HomeMy WebLinkAbout3 CURRENTS - CALCSUNIVERSAL ENGINEERING'
"One Source for All Your Engineering Needs"
15375 Barranca Pkwy, #H106
Irvine, CA 92618
949.788.0424
SHEET NO
OF
CALCULATED BY
DATE
CHECKED BY-_
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WOOD
Notes to Table 2306.4.1
For SI: I inch = 25.4 mm, 1 pound per foot = 14.5939 N/ni
a. For framing of other species: (1) Find specific gravity for species of lumber in AF&PA NDS. (2) For staples find shear value from table above for Structural
panels (regardless of actual. ) grade and multiply value by 0.82 forspecies.withspecificgravity of 0.42 orgreater, or 0.65 for all other species. (3) For nails find shear value
from table above for nail size for actual grade and tine- iq value by the following adjustment factor: Specific Gravity Adjustment Factor = [1-(0.5 -So)], where SG
Specific Gravity of ilia framing lumber. Irad adjustment factor shall he tie greater than i.
b. Panel edges backed with 2-inch nominal or widerfraining. Install panels either horizontally or vertically, Space fasteners maximum 6 inches on center along intermediate
inches framing for 3/8-inch' and 7116-Inch panels installed on studsspaced 24 inches on center. For other conditions and tnel thickness, space fasteners maximum 12
inches on center on intemtediate supports, g ate
c. glow le shear
thickness or siding with a span rating of 16 inches on center is the minimurn recommended where applied direct to framing as exterior siding.
d, Allowable shear values are permitted to be increased to values shown for 15/ inch sheathiag with same nailing inches on center, or (b)panels are applied with long dimension across or /32 .
g provided (a) studs are spaced a maximum of 16
c. Framing at'adjoiningpanei`edges shall be 3 inches nornina( or wider; and nails shall6estaggered where pails eras aced 2
f, Framing at adjoining panel edges shall be 3 inches norilral or wider, and nails shall be`sfaggered where both of the fo
0,148")'Halls having penetration into fraining of more than 1 11 inches and (Z) nails are spaced 3 inches on center. Ilow are
inches center.,
followingconditions met: (I) 10d (3" x
g. Values apply to all -veneer plywood. Thlckness at point ot` t`astening on panel edges gov&ns shear values.
h. Where panels applied on both faces of a wall and nail spacing is less than 6 inches o.c. on eltherside, panel joints shall be offset to fall on different framing mem-
bers, or Framing shall be 3-inch nominal or thicker at adjoining panel edges and nails on each side shall be staggered.
i, InSeiismicDesignCategoryD,EorF,wheresheardesignvaluesexceed350poundsperlinearfoot,allframingmembersreceivingedgenailingfromabuttin
pan-
els shall not be less than a single 3-inch nominal member, or two 24ch nominal members fastened together in accordance with Section 2306.1 to transfer the
design shear value between framing members. Wood structural panel joint and sill plate nailing shall be staggered In all cases, See Section 2305.3.11 for sill plate
size and anchorage requirements.
j. Galvanized nails shall be hot dipped or tumbled.
k. Staples shall have a minimum crown width of 7/16 inch and shall be installed with their crowns parallel to the long dimension of the framing members,
I. Forshearloadsofnormalorpermanentload duration asdefined bytheAF&PANDS,thevaluesinthetableaboveshallbemultiplied by0.63or0.56,respectively.
m. [DSA-SS & OSbfPD 1, 2 and 4JRefer to Section 2305.2;4.2, which requires ahy wood structural panel sheathing used for diaphragms and shear walls that are
part of the seismic -force -resisting system to be applied directly to framing members. TABLE �366.4.1
ALLOWABLE SHEAR FOR PARTICLEBOARD SHEAR WALL SHEATHINGh
MINIMUM NOMINAL' PENETRAT ONINIMUM I IN
PANEL GRADE PANEL THICKNESS FRAMING
(inch) (Inefies)
M-S "Exterior Glue" 3/
and M-:Z "Exterior t, 1 1/2
Glue„
Nail size
or
I APPLIED DIRECT TO FRAMING
Allowable shear (pounds per foot) nail spacing at
imzec cox)M
6d
8d
lOd
For ST: 1 inch = 25A mm, I pound per foot ; 14.5939 N/m. 200 30S 395
a. Values are not permitted in Seismic Design Category D, E or F.
b. Galvanized nails shall be hot -dipped or tumbled.
