HomeMy WebLinkAboutStructural Notesffi,ignt
August 23,2021
Sunlight Mountain Resort
Yurt Project
Sunlight proposes to construct a deck, per engineered plans, and erect a 30 foot diameter, 706 square
foot Yurt (formally located at Glenwood Caverns) for the purpose of Ski School reservations and check-in
and to accommodate ski and snowboard rentals for the Ski School. This will separate ski school rentals
from the daily walk-up rentals, providing a much better guest experience.
The yurt will have elecffic lighting and heat. There will be no plumbing installed in the yurt. The yurt
walls and roof are insulated with a multi-layer reflective and flame resistant polyester lining. The floor
under the yurt will be insulated with 12" batt insulation. There will be stairs, per code, from the existing
concrete slab to the deck level on the SE corner. There is an entrance at the SE side of the yurt and an
exit at the NE side, allowing for "one way" traffic through the structure. The structure will have
intermittent use during the day while the resort is open.
Direct questions to: Tom Hays, 970-947-5L60 direct, 970-379-6327 Cell
tom havs@sunlightmtn.com
Joe Sims, 97O-4O4-OO9L
ioe @sun lightmtn.com
(Note: Tom Hays out of town 8/25 thru 9/5 but available by cell or email)
November 1-, 2070
Ms. Val ûùagrman
HERCULITE PRODUCTS, INC.
P.O. Box 435
Emigsville, PA L73LB
Reference:
Lab I t.No. 58Invoice No. 2729s (Atta.ched)
Dear Ms. Wagman:
One (1) sample, identified as PATIO.received and tested in accord.ance withNo. 70L, rrFlame Propagation of Text,iles
Scale) ,'. The results are as follows:
Soeci men Number Afterflame
( seconds )Single
Flat
Specimen
CI¡VE FI g¡ TFIEtrE
TEET|ÍVB LAAC''IATE¡FilEB, tlve.
336 WEST FRONT STREET
P.O. BOX¿1004
BURLINGTON, NORTH CAROLINA 27215
PHONE (3361 227-n10 . FAX (336) 227-'t175
www. d iversif iedtesti n glabs. com
500
the
and
"We Test Per Your Request"--¡>
522 BEIGE LL1020, r,or# 46036, wasNational FÍre Prevention AssociatÍonFílms, 20t0 Edition, (TesC 2, Large
L
2
3
4
5
6
7
I
9
01
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Residual Flame
( seconds
Char LengLh
( inches )
14.0
L4.0
t-5.0
r.3.0
r-3 .5
L4.5
13.0
15 .0
14 .0
13-5
The sample submitt,ed meets Lhe minimum requirements of the above standard. Thelength of char on Ehe individual single flat specimens shall nog exceed L?.1inches. Additionally, no speclmen shaù cont,Ínue flaming for more Ehan two (2)seconds after the test flame is removed. and no residues shall fall to Ehe floorof the Eest chamber and continue framing for more than two (2) seconds aE anytíme during the E.esE.
If Lhere are any questions or when h/e can be of
ìcnow.
furL.her assisE,ance, please 1et us
S inc Ly,
ron S. Matkins
/mr
At. E.achment
DOME-6O" DIAALLOY COMPRESSIONCEN ER SUPPORT AND RINGPROVIDED BY MFR OF YTJRTINSTALLED PER ENGINEER'SSPECIFICATONSALPII.IE \ERSIONS ONLYnNlsH_ FLOORTNG O,VER SUBFLROVER (OPTONAL 2" RIG|D NSULATION)&,2x4FLOORJOISTSROOF FRAMING2x6RAFTERSIYP-YURT FABRICOVER LATTICE FRAME+LATTICE WALL CONSTRUCTION2x4STUD2 x 6 TREX DECKING or EQUAL_ DECK JOISTSDECK SUPPORT BEAMSSUPPORT POSTcoNc. FooTtNG & coLsEE DETATL 1/53ALSO SEE ALTERNAT\EFOUNDATIONAND DETAILS SHEETS 6,7.&81 REFER To ENG|NEER|NG- DR\ryG PRoVIDED BY YURT MFR.NOTE:CONSULT YOUR CONSTRUCTON MANUAL FORINSTALLATON OF WALLS, ROOF, FABRIC,LACING, DOME , & PROPER HEIGHTS OF ALL.sr-J EtT #1ALPINE YURT BLDG StC A-A3
a !crorrcnBUCKH
Clvll, Structural & Geotechnlcal Englneers
222 Soulh Park Ave.
(970) 24e.6828
Montroeo, CO 81401
FAX (970) 24e.0546
Dear Mr, Kigar:
Buckhorn Geotech has analyzed the 30 foot dlameter Tlplne'yurt as described in the attached
lummary. I understand the unheated 30 foot dlameter.'Alplne'yurt is planne6 ioi ã ste at51000 Two Rlvers Plaza Road ln Glenwood.Sp¡tngs, Cotoracio. Básed d-;ui;*it;¡i, tneproposed yurt will support a roof snow load of 50 pounds per sq_uare foot, a éo nípfr win¿ t¡-second.gust) wlth a'C'exposure, and the selsmic iequlrements i'or u .ãi.bow-g r[r.ture. Thedeslg.n loads were applled to the structure per the rei¡ulremãnts of the zoóg inieiñaionalBulldlng Code and ASCE 7-05 Mtnlmum Destgn Loads'for Buttdtngs and Other itruüures. rneattached-summary descrlbes the methodology used for the anafss ilo;d;rrñü* fraphtcatresults of the analysls for the varlous load cases.
