HomeMy WebLinkAboutStructural CalculationsStructure. Support. Sustain,
STRUCTU RAL GALCU LATIONS
970-527.9540
odiseanet,com
P,O. Box 1809
21O Grand Avenue
Paonia, CO 81428
RECEryED
JUN f 7 ?_rJZ+
.gi t-,lJ,Tf ,?,?r# #J,Y
CLIENT:Cnt** L,*t /**
PROJECT:fvl *en u 8**6ri,".- / /.l,r,:n t*t/
LOCATION &q .'-
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sLucille L. iJ?il'1'I'il:,ff:,:J.,
H u nter, P.E. ?i:"j,39'ffij'
ATTENTION; This engineer is not responsible for on site inspection to assure
compliance with the materials or workmanship specified herein. This engineer is not
responsible for any changes in the plans or specifications unless approval is authorized
in writing by this engineer. Workmanship is to be of the highest quality and in all cases
to follow accepted construction practice, the lnternational Building Code, and local
building department standards. Please review all plans and specifications prior to
construction.
JOB #: t4ogq
ASCTii ASCE Hazards Report
Standard: ASCE/SEI7-'10
Risk Category: ll
Soil Class: D - Stiff Soil
Latitude: 39.453415
Longitude:'1 07.1 91439
Elevation: 6910.685762890625 ft
(NAVD 88)
AirEtosN socrElY 0f cNn ENSINI*n]I
Address:
89 Sage Swale Rd
Carbondale, Colorado
81623
Wind
1"
Results:
Wind Speed
1O-year MRI
25-year MRI
S0-year MRI
'1OO-year MRI
Data Source:
Date Accessed:
115 Vmph
76 Vmph
84 Vmph
90 Vmph
96 Vmph
ASCEiSEI 7-10, Fig. 26.5-1A and Figs. CC-1-CC-4, and Section 26.5.2,
nssqmFt6s2024ta ot March 1 2' zAM
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C C9teqo1Y, based on linear
interpolation between contorJrs. Wind speeds are interpolated in_accordance with the 7-10 Standard. Wind speeds
correspond to approximately a 7o/o probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-10 Sectio n 26.2.
httos://ascehazardtool.c,rq/Page 1 of3 Thu May 162024
ASCH
AMfi nAHSETY 0Fcfit lf€iltmi
$eismlc
Slle $oll Class:
Rerults:
D. Stiff Soil
0.336
0.084
1.531
2.4
a.ilA
0.201
0.343
$demtc oasbn U$&fiff ryntt sPectrum
0.134
4
0.204
4.294
1.392
1
Design Response Speclrum
Ss
Sr
F"
Fv
$us
Snr
$os
$or :
Tr:
PGA:
PGAu:
Fpoe :
l.:
0.5
Q,4
4.3
4,1
c M
U.JU
u.?3
rltn
S.15
0.1 0
i).us
s *ffii
$2
Sa(g) vs T(s)
44Jat
s"{g) ru ?(r)
3
Data Acceesed: Thu MaY 1G2424
Date Source:
USGS $elsmlc Design Maps based on ASCEISEI 7-10, incorporating $upplement I and errata of March 31,
201S, and ASCE/SE|?.i0 Tablo 1,5.2. Addltlonal daia forelte-speclflc ground motlon procedures ln
accordance with ASGE/SE| 7.10 Ch.2l are avallable from USGS.
Ir tips/asceha4grdtqot,s'd Page 2 of 3 Thu May 16 2024
AMrN$Ar{ SmF v 0FCr\ilr- €NGlNEff ri
$now
Results:
Mapped Elevation: 6910.7 ft
Data Source: ASCE/SEI7-10,Fig'7'1.
Date Accessed: Thu MaY 162024
ln "Cas6 Study" areas, site-specific case studies are required to establish ground snow loads. Extreme looal
variations in ground snow loads in these areas preclude mapping at this scale.
