HomeMy WebLinkAboutDESIGN CALCS (2) - 06-00375 - Jenks Townhomes Phase 2 - 6 UnitsWoodWo, rks'
LOADS., (lbs, psf, or pif )
COMPANY
tru zur l Ena.incer
1600 Sohn Adams Pkwy, Suite 200
Idaho Falls, Idaho 83401
Feb. 8, 2006 1!5:46,08
Design Check Calculation Sheet
Sizer 2004
Tr•ib iI--aLr old 1E.11 t
MAXIMUM REA
PROJECT
r
op 31
Dead 90
Live 210
Total 306
Bea i g -
LC number
L
L q th
Lumber n- 1 , D.Fir-LNo.1/No.2, 2x6"', 2 -Ply
Self Weight f 3-85 plf automatically included in loads,
Lateral support: top= full, bottom at supports, Load ;Combin tin : ICC-IBC-
SECTION
CC-IB :
SEGTi(]Ni vs. DESIGN CODE NDS -2001: (stress=psi, and in
•rlt rlor#
Anaivsls
valueDesign
Value
nalysi DeL__ i
n
Shear
V=
19
FV' _ 207
f F 1=
fb =
182
F ' = 1271
f Fb'
0.1..
Dead Deft'n
0.00
=<L/999
Live De f l s
n
0.00
=
<L/999
0.10 L/360
13.0,6
Total Deft
n 0.01
=
T/999
0;l5 L 240
0.04
ADDITIONAL
DATA.
FACTORS-.: F
CIS
CM
C
CL CF C f U
�
'L
rt
Cn
L
Fb l + 850
1.15
1 . 0
1.00
1.000 1.300 1.00
1.00
1.00
�
��'d F -
Fv' 180
1.15
1.00-
1.0
-
1.00
1.00
1.30
2
F P y 625
-1.00
1.00
i.
00
1.
00
1.6
; La.11 i ren
1.00
1.00
1.00
].*0
Shear
LC# 2 i
+� r
3001 V design -
12 lbs
Deflection:
LC# 2 =
D+s
E1=
33.27e06 1b-1n2lo/pl
'dotal DefZoa
ti n
1.. (Dead
Load
D fle%�ti on) + Lxi
i re Load
D-1
r 1eCt1,
f
Yom' ..a. f
ad JL
ti
=five
- s now -wince
1 -Impact �:Cori
s L r ��•� . 1 011
L� �
conte
n t L a ted )
(All LC'5
are listed
LES
the
Analysis outpl,t)
DESIGN NOTES'
4 1 . Please verify that the default deffe t"lore iimfts 2rp- �zp roper. to for your application.
. Sawn lumber bending members shall be laterally supported according to th�i)fovitsjons of NDS Clause 4.4.1
_ BUILT-UP 3 EA S: it is assumed that each ply -is a single continuo rye rn b r (that is, no butt points are resent fastened d
t intervals not exceeding tip the � � � � t�� �.tl�r securely
�th and that
each ply is equally top -loaded. Where beams are side -loaded , special fastening det IIs may be requireal-
I
Wood�work.s'Z
LOADS: (lbs, psf, or p1€
COMPANY
S StruCtUlFal Engineers
1600 John Adams Pkwy. Suite 200
Idaho 'Falls, Idaho B3401
Feb_ 8.200615.46.28
Design Check Calculation Sheet
Sizer 2004
Load T y�
Distribution
gni
rude
Lj at ioniPeat r
AnalV i s Dee si gn
`
t
End
' -a r t Enid. U 0 a d�
Loadl Dead
u kir
1
. riAL
0
Load2 Snow
Fullecc
35.00
4.0 )`No
1, 0
*'Tributary
J_dt1-_ f t .°
<L/999
4-
F T
MAXIMUM REACTIONS flbsl and BEARING LENGTHS lint -.
PROJECT
i
i
2�
5
Dead. 16 0 1
60
Live 3501 3
5.0
Total 1 510
Bearing
LC number 2 2
Lenqth 1.0 1 .
Lumber n -ply, D.Fir-L (N), NoAlNo.2, 2x6!11 , 2-Plys
Self Weight of 3.85 plf automatically -included in faads;
Laterad support: iap= full, bottom= at supports- Load combinations- ICC -IBC;
SECTION vs. DESIGN CODE NQS -2001: (stress=psi, and in
Ori -ter n
Analysis
Value
Desi r_
Value
AnalV i s Dee si gn
]year
fid -
38
Fv' -
2 0, 7
f / Fv' 0.
1 ,
Bending (+)
f
505
Fb i -
1-71
fb/F' _ 0,40
1, 0
Dead Det1' n
0-01 -
<L/999
4-
F T
180
1.15
Li Ike 1'n
0.03
L
.1 _
L 0
0.1
.00
T 1,00
Total D fl"n�
0.0 _<L/999
FCS,'
0.� =
L/ 40
�
.1-7
ADDITIONAL DATA:
FACTORS:
F
CD
CM
Ct
CL
CF Cfu
Cr cfrt
C 1 Cn L
Fb' +
850
1 . 1 0
1.00
1.00
1, 0
� . 1.00
1.00 1
1.00
4-
F T
180
1.15
1."00
1.00
--
- -
.00
T 1,00
1.00
1.1:0
FCS,'
2
1.00
1.
00
i-00
1.00-
'
1 . 6
million
1.00
1
s
-
- 0
1�00-
Ben r� 1L
+ a
LLQ -�
D
r
�`� ;
f t
Shear
LC# 2 _
D
510, _
des iana, _
4 16 ll
s
D fle ti r..: LC# 2 D+ te a -ii v
Total Deflection = 1 _ 0 (Dead Loadel fee Li n) + Live Lead DefYecL� ri.
D=dead L=1.. i e S=snow ' w1nid I= impact r =coma tr cjct i n CLd=- '0nC�n t ra t ed
(All L -C' are 115ted. ire the �xrla" Ot,t ute
DESIGN NOTES:
1 _ �`I
'verify � that the default efl�Ction Ii its are appropriate for your application,
_ Sawa lumber ben -ding members shall be laterally supported according to the provisions of NDS Clause4.4. 1.
_ BUILT-UP P BEAM _ it is assumed that ply is a single continuous member (that is. no butt joints a r press nt) fastened to ethc.3r �u r l
at intecvals not exceedin.g 4 tirnes the depth and that
each ply 'is gushy top -loaded, Where beam ars sid-F-1-ioadeld. special fastening details may be required.
WoWodorksV
LOADS: ( lbspsf, or plf)
COMPANY
Structural Eng sneer
1600 John Adams Pkwy. Suite 200
Idaho Falls, Idaho 83401,
Feb. 81 2006 11:49:04
Design Chick Calculation Sheet
'I . r 2004
PROJECT
L l� a LY L a �" Dist r i Li t i o 1 =
CID
�. ii Y '` d
t
..1.
Start End
Sart Enol Load?
C L� 1
Lal Dead gull Area
15.00.117.50)*
U,
0 1
,Load,Load2 Snow t -i11. Area
35,00(1-7. 0)
'
ITS I butary W i d t- h ftp
FBF "
hiT e Tl
1 . 15
re
ff
'
F —
i 3"
MAXIMUM
1
.
T a l Def 1 r,
-
�.
-
Dead 400
.
1+N
,3 ..i
400
Live 919
m i l l n
1.00
1
Total 11B
1.00
131
Bearing:
LC number
y
0
Bending
( + ) :
0
Lumber n -ply, D.ir-L (N), I.I/.2 2x6"", 2-Plys
Self Weight of 3.85 plf automatically included in loads,
Lateral support, top= full, bottom= at support, Load combinations' ICC -113 ,
SECTION vs. DESIGN CODE hiDS-2001: (stress=psi, and in
ADDITIONAL DATA:
FACTORS: F
CID
t
..1.
a
L d —
C L� 1
Dead Def 1'n
U,
0 1
<"U,/999
' '
0 1
'
FBF "
hiT e Tl
1 . 15
re
ff
'
F —
i 3"
1 00
1
1
T a l Def 1 r,
-
�.
-
L
.
1+N
,3 ..i
'
ADDITIONAL DATA:
FACTORS: F
CID
t
CL F
f uCr
E'r
C L� 1
' '
0 1
'
FBF "
180
1 . 15
1 .130
1 , 00
- T
- -
1 00
1
Fc -
625
1
�.
.
1+N
.00 .00
'
I. 16
m i l l n
1.00
1.00.
1.00
1.00-
Bending
( + ) :
LCff 2_
D+31
989 lbs -ft
he -a r
:
LC'.fl 2
D+S
-
1318, V design
= 915 lbs
D f 1
cti n F
LC 0 2,--
DC'S
AEI
33.27e06 lb— ln2
/ply
rr t .l
D fiection
_
1 . 0 ( Lead Load De fL t ion)
+ Li; e Load
De l�cticn
.
=]Lffipact
COIY S t r U . .1 orl
j
d = c o , 1 C, e n t r kA
(A I L' s are listed in the Anal s 1 5 output)
DESIGN NOTES:
1 1 _ Please verify that the default deJle._,ct1on limits areappropriate for your application.
_ Sawn lumber bending members shall bte iaterally supported according tc) the provisions of NC)Clause 4.4.1 _
_ BUILT-UP BEAMS- it is assumed that each ply is a single- continuous member (that is, no butt ioints are present) fastened togeth-r securely
at intervals riot exceeding 4 tines the depth and that
each ply -is equally top -leaded. When beams are. i -Modeled, Special fF-tonin details may be r u-ir °d_
Woodworks
LOADS lbs, of, orpRf}
COMPANY
Structural Engineers
1 600 John Adams Pkwy_ S u ite 200
PROJECT
U C k CJHU 004U
Feb 8. 2006 1 1.52.1 1
FT HEADER T LAVE
� _J
Design Check Calculation Sheet 4
i
_d'O d ypie Distri.butic-1 Magnitude. Loc -at on [ f i- I Pattern
Start End
La t End Lad
Loadi" Dead Full Area . 0
Load' Snow Full Area 3 5. 0 0 (2- 1 . 0
*Tributary y W -I th (ft )
MAXIMUM REACTIONS -Jibs) and BEARING LENGTHS fin):
0'
Dead 804
Live 1838
Total 2641
Bearing:
LC number
Li'2.�n'th 1 .
