HomeMy WebLinkAboutB16-0935 047-790-005y
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383 Rio Undo Ave, Chico, C./A 95926
p. (530) 5922-4407 www. summitch ico.rom
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Client:
Robin Perry, The Perry (;company
Project:
stoner Pool Cabana
Address.-
3941
San Juan Court, Chico, CA
Ix C7 �
EXP. 013,130 01 � J
6N, CIVIL
OF CA15
PERMIT 1L
BUTTE COUNTY DEVELOPMENT SERVICES
REVR WEE) FOR
CODE COMPLIANCE
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DATE__ L--
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BUTTE
COUNTY
M AY 0 5 2 016
DEVELOPMENT
SERVTCES
Note,.* Summit Structural Design(SSD)is not Ks onsib[le for ori -site inspeGtion -to
p
assure compliance with the standards, sues, materials, or workmanship specified h(.:.,.r'eiri.
SSD i,(:.; not responsible for any structural element or system hot specifically noted in this
set of <.>pecii ications/calculations unless authorized in writing by SSD. Workmanship shell
be of the highest quality and in all cases shall follow accepted construction practice the
latest odition of the California Building Code, and loc=al building departrnle..nt standard;.
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Summit Structural Design PRUJE(:T: Stoner Cabana
STRUCTURAL NOTES
1. GENERAL
A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES,
B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) IS RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY.
THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST,
BUILDING DEPARTMENT APPROVED, STRUCTURAL DRAWINGS. SHOULD ANY CHANGES BE MADE: FROM THE DESIGN
AS SPECIFIED IN THESE CALCULATIONS WITHOUT IFHE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE
ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE.
C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS.SPECIFICALLY NOTED
OTHERWISE, DO NOT SHOW THE'METHOD OF CONSTRUCTION. THE CONTRACTOR Its RESPONSIBLE FOR THE METHOD
OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTi CTTHE PUBLIC, CONSTRUCTION
WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE= FORMING, SHORING,
BRACING, SCAFFOLDING, ETC,
D) 11= A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS,
THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE
DESIGN DOCUMENTS.
E) ANI' (:ONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES
MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO
THE REVIEW OF THE ENGINEER.
F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF
THE CONTRACTOR OR OWNER.
2. SITE WORT( / FOUNDATIONS
A) ASSUMED MAXIMUM SOIL BEARING = 1,500 PSF PER CBC TABLE 1804.2.
B) BUILDING SITE IS ASSUMED 1"0 BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE: A
GEOI*ECFINI(.'*AL REVIEW OF SITE:, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTsON OF
THE ENGINEER.
C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPEt) FOOTINGS. ANY OTHER
CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINE—Ell PRIOR TO THE CONSTRUCTION OF THE
FOUNDATIONS.
D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL: F00 rINGS, AND GRADE BEAMS
SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE.
E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL.
F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10
FEET HORIZONTAL.
G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS.
H) Fill MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES, AND SHALL BE
COMPACTED A MINIMUM OF 90%.
1) USE: 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT.
J) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING
PLACEMENTS IN VIOLATION OF FIGURE 1.808.7.1 OF THE.2013 CBC. THIS ENGINEER `HALL NOT BE LIABLE FOR ANY
FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 2808 OF THE 2013 CBC,:
4. CONCRETE: / REINFORCING
A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 21500 PSI U.N.O.
C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI.
D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE 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 MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT.
E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF
ACI 318.
F) SLABS ON GRADE SHALL BE FIER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING
AS A SUITABLE SLAB—ON—GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH #3;BARS AT 15" O.C. EACH WAY
ABOVE MID—DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB
WITH 113 AT 15" E.W. ABOVE MID—DEPTH OF SLAB, OR 6X6 WWF ABOVE MID—DEPTH OF SLAB 1h/1TH SAME SUB -SLAB
BUILDUP AT ALL OTHER AREAS.
s
Summit Structural Design PROTECT: Stoner Cabana
G) SAW -CUT TOP %" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16'-0" WHERE SLAB IS REINFORCED,
SAW CUT AT INTERVALS NOT TO EXCEED 7' -Cl" WHERE SLAB IS UN -REINFORCED,
!) REINFORCEMENT COVER SHALL BE AS FOLLOWS:
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3"
CONCRETE WITH SOIL OR WEATHER EXPOSURE: #5 BARS AND SMALLER: 1 %"
#6 BARS AND LARGER: 2"
CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: %"
J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS U.N.O. AND
LAP TOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U N.O.
K) #54011) LARGER REBAR SHALL NOT BE RE-BENT.
L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND .ADEQUATELY SECURED IN
POSITION BEFORE AND DURING CONCRETE PLACEMENT,
6. FRAMING/'LUMBER
6-1 MATERIALS:
A.) SHEATHING;
1. ROOF SHEATHING: 5/8" APA RATED 40/20 EXPOSURE J., STRUCTURAL SHEATHING WITH FACE GRAIN
PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 8d AT 6" O.C. EDGE, 22" O.C. FIELD U.N.O. PROVIDE
1/8 GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER.
2. FLOOR SHEATHING: %" APA RATED 48/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS
AND NAIL WITH 10d A'f 6" O.C. EDGE 10" O.C: FIELD, GLUE AND NAIL TO ALL SUPPORTS.
PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER,
3. WALL SHEATHING: SEE PIANS
4. ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE,
B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF 11=1600' U.N.C).
GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USI_ BY THE MANUFACTURER. FLASHING AND
WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CONTRACTOR TO PREVENT DECAY.
GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE
WITH CBC 2303.1.3, AITC A190.1 AND ASTM D 3737. BEAM INSPECTION.CERTIFICATES SHALL BE SUBMITTED TO TIRE
FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.20
C:}
MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI 8; FV = 285 PSI M!>`1., AND
SHALL BE MANUFACTURED, APPROVED AND IDEN'T'IFIED AS PER NER-481
C2.)
PARALAMS: PSL'S (PARALLEL STRAND LUMBER) SHALL HAVE FB = 2900 PSI & FV = 290 PSI MIN,, AND SHALL BE
MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481
D.)
SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER ANCHOR BOLTS ANI) 3" X
3" X.229" THICK PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH ONE BOLT LOCATED 1'-0" MAXIMUM FROM
EACH END OF EACH PIECE. xr SHEAR WALL LOCATIONS, SILLS SHALL BE 3X MATERIAL. UNO PER PLANS AND DETAILS.
E.)
FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A. OR
_
W,C.L..I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O.
1. STUDS SHALL BE STUD GRADE OR BETTER.
2. ALL POSTS SHALL BE: DF -L #1 U.N.O.
3. 2.X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O.
4. 2:X JOISTS SHALL BE DF -L 42 U.N.O.
5. CONCEALED BEAMS SHALL BE DF -L #2
6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FREE OF HEART CENTERS (4X6 AND LARGER)
F,)
NAZI -S: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION,
NAILS SHALL BE HOT DIPPED GALVANIZED.
G.)
BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND
WITHOUT EXCESSIVE RUST. BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED.
H.)
ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED EQUIVALENT', INSTALLED PER
MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS
l.}
ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE
CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO WOOD.
J.)
MANUFACTURED "I" JOISTS: MANUFACTURED I JOISTS (SUCH AS TRUSS JOISTS) SHALL BE INSTALLED PER THE
MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF L/480 U.N.O.
USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER STRAND) WITH ALL "I" JOISTS. USE A DOUBLE RIM OR 1
LVL RIM AT ALL LOCATION'S WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS).
Surnmit Structural Design PROJECT: Stoner Cabana
6.2 GENERAL FRAMING
A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER. 2013 CBC TABLE: 2304.9.1.
B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS; LARGER
MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION.
C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE, WHICH COULD 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.
6-3 E311AM FRAPAING
A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED
TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O.
B.) DOL)EILE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND
UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED.
ADEQUATE SUPPORT SHALL 13E PROVIDED FOR ALL. OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE
SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE,
REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES.. WOOD BURNING STOVE, ETC...
C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING
GREATER THAN 101•0"
6-4 POSTS/TRIMMERS
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.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD ISTO BE TRANSFERRED TO THE
FOUNDATION BY VERTICAL GRAIN ONLY, U,N.O.
6-5 WALL FRAMING
A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING WALL SHALL OCCUR AT
THE CENTER LINE OF SUPPORTING STUD.
TOP PLATE SPLICES OF STUD WALLS SHALL BE: 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O.
WHERE SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O.
B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0".
C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI QWIK•-BOLT 11 OF
SAME DIAMETER WITH EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS
AND CURRENT ICC REPORT.
D.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLT'S ARE NOT ALLOWED, STUDS
SHALT. HAVE FULL BEARING TO THE FOUNDATION PLATE.
E.) LETT-IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS
WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE:.
F.) SEE NOTE 6-1 D. FOR SILL AND ANCHOR BOLT SPEC..IFICATIONS.
G.) WAIL FRAMING RECEIVING NAILING AT 3" O.C. OR LESS SHALL BE 3X NOMINAL UN,O PER PLANS AND DETAILS.
6-6 CONNECTIONS
A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1f 16" OVERSIZE.
B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING
AGAINST WOOD.
C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOSING IN OR
AT COMPLETION OF JOB,
D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE.
E.) FASTENERS IN PRESERVATIVE: OR FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED GALVANIZED.
8-2 CUT AND STACKED ROOF FRAMING.
A.) CUT ANIS STACKED ROOF SYSTEMS SHALL BE BUIL' 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 THAT ARE CAPABLE OF TRANSMITTING ALL GRAVITY AND WINE) LOADS TO
THE FOUNDATION.
Summit Structural Design PROJEC*,T: Stoner Cabana
THE FOLLOWING ADDITIONAL LIMITATIONS SHALL APPLY:
1. RAFTER MAXIMUM SPANS
A. 2X6 Di: -L-#2:91-611
B. 2X8 DF -L #2: 13'-0"
C. 2X10 DF -L #2: 16'-6"
2. MINIMUM BRACE SIZE = 2X6
3. MAXIMUM BRACE SPACING = 4'-0" O.C.
4, PURUN SIZE SHALL MATCH THE SUPPORTED RAFTER SIZE U.N.O.
B. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE THE CONVENTIONALLY FRAMED ROOF SYSTEM WITH
TIES AND SUPPORTS BRACING ALL ELEMENTS TO THE FOUNDATION. THE ENGINEER HAS MADE CURSORY REVIEW
OF THE FRAMING SIZES AND SUPPORT LOCATIONS, AND HAS PROVIDED GENERAL CONNECTION DETAILS TO COVE;
THE MAJORITY OF CONDITIONS, BUT HAS NOT PROVIDED ENGINEERING DETAIL REQUIREMENTS FOR ALL
CONNECTIONS NECESSARY FOR THE ROOF TO PERFORM IN ACCORDANCE WITH THE LOADING CFJTERIA. IF ANY
SPECIFIC ELEMENT OF THE ROOF FRAMING SYSTEM IS NOT SHOWN AND DETAILED CONNECTION CRITERIA IS
REQUIRED, PLEASE CONTACT THE ENGINEER FOR ADDITIONAL INFORMATION.
9, DESIGN LOADS
A) ALL DESIGN LOADS ARE PER CBC CHAPTER 16, DIVISIONS 11 11, 111, AND IV U.N.O.
8) ROOF LIVE LOAD: 20 PSF
C) SEISMIC ZONE: 0
Dj WINDSPEED: 110 MPH EXP C
`)uimmit Structural I)esi::grri
Project: Stoner Cabana
Engineer: RKB
Design of Gravity Loadc.;
_____
Roof Slope= f to 12
Roof Dead load Ply 2.0 psf
Roofing 10.0 psf
Framing 6.0 psf
Ceiling 12.0 psf
Insul 0.0 psf
Misc. 1.2 psf
Total (sloped) 31.2 psf
Total (horiz) 33.0 psf
Roos' Live Lead Roof Live Load 20.0 psf
Wall Dead Load Siding 10.5 psf
(exterior) 3/8 Ply. 1.8 psf
2x Framing 2.2 psf
Gyp, 2.2 psf
I nsu I. 1.3 psf
Total 18.0 psf
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Summit Structural 1'..)esign
ProjEl.c:t: Stoner Cabana
Engineer: RKB
Design of : Seismic Mass and Seismic Load Development
Roof
Roof -Snow (20%)
Area (ft')
442
C
Weight (lbs)
1.4573
C�
Roof
Trib Line Shear (lbs)
Wall Lin( -
Shur Obs)
Working Stress rho Total
ww��ri.r.r ..ww wrww��r.w.�w
51.5 1..30 670
51.5 1.30 670
51.5 1.30 670
51.5 1..30 670
Height (ft)
Length (ft)
Weight (lbs:)
Walls(ext)
1.0
32
2880
Wails(int)
Total
.1;74.5.
Roof Area (ft 2}
Floor Area (ft')
Ultimate
Working Stress
442
0
1443
1031
Roof
Trib Line Shear (lbs)
Wall Lin( -
Shur Obs)
Working Stress rho Total
ww��ri.r.r ..ww wrww��r.w.�w
51.5 1..30 670
51.5 1.30 670
51.5 1.30 670
51.5 1..30 670
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Building code Reference Docuinent
site Coordinates
20.2 international Building Code
(which utilizes USGS hazard data available to 2008)
39.8`' N, 1.21.88°w
:)ute Boit ciassific�atioh Site Class D "Stiff Soil„
Risk Category IM SII
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> k) ft-'' A,t\Y}. 'v'4 /)�" i '> ,'_ Sti 4
,. )ytf{ i4 s et
rS )
S
,. ).,,i -.r! .,30 :'1"t _ i Y...__:\i1.,_._:•-
SS :: 0,637 9 S VA" 0.806 g Sps
S 1 w r 0. 2 `! 6 g � l M I Ya" 0{ 5. F. V � A S p 1 0 w.
0.5:37 g
0.340 g
< :;F f
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<:.iFK, 5.3 �xe`,%'A
For information on how the SS and S1 values above: have been calculated from probabilistic (risk -targeted) "end
deterministic ground motions in the direction of rriaximum horizontal response, plecjse return to thepplir.��tion and
select the `'•2009 NEHRP" building coda reference document.
I, r
i � E::�� F e -ponce Si�ectrum
0.G3
0.2?
0.10
e r
O.00 1 ! - - f T t --i
0.00 a. 20 �0. 40 0. G0 0.00 1.00 1.2 1 1.40 l e G0 1.80 2.00
Period, T ( sec)
n+ 5 4
0. 4 2
0.42
.M. 0.3+G
01
� U.3u
GA 0.24
0.1
0.12
0.OG
Des,-ign Response E'Ypectrurn
0.00 I �- i----�----�
0, 00 M2.0 0.40 G. C0 0.20 1.010 t.20 1.40 1. G0 1.190 2.00
Period, T (sec)
Y 1...Mw♦Mv.MM„ .---w.v..•v..l..>WW MMW.>iwM.WM.. .YM/,{MN,/w.w�✓M,.W.•.MuwNWMMMMMM"WMMwM>N.YMNI).V1M•W,MMW,MM N,hM.._ V f•>W+IWY)IW.M.MMM/I.AWV/IV/N,P>M1CYW.!>:,I)M,v)INM,MNMMMw,r.•IMI+.rM•w'Iwv W MVM>Mw<Mwvw•vNw�M.MMMM.'wv+,wwA,�,M.M.WMVY,�•„�IWr --.1.... YMN.1,)MW/NIN.w.t.I.vIM YNM/W,,,
Alti sough this information is o product of thc2 U.S. Geological Survey, we proWide no warranty, :expressed or implied, as to t:l �e
accuracy of t:he data contained therein. ` his) tool is not a substitute for t�chnicai subject -matter knowledge.
�1
Slummit Structural Design
Project: Stoner Cabana
Engineer: RKB
Design of Seismic Load Deve1opm(:-,,nt (ASCE 7-10)
Ss 0.617 Mapped 0.2 sec spectral response
51 --------0....276. Mapped 1 sec spectral response
Site Class D '':: In accordance with Ch 20.
SMS 0.81 Max Considered EQ
SM -1 0.51 Max considered EQ
SDS 0.537 Design Spectral Response (0,2 Sec)
SDI 0.340 Design Spectral Responses (1,0 Secy
System Light Framed Shear Malls
R 6.5 Ornega
3 Cd
Seismic Design.Category D
Occupancy 2
TL 16
4 lit Limit
65
Cs
0.08 12.8-2
Max Cs
0.47
Min Cs 0.02 (.0:1 outside of SJ)
{:t
0.02 x
0.75
Ta
0•11 Cu
1.4
MaxT
0.16 No limit for drift
Use T
0.11 ,alt Ss
0.617
V'=
0.083 *W
Height to
Roof (hn) _
10 ft
V=
1.4 -k
Vert
Dist Exp. (k)
1
Summit Structural Design
Project: Shade Structure
Engineer: RKB
Design of : Wind Load Development for Open/Pitched Bldg (ASCE 7-10)
Design Wind loads on Open Pitched Bldg: F=ghGCNA (lbs)
Determination of q,, Velocity Pressure
gh=0.00256KzfF%I ,K,V'(LCF)= 1.3.43
KZ=
Yt=
Kd=
V=
LCF=
Determination of 6, Gust Factor
G=
11=
FxnnsurP_
12.00
psf
Height Above Ground Level, ft
0.85
Calculated Velocity Pressure Coefficient
1.0
Topographic Factor (1.0 for Flat Terrain)
0:85
Wind Directionality Factor
110
Basic Wind Speed, mph
0.60
Load Combination Factor
0.85
12 Structure Height, ft
C Wind Fxnnsure Catogory
Wind Directionality Factor, Kd crable 26.6-5
Structure Type
Kd
Buildings., MWFRS
0.85
Buildings, CC
0.85
Arched Roofs
0.85
Square Chimney's, Tanks, & Sim.
0.90
F.1exag. Chimneys, Tanks, & Sim.
0.95
Round Chimneys, Tanks, & Sim.
0.95
Solid Signs
0.85
Open Signs & Lattice Framework
0.85
Tri, Sq, Rect. T-ussed Towers
.•.wr.r.r.w.r.rr.w
0.85
��
All other Trussed Towers
0.95
Terrain Exposure Constants (Table 26.94, Modified)
Exposure
a
z (ft)
a bar
b bar
c
r (•ft)
rww.ww
E bar
z bar (#`t)
...r-.rrr
9Q�&
...n
wrrrrrr.rr.rr-,..r.
B
ww
7.0
1200
w..w•w-w.ww.w.ww
0.25
w.nr.�.w...
0.45
wwwwwww.
01.30
320
0.33
30
3.11
C
9.5
900
0.15
0.65
0.20
500
0.20
15
3.11
D
11.5
700
0.11.
0.80
0.15
650
0.1.25
7.2
3.4
Determination of CN, Force Coefficient
Clear Wind Flow
Roof Slope (degrees) CNW CNL
26.56 1.21 0.21
-0.10 -0.85
Array Area/Roof Plane (ft2)
Determination of .Net Force
Load Casa A (lbs)
Load Case B (lbs)
Net Horiz. Load Case A (lbs)
Net Horiz. Load Case B (lbs)
Min Horiz. Wind Load (Ibs)
221.00
Obstructed Wind Flow
CNW CNL
-0.93
-0.48 X1.38
CNW
CNL.
