HomeMy WebLinkAboutSTRUCTURAL CALCS - 07-00012 - 1094 Green Willow Dr - New SFR14W
SUMMIT CONSULTING SERVICES, INC.
143 N 4080 E, Rigby, ID 83442
(208) 709-5549
Mr. Justin Taylor
12939 N. 65a' E
Idaho Falls, ID 83401
Re: Willow Brook Estates
Division 5, Block 4, Lot 5
Rexburg, ID
#07-1009
February 15, 2007
0700012
1094 Green Willow Dr -Taylor
This letter is to provide documentation that Summit Consulting Services, Inc. has
designed the lateral resisting system for the above referenced home. 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 Residential Codes requirements and restrictions.
Included is a "redlined" 24x36 main floor plan, an 8 %z x 11 "Wood Wall
Schedule", an 8 % x 11 "Holdown Schedule", an 8 % x 11 garage portal detail, and
calculation sheets 1 through 12. 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 items 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 ConsultingServices Inc. is limiting ou to
$3000. g ',el
Sincerely,
Adam R. Hoopes, P.E.
2007
CITE 0 EXBIJ�,
• �m/ veil
JOB NAME: WILLOW 5ROOK E5TATE5, DE, 54, L — TAYLOR RE5IDENCE
1N00D INALL SCHEDULE (SEE FMIN& PLAN FOR SHEAR VqALL HOLVO5)
(SEE APPROPRIATE
SECTIONS FOR BOTTOM PLATE NAILING
OR BOLTING)
BW = BEARING WALL 5W = SHEAR WALL
MARK
WALL
STUDS
SILL PLATE/
130TTOM PLATE
ANCHOR
BOLTS
2x2x3/16
YVA A RS
WALL
BLOCKING
ITOP PLATE
DETAIL
7/I6" (6)
APA RATED
NAILING
(0.128.0 x 2 1/2" MIN)
(I)
(2)
(3)
4
(5)
5HEATHING
EDGES
INTERMED.
SW
2x6®
24" O.G.
2x
1/2" 0
® 6'-O" 0.0
YES
2x6
--
ONE SIDE
® 6" O.G.
® 6" O.G.
7" EMBED
PANEL JT.
5W
2x6®
24" O.G.
2x
1/2"
® 3'-0" O.G.
YES
2x6 ®
ONE SIDE
® 4" O.G.
® 6" O.G.
7" EMBED
PANEL JT.
75-P47
2x6®
24" O.G.
2x
1/2" 0
'-0" O.C.YES
® 27"
2x6 ®
--
ONE SIDE
0 4" O.G.
a 6" D.G.
EMBED
PANEL JT.
(1) USE CONSTRUCTION GRADE DOUG1-A5 FIR.
(2) USE PRE55URE TREATED WOOD WHEN IN CONTACT WITH CONCRETE.
(3) USE A307 STEEL. DO NOT RECESS NUT AND WA5HER INTO SILL PLATE. MINIMUM 2 ANCHOR BOLTS
PER PIECE. LOCATE ANCHOR BOLTS IO" FROM EACH END OF PIECE. CONTRACTOR MAY USE SIMP50N
A HIGH STRENGTH EPDXY W/ 6" EMBED. IN LIEU OF ANCHOR BOLTS. USE THREADED ROD W/ 5AME DIAMETER
AND SPACING AS ANCHOR BOLTS. ANOTHER ALTERNATE 15 TO USE SIMPSON TITAN HD SGREW ANCHOR WITH
THE SAME SIZE AND 5PAGIN6 AS ANCHOR BOLTS WITH 5 3/4" MINIMUM EMED. INTO CONCRETE.
(4) USE A36 STEEL. DO NOT RECE:55 INTO SILL PLATE.
(5) WHERE TOP PLATE 15 GUT OR DISGONTINUOU5, STRAP AGRO55 BREAK WITH SIMP50N MST37 STRAP.
(6) 5HEATHING TO BE PLYWOOD OR 055. (VERTICAL OR HORIZONTAL ORIENTATION)
ALTERNATE STAPLE 5CHEDULE
i+OR AFA RATED SHEATHING
EDGE NAIL 5PAGIN6
AS SPECIFIED IN
THE WOOD WALL
14 GAUGE
15 GAUGE
16 GAUGE
OR DIAPHRAGM
SCHEDULES
® 6" O.G.
