HomeMy WebLinkAboutENGINEERING DOCS - 07-00058 - 794 Yost St - New SFR� .
ASPEN ENGINEERING. ING,
10265 N, DORIAN AFALLS, IDAHO 83401
ba
PROJECT NAME,
PROJECT .
CLIENT:
DATE.
CRITERION:
CODE:
ROOF LIVE LOAD
GROUND S LOAD
ROOF DEAD LOAD
WIND LOAD
SOIL BEARING CZONE
FLOOR. LIVE LOAD
FLOOR DEAD LOAD
DIMENSIONS
Shaw H - New Ashton
2007,035
Jon Shaw
6/8/2007
20,03 IBuilding Code
40
.PSF
PSF
15
P S F
!
;
1500
� .
ASPEN ENGINEERING. ING,
10265 N, DORIAN AFALLS, IDAHO 83401
ba
PROJECT NAME,
PROJECT .
CLIENT:
DATE.
CRITERION:
CODE:
ROOF LIVE LOAD
GROUND S LOAD
ROOF DEAD LOAD
WIND LOAD
SOIL BEARING CZONE
FLOOR. LIVE LOAD
FLOOR DEAD LOAD
DIMENSIONS
Shaw H - New Ashton
2007,035
Jon Shaw
6/8/2007
20,03 IBuilding Code
40
.PSF
PSF
15
P S F
90
MPH
1500
P
D1
40
PSF
12
PSF
28
FEET
41
FEET
2
FE
11.75
F
14.5
FEET
52
FEET
1 9.0 0
FEET
24.00
FEET
-
$
.�.�-
»
-
.
� ..
■ ��� ��
Shaw Homes -- Buncialow
Date and Time.- 6/8/: J-7 2:43:48 PM
MCE Parameters - Conterminous 4 8 States
Zip Code - 83440
Central Latitude = 43.763462
Central Longitude = -111.609017
MCE MAP VALUES
7.
sort Period Map Value - Ss = 60.6% g
0 sec Period Map Value - S1, 19.3% g
RESIDENTIAL DESIGN INFORMATION
Short Period Map Value
Soil Factor for Site Class
Residential Site Value =
Residential Seismic Des'g
- Ss = 60.6% g
J -
Fa1--31=
213 xFaxSs= 53.2% g
n Category = D1
ANALYSIS
VcRa
'mall Seismicvertur
ing
_
x
1_7E+06
(Pff)
CHECK MAX SHEAR
WALL DIMENSION RA110
h1w 12.0
�j J
213
65
THE FARCES OF FREE -1300Y INDIVIDUAL PANELS OF WALL ARE GIVEN BY FIGURE ABOVE AND TABLES AS
Left
INUMDUAL PANEL
W (ft)
H (ft). MAX SHS STRESS
N0_
FORCE lbo
NO.
FORCE (Ibt
1
0.50
1.00
-1065
F1
-533
F1 3
852
1.00
1.00
852
F2
852
F14
852
1.00
1.00
852
F3
-213
F115
2769
4
Zoo
1.00
-107
F4
852
F16
191
0.50
3.00
639
F5
320
F17
959
2 00
3,00
320
F6
852
F18
1811
0.50
3.00
639
F7
852
F19
516
Zoo
3,00
320
F8
639
F0
468
9
0.50
2-00
-394
F9
AG65
F21
1130
10
1.00
2.00
565
F10
1917
F2
-197
11
1.00
2.00565
F 11
959
F3
5116
1
_00
_00
86
F'1
-107
F24
171
"Ktl-r- " F n ub ;-- 852 pif,
Sides Diaphragm Requires; the Max, bail Spacing =
THE SHEAR CAPACITIES PER B TaNe 23-11-1-1
Min. in Blocked aif Spacing
Panel Common Penomfic Thickness Boundary A All Edges
Nail
eathing and r l l RM I 7/16 240 350 450 1 585
u .. The indicted shear numb have redu'ced by speciffic gravity faactor per note I of the table
E MAX SPACING OF 518" DIS. ANCHOR S LT (Tab. 11 E. NDS 2001, P 5) S = 26
THE HOLD-DOVVN FORCES
THE MAXIMUM SHEAR WALL DEFLECTION: (Sermon 4.3, ASD MANUAL* SUUP, Page S 17)
EALw t L41
in
afty
Factors
0.
