HomeMy WebLinkAboutX2021-2230 - Calcs (2)XU21- ZZ3---
IVo1
3130 E WILLOW ST.
LONG BEACH, CA 90755
TELEPHONE: 323-868-2054
FAX: 562-597-8883
JOB NO.
375-21
DATE:
8/12/21
PROJECT
NEW PATIO
JOB ADDRESS:
1601 RUTH LN
NEWPORT BEACH,CA
FIRST SUBMITTAL
BUILDING DIVISION
AUG 2 G 2021
By MK
1 of 22
ID `'
ASPHALT
TILES
L
i00F D�
6,0 psf
P sf
%.Asphalt shingles
J2°"'ar 3 4 "' PI)n =
2,5 psf
-0 psf.
, 0 psf
. ��- .0 psf-
(Q)• NO:'FRAI.MIhIG
board !
2.2 psf,
0 psf'.
gypsum
_
; O, psf
O psf
NO FRAMING
.0 psf
misc.
5UB-TOTAL =
.---
10.7
.0 psf
SLOPE CORRECTION "X' 12 -
1.00
.0 psf
MISCELLANEOUS
.D psf
'10.7 psf
� .0 psf
.0 psf;
ROOF DEAD LOAD (w/Clny =
5 7 psf
.0 psf
ROOF DEAD LOAD (w/o C1=
psf:
ROOF SNOW LOAD; -
=
0 Psf
20.0 Psi
.D
10 psf.
ROOF LIVE LOAD :.
Psf
.0 psfi
CELING LIVE LOAD(attic)=
.0
30.7 psf
0 psf
P
TOTAL LIVE - DEAD LOAD
e gpro WALL LOADS:
7/8" STUCCO -
=
7.0 psf;
1.A p5f:.
15/32" SHEATHING
(8). 2X6016" OC
L.g psf:
RSg INSULATION =
.0 psil
1/2" GYPSUM BD. _
` 7.0 psf;
MISCELLANEOUS =
.0psf
TOTAL EXTERIOR WALL =
17.3 psf
LAT' NAL FACTORSL:
Cs (seismic factor)LRFD
Sds/r(LRFD) -
Wind load(LRFD)(16psf min) _
Wind Exposure
Wind Design speed(LRFD/AS[ _
Wind Risk Category
SDS
SDS
Seismic Risk Category (I) _
Seismic importance factor
Ss _
51
Site Class
Seismic design category =
Basic seismic force resisting =
Response modification factor =
Redundancy factor (p) _
System Overstrength factor (10)=
Defl. Amplification fact. (Cd) -
Design load bearing value of
No. of stories (F)
Interonl Pressure coeffecient =
Components and cladding pres =
IpCq��y��ITTT7AAI Page 2 of 22
po§Tj a&gwoJK A k.46 08/13/2021
3)
Awhunxte shall asst he ttexxmu rsimd by UO of lozoalt, yr :rails
,ubjert to atihtlraw;r! Into 4wia worn{ 1. lfgli s w 6 omnis be, Used
in caoot imam lveafdnmg I. evws,gruts lon4trsi_ 'lila depillainn
Ibetithillo dull Ant he 0oftlidarWt elf'ectfr as rWeinling the ties
rR Sulam requinee! tn" {{tis iIammi.
hfxrad Dhoti tiuyafun,;efrx la tnetal deck dia-
kRtlagla&, the fli..._, nks3t'hall next W, awd m ill- eomdmnrefa urs
:cyuved b"L dn+wev:uon 61 aIle ditt^ctrau {vxgx mf utfxr to ztw; Jav#.
%nut.
12.141-S.4 bldOr. W S'sntnx 0ni4,hrjI a to uu[1 n,efaange
W119 Mubtdded Mrjn, shaft he nuetwli to ex hooked arnumtl it.
tatufn6lis sFeuf m titlrrnite ternnnoejial Sea ns to effextis><ty
Raa5fer'.rule$ to it. t>~mev,.mg itcu9.
12.14.7:5 ffenrft AVslla and .%v r Waff£. F imran and late
lim bearing %wif and dale Oulu afuf t}yiar ata.`}wvap{a. xhstl to
dexighttl for a foloa a4=1 in dant of tilt stto pin,,w amigo
ap�u l rea{tunsc* aecrlersitan So, linv l the weight, of xaal], fteI
,anemia, to the aurfaee. With i thin€folie foloo of IGm vi he
weilp 4t if. Wall, fia[^nrnnnceHnu of wsli okiin av and eoa.
euvfiam ill wppooifto. &:ma.ng ler' iamts }hail {nee sultkictu
daIniff'ty, lntafioml call city, . 5tlt final nia,4011. atm iiT o&
Jitirfkagx, thomial cduugnus, we difi,tenu.d onlindatioo ±teak,
.ew HL4T coin{ oant wilt, amino, jorvc�.
12,14.7,7 Abdumra2,. of Nobs traictutxd Jysteuma. Wlwre
n:yttinak b) CA:gxer 0. un puridam w wopooenio, a lite tunes
tune shaft be and nnal Ira file >:auiank forge, F„ lie tanbad
t3nereirz
12.14.8 SistmlrliHtd faxfC at, kam^ Alndx a'1s Prurrdum. Aa
ectmlewlent lawint fmw aaifl,ai, dust zcn*:na oI the applitanion
of equtvalont aLxM; lale=d taseev mall IO&ir awife r ducal model
el Ifi tii'anntt. the tlilera fnaca* applixat in each di:ectuin clxeil
sand in a total amine hese.4una- V ecnby Stvtbo a 12,14-8.1 end
sifan be tliiwbuted v�estirsily mr. rLL vldznce will, _S"don
12.14.9? Fitt tnnjt n e= of 4lolp >, tile. smcture AMA In, coil.
srdemd filed at the baow-
12A4.S.1 .Jq iilmulc Knee Mwat. file eefun to fals, alua,
gaten ed eitin, atelia tc delvInfilked W. „tenrdum,v wi, i Fa{.
12.,4-12�
w
wtsmc.
S. PA
w1balc P, IS falliantt sl Sr) sat taken as I J) ter tuck sl{as, L4 lvs
sail silutt,. (a in w-Ccttda£x With S a ax, { }.4.3.. For
the putpmx, 4 Hue otcr on,. alai.£ Aw fKan illeti m to ct,ssiJMet[
ala In, lnet: it ifiew is on ohne than III Ift3 tai in Ind bavieen
11W r" iinf:lee and the boirsnn nt 9 eaIf inwaing or n3t.toun a
Unit In rtkutatia>g S,. S, sifatt be in with Skenu sn
11.4, 1, f W1 Ilaw not be Lanni Iapv HDutt l.`.
F = 19 for hanlwiggp slat we, tall luny A.1" gtad, plane
it = 1.1 for buimmgas that see 14o >auries Abwe e $nude titan,
F = 1.2 for fanlafing ecu we tilow narie' .dnOv kph. plait,
X = the texfOr a� to uIlft'.ati n turn[, float Tafrk 12, 61.1
W ='deceive uisnuc uekght of Hae slsuvtnre that inceides the
d<st lud, na ,esoled in Soa n -'U, attuti grack plane mad
otflcx foxats ld6r gutta On. us br.ted irf tine futfcwvi R`tvmY
t
I. neem load fzn bs£tingt„ a minirntnn of _4.e of tff flonr
inn land ait:.tf he iuclpolai
JoblitnumUesiglt[.roads for suildiriryx and Other sur fnms
F XI".kPT KINSS:
a. 4 ivne V,e inc.takal (f stuzgti Lied. alds ad num,
,Ilii, S'k tit file e1Tieov , i'luania wtiigttt 21 don Low,, it
new rrtt tx iscltuw. in do, effeCUNV wivazie weiplit.
b. %Aller lee land in priblie esr.Eel saxt open pas4uag
shnLlin ee noed not be ixetfudiit-
1. Whxce provtsiean. fur }uteinknu is mgraiazd by leca ua4:7.i
iu the [lnur tonal ii n1glL the winial parnixont uaiftbL or a
nrinln lin weight of lt) Pt MAN kidm') of It" lla,
wfkic3tU'tiaY i\ giLVtikG'.
t. Ibtal<;petaung. uenturOf t,rrmunmrt ifaWmtt,
3 WRreie the dat naaf morM bind. P, etrecaS itJ laid (1.4-4 00
.Jf "t"i at it. ucllnou deangn ionlw load. regarrilos of
,retia{ rtxt4'ster,}>e.
5, Al.°exgha of W.1,capl¢g aoa4 uilter tnakeritis at roof y.ntooI:
and snuitar zu *as.
12. 14X2 Vertical bictflfmitiloo, `life favus at each tawef shall
tw e:tkuhueel u.fug Nae fuf o ins o4onanOw
.v 02.941-0)
w
whine if . = Ili :nolo w iA tiff off vusv .essaata ueewm of izu
12,14A -i "011zaulal Shear Mtoinatioll. 'llie naoOne design
", 'heat iu ayN noev, i, (kip ler k".). £halt be det arninom foam
{ler toffinaing cNjpaiilma
02,1444)
nO
w}:ate 11, = at,, p nflon of the onom e Iz ,&e c, 4' skip m M% -t
imtau tl fat 1evt'1. x:
121 k&?.1 Ffcrldr d)ia+hrszat slmoarnec `the xamuunle densis
st.3 x ln,n, in Atonal of aeuetures will, tta,,S ie ihaphr,guvs,
deflnv.{ at -s'Vi en {3.t 4.3:. +hart tv dt lubulm w the tattxal
ek-nAew, of din £et*3wi fnitt'+iG`xiomlaj, sy,,iela N.hing telibuIul,
ale. lute, T•u-dfrtttrrzaaaal alody.x is pormilted wlt v dia-
plmagum, ate flexible.
12.P4.a_4.2 SunenionA u-nh IMphr gvO r1,tt Arc Oxn 17nable;
liter anuIlm''I wiff, lthaphm4lts that at, nm fle atilo, ni, dktineIt 1t
SeUrnn{?.I4 €, the senna, a inInli a ,sfssl.. it (arta Ork'v),.l1alt
{V Wu enflect in ilia vsoon, voritai de,Itoatt Uf I b a maad lCtti`.
,,M, og a}vtenu in itte MOIY w4ei eolva ,nue n bwd (m des tatty
tnv lateral iuxtaewl' ur tile v riw�t a{enameu:vsl tip dhlphlupti-
!?W§}1.f Yrrrtfn,. lttiac€eti}ta af:`snifeYUr'i:5 tsS[if diaptualvtns
Haat Nm M,) wsoi ling ([fair Icoauk xne>46rns1 m ahem, 4itio;O .1
r'k £Coil -nm} eevs.ft3f)ss hilt ere<:fdtsxtn� taetu�tti:.n ,tie 4rt�ttsaxas tif'
On'lov of nkfi" anct line.11.0Hr tzt i1.1 -Ai `.
12.14.6.4 0, ea•tnrniag, The mroClure skill he in4y-ned w resat
ovenimmitig r{faois ca latit fav the neiut t. {inoog cl 2e;Aaft yr vt
siminrl. I2 W.$1.'ihv iuimd;ttto ms of auatuets>H xhail he de:igmnt
Ion not Aam ileal 75% ur the f<wn4.stenn (Avihiming ilesagri
ftwoe'm Alr{4'tp-A of iiYhp) at lfa! [tXlriviatr:X1-tigkl ivaeriw;
11:14.1448 Dort 1.Futlfs natal Uniffinte tiepaf9x3fnm, irarutrat
tttfl3 atatf nett la +:adculnti:d. lYistrl: a duh vague is otsdeit foe fella
fit mttareri„ i u:tiukaacfn, to derta�trfnta sutntuiad sz{ctialxnt+txtu�vr
htulJattls or 4m) ",v, tty hni I, for dinngn of dwmirg, in tar
MIA AIvn tetgUa¢a-rtkesFs. 4 sknifl he tsfen av 11% Of nlrncna al
ftcieh[h„uatle+v. rssanpated fn tL,. tors. alit {xxtiauveP the> ell ,
`WI be d„tiFg,eai iu :w.l ax at, inugr.,t unit lr. neaautfx sionoc.
lara"a:+c owo,c :owl.” straeturaity by a disms o wIwIlnt in
sw.vd dam+eiitow eoatai.l nidal_ ffe Swat d.%A'Jr,a
12.4.3-3 .Alktviallle Stress luarerau for Losit C1S1#t111111atlons
WWII 0rerstre1tl tit. 'Whem all4rwable stroma &,sign tzlitifeachalcl-
ks air deed with tine NttIntic trrfd effect dela{need in Section
12-43 :applied in loid coutilinaticnis 5, fi. or la of SeLtion ?-4.1.
stlkfwu%la to s, e {ale, petlilaxed taw jewnuirle I uxlrzs, all m1 i+a..
mate slxes� immmine of 1.2, Th6 inet sle +1-A! mot he coalliined
Willa in¢:ruac in :alto++.*:dale s3rC? Cs or load effnuhinalion vedta:
trim" crihmmiwz pertaitted by tili.>s 4tzind r d cw des trxalterial refer-
etwe docioilwllt except for inctewlieg du to adjmmuelit f sc m s in
&-ce(WALaw With ANAW NM
as
Iatera if ThFi1 1i6kWs%eet H.46 Page 3 of 22
08/13/2021
1601 Ruth Ln, Newport Beach, CA 92660, USA
_atitude, Longitude: 33.6303168, -117.9003897
Date 8/13/2021, 12:01:41 AM
Design Code Reference Document ASCE7-16
Risk Category II
Site Class D - Default (See Section 11.4.3)
Type
Value
Description
Ss
1.36
MCER ground motion. (for 0.2 second period)
S1
0.484
MCER ground motion. (for 1.0s period)
SMS
1.632
Site -modified spectral acceleration value
SM1
null -See Section 11.4.8
Site -modified spectral acceleration value
SDS
1.088
Numeric seismic design value at 0.2 second SA
SD1
null -See Section 11.4.8
Numeric seismic design value at 1.0 second SA
Type
Value
Description
SDC
null -See Section 11.4.8
Seismic design category
Fe
1.2
Site amplification factor at 0.2 second
Fv
null -See Section 11.4.8
Site amplification factor at 1.0 second
PGA
0.592
MCEO peak ground acceleration
FPGA
1.2
Site amplification factor at PGA
PGAM
0.71
Site modified peak ground acceleration
TL
8
Long -period transition period in seconds
SsRT
1.36
Probabilistic risk -targeted ground motion. (0.2 second)
SsUH
1.492
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD
2.585
Factored deterministic acceleration value. (0.2 second)
S1 RT
0.484
Probabilistic risk -targeted ground motion, (1.0 second)
S1 UH
0.525
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1 D
0.828
Factored deterministic acceleration value. (1.0 second)
PGAd
1.048
Factored deterministic acceleration value. (Peak Ground Acceleration)
CRS
0.911
Mapped value of the risk coefficient at short periods
GR1
0.922
Mapped value of the risk coefficient at a period of 1 s
FIRST SUBMITTAL
Page 4 of 22
08/13/2021
DISCLAIMER
While the information presented on this website is believed to be correct, /OSH
SEAOC PD and its sponsors and contributors assume no responsibility or liability for its
rccuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accurac
witability, and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such
*mpetent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and
replying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this
vebsite does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by IatltudeAongitude
ocation in the search results of this website.
FIRST SUBMITTAL Page 5 of 22
08/13/2021
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Project Title:
Engineer:
Project ID:
Project Descr:
Governing Code : IBC 2018, ASCE 7-16, CBC 2019, AISC 360-16, NDS 2018, ACI 318-14, TM:
City Jurisdiction
Contact Name
Alternate Contact
Building Official
Address entail
Phone Fax
Notes
FIRST SUBMITTAL
18 APR 2021, 1:47PM
Page 6 of 22
08/13/2021
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using the "Settings" menu item Project ID:
and then using the "Printing & Project Descr.
