HomeMy WebLinkAboutCONSULTING PAPERS - 05-00421 - 78 Star View Dr - New SFRSUMMIT CONSULTING SERVICES, INC.
143 N 4080 E, Rigby, ID 83442
(208)709-5549
Mr. Randall Hill
R. Hill Construction
6579 E 113 N
Idaho Falls, ID 83401
Re: Kevin Smith Residence
Rexburg, ID
Dear Mr. Hill,
November 18, 2005
#05-1060
0500421
78 Star View Dr.
This letter is to provide documentation that Summit Consulting Services, Inc. has done the lateral
design for the above referenced residence. The design is based upon a 35 psf roof snow load, a 90 mph 3
second gust wind force with exposure B, and lateral forces for seismic design category D. The structural
design is based upon the 2003 International Building Codes requirements and restrictions.
Included are two "redlined" 11 x 17plans, an 81h x 11 "Wood Wall Schedule", an 8 Y2 x I 1 "Holdown
Schedule", an 8 %a x 11 "Garage Portal Detail, and calculations. The lateral resisting system is based upon
continuously sheathed walls using 7/16" APA rated wall sheathing. All edges are to be blocked. 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 letter
is not intended to cover any other structural, mechanical, electrical, or architectural features. The design 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 design or portions of the design are to be used or reused on any other
projects without the written consent of Summit Consulting Services, Inc. Due to the limited involvement and
no construction observation, Summit Consulting Services, Inc. is limiting our liability to $2700.
to call.
If I can be of further assistance, or if you have any further question or concerns, please don't hesitate
Sinc
Adam R. Hoopes, PE
p�6�un�
DEC B52005
j
JOB NAME: KoVir 5m ith Residence
I (SEE FRAMING PLAN FOR SHEAR WALL HOLDOO S)
AOOP AALL 5GHEZ��' LE (SEE APPROPRIATE SECTIONS FOR BOTTOM PLATE NAILING
OR BOLTING) i
BW = BEARING WALL SW=45HEAR WALL f
WALL
SILL PLATE/
ANGHORII
��
PLATE
WALL
TOP PLATE
7/16" (6}
i NAILING
I" IAA
STUDS
80TfOM PLATE
BOLTS
y, R5
BLOCKING
DETAIL
APA RATED
(0.1215"m x 2 1/2" , MIN)
EP&ES
INTERNED.
(1)
(2)
(3)
4
(5)
5HEATHIN6
SW
I
2x6®
240 O.C.
2x
5/8" 0
® 6-O" Oa.
7" EMBED
YES
2x6 ®
PANEL JT.
ONE SIDE
® 6" O.G.
® 6" O.G.
SW
2x6®
24" O.G.
2x
5/6" p '
O V-O" O.6
7■ EmBlad
YES
2x6
PANEL JT.
--
ONE 51DE
® 4: O.G.
® 6" D.G.
s
(1) USE CONSTRUCTION GRADE DOUGLA5IR
(2) USE PRESSURE TREATED WOOD WHEN IN CONTACT WITH CONCRETE.
(5) USE A3o-7 STEEL. DO NOT RECESS NU# AND WASHER INTO SILL PLATE. MINIMUM 2 ANCHOR BOJJT5
PER PIECE. LOCATE ANGFIOR BOLTS IC !FROM EACH END OF PIECE.
(4) USE A36 STEEL. DO NOT RECESS INT i SILL PLATE.
(5) WHERE TOP PLATE 15 GUT OR DISCO NI NIOU5; 5TRAP ACROSS BREAK WITH SIMPSON MST37 STF AP.
W SHEATHING TO BE PLYWOOD OR OSB. k(VERTICAL OR HORIZONTAL ORIENTATION)
c
ALTER 4TE 5TAFLE 5GHEZ:>ULE
,
FOR AfP.,A RATED SHEATH N6
EDGE NAIL 5P
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15 GAUGE
16 GAUGE
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SCHEDULES 1,
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® 5" Q.G.
® 3 1/2" O.G.
* 4" O.G. t
o 3 1/2" O.G.
3" O.G.
® 2 1/2" OL:
® 3" O.G.
® 3" O.G.
0200.0.
NONE
® 2" D.G.
NONE
NONE
NONE
NOTE:
I. ALL ST PLO HAVE 7/I6" MIN. GROWN WIDTH.
�
, TION FOR ALL STAPLE-GAUGE-5 15 1".