Per the requlrements of the International Resldentlal code secflon R602.10.11, the perlmeter2x4 studs wlll be braced wlth a perlmeter /16" thlckx L 7¡iL6,; wtde D.F. *t tátücãlystem.Further lateral reslstance is offered by the moment conunuous.ér'tãióott'il;;bË as shownon the attached fabrlcatlon drawlngs. Thank you for ttre oppórtunlff tb evaluate ifi¡s structureand please call lf you need anythlnþ further.
June 12,2014
Colorado Yurt Company
Attn: Mr. Dan Klgar
28 W. South 4th Street
Montrose, CO 81401
Respectfully,
Wlllam M. Ungerer, p,E.
ê'
28527
fTl
c7
AL
ttlutl,,
BUCKHORN GEOTECH
ENG¡NEERING
cLtENT-JOB NO.-
9UBJECT: 30 Foot Alolne Yu¡t - Glenwood Cavern¡ Adventure ParI
RV. NO. g
rrrADE BY DATE-9!29!29J!-
CHKO.- DATE
APPVD. BY DATE-
BY- APPVD.- DATE-
OF
Design Loads for 30 Foot Diameter Colorado Alpine Yurt Structure with Center Post:
Flat Roof
Snow Load (nsf)
Wind SpeedTerrain
CategoryExDosure
90 mpñ\
\ Exo.'C')c
(
Partiallv Exposed
BUCKHORN GEOTECH
ENOIilEERINC DEPARTMENT
CLIENT-JOB l{O.-
SUBJECT: 30 Foot AlolneYqrt - Glenwood Caverns Adventure park
OF I
MADE BY DATEg¿gl¡lgjl_
CHKD,- DATE-
APPVD. BY DATE
RV.NO. g BY- APPVD. DATE
GENERAL METHODOLOGY¡
The reference RISA-3D program is used to solve for member forces and reactions
at supports' A working stress approach is used to determine allowable capacity of the
structural members.
Foundation anchorage is assumed to be pinned with rotational support in the
longitudinal direction only.
TECHNICAL a
l. 2009IBC Building Code
2. AISC Manual of Steel Construction, l3th ed.
3. ASCE Standard, Minimum Design Loads for Buildings and Other Structures,
ASCE/SEI7-05
4. 2005 NDS National Design Specificarion
5. ACI 318-08, Building Code.
6. 2005 Aluminum Design Manual
GENERAL ASSUMPTIONS:
l. The lattice attached to the columns provides lateral bracing.
?. Fabric covering the rafters does not contribute to laterar brãcing.3. Structural load limits are calculated to be allowable working stress values.4. All member connections are assumed to satis$ the requirements of the National
Design specification for wood construction - Allowable stress Design.
MEMBER $IZES:
Rafter=
Columns:
Blocking:
Compression Ring =
Lateral and Center Post Cable :
Center Post:
2x6 MSR2400
2x4 MSR2400
2x4 MSR2400
Aluminum 60614"xll4" Flat Bar &2x4xl/4,,Tube
4.25 Galv anized "Aircraff ' Cable
3'O.D. x 7¿" Thick 50 ksi Pipe
Modulus of Elasticity for Aluminum = 10,100 ksi
Minimum Yield Stress, Fy:35 ksi
BUCKHORN GEOTECH
ENGINEERII{G
cuENT.JOEl{O.-
SUBJECT: 30 Foot Aloino Yurt - Gtonwood Gavelng Ad\tonturo Park
$HEET-¡- oF
MADE BY
APPVD.
DATE 6t29r20{¿¡
DATE-
DATE-
Rv. No. 0 BY- APPVO.- DATE-
T
IBC-06 1605.3.1:
Minimum Pesi&n Loads:
Combining Nominal Loads Using Allowable Stress Design
Basic Combinations. Loads listed herein shall be considered to act in the following
combinations, whichever produces the most unfavorable effect in the building,
foundation, or structural member being considered.
I. D+F
2. DfH+F+L+T
3. D+H+F+(Lr or S or R)
4. D+H+F+0.75(L+T)+0.75(Lr or S or R)
5. D+H+F+ (W or 0.78)
6. D+H+F+0.75(W or 0.7E) + 0.75L + 0.75(Lr or S or R)
7. 0.6D+W+H
8. 0.6D+0.7E+H
The fluid toad, F, the lateral earth load, H, roof live load' L., and rain load, R, are not
applicable to this structure. Further, the earthquake load combinations are not considered
fåi rhis 8.0 kip structure because the seisrnic base shear calculated using the Simplified
Analysis ProCedure in ASCE 7-05 Seotion 12.14 is less than the horizontal forces
