HomeMy WebLinkAboutLATERL DESIGN - 06-00059 - 95 S Hidden Valley Rd - New SFRSUMMIT CONSULTING SER(
Mr. Randall Hill
R. Hill Construction.
657 9 E 113 N
Idaho Falls, ID 83401
Rei Price Spec, Home
Rexur c, ID
Dear Mr. H'L11,
143 N 4080 E, Rigby, ID 83442
(208) 709-55-49
February
#06-1012
ig
a
95 S Hidden, Valley -Hill
This Iis to provide docurnentation that Summit Consuitincr Services, Inc. has done the lateral
design for the above referenced residence. The des'o-n zs based upon a 35 psf roof snow load, a 90 mph
second dust wind force vcrz�.i expasure $, and lateral forces for seismic design category D. The structural
design �� based upon the 2003 Intemati-onal Buildm'c-1 Codes requirements and re��riciions.
Included is a "redlined" I I x 17plan, an 8 1, 1/2x 1 I "Wood Wall Schedule", an 81/� x I1, "Garaae Portal
Detail", and calculations. The lateral resisting system is based upon continuously sheathed ura11s using 7/16"'
APA raced wall sheath -iAll edges are to be blockcd.. This design does not require any interior braced walls.
This design is intended to cover only the, lateral design of the residence referenced above. This fetter
is not intended to cover any other structural, mechanical, electrical, oc Acctural fTle desl&rn is for
a one time use for the above mentioned residence only. The lateral analysis is limited to a one time use for the
above referenced project and none of the, desigii or portions of the design are �� be used or reused o�� any flt�er
projectS with�u� the uTrirten consent of Summit Consulting Servic�:s, enc. Dui to the limited involvement and
no construction observation, Summit ConsultiiicF SenTices.. is limitina our liability �o S 1 0.
to call.
If I can be of further assistance, or if you have any further question or concerns; please don't hesitate
Sincerely,
Y
D In
I � FT fi'yr' Y
Ada-inR. Hoopes. P
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JOB NAME: SPEC, H01"IE FOR R. HILL CONSTFRUCTION, REXBURG, 1r)
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USS A `=ELF DO NOT RECESS INTO
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DBL, 2x TOP f=LATE
3 1r2" x 11 I/4" MfN, CaNT, HEADER
WlD i �4 TO LUALL WCTH
FA57EN SHEATHING TO �-IEaADT--R
W1T�4 ad COMMON NAILS IN 3" G;i2lD
f'ATTERN AS SI-4OL1JN
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2-2x 55TUE)5 OR 5INCzLE -1
Sal GC7i"11"�C�1� �►4�LS � 3(�.C.
IN ALL STUD5
1 511 L5,. AND: HEADER
sTHE) l� r� +�oL�ou�ANCHOR
2-I/2" DIAM=TER x 14" ANCHOR BOiT
W'/ 2x2x3/16" PLATE WASHi=RS W/1" EMBED
! PRESSURE TREATED SILL. F' A-1.
I �W/2-2x &ILL ABOvc
*`4 BENT }2EB,4R
4" CzARLaCzE SLAB
l RE5AfR CONT,
le" '11N, FOUNDATION
1=00TING
GE ORTAL PANEL
SCALE- I/2"
I7. 534
fHONE=—: (205) 713,s,�: �--
TCTLa
SP= -C, OMP =op -
R,
rtom. �4 [l C01Q.5TRUCTION
RE1,11/1BURG. 11D
FROJECT No.
DATE-.
F .11 2006
J
Designer: Adam Hoopes
Dade: 212412006
Project: R. Hifl construction spec
DESIGN CRITERIA
CODE_ 2003 HBc
LOADS'
ROOF SNOW = 35
ROOF DEAD = 15
FLOOR DEAD = 15
FLOOR LIVE = 40
MIC DESIGN PARAMETERS FROM US
Ss = 0.606 g
S1 = 0.193 g
From seismic calculation oufiput:
Seismic Design Shear = 0.07 W
WIND DE51GN�
3 second wind gust speed = 90 mph
Wind exposure g
Fv ` 2.03
D
summit Consulting Services, INC
143 N 4080 E
Rigby, Id 83442
WOOD SHEAR WA
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Designer .dam Hoopes
Date: 2124/2006 Summit Consulting Servi,ces, INC
L
Project: R. Hill construction spec 143 N 4080 E
Rigby, ID 83442
WIND CALCULATIONS
3 second wind gust speed = 90 mph
Wind exposure = B
Wind End Zone
alculations
Longitudinal dimension
�r
2
Transverse Dimension
42,
Eave Height
Edge Strips
10% of least horizontal dimes'
ion or 40% of eave height, whichever is less,
2.
but not less than 4% of least #�orizontal dimension or 3 feeL.