Ground snow load determination for such sites shall be based on an extreme value statistical analysis of data
available in the vicinity of the site using a value with a 2 percent annual probability of being exceeded (S0'year
mean recunence interval).
Values provided are ground snow loads. ln areas designated "case study
required," extreme local variations in ground snow loads preclude mapping at
this scale. Site-specific case studies are required to establish ground snow
loads at elevations not covered.
Snow load values are mapped to a 0.5 mile resolution. This resolution can
create a mismatch between the mapped elevation and the site-specific
elevation in topographically complex areas. Engineers should consult the local
authority having jurisdiction in locations where the reported 'elevation' and
'mapped elevation' differ significantly from each other.
The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided."as. is'and without wananlles of any
ttnO, fne locailon data inciuded herein
-has
been obtained from information developed, produced, and maintrained by thlrd party providers; or
f,"s ne"n extrapolated from maps incorporated in the ASCE standard. Whlle ASCE has made every effort to use dala obtained from reliable
.ou."r or methodologies, AsiE does not make any representations or warranties. as to th6 accuracy, completeness, reliability, cunency' or
q;;iitv;i""i6;ta proiioea herein. Any third-party links provlded qy_tlg Tool should not be construed as an endorsemenl, affiliation,
rllationship,-or sponsorship of such third-party content by or from ASCE'
ASCE does not intend, nor should anyone interpret, the r€sult8 provided by this Tool to replace lhe sound judgment of a competent
prot".rionaf, having t<nowledge and experience in the appropriate field(s).oJ11ac1ice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or tho ASCE standard'
ln using this Tool, you expressly assume all risks associated wlth your use, Under no circumstances shall ASCE or its oflicers. directors'
emploiees, ."mL"r", afiliates, or agents be liable to you or any olhor person fo-r any direct, indirect special, incidental, or consequantial .
OlfialiJJariiing frd'oi 66ted to yiur use of, or retiahce on, the Tool or any lnformation obtained thereln. To th€ fullest ext€nt permltled by
lfi, t;, "g[; io release and hotd irarmless ASCE from any and all liablllty of any nature arising out of or resulting from any use of data
provided by the ASCE Hazard Tool.
https://aS-cehazardtool.pd Page 3 of 3 Thu May 162024
ODISEA LLC
engineering planning design
(E s w uNB*LA^taor>)
(t*euuo*, 5 Pef 3at*fifl
Date:-
eq 3+c"e St^lxre e&
39,vS3"ol L*t -lCILtqD'uJ latt,(!qV1'n Etal
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210 GRAND AVENUE / PAONIA / CO / 81428
970.527.9540 * WWW.ODISEANET.COM
ODISEA LLC
engineering Planning design
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210 GRAND AVENUE / PAONIA / CO / 81428
s70.527.9540 * www,oDlsEANET.COM
j= ,s,s rr , uf,=1t"o+,s\ft/n)- tns a-r
/l,t*,3*Dq*'tr f? =gf6* 6= ytg * ,o. ft/:,r""4
/tt'/z," &l bourJ a lb-ao,))
J= +n, {= lpo*rt\(nlr): , 70 PtF ,,1 \
tt(-= S+f 'tr €= 34b* ff- 5,1n , n'(/*))
#, t" (^,*) $f fJ & 24'' p -c'\\
"!,* s fr*r N= (so*t,s\6+l,r) = fta Pff
A= SSt+'tr p-+a;'b ff= t) " no{JlS,*\
lJr lp (*,w) $r tJ * z4 " a-o.))
