HomeMy WebLinkAboutENGINEERING LETTER - 07-00268 - Legacy Network - New Building� ORIGINAL
SUMMIT CONSULTING SERVICES, INC.
143 N 4080 E, Rigby, ID 83442
(208) 709-5549
Mr. Randy Webb
Webb Custom Homes,, LLC
567 W. 19"'Street
Idaho Falls, ID 83401
Re: Valley Wide Co-operative, #1, Lot 5
Rexbur9; ID
#07-1036
August 9, 2007
This letter is to provide documentation that Summit Consulting Services, Inc. has
designed the lateral resisiing system �'or the above referenced hams. The design is based
upon a 35 psf roof snow load, a 90 mph 3 second gusi wu1d force with exposure B? and
lateral forces for seasmxc design category D. The structural design is based upon the 2003
International Building Codes requirements and restriciions.
Included is a "redlined" 24x3 6 main floor plan and foundation plans, and a 24x36
detail sheet, and calculation sheets 1-19. The lateral resisting systems is based upon
continuously sheathed walls using 7/16'" APA rated wall sheathing. All edges are to be
blocked. This design dais not requi.re any interior braced walks.
Thas design is, intendedto cover only the items referenced ab�ue. This letter is
not intended to cover any other stnJ.ctural, m�c�an�calelectrical, or architectural features.
The design is for a one time use for the above office blulld1nCIF only. The lateral analysis I's
limited to a one time use for the above referenced project�
i and nave of the design or
portions v� the desibn are to be used or reused on any otherprojects without the written
consent Of Summit Consultffig Services, Inc. Due to the limited involvement and no
construction observation, Summit Consulting Services, line. is limning our liability to
$9000.
S incerely,
0
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Designer: Adam Hoopes
Date:04
8/9/2007
Project: Valley Wide Co -OP #1, Lot 5
CODE: zoos IBC
LOAD;
ROOF SNOW
ROOF DEAD =
FLOOR DEAD =
FLOOR LIVE _
Ss = 0.606 g
S1 = 0.193 g
35
15
15
50
DEhSIGN CR
ITERI
4#
METERS FROM USGS
From seismic calculation output-.
Seismic DShear
WIND DESIGN:
3 second wind gust speed = 90 mph
Wind exposure g
Assumed Soil Type.-
ORIGINAL
Summit Consulting Services, INC
P.0- Box 1806
Idaho Falls, ID 83403
Fa = 0.13 g
Fv = 2.03 g
Sand,
Silty Sand, Clayey Sand, Silty Gravel, and Clayey Gr Vei
(SW, SP, Sul; SC, GM, and GC)
Allowable Foundation Pressure
Equivalent Fluid Pressure =
WOOD SHEAR WALL
2000 psi
45 Psf / ft of depth
%IAL
F ti�
V9
SUMMIT CQNSULiING SERVICES INC.
Box 1806 IDAHC-)PAam
J051-
DESk
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Designer: Adam Hoopes
Date.- 4/26/2007
Project: office in Rexburg
3 second wind gust speed
Vllind exposure
WIN-. D C.A. L.C.U.L. A T 10
90 h
E3
ind- End Zone Calculations
Longitudinal dimension
Transverse Dimension
Eave Height
ka
Summit Consulting Services, INC
143 N 4080 E
Rigby, ID 8342
Edge Strips
10% of least horizontal dimesion or 40% of ease height, whichever is fess,
but not less than � of feast horizontal dimensi4%orr or 3 feet..
End Zone = 2 ' Edge Strips
E.on itudina[
Edge Strip PLI
end done =
Transverse
Edge Strip
4.3
End ZoLne
ryw.
. . . . . . . . . .
