HomeMy WebLinkAboutSnow and Windload Design Specsffi
Yurt Analvsis Summarv
Project Reference Full Snow and Wind Yurt
Diameters: L6', 20', 24', 27' & 30'
To Whom lt May Concern:
We are providing this lettcr to summarizc thc rcsults of thc analysis of the Full Snow and Wind Yurt with various diamcters.
Referring to the truncated structural calculations, appended with this letter, the aforementioned yurts have been found to be
capable of supporting the following design loads while meeting the requirements of the 2003 through the 2015 lnternational
Building Codes (lBC 2003 - 2015) and the 2002 through the 2010 American Society of Civil Engineers - Minimum Design Loads for
Buildings and Other Structures (ASCË 7-02, 7-05, 7-10).
Design Loads:
¡ occupancy or Risk Category = ¡¡
¡ Design Wind Speed, VuLr= 115 mph (Vo.o= 90 mph) Exposure C" "' "
:' Ïlg ; iliffi¡¡d
-ï,îiåff#ifffi:'* *"'i ?r1i::; "'.'
Standard Features of Engineered Full Snow and Wind Yurts:
. 3/16" Galvanized Aircraft Cable with a 4,20O pound Break Strength.
t 2x6 (2100 Fb-1.88 MSR) Roof Rafters
¡ 2x4 (2100 Fb-1.8E MSR)WallStuds
. (2) 2x4 Douglas Fir Compression Ring
¡ CORR Brackets attached to Compression Ring
1. Per ASCE 7, "snow loads acting on a sloping surface shall be assumed to act on the horizontal projection of that surface."
2. Equivalent ground snow loads may be reverse calculated from the equations given in ASCE 7.
5
otesN
A full set of stamped calculations and/or drawings are available upon request
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Snow Load Summary Table for Full Snow and Wind Yurts
Yurt Diameter Number of Rafters
(2100 Fh-1.8E MSR )
Maximum Sloped
Roof Snow Loadl'2
30'48 45 psf
27',45 65 psf
24',42 80 psf
20'36 100 psf
16'28 115 psf
%7,
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Table of Contents
Structural Design Assumptions........ .....P9.4
Yurt Calculations
l-6'Yurt
20'Yurt
24' Yurl
27'Yurt
30'Yurt
Pg. L2
Pg.28
P9.44
Pg.60
Pg.76
Pg.92M iscella neous Calculations
3 of 106
Structural Design
Assumptions
4 of 106
Project
16" 20" 24',,27',, & 30',YURTS
Job Ref
Section Sheet no./rev.
1
Calc. by Date chk'd by Date App'd by Date
wlND LOADING (ASCE7-!q)
ln accordance w¡th ASCET-'|0 incorporating Errata No. I and Errata No. 2
Using the directional design method
Tedds calculation version 2.0.1 5
I
T
Ë
I
I
30 30
Plan Elevation
Building data
Type of roof Hipped
Width of building d = 30.00 ft
Pitch of main slope c¿o = 30.0 deg
Mean height h = 11.50 ft
General wind load requirements
Basic wind speed V = 115.0 mph
Exponent coef (T26.6-1) K¿ = 0.85
Enclosureclass(c1.26.10) Enclosedbuildings
lnt pres coef -ve O26.f 1-1) GCpin = -0.18
Gust effect factor Gr = 0.85
Length of building
Height to eaves
Pitch of gable slope
b = 30.00 ft
H=7.17 fr.
aeo = 30.0 deg
Risk category
Exposure category (cl.26.7.3)
lnt pres coef +ve 126.11-1)
il
c
GCpip - 0.18
Topography
Topo factor not significant
Velocity pressure equation
Velocity pressures table
IGt = 1.0
q= O.OO221 x lÇ x Ka x K¿ x V2 x lpsf/mph2
z (ft)lG (Table 27.3-1)q. (psf)
7.17 0.85 21.12
1 1.50 0.85 21.12
Peak velocity pressure for internal pressure
Peak velocity pressure - int qi = 21.12 psf
Pressures and forces
Net pressure
Net force
p=qxGrxCp"-qi xGCoi
f*=pxAret
5 of 106
Project
16" 20" 24"27" & 30'YURTS
Job Ref.
Section Sheet no./rev.