Lumber -ply, D.Fir-L (N), No.I/No.2, 2x10"', 2 -Ply
Self Weight of 6,47 pff, autamatica[ly included in loads,
Lateral support. top= fu H, bottom- at supports-, Load cornbinations,. l -t p
SECTION s o
DESIGN CODE NDS -2001: (stress=psj, and
i f )
FACTORS) : F
1.1 ter 1 011
Analysls
Valum
r_ s� 1 1
S'• ` a l L�
Anal s i Des l
n ..
Shear
C n L#
99
F -
1.00
F 0.48
1.1 1.00 1.
B n in 1+ 1
' -
926
F , =
1075
fb/AF`t�'
Dead De 1 r
n 0.01 -<L/999
LIVe D -` 1 T
n 0.
L
0.17 =
L/360
1.
Tota. eE-1'
� 0
L
0.
L 40
0.19
I . 0 0
ADDITIONAL
DATA:
FACTORS) : F
CD
CM
Ct CL
CF C f u rf
L t
1
C n L#
F' '+ �
1.1
1.00
1,0 1.000
1.1 1.00 1.
1.00
.1.'
0
FC
1.00
1. 00
1.
00
1.0-0
._.
L' • =
7 l l i on
I . 0 0
1. 00
Bending ' + )
h �� �-
D+31
M � 01 lbs
ft
Shear •
TLC-
L Ry �`
D+ 1
.:+��
'SST v� f 74'V
d 5 i { j "°'° 1 l b •J':
E) e f Ic t l n_
L;.- 2 T
D+ S
,,, ;` i' 'e -19e06
L -_n /ply
TL kJ 4}. �6� %,
_
4.i -
F Load �+y
r 4 ; JJ,I Me Election
a� + T�1 �i,�e LrL�a
D
fl
c�
D=dead 1.1
1. i ve
n0
W=wi nd 1 -1 MPaC t C=construction
C
Ld=concen
t i� a t ed )
(Al 1 1 S
are list�d
in
the 7knal s15
out_
-put)
804
1838
2641.
1+4.
9.
DESIGN NOTES:
1. Please verify that the default deflection limi,s areappropriate for your application_
• Seen lumber beading members r skull be laterally supported according to the provisions of NDS Clause
. BUILT-UP BEAMS. it is assumed that each ply is a single continuous nnember (that is, n0 bust joints pie present) fastened together securely
at intervals not exceedina 4 times the dente arid that
each nlr is equally too -loaded, Where teams are side -loaded, special f@sterling dtlls may be required.
WoodWorks'K,
``
LOADS: t blas, RSA, or pkf j
Load Type D' str iL,uti-o
Load1 Dead Ful' Area
Loads know Ful -1 Area
*Tributary W i dt-(ft)
� �' { ��'.'� � � .� � � �+ ��rf•d' F �f F �� ,fid �' �; � - 1�'ar
COMPANY
. S Structural Engineers
1600 John Adams Pkwy- Suite 200
Idako Falls, Idaho 83401
Feb- 8. 2006 11:54-29
Design Check Calculation Sheet
Sizer 204
Magnitude
r End
Locat % I__i [ f t ] p L to -fn
Start Eind Load?
N
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in)
PROJECT
6 FT HEADER AT E VE AT
.. a__. --
„1 .-
y -Y4, ,
- ...
A"
�-
...
- yl�. `a '. .._-
f � --
_• L
c {ev �N
- _
r _ _ _ i , ..._ - _
_ rr °
e -_
Total e fle
__ ._ -. , ..,,ter ,� .;� •
_
- ' - "� n..:..
.a•f •..
_- r-• ..:. . � ...._
.y _
-
ifre. �.... •-'.
�'�
-
r
-: �-
k' ..
e." Lee
- - - ..
- _ _
x 1
-
a.- •
_
....
Bending i +,)
.'�..
.b � er-".-. . r _ � -.�- . _.
_� .may.. _
� •
�-S�
� v
F1 —
r' � _
'f :,
.�.. .. t
- �-..-• L. �:.Y
• .:'
'�
- .v
�re.�• _
�.2.. a
.;-,
,..
a �P•
Dead Defl'n
-. - • :°-'
.e - _
k'f
-
•S"- '
. n+�' e.l. -
_
_._
'�, Al u.� .
r ''°�'�, '.e•'
4
�e.~ ,Y 1 ,,a r•�
r -
„d,•. _
n�'y,• ..
• _n _, -
�'v •�_ -
e
�_ ..,ter,..•• n'..
..
_. rt--
._r •'• -• J•�°
aPd .�
-.
.F,...
r•• a
...
�"
tom.•
..
+
_
,�, ' -
sY.� .... ,.n:k. -�
-
.'P
,..
�.'
': rs... _
L'
,fr '" .Y,Yr.s_ `' . Ce r
' i n.
m... ,y... .-e_.._
,' .. r
.. �d _. .ter _-
' -a, :
� ...
..+aJ:-.�. - .- ..
_.e.-' �.r
_ e . •• ,'^ems"
.., .,••,''-.
_
'.
- .. _
a .. +C�s
.•y __
...
_
.:,•
�,.•.
..
-- - _, ' e}' �.+
a
-
_��'
.,
..
•.
-"rr.?h-SIC •:i. -:- � ....
,..4,... r_ >e
.. �,
., ...
• ,•moi, .....
�;�T",
x � -•..
_
` e.
: a
_ -• _-
, ae
.-
rCIS
.. y-
Le
r{r
nee ,>w
a 4• yr-�' :,h+Tm� � ..
_'
, M
Yee 6N
Cefrt
hee+•
,
y
--�,. s edr !. ..
._._FL'_ -_-..
•�_,.` .. .uv.
re -r_ .. ..
1. Y,., l
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,. y�..,�[,,, _ _-'
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etJ
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-
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._
r+�
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aar-.• "fnY, ty.,h , ._
- a/? .rgi•. .•.
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k.v-
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°..., 'i.a
,eF
e.ti
,...
-IJ' +1T fe
..k..
e. -
_
�ale•yY11
,
k•r-
��
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.j_. s4
-. '.enn,° ,�.
^P��,vr �l' -rs+ 4
`r
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•ti .}.r
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e „_ ,.
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. „ •.,.. -•..,
s.. a u ....:.
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_ °• _
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a _ -..
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-
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-
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-e. -
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_ _._
e
ng. a _'.4 y'•-�".',
e,d _ :��.,�_.JY" t..
� '.. -,•- ._ .•�,', �r.�
1•t•...,f - _^ 'r � •-Jan�- ._
....
... _.
_ ... _
..
.. -
W-�
•
v.
- ”
..
,_
� ��'•.�
^ •4-- „ -lett-e--a
frA,e v -�':.{.
eeu may:
':'Yr.n.B-
a ''2°
..
_,
rte �••
.
.:r•_
r
'.'.`y.• -F`: -•,,,e. ._.
-„���”'
oe
- -
',r
r..,�"•
_` �—
�:. �. ti
Y,..� r.�e,•e.
� "51
tir
OP
Dead 959
Live 2205
2205
Total 3 164.
Length 2,4
z:
LVL rl-ply, .260OFb, 1-314x9-114WIT 7 I-pl
Self Weight of 4.67 pff automatically included in loads;
Lateral support' lop- full, bottom= at supports- Load oorribinat-lona° ICC -IBC -
SECTION
` --1 ;
SECTION yrs.
DESIGN! CODENDS-2001
- }
1 n
746 -
hea
#� L
_ D+ # _
Criterion
'iAnalvsis
Value
Design
Value
na1. v l
Total e fle
Shear
LV -"
218
F' -
328
fir r v
'�
0
6 6
(All L'+eTr I
Bending i +,)
jj��
fek.,�
Q
2282
F1 —
30�1, 98
f
f J F
4
0.74
74
Dead Defl'n
0.04 -
<L/999
ADDITIONAL
DATA:
FAC`OR
rCIS
Ct
CL
CV Ctu
Cefrt
C 1.
L
�
7b' + 2600
1 Y 15
1.00
1.000
1 . 04 -
1.00
1.
'
FV' 285
1 n 15
1.00
-
-
-
1.00
100
E 1. 8
mi. I1i-on -
1.
-
- y-
-
100_
+
LSA##
2-
D+, m _
746 -
hea
#� L
_ D+ # _
3164t ' cls e� n 1 i
Def]ec-t n:
LC9
2
D+S E1=
207.705e - ik�-Lr
Total e fle
ti r1
=
1 Y 0 (, Dead
Load D f lemcl� jon j + Live Load Cie f lection
—+
444
L -^ �,{
'�
— v S l o T Y�
a
�4Y i n fir+ I _Mpa. h !I^ J� r` t C_, 7� 7 y f: 'j'' �-+
i 4 4.� �• 4r s I �r� �� n rated)
(All L'+eTr I
s ice
iis',.ed
in then
a i i o tj Z u t., )
DESIGN NOTES:
I t Fieri° veFify that the default deflection limits are appropriate for your application -
ID_ L+ E truotUrC f r Pc it Lu � LJr),. the attached L sei,ection is far prelinninary design only. For final member design contact
your to an SCL manufacturer -
3.
nufactur r-
e Size fetors vary from one manufacturer to another for SCL materials.. They can be changed ire the database ediltor.
4. BUILT-UP L- E NI - contact manufacturer for connection details when n loads are not applied equal[y to all . [ -
4 ,�
WoodWo. rks``�
LOADS: ( tbs, psf, or plf )
Load I Type 1 Lei C ib tY n
L adl Dea6 t ul- area
Load now
Ivull Area
1bu mar , i
COMPANY
kru tur l Engineers
1 600 John Adams Pkwy. Suite 200
Idaho FII, Idaho 83401
Feb. 8, 2006 1 i _5`.09
Design Cheek Calculation Sheet
Sizer 2004
m.a k1 t ude
t F. n
_15.00(1750)*
A1 Y a l v s
i value
Detii n
35'.
-� r
Anal
1 Ya1 rS x Des
T.