resuliing from the design wind load. As a result, the load combinations reviewed for this
structure are as follows:
IBC EQ. 16-7: Dead
IBC EQ. 16-8: Dead + (Snow or Wind)
IBC EQ. 16-10: Dead + 0.75(Wind) + 0.75(Snow)
IBC EQ. l6-l l: 0.6 (Dead) + Wind
BUCKHORN GEOTECH
ENGINEERII'¡G DEPARTMEilT
cLtENT.JOBilO.*
SUBJECT: 30 Foot Alp¡ne Yurt- Glenwood Cavorns Adventurs Pefk
RV. NO. g
ry
SHEET 4
MADE BY
CHKD.-
APPVO. BY
DATE 5t29t2014
DATE-
DATE-
OF I
BY_ APPVO._ DATE_
BUITDING CLASSIFICATION REOUIREMENTS AS SET
FORTII BY ASCE.7.Os. AS IMPORTANCE
IABI,D 1.r
Cl¡¡s¡ñcrúlon of BulÌllnp rnd Other Stn¡ctue¡ fo¡
lünd, Snoq¡nd Earthquolc lo¡d¡
Ntturcof0ccupanoy C¡togory
Buildíngl a¡d othor ¡tuoh¡¡er thrt ruprcænt a low
h¡z¡¡d to hr¡m¡¡ lifo i¡ thc ovont of frilurr
including, but not limit¡d to:
--:tr*,,trnl#;ffi - - r\r
\¡ Minor ctoragc hcititicr
All buildíngr and othcr sh¡oturçs exoopt lhosc listcd in
Crlogorior I, III, and IV
sì¡"¡ã¿ iG ¡tur¡rürñt f,Dñcñiã!"ffitf
hs?¡rd to huna¡ lifo in tho cvont of f¡ilurc inoluding,
butnot limíEd to:
¡ Buíldingp a¡d othor skucturur whcç morp th¡n lü)
pcoplo congrugat¡ in on¡ uca
¡ Building¡ a¡d olhcr ¡tl¡on¡æ¡ with clcncntary æhoot,
scoondary school, or da¡cue facilitiø wíth crpæity
tFodor th¡n lJ¡
¡ Buildlng ¡¡d olhof r[uoi¡tþs w¡th a capacitygnotcr
thr¡ 500 for øltcgæ or adult oducrdon faoilitics
r Hc¡lth.ca¡o facilidcs with a oapacíty of 50 or moro
rcridcnt prtionts but nqt having rurgory or omügcnry
uc¡r¡c¡t f¡cilitic¡
o J¡il¡ a¡d dote¡tion faoilitics
¡ Porrcr gcnor¡ting ¡tations and othor public utility
facilitics not i¡ch¡dcd ín Catcgory IV
r Building snd othor sFuolr¡rçc conhining rufüoicnt
qu¡ntític¡ of toxic or cxplogivo cubståûæ¡ to b0
drn¡omu to tto public ifrcloucd
Buildingr rnd othor ¡Er¡cû¡roc do¡ign¡tcd as æg6¡t¡al
f¡cilidø includiry, but not linited O:
r Ho¡pítal¡ and othor ho¡lth+¡n fæilitio¡ h¡vi¡g
su¡Bcry or omorgoncy bcaünont ñcilitios
r Fi¡c, rcccuc a¡d policc rtadonr and cmcr¡cnçy vohiclc
8¡n80t
o Do¡i8¡¡tcd o¡rthq¡¡¡le, hurricrno¡ or othor cmorgcncy
shËltcrr
¡ Communíc¡tíonl octrtors md other facilitior rcquircd for
omclgolroy f!8ponro
r Potrlr gmcrrting rtrtionr and othcrpubtic utility
f¡cilitior nqr¡Lcd in en omorgoncy
o Buildi¡g ¡¡d otb¡r ¡tuoü¡rol havin¡ critic¡l n¡tion¡l
dcfcruc ft¡¡ctiou
I
)I
/\
ilI
VALUES CONSIDERED
FOR THIS SHELTER
(CLASS rD,
ASSESSMENT ARE
HIGHLIGHTED IN RED.
ÎAELE62
Inportucc lbcúor,f ffflnd lo¡d¡)
NOIts:
l, Thc bulldn¡ rnd ¡trætr¡æ ot¡¡¡lflc¡don crtqorior rro lirtcd ln
Ihb¡c t-1.
I
tr
m
rv
C¡togory
r¡rr+>o.t7
t.00
t.t5
Ll5
TABLD 7-4
Impolrnco hclor,I (Snor Lordr)
Catlgoryr I
rr>T
n
m
IV
0.t
t.0
I.t
1.2
.Soo Soctio¡ I .5 ¡¡d ïlbto I . I ,
BUCKHORN GEOTECH
ENGINEERING
cLtE¡¡T.JOB NO.-
SUBJECT: 30 Fool Alolne Yun - Glonwood Cavorns Advonture Park
RV. t{O.g BY_ APPVD.- DATE-
SHEET 6 OF I
DArEll¿91¿01É_
DATE
DATE-
MADE BY
APPVD.BY
SNOTil LOAD METHODOLOGY :
PAMMETERS WHICH AFFECT SNOW LOAD PRESSURE CALCULATION
(FOLLOWING PAGE) GIVEN THE GROLIND SNOW LOAD FOR A PARTICULAR SITE
AND STRUCTURE TYPE. THE FINISHED ROOF MATERIAL FOR THIS STRUCTURE IS
AN LTNOBSTRUCTED SLIPPERY SURFACE WITH A STATIC COEFFICIENT OF
FRICTION =0.45.
ÎADLE?.3
thorm¡l Þctor, Cl )
Ihorn¡l Co¡d¡tiort Ct
' All :úrrc'tlto oxocpt ¡¡ l¡dicrtcd bolow
Strt¡ch¡$r kcpt jul rbovo ûcczin¡ ud otton
thrn 25 T'h'rq ñ/Btt(4.4 Ktfln
U¡brâþd r[uotu¡or
1.0
wlth ool4 r¡o¡dl¡tod loofr havh3 a tbormrl rtrírnlco (R-vrh¡¡) ¡¡t¡tcr t.t
1.2
.Tho¡o condition¡ rhalt bo rtpnrcntatirrc of thc rntioþtod oondilloar during wintatr fot tho tlfo of tho süucn¡¡o.