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Governing Code : IBC 2018, ASCE 7-16, CBC 2019, AISC 360-16, NDS 2018, ACI 318-14, TM:
City Jurisdiction
Contact Name
Alternate Contact
Building Official
Address ,
Phone Fax : eMail
Notes
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Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Analysis Method:
Allowable Stress Design
Fb+
875 psi
E: Modulus of Elasticity
Load Combination
ASCE 7-16
Fb-
875 psi
Ebend-xx 13001si
Fc - Prll
600 psi
Eminbend - xx 470 ksi
Wood Species
: Douglas Fir - Larch
Fc - Perp
625 psi
Wood Grade
No.2
Fv
170 psi
Ft
425 psi
Density 31.21 pd
Beam Bracing :
Beam is Fully Braced against lateral -torsional buckling
DESIGN SUMMARY
D(0.014231) Lr(0 0266) 15(0.014231) Lr(0.0266)
Span = 10.670 it Span = 1.20 fi
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load : D=0.01070, Lr = 0.020 ksf,
Tributary Width =1.330
ft, (ROOFLOADING)
Load for Span Number 2
Uniform Load : D = 0.01070, Lr = 0.020 ksf,
Tributary Width =1.330
ft, (ROOFLOADING)
DESIGN SUMMARY
s'
o
(Maximum Bending Stress Ratio =
0.423 1
Maximum Shear Stress Ratio
=
0.935: 1
Section used for this span
2x8
Section used for this span
2x8
fb: Actual =
555.82psi fv: Actual
=
28.63 psi
Fb: Allowable -
1,312.50psi Fv: Allowable
=
212.50 psi
Load Combination +D+Lr+H,
LL Comb Run((L*)
Load Combination
+D+Lr+H, LL
Comb
Run (LL
Location of maximum on span =
5.305ft
Location of maximum on span
=
10.0%
I Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.126 in
Ratio = 1013>=360
Max Upward Transient Deflection
-0.045 in
Ratio = 638>=360
�4
Max Downward Total Deflection
0.203 in
Ratio= 631 >=240
Max Upward Total Deflection
-0.072 in
Ratio = 400>=240
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
Cd C FN C I
Cr C in C t C L M fb
Plb
V
fv Fv
115+4
0.00
0.00
0.00 0.00
Length = 10.670 ft 1 0.222 0.072
0.90 1.200 1.00
1.00 1.00 1.00 1.00 0.23 210.15
945.00
0.08
11.00 153.00
Length = 1.20 ft 2 0.012 0.072
0.90 1.200 1.00
1.00 1.00 1.00 1.00 0.01 10.91
945.00
0.01
11.00 153.00
+D+L+H, LL Comb Run (*L)
1.200 1.00
1.00 1.00 1.00 1.00
0.00
0.00
0.00 0.00
Length = 10.670 it 1 0.200 0.065
1.00 1,200 1.00
1.00 1.00 1.00 1.00 0.23 210.15
1050.00
0.08
11.00 170.00
Length =1.20ft 2 0.010 0.065
1.00 1.200 1.00
1.00 1.00 1.00 1,00 0.01 10.91
1050.00
0.01
11.00 170.00
+D+L+H, LL Comb Run (L*)
1.200 1.00
1.00 1.00 1.00 1.00
0.00
0.00
0.00 0.00
Length = 10.670 it 1 0.200 0.065
1.00 1.200 1.00
1.00 1.00 1.00 1.00 0.23 210.15
1050.00
0.08
11.00 170.00
Length = 120 it 2 0.010 0.065
1.00 1.200 1.00
1.00 1.00 1.00 1.00 0.01 10.91
1050.00
0.01
11.00 170.00
+D+L+H, LL Comb Run (LL)
1.200 1A0
1.00 1.00 1.00 1,00
0.00
0.00
0.00 0.00
FIRST SUBMITTAL Page 8 of 22
08/13/2021
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Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span #
M
V
Cd
C FN
C i
Cr
Cm
C t
C L
M
Po
F'b
V
fv
F'v
Length = 10.670 ft 1
0.200
0.065
1.00
1.200
1.00
1.00
1.00
1.00
1.00
0.23
210.15
1050.00
0.08
11.00
170.00
Length = 1.20 ft 2
0.010
0.065
1,00
1.200
1.00
1.00
1.00
1.00
1.00
0.01
10.91
1050.00
0.01
11.00
170.00
+D+Lr+H, LL Comb Run ('L)
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.670 ft 1
0.154
0.053
1.25
1.200
1.00
1.00
1.00
1.00
1.00
0.22
201.61
1312.50
0.08
11.24
212.50
Length = 1.20 ft 2
0.022
0.053
1.25
1.200
1.00
1.00
1.00
1.00
1.00
0.03
28.40
1312.50
0.03
11.24
212.50
+D+Lr+H, LL Comb Run (L")
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.670 ft 1
0.423
0.134
1.25
1.200
1.00
1.00
1.00
1.00
1.00
0.61
555.82
1312.50
0.21
28.38
212.50
Length =1.20 ft 2
0.008
0.134
1.25
1.200
1.00
1.00
1.00
1.00
1.00
0.01
10.91
1312.50
0.01
28.38
212.50
+D+Lr+H, LL Comb Run (LL)
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.670 ft 1
0.417
0.135
1.25
1.200
1.00
1.00
1.00
1.00
1.00
0.60
547.15
1312.50
0.21
28.63
212.50
Length =1.20 ft 2
0.022
0.135
1.25
1.200
1.00
1.00
1.00
1.00
1.00
0.03
28A0
1312.50
0.03
28.63
212.50
+D+S+H
1.200
1.00
1.00
1.00
1,00
1.00
0.00
0.00
0.00
0.00
Length =10.670 ft 1
0.174
0.056
1.15
1.200
1.00
1.00
1.00
1.00
1.00
0.23
210.15
1207.50
0.08
11.00
195.50
Length = 1.20 It 2
0.009
0.056
1.15
1.200
1.00
1.00
1.00
1.00
1.00
0.01
10.91
1207.50
0.01
11.00
195.50
+D+0.7501 -r+0.7501-+41, LL Comb Ri
1.200
1,00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
OAO
Length =10.670 It 1
0.155
0.053
1.25
1.200
1.00
1.00
1.00
1.00
1.00
0.22
203.73
1312.50
0.08
11.18
212.50
Length = 1.20 It 2
0.018
0.053
1.25
1.200
1.00
1.00
1.00
1.00
1.00
0.03
24.02
1312.50
0.02
11.18
212.50
+D+0.750Lr+0.750L+H, LL Comb Ri
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.670 It 1
0.358
0.113
1.25
1.200
1.00
1.00
1.00
1.00
1.00
0.51
469.40
1312.50
0.17
24.04
212.50
Length =1.20 ft 2
0.008
0.113
1.25
1.200
1.00
1.00
1.00
1.00
1.00
0.01
10.91
1312.50
0.01
24.04
212.50
+D+0.75OLr+0.750L+H, LL Comb Ri
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.670 ft 1
0.353
0.114
1.25
1.200
1.00
1.00
1.00
1.00
1.00
0,51
462.90
1312.50
0.18
24.22
212.50
Length = 1.20 It 2
0.018
0.114
1.25
1.200
1.00
1.00
1.00
1.00
1.00
0.03
24.02
1312.50
0.02
24.22
212.50
+D+0.750L+0.750S+H, LL Comb Ri
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.670 ft 1
0.174
0.056
1.15
1.200
1.00
1.00
1.00
1.00
1.00
0.23
210.15
1207.50
0.08
11.00
195.50
Length =1.20 it 2
0.009
0.056
1.15
1.200
1.00
1.00
1.00
1,00
1.00
0.01
10.91
1207.50
0.01
11.00
195.50
+D+0.750L+0.750S+H, LL Comb Rt
1.200
1.00
1.00
1.00
1.00
1.00
0.00
HO
0.00
0.00
Length = 10.670 ft 1
0.174
0.056
1.15
1.200
1.00
1.00
1.00
1.00
1.00
0.23
210.15
1207.50
0.08
11.00
195.50
Length = 1.20 ft 2
0009
0.056
1.15
1.200
1.00
1.00
1.00
1.00
1.00
0.01
10.91
1207.50
0.01
11.00
195.50
+D+0.750L40.750S+H, LL Comb Ri
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =10.670 ft 1
0.174
0.056
1.15
1.200
1.00
1.00
1.00
1.00
1.00
0.23
210.15
1207.50
0.08
11.00
195.50
Length = 1.20 ft 2
0.009
0.056
1.15
1.200
1.00
1.00
1.00
1.00
1.00
0.01
10.91
1207.50
0.01
11.00
195.50
+D+0.60W+H
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.670 ft 1
0.125
0.040
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.23
210.15
1680.00
0.08
11.00
272.00
Length =1.20 It 2
0.006
0.040
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.01
10.91
1680.00
0.01
11.00
272.00
+D+0.750Lr+0.750L+0.450W+H, LL
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10,670 ft 1
0.121
0.041
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.22
203.73
1680.00
0.08
11,18
272.00
Length = 1.20 It 2
0.014
0.041
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.03
24.02
1680.00
0.02
11.18
272.00
+D+0.750Lr+0.750L+0.450W+H, LL
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =10.670 ft 1
0.279
0.088
1.60
1,200
1.00
1.00
1.00
1.00
1.00
0.51
469.40
1680.00
0.17
24.04
272.00
Length = 1.20 ft 2
0.006
0.088
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.01
10.91
1680.00
0.01
24.04
272.00
+D+0.750Lr+0.750l-+0.450W+H, LL
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =10.670 ft 1
0.276
0.089
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.51
462.90
1680.00
0.18
24.22
272.00
Length =1.20 ft 2
0.014
0.089
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.03
24.02
1680.00
0.02
24.22
272.00
+D+0,750L+0.750S+0.450W+H, LL
1.200
1.00
1.00
1.00
1,00
1.00
0.00
0.00
0.00
0.00
Length =10.670 ft 1
0.125
0.040
1.60
1.200
1.00
1,00
1.00
1.00
1.00
0.23
210.15
1680.00
0.08
11.00
272.00
Length =1.20 ft 2
0.006
0.040
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.01
10.91
1680.00
0.01
11.00
272.00
+D+0.750L+0.75OS+0.450W+H, LL
-
1.200
1.00
1.00
1.00
1.00
1.00
0.00
O.OD
0.00
0.00
Length = 10.670 ft 1
0.125
0.040
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.23
210.15
1680.00
0.08
11.00
272.00
Length =1.20 ft 2
0.006
0.040
1.60
1.200
1.00
1.00
1.00
1,00
1.00
0.01
10.91
1680.00
0.01
11.00
272.00
+D+0.750L+0.75OS+0.450W+H, LL
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =10.670 ft 1
0.125
0.040
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.23
210.15
1680.00
0.08
11.00
272.00
Length = 1.20 ft 2
0.006
0.040
1,60
1.200
1.00
1.00
1.00
1.00
1.00
0.01
10.91
1680.00
0.01
11.00
272.00
+0S0D+0.60W+0.60H
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.670 ft 1
0.075
0.024
1.60
1,200
1.00
1,00
1.00
1.00
1.00
0.14
126.09
1680.00
0.05
6.60
272.00
Length = 1.20 ft 2
0.004
0.024
1.60
1,200
1.00
1.00
1.00
1.00
1,00
0.01
6.54
1680.00
0.01
6.60
272.00
+D+0.70E+0.60H
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.670 ft 1
0.125
0.040
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.23
21015
1680.00
0.08
11.00
272.00
Length = 1.20 It 2
0.006
0.040
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.01
10.91
1680.00
0.01
11.00
272.00
+D+0.750L+0.750S+0.5250E+H, LL
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
FIRST SUBMITTAL Page 9 of 22
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Load Combination
Max Stress Ratios
0.176
+D+H
0.087
0.110
+D+L+H, LL Comb Run (*L)
0.087
0.110
Moment Values
0.087
0.110
Shear Values _
Segment Length
Span #
M
V
Cd
C FN
C i
C r
C m
C t
C L
M
fb
F'b
V
fv
F'v
Length = 10.670 ft
1
0.125
0.040
1.60
1200
1.00
1.00
1.00
1.00
1.00
0.23
210.15
1680.00
0.08
11.00
272.00
Length =1.20 ft
2
0.006
0.040
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.01
10.91
1680.00
0.01
11.00
272.00
+D+0.750L+0.7505+0.5250E+H, LL
0.110
+0.60D+0.60W+0.60H
0.052
1.200
1.00
1.00
1.00
1.00
1.00
0.110
+D+0,750L+0.750S+0.5250E+H, LL Comb
0.00
0.00
0.00
0.00
Length =10.670 ft
1
0.125
0.040
1.60
1200
1.00
1.00
1.00
1.00
1.00
0.23
210.15
1680.00
0.08
11.00
272.00
Length = 1.20 ft
2
0.006
0.040
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.01
10.91
1680.00
0.01
11.00
272.00
+D+0.750L+0.750S+0.5250E+H, LL
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.670 ft
1
0.125
0.040
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.23
210.15
1680.00
0.08
11Z
272.00
Length = 1.20 ft
2
0.006
0.040
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.01
10.91
1680.00
0.01
11.00
272.00
+O.60D+0.70E+H
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.670 ft
1
0.075
0.024
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.14
126.09
1680.00
0.05
6.60
272.00
Length = 1.20 ft
2
0.004
0.024
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.01
6.54
1680.00
0.01
6.60
272.00
Overall Maximum Deflections_
Load Combination
Span
Max. V
Defl
Locafion
in Span
Load Combination
Max. W' Defl
Location in
Span
+D+Lr+H, LL Comb
Run (L*)
1
0.2028
5.365
0.0000
0.000
2
0.0000
5.355
+D+Lr+H,
LL Comb
Run (L*)
-0.0717
1.200
Vertical Reactions Support notation: Far left is#1 Values in KIPS
Load Combination Support Support2 Support3
Overall MINimum
0.140
0.176
+D+H
0.087
0.110
+D+L+H, LL Comb Run (*L)
0.087
0.110
+D+L+H, LL Comb Run (L*)
0.087
0.110
+D+L+H, LL Comb Run (LL)
0.087
0.110
+D+Lr+H, LL Comb Run (*L)
0.086
0.143
+D+Lr+H, LL Comb Run (L*)
0,229
0.251
+D+Lr+H, LL Comb Run (LL)
0.227
0.285
+D+S+H
0.087
0.110
+D+0.750Lr+0.750L+H, LL Comb Run (*
0.086
0.135
+D+0,750Lr+0,750L+H, LL Comb Run (L
0.194
0.216
+D+0.750Lr+0.750L+H, LL Comb Run (L
0.192
0.241
+D+0.750L+0.750S+H, LL Comb Run (*L
0.087
0.110
+D+0.750L+0.750S+H, LL Comb Run (L*
0.087
0.110
+D+0.750L+0.750S+H, LL Comb Run (LL
0.087
0.110
+)+0.60W+H
0.087
0.110
+D+0.750Lr+0.750L+0.450W+H, LL Comb
0.086
0.135
+D+0.750Lr+0.750L+0.450W+H, LL Comb
0.194
0.216
+D+0.750Lr+0.750L+0.450W+H, LL Comb
0.192
0.241
+D+0.750L+0.7505+0.450W+H, LL Comb
0.087
0.110
+D+0.750L+0.750S+0.450W+H, LL Comb
0.087
0.110
+D+0.750L+0.7505+0.450W+H, LL Comb
0.087
0.110
+0.60D+0.60W+0.60H
0.052
0.066
+D+0.70E+0.60H
0.087
0.110
+D+0.750L+0.750S+0.5250E+H, LL Comb
0.087
0.110
+D+0,750L+0.750S+0.5250E+H, LL Comb
0.087
0.110
+D+0.750L+0.750S+0.5250E+H, LL Comb
0.087
0.110
+0.60D+0.70E+H
0.052
0.066
D Only
0.087
0.110
Lr Only, LL Comb Run (*L)
-0.002
0.034
Lr Only, LL Comb Run (L*)
0.142
0.142
Lr Only, LL Comb Run (ILL)
0.140
0,176
H Only
FIRST SUBMITTAL Page 10 of 22
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CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Applied Loads
Service loads entered. Load Factors will be
Material Properties
for calculations.