J - H tT t tnT* bo * rns)13, d =Pq4,s P(F"w-- z:s!q* tr e= *or**
*
62 ;; ",; ;{tk^
/1tP) 3x t4 J5F tte a) 5' o,e,f* ^-x)
}}
Jns* s ff , ff* bo+os))lu) * t, o tuf,
/{C tJ lso I Wl4 x 3b tW /ta "3} t
J,t tf'*35,\^JJl x +i u.l:+ xsS >
-j* n"{rr P*4,2t I 8,s r-r
/1vl t* 7',9u\ ',/
P= 3,o th t,paL
Date:-
a:i
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COMPANY
Odi€€a LLC
P.O. gox 1809
Psoni€, CO 81428
(970) 527.9t40
May 22,2024 1$:08 Carport Raners.wwb
PROJECT
@ WoodWorks'
sof rwdat a0, woou l}Isra3,!
load type Dlstributlon
tq!n
Locatlon Ifb]qtnrt End
Magnltude lunllstart Endl
wd
w5
Deaq
Snow
FUII ATEA
Ful! Alea
nr1l UDt
NO
Nd
29,VV
?3. 00
lPsr
lps f
lblf
Design Gheck Calculatlon Sheet
Woodworl€ Sizer2023
Loads:
Dead
Snow
Factored !
Total
Suppcrt
Des ratio
Support
toad conb
tength
Min req'd
Cb support
306
90?
2 52
7
1?13 1005
of l-Jotst ff,on 086 15'?'3'5 ls not considered 1005
x .00
*4
0. 60
0.60*r
1.16
\zLt
1 ,00
l'2
0.12
a.12+*
625
Itlaxlmum Reactlons (lbs) and Support Bearing (in):
17'{-3',
1'€'
BCl, 6m0, x, 2-5ll6"xllnr8"
Suppotts: All - Timb€r.son B6em, D.Fir-L No.2
Roof jolst spac6d at 1'6' c/c: Total length; 17'{,3"t'i Cleer epan: 1!5.03', 15!5 31"
Thl3 rocdon PASSES tfic dr.lgn codo ch6ck'
Uni t
lbs-ftlbs'ft
Ana!vs lslDeslqn
V./Vr F 0.51,
Mh4r * 0,95
M/Mr * 0.04
Dealqn value---ffi-T67t-
Mr=
Mr=
4060
4060
Analvsia Value----G-TdTtr-
3S61
t46
M=
l.t -
0, ?8
0, 58
!,20
o-89
1n
ln
ib
L/ 360
t /740
L/ I8O
L/9A
0,52 =
0.10 =
0-20 *
g€nding {+ }
Interlor Li.ve
fot alcantil. Liv€
0.40 -
0,60 =
-0.18.
Ll 463
t,/309
L/t1o
:,/100
Analyais vs. Allowable gtross and Dsflection u3lns t'lDs 20't8:
LC,c
LC
!c
CA - 3.34606 lb
il2
I I lve)
{iotal}
Ioad in this span
cU ct ct cf' Cfu Cr Cf,rt ci tcf
2
- 1'00 4
- 1,00 2
4
s
S (patteln! ss)Shear i
Sendj.ng {+} r
gending {-} t
Def,lec!ion:
Searing : support X - fC *2 = D+ S- Supbort 2' LC *4 E D + S {Pattern: ssl
DPdead S-sDowAll tc'E are llstsd dn the Analysis output
Load Patternst s=S/2. X=!+S or L+I-t. _=no patlern
!,oad canbinatlons: ASD Baslc from AscE '7-16 2'4
CALCULATIONS:'i-.-* - rOrA rUs; M{+} - 3861 Lb6-ft.t M(-) = 146 1bs-ft
6r $ 32g.gqeo6 lb*h^z {!ne. 1ca cosp. dcllotl} k - 16'6Oc06 }be
iitvei' detlection t6 due to atl non-dead loads (llve. vlnd. sbou."'
fotal deflecllon = 1'50 pernanent + tllve'l
cusLon duratlon faclol for snow load = 1'00
CRITICAL TOAO COMBINATION$:
D+
D+
D+
Addltlonal Data:
FACTOR5' T/L CD
Vr 16?5 1.00
M+ | 4716 r.00
4116 !..00
sI 320.0 ni.llton
Design Notesi
th6contscl amsnutacturEr for ilsiomvalueg.Ploasa l.ioistdosign
cofitPAI{Y
Odlsr LLC
P.O. Box tt09
Fronlr, CO 8t,128
(9?0) 627-q5{0
Ma,J 22.202415'13 RR Addlllon Rdtor'.wi
PROJECT
@ WoodWorks'
sorrt{Ap, for lyroa sstcil
g6t-MngnltudaDl!t!tbution
Y€r 60,0h)
Dsslgn Ch€ck Calculafon Sheot
Woodwofis Slzor 2023
Loads:
€3?
