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MICHAEL K. BROWN, S.E. 17 "
5346 E. Branchwood Dr., Boise, ID 83716
208-850-7542, mike.brown@core-engineering.net JUL 2 . 20'9
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LATERAL STRUCTURAL DESIGN
CALCULATIONS
FOR
LOT 8, BRIGHTWOOD
TIGARD, OR
ENGR. JOB # DM19-138
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Prepared for:
StoneBridge Homes, NW, LLC
Plan #: 308C
OTE: 2762
Date: 07-23-2019
The following calculations are for lateral wind and seismic engineering only. Gravity loading and the design of foundations
are outside the scope of this design. The design is based on information provided by the client who is solely responsible
for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client
invalidate this design. Michael K.Brown,S.E.shall have no liability(expressed,or implied),with respect to the means and
methods of construction workmanship or materials.
Michael K. Brown, S.E.shall have no obligation of liability,whether arising in contract(including warranty),Tort(including
active, passive, or imputed negligence) or otherwise, for loss or use, revenue or profit, or for any other incidental or
consequential damage.
Michael K. Brown,S.E.
5346 E. Branchwood Dr.
Boise,ID 83716
208-850-7542
mike.brown@core-engineering.net
Job Name: Lot 8, Brightwood By: MKB
Core Job Number: DM19-138 Date: July, 2019
Code Basis of Design: Latest Adopted Version of O.S.S.C. and O.R.S.C.
Wind Loading: Either ASCE 7 or O.S.S.0 projected area method allowed.
ASCE 7 used.
Wind: 120 MPH ultimate wind speed, Exposure B, 8:12 Pitch roof Side to Side
and 4:12 Pitch Front to Back. Per ASCE 7 Figure 28.6-1:
Front to Back:
Zone A: 31.6 PSF
Zone B: 0
Zone C: 21.1
Zone D: 0
For Zones A and B, a=10% of least horizontal dimension or 0.4h (h=mean roof height), but not less than 3'.
Least horizontal dimension = 40 feet
Therefore, use a = 4 feet
Side to Side
Zone A: 25.7 PSF
Zone B: 17.6
Zone C: 20.4
Zone D: 14
For Zones A and B, a=10% of least horizontal dimension or 0.4h (h=mean roof height), but not less than 3'.
Least horizontal dimension = 46 feet
Therefore, use a = 4.6 feet
Upper Floor:
Front to Back:
Average force on projected wall = (total force at zone A + total force at zone C)/overall length:
23.2 PSF
Average force on projected roof= (total force at zone B + total force at zone D)overall length:
0 PSF
Wall Plate Height = 8 feet
Projected Average Roof Height = 12 feet
Total Wind Force at Upper Level = 3712 #, or 93 PLF
Michael K. Brown,S.E.
5346 E. Branchwood Dr.
Boise,ID 83716
208-850-7542
mike.brown@core-engineering.net
Job Name: Lot 8, Brightwood By: MKB
Core Job Number: DM19-138 Date: July, 2019
Side to Side:
Horizontal Dimension = 46 Feet
Average force on projected wall = 21.5 PSF
Average force on projected roof= 14.72 PSF
Projected Average Roof height = 6 Feet
Total Wind Force at Upper Level = 8011 #, or 174 PLF
Mail Level:
Plate height = 9 Feet
Front to Back:
Average force on projected wall = 23.2 PSF
Projected Length = 40 Feet
Total Wind force at Main Level = 8816 #, or 220 PLF
Total Wind force Upper and Main = 12528 #
Side to Side:
Averag force on projected wall = 21.5 PSF
Projected Length = 46 Feet
Total Wind force at Main Level = 9378 #, or 204 PLF
Total overall side to side wind force = 17389 Pounds
Seismic Loading: D1 seismic design category per O.R.S.C.
SDS= .83, R = 6.5, W = weight of structure
V = [1.2 Sps/(R )] W
V = .153W
Roof Dead Load = 17 psf
Floor Dead Load = 10 psf
Int. wall Dead Load = 6 psf
Ext. wall Dead Load 12 psf
Seismic Front to Back:
Tributary Roof Length = 46 Feet
Tributary Floor Length = 46 Feet
Equiv. Trib Int wall Length = 40 Feet
Trib. Ext upper wall Height = 4 Feet
Trib. Ext lower wall Height = 4.5 Feet
Michael K. Brown,S.E.
5346 E. Branchwood Dr.
Boise, ID 83716
208-850-7542
mike.brown@core-engineering.net
Job Name: Lot 8, Brightwood By: MKB
Core Job Number: DM19-138 Date: July, 2019
Wroof= 145.35 plf > 93 plf, therefore Seismic Gov.