Beam self weight calculated and added to loads
Analysis Method: Allowable Stress Design
Fb+
875.0 psi
E: Modulus of Elasticity
Load Combination ASCE 7-16
Fb-
875.0 psi
Ebend-xx 1,300.Oksi
Fc - Prll
600.0 psi
Eminbend - xx 470.01ksi
Wood Species :Douglas Fir- Larch
Fc - Perp
625.0 psi
Wood Grade No.2
Fv
170.0 psi
DESIGN SUMMARY
Beam Bracing : Beam is Fully Braced against lateral -torsional
Ft
buckling
425.Opsi
Density 31.210pcf
D(0.03)
s
0.684-1 Maximum
F x
Span = 11.0 ft
FIRST SUBMITTAL Page 11 of 22
08/13/2021
Applied Loads
Service loads entered. Load Factors will be
applied
for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.01070, Lr = 0.020 ksf,
Tributary Width = 5.50 ft, (ROOFLOADING)
Uniform Load : D = 0.01070, Lr = 0.020 ksf,
Tributary Width =1.330 ft, (ROOFLOADING)
Uniform Load D = 0.0150 ksf, Tributary Width = 2.0 It, (BOX)
DESIGN SUMMARY
Maximum Bending Stress Ratio
0.684-1 Maximum
Shear Stress Ratio
=
0.256 :1
Section used for this span
4x10
Section used for this span
4x10
fb: Actual =
897.10psi
fv: Actual
=
54.15 psi
Fb: Allowable =
1,312.50psi
Fv: Allowable
=
212.50 psi
Load Combination
+D+Lr+H
Load Combination
+D+Lr+H
Location of maximum on span =
5.500ft
Location of maximum on span
=
10.237ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.151 in Ratio=
875>=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.272 in Ratio =
484>=240
Max Upward Total Deflection
0.000 in Ratio =
0 <240
_._..__n
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span# M V
Cd CFN Ci Cr Cm
C CL M ib
Fb
V
fv Fv
+D+H
0.00
0.00
0.00 0.00
Length = 11.0 it 1 0.424 0.158
0.90 1.200 1.00 1.00 1.00
1.00 1.OD 1.67 400.36
945.00
0.52
24.16 153.00
+D+L+H
1.200 1.00 1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length =11.0 it 1 0.381 0.142
1.00 1.200 1.00 1.00 1.00
1.00 1.00 1.67 400.36
1050.00
0.52
24.16 170.00
+D+Lr+H
1.200 1.00 1.00 1.00
1.00 1.00
0.00
0.00
0.00 oA0
Length = 11.0 it 1 0.684 0.255
1.25 1.200 1.00 1.00 1.00
1.00 1.00 3.73 897.10
1312.50
1.17
54.15 212.50
+D+S+H
1.200 1.00 1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length =11.0 it 1 0.332 0.124
1.15 1.200 1.00 1.00 1.00
1.00 1.00 1.67 400.36
1207.50
0.52
24.16 195.50
+D+0.7501_r+0.750L+H
1.200 1.00 1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 11.0 it 1 0.589 0.220
1.25 1.200 1.00 1.00 1.00
1.00 1.00 3.21 772.92
1312.50
1.01
46.65 212.50
+D+0.750L+0.750S+H
1.200 1.00 1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
FIRST SUBMITTAL Page 11 of 22
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Load Combination
Max Stress Ralios
0.751
+D++i
0.606
0.606
+D+L+H
0.606
0.606
Moment Values
1.357
1.357
Shear Values
Segment Length Span #
M
V
Cd
C FN
C i
C r
C m
C t
C L
M
fb
Flb
V
fv
Pv
Length = 11.0 ft 1
0.332
0.124
1.15
1.200
1.00
1.00
1.00
1.00
1.00
1.67
400.36
1207.50
0.52
24.16
195.50
+D+O.60W+H
0.751
0.751
H Only
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 11.0 It 1
0.238
0.089
1.60
1.200
1.00
1.00
1.00
1.00
1.00
1.67
400.36
1680.00
0.52
24.16
272.00
+D+0.750Lr+0.750L+0.450W+H
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 11.0 It 1
0.460
0.172
1.60
1.200
1.00
1.00
1.00
1.00
1.00
3.21
772.92
1680.00
1.01
46.65
272.00
+O+0.750L+O.750S+0.450W+H
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =11.0 It 1
0.238
0.089
1.60
1.200
1.00
1.00
1.00
1.00
1.00
1.67
400.36
1680.00
0.52
24.16
272.00
+O.60D+0.60W+O.60H
1,200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 11.0 ft 1
0.143
0.053
1.60
1.200
1.00
1.00
1.00
1.00
1.00
1.00
240.22
1680.00
0.31
14.50
272.00
+D+0.70E+O.60H
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 11.0 it 1
0.238
O29
1.60
1.200
1.00
1.00
1.00
1.00
1.00
1.67
400.36
1680.00
0.52
24.16
272.00
+D+0.750L+0.750S+0.5250E+H
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 11.0 ft 1
0.238
0.089
1.60
1.200
1.00
1.00
1.00
1.00
1.00
1.67
400.36
1680.00
0.52
24.16
272.00
+O.60D+0.70E+H
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =11.0 ft 1
0.143
0.053
1.60
1.200
1.00
1.00
1.00
1.00
1.00
1.00
240.22
1680.00
0.31
14.50
272.00
Overall Maximum Deflections
Load Combination
Span
Max. " "
Defl Location in Span
Load Combination
Max. W, Deft
Location in
Span
+D+Lr+H
1
0.2724
5.540
0.0000
0.000
Vertical Reactions
Support notation: Far left is#1
Values in KIPS
Load Combination
Support 1
Support
2
Overall MINimum
0.751
0.751
+D++i
0.606
0.606
+D+L+H
0.606
0.606
+D+Lr+H
1.357
1.357
+D+S+H
0.606
0.606
+D+O.750Lr+0.750L+H
1.169
1.169
+D+0.750L+O.750S+H
0.606
0.606
+D+0.60W+H
0.606
0.606
+D+0.750Lr+0,750L+0.450W+H
1.169
1.169
+D+0.750L+O.750S+O.450W+H
0.606
0.606
+0.60D+0.60W+0.60H
0.363
0.363
+D+O.70E+0.60H
0.606
0.606
+D+O.750L+O.750S+0.5250E+H
0.606
0.606
+O.60D+0.70E+H
0.363
0.363
D Only
0.606
0.606
Lr Only
0.751
0.751
H Only
FIRST SUBMITTAL Page 12 of 22
08/13/2021
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Project Title:
Engineer:
Project ID:
Project Descr:
UESGKIPIION: --None--
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
Analysis Method: Allowable Stress Design
End Fixities Top Free, Bottom Fixed
Overall Column Height 7.5 ft
( Used to non -slender calculaCion 3
Wood Species Douglas Fir - Larch
Wood Grade No.1
Fb+ 1,350,Opsi
Flo- 1,350.0 psi
Fc - Prll 925.0 psi
Fc - Perp 625.0 psi
E: Modulus of Elasticity ...
Basic
Minimum
Fv 170.0 psi
Ft 675.0 psi
Density 31.210 pcf
Wood Section Name
6x6
Wood GradinglManuf.
Graded Lumber
Wood Member Type
Sawn
0.5025:1 Maximum SERVICE Lateral Load Reactions
Exact Width
5.50 in
Allow Stress Modification Factors
Top along Y -Y
Exact Depth
5.50 in
Cfor Cvfor Bending
1.0
Area
30.250 i02
Cf or Cv for Compression
1.0
Ix
76.255 in A4
Cf or Ov for Tension
1.0
ly
76.255 inA4
Cm: Wet Use Factor
1.0
Ct: Temperature Factor
1.0
Cfu : Flat Use Factor 1.0
x -x Bending y -y Bending Axial Kf : Built-up columns 1.0 NDS is 32
1,600.0 1,600.0 1,600.0ksi Use Cr: Repetitive? No
580.0 580.0 Brace condition for deflection (buckling) along columns :
X -X (width) axis: Unbraced Length for buckling ABOUT Y -Y Axis = 7.5 It, K = 2.1
Y -Y (depth) axis: Unbraced Length for buckling ABOUT X -X Axis = 7.5 it, K = 2.1
Applied Loads _ Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 49.172 lbs * Dead Load Factor
AXIAL LOADS .. .
Axial Load at 7.50 ft, D = 0.020, Lr = 0.040 k
BENDING LOADS ...
Let. Point Load at 8.0 ft creating Mx -x, E = 0.4750 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.5025:1 Maximum SERVICE Lateral Load Reactions
Load Combination
+D+0.70E+0.60H
Top along Y -Y
0.0 k
. .
Bottom along Y -Y 0.4750 k
Governing NDS Forumld 1 Comp +
Mxx, NDS Eq. 3.9-3 Top along X -X
0.0 k
Bottom along X -X
0.0 k
Location of max.above base
0.0 it Maximum SERVICE
Load Lateral Deflections...
At maximum location values are
...
Applied Axial
Along Y -Y
0.06917 k
0.9413 in at
7.50 ft
above base
Applied Mx
for load combination: E Only
-2.494 k -ft
Applied My
0.0 k -ft Along X -X
0.0 in at
0.0 it
above base
Fc: Allowable
377.835 psi for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.06062:1
Bending Compression
Tension
Load Combination
+D+0.70E+0.60H
Location of maxabove base
7.50 it
Applied Design Shear
16.488 psi
Allowable Shear
272.0 psi
Load Combination Results
Maximum Axial +Bending
Stress Ratios
Maximum
Shear Ratios
Load Combination
C D
C P Stress Ratio Status
Location
Ratio
Status
Location
+D+H
0.900
0.423 0.006494 PASS
_Stress
O.Oft
0.0
PASS
7.50 ft
+D+L+H
1.000
0.387 D.006380 PASS
0.0 it
0.0
PASS
7.50 ft
+D+Lr+H
1.250
0.319 0.009777 PASS
0.0 ft
0.0
PASS
7.50 ft
+D+S+H
1.150
0.344 D.006257 PASS
O.Oft
0.0
PASS
7.50 It
+D+0.750Lr+0.750L+H
1.250
0.319 D.008882 PASS
O.Oft
0.0
PASS
7.50 it
+D+0.750L+0.750S+H
1.150
0.344 D.006257 PASS
O.Oft
0.0
PASS
7.50 ft
+D+0.60W+H
1.600
0.255 0.006052 PASS
O.Oft
0.0
PASS
7,50 it
+D+0.750Lr+0.750L+0.450W+H
1.600
0.255 0.008677 PASS
O.Oft
0.0
PASS
7.50 ft
+D+0.7501_+0.750S+0A50W+H
1.600
0.255 D.006052 PASS
O.Oft
0.0
PASS
7.50 ft
FIRST SUBMITTAL Page 13 of 22
08/13/2021
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Project Title:
Engineer:
Project ID:
Project Descr:
Load Combination Results
H Only
Maximum Deflections for Load Combinations
Load Combination
Max. X -X Deflection
Distance
Maximum Axial +Bending
Stress Ratios
Maximum
Shear Ratios
+D+H
Load Combination
C D
C P
Ratio
Status
Location_
Stress Ratio
Status Location
+O.60D+0.60W+0.60H
1.600
--Stress
0.255
D.003631
PASS
0.Oft
0.0
PASS
7.50 ft
+D-470E+0.60H
1.600
0.255
0.5025
PASS
O.Oft
0.06062
PASS
7.50 ft
+D-0.70E+0.60H
1.600
0.255
0.5025
PASS
O.Oft
0.06062
PASS
7.50 ft
+D+0.750L+0.750S+0.5250E+H
1.600
0.255
0.3769
PASS
O.Oft
0.04546
PASS
7.50 ft
+D+0.750L+0.7505-0.5250E+H
1.600
0.255
0.3769
PASS
0.0 It
0.04546
PASS
7.50 ft
+0.60D+0.70E+H
1.600
0.255
0.5013
PASS
0.0 It
0.06062
PASS
7.50 ft
+0.60D-0.70E+H
1.600
0.255
0.5013
PASS
0.0 ft
0.06062
PASS
7.50 it
Maximum Reactions
0.0000
in
0.000
it
0.0000
Note: Only non -zero reactions are listed.
0.000
X -X Axis Reaction k
Y -Y Axis Reaction Axial Reaction
My -End Moments
k -ft Mx - End Moments
Load Combination
@Base
@ Top
@ Base @ Top
0.000
@ Base
@ Base @ Top
@ Base
@ Top
.,D+H
it
0.6589
In
7.500
0.069
+D-0.70E+0.60H
0.0000
in
+D+L+H
It
-0.6589
In
7.500
0.069
+D+0.750L+0.750S+0.5250E+H
0.0000
in
+D+Lr+H
It
0.4942
in
7.500
0.109
+D+0.750L+0.750S-0.5250E+H
0.0000
in
+D+S+H
it
-0.4942
in
7.500
0.069
+0.60D+0.70E+H
0.0000
in
+D+0.750Lr+0.750L+H
It
0.6589
in
7.500
0.099
+0.60D-0.70E+H
0.0000
in
+D+0.750L+0.750S+H
It
-0.6589
in
7.500
0.069
D Only
0.0000
in
+0+0.60W+H
it
0.0000
in
0.000
0.069
Lr Only
0.0000
in
+D+0.750Lr+0.750L+0.450W+H
It
0.0000
In
0.000
0.099
L Only
0.0000
In
+D+0.750L+0.750S+0.450W+H
It
0.0000
in
0.000
0.069
S Only
0.0000
in
+0.60D+0.60W+0.60H
it
0.0000
in
0.000
0.042
W Only
0.0000
in
+D+0.70E+0.60H
it
0.0000
0.333
0.000
0.069
2.494
+D-0.70E+0.60H
-0.333
0.069
-2.494
+D+0.750L+0.750S+0.5250E+H
0.249
0.069
1.870
+D+0.750L+0.750S-0.5250E+H
-0.249
0.069
-1.870
+0.60D+0.70E+H
0.333
0.042
2.494
+0.60D-0.70E+H
-0.333
0.042
-2.494
D Only
0.069
Lr Only
0.040
L Only
S Only
W Only
E Only
0.475
3.563
E Only" -1.0
-0.475
-3.563
H Only
Maximum Deflections for Load Combinations
Load Combination
Max. X -X Deflection
Distance
Max. Y -Y Detection
Distance
+D+H
0.0000
in
0.000
it
0.0000
in
0.000
it
+D+L+H
0.0000
in
0.000
1t
0.0000
in
0.000
it
+D+Lr+H
0.0000
in
0.000
It
0.0000
in
0.000
It
+D+S+H
0.0000
in
0.000
1t
0.0000
in
0.000
ft
+D+0.750Lr+0.750L+H
0.0000
in
0.000
It
0.0000
in
0.000
ft
+D+0.750L+0.750S+H
0.0000
in
0.000
ft
0.0000
in
0.000
It
+D+0.60W+H
0.0000
in
0.000
ft -
0.0000
in
0.000
It
+D+0.750Lr+0.750L+0.450W+H
0.0000
in
0.000
it
0.0000
in
0.000
ft
+D+0.750L+0.750S+0.450W+H
0.0000
in
0.000
it
0.0000
in
0.000
it
+0.60D460W+0.60H
0.0000
in
0.000
it
0.0000
in
0.000
it
+D+0.70E+0.60H
0.0000
in
0.000
it
0.6589
In
7.500
It
+D-0.70E+0.60H
0.0000
in
0.000
It
-0.6589
In
7.500
it
+D+0.750L+0.750S+0.5250E+H
0.0000
in
0.000
It
0.4942
in
7.500
It
+D+0.750L+0.750S-0.5250E+H
0.0000
in
0.000
it
-0.4942
in
7.500
It
+0.60D+0.70E+H
0.0000
in
0.000
It
0.6589
in
7.500
it
+0.60D-0.70E+H
0.0000
in
0.000
It
-0.6589
in
7.500
ft
D Only
0.0000
in
0.000
it
0.0000
in
0.000
It
Lr Only
0.0000
in
0.000
It
0.0000
In
0.000
it
L Only
0.0000
In
0.000
It
0.0000
in
0.000
ft
S Only
0.0000
in
0.000
it
0.0000
in
0.000
ft
W Only
0.0000
in
0.000
it
0.0000
in
0.000
it
FIRST SUBMITTAL Page 14 of 22
08/13/2021
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Project Title:
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DESCRIPTION: --None--
Maximum Deflections for Load Combinations
Load Combination Max. X -X Deflec0on Distance Max. Y -Y Deflection Distance
'-1.0
Sketches
0.0000 in 0.000 It
0.0000 in 0.000 ft
-0.9413 in 7.500 It
0.0000 in 0.000 It
FIRST SUBMITTAL
ft,
OOeq
OWk
a
i
I
r'
f
x
F4§l
�
� `x
y
,
5'
Lq
t
LO
E
A
�a
�
! t
x
i
t
66
1
5.50 in
FIRST SUBMITTAL
ft,
OOeq
OWk
a
i
I
r'
f
x
F4§l
�
� `x
,
5'
t
E
A
�a
�
3L
x
i
Page 15 of 22
08/13/2021
LINE 1 x ;INT R�Of{.UfALL;�
(A)(fr)/2 rOHX2 ` B(FT) DL-PSF
(11 /2 =).0 5.5 " 11 • 10.74
(A') /2 (B') DL-PSF
(/2 =).0 0 • 30 • 10.7370885
(BB /2) ((HI/2) .1-12 ]
(3/2 -).0 1.5 * (8".5) 4.0. 4
F'iEARFfdRCL (F#) / ILI . 1.2. L3. L4. L5) (TO
950 #/( 1 1 0 0 0 )
CODE: 12 14 8 SIMPLIFIED LATERAL
FORCE ANALYSIS
AISC 12.14.8
SOaPE �� 0
OKII
" Cs(lrfd)".7 "
8/13/2021
€AQ,)RCT NO F.` 375 -16
"SMWALL, I
DAAG:STBA;' a `CNORD..