2562961
2933
3399389.1
.00
.o0
I4
,91
.00
.00
.00
3399
3399
*2
l.0a
5300
3694
o,l3
t.00
L.rgch
rcq'dU1n
cl)
cb
n1n
tho{
Factoled!
Iot.l
B€.!lng:
cBpactty
Joir !
3upport
De! ratio
Joi! i
Maxlmum Reactlons {1b3), Boarlng capscltlos (lb8) and Bsarlng Length! (ln)
t5'-9.45'
Lumbor n-ply, o.Flr-L (l'tl, ilo.1rilo.a 3"x14' actual, 2'plv {8"x14'}
6uppods:All - lhb€1"$tl 8€8m, D.Flr-L No 2
Rool lotrt spscod rt E0.0" cr'c; idlql l6ngrh: t5'"0.,{4'; clesr spsnr 0!l 1.5', 13L11.0"i volrms ' 8 8 co ft'' L8t9El Suppod: top e al suppott3, bollom E €t suppotts:
Thlt llcllon PA33E3 th. dt.lgn .cda ciock.
WARNING: Thl! CUSTOM S|ZE bnol in iho datsbqs. Rolstto orllnc h€lp'
riV,,,iiiiiUC, Viiiirc'isiom grction is fo urrc*-lc tt ilin*r goOe pop"rtlei tom Tsblo {tuB, Solod q (mb€r matodal wllh prcp€rllos l.om Tedo {O lndoad'
pst
Prl
0,95
0.02fb
tb 15
?60
765
in
ln
0.
o.20
0,23
-t
InteEicr llivqtotalc.ntiL, Live
,14 0,10
0,93
0.r0
Ll240
L/180
Ll L2o
vg, Allowable Strsst and Dellectlon urlne tlos rolt:
Addltional Dals:
rAc?oRsr F/alp!t) c0 cM ct cL
.e, 1d0 1.00 1,00 1,00
roi+ 8s0 1.00 1.00 1.00 0'993
rb'- 0!o 1,00 1,00 1'00 1.000
Fcp' 625 - 1'00 1.00E' r,6 nilLlon 1.00 1.00
8dn' 0'58 ml}lion 1,00 1,00
custon dutalloD trclo! fo! 560, load ' 1.00
CRITICAL LOAO COMBINATION€lgh€6r ,LC12 {D+s
Bendlnq(+): lC il4 * ! + s {pattdlnr 33)
lendhgl-)rLc12 -D+9
DeflEctlob: LC S{ - {lie.)
Lc S{ - {total)
Al1 LC'6 ara llrgad in !h€ Analysls oulPut
toad Prtt.rns: a'S/2, X:L+S or t+L!, --no palte.n ]oad ln thls gp{n
Lold comblnatlonsr AsD 8.s1c froh Agce ?-15 2.4
CALCULATIONS:-i:-*r;'slog, v dclign - 2323 (ilDs 3.{'3,1{a}} Ibsi N{+) ' 11?9? lb!-f!t M{-) ' '42
1b3-tt
Er - 1097,58e06 tb-ln"z/plyiilven dellectlon !r du€'t; afL non-de6d 1oad5 {}r,v€' tlnd, 3now,.)