CNW
CNL
3048
525
2344
-2344
-252
-2155
-1.199
•3469
1128
851
Area (ft)
117.0
Wind (psf)
9.6
1.123 Does not govern
0
1.015
W+
CHAPTER 27 WIND 1.00ADS ON BUILDINGS---rNMMS (DIRECTIONAL PROCEDURE)
•r ` • M W. -
OWN =%"I r
-
OWN=%"I# f�'� � 1�RI�i�ti1 • t�t1HI�I�tEll Mttt�R!OWS
U
a7
Malty Wind Force Rolsting System -W Pnrt 1 0,25 S h/l;, .45 190
Mltttt�:lttt�IM��ttti� R� �� tlttUtitti��ittAilE �l�IIIrM�! SAI t�tEq� ��ZTp �
PicedFigurev 1',7,4-5 Net Pressure Coefficlent, CN�.
thRoofs
Open Buildings ,Q.:5 4_5 � 0° 1800
WOOLS 'NO ..o.. M all
i• •3 �
1
Wind
�1r�Gt10�1
"tow.* y
w
Roof
7,5°
f.
150
M•�•�•V ti�AA1r�
22,5°
300
37.50
4.50
h
.,.,•...
tia
Load
Case
a7
Malty Wind Force Rolsting System -W Pnrt 1 0,25 S h/l;, .45 190
Mltttt�:lttt�IM��ttti� R� �� tlttUtitti��ittAilE �l�IIIrM�! SAI t�tEq� ��ZTp �
PicedFigurev 1',7,4-5 Net Pressure Coefficlent, CN�.
thRoofs
Open Buildings ,Q.:5 4_5 � 0° 1800
WOOLS 'NO ..o.. M all
i• •3 �
1
Wind
�1r�Gt10�1
"tow.* y
w
Roof
7,5°
f.
150
M•�•�•V ti�AA1r�
22,5°
300
37.50
4.50
h
.,.,•...
T�otC":
It CNw and CNL denote net prossurcs (contributions from lop and bottor i Surfaces) for K.1indward and IvVard half of
roof surfaces, respectively,
2• Clear wind fiow denotes relatively unobstructod wind flow with blockage less than or equal to 50%. Obstructed
► wind flow denotes objevs below roof inhibiting wind flow (>50% blocknge),
3. For vrilucs of 0 behve'cn 7,51 gild 451, linear interpolation is perrnitted. For values of 0 less than 7.51, use
monoslope roof load cooffloicnts,
4. plus and minus signs signify pressures acting towards and away from thp.top roof stirtace, respectively.
54 All load cases shown for each roof angle.shall big investigated,
6• Notation; '
L : horizontal dimension of rood', moasured in the along wind direction, fl• (m)
h : tnean roof height, A, (in)
: direction of wind, degrees
8 : Angle of piano of roof from horizontal, degrees
"NoA pew RE EItA IIIwIrf��wltiMMyfMMlttllll tEf EOc
N Me
M
M
MI
t�c
Wind Dirootion, � = 0°, 1800
Load
Case
Clear wind Flow
ObstrOcted blind Flow
C�Nw CNL
CNw CNt,
• A
1t1 •0.3
{ $
012 -1.2
IWUIIr
-0.19 _1117
t
A
1.1 -0t4
y162 .1 �
B
011
.1.1
-0.6
1 tC
A
1.1
0.1
yrq••
-1.2
•1,2
-
lt7
A
1t3
Ota
«awtlw•,ww,wr.
-0,7
-Ot7
B
-001
-0,9
-Ot2
-1t1
A
113
0.6
wMrrrMrrrrw..
-0t6
.
-0,6
~ 13
-012
-0.6
-0.3
-4.9
A
1t1
0t9
-0.5
-0.5
-0t5
-0t3
T�otC":
It CNw and CNL denote net prossurcs (contributions from lop and bottor i Surfaces) for K.1indward and IvVard half of
roof surfaces, respectively,
2• Clear wind fiow denotes relatively unobstructod wind flow with blockage less than or equal to 50%. Obstructed
► wind flow denotes objevs below roof inhibiting wind flow (>50% blocknge),
3. For vrilucs of 0 behve'cn 7,51 gild 451, linear interpolation is perrnitted. For values of 0 less than 7.51, use
monoslope roof load cooffloicnts,
4. plus and minus signs signify pressures acting towards and away from thp.top roof stirtace, respectively.
54 All load cases shown for each roof angle.shall big investigated,
6• Notation; '
L : horizontal dimension of rood', moasured in the along wind direction, fl• (m)
h : tnean roof height, A, (in)
: direction of wind, degrees
8 : Angle of piano of roof from horizontal, degrees
"NoA pew RE EItA IIIwIrf��wltiMMyfMMlttllll tEf EOc
N Me
M
M
MI
t�c
Summit Structural D'E.'Sign
Project: Shade Structure
Engit)t:E.sr RKB
De.)ign of : C+C Wind Loads for Open/Monoslope Bldg (ASCE 7-10)
Design Wind Loads on open Monoslope Bldg: F=gl,CCNA (lbs)
Determination of q,, Velocity Pressure
qh.=
13.41
psf qh=0.00256KzKztKdV2LCF
z=
12.0
Height Above Ground Level, ft
Kz=
0.85
Calculated Velocity PrE!ssurE-3 Coefficient
Kzt=
1.0
Topographic Factor (1.0 for Flat Terrain)
Kd=
0.85
Wind Directionality Factor
V=
110
Basic Wind Speed, mph
l_CF=
0.60
Load Combination Factor
ta=-
0.85
Gust -Effect Factor
Exposure=
C
Wind Exposure Category
500
0.20
15
B= 26 Plan Dimension of Building Measured Perpendicular to Wind Direction, tt
L= 8.5 Plan Dimension of Building Measured Parallel to Wind Direction, ft
a= 3 Width of Pressure Coefficient Zone, ft.
Terrain Exposure Constants
:Exposure�
a
z (ft)
a bar
b bar
c
I (ft)
E bar
z bar (ft)'gQ
-g„
B
7.0
1200
0.25
0.45
0.30
320
0,33
30
3.4
C:
915
900
0.15
0.65
0.20
500
0.20
15
3.4
EI
11.5
700
0.1.1
0.80
0.1.5
650
0.125
7.2
3.4
Determination of C N, Force Coefficient
Effective Vllnd Clear Wind Flow
Area, EWA Zone 3 Zone 2
EWA:5 .2 2.51 -1.89 1.93 -1.47
a2 < EWA <_ 4a" 1..93 -1..47 1.93 -1..47
ENA > 4a z 1.25 -0.95 1..25 -0.95
Determination of Wind Pressure, F (psf)
Effective Wind Clear Wind Flow
Area, EV IA Zone 3 Zone 2
EWA < '32 28.6 -21..6 22.0 -16.7
az.< EWA:5 4a:' 22.0 -1.6.7 22.0 -16.7
EWA > 4az 14.3 -10.8 14.3 -10.8
Zone 1.
1,25 -0.95
1.25 -0.95
1.25 -0.95
Zone 1.
1.4.3 -10.8
14.3 -1.0.8
14.3 -10.8
1.00
0.80
0.50
1.1.4
9.1.
5.7
Obstructed Wind Flow
Zone 3 Zone 2 Zone :1
-2.58 0.80 -1..94 0.50 -1.29
-1.94- 0.80 -1.94 0.50 -1.29
-1.29 0.50 -1.,29 0.50 ..1.29
obstructed Wind Flow
Zone 3 Zone 2
-29,4 9.1 -22.1 5.7
-22.1 9.1 -22.1 5.7
-14.7 5.7 -1-4.7 5.7
Zone :1
-:14.7
-14.7
-:14.7
Sumnlit Structural Design
Prtj(.N.( t: Stoner Cabana
EnginE!Ear-: RKB
DI
E.soign of Lateral Force Summary
Wind Seismic
Wall Uric. Shear (IbS Shear Obs) Control
1
562
670
Seismic
2
562
670
Seismic
A
I 562
670
Seismic
B
562
6,70
Seismic
----------
summit Structural Design
Project; Stoner Cabana
Engineer: RKB
Design -of: 55hear Wails
.-._._...._..r.. r..._..._.. ..._._._.......�.....r.......�.._..__.
Panel Thickness
Panel Orientation I Short Dirnension Across Studs
,..... r.......
Nail Type j
.. 8d...�:
r ... .
Anchor Bold Durr, i/2
Stud Spacing 1.6 in o.c.
Spec Grav Of Framing0.5
Fnd Sill Plate Grade DF -I.
AB in 2X Sill 620 lbs
AB in 3X Sill 730 lbs
Sill Plate/Rim Anchorage
1. Use- 3X framing at adjacent panel edges and stagger nailing
Nail
Embed
Index#
Nail
length (in)
Diam. (in)
(in)
Cd
Load
1
12d
125
0.135
1..75
1.6
165
2
16d
3.5
0.148
2.00
1.6
189
3
20d
4
0.177
2.50
1.6
261
4
30d
4.5
0.192
3.00
1.6
272
5
1/4" SDS
3.5
0.25
2.00
1.6
544
6
A35
1.6
695
7
A34
1.6
515
Shear Wall
SW Plate
Fastening
SW Rim
Fastening (No Ply
E'M-)
AB Spacing (t)
Edge Nail (ire)
Load (lbs)
Fastener #
Spacing
Fastener # Spacing
2X Sill
3Y, Sill
6
260
1
7.6
inches
6
32.1
inches
3.82
4.49
4*
350
1
5.7
inches
6
23.8
inches
2.83
3.34
4, Nota 1
380
1
5.2
inches
6
21.9
inches
1..31.
3.07
3, Note 1
490
1
4.0
inches
6
1.7.0
inches
1.01
2.38
21 Note 1
640
1
3.1
inches
6
13.0
inches
NG
1.83
44., Note 1
760
3
4.1
inches
6
11..0
inches
NG
1.54
33, Note 1
980
3
3.2
inches
6
8.5
:inches
NG
1..19
22., Note 1
1280
3
2.4
inches
6
6.5
inches
NG
0.91
1. Use- 3X framing at adjacent panel edges and stagger nailing
Project: StonerCabana
Engineer: RKB
Design of : Shear Wall Framing
W,311
Line
1w
1 -eq
2-w
2-(.q
A -w
A -eq
B -w
B -eq
Lateral
Load
(Ibr)
SGZ
670
562
670
Total
Resistive
Wall
Length
(ft)
5.00
5.00
5.00
5.00
Load
(plf)
112
134
112
134
Summit Structural Design
OT
Segment
Segment
Mornent
(ft)
(ft -Ib)
Overall
Resistive
Aspect
Gravity
Edge Nail
Length
Length
Ratio
Load
(in)
(ft)
(ft)
Factor
(Ib/ft)
6"
2.50
2.50
1.00
150
6"
2.50 t'
2.70
0.57
150
6"
2.50
2.70
1.00
150
6"
2.50
2.50
0.57
150
OT
OT
Height
Mornent
(ft)
(ft -Ib)
8.75
2459
8.75
2931
8.75
2459
8.75
2931
Righting
Moment
(ft -lb)
469
469
469
469
Net
M/o
(Ib)
8i1
1050
871
1060
562
5.00
112
6"
2.50
2.50
1.00
150
8.75
2459
469
871
670
5.00
134
6"
2.50 -
2.70
0.57
150
8.75
2931.
469
1060
562
5.00
112
6"
2.50
2.50
1.00
150
8.75
2459
469
871
670
5.00
134
6"
2.50
2.50
0.57
150
8.75
2931
469
10 6) 0
1.�
Summit Structural Design
Project. Stoner Cabana
Engineer: RK13
Design of : Lateral Drc-icr,(.-,.,
A -w
Lateral
Overall
Shear per
Length to
Drag
Dreg
Wall
Load
Length
Foot
be dragged
Load
Type
Line
Obs)
(ft)
(p,f)
(ft)
(Ibs)
if applicable
I -w
562
:15.0
37.5
5.0
187
A
1-ecl
670
:15.0
44.7
5.0
223
A
2-w
562
:15.0
37.5
5,0
187
A
2 -eco
670
15.0
44.7
5.0
223
A
A -w
562
:74.0
23.4
9.5
222
A
A•eq
670
24.0
27.9
9.5
265
A
B -w
S62
24.0
.23.4
9.5
222
A
B -eq
670
24.0
27,9
9.5
265
A
Summit Structural Design
Project:: Stoner Cabana
Engineer#: RKB
Design of: Foundations
Allowable S(Al Bearing:
Concre'te Compressive Strength:
Concrete Stern Wall (Non -Retaining):
1500 psf
2500 psi
6" wide with (1) #4
continuous at
top and
bottom of wall and
#4 at 18" o.c.
full height. Provide
#4 at 18" ox.
vertical
developed by hook
into footing, U.N.O.
Continuous
Width (in)
-footings:
Thick. (in)
Cap (plf)
Reinforcing
12
12
1.500
(1)
#4.
cont.
15
12
1875
(2)
#4
cont.
18
12
2250
(3)
#4
cont.
24
12
3000
(3)
#4
cont.
30
12
3750
(4)
#4
cant.
Spread Footings:
Reinforcing Cap,
Label
Size
Thick. (in)
Each
Way
Kips
F1
11.01
Sq.
12
(1)
#4
1.5
F1..5
1'-6"
Sq.
12
(2)
#4
3.375
F2
2'-0"
Sq.
12
(3)
#4
6
F2.5
2'-6"
Sq.
12
(4)
#4
9.375
F3
3'-0"
Sq.
12
(4)
#4
1.3.5
F3.5
3'-6"
Sq.
12
(5)
#4
18.375
F4
4'-0"
Sq.
12
(5)
#4
24
F4.5
4'.611
Sq.
12
(6)
#4
30.375
F5
5'-0"
Sq.
12
(7)
#4
37.5
F5.5
5'-6"
Sq.
1.2
(5)
#5
45.375
F6
614"
Sq.
18
(8)
#5
54
F6.5
61-6"
Sq.
18
(9)
#5
63.375
Note: Bottom of each footing shall be at least 1.2" below finished grade or as per local requirements.
Summit Structural Design
Project:: Stoner Cabana
Engineer: R K B
t olumn Design Values (NDS3.7)
��S1�C1 C f. 4xTimber_--___ -- -- w
4X E)F-L(N) #1
Fc E
1400 1.600000
Stability
Reduction
1e (ft:) Cp_-
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
0.64
0.55
0.46
0.39
0.33
0.29
0.25
0.21
0.1.9
0.16
0.14
0.13
0.12
0.1.0
0.09
0.09
d Kcf: c CD
5 0.3 0.3 :1..25
Fc' (psi
901.
767
649
549
467
399
344
298
260
229
203
181
1.62
146
132
120
4X4
Column
4X6
Capacity Obs)
4X8
4)(10 -
4X1.2
11041
1.7350
23660
29969
36278
9397
14766
20136
25505
30875
7951.
12494
1.7037
21.580
26123
6729
1.0574
1.441.8
18263
221.08
5718
.8985
12252
15519
1.8786
4888
7682
10475
13258
1.6062
4209
6614
9020
11.425
13830
3651
5737
7823
.991.0
11996
3190
501.2
6835
8658
10480
2806
4409
6013
7616
9219
2484
3904
5324
6 743
81.63
2213
3477
4742
6007
7271.
1982
311.5
4248
:5380
6513
1785
2805
3824
4844
5864
1.615
2537
3460
4:382
5305
1467
2305
3144
3982
4820
11
Summit Structural Design
Project: Stoner Cabana
Engineer: RKE3
Design of: Roof Framing (Conventional)
Roo" Loads
DL= 33 psf
LL= 20 psf
Roof plywood:
5/8" APA rated Exterior plywood or OSB. Apply face grain perpendicular to
fr•arning, stagger panels and nail with 8d at 6" o.c, edges and 1.2" o.c. field. Edge
nail at gable ends, drags strap lines, blacking, and all supported edges.
Roos framing:
Cut -and -stacked roof systems shall be built to the conventional framing requirements
of the 2013 CBC (CBC 2308.1.0). Purlins, braces, intermetiate 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:
1, Rafter Maximum Spans
a. 2X4 DF -L #2:
b. 2X6 DF -L #2:
c. 2X8 D F -L #2:
d. 2X10 DF -L #2:
2. Minimum Brace Size =
3. Max Braga Spacing
61.011
12'-0'=
1.81-011
16'-g"
2X6
4'-011 O.C.
VMS
111
I 010
14cs"
sOfTIVARt- r M W000 nrsrc;ti'
COMPANY PROJECT
Summit Slructurs! Oesign
Mar. 27, 2016 11:04
Design Check Calculation Sheet
WoodWorks Sizer 10.1
Loads:
toad
Type
Di.tribution
Par-
Lucrt ion [ft] ]
IN<ti�-nitude
Unit
tv
172
tern
Start. End
Start ii::d
129
Loadl
..............._....
Full Arra
fly/Fh' - 0.44
P4ad Defl'n
:6. tt0 (2'TF
pr i
Load2
Rocs constr.
Full Area
Total
310
18.00 1,4.01
pa
Load3
:•inti W:
Full Area
0.22
1./434
24.CD (24.0) •
Ps
self -we ihe tt
UC.�ci -
Full UDL
.!^•
l 1! V
2.0
Plf
•-�rl.wutary iLd"i.n tir.i
Maximum Reactions (lbs) and Bearing Lengths (in) :
�,,.....
tan:�r.to red:
Anal f,.,.r.
t
Value.
Design
De7ad
13c
,hr.tc
tv
Wind
172
225
7t
Roof L.V
129
736
12�
1662
fly/Fh' - 0.44
P4ad Defl'n
0.08 =•
<t./999
1.00 - -
- - 1.00
)i0
Total
310
L/973
0.44 R
L/240
0.25
Total t:efl'n
0.22
1./434
0.53 -
L/100
•
:t.r.ncjth
1 .40r
.!^•
l 1! V
Min req'd
1.00•
205 lbs
,'Minimum bendno
tenotH
settitin usod: V for end su parts ,.... .... _... ...-.---.----_.--------
Lumber•soft, D.Fir-L, N0.2, 2x8 (1•1/2"x3.1121
Supporta: All • Timber -soft Seam, D.Fir-L Uo.2.
Roof joist spaced at 24.0` c/c; Total length: t3'-2,9"; Pitch: 0112;
Lateral support: tops full, bottoin= at supports, Repetitive factor. applied w`tere permitted (refer to online help);
Analysils vs. Allowable Stress (psi) and Deflection (in) using NDS 2012:
Criterion
Anal f,.,.r.
t
Value.
Design
Value
Anal Sia/best n
,hr.tc
tv
Cl
Cn LCk
225
tv/Fv' 0 0.11
Sending(t)
fb
736
So
1662
fly/Fh' - 0.44
P4ad Defl'n
0.08 =•
<t./999
1.00 - -
- - 1.00
1.00
Live;: totl'n
0.10 *_
L/973
0.44 R
L/240
0.25
Total t:efl'n
0.22
1./434
0.53 -
L/100
0.41
Additional Data:
FACTORS: Fleipsi)c0 CM
Ct CL CF
Cf %I Cr Cf rt
Cl
Cn LCk
FV' leo 1.25 1.00
1.00
- - 1.00
1.00
1.00 2
)"b'+ 500 1.25 1.00
x.00 1.000 1.300
1.00 1.15 1.00
1.00
- 2
Fcp' 625 - 1.00
1.00 - -
- - 1.00
1.00
-
E' 1.6 trii.l if on 1.00
1.00 - -
- - 1.00
1.00
- 3
Fmin' 0.56 trai.l.lion 1.00
1.00 - -
- - 1.00
1,00
- 3
CRITICAL LOAD COMBINATIONS:
Shea r : .LC 112 - P••Lr, V
ft 234, V dei z.gn
205 lbs
t c:lding F+) I 14 Q2 A U••Lr, :4
n 464 lbs -ft
voflection: LC 03 a V.-,75(Lrt. 4261) Clive)
W 93 - D•-. 7a i,Imr4.42W) total)
V~'dead t.rlive 34(now itis=Wind loirrpact. Lr -roof li v•" r.c-cancent.ra"'r,-d f -ealCti<{Uay.t..