-.' UTAPM(?ABAie-'-
4A ;@RA4 P0(tOPS ':
r
I
NOP ND6IRAP
6:6:12(IOFLR)UNBLKO
LATERAL RESISTING EL
0 #
additional load
Et, Wells
LINE 1 x ;INT R�Of{.UfALL;�
(A)(fr)/2 rOHX2 ` B(FT) DL-PSF
(11 /2 =).0 5.5 " 11 • 10.74
(A') /2 (B') DL-PSF
(/2 =).0 0 • 30 • 10.7370885
(BB /2) ((HI/2) .1-12 ]
(3/2 -).0 1.5 * (8".5) 4.0. 4
F'iEARFfdRCL (F#) / ILI . 1.2. L3. L4. L5) (TO
950 #/( 1 1 0 0 0 )
OKII
DESIGNER N97$11P ANY HERE #N/A
ORAd1DE5t6N. F / B - PLF UN (M - # a 00 /1.2 NL NO. OF NAILS
949.9 / it - 86.36 " 10 = 899.555 92 = 9.78 (12 max)
A, NOSTRAP NEE 5b, 511)NAILINGIOF OHL TOP PL IS OK
M= (W L"2) /B
M= 172.7% 11" 11 /8 = 2612
# x S)0 /1.2
NL
Cs(asd)=
T - C -
M/b = 2612 / 11 = 247
" Cs(lrfd)".7 "
(R)"F
- F(#)
` 0.098 `
1.3"1.1
91 #
" Cs(lrfd)".7 "
(R)
- F (#)
0
0
0 #
additional load
Et, Wells
- 92.15363#
ROOF LOAD(Seismic)
- 0 #
INCREASED BY 6.5/1.25
950 (GOV)
* NL-psf(SD/1.6
w
- F(#)
" 10
1.3
= 156 #
additionol load
-'TUBE STEBL-DEFLEGRON
ROOF LOAO(Wind)
96 in
(actual deflection,lrfd)5
156 -
TAIL) L V (PLF)
E=
Orr sirn factor/defl ampl.
2 = 475 PLF
(664.95 Ibf)
1.25/1.25
OKII
DESIGNER N97$11P ANY HERE #N/A
ORAd1DE5t6N. F / B - PLF UN (M - # a 00 /1.2 NL NO. OF NAILS
949.9 / it - 86.36 " 10 = 899.555 92 = 9.78 (12 max)
A, NOSTRAP NEE 5b, 511)NAILINGIOF OHL TOP PL IS OK
M= (W L"2) /B
M= 172.7% 11" 11 /8 = 2612
FIRST SpBRITTA6 Page 16 of 22
08/13/2021
# x S)0 /1.2
NL
NO. OF NAILS
T - C -
M/b = 2612 / 11 = 247
92
= 3 (12 mox)
p NO�OTRAP NEEDED"T NBIATW OF DB6 TOP&-15QO
DUPHRAGM SHEAR
F " 1 /
A = SHEAR(PLF)
949.9 " 11
11 = 86.3573
' i -{7$E
B-6 (12 ROOMOk fl( FLObR1 DIAPHRAGM =NAILING NNRLOCKED1f190 Ifl
t= `
-'TUBE STEBL-DEFLEGRON
Tube steel height = 8ft "12 =
96 in
(actual deflection,lrfd)5
1.25"0.94X14/1
1.6471 . 96X.02
FIRST SpBRITTA6 Page 16 of 22
08/13/2021
Ht of column -
L'
4L';
; ft
Distance between bolts -
jB-in
- 50 ksi
Dowel bearing strength
= .6*fy'
size of washer
actual stress
= Moment
post size
yield strength(fy7
Bolt diameter
Size of the angle
'_L5X5X7y
SA Ell
OUTPUT' , .
Moment at base of columi = Lateral force x Ht of column
= 474.96502 plf x 8 ft
= 3799.7201 lbf ft
Area of washer = 4.00 sq. in
Perimeter length = 8.00 in
Bearing area = Washer perimeter x depth of the post
8 sq in 3.5 in
28 sq.in
actual force = Moment at the base of column
Distance between bolts
3799.7201 lbf ftx 12 inyft
8.00 in
5699.5802 IV
Allowable = dowel bearing x bearing area
625 psi x 28 sq in
5 17500 lbf < 5699.6 lbf
TENSION CHECK IN THE BOLT
:ii+; a ` `P
r oaoY::`
POST MOTH+4"
I Posr wimH+a"
✓*�T � _1
X2"
2 B
( 5/15" 0 ANGLE
) °'
W/ (LE in. BOLT
S
SPEN LEG AS SHOWN
BXB POST
- STEEL BASEPLATE (A50)
w/.(4) • Bin. W/ANCHONNOLTS
OKII
Area of the bolt = 0.4909375 sq.in
Allowable yield = .6 x fy' x Area of the bolt
50 ksi x 0.49 sq.in x 0.6
= 24.546875 kips
24546.875 lbf < 5699.6 lbf JOKII —�
CHECK ANGLE FOR MOMENT
section modulus,sxx
= 5.16 in"3
section modulus,syy
= 5.16 in"3
fy'
- 50 ksi
allowable stress
= .6*fy'
30 ksi
actual stress
= Moment
section modulus
3799.7201 lbf ft x 12
5.16 In"3
9 ksi < 30 ksi JOKII
FI'l§11'16Xan1gWbfICS tH.46 Page 17 of 22
08/13/2021
CODE: 12.14.8 SIMPLIFIED LATERAL FORCE ANALYSIS AISC 12.14.8
SClYE� 0 8/1
PROJhxi h 0 375 -16 SH.WACL+ s OAAGCHORD;_ DIANI!
LAFERA4 PORGEe4 'E l0 NOSTRAPI� NOSTRAP 66.12(1OFLF
LATERAL RESISTING EL -I-
__
LINE ......
(A)(ft)/2 +OHX2 " B(FT) OL-P5F
(11/2 -)+0 5.5 " 31 10.74
(A') /2 " (81) " DL-PSF
(/2 -)+0 0 ' 10 10.7370885
IYiN LtlA (BB /2) " [(Hl/2) +H2 ]
(3/2 =)+0 1.5 " (8*.5) 4.0+ 4
(F#) / ILl + L2+ L3+ L4+ L5)
183 #/( 11 0 0 0 0 )
" Cs(lrfd)*.7 "
(R)*F
- F(#)
No, t0
" 0.098 "
1.3-1.1
91
#
" Cs(Irfdp.7
(R)
= F Rd)
11
0
0
0
#
additional load
_',, ,Ext. Walla
- ,92,1536':#
ROOF LOAD(Soismm)
182.9 / 11
- 0
4
* 1 = 41.55778
92
183
(60V)
" WL-PO(SD/1.6 *
w
= F (#)
* 10 "
1,3
- 156
#
additional load
'FOR dMl�D9RLIG,�=
ROOF LOAD(Wind)
=
0" "I#
M= (W L^2) /S
156
(TOTAL) L V (PLF)
M= 33.25 X 11 "
11 - 17 PLF
/8
- 503
DIAPHRAGM SHEAR r
F l / A - SHEAR (PLF)
182.9 • 1 / 11 16.6231
S,.,UPLIPTDESi6N,': SHEAR WALL# 2
" 5.5
i. (bb USE,
No, t0
O.T.M. V * HH *
1 (FT)
X LID =
)
TR(ft) (DL)PSF *
DEtSI6NER
NOTES IF ANY 1yFgg
11
FLOOR 0 * 12 *
(280pif)
DRAR'DCSIGN FI / B
-
PLF
UN (FT) _ #x00 /1.2
NL
NO. OF NAILS
182.9 / 11
=
16.62
* 1 = 41.55778
92
= 0.45 (12 max)
TOTAI. 11PI TFT
A
NO STRAP NF,E_DEQ'::STD.
NAILIN6'3)P DBL TOP PL±IS OK
'FOR dMl�D9RLIG,�=
M= (W L^2) /S
M= 33.25 X 11 "
11
/8
- 503
# x RO /1.2
NL
NO. OF NAILS
T - C -
M/b
=
503 / 11 = 114
92
= 1 (12 in.)
'A
O)ST P
SOP 70P PL,�I
DIAPHRAGM SHEAR r
F l / A - SHEAR (PLF)
182.9 • 1 / 11 16.6231
S,.,UPLIPTDESi6N,': SHEAR WALL# 2
" 5.5
SHEAR HH (FT)
LENGTH
O.T.M. V * HH *
1 (FT)
16.62 8
11
TR(ft) (DL)PSF *
L(ft)
R.MOM ROOF 1 * 12 *
11
FLOOR 0 * 12 *
11
WALL 8 " l5
11
DECK 0 " 20 *
11
Ma6t>CARN/E x 1 '.
UPLIFT = -2112 / 11
=
UPLIFT FROM ABOVE
_
DL FROM ABOVE(PT Ld) X reduction x -1
-
TOTAI. 11PI TFT
• 1/2(L) * moll
" 5.5
* 0.448
" 5.5
` 0.448
" 5.5
" 0.448
" 5.5
" 0.448
#REFI
1463
325
0
3250
0
- 3575
-2112
Jo.of HD's
OIXTO PLC
IIt YO'BEAM, x 3 -_
STEM WALL yii f.
SUB FLOOR
SLAB W/OURB x 1 P
-
M#+= tDWAL x f
_
Ma6t>CARN/E x 1 '.
FIRSTHSpBK InTAl�6 Page 18 of 22
08/13/2021
CODE: 12.14.8 SIMPLIFIED LATERAL FORCE ANALYSIS AISC 12.148
SCOPE 0 8/13/2021
ROdECP Np ~ 1775 -16 OKI TIF
•.
w -Em FOR ,. $. . "IIlIOFLRAGA,4`
M5T3] NO STRAP 66:12(lOFLR)UNBLKD
LATERAL RESISTINGLEL
LINE
1480 ihf ( sl5m
(A)(ff)/2 .OHX2
* 8(F'I) *
OL-PSF
(11/2 =).0
5.5 11
10.74
(A') /2
* (B')
DL-PSF
( /2 .).0
0 • 10
10.7370885
(BB /2)
* ((HL/2) .H21
0 #
(11/2 =).0
5.5 * (8*.5) 4.0.
4
NEA FO fE; (F#) / ILS . L2+ 1,3. 1,4. L5)
950 #/( 1 1 0 0 0 )_
OKII S) WFX 12X8-
(TOTAL) L V (PLF) E= 01 sir. factor/deft ampl.
2 = 475 PLF (664.95 Ibf) 1.25/1.25
1480 ihf ( sl5m
t2£j[IOnr'LYI on 1 f1 if,§ HS RA5
G9(GSd)=
u
* Cs(Irfd)*,7 *
(R)*F
_ F(#)
0.098 *
1.3.1.1
91 #
* Cs(Irfd)*.7 *
(R)
= F (M
0
0
0 #
addifianal load
Ext. walls
- 92.1836'-#
ROOF LOAb(Seismic)
NO. OF NAILS
0.#
INCREASED BY 6.5/1,25
950 (GOV)
" WL-ps£(5D/1.6 "
In
= F(#)
` 10 *
1.3
- 572 #
addl£lonal load
ROOF LOAD(Wind)
=
0 ' '.#
572
(TOTAL) L V (PLF) E= 01 sir. factor/deft ampl.
2 = 475 PLF (664.95 Ibf) 1.25/1.25
bTAPWRAGM SH
F * 1 / A - $HEAR(PLF)
949.9- I / 11 86.3573 -
±: 5 :6� 12 OOF !0 F DIA WRA 8' E 1 0
gin
TU¢F STEEL bEFLECTION Tube steel height = eft *12 - 96 In
(actual deflectibn,lrfd)6 1.25*1
1.6471 . 96X.02
FIRSTIon S In MITT%, Page 19 of 22
08/13/2021
1480 ihf ( sl5m
t2£j[IOnr'LYI on 1 f1 if,§ HS RA5
u
_
DESiSNER NOTE6'IF
ANY HERE
�.
_
(14801F
)
/
B - PLF
* UN (FT)
_ # x OO /1.2
NL
NO. OF NAILS
949.91
11 = 86.36
* 10
= 899.555
92
= 9.78 (12 max)
bR
:'A'flk CHORD 5 L'¢.'
