HomeMy WebLinkAboutDESIGN CALCS - 04-00097 - Upper Valley Optionsi
UPPER VALLEY OPTIONS
Eel
DESIGN CALCULATIONS FOR
UPPER VALLEY OPTIONS
Job # 03478
Client: Sundberg & Associates
Idaho Falls, Idaho
Designed by: Dean M. Tracy, PE
PAGE
1.0-1.6
2.0-2:7
3.0-3.3
END
TABLE OF CONTENTS
DESCRIPTION
RoofFraming
Lateral Analysis
Foundation Design
ONAL FN
Q04� STEy��'�F�
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OF
G & S Structural Engineers
1600 John Adams Parkway
Suite 200
Idaho Falls, ID 83401
Telephone: (208) 523-6918 E-mail: gs@dataway.net Fax: (2-08) 523-6922
91
Designed By
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Project No. 03y7j3 Date �� 3-0 03
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G&S Structural Engineers Sheet I, �
�!\ ICOMPANY
wo.odWorks
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SOFTWARE FOR WOOD D-E
PROJECT
� D�3-0 -ZQQ-3 8:49: 6 ` ro
Design Check Calculation Sheet
Sizer 2002
LOADS: (lbs,psf, or plf )
Load Distribution Magnitude Location ]'Pattern"
e e u
i3 tar t End Start
End Lc ad
ILoad2 SnoFul T Area 35.00 (24.0)
Load 1'Snow I Pa rtial Area 35.00 (24..0)* s
i
*Tributary " i t (re i )
s
MAXIMUM
REACTIONS I and BEARING LENGTHS (in).
00 Z-1
21
Dead
168
Uplif t
Total 658 105
Bearing:
Length 0.0
_ 1. 0.0
Lumber -soft, D.Fir-L,, No.2, 2x6"
Spaced at '" c1c; Self Weight of 1.96 pif automatically included in loads;
Lateral support: top= full., bottom= at supports; Repetitive applied where permitted refer to online help); Load combinations:
C -ie*
SECTION vs. DESIGN CODENDS-1997: stress=psl, and stress=i
f
i ri.terlon Analysis Value
A Desi n Value,_1na1i_qDs.
Shear Ifv @d 51 10 v Fv l0.47
=
Bendlng fb = 577 Fb' = 1523 f Fb'
38
Dtion: o
Interior Live 0.00 = <L/999 0.07 L/360 0.05
Total 0.00 = L 0.1 = L/240 0.04
anti.l Live 0.03 L/733 0.13 0.25
Total , 0.05 = L4 0.20 L/120 0.23
ADDITIONAL DATA-
FACTORS:
Fb r CD CM Ct CL CF CV Cfu C r it
- 900 1.13 1..00 1.00 0.985 1..30 1.000 1.00 1.15
Fvl 95 1.15 1..00 1.00 2
F p- 625 1-00 1.00
E1 1.6 milli -on 1.00 1.00 -
Sending(-) L # 2 D+S,364 lbs -ft
Shear L C 4 2 D+ ' _ 364, V@d =1 281 lbs
Deflect -ion: LC4 3 D+, (a�rn: ) El= 33.27eO6 .fib -.i
Total Def lection 1. 50 ( Dead Load. Deflection) + Live Load Deflection.
(..D=dead =114L ''msno =win .3 I=impact =c tru. ti n = o+# trat d )
(All L ' s are listed Lin the A.A alysi output)
(Load Pattern.- = = + r L+C, -no pattern load 14n this span)
DESI(3N NOTES
1 . Please verify that the default defection limits are appropriate for your applicatiOn.
inuous or Cantilevered Beams: NOS Clause 4.2.5.5 requires that normal grading provislons be extended to the middle 2J3 of 2
spzn beams and to the foil length of cantilevers and other
spans-
Sawn lumber bending members shall be laterally supported according to the provisions
1,1
N
2
WoodWorks
LOADS: ( Ids, psf, or pif )
SOFTWARI F-0 R WOOD 04S14,8
N
COMPANY
Design Check Calculation Sheet
Sizer 2002
I Load Type Distribution Magnitude—
Start End
ILoadl
a nitude---- tar
Ldl Dead Full Area 20.00 ( -_ )----T
Lead .Snow Full Area 1 35.00 (8.25)*
*Tributary Width (ft)
PROJECT
Location [ft] parte rn
S -k -art End Load?