0,
213
confd
3
Net Uplift Holddiavm
TL (;bs) 1982 SIMPSON
TR 1982
TL = 1917
TR 1 7
1.246 Tire
Where-, Vb =
VcRa
'mall Seismicvertur
ing
_
Resisting
1_7E+06
(Pff)
1ct-
---Moments f-lb
inn
Moments M-�
SEISMIC
213
65
8918
Left
n =
0.037 in
d6 =
Right
0
WIND'
213
8627
Lett
a
_ .
ivJit 1
0
THE MAXIMUM SHEAR WALL DEFLECTION: (Sermon 4.3, ASD MANUAL* SUUP, Page S 17)
EALw t L41
in
afty
Factors
0.
0,
213
confd
3
Net Uplift Holddiavm
TL (;bs) 1982 SIMPSON
TR 1982
TL = 1917
TR 1 7
1.246 Tire
Where-, Vb =
852
Of
Lw =
3 ft
E =
1_7E+06
psi
A =
16.50
inn
h =
9 ft
G =
9.OE+04
Fe = 150 0
n =
0.037 in
d6 =
015
in
CHECKISTUD CAPACITY
F�= 15M psi
CD= 1.6
CP= 0_40
A_
E = 1-7 k i
1.10
Fr,'= 1051 psi
> fc 11 6 psi
FIECK D E STUD CAPACITY
Fe = 150 0
E= 1700 ks i
'CF 1,1()
F', = 1051 psi
> 10 120 psi
Tecbirr,al References: ..
I. ""Ona) Design pew tion. ND "T 20DI Edition, A F&A P. AWC, 2001.
. Alan Williams, " tru to ral Engineering Referent Manual` Professional Publicafions, Inc. 2001,
. '2000 IEC MttUraI/ ei-Snit Design ManU21 - VOiUMe 1, Code ppli lion ExamplesStructural Engineers
Association Of Cada, 2001.
ti
Asps
*Fvft�� engineering
Laterai`-Force for 0--he-Story
INP T DATA
-WALL THIN
t
PA APFT HEIGHT
h7�.
WALL DIRT
h
TOTAL WALL DENS iTY
P
SEISMIC PARAMETER
OB C Sec-1615� 1.3)
SEISMIC DESIGN CATEGOR SDC�-
01A HRAGM FLEXIBLE ? (G=rlo,
I =Yes)
IMPORTANCE FACTOR
1,
BASIC WIND SPEED
V =
EXPOSURE CATEGORY ( B . C, 0) w
TOPOGRAPHIC FACTOR
Kzt
DESIGN SUMMARY
PROJECT : Shy dome NewAshtonPAGE
CLIENT: Jon thaw. DESIGN
JOB 07.0 DATE - 602007 REVJEW Byi
Wall Based on 1130 2003 Wall - Lateraf Forces
.'�1.
Wt (t fl) �e r Moore ,j
-,Dffae f0fCe for wall design W1 23.7 psf .(Wi vs)
Out -of -plane farce for parapet design W2 r 41..3 1sf (Wind gove rrs)
Oat -of -Plane fbrce for anchorage design Fwmh <=Nol required for no masonry or concrete wall
(The ovem'ng seisms feces have b4een redUCed by 0,7 for ASLO)
WIND ANALYSIS
Out-+- ptane wind force for wail design (ASCE -02, Eq
I xind= qj[(GCp) — (GCpi)] = (0.00256KhKaKdV21_w)[(GCj,,) — (GC1,01
Where - Khv 0. 0,65
(mean raof h = ft. changeable) (ASCE Tab_
(ASCe Tab_ 6-9)
Chit -of ne grind force forparapet design (ASCE 7-02, Eq -6-24)
,. ; -1 �40
rr Yes , TA= 1
(ASCE F49. 6-11 A)
Twins p G+ Ix - O; =(-0.00256KrKz�KdV21i,)[(GCp)—(GC
PJj
Where $ _ 0.8
(ASCE Tats. -)
f t`-ptane wind force for anchorage design
Kd - 0.85
(ASCE Tab. )
l rt� d -f-P 2h )
440 1. wind
SEISMIC ANALYSIS
CM -of -plane seisnllc f"M for wall design (IS2003, Sec -162027)
O.IW,,)
Where w, - 17.0 p f ir- 1.0
V BC Sec, 1604-5)
-1�4
1.00
(ASCE Fig. 6-11 A)
95 P (Horizontal)
0-03M i n fOfm f r parapet design (ASCE 7-02, ac_ 9.6-1.3)
p
Where, a. - 5 - to
RP 2.5
(ASCE Tali. . , ) (ASCE See. : - (ASCE Tab+9.6,2.21
ut-,of plane seisms for anorigge design
For ismf c design category A& B+ bot #1e ibie a rigid diaphragm (18 t , Sec -1604 1620.2.7):
(P)2 h+h +lz
FaFdo,seawc ALAX O-4SDSIFWP 217 0AWP (— 2h 400SI'D LE
Where : F _ 0 plf
- 23.x` psf
JILL
JR
tf f0 Moment
GCS -a- i s
ASCE Fig. -5)
p - -0.18
0.1.8
(ASCE Fig, )
For seismic design Ca'tegciry G an cl above, flexible diaphragm (I BC 2003. Sec, 160L4.&2.1620_ .. 7, & 1620.3..1)
AL4X10.8SWjEW, (h+h P)2 . 0. 1W J' (h+h P) 2 400s
7
For se ism. is de sign Cate gory C and above, rigid diap Drag m (IBIC 2003, Sec_ 1604..8- 2 „ 1620.x. , St ASCE Seg,. 9.6.1.