End Zone = 2 * Edge Strips
Lan Etudinaf
Edge Strip -
End Zone
Transverse
Edge Str-jp =. 7
End Zone =
FROM 2003 JBC WIND LOAD TABLE 1609,6.2.1 (1)
HORIZONTAL PRESSURES
E
A
®r,: W
f A'AY),
ROOF PITCH =
NOTE USE 10 PSF MINIMUM
Designer: Adam Hoopes
Date; 2124/2006
Project:, R. Hill construction, spec
FRONT. ELEVATION
_ Wim+ -..•—"F. -. .....o a.�..�-, _. z �.,• .._..�....--'•:��ar..�e:�a,.�.,....r..:_., ,.. E.r 4�--. ,�. _:.. _ _--wl-++��c z �saruya t��c � 4F•n+ �i ar
AREA'S ,(FT AS) PRESSURE
Summit Consulting Services, KC
'I43 W 4480 E
Rigby, IQ 83442
ZONE
A
5
11.5
* 14.4
* 14A PSF =
828
ZONE
A
3
11.
`10
* 14.4 PSF =
496.8
ZONE
A
3.5
11.5
* 11�5
* 14.4 PSF =
579.6
ZONE
C
13
* 11.5 PSF
3053.25
ZONE
D
12.5
865
*10 PSF
7375
ZONF
A
3.5
11.5
14.4
* 14.4 PPF _
579.6
ZONE
A
4.5
11.5
* 14.4 PSF -
745.2
TOTAL = 13660 LBS
SIDE ELEVATION.
ZONE
A
* 14.4
PSF
1101-.6
ZONE
B
1
`10
SF
11-05
ZONE
C
445
24.667
* 11�5
PSF
1276.517
ZONE
C
13
24.667
* 10
PSF
3206,71
ZONE
B
2.5
865
* 10
PSF
r 212.5
ZONE
.
r
14.4
P
550.8
TOTAL -- 7460 (_BS
Designer: Adam Hoopes
Dade: 2124i2006
Project- R. Hill construction spec
Summit Consult -P
ing Services, INC
143 N 4080 E
Rigby, ID 83442
SEISMIC CALCULATIONS
ROOF SNOW = 35
ROOF DEAD = 15
FLOOR DEAD = 15
HOUSE
ROOF AREA = 82'42
F = ((02'35)+15)`(3444)"(0.07)
3444 FT "2
-
53.10 LBS.
MCE Ground Motion - Conterminous 48 States
ZIP Code - 83440 Central Latitude = 43-763462
Central Longitude = -111.609017
Period
(Sec)
0.2
MCE Sa
(%g)
060.6
1.0 019.3
VICE
Value
of
S
R.
Hill
construction
of
S
MCE Ground Motion - Conterminous 48 States
ZIP Code - 83440 Central Latitude = 43-763462
Central Longitude = -111.609017
Period
(Sec)
0.2
MCE Sa
(%g)
060.6
1.0 019.3
VICE
Value
of
S
MCE
Value
of
S
S; Site Class B
1, Site Class B
Spectral Parameters for Site Class D
0.2 079.4 Sa = FaSs, Fa = 1.31
1.0 039.2 Sa = FvS1, Fv = 2.03
3�;, iii: fr urq� rs..-. "R ws.laiJ waA.i'i
iF .,• z.-^:j/aLe�la a -e e�....-.