5 1/2" O.G.
® 5" D.G.
® 3 1/2" O.G.
® 4" O.G.
® 3 1/2" O.G.
0 3" Q.G.
® 2 1/2" O.G.
® 3" O.G.
® 3" O.G.
a 2" O.G.
NONE
® 2" O.G.
NONE
NONE
NONE
NOTES
I. ALL STAPLES TO HAVE 1/16" MIN. GROWN WIDTH.
2. MINIMUM PENETRATION FOR ALL STAPLE GAUGES 15 10.
3. FASTENER 5PAGING 0 2" O.G. OR LE55 REQUIRES
NOMINAL 3x MEMBER.
LWM
HOLDOM SCHEDULE
MARK MODEL HOEDOWN ANCHOR
NUMBER TYPE BOLT
MINIMUM
EMBEDMENT
MINIMUM
COLUMN
FASTENERS
DIAMETER
IN CONCRETE
51ZE
TO COLUMN
HDI PHD2 A OR B 5/8�
12"
2- 2x
10 -SDS5GR 35
SCREWS
1) ALL HOLDOWN5 BASED UPON 51MP50N STRONG -TIE CONNECTORS.
WOOD COLUMN
SIMP50N
HOLDOM ANCHOR
PRESSURE TREATEI
SILL. PLATE
HOHOLIPOWN TYPE ,A
SIMPSON
WOOD SCRENS
ANCHOR BOLT
REMARKS
DRILL AND EPDXY THE ANCHOR BOLT
INTO THE FOUNDATION U51NG A SIMPSON
AT (ACRYLIC TIE ADHESIVE) ADHESIVE
WITH 12" EMBEDMENT.
WOOD COLUMN
SIMPSON
HOLDOM ANCHOR
BOTTOM PLATE WOOD SCREWS
FLOOR
SHEATHING THREADED
COUPLER ROD
PRESSURE TREATED 1 � FLOOR FRAMING
SILL PLATE F4
-1 4. : , . ANCHOR BOLT
a ,
HOLDOWN TYPE B
SIMP50N ST2122 STRAP
SECTION A -A
#4 BENT REBAR
dJ
MIN. TO EDGE
OF SIMPSON
HOLDOWN
B
A DBL. 2x TOP PLATE (OPTIONAL)
3 1/2"Al 1/4" MIN. CONT. HEADER
WIDTH TO MATCH WALL WIDTH
FASTEN SHEATHING TO HEADER
WITH 8d COMMON NAILS IN 3" GRID
PATTERN AS SHOWN
SIMP50H 5T6224 STRAP
ON INSIDE FACE OF WALL
2 ROWS OF
16d NAILS o 3" O.G.
16d NAILS ® 3" O.G.
2x4 LAID FLAT
SHEATHING JOINT
WITHIN 2'-O" OF MIDHEIGHT
APA RATED PLYWOOD OR
055 SHEATHING (1/2" MIN)
2- 2x STUDS OR SINGLE 4x
8d COMMON NAILS ® 3' O.G.
IN ALL STUDS, SILLS, AND HEADER
SIMPSON STHD14
HOLDOWN ANCHOR
3- 5/8"4Vx14" ANCHOR BOLTS
W/ 2x2x3/l6" PLATE WASHERS
W/ T" MIN. EMBED
PRE55URE TREATED SILL PLATE
W/ 2- 2x SILL PLATE ABOVE
#4 BENT REBAR
2- #4 REBAR CONT.
6" MIN. FOUNDATION WALL
FOOTING
FOOTING REINF. CONT.