�e a L �r
1 M
Shea
x oc t l n
i i i Fatter.'.
art End Load``
MAXIMUM REACTIONS (Ibs) and SEARING LENGTHS (in):
PROJECT
5 FT HEADER AT EAVE AT
OF
51
Dead 6 ? 2 '67
}
iv e 1531
153 ?
tal 220
Bearing
LCI number 2
.Lenqth
uam r'
ngth
Lumber n -ply, D.Fir-L A/ -., U10"', 2 -Ply
Self Weight o 6,47 pif automat-tic"'ally included in load
Lateral support: top= full, bottom= at supports, Load bin tin : ICC -113C,
SECTION v5. DESIGN CEDE Nas_20e1: (stress=psi, and in
Criterion
it riob fi
A1 Y a l v s
i value
Detii n
Val��
-� r
Anal
1 Ya1 rS x Des
T.
�e a L �r
1 M
Shea
F'� C'T RS : F-
� ®-
2
��� ' _
0 f
-YS
f{{�+F' �,' 3
31
"i I
Ci Cn L C:#
F` ' + ip 50
1.15
1
. -
1.00
1.000
1.100 1.00 1.00 1.00
Dead
D e Fl '' n
0.01.
= L'
.00
1..00
-
- -- 1,.00
Live
De f I'ri
0.0
_L
,1r
60
0.1
1.00
Total
DeftIn
. 4
= Lr
0.2D
L/240
0.16
� � A f�'�j � J
ADDITIONAL
DATA:
255
D� L +r
D+ S.VY'
D+� F - I= 1 5 8
= . + L e - d Load
lbs -ft
h..�
M 2 L' -L ` i n ? 4—, 1
D e f t J ons + L -i v,� �<-,a d Cie f e ion.
_ ea
(A11 L '
L= ive
are
listed
S=snow
in
F'� C'T RS : F-
�'
CIS
C t L
C F C f U c' r CErt
Ci Cn L C:#
F` ' + ip 50
1.15
1
. -
1.00
1.000
1.100 1.00 1.00 1.00
1.00 - 2
r'V i
� 1
1
.00
1..00
-
- -- 1,.00
1 00 1. 2
625
1.00
1{00
1.00
'00
1.00 -
t •
7'� �''`
r I I o 1 1
I
1.
j�
0 �1
I
1.
I
0 1��
� � A f�'�j � J
B e lam+-! d i L '1 (+) ' L �"+�..
h Y a r _ r L 4+
De f I c t Z `� 1 � LC
'�' � a 1 DzR E i 0n
i
sp
2
255
D� L +r
D+ S.VY'
D+� F - I= 1 5 8
= . + L e - d Load
lbs -ft
h..�
M 2 L' -L ` i n ? 4—, 1
D e f t J ons + L -i v,� �<-,a d Cie f e ion.
_ ea
(A11 L '
L= ive
are
listed
S=snow
in
= 1 ted
the Analysis
_
I=impact =cons t r uc ion CLd=coricent -attic:
output
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
Sawn lumber bending members shall be laterally supported accord-ing accord-into the provisions of SGS Ili n 4.4.1
. BUILT-UP BEAM R it is assumed that each ply i single continuous member (tha# is, no butt jo
i rpt �� �� nt � fastened t� }-� � i rely
�� ir�t � � �t � inn tirr��. t� depth ��d that
each p.ly is e u top -loaded _ Where beams id -loaded, is t f2Stening details may be req u iriad
i
4-5-
woodWorks��
GOADS: ( lbs, psf, or plf )
Load. T -pe Di tribut io-n.
Load. Dead Full Area
Loads Snow
1�uli re a
*Tr bU`t ark{ -Idth (ft),
COMPANY
Strulufl Engineers
1 600 John Adams Pkwy- Suite 200
Idaho Falls, Idaho 83401
I= � . 8, 2006 11-56:21
Design check Calculation Sheet
Sizer 200
Magnitude
Start End
�5-00(17,- )*
L call--jobi 6
End
IUTAXIMUIV! REACTIONS (Ibs) and BEARING LENGTHS (in):
Pa[t rn
Load'
No
No
PROJECT
FT HEADER AT E - .VE AT
a
Lj,e 1838 801
Total 2639 1838
Bear'12639
LC n um e
Lei th.°
2-.0
LVL n -ply, 1.8E, 260OFb, 1-3/4x9-11441 I -
ply
Self Weight of 4.67 pl ut matical1iy included in Dads'
Late rel. sup �. top fuli. bottom- at supports b Load combinations- ICC -l. i
{-
- r �rl.s
,6
Value
alu
D'S11"
V a I U �
�in isif¢�Desi
n
ear
f =
18
::: -r-} b �': �. -"•
— :.� T' �..r°.. •5..."�=-r
_
- r
__--
°„fir•••,+, {r•
''` s
,. -, y, - ., ..
.� .-mom
_ .
- _ ._ '"
-rim ' V
-. • •
... w _
_
- ,,, ,
�•
.sr.., .. n rr •
"J.+ kr4`, _. _ ..
aii:'••+-
"�•M1
d { 9'
_
•- ., f .: {'..
° - ±�-' _
�.
• '
--. •°� • i � .
—
ar
en
.. .. �y�.
,r, �` { ..>. ...
•.:
y, .�:. r. r_,r_ ,,gr
- ,ir
s
vrn
`*:. -
•
_
....
.. c°
, 0.12
7� �' __
- _
.. _
b,k^� 11n
..
_••77
w, _ .~X• -_,y M -,.. _ �_...
ui:" -��"
.';.� .}yr
_
ti t"'
_
,_P�:'--ay.
.. <,{
••
-
_
•:M�
.,
1
D T,F
..
.'"'n
T l F
CD
CM
Ct
CL %Vl CEU
Cr
_
_
.r.v{� ., ,:..., ri .r..
.�� -.,�. { ��
_
-
1,15
_..—,,,•
_ N -
—
-
1.00
1.00
.fib.
-
_ _.
-
1. 00
*..' �
_
`r,
1.
- �. !
FCC, 750
-
-
1.00
'I. .,.•k6 't< ,'r°•
•".RPh,-���
r.�,�•
• •, ynry ¢ v•
.�..h, _.�- °+s _ _ : F..> ...
:.. °�.r ... .. s
_ -. ,, n.
',,r�+h.. .,
...:�
f ...
,,. r
V. ..S'.
.:.-
.ru _..
'afSyr.
_
". `•'i+ _
--
rTM1
_'+,'
"•�+r
'..r-
,_
_+.s' ��.
�dst
.•.a -
•i._v.r:.
r.,. L �, �..- •r :r;
.vv .: .a a. a y rtr — r_
'_ •",
-
_ q. .... __rr
; . _;
't
�°
."ti ..
_ °
_{,+.,
�^.r ._
-'{ { ° rrrM; :.
..
YF
•
-
_ .r s-°.
i _ -rv.°r'�
_
_ _
ni. •.l
__
r ••-_
,'rhT_•r �•
_ _ -
r;• {-_
'_V.,Tr�,�r'
''� _
_.,� �-.:7��,�',� •1 -4 -.�.
.-• _ _Y.j. •�.
.�...- _
...
_.
,'.;..
.�_._
�,
_, kb?°s •, . ,
r' 'r
.-_ ..:. `'°
}�
-.1"i.ar�n �
f
��: ....
'�+,-
",��
. 't _
—
.+
i2^
_ °. - _•r .
.d, •.. 1",r.n
.+
,��,•���=gin+.°-• `} _. d:r-',='m• _..
._�_ "" ..,°+o, r+;y��,-- � ,. .._
,.e _. .: .. r,
,�"n'f",.a•.., _
. �.�.. .., n °yw .
- •'v
-f' '-
...
�-,.
c,r
_•
�`"
.;•-
.y i°VJ i�;•}
'.°•�. "�
,. --
_ _ •r
�'
xi�; � '
-
..Yn' _
`•�+--r �7@ls
,r• .,.-k
�.
.a_ _
n � -
nen•
_• ..,�,a•, .n:C•-..
+�r
,:
_
.r• .�,,,.:
.,. .
_ ... n.y:4�•'.
Y_�r'
1°.'s-.... .s5 .
-.ry.. y.
'�.,.
d-+'.,ar
.w'�
.
v_,_.
'- ,:
.' ..
.,�i
•.
r�'
—�rrrn,�.f_'_ '.
-
k., +n.}+.
.
__ .•
.-.
-L
•�.. _
wy'{t'..-A°
�F
_•—
45
�_yqv". -�rQ: r,fi.�. sS�.
r..' .,-ti./sr . r'r
•.•..s,:,
_ 44
ten_ °
:a..
•.:..rr,. in ...._
°.°
C_
w°r. ..
....
77
.n
..F
7.qYF�:':L ,•._..r I' 7° ..
m.?,
_ w,M1..1 l�r_
Y! [.
n° -.
.•r'..
rs';, ,`:Ps:iy-,_.f- r•1Jie--i.r,+
�.�,�t-
i_a—a°
_
..1+_ r- i". TS•
,•-'•-
•••3r:u .
.',._k�r•,"�4.,_'�.,
,, ,.. �..
-n °vt•n:�
._X. ..—.,..
�.....
_
,
.� [:r° -i
•n-.
•.,r,...1J
r-.
r _,,,
—
'
}
..._.
_
"}
_rJn-•r•i_..
-
ry
, ,
tiai'e -ri
:rt _•{
.
` Y -Yr ..• •_ _'}�.�:su. {� ..-.�
.r "' ;.:.--'L. ; ".�•-r'7•+.r n n
e..�..i..:
r v a : .,.
"��• .., � ._..
_ -., �
-
r9d-•
, - ..
_f..
_,
.
•R�y, t"^1 .
i - .va_r
- -
.. .�
-,
' 5-�.
�-_._ in+ "
...
.a^�: _
_
- - _
- �•
., _
._ _
y,
- � •a„ u�}�,} - �°'
,v�-._
.. •• _
• h ••�1.
J4.. ._.
a
--
° _
err
•'b+y+
__ �.r'
:•es
-
�_ ',,� -ryt•
_°
,. r _4'' r•. ;r ,...,-„+ ti. _,�,..,.°-�.. .. ."•'-.__
M. � .__ :.. hr ••....._ter 4 .. -0++rr- tl .
1 -
.. �.,•:�. _ ^. -.._.
•� .-
,. a i'�:
.. -•�
-
- - a '' �-'
.r _. - ._mer Y"�'R
_
_ -
.. ..
/ '
r
M
_ "
F'dtf—y
.
^{ rt„ _
..
-p ._.