FROM 2003 JBC WAND LOAD TABLE 1609-6-2.1(1)
HORIZONTAL PRESSURES
ZONE
ROOF PITCH =
NOTEUSE 10 PSF MINIMUM
. i K_
7
Designer: Adam Hoopes
Date: 4/26/2007
d" qmq
Project OTT] ce ire Rexbu, g
FRONT ELEVATION
SIDE ELEVATION
wj
Summit Consulting Services, INC
143 N 4080 E
Rigby, ID 83442
ARAREA'S7TAS pRESSURE
Length
10 *14.4PSF
` 11.5 *'ta PSF
` 64 * 1'i.5 PSF -
sa * 10 Psi -
11.5 *14.4PSF
10 *14.4PSF
648
460
3105
12300
662.4
sus
TOTAL - 17830 LBS
AREA'SFT^S PRESSURE
ZONE A = 4.5 9 * 14.4 PSF
ZONE B = 13 10.5 * 10 PSF
ZONE C -- 4.5 25 * 11.5 PSF
ZONE D - 13 25 * 10 PSF
ZONE B - 3.5 1n.5 * 10 PSF
ZONE A 4.5 9 * 14.4 PSF
= 5832
1365
= 1293.75
= 3250
= 367.5
= 583.2
TOTAL = 745.0 LBS
Height
ZONE
A =
4.5
ZONE
B -
4
ZONE
C
4.5
ZONE
D -
20.5
ZONE
A
4
ZONE
A
4.5
SIDE ELEVATION
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Summit Consulting Services, INC
143 N 4080 E
Rigby, ID 83442
ARAREA'S7TAS pRESSURE
Length
10 *14.4PSF
` 11.5 *'ta PSF
` 64 * 1'i.5 PSF -
sa * 10 Psi -
11.5 *14.4PSF
10 *14.4PSF
648
460
3105
12300
662.4
sus
TOTAL - 17830 LBS
AREA'SFT^S PRESSURE
ZONE A = 4.5 9 * 14.4 PSF
ZONE B = 13 10.5 * 10 PSF
ZONE C -- 4.5 25 * 11.5 PSF
ZONE D - 13 25 * 10 PSF
ZONE B - 3.5 1n.5 * 10 PSF
ZONE A 4.5 9 * 14.4 PSF
= 5832
1365
= 1293.75
= 3250
= 367.5
= 583.2
TOTAL = 745.0 LBS
Designer: Adam Hoopes
Date: 4/26/2007
Project: Office in Rexburg
ROOF SNOW =
ROOF DEAD =
FLOOR DEAD =
HOUSE
Summit Consulting Services, INC
143 N 4080 E
Rigby, ID 83442
IISMIC CALCULATION
35
15
15
ROOF AREA = 80'43
F= ((0.2*35)+15)*(3440)*(0.07)
3440 A 2
X300 LBS.
Office in Rexburg
MCE Ground Motion - Conterminous 48 States
Zip Code - 8344D Central Latitude = 43.763462
Period
(sec)
0.2
1.0
Central Longitude = -111.609017
MCE Sa
(%g)
060.6
MCE
Value
of
Ss,
Site
Class B
019.3
MCE
Value
of
S1.
Siterlqq-qa
bpectral Parameters for Site Class D
0-2
1.0
079.4 Sa =
039.2 Sa =
FaSs, Fa T 1.3-1
FvS I, Fv = 2.03
0
ell"N
Designer: Adam Hoopes
Summit ._ insulting Services, INC
Date: 4/26/2007 143 M 4080 E
Project --
Office in Rexburg Rigby, 1D 83442
SEISMIC DESIGN:
Type of occupancy: Use (Table 1604.5 and Section 1616) Residential
Building Ga�egary or S�ism�c Group: (Table 1604.5 and 1616.2) Building Categorye 1.00
Seismic Importance Factor: (Table �so�_�}
Soil Site Class: (1s15.1.1) Site Glass D
Response IVIO'dification Coeff. R. (Table 11517.6.2)
R = 6.5
Equivalent Lateral Force Procedure for 2003 IBC:
Approximate Fundamental Period, T,.-
lin =Height (fest) above base to highest level of building, hin 25Ct = 8uildirrg Period Coefficient
(RSCS 7-021 9.5 5) Ct = O.(32
Calculate Approximate Fundamental Period, Tai G*hn"
Ta ~ 0.224
Maximum Considered Earthquake response Accelerations:
Short Periods, ss,: (CD rom} SSy1 Second Period, S�f : D_fi�5 g
(CQ rom} S, = 0.1989
Earthquake Response Accelerations Adjusted for Site Class Effects:
Site Coefflicients:
Fa' (Table 1 fi15.1.2(1 ) or C0 rom ) F
F a �.31Q g+► (Table 1615.1_2{2} or CD rom)
Sms: = FESSFY MINEZ.(�30 g
(2000 18C Eq. 16-1 6 , 2003 IBC Eq, 18-38, or C❑ ram) SMS - 0.794
SM1' � Frsl {200J [BC Eq. 16-17, 2003 IBC Eq. 16-39, or CD ror�) $ g
x.392 g
Design Spectra! Response Acceleration Parameters: (1615A.3)
S DS - 213Sr„S = (2000 1BC Eq. 1fi-38, 2003iBC Eq. '[5-44) �
SD1 = 213Sm1 _ (2DOO IBC Eq. 16-191 2003 SBC Eq. 16-4} Sys � 0 .529 g 0.261
* SDC is the "Seismic Design Categoryllp S1 = 0.193
Seismic Use ' Groups I and 11 structures located on sites with m4pped maximum
spectral response acceleration at 1 -second id 1, equal to or greater than 0.75g, shall be assignedto Seismic Design Category E, d Seismic Use Group III str-uctur located on such sites shall be
assigned to Seismic Design Category F.