A11 LC'!". At*(. lxsted tri till! Anallyti!, out:litlt
L(.,aCi re'.�:riiltifiR�.: i�•i:l: !-i�/ Tit 2�1i:
CALCULATIONS:
i:Eflvcrion:
"Live" deflection. n Qie:'lection from all non-clead loadr> 'iive, W111d, snow...
ictal Deflection a 1.5o(Vead toad reflections + Live Lood Def:t.cti.on.
Searinq., Allowiible bearing at an nngle !"theta ualcu.lrited for each support
as per. )MS 3.10..3
Design (Votes:
1. Woodworks analysis and design are In accordance with the ICC International Building Code (ISC 2012). the National Design Specification (NDS 2012), 0nd NDS Design Supploment.
2. Pleaso verify that the default deflection limits are appropriate fo ,.your application.
3. Sawn lumber bending momblrs shall be laterally supported according to the provisions of NOS Cla-use 4.4.1.
4. SLOPED BEAMS: tevcl bearing Is roquired for all stoped beams.
5. FIRE RATING, Joists, wall skids, and multi -ply members are not rated for fire endurance.
di I
,,Voo Wo r <s'
snit1t'DR WOOD DIStGN
�Rf Ft
COMPANY PROJECT
Summit Structural Design
Mar. 27, 201611:00
Design Check Calculation :sheet
WoodWorks Sizer 10. i
, -% A -
wVu�.ay.
Load
Type
Distribution
Pat-
Location (ft)
Magnitude
�-
Unit
1.42
11�'actored:
k'v '
tern:
start End
Start End
f}z
Loaal
mead
Full. Area
I.co"
"Minimum bearing length setting used: i" for
17.00 R-1.0)*
10.00 (24 ►0) •
ps f�
psi
Load2
Foci constr.
Full Area
Live DeflIn
0.11 =
16.00 (24.cs) "
nsf
Load'3
VUnd CbC
Full A, -ea
0.45
L/373
3.3
a1f
��el f-s•eiq!',t:
[)e,ift
Fu 1.1 t3DL
* 1' r { L. t a r y Width (in)
Maximum Reactions (Ibs) and Bearing Lengths (in)
Unfactored:
Analysis
Value
64
Wind,
i27
Roof Live
1.42
11�'actored:
k'v '
Total.
X72
Bend! ng (+)
f}z
I.c:tigt}z
l . G0'
Min re 'd
I.co"
"Minimum bearing length setting used: i" for
Analysis vs
.4r
1 `,..1.,
supports
Lumber -soft, D.Fir-L, N0.2, 2x10 (1-1121W-1/41
Supports: All - Timber -soft Beam, D.Pir-L No.2
Roof joist spaced at 24.0" c/c; Total length: 14'-2.0';
Lateral support: top= 84 bottom= full; (ir1) Repetitive !actor: applied where permitted (refer toonlinehelp); �.
Atlri%!nhNi Stress (osil and Deflection (in) using NDS 2012 s.
criterion
Analysis
Value
Desicn
la1ue
IVEAria sis/Uc>ictn71
Shear"-
t v
3 9
k'v '
2 '2 5
t v / c'v ' =L 0. 1.
Bend! ng (+)
f}z
1.00 1.00 .. _
1.00 1.00 0.5311 1.100 1.00
1.15 1.00
1.6.0 -
0.95
Dead Defl'n
0.21
x,/810
- 1.00
- 1.00
1.00
1.00
0.30
Live DeflIn
0.11 =
<L/999
0.47 +•
L/360
3
Total Defl'n
��
0.45
L/373
0.70 �=
L/240
0.64
Design Notes:lement.
1. Woodworks analysis and design are in accordance with the ICC International Building Code (I8C 2012), lhcz National Design Specification (NDS 2412) , and I'JUS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber iiendirg members shall be laterally supported according to the provisions of NDS Clause 4.4.1
4. FIRE RATING: ,foists, wall studs, and multi -ply members are not rated for fire endurance.
Additional Datat,
FACTORS: F/E(psi)CD
�� I CF C f u
C . Ct C�
-
Cr Cfrt
'� 1.00
Ci Cn
1.00 i.00
LC ft
2
r
Fv' 1I0 1.25
bIt 990 i.60
1.00 1.00 .. _
1.00 1.00 0.5311 1.100 1.00
1.15 1.00
1.6.0 -
3
Fcp' 67..E -
1.00 1.00 - - -
-
- 1.00
- 1.00
1.00
1.00
-
3
r' L.G hili fon
l,t]0 i .G0 - �-
-
- 1
1.00 -
3
Emin' 0.56 -ni 11 ion
1.00 1.00 - -
.OQ
CRITICAL LOAD COMBINATIONS'
$hoax LC €€2 f
D+•Lr, V - 403, V design ==
351 lbs
Bending(+) : LC 1€3 -
D+.75(1,r+.6W)1 K 1654 lbs -ft
Deflection: LC 03 =
D;.75(Lr+.42W) (l:.ve)
LC 113
D -dead L=live 5 -snow
fsf.75(Lr+.42VI) (total)
W-zwind Ic:impact Lr:=roof live Lc -concentrated
E=ear.thgoake
All LC's arie listed in
the Analysis output:
1..^.ad combinations: ASCE 7-10 / IBIC 2012
CALCULATIONS:
Deflection: x11 158eff 3b-ir.2
"Live" def.lecticn *7 Deflection from all non -dead load; (live, wind, snow.-)
^ot:al Deflec:t:i n 1.!X(Dead
Load Deflection) + hive
Load Deflection.
,
Design Notes:lement.
1. Woodworks analysis and design are in accordance with the ICC International Building Code (I8C 2012), lhcz National Design Specification (NDS 2412) , and I'JUS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber iiendirg members shall be laterally supported according to the provisions of NDS Clause 4.4.1
4. FIRE RATING: ,foists, wall studs, and multi -ply members are not rated for fire endurance.
a
0111
o r Ks
sormeARr tOR 1V0 0 a .0F$1Gh'
COMPANY PROJECT
Summit Structural Design
Mar. 27, 201611:04
Design Check Calculation ."')hent
Woodworks Sizer 10.1
Loads:
Load
Tyke
Distribution
Pat-
Location (f t j
:lagni tulle
Unit
.:.26
tetind
767
tern
Start End
Start Enc?
575
Loadl.
Jen
:ull. Area
fb/Fol 1.00
Dead Def'l'n
16.01) (7.00)'
psf
Load2
Roor constr.
Fall Area
Total
:.303
1Ei.00 (7,00).
psf
Load3
t;ind CIC
Full A:. -ea
0.28 =
L/382
24.00 0.00)4
psf
Self-welght
Deady
Full UDL
LC 03 a
1.39
3.3
if
-Tributary wicittn t rt)
Maximum Reactions (lbs) and Bearing Lengths (in) :
1:33
l
91-0.2"
Un`actored:
Analysis
Vas Ue
Desi
Dead
526
Shear
.:.26
tetind
767
125
fv F'v' _ 0.43
Roof Live
575
1375
.75
1375
fb/Fol 1.00
Dead Def'l'n
0.10
Factored:
0.02 r'►i. 11 .L* 0 n
1.00
1.00 -
Total
:.303
L/830
2.30,�
Bearing:
0.29
Tota? Defl'n
0.28 =
L/382
1 0.60
L/180
0.47
Lengti
1.39
LC 03 a
1.39
fit: r�u' d%
`• . 39
= �a
Lumber -soft, D.Fir-L, No.1, 2x10 (1-112"x9-114")
Supports: All - Timber -soft Beam, D.Fir-L No.2
Total length: 9'-1.6'
Lateral support: top= full. bottom= at supports:
Analysis vs. Allowable Stress (psi) and Deflection' (in) using NDS 2012:
Cr.iterwon
Analysis
Vas Ue
Desi
ValU:e
Ana: si s/De;:in
Shear
x •- v
96
Fir
125
fv F'v' _ 0.43
Sen.dingH
fb =
1375
1~b' r
1375
fb/Fol 1.00
Dead Def'l'n
0.10
<L/999
0.02 r'►i. 11 .L* 0 n
1.00
1.00 -
Live Defl'.n
0.13
L/830
0.45 =
1,/240
0.29
Tota? Defl'n
0.28 =
L/382
1 0.60
L/180
0.47
Additional Data:
FACTORS:
FiEWsi)i:D
C24
Ct CL CF
F'v'
lVo 1.25
1.00
1.00 - -
Fb'+
1000 1.25
1.00
1.00 1..000 1.100
Fcv'
625 •-
1.00
1.00 - -
E'1.7
raf l lion
1.00
1.00 - -
En, in
0.02 r'►i. 11 .L* 0 n
1.00
1.00 -
CRITICAI. LOAD COMBINATIONS:
Shear
: LC 02 -
DtLr, V
= 1088, V design =
Bending(+)
: LC ti2 =
D+Lr, M
2452 lbs -ft
Deflection:
LC 03 a
D+.75(Lr+.42W) (live)
LC 03 a
D -*.75 (Lr+.Ai2W) (total)
Cfu Cr Cfrt
Ci
Cn LCI
- - 1.00
2.00
1.00 2
1.00 1.00 1.00
1.00
- 2
- - 1.00
1.00
- -
.. - 1.00
1.00
- s
- w 1.00
1.00
- 3
D=dead L -Live Sssnbw W-twind I=impact Lr -roof: live Lc=concentrrted E -earthquake
All LC's are listed in the Analysis output
Load ca:nbination.s: ASCI 7-10 / 113C 2012
CALCULATIONS:
Ueflcc :ion: Li 166e05 lb-it;2
"Liven' deflection -, Delflection from all non -dead loads ( live, wind., snow...)
'"o Cal Deflection - 1.50 (bead Load Deflection.) } Live Load Deflection.
Design Notes:
1. Woodworks analysNa and design are in accordance with the ICC International Building Code (IBC 2012), the National Design $pocification (NDS :2012), and NDS Design Supplement.
2. Please verify that the default deflection limits aro appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
-
COMPANY
I N Summit Structurr,l Design
Mar. 27. 2016 11:09
V 1 4 1 i(d1Wor1<s('
snrnvAnr rorr wono nrsrr;-v
Design Check Calculation Sheet
Woodworks Sizer 10.1
Loads:
Load
ryp,, __..
Ditttribution
Fitt-
Location aft)
Magnitude
Unit
;:v 0
.Jir.d
tern
Start End
Start End
Roof live
Loadl
Ue.t '
Triangular
Froctoredi
O.Od 9.56
0.6 I6.0
plf
Load2
Roof constr.
Triangular
t=33
0.08 9.58
0.0 85.5
plf
Load3
Wind Citi
Triangular
0.33 c
0.08 9.58
0.4 114.0
plf
Se1 f -t -re hC
I Dead
Full UDL
F-0.0-
1
2.6
til f
Maximum Reactions (lbs) and Bearing Lengths (in) :
W.S.6"
PROJIACT
64
�. 0.. 7.,
Ur.factcred:
Value
De;3i 9n
Value
Dead
I4i
;:v 0
aH
.Jir.d
181
tv/Fv' a 0.26
3 t:"
Roof live
13ta
Fb' a
1350
Froctoredi
Dead Vefl'n
01.12
<L/999
TotAl
325
3
t=33
B s
L/833
0.51
L/240
e a r
Total :)efl'u
0.33 c
L/372
Length
L/180
0.48
a.Or.
Nin reWd
F-0.0-
LC 03 D+.75 (Lr+.42W) {total)
'Minimumbenr
IQn9'I
stetting usf,d: 1" for end supports _��-
- ----- ------------ -----
V -dryad L -live :S'-Ltiow Wr-wind Icltr:pact Lruroof l:.vei
Lumber-soft, D.Fir-L, No.2, 2x8 (1-1124W-1141
Supports: All - Timber -soft Beam, D.FEr-L No.2
Total length: 10'-5.6% Pitch; 4.2/12.;
Lateral support: top- full. bottom= at supports;
Analyst:; vs.1-Ilolmable Stress (psi) and Deflection (in) using NDS 2012:
Cri cerion
Axt,V sia
Value
De;3i 9n
Value
Analz eir../Desian
Shear
;:v 0
aH
E'v'
25
tv/Fv' a 0.26
Bending(+)
fb -
971
Fb' a
1350
fb/Fb= - 0.68
Dead Vefl'n
01.12
<L/999
- - 1.00
1.00 -
3
Live VoWn
0.15
L/833
0.51
L/240
0.29
Total :)efl'u
0.33 c
L/372
0.68 =
L/180
0.48
Additional Data:
I"ACTORS: f /E (ps i) Ct) Cbl Ct CL CI:"
Cf u Cr Cf rt
Ci. C:t
LCk
Fv' 180 :...':5 1.00 1.00 - -
- - 1.00
.1.00 1.00
2
F'A's 900 ..:t5 3.00 1.00 1.000 1.2.00
1.00 1.00 1,00
1.00 -
2
Fig' 625 - 1.00 1.00 - -
- - 1.00
1.00 -
-
7+' 1.6 tai'. J. i an 1.00 1.00 - -
- - .1..00
1.00 -
3
Em, :.n 0.56 mi111on I.00 1.00 - -
- - 1.00
1.00 -
3
CRITICAL LOAD COMBINATIONS:
Shear : LC 02. r D-PLr, V T $07, V desirn
422 lbs
5endj.ng +) : JX 02 =+ U+Lr, :3 1006 lbs -ft
Deflection: LC 03 is D+. 75{Lr+.4211) 11.1.ve)
LC 03 D+.75 (Lr+.42W) {total)
V -dryad L -live :S'-Ltiow Wr-wind Icltr:pact Lruroof l:.vei
LW++concentrated
All LC'n are liated .in the Analysis output
Load car-. inations: ASCE 7-1.0 / liiC 2012
CALCUt.A7lONS:
Deflection: E: 76cH ib -int
"Live,'" de:lectzon - Deflection from all cion -dead
loads (live, wind,
snow...?
':`still tieflaetior: +, :.50tbc.,id Load Deflection) +
Live: Load Deflection.
Bearing: Allowable! bearing at an tingle F' Ctit'.ta
calculated for each
support
as per ;NDS 3.10.3
Design :Notes:
1. Woodwoms anat•isis rine± design are In accordance with the IC(: International Building Code (IBC 1012). the National Design Specification (NDS 2012), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending mamters shalt be laterally supported according to the provisions of NDS Clause 4.4.1;
4, SLOPED SEAMS: levol bearing Is required for all sloped beams.
Loads:
%ti-Voo(d-lWorl<s'
sOFTWARI FOR wdoo rscsroN
COMPANY PROJECT
Summit. Structural Design
Mar. 27, 20'18 11:12
Design Check Calculation Sheet
Woodworks Sizer 10.1
Load
Type
Distribution
Pat-
tern
Location (ft)
Start End
Magnitude
Start End
unit:
boadl
Dead
Full Area
899
17.00 (2.00)+
psf
Load3
t:'ind CtC
Full Area
fb/c13' - 0.71
Dead Def?'n
16.00 (2.00) .+
psf
Load4
Dead
Point;
Total
7,00
896
lbs
Loads
Roof constr.
Point
0.56), -
7.08
1008
lbs
Load6
Wind C&C
Point
7.08
1344
lbs
Self-t,eight
Elea 1
Full UDL
i l _
--A&!-- _ ............ ...�._..�.-.....�...-
12.1
Plf
t t tiJt,.1.C%z y Yf IC: t.1 ti 1.. G!
Maximum Reactions (lbs) and Bearing Lengths (in) :
99
_... _ ..._ ...�...___._. 14'-2"
14'_111
Unfactored:
A:ialysis
�
"""• - -
�'
'Dear
774
Shear
17�
t1inc.
E-99
899
Roof Give
.,04
1200
50
Factored:
fb/c13' - 0.71
Dead Def?'n
0.23 T
L/749
Shear : LC
Total
1556
L/769
l 556Bearing
•
---
Tota] Def' . n,
0.56), -
L/302
0.74
..
0.79
Length
1.401'
t.00,.
Min reald
•t-
1_CO'
1 f31i,.
• 1. 4: .1
i l _
--A&!-- _ ............ ...�._..�.-.....�...-
_
,vii„t Vill WWQ!1"'d e'u"yP1 out-tu iy uovu, f ful ul fu auppuftS
�.-.........-.........._... --I
Timber -soft, D.Fir-L, No. 1, 6x10 (5-1/2"x9-1/4")
Supports: All - Timber -soft Beam, D.Fir-L No.2
Total length: 14'-2.0";
Lateral support: top= 84 bottom= full; (in)
Analysis vs. Allowabie Stress (psi) unci Deflection (in) using iNDS 2012:
Criterion
A:ialysis
�
Value
Design
ValueAnal
sis/Dezi2n
Shear
t �
.J'i
Fv' ==-�1.
�11 2-4
V/ r�V' = 0.17
Sending i+)
fb
1200
rb' ,=
1637
fb/c13' - 0.71
Dead Def?'n
0.23 T
L/749
Shear : LC
Live De f l 1 n
0.22
L/769
0.4 7 -=
L/360
0.47
Tota] Def' . n,
0.56), -
L/302
0.74
L/240
0.79
Additional Data:
F AC,TCRc.: F/M (Ps
i) CD CM
Ct
CL CF
rv' 170
1.25 1.00
1.00
- -
x -b'+ 1350
1.25 1.00
1.00
1.000 1.000
Fcp' 625
- 1.00
1.00
- -
E' 1.6
;pillion 1.00
1.04
- -•
CRITICAL LOAD COMBINATIONS:
Shear : LC
112 - r)+Lr, V
= 1217,
u design =
Bendirg (+) : LC
#2 - n+Lr, X
- 7846
lbs -ft
Deflection: LC
63 = D+.75(1,r+.4?.t;)
Give)
LC
#3 n+.75 (Lr+.42tr,)
(total)
r.fu cr Cfrt
Ci cn
Lr. it
- - 1.00
1.00 1.00
2
1.00 1.00 1.00
1.00 -
2
- - ).00
1.00 -
•-
- 1.00
1.00 -
3
123c: lbs
D=dead L=live S -snow 11=bind I- impact Lr roof live Lc -concentrated Er -earthquake
All Ws are listed in the Analysis output
LT oad combinatioixs: ASCE. 7,10 / rBC 2012
CALCULATION;',:
Deflection: F.I - S8OeO6 lb-in2
"Live" def1eicticn = Deflection from all rzon-dead loads (live, wind, snow...)
'iota'. De`lecti.or =- 1.50(Dead Lord Deflec:tio,)) +. Live Load Deflection.
Design Novas:
1. Woodworks analysis and design are in accordance with the (CC International Building Code (IBC 2012), the National Design Spacification (NDS 2012), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
J
Loads:
�O(3�01W�rks"
Load
Type
Distribution Pact.
----
i.oac.l
Dc
.____._...
r. r
F'u I arca teerr
Load2
Dead
18.00 (5.00)'
Full Area
Load3
roof
cunstr.
Full Area-
Load4
Kr:d
CIC
Full Area
Loads
W1nd
Cs.0
Fill' Ares
Loac]6
;lead
lbs
point
Lo.,td7
?roof
cunstr.
Point
Loade
Mind
CIC
Point
Load9
Deject
0.88 ,.