•,n,y°
a
Lj,e 1838 801
Total 2639 1838
Bear'12639
LC n um e
Lei th.°
2-.0
LVL n -ply, 1.8E, 260OFb, 1-3/4x9-11441 I -
ply
Self Weight of 4.67 pl ut matical1iy included in Dads'
Late rel. sup �. top fuli. bottom- at supports b Load combinations- ICC -l. i
endj_ng LC# 2 _ D+S, m = 3958 lbs -ft
a _ -D+S, V = 26390 V design - 191 lbs
Deflect' .L�, : L 2 _ D+ S EI- 207. 11 -ir,
Total De f I-EN-ct I On = 1 - ( Dead Load Deflection) + Live Load Lief led i:�
(D -dead L=liTle S -ow W=wi nd I zz I,��'''� �' =nt ru�.1 (�[� C �Ld on = iii t_-�
_-rate.)
as output)
DESIGN NOTES
_ Please verify that the. default deflection 11m is are appropriate for your app i anon-
. E M ( tri-act�u�ra l Composite- Lumber), the ttached L se -lection is forpreliminary design
only. For final membef design. contac4,
your local L manu` act��rer.
- ,size factors vary from one manufa tur r to another for SCL materials- They carp
_ BUILT-UP L -G E��� : rpt �.changed 11 � t� database editor.
pct manufacturer for conn t�` n details when lead are not - l� �� �� ��
�- - - - to all pJ.
r tr.li
- r �rl.s
��}� �
Value
alu
D'S11"
V a I U �
�in isif¢�Desi
n
ear
f =
18
_
_
- r
_
0-55
Bending
_
fb -
1903
Fb
3098
f L- a
=
Dead De -E. i
rl 0.04
-
L9
Live Def l I
n 0.09
—
x/837
—
L/360
Total Def.1 '
, 0.12
3 0-.
L/240
n
41
ADDITIONAL
D T,F
T l F
CD
CM
Ct
CL %Vl CEU
Cr
C
t
n
F'+ 2600
1,15
1.00
1.000
-
1.00
1.00
F 195
1T
-
1. 00
-
- -
-
1.
- �. !
FCC, 750
-
-
1.00
-
_
u
71 1 , 8
11.1 T-1
-
1.00
-
-
I.
0 0-
-
endj_ng LC# 2 _ D+S, m = 3958 lbs -ft
a _ -D+S, V = 26390 V design - 191 lbs
Deflect' .L�, : L 2 _ D+ S EI- 207. 11 -ir,
Total De f I-EN-ct I On = 1 - ( Dead Load Deflection) + Live Load Lief led i:�
(D -dead L=liTle S -ow W=wi nd I zz I,��'''� �' =nt ru�.1 (�[� C �Ld on = iii t_-�
_-rate.)
as output)
DESIGN NOTES
_ Please verify that the. default deflection 11m is are appropriate for your app i anon-
. E M ( tri-act�u�ra l Composite- Lumber), the ttached L se -lection is forpreliminary design
only. For final membef design. contac4,
your local L manu` act��rer.
- ,size factors vary from one manufa tur r to another for SCL materials- They carp
_ BUILT-UP L -G E��� : rpt �.changed 11 � t� database editor.
pct manufacturer for conn t�` n details when lead are not - l� �� �� ��
�- - - - to all pJ.
I -`
Dea
Live
Total
Bearing
LC. nue r
Lencrth
Woodworks
r%r nif 1
,'r'i�� :a w•. ' � �.�° :4'`.4=F ��i div '�"S
COMPANY
trLl tUr l Fngineers
1600 John Adams Pkwy. Suite
Idaho Falls" Idaho 83401
Feb. 8, 2006 14:09.40
design Check Calculation Sheet
Sizer 2004
Lumber n -ply, D.Fir-L (N), No.1/No.2, 2x6 IF , 2-LPIYS
Self Weight of 3.85 plf automatically included in loads;
Lateral upport: top= full, bottom -:,z at su'pport's Load combinations: [CC -IBC:
SECTION vs. DESIGN CODE NDS -2001: (stressz--psi, and in)
C r l t~ e r 1 n
1 i
n a l
- ValLi,%e
=
r �, �, I a n
Fv
Value
2) 0
q Ir
I
Ty, / F ' 0.19
Be {rrfb
FACTORS: , 1
4,D
= 302
F =
1
Cr Cf�1 r f rt
1
Dead
Def 1'n
0. 00
=<L/999
1.00
1.()00
1.300 1.00 1 .00 1. o
1.00
Live
e f l r [,
0.00
'-' L /9 C
.° 1 —
L 30-0
0+
05
T o � a I
Defer' n
0, 01
<L/999
. 15
L/.240
0.06
.. •.,{
�,!yfie'
ADDITIONAL
DATA.
FACTORS: , 1
4,D
M
lel + .
Ct
Cr Cf�1 r f rt
1
CIL L Y
F'+ 850
1. 15
1. 00
1.00
1.()00
1.300 1.00 1 .00 1. o
1.00
L
{y
3 on
.0()
V
- L 00
F lJ +J r-
—
y
(D dead
F r,p �
e
1 .
1.00
-�
�
_ _ _ 1 .�
.. •.,{
�,!yfie'
_ `�
-
are
l
is find
in
the Analysis
.I
1 . 4a/ � F
PROJECT
DESIGN NOTES:
1 . I rife In t the default deflection f im its Bre appr p ri ate for yDur application
2. Seen lumber bending members shall be I teta l ly supported according to the provisions of NDS Clause 4.4.1.
. BUILT-UP B EA.M= It is u r`i"1d that each piy is inglcontinuous member (that is, no butt to,
at intef-vals not excineding 4 times the depth and that
each ply equally top -loaded. Where-., b�@Ims are i e,f a . D�. i l fasteningd
ta km@y be required.
4 .1
4
3
lel + .
7
( dJ �f ) , T —
50S,_
353 lbs
Deflection:
LC
✓+ .
7
( L ate# ) E 1
_ 3 � T _, .7
iii
-_ r
i �.
1 i L) 1v
Total De f le -c
3 on
- L 00
( Dead Load Cie
f Iect ion)
Y
a
LI e Load De f i t I an.
(D dead
L=11
e
3-3no
-ind
T =
(All LC'S
are
l
is find
in
the Analysis
Ou�pUt)
PROJECT
DESIGN NOTES:
1 . I rife In t the default deflection f im its Bre appr p ri ate for yDur application
2. Seen lumber bending members shall be I teta l ly supported according to the provisions of NDS Clause 4.4.1.
. BUILT-UP B EA.M= It is u r`i"1d that each piy is inglcontinuous member (that is, no butt to,
at intef-vals not excineding 4 times the depth and that
each ply equally top -loaded. Where-., b�@Ims are i e,f a . D�. i l fasteningd
ta km@y be required.
4 .1
woodWork-s'
LOADS: ( lbs, psf, or p!f )
COMPANY
. S Structural Engineers
1600 John Adams Pkwy- p t 200
Idaho Polka Idaho 83401
Feb- 8, 2006 141-12-03
Design Chick Calculation Sheep
Sizer 2004
4, & -I- I-JU LC2X y uw lam, I- II
MAXIMUM REA
03
17
Dead j ,
Li%�e 919
'dotal 1506
Bearing
number 4
Length 1.0
W,
Lumber n -ply, [3.Fir-L (N), No.I/No.2, 2x6", 2-Plys
Self Weight of 3.85 plf automatically included in loads;
Latera! support: top- full, bottom= of sUppo�ts; Load
combinations.- ICC -IBC;
SECTION vs. DESIGN CODE NDS -2001: (stress=psi, and in)
r� t e r 1 o n
J l iy'T l
Value
Shear
f
95
B.en ,inv +
fb896
%+u
1°
Dead D e �
0.01
=<L/999
LI-11-rDe f l I
n 0.02
�
L
"Total Da �? "
n 0.03
<Lr/ 999
ADDITIONAL
DATA:
FACTORS: F
C D
Ct-;
V
L r 1 5
• '+ 'ter-
'k}
FV' 180
1.15
-
0
! . 00
E h 1
_L c iJ
I
. OC)
1_00
CL
Value
— 1271
2 7
'r L
L/36
L24
Anal vs De
. L n
0.4
fr 0.71,
rLCff
_ � T, • 1 0V design 046 lbs
ly
"dotal Def lectl :� = , ( Dead Load Deflection) +� 11 ' ,� L+��.� �� �
=dead L� i � ��� ect i c)n .
. 1
r a t =C rlt ruf- i �
(All L ' are .listed ri the Analysisoutput
oEsIGN NorFs:
PROJECT
587
919
1506
4
1.0
1- Please rife that the default deflection limits are ro rate for your applicatio.n.
2. Sawn lumber bending -members stall be laterally supported according to the provisions of ND
3. BUILT-UP BEAMS- It is .d that each ply is a single continuous member that i � D
at intervals not exceeding 4 tirnEs t% depth ut[ joints afe present) fastened together securely
each ply is equafly top -loaded. VVher %earns are side -loaded:
1.300 1.00 1.o,o 1.00
.00
L .
%+u
1°
�
9
1.00
4
rLCff
_ � T, • 1 0V design 046 lbs
ly
"dotal Def lectl :� = , ( Dead Load Deflection) +� 11 ' ,� L+��.� �� �
=dead L� i � ��� ect i c)n .
. 1
r a t =C rlt ruf- i �
(All L ' are .listed ri the Analysisoutput
oEsIGN NorFs:
PROJECT
587
919
1506
4
1.0
1- Please rife that the default deflection limits are ro rate for your applicatio.n.
2. Sawn lumber bending -members stall be laterally supported according to the provisions of ND
3. BUILT-UP BEAMS- It is .d that each ply is a single continuous member that i � D
at intervals not exceeding 4 tirnEs t% depth ut[ joints afe present) fastened together securely
each ply is equafly top -loaded. VVher %earns are side -loaded:
WoodWorks'
LOADS: ( Vit, psf, or plf
Load I Type I ur-Astribution
Lol Dead. Full Area
Load, Snow Full Area
*' ' � l k tar ; Width (ft)
COMPANY
1600 Jorhn Adams Pkwy. Suite 200
Idaho Falls. Idaho 83401
Feb. 9. 2000 15-.18-.53
Design Check Calculation Sheet
Sizer 2004
Magnitude
Start Ed
I. k'2.)*
35.00 (2.00)
Locate
Start
MAXIMUM REA,CTIONSIlbs) and BEARING LENGTHS (in):
ft uattern
grid lead.