_�'. ;4+.. .__ a'.. sae s�c_r•i lt, 2i e. sv -
Designer: Adam Hoopes SUMMit Consulting Ser -.'Vices, INC
Date; 2124I2006 143 N 4U80 E
Project: R. Hid( construction spec. Rigby, ID 83442
SEISMIC DESIGN:
Type of Occupancy:, (Table 9604.5 and Section 1.816) Residential
Building Category or Seism,ic Use Group; (Table 1604.5 and 1610.2} Building CategoRy
Seismic Importance Factor: (Table 1604.5) tle
Soil Site Class: (�s��.�.�}
Side Mass - Q
Response Modification Goeff. R: (Table 1617,6.2} R
6.5
Equivalent Latera! Force Procedure for 2003 IBC:
Approximate Fundamental Period, Ta;
h„ = HeigN (fejt) above base to highest level of buifding, h
Ct =Building Period Coeffi,..)C
cient n 25
t x.02
�CalcuEate Approximate Fundamental Period, Ta: CT'�hnx
-
Ta = 0.224
Maximum Considered Earthquake Response Accelerations:
Short Periods, Ss: (CD rpm 0.606 g
SS =
'[ Second Period, Si-. (CQ r'om)
S, � 0.193 g
Earthquake Response Accelerations Adjusted for Site Class Effects:
Site Coefficients:
Fa: (Table 1615.9.2(1) or Cd rom) F -a1.310 g
F V : (Table 1 6'i5.1.2(2) or CQ ro�m) F
SMS: _ F2.030 g
S
�5 �200� Egc �q. ��-�s , 2003 !BC Eq. 16-38, or CD rom) S --
Smi: FVS! (2000 SBC L�. �s-17.20[ 3 IBC Eq. �s-3�, or CD rom) S�5 ~� �-794 g
r�� == 0.39-2 g
[design Spectral ResponseAccelerati"on Parameters: (1615,1,3
SDS 2/3SMS (2000 IBC Eq, 16-18, 2003 Jf3C Eq. 16-40) DS =T 0. 529 g
SDI /
M, (2000 IBC Eq. 16-19. 2003 IBC meq, 16-4)
0.261
SDC is the "Seismic Design Categoryfir 1 = 0.193
Seismic Use Groups I and Il
structures
sates with mapped maximum considered earthquake
spectral response acceleration at 1 -second periodm S1, equal to or greater than 0.75g, shall be assigned
to Seismic Design Category E, and Seismic Use Grow
p III StruCtures located on such sites sh�all be
assigned to Seismic Design Category F.
100�
[designer: Adam Hoopes Summit Consulting Services, INC
Date: 2/2412006 143 N 4080 E
Project: R. Hill construction spec. Rigby) ID 83442
General Prosed ur Response Spectrum: r .
To=.. 2Sd 1
�.ta A
To
'.9
T-S1/S=
Ts
9
0.8 0.326
0,350
..:. a. u�;.,.�: L . �?i 'FAa'-.m..�..m. .. �. °.r" 1rs.0 0.261
EM
U.1
caa
1.2 0.218
0.300
z 1.4 0,187
0' z 0.250 1.6 0 -163
0
Cn
1.8 0.145
................
LU 0.200•
2.0 0.131
.J
r7.
w 0-150
L) 0.100
CSC
_U" -
UJ
0.
05- 0
47.
���. �'{4 :ra�' `y$r _ : ag rte$ • :'x�r 'r`f � A�. p�'�1*'•vfi7 "` { 'i_
Z.
- X4,
L
. . . . . . . . . . .
0.000 -------
1
PERIOD T
Seismic Response
Coefficient, CS.-
for the EM to use in
(1617,4.1,1)
Since Seismic Design
Category is D** and
S1 is less than 0.6 thus Cs min
- 0.044sds(le)
Cs shall not be less than: C -
0.044Sds(1e) -
0.023
Cs calculated
Cs
= Sds/(R/le) =
. 0.081
Cs need not exceed-,
Cs,
= Sd11((Rlle)*T} =
0.180
Cs used
for design of Seismic base shear
Seismic Base Shear: V = CS*w
See
Section 1617
for the EM to use in
the load
combinations of Section
1605.4.
QF =::
The effect of
horizontal seismic
forces =
Seismic base shear (V) =
Cs*W
(Eq. 16-37)
(Eq. 1 C�-35)
(Eq. 16-36)
(Eck_ 16-34)
Seismic load effect E. Where the effects of gravity and the seismic ground motion are additive,
seismic toad, E, for use in Formulas 1 6-0, 1 0, and 17 shall be defined by.,
E - p*QE + Q2`SoS*D
(Eq. 16-28)
Where the effects of gravity and seismic ground motion counteract, the seismic load, E,
for use in Formulas 1 6-6, 12, and 1 8 shall be defined by.
to L
Designer:
Date:
Project:
Adam Hoopes
21Z4i2U06
R. Hili construction spec.
i-Molifie
-Y�-•+u�esw�-• ,.-..s_.���'n_ale.�..es+���......7-.k.•..��_y4v '
MW
Summit Consulting Services, INC
143 N 4080 E
Rigby, IQ 83442
a -per 2003 IBC Section 1616.6.1
Simplified analysis in accordance with Sect+an 1617.5 shail be permitted to be used for any
stucture in Seismic; Use Group I, subject to the following limitations.
Ree�uirements for simpf�fied analysis:
1 } Seismic Use Group i
2} Buildings of light frame construction not exceeding three stories in height, extruding basements.
3} Buildings of any construction other than light -framed construction, not exceeding two stories
in height, excluding basements, with flexible diaphragms of every level as defined
in Section 1602.