2. MINIMUM `"v'
5. FASTENER $PACING ® 2" D.G. OR LESS REWIRE5
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WIDTH TO, MATCH WALL WIDTH
FASTEN SHEATHING TO HEADER
WITH ad (COMMON NAILS IN 3' GRID
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ON IN516iE FACE OF WALL
2 ROWS OF
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IN ALL SpDS, 511 1 5, AND HEADER
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2- 1/2"Mx 4" ANCHOR BOLTS
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PVT MIN'; EMBED
I✓ / 2-
2x TREATED T SILL PLATE
W/ 2- 2x ILL PLATE ABOVE
#4 BENT DEBAR
2- #4 RE13AR CONT.
t
6" MIN. FOUNDATION WALL
FOOTING i
FOOTING REINF. CONT.
TAP OF CONC. SLAB
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d DOOR OPENING
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-To
P OF GONG. FOOT.IN6
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2'-0" MIN. PORTAL PANEL
SUMMIT GONSULTIN6 SERVICES, INC TITLEtKevin Smith Residence PROJECT 05-1060 �� NO,
143 N 4080 E RIGBY, 10 0442
PRONE (toe) 10q-5W Fax (200) 745-4388 Rexburg Idaho PATE I I/18/O5 I OF I
Designer: Adam Hoopes
Date: 11 /18/2005
Project: Kevin Smith Residence
i
i
1
r
Summit Consulting Services, I C
143 N 4080 E
Rigby, ID 83442 I
SEISMIC CALCULATIONS
ROOF SNOW = 35
ROOF DEAD = 15
FLOOR DEAD = 15
HOUSE
ROOF AREA = 78*46 = 3588 FT"2
F = ((0.2*35)+15)#(3588)*(0.07) _OM LBS.
1/2
Designer: Adam Hoopes
Date: 11 /18/2005
Project: Kevin Smith Residence
Shroar Wal/c
Summit Consulting Services, INC
143 N 4080 E
Rigby, ID 83442
Shear
Narrow
Wall
Uniform
Amount of
OveumgMomaM
RBSISIIngMomenl
shearforce
Holdown
Shear
Wall
Factor
Perforated Wall
Total of
Dead Load
Dead Load
(O.M.)
(R.M.) °
on Wall 2
(O,M.-R.M.)
Total
Force
Height
9Method
Shear Wall
Shear
On Shear
to Resist
FT - #
( )
FT - #
( )
(PLF)
Shorte=Factor
S eerwall lengl°a
Wall
(#)
(FT)
Wall len
used
Opening
Perforated
Wall
Walls
Overturning
O.M.=(V/Co)'H�a'
H)
Factor
Wall Length
Lengths
(PLF)
(%)
(FT-#)
w)
Co
wP)
L)
(v)HD
0
45
3
2200
8
3 0167
0.98
Perforated
0 710
12_n875
7:875
40
192
84645 "
1.0
n00�
9 f1Q.
c m,on,i�i
45
0.60
24789
223�
Y". ;
286 4o-;
-_5 r
,.�
n r.n
nnnn
inn no
209
1569 ..
F,
—.._--- .--------
_.—
(1) For shear walls that have a height - width ratio of greater than 2:1, but not less than 3 1/2:1. Increase the shear for by 2w/H.
(2) Use the Cofactor only for Perforated Shear walls.
(3) v = {V/(Co`(2w/H))) / (length of shear wall segments)
(4) R.M. = %DL"DL'wp•(wp/2) {For Perforated Walls), R.M. = %DL'DL'L'(L/2) (For segmented walls)
Designer: Adam Hoopes
Date: 11 /18/2005
Project: Kevin Smith Residence
f
DESIGN CRITERIA
CODE: 2003 IBC
Summit Consulting Servi es, INC
143N4080E
Rigby, ID 83442
i
ROOF SNOW =
35
ROOF DEAD =
15
FLOOR DEAD =
15
FLOOR LIVE _
' 40
SEISMIC DESIGN PARAMETERS
t
r
1
FROM 6SGS
Ss = 0.606 g
Fa = 1.31 g
S1 = 0.193 g
Fv = 2.03 g
From seismic calculation output:
Seismic Design Shear = 0.07llf WOOD SHEAR WALL
WIND DESIGN:
3 second wind gust speed = 90 mph
Wind exposure = B
a
S
Designer: Adam Hoopes
Date: 11/18/2005
Project: Kevin Smith Residence
Summit Consulting Services, INC
143 N 4080 E
Rigby, ID B3442
WIND itALCULATIONS
3 second wind gust speed = 90 mph
Wind exposure = B
Wind End Zone CaloUlations
Longitudinal dimension =
Transverse Dimension =
Eave Height =EM
Edge Strips
10% of least horizontal dimesion or 40% of epve height, whichever is less,
but not less than 4% of least horizontal dimension or 3 feet.