No
PROJECT
r
Dead 85 �
LIVe 175 17
Total 260
Bearing:
LC number 2
r
"
Lumber n -ply, D.Fir-L (N), No.1/No.2, 2x6", 2-Plys
Self Weight of 3.85 plf automatically included in loads;
Lateral support: iap= full, bottom= at supports; Load combinations: ICC -#BC;
SECTION v5. DESIGN CODE NDS -2001: (stress=psi, and in
Shear rI erl n
nal i
L -
Value-
i
D� �� Iii
F� ' �`
V -Lee
L,� 7
nal si5 �� ���{�
V F �' T = 0.09
Beni (+)
fb
2 57
F
127 1
fb F ' _ 0.20
Fb ' .�_
50
1
. � �
1 .
1 .
1 .
1 . 0 1 . n
Lies fl'�
01 -
L
0. 1_1 _
L/36
.0
180
Total D fl'n
0-.02
<L/
.
L/240
0.09
.
- 1.00
A D ru" 1, - F I N 1L. DATA:
'I t o L 1 _ 1-00kueaO L 8CA Deflection) + 11 -live Load Deflection.
D=dead L= 11 V e. S=; --snow =im pact C_=cons t ruc ion CLd=concent rated)
(All LCs are lisIE-ed in the Analysis Output)
DESIGN NOTES:
I _ Ple2 e verify that the default deflection linnits are appropriate for your application.
2. Sawn lumber beind-ing members shall be laterally supported according to the provisions of NDS Clause 4-4,11.
3. BUILT-UP BEAMS- it is assumed that each ply is a single continuous member (that is.. no butt joists are present) fastened together ur l
at intervals no'L exceeding 4 tires the depth and that
each ply is equally top loaded_ Where beams are si,dedoaded, special fastening details may be required_
M.
Fb ' .�_
50
1
. � �
1 .
1 .
1 .
1 . 0 1 . n
1 , � 1
0
1
0
F'
180
1
.1
1.00
7. 0
-
- --
.
- 1.00
1.00
.0
1.00 2
Fcp'
fS 2_
-
1.00
i. 0 0
1,00
1.
--
E
i l
I n
1,00
1 . '
-
- --
- 1.00
-
1n{
*
L4
2 =
+r
-
325 .lbs
-t
3 he e A r
1. J 4
2"
D+S,
_
-260,
desicrn -
212 l4.d
Deflection: ion:
L
2
'
T-1 -r
+ )7 e 0 '-
in2/ply
p
'I t o L 1 _ 1-00kueaO L 8CA Deflection) + 11 -live Load Deflection.
D=dead L= 11 V e. S=; --snow =im pact C_=cons t ruc ion CLd=concent rated)
(All LCs are lisIE-ed in the Analysis Output)
DESIGN NOTES:
I _ Ple2 e verify that the default deflection linnits are appropriate for your application.
2. Sawn lumber beind-ing members shall be laterally supported according to the provisions of NDS Clause 4-4,11.
3. BUILT-UP BEAMS- it is assumed that each ply is a single continuous member (that is.. no butt joists are present) fastened together ur l
at intervals no'L exceeding 4 tires the depth and that
each ply is equally top loaded_ Where beams are si,dedoaded, special fastening details may be required_
M.
'wood -works
LOADS: ( lbs, pfx or pif )
Loa Lel i t
t � _,fa irl
Load4ll Dead Full Area
Loa C- IiiI V e lFuil Area
TI butary Width (ftp
MAXIMUM REA
Dead
Lj_v
Total
Bearing:
LC moraber
Lenut
S r W i w a ;r i ,j, .} �� tis- }. r y rx r r� , + 1 � � M1 ''y
COMPANY
tw tUral Engineers
1600 John Ad ams Pkwy. Suite 200
Idaho Falls, Idaho B3401
Feb. 8. 2006 15-101-116
Design Check Calculation Shut
Sizer 2004
.iA a g n ie., 'u. u
Start End
00 (9.50)*
40.00 (9.50)*
LOC a ti C)n f tjattern
Start end Load?
N
N
0
PROJECT
01 Y
220 220
'0
790 ` -7
90
2
Lumber n -ply, .Fig --L (N), No.1/No.2, 2x6"", -Pl
Self Weight of 3,85 pif automatically Includedin loads,
Lateral support: top= f If, bottom= at supports, Load combinations: ICC -IBC -
SECTION vs. DESIGN CODE NDS -2001: (stress=psil, and in
t o E -1-o4 1
Analvsis
Value
D c%�_i s -i g ,l 1
V a 1
1 1 a I Y J� f 7..� im ign
� -
� �
��C
L
gib' + 850
1.00
1A0
1.00
1-000C , 1 . � � 0
1
00
1.00
-
Dead D f I' n
0.00
L''
1, 0
10
.
- - - -
I TV Df l t n
0.01
~ L
Tom+ : 10
L/360
0.
1
Total Deft'n�
1 _
L/9
.1� =
I� ���
ti.
1.�
, o
1.6
mill
n
1.00
1.001a
ADDITIONAL DATA:
FACTORS, F
D
C
t
L �' C fu ��
� -
� �
��C
L
gib' + 850
1.00
1A0
1.00
1-000C , 1 . � � 0
1
00
1.00
-
FV 180
1.00
1, 0
10
.
- - - -
,
1_-)0
1
.00 1,00
ra
-
.
1.00
v - - -
, o
1.6
mill
n
1.00
1.001a
-
ndin 4 + a
#
2 =
D+L,
M =
5 9' lbs -ft
Sheaf .
L
D+ L,
7 J it 4, d e s l +g n 5 4 8 !.J'
D
Total De f I=fit -
n
1 . 00 ( Dead
Load
De fled 1orr) + Live Load
D�
�f1ect
i. on..
f 1` i
(All LC' s
are
listed
in
the
Anaiysi output)
DESIGN NOTES:
I . Please ver-Ify ver-Ifthat the default deflection 11m[ts are approp-riate for your application_
. Sawn lurnber bending members r shall laterally supporl-ed according to the provisions of NIDS Clause 4.4-1,
. BUILT-UP BEAM : it k @ssu that each k Is a Single o roti n u u me r (that i , no butt joints a re. present frits reed t th e�
t intervals not exceeding - � �. �� r�
times the depth and that
each pier is equally toy loaded: Where beams are idl_Ioaded. special fastening details may be required.
C
N
Woodworksilk
COMPANY
Structural Engineers
1600 John Adams Pkwy. Suite 200
Idaho Falls, Idaho 8340
Feb. 8. 2006 15:01:48
Design Check Calculation Sheet
Sizer.2004
_OARS. lost
pf, or If )
l n l v i
s v a _ u 've
Load r' +' e
i .' L
DistrO tion
1 11' 11
I,,1 g ` �+. d o
�[- I 1 t 7y* �j
L ISI
t 1. t 1 r
i
L
• a +. 1 1
,a I Li
1_0 0
St art Ed
L1
-art End Load?
Load" D 2d
Full Area
� � . � . � �No
1.
Ljoad5 L V:_
I TFUll Area
Fv
Dead
Defl'n
0.01�
L'/999
MAXIMUM REACTIONS iffisl and BEARING
HS (in)
PROJECT
a
e
17 fN11T
01 41
Dead 293 293
L1v -7 0 760
To a1 1053 1053
Bearing a
LC number
5
a Lumber -. I w D.Fir-L. (N), NoA/ . , 2xV,2-Plys
Self Weight of 3-85PIf alltOMatiC211yincluded in loads,
Lateral support- top= full, bottom- at supports -
Load obintion: ICC -IBC,
SECTION vs. DESIGN CEDE ND5-2001: (stress=psi, and in
r 1 t-
` r 1 on
l n l v i
s v a _ u 've
� i I �
Y� � �. i� e
Anal 1, ,� [� e 1.9n
Shear
i
L
Fv'
,a I Li
1_0 0
1 .00
1.00
1.000 .300 1.010
1.00 1.00
1.
Fv
Dead
Defl'n
0.01�
L'/999
- - �
- 1 .00
1,00
Li -v
Deft ` n
0 a 0.3
L 91
0. 13
L/360
0
-25
Total
Defl' n
0. 05
<L/9990.20
-
L
1 . r-
M I I I i
ADDITIONAL DATA:
Deflection: LCA 2w +L E 1 3 -1 . �7� 1b-in2p1
Total e f1ec-tion 1 . ( Dead Load De t1*ec ion) + Lire Load De fled -ion .
D=dead L=11 ve S=snow W=wind ,I�ir ct C -Construction r1Ld.=C_c ,_-gent rated
(All L ' s are listed in the Analysis output)
CEII NOTES:
I _ Ple@se verify that the default fle tion limits are appropriate. for your pp11ation.
" Sawn lumber bend"ing membersshall be laterally Supported according tQ thn pfov'sions of NDS Clause 4.4.1-
3.
. .1_. BUILT-UP BEAMS: rt is assumed that each pl is @ single cont'in u u mr--, tuber (that .s, no butt joints are present) fastened together securely
at intervals not exceeding 4 tirnes the depth and that
each plyequally top -loaded. Where beams are side -loaded, special fastening d tall h% r� ��� d
4. k1
D
t
CL CF, ('fU
�
i
L
Fb'+
0
1_0 0
1 .00
1.00
1.000 .300 1.010
1.00 1.00
1.
Fv
180
.x.00
1.00
1.
- - �
- 1 .00
1,00
1.00
p'
6 Z D
1 .00
1-00
1 .00
1.
-
E'
1 . r-
M I I I i
1.00
1.00
1 .0 0
1,00
'-
Bend 1 n (
+) .
LCC 4
j_F +L f
M
10 F5 3 lbs -ft
Deflection: LCA 2w +L E 1 3 -1 . �7� 1b-in2p1
Total e f1ec-tion 1 . ( Dead Load De t1*ec ion) + Lire Load De fled -ion .
D=dead L=11 ve S=snow W=wind ,I�ir ct C -Construction r1Ld.=C_c ,_-gent rated
(All L ' s are listed in the Analysis output)
CEII NOTES:
I _ Ple@se verify that the default fle tion limits are appropriate. for your pp11ation.