No
Go i
w a
e
b MAXIMUM REACTIONS Ib and BEARINGLENGTHS(in):
B
0
Dead 962
Live i.
588
962;
`dotal. 550
Bearing: 2550t
Length 1.0
Lumber -ply, D.Fir-L,,No.2,2x10',,- !
ysi
Self Weight of 9.89 p if automatically included in loads,
Laterad PPOrt; top= full, bottom; at supports; Repetitive factor: applied whenpermitted
(refer to onlinehelp),; Load combinations:
ICC-I
i.
SECTION vs. DESIGN CODE Nns-1997: (stress=psi, and zn )
rIt ric
!Analysis
Value
[design
a-Lue
a
isL� in
AnalShear
fv @d
79
Fv'
1091l
F ' = 0.7
ens.(+)
fb=
1311
'b' -
10
F' - 1.00
LiveDef-I In
0.20
L
0.37 _
0.55
Total Deft'
n 0.38=
L
0.73 _
L10
0.52
ADDITIONAL
DATA*
T 9
FACTORS-. .7 CD CM Ct CL Z CV Cfu Cr LC4
Fb,+= 900 1.15 1.00 1.00 1.000 1.1 1.000 1.00
` 5 1.15 1.00 1.00
.
15 2
Fl= 625 1.00 1}00 2
1 lilon 1.00 11CLO IIt
I
Bending (+) : LCO 2_ D+S., M 7013 lbs -ft
Shear LC# 2 D+S, V 2550o V@d 2193 lbs �
Deflection; L= D+S El= 1 9. lb-int/ply
Tota -1 e flection 1.5 ( Dead Load De lec rion) + Live Load Deflection.
(D=dead Chive S=sziow W=wl'nd 1=i Da t = r� r c ion
CLd=concent rated)
(Ail L ' s are listedthe Analysis output) C
DESIGN NOTES
1 . Please verify that the default tl ti n I imits are a :P p r pri ate for your application,
1 2. Sawn lumber bending members shall be laterally supported according to the provisions
,1r-: i i t each ply i esti
member(thatis, no butt jointsars present) fastened together
securely at intervals not exceeding 4 times the depth and that
each ply is equally top -loaded. Where beams are
side -loaded, special fastening details may be required.
!&V
0
I, Z
I
hL W
00 dWo
LOADS& : ( lbs, p$f, or p!f )
Load Type
Loath Ddb.
Load2tSnow
*Tr-i-bu tart'
.S0f FOR (>j7 f
COMPANY
s
Oct.. 307 2003 08:52:55�
i
Design Check Calculation Sheet.
Sizer 2002
PROJECT
Plbam
Distribution Magnitude
iAnaly3i.s
Location
Pattern
start
End
zart-
T_
FU III.. Area 20.00
.dull area 35-00 (8.25)* No�
lNo
Width (t)
I, MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in):
Llead
L fi ve
Tota1
Rearing:
Length
0'
968
1588
256
1.0
Load coin b na ons,- 1 �1 E3
LVL n -ply, 1.8E, 260OFb,1-3/4.x7-1/4",
Self Weight of 10.. 97 pIf automatically included in loads;
SECTION y5, DESIGN CEDE NDS -1997: (Ibs? Ibs-ft, or in)
Cri.terion
iAnaly3i.s
Value
Design
Value
lAnalysis/Design
LC#
V @d®
2275
Vr
8318
6 0.27
Bending (+)
7029
Mr '
12272
M M 0.57
Live De- 1$ n
0.32
L/416
L/360
0.86
Total Deflln
0.61
L/217
0.73
in
0 .83
ADDITIONAL DATA
FACTORS: F CD
Fla ' += 2600 1.15
285
P 750
E' 1.8
1.15
B ,n (+) :
CM
2
t CL
CV CV Cfu Cr L
1.00
LC#
1.00
1.000
1.07 1.000 1.00 1.00 2
1.00
LC4
1.00
= D+S
2
1.00
1.00
1. 50 ( Dead
Load De fl ion) Live Load De f lection.