End Zone = 2 * Edge Strips
Longitudinal
Edge Strip =
End Zone =
3.6
Transverse
Edge Strip = 3.6
End Zone =
FROM 2003 IBC WIND LOAD TABLE 1609.0, 2.1(1)
HORIZONTAL PRESSURES ROOF PITCH
ZONE
A = 16.10
B = - 2.60-:
C = 11.70 NOTE, USE 10 PSF MINIMUM
D - 2.70'
7
5/�
i
i
Designer: Adam Hoopes Summit Consulting Services, INC
Date: 11118/2005 143 N 4080 E
Project: Kevin Smith Residence Rigby, ID 83442
FRONT ELEVATION
ZONE A =
4
7.5
* 16.1 PSF
= 483
ZONE A =
3.75
*
3.75
* 16.1 PSF
= 226.4063
ZONE B =
4.75
*
9
* 10 PSF
= 427.5
ZONE C =
4
*
63
* 11.7 PSF
= 2948.4
ZONE D =
10
*
63
* 10 PSF
= 6300
ZONE B =
4.75
*
9
* 10 PSF
= 427.5
ZONE A =
3.75
*
3.75
* 16.1 PSF
- 226.4063
ZONE A =
4
*
7.5
* 16.1 PSF =
483
TOTAL =
11530 LBS
SIDE ELEVATION
i
ZONE A =
5
*
7.5
* 16.1 PSF -
603.75
ZONE =
9
*
9
*10PSF =
810
ZONE C =
4
*
31
* 11.7 PSF =
1450.8
ZONE D =
10
*
31
* 10 PSF =
3100
ZONE B =
12
*
9
* 10 PSF =
-1080
ZONE A =
4
*
7.5
* 16.1 PSF =
483
TOTAL =
7530 LBS
t
��Z
Kevin Smith Residence
MCE Ground Motion - Conterrhinous 48 States
Zip Code - 83440 Central Lititude = 43.763462
Central Longitude =-111.609017
Period MCE Sa
(sec) (%g) E
0.2 060.6 MCE V,olue of Ss, Site Class B
1.0 019.3 MCE Volue of S 1, Site Class B
Spectral Parameters for Site ,lass D
0.2 079.4 Sa = Fa"Ss, Fa = 1.31
1.0 039.2 Sa = FPS 1, Fv = 2.03
/2
Designer: Adam Hoopes
Date: 11 /18/2005
Project: Kevin Smith Residence
SRC SIVIIC DESIGN:
i
f
Summit Consulting Se ices, INC
143 N 4080 E i
Rigby, ID 83442
Type of Occupancy: (Table lb04.5 and Section 1616)
Building Category or Seismic Use Groups; (Table 1604.5 and 1616.2)
Seismic Importance Factor: (Table IbO4.5)
Soil Site Class: (1615.1:1)
Response Modification Coeff. R: (Table 1B17.6.2)
Equivalent Lateral Force Procedure for 2003 IBC:
Approximate Fundamental Period, Ta:
h„ = Height (feet) above Oase to highest level of building.