" Sawn lumber bend"ing membersshall be laterally Supported according tQ thn pfov'sions of NDS Clause 4.4.1-
3.
. .1_. BUILT-UP BEAMS: rt is assumed that each pl is @ single cont'in u u mr--, tuber (that .s, no butt joints are present) fastened together securely
at intervals not exceeding 4 tirnes the depth and that
each plyequally top -loaded. Where beams are side -loaded, special fastening d tall h% r� ��� d
4. k1
Woodworks
LOADS: (lb 4p fa or pIf)
Loa ,� , r ...
Loads Dead
Load2 Snow
Lard 3 DT a d
Load4 Dead
Load5 L
Load6 Dead
Load'7 Snow
load8 Snow
*'Trib _
Full
Area
Ful I
Area
Ful I
UDL
Ful I
Area
Ful l
Area
Full
Area
Fu IL 1
1
Asea
Fu_1 I
U D.L
Width (ft)
MAXI EA
COMPANY
Structural Engineers
1600 John Adams Pkwy_ Suite 200
Idaho Fall, Idaho 83401
Feb_ 9, 2006 15-.10.-14
Design Cheek Calculation Sheet
Sizer 204
Magnitude
��+y]1
Start 'ryY
1L o CatiC-)r f
y�
Stark End
L
j__-a
+�
fV
116
-00(lo ejt
207
b _
80.0
Fb
No
15.00 (9.50)*
,r
No
40-.00 X9.50)
1.000
N 0
15.00(11.00)*
1.00
No
.5.00(11.00)*
0.10
o
232.0
No
PROJECT
Y
T
Dead 983 983
Lies 1844 1844
Total 2827 282
Rea r3 -n
LC number 4 �
L nit 1 1.5
Lumber rail , D.Fir-L (N), No.1/No.2, �2-Plys
Self 1 ei ht of 5.07 plf automatically included in loads,
c a-tera! support: top= full; bottom t UDDOrt ;t=oad combinations- ICC -IBC;
SECTION v5. DESIGN CODE NpS-2007: (stress=nasi, and in)
rlt�ri71
Shea
Bending
Diad Deft T n
Live Def Un
n
Total L)efil'n
nal ,r�
Vra 1 Lie
Design
Value
fV
116
FV
207
b _
968
Fb
1.1-7
n n 1 —
,r
1.00
1 . 0
1.000
1.200
1.00 1.00
1.00
0.01
<L/999
0.10
L/360
1.15
1.0
1 . 'J-,3
ADDITIONAL DATA:
��na1 �s- /De—si
+fr ' L0.83
DESIGN NOTES4.
.
1 . Please verify that the default deflection limits are appropriate for your application.
. Sawn lumber bj=nding members shall be laterally supported according to the ro i lon of NDS Clause 4.4-1 _
BUILT-UP EMA : it is assumed that each ply is a single continuous member (that no butt pints are resent) fastened to her secmely
t intervals not exceed -Ing 4 times the depth and that
ea.ch pier is equally top -loaded. Where beams are side -loaded. special iastening details may be required..
Fb' + 850
1-
15
1.00
1 . 0
1.000
1.200
1.00 1.00
1.00
i.'("
FV' '180
1.15
1.0
1 . 'J-,3
-
-
- -
�
. 00
ell
1
Fcp' 625
1 . 00
1 - 00
L a 1 . 0,
ml 111
on
1.00
1.00
-
a
- -
1.00
1.00T
en frig (+) .'
LC#
4
= D+S,
M
2120
lbs -ft
Shear
Lam#
4
= D+S,
v
8
ri
= 1688 lbs
Total D f le-cCl
rl =
1 , ( Dead
Load
De
-flection)
+ 1L j ve Load
e r' l
ct l n.
(D -dead
L=l
vim
S=snow=
1 nd
1=impact C=
Con tr ruct ion
CLQ--c0nC:ent
.
rated)
(All LC's LC'
ar. .
liste-d
1n
the
nalysis
output)
DESIGN NOTES4.
.
1 . Please verify that the default deflection limits are appropriate for your application.
. Sawn lumber bj=nding members shall be laterally supported according to the ro i lon of NDS Clause 4.4-1 _
BUILT-UP EMA : it is assumed that each ply is a single continuous member (that no butt pints are resent) fastened to her secmely
t intervals not exceed -Ing 4 times the depth and that
ea.ch pier is equally top -loaded. Where beams are side -loaded. special iastening details may be required..
WoodWo-rl<sk'
LOADS: ( lbs, pst, or plf )
COMPANY�
Structural Engineers
1 600 John Adams Pkwy, Suite 200
Idaho Falls, Idaho 83401
Feb 9, 2006- 1514-.46
Design Check Calculation Sheet
Sizer 2,0C4
Land
Type
Distribution
Magnitude
Luca t i r:- f- t I
Pattern
Start Encst
end
Load?
Loadl
Dead
Full Area
1 . 0 (1--,. ) +
Load2
Snow
Full Area
3 15. 00 (17 50 1
�+
Load3
Dead
Fu 11 UDL
80.0
No
L o ad 4
Dead
Full Area
15.00 .(9. 5 ) �
�]
i. a .5
Li vi
Fu' , Area
40-00 ( . 0)
NO
Load
gad
Fia^_1 Area
15-00(11.00)*
0
Load -7 -
Snow
Full Area
3 5 _ 00 (11. ) +
o
Loa
no
L Full UDL23L_.0
o
'Tri- butary
Tide
(ft j'
MAXIMUM REACTIONS lbs) and BEARING LENGTHS(in):
PROJECT
4 FT HEADER AT 2 FT
LS
: Lad 1 31
�1 1
Live 2459
Total 5 7 '7 2 2459
377 2
Bearing:
L C-, n umb e r
Lrq,�
Lumber n—ply, D.Fir-L (N), No-l/No.2, 2x10", 2 -Ply
Self We Ight of 6.47 plf automatically included in 1 o a dS;
Lateral support, top= full, bottom= at supports, Load ombinat[on : ICC -IBC-
f
sEcTION Vs. DESIGN CEDE Nis -zoos: (stress=psi, and in)
�r t t In,
Shea,
_nen in +
Dead Ike f l ' n
_r,�-aI r,r,
t;I V11 i�� L 1 11
Total De f l ' n
Anal-yrsis Value
f = 125
b 1059
. 01 L/X99
F, F)�)�T I Q Q Q
U . kiZ - ��f
0.03 _ L9,
Value
v ' _ 207
LF.b' = 1075
T /36n
0.20 L4
y f� ti
J
f b Fb _ ":
ll L
ESA
.11
FC p 625
1.00
I.0
- - -
- -
Et �
111
- - - -
Bening +) r L _ l - °
",_L cti n: L - 4 D+ E = 158. ' 1] - r l .
Total De f le ti on I . 00 (D�ad Load De f le t tori) + L1 iorl
=dn_ ad L=Ii e =5n w W win I= ��V r �� � , °_ CLdwzconcentrat ed)
(All U, t are listed in the Analysis output %
DESIGN NOTES:
. Please verify that the default deflection Iiinn-its are appro ri2te for your application,
Sawn lumber b rei i rig members lull be laterafly supported accord-ing to the previsions of NDS Clause 4-4-1,
. BUILT-UP BEAMS. it is assumed that each poly 3S 2 Single ontin u u. member (that i ,rho butt jo int are �e nt` fastened
2t intervals not e:� ding tares the depth and that
each ply is equally top -loaded, Where beams are side -loaded, special fasteenirig aetai9s, r b required.
T
4. N 3
WoodWorks
LOAD ( lbs, p f, or plf
Load I Type
Loadl Dead
Load 2 Snow
Lada Snow
Uistributionj
FU11 Area
FU11 Area
jF"Lj1J. CDL
idtt. 4;
�� i! ���'IL :4� ���,�.'�F F����iJ4! �fi iii."••Id
COMPANY
Structural tingineers
1600 John Adams Pkwy. Suite 200
Idaho Fails, Idaho 83401
Feb 8, 2006 15-09-13
Design Check Calculation Sheet
fa n-tud
Start End
15.00 (8.0,0)*
35.00 ( . 00) -4.
560
Sizer 2004
Location tIft}
start End
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) ,,
Pattern
Load
No
O
No
PROJECT
OHDOOR HEADER AT END
s_IIdin f + # 2 D f s-15044 -
I Shear L
n, LC 4 2 D 4-� EI= 720 .2 9eO 1-1n.-:') /�1
Total �
_ L
Jam''ei l e t i n �- � e 00 tial � Dead L k � a De. f I e Via:. °�L. i '`�.� �� � T Live L '�f a d D �. � I. e r � t
ion.
s are I? step. in the Analvsis outpfi
DESIGN ATE S :
1 _ Please verify that the default deflection l'ireits are appropriate for your application.
- L- E ( tri turas Composite Lumber)- the attached SCL. select -ion Is for preliminary designonly-For final
OUr �O l L manufacturer
member design contact
. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
BUILT-UP SCL-BEAMS, contact manufacturer t'or connection details when loads are not applied equal[equal[y to all plys.
A , � —
�
•�;'
Dead
1073
� �
'.:'� m ,.a_ - �vs w mJ_ .._ �. h .••'m,W S#Y^.a. • -. .^• . { . .. .. ;1f x v w _ r °.
-'_ m
S
�� . Fl i +
.•.sf• •• it
Ate..... -d�° • �,,d v� mJ 1 m_ �
��-
'- tee- •Meme
m. a. ••
'�• •.�^F-•
•:.. 4'-•., ., _ J ,.�.r. .. .. ., a• - : .. . Amy.. ..:
_ aa -f .w_.+.,. m.. _� - ..n mai... .� .:. L_- f .F,1
_' •• • -�
_
: i .
t ..:F *..
0 73
• y
J.f,•
_ ,$,, -
- �f m
: -
_- . w. ti : _ ... .,.
_
v m ...J .
--x. m ma.m-., ��m •.r�r. - � tlr��•, tla mr s ,r .
_. ._. m �. a 4e•F .. -... .- � � � a. .�_ ,`1x ' _ 'Y._ ..: lyp
�
i. i+��l ..r -..� - -.T °' •: ice. .. �. •-+'�'Y .. - •.c.. ._
1 +
•, ,,C
m.
.-- -
-
' � a6��lm
vJ�
�. i-ma6_..
_ F:. 1 ..�.