Wfloor = 125.001 plf < 220 plf, therefore Wind Gov.
Total Seismic Load = 10814.04 Pounds < 12528 Therefore Wind Gov. overall
Seismic Side to Side:
Tributary Roof Length = 40 Feet
Tributary Floor Length = 40 Feet
Equiv. Trib Int wall Length = 20 Feet
Trib. Ext upper wall Height = 4 Feet
Trib. Ext lower wall Height = 4.5 Feet
Wroof= 155.448 plf < 174 plf, therefore wind gov.
Wfloor = 129.132 plf < 204 plf, therefore wind gov.
Total Seismic Force = 13090.68 Pounds, < 17389 Pounds, therefore wind gov. overall
Redundancy factor = 1.0 per ASCE 7, section 12.3.4.2
Roof Level Wall Lines:
Line A:
P = 145 * 20 ft = 2907 #
Total Shear Wall Length = 16 Feet
V=P/L = 182 PLF Use A wall
Wall Height = 8 Feet Trib Roof Area = 2 Feet
Shortest Wall Length 16 Feet Trib Floor Area = 0 Feet
Mot = 16279 LB FT Factored Dead Load 78 PLF
Mr = 9984 LB FT
T = 393 LB No Uplift
Line B:
P = 145 * 20 ft = 2907 #
Total Shear Wall Length = 23 Feet
V=P/L = 126 PLF Use A wall
Wall Height = 8 Feet Trib Roof Area = 2 Feet
Shortest Wall Length 6 Feet Trib Floor Area = 0 Feet
Mot = 4247 LB FT Factored Dead Load 78 PLF
Mr = 1404 LB FT
T = 474 LB No Uplift
Michael K. Brown,S.E.
5346 E. Branchwood Dr.
Boise, ID 83716
208-850-7542
mike.brown@core-engineering.net
Job Name: Lot 8, Brightwood By: MKB
Core Job Number: DM19-138 Date: July, 2019
Line 1:
P = 174 * 23 ft = 4006 #
Total Shear Wall Length = 21 Feet
V=P/L = 191 PLF Use A wall
Wall Height = 8 Feet Trib Roof Area = 23 Feet
Shortest Wall Length 4 Feet Trib Floor Area = 0 Feet
Mot = 4273 LB FT Factored Dead Load 292 PLF
Mr = 2338 LB FT
T = 484 LB No Uplift
Line 2:
P = 174 * 23 ft = 4006 #
Total Shear Wall Length = 19 Feet
V=P/L = 211 PLF Use A wall
Wall Height = 8 Feet Trib Roof Area = 22
Shortest Wall Length 2.5 Feet Trib Floor Area = 0
Mot = 2952 LB FT Factored Dead Load 282 PLF
Mr = 881 LB FT
T = 828 LB Perp Wall & HDR to resist
2nd Floor / Low Roof Wall Line:
Front to Back:
Line A:
P = 220 * 20 ft + 1856 = 6264 #
Total Shear Wall Length = 28 Feet
V=P/L = 224 PLF Use A wall
Wall Height = 9 Feet Trib Roof Area = 2 Feet
Shortest Wall Length 28 Feet Trib Floor Area = 2 Feet
Mot = 33826 LB FT Factored Dead Load 97 PLF
Mr = 38102 LB FT
T = -153 LB No Uplift
LineB:
P = 220 * 20 ft + 1856 = 6264 #
Total Shear Wall Length = 26 Feet
V=P/L = 241 PLF Use A wall
Michael K. Brown,S.E.