TOP OF GONG. SLAB Ak
TOP OF GONG. WALL
oz
G DOOR OPENING
TOP OF CONC. FOOTING
2'-8" MIN. PORTAL PANEL
SUMMIT CONSULTING SERVICES, INC TQ WILLOW BROOK ESTATES PROJECT No. 07—IOOq
143 N 4080 E RICBY, 10 85442 DIVISION 5, BLOGK 4, LOT 5
PHONE (206) 70q-554q FAX (208) 145-068 REXBURG, IDAHO PATEs FEB. 15, 2007
Designer: Adam Hoopes Summit Consulting Services, INC
Date: 2/15/2007 143 N 4080 E
Project: Willow Brook Estates, D5, B4, L5 - Taylor Residence Rigby, ID 83442
DESIGN CRITERIA,
CODE: 2003 IBC
ROOF SNOW =
35
ROOF DEAD =
15
FLOOR DEAD =
15
FLOOR LIVE =
40
SEISMIC DESIGN PARAMETERS FROM USGS
Ss = 0.606 g Fa = 1.31 g
S1 = 0.193 g Fv = 2.03 g
From seismic calculation output:
Seismic Design Shear = 0.07 W WOOD SHEAR WALL
WIND DESIGN:
3 second wind gust speed = 90 mph
Wind exposure = B
Assumed Soil Type:
Sand, Silty Sand, Clayey Sand, Silty Gravel, and Clayey Gravel
(SW, SP, SM, SC, GM, and GC)
Allowable Foundation Pressure = 2000 psf
Equivalent Fluid Pressure = 40 psf / ft of depth
Designer: Adam Hoopes
Date: 2/15/2007
Project: Willow Brook Estates, D5, B4, L5 - Taylor Residence
Cl,eiftr 1A1w11w
Summit Consulting Services, INC
143 N 4080 E
Rigby, ID 83442
l 1) r-ul b, luau wails inat nave 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 Co factor 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 Wails}, R.M. = %DL*DL*L*(U2) {For segmented walls}
�N
SUMMIT CONSULTING SERVICES INC.
143 N 4080 E RIGBY, ID 83442 PHONE: 208.709.5549
DATE: -2//5)07
DESIGNER: JOB NO.:_0 7- 1601
z
2
Inal
9
04)
1, 1 W-
6 , te-
3's
PAGE NO.: .3
_12-
..e
Designer: Adam Hoopes
Date: 2/1512007
Project: Willow Brook Estates, D5, B4, L5 - Taylor Residence
Summit Consulting Services, INC
143 N 4080 E
Rigby, ID 83442
WIND CALCULATIONS
3 second wind gust speed = 90 mph
Wind exposure = B
Wind End Zone Calculations
Longitudinal dimension = 7 f¢
Transverse Dimension = 8•,
Eave Height =(y
Edge Strips
10% of least horizontal dimesion or 40% of eave height, whichever is less,
but not less than 4% of least horizontal dimension or 3 feet.
End Zone = 2 . Edge Strips
Longitudinal
Edge Strip =
Transverse
Edge Strip =
4.4
4.4
FROM 2003 IBC WIND LOAD TABLE 1609.6.2.1(1)
HORIZONTAL PRESSURES ROOF PITCH = („' ``k:12
A = 14.40
B = 9.90
C = 11.50 NOTE: USE 10 PSF MINIMUM
D = 7.90
7
E5
Designer: Adam Hoopes Summit Consulting Services, INC
Date: 2/15/2007 143 N 4080 E
Project: Willow Brook Estates, D5, B4, L5 - Taylor Residence Rigby, ID 83442
FRONT ELEVATION
AREA'S Ff T^)
PRESSURE
Height
Length
ZONE A =
4.5
* 9
* 14.4 PSF =
583.2
ZONE B =
3
10.33
* 10 PSF =
309.9
ZONE C -
4.5
60
* 11.5 PSF =
3105
ZONE D =
12
60
* 10 PSF =
7200
ZONE B -
3
* 10.33
* 10 PSF =
309.9
ZONE A =
4.5
* 9
* 14.4 PSF =
583.2
TOTAL = 12100 LBS
AREA'S (FT^Sl
PRESSURE
ZONE A =
4.5
* 9
* 14.4 PSF =
583.2
ZONE B =
8
* 10.33
* 10 PSF =
826.4
ZONE C =
4.5
30
* 11.5 PSF =
1552.5
ZONE D -
11
* 30
* 10 PSF =
3300
ZONE B =
3.5
* 10.33
* 10 PSF =
361.55
ZONE A -
4.5
* 9
* 14.4 PSF =
583.2
TOTAL = 7210 LBS
5-
Z
Designer: Adam Hoopes Summit Consulting Services, INC
Date: 2/15/2007 143 N 4080 E
Project: Willow Brook Estates, D5, B4, L5 - Taylor Reside Rigby, ID 83442
SEISMIC CALCULATIONS
ROOF SNOW = 35
ROOF DEAD = 15
FLOOR DEAD = 15
Ir reZf�u
ROOF AREA = 3720
F = ((0.2*35)+15)*(3720)*(0.07)
3720 FT^2
= 5730 LBS.