38
3 4 ô8
on on on on
1.0
g 4 68on on on on
12
on
12
12
on
12
0
0.8
¡'
f
I
i
t'.f
t
t'l
þI
I
I
0.6
o.4
0.2
0
300 600 30"600900 0 900
' Roof sloP?n
.*,.,ron ehar nor be used ro derermrne {oof
slone
--.-_FllG, ?-2. Graphs for Determlnlng Roof Slopo F¡ctor C¡ for W¡rm ¡nd Cold Roof¡.
a. Warm Roofs
(C¡ = 1.0)
Alt
Other Surfaces
\
\
\
Unobstructed
Slippery Surfaces
\
\
'oF.h.ftzlBtu
'* K.m2lW
with R à 30' (5.3") for
Unventllated Rools
orRà20'(3.5")for
Venlllated Roole
Other Surlaces
Ail
b. Cold Roofs
(Cr >1.0)
t\t\
\
Unobstructed \
Sllppery Surfaces
I
\
\
N
\
\
\
BUCKHORN GEOTECH
EHOIT{ EERII{G DEPARTiTÊN I
GUÉNT.JOB t{O._
SUBJEGT: 30 Foot Alolne YuÉ - Glenwood Cavêrns Advonûure paff
RV. NO.
OF
tIADE BY DATE 6'2I[2IT14
GHKD.- DATE
APPVD.BY_ DATE_
0 BY_ APPVD._ DATE_
sNow LoAp METHOpOLOGY COI{T.:
Uniform Snow Load:
The slructure was analyzed using a factored flat roof snow load per the requirements of ASCE
7-05 Minimum Design Loads for Buildings and Other Structures. The coefficient used to
determine the sloped roof snow load fiom the flat roof snow load is dependent on the roof slope
and whether the shelter is heated or unheated. The steps and variables used in calculating the
applied uniform sloped roof snow load for the sits at 5 1000 Two Rivers Plaza Road in Glenwood
Springs, CO are as follows:
Pr:50.0 psf
R = sloped roof snow load = C.P¡
For cold roofand average slope = 30 degrees, slope factor c" (for slippery surface) = 0.7s
P,: 50.0 x 0.75 = 37.5 psf.
The sloped roof snow load, p., was applied to the rafters for the uniform snow load condition and
used to calculate the unbalanced snow load.
Unbalanced Snqw Load:
The unbalanced snow loads were calculated using Case I of ASCE Figure 7-3 with snow loads
applied to the downwind 90 degree portion of the structure as specifieã ¡n asce ?-05 Section
7.6.4.
BUCKHORN GDOTECII
EiIGINEËRING
cLtEl{T.JOBNO.-
SUBJECT: 30 Foo! Alolne Yurt - Glenwood Gavern¡ Adventure Park
RV. NO,
MADE BY DATEJS9TSOIL
CHKD.- DATE-
APPVD.BY DATE
g BY_ APPVD._ DATE-
OF I
Surface Co (GC,)Q"p (ps0
-8.7AreaA-0.4 -0.34 16.7
16.7 -15.9Area B -0.9 -0.71
-0.3 -0.26 16.7 -7.3Area C
Wilü) LOAD METHOD.OLOGY;.
The wind load was applied to the structure using ASCE 7-05, Section 6.5, Anal¡ical Procedure.
The required Garfield County wind design speed is 90 mph. The design wind pressures, {", for
the maÌn wind force-resisting system are based on the following equation:
q" = 0.00256K,KaK¿V2I
K, = 0.85 for exposure 'C' and roof height = l5'
K¿ = 0.95 for round structure
Ka = (l+KrKzK¡)2 = L0 for topography
where Kr=O, Kr=I.0, K¡=l.0 for flat topography
V=90mph
I = 1.0 for Category II building
q"= 16,7 psf for exposure 'C'
Per ASCE Section ó.5.15 the design wind pressure for other structures is as follows:
P. = 9"(OCr)
G = 0.85 from Section 6.5.8
Cr= 0.5 from Fig 6-21
p,: 16.7 (0.85) 0.5 = 7. I psf for exposure 'C'
The pressures listed above were applied to the vertical walls.
For enclosed buildings with domed rooß (a domed roof more closely represents the roof shape of
the yurt in comparison with other code figures) the design wind pressure, p, is defined as follows
using a rise to diameter ratio of 0.25:
(G) = 0.8S and (GCpi) = t 0.18 for enclosed struclures
p=q.(GCp-GCpi)
From ASCE Figure 6-7
The wind pressures were applied to the structure per Figure 6-7 in ASCE 7-05. Based on the
shape and dimensions of the structure the wind causes a negative pressure on the roof.
BUCKHORN GEOTECH
ENGIT{EERII{G DEPARTMEI{T
cLfEt{T. JOB t{O.-
SUBJECT: 30 Foot Alplne Yurt - Glenwood Caver¡rs Adyônture ptrR
SHEET n
lrAoE BY DAtElt¡e/2014_
CHKD.- DATE-
APPVD. BY DATE-
RV.ilO, q BY- APPVO. DATE-
IOF
SUMMARY:
I Based on the assumptions and the allowable stresses, the 30 foot diameter fabric
structure will support the following loads:
Exposure Terrain
Category
Flat Roof
Snow Load fnsf)
Wind Speed
Partiallv Exposed c s0
90 mph
Exp.'C'
o The analysis assumes fhe structure is enclosed during high wind events. Further,
the owner should on occ¡sion remove snow around the perÍmeter of the deck to
allow the snow to shed from the roof.