.2
M= (W L'2) /8
M= 172.7X
Sl* 11 /8
= 2612
T ` C
# X RO /1.2
NL
NO. OF NAILS
= M/b =
2612 /
11 - 247
92
_ 3 (12 max)
d-5 AP
ED -ST A
B OP F* so
bTAPWRAGM SH
F * 1 / A - $HEAR(PLF)
949.9- I / 11 86.3573 -
±: 5 :6� 12 OOF !0 F DIA WRA 8' E 1 0
gin
TU¢F STEEL bEFLECTION Tube steel height = eft *12 - 96 In
(actual deflectibn,lrfd)6 1.25*1
1.6471 . 96X.02
FIRSTIon S In MITT%, Page 19 of 22
08/13/2021
Ht of column
Distance between bolts
Dowel bearing strength
size of washer
post size
yield strength(fy')
Bolt diameter
Size of the angle
SAFEII -I
OUTPUT
Moment at base of colum,= Lateral force x Ht of column
474.96502 plf x 8 ft
= 3799.7201 lbf ft
Area of washer = 4.00 sq.in
Perimeter length = 8.00 in
Bearing area = Washer perimeter x depth of the post
8 sq in 3.5 in
28 sq.in
actual force = Moment at the base of column
Distance between bolts
3799.7201 lbf ftx 12 in/ft
8.00 in
= 5699.5802 lbf
POST WIDTH+4'
^�4,J 1
h
POST wlDrH+4"
A2 %2"X S/16° SITE. ANGLE
W/ (3) " OLA. DOLTS
PER LEG AS SHOWN
Bx8 POST
_.___ . STEEL BASEPLATE (A50)
w/ (4) " DIA. W/ANGeoRDDLTS
Allowable = dowel bearing x bearing area
625 psi x 28 sq in
= 1750016f < 5699.6 lbf JOKII
TENSION CHECK IN THE BOLT
Area of the bolt = 0.4909375 sq.in
Allowable yield = .6 x fy' x Area of the bolt
50 ksi x 0.49 sq.in x 0.6
24.546875 kips
= 24546.875 lbf < 5699.6 lbf JOK11
CHECK ANGLE FOR MOMENT
section modulus,sxx
= 5.16 in"3
section modulus,syy
= 5.16 in"3
fy1
= 50 ksi
allowable stress
= .6*fy'
= 30 ksi
actual stress
= Moment
section modulus
3799.7201 lbf ft x 12
5.16 in"3
9 ksi < 30 ksi JOKII
Fl F1 § TI%YJMIIT%al H.46 Page 20 Of 22
08/13/2021
949.9/ 11 = 86.36 " 10 - 899.555 92 =
M= (W L-2) /8
M= 172.7 X 11 " Il /8 = 2612
w
ILS
9.78 (12 max)
# x f10 /1.2 NL NO. OF NA115
T = C = M/b = 2612 / 11 = 247 92 = 3 (12 max)
NO STRAP e6 I1S 5 FDD TO I
DIAP}lRA6M SHEAR
F 1 / A = SHEAR (PLF)
949.9 " 1 / 11 86.3573
MaWSTEEL DEFLECTION Tube steel height = 8ft "12 - 96 in
(actual deflection,10d)6 1.25'0. Mk.4/1
1.6471 . 96X.02
FIRSTIS�IBng KIITTA6
Page 21 of 22
08/13/2021
CODE;
12.14.8 SIMPLIFIED LATERAL FORCE ANALYSIS
RISC 12.14.8
3kbRE
Out
8/13/2021
RIXO,'[1;Ci tq0 376 -16
TER91. Fg0.0 S,« d
MST37
I NOSTRAP
6:6:12(1OFLR)UNB —
LATERALRESISTING EL
�'LRI(1iTDffiECTION •:-
LINE . _-B 2 ':
aIN,TEAIOWWALk".;
Cs(asd)=
(A)(ft)/2 .OHX2 *
B(FT)
DL-PSF
* Cs(Irfd)*.7
(R)*F
= F(#)
(11/2 =)+0 5.5 "
11
10.74
" 0.098 "
1.3"1.1
91 #
(A-) /2
(B')
"
OL-PSF
" Cs(Irfd)*.7
(R)
- F (0%
( /2 =)+0 0 "
10
10.7370885
" 0 "
0
0 At
additional load
I; Ext; Walls
= 92,1536-#
ROOF LOAD(Seismic)
t 0:#
INCREASED SY 6.5/1.25
950 (GOV)
LfiAb?._.(BB /2) *
[(Hl/2)
.H23
" NL-ps£(SD/1.6 "
w
F(#)
(11/2 =).0 5.5 "
(8*.5)
4.0+
4'
* 10 *
1.3
= 572 #
additional load
' 0, i#
ROOF LOA D(Wind)
- ,p #
....572
SHEAIt�FORCE (F#)/ ILl+ L2+ L3+
L4.
1.5)
(TOTAL)L V (PLF)
E=
Ovr sVn factor/defl ampl.
950 #/( 1 1 0
0
0
) =
2 = 475 PLF
(664.95 Ibf)
1.25/1.25
949.9/ 11 = 86.36 " 10 - 899.555 92 =
M= (W L-2) /8
M= 172.7 X 11 " Il /8 = 2612
w
ILS
9.78 (12 max)
# x f10 /1.2 NL NO. OF NA115
T = C = M/b = 2612 / 11 = 247 92 = 3 (12 max)
NO STRAP e6 I1S 5 FDD TO I
DIAP}lRA6M SHEAR
F 1 / A = SHEAR (PLF)
949.9 " 1 / 11 86.3573
MaWSTEEL DEFLECTION Tube steel height = 8ft "12 - 96 in
(actual deflection,10d)6 1.25'0. Mk.4/1
1.6471 . 96X.02
FIRSTIS�IBng KIITTA6
Page 21 of 22
08/13/2021
Ht of column
Distance between bolts
Dowel bearing strength
size of washer
post size
yield strength(fy')
Bolt diameter
Size of the angle
eu.4C
SAF !
Moment at base of columi= Lateral force x Ht of column
* 474.96502 plf x 8 ft
* 3799.7201 Ibf ft
Area of washer
= 4.00 sq.in
Perimeter length
= 8.00 in
Bearing area
= Washer perimeter x depth of the post
= 8 s in 3.5 in
= 28 sq.in
actual force
= Moment at the base of column
Distance between bolts
Allowable
= 3799.7201 Ibf ftx 12 in/ft
8.00 in
= 5699.58021bf
= dowel bearing x bearing area
= 625 psi x 28 sq in
1750016f < 5699.616f
TENSION CHECK IN THE BOLT
POST WIDTHa4'
I
T
POST WIDTH+4^
2 &'X 5/16" STL. ANGLE
W/ (3) RIA. BOLTS
LPEP LEG AS SHOWN
8%8 POST
L --- — STEEL BASEPLATE (A50)
w/ (4) ' ma w/ANCHOHBaLTS
OKII
Area of the bolt = 0.4909375 sq.in
Allowable yield = .6 x fy' x Area of the bolt
= 50 ksi x 0.49 sq.in x 0.6
24.546875 kips
24546.875 lbf 4 5699.616f JOKII
CHECK ANGLE FOR MOMENT
section modulus,sxx
section modulus,syy
fy'
allowable stress
actual stress
* 5.16 in"3
= 5.16 in"3
= 50 ksi
_ .6*fy'
= 30 ksi
= Moment
section modulus
3799.7201 Ibf ft x 12
5.16 in"3
= 9 ksi 4 30 ksi JOKII I
FlI�t§hrl0YWTIk%at H.46 Page 22 of 22
08/13/2021
Y 2 NGIIIT tEmi a��
3130 E WILLOW ST.
LONG BEACH, CA 90755
TELEPHONE: 323-868-2054
FAX: 562-597-8883
375-21
DATE:
8/12/21
PROJECT
NEW PATIO
JOB ADDRESS:
1601 RUTH LN
NEWPORT BEACH,CA
FIRST SUBMITTAL
1 of 22
-LA S,
RC_ BEAD LOAD:
ASPHALT
TILES
F8).ASRhoh shingles, _
6.�,psf
.O. psf
(D),23/=`B2 " or, 3/4 '" Plr =
25 psf
.-O,psf
(Q): NO'FRAMIN,G _
.0 psf
:0 psf.
gypsum bp6rd _
2.2 psf
O'psf
_
(f�). NOFRAMING;.
.0 psf
.0. psf'..
_
mist. _
0 psf
5UB-TOTAL
10.7
.0 psf
SLOPE CORRECTION "X'12 1.00
1.00
.0 psf
M15CELLANEOU$
ROOF DEAD LOAD (w/Cing =
10.7 psf
.0 psf
ROOF DEAD LOAD (w/o C1=
5.7 psf
.0 psf
ROOF SNOW LOAD: _
:0 psf
ROOF LIVE LOAD : =
2Q.0, psf
'^ •0 psf:-.
CELING LIVE LOAD(attic)=
.0 psf
.0 psf
TOTAL LIVE, DEAD LOAD
30.7 psf
.0 psf
7/8" STUCCO =
15/32" SHEATHING =
(B); 2X6@36" OC' _
R19 INSULATION =
1/2" GYPSUM BD. _
MISCELLANEOUS =
17.3 psf
LATERAL FACTOR;5
Cs (seismic factor)LRFD
Sds/r(LRFD) _
Wind load(LRFD)(16psf min) _
Wind Exposure =
Wind Design speed(LRFD/ASC =
Wind Risk Category =
SDS =
SDI =
Seismic Risk Category (I) _
Seismic importance factor =
Ss
51
Site Class =
Seismic design category =
Basic seismic force resisting : _
Response modification factor =
Redundancy factor (p) _
System Overstrength factor (f20)=
Def 1. Amplification fact. (Cd) _
Design load bearing value of e =
No. of stories (F) _
Interanl Pressure coeffecient =
Components and cladding pres =
AI5C 12.14.8
0A39
0.139
null -see section 11.4.8
Page 2 0f 22
08/11 3/20211
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>7. c e1v ehol, in tnan'hem, V ds p oi'k&S. etrail tlx akYvmuvxetf €rorsl
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tri} art}tatti't?ext
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foe 1u caau},gr»yg d'rw saaa€F be in r�frrifhAJ Wfa, iaacY}uw
11..3_I, Pitt nc3at xuat GK tat;— lse¢am tioau 1-5,
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!. to meati, napd f"rr aauaae i 4'emestuts of 25% ee 11x,,. filar
tn� kw sktali be itk;.lel
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12.433-I Alloulable Stress JrtvIvnSe few IAaad f:ottabbialiogs
witfl ICisttrxtrerWh, �kh fre alkiw^sble stress deugn tlaetiurtf lle-
2- :ire m"'d With ahe.-sf'fetllifi ttattel ef'fcel "fined in Sticlinn
12-4..t aFls3t¢d ill tt?:tfil eclttebilm ions S, ii. or S Of Se><riiOn 2,4.11
tttltawable choose[ aft+ Peturitzed Icl, be detcnf liefed using.ary tallrFw--
&ML stre,s ilsaryas of 1.2- 'Ibis fu reams shall not lett Continue}
with itattea e. in allow=able mres tr; or fowl wotathanatien redw-
tions wh rweise pertnincci hY thiS stand:artt or Lite knaterist refer,
t:I L ctocn"ne'.a}a e:%celat for incMc a,€cs dw tib b djustinetat ta.�t,�ts in
a -le 6llliOce With AVC ND se
IaterJI1%'6ftWAW ieet H.46 Page 3 of 22
08/13/2021
1601 Ruth Ln, Newport Beach, CA 92660, USA
M0441
Date ASCE7-16
Design Code Reference Document II
Risk Category D - Default (See Section 11.4.3)
Site class
Type
Ss
St
SMS
SMI
SDs
SDI
Type
SDC
Fa
F„
PGA
FPGA
PGAM
TL
SsRT
SsUH
Sao
S1RT
S1 UH
S10
PGAd
CRS
DRI
. ....__ .._... .._._.....
Description
Value
MCER ground motion. (for 0.2 second period)
1.36
MCER ground motion. (for 1.Os period)
0.484
null -See Section 11.4.8
Site -modified spectral acceleration value
1.632
MCEG peak ground acceleration
0.592
Site -modified spectral acceleration value
null -See Section 11.4.8
Site amplification factor at PGA
1.2
Numeric seismic design value at 0.2 second SA
1.088
Numeric seismic design value of 1.0 second SA
null -See Section 11.4.8
.-_.....__ _ ... _..
Value
Description
null -See Section 11.4.8
Seismic design category
Site amplification factor at 0.2 second
1.2
null -See Section 11.4.8
Site amplification factor at 1.0 second
MCEG peak ground acceleration
0.592
Site amplification factor at PGA
1.2
Site modified peak ground acceleration
0.71
Long -period transition period in seconds
8
Probabilistic risk -targeted ground motion. (0.2 second)
1.36
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
1.492
Factored deterministic acceleration value. (0.2 second)
2.585
Probabilistic risk -targeted ground motion. (1.0 second)
0.484
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
0.525
Factored deterministic acceleration value. (1.0 second)
0.828
Factored deterministic acceleration value. (Peak Ground Acceleration)
1.048
Mapped value of the risk coefficient at short periods
0.911
Mapped value of the risk coefficient at a period of 1 s
0.922
FIRST SUBMITTAL Page 4 of 22
08/13/2021
DISCLAIMER
While the information presented on this website Is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its
rccuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy
Mitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such
:ompetent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionalsininterpreting and
replying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use, Use of the output of this
vebsite does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitudellongitude
ocation in the search results of this website.
FIRST SUBMITTAL Page 5 of 22
08/13/2021
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Governing Code : IBC 2018, ASCE 7-16, CBC 2019, AISC 360-16, NDS 2018, ACI 318-14, TME
City Jurisdiction
Contact Name
Alternate Contact
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Address
Phone Fax : eMail
Notes
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Governing Code : IBC 2018, ASCE 7-16, CBC 2019, AISC 360-16, NDS 2018, ACI 318-14, TM!
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Alternate Contact
Building Official
Address
Phone Fax
entail
Notes
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Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Ratio=
_
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Ratio=
638>=360
Load Combination Set: ASCE 7-16
Ratio=
631 >=240
Material Properties
Ratio=
_
Analysis Method: Allowable Stress Design Fb+
875 psi
E: Modulus of Elasticity
Load Combination ASCE 7-16 Fib -
875 psi
Ebend-xx 1300ksi
Fc - Prll
600 psi
Eminbend - xx 470ksi
Wood Species :Douglas Fir- Larch Fc - Perp
Fv
625 psi
170 psi
1.00
Wood Grade No.2
Ft
425 psi
Density 31.21 pcf
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
1.200
1.00
D(0_014231) Lr(0 0266)
e o
1.00
0(0.014231) Lr(0.0266)
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load : D = 0.01070, Lr = 0.020 ksf
Load for Span Number 2
Uniform Load : D = 0.01070, Lr = 0.020 ksf
DESIGN SUMMARY
Maximum Bending Stress Ratio
Section used for this span
fb: Actual
Fb: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Span = 10.670 ft
Service loads entered. Load Factors will be
Tributary Width =1.330 ft, (ROOFLOADING)
Tributary Width =1.330 ft, (ROOFLOADING)
0.423 1
2x8
= 555.82psi
1,312.50 psi
+D+Lr+H, LL Comb Run(L')
5. 05ft
Span # 1
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Maximum Shear Stress Ratio
Section used for this span
fv: Actual
Fv: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
0.126 in
Ratio=
1013>=360
-0.045 in
Ratio=
638>=360
0.203 in
Ratio=
631 >=240
-0.072 in
Ratio=
400>=240
= 1.20
for calculations.