1.00
L=live
1.00
S=SnOw
2
B ,n (+) :
L -C4
2
= D+S,
M _ 7029 lbs -ft
:
LC#
2
= D+S,
v = 2556, V@d - 2275 lbs
Deflection:
LC4
2
= D+S
EI= 300.10e06 1 -in /ply
Total De f jectlOn
1. 50 ( Dead
Load De fl ion) Live Load De f lection.
(D=dead
(All LC's LC'
L=live
S=SnOw
W=wind 1=impact C=construction CLd=concentrated)
are
listed
in
the Analysis output)
r
110
918
1588
2556
DESIGN NOTES:
a
+1 a Please verify that the default d efl cti yourappllcatt
2. SCL-BEAMS (Structural Compos'te Lumber): the
hell SCL selection is for preliminary design only. For final mem
contact your local L manufacturer. � member design
r3. BUILT-UP SCL-BEAMS. contact manufacturer for connection details n loads are not applied equ I l to all plys.
),,3
1
50tMFOR WOOD
i
' COMPANY
�__pj
Design Check Calculation Sheet
Sizer 2002
LOADS: (Itis, psf, or plf )
Load rType
p Dis tr1btion iia` ni tud
a
Start End
Laadl I Dead Ful11 1 Area 20.00(32.0'd)
lLoad2iSnow _ff�il 1 Area 35.00(32.00)*
Location [ ft j !Pattern
End Load?
MAXIMUM REACTIONS (1bs) and BEARING LENGTHS (in):
R
• 1
N 1
31.911
Dead 1215-- ..
Live
1
21001 1215
Tota1, 3315 2100
Bearing: 1 3315
Length; 1.2
1.
Y
Lumber n- 1, D.Fir-L, No -2.,
lfWei ht of 7.75 PH automaticallyincluded in loads;
Lateral support: top— at supports, bottom= at supports; Rep Wive f ctor: applied where permitted(refer�r�to online help); Loadcombinations: ICC -IS;
SECTION vs. DESIG N CODE NDS -1 997 ( stress=psi, and ars
i
ri tee ion lAnalysis value DIMS iqn Valuf
ria s/Desi n
of d - 0 3 L109
.I f
Bending (+) f 946 F b � � 1428 � fb Fb
0.66
Live Deflin 0.02- L 0.13
Total Dflln 0,03 L 0.25
0.1
6
ADDITIONAL DATA:
F I � 95 1.15 1.00 1.00 2
F 625 1.00 1.00
Ef
1.6 million 1.00 1.00 2
Shear - LC4 2 = D+S, v = 3315t V@d = 2247 los
Deflection; LC#1 2 = D+S El'- 76.21e06 1-i1
'dotal Deflect,
1 _0 ( Dead Load flection) + Live Load Deflect -Ion.
(D=dead L=Jive S=snow W=wind I='TnPa t C=constructjon CLd=concentrated)
(All LC's ar-e listed in the Analysis output)
DESiGN NOTES:
1. Please verify that the default deflection limits arck appropriate for your application.
. Sawn lumber bending members shall be laterally supported accord
ng to the provisions of NDS Clause 4.4.1.
continuousmember(that,s., no butjointsare present) fastened together at intervals not exceeding 4 times
the depth and that
each ply is equallytop-loaded. Where bears are side -loaded, special fastening
0
a
r
r F
i
1
31.911
Dead 1215-- ..
Live
1
21001 1215
Tota1, 3315 2100
Bearing: 1 3315
Length; 1.2
1.
Y
Lumber n- 1, D.Fir-L, No -2.,
lfWei ht of 7.75 PH automaticallyincluded in loads;
Lateral support: top— at supports, bottom= at supports; Rep Wive f ctor: applied where permitted(refer�r�to online help); Loadcombinations: ICC -IS;
SECTION vs. DESIG N CODE NDS -1 997 ( stress=psi, and ars
i
ri tee ion lAnalysis value DIMS iqn Valuf
ria s/Desi n
of d - 0 3 L109
.I f
Bending (+) f 946 F b � � 1428 � fb Fb
0.66
Live Deflin 0.02- L 0.13
Total Dflln 0,03 L 0.25
0.1
6
ADDITIONAL DATA:
F I � 95 1.15 1.00 1.00 2
F 625 1.00 1.00
Ef
1.6 million 1.00 1.00 2
Shear - LC4 2 = D+S, v = 3315t V@d = 2247 los
Deflection; LC#1 2 = D+S El'- 76.21e06 1-i1
'dotal Deflect,
1 _0 ( Dead Load flection) + Live Load Deflect -Ion.