TABLE 2306.4.4 . .
OR S
SHEAR WALLS OF FIBERBOARD SHE THNG BOARD CONST UICTION EISMIC LOADING ON:
FOR TYPE V CONSTRUCTION
TION OkLYe,bAd, fa.h
z
300
315
350
460
520
SHEAR VALUE —
THICKNESS AND GRADE (Pounds per linear foot).
FASTENER SIZE 3-INCH NAIL SPACING AROUND PERIMETER AND
6-INCH AT INTERMEDIATE POINTS .
1/2" Structural No, 11 gage galvanized
roofing nail 11/ 2" long, 7/,6"head 1259
2s/�2"Structural No. I 1 gage galvanized
roofing nail long, 7/ " head 1759
For SI: I inch = 25.4 min, I pound per foot = 14.5939 N/m.
a. Fiberboard sheathing diaphragms shall not be used to brace concrete or masonry walls,
b. Panel edges shall be backed with 2 inch or wider framing of Dougla's fir -larch or Southern pine.
c. Fiberboard sheathing on one side only.
d. Fiberboard panels are installed with their long.diinension parallel orpetpendicular to studs. .
e. Fasteners shall be spaced 6 inches on center along intermediate framing members.
f. For framing of other species: (1) Find specific gravity f rspecies of lumber in AF&PA NDS and (2) Multiply the shear value from the above table by 0,82 fors e-
des with specific gravity of 0,42 or greater, or 0.65 for all other species.
_ g. The same values can be applied when staples are used as described in Table 2304,9.1. P
h. Values are not permitted in Seismic Design Category D, E or F.
325
UNIVERSAL ENGINEERIN
"One Source for All Your Engineering Needsly SHEET NO. _ ,
15375 Barranca Pk # of
Irvine, CA 9261g H106 CALCULATED BY
DATE
949.788.0424 CHECKED BY
DATE—
INPUT.DATA
Exposure category (B, C or D) b
Importance factor, pg 77, 0.87, 1.0 or 1A5 C"
( ) 0p Category II
Basco wind speed (IBC Tab 1609.3.1 V 9 ry
ss) ` V = 85 mph
Topographlo factor (sac,6,5.7,2, pg 26 & 45) c`
Kn = Flat
Bullding height to eave h c ^.
e 12 z ft
Buildlhg'helght to ridge hr = , 4 ; ft
Bulldirig length L = ft nB
Byllding width B
Effective area of components . A = 10 z
eft.
besldN SUMMARY:.
Max horizontal force normal to building length, L, face —
M3.91 kips: .
ax horizontal force'normal to building length, B, face _
Max total horizontal torsional load 1.17 kips.
Maz totaiu ward force 10,,84 ft-kips
1.83 kips
. .
ANALYSIS':
Vefoclty uressure '
qh = 0:00256 kh kn Kd.V2.1 _ 13.36 psf
where: qh = velocity pressure at mean roof height, h. (Eq. 6-15. page 27)
Kh =velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 70) e. 0.85'.
Kd = wind directionality factor, (Tab. 6-4, for building, page 80)
h = mean roof height
... 13.00 ft
Desl In taressures for MWFRS S 60 ft, [Satisfactory]
P = ph [(G CiO-(G Cpi
where: p = pressure;in appropriate zone. (Eq. 6-18, page 28).:.
G Cp r = product Of gust effect factor and external pressure coefficient, see'table below. (Fig.6-10, page 53 & 54)
G Cp I = product of gust effect factor and Internal pressure coefficient,(Fig. 6-5, Enclosed Building, page 47)
0',18 or =01t3
a = width of edge strips, Fig 6 10, note 9, page 54, MAX[ MIN(0.1 B, 0,4h), 0.04B,31 _ $.00 ft
Net Pressures s , Basic Load Cases Net Pressures nsf , Torsional Load Cases
Roof an le 0.. 31.61 Roof an le A = 0.00
Surface NeE Pressure with Roof an le 0 = 31.61 .