WINMESSEW
= 8135:1
2x8
28.63 psi
212.50 psi
+D+Lr+H, LL Comb Run (LL)
= 10.074 ft
Span # 1
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values Shear Values
Seament Lenoth Span # M V Cd C FN C i C r C m C t C L M to Fib V fv Fv
Length = 10.670 ft 1
0.222
0.072
0.90
1.200
1.00
1.00
1.00
Length = 1.20 ft 2
0.012
0.072
0.90
1.200
1.00
1.00
1.00
+D+L+H, LL Comb Run ('L)
1.00
0.01
10.91
1.200
1.00
1.00
1.00
Length =10.670 ft 1
0.200
0.065
1.00
1.200
1.00
100
1.00
Length = 1.20 ft 2
0.010
0.065
1.00
1.200
1.00
1.00
1.00
+D+L+H, LL Comb Run (L')
1.00
0.01
10.91
1.200
1.00
1.00
1.00
Length = 10.670 it 1
0.200
0.065
1.00
1.200
1.00
1.00
1.00
Length = 1.20 ft 2
0.010
0.065
1.00
1.200
1.00
1.00
1.00
+D+L+H, LL Comb Run (LL)
1.00
0.01
10.91
1.200
1.00
1.00
1A0
--
0.00
0.00
0.00
0.00
1.00
1.00
0.23
210.15
945.00
0.08
11.00
153.00
1.00
1.00
0.01
10.91
945.00
0.01
11.00
153.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
0.23
21015
1050.00
0.08
11.00
170.00
1.00
1.00
0.01
10.91
1050.00
0.01
11.00
170.00
1.00
1.00
0.00
0.00
0.00
0.00
1A0
1.00
023
210.15
1050.00
0.08
11.00
170.00
1.00
1.00
0.01
10.91
1050.00
0.01
11.00
170.00
1.00
1.00
0.00
0.00
0.00
0.00
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Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length Span #
M
V
Cd
C FN
C i
Cr
C m
C t
C L
M
tb
F'b
V
N
F'v
Length =10.670 ft 1
0.200
0.065
1.00
1.200
1.00
1.00
1.00
1.00
1.00
0.23
210.15
1050.00
0.08
11.00
170.00
Length =120 ft 2
0.010
0.065
1.00
1.200
1.00
1.00
1.00
1.00
1.00
0.01
10.91
1050.00
0.01
11.00
170.00
+D+Lr+H, LL Comb Run ('L)
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =10.670 ft 1
0.154
0.053
1.25
1.200
1.00
1.00
1.00
1.00
1.00
0.22
201.61
1312.50
0.08
11.24
212.50
Length = 1.20 ft 2
0.022
0.053
1.25
1.200
1.00
1.00
1.00
1.00
1.00
0.03
28.40
1312.50
0.03
11.24
212.50
+D+Lr+H, LL Comb Run (L')
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.670 ft 1
0.423
0.134
1.25
1.200
1.00
1.00
1.00
1.00
1.00
0.61
555.82
1312.50
0.21
28.38
212.50
Length = 1.20 ft 2
0.008
0.134
1.25
1.200
1.00
1.00
1.00
1.00
1.00
0.01
10.91
1312.50
0.01
28.38
212.50
+D+Lr+H, LL Comb Run (LL)
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.670 ft 1
0.417
0.135
1.25
1.200
1.00.
1,00
1.00
1.00
1.00
0.60
547.15
1312.50
0.21
28.63
212.50
Length =1.20 ft 2
0.022
0.135
1.25
1.200
1.00
1.00
1.00
1.00
1.00
0.03
28.40
1312.50
0.03
28.63
212.50
+D+S+H
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
HO
0.00
Length = 10.670 ft 1
0.174
0.056
1.15
1.200
1.00
1.00
1.00
1.00
1.00
0.23
210.15
1207.50
0.08
11.00
195.50
Length =1.20 ft 2
0.009
0.056
1.15
1.200
1.00
1.00
1.00
1.00
1.00
0.01
10.91
1207.50
0.01
11.00
195.50
+D+0,750Lr+0.750L+H, LL Comb Ri
1.200
1.00
1,00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.670 ft 1
0.155
0.053
1.25
1.200
1.00
1.00
1.00
1.00
1.00
0.22
203.73
1312.50
0.08
11.18
212.50
Length = 1.20 ft 2
0.018
0.053
1,25
1.200
1.00
1.00
1.00
1.00
1.00
0.03
24.02
1312.50
0.02
11.18
212.50
+D+0.750Lf+0750L+H, LL Comb Ri
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.670 ft 1
0.358
0.113
1.25
1.200
1.00
1.00
1.00
1.00
1.00
0.51
469.40
1312.50
0.17
24.04
212.50
Length = 1.20 ft 2
0.008
0.113
1.25
1.200
1.00
1.00
1.00
1.00
1.00
0.01
10.91
1312.50
0.01
24.04
212.50
+D+0.750Lr+0.750L+H, LL Comb Ri
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.670 ft 1
0.353
0.114
1.25
1.200
1.00
1.00
1.00
1.00
1.00
0.51
462.90
1312.50
0.18
24.22
212.50
Length = 1.20 ft 2
0.018
0.114
1.25
1.200
1.00
1.00
1.00
1.00
1.00
0.03
24.02
1312.50
0.02
24.22
212.50
+D+0.750L+0.750S+H, LL Comb RL
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.670 ft 1
0,174
0.056
1.15
1.200
1.00
1.00
1.00
1.00
1.00
0.23
210.15
1207.50
0.08
11.00
195.50
Length =1.20 it 2
0.009
0.056
1.15
1.200
1.00
1.00
1.00
1.00
1.00
0.01
10.91
1207.50
0.01
11.00
195.50
+D+0.750L+0.750S+H, LL Comb Ri
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.670 ft 1
0.174
0.056
1.15
1.200
1.00
1.00
1.00
1.00
1.00
0.23
210.15
1207.50
0.08
11.00
195.50
Length =1.20 ft 2
0.009
0.056
1.15
1.200
1.00
1.00
1.00
1.00
1.00
0.01
10.91
1207.50
0.01
11.00
195.50
+D+0.750L+0.750S+H, LL Comb RL
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =10.670 ft 1
0.174
0.056
1.15
1.200
1.00
1.00
1.00
1.00
1.00
0.23
210.15
1207.50
0.08
11.00
195.50
Length = 1.20 ft 2
0.009
0.056
1.15
1.200
1.00
1.00
1.00
1.00
1.00
0.01
10.91
1207.50
0.01
11.00
195.50
+D+0.60W+H
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =10.670 ft 1
0.125
0.040
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.23
210,15
1680.00
0.08
11.00
272.00
Length = 1.20 ft 2
0.006
0.040
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.01
10.91
1680.00
0.01
11.00
272.00
+D+0.75OLr+0.75OL+0.450W+H, LL
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =10.670 ft 1
0.121
0.041
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.22
203.73
1680.00
0.08
11.18
272.00
Length = 1.20 ft 2
0.014
0.041
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.03
24.02
1680.00
0.02
11.18
272.00
+D+0,75OLr+0.750L+0.450W+H, LL
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.670 ft 1
0.279
0.088
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.51
469.40
1680.00
0.17
24.04
272.00
Length = 1.20 ft 2
0.006
0.088
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.01
10.91
1680.00
0.01
24.04
272.00
+D+0.75OLr+0.750L+0.450W+H, LL
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.670 It 1
0.276
0.089
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.51
462.90
1680.00
0.18
24.22
272.00
Length = 1.20 ft 2
0.014
0.089
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.03
24.02
1680.00
0.02
24.22
272.00
+D+0.75OL+0.750S+0.450W+H, LL
1.200
1.00
1,00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.670 ft 1
0.125
0.040
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.23
210.15
1680.00
0.08
11.00
272.00
Length =1.20 ft 2
0.006
0.040
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.01
10.91
1680.00
0.01
11.00
272.00
+D+0.750L+0.750S+0.450W+H, LL
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.670 ft 1
0.125
0.040
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.23
210.15
1680.00
0.08
11.00
272.00
Length =1.20 ft 2
0.006
0.040
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.01
10.91
1680.00
0.01
11.00
272.00
+D+0.750L+0.750S+0,450Wt41, LL
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.670 ft 1
0.125
0.040
1.60
1.200
1.00
1.00
1,00
1.00
1.00
0.23
210.15
1680.00
0.08
11.00
.
272.00
Length =1.20 ft 2
0.006
0.040
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.01
10.91
1680.00
0.01
11.00
272.00
+0.60D+0.60W+0.60H
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.670 ft 1
0.075
0.024
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.14
126.09
1680.00
0.05
6.60
272.00
Length =1.20 ft 2
0.004
0.024
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.01
6.54
1680.00
0.01
6.60
272.00
+D+0.70E+0.60H
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.670 it 1
0.125
0.040
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.23
210.15
1680.00
0.08
11.00
272.00
Length =1.20 ft 2
0.006
OVO
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.01
10.91
1680.00
0.01
11.00
272.00
+D+0.750L+0.750S+0.5250E+H, LL
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
FIRST SUBMITTAL Page 9 of 22
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Load Combination Max Stress Ratios
0.140
0.176
+D+H
0.087
0.110
+D+L+H, LL Comb Run (*L)
0.087
Moment Values
+D+L+H, LL Comb Run (L*)
0.087
Shear Values
Segment Length Span #
M
V
Cd
CFN
CI
Cr
Cm
0
CL
M
Po
Fib
V
fv
F'v
Length = 10.670 it 1
0.125
0.040
1.60
1.200
100
1.00
1.00
1.00
1.00
0.23
210.15
1680.00
0.08
11.00
272.00
Length = 1.20 it 2
0.006
0.040
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.01
10.91
1680.00
0.01
11.00
272.00
+D+0.750L+0.7505+O.5250E+H, LL
0.087
0.110
+D+O.750L+O.750S+0.450W+H, LL Comb
1.200
1.00
1.00
1.00
1.00
1.00
0.087
0.110
0.00
0.00
0.00
0.00
Length = 10.670 it 1
0.125
0.040
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.23
210.15
1680.00
0.08
11.00
27200
Length = 1.20 ft 2
0.006
0.040
1.60
1200
1.00
1.00
1.00
1.00
1.00
0.01
10.91
1680.00
0.01
11.00
272.00
+D+O.750L+0.7505+0.5250E+H, LL
1.200
1.00
1.00
1.00
1.00
1.00
1 0.00
0.00
0.00
0.00
Length =10.670 it 1
0.125
0.040
1.60
1.200
1.00
1.00
100
1.00
1,00
0.23
210.15
1680.00
0.08
11.00
272.00
Length =1.20 it 2
0,006
0.040
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.01
10.91
1680.00
0.01
11.00
272.00
+O.60D+O.70E+H
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.670 it 1
0.075
0.024
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.14
126.09
1680.00
0.05
6.60
272.00
Length = 1.20 it 2
0.004
0.024
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.01
6.54
1680.00
0.01
6.60
272.00
overall Maximum Deflections
Load Combination
Span
Max. "-"
Defl
Location
in Span
Load Combination
Max. "+" Dell
Location in
Span
+D+Lr+H, LL Comb Run (L")
1
0.2028
5.365
0.0000
0.000
2
0.0000
5.365
+D+Lr+H, LL Comb Run (L*)
-0.0717
1.200
Vertical Reactions
Support notation: Far left is#1
Values in KIPS
Load Combination
Support
Support2
Support3
Overall MINimum
0.140
0.176
+D+H
0.087
0.110
+D+L+H, LL Comb Run (*L)
0.087
0.110
+D+L+H, LL Comb Run (L*)
0.087
0.110
+D+L+H, LL Comb Run (LL)
0.087
0.110
+D+Lr+H, LL Comb Run (*L)
0.066
0.143
+D+Lr+H, LL Comb Run (L*)
0.229
0.251
+D+Lr+H, LL Comb Run (LL)
0.227
0.285
+D+S+H
0.087
0.110
+D+0.750Lr+0.750L+H, LL Comb Run ("
0.086
0.135
+D+0.750Lr+O.750L+H, LL Comb Run (L
0.194
0.216
+D+0.750Lr+O.750L+H, LL Comb Run (L
0.192
0.241
+D+0.750L+O.750S+H, LL Comb Run ("L
0.087
0.110
+D+0.750L+0.750S+H, LL Comb Run (L*
0.087
0.110
+D+0.750L+O.750S+H, LL Comb Run (LL
0.087
0.110
+D+O.60W+H
0.087
0.110
+D-0.750Lr+0.750L+0.450W+H, LL Comb
0.086
0.135
+D+0.750LrA.750L+0.450W+H, LL Comb
0.194
0.216
+D+0.750Lr+O.750L+0.450W+H, LL Comb
0.192
0.241
+D+O.750L+O.750S+0.450W+H, LL Comb
0.087
0.110
+D+0.750L+0.750S+0.450W+H, LL Comb
0.087
0.110
+D+O.750L+O.750S+0.450W+H, LL Comb
0.087
0.110
+O.60D+0.60W+0.60H
0.052
0.066
+D+0.70E+O.60H
0.087
0.110
+D+0.750L+O,750S+0.5250E+H, LL Comb
0.087
0.110
+D+0,750L+O.750S+0.5250E+H, LL Comb
0.087
0.110
+O+0.750L+O.750S+O.5250E+H, LL Comb
0.087
0.110
+O.60D+0.70E+H
0.052
0.066
D Only
0.087
0.110
Lr Only, LL Comb Run (*L)
-0.002
0.034
Lr Only, LL Comb Run (L*)
0.142
0.142
Lr Only, LL Comb Run (LL)
0.140
0.176
H Only
FIRST SUBMITTAL Page 10 of 22
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)ESCRIPTION: CB1
CODE REFERENCES
�dreuiduons per rvus 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Project Title:
Engineer:
Project ID:
Project Descr:
Analysis Method:
Allowable Stress Design
Fb+
Load Combination
ASCE 7-16
Fb -
= 897.10psi
fv: Actual =
Fc - Pfil
Wood Species
: Douglas Fir - Larch
Fc - Perp
Wood Grade
No.2
Fv
Beam Bracing :
Ft
Beam is Fully Braced against lateral -torsional buckling
875.0 psi
875.0 psi
600.0 psi
625.0 psi
170.0 psi
425.0 psi
Printed: 13 AUG 2021, 1:37AM
E: Modulus of Elasticity
Ebend-xx 1,300.Oksi
Eminbend - xx 470.0 ksi
Density 31.210pcf
Span = 11.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.01070, Lr = 0.020 ksf, Tributary Width = 5.50 ft, (ROOFLOADING)
Uniform Load : D=0.01070, Lr = 0.020 ksf, Tributary Width =1.330 ft, (ROOFLOADING)
Uniform Load : D = 0.0150 ksf, Tributary Width= 2.0 ft, (BOX)
Maximum Bending Stress Ratio
Section used for this span
fb: Actual
Fb: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
= O.684; 1
Maximum Shear Stress Ratio =
0.255 : 1
4x10
Section used for this span
4x10
= 897.10psi
fv: Actual =
54.15 psi
= 1,312.501)si
Fv:Allowable =
212.50 psi
+D+Lr+H
Load Combination
+D+Lr+H
_ 5.500ft
Location of maximum on span =
10.237ft
- Span # 1
Span # where maximum occurs =
Span # 1
Maximum Forces & Stresses for
Load Combination
+D+H
Length =11.0 ft
+D+L+H
Length =11.0 ft
+D+Lr+H
Length =11.0 ft
+D+S+H
Length =11.0 ft
+D+0,750Lri0,750L+H
Length =11.0 ft
+D+0.750L+0.750S+H
Max Stress Ratios
Span # M v
0.151 in Ratio =
0.000 in Ratio =
0.272 in Ratio =
0.000 in Ratio =
Combinations
875>=360
0 <360
484 >=240
0 <240
Moment Values
_
Cd CF/V Ci Cr Cm C CL M fl)
1 0.424
0.158
0.90
1.200
1.00
1.00
1.00
1.00
1.00
1.67
400.36
0.00
945.00
24.16
153.00
0.00
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
1 0.381
0.142
1.00
1.200
1.00
1.00
1.00
1.00
1.00
1.67
400.36
1050.00
46.65
212.50
0.00
1.200
1.00
1.00
1.00
1.00
1.00
0.00
1 0.684
0.255
1.25
1.200
1.00
1.00
1.00
1.00
1.00
3.73
897.10
1312.50
1.200
1.00
1.00
1.00
1.00
1.00
0.00
1 0.332
0.124
1.15
1.200
1.00
1.00
1.00
1.00
1.00
1.67
400.36
1207.50
1.200
1.00
1.00
1.00
1.00
1.00
0.00
1 0.589
0.220
1.25
1.200
1.00
1.00
1.00
1.00
1.00
3.21
772.92
1312.50
1.200
1.00
1.00
1.00
1.00
1.00
0.00
FIRST SUBMITTAL Page 11 of 22
08/13/2021
Snear Values
V
N
F'v
0.00
0.00
0.00
0.52
24.16
153.00
0.00
0.00
0.00
0.52
24.16
170.00
0.00
0.00
0.00
1.17
54.15
212.50
0.00
0.00
0.00
0.52
24.16
195.50
0.00
0.00
0.00
1.01
46.65
212.50
0.00
0.00
0.00
FIRST SUBMITTAL Page 11 of 22
08/13/2021
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Load Combination Max Stress Ratios
Segment Length Span# M V Cd CFN Ci Cr
Length= 11.0 it 1 0.332 0.124 1.15 1.200 1.00 1.00
1.200 100 100
Moment Values Shear Values
C m C t C L M to F'b V fit
1.00 1.00 1.00 1.67 40U.36-i[urau u.oe .1. 1,, 1w.1�
1.00 1.00 1.00 0.00 0.00 0.00 0.00
+D+0.60W+H
1
0.238
0.089
1.60
1.200
1.00
1.00
1.00
1.00
1.00
1.67
400.36
1680.00
0.52
24.16
272.00
Length = 11.0 ft
1.169
+D+0.750L+0.750S+H
0.606
1.200
1.00
1.00
1.00
1.00
1.00
1.169
+D+0.750L+0.750S+0.450W4H
0.00
0.00
0.00
HO
+D+0.750Lr+0.750L+0.450W+H
Length= 11.0 ft 1
0.460
0.172
1.60
1.200
1.00
1.00
100
1.00
1.00
3.21
772.92
1680.00
1.01
46.65
0.00
272.00
0.00
+D+0.750L+0.750S+0.450W+H
1.200
1.00
1.00
1.00
1.00
1.00
1.00
1.67
400.36.