(D=dead L=Jive S=snow W=wind I='TnPa t C=constructjon CLd=concentrated)
(All LC's ar-e listed in the Analysis output)
DESiGN NOTES:
1. Please verify that the default deflection limits arck appropriate for your application.
. Sawn lumber bending members shall be laterally supported accord
ng to the provisions of NDS Clause 4.4.1.
continuousmember(that,s., no butjointsare present) fastened together at intervals not exceeding 4 times
the depth and that
each ply is equallytop-loaded. Where bears are side -loaded, special fastening
0
r
f
COMPANY
0)Woo d.works.d
I
a
I .50 "E tOR WOOD DI CK r
I �
Oct. 30, 2003 09.1-42:51
LOAD,$&0 (lbs,pstorplf)
Load 1 Type
i
Design Cheek Calculation Sheet
Sizer 2002
PFT � f
I
F
pI bea
Distribution Magnitude Location [ft]tt
ern
Start Erik _ —_. _� r � � � � -i
oadl De -ad Full Area -TO --00 (4 , 0'0
No
iLcad 1Snow Full Area (4.00)*
,
*Tributary J dt (ft) �._—_� --
No
MAXIMUM REACTIONS i% and BEARING LENGTHS
- - in)
_._ -
0 V
Dead
Live
Total
Bearing:
Lencrth
298
490
788
71
9I:
490
788,1
e
I
Lumber - l , .Fir-LNo-2,2x8. 2.-Plys
Self weight of 5.17 plf automafically included in loads#
Lateral Support: top= at supports!, bottom= at supports". 'Repetitive factor: l where i tt (refer t onft
n help), Load
I
robin t ons,, ]CC-IBC;SECTION vs. ;.
DESIGN stress r and in
Criterion Analysis value
shear
fv d = 45 F, 109 4 1 I
endin ' - fb = 630 F ' 1224 _0 F5 Ii
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF CV cfu Cr
I
� I+= 900 1.15 1.00 1.00 0.986 1.20 1.000 1.00 �.�
Fr i 1.15 x..00 1.0
0 2
F pl= 625 1.00 1+Q0
146 million 1.00 1.00
Shear * 2 = D+s, v 738, V@d = 652 1 .
Deflection: L = n+s El= 76.21e06 lb-- n /pl
Total Deflection 1 . ( Dead Load Deflection) + T a,ve. Load Deflection.
(D=d ad Lmiive S=snow W=wind I= imp a ct =cams t ru t mon L -d -Concentra
�1 L t are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the ult deflection limits are appropriate for your app at on2. Sawn lumber bendlng members shall be
laterally supported according to the provisions of NDS hues 4.4.1,
3. BUILT-UP BEAMS- it i that 1 is a singlecontinuous
der (that is, n bud joints are present) fastened together
securely at Intervalsnot exceeding 4 times the depth and that
each ply i equally top -loaded. Where beams are side -loaded, s i a
ls may be required,
I C
JCOMPANY 1 PROJECT --�—
Wo. odWorks�
sar I WANFif-UK wooeiWuGN
LOADS: ( lbs, psf, or plf )
a
Load + T y4pDistribution
Load
L
Dead
Snow
Full Area
Full Area
*Tributary Width (f t)
--- N 3 2003 08:13:451 fy p_ybeam
Design Check Calculation Sheet
Sizer zoaz
magnitude
Start End
20 00 ( _ 00) *
5-00(.2,00)*
La'Orl C t] j Pat tern
Start End iLadp)
MAXIMUM REACTIONS (Ibs) and BEARING, LENGTHS (in):
ep
s
Bending L D+3, M = 10839 ibs — Ift
Shear LC# 2s o+., v = 6194, V@d 4793 lbs
Deflection: LC# 2 D+3 EIS 450.1 eO ib -i i
Tota. Deflection � 1. (Dead Load Defie ion) + Live Load Deflection.