MAX kLff 10.3SS-f, AHN 1.2apSL&I,, V (h+h P)
- WP
v
12.52 - 213 plf (Horizontal)
a� 1.0
(ASCE Tab....)
12.2 W43
213 plf (Ro o t h
(Not appii ble)
12.52 VVO
213 plf (Horizontal)
(Applicable)
400SDSI,y
in
ft
34
W
0.532
OB C Sec-1615� 1.3)
Yes
1
(IBC Tab. 1 .5)
0
Mph
C
I
data (ASCE E%6-3)
Wt (t fl) �e r Moore ,j
-,Dffae f0fCe for wall design W1 23.7 psf .(Wi vs)
Out -of -plane farce for parapet design W2 r 41..3 1sf (Wind gove rrs)
Oat -of -Plane fbrce for anchorage design Fwmh <=Nol required for no masonry or concrete wall
(The ovem'ng seisms feces have b4een redUCed by 0,7 for ASLO)
WIND ANALYSIS
Out-+- ptane wind force for wail design (ASCE -02, Eq
I xind= qj[(GCp) — (GCpi)] = (0.00256KhKaKdV21_w)[(GCj,,) — (GC1,01
Where - Khv 0. 0,65
(mean raof h = ft. changeable) (ASCE Tab_
(ASCe Tab_ 6-9)
Chit -of ne grind force forparapet design (ASCE 7-02, Eq -6-24)
,. ; -1 �40
rr Yes , TA= 1
(ASCE F49. 6-11 A)
Twins p G+ Ix - O; =(-0.00256KrKz�KdV21i,)[(GCp)—(GC
PJj
Where $ _ 0.8
(ASCE Tats. -)
f t`-ptane wind force for anchorage design
Kd - 0.85
(ASCE Tab. )
l rt� d -f-P 2h )
440 1. wind
SEISMIC ANALYSIS
CM -of -plane seisnllc f"M for wall design (IS2003, Sec -162027)
O.IW,,)
Where w, - 17.0 p f ir- 1.0
V BC Sec, 1604-5)
-1�4
1.00
(ASCE Fig. 6-11 A)
95 P (Horizontal)
0-03M i n fOfm f r parapet design (ASCE 7-02, ac_ 9.6-1.3)
p
Where, a. - 5 - to
RP 2.5
(ASCE Tali. . , ) (ASCE See. : - (ASCE Tab+9.6,2.21
ut-,of plane seisms for anorigge design
For ismf c design category A& B+ bot #1e ibie a rigid diaphragm (18 t , Sec -1604 1620.2.7):
(P)2 h+h +lz
FaFdo,seawc ALAX O-4SDSIFWP 217 0AWP (— 2h 400SI'D LE
Where : F _ 0 plf
- 23.x` psf
JILL
JR
tf f0 Moment
GCS -a- i s
ASCE Fig. -5)
p - -0.18
0.1.8
(ASCE Fig, )
For seismic design Ca'tegciry G an cl above, flexible diaphragm (I BC 2003. Sec, 160L4.&2.1620_ .. 7, & 1620.3..1)
AL4X10.8SWjEW, (h+h P)2 . 0. 1W J' (h+h P) 2 400s
7
For se ism. is de sign Cate gory C and above, rigid diap Drag m (IBIC 2003, Sec_ 1604..8- 2 „ 1620.x. , St ASCE Seg,. 9.6.1.