Totrl dellectlod i l'50 PctMnast + r'L.ive^
r.^rorrratalrtttvt+tr rir-14' b' RB-10'3iu larco on ,ultr 5p.tr, b - f,ulr ma6t! rldth
irta.al etabllllyl-r: ru ' 1t L. r 1'-10.4{r' nA'3'0
!u based on fsll 3Prn, b - fql] BenDe! Hldth
Baa!lng
cF Cfu cr cfrt cl !c{
- 1'00 1.00 2
0,900 - 1,00 1.00 1,00 4
0,900 - 1,OO 1.00 1.00 2
- r,00 l'00
- l.o0 1.00 4
- 1.O0 1,00 4
rSupporb1-lc
Suppoll 2 - f,c
d2,D*F
$4,0*5 lpattolnr 3Sl
tO21) End tho Natlontl Deshn Spftt[milon (NOS 2018), usliO AllNsilo Sb€s Dslgn (ASD), Dosl9n valu$ an lmn tho ND8 Suppldmonl'lnt€mallonal
nomel
s@rdlng Clalss 4.,1.1.
bo onondod to lio mlddle 213 ot 2 spln b€8ms and lo tho full hnolh of @nlilcrc€ 8nd other sptns
Project Title:
Engineer:
Projecl lD:
Project Descr:
GLA
LLH
24429
MARTIN REMODEL / ADDITION
Steel Beam
DESCRIPTION: BREEZEWAY BEAMS
Project Flle: MART|N.ec6
CODE
Calculations perA|SC 360-10, IBC 20'15, CBC 2016' ASCE 7-10
Load Combination Eet: IBC 2015
Material Pronerties
Analysis Method Allowable Strength Design
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
Bending Axis : Major Axis Bending
Fy: Steel Yield
E: Modulus:
50.0 ksi
29,000.0 ksi
Vertical Leg Up
W18x35
$pan = 34.5O n
p-irru"7*=q',+'a q.+{
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loading
Loads on allspans,..--- Unitorm Loa<J on ALL spans : D = 0.020, S = 0.0650 ksf, Tributary Width = 6.0 ft
DESIG,I, SUMMARY
Maximum Bending Stress Ratio -
Section used for this sPan
Ma : APPlied
Mn/Omega:Allowable
Loed Combinalion
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflec,tion
Max Downward Total Deflec'tion
Max Upward Total Deflection
0.48$: 1
Wl8x35
81.086 k-ft
165.918k-ft
+D+S
Maxinlum Shear $lress Ratio =
Section used for this span
Va :APPlied
Vn/Omega: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
0.089 : 1
W18x35
9.401 k
106,20 k
+D+S
0.000 ft
Span # 1Span # 1
0.843 in Ratio =
0 in Ratio =
1 .180 in Ratio =
0 in Ratio =
>=360 Span:1:SOnly<360 nla
>=180 Span:1 ; +D+S<180 nla
490
351
1l
Project Title:
Engineer:
Project lD:
Project Descr:
GLA
LLH
24029
MARTIN REMODEL / ADDITION
Steel Beam Projecl File: MARTI N,ec6
DESCRIPTION: CARPORT BEAM SUPPORTING BREEZEWAY
CADE
Calculations perA|SC 360-10, IBC 2015, CBC 2016, ASCE 7'10
Load Combination Set : IBC 20'15
Material Properties
Analysis Method Allowable Strength Design
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
Bending Axis ; MajorAxis Bending
Fy r Steel Yield :
E: Modulus;
50.0 ksi
29,000.0 ksi
Vertical Leg Up s(?.a{)5)
w12x26
Sp6n = 1S.5O tt
t*3,t->€J* I'S?3.= S,+tntt 3 ,oLe + l, A& = +, J&K
$ervice loads entered. Load Factors will be applied for calculations.Applied Loade
Beam self weight calculated and added to loading
Load(s) for Span Number 1
pbint Load : D = 6.435, $ = 2.805 k @ 8.50 ft
DES'64' SUMMARY
Maximum Bending Slress Ralio '
Sgction usod for this span
Ma : APPlled
Mn/Omega:Allowable
Load Combination
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Defl€ction
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.489: 1
Wl2x26
45.423k-fr
92.814k-ft
+D+S
0.09? : 1
W'|2x26
5.466 k
56.120 k
+D+S
0.000 fi
Span # 1
Maximum Shear Stress Ratic =
Section used for this span
Va rApplied
Vn/Omega : Allowable
Load Combination
Looation of maximum on span
$pan # where maximum occursSpan # 1
0.124 in Ratio =
0 in Ratio =
0,424 in Ratio *
0 in Ratio =
1,881 >.360 Span: 1 ;SOnlY
{J <360 nla
552 >=180 SPan:1 : +D+S
{l <180 nla
Project Title:
Engineer:
Project lD:
Project Descr:
GLA
LLH
24029
MARTIN REMODEL / ADDITION
Projec,t File: MARTlN.ecOSteel Beam
DESCRIPTION: MAIN CARPORT BEAM
CADE
Calculations perAISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : IBC 2015
Material Properties
Analysis Method Allowable Strength Design
Beam Bracing : Beam is Fully Brased against lateral-torsional buckling
Bending Axis : MajorAxis Bending
Fy: $teel Yield
E: Modulus:
50.0 ksi
29,000.0 ksi
Veriical Leg
D{3.O1O)1.2?-4l.