Company ' Ma(2O,2014
Desilnei : 8:59 AM
Job ñumber : 3O'Alpine Yurt - Glenwood Caverns Adventure Park Checked By:-
Load
I DL Yes Y DL 1
2 DL+SL Yes Y DI 1 lo 1
3 DL + UNBALANCED SL Yes Y DL 1 1
4 DL + lÂll Yes Y DI 1 30 1
5 DL + 0.75 SL + 0.75 WL Yes Y DL 1 75 30 75
6 DL + 0.75 UNBALANCED SL + 0.75 VVL Yes Y DI 'l ,o 78 30 76
7 0.6 DL + WL Yes DL 6 30 I
RISA-3D Version 11.0.2 n,..\...\...\...\...\...\...\30foot-Alring-3inchAlposl2x6rafter-sheltered-mod.r3dl PageT
November 1, 2010
Ms. Val Wagrman
HERCULITE PRODUCTS, INC
P.O. Box 435
Emigsví1le, PA 17318
CI¡VE FIe¡IFIEtr¡
TeaTtfvct LABC'FA.re¡FI|EE, tNe.
336 WEST FRONT STREET
P.O. BOX¿ÐO4
BURLINGTON, NORTH CAROLINA 27215
PHONE (3s6) 227-n10 . FAX (336) 227-1175
www. d iversif íedtestinglabs.com
"We Test Per Your Request"--4>
522 BErcE 11L020, r,oT# 46036, wasNational FÍre Prevent,ion AssociatÍon
Films , 2OLO Edition, (TesE. 2, Large
Char l,engeh
(inches)
Reference:
Dear Ms. Wagman:
One (1) sample, identifÍed as PATIO.received and Eested in accord.ance withNo. 7OI , 'rFlame propagation of TextilesScale) " . The result,s are as follows:
Single
FIat
Specimen
$;î;'fnvoice No. 27295 (Attached)
s00
the
and
Speci ¡nen Number Afterflame
( seconds )
Residual Flame
( seconds
1_4.0
L4.0
L5.0
r-3 .0
L3 .5
L4.5
13 .0
r_5.0
1_4.0
13-5
The sample submit't'ed meet's the minimum reguirements of Lhe above standard.. Thelength of char on the índ.ividual singte if"t specimens shall not exceed. L7. Linches ' AddiEionally, no specrmen shalL continue f laming ior more Lrran thro (2,)seconds after the test flame is removed and no resid.ues sharl fall Eo Lhe floorof the eesL chamber and continue framíng for more than t,$ro (2) seconds aE anyLime during the Lest.
rf t'here are any questions or when we can be of furEher assistance, please let usl(noh,.
Sin a'l r¡
ron S. MaL.kins
/mr
AeE.achmenE
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1
2
3
4
5
6
7
I
9
0I
ÓUß LErrËFs AhlÛ 11ÊPoFTs ARE Fol IHE EXcLUslvÊ UsE oF T¡rE qLq¡lr To wHorll rHE'/ AFE AooREssED. ANY cotuMuutcATtot'¡ To oTHERs oR THE UsE oF oUF coMpANy ¡IAME ñtusÌ
DOME-6O" DIAALLOY COMPRESSIONGCENTER SUPPORT AND RINGPROVIDED BY MFR OF Y1JRTINSTALLED PER ENGINEER'SSPECIFICATONSALPINE \ERSIONS ONLYROOF FRAMING2x6RAFTERSIYP-YURï FABRICOVER LATTICE FRAMENNISH FLOORING OVER SUBFLRo\ER (OPT|ONAL 2" RtctD TNSULATTON)&2x4FLOORJOISTSLATNCE WALL CONSTRUCTON2x4SRJD2 x 6 IREX DECKING or EQUAL- DECK JOISTSDECK SUPPORT BEAMSSUPPORT POSTCONC, FOOTING & COLsEE DETATL 1/53ALSO SEE ALTERNATVEFOUNDATIONAND DETAILS SHEETS 6,7,&81 REFER TO ENctNEERtNc- DRWG PROVIDED BY YURT MFR.NOTE:CONSULT YOUR CONSTRUCTON MANUAL FORINSTALLATION OF WALLS, ROOF, FABRIC.LACING, DOME , & PROPER HEIGHTS OF ALL.sr-1 ErT #1ALPINE YURT BLDG SEC A-A5
GEOTECHBUCKHOR
Clvll, Structural & Geotechnlcat
222 Soulh Park Ave,
(970) 249-6828
Englneers
Monlroee, CO 81401
FAX (970) 249.0946
Dear Mr, Kigar:
Buckhorn Geotech has analyzed the 30 foot dlameter'Alpine'yurt as described in the attached
:ummary. I understand the unheated 30 foot dlameter'Alplne'yurt ir p6nn.¿ Ïoiä sfte at51000 Two Rlvers Plaza Road tn Glenwood.So¡lngs, cotorado.
-eáse¿
oriãui ãñuivr¡i 1.,"proposed yurt will support a roof snow load òr sı óounos fer square root, á g0 ilph w¡n¿ tg-second gust) wlth a 'c'exposure, and the selsmic iequlrements iot u.ái.bow-g r[rü.ture. Thedeslg.n loads were applled to the structure per the reiulréÁãnts of rhe zoıg inieiñatìonalBulldlng Code and ASCE 7'05 Mtntmum Deilgn Loads'fàr au-ildtngs and Other Structures. Theattached summary descrlbes the methodology used for the ánàlvsr atong with lrre diaprrtcalresults of the analysls for the varlous load cases.
Per the requlrements of the International Resldenüal code secflon R602.10.11, the perlmeter2x4 studs wlll be braced v.vlth g perlmeter 71t6" thtckx t tlto; wl¿e o.È. *i látä.ãlvrt r.Further lateral reslstance ls offered by the moment contlnuous center post and cables as shownon the attached fabrlcatlon drawlngs. Thank you for tft" ıppırtunlty to evaluate thls structureand please call lf you need anythlng further,
June 72,20L4
Colorado Yurt Company
Attn: Mr, Dan Klgar
28 W. South 4th Street
Montrose, CO 81401
Respectfully,
Wlllam M, Ungerer, p,E.