MAX kLff 10.3SS-f, AHN 1.2apSL&I,, V (h+h P)
- WP
v
12.52 - 213 plf (Horizontal)
a� 1.0
(ASCE Tab....)
12.2 W43
213 plf (Ro o t h
(Not appii ble)
12.52 VVO
213 plf (Horizontal)
(Applicable)
400SDSI,y
0
Aspen
n ineerinc
0o Shear Wall w
PROJECT: ShawHomes- n l w - Rexburg
CLIENT. ion -Shaw
JOB NO. 2007:'.035 DATE : June 2007
an'Onenina
INPUT DATA.
..
LATERAL FORCE O D PI-- RAGM; Vcla. WM0 =
213
{alt.foj- virid
(=E LOADS)
F
ft L3
KING STUD SECTION ..: PCs -=2
in, h
EDGE STUD SECTION Pcs, b �2
in ,
PANEL GRADE (0 or 1) <w Sheathing
and , i le-Ftoor
MINIMUM NOMINAL P T81CKNESS
file :-
COMMON NAIL SIZE , 1= IT 2=10d
_ ::
d
SPECIFIC I TOF FRAMING MEMB ERS
0;
2
..
F
BLOCKED 7116 tlEATHIN , EACH SIDE., WITH 8d COMMON NAILS
1n O.C. BOUNDARY ALL EDGES / 12 in 0.0- HELD.
18 it DIA. X 10 in LONG ANCHOR BOLTS 1@ 26 in O.C,
I RAI
PAGE ; 1
DESIGN By 4 JRL
REVIEW BY. JRA
Typical in,R Room
die
m
!E
HOLD-DOWN FORCES: TL = 1-98 k TR = 1.98 k MSE PHD2--,SDS3 SIMPSON HOLD -DOW
MAX STRAW' FORCE: F = 0.85 k (US E S I M'E'SON C S20.0VERLL S HEATHI NG WITF1 F IAT BLOC K I NG)
ISI+ TLJD- 6" U FIR -LARCH o_ 1T 1 u L EIGHT.
EDGE STUD., 2 - 2"x 91 DOUGLAS FIR4LARCH No_ 1' CONTINUOUS FULL HEIGHT.
SHEAR WALL DEFLE Tf : A _ 1.25 in
- L i n.
AS�i_UMF ILI—FLECTION Pcm-f AT MIDDLE OF WINDOW
L1
F1
F9 Flo
FS
c�
F
F1
F5
F15
TL
--Mvff-
F-22
L2/z
F 2 �:T
L2/2
F2
-1,7T
•4- L I
IF �I 2 �F° J� 3 I� F4
F
F-7
FEI
L.9
1=
F
F1
F5
6
F
14
FS N11.10
F 17 F 1 8
F20
F21 F2 3 F2
10
F23 F13
FRFF — Rony IN DI IQ AL PANELS OF WALE
)L
F24
T -R
F
F15
TL
--Mvff-
F-22
L2/z
F 2 �:T
L2/2
F2
-1,7T
•4- L I
IF �I 2 �F° J� 3 I� F4
F
F-7
FEI
L.9
1=
F
F1
F5
6
F
14
FS N11.10
F 17 F 1 8
F20
F21 F2 3 F2
10
F23 F13
FRFF — Rony IN DI IQ AL PANELS OF WALE
)L
F24
T -R
N
'ANALYSIS
CHECK MAX SHEAR LL DIMENSION RATIO h / = � _�
THE FORCES OF FREE -BODY f#1rDAL PANELS OF WALL ARE GIVFN BY FI .LES AS
.
INT)PADUAL PANEL W (1t) H (h) MAX SHEAR TRESS (p1 FORCE I
0� FORCE (IbQ
1.00 1.00 852
F1 -533 F13 852
3 1-00 1.00 8L52 F2 852 F14 852
4 5.33 1100 93 F3 496 F15 2769
0 50 100 639
F4 852 F16 1917
6 533 3.00 253 F5 320 P17 759
0.50 100 6.39
F6 852 F18 1 611
8 5.33 3m 253 F7 852 F19 516
1420 360
10 1.00 2.00 565 F9 -1065 F21 1130
Flo 1917 F2_2 X97
11 1.00 2JDD 565 F11 759 F23 51
12 5.33 2.00 135 F12 93 F24 988
E UNIT SHEAR FORCE vj� ' 852 plf, Sides Diaphragm ReqOred,to Nail
Spacing =
E SHF -AR CAPACITIES PER UBG Table 3-11-1-1
Panel Cxmd-e
Min Min, Bbeked fail Spacing01;
itii Single -Floor 1 1 3
5GE450
Note: Tire indicated shear numbers have reduced by
sPecific
graves Victor per note I of the table,
MAX SPACING OF 518m D [A ANC HO R 13 OLT(Tab. 1 1 E. N DS 2001., Page 8 ).