_.1..i Jt -r+'
aiY.. mewl' �1
.yev
!!5i�
... .. y .. ... _�
.vT °. • ... m. -�, :. w
- _ ... L- - v
aaax�v „tim-ars _ �. _.. .. yr m. ',. - v.. ..... : n • ,'�
,• r, ..�.,a _.. _ ; . � m - � ::... ... ;.m: t__ _ _+ -r._,.�•_- P :- Wim., .. ..
{:.,
..� .mtl. ..e7Hrtlark��°,r�n: l m_m �.. �.mi. m -.rt_ •_ m. _s ,•?{'4 el. �s v_ a_mr F'r^. �_ s..
5 m r `.: �•gntl{..::.•J� wd: l._md m _. _
,
�'..
> _
.�:.
..
-
_ .
�aL v
�z ..+-,�-Y' _ .J
•Y. - •yll—v:
� y` T
�,',
- •'�"'.. .,v
L: m. , ...
:y, k_. _ - mm mm. ', n+ al . _ - -
• J•+_'s _. m - i.
-vi: ° •�
..: .., r • - -_. ��1�'�-�•'e .�F _..r�mmmi _Ye'° . J�
. - � , �xm.. _mm::°la...a i�"' L { . + . m ..,:�a m � • ° r•�m Fm: w Vii:: �'mma � .a. , -
s. 4r _1� .t} .v �, .,.. �•i 1
mvt., -. `x
� ,�
x
.ra�,�:Yi°
'-
o �r_.°A _. _
_ .-
.. �e-�". .
_ `..'r i'. - _ii.l _
_ ..f�h�i.rs' +.tl ri Y'� .�.kti. i• �
-
' ,r
- •Irmmo.,.
_ � v .. ,
•_L m -- my• ..- '.+-d '"
.i ,, a.: _ .7'J=v m :...ma... ..
' � ��b �.m .51 ''_. -.a .a-�:.-v-' ,; , w -�,•� ./-'' . ,v xyJ}p sa .. .16. a
t. m- re�tl_�i. r -.,a C'•4.- 'i'� -�4a v..•
�.
-L•
+^+.•
a
. �.y. .�.e-�.,. _. �'.:e -
fey:.
••�.°•�•�il
: i.��l' _ .J ... ..+i'
" m •..
.17 1, `4- ". .°�:. �
..-
• '" � ' ' ,6'�- '` ' - ••aw'x ��:i q ',
....
Mr
-
`��
wT' ��'-. ,M w�
• �f -
eFV .. -
_ '- ° xm - ..r - �y:e•
. ..xti+.�..,,,.-.m-+.� �
.. +ar-.mr• _..s'-:"� .::._.. .:.: i•o-_ _ _ ,. •.N.�>t-,�.:. a[; .. :..•.—. .:
x�'
. -.. H- •• ...a.°e.... r ..aim.. u ' ma .. sa„! -• . - •'' v L .. �Mf -...�}
-
-
•am-�{'
'
, r.
... ...
„ti.
7itl . ""_.^mR4 x•d :i
riF •�•
sL.., •`� �.tl
_
_ - . i F° - . -. v ',.Y im” :�'r ~•
mea.,_.°.., • - . 1 tia� •. ..—
_
_
DESIGN CODENDS-2001, (Ibs, lbs -ft,
., mime+ _
nv�
d .�'}. ,.. _. _ �. .. :
....
-
VT �� �_ _k �
D e gn
', X
- - �:
._. _ x n.'.^.'m -: ,w._e, a:4 t..
.i.-.. 4mx a , -_.
�..
m��. .. •. m • ..v• .
s_IIdin f + # 2 D f s-15044 -
I Shear L
n, LC 4 2 D 4-� EI= 720 .2 9eO 1-1n.-:') /�1
Total �
_ L
Jam''ei l e t i n �- � e 00 tial � Dead L k � a De. f I e Via:. °�L. i '`�.� �� � T Live L '�f a d D �. � I. e r � t
ion.
s are I? step. in the Analvsis outpfi
DESIGN ATE S :
1 _ Please verify that the default deflection l'ireits are appropriate for your application.
- L- E ( tri turas Composite Lumber)- the attached SCL. select -ion Is for preliminary designonly-For final
OUr �O l L manufacturer
member design contact
. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
BUILT-UP SCL-BEAMS, contact manufacturer t'or connection details when loads are not applied equal[equal[y to all plys.
A , � —
161
Dead
1073
0 73
Total
-7 1
'21 619 8
�•
Bearing.
3761
LC nurnber
Luis t In
1- 4
Jy`
LVL n -ply, I -BE,
2600Fbj1'314X14"
2-Plys
SelfWeight of 14.12 plf automafica[ly included
in loads-,
Lateral support.- top- Buil, bottorn=
at uppor-t, Load combinations
ICC-18C,
SECTION .
DESIGN CODENDS-2001, (Ibs, lbs -ft,
r I t L. i o n
i1. 1 a l �Y� s'
VT �� �_ _k �
D e gn
', X
h �.r.
ZV
F 328
•-,+ r ! -
B ndj_n
=
1579
Fb 1 -� 2927
fbr'Fl ' - 0.54
Dead Defl'n
0 .14
<L/999
L1 V De f1 Fn
0 . 3 4 -
L/558
0. 53 L /3 60
0. 64
Total efl `n
0.49 -
L/398
. 80 L/240
-J 0 60
ADDITIONAL
DATA:
.ro 2600
1.15
1.00
1.000 -
1 . 00 1 ." 0 �
-�
FV ' �,1
1.00
— a �
..
1.00 T
"I
1.
Fp' 71�f 1. �'j1
- -
1 0
.00
'*+�+
-�
`7
�"e mIL F 'l_J
L 1 I I i n
1 x 0.0
+moi}�
s_IIdin f + # 2 D f s-15044 -
I Shear L
n, LC 4 2 D 4-� EI= 720 .2 9eO 1-1n.-:') /�1
Total �
_ L
Jam''ei l e t i n �- � e 00 tial � Dead L k � a De. f I e Via:. °�L. i '`�.� �� � T Live L '�f a d D �. � I. e r � t
ion.
s are I? step. in the Analvsis outpfi
DESIGN ATE S :
1 _ Please verify that the default deflection l'ireits are appropriate for your application.
- L- E ( tri turas Composite Lumber)- the attached SCL. select -ion Is for preliminary designonly-For final
OUr �O l L manufacturer
member design contact
. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
BUILT-UP SCL-BEAMS, contact manufacturer t'or connection details when loads are not applied equal[equal[y to all plys.
A , � —
Sizer 2004
LOADS: ( lbs, psf, or• If )
Lc�ac
Twoe
Dis tribut ion
Magnitudes
L l ri ft p
n aL' i Desi
:r.
sheat
Start
tart End Load?
Ln.adl
Dead
Full Area
15. 00 (1 .3
N
_ - _, .• � _.
,_Fy�,y.. _ _ °` tie.. `.. � r�
•r ey � .r- _ ,i ; -. `� -.,�
_:lei t; .. }*
�
*
r ..
� _
._.v-., .Y n.%r.e- .,
•. '
.��
+�v...•°.. .:. v"
�v'
,
-.. _ ,.
.o--- -
. -.--.y, .r
" _
'Y'• -
*1iib, utoLerr
••"_�-,
• ._ s-
a-�
Wici t 1 IfLr
... � r sv � .. .T.r
,_ S'^ .. ._ •_, z.
-•„r r•• a e. .. ....__
_ ,� a _.
-,..t.."
- ^' .
�_._r• ,.e .,. ,v
.. �_ e.
:_ :, _T
::+��,.y
MAXIMUM REACTIONS. (lbs) and BEARING LENGTHS (in):
Lie a ct
e i
L+ 17.7 -1 4100
Total 5833
5833
11 BearI_n
°moth .L .
LVL n -ply, 1 .8 E, 260OF b, 1 e- "F, -
Self Weight of 14.12 pif automatically included in loads;
Lateral support: top= V1, bottom- at supports- toad ombin@tions, l -1'B Y
SECTION vsJ DESIGN CODE NDS -2001; (Ibs, lbs -ft, or in
rI �er1 r
Ana 'LA's
e
.�
'._-�
VaI-ue
n aL' i Desi
:r.
sheat
ZV
__ -,rt _
_ -
s .rv-•.'.:. !'• 1.. ._s .
° ,rr° • � � ., .y _
.,^.+-.e , e.� .fie. •.L•
° r �. .�.
_
y;. , _ .
_ - _, .• � _.
,_Fy�,y.. _ _ °` tie.. `.. � r�
•r ey � .r- _ ,i ; -. `� -.,�
_:lei t; .. }*
�
*
r ..
� _
._.v-., .Y n.%r.e- .,
•. '
.��
+�v...•°.. .:. v"
�v'
,
-.. _ ,.
.o--- -
. -.--.y, .r
" _
'Y'• -
__�•- e,� .�i��- .
4{. e+-� tr,fre. -+r- � e-�a- L _ e.
i' - - ^ �j,,S r - -' d v
••"_�-,
• ._ s-
a-�
q,
�" , ..
.. ..
... � r sv � .. .T.r
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-•„r r•• a e. .. ....__
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- ^' .
�_._r• ,.e .,. ,v
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:_ :, _T
::+��,.y
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,...ti
.w
_
...- -
:._. :.
fig.
_ .t 'y,
.- �•L
_ -.e°r_ ••
:a• ..+A+
e
vYx+1 _ . • '�
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r
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...
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a�r�
f.w „� �[ _ ar. k:.r: ' �.
.,irw;
-•.�+ +'°' _: r.J.- ,1,
� _ "f"
.. -
_ •- _�d�.. .few"°iL: L; _ �,��r�ee ��� �. , -
- T'
a •.--` h 1. - �Lti� _.. .-. a, �.
:�,.rf` vi.e ' .SSS _- , ' '`°:'" r
ve re.
�..'-. •.
v. .�
•-
''_
...tie• v. .. __•.a •.•r>�
.. -.a .v.
:J,yNb„°
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l4r -
a a7 } ', - . r9
f l~,r qtr t i o ra .
D;--�
Lr�11
P'
r
_ -
- .. R_.
._ •v• _•"- •-•-• - •• ,� -
yr _ ..,, ,e... _.•, -� •.r ,trr•• ..�.- "' -�.r a -e_ .. v
Lie a ct
e i
L+ 17.7 -1 4100
Total 5833
5833
11 BearI_n
°moth .L .