5346 E. Branchwood Dr.
Boise,ID 83716
208-850-7542
mike.brown@core-engineering.net
Job Name: Lot 8, Brightwood By: MKB
Core Job Number: DM19-138 Date: July, 2019
Wall Height = 9 Feet Trib Roof Area = 2 Feet
Shortest Wall Length 26 Feet Trib Floor Area = 2 Feet
Mot = 33826 LB FT Factored Dead Load 97 PLF
Mr = 32854 LB FT
T = 37 LB No Uplift
Side to Side:
Line 1:
P = 204 * 23 ft + 4006 = 8695 #
Total Shear Wall Length = 14 Feet
V=P/L = 621 PLF Use C wall
Wall Height = 9 Feet Trib Roof Area = 23 Feet
Shortest Wall Length 14 Feet Trib Floor Area = 8 Feet
Mot = 46951 LB FT Factored Dead Load 347 PLF
Mr = 34045 LB FT
T = 922 LB Use type 1 HD
Line 2:
P = 204 * 23 ft + 4006 = 8695 #
Total Shear Wall Length = 12 Feet
V=P/L = 725 PLF Use D wall
Wall Height = 9 Feet Trib Roof Area = 23 Feet
Shortest Wall Length 2.5 Feet Trib Floor Area = 4.5 Feet
Mot = 9782 LB FT Factored Dead Load 326 PLF
Mr = 1020 LB FT
T = 3505 LB Use Type 2 HD
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SHEARWALL SCHEDULE (a m)
MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRNASFER Lbs
NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) CAPACITY
A16" OSB (1) SIDE 8d 6" 12" 2" Dia. A.B. @48" o/c 16d@6" o/c A35@18" o/c 384
B16" OSB (1) SIDE (f) 8d 4" 12" 2" Dia. A.B. @ 24" o/c 16d @ 4" o/c A35 @ 14" o/c 560
C16" OSB (1) SIDE (e,f) 8d 3" 12" 2" Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c A35 @ 11" o/c 720
D16" OSB (1) SIDE (e,f) 8d 2" 12" 2" Dia. A.B. @ 16" o/c (m) 16d @ 2" o/c A35 @ 8" o/c 936
E 16" OSB (2) SIDE (d,e,f) 8d 6" 12" 2" Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c A35 @ 10" o/c 768
F 16" OSB (2) SIDE (d,e,f) 8d 4" Staggered 12" 2" Dia. A.B. @ 12" o/c (m) 16d @ 2" o/c A35 @ 7" o/c 1120
G 16, OSB (2) SIDE (d,e,f) 8d 3" Staggered 12" 2"Dia. A.B. @ 10"o/c (m) 16d @ 3" o/c(2)rows staggered A35 @ 5" o/c 1440
H16" OSB (2) SIDE (d,e,f) 8d 2" Staggered 12" 2"Dia. A.B. @ 8" o/c (m) 16d @ 2" o/c(2)rows staggered HGA10KT @ 7" o/c 1872
Notes:
a) Wood structural panels shall conform to the requireents for its type in DOC PS 1 or PS 2. All wall construction to conform to AF&PA SDPWS per IBC 2306.3.
b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing.
c) A.B. minimum 7" embed into concrete. 3"x3"x%" plate washers req'd at all shear wall A.B. Locate edge of Washer no greater than 2" from sheathed edge of sill plate.
d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered.
e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered.
f) All edges blocked.
g) Common Wire Nails.
h) Clip to be attached from continuous blocking to top of continuous top plates.
Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule.
i) See attached typical shearwall details.
j) Sheathing to be Structrual I Sheathing.
k) Values are for framing of H-F.
m) See plan for walls where seismic design shear is greater than 560 plf. 3x or 2x flat blkg at panel edges, Stagger nails.
Where indicated on the plans 3x sills are required with A.B. spacing as per plan and schedule. See note C for plate washers req'd at A.B.
For walls with the larger sills, Anchor Bolt spacing may be increased by a factor of 1.25 from the table above due to thicker sills.
HOLDOWN SCHEDULE
MARK Boundary Tension of DF Tension of HF Anchor Anchor
NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour
1 HDU2-SDS2.5 OR
PHD2-SDS3 (2)2x 3075 2215 SSTB14 SSTB2OL
2 HDU4-SDS2.5 OR
PHD5-SDS3 (2)2x 4545 3270 SSTB16L SSTB2OL
3 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28L7/8"DIA.x24"MIN
EMBED INTO CONC.
A36 THREADED ROD
w/HEAVY SQ. NUT
AND BP7/8-2
BEARING PLATE
WASHER @ BOTT.
4 HDU11 -SDS2.5 (1)6x 9535 6865 1°DIA.x42°A36 1"DIA.x42"A36
THREADED ROD w/ THREADED ROD w/
8 HHDQ14-SDS2.5 (1)6x 13710 10745 HEAVY SQ. NUT ANDHEAVY SQ. NUT AND
WASHER @ BOT. WASHER @ BOT.
PROVIDE 24"EMBED PROVIDE 24"EMBED
INTO CONT FTG. INTO CONT FTG.
5 MSTC28 (2)2x 3000 2590 N/A N/A
6 MSTC40 (2)2x 4335 3745 N/A N/A
7 MSTC66 (2)2x 5660 5660 N/A N/A
Notes:
1 . Install all holdowns per manufactureer specificaiton per latest Simpson Strong Tie catalog.
2. Match studs on schedule for walls below on all wall to wall holdowns.
3. (Multiple)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered.
4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations.
5. Refer to Simpson catalog for minimum embed of anchors into concrete.