Point
Load. 0
Roof
Con:)tI.,
Point
Load11
W 1 n d
C(C
Point
Self-weittht
DeadE'ul:
13rr1.
`Tributary wjtit
(ft! .._.__.-
N0,r11VARr- NW? W000 W.
COMPANY
SumMlt Structural [Design
Mar. 27, 2016 11:17
Design Check Calculation Sheet
WoodWorks sizer 10.1
Location lft)
Start End
Magnitude,
Start Eric}
iUnit
16. 0 0(S ire-) •
psf
1379
17.00 {e.00)•
Paf
FactoreJ;r,
18.00 (5.00)'
Psi
�
fb
24.00 t5.G0)•
pat
kv °`
Fb'
16.00 (8.00)0
pat
$.00
774
lbs
5100
504
}bs
5.00
get
lbs
14.00
774
Ills
14.00
504
lbo;
14.00
1399
lbs
Load corbinati on s: ASCE 7-10 / IUC 2012
14.2 1plf
0.88 ,.
PROJECT
W.
rn axI m U m Keactions (I bs) and searing Lengths (in) : �� -----�-�----------------•�-----
t9'•3.3" -----.,............._._,.,,..,_...........,...,.,.,.....,.._..------......._...... y
f
i
Un f a c t o r ed : �-�-�• t 9'-).7"
Dea d 3002 ------------_- .,.-..�
Wind
3302
criterion
__..r..
knal►sis
•....7 �..
no!" Live:
1379
Design
::S+v(>
FactoreJ;r,
.....
5 is e7 a r
bendin�t+►
�
fb
Total
SSZz
kv °`
Fb'
.3e iq
i3 e a r i n rt s
._.._....-.,..,
fv :E'v' •--- U-af1
4018 ll)s
Length
1.66
L/312
IS 4
flin
298x+
fb/tb' � 0.59
Lt: 113 - r.4..75 (Lt+. C.".tti') (total l
Live -De fI'r:
3.51 0
1,/440
.0.64
L/360
0. e0
Load corbinati on s: ASCE 7-10 / IUC 2012
Tota; 7cf1'n
0.88 ,.
Gtulant-Unbal., West Species, 24F -V4 DF, 5-1113"x12"
0.96 +*
L/240
8 Inm€nations, 5-1/8" mOximum width,
"Live" +ic+#lection - Dcflt:ctioti fro::; all non -dead
Total DIflecti.on n 0.50(Deed Load
loads (live, wind, snow...)
Supports: All - Timber -soft Beam, O.Fir-L No.2
Do -flection) f
Live Load Deflect.io:t.
Total length: 19'•3.3",
Lateral support: top= 24 bottom= at supports; (in)
rl11a1y515 v5, imit waele Stress
(psi) and Deflection (in) using NDS 2012.:
criterion
__..r..
knal►sis
•....7 �..
W-lue
2
Design
Value.
Anal sis/Desi
E' 1.6 mj. I I i D:; 1.0 U1.00 - _
5 is e7 a r
bendin�t+►
�
fb
?.0r;2
- _
kv °`
Fb'
..._.......
331
_ �Y � n
a
fv :E'v' •--- U-af1
4018 ll)s
Deddi aefI'n
0.73 z
L/312
Deflect -ton: Lt: 03 - r: .75(Lr+.;2W) (live)
298x+
fb/tb' � 0.59
Lt: 113 - r.4..75 (Lt+. C.".tti') (total l
Live -De fI'r:
3.51 0
1,/440
.0.64
L/360
0. e0
Load corbinati on s: ASCE 7-10 / IUC 2012
Tota; 7cf1'n
0.88 ,.
L/2CI
0.96 +*
L/240
0.92
Additional Data:
FACTORS t F/E::psj )CD CM Ct CL CV
Fv' 265 1.75 1.00 1►00 -
Clu Cr C f r t NOt ee Cr:•Cvr
LC7
rb '+ 2400 1.25 I.Co 1.00 0.996 1.000
1.00 1.06 1.00
1.00 1.00 :.00 1.00
2
Fre' �i50 - 1.00 1.00 - -
-
1.00 -
2
E' 1.6 mj. I I i D:; 1.0 U1.00 - _
- 1.00
"
'•:Miny' 0.89 mi I i*r. 1.03 1.00 _ _
- _
3
CRITICAL LOAD COMBINATIONS:
1.00 -
a
Shear : LC 112 = 1 aLr, V 4360, V design
4018 ll)s
Bending (+) : IX 12 r r+Lr, ll " 21135 lbs -L.
Deflect -ton: Lt: 03 - r: .75(Lr+.;2W) (live)
Lt: 113 - r.4..75 (Lt+. C.".tti') (total l
V -dead -11ve S -snow W -wind 1Q11 --pact Lrzsroof lire Lc-concentratect E -earthquake
All Lc'.s are listed ir.
the .Nnaly.lis output:
Load corbinati on s: ASCE 7-10 / IUC 2012
CALCULATIONS:
Deflrsctl.onr rr - 1328e0o lb-In2
"Live" +ic+#lection - Dcflt:ctioti fro::; all non -dead
Total DIflecti.on n 0.50(Deed Load
loads (live, wind, snow...)
Do -flection) f
Live Load Deflect.io:t.
Design Notes: _
t. WoodWorks analysis and dc:sign are In accordance with the IC(. Intematlonal BuildingCode 16C 2012 the National pet
2. Plenso verify !hall the de°aut; deflectlon limits are Appropriate for your application. )' €flu Specification {NDS 20t?.), anti NDS Design Supp ement.
3. Giulam design vr;lues are for materinis conforming to ANSI 117.2010 and manufactured In accordance with ANSI A190.1.2007
4. GLULAM: bxd = Jctuel breadth x actual depth.
S. Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3.3.3.
6. GLUt.AM: bearing length bre:;ed on smaller of Fcp(tension), Fcp(comp'n).
or
-di I
-(U) Wor,<s
son-%vARr FOR W000 OES1GN
COMPANY PROJECT
Summit Structural Design
Pillar. 27, 2016 11:19
Design Check Calculation Sheet
WoodWorks Sizer 10.1
_oa s .
Tvpe Dist.ribvition
Fat-
Loc.atIon (♦ L;
M.a9,•
-..
Loadnitude
E;S�
Lern
Start End
5trart End
_..
'
Full Area
1.00
Total
lh.00 (5.uo) .
17.00 (3.00) {
ps r
ps f
Load2
Bead Full Area
0.34
Length
18.09 (5.00) +
psi'
Lcad3
hoof constr. Fu 11 Area
0.50 _
L/2-40
24.00 (5.00)•
psf.
Load4
UInd C&C Full Area
16.00 (3 -OO)'
Ps f
Loads
ti'ilid C&C Full Area
14.7
Elf
_
Se. � c�,eic�.�t.
Do. Full. UDL
•TriDut .a:y A1%;t11 %",)
B7
Maximum Reactions (Ibs) and Bearing Lengths (in) ;
Jnfact:ored:
Ar..al "i s Value
Desi r�
Dead
Anal` ",islDes 1
�
._._.._._..."""
Shea:'
1.1 Ind
E;S�
f~v'
Fig' _'�
:too i° Live
'15F
Bend Mg t+}
Fac!"ored:
1
1.00
Total
146
Dead Deftln
Live Defl'n
Bearing:
-�---•
0.34
Length
1.00
Tota., Defl'ri
Min re 'd I 1.00'
*M- in ,m bearing lengt17 sett
Analysis vs
used. 1" for end supports
_.�.�.�.. Timber -soft, D.Fir-L., No.2, 6x12 (5-112"xi 1.1/4")
Supports: All - Timber -soft Boam, D.Fir-L No.2
Total length: W-2.0";
Lateral support: top= 24 bottom= at supports; lin)
nii,,iR,anhles _qtralze. basil and Deflection (in) using NCS 2012
Cr t:e
Ar..al "i s Value
Desi r�
value
Anal` ",islDes 1
�
._._.._._..."""
Shea:'
t v
23
f~v'
Fig' _'�
212
1.092
t v t`v' 0.11
fb/I'b' � 0.28
Bend Mg t+}
f b �
1
1.00
Ef 1.3 million
1..00
Dead Deftln
Live Defl'n
t:04
C.03 u
<L /999
<L/999
0.34
L/360
0 10
.
Tota., Defl'ri
t 09.=
<L/999
0.50 _
L/2-40
0.18
Additlimal lata:
Ci
Cn LC J1
FACTORS: F/E (psi) CD
Cid
Ct CL CF
Fv' 170 10-25
1.00
1.00 -
P101.+ 875 1.25
1.00
1.00 0.993 1.000
Fcp' 625
1.00
1.00
Ef 1.3 million
1..00
1.00 - -
E.zni ;;' o.47 million
1.00
1.00 - •-
CRITICAL LOAD Co MB114ATIONS:
shear !x f 2
G+ I.1 , "
118x3, V design
Bending (+) : LC 1:2
2996 lbs -f C
Deflection: 1+C #3 z
D+,"/5(Lr4 .42W} (Live)
Cru Cr 11frt
Ci
Cn LC J1
- -. 1.00
1.00
1.00 2
1.00 .1.00 1.00
1.00
- 2
- - 1.00
1.00
-
- - 1.00
1.00
- 3
- - 1.00
1.00
-
3• 958 lbs
�,s wind ' m impart Lr=zroo i 1 i v(% I,c:=conc;ent r- l ted E=ea rthcluake
D-deaCl L*= I iV e S- .,nt�+► r -
nll Ws are liE.ted in the Analysis outPut
!.load _:ornbinations : ASCE 7-10 / IBC 2012
CALCULATION S:
Deflection: EI aA8e06 lb-.in2
"Live" deflection = Deflection from all .)on•-.de4d loads t l,vr, v+'{nil, snow -i-)
'Dotal Deflection _ l.50 (Dead Load Deflection) + Live Load Deflection.
101--i"
146
Design Notes:
design are.in accordance with the ICC International Building Code (IE3C 201?.), thc3 National DesignSpecification (N05 2012),�and NDS 1�csic„n Supplorneiz�.
J. WoodWorks �anatys.s Find g
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bendirng ra embers shall be laterally supported according to the provisions of NDS Clause 4.5.1.
TYP.
5
STRAP BEAM TO 5D STRAP BEAM TO
WALL PER 3/SD2 WALL PER 3/SD2
DOWNSPOUT
CONNECT TO
YARD DRAIN
STRAP BEAM TO
WALL PER 3/SD2
STRAP BEAM TO
WALL PER 3 ISD 2
STRAP BEAM TO
WALL PER 3/SD2
LEGEND:
R_IDGE-LENGTH
0 RIDGE_SUP�ORTP_ER 6/SD2
4
SD
2"xb" DF#2 MIN. AT
TYP. 24" C,/C. ALIGN W/
EAVE CEILING JOIST
DOWNSPOUT
CONNECT TO
YARD DRAIN
STRAP BEAM TO
WALL PER 3/SD2
STRAP BEAM TO
-WALL PER 3/SD2
STRAP BEAM TO
WALL PER 3/SD2
GFCI
CONCRETE SLA13NO.TE:
ROOF
PLAN 5TRUGTURAL NOTES:
PROVIDE A 6 -MIL POLYETHYLENE VAPOR
iV
SEE NOTE 3.
5 118"x 12" 24F -V4 GLB
SEE TYPICAL NOTE SHEET 5N AND TYPICAL DETAIL
360 SgFt
THAN 6 INCHES BETWEEN THE BASE COURSE
SCALE: 114"- 1'-0"
SHEETS SD 1-SD2 FOR ADDITIONAL INFORMATION.
SCALE: 1/4" - 1'-0"
(1) Ul
1 2
FOUNDATION PLAN 5TRUGTURAL NlOTE5:
I
2.)
TYPICAL ROOF SHEATHING (UNO): 5/8" THICK, APA,
LT O
Ln
• 2015 CALIFORNIA GREEN BUILDINGS STANDARDS CODE
(COMMONLY GALLED "GALGREEM)
OCCUPANCY GROUP:
• OCCUPANCY 15 R3/U
CON51RUCTION TYPE:
• CONSTRUCTION TYPE IS VB
4"xb"
V_
to z T
•. Z r
O O I
III
4"xb«
2.) PROVIDE ANCHOR BOLT SIZE AND SPACING PER
TECO, OR PITTSBURGH RATED SHEATHING, SPAN
d'
I
b: 12
I PITCH I
PLUMBING, SPRINKLER, AND MECHANICAL
I
SHOWN
tV
Z d
L
m a
ry
tL
SECURELY LOCATED AT MID -DEPTH OF SLAB.
DORMER VENT: I
FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT
I
u
iV
I
HRG22 AT
I 2'X52'LOW PROFILE
q.0'
HRG22 AT
G- WATERPROOF MEMBRANE (DELETE AT EXTERIOR
Q
tV
2) ROOF PITCH SHALL BE (5: 12, TYPICAL.
HIPS TO RIDGE,
EQUIVALENT (0.1 3 1 " DIA X 2 1/2") AT b" O.G. AT
HIPS TO RIDGE,
D- 4" FREE DRAINING MATERIAL -SEE SOILS REPORT
3) ROOF OVERHANG SHALL BE 1 2" AT OVERHANG 6 12"
x
OR EQ.
-1OR
2"X 10'
EO.
AT GABLE ENDS, UNLESS OTHERWISE NOTED.
x
BLOCKING AND WHERE INDICATED ON PLAN. FIELD
'Y
5D
I DF# 1
TABLE 2304.q.1, UNLESS NOTED OTHERWI5E.
F- CONTRACTOR TO PROVIDE CONTROL JOINTS AT
NAIL AT 12" O.G. PROVIDE 1 /8" GAP AT ALL PANEL
10'-0"0.0. EA. WAY MAX.
SEP.VICES
EDGES U.N.O. BY PANEL MANUFACTURER. AT ALL LOW
SLOPE ROOFS PROVIDE (1) PANEL CLIP MIN. BETWEEN
O COPYRIGHT 201 6
ry
4"xb"
I
4"x b"
SUPPORTS AT ABUTTING PANEL EDGES.
2'
4"X6"
I
(530) 891-0585 WORK
3.)
PROVIDE POS. ATTACHMENT OF ALL POST TO BEAM,
I
4"xb"
5 1 /8" x 12* 24F -V4 GLB
ry
BEAM TO BEAM, BEAM TO POST, AND POST TO P05T
_150 DIVIDED BY 150
CONN'S WITH (2) 5T22 STRAPS MIN. AND A55 CLIPS,
STRAP BEAM TO
WALL PER 3/SD2
LEGEND:
R_IDGE-LENGTH
0 RIDGE_SUP�ORTP_ER 6/SD2
4
SD
2"xb" DF#2 MIN. AT
TYP. 24" C,/C. ALIGN W/
EAVE CEILING JOIST
DOWNSPOUT
CONNECT TO
YARD DRAIN
STRAP BEAM TO
WALL PER 3/SD2
STRAP BEAM TO
-WALL PER 3/SD2
STRAP BEAM TO
WALL PER 3/SD2
5.741 TOTAL SOFT OF VENTS (NFVA)
.`P.�. • a .Sli.�eey� •. spa O .• .�. �es�Oss•�2::I
ROOF vENTLASMON
SEE ROOF PLAN b ROOF
VENTILATION GAL65.
ROOF BRACING
2"X6" o 48" C/C
FASCIA 4_GUTTER-
CONNECT TO 2'X3'
DO W NSPOUT5
MISSION _TILELOOFING_
OVEIR 15# FELT OVER 1 /2" CDX
PLYMOOD OR 055 WITH 5d'S AT 6",
12* G:/G.
PITCH 6 / 12
2"X6�_PF#2. MIN.
RAF 'ER5-0-2 4" C/G
ALIGN WITH CEILING J015T
, 10' PLATE HEIGHT
----------1
�2„ RO.OF OVERHAT�G 2".X 1 O" DF # 2�CE�1NG�1�T_� 24 G/G
TYPICAL, U.N.O. I I BLOCK 0 MIDSPAN
STUCCO FINISH BELOW
I
UDS @ 1 b" C./C./c./
BEYOND
I I I
STU_ CCO_EXTERIOR:
COLUMN BEYOND I I I 1 3 GOAT FIN15H
I I I
4" CONCRETE SLAB
FINISHED GRADE
GRAVEL FILL i
COLUMN FOOTING BEYOND FOUNDALON-PFTAIL5:
LANDINGS; SEE STRUCTURAL PAGES FOR DETAIL5
THE LANDING AT AN EXTERIOR DOORWAY SHALL NOT BE MORE
THAN 1.95 INCHES BELOW THE TOP OF THE THRESHOLD,
PROVIDED THE DOOR, OTHER THAN AN EXTERIOR STORM OR
SCREEN DOOR, DOES NOT 5104ING OVER THE LANDINb. rA _
SECTION - X.
1
SCALE: 1/4"- 1'-0"
1. 2 4'-0'
2'-b' L 1 W -O' L 2'-(,'
N I t I N 5D1 (V 25' V
F2 F2
O.H. Jry «
•1 36"X36" FOOTING 36"x36" FOOTING
1 I 4F"THIGK_GONGRETE_SLAB_ I I
OVER ROCK BASE 1 (?
5EE CONCRETE 5LAB NOTE
0 0 2 Il' I o 0 0 0
in p N�0TPH: O in in
ZD -2 O
TYP 1 11 POUR CORNER FOOTINGS HIGH
' 1 I AIS REQ'D FOR 5/SD 1 I I'
II I�II�:
1 • 1 36"x3b" FOOTING 36"X36" FOOTING 1 t
F2 NF2 ,
5D 2 •, 5 2.5' 16
TYP L ------•------------
l1 �
GFCI
CONCRETE SLA13NO.TE:
ROOF
PLAN 5TRUGTURAL NOTES:
PROVIDE A 6 -MIL POLYETHYLENE VAPOR
40%W
SEE NOTE 3.
1.)
SEE TYPICAL NOTE SHEET 5N AND TYPICAL DETAIL
360 SgFt
THAN 6 INCHES BETWEEN THE BASE COURSE
SCALE: 114"- 1'-0"
SHEETS SD 1-SD2 FOR ADDITIONAL INFORMATION.
SCALE: 1/4" - 1'-0"
(1) Ul
SLAB PER 2015 GRG SECTION R506.2.3.
FOUNDATION PLAN 5TRUGTURAL NlOTE5:
PITCH
2.)
TYPICAL ROOF SHEATHING (UNO): 5/8" THICK, APA,
LT O
Ln
• 2015 CALIFORNIA GREEN BUILDINGS STANDARDS CODE
(COMMONLY GALLED "GALGREEM)
OCCUPANCY GROUP:
• OCCUPANCY 15 R3/U
CON51RUCTION TYPE:
• CONSTRUCTION TYPE IS VB
SHEETS 5D 1-SD2 FOR ADDITIONAL INFORMATION.
V_
to z T
•. Z r
O O I
III
(o / 12
2.) PROVIDE ANCHOR BOLT SIZE AND SPACING PER
TECO, OR PITTSBURGH RATED SHEATHING, SPAN
d'
SHEAR WALL SCHEDULE AND TYPICAL DETAILS.
5.)
PLUMBING, SPRINKLER, AND MECHANICAL
3.) RECOMMENDED MINIMUM SLAB SECTIION:
SHOWN
RATING 40/20, EXPOSURE 1 STRUCTURAL PANELS,
SCALE: 114"- 1'-0"
A- 4" CONCRETE SLAB WITH #3 AT 1 5" O.G.
APPLIED WITH LONG DIMENSION ACROSS SUPPORTS
ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND
SECURELY LOCATED AT MID -DEPTH OF SLAB.