2
Calc. by Date chk'd by Date App'd by Date
Roof load case I - Wind 0, GCpi 0.18, -cp"
Total vertical net force Fwu = -l 1.46 kips
Walls load case 1 - Wind 0, GCpi 0.18, -cpe
Total horizontal net force F*,r' = 0.93 kips
Overall loading
Proj vertical plan area of wall Averr-w-o = 2'15.01 f(
Min overall horizontal loading Fw,bralmin = 5.0 kips
Leeward net force Fr = -2.7 kips
Overall horizontal loading Fw,totat = 6.0 kips
Roof load case 2 - Wind 0, GCpi -0.18, -0cpu
Projected vert¡cal area of roof Avert-r-o = 194.86 ft2
Windward net force Fw = 2,3 kips
Total vertical net force Fw,v = 0.54 kips
Walls load case 2 - Wind 0, GCpi -0.18, -Ocp"
Total horizontal net force F*,r' = 1.97 kips
Y riPPLiID
Ei\i iIRÊ !,1'IN¡]r,iARD I-1AI-F
ùONSERVAÏIVEI.Y APPI.iãI)
IO ENTIITE LEEWARD HALÍ-,
Zone
Ref
height
(ft)
Ext pressure
coeff¡c¡ent
cpe
Peak
velocity
pressure
qp, (psf)
pressure
p (psÐ
I Area
A¡el (ft')
Net force
F* (kips)
A (-ve)'t1.50 -0.20 21 ,12 -7.39 .t 259.81 -1.92
B (-ve)11.50 -0.60 21.12 114.57 259.81 -3.79
C Gve)1't.50 -0.90 21.12 -19.96 38.16 -0.76
D (-ve)11.50 -0,90 21.12 -'19.96 114.47 -2.28
E þve)11.50 -0.50 21.12 -12.78 310.31 -3.96
F Cve)11.50 -0.30 21.12 -9.19 56.67 -0.52
Zone
Ref.
height
(ft)
Ext pressure
coeff¡cient
cpe
Peak
velocity
pressure
qp, (psÐ
Net pressure
p (psf)
Area
A.et (ft2)
Net force
F' (kips)
A 7.17 0.80 2',1.12 10.56 215.10 2.27
B 11.50 -0.50 21.12 -12.78 215.01 -2.75
c 11.50 -0.70 21.'t2 -16.37 215.01 -3.52
D 11.50 -0.70 21.12 -16.37 215.01 -3.52
Zone
Ref.
height
(ft)
Ext pressure
coefficient
cp"
Peak
velocity
pressure
qp, (psf)
Net pressure
p (psÐ
Area
Arer (ft2)
Net force
F* (kips)
A (+ve)11.50 o.25 21.12 8.23 259.81 2.14
B (+ve)11.50 -0.60 21.12 -6.97 259.81 -1.81
c (+ve)11.50 -0.18 21.12 0.57 38.'16 o.o2
D (+ve)1 1.50 -0.'18 21.12 0.57 1',t4.47 0.07
E (+ve)11.50 -0.'t8 21.'t2 o.57 310.31 0.18
F (+ve)11.50 -0.18 21.12 0.57 56.67 0.03
Zone
Ref.
height
(ft)
Ext pressure
coefficient
cpe
Peak
velocity
pressure
qp, (psf)
Net pressure
p (ps0
Area
A,ur (ft2)
Net force
F (kips)
6 of 106
Project
16" 20" 24" 27" & 30' YURTS
Job Ref.
Section Sheet no./rev
3
Celc. by Date Chk'd by Date App'd by Date
Zone
Ref.
height
(ft)
Ext pressure
coefficient
cp.
Peak
velocity
pressure
qp, (psÐ
Net pressure
p (psÐ
Area
A*r (ft2)
Net force
F" (kips)
A 7.17 0.80 21.12 18.'16 215.10 3.91
B 11.50 -0.50 21.12 -5.17 215.01 -1.11
c 11.50 -0.70 21.12 -8.76 215.O1 -1.88
D 1'1.50 -0.70 21,12 -8.76 215.01 -1.88
Overall loading
Proj vertical plan area of wall
Min overall horizontal loading
Leeward net force
Overall horizontal loadÍng
Avert-w-o = 215.0'l tf
Fw,totalmin = 5.0 kips
Fr = -l.l kips
Fwtotat = 7.0 kips
Projected vertical area of roof Avert-r-o = 194-86 fr'?