G C Net Pressure with
p r (tGCp i) (-GG Cp r Surface Net Pressure with'
pl) ( GC'pl) (-GCPI) OCpr (GC+pI) ("GCPI):
1 0.56 5,08 9,89 0.40 2.94: 7,75
2 0.21 0.40 5;21 -0,69 -11.63 -6.82 1T 0;56 1.27 2,47:
8 -0.43 .8,15 -3.34 -0,37 -7,35 -2.54 2T 6-2t 0.10 130.
4 -0.37 -7,35 -2:54 -0 29 -6:28. -1.47 3T -0;43 -2.04 -0.84.
1E 0.69 6.82 11,63• 0.61 US. 10.66 4T 0,37.` -1,84 0,63r
2E 0.27 . 1.20 6.01 -1,07 -16,70 -11,gg Roof an le.o '=.. 0.00:..
Suriaoe Net Pressure with . 3E -0.53 -9.40 -4.68 -0.53 9,49 -4.68. OCpr.
4E -0.48 -8.82 -4,01 -0.45 8;15 . 3.34". (+GCp 1) (-GGP I )
5 -0,45 -8,42 -3.81 -0.45 8.42 -3:61 1T 0,40:_ . 0,73
2T "
6. -0.45 -8.42. -3.61 -0,45 -8.42 =3.61 0.6Or -2.91 -11G.
3T -0.37 -1.84
I.. 4T -0,29' -1,57
:. 3E 3. -
2 . ' -
2E _ - ZONE 2/3 BOUNDARY '
3 2 3E 3T 32 3T
T 3 T
4E a�. B 6 4E�_ — '''6 4E q�`4T 2E 2 _ 6 '4`_AT
U C 4E�-
REFERENCE CORNER tE 6 jE. _ 1E IT
REFERENCE CORNER 1E REFERENCE CORNER. 6 IT i
° WIND DIRECTION - - - - REFERENCE CORNER
- WIND DIRECTION °
- WIND DIRECTION - .WIND DIRECTION
Transverse Direction Longitudinal Direction Transverse Direction
Longitudinal Direction
Baslo Load Cases .. Torsional Load Cases:
In
rressure K With.
-- --vil
Surface pressure k with
(ft2) (+GCpI) (-GCpI) SUffaCa Area
1 192 0.97 1,90 (ft)2 (� GCpI) (-GC
1. 1
2 81 0.02 0.32 0,00: 0.01.
3 61 -0.50 2 6 .. -0:08 -0.04
4 192.
-0:20 3 6 -0.0$ , -1.41 -0.49 -0.02
I 72 0.491 0.84 4 1 -0;01 0,00:'
2E 23 0:03; 0.14 1 83 0.48
3E 23. -0.22 -0:11 2E 77 -1C29
4E. 72 0;64;:-0,29:. 3E. 77 0:74: -0:36
Horiz, 3.91. 3,91: 4E:83 0.t38 -0 28
E Horiz. 4:17 1 17
Vert. -0.56 0;12 E:
10 psf min, . Hbriz. 3.08:.. 3.08 Vert, -1.83 -1.15
Sao, 6A.4,1 Vert;: .. 10 psf min, Horiz, 0.85. 0,85:...
-143 1.43. Sed 6,1,4.1 Vert. 1:43.., -
1 43 -
TorsMonal load Cases in TrarisVerse D(reation Torsional Load Casss In Lon )fiidinal Direction
Surface Area To k Wlth Torsion ft-k
(ftZ) (+GC Surface Area pressure k with Torslon 'ft k
pl). (-GCpI). (+GCpI)'(-GCpI.) .
1 60 0.30 0.59 1 2. 41 (+GCpI) (-GCpI ). (#GCp L) (-GCpI )
2 19 0;01 0.10, 0 1 41 -0,1.2 -0.32 p 0
3 1.9 -0.16 -0.06 0 0 0 2 -71 0,83: `: 0,48 -2 -1
4 60 -0,44 -0,15 2 3 .71 0,52 0:.18 2 1
1E 72 04 01 4 -41 - 0.26 0,06 0 p
.84 4 7 1E 83 0.48 0;88 0
2E 23 0.03 0.14 0 1 0
3E 23 .0.22. -0.1.1 1 2E 77 -1.29 .0,92 4 3
0 3E 77 .0;74 -0.36 -2
4E 72 -0,64 -0.29.. 5 2 4E 83 -0,68 -0.28 0 -1
1T 132 0:17 0.33 -1 .-2 0
2T 42 0.00_ 0,Q5 0 1T 42 0,03 0.08 p p
3T 42 0 2T 6 -0.02: 0.0.1 0 0
-0,09 044.. 0 0 37 6 4T 132 -6,24 -0.08 -.1 0 -0.01 0.00. 0 0
Total Horiz. Torsional Load, Mr 4T.: 42 .0,07 .0.02 0 0.