(D=dea,d L=Iive Smwsnow =wj.d 1=1mpat C=constructjon CLd=concent
(All 's are listed in the Analysis output)
DESIGN NOTES*
I. Please 'verify that the default deflection limits are appropriate for your
2. SCL-BEAms (StruCtural Composite Lumber): the attached SCL se -lection is for preliminary design only. For final member design
contact your local SCL manufacturer.
3. BUILT-UP SCL-BEAMS: contact manufacturer for connecti-on details when loads are not applied equally to all plys,,
1.6
�.
o
Dead
!
227Live
'2274
:.
3920
I
3920
a Bearing:
i
15194
Length
.4
.
i
I
,4
LVL -ply, 1-8E, b -3/4X9-1/2"
_
1
Self
Weight
of 9.58 pif
automatically included
in loads;
Load combinations: ICC -IBC;
SECTION vs.
DESIGN CODE ND.5.1
997. I4riy
r
Criterion
Analysis
Value
Design
Value
A.
�S-har
F
V @d_
479
rMr
_ ,I}+I
60
13540
Y !
F 0.80
1
Live Deft In
0.13
L/624
0.23
L 0
0.585
ADDITIONAL
DATA
FACTORS: F
'+=
CD
Ct
L
C F
CV Cfu C r
L
F 2600
�
1*15 1.00
1.00
1.000
1.03
1.000 1.00 1.00
�
1.15 1.00
I.0
L `h.e 750
1.00
1. a CLL'
El 1.3
MillIon0
1.00
0
i
Bending L D+3, M = 10839 ibs — Ift
Shear LC# 2s o+., v = 6194, V@d 4793 lbs
Deflection: LC# 2 D+3 EIS 450.1 eO ib -i i
Tota. Deflection � 1. (Dead Load Defie ion) + Live Load Deflection.
(D=dea,d L=Iive Smwsnow =wj.d 1=1mpat C=constructjon CLd=concent
(All 's are listed in the Analysis output)
DESIGN NOTES*
I. Please 'verify that the default deflection limits are appropriate for your
2. SCL-BEAms (StruCtural Composite Lumber): the attached SCL se -lection is for preliminary design only. For final member design
contact your local SCL manufacturer.
3. BUILT-UP SCL-BEAMS: contact manufacturer for connecti-on details when loads are not applied equally to all plys,,
1.6
Project
Designed By_.,2 IY7
vim[ ?y a I JJ'P 4/;
i9•vgc f t(f
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Project No.,—, -21 71? Date/�/�v/��
SLyI sM / L ;
V4t4,,- C.
WA C
YA
7-1d't-0
l - y ` 0,o77,a
27osG
osl` b4it
7 f� (1) -6, 71 /�
I �f 5f- ��;) (�) f. L
A(v 4,j;j. pdp WIY'3 t �x
S�e
c Ll, l97 W
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L f L
11, � I . J�
r � �C�,�)✓, t Y.7K
wl NZ 1} / y 0
30'I'lcp
G&S Structural Engineers Sheet 2 . 69
f
t
rind
CASE A
I
4E
v
MAX AND MIN PRESSUR-E VALUES FOR EACH AREA:
LOW RISE STRUCTUREMAlNi WIND RESISTENG VALUES
PRESSURE VALUES FOR CASE A WIND DIRECTION:
(AREA
1) P =
10.43 psf, 5.44 psf
(AREA
2) P --
-7.64 psf, -13.03 psf
(AREA
3) P =
-4.32 psf, -9.71 psf
(AREA
4) P =
-3.52 psf, -8.91 psf
(AREA
lE) P
= i4.38 psf, 8.98 psf
{AREA
2E} P
= -13.33 psf, -18.73
psf
(AREA
3E) P
= -7.38 psf, -2.78 p5f
(AREA
4E) F
= -6.56 psf, -11..95 psf
PRESSURE VALUES FOR CASE B WIND ➢IR.ECTIQN:
(AREA
I) P =
-4.04 psf, -9.44 psf
(AREA
2) p =
_7,64 psf, -13.03 psf
(AREA
3) P =
-2.$5 psf, -8.24 psf
(AREA
4) P =
-4.04 psf, -9.44 psf
(AREA
5) P =
8.69 psf, 330 psf
(AREA
6) P =
-1.65 psf, -7.04 psf
(AREA
IE) P
= -4.49 psf, -9.39 psf
(AREA
2E) P
= -13.33 psf, -13.73 psf
(AREA
3E) P
= -5.24 psf, -10.64 psf
(AREA
4E) P
=-4.49 psf, -9.89 psf
(AREA
SE) P
= 11.83 psf, 6.44 psf
(AREA
6E) P
= -3.75 psf, -9.14 psf
NO Sf
When combining values to obtain the worst ease toad an the frame.
the resultant pressure used must be greater than 10 psf. If not
use 10 psf.