I
FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT
AND ADJACENT PANELS STAGGERED WITH WENDS
TO THE ENGINEER OF RECORD.
1) ROOF COVERING SHALL BE TILE ROOFING.
7.)
OFFSET 4'. EDGE NAIL WITH Sd COMMON OR
G- WATERPROOF MEMBRANE (DELETE AT EXTERIOR
2) ROOF PITCH SHALL BE (5: 12, TYPICAL.
SLABS) -SEE SOILS REPORT IF ,APPLICABLE.
EQUIVALENT (0.1 3 1 " DIA X 2 1/2") AT b" O.G. AT
APPROPRIATE FOR EXPOSURE ACCORDING TO MFR'S
D- 4" FREE DRAINING MATERIAL -SEE SOILS REPORT
3) ROOF OVERHANG SHALL BE 1 2" AT OVERHANG 6 12"
WRITTEN GUIDELINES.
ALL PANEL EDGES, BOUNDARIES, GABLE ENDS,
8.)
ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN
AT GABLE ENDS, UNLESS OTHERWISE NOTED.
BLOCKING AND WHERE INDICATED ON PLAN. FIELD
REPORT IF APPLICABLE.
TABLE 2304.q.1, UNLESS NOTED OTHERWI5E.
F- CONTRACTOR TO PROVIDE CONTROL JOINTS AT
NAIL AT 12" O.G. PROVIDE 1 /8" GAP AT ALL PANEL
10'-0"0.0. EA. WAY MAX.
SEP.VICES
EDGES U.N.O. BY PANEL MANUFACTURER. AT ALL LOW
SLOPE ROOFS PROVIDE (1) PANEL CLIP MIN. BETWEEN
O COPYRIGHT 201 6
ry
�
SUPPORTS AT ABUTTING PANEL EDGES.
4"X6"
I
(530) 891-0585 WORK
3.)
PROVIDE POS. ATTACHMENT OF ALL POST TO BEAM,
I
4"xb"
360 SOFT OF ATTIC
BEAM TO BEAM, BEAM TO POST, AND POST TO P05T
_150 DIVIDED BY 150
CONN'S WITH (2) 5T22 STRAPS MIN. AND A55 CLIPS,
2.40 SOFT OF REQUIRED NET FREE VENTILATION AREA (NFVA)
U.N.O. PER PLAN AND DETAILS.
4.)
ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND
RIDS€Y-ENL5
FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT
1.1 3 SOFT - (9) LIN FT OR -4 RIDGE VENT (18.0 SQ IN/LIN FT) - 0.125 SOFT/LIN FT
BY LOMANGO OMNI SERIES OR EQ.
TO THE ENGINEER OF RECORD.
5.)
ALL EXPOSED FRAMING SHALL BE PRESSURE
ROOF -TOP -VENTS
x.69 SOFT - (1)2'x32' O'HAGIN FLAT TILE EYEBROW DORMER (98.,15 50 IN EACH) - 0.686 5QFT
TREATED WITH TREATMENT PROCESS AND APPLICATION
BY.O'HAGIN MFG, LLC, OR EQ.
APPROPRIATE FOR EXPOSURE ACCORDING TO MFR'S
WRITTEN GUIDELINES.
1.52 SOFT OF UPPER NFVA
b.)
PROVIDE METAL HANGERS PER q/SD 1 AS REQUIRED,
`
UNLESS NOTED OTHERWISE.
RZaTANOuLAR€AVE BENTS
SOFT - (4) 5 1 /2'x22 1 /2' EAVE VENTS 0 1 5Q IN EACH) - 0.493 SOFT
7•J
ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN
-1.91
BY CONSTRUCTION METALS OR EQUAL
COMPLIANCE WITH 2015 GBG FASTENING SCHEDULE,
TABLE 2304A.1, UNLESS NOTED OTHERWISE.
1.9,1 SOFT OF LOWER NFVA
5.741 TOTAL SOFT OF VENTS (NFVA)
.`P.�. • a .Sli.�eey� •. spa O .• .�. �es�Oss•�2::I
ROOF vENTLASMON
SEE ROOF PLAN b ROOF
VENTILATION GAL65.
ROOF BRACING
2"X6" o 48" C/C
FASCIA 4_GUTTER-
CONNECT TO 2'X3'
DO W NSPOUT5
MISSION _TILELOOFING_
OVEIR 15# FELT OVER 1 /2" CDX
PLYMOOD OR 055 WITH 5d'S AT 6",
12* G:/G.
PITCH 6 / 12
2"X6�_PF#2. MIN.
RAF 'ER5-0-2 4" C/G
ALIGN WITH CEILING J015T
, 10' PLATE HEIGHT
----------1
�2„ RO.OF OVERHAT�G 2".X 1 O" DF # 2�CE�1NG�1�T_� 24 G/G
TYPICAL, U.N.O. I I BLOCK 0 MIDSPAN
STUCCO FINISH BELOW
I
UDS @ 1 b" C./C./c./
BEYOND
I I I
STU_ CCO_EXTERIOR:
COLUMN BEYOND I I I 1 3 GOAT FIN15H
I I I
4" CONCRETE SLAB
FINISHED GRADE
GRAVEL FILL i
COLUMN FOOTING BEYOND FOUNDALON-PFTAIL5:
LANDINGS; SEE STRUCTURAL PAGES FOR DETAIL5
THE LANDING AT AN EXTERIOR DOORWAY SHALL NOT BE MORE
THAN 1.95 INCHES BELOW THE TOP OF THE THRESHOLD,
PROVIDED THE DOOR, OTHER THAN AN EXTERIOR STORM OR
SCREEN DOOR, DOES NOT 5104ING OVER THE LANDINb. rA _
SECTION - X.
1
SCALE: 1/4"- 1'-0"
1. 2 4'-0'
2'-b' L 1 W -O' L 2'-(,'
N I t I N 5D1 (V 25' V
F2 F2
O.H. Jry «
•1 36"X36" FOOTING 36"x36" FOOTING
1 I 4F"THIGK_GONGRETE_SLAB_ I I
OVER ROCK BASE 1 (?
5EE CONCRETE 5LAB NOTE
0 0 2 Il' I o 0 0 0
in p N�0TPH: O in in
ZD -2 O
TYP 1 11 POUR CORNER FOOTINGS HIGH
' 1 I AIS REQ'D FOR 5/SD 1 I I'
II I�II�:
1 • 1 36"x3b" FOOTING 36"X36" FOOTING 1 t
F2 NF2 ,
5D 2 •, 5 2.5' 16
TYP L ------•------------
l1 �
1:1 WP 0
AWP GFCI 6.p
LAMP HOLDERS; GFCI
SEE NOTE 1.
FAN W/LIGHT;
SEE NOTE 2.
EXTERIORtIGHT5:
SEE NOTE 4.
GFCI
CONCRETE SLA13NO.TE:
wP EXTERI0RRECEPTACLE5: GFCI WP^
Qny
PROVIDE A 6 -MIL POLYETHYLENE VAPOR
40%W
SEE NOTE 3.
RETARDER WITH JOINTS LAPPED NOT LESS
• 2013 CALIFORNIA RESIDENTIAL CODE (GRG),
360 SgFt
THAN 6 INCHES BETWEEN THE BASE COURSE
SCALE: 114"- 1'-0"
OR SUB GRADE AND THE CONCRETE FLOOR
SCALE: 1/4" - 1'-0"
(1) Ul
SLAB PER 2015 GRG SECTION R506.2.3.
FOUNDATION PLAN 5TRUGTURAL NlOTE5:
4.)
TYPICAL MINIMUM BEARING WALL FRAMING U.N.O.:
1.) SEE TYPICAL NOTE SHEET SN AND TYrPIGAL DETAIL
LT O
Ln
• 2015 CALIFORNIA GREEN BUILDINGS STANDARDS CODE
(COMMONLY GALLED "GALGREEM)
OCCUPANCY GROUP:
• OCCUPANCY 15 R3/U
CON51RUCTION TYPE:
• CONSTRUCTION TYPE IS VB
SHEETS 5D 1-SD2 FOR ADDITIONAL INFORMATION.
V_
to z T
•. Z r
O O I
III
EXTERIOR WALL: 2X6 DF STUD AT 1 6" O.G.
2.) PROVIDE ANCHOR BOLT SIZE AND SPACING PER
d'
SHEAR WALL SCHEDULE AND TYPICAL DETAILS.
5.)
PLUMBING, SPRINKLER, AND MECHANICAL
3.) RECOMMENDED MINIMUM SLAB SECTIION:
SHOWN
SUBCONTRACTORS SHALL COORDINATE ALL WALL
PENETRATIONS WITH FRAMING SUBCONTRACTOR.
A- 4" CONCRETE SLAB WITH #3 AT 1 5" O.G.
b.)
ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND
SECURELY LOCATED AT MID -DEPTH OF SLAB.
I
FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT
B- 2" SAND (DELETE AT EXTERIOR SLABS) -SEE
TO THE ENGINEER OF RECORD.
SOILS REPORT IF APPLICABLE..
7.)
ALL EXPOSED FRAMING SHALL BE PRESSURE
G- WATERPROOF MEMBRANE (DELETE AT EXTERIOR
TREATED WITH TREATMENT PROCESS AND APPLICATION
SLABS) -SEE SOILS REPORT IF ,APPLICABLE.
APPROPRIATE FOR EXPOSURE ACCORDING TO MFR'S
D- 4" FREE DRAINING MATERIAL -SEE SOILS REPORT
WRITTEN GUIDELINES.
IF APPLICABLE.
8.)
ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN
E- PROPERLY PREPARED SUBGR:ADE-SEE SOILS
COMPLIANCE WITH 2015 GBG FASTENING SCHEDULE,
REPORT IF APPLICABLE.
TABLE 2304.q.1, UNLESS NOTED OTHERWI5E.
F- CONTRACTOR TO PROVIDE CONTROL JOINTS AT
10'-0"0.0. EA. WAY MAX.
SEP.VICES
1:1 WP 0
AWP GFCI 6.p
LAMP HOLDERS; GFCI
SEE NOTE 1.
FAN W/LIGHT;
SEE NOTE 2.
EXTERIORtIGHT5:
SEE NOTE 4.
ARG.--FAULLGROUND=FAULT--r�.IROULL-INTERRU PTER
PROTECTION:
SEE NOTE 5.
TAMP ER-RE515TANT_.BEGEPT-AC LE5:
SEE NOTE b.
tit, NOR
r
SCALE: 1/4* - 1'-0"
ELECTRICAL SHALL 5EJN57ALLED PER. THE 20 15 .-rl
ALL AREAS:
1.) LAMP HOLDERS_ ALL SHALL BE SECURELY SUPPORTED. A FIXTURE THAT WEIGHS
MORE THAN 6 POUNDS OR EXCEE:D5 16 INCHES IN ANY DIMENSION SHALL NOT BE
SUPPORTED BY THE SCREW SHELL OF A LAMP HOLDER PER 2013 GEG SECTION
3 14.23.OUTLET BOXES SHALL NOT BE USED AS THE SOLE SUPPORT FOR CEILING
(PADDLE) FANS PER GEG SECTION 3 14.21 (A) t (D).
2.) GEILIN6FAN5Y'1/LIGHT_ FLOURSGENT W/ SWITCH OR INCANDESCENT W/ DIMMER
SWITCH. MAINTAIN 36" CLEARANCE FROM ANY FIRE SPRINKLER.
3.) EXTERIOR_REGEPTA-CLE5: ALL OUTDOOR RECEPTACLES SHALL BE WP/GFCI
PROTECTED. OEC, ART. 210.5(5).
4.) QUTP_OO_R_)rIGHTING,. TO BE HIGH EFFIGAGY. LOW EFFICACY LIGHTING 15
ALLOWED, BUT ONLY IF FIXTURES ARE CONTROLLED BY A MOTION DETECTOR t
ONE OF THE FOLLOWING: A.) PHOTO CONTROL; OR B.) ASTRONOMICAL TIME
CLOCK; OR C.) ENERGY MANAGEMENT CONTROL SYSTEM (EMC5)
5.) BRANCH GIRCUIT_5; PROVIDE ARC -FAULT GROUND -FAULT CIRCUIT -INTERRUPTER
PROTECTION TO ALL 120 -VOLT, SINGLE PHASE, 15 AND 20 -AMP BRANCH
CIRCUITS SUPPLYING OUTLETS. CE:C ART. 2 10.1 2 (B).
6.) RECEPTACLES_ BELOW ALL 12 5 -VOLT, SINGLE PHASE, 15 AND 20 -AMP
REGEPTAGLE5 SHALL BE L15TED'TAMPER-RE5ISTANT REGEPTAGLE5.5EE GEC,
ART. 406.1 2.
7) A G �gl �r�W4 �ixtva� +� r.�iwNy � s 0� be- srr-'a
k�i� ntJu�t`M,IC f'►�lO�+�f lv�.r11o1�S� fol) acAW10D✓��
j MAX RAMIREZ - 60LDEN SUN DESIGN - ENERGY GALG5
22 189 SAM50N AVENUE, CORNING, CALIFORNIA 9602 1
.`PHONE: (530) 32 1--1242 CELL
EMAIL ADDRE55: Max•CadMama.com
TYP. 5D 1
HOSE BOBS:
INSTALL NON -
REMOVABLE
BAGKFLO W
PREVENTION
DEVICE5. GPC, 603
2.5'
\4"x6*
/4"x6"
2.5'
2'-
5DY O.H.
ARCH D (24" X 36')
WHILE EVERY ATTEMPT HAS
BEEN MADE IN THE
0.H• 5 PREPARATION OF TH 5 PLAN
TO 5D 1
MAKER CAIDNNOT GUARANTEE
AGAINST HUMAN ERROR
BUILDING CONTRACTOR /
HOME OWNER TO REVIEW AND
VERIFY ALL DIMEN51ON5,
SPECS, AND CONNECTIONS
BEFORE CONSTRUCTION
JL BEGIN5.
DRAFTM6 BY:
1 y MRH
SA 2.5'
51M.
TYP.(>sao)a91-oea6
TqYLAMORE VALLEY ROAD
, GMlcc, GALMORNI A 9 5 9 9 3
LYNNSMITH3 2 OA TT.NET
6 2.5' i.1 5D 1
4"xb"71 5 ENERGY GALG5 BY:
'GOLDEN SUN
�� �DesIGNs � 16 �' `, MAX
RAMIREZ
9 z.
0 0
POOL CABANA. o in k ,"
CONCRETE SLAB FLOOR
p
STUCCO WALLS d GLC.
K e�o�ess�on�
E 9�F
(Z% >
4"x6" � �No. 75688',1
a2.5' •q 5 n/ 0/16
CIVo,
•- O H grFor CAI.\E
ry'0� S tid
QJ�^ 6 `Sj�li� 3/28/2016
Z 2.5 THESE PLANS HAVE BEEN
REVIEWED ONLY FOR
1COMPLIANCE WITH ATTACHED
LANDINGS; . STRUCTURAL CALCULATIONS.
THE LANDING AT AN EXTERIOR THE EN6INEEK5 STAMP ON
1 Cj'-Q' 2'-(j• DOORWAY SHALL NOT BE MORE THAN THI5 PLAN 15 VALID ONLY WITH
I. I S INGHE5 BELOW THE TOP OF THE A LETTER SIGNED BY THIS
., ., ... THRESHOLD, PROVIDED THE DOOR, ENGINEER FOR EACH
SCALE: 1/4" - 1'-0"
FLOOR PLAN NOTES;
1.) SUBMIT FINAL CONSTRUCTION WASTE
MANAGEMENT REPORT TO THE BUILDING
DEPARTMENT PRIOR TO FINAL INSPECTION.
2.) PLATE HEIGHT TO BE 1 O' UNLESS NOTED
OTHERWISE.
3.) TYPICAL WALL FRAMING, UNLESS NOTED
OTHERWISE:
WALLS: 2"x b" DF STUDS 0 1 6" C/C
FLOOR PLAN 5TRUGTURAL NOTES:
1.) SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL
SHEETS SD 1-SD2 FOR ADDITIONAL INFORMATION.
2.) TYPICAL MINIMUM BEARING WALL FRAMING U.N.O.:
EXTERIOR WALL: 2X6 DF STUD AT 1 6" O.G.
3.) ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND
FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT
TO THE ENGINEER OF RECORD.
4.) ALL EXPOSED FRAMING SHALL BE PRESSURE
TREATED WITH TREATMENT PROCESS AND
APPLICATION APPROPRIATE FOR EXPOSURE
ACCORDING TO MFR'S WRITTEN GUIDELINES.
5.) ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN
COMPLIANCE WITH 2013 GBG FASTENING SCHEDULE,
TABLE 2304.q.1, UNLESS NOTED OTHERWISE.
T
TYP.
OTHER THAN AN EXTERIOR STORM OR
rj SCREEN DOOR, DOES NOT SWING
5D 1 OVER THE LANDING.
GFCI
UNIQUE BUILD.
wP EXTERI0RRECEPTACLE5: GFCI WP^
Qny
40%W
SEE NOTE 3.
4"x6"
• 2013 CALIFORNIA RESIDENTIAL CODE (GRG),
360 SgFt
• 2015 CALIFORNIA MECHANICAL CODE (CMG),
ARG.--FAULLGROUND=FAULT--r�.IROULL-INTERRU PTER
PROTECTION:
SEE NOTE 5.
TAMP ER-RE515TANT_.BEGEPT-AC LE5:
SEE NOTE b.
tit, NOR
r
SCALE: 1/4* - 1'-0"
ELECTRICAL SHALL 5EJN57ALLED PER. THE 20 15 .-rl
ALL AREAS:
1.) LAMP HOLDERS_ ALL SHALL BE SECURELY SUPPORTED. A FIXTURE THAT WEIGHS
MORE THAN 6 POUNDS OR EXCEE:D5 16 INCHES IN ANY DIMENSION SHALL NOT BE
SUPPORTED BY THE SCREW SHELL OF A LAMP HOLDER PER 2013 GEG SECTION
3 14.23.OUTLET BOXES SHALL NOT BE USED AS THE SOLE SUPPORT FOR CEILING
(PADDLE) FANS PER GEG SECTION 3 14.21 (A) t (D).
2.) GEILIN6FAN5Y'1/LIGHT_ FLOURSGENT W/ SWITCH OR INCANDESCENT W/ DIMMER
SWITCH. MAINTAIN 36" CLEARANCE FROM ANY FIRE SPRINKLER.
3.) EXTERIOR_REGEPTA-CLE5: ALL OUTDOOR RECEPTACLES SHALL BE WP/GFCI
PROTECTED. OEC, ART. 210.5(5).
4.) QUTP_OO_R_)rIGHTING,. TO BE HIGH EFFIGAGY. LOW EFFICACY LIGHTING 15
ALLOWED, BUT ONLY IF FIXTURES ARE CONTROLLED BY A MOTION DETECTOR t
ONE OF THE FOLLOWING: A.) PHOTO CONTROL; OR B.) ASTRONOMICAL TIME
CLOCK; OR C.) ENERGY MANAGEMENT CONTROL SYSTEM (EMC5)
5.) BRANCH GIRCUIT_5; PROVIDE ARC -FAULT GROUND -FAULT CIRCUIT -INTERRUPTER
PROTECTION TO ALL 120 -VOLT, SINGLE PHASE, 15 AND 20 -AMP BRANCH
CIRCUITS SUPPLYING OUTLETS. CE:C ART. 2 10.1 2 (B).