Windward net force Fw = 3.9 kips
Roof load case 3 - Wind 90, GCp¡ 0.18, -cp"
Total vertical net force F*,u = -11.46 kips
Walls load case 3 - Wind 90, GCpi 0.18, -cp"
Total horizontal net force F*,r' = 0.93 kips
Overall loading
Proj vertical plan area of wall
Min overall horizontal loading
Leeward net force
Overall horizontal loading
Avert-w-eo = 215.0'l ft2
Fw,totalmin = 4,5 kips
Fr = -2.7 kips
Fw,ror,at = 6.0 kipS
Projected vertical area of foof Avert-r-so = '1,29.90ft2
Zone
Ref.
height
(ft)
Ext pressure
coefficient
cpe
Peak
velocity
pressure
qp, (psf)
Net pressure
p (psr)
Area
A*r (ft2)
Net force
F* (kips)
A Gve)11.50 -0.20 21.12 -7.39 259.81 -1.92
B (-ve)11.50 -0.60 21.12 -14.57 259.81 -3.79
C Gve)11.50 -0.90 21.12 -19.96 38.16 -0.76
D (-ve)11.50 -0.90 21.12 -19.96 114.47 -2.28
E (-ve)11.50 -0.50 21.12 -12.78 310.31 -3.96
F (-ve)1 1.50 -0.30 21.12 -9.19 56.67 -0.52
Zone
Ref.
height
(fr)
Ext pressure
coefficient
cpe
Peak
velocity
pressure
qp, (psf)
Net pressure
p (psÐ
Area
A*r (ft2)
Net force
Fw (kips)
A 7.17 0.80 21.12 10.56 215.10 2.27
B 11.50 -0.50 21.12 -12,78 215.01 -2.75
c 11.50 -0.70 21.12 -16.37 215.O1 -3.52
D 11.50 -0.70 21.12 -16.37 215.O1 -3.52
Windward net force Fw = 2.3 kips
7 of 106
Proiect
16" 20" 24"27" & 30'YURTS
Job Ref.
SeÕtion Sheet no./rev.
4
Calc. by Date Chk'd by Date App'd by Date
Roof load case 4 - Wind 90, GCpi -0.18, +çr"
Total vertical net force F",u = 0.54 kips
Walls load case 4 - Wind 90, GCpr -0.18, +60"
Total horizontal net force Fw,¡ = 1.97 kips
Overall loading
Proj vertical plan area of wall
Min overall horizontal loading
Leeward net force
Overall horizontal loading
Avert-w-eo = 215.01 flz
Fw,totalmin = 4.5 kips
Fl = -1.1 kips
Fw,totat = 7.0 kips
Projected vertical area of roof Avert-r-so = 129.90 ft2
Windward net force Fw = 3.9 kips
Zone
Ref.
height
(fr)
Ext pressure
coefficient
cpe
Peak
velocity
pressure
qp, (psÐ
Net pressure
p (psr)
Area
A*r (ft2)
Net force
Fw (kips)
A (+ve)11.50 0.25 21,12 8.23 259.81 2.14
B (+ve)11.50 -0.60 21.12 -6.97 259.81 -1.81
c (+ve)11.50 -0.18 21.12 o.57 38.16 o.o2
D (+ve)11.50 -0.18 21.12 0.57 't14.47 0.07
E (+ve)11.50 -0.'18 21.12 o.57 310.31 0.18
F (+ve)11.50 -0.18 21.12 0.57 56.67 0.03
Zone
Rel.
height
(fr)
Ext pressure
coefficient
cpe
Peak
velocity
pressure
qp, (psf)
Net pressure
p (psO
Area
A*r (ft2)
Net force
Fw (kips)
A 7.17 0.80 21.12 1 8.16 215.10 3.91
B 11.50 -0.50 21.12 -5.17 215.O1 -1.11
c 11.50 -0.70 21.12 -8.76 215.O1 -1.88
D 1 1.50 -0.70 21.12 -8.76 215.O1 -1.88
I of 106
Project
16" 20" 24',27', & 30'YURTS
Job Ref
Section Sheet no./rev.
5
Calc. by Date Chk'd by Date App'd by Date
l
i
:
i
JÌ
ï
I
Plãn úBw. H¡Fed rool
l-30
T
ñlt\
îl-
Windward face
g I
ôl
î
c\
30 ft------)]î Ir 30l-
Side face Leeward face
9 of 106
{
Project
16" 20" 24"27" & 30'YURTS
Job Ref.
Section Sheet no./rev.
6
Calc. by Date Chrd by Dete App'd by Date
Side face
Plånliáw- HaF€d ¡ool
Irt:
t
e\l
f*
î
t
ñl
î
30
Windward face
30
Leeward face
l_¡t
c.!