LVL n -ply, 1 .8 E, 260OF b, 1 e- "F, -
Self Weight of 14.12 pif automatically included in loads;
Lateral support: top= V1, bottom- at supports- toad ombin@tions, l -1'B Y
SECTION vsJ DESIGN CODE NDS -2001; (Ibs, lbs -ft, or in
rI �er1 r
Ana 'LA's
1 53 Value e
VaI-ue
n aL' i Desi
n
sheat
ZV
—Design
_ 153
F 1 =
328
F v 0,47
---
Bending
fb-
_2449
_' =
242 7
f b Fb " 0.84
1
Dead De' f l' n
0.22
_ L �� 5
1.00
Live D
J
E i.
0.93
ADDITIONAL DATA:
DESIGN NOTES:
.
, Please verify that the default deflection limits are appropriate for your application -
2.
pli tion-
. L -BEAMS (Structural Composite Lumber)- the attached SCL selleCtion is for prel'minnry design only. For f nab mer
your local SCL manufacturer
_ Sias factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
- BUILT-UP SCL-BEAMS-, contact manufacturer for nnti n d to ills wheW loads are not applied e u a lliy to all plys.
iL b'+ 2600
,1
• 15
-
1.00
1.000
0. 1.00
1.00
� �e
F' '^* '" ham? 5
1
a 1
1.00
— 1.00
E i.
million
t.
- �- - -
1.00
{�
Bending (+� .
L
D+
23332
lbs -ft
Deflection:
LC#
2-
D#
�'I-
720.219e,06
i -in /p1
Total D } l e
c t i 'gid"
n
1 r 0 (
% a
ti +L Load
D e t i e L i n) + Live L cf a d
f l~,r qtr t i o ra .
D;--�
Lr�11
P'
=Sn l.4
T -;
ind
L C=C 0 nAS t r u c
n
t r�,e
(Ali LC's
are
list
ae Lin
the
final
1 utpi t
DESIGN NOTES:
.
, Please verify that the default deflection limits are appropriate for your application -
2.
pli tion-
. L -BEAMS (Structural Composite Lumber)- the attached SCL selleCtion is for prel'minnry design only. For f nab mer
your local SCL manufacturer
_ Sias factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
- BUILT-UP SCL-BEAMS-, contact manufacturer for nnti n d to ills wheW loads are not applied e u a lliy to all plys.
Woodworks`
LOADS: lbs, pf, or plf )
Typo
Load]
D e a
Load2
S F1 +.,11.
Load 3
Snow
Lao
Deead
Load5
Snow
Lose
Dead.
La7
Dead
Load8
Live
(8.50)*
Dist ribut
:�
F1 -ill Area
F u 11 1�r e a
F 4} - 1
UL
`u11
Area
FuII
Area
FU 1 1
UDL
Full
Area
Full
Area
Width (ft
rr)MP A MVd t
S Structural Engineers
1 600 John Adams Pkwy- Site 200
Idaho Falls' Idaho 834
Feb. 8, 2006 15,22.56
Design Check Calculation Sheet
Sizer 2004
Magnitude
Start
in)
End
15.00-,x.0)4
220.0
�I��'h,'�/�j �y7
� l t �r r i ^sr • i
,�)}'�-�y SI�.}I �^4�
1 it 1 a l ,i S
35.00
(8.50)*
-,. y1 fff
�l � � �� ��
0+0
j
` + a
40.00
(3.
0; *
Location [ft] pat Cera,
Start End Load?
NO
No
No
MAXIMUM REACTIONS (ibs) and BEADING LENGTHS (in):
N
N. 0
No
N
N
fit
Dead 0D
!rave 12211� 5 601
Focal 18540 1252_5D
LC numbe r
Length 5 . 1,15�
Glulam-Unbal., West Species, 24F -V4 DF, 5 -1!8x22 -1l2"
Self Weight of 26.55 Rff autamaticaiiy included in loads -
Lateral suppor#: top= full, bottom= at supparts; Load cornbinati[ans: ICC -IBC;
SECTION vs.
DESIGN CODE NDS -2001: ( std' ess=psi, and
in)
�I��'h,'�/�j �y7
� l t �r r i ^sr • i
,�)}'�-�y SI�.}I �^4�
1 it 1 a l ,i S
yI /F��'
Value
Y a l u v
,1{�yJ I�ryI � JTZ � jj
..! � 1 i hf �� 4+
-,. y1 fff
�l � � �� ��
1yg1
j
` + a
f
j j
Bending
fb
2573
F 4
f .F'b `
� 0.99
Dead De f I '
n
0_
L/970
Live Def! 'n
0t 1 =
L/4 66
0 . - = L
r
'Total �
f'L
.
�"
L l4
1 . 0 L 40
_77
o
.
ADDITIONAL
DATA:
.�
Fb +
.L ,
1.15
fir, w
. L
4. L 1 Lt
N4 �- e r'1
2400
1.
.
1.00 1. C)i 94 4 1.00
1}m
1.00
1.00
0
1 !r 0�R
'
y a+4
Y i . d 0
.
Jl
Fcp5
1.00
1.00
�j
million 1. 00
;
-�
1.00 k: 0
_
1,00
Fendi n g + I -
LC# 4 v +
M 92702 lbs -ft
L - T 4 o4-
8 5 4 , V �'hear
�-8
�,. ��� �r•�
� J7Dele
tio .
Lamte4 L)+
L1 7 -e{LF .i8
Total Deflection
1. (
ea—. Load Ikef1. ection) + Live
woad
Defile
t1cr...
L=
T s
I i :z °� 1 1 M,-,ffi� ` w 1 n +� � 1 „� j 1 [. L L,� act ' '4.J 1 7
titiLL
s L L !,� c t I 4,,;'
n i.,1 �L
= � 1 cn t r ..
a
(All LC's
are 1i tri �1 �i IS utput
DESIGNNOTES:
1 . Please rif that the default deflection limits are appropriate for your aD.Plication.
. Glulam desp n V2tLJeSar for materiaI . conformi[ing to AITC117-2001 and rii nufactr d �n accord
with ll/lT190- 1 - 1992
3- GLULAM, b d = act [ breadth x alctual depth,
. Glulam Beams shall be laterally supported according to the pmvisions of NDS
Clause 3,3-3-
5. GLULAU bearing length based on ria ll Er of F p(t n io n ), F ( 'n) ,
i
4 ��
WoodWo-rks
LOADS: t des, psf, or p!f }
Load Type" --F Distribution
Load l Dead FU11 Area
Load know Full ---Area
*Tributary Width (ft)
COMPANY
Structural' Engineers
1600 ,John Adams Pkwy. Suite 200
Idaho Falls, Idaho 83401
Feb. _ 20D6 10:22-21
Design Check Calculation Sheet
Sizer 2004
Magnitude
tart End
1- (5.00)
35.00 (x.00)
Location [ft] Patt; rn
Stam End Load
No
No
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (ire)
PROJECT
i
Dead 423 0
-L i v e -7
123
Tot -al 129B 875
gearing 1298
nu e
L g t h 1
Timber -soft, .FI r-L(N),o. 6x8@'
Self Weight of 9.62 pif automatically included in loads;
Lateral support- topes hull, bottom= at supports, Load combinations.- n -
SECTION vs, DESIGN CODE NOS -2009: t srrP_«=.,czi >,,,f :., ,
ADDITIONAL DATA,-,
L 0 0 1 x,00 1- 1, 1. cm
F1 17 1}1 1.() 1.a _ _ -
1.00 1-00
1.00.0 -
e -riding (+) ; LCA Z'21 D+ 1 -
= 12981 V design = 113 lb
. ��� i Joe l -Ire
Ttal De fleticr, 1.00 (Deaad LOad Deflectiori)Load
Deflection.
iD=dead Li.i1 ve
(All LC's are listed in the Allalysds output)
MESIGN NOTES:
1 _ Piet s e verify that the Clef@ LjIt de fl� tic) n I m'.s appropriate
2. 2,Qvn lumber bending rye �r �r ���l��t��.
members hall b later l supported accord -In �� the provisions of NDS Clause 4-4. 1
r\4 Lu
x
LU
LU
\D H
_ _i I, .�.
w
LU 11 2 Lu
I- LLJ LLJ
C)
LL
LLJ 61
CLU >
Hj
LU
LLJ
LL LLJ CL
LU
Ll 7- >
CL
LLJC) --j 7- 0
T z CD
T—
lit
I I a i
CL
LUT- <
Lij
<
Lij OL z co <
K Li
C)
CL CNLU �- E LU
LU
I I . Lu <
T— LU
—�i __� _LL LU
j
i" __�
_ja ! LU
LU C)
Y— :z LU LLJ C�
x Lu LU z
x D z _j X LU
I X Z
C\l
CL
CL
LU UJ Lu
< LL.
LU 1111 IZ
CL
lid
LU < Lu
uj
z
LL Lu
<
Lu T— I— w i LL
LU
c) Lu
x
X
LL 7 < C) C)
LL
I Ic
n
LLQ a LL] Z U
. ,,
�L X
e LU d� C)
Lu, ci Lu r --j
�n
LLJ
--I CD Ly-
n \21 LLJ Lu C) LMU LL
(�
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Lu LU ILI
tn
LU z
cz C�
ty LLJ
C)
Lu
LLJ
x C) LLJ LLJ
Bi x x z
rN
LU
LLQ
LLJ
CL
LlIf;
r% ujD- Q)
I: Lu
Lil
Lu
-q- 7 LU HJ
I i --x Lu
7t
x x x x rL C)
CL < < LLJ
LLJ Lul LLJ G�
Lu LLJ Lu Lu Li
V Ij)
n
T
S-"-RUCT]JP-AL EIIEEpS -11 �TLE;
6—PLEX
ibOD JOHN ADAM -5 JE N
I 5UJTE 200
VA -HO FALL�3, JP, 8.3401
i'205)525-&qj,5 i R E X B U F-,,', �5
IDAHO
i
v
I
PRO-]FrT Mn
Db 0,4 -7
a
I
JOHN
-:10 TE
F14LL5. iD
5340J
06( m
PA
Ll
LU =
__j
w
< LL
z
K
z
LU
��g
CL
x
�
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