6.) RECEPTACLES_ BELOW ALL 12 5 -VOLT, SINGLE PHASE, 15 AND 20 -AMP
REGEPTAGLE5 SHALL BE L15TED'TAMPER-RE5ISTANT REGEPTAGLE5.5EE GEC,
ART. 406.1 2.
7) A G �gl �r�W4 �ixtva� +� r.�iwNy � s 0� be- srr-'a
k�i� ntJu�t`M,IC f'►�lO�+�f lv�.r11o1�S� fol) acAW10D✓��
j MAX RAMIREZ - 60LDEN SUN DESIGN - ENERGY GALG5
22 189 SAM50N AVENUE, CORNING, CALIFORNIA 9602 1
.`PHONE: (530) 32 1--1242 CELL
EMAIL ADDRE55: Max•CadMama.com
TYP. 5D 1
HOSE BOBS:
INSTALL NON -
REMOVABLE
BAGKFLO W
PREVENTION
DEVICE5. GPC, 603
2.5'
\4"x6*
/4"x6"
2.5'
2'-
5DY O.H.
ARCH D (24" X 36')
WHILE EVERY ATTEMPT HAS
BEEN MADE IN THE
0.H• 5 PREPARATION OF TH 5 PLAN
TO 5D 1
MAKER CAIDNNOT GUARANTEE
AGAINST HUMAN ERROR
BUILDING CONTRACTOR /
HOME OWNER TO REVIEW AND
VERIFY ALL DIMEN51ON5,
SPECS, AND CONNECTIONS
BEFORE CONSTRUCTION
JL BEGIN5.
DRAFTM6 BY:
1 y MRH
SA 2.5'
51M.
TYP.(>sao)a91-oea6
TqYLAMORE VALLEY ROAD
, GMlcc, GALMORNI A 9 5 9 9 3
LYNNSMITH3 2 OA TT.NET
6 2.5' i.1 5D 1
4"xb"71 5 ENERGY GALG5 BY:
'GOLDEN SUN
�� �DesIGNs � 16 �' `, MAX
RAMIREZ
9 z.
0 0
POOL CABANA. o in k ,"
CONCRETE SLAB FLOOR
p
STUCCO WALLS d GLC.
K e�o�ess�on�
E 9�F
(Z% >
4"x6" � �No. 75688',1
a2.5' •q 5 n/ 0/16
CIVo,
•- O H grFor CAI.\E
ry'0� S tid
QJ�^ 6 `Sj�li� 3/28/2016
Z 2.5 THESE PLANS HAVE BEEN
REVIEWED ONLY FOR
1COMPLIANCE WITH ATTACHED
LANDINGS; . STRUCTURAL CALCULATIONS.
THE LANDING AT AN EXTERIOR THE EN6INEEK5 STAMP ON
1 Cj'-Q' 2'-(j• DOORWAY SHALL NOT BE MORE THAN THI5 PLAN 15 VALID ONLY WITH
I. I S INGHE5 BELOW THE TOP OF THE A LETTER SIGNED BY THIS
., ., ... THRESHOLD, PROVIDED THE DOOR, ENGINEER FOR EACH
SCALE: 1/4" - 1'-0"
FLOOR PLAN NOTES;
1.) SUBMIT FINAL CONSTRUCTION WASTE
MANAGEMENT REPORT TO THE BUILDING
DEPARTMENT PRIOR TO FINAL INSPECTION.
2.) PLATE HEIGHT TO BE 1 O' UNLESS NOTED
OTHERWISE.
3.) TYPICAL WALL FRAMING, UNLESS NOTED
OTHERWISE:
WALLS: 2"x b" DF STUDS 0 1 6" C/C
FLOOR PLAN 5TRUGTURAL NOTES:
1.) SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL
SHEETS SD 1-SD2 FOR ADDITIONAL INFORMATION.
2.) TYPICAL MINIMUM BEARING WALL FRAMING U.N.O.:
EXTERIOR WALL: 2X6 DF STUD AT 1 6" O.G.
3.) ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND
FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT
TO THE ENGINEER OF RECORD.
4.) ALL EXPOSED FRAMING SHALL BE PRESSURE
TREATED WITH TREATMENT PROCESS AND
APPLICATION APPROPRIATE FOR EXPOSURE
ACCORDING TO MFR'S WRITTEN GUIDELINES.
5.) ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN
COMPLIANCE WITH 2013 GBG FASTENING SCHEDULE,
TABLE 2304.q.1, UNLESS NOTED OTHERWISE.
T
TYP.
OTHER THAN AN EXTERIOR STORM OR
rj SCREEN DOOR, DOES NOT SWING
5D 1 OVER THE LANDING.
UNIQUE BUILD.
TH15 PLAN TO COMPLY WITH THE FOLLOWING:
40%W
• 2015 CALIFORNIA BUILDING CODE (GBG),
4"x6"
• 2013 CALIFORNIA RESIDENTIAL CODE (GRG),
360 SgFt
• 2015 CALIFORNIA MECHANICAL CODE (CMG),
SCALE: 114"- 1'-0"
• 2015 CALIFORNIA PLUMBING CODE (CPG),
(1) Ul
• 2015 CALIFORNIA ELECTRICAL CODE (CEG),
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• 2015 CALIFORNIA FIRE CODE (CFC),
• 2015 CALIFORNIA ENERGY GODS
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• 2015 CALIFORNIA GREEN BUILDINGS STANDARDS CODE
(COMMONLY GALLED "GALGREEM)
OCCUPANCY GROUP:
• OCCUPANCY 15 R3/U
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383 RIO LINDO AVENUE #200, C-14100, GA 95926 CONTRACTOR: ROBIN PERRY
(530) 592-4409 WORK THE PERRY COMPANY
4"X6"
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SCALE: 114"- 1'-0"
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SUMMIT STRUCTURAL DE516N - 5TRUGTURAL ENGINEER G:\Users\Lynn\Documents\Chief XS Plans\Stoner Pool House\Stoner Pool Gabana.layout
383 RIO LINDO AVENUE #200, C-14100, GA 95926 CONTRACTOR: ROBIN PERRY
(530) 592-4409 WORK THE PERRY COMPANY
LYNN SMITH - DRAFTING
19q SYCAMORE
CHICO, GA 95993 ALLEY ROAD,
IN1.ini:<ro•
EMAIL ADDRESS: Ryland•5ummitGhico.com 1 HOME (ry@& 624-9299 CELL
(530) 891-0585 WORK
EMAIL PPRE5
EMAIL ADDRESS: 1.1 RPerry•GMall.com
""' (530) 514-0585 CELL
1. , 61T�e2,ATT.MT EMAIL ADDRE55: LynnSmfth32®ATTnet
CONTINUOUS
RIDGE VENT
FASCIA_ _GUTTER:
CONNECT TO 2'x3'
DOWNSPOUTS
DOWNSPOUT
CMLN6 FAN
OUTDOOR_W614TS5:
MUST BE INCANDE=SCENT W/
MANUAL ON-OFF SWITCH, MOTION
DETECTOR d PHOTO CONTROL
STUCCO
OVER
FOAM
TRIM
FINISHED GRADE
FASCIA4�UTTER:
CONNECT TO 2'x3'
DOWNSPOUT5
DOWNSPOUT
FINISHED GRADE
M155ION TILE ROOFING
OVER 15# FELT OVER 1/2"
GPX PLYWOOD OR 0513 WITH
SL15 AT 6", 12" C/G.
PITCH 6 / 12
ROOF_.VENTiI.ATION:
L� - SEE ROOF PLAN d ROOF
VENTILATION GALLS.
-��
I_ _� _. ,L 1 O' PLATE HEIGHT
CEILING FAN
3 COAT, STUCCO
APPLIED OVER 2 LAYERS
OF GRADE D PAPER.
REAR F.LFYAT101 t
SCALE: 1/4" - 1'-0"
CONTINUOUS
RIDGE:: VENT
DORMER WE
CEILING FAN
OUTDOOR- LIGHTS:
MUSTi BE INCANDESCENT N/
MANUAL ON-OFF SWITCH, MOTION
DETECTOR d PHOTO CONTROL
DOWNSPOUT
STUCCO WEEP 54REEP5;
INSTALL 2" ABOVE PAVED AREAS.
INSTALL 4" ABOVE SOIL.
MISSION TILE -ROOFING
OVER 15# FELT OVER 1/2"
GDX PLYWOOD OR 05D WITH
Sd'S AT 6", 12"G/G.
PITCH 6 / 12
ROOF_VENTILATION:
SEE ROOF PLAN d ROOF
VENTILATION GALLS.
1 O' PLATE HEIGHT
5- GOAT STUCCO:
APPLIED OVER 2 LAYERS
OF GRADE D PAPER
SCALE: 114"- 11'-O"
HB
STUCCO ._WEEP SCREEDS:
1 INSTALL 2" ABOVE PAVED AREAS.
1 INSTALL 4" ABOVE SOIL.
CONTINUOUS
M15510NTILE _ROOFING
RIDGE VENT
OVER 15# FELT OVER 1/2'
582
GDX PLYWOOD OR OSB WITH
360
5d'5 AT 6", 1 2" C/C.
- �- DORMER VENT
FASCIA_ d_GUTTER:
PITCH 6 / 12
CONNECT TO 2'X3'
DOWNSPOUTS - " "" '_ --
ROOF VENTILATION:
_
SEE ROOF PLAN d ROOF
VENTILATION GALLS.
10' PLATE HEIGHT
DOWNSPOUT
CEILN6 FAN
OUTDOOR LIGN_T-5:
5 COAT___STUGGO:
MUSiT BE INCANDESCENT W/
APPLIED OVER 2 LAYERS
OF GRADE D PAPER
MAMIUAL ON-OFF SWITCH, MOTION
DETfEGTOR d PHOTO CONTROL
HB
5TWGCO
HB
OVER
STUCCO WEEP_ SCREEDS:
FOYAM
INSTALL 2" ABOVE PAVED AREAS.
TRIIM
INSTALL 4" ABOVE SOIL.
FINISHED GRADE
:RIGHT SIP - LE A�T10N
SCALE: 1/4" - 1'-10"
CONTINUOUS
RIDGE VENT
FASCIA
_4 GUTTER:
CONNECT TO 2'x3'
DO W NSPOUT5
DOWNSPOUT ' •"—
CEILING FANi
OUTDOOR LIIGHTS:
MUST BE INC,ANDESGENT W/
MANUAL ON—OFF 5114ITCH, MOTION
DETECTOR of PHOTO CONTROL
"B STUCCO
OVER
FOAM
TRIM
FINISHED GRADE
MISSION TILE ROOFING
OVER 15# FELT OVER 1/2"
GDX PLYWOOD OR 055 WITH
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PITCH 6 / 12
ROOF -VENTILATION:
SEE ROOF PLAN b ROOF
VENTILATION GALG5.
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APPLIED OVER 2 LAYERS
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INSTALL 2" ABOVE PAVED AREAS.
INSTALL 4' ABOVE SOIL.
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GRAP_INCG:
GROUND IMMEDIATELY ADJACENT TO
THE FOUNDATION SHALL BE SLOPED
AWAY FROM THE BUILDING AT A SLOPE
OF NOT LESS THAN 6' WITHIN THE FIRST
10'(5% SLOPE)
1 2' DRAINAGE EASEMENT
POOL
CABANA
ELECTRICAL SERVIC
(E) SENER-__ /
LOT �5
ELECTRICAL SERVICE:
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140'-:2.7
---140'-2.-7 6" "
58 q' 4 q' 30"N
EROSION CONTROL PLAN:
CALGREENNOTE: 1.) NO SOIL DISTURBANCE SHALL OCCUR PRIOR TO OBTAINING A BUILDING PERK
DURING CONSTRUCTION, ONE OR MORE OF THE FOLLOWING MEASURES SHALL OR GRADING PERMIT.
BE IMPLEMENTED TO PREVENT FLOODING OF THE ADJACENT PROPERTY, 2.) THE CONTRACTOR SHALL BE RESPONSIBLE FOR EROSION CONTROL.
PREVENT EROSION t RETAIN 501E RUNOFF ON THE SITE: 3.) EROSION CONTROL MEASURES SHALL BE IN PLACE BETWEEN OCT. 1 STH b AF
a. Retention basins of sufficient size shall be utilized to retain storm water on the 1 5TH, OR WHEN RAIN 15 FORGASTED.
4.) SOILS TRACKED OFF 51TE INTO STREETS SHALL BE GLEANED UP AT THE END
site.
b. Where storm water is conveyed to a public drainage system, collection point, EACH WORK DAY.
gutter or similar disposal method, water shall be filtered by use of a barrier 5.) INACTIVE SOIL STOCKPILES SHALL BE COVERED. ACTIVE STOCKPILES SHALT
system, wattle or other method approved by the enforcing agency. COVERED PRIOR TO A FORGASTED RAIN EVENT.
c. Compliance with a lawfully enacted Storm water management ordinance. 6.) THE EROSION CONTROL PLAN SHALL BE RE-EVALUATED E ADJUSTED
METHODS- TO MANAGE SURFACE WATER INCLUDE: Swales, Water collection and ACCORDINGLY AS THE SITE GRANGES < AFTER RAIN EVENTS.
1.) ER0510
disposal -systems, French drains, W 8) PLACE SI CONTROL MEASURES SHALL BE MAINTAINED.
Water retention gardens t Other water
measuresF, which keep surface water away from buildings and aid in groundwater .GN AT WASHOUT: WASHING CONCRETE EQUIP. d TOOLS AT ANY O
recharge:C. SBJELOCATION TO FINE. DESIGNATED CONCRETE WASHOUT 15 A VIOLATION OF LAI
• 4( MAIC KAMIKCL - CrULl/Cn =UN Vr;nl Im - F_NGMv 1
Ve 22 189 SAMSON AVENUE, CORNING, CALIFORNIA -16021
PHONE: (550)521 -'7242r -ELL
Its EMAILADDRF-55: Max®GadMama.com
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SUMMIT STRUCTURAL DESIGN- STRUCTURAL F
383 RIO LINDO AVENUE •200, CHICO, GA 95926
(530) 592-440,7 WORK
EMAIL ADDRESS: RylandoSummltChico.com
PROPERTY OWNER:
MICHAEL d ROBIN STONER
394 1 SAN JUAN COURT, CHICO,
GA
CONTRACTOR:
THE PERRY COMPANY
PHONE (530) 624-12-1-1
SITE APPRF-55:
5q41 SAN JUAN COURT, CHICO.
GA
CONSTRUCTION -R_ IOP:
APPROX START: 4/15/201 6
APPROX END: q/15/2016
NORTH
SCALE: 1"- 20'-0"
3288
SOFT RESIDENCE
-18,7
SOFT GARAGE
582
SOFT PORCH
360
SOFT POOL CABANA
JA 60
SOFT SHOP
b q -7 -7
SQFT TOTAL
36-752 SOFT LOT
1 q.0% LOT-COVERA_ C
PERMIT #
BUTi'E COUNTY MELOPMENT SERVICES
CODREVIEWED
COC PLIANCE
DATE1_ � Ely
G:\Users\Lynn\Documents\C.hief X8 Plans\Stoner Pool House\Stoner Pool Cabana.layout
CONTRACTOR: ROBIN PERRY
THE PERRY COMPANY
(55O)5q5-0-711 HOME (530) 624-12-11 CELL
EMAIL ADDRE55: 1.1 RPerryac mall.com
'•' , `� LYNN SMITH -
M 1 99 SYGAMC
CHICO, GA 9'.
(530) 89 1-C
'" �'"":.:.`�""
(550)514-4
4't""s-52.ATT.""T EMAIL ADDR
ARCH D (24" X 36")
WHILE EVERY ATTEMPT HAS
BEEN MADE IN THE
PREPARATION OF THI5 PLAN
TO AVOID MISTAKES, THE
MAKER CANNOT GUARANTEE
AGAINST HUMAN ERROR
BUILDING CONTRACTOR /
HOME OWNER TO REVIEW AND
VERIFY ALL DIMENSIONS,
SPECS, AND CONNECTIONS
BEFORE CONSTRUCTION
BEGINS.
DRAPTIN6 BY:
FH
(830) 89 1-0686
19 YGAMORE VALLEY ROAD
CHIGO, GALIPORNIA 969'13
LYNNSMITHS 20ATT.NET
ENERGY CALGB BY:
'' 60LDEN BUN
Q 111o.-DESIONs
MAX
RAMIREZ
THESE PLANS HAVE BEEN
REVIEWED ONLY FOR
COMPLIANCE WITH ATTACHED
STRUCTURAL CALCULATIONS.
THE ENGINEERS STAMP ON
THIS PLAN IS VALID ONLY WITH
A LETTER SIGNED BY THIS
ENGINEER FOR EACH
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3255 SgFt TOTAL
GARAGE:
-18 -i SaFt
5HOP:
1 q 60 SgFt
COVERED
PATIO:
582 SgFt TOTAL
POOL_
CABANA:
360 SgFt
DATE:
5/25/.2016
SCALE:
SHONN
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DRAFTING
IRE VALLEY ROAD,
19"13
1585 WORK
1585 CELL
.55: LynnSmlth32®ATTnet
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1. GENERAL
A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES.
B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) HAS PROVIDED AND IS RESPONSIBLE FOR
SPECIFIC STRUCTURAL ITEMS ONLY. ALL OTHER REQUIREMENTS OF THE BUILDING CODE
INCLUDING WATERPROOFING, FIREPROOFING, DRAINAGE, HANDICAP ACCESSIBILITY, EGRESS
REQUIREMENTS, PARKING, AND ALL OTHER DESIGN REQUIREMENTS NOT SPECIFICALLY SHOWN
IN THE STRUCTURAL DESIGN CALCULATIONS, ARE THE RESPONSIBILITY OF THE CONTRACTOR OR
OWNER. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE
DOCUMENTS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER
WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE.
C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS
SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE
CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION), AND SHALL PROVIDE ALL
MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE
STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING,
BRACING, SCAFFOLDING, ETCETERA.
D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN) ON THE DRAWINGS OR IN
THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR
CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS.
E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND
ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE: ENGINEER WITHOUT
PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER.
F) ALL WATERPROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE
RESPONSIBILITY OF THE CONTRACTOR OR OWNER.
G) SHOP DRAWINGS: SHOP DRAWINGS ARE SUPERCEDED BY THE STRUCTURAL DRAWINGS UNDER
ALL CIRCUMSTANCES. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN
FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. REVIEW OF SHOP DRAWINGS BY
THE ENGINEER OF RECORD DOES NOT GUARANTEE IN ANY WAY THE THE SHOP DRAWINGS ARE
CORRECT, NOR DOES IT INFER THAT THEY SUPERCEDE THE STRUCTURAL DRAWINGS.
H) WALL FINISH SYSTEMS SUCH AS STUCCO SHALL BE APPLIED OVER FOIAM BASE OR OTHER
METHOD OF ADEQUATELY ALLOWING THE FINISH TO EXPAND AND CONTRACT WITHOUT
CRACKING. THE OWNER OR CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEFECTS IN THE
FINISHES.
2. SITE WORK / FOUNDATIONS
A) ASSUMED MAXIMUM SOIL BEARING = 1500 PSF PER CBC TABLE 1806.2 (NO SOILS REPORT
PROVIDED).
B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER
HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CON DITIONS ENCOUNTERED
MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER.
C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS.
ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO
THE CONSTRUCTION OF THE FOUNDATIONS.
D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS,
AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW
FROSTLINE (12" TO 24" AS PER LOCAL REQUIREMENTS).
E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEWEL.
F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL
FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL.
G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS.
H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES.
1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE
TO DRAIN TO DAYLIGHT.