The above pressure values include effects from internal pressure.
Foga I of 2
6E
I
MAX. COiNIBfiNED VALUES
FOR DESIGN
overturning combinations do not include internal pre
Roof pressures da include internal pressure.
Total Combined Leads
AcrossSides 1 and 4
Max P(CASE A) w 13.95 psf
Max P(CASE B) - 10.00 psf
Total Combined Loads
Across Sides 1E and 4E
Max P(CASE A) ='20.93 psi
Max P(CASE B) = 10_00 psf
Total Combined Loads
Across Sides 5 and 6
i\1ax P(CASE B) = 10.34 psi'
Total Combined Loads
Across Sides 5E and 6E
Max P(CASE B) = 15.58 psf
Roof Area 2 Max Values
There is no downward pressure
Uplift P = - i 3.03 psf
Roof Area 3 Max Valuerq
s
There is no downward pressure
Uplift P = -10. 00 psi
Roof Area 2E Max Values
There is no downward pressure
Uplift P = - 18.73 psf
RaArea 3E �rfax '�Jalues
af
There is no downward pressure
Uplift P = -1x.73 psf
*.
ArchWind 98:
CONSTANTS.
Building Width= 61.130 ft
Building Length — 101.00 ft
Roof Mean Height -= 15.00 ft
Ro-of Angle = 18.40 deg
Dimension a = 6.00 ft
EQUATIUN CONSTANTS:
Pressure based on ASCE 7-98 EQ.(6-16)
Low Rise Buildings, Main Structure
P—q(GCPf+GCpx) and P=q(GCpf-Gcpl)
Kz = 0.8.E VAI, pressure Coef.
K-zt = 1.04 Topographic Factor
Ind = 0.85 Wind Direction Factor
V = 90.0(J mph
Y = 1.00 Importance Factor
q =X4.98 psf Velocity Pressure
GCpi = Q. 18(+-) Internal Pressure Coeff.
Exposure = C
Importance Cad. = 2
The follawing are Area external pressure coef.s used;
t1C4t Values:
(AREA
I)Case A =
0.52
(AREA
2)Case A =
-0.69
(AREA
3)Case A =
-0,47
(ARBA
4)Case A —
-0_42
(AR -EA
I E)k,. ase A
= 0.7$
(ARES -1
2E)Case A
= - 1.47
(AREA
3E)Case A
— -0.67
(AREA
4E)Case A
= -0.62
(AREA
I)Case B =
-0.45
{AREA
2}Case B —
-0.69
(AREA
3)Case B =
-0.37
(AREA
4)Case B =
-0.45
(AREA
5)Case B
Q.4(7
(AREA
6)Case B =
-0.29
(AREA
lE)Case B
-(].48
(AREA
2E)Case B
= -1.07
(AREA
3E)Case B
= -0.53
(AREA
4E)Case B
= -0.48
(AREA
SE)Case B
= 0.61
(AREA
6E)Case B
_ -0.43
r -
Page Z of 2
z.z
Uppe
r Valley Options
date and Time
: 10/30/03 10:04:02 AM
MCE Parameters - Conterminous 48 States
Zip Code - 83440 Central Latitude = 43.763462
Central Longitude = -111.609017
Data are based on the 0. 10 deg grid set
Period SA
(sec) (%g)
0.2 060.6 Map Value, Soil Factor of 1.0
1.0 019.3 Map Value, Soil Factor of 1.0
MCE Parameters x Specified Soil Factors
0.2 080.0 Soil Factor of 1.32
1.0 039.2 Sol'] Factor of 2.03
2. 3
t
Designer:
Date:
Project:
Job #
Dean Tracy
October 30, 2003
Upper Val -ley Options
3495
SEISMIC DESIGN:
G & S Structural Engineers
1600 John Adams Parkway
Idaho Falls, Idaho 83401
Type of Oceupancy; (Table 1604.5 and 1507.1) 0 ice
Building Category or Seismic Use Group; (Table 1604,5 and 1616.2) Building Category,
Seismic Importance Factor: (Table 1s04.5)1.00
�� W
Soil Site Cass: (1615.1.1) Site Class = 1)
Response Modification Coeff. (Table 167.6}� � 6
Y
Building Location: (Latitude& Longitude, or Zip Code
Approximate Fundamental Period, Ta:
h� =Height (feet) above Base to highest level of building,
hn —. 21