OR
M.
C)ö.12.(
a0 28527
AL
, rltrrl,
BUCKHORN GEOTECH
ENGINEERING
cLtENT.JOB NO.-
SUBJECT: 30 Foot Alolne Yurt - Glenvvood Caverns Adventure Park
RV. NO. g
I¡IADE BY DArE_!l¿gl3oL{_
DATE-
DATE-APPVD. BY_
BY_ APPVD._ DATE-
SHEET OF I
Design Loads for 30 Foot Diameter Colorado Alpine Yurt Structure with Center Post:
Flat Roof
Snow Load (osf)
Wind Speed
Exoosure
Terrain
Category
90 mp\\ Exo.'C')c
(
Partially Exposed
BUCKHORN GEOTECH
ENGINEERING D
cuEt{T-JOB No._
SUBJECT: 30 Foot Alplneyurt - Glonwood CavernF Adventure pFrk
SHEET-¿--- oF
MADE BY
cl{KD.
APPVD. BY
DAræ¿91¡t0L{_
DATE
DATE
RV. ilO. g BY_ APPVD._ DATE
GENERAL METHODOLOGY_
The reference RISA-3D program is used to solve for member forces and reactions
at supports. A working stress approach is used to determine allowable capacity of the
structural memberc.
Foundation anchorage is assumed to be pinned with rotational support in the
longitudinal direction only.
TECHNICAL INPUT/REFERENCES i
l. 2009IBC Building Code
2. AISC Manual of Steel Construction, l3th ed.
3. ASCE Standard, Minimum Design Loads for Buildings and Other Structures,
ASCE/SEI7-05
4. 2005 NDS National Design Speciflcation
5. ACI 318-08, Building Code.
6. 2005 Aluminum Design Manual
GENERAL ASSUMPTIONS:
l. The lattice attached to the columns provides lateral bracing.
?. Fabric coygring the rafters does not contribute to lateral bracing.3. Structural load limits are calculated to be allowable working stress values.4. All member connections are assumed to satisft the requirerãents of the Nationat
Design specífication for wood construction - Allowa-ble stress Design.
MEMBER $IZES:
Rafter=
Columns =
Blocking:
Compression Ring =
Lateral and Center Post Cable:
Center Post:
2x6 MSR2400
2x4 MSR2400
2x4 MSR2400
Aluminum 6061 4"xll4" Flat Bar &2x4x114,, Tvbe
0.25 Galvanized "Aircraft" Cable
3'O.D. x %" Thick 50 ksi pipe
Modulus of Elasticity for Aluminum = 10,100 ksi
Minimum Yield Stress, Fy = 35 ksi
BUCKHORN GEOTECH
ENGINEERING
cLtENT. JOB NO.-
SUBJECT: 30 Foot Alping Yurt - Glenwood Cavorn3 Advonture Perk ,
RV. t{O. g BY_ APPVO._ DATE_
OF3 I
DATE 6r29r20t¡¡
DATE-
DATE-
MADE BY
APPVD.
I.BC-06 1605.3.1:.
Minimum Ðesign Loads:
Combining Nominal Loads Using Allowable Stress Design
Basic Combinatíons, Loads listed herein shall be considered to act in the following
combinations, whichever produces the most unfavorable effect in the buildíng,
foundation, or structural member being considered'
I. D+F
2. D+H+F+L+T
3. D+H+F+(Lr or S or R)
4. D+H+F+0.75(L+T)+0.75(LI or S or R)
5. D+H+F+ (W or 0.7E)
6. D+H+F+0.75(W or 0.78) + 0.75L + 0.75(Lr or S or R)
7. 0.6D+W+H
8. 0.6D+0.7E+H
The fluid load, F, the lateral earth load, H, roof live load, Lr, and rain load, R, are not
applicable to this structure. Further, the earthquake load combinations are not considered
for this 8.0 kip structure because the scisrnic base shear calculated using the Simplified
Analysis Procedure in ASCE 7-05 Section 12,14 is less than the horizontal forces
resulting from the design wind load. As a result, the load combinations reviewed for this
structure are as follows:
IBC EQ.
IBC EQ.
IBC EQ.
rBc EQ.