J.) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST
APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.11 OF 2013 CBC. THIS
ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRIICT CONFORMANCE TO
SECTION 1808 OF THE 2013 CBC.
3. CONCRETE / REINFORCING
A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PS11 U.N.O.
C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR
TYPE III LOW ALKALI.
D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS WHICH ARE
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
MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT.
E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE
LATEST EDITION OF THE ACI 318.
F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS
THE FOLLOWING AS A MINIMUM SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G.
WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER
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
AT ALL OTHER AREAS.
G) SAW -CUT TOP 3/4" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 10'-0" WHERE
SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED T-0" WHERE SLAB IS
UN -REINFORCED.
GENERAL STRUCTURAL NOTES
3. CONCRETE / REINFORCING CONTINUED
1) REINFORCEMENT COVER SHALL BE AS FOLLOWS:
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3"
CONCRETE WITH SOIL OR WEATHER EXPOSURE:
#5 BARS AND SMALLER 1 %"
#6 BARS AND LARGER 2"
CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: 3/4"
J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM REINFORCING (60)
BAR DIAMETERS U.N.O. AND LAP TOP REINFORCING, PLACED ABOVE 12" OF CONCRETE OR
MORE, (80) BAR DIAMETERS U.N.O.
K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT.
L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND
ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT.
6. FRAMING/LUMBER
6-1 MATERIALS: _
A.) SHEATHING:
1. ROOF SHEATHING: SEE PLANS
2. FLOOR SHEATHING: SEE PLANS
3. WALL SHEATHING: SEE PLANS
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.
GLUED LAMINATED FABRICATON SHALL BE PERFORMED IN AN APPROVED FABRICATORS SHOP
IN ACCORDANCE WITH CBC 2303.1.3, AITC A190.1, AND ASTM D 3737. BEAM INSPECTION
CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME
INSPECTION IN ACCORDANCE WITH CBC 1704.2.
C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI AND
FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481.
D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER
ANCHOR BOLTS AND 3" X 3" X.229" PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH
ONE BOLT LOCATED V-0" MAXIMUM FROM EACH END OF EACH PIECE. RE -TREAT CUT ENDS
WHERE REQUIRED.
E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE
W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O.
1. STUDS SHALL BE STUD GRADE OR BETTER.
2. ALL POSTS SHALL BE DF -L #1 U.N.O.
3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O.
4. 2X JOISTS SHALL BE DF -L #2 U.N.O.
5. CONCEALED BEAMS SHALL BE DF -L #2.
6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FOHC (4X6 AMD LARGER).
7. ALL BEAMS 6X AND LARGER SHALL BE FREE OF HEART CENTER.
F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18"
OF FOUNDATION, NAILS SHALL BE GALVANIZED.
G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND
PROVIDED NEW AND WITHOUT EXCESSIVE RUST.
H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED
EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED
WITH RECOMMENDED FASTENERS. USP HARDWARE MAY BE USED IN LIEU OF SIMPSON
HARDWARE WITH WRITTEN APPROVAL FROM STRUCTURAL ENGINEER OF RECORD). ALL METAL
HANGERS, CONNECTORS, AND FASTENERS IN CONTACT WITH PRESSURE TREATED'WOOD SHALL
BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST' CORROSION
CAUSED BY THE SPECIFIC TREATMENT APPLIED TO THE WOOD AND/OR METALS.
6-2 GENERAL FRAMING:
A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1.
B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE
MINIMUMS, LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTORS OPTION.
C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE WHICH COULD
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.
D.) ALL STRUCTURAL FRAMING MEMBER WITH EXTERIOR EXPOSURE SHALL BE PRESSURE TREATED
OR BE OF MATERIAL THAT IS NATURALLY RESISTANCE TO DECAY.
6-3 BEAM FRAMING:
A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS
SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O.
B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL
TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE
SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH
MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT
WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING
STOVE, ETCETERA.
C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS
6. FRAMING / LUMBER CONTINUED
6-4 POSTS/TRIMMERS:
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.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE
TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O.
6-5 WALL FRAMING:
A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING
WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD
WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE
SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O.
B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0".
C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED,
USE SIMPSON SET EPDXY WITH ANCHOR OF SAME DIAMETER WITH 7" EMBEDMENT IN
CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT
ICC REPORT.
D.) CRIPPLE WALLS: CRIPPLE WALLS SHALL BE A MINIMUM OF 14" IN HEIGHT. FOR LESSER
HEIGHTS, STACK 2X PLATES (AND SHIM AS REQUIRED).
E.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE
NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE.
F.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY
WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN
ACCEPTABLE ALTERNATIVE.
G.) SEE NOTE 6-1 D FOR SILL AND ANCHOR BOLT SPECIFICATIONS.
H.) WALL FRAMING RECEIVING NAILING AT 3" ON CENTER OR LESS SHALL BE 3X NOMINAL U.N.O.
PER PLANS AND DETAILS.
6-6 CONNECTIONS:
A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE.
B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE
WASHERS WHERE BEARING AGAINST WOOD.
C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED
BEFORE CLOSING IN OR AT COMPLETION OF JOB.
D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE.
8. ROOF FRAMING
8-2 CUT AND STACKED ROOF FRAMING:
A.) CUT AND STACKED ROOF SYSTEMS SHALL BE BUILT TO THE CONVENTIONAL FRAMING
REQUIREMENTS OF THE CALIFORNIA BUILDING CODE (CHAPTER 23). PURLINS, BRACES,
INTERMEDIATE SUPPORTS, AND CONNECTIONS SHALL BE PROVIDED BY THE CONTRACTOR THAT
ARE CAPABLE OF TRANSMITTING ALL GRAVITY AND WIND LOADS TO THE FOUNDATION.
THE FOLLOWING ADDITIONAL LIMITATIONS SHALL APPLY:
1. RAFTER MAXIMUM SPANS
A. 2X6 DF -L #2: 9'-0"
B. 2X8 DF -L #2: 12'-0"
C. 2X10 DF -L #2: 16'-6"
2. MINIMUM BRACE SIZE = 2X6
3. MAXIMUM BRACE SPACING = 4'-0" O.C.
4. PURLIN SIZE SHALL MATCH THE SUPPORTED RAFTER SIZE U.N.O.
B.) IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE THE CONVENTIONALLY FRAMED
ROOF SYSTEM WITH TIES AND SUPPORTS BRACING ALL ELEMENTS TO THE FOUNDATION. THE
ENGINEER HAS MADE A CURSORY REVIEW OF THE FRAMING SIZES AND SUPPORT LOCATIONS,
AND HAS PROVIDED GENERAL CONNECTION DETAILS TO COVER THE MAJORITY OF CONDITIONS,
BUT HAS NOT PROVIDED ENGINEERING DETAIL REQUIREMENTS FOR ALL CONNECTIONS
NECESSARY FOR THE ROOF TO PERFORM IN ACCORDANCE WITH THE LOADING CRITERIA. IF ANY
SPECIFIC ELEMENT OF THE ROOF FRAMING SYSTEM IS NOT SHOWN AND DETAILED CONNECTION
CRITERIA IS REQUIRED, PLEASE CONTACT THE ENGINEER FOR ADDITIONAL INFORMATION.
9. DESIGN LOADS
A) THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA PER CBC CHAPTER 16,
DIVISIONS I, II, III, AND IV U.N.O.:
B) SEISMIC:
SEISMIC IMPORTANCE FACTOR: 1
MAPPED SPECTAL RESPONSE ACCELERATIONS: Ss = 0.617, S1= 0.276
SEISMIC SITE CLASS: D
SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.537, SDI = 0.340, Cs = 0.08
SEISMIC DESIGN CATEGORY: D
BASIC SEISMIC -FORCE -RESISTING SYSTEM: LIGHT FRAMED SHEAR WALLS
SEISMIC BASE SHEAR: 1.4 KIPS
RESPONSE MODIFICATION FACTOR: R = 6.5
ANALYSIS PROCEDURE USED: EQUIVALENT STATIC FORCE PROCEDURE
C) WIND:
WIND SPEED: 110 MPH
WIND EXPOSURE: C
D) LIVE LOADS:
ROOF 20 PSF REDUCIBLE
ABBREVIATIONS
AB
ANCHOR BOLT
K
KIPS
ADDT
ADDITIONAL
L
ANGLE
ADJ
ADJACENT
LLH
LONG LEG HORIZ.
ALT
ALTERNATE
LLV
LONG LEG VERT.
ARCH
ARCHITECTURAL
LONG
LONGITUDINAL
BLDG
BUILDING
LSL
LONG SLOTTED HOLE
BLKG
BLOCKING
LVL
LAMINATED VENEER LUMBER
BM
BEAM
MAX
MAXIMUM
BOTT (B)
BOTTOM
MB
MACHINE BOLTS
BTF
BEAT TO FIT
MECH
MECHANICAL
BTWN
BETWEEN
MFR
MANUFACTURER
CB
CARRIAGE BOLTS
MIN
MINIMUM
CCJ
CONTROL JOINT
MISC.
MISCELLANEOUS
CIP
CAST -IN-PLACE CONCRETE
MTL
METAL
CJ
CONSTRUCTION JOINT
(N)
NEW
CLR
CLEAR
NS
NEAR SIDE
CMU
CONCRETE MASONRY UNITS
NSA
NELSON STUD ANCHOR
COL
COLUMN
NTS
NOT TO SCALE
CONC
CONCRETE
OC
ON CENTER
CONN
CONNECTION
OD
OUTSIDE DIAMETER
CONSTR
CONSTRUCTION
OH
OPPOSITE HAND
CONT
CONTINUOUS
OPNG
OPENING
CONTR
CONTRACTOR
OVS
OVERSIZE ROUND HOLE
CP
COMPLETE PENETRATION
PDF
POWDER DRIVEN FASTENER
CTR
CENTER
PERP
PERPENDICULAR
CTSK
COUNTERSINK
PL
PLATE
DBL
DOUBLE
PLWD
PLYWOOD
DF
DOUGLAS FIR
PLCS
PLACES
DF -L
DOUGLAS FIR - LARCH
PP
PARTIAL PENETRATION
DIA
DIAMETER
PT
PRESSURE TREATED
DJ
DOUBLE JOIST
P/C
PRECAST CONCRETE
EA
EACH
P/T
POST -TENSIONED
EF
EACH FACE
REINF
REINFORCEMENT
EL
ELEVATION (DATUM)
REQ'D
REQUIRED
ELEV
ELEVATION (VIEW) OR ELEVATOR
SC
SLIP CRITICAL
EN
EDGE NAILING
SEOR
STRUCTURAL ENGINEER OF
EQ
EQUAL
RECORD
ES
EACH SIDE
SHTG
SHEATHING
(E)
EXISTING
SIM
SIMILAR
EXP
EXPANSION
SOG
SLAB -ON -GRADE
EXT
EXTERIOR
STD
STANDARD
EW
EACH WAY
STIFF
STIFFENER
FF
FINISH FLOOR
STL
STEEL
FIN
FINISH
SQ
SQUARE
F1
FLOOR JOIST
SS
STAINLESS STEEL
FLR
FLOOR
SWS
SHEAR WALL SCHEDULE
FNDN
FOUNDATION
SYM
SYMMETRICAL
FOHC
FREE OF HEART CENTER
T&B
TOP & BOTTOM
FOS
FACE OF STUD
TO(P)
TOP OF (PLYWOOD)
FS
FAR SIDE
TOC
TOP -OF -CONCRETE
FTG
FOOTING
TOF
TOP -OF -FOOTING
GA
GAUGE
TOS
TOP -OF -STEEL
GALV
GALVANIZED
TOW
TOP -OF -WALL
GLB
GLUE -LAM BEAM
TN
TOE NAIL
HDG
HOT DIPPED GALVANIZED
TYP
TYPICAL
HDR
HEADER
UNO
UNLESS NOTED OTHERWISE
HGR
HANGER (SIMPSON)
VERT
VERTICAL
HORIZ
HORIZONTAL
WP
WORKPOINT
ID
INSIDE DIAMETER
WWF
WELDED WIRE FABRIC
INT
INTERIOR
W/
WITH
JST
JOIST
W/O
WITHOUT
JT
JOINT
PERMIT #
BUTTE COUNTY DEVELOPMENT SERVICES
CODE COMPLLIANCE
DATE C:7 1,_-) fv�g}
QROFESS/pN9
c' -No . 75688'
* 6/ 0/16
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3/28/16
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
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REVISIONS:
DATE: 3/28/16
SCALE: NTS
DRAWN BY: RKB
JOB NUMBER: 16-169
SHEET:
FASTENING SCHEDULE (TABLE 2304.9.1)
CONNECTION
FASTENING""
LOCATION
1. JOIST TO SILL OR GIRDER
3 - 8d COMMON (2 1/2" X 0.1131")
10d
10d
3 - 3' X 0.131' NAILS
TOE NAIL
16d
3 - 3" 14 GA. STAPLES
4X8/4X10/4X12
2. BRIDGING TO JOIST
2 - 8d COMMON (2 1/2' X 0.1131')
10d
6X8/6X10/6X12
2 - 3" X 0.131" NAILS
TOE NAIL EACH END
16d
2 - 3' 14 GA. STAPLES
ITS
3. 1' X 6' SUBFLOOR OR LESS TO EACH JOIST
2 - 8d COMMON (2 1/2' X 0.1131')
FACE NAIL
4. WIDER THAN 1" X 6" SUBFLOOR TO EACH JOIST
3 - 8d COMMON (2 1/2" X 0.1131")
FACE NAIL
5. 2" SUBFLOOR TO JOIST OR GIRDER
2 - 16d COMMON (3 1/2" X 01.162")
BUND AND FACE NAIL
6. SOLE PLATE TO JOIST OR BLOCKING
16d (3 1/2" X 0.135") AT 16" O.C.
6
I
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") ATf 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 116"
A35 AT 1'-8M O.C.
7. TOP PLATE TO STUD
2 - 16d COMMON (3 1/2" X 0).162')
AB O 2'-9* O.C.
3 - 3" X 0.131" NAILS
END NAIL
RBC AT 1 -2 O.C.
3 - 3" 14 GA. STAPLES
8. STUD TO SOLE PLATE
4 - 8d COMMON (2 1/2" X 0.1131")
4 - 3' X 0.131' NAILS AT 8" IO.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 (1.162")
3-3"X0.131"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 C0.162') 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 CO.162') MIN,
TABLE 2308.10.4.1
4-3"X0.131"NAILS
FACE NAIL
4 - 3" 14 GA. STAPLES
19. RAFTER TO PLATE
3 - 8d COMMON (2 1/2" X 0.1.131")
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 01.131")
2-3'X0.131"NAILS
FACE NAIL
3 - 3' 14 GA. STAPLES
21. 1" X 8" SHEATHING TO EACH BEARING
3 - 8d COMMON (2 1/2" X 0.1.131")
FACE NAIL
22. WADER THAN 1" X 8" SHEATHING TO EACH BEARING
3 - 8d COMMON (2 1/2' X 0.1.131')
FACE NAIL
23. BUILT-UP CORNER STUDS
16d COMMON (3 1/2" X 0.1627)
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') AiT 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" OAC.
OPPOSITE ENDS
2 - 20d COMMON (4" X 0.1922")
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 0.1483")
4 - 3' X 0.131" NAILS
FACE NAIL
4 - 3" 14 GA. STAPLES
27. JACK RAFTER TO HIP
3 - 10d COMMON (3" X 0.1483")
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"X0.131"NAILS
3 - 3" 14 GA. STAPLES
28. ROOF RAFTER TO 2X RIDGE BEAM
2 - 16d COMMON (3 1/2" X (0.162')
3-3"X0.131"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 10.162")
4-3'X0.131"NAILS
FACE NAIL
4 - 3" 14 GA. STAPLES
30. LEDGER STRIP
3 - 16d COMMON (3 1/2" X 10.162")
4 - 3' X 0.131" NAILS
FACE NAIL
4 - 3" 14 GA. STAPLES
31. WOOD STRUCTURAL PANELS AND PARTICLE BOARD'
1/2" AND LESS 60
SUBFLOOR, ROOF AND WALL SHEATHING (TO FRAMING)
2 3/8' X 10.113" NAIL'
19/32' TO 3/4" 8d OR 6d•'
2 3/8" X 10.113' NAIL'
7/8' TO 1'
SINGLE FLOOR (COMBINATION SUBFLOOR-UNDERLAYMENT
_
B 4 Od OR 8d'
TO FRAMING)
3/4- AND LESS6d'
w
TO1 1/4" Od' OR 8d"
1 1/8- TO
32. PANEL SIDING (TO FRAMING)
1/2" AND LESS 6d'
5/8" 8d
33. FIBERBOARD SHEATHING'
1/2' No. 11 GACvE ROOFING NAIL'
6d COMMOIN NAIL (2" X 0.113')
No. 16 GAGE STAPLE'
25/32" No. 11 GAGE ROOFING NAIL'
8d COMMOIN NAIL (2 1/2" X 0.131')
No. 16 GAGE STAPLE'
34. INTERIOR PANELING
1/4' 4d'
3/8' 6d`
i a. Common or Dox nails are permicceu to va uneu w-1- w -w -1-w- aw .
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 shetar 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 intermedliate supports, when used as
structural sheathing. Spacing shall be 6 inches on center on the edges and 12 inches on centter 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. Corroslon-resistant staples with nominal 7/16 inch crown and 1 1/8 inch length for 1/2 Inch sheathing and 1 1/2 inch length
for 25/32 sheathing. Panel supports at 16 inches (20 inches if strength axis in the long direction of the panel, unless otherwise
marked).
I Casing (1 1/2" x 0.080") or finish (1 1/2" x 0.072") nals 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 Iniches at intermediate supports.
1. 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 subfi(oor 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 Io
1
NO SCALE (_LD1
TYPICAL HANGER SCHEDULE
MEMBER SIZE
SIMPSON HANGER TYPE
FASTENER TYPE
AT SUPPORTING AT SUPPORTED
MEMBER MEMBER
2X4/2X6/2X8/
2X10/2X12
LUS24/LUS26/LUS28/
WS210AUS210
10d
10d
DBL 2X6/DBL 2X8/
DBL 2X10/DBL 2X12
HUS26-2TF/HUS28-2TF/
HUS210-2TF/HUS212-2TF
16d
16d
4X8/4X10/4X12
H U 48TF/H U 41 OTF/H U 412TF
16d
10d
6X8/6X10/6X12
HU68TF/HU610TF/HU612TF
16d
16d
TJI/BCI
ITS
10d
INOT 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.
WALL CONTINUES WHERE
OCCURS PER PLAN
f
(5) 16d +++� + +
PARTIAL PLAN AT TOP PLATE CORNER AND TEE
DBL 2X TOP PLATE
PER DETAIL BELOW -
r;
his T126 STRAP, U.N.O.,
CENTERED ON DISCONTINUITY
STUD DIRECTLY UNDER SPLICE, TYP. '
TYPICAL TOP PLATE DISCONTINUITY
(5) 16d AT CORNER OR INTERSECTING WALL
d SINKERS AT 16" O.C. 4'-0" MIN. LAP LENGTH TYP 16d SINKERS AT 16" O.C.