W12x26
Span = 4,O ft
!f/12x26
Sp6n = 14.250 ft
/)l(
l)
b. zt-* ?"7a = tqbkK 0,5l f 3.5D */f.ot4
Service loads entored. Load Fac{ors will be applied for calculationsApplied LoadE
Beam self weight calculated and added to loading + 5,o3?Loads on all spans...
Uniform Liad on ALL spans : D = 0.Q20, S = 0.0650 ksf, Tributary Width = 9.0 ft
Load(s) for Span Number 1
Pbint l-oaO : D = 3.010, S -* 1.22A k @ 0'0 ft E^.,{5 €*xa)
tF SPr,rats)
Maximum Shear Slress Ratio =
Section used for this gpan
Va : Applied
Vn/Omega : Allowable
Load Combination
Location of maximum on span
Span # where maximum ocrurs
4, s+Ts
Rb.qs *.}>
0.132:1
W12x28
7.394 k
56.120 k
+D+S
4.000 ft
Span # 1
DES'GAT SUMMARY
Maximum Bending Stress Ratio =
Section used for this sPan
Ma : APPlied
Mn /Omega : Allowable
Load Combination
Span # where maximum occurs
Maximum Defleetion
Max Downward lransient Deflec{ion
Max Upward Transient Deflection
Max Downward Total Defleclion
Max Upward Total Deflection
0.250: 1
Wl2x25
23.248k-ft
92.814k-ft
+D+S
$Pan #'l
0.057 in Ratio
-0.016 in Ratio
0.068 in Ratio
-0.022 in Ratio
= 3,001
= 5,90S
= 1418
= 7630
>=360
>=360
>*1 80
>='180
Span:
Span:
Span:
Span:
2
2
2
2
Only
Only
Only
Only
s
s
D
D
Derlbn
Project Tille:
Engineer:
Project lD:
Projec't Descr:
GLA
LLH
24029
MARTIN REMODEL / ADDITION
ProJec,t File: MARTlN.ecoSteel Beam
DESCRIPTION: MAIN CARP0RT BEAM - NO SPLICE
CODE
Calculations per AISG 360-10, IBC 2015, CBC 2016, ASCE 7'10
Load Combination Set: IBC 2015
Material Properties
Analysla Method Allowable Strength Design
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
Bending Axis : MaJorAxis Bending
Vertical Leg Up
Fy: Steel Yield :
E: Modulus:
50.0 ksi
29,000.0 ksi
Di3 OlO
!/r'12rt26
Span = 14.250 ft
]I/12x26
gpan = 14.O ft
2x26w12x26
=1
b 3 -b
J .ts+ 4.aa* = tl,3?"N l,Z/ + zh sZ = lp.O4 k
Service loads entered. Load Factors will be applied for calculations.
ftSpan - 4.0 ft
p-a?s +z ?k , )3,vt K
Applied Loads
Beam self weight calculated and added to loading
Loads on all spans...