Section 1617.5,1
Seismic Base Shea-: V = 1.2"SDS XW
R
R =The response modia cation factor from Table 1617-6.2 -
1.2 kSD
R
V = QE
BC 1617.1 Seismic Load Effect E
1.2* _ : * W
0.10 *W
For structures designed using the simplified analysis procedure in Section 1617.5. the seismic
goad erects, E and Em, shad be determined from Section 151 7.1.1
IBS 1617.E .1 Seismic Load Effect, E
Where the effects of gravity and the seismic ground motion are additive, seismic load; E, for u�;e
in Equations 16-5, 16-10, and 16-17, shall be defiened by equation 16-5Q:
E = pQF= + 0.2*SoS*B
QF_ =effect of horizontal seismic forces = Simplified Base Shear (V)
p =redundancy caeffieien# obtained in accordancy with Section 161 T2
D -effect of dead load
Equation 16-50
Where the effects of gravity and seismic ground motion counteract, the seismic load, E, for use
in Equations 16--6, '16-12, and 16-18 shadl be defined by equation 16-51.
E = PC1= - 02`SC5`D
Equation 16-51
� �rorn shear wall and frame analysis (use the largest p for each direction),
min 1,0 ; r max = 1.
front/ back
sides
1.00
Seismic load effect E for use in the load combinations is:
Front l Bask
M . -A&
From Equation 16-50
E = pQ£ + 0.2*sQS*o
= (1.,00)
From Seismic Load Combinations:
Equation 16-10
D + 0.7*E + L
�e+L
QE
QE
D + 0.7 (1.00*QE
0.2 *(0.53)
-
�
D=
1 .00 `�� + 0.11 "Q
When d
and
QE
are in the same direction.
0.2 * (0.53) *
D
.00 ��E
- a.� � ko
When D and
QE are
in opposite
directions.
0.11 *D) +
0.
1.074
D + 0. 7
When D
andQEare
in Opposite
directions.
+ .. 1 F 0 * E - 0 r 1 1* +
=
Om 926
D
When D
and QE are
in Opposite
directions.
Equation 16-12
0.6*D + 0.7*E -.-.z
0 . * + 0. 7*E =
0.6`D + 0.7 (1.00*QE + 0. 11 °p) = 0.674 ' d + 0.7 ' «E
When D and QE are in the same direction.
a.s*o + 0.7 41 .oa*QE 0.526 o + 0.7 � QE
When D and QF are in opposite direction.
erection:
For design shear capacity, dead and Iive load are not involved, all food combinations reduce to:
0.70 QE
Holdown tension capacity the governing load combination is (comparing apposite direction equations)
0.53 *D 1 0.70*QE
WaIJ boundary element compression capacity {comparing same direction equatians}
T-074 *D + 0.70*CSE
Ue�..
From Equation 16-50
E - pQE + 0'2'`Sos*D = (1 .00) z �� + 0.2 *(4.53) * D = � .aO *QE + 0.11 *D
When D and Q�:: are in the same direct€on.
E = pQ= - a.z*sDS*D W 0 _aa} � 0.2 z (0.53) -7- o zz 1,00 �Q� - o. � � zo
From Seismic Lead Combinat-Ons:
Equat-ion 16-10
D + .0.7*E + L - D + 0.7 (1 .00*QE
D + 0.7F + L = D + 0.7 (1,00*QE
Equation 16-12
0.6*D + 0.7"E
,r..•a.t..,,.1. �..._�._,�. .
N
When D and QE are in opposite directions.
+o.11*a) + 0= 1.Q74 D + 0.7
When a and QE aye in the same direction,
-0.11*D)+Q=
0.926
D+ 0.7 'QE
Wien D
and
QE are in apposite
directions.
0.6*D + 0,7 (1.00*QE + 0.11 *D) = I
0.5-74 -D + 0 7 E
When D and QE are in the same direction.
o.s�o f o.7 (1 .00*QE - a.1 1 *p) = 0.26 * a + o.� � (aE
When d and Q -are in a
PPosite direction'.
Sides:
For design shear capacity, dead and live load are not involved, all load combinations reduce to,
0. 70 Q&I-
Holdown
tension capacity the governing load combination is (comparing opposite direction equ<
0-.53 "Q + 0.70*QE
Wall boundary e#emertt compression capacity (comparing same direction equations)
1.074 "C3 + O.ia"QE
SUMMARY OF SEISMIC DESIGN FORCES
VV =Dead Load + ReducedRoof Snow Load {For Roof Snow Loads C7ver 30 p5F}
D =Diad Load