) MIN. BETWEEN SPLICES I 16d SINKERS AT 16" O.C. (12) MIN. BETWEEN SPLICES
II I II II
°I
UNDER SPLICE, TYP.-' ii
INTERSECTING WALL OR CORNER WHERE OCCURS --I
TYPICAL TOP PLATE SPLICE
TYPICAL SIMPSON HANGER SCHEDULE 1 9 1 TYPICAL TOP PLATE SPLICE DETAIL
NO SCALE
3" C
3"
3" C
FTG TYPE PER PI
�ID 1 NO SCALE
TOP PLATE
SHEAR PLY PER SHEAR PER 6/SD1
WALL SCHEDULE TYPE SHEAR PLY
"6" AT HEADER, TYP EN AND NAILING EN
PER PLAN 1
_t + +_ ± -+ + + + +- ± -+ 1 _EN,
THICKNESS - - - - - - -rte - - T-1 TYP
+ +1 11
LR I I I+I
AI+ I I I
N HEADER I I I I I 4X6 BLK'G
DBL 2X
TOP PLATE
PER PLAN +
1+ 1 1+1 I I
TYP.
FOOTING TYPE
I I II II
THICKNESS, U.N.O.
CS16 STRAP
REINFORCE WITH# 4 + + - + - +
Imo+ � - � �-1�
--/ EN, TYP
AT 6" O.C.'. E.W.
II+I I II
12"
'-"
I I I I I
o is
A
I I+ I I I
"�
6 SCREWS
6"
o
A
I I+ I
SSTB20
SST824
I I I
6"
N
TRIMMER/S OR
I I+
POSTPER
PLAN =
POST PER PLAN
I I
w v
6
I
=o
. U
Mo
12d ® 5" O.C.
8d ® 4" O.C.
8d O 12" O.C.
TYPICAL SPREAD FOOTING SCHEDULE
NO SCALE
SHEAR PLY AND
NAILING PER PLS
HOLDOWN AND
PER SCHEDULE
EAR PLY AiND
114 r%
G PER PLAN
KINGS/HOLDOWN
POST PER PLAN
6
SDI
SHEAR WALL WIDTH
8 TYPICAL SHEAR WALL PORTAL DETAIL 5
SDI NO SCALE LSD
4 CORNER WHERE OCCURS
(5) 16d NAILS AT
TOP PLATE PER 6/SD1 SD2 LAPPED CORNERS, TYP
IF
- - - _T1 -rT -- I
PROVIDE GAP BETWEEN I I.I I°I I FIELD NAIL PER
I I I I I SHEAR WALL SCHED.
PANELS AS REQ'D BY I I I I
MFR, 1/8" MIN I I°I I I II II
II II I EN PER SHEAR
I I I I WALL SCHED.
BLOCK AS REQ'D I I`I (°I I II II
AT ALL EDGES, TYP I I I I I I COMPRESSION
I I POST AS REQ'D
SHEAR PLY PER HOLDOWN
- PER SHEAR SCHEDULE
WALL SCHED.
I II I°I I°I ---, I
16" MAX STUD I°I II II II I
SPACING
PARTIAL PLAN
TYPICAL CORNER HOLDOWN DETAIL 7
NO SCALE SD1
USE 3X 3X STUD AT I I I HOLDOWN
II ABUTTING PANEL PER
II EDGES WHERE I SCHEDULE
II I REQ'D PER SHEAR
II I WALL SCHEDULE I I°I
I•I II II II I II
II I II II I I°I
--I -.�I-- LL I-.
--i1
14-
SILL PLATE AND AB
SIZE/SPACING PER SCHED.
12" -
FOUNDATiON PER PLAN MAX.
NOTE: STUD SPACING = 16" O.C., U.N.O. CORNER WHERE OCCURS
TYPICAL SHEAR WALL ELEVATION 4
NO SCALE S D I
AT EXISTING FOUNDATIONS AND AT MISSED AB PROVIDE 1/2"
DIAMETER TiTEN HD AT REQUIRED SPACING WITH 4" EMBED, 1 3/4"
MINIMUM EDGE DISTANCE, 8" MINIMUM END DISTANCE, AND 8"
MINIMUM SPACING. LOCATE AND AVOID ALL REINFORCING PRIOR TO
DRILLING. INSTALL PER MANUFACTURER'S RECOMMENDATIONS
12" MAX 4'-0" MAX AT (3) STORY AND TALLER
5" MIN6'-0" MAX AT 1 AND 2 STORY PT DF -L
(SEE SHEAR WALL SCHED.) SIL- r_-_ I __ - L
II I I " \ PLATE WASHER II
U 7 MIN 3" X 3" X .229% TYP
__//
ANCHOR OPTION PER NOTE 4
1/2" DIA AB WITH
2" HOOK, TYP\-FNDN PER PLAN
GENERAL NOTES:
1.) SILL PLATE SHALL BE 2X PT DF -L UNLESS NOTED OTHERWISE IN SHEAR WALL SCHEDULE.
2.) PROVIDE (2) BOLTS MIN PER SILL PLATE.
3.) DIAGONALLY SLOTTED PLATE WASHERS WITH A MAXIMUM SLOT LENGTH OF 1 3/4" MAY BE
USED WHEN A STANDARD CUT WASHER IS ADDED BETWEEN THE PLATE WASHER AND NUT.
4.) CONTACT SUMMIT STRUCTURAL DESIGN FOR MASA/MASAP ANCHOR OPTION IN LIEU OF
ANCHOR BOLTS.
5.) AT SHEAR WALLS, PLATE WASHER MUST BE LOCATED 1/2" OR LESS FROM THE INSIDE
FACE OF SHEATHING.
TYPICAL FNDN ANCHOR BOLT DETAIL 3
NO SCALE S D JI
FOOTING SCHEDULE
HOLDOWN SCHEDULE (*SEE ALL NOTES BELOW*)
FOOTING TYPE
DIMENSION A DIMENSION B, U.N.O.
THICKNESS, U.N.O.
F1.5
1'-6" 1'-6"
12"
F2
2'-0" 2'-0"
12"
F2.5
2'-6" 2'-6"
12"
F3
3'-0" 3'-0"
12"
TYPICAL SPREAD FOOTING SCHEDULE
NO SCALE
SHEAR PLY AND
NAILING PER PLS
HOLDOWN AND
PER SCHEDULE
EAR PLY AiND
114 r%
G PER PLAN
KINGS/HOLDOWN
POST PER PLAN
6
SDI
SHEAR WALL WIDTH
8 TYPICAL SHEAR WALL PORTAL DETAIL 5
SDI NO SCALE LSD
4 CORNER WHERE OCCURS
(5) 16d NAILS AT
TOP PLATE PER 6/SD1 SD2 LAPPED CORNERS, TYP
IF
- - - _T1 -rT -- I
PROVIDE GAP BETWEEN I I.I I°I I FIELD NAIL PER
I I I I I SHEAR WALL SCHED.
PANELS AS REQ'D BY I I I I
MFR, 1/8" MIN I I°I I I II II
II II I EN PER SHEAR
I I I I WALL SCHED.
BLOCK AS REQ'D I I`I (°I I II II
AT ALL EDGES, TYP I I I I I I COMPRESSION
I I POST AS REQ'D
SHEAR PLY PER HOLDOWN
- PER SHEAR SCHEDULE
WALL SCHED.
I II I°I I°I ---, I
16" MAX STUD I°I II II II I
SPACING
PARTIAL PLAN
TYPICAL CORNER HOLDOWN DETAIL 7
NO SCALE SD1
USE 3X 3X STUD AT I I I HOLDOWN
II ABUTTING PANEL PER
II EDGES WHERE I SCHEDULE
II I REQ'D PER SHEAR
II I WALL SCHEDULE I I°I
I•I II II II I II
II I II II I I°I
--I -.�I-- LL I-.
--i1
14-
SILL PLATE AND AB
SIZE/SPACING PER SCHED.
12" -
FOUNDATiON PER PLAN MAX.
NOTE: STUD SPACING = 16" O.C., U.N.O. CORNER WHERE OCCURS
TYPICAL SHEAR WALL ELEVATION 4
NO SCALE S D I
AT EXISTING FOUNDATIONS AND AT MISSED AB PROVIDE 1/2"
DIAMETER TiTEN HD AT REQUIRED SPACING WITH 4" EMBED, 1 3/4"
MINIMUM EDGE DISTANCE, 8" MINIMUM END DISTANCE, AND 8"
MINIMUM SPACING. LOCATE AND AVOID ALL REINFORCING PRIOR TO
DRILLING. INSTALL PER MANUFACTURER'S RECOMMENDATIONS
12" MAX 4'-0" MAX AT (3) STORY AND TALLER
5" MIN6'-0" MAX AT 1 AND 2 STORY PT DF -L
(SEE SHEAR WALL SCHED.) SIL- r_-_ I __ - L
II I I " \ PLATE WASHER II
U 7 MIN 3" X 3" X .229% TYP
__//
ANCHOR OPTION PER NOTE 4
1/2" DIA AB WITH
2" HOOK, TYP\-FNDN PER PLAN
GENERAL NOTES:
1.) SILL PLATE SHALL BE 2X PT DF -L UNLESS NOTED OTHERWISE IN SHEAR WALL SCHEDULE.
2.) PROVIDE (2) BOLTS MIN PER SILL PLATE.
3.) DIAGONALLY SLOTTED PLATE WASHERS WITH A MAXIMUM SLOT LENGTH OF 1 3/4" MAY BE
USED WHEN A STANDARD CUT WASHER IS ADDED BETWEEN THE PLATE WASHER AND NUT.
4.) CONTACT SUMMIT STRUCTURAL DESIGN FOR MASA/MASAP ANCHOR OPTION IN LIEU OF
ANCHOR BOLTS.
5.) AT SHEAR WALLS, PLATE WASHER MUST BE LOCATED 1/2" OR LESS FROM THE INSIDE
FACE OF SHEATHING.
TYPICAL FNDN ANCHOR BOLT DETAIL 3
NO SCALE S D JI
GENERAL NOTES:
1.) HOLDOWNS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS.
2.) AT 3X MUDSILL USE SSTBL VERSION OF ANCHOR LISTED ABOVE.
3.) DOUBLE STUDS SHALL BE NAILED TOGETHER WITH 12d (DIA.=0.135") AT 6" O.C. STAGGERED.
TYPICAL HOLDOWN SCHEDULE 2
NO SCALE �Dl
PERMIT #
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
CODE COMPLIANCE
DATE �' Co C RY S
SHEAR WALL LEGENDSTRUCTURAL
SHEAR WALL TYPE "N" FOR A MINIMUM
HOLDOWN SCHEDULE (*SEE ALL NOTES BELOW*)
N L=X' -Y" LENGTH OF X' -Y" PER SCHEDULE BELOW.
SHEAR WALL SCHEDULE - 3/8" THICK SHEATHING AND 16" O.C. STUD SPACING (*SEE ALL NOTES BELOW*)
SIMPSON
HOLDOWN
MODEL
NUMBER
MINIMUM
HOLDOWN
POST
SIZE
DISTANCE FROM
CENTER OF
CONCRETE ANCHOR
TO FACE OF POST
CONCRETE
ANCHOR TYPE
HOLDOWN
FASTENERS
AT POST
MINIMUM
STEM
WALL
WIDTH
SINGLE POUR TWO POUR
CONDITION CONDITION
HDU2
DBL 2X
1 5/16"
SST816
SSTB20
6 SCREWS
6"
HDU4
DBL 2X
1 5/16"
SSTB20
SST824
10 SCREWS
6"
GENERAL NOTES:
1.) HOLDOWNS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS.
2.) AT 3X MUDSILL USE SSTBL VERSION OF ANCHOR LISTED ABOVE.
3.) DOUBLE STUDS SHALL BE NAILED TOGETHER WITH 12d (DIA.=0.135") AT 6" O.C. STAGGERED.
TYPICAL HOLDOWN SCHEDULE 2
NO SCALE �Dl
PERMIT #
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
CODE COMPLIANCE
DATE �' Co C RY S
SHEAR WALL LEGENDSTRUCTURAL
SHEAR WALL TYPE "N" FOR A MINIMUM
N L=X' -Y" LENGTH OF X' -Y" PER SCHEDULE BELOW.
SHEAR WALL SCHEDULE - 3/8" THICK SHEATHING AND 16" O.C. STUD SPACING (*SEE ALL NOTES BELOW*)
SHEAR
MUDSILL THICKNESS
SOLE PLATE
PANEL EDGE
PANEL FIELD
"SIMPSON"
ALLOW.
WALL
AND 1/2" DIAMETER
NAIL SIZE
NAIL SIZE
NAIL SIZE
A35 AND RBC
LOAD
TYPE
ANCHOR BOLT SPACING
AND SPACING
AND SPACING
AND SPACING
CUP SPACING
(PLF)
Q2X
MUDSILL
12d 0 7" O.C.
8d ® 6" O.C.
8d ® 12" O.C.
A35 AT 2'-8" O.C.
260
6
AB ®3 -9 O.C.
RBC AT 1'-8- O.C.
2X MUDSILL
12d ® 5" O.C.
8d ® 4" O.C.
8d O 12" O.C.
A35 AT 1'-8M O.C.
350
4*
AB O 2'-9* O.C.
RBC AT 1 -2 O.C.
GENERAL NOTES:
1.) WALL FRAMING: USE 2X OR WIDER DF -L STUDS (PER PLAN), SOLE PLATE, TOP PLATES, AND BLOCKING.
USE PT DF -L MUDSILL PER SCHEDULE ABOVE. BLOCK ALL PANEL EDGES.
2.) SHEATHING: USE APA RATED (32/16 SPAN RATING) SHEATHING UNLESS NOTED OTHERWISE. EDGE NAIL
PANELS AT ALL EDGES, TOP PLATES, SOLE PLATE, MUDSILL, POSTS, AND HOLDOWN
COMPRESSION POSTS/STUDS.
3.) NAIL SIZES: 8d: 2 1/2" X 0.131" DIAMETER COMMON, OR 2 1/2" X 0.113" DIAMETER HDG BOX,
12d: 3 1/8" X 0.135" DIAMETER SINKER, 20d: 4" X 0.192" DIAMETER COMMON.
DO NOT OVERDRIVE NAILS. STAGGER SOLE FASTENING AND PRE -DRILL PILOT HOLES (MAX
75% NAIL DIA) TO AVOID SPUTTiNG WALL ELEMENTS.
4.) ALLOWABLE LOADS MAY BE MULTiPUED BY 1.4 WHERE WIND LOADS GOVERN.
TYPICAL SHEAR WALL SCHEDULE I
NO SCALE �Dl
oQ�pFESS/0/g
K.
c-�No. 756881 m
* 6/ 0/16
J'J. C/V\v �\\Q
gTFOF CALF
3/28/16
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
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REVISIONS:
DATE: 3/28/16
SCALE: NTS
DRAWN BY: RKB
JOB NUMBER: 16-169
SHEET:
SDI
MAXIMUM SLOPE BETWEEN
ADJACENT FOOTINGS SEE SOILS
REPORT (WHERE APPLICABLE)
FOR ADDITIONAL INFORMATION
AND VERIFICATION\
/ FOOTING PER PL/AN
12 WHERE OCCURS, TYP.
/ INCREASE FOOTINJG
/ 12 DEPTH AS REQUIIRED
/ FOR MAX. SLOPE: SHOWN
/ TO ADJACENT POOL
BOTTOM OF (N) OR (E) POOL
TYPICAL ADJACENT FOOTING DETAIL
NO SCALE
NOTE: WATERPROOFING AND FLASHING BY OTHERS.
LSTA24 STRAP AT 6'-0" O.C.
E.N. E.N.
RAFTER PER PLAN WITH i
(4) 16d TOENAILS AT
RIDGE, TYP� PROOF ER PLA�ATHING
TYPICAL RIDGE
NO SCALE
CONT. RIDGE
PER PLAN\
(3) 2X6
4) 16d, TYP E.S.
16d AT 12" O.C., TYP E.S.
,-HGA10 CLIP EACH SIDE
`BEAM PER PLAN
NOTE: HIPS AND HIPS/RIDGE CONNECTOR PER PLAN NOT SHOWN FOR CLARITY.
TYPICAL RIDGE BRACE DETAIL
NO SCALE
NOTCH SHALL
NOT EXTEND INTO
MIDDLE THIRD OF
BEAM CLR. SPAN,
" MIN.
4M PER PLAN
1/4- CLEAR TO
ROOF PLY MIN.
PER PLAN
TYPICAL TAPER CUT BEAM DETAIL
NO SCALE
CEILING JOIST
PER PLAN—
PER PLAN
ROOF PLY AND
NAILING PER PLAN
(6) 16d AT EA CJ/TIE
TO RAFTER CONNECTION
�—E.N.
RBC CLIP PER
SHEAR WALL SCHEDULE,
OTHERWISE 4'-0" O.C., TYP.-
TOP
YP.TOP PLATE PER 6/SD1
TYPICAL EAVE DETAIL
NO SCALE
--FASCIA BY
OTHERS
T EA. RAFTER
—SHEAR PER PLAN
ALL FRAMING PER PLAN
BEAM PER PLAN
1/2
STRAP
LENGTH
LSTA18 E.S., UNO.
MSTA24 STRAP, UNO
TOP PLATE
PER 9/SD1
(2) 16d
NAILS,
TYP WALL FRAMING
PER PLAN
XTRIMMER/S OR
POST PER PLAN
TYPICAL TOP PLATE -BEAM STRAP DETAIL
NO SCALE
SLOPE FINISHED
GRADE BY (2) LAYERS OF
OTHERS AWAY BUILDING PAPEI
FROM FNDN-�_
sm mm
IL MIN.
L;UNL;.
SLAB -ON -GRADE,
WHERE OCCURS
SEE PLAN
#4 CONT. TOP AND BOT.
TYPICAL FOUNDATION DETAIL 2
NO SCALE S D 2
PERMIT #
allTTE COUNTY DEVELOPMENT SERVICES
CODE COMPLIANCE ' ['
DATE r / !� I � � (3Y LT
WALL FRAMING PER PLAN, TYP,,
2.) SEE 8/SD2 FOR ADDITIONAL REQUIREMENTS AT FOOTINGS ADJACENT TO POOL.
TYPICAL COLUMN FOUNDATION DETAIL
NO SCALE
Q�OFESS/pN�
K.
-A
�No. 75688'
* 6/ 0/16
glFOF CALF 0�
3/28/16
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
Uj
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REVISIONS:
f DATE: 3/28/16
`'SCAM NTS
V, --..
DRAWL BY: RKB
JOB'NUMBER: 16-169
SHEET:
SD2
T DF SILL AND
AB PER 3/SD1,
SHEAR
PER
PLAN -
NP
D
#4 HOOP X
TOP, MIDDLE, AND
E.N.
BOTT AT COLUMNS /l/2" EXP. JT., TYP
SLOPE FINISHED
AT SLAB EDGES
GRADE BY
OTHERS AWAY
z w o
040z
3
FROM FNDN"
`..
m
_
........ ....... _ . -. ......... .......
CONC.
.. SLAB -ON -GRADE
: • PER PLAN
(= I
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00 .
Z
6 o
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II
a
ao
----� • -
44 VERTICAL AT EACH
3"
CLR
CORNER OF COLUMNS
(2) #4 CONT.
NOTES:
3'-0- SQ. MIN.
1.) POUR FOOTING
HIGH AS REQUIRED TO MEET WALL REQUIREMENTS
OF 5/SD1.
2.) SEE 8/SD2 FOR ADDITIONAL REQUIREMENTS AT FOOTINGS ADJACENT TO POOL.
TYPICAL COLUMN FOUNDATION DETAIL
NO SCALE
Q�OFESS/pN�
K.
-A
�No. 75688'
* 6/ 0/16
glFOF CALF 0�
3/28/16
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
Uj
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Q U
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QU
1
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cC Q
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REVISIONS:
f DATE: 3/28/16
`'SCAM NTS
V, --..
DRAWL BY: RKB
JOB'NUMBER: 16-169
SHEET:
SD2
,l'0,
0155