Uniform Liad on ALL spans : D = 0.020, S = 0.0650 ksf, Tributary Width . 9,0 ft
Load(s) for Span Number 1
pbint Load : D * 3.010, S = 1.220 k {P 0'0ft
DES'G'V SUMMARY
Maximum Bending Siress Ralio =
Section used for this sPan
Ma :APPlied
Mn /Omega :Allowable
Load Combination
Span # where rnaxlmum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Defleclion
Max Upward Total Deflec{ion
0.250: 1
W12x26
23.248 k-ft
92.814 k-ft
rD+S
Span # 1
in Ratio
ln Ratio
in Ratlo
in Ratio
= 4,163
= 2,388* 1Q77= 1562
Maximum Shear Slress Ratia =
Section used for this span
Va : Applied
Vn/Omega : Allowable
Load Combinalion
Location of maximum on sPan
Span # where maximum occurs
W
0.132 : 1
W12t26
7.394 k
56.120 k
+D+S
4.000 ft
Span # 1
Span:
Span:
Span:
$pan:
0.040
-0.018
0.089
-0.427
>=360
>=360
>=1 80
>=180
4i
4:
4:
4:
S Only
S Only
+D+S
+D+S
Project Title:
Engineer:
Projec{ lD:
Project Descr:
GLA
LLH
24A29
MARTIN REMODEL / ADDITION
Steel Column ProJect Flle: MART|N.ec6
DESCRIPTION: MAX COLUMN
Code References
Calculations perAISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : IBC 2015
General Information
SteelSection Name : W6x20
Analysis Method : Allowable Strength
Steel Slress Grade
Fy: Ste€l Yield 36.0 ksl
E : Elastic Bending Modulus 29,000,0 ksi
Overall Column Height 12.0 ft
Top & Bottom Fixity Top & Bottom Pinnod
Brace condition :
Unbraced Length for buckling ABOUT X-X Axig = 10 fi, K = 'l'0
Unbraced Length for buckling ABOUT Y-Y Axis = 10 fr, K = 1.0
$ervice loads entered. Load Factors will be applied for calculations.Applied Loads
Column self weight included :240.0|bs * Dead Load Factor
AXIAL LOADS. . .
Axial Load at 12.O ft, D . 15.10 k
DE$'GA' SUMMARY
Bending & Shear Chsck Results
PAs$ l\rax. Axial+Bending Stress Ratlo =
Load Combination
Location of max.above base
At maximum location values are , . '
Pa :Axial
Pn/Omega:Allowabk
Ma-x :Applied
Mn-x/Omega:Allowable
Ma-y :Applied
Mn-Y/Omega:Allowable
PAss Maximum Shear $tress Rali,
Load Combination
Location of max.above base
At maximum location values are
0.1698 : 1
D Only
0.0 ft
15.340 k
90.344 k
0.0 k-ft
24.917 k-ft
0,0 k-ft
12.072 k&
Maximum Load Reactions, .
Top along X-X
Bottom along X-X
Top along Y-Y
Botlom along Y-Y
Maxlmum Load Deflactlons ' ' .
Along Y-Y 0,0 in at
for load combination :
Along X-X 0.0 in at
for load combination :
0.0ft above baso
0,0ft above base
0.0 k
0.0 k
0.0 k
0.0 k
0.0:1
0,0
0.0 ft
Va: Applied
Vn I Omega Allowable
0.0
0.0
k
k
ODISEA LLC
engineering planning design
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970.527.954A * wr0fl\f.oDlsEANET.COM
o
@ WoodWorks*
srjftwin[ taJ* woot of5r6il
COMPANY
Odisoa LtC
P.O, Box 1809
P6onle, CO 81428
(970) 527-9540
May 23, 2024 08:59
PROJECT
Deck Bsam3.w,rb
Deslgn Gheck Galculatlon $heet
Woodworks Sizer2023
Loads:
Load lype Dlstrlbulion Pat-tocatlon IftlstariEnd
Magnttude
Stall End
Unlt
!ts
Dead
Snov
Trapezoroar
TrapezoidalRrll tlDL
0.03
0. 03 L2 1 s
2
20
I
0
4
5
8
1
ou
43A
I
0
prrplt
blf
Maxlmum Reactlons (lbs), Bearing Capacitles (lbs) and Bearing Lengthe {ln)
12'-9.7'
Unfactored I
Dead
Snos
Factored:
To!al
Bearing:
capaclty
Eeam
support
Des ratlo
Beam
Support
Load conb
Lengtb
Min req'd
cb
Cb nln
Cb aupport
338
1184
40?