THE HOLD-DOWN F ORU _
10 in
3
THE MAXIMUM SHEAR WALL DEFLECTIOW. (Sectian 4. 3, AVSD MANUAL SUUP, Page -17)
JEALW Gt L up
Where: Vb = 352 pff Lw 6 ft
t = 0.2-21 rn� -OE+ psj
= 0.037 in Irl-
CHECK KING STUD CAPACITY
Fc; = 1051 psi > fc
CHECK EDGE TU[ CAPACITY
} psi CU = 1,6 p 0.
f
E= 17M si GF 1.10 F, 1 051 psi
to 20 psi
Tiril References
1. "Natibnal Design Specffication, NDS" 11 2-001 Ed rpt AF APF, A WC, 2001,
. Alan Wain s± " fir, rai EngincLering Referer1ce Manual7, Prof ssian l publications.
Inc, 2001-
3. "20{M IBC fructu r-alf isofic Design Manual. - Volume 1, Code Application Examples", Structural En ineer
.�s o a n of lifomia, 2001. �
in )
€nf
Aspen
n ineerin
PITM,fl. 11
PROJECT: Shaw Homes--. Bungalow - Rexburg
CLIENT: Jon • haw
No.: • DATE
an
INPUT DATA
LATERAL FORCE ON DIAPHRAGM.-
(SERVICE
IAPH A .-
(ERVI 'E LOAD$)Vda. SEISMIC
Vcaa mN0_ pff
LAI'IENID: L =
ft.
L =2
ft.
L 3_ ::
KING TLD SECTION
2
pcs,
b
2
in ,
h
EDGE STUD SECTiiDN
2
pcsl
b
2,
ire,
� �
`PA NEL -
�-Sheathing
and Single-Fbm
MINIMUM M f NAL 'PANEL
THICKNESS
71 6
' 1n
CO-MMON NAIL SIZE OzzWF
1=8d. 2=10d
1
8-d
SPECIFIC GRAVITY OF FLAMING
MEMBERS�-
DESIGN SUMMARY
BLOCKED 7/16 SHEATHING, EACH SIDE, WITH 8d COMMON NAIL
Q 3 in O.C. BOUNDARY & ALL 613GES / 12 in O - C. FIELD,
5/8 in DEA. x 10 in LONG A14CHOR 80LTS a 10 in _ -
T
PAGE:
DESIGN
BY. -
Typical (6-) Kitchen
41_0
HOLD-DOWN F TL = 1-98 k Tp = 1,98 k (LASE D - D 3 SIMPSON HOLO -DOWN
MAX STRAP FORCE: F = 0.85 k FUSE SIMPSON CS20 OVER WALL SHEATHING WITMFLAT BLOCKING)
KING STUD: 2 - " x " DOUGLAS FIR -LARCH No. 1, CONTINUOUS PDLL HEIGHT.
EDGESTUD: 2 r 2pk .' DOUGLAS FIR -LARCH No. 4, CONTWUOUS PDLL HEIGHT
SHEAR WALL Dr FLETI D: A= 0.90 in
v
0
I=9 F1
F.
F
F5
F1
F1
FS
F22
F1
1
F4
k
0 F-1
a
F23
L2/2
L
1= 3 r
F3
F7
F.
F1 F1In
W
F1
F- 17 F 1 8
F2 0 F8
I�
F1
e
r
F4
TL FREE _ a
�NQIv[p Aj PAN _ I1. OF +ALL. T
604
i
. I F
so
45ibCh
I=b
Typical
WRG2lnstatlation
Ift;be %jImvv-s aimpie
ig anchor bolts, for
onding ASTM A307,
ipler nut sizes,
'NW allows fast
MIUDI umhuuk fur
arrest all thread
FIDinstallation
d 0
%
Wit.fless7M
Holes
Blockini
not shoi
for c/ari,
1-4 1.
7'Ypical CNW lisp[[ Joist
rage). 'These