11 11 Total Horiz. TorslOnal I Oad,1,2
Design Dressures^.for t omaonents and cia8dlna
p.m gh[ (G UP) ` �G Cpl)J 3 r.:2 2 y :,1,
R-
,4�, where: p=pressure on tiomporient. (Eq. 6-22, pg 28pmin 10 psf (Sec, 6.1.4.2, pg 21). G Cp - external pressure coefficient. z z.
see table. below. (Fig, 6-11, page 56-58) Walls
Roof Roof a»•
Effective Zone 2
Area (ft2) GCp . GC: GC . ' Zone 3 Zone 4 . Zone 6
Coin : 10 . 0 90 -1.00 0,90 - GC, GC GC GC : GCpJC -GCp-1.20 0.90 =120. 1,00 '1.10..00.. -1.40
IL-11 15,77. -21.11
I �escrltibrt Roof Rafter'
M'ateria�;F�ropertieS
calculations
per, 200`6, CBC 2007, 20Q5 NDS.
Ahalysls Method Allowable Stress besign.
Load Combination 2006 IBC & A$CE 105'.
_lBC .
Fb =Com r; �00 s E: Motluius ofElasticlf
p p Y '
Fb °°-Tension 900 psi,
Eben'd160Q;ksi
Wood Species Douglas:Fir Larch
Fe - Pr 1350 psi
Fo, Perp 65 psi'
.
EM nbend xx 580ksi
Wood Grade . No 2-180
psi
Beam Bracing ;' Beam is:Fully Braced `against:lateral torsion buckling 575 psi
Density 32 21 pcf
C
i
2x6
pp�t a Ste`" n
6.50 ft ,
Service loads entered. Load Factors w(1( be applied far calculations.
Load for Span Num6er.1
.
Uniform Load D 0 0210; Lr 0 0276 klft, Trlbutary Width 1.0 ft
Maximum Bending Stress Ratio 0.299 ;1
Maximum Shear Stress Ratio =
Section used foe this span:. .0.158
2x6
.
Section used for,thls span
: 1:,
Load Combinatioh. +D+Lr+H
Load Combination
2x6
Span #where maximum d:ccurs • Span #1 1
Span # vuhera maximum occurs
+DLr+H
Span. #/ 1
locatiop of max on that span: 3.272 ft
loca ion of max on that span
0 000 ft
Mu X Appiled 0:25 k ft
vu :Applied
0102ksl
Mn x/Omega :Allowable 0.85 kft
Vn /Omega :Allowable,..
0:1800 k§i
MI _QW o`rces 8 S fess s for Load Cambmaflons�
Load Combination Max Stress Ratios.
Segment Length` : Span # M
Summary Mo of ment Values...
Summaryof Shear Values
V" Mactual. fb-design , .:.. Fb=allow
+D.
Vactual fv-dasigrl., Fv-allow
Length 6 50 ft 1 0131 .
+D+Lr+H OA09
0.11 175,97' 1,345,50
0.07 12.41 180.00
Length 6 50`ft 1 0.299 . 0,158
+ . +p 760Lr+0,750L+H
0;25 402 23; 1,345.50
0.16 28 38 180:00
Length 6 60 ftj 1 0 257 _ 0135
+D+tl 750Lr+0 750L+0 750W+H
0,22 345 66 1,345:50 .
0.13 24 38 180.00
Length 6 50 ft 1 0 257 0.135
+D+0 750Lr+0 75QI:+0 5250B+H
tl:22 ' 345 66 1,345.50
0:13 .. 24 38 180.00
.