Designer:
.date.
Project:
Adam Hoopes
4126i2007
Office in Rexburg
General Procedure Response
To=.2Sdl/Sds=
Ts=Sd1/Sds=
r1
Spectrum:
Summit )nsuiting Services, INC
143 N 4080 E
Rigby, ID 83442
1615.1.4
To
T
Seismic Response Coefficient, Cs: (1617.4.1.1)
Since Seismic Design Category is D''"t and S1 is less than 0.6 thus Cs min = 0.044Sds(le)
Cs shall not be less than: C = 0.044Sds(le) _ 0.0231
C5 raa[cuia#ed C5 = Sds/(R/le) = ().081 }
Cs need not exceed; Cs = Sdl/((R/le)*T) = 0.180)
Cs used for design of Seismic base shear = -
Seismic Base Shear:
V = cs*w
See Section 1617 for the E,, to use in the Load combinations of Section 1605.4.
QF_ = The effect of horizontal seismic Forces = Seismic base shear {V} = Cs*W
(Eq. 16-34)
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, 10, and 17 shah be defined by-.
E = P*QE * 0.2*SDs*D
(Eq. 16-28)
Where the effects of gravity and seismic ground mot -ion counteract, the seismic load, E,
for use in Formulas 16-6, 12,, and 18 shall be defined by.-,
(E q. 16-2 9)
0.8
0.326
1.0
0261
1.2
0.218
1.4
0.187
1.6
0.163
1.8
0.145
2.0
0,131
Designer:
Date:
Project:
Adam Hoopes
4/26/2007
Office in Rexburg
irn lMed .Anal
Summ0
it Consulting Services, INC
143 N 4080 E
Rigby, ID 83442
sis er 2003
IBC
Section 6 6.6.
Simpllfi'ed analysis in accordance with Section 1617-5 shadl be permitted to be used for any
stucture in Seismic Use Group 1, subject to the following limitations.
Requirements dor simplified anaiysis:
'! } Seismic Use Group I
2} Buildings of light frame construction not exceeding three stories in height, exluding basements.
3} Buildings of any construction other than light-frarned construction, not exceeding two stories
in height, excluding basements, with flexible diapF�ragms at every level as defined
in Section 1602.
Section 161.7.5-1-
Seismic
Base Shear:
V = 1.2*SDS "W
R
R. = The response modification factor from Table 1617.6.2
1.2*
'SDS W
IN
!BC 1+517.1 seismic Load Effect E
6.5
6.5
0.10 *W
For structures designed using the simplified analysis procedure in Section 1 67 7.5, the seismic
load effects, E and Em, shall be determined from Section 7 61 i.1 ,1
IBC 1 67 7.1 .7 Seismic Load Effect, E
Where the effects of gravity and the seismic ground motion are additive, seismic load, E., for use
in EqU2tions '! G-5, 16-10, and 16-17, shall he defiened by equation 16-50:
E = PQE + 0.2*SDS*D
Q= = effect of horizontal seismic farces =Simplified Base Shear (V)
P =redundancy coefficient obtained in accordancy with Section 1617.2
D =effect of dead load
Equation 16-50
groundWhere the effects of gr2VAY and seismic motion counteract the seismicload, E, for use
in Equations 16�E3, 16-12, and 16-18 h 1I be define' by equation 16-51.