Justin & Natalie Taylor -Rexburg, ID -Willowbrook Estates, DI: B4, L5
MCE Ground Motion - Conterminous 48 States
Zip Code - 83440 Central Latitude = 43.763462
Central Longitude =-111.609017
Period MCE Sa
(sec) (%g)
0.2 060.6 MCE Value of Ss, Site Class B
1.0 019.3 MCE Value of S1, Site Class B
Spectral Parameters for Site Class D
0.2 079.4 Sa = FaSs, Fa = 1.31
1.0 039.2 Sa = FvS 1, Fv = 2.03
Designer: Adam Hoopes 140
Date: 2/15/2007
Project: Willow Brook Estates, D5, B4, L5 - Taylor Residence
SEISMIC DESIGN:
Summit Consulting Services, INC
143 N 4080 E
Rigby, ID 83442
Type of Occupancy: (Table 1604.5 and Section 1616)
Residential
Building Category or Seismic Use Group: (Table 1604.5 and 1616.2)
Building Category =
I
Seismic Importance Factor: (Table 1604.5)
le =
1.00
Soil Site Class: (1615.1.1)
Site Class =
D
Response Modification Coeff. R: (Table 1617.6.2)
R =
6.5
Equivalent Lateral Force Procedure for 2003 IBC:
Approximate Fundamental Period, Ta-
hn = Height (feet) above base to highest level of building.
hn =
25
C, = Building Period Coefficient (ASCE 7-02, 9.5.5)
Ct =
0.02
Calculate Approximate Fundamental Period, T.: Ci*hnx
Ta =
0.224
Maximum Considered Earthquake Response Accelerations:
Short Periods, Ss: (CD rom)
SS =
0.606 g
1 Second Period, S1: (CD rom)
S1 =
0.193 g
Earthquake Response Accelerations Adjusted for Site Class Effects:
Site Coefficients:
Fa: (Table 1615.1.2(1) or CD rom)
Fa =
1.310 g
FV: (Table 1615.1.2(2) or CD rom)
F„ =
2.030 g
SMs: = FaSs (2000 IBC Eq. 16-16 , 2003 IBC Eq. 16-38, or CD rom)
SMS =
0.794 g
SM1: = F„S1 (2000 IBC Eq. 16-17, 2003 IBC Eq. 16-39, or CD rom)
SM1 =
0.392 g
Design Spectral Response Acceleration Parameters: (1615.1.3)
SDS 2/3S,„s = (2000 IBC Eq. 16-18, 2003 IBC Eq. 16-40)
SDS =
0.529 g
SDI = 2/3Sm1 = (2000 IBC Eq. 16-19, 2003 IBC Eq. 164)
SDI =
0.261 g
Nature
Of
Occupancy
Seismic
Use
Group
Table 1616.3. 1
Table 1616.3.(2)
Largest SDC from
Tables 1616.3.(1)&(2)
SDC* to
Use for
Design
SDS
SDC*
SDI
SDC*
r--Residential
I
0.529
D**
0.261
D**
D**
D**
S1 = 0.193
* SDC is the "Seismic Design Category"
** Seismic Use Groups I and II structures located on sites 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 Group III structures located on such sites shall be
assigned to Seismic Design Category F.
Designer: Adam Hoopes �./
Summit Consulting Services, INC
Date: 2/15/2007
143 N 4080 E
Project: Willow Brook Estates, D5, B4, L5 - Taylor Residence
Rigby, ID 83442
General Procedure Response Spectrum:
(1615.1.4)
To=.2Sd1ISds=
To =
g
Ts=Sd1/Sds=
_ - Ts =
g
0.8
0.326
0.350 -
1.0
0.261
—
y 0.300
1.2
0.218
m
zw
1.4
0.187
a z 0.250
1.6
0.163
n -
1.8
0.145
0.200_J ¢
2.0
0.131
wg0.150
_
vU 0.100
-
_ -
LU U
e- ¢ 0.050
- -
_.-
0.000
—
0.8 1.0 12 1.4
1.6 1.8 2.0
PERIOD T
Seismic Response Coefficient, Cs:
(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(le) =
0.023) (Eq. 16-37)
Cs calculated Cs = Sds/(R/le) =
0.081 } (Eq, 16-35)
Cs need not exceed: Cs = Shc/((R/le)*T) =
0.180 } (Eq. 16-36)
Cs used for design of Seismic base shear =NEW
Seismic Base Shear: V = Cs*W (Eq. 16-34)
See Section 1617 for the E. to use in the load combinations of Section 1605.4.