0.00
168000
0.00
0.52
24.16
272.00
Length = 11.0 ft 1
0.238
0.089
1.60
1.200
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
+0.60D+0.60W+0.60H
1.200
1.200
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
240.22
1680.00
0.31
14.50
272.00
Length= 11.0 ft 1
0.143
0.053
1.60
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
+0+0.70E+0.60H
Length =11.0 It 1
0.238
0.089
1.60
1.200
1.00
1.00
1.00
1.00
1.00
1.67
400.36
1680.00
0.52
24.16
272.00
+0+0.750L+0.750S+0.5250E+H
1.200
1.00
1.00
1.00
1.00
1.00
400.36
0.00
1680.00
0.00
0.52
0.00
24.16
0.00
272.00
Length =11.0 ft 1
0.238
0.089
1.60
1.200
1.00
1.00
1.00
1.00
1.00
1.67
0.00
0.00
0.00
0.00
+0.60D+0.70E+H
0.143
0.053
1.60
1.200
1.200
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
24022
1680.00
0.31
14.50
272.00
Length = 11.0 ft 1
Overall Maximum Deflections
Span
Max.'-"
Defl
Location in Span
Load Combination
Max.
"+" Dell
Location in
Span
Load Combination
0.0000
0.000
+D+Lr+H
1
0.2724
5.540
Reactions
_
Support notation : Far left is #1
Values in KIPS
_Vertical
Load Combination
Support 1 Support 2
Overall MlNimum
0.751
0.751
+D+H
0.606
0.606
+D+L+H
0.606
0.606
+D+Lr+H
1.357
1.357
+D+S+H
0.606
0.606
+D+0.750Lr+0.750L+H
1.169
1.169
+D+0.750L+0.750S+H
0.606
0.606
+D+0.60W+H
0.606
0.606
+D+0.750Lr+0.750L+0.450W+H
1.169
1.169
+D+0.750L+0.750S+0.450W4H
0.606
0.606
+0.60D+O.60W+0.60H
0.363
0.363
+D+0.70E+0.60H
0.606
0.606
+D+0.750L+0.750S+0.5250E+H
0.606
0.606
+0.60D+0.70E+H
0.363
0.363
D Only
0.606
0.606
Lr Only
0.751
0.751
H Only
FIRST SUBMITTAL Page 12 of 22
08/13/2021
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Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used: ASCE 7-16
General Information
Analysis Method: Allowable Stress Design
Wood Section Name
6x6
End Fixities Top Free, Bottom Fixed
Wood GradinglManuf.
Graded Lumber
Overall Column Height
7.5 ft Wood Member Type
Sawn
( Used fw ron-slender calculations j
Exact Width
5.50 in
Allow Stress Modification Factors
Wood Species Douglas Fir - Larch
Exact Depth
5.50 in
Cf or Cv for Bending
1.0
Wood Grade No.1
Area
30.250 102
Cf or Cv for Compression
1.0
Fb+ 1,350.0 psi Fv
170.0 psi ix
76.255 inA4
Cf or Cv for Tension
1.0
Fb - 1,350.0 psi Ft
675.0 psi ly
76.255 inA4
Cm : Wet Use Factor
1.0
Fc - Prll 925.0 psi Density
31.210 pcf
Cf: Temperature Factor
1.0
Fc - Perp 625.0 psi
Cfu : Fiat Use Factor
1.0
E : Modulus of Elasticity ... x -x Bending y -y
Bending Axial
Kf: Built -tip columns
1.0 'vos 16,32
Basic 1,600.0
1,600.0 1,600.0ksi
Use Cr: Repetitive?
No
Minimum 580.0
580.0 Brace condition for deflection (buckling) along columns:
X -X (width) axis :
Unbraced Length for buckling ABOUT Y -Y Axis = 7.5 ft, K =2.1
Y -Y (depth) axis:
Unbraced Length for buckling ABOUT X -X Axis = 7.5 ft, K = 2.1
Applied Loads
Service loads entered. Load Factors will be applied for
calculations.
Column self weight included : 49.172 Ibs * Dead
Load Factor
AXIAL LOADS ...
Axial Load at 7.50 ft, D = 0.020, Lr = 0.040 k
BENDING LOADS...
Lat. Point Load at 8.0 it creating Mx -x, E = 0.4750 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.5025 :1 Maximum SERVICE
Lateral Load
Reactions . .
Load Combination +D+0.70E+0,60H
Top along Y -Y
0.0 k
Bottom along Y -Y 0.4750
k
Governing NDS ForumN 1 Comp + Mxx, NDS
Eq. 3.9-3 Top along X -X
0.0 k
Bottom along X -X
0.0 k
Location of max.above base
0.0 ft Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y -Y 0.9413 in at
7.50 ft above base
Applied Axial
0.06917k for load combination: EOnly
Applied Mx
-2.494 k -ft
Applied
0.0 Along X -X
0.0 in at
0.0 It above base
Fc: Allowable
si for load combination: n/a
377.835 psi
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio=
0.06062 :1
Bending Compression
Tension
Load Combination +D+0.70E+0.60H
Location of max.above base
7.50 ft
Applied Design Shear
16.488 psi
Allowable Shear
272.0 psi
Load Combination Results
Maximum Axiai + Bending Stress Ratios
Maximum Shear Ratios
Load Combination C D
C P Stress Ratio Status Location
Stress Ratio Status
Location
+D+H 0.900
0.423 0.006494 PASS
O.Oft
0.0 PASS
7.50 It
+D+L+H 1.000
0.387 0.006380 PASS
O.oft
0.0 PASS
7.50 ft
+D+Lr+H 1.250
0.319 D.009777 PASS
O.Oft
0.0 PASS
7.50 it
+D+S+H 1.150
0.344 0.006257 PASS
O.Oft
0.0 PASS
7.50 ft
+D+0.750Lr+0.750L+H 1.250
0.319 0.008882 PASS
O.Oft
0.0 PASS
7.50 ft
+D+0.750L+0.750S+H 1.150
0.344 D.006257 PASS
O.oft
0.0 PASS
7.50 ft
+0+0.60W+H 1.600
0.255 D.006052 PASS
0.0 It
0.0 PASS
7.50 ft
+D+0.750Lr+0.750L+0,450W+H 1.600
0.255 0.008677 PASS
0.0 ft
0.0 PASS
7.50 ft
+D+0.750L+0.750S+0.450W+H 1.600
0.255 0.006052 PASS
O.Oft
0.0 PASS
7.50 ft
FIRST SUBMITTAL Page 13 of 22
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Project Title:
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Project ID:
Project Descr:
oad Combination Results
Maximum
Note: Only non -zero reactions are listed.
X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction My - End Moments k -ft Mx - End Moments
Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Tap @ Base @ Top
+D+L+H
+D+Lr+H
+D+S+H
+D+0.750Lr+0,750L+H
+D+0.750L+0.750S+H
+D+0.60W+H
+D+0.750Lr+0.750L+0.450W+H
+D+0.750L+0.750S+0.450W+H
+0,60D460W+0.60H
+D+0.70E+0.60H
+D-0.70E+0.60H
+D+0,750L+0.750S+0.5250E+H
+D+0.750L+0.750S-0.5250E+H
+0.60D+0.70E+H
+0.60D-0.70E+H
D Only
Lr Only
L Only
S Only
W Only
E Only
E Only" -1.0
H Only
Maximum Deflections for Load Combinations
0.333
-0.333
0.249
-0.249
0.333
-0.333
0.475
-0.475
0.069
0.109
0.069
0.099
0.069
0.069
0.099
0.069
0.042
0.069
0.069
0.069
0.069
0.042
0.042
0.069
0.040
2.494
-2.494
1.870
-1.870
2.494
-2.494
3.563
-3.563
Load Combination
Max. X -X Deflection
Distance
Maximum Axial + Bendina
Stress Ratios
Maximum
Shear Ratios
Load Combination _
C D
C P
Stress Ratio
Status
Location
Stress Ratio
Status
Location _
+0.60D+0.60W+0.60H
1.600
0.255
D.003631
PASS
O.Oft
0.0
PASS
7.50 It
+D+0.70E+0.60H
1.600
0.255
0.5025
PASS
0.0 ft
0.06062
PASS
7.50 ft
+D-0.70E+0.60H
1.600
0.255
0.5025
PASS
O.Oft
0.06062
PASS
7.50 It
+D+0.750L+0,7505+0.5250E+H
1.600
0.255
0.3769
PASS
0.0 It
0.04546
PASS
7.50 ft
+D+0.750L+0.7505-0.5250E+H
1.600
0.255
0.3769
PASS
O.Oft
0.04546
PASS
7.50 it
4.60D+0.70E+H
1.600
0.255
0.5013
PASS
O.Oft
0.06062
PASS
7.50 ft
+0.60D-0.70E+H
1.600
0.255
0.5013
PASS
O.Oft
0.06062
PASS
7.50 ft
Maximum
Note: Only non -zero reactions are listed.
X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction My - End Moments k -ft Mx - End Moments
Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Tap @ Base @ Top
+D+L+H
+D+Lr+H
+D+S+H
+D+0.750Lr+0,750L+H
+D+0.750L+0.750S+H
+D+0.60W+H
+D+0.750Lr+0.750L+0.450W+H
+D+0.750L+0.750S+0.450W+H
+0,60D460W+0.60H
+D+0.70E+0.60H
+D-0.70E+0.60H
+D+0,750L+0.750S+0.5250E+H
+D+0.750L+0.750S-0.5250E+H
+0.60D+0.70E+H
+0.60D-0.70E+H
D Only
Lr Only
L Only
S Only
W Only
E Only
E Only" -1.0
H Only
Maximum Deflections for Load Combinations
0.333
-0.333
0.249
-0.249
0.333
-0.333
0.475
-0.475
0.069
0.109
0.069
0.099
0.069
0.069
0.099
0.069
0.042
0.069
0.069
0.069
0.069
0.042
0.042
0.069
0.040
2.494
-2.494
1.870
-1.870
2.494
-2.494
3.563
-3.563
Load Combination
Max. X -X Deflection
Distance
Max. Y -Y Deflection
Distance
+D+H
0.0000
In
0.000
ft
0.0000
mn
0.000
ft
+D+L+H
0.0000
in
0.000
it
0.0000
in
0.000
ft
+D+Lr+H
0.0000
in
0.000
it
0.0000
in
0.000
ft
+D+S+H
0.0000
in
0.000
ft
0.0000
in
0.000
ft
+D+0.750Lr+0.750L+H
0.0000
in
0.000
ft
0.0000
in
0.000
ft
+D+0.750L+0.750S+H
0.0000
in
0.000
ft
0.0000
in
0.000
ft
+D+0.60W+H
0.0000
in
0.000
it
0.0000
in
0.000
it
+D+0.750Lr+0.750L+0.450W+H
0.0000
in
0.000
ft
0.0000
in
0.000
it
+D+0.750L+0.7505+0.450W+H
0.0000
in
0.000
it
0.0000
in
0.000
it
+0.60D+0.60W+0.60H
0.0000
in
0.000
it
0.0000
in
0.000
ft
+D+0.70E+0.60H
0.0000
in
0.000
ft
0.6589
in
7.500
ft
+ID-070E+0.60H
0.0000
in
0.000
ft
-0.6589
in
7.500
it
+D+0.750L+0.750S+0.5250E+H
0.0000
in
0.000
ft
0.4942
in
7.500
it
+D+0.750L+0.7505-0.5250E+H
0.0000
in
0.000
it
-0.4942
in
7.500
ft
+0.60D+0.70E+H
0.0000
in
0.000
ft
0.6589
in
7.500
it
+0.60D-0.70E+H
0.0000
in
0.000
ft
-0.6589
in
7.500
ft
D Only
0.0000
in
0.000
it
0.0000
in
0.000
it
Lr Only
0.0000
in
0.000
ft
0.0000
in
0.000
ft
L Only
0.0000
in
0.000
it
0.0000
in
0.000
ft
S Only
0.0000
in
0.000
it
0.0000
in
0.000
ft
W Only
0.0000
in
0.000
it
0.0000
in
0.000
ft
FIRST SUBMITTAL Page 14 of 22
08/13/2021
reoucrcLne i
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DESCRIPTION:
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Deflections for Load Combinations
Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance
"-1.0
Sketches
0.0000 in 0.000 ft -0.9413 in 7.500 It
0.0000 in 0.000 It 0.0000 in 0.000 ft
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FIRST SUBMITTAL Page 15 of 22
08/13/2021
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FIRST SUBMITTAL Page 15 of 22
08/13/2021
CODE: 12 14 8 SIMPLIFIED LATERAL FORCE ANALYSIS RISC 12.14.8
� E p OKII 8/13/2021
PkgSECi' {'1 375 -16� _ �MW96L T, NO55; , - . 1 O SO A
LgTfaRA4 FOR{;E$ N05IRAP N05TRAP 6.6d2(IOFLR)UNBLKD
J
LATERAL RESISTING EL
,�EF7-RIGH1` DtRECTSON'
ISNE. ,tS'1TFN(?R;WABF•;>
(A)(ft) /2 +OHX2 " B(Fn DL-PSF
(11 /2 =)+0 5.5 • 11 • 10.74
(A') /2 " (B') ' DL-PSF
(/2 =)+0 0 • 10 " 10.7370885
.'g (BB /2) ' ((Hl/2) +21
(3/2 =)+O 1.5 * (8".5) 4.0a 4
5HEAMfAkC!r (F#) / Ill a L2+ L3+ L4+ L5) (TO
950 #/( 1 1 0 0 0 )=
` Cs(lrfdp.7
(RpF
= F(#)
NO. OF NAILS
" 0.098
1.3.1.1
91
#
" Cs(Irfdr.7 *
(R)
- F (#)
0
0
0
#
additional load
,' @xt. WOO
e'.' 92,1536-:#
ROOF LOAD(Seismic)
I / A = SHEAR (PLF)
- 0
#
INCREASED BY 6.5/1.25
950
(GOV)
" WL,sf(5D/1.6 "
w
= F(#)
' 10 "
1.3
= 156
#
additional load
'<TtlBE STEEL UEFLE6'TION
'
'#
ROOFLOAD(Wind)
#
1.6471 < 96X.02
156
-
TAL) L V (PLF)
E_
Ovr strn factor/defl amPI.