16-7: Dead
16-8: Dead + (Snow or Wind)
16-10: Dead + 0.75(wind) + 0.75(snow)
l6-11: 0.6 (Dead) + Wind
BUCKHORN GEOTECH
ENGII.IEERI NG DEPARTTtIEI,IT
CLIENT-JOB l,lo.-
SUBJECTT,S0 Foot Alp¡no Yurt- Glonwood Cayerß Adventuro prrk
TADI,E I.1
Cl¡¡¡ificrtlon of Eulldlnp ¡nd Other Sfn¡cture¡ fo¡
Wnd, Snoq rnd Errûhqurle Lo¡d¡
Nrturc of Occupanoy C¡togoty
SHEET ^
MADE BY DArEllSgl¿0!4_
CHK9. DATE_
APPVO.DATE
RV. NO. 0 BY_ APPVD._ DATE
OF
BUITDING CITASSIFICATION REOUIREMENTS AS SET
FORTH BY ASCE-7-05. AS IMPORTANCE
Building¡ and olhcr¡tuo¡¡¡rs th¡t rcprerclt a low
h¡z¡¡d to hr¡n¡n lifo i¡ fho ovont olf¡itr¡n
including, but not limitcd to:
--:ffiff;ãñ--hrrrrr Minor ctongc frciliticr
All buildingr rad otbcr ctruoturts cxoopt lùosc li¡tcd in
Calcgorior I, Itr, and IV
ñ'*;oæ¡ñuil¡drñtnFr¡cñiã?ufr*oí-
h¡z¡td to hum¡n Ufo in th6 ovont oÍf¡ilu¡c inclüding,
butnot ll,nibd b:
¡ Buildín¡p ¡nd othorshuotn$û qùcru mo¡q th¡n 100
pcoplo congrcgot¡ in ono uca
¡ Building¡ ¡nd othcr ¡tn¡ctr¡æs with clcmcntary schoot,
æoondrry æ!_091, or day-crn froilitiø with capacity
8¡!st€r t¡¡n 250
r Buildng rnd othr ¡nucn¡ru¡ with ¡ car¡oitv m¡tor
thr¡ 500 for øltcgcr or rdult odr¡c¡tion fac¡¡itiã¡r Hælth*¡ro feoílidcs with a oeprcity of 50 or Eoro
nridcnt pationb but no.t hrvinj eurjory or omorgct¡cy
tlo¡ü¡olt fic¡l¡llct
r J¡il¡ ¡nd dots¡tíon faoitirios
o Poncr gcnorating ¡t¡tion¡ and other public utilitv
f¿cititic¡ not i¡clr¡dcd in Catcgory lV. Buildiqp ¡nd othcr ¡üuotr¡rciconni"ing sufüaicnt
quantitioo of toxic or cxplorivo cubrhnds to bo
drn¡cmu to tho public ifrolcaæd
Buildin¡l rnd othcr stuc[¡rts dld¡natod ar ææntial
frcilitiø including, but nor linitcd to:r Hoapitalc and otùor ho¡lth+¡ru fuititiol hwiry
rugory or omorymcy boahont facilitios
¡ Fi¡r, ¡c¡cuc a¡d policc rtatiols rnd cmcrgcncy ræhiclc
g8f8g0¡
r Dc¡ign¡t¡d orrtüqu&0, hurriorno¡ or othor cmclgcnoy
¡hcltc¡r
¡ Commu¡io¡don¡ ocnlon md othcr facilitiæ requLod for
0n0[g0ncy firpo¡tto
r Poro.r gcncrating rtrtionr cnd othorpubtio ulitþ
fæititior nqr¡ir¡d in rn omorgonoy
¡ Buildi¡g¡ e¡d othor euuotuor beving critic¡l ¡¡tíon¡l
dcfen¡c ñ¡¡odo¡¡
I
)I
¿
(
ru
v VALUES CONSIDEREI)
FOR THIS SHELTER
(CLASS rr),
ASSESSMENT ARE
HIGHLIGHTED IN RED.
T/|8LB6.2
Inportracc hcúo4f (Whd Loù)
NOIB:
l. füo buildu¡ rnd ¡rr¡ctr¡n ot¡¡¡Ulc¡doa c¡tq¡odð ù! l¡rtld l¡llblc l-1.
I
tr
mv
C¡tâ¡o.y
-r+>
o.E7
¡.00
t.tJ
l.l5
ÎABLE 7-4
Imporlrnco hdor, / (Snow Lo¡ù)
Cotcgoryr I
-)>
I
n
m
ry
0.8
t.0
t.¡
1.2
.Soo Sootion 1.5 rnd lbblo l-l
BUCKHORN GEOTECH
ENGINEERING
cLtENT-JOBNO.-
SUBJECT:
RV. t{O.
SHEET_!__ oF I ,
MADE BY DATE 5'29'2014
DATE-
DATE-
g BY_ APPVD._ DATE_
APPVD. BY
SNOW LOAD METHODOLOGY :
PARAMETERS WHICH AFFECT SNOW LOAD PRESSURE CALCULATION
(FOLLOWING PAGE) GIVEN THE GROUND SNOW LOAD FOR A PARTICULAR SITE
AND STRUCTURE TYPE. THE FINISHED ROOF MATERIAL FOR THIS STRUCTURE IS
AN UNOBSTRUCTED SLIPPERY SURFACE WITH A STATIC COEFFICIENT OF
FRICTION =0.45.
ÎABLE7..3
fhcnnrl trbctor, C¡
Thcrn¡l Conditionr Ct
. All ¡tsucû¡¡ï êxoopt r¡ l¡dlc¡tod bolow
St1¡ch¡rer kopßJuÍrbor/. ftccz¡trlo¡d othon wlth ool4 vodlatod rcofr hrving ¡ thomdË¡isbncc (iR-rrho)¡rtrtcr
thrn 25 ?.h.rq ft/B$(4,4 K'ûIn
U¡bo¡lrd ¡!üotu¡ot
1.0
l.t
t.2
rThc¡o co¡dition¡ rhrtl bo roprarontrtivo of lho aatioþtcd oonditionr duing whton for th llfo of rho sEr¡otu¡o,
38
12
on
0 g0o 60o g0o 0 .' g0o 60o
' Roof sloP?n,"*,",ron
shar nor be ueod ro derermrne {:ot slope
'-'ÍlG, ?.2. Graphs for Dotermlnlng Roof Slope fbctor G for Warm ¡nd Cold Roofs.
