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Michael K. Brown, S.E.
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5346 E. Branchwood Dr.
Boise, ID 83716
208-850-7542
Mikebrown.sePomail.com .JUN - 9 2015
ail'Of TIGARD
LATERAL STRUCTURAL DESIGN t DIVISION
CALCULATIONS
FOR
LOT 24, SOUTH VIEW
TIGARD, OR
ENGR. JOB # DM15-081
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EXPIRATION DATE: 12---31-151
Prepared for:
StoneBridge Homes, NW, LLC
Plan #: 327
OTE: 1861
Date: 6/04/2015
The following calculations are for retaining walls, lateral wind and seismic engineering only. Gravity loading and the
design of foundations(with the exception of retaining walls)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. and Core
Engineering shall have no liability (expressed, or implied), with respect to the means and methods of construction
workmanship or materials.
Michael K. Brown, S.E. and Core Engineering, PLLC. 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
mikebrown.se@gmail.com
Job Name: Lot 24, South View By: MKB
Core Job Number: DM15-081 Date: June, 2015
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 ult wind speed, Exposure B, 12:12 Pitch roof Side to Side
and 5:12 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 = 35 feet
Therefore, use a = 3.5 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 = 42 feet
Therefore, use a = 4.2 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 = 6 feet
Total Wind Force at Upper Level = 3248 #, or 93 PLF
Michael K. Brown,S.E.
5346 E. Branchwood Dr.
Boise, ID 83716
208-850-7542
mikebrown.se@gmail.com
Job Name: Lot 24, South View By: MKB
Core Job Number: DM15-081 Date: June, 2015
Side to Side:
Horizontal Dimension = 42 Feet
Average force on projected wall = 21.5 PSF
Average force on projected roof = 14.72 PSF
Projected Average Roof height = 5 Feet
Total Wind Force at Upper Level = 6696 #, or 159 PLF
Mail Level:
Plate height = 9 Feet
Front to Back:
Average force on projected wall = 23.2 PSF
Projected Length = 35 Feet
Total Wind force at Main Level = 7714 #, or 220 PLF
Total Wind force Upper and Main = 10962 #
Side to Side:
Averag force on projected wall = 21.5 PSF
Projected Length = 45 Feet
Total Wind force at Main Level = 9174 #, or 204 PLF
Total overall side to side wind force = 15871 Pounds
Seismic Loading: DI seismic design category per O.R.S.C.
Sips= .83, R = 6.5, W = weight of structure
V = [1.2 S0s/R] W
V = .154W
Roof Dead Load = 15 psf
Floor Dead Load = 12 psf
Int. wall Dead Load = 6 psf
Ext. wall Dead Load 12 psf
Seismic Front to Back:
Tributary Roof Length = 45 Feet
Tributary Floor Length = 42 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
mikebrown.se@gmail.com
Job Name: Lot 24, South View By: MKB
Core Job Number: DM15-081 Date: June, 2015
Wroof= 129.822 plf > 93 plf, therefore Seismic Gov.
Wfloor = 132.594 plf < 220 plf, therefore Wind Gov.
Total Seismic Load = 9184.56 Pounds < 10962 Therefore Wind Gov. overall
Seismic Side to Side:
Tributary Roof Length = 35 Feet
Tributary Floor Length = 35 Feet
Equiv. Trib Int wall Length = 15 Feet
Trib. Ext upper wall Height = 4 Feet
Trib. Ext lower wall Height = 4.5 Feet
Wroof = 123.354 plf < 159 plf, therefore wind gov.
Wfloor = 123.816 plf < 204 plf, therefore wind gov.
Total Seismic Force = 10751.2 Pounds, < 15871 Pounds, therefore wind gov. overall
Redundancy factor = 1.0 per ASCE 7, section 12.3.4.2
Roof Level Wall Lines:
Line A:
P = 130 * 17.5 ft = 2272 #
Total Shear Wall Length = 18 Feet
V=P/L = 126 PLF Use A wall
Wall Height = 8 Feet Trib Roof Area = 2 Feet
Shortest Wall Length 18 Feet Trib Floor Area = 0 Feet
Mot = 12723 LB FT Factored Dead Load 76 PLF
Mr = 12247 LB FT
T = 26 LB No Uplift
Line B:
P = 130 * 17.5 ft = 2272 #
Total Shear Wall Length = 14 Feet
V=P/L = 162 PLF Use A wall
Wall Height = 8 Feet Trib Roof Area = 2 Feet
Shortest Wall Length 14 Feet Trib Floor Area = 0 Feet
Mot = 12723 LB FT Factored Dead Load 76 PLF
Mr = 7409 LB FT
T = 380 LB No Uplift
Michael K. Brown,S.E.