Ct = Building Period Coe iicient (ASCE 7-02, 9.5.5)
Calculate -Approximate 6ndamental Period, T.: Cr*h„"
Maximum Considered Earthquake Resp4pse Accelerations:
Short Periods, Ss: (CD rom)
1 Second Period, S1: (CD rom)
Earthquake Response Accelerations Adj4ted for Site Class Effects:
Site Coefficients:
Fa:
(Table 161$.1.2(1) or CD rom)
F,,:
(Table 161 t .1.2(2) or CD rom)
SMs: =
FaSs
(2000 IBC ;q. 16-16 , 2003 IBC Eq. 16-38, or CD rom)
SM1: =
F„ SI
(2000 IBC iEq. 16-17, 2003 IBC Eq. 16-39, or CD rom)
i
Design
Spectral Response Acceleration'arameters: (1615.1.3)
SDS
213Sm, =
(2000 IBC q. 16-18, 2003 IBC Eq. 16-40)
SDI =
213S,I =
(2000 IBC �q. 16-19, 2003 IBC Eq. 16-4)
i
Residential'
Building Catego�= I
le = 1.00
i
Site Mass = D
R = ', 6.5
h„ _ ! 25
Ct = 0.02
Ta = ( 0.224
E
SS = i 0.606 g
SI = 0.193 g
Fa =
1.310 g
Fv _
2.030 g
SMS
0.794 g
SMI
0.392 g
f
SDS
SDI =
's
0.529 g
0.261 g
1
Nature
J of
Occupancy
Seismic
Use
Group
Table 616.3.(1)
Table 1616.3. 2
Largest SDC f
Tables 1616.3.(1
m
&(2)
SDC* to
Use for
Design
SDS
SDC*
SD1
SDC*
Residential
I
0.529 ii
D—
0.261
D**
D**
D**
51 = 0.193
* SDC is the "Seismic Design Category" 1
** Seismic Use Groups I and II structures located on sites with mapped maximum considered earthquake
l
spectral response acceleration at 1-seconal-periodm S1, equal to or greater than 0.75g, shall be assigned
to Seismic Design Category E, and Seismid,-Use Group III structures located on such sites shell be
assigned to Seismic Design Category F.
Designer: Adam Hoopes
Date: 11/18/2005
Project: Kevin Smith Residence
General Procedure Response Spectrum:
To=.2Sd1/Sds=
w A 0.300
z rn
d
z 0.250
O
Lu Q 0200.
Q � 0.150
K
v v 0.100
Lu 0- Q 0.050
0.000
IIi
Summit Consulting Se ices, INC `
143 N 4080 E
Rigby, ID 83442
(1615.1.4)
To =
Ts =
0.8 1.0 1.2 1.4 1.6 1.8 2.0
Seismic Response Coefficient, Cs:
Since Seismic Design Category is D'* and S1
Cs shall not be less than: C = 0.
Cs calculated Cs =
Cs need not exceed: Cs =
Cs used for desion of Seism
Seismic Base Shear:
PERIOD T
(Eq. I�37)
(Eq. 14-35)
(Eq. 1�36)
(Eq. 144)
See Section 1617 for the E. to use in the �Ioad combinations of Section 1605.4.
I
QE = The effect of horizontal seismic forces = Seismic base shear (V) = Cs*W
Seismic load effect E. Where the effects of Gravity and the seismic ground motion are additive
seismic load, E, for use in Formulas 16-5, 16, and 17 shall be defined by:
E = P*QE + 0.2*Sos*D
(1617.4.1.1)
than 0.6 thus Cs
min = 0.044Sds(le)
a(le) =
0.023)
le) =
0.081 }
/le)*T) =
0.180 }
e shear =OEM
V = Cs*W
(Eq. 16-28)
Where the effects of gravity and seismic ground motion counteract, the seismic load, E,
for use in Formulas 16-6, 12, and 18 shall be defined by:
E = P*QE - 0.2*Sos'D
(Eq. 16-29)
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
r��
Designer: Adam Hoopes
Date: 11/18/2005
Project: Kevin Smith Residence
1
Summit Consulting Se ices, INC
143 N 4080 E
Rigby, ID 83442
S 1
amplified Analysi per 2003 IBC Section 1 fi1 fi fi 1�
Simplified analysis in accordance with Section 1617.5 shall be permitted to be used for any j
stucture in Seismic Use Group I, subject to i,6e following limitations.
i
Requirements for simplified analysis:
1) Seismic Use Group I
2) Buildings of light frame construction not Exceeding three stories in height, exluding baseme ts.
3) Buildings of any construction other than Cjght framed construction, not exceeding two storie
in height, excluding basements, with flexible diaphragms at every level as defined
in Section 1602.
Section 1617.5.1
Seismic Base Shear: V = = 1.2*Sos *W
R
R = The response modification factor from 'foble 1617.6.2 = 6.5
V = 1.2*Sos *W = 12* 0.53) * W = 0.10 * W
R 6.5
V=QE
IBC 1617.1 Seismic Load Effect E
For structures designed using the simplifiedl�nalysis procedure in Section 1617.5, the seismic
load effects, E and Em, shall be determined krom Section 1617.1.1
i
IBC 1617.1.1 Seismic Load Effect, E
Where the effects of gravity and the seism ground motion are additive, seismic load, E, for u
in Equations 16-5, 16-10, and 16-17, shall b ,, defiened by equation 16-50:
E = PQE + 0.2*Sps*D Equation 16-50
r
QE = effect of horizontal seismic forces = Sir�rhplifred Base Shear (V)
p = redundancy coefficient obtained in accoridancy with Section 1617.2
D = effect of dead load
t
Where the effects of gravity and seismic grobnd motion counteract, the seismic load, E, for usd
in Equations 16-6, 16-12, and 16-18 shall b� defined by equation 16-51.