22aS
2696
2122
2261
1
0 ,94
,62
.00
.00
,01
2696
28't9
.00
,94
#2
.18
,00
.00
,01
625
Tlmbor-soft, D,Flr-L (N)' No.2' 8x{2 (5-1/2"xll-1r2")
Supponsr All - Timb€r-soft Boem, D.Fh-L No.2
Total lenglh: 12:9.69'; Cl€ar sPan: 1218.31": Vdum6 = 5.6 cu.&; Eoam or slrlngsr
Lsterel supPorl: top s at boilom = at supporlsl
doll0n cod6 chock.
Analyels vs, Allowablo Stress and Deflectlon NDS 2018:
AnaLvsls Value Dpsidn Va1uq Itnl t AnAlvsls/Desloo
Sheargerding (+ )
t ive Defl rn
f^ril nafl In 0,
o,
rv
fb
2l
a 162
- L/730- r,1512
['v'
0, 43
0 ,64
= 856
= L|360
= L/240
psr
psl
Lnln
fvlrv's u,Jl
fb,/!'b'. 0,88
0'49
0 .42
Addltional Data:
FACIORSr r/E{psi) Cl,fv' l?0 1,00
Fb,+ 8?5 1.00!'cp' 625lr 1.3 ntllionEnln' 0,47 nlll1or
CM ct Cr, CF Ctu Cr Cfr!ci. tcf1.00 21.00 2
1 .001,00 21.00 2
00
00
00
00
00
00
00
00
00
00
0.990 l. 000 00
1
1
1
1
1
00
00
00
00
00
Custon duration factor fo! Snow load c 1.00
CRITICAL LOAD COMBINATIONSI
shea!
Bending (+ )
D€ flection
;LC#2 -Da:LC*2 -D*tLC#2 'D,tC#2 =D+
5
5
5tc
IJC
(live)
(toLal)
f2.D+S
S2-D+SRearing l Suppof,t 1
SuPPort 2
D=dead s-6now
AlL rcis are llsled 1n the Analysls outPut
l,oad Patterns: s=S/2, X='J+S or t+!r' *-no Fattern load in thls span
load conbinatlons: AsD Baslc fron ISCE 1'16 2.4
CATCULATIONS:v rur - 2696, V destgn - 220e {NDS 3.4,3.1{a)) Lbsr }r(+1 = ??02 lbs-tt
EI - 906,1?€06 lb-Ln^2drtve' deflect{on ie due to a!.1 non-dead loads {1lve, qLnd, snow..)
Total defl€ctlon = 1.,50 permanebt + ,'llverl
lateral stab{lltv{+}; I,u - rr'-9'ooi !e = 23(-?'88n RB = x0'd
Deslgn Notes:
sr€ trom th€ NDS Supplemont.
2. Pleaso v6rify lhst lhs dofault d6fl6etion limits aro
3. Sawn lumber b€ndlng msmbsts siall be latorally ot NDS ClauBo 4.4.1,
ODISEA LLC
engineering planning design
) * (,o){,o\- 41a pr 1b
Date:-
rt*x 4 {o'< @
210 GRAND AVENUE / PAONIA / CO / 81428
970.527.954A * wwlg,oDISEANE,T.COM