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, 10, and 17 shall be defined by:
E = P*QE + 0.2*Sos*D
(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)
Q
2-
Designer: Adam Hoopes
Date: 2/15/2007
Project: Willow Brook Estates, D5, B4, L5 - Taylor Residence
Summit Consulting Services, INC
143 N 4080 E
Rigby, ID 83442
ItMMEM- •- �� - .i
Simplified analysis in accordance with Section 1617.5 shall be permitted to be used for any
stucture in Seismic Use Group I, subject to the following limitations.
Requirements for simplified analysis:
1) Seismic Use Group 1
2) Buildings of light frame construction not exceeding three stories in height, exluding basements.
3) Buildings of any construction other than light -framed construction, not exceeding two stories
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*SDs *W
R
R = The response modification factor from Table 1617.6.2 = 6.5
V = 1.2*SoS *W = 1.2*( 0.53) * W = 0.10 *W
R 6.5
V=QE
IBC 1617.1 Seismic Load Effect E
For structures designed using the simplified analysis procedure in Section 1617.5, the seismic
load effects, E and Em, shall be determined from Section 1617.1.1
IBC 1617.1.1 Seismic Load Effect, E
Where the effects of gravity and the seismic ground motion are additive, seismic load, E, for use
in Equations 16-5, 16-10, and 16-17, shall be deflened by equation 16-50:
E = PQE + 0.2*SDS*D Equation 16-50
QE = effect of horizontal seismic forces = Simplified Base Shear (V)
p = redundancy coefficient obtained in accordancy with Section 1617.2
D = effect of dead load
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 shall be defined by equation 16-51.
E = PQE - 0.2*SoS*D Equation 16-51
p from shear wall and frame analysis (use the largest p for each direction)
P min = 1.0 ; r max = 1.5
AV
7Z
P front l back - 1.00
P sides = 1.00
Seismic load effect E for use in the load combinations is:
Front / 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 *D
When D and QE are in the same direction.
E = PQE - 0.2*Sps*D = (1.00) * QE - 0.2 * (0.53) * D = 1.00 *QE - 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 +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-0.11*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*QE + 0.11 *D) = 0.674 * D + 0.7 * QE
When D and QE are in the same direction.
0.6*D + 0.7*E = 0.6*D + 0.7 (1.00*QE - 0.11*D) = 0.526 * D + 0.7 * QE
When D and QE are in opposite direction.
For Front / Back Direction:
For design shear capacity, dead and live load are not involved, all load combinations reduce to:
0.70 QE
Holdown tension capacity the governing load combination is (comparing opposite direction equations)
0.53 *D + 0.70*QE
Wall boundary element compression capacity (comparing same direction equations)
1.074 *D + 0.70*QE
Sides:
From Equation 16-50
E = PQE + 0.2*Sos*D = (1.00) * QE + 0.2 * (0.53) * D = 1.00 *QE + 0.11 *D
When D and QE are in the same direction.
E = PQE - 0.2*Sos*D = (1.00) * QE - 0.2 * (0.53) * D = 1.00 *QE - 0.11 *D
V
"Imw IwI91
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 +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-0.11*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*QE + 0.11 *D) = 0.674 * D + 0.7 * QE
When D and QE are in the same direction.
0.6*D + 0.7*E = 0.6*D + 0.7 (1.00*QE - 0.11*D) = 0.526 * D + 0.7 * QE
When D and QE are in opposite direction.
Sides:
For design shear capacity, dead and live load are not involved, all load combinations reduce to:
0.70 QE
IHoldown tension capacity the governing load combination is (comparing opposite direction equations)
0.53 *D + 0.70*QE
Wall boundary element compression capacity (comparing same direction equations)
1.074 *D + 0.70*QE
SUMMARY OF SEISMIC DESIGN FnRrFS
Design Shear
Capacity
Holdown Tension
Capacity
Compression
Capacity
Front / Back
0.070*W
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 = vea0 L0a0 + Ke0uce0 Koor snow Lot-or ttoor Snow Loads Over 30 PSF)
D = Dead Load