îl-l-30
10 of 106
Yurt Calculations
11 of106
30' Diameter Yurt
76of106
Envelope Only Solution30'.FULL SNOW & WlND.r3d30' FULL SNOW & WINDBASIC MODELCO YURT COMPANY
M23It450^r60lJtloooooN=FENIoNosoEnvelope Only Solutiono=NsNaN30'.FULL SNOW & WlND.r3d30' FULL SNOW & WINDMEMBER LABELSCO YURT COMPANY
(obqN@6@@@@oo@@@óoó@@o€Member Length (in) DisplayedEnvelope Only Solut¡on30'.FULL SNOW & \MND.r3d30' FULL SNOW & WINDMEMBER LENGTHS (INCHES)CO YURT COMPANY
rF[Fè¡<¡Øfa>>>lm r¡-rvrCZ ı=roio@ q=i9i,0 qgPl' i eiHã ã,m6o3'ncrt-Øzoã9o€zIoCLG)c?'1lØcmFol-{ a)ãzvaì6ãmeo-rãzUxNmaooEooaU'oc+of- -sT,uDS^\/*,\ln ..STUDS^\/^%\ü;STUDS^\/^!//\!/ÞTUQS^\/^-/\"'STUDS^\/^-/\-STUDS^\/^ STUDS^\/^ STUDS!//\!i^\/^ STUDSv'l\ui^\,^ STUDSv//'\v,^\/^ sruDsu,/\u,^\l^''l\"'^\/^-/\-o!/^-,\-^\/^ç7ru;sIvP,gSTUDSSTUDSsr-uDq,^\/^!//\!/STUD'ss\/^9TUDS6-\/n-,\",s-!-uD9. s_TuPsoocÐ-loo1lz
6'6'$xNfxNsxNxNxNsxN$xNEnvelope Only Solution@xNo30'.FULL SNOW & WND.r3d30' FULL SNOW & WINDMEMBER SHAPESCO YURT COMPANY
MSROO Fb - 1.8E MSR2100 Fh - 1.8E MSRFb12100 Fb - 1 .8E MSR002100 Fb - 1.8E MSRMSR002100 Fb - 1.8E MSR2100 Fb - 1m5ooEoof(t9.*o2100 Fb - 1 .8E MSRIgo,t4sR1.88Fb2100(j3-Ttcf-rU'zoãFÉzIoCLooCÐ-looTz
30'.FULL SNOW & WlND.r3dw7SM27330' FULL SNOW & WINDCOMPRESSION RING MEMBER LABELS/si\io=18M112M106MICO YURT COMPANYz.xt_Ë-.\Envelope Only'Solutiono
NNx30'.FULL SNOW&WND.r3d2-2X42-2x4TX2-ù<42-2X430' FULL SNOW & WNDCOMPRESSION RING MEMBER SHAPES,xi-{l"l zxEnvelopeCO YURT COMPANY
30'.FULL SNOW & WND.r3dNoo30' FULL SNOW & WINDCOMPRESSION RING MEMBER MATERIALSCO YURT COMPANY1xl"J .,r.at irsn2100=aFFb- 1.8EEnvelope Onþéolution
-76.2676.2631bt11-76.26-76.263tb/ft-76.2631btfl-76^2631,76.2631bfi1-76,2631Loads: LC 1, SL BALEnvelope Only Solution30'.FULL SNOW & WlND.r3d30' FULL SNOW & WINDSLOPED ROOF SNOW LOADCO YURT COMPANY
132tb,{8'132tb/f88.'1 32lb/ft-JO tJ I-38.1 32lblft-)0-tJt-JÕ IJ I-ló_ I-38.1Loads: LC 2, SL UNBALEnvelope Only Solut¡on30'.FULL SNOW & WlND.r3d30' FULL SNOW & WINDUNBALANCED SLOPED ROOF SNOW LOADCO YURT COMPANY
i.lr 3.6å3Ð11 .9715 8383Loads: LC 3. WALL WLEnvelope Only Solution30'.FULL SNOW & WlND.r3d30' FULL SNOW & WNDWALL WIND LOADSCO YURT COMPANY
28Loads: LC 4, ROOF WLEnvelope Only Solution30'.FULL SNOW & WND.r3d30' FULL SNOW & WINDROOF WIND LOADSCO YURT COMPANY
ilþmber Code Checks Displayed (Enveloped)Envelope Only Solution30'.FULL SNOW & WND.r3d30' FULL SNOW & WINDENVELOPE CODE CHECK (BEND|NG)CO YURT COMPANY
.00Member Shear Checks Displayed (Enveloped)Envelope Only Solution30'.FULL SNOW & WND.r3d30' FULL SNOW & WINDENVELOPE CODE CHECK (SHEAR)CO YURT COMPANY
M¡scella neous Calculations
92 of '106
Lattice Yurt Lateral.r3dLATERAL LATTICEBASIC MODELCO. YURT COMPANY
Lattice Yurt Lateral.r3dLATERAL LATTICEMEMBER LABELSCO. YURT COMPANY
MembeÍ Length (¡n) D¡splayedLattice Yurt Lateral.r3dLATERAL LATTICEMEMBER LENGTHS (INCHES)CO. YURT COMPANY
Lattice Yurt Lateral.r3dLATERAL LATTICEMEMBER SHAPESCO. YURT COMPANY
Lattice Yurt Lateral.r3dLATERAL LATTICEMEMBER MATERIALSxYCO. YURT COMPANY