Ct = Building Period Coefficient {See 1617.4-2. 1 ) Ct — � 0.02
Calculate Approximate Fundamental Period, Ta: CT•hn 314
Ta 0.196
Maximum Considered Earthquake Response Accelerations:
chart Periods, S5: (CD ram)
S S = 0.606, 9
1 Second Period, Sl: ,(GD rom}
S, = 0.193 g
Earthquake Response Accelerations Adjusted for Site Class Effects;
Site Coefficients.,
Fa
= (Table 1615-1.2(l) or CD rom) F
F : � :3213.; 9
Y (Table 161 5. y .�(2) or CQ rom) F --
2.03a g
SMs• -' Fads (Eq. 76-16 or CD rom) S
M5 - _ 0.800
SMI
OF — FVS1 (Eq. 16-17 or CD rom)g.,..
SM,= x.392 g
Design Spectral Response Acceleration Parameters:
Sys � ?.13Sms — -�Eq.16-18)
S .533,: g
sr), � 213S�, - (Eq. 16-19) 0:261 .
SDC iS the "Seismic Design Category"
Seismi,c Use Groups I and II structures located on sites with mapped maximum cons I dered earth uake
spectral response acceleration at 1 -second periodm S1 -, equal to or greater than 0.75g, shaili be assigned
to Seismic Design Category E, and Seismic Use Group IIItru ur }
�d on be
signed tO Seismic Design Category F.
.
Le
IF
1
Designer:
Date:
Project -
Job
Dean Tracy
October 30, 2003
Upper Valley Options
General Procedure Response Spectrum:
To=.2Sd1/Sds=
Ts=Sdl/Sds=
For periods s To:
Sa= .6(Sds/To)'T+_4Sds
G & S Structural Engineers
1600 John Adams Parkway
Idaho Falls, Idaho 83401
(1615.1.4)
To = 0.098. g
Ts = (}.490 g
Ts 2! For periods ? To: For periods > Ts,-
Sa
= Sds - -- -. ------ Sa = Sdl/T T=p Sala
t
0.0 0.21 �
Seismic Response Coefficient, Cs: (1617.4.1.1)
Since Seismic Design Category is D" and 31 is less than 0.6 thus Cs min = 0.044Sds(le)
Cs shall not be less Than: •G = 0.044Sds(le) = p,023 �
Cs calculated Cs = Sds/(Rlle) _ 0.08.9 }
Cs need not exceed: Cs = Sdl/((R/le)*T) = 0.2221
Cs used for design of Seismic base sear p;pgg:
Seismic Base Shear:
V = CS*W
See lection 1617 for the Em to use in the load combinations of Section 1605A.
QE = The effect of horizontal seismic forges = Seismic base shear (1/) = Cs*W'
(EG. 16-34)
Seismic lead effect E. Where the effects of gravity and the seismic ground motion are additive,
seismic load, E, for use in Formulas 16-5, 1 0, and 17 shall be defined by:
E = P*Q, + 0.2*SC)�,*D
(Eq. 16-28)
Where the effects of gravity and seismic ground motion counteract, the seismic load, E,
for use in Formulas 16-6, 1 and 18 shall be defined by:
E = - .*So*
(Eq. 16-29)
0.533
0.5 0.533
0.6 0.435
0.8 0.326
1.0 0.261
1.2 0.218
1.4 0.187
1.6 0.163
1.8 0.145
2.0 0.131
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.
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'.
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,
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x 5' .
v , *3x
ar
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d -o- O.0 YE5 3x6
a
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10 TaL.L r F OF
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PANEL
iPqr HLP BE x r � 'r
ON DIFFERTNT taj T, NWO t A r
SIN . r.
Tt
L
WA
2-45 PLP
350 FLF
365 PLF=
4-7 P
F
q F.