5346 E. Branchwood Dr.
Boise,ID 83716
208-850-7542
mikebrown.se@gmail.com
Job Name: Lot 24, South View By: MKB
Core Job Number: DM15-081 Date: June, 2015
Line 1:
P = 159 * 21 ft = 3348 #
Total Shear Wall Length = 14 Feet
V=P/L = 239 PLF Use A wall
Wall Height = 8 Feet Trib Roof Area = 21 Feet
Shortest Wall Length 14 Feet Trib Floor Area = 0 Feet
Mot = 16072 LB FT Factored Dead Load 247 PLF
Mr = 24167 LB FT
T = -578 LB No uplfit
Line 3:
P = 159 * 21 ft = 3348 #
Total Shear Wall Length = 19 Feet
V=P/L = 176 PLF Use A wall
Wall Height = 8 Feet Trib Roof Area = 6
Shortest Wall Length 4 Feet Trib Floor Area = 0
Mot = 3383 LB FT Factored Dead Load 112 PLF
Mr = 893 LB FT
T = 623 LB Perp wall and HDR to resist
2nd Floor / Low Roof Wall Line:
Front to Back:
Line A:
P = 220 * 17.5 ft + 1624 = 5481 #
Total Shear Wall Length = 24 Feet
V=P/L = 228 PLF Use A wall
Wall Height = 9 Feet Trib Roof Area = 2 Feet
Shortest Wall Length 24 Feet Trib Floor Area = 2 Feet
Mot = 29597 LB FT Factored Dead Load 97 PLF
Mr = 27994 LB FT
T = 67 LB No Uplift
Line B:
P = 220 * 17.5 ft + 1624 = 5481 #
Total Shear Wall Length = 24 Feet
V=P/L = 228 PLF Use A wall
• • Michael K. Brown,S.E.
5346 E. Branchwood Dr.
Boise,ID 83716
208-850-7542
mikebrown.se@gmail.com
Job Name: Lot 24, South View By: MKB
Core Job Number: DM15-081 Date: June, 2015
Wall Height = 9 Feet Trib Roof Area = 2 Feet
Shortest Wall Length 24 Feet Trib Floor Area = 2 Feet
Mot = 29597 LB FT Factored Dead Load 97 PLF
Mr = 27994 LB FT
T = 67 LB No Uplift
Side to Side:
Line 1:
P = 204 * 12 ft + 3348 = 5795 #
Total Shear Wall Length = 18 Feet
V=P/L = 322 PLF Use B wall
Wall Height = 9 Feet Trib Roof Area = 20 Feet
Shortest Wall Length 4 Feet Trib Floor Area = 8 Feet
Mot = 6954 LB FT Factored Dead Load 302 PLF
Mr = 2419 LB FT
T = 1134 LB Use type l or 5 HD
Line 2:
P = 204 * 23 ft + 0 = 4689 #
Total Shear Wall Length = 24 Feet
V=P/L = 195 PLF Use A wall
Wall Height = 9 Feet Trib Roof Area = 0 Feet
Shortest Wall Length 24 Feet Trib Floor Area = 12 Feet
Mot = 25321 LB FT Factored Dead Load 151 PLF
Mr = 43546 LB FT
T = -759 LB No Uplift
Line 3:
P = 204 * 12 ft + 3348 = 5795 #
Total Shear Wall Length = 9 Feet
V=P/L = 644 PLF Use C wall
Wall Height = 9 Feet Trib Roof Area = 6 Feet
Shortest Wall Length 2 Feet Trib Floor Area = 0 Feet
Mot = 6954 LB FT Factored Dead Load 119 PLF
Mr = 238 LB FT
T = 3358 LB Use HD Type 2
Michael K. Brown,S.E.
5346 E. Branchwood Dr.
Boise,ID 83716
208-850-7542
mikebrown.se@gmail.com
Job Name: Lot 24, South View By: MKB
Core Job Number: DM15-081 Date: June, 2015
Lateral at Deck:
Roof Level:
No walls and 4:12 slope roof. Wind loads are minimal compared to Seismic.
Roof Weight = 1500 pounds
Lateral Load, P = 231 Pounds
Use Knee Braces:
P >
Each knee brace in tension only and at 45 degrees.
Force in each brace = 136 Pounds
Capacity of#10 screw in Hem Fir = 101 pounds/screw. With seismic 101 * 1.6 = 161.6
Required number of screws = 0.839963 Use 2 #10 screws
• • Michael K.Brown,S.E.
5346 E. Branchwood Dr.
Boise,ID 83716
208-850-7542
mikebrown.se@gmail.com
Job Name: Lot 24, South View By: MKB
Core Job Number: DM15-081 Date: June, 2015
Deck Level:
Dead Load:
2x Decking 5 psf
2x8 @ 16" o.c. 2.2 psf
Misc. 1.8 psf
Total = 9 psf
Live Load = 40 psf(match interior live load)
2x8 at 16"o.c., OK
5'
V
20'
V=0.154[9psf(572)(20')]2+231# = 385.0 Pounds
385#
9'-0"
i
20'-0"
Typical Bay
Force at Each Brace = 385.0 pounds horizontal (tension Only): 1 bay
Axial force in brace = 641.7 Pounds 2x6 bracing with (4) # 10 screws
(Loads shown are for 2 level deck, so
okay at bottom level cross bracing too)
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SHEARWALL SCHEDULEa-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
A 16" OSB (1) SIDE 8d 6" 12" 2" Dia. A.B. @48" o/c 16d@6" o/c A35@18" o/c 384
B 16" OSB (1) SIDE (f) 8d 4" 12" 2"Dia. A.B. @ 24" o/c 16d @ 4" o/c A35 @ 14" o/c 560
C 16" 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
D 16" OSB (1) SIDE (e,f) 8d 2" 12" Z"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
F16" 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
G16" 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
H 16" OSB (2) SIDE (d,e,f) 8d 2" Staggered12" 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"xY4" 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 (2)2x 3075 2215 SSTB14 SSTB2OL
PHD2-SDS3
2 HDU4-SDS2.5 OR
PHD5-SDS3 (2)2x 4545 3270 SSTB16L SSTB2OL
MIN
3 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28L MBEDI INTO ON
EMBED 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.