Loads: BLC 1, LateralLattice Yurt Lateral.r3dLATERAL LATTICEWALL WIND LOADSCO. YURT COMPANY
Lattice Yurt Lateral. r3dLATERAL LATTICEÌY,_[,J .,CO. YURT COMPANY-36.442.361.90a.200000"'1-.1-.14.2249.1Results for LC 1, Load Case 1Member z Bending Moments (lb-in)
Client:Project;
Job Number:- By Date:Pase: of
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Client:Project:
Job Number:- By:Date:Pase: of
Ciient:Project:
Job Number:By Date:Pase: of
Design Method
Connection Typ
Fastener Typ
Loading
Allowable Stress V
Lateral loading V
Wood Screw V
Single Shear V
D = 0.216 in.
V
V
V
V
V
V
V
V
V
v
t4
12
Steel
2 in.
Mnin Member
Main Member Thickness
Main Member: Àngle
Load to Grain
Side Member
Side Member Thickness
Side Member: Angle
Load to Grain
Wood Screw Nu
Length
Load Duration Facto
Wet Service Facto
End Grain
Temperature
3.5 in.
las Fir-Larch
= 1.0
= 1.0
= 1.0
= 1.0
Gonnection Yield Modes
Im 537 lbs.
Is 359lbs.
II
IIIm 245 lbs
IIIs 147 lbs
IV 201 lbs
Adjusted ASD Capacity 147 lbs._ '71
- f..-
. Wood Screw bending yield strength of 80000 psi is assumed.
. Dowel bearing strengths for wood screws with nominal diameter gre ater than I 14
in. are calculated and rounded to the nearest 50 psi in accordance with NDS Table
11.3.2.
. Length oftapered tip is assumed to be two times the nominal wood screw diameter
for calculating dowel bearing length in the main member.
. ASTM 436 Steel is assumed for steel side members 1/4 in. thick, and ASTM 4653
Grade 33 Steel is assumed for steel side members less than 1/4 in. thick.
While every effort has been made to insure the accuracy ofthe information presented, and
special effort has been made to assure that the information reflects the state-oÊthe-art,
neither the American Wood Council nor its members assume any responsibility for any
particular design prepared from this on-line Connection Calculator. Those using this on-
line Connection Calculator assume all liability from its use.
105 of 106
Design Meth Allowable Stress VASD
Connection Withdrawal loadi V
Fastener Wood Screw V
Loading S A V
2in V
C-D = 1.0 V
= 1.0 V
Vc_t = 1.0
Adjusted ASD Capacity IIZOS lUs.= W'p
. The Adjusted ASD Capacity does not apply forwood screws installed in the end
grain ofwood members.
. The Adjusted ASD Capacity only applies to withdrawal of the fastener from the
main member. It does g,! address head pull-through capacity of the fastener in the
side member.
V/hile every effor1 has been made to ìnsure the accuracy ofthe information presented, and
special effort has been made to assure that the information reflects the state-oÊthe-art,
neither the American Wood Council nor its members assume any responsibility for any
particular design prepared from this on-line Connection Calculator. Those using this on-
line Connection Calculator assume all liability from its use.
The Connection Calculatorwas designed and created by Cameron Knudson, Michael
Dodson and David Pollock at Washington State University. Support for development of
the Connection Calculatorwas provided by American Wood Council.
106 of 106