E=pQF - 0-2*SDs*D
p from shear wall and frame analysis (use the largest p for each direction)
P min = 1-0 ;
r max =1.5
Equation 16-51
front/ back
sides
1.00
1.00
Seismic load effect E for use in the load combinations is. -
Front 18ack Direction:
From Equation 16-50
E = PQM + 0,.2*SDs*D * QE+ Q�.}
E + 0. D
When Q ani QE are in the same direction.
&.- *D
E = pQr: - 0-2*SDS 0 -00) QE 0-2 * (0.53) * D 1 -00 *()E 0.11 *D
When D and QE are in opposite directions.
From Seismic Load Combinations,
Equation 16-10
D + 0.7*E + L D + 0.7 (1 .00*QE
D+0.7E+L = D + 0.7 {1,00`QE
Equation 16-12
0.6'D + 0.7'E _
r
1%
+ 0.11*D) + 0 1.074 D + 0.7 QE
When D and QEj are in the same direction.
0.1 1*D) + 0 26 . ...... ......... 0.
When D and Q. are in opposite directions.
0.6'D + p.7 0.00*QE
0 .6*D + 0. 7 0 - 00*Q E
traction:
+ 0.11*D) 0.674 D + 0.7 Q
When D and QF, are in the same direction.
- 0 _ 1
1 *D j =
0.52 6
* � + 0.7 ' QE
When
D and
QE are in opposite
direction.
For design shear capacity, dead and live toad are not involved, all toad combinations reduce to,-,
x.70 QE:
Holdown pension capacity the governing load combination is (comparing opposite direction equations)
0.53 *D + 0.70*QE
Wal( boundary element compression capacity(comparing same direction equations)
IA-074,*D + 0.70*QE
5 A es _ W,
F:rDm Eq ti ro 16-50
E = PQE f 0,2*SDs*Dr�� .00} Q + 0.2 * (0.,53) * o = 1.00 C)E + *D
When D and QE are in the same direction.
E = pQE - 0.2*SDs*D = 0.00) � QE - 0.2 * (x.53D 0.11 *D
When D and QE are in apposite directions.
From Seismic Load Combinations:
Equation 16-10
D+0.7*E+L = D + o.7 (1 _00*QE + o.1 1'*D) + o = 1.074 a + a. 7 � QP
When Q and QE are 3n the saTne directian.
D+0.7E+L = D + 0.7 (1 O-O*QE - 0.11 *D) + 0 16
0.926 *D+ 0.7 *QE
When Q and QE are in opposite directions.
Equation 16-12
fl.fi*D + 0.7*E =
0.6'D + 0.7'E _
O.6*D + 0.7 (1 .00*QE + 0_1 1 *o)
SM
0.6*D + 0.7 (1.00*QE
Sides:
For design shear capacity) dead and five load
0.70 QE
When D and
- 0.11 *D) _
When D and
Z7 + 0.7
Q- r i n the same direction.
0.526 * D + 0. ? ' Q;:
QEarein opposite direction,
are not involved, all load combinations reduce to:
Holdown tension capacity the governing load combination is (comparing apposite direction equations)
0.53 *D + 0.70*QE
Wali boundary
1.074 `D
element compression capacity (comparing same direction equafians)
+ 0-70*QE
SUMMARY oF SEISMIC DESIGN FORCES
W =Dead Load + Reduced Roof Snow Lead {For Roof Snow wads Over 30 PSF}
D =Dead Load 01
y
r�
Job:
Date. -
Job
#
REXBURG OFFICE
8/9/2007
07-1032
Summit Consulting Services, inc
Designer., Adam Hoopes
4435 ft -lbs Length -- fi D.p0
5 in dead 1.4 * p
12 in lige 1.7 * 260
2500 psi Total
60000 psi
Mn Mu / 0.9 =
P /M) *,(1 -s q rt(l -2*m *( R n/fy))
Rn (Mn*1 2)1(b*d 2)
M = fyl(0.85*f c) =
As = P-* *d
Rebar
Size Spacing
#4 11
#5 17
#6 25
�Mn = �*As*fy*,(d�a/2)
2 � (As*fy) / (.85*f C*b)
AS = 0.31 -in A 2
a = 0.7294118
�Mn = 77594.824 in -lbs
6466.2353 ft -lbs
MU = w(L)A 2 / 8 =
4927.778
0.003454
'197.1111
28.23529
5525
SUMMIT CONSULTING SERVICES
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