12
on
12
68
on on
12'12
34on on
3 4 68on on on on
12 1
1.0
i 0.8
i
I o.u
þ,
tI o.¿
r
ì
Io,
t
Io
t
I
I
t
900
Ail
Other Surfaces
a. Warm Roofs
(Ct = 1.0)
\
\
.\
Unobstructed
Sllppery Surfaces
\
\
\
wlth R à 30' (5,3") lor
Unvanlllated Roofe
or R:20'(3.5") for
Venlllated Boola
'oF.h.ftzlBtu" K.mzlw
Other Surfaces
Ail
b. Gold Roofs
(C¡ >1.0)
t\t\
\
Unobstructod \
Sllppery Surlaces
1
\
\
N
\
\
\
BUCKHORN GEOTECH
ENOII{EERIITG
cLtENT-JOB NO.-
SUBJECT: 30 Foot Alplne Yurt - Glenurood Câverns Advonture peik
RV. r{O. 0
sHEET--g-- oF I
iIADE BY DATE 5'20I2OI4
CHKD.- DATE
APPVD.BY_ DATE
BY_ APPVD. DAÌE_
sNow Lo4.D METHODOLOGY CONT.:
Uniform Snow Load:
The structure was analyzed using a factored flat roof snow load pei the requirements of ASCE
7-05 Minimum Design Loads for Buildings and Other Structures. The coefficient used to
determine the sloped roof snow load from the flat roof snow load is dependent on the roof slope
and whether the shelter is heated or unheated. Tho steps and variables used in calculating the
applied uniform sloped roof snow load for the site at 51000 Two Rivers Plaza Road in Gienwood
Springs, CO are as follows:
Pr= 50.0 psf
P. = sloped roof snow load = C.P¡
For cold roofand average slope = 30 degrees, slope factor c. (for slippery surface) = 0.75
R = 50.0 x 0.75 = 37.5 psf.
The sloped roof snow load, p¡, was applied to the rafters for the uniform snow load condition and
used to calculate the unbalanced snow load.
Unbalanced Snqw Load:
The unbalanced snow loads were calculated using Case I of ASCE Figure 7-3 with snow loads
applied to the downwind 90 degree portion of the structure as specifreã in ascp 7-05 Section
7.6.4.
BUCKHORN GEOTECII
ENGINEERING
cLtEt{T.JO8 NO.-
SUBJECT: 30 Foot Alo¡ne Yurt- Glenwood Gavêrn! Adventure Psrk
RV. HO, g
APPVD.BY
BY_ nrPVD.- DATE-
$HEET-Z-
MADE BY
CHKD.-
oF _0_
DATE_lit9Aorf
DATE-
oATE_
o lps0(GC,,)Q.Surface co
16.7 -8.7-0.4 -0.34Area A
-15.9-0.9 -0.77 16.7AreaB
16.7 -7.3-0.3 -0.26Area C
WIND LOAD METHODOLOGY:.
The wind load was applied to the structure using ASCE 7-05, Section 6.5, Anal¡ical Procedure'
The required Garfield County wind design speed is 90 mph. The design wind pressures, {", fot
the main wind force-resisting system are based on the following equation:
q" = 0.00256K"K¿K¿V2I
K, = 0.85 for exposure 'C' and roof height = l5'
K¿ = 0.95 for round structure
l(o = (l*K¡KzKr)2 = 1,0 for topography
where Kr=0, Kz=I.0, I(¡=1.0 for flat topography
V=90mph
I = 1.0 for Category II building
q"= 16J psf for exposure 'C'
Per ASCE Section 6.5,15 the design wind pressure for other structures is as follows:
P, = 9"(0Cr)
G = 0.85 fiom Section 6.5.8
Cr= 0.5 from Fig 6-21
p,= 16.7 (0.85) 0.5 = 7.1 psf for exposure 'C'
The pressures listed above were applied to the vertical walls.
For enclosed buildings with domed roofs (a domed roof more closely represents the roof shape of
the yurt in comparison with other code figures) the design wind pressure, p, is defined as follows
using a rise to diameter ratio of 0.25:
(G) = 0.8S and (GCfl = t 0-18 for enclosed structures
p=qdGCp-GCp¡)
Frorn ASCE Figure 6-7
The wind pressures were applied to the structure per Figure 6-7 in ASCE 7-05. Based on the
shape and dimensions of the structure the wind causes a negative pressurê on the roof.
BUCKHORN GEOTECH
ENGINEERING
CLIENT.JOBNO.-
SUBJËCT: l0 Foot Alohg Yu.l- Glenwood Caverns Adyenture Pefk
RV. ilO.
SHEET OF
DAÌEJígÆIL
DATE-
DATE-
q BY_ ApPVo._ DÁTE_
I¡|ADE BY
CHKD.-
APPVD. SY
SUMMARY:
r Based on the assumptions and the allowable stresses, the 30 foot diameter fabric
structure will support the following loads:
Exposure Terrain
Catesory
FIatRoof
Snow Load (ps0
Wind Speed
Partially Exposed c s0
90 mph
ExD.'C'
o The analysis assumes the structure is enclosed during high wind events. Further,
the owner should on occasion remove snow around the perimeter of the deck to
allow the snow to shed from the roof.
Company
Designer
Job Number 30'Alpine Yurt - Glenwood Caverns Adventure Paû
Mar20,2014
8:59 AM
Checked BY:-
Load
1 DL Yes Y DL 1
2 DL+SL Yas Y DI 1 10 1
3 DL + UNBALANCED SL Yes Y DL 1 1
4 DL + ì/\Jl-Yee Y DI I 30 1
5 DL + 0.75 SL + 0.75 WL Yes Y DL 1 75 30 75
6 DL + 0,75 UNBALANCED SL + 0.75 VVL Yes Y DI ,|20 7A 30 75
7 0.6 DL + WL Yes Y DL .6 30 I
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