Length 8 50 tt 1 0 257 0135
0 erai Maki �E nu t Def echoers l nfac o e�ads o
-0 22 345 66 . 1345;50
0.13 24 38 180 00
Load Combtn ttion Span Max " "Defl .Location in Spaq. Load Combination
Max "+" Defl Locat(on In Span
D + Lt.+ L 1 0 0586 3' 272
�MamDefiecifor`LoadComblraiontTaco ed oa
0 0000' 0,000
Load C.bmbination Span Max Downward>Defl Locafion (n Span Max. Upward:Defl .
Only 1..
Location in Span
0 0256
L
Lr+L Only 1
. 0 0329.
3,272 . 0 0000 _ :
3.272
0 000:
• D+Cr+L 1 0.0586
3272 OOOOtl:
OA000:':'
0 00Q`
0.000.
J
C
_�--�
�'
�_
_ �_
escrtptton : Header
al Propeities
fMaeri77.
Analysis MethP. Allowable Stress besign
carcutations pdr I Zoos; cBc2oo7, 2006 NOS'
f Load Combination 2006 1DC & A8CE 7 05
Fb - Compr 900 psi E Modulus of Elasticity '
Fb : Telision 900 si
p
Fc P.1.3 0 psi
Bbehd xX . ' 1600ksi
Emiribend xz 580ksi
I Wood Species Douglas Fir - Larch
Fc - Perp 62'5 psb;
Wood Orade No 2
Fv 180 psi `. .
Beam Bracing Beam is Fully Braced against lateral Torsion buekl ng 575 psi _:
bensity 32 21 pcf
4x4
Servrce loads entered. Load Factors will be applied for
Ape d1LoasNO, on
Load for Srah Nymber 1
calculations.
Uniform Load D 0 0730 Lr 0 0850 k/ft Trlbutary Width
G��517 MARL' '
Maximum Bending Stress Ratio = 0.221 ;1 :
Maximum Shear Stress Ratio =.
Section used for this spare 4x4 ,.
Secfiion used for this spars
0:1ti1 1
4x4
Load Comkiinatron. +D+Lr+H
Loai. d Combination
Span #where maximum occurs . Span # 1
Spare where maximum occurs.
+D+Lr+H
Span'# 1
locatfort of max on that spare. 1 490 ft
location of max on that span
0 000 ft
Mu X Applied U 18 k ft
vu A lied
Pp
0 0290 ksI
Mn x /Omega Allowable 0.80 k ft
.
vn /Omega Allowable ;
0 1800 ksi
mum F'o �eStss for Load Cni s ,
M
Load Combin�tlon Max Stress Ratios.
$egment;Cength Span # M
Summary of Moment values..
Summary, of Shear Values
V ..
+p
Mactual fb design; ; Fb allow
Vactual fv design . .: Fv allow
Length = 3.0 ft ` 1 0101 01074.
+D+Lr+t{
0.08 13791 1,350.00
0;11 13 41' 180,00
Length 3 O ff ' 1 D 221 b 161
+p+0 750Lr+0 75QI +Fi
Q,18 298 4$ .: 1,350,00
0,24 29 02 180.00
Length 3 0 ft' : 0191 0140
+D+O 750Lr-750L+Q 750W+H
0;15 258 34 .. 1,350,00
021 2512. 180.00
Lehgtlt 3 0 ff ' 0191 0140
+D+O 750L0, 0 750E+0 5250E+H
0.15 258 34 1,350,00
0,21 2512. 180.00
Lpngth = 3 0 it ' 1' 0191 0140
Ove kiHM i Deflec i n 11 ac ored loads
��
0,15 258.34 1,350.00
. .
0.21 2512' 180 00
, r
Span . Maz,,
wau 44111UIIIdTIOfI fi : - kocatlon. In Span:.. Load Combination
D+Lr+L
Dell Location in Span
cum mDe �e�tro s fa load mfno 0 0145 ado dt.oap s
0 OODO 0 000;
Loa(i Combination; Span .: Max' Downward D9fl ':.
D• Only 1 0 0067
,
CocatioOn Span Msx, Upward Defl
Location in Span
'
Lr+L Only 1. 0 0078 `.,
D+Lr+L
1,510
1,510 0.0 ; .
00000
0 000
0000.
1. 00145.'
1,510
0 00v
0 18
O'A
I ®®oil
oe� ... _-_..�� --tea.■