Specifications 14-t-5 /ILI .21v 115= �6zJ -;�
8'l-s- S w l v 3A/r-
° 13224 SE Comanche Court
WCE Clackamas, OR 97015
503-557-1600 (o)
West Coast ® 503-557-1607 (f)
Engineering, PC 503-680-5784 m
g ( )
Structural Engineering seanwce@gmall.com
2012 IBC STRUCTURAL CALCULATIONS EC
EIVED
, rC 17 2015
PROJECT NAME: k-I I' 01, MARD
MILDING DIVISION
MUNHALL RESIDENCE
PROJECT LOCATION:
14805 SW 103RD AVE
TIGARD, OR 97224
FOR:
HIS BUILDERS, LLC
DESIGN CRITERIA:
ULTIMATE WIND— 120 MPH �y IN
NOMINAL WIND—95 MPH / EXP B 03
SEISMIC DESIGN CATEGORY D
ROOF SNOW LOAD—25 PSF OREGON
c1� qY 13 Zoo P4
9ti M. RAMS��
JOB# WIS-277
Expires 12/31/20 lb
December 14, 2015
13224 SE Comanche Court
CE ��• Clackamas, OR 97015
503-557-1600 (o)
West Coast 503-557-1607 (0
503-680-5784 (m)
Engineering, PC
`tiseanwce@gmail.com
Structural Engineering
Project: /'�(�P( !I�1 L�. I Job #: `VI-5- 0-77 Page: M!
By: Date:
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West Coast Engineering Project Title: MUNHALL RESIDENCE
13224 SE Comanche Court Engineer: SMR Project ID: W15-277
Clackamas,OR 97015 Project Descr:
503-557-1600
www.westcoaste.com MI,
Pdnted:14 DEC 2015,9:03AM
Multiple Simple Beam MNIM ntEi c L �Wt o s �°ra ; 9�a�PIN
Lic.#:KW-06006141 Licensee:WEST COAST ENGINEERING,PC
Description : MISC. ROOF FRAMING
1111ood Beam Design c: R1 -4X8
" Calculations.pec 2012�1VDS,;IBC 2012,CBC 2013,pS'���+�,Oj
BEAM Size: 4x8,Sawn, Fully Braced
Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending
Wood Species: Douglas Fir-La rch Wood Grade: No.2
Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf
Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.670 ft
Design Summary o 0.08505 s 0.1418
Max fb/Fb Ratio = 0.171 • 1 ..........,. •...,.,........;«•........ ..
fb:Actual: 230.30 psi at 2.250 ft in Span#1 r:% :=:= '::::• %%:;%:;: :;•;::.:�:•:•%:•:•::� :
Fb:Allowable: 1,345.50 psi ='='
Load Comb: +D+S+H
Max fv/FvRatio= 0.110: 1
fv:Actual: 22.67 psi at 0.000 ft in Span#1
Fv:Allowable: 207.00 psi 4.508,4:e
Load Comb: +D+S+H Max Deflections
Max Reactions (k) D L Lr S W E !i Downward L+Lr+S 0.007 in Downward Total 0.012 in
Left Support 0.20 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in
Right Support 0.20 0.32 Live Load Defl Ratio 7303 >360 Total Defl Ratio 4453 >240
,Wood Beam Desig#v:," R2 -5 1/2 X10 1/2 Gl-
Calcutations'.per 2012 NDS,IBC 2012,CBC,2013,ASCE
BEAM Size: 5.5x10.5,GLB, Fully Braced
Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending
Wood Species: DF/DF Wood Grade: 24F-V4
Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 31.20 pcf
Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 950.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.0150, S=0.0250 k/ft,Trib=10.0 ft
Point: D=0.20, S=0.320 k @ 5.0 ft
Point: D=0.20, S=0.320 k @ 13.0 ft
Design Summary
Max fb/Fb Ratio = 0.433. 1 ���� p•�j6j01A1
0 0.150 S 0.250
fb:Actual: 1,194.84 psi at 6.023 ft in Span#1 ...-
Fb:Allowable: 2,760.00 psi
Load Comb: +D+S+H ----
Max fv/FvRatio= 0.225: 1
fv:Actual: 68.67 psi at 0.000 ft in Span#1 13.0 ft, 5.5x10.5
Fv:Allowable: 304.75 psi
Load