E = PQE - 0.2*Sos*D Equation 16-51
p from shear wall and frame analysis (use thla largest p for each direction)
P ��� = 1.b ; rmm
= 1.5
i
v 4 -
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t 7
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e
P front! back ' 1.00
P sides = 1.00 }
Seismic load effect E for use in the load corbinations-is:
Front 1 Back Direction:
From Equation 16-50
E =PQE + 0.2*SDs*D
= (1.00) * QE +
0.2 * (0.53) * D = 1.00 *QE + 0.11
*L
When D and QE are in the same direction.
i
E = PQE - 0.2*SDs*D
= (1.00) * QE
0.2 * (0.53) * D = 1.00 *QE - 0.11
*[�
When D and QE are in opposite directions.
r
From Seismic Load Combinations:
Equation 16-10
D+0.7*E+L =
D + 0.7 (1.00*QE f 0.11*D)+0= 1.074 *D+ 0.7
*IQE
When D and QE are in the same direction.
D+0.7E+L =
D + 0.7 (1.00*QE 0.11*D)+0= 0.926 *D+ 0.7
*E
.
When D and QE are in opposite directions.
i
Equation 16-12
0.6*D + 0.7*E =
0.6*D + 0.7 (1.00*OE
+ 0.11 *D) = 0.674 * D + 0.7
*IPE
i
When D and QE are in the same direction.
0.6*D + 0.7*E =
0.6*D + 0.7 (1.00*OE
- 0.11 *D) = 0.526 * D + 0.7
* �QE
When D and QE are in opposite direction.
j
i
For Front I Back Direction: ' !
For design shear capacity, dead and live load are not involved, all load combinations reduce to;:
0.70 QE ;
i
i
Holdown tension capacity the governing loaO combination is (comparing opposite direction equations)
0.53 *D + 0.70*QE
Wall boundary element compression capaci�,y (comparing same direction equations)
1.074 *D + 0.70*QE
Sides:
From Equation 16-50
E = PQE + 0.2*SD5*D = (1.00) * QE 0.2 * (0.53) * D = 1.00 *QE + 0.11 *C
f
When D and QE are in the same direction.
E = PQE - 0.2*SDs*D = (1.00) * QE �; 0.2 * (0.53) * D = 1.00 *QE - 0.11 *D
r
}
t
1
When D and QE are in opposite directions. i
i
From Seismic Load
Combinations:
Equation 16-10
D+0.7*E+L =
D + 0.7 (1.00*QE --0.11*D)+0= 1.074 *D+ 0.7 *�QE
When D and QE are in the same direction.
D+0.7E+L =
D + 0.7 (1.00*QE r0.11*D)+0= 0.926 * D + 0.7 *QE
When D and QE are in opposite directions.
Equation 16-12
0.6*D + 0.7*E =
0.6*D + 0.7 (1.00*C�ii E + 0.11 *D) = 0.674 * D + 0.7 * OE
When D and QE are in the same direction.
0.6*D + 0.7*E =
i
0.6*D + 0.7 (1.00*6; E - 0.11 *D) = 0.526 * D + 0.7 * E
4
When D and QE are in opposite direction.
braes: '
For design shear capacity, dead and live load are not involved, all load combinations reduce to�
0.70 QE
j
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Holdown tension capacity the governing loa" combination is (comparing opposite direction eqL�tions)
0.53 D + 0.70 QE
Wall boundary element compression capaci�y (comparing same direction equations)
1.074 *D + 0.70*QE
SUMMARY OF SFISMIC nFSIGN FARCES I
Design Shear 4
Capacity J
Holdown Tension
I Capacity
Compression
Capacity
Front /Back
0.070*VI/ .I
0.53*D+0.070*W
1.074*D+0.070*W
Sides
0.070*W
0.53*D+0.070*W
1.074*D+0:070*W
vv = ueaa LOW + Keaucea Koot zsnaw LOW (t-or Kootgtinow Loads Over 30 PSP)
D = Dead Load
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1
f
f
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1