2 - 475 PLF
(664.95 Ibf)
1.25/1.25
949.9/ 11 a 86.36
A 140 AP NEEDED" BID NAILINS'OF M TOP PL I5 Ok 71
M= (W L"2) /8
M= 172,7 X 11 " 11 / B = 2612
#N/A
OF NAILS
9.78 (12 max)
FIRST S�JBIv� �TAI� Page 16 of 22
g"'°' `H ` 08/13/2021
#x f)0 /1.2
NI.
NO. OF NAILS
T =
C = M/b - 2612 / 11 - 247
92
= 3 (12 Max)
.A.'§184F NEEU9L, STD T P- * k,
UIIMMGM 514EARY
F "
I / A = SHEAR (PLF)
949.9 "
11 11 = 86.3573
GOOF)OR (10 FC170R1 DIAPHRArM NAILING fUN&%KED)WQRM
Tube steel height = aft `12 =
96 in
'<TtlBE STEEL UEFLE6'TION
(actual deflDClicn,Irfd)5
1.25"0.94X1.4/1
1.6471 < 96X.02
FIRST S�JBIv� �TAI� Page 16 of 22
g"'°' `H ` 08/13/2021
Ht of column
Distance between bolts
bowel bearing strength
size of washer
post size
yield strength(fy)
Bolt diameter
Size of the angle
REx7GT
muT� SAFE. --I
aur
11
Moment at base of column= Lateral force x Ht of column
474.96502 plf x 8 ft
3799.7201 lbf ft
Area of washer = 4.00 sq.in
Perimeter length = 8.00 in
Bearing area = Washer perimeter x depth of the post
8 sq in 3.5 in
28 sq. in
actual force = Moment at the base of column
Distance between bolts
3799.7201 lbf ftx 12 m/ft
8.00 in
= 5699.5802 lbf
Allowable = dowel bearing x bearing area
= 625 psi x 28 sq in
17500 lbf < 5699.6 lbf
TENSION CHECK IN. THE BOLT
Area of the bolt = 0.4909375 sq.in
Allowable yield = .6 x fy' x Area of the bolt
50 ksi x 0.49 sq.in x 0.6
24.546875 kips
24546.875 lbf < 5699.6 lbf
CHECK ANGLE FOR MOMENT
section modulus,sxx
= 5.16 in"3
section modulus, syy
= 5.16 in"3
fy,
= 50 ksi
allowable stress
= .6'fy
= 30 ksi
'actual stress
= Moment
section modulus
3799.7201 lbf ft x 12
5.16 in'3
9 ksi < 30 ksi
F1', §'a1762'amHWbfk 6l H.46
POST WIDTH+4"
was* wIGTn+¢^
G*
7 axe
�X2"X 5/16" STL. ANGLE
w/ (3) " DIA. BOLTS
PER LEG AS SHOWN
POST
--- STEEL BASEPLATE (ASO)
./ (4) " CIA. W/ANGNORBOLTS
OKII -,
OKII
OKII ��
Page 17 of 22
08/13/2021
CODE: 12 14 8 SIMPLIFIED LATERAL FORCE ANALYSIS
0-15 10 NOS AP NO STRAP
mii�
LATERAL RESISTIN6El —
%.
i:)eer biSLM-K2kEGY1ON �:. `;-,$pA6 FWbR
.,'sL&WiNnP ..
RISC 12.14.8
0/13/2021
6:6:12(10FLR)UNBLKO
-
-
LINE....
.ANTERi'
Cs(asd)=
F (#)
SLAB W/CURB
(A)(ft)/2 OHX2
* DL-PSF
Cs(Irfd".7
"
(F
1.3*1.1
#
(11/2 =)+0 5.5
* 11 " 10.74
" 0.098 «
* Ls(Irfd)".7
(R)
F1
-
(A') /2
(91) * OL-PSF
10.7370885 " 0 "
additiaul load
0
Exf• w911,a
0 #
f?2.1b36 e#
ROOF LOAD(S65-11)
0 ' '#
183 (60V)
� (BB /2)
" QH.H2
NL- sf SD/1.6 a,w
P (
= F (#)
(3/2 =)+0 1.5
(8*. 5) 4.00 « 4
" 10 .
1.3
156 #
� 01,
additlanal load
ROOF LOAD(Wind)
_ d'
156 -
;9HEAkJibkCE, (F#) l Ll . L2+
L3+ L4+ L5)
(TOTAL) L V (PLF)
0
0 0 0 ) =
11 17 PLF
SF NO' IO - 280 PLF(OSB-;38pLff
-: x 1.00 =
C�
DESIGNER NOTES IF
ANY HERE
(280pif)
;
g
PLF UN (FT)
#xn0 /1.2
NL
NO. OF NAILS
D (tA4 D SI6IS F /
41.55778
92
- 0.45 (12 max)
182.9/ 11
= 16.62 . 1
-
D
A NO'STkAP NEEDED, STD NAIIIyJ.�OF.'DBL
TOP PL I5 OK .
. S-XiLIkD xPt7^F`''.
..•,
M= (W L'2)/8
_ 503
M- 33.25 X 11 *
11 /8 -
# z f10 /1.2
NL
N0. OF NAILB
L
M/b - 503 /
11 - 114
92
- 1 (12 max)
T _ -
P1: OK
D
' A OSTkAP AIEE[1ED'STD NAni'-'OF
ffBL TbP IS
DIAPN 4R�6M SMEA?:.
F y /
q = SHEAR (PLF)
182.9 " 1 /
11 - 16.6231
OR 10 LOOMI DIAPHRA
='kUpGli`T p$#6':,pt=;i SHEAR WALL # 2
.__
SHEAR
HH (FT) LENGTH
V
* HH " 1 (FT)
#REF!
O.T.M.
16.62
8 11
= 1463
#
TR(ft)
(DL)PSF • L(ft)
1/2(L) * reduction
-
= 325
R.MOM ROOF 1 "
12 « 11 *
5.5 * 0.448
= 0
FLOOR 0 "
12 " it
55 * 0448
3250
WALL 8 *
l5 • 11
5.5 * 0.448
-
_ p
DECK 0 "
20 * 11 "
5.5 * 0.448
-
_ 3575
-2112
y NEP OThM?:• '
UPLIFT = -2112 /
11 -
-192 #
UPLIFT FROM ABOVE =
0 #
OL FROM ABOVE(PT Ld)
X reduction x -1 -
0 #
Jo.ot HD'S
TOTAL UPLIFT
192 # I
I
) 1 )
FIRST SpBK1,TT%, Page 18 of 22
lateral lea aeWol.aet1 s 08/13/2021
STEM WALL
x y
STAB FLOOR
SLAB W/CURB
x 1
MAS: MTDWA
xx
FIRST SpBK1,TT%, Page 18 of 22
lateral lea aeWol.aet1 s 08/13/2021
_ CODE: 12.14.8 SIMPLIFIED LATERAL FORCE ANALYStS AISC 12.14.8
S�C'OR� 0 OWI 8/13/2021
PR(IS£LY NQ .- 375 -16 Sff.1YALv- bRAS ':_ 040P0',
LATBRAL FOR ?-='-; MST37 NO SIRAP fi:6:12(IOFLR)UNBLKD
LATERAL RESISTING EL
LINE ...
Nb ibAOs (BB /2) " ((H7/2) +H2)
(11/2 =)+0 5.5 * (8*.5) 4.0+ 4
S` ARff>7RC4F]l. (F#) / ILL. + L2+ L3+ L4+ L5)
950 #/( 1 1 0 0 0 )
OKI]
* Cs(lrfd)*.7 "
(R)*F
= F(#)
(A)(ft)/2 +OHX2 *
8(FT) "
DL-PSF
(11/2 =)+0 5.5 "
11 "
10.74
(A') /2
(B')
DL-PSF
(/2 =)+0 0 "
10 "
10.7370885
Nb ibAOs (BB /2) " ((H7/2) +H2)
(11/2 =)+0 5.5 * (8*.5) 4.0+ 4
S` ARff>7RC4F]l. (F#) / ILL. + L2+ L3+ L4+ L5)
950 #/( 1 1 0 0 0 )
OKI]
* Cs(lrfd)*.7 "
(R)*F
= F(#)
" 0.098 "
1.3*1.1
91 #
" Cs(Irfd)*.7 *
(R)
= F (#)
0
0
0 #
additional lood
Ext p61]s
- 92,1536+#
ROOF LOAD(Seismic)
- 611-1 r#
INCREASED BY 6.5/1.25
950(GOV)
* NL-psf(SD/1.6
w
= F(#)
* 10 `
1.3
= 572 #
additional load
q -!;#
ROOFLOAD(Wind)
86.3573
= Q.#
572 -
(TOTAL) L V (PLF)
E=
Ovr strn factor/deft ampl.
2 - 475 PLF
(664.95 Ibf)
1.25/1.25
(1480pif)
OF NAILS
9.78 (12 max)
FIRSTNSPBNITTA6
Page 19 of 22
08/13/2021
# x CIO /1.2
NL
NO. OF NAILS
T =
C - M/b =
2612 / 11 = 247
92
= 3 (12 max)
DIAPHRASM SHEAR;::
F *
f / A =
SHEAR (PLF)
949.9 "
1 / 11
86.3573
, USE 6+: 2RO
'30EL0-R AI N9• R''
'NBF STEEL DEFLEC72ON
Tube steel height = eft *12 _
96 in
(actual deflection,lrfd)6
1.26^0.94x1.4/1
1.6471 - 96X.02
FIRSTNSPBNITTA6
Page 19 of 22
08/13/2021
Ht of column
Distance between bolts
Dowel bearing strength
size of washer
post size
yield strengFh(fy')
Bolt diameter
Size of the angle
8.00 in
= 5699.5802 lbf
Allowable = dowel bearing x bearing area
625 psi x 28 sq in
= 17500 lbf < 5699.6 lbf
LF I —T
POST WIDTH+4"
S/ 16" STL, ANGLE
W/ (}� 11 IA. BOLTS
PER LEG AS SHOWN
US POST
STFEL BASEPLATE (A50)
w/ (4) " NA. W/ANCHORBOLTS
OKII —�
TENSION CHECK IN THE BOLT
SAFEA I
autPul'_=,�
= 0.4909375 sq. in
Moment at base of columt= Lateral force x Ht of column
Allowable yield
* 474.96502 plf x 8 ft
= 3799.7201 lbf ft
Area of washer
= 4.00 sq.in
Perimeter length
8.00 in
Bearing area
= Washer perimeter x depth of the post
= 24546.875 lbf < 5699.6 lbf
= 8 sq in x 3.5 in
CHECK ANGLE FOR MOMENT
= 28 sq.in
actual force
= Moment at the base of column
Distance between bolts
= 5.16 in"3
= 3799.7201 lbf ftx 12 in/ft
8.00 in
= 5699.5802 lbf
Allowable = dowel bearing x bearing area
625 psi x 28 sq in
= 17500 lbf < 5699.6 lbf
LF I —T
POST WIDTH+4"
S/ 16" STL, ANGLE
W/ (}� 11 IA. BOLTS
PER LEG AS SHOWN
US POST
STFEL BASEPLATE (A50)
w/ (4) " NA. W/ANCHORBOLTS
OKII —�
TENSION CHECK IN THE BOLT
Area of the bolt
= 0.4909375 sq. in
Allowable yield
= .6 x fy' x Area of the bolt
= 50 ksi x 0.49 sq.in x 0.6
= 24.546875 kips
= 24546.875 lbf < 5699.6 lbf
OKI!
CHECK ANGLE FOR MOMENT
section modulus,sxx
= 5.16 in"3
section modulus,syy
= 5.16 in"3
fy'
= 50 ksi
allowable stress
= .6*fy'
= 30 ksi
actual stress
= Moment
section modulus
= 3799.7201 lbf ft x 12
5.16 in"3
= 9 ksi 30 ksi
JOKII
FII�t9Tait%Y i Tu A� t H.46 Page 20 of 22
08/13/2021
CODE: 12,14.8 SIMPLIFIED LATERAL FORCE ANALYSIS RISC 12.14.8
OKII $113/2021
�,TECi NO 375 -16
M5T37 NO STRAP I 6:6:12(I0FLR)UNOLKD
LATERAL RESISTING EL
LINE ...... JN e
(A) (ft) /2 -OHXg 9 (FT) OL -PSF
(11/2 =).0 5.5 11 • 10.74
(A') 12 (B') DL-PSF
(/2 =).O 0 10 10.7370885
WSNtrbOAb (go 12) r(HI/2) -H2 ]
(11/2 =).0 5.5 (8*S) 4.0+ 4
(F#) Ll - L2+ L3 L4- L5) (TO
950 1 1 0 0 0
OKII
Cs(irfd)*.7
TAL)
(R)* F
= F(#)
0,098
1.3-1.1
91 #
Cs(Irfd)*.7
(R)
m F (M
0
0
0 #
additional lead
i E't, wells
= 921586}#
ROOF LOAb(Selsmic)
INCREASED BY 6.5/1.25
950 (Gov)
NL-pO(SO/1.6
F (#)
10
1.3
= 572 #
additional load
#
ROOF LOAD(Wind)
#
572 -
L V (PLF)
Ez
Ovr svn factor/deft ampl.
2 = 475 PLF
(664.95 lbf)
1.25/1.25
(1480plf)
OF NAILS
9.78 (12 max)
# x no /1.2 NL NO. OF NAILS
T = C = Mlb = 2612 11 - 247 92 = 3 (12 max)
-1,
"A No MAP NaE ft- grb. wAmNr OF pag. Too RLIS OK
F I A SHEAR (PLF)
949.9 1 1 11 86.3573
F, BQOF)Ok t1O EW
B&E.AEL bEfl.e ON7 Tube steel height = 8ft *12 = 96 in
(actual deflection,lrfd)6 1.25"0.94XI.4/1
1,6471 , 96X.02
FIRST ,SPBK ITTA6 Page 21 of 22
zwor sheet K 08/13/2021
Ht of column
Distance between bolts
Dowel bearing strength
size of washer
post size
yield strength(fy')
Bolt diameter
Size of the angle
REsu1T SA Ell
s�cn'rur-
Moment at base of columi= Lateral force x Ht of column
= 474.96502 plf x 8 ft
= 3799.7201 Ibf ft
Area of washer = 4.00 sq.in
Perimeter length = 8.00 in
Bearing area = Washer perimeter x depth of the post
8 sq in 3.5 in
28 sq.in
actual farce = Moment at the base of column
Distance between bolts
3799.7201 Ibf ftx 12 in/ft
8.00 in
= 5699.5802 Ibf
Allowable = dowel bearing x bearing area
625 psi x 28 sq in
17500 Ibf < 5699.6 Ibf
TENSION CHECK IN THE BOLT
Area of the bolt 0.4909375 sq.in
Allowable yield = .6 x fy' x Area of the bolt
50 ksi x 0.49 sq.in x 0.6
24.546875 kips
24546.875 lbf < 5699.6 lbf
CHECK ANGLE FOR MOMENT
section modulus,sxx
= 5.16 in -3
section modulus,syy
= 5.16 in -3
fy'
= 50 ksi
allowable stress
= .6*fy'
= 30 ksi
actual stress
= Moment
section modulus
3799.7201 Ibf ft x 12
5.16 in"3
9 ksi < 30 ksi
DFO is
57 �:� � r o.
POST WIGTN+4'
yip 's
J -�PGsr wlGm+a"
7G-2"X2'x 5/16° STL ANGLE
W/ (3) "GIA. BOLTS
PER LEG AS SHGWN
a PC T
L--- STEEL BASEPLATE (ASG)
A/ (a) '• CIA. W/ANCNORBOLTS
FI'lat2fal'16YamgWbj&t H.46
OKII — I
OKII
OKII — I
Page 22 of 22
08/13/2021