100 PLF
1,:�o PIS
'140 Rl '
140 PLP i
-.d# 1
I
p
IP
CL
cl
LU A
❑ 0
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40
+#j< p 9t � ? � 1 kh
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re
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ry
it is v
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Protect Project No,. 'JR Date io/7/ 07
Designed By.—ZO017-T/
�011"vNQ�-T'�6 ^'
O�qp cogOs:
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2.67��1i0% t
MOM
vac[ w¢ —
V¢4vpGR
6V 4 -7 7P 00 4, a9 r,
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Or
yy F
47 49 i'do
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100, OF
G&S Structural Engineers
7
} / 3 z:--7
VAA
J�s e 16' eL
K 1/ e l6"aG
i� i? �- pf A& 4 - z �
&
J�s e 16' eL
K 1/ e l6"aG
i� i? �- pf A& 4 - z �
IP—
a
Al, X
I ft
z
4P
44
M
Allowable Soil Bearing
Concrete Weight
Concrete f c
Steel fy
Loads
P (k)
DL
LL
v
1500 Psf
:145 pcf
Z. 1
:60 ks*l
U1
0
Upper Valley Options
Service Soli Bearing
Maximum Bearing
Max/Allowable Ratio
0
411
41*
10
1483.06 psf DL+LL
.989
1483.06 Psf
0 Psf
� Uplift
Flexure Design
Maximum MuxX l,Zf
Maximum muzz l,ef
0
ED]
00�
C
6.26744e-7 k -ft ACI 9.1
.557 k -ft ACI 9.1
44X Dir., Steel:.2'f6 ins (min)
Z Dir. Steel: .432 int (min}
Z direction steel requires the following placement.-
Region
I starts at A}: 6 in S innif.
,072 in'
Region 2 (middle)-, 12 in Steel: ,288 in'
R�givn 3 fiends at D).- 6 in Steel: .072 ins
Maximum Shear Check Ratios (Vu /0 Vc)
Two Way (Punching) Shear N,A
One Way Shear, X dir. cut 0 ACI 9.1
One Way Shear, Z d1r. cut .043 ACI 9.1
Overturning Moment Safety Factors (OTM SF)
OTM S F About X -X Axis NA DL+LL
OTM SF About Z -Z Axis NA DL+LL
Concrete Bearing (For Vert
Maximum Bu l.0 6.447 k
Allowable Br, 204 k
A
+Mx
rg
ica] Loads Only!)
ACI 9.1
+MZ
-v
+Csver
0
r. 4
12 in
D �-
I ft
44
i X
z
�H
tV
c■'i
Allowable Soil Bearing
Concrete VVeight
Concrete f c
Stee-I fy
1500 psf
: 145 pcf
2.5 ks *1
60 ksi
Upper Valley Options
Service Soil Bearing
Maximum Bearing
Max/Allowable Ratio
0
1W
1089.36 psf DL+LL
.726
B 1089.36 psf
0 psf
Uplift
C
Flexura Design
Maximum MUXX l�
Maximum MuZZ /fijp
dw dv&�idw
C
3.03189e-7 k -ft
ACI
9.1
.701
k -ft
ACI
9.1
J$X Dir. Steel: .216ins (min)
Z Dir. Steel.s.288ins (min)
Z direction steel requires the following placement.,
Region I (starts at A): 1.998 in Steel'. .021
Region 2 (middle} : '� 2 in Steal".247 in 2
Region 3 fiends at D): 'i.998 in Stee-.1-. .021 ins
Maximum Shear Check Ratios (Vu 1)2S VC)
Two Way (Punching) Shear NA
One Way Shear, X dir. cut 0 ACI 9.1
One Way Shear, Z dir. cut 0 ACI 9.1
Cverturning Moment Safety Factors (OTM SF)
OTM SF About X -X Axis NA DL+LL
OTM SF About Z -Z Axis NA DL+LL
Concrete Bearing (For Vertical Loads Only!)
Maximum Bu /)zf 3.119 k ACI 9.1
Allowable E3c 204 k
T
k
Loads
P 4k) Vx (k)-- Vz (k) Mx (k -ft) Mz (k -ft) Overburden (psi
DL
ILL .5 200
L i
+P �XVzV M,=
x z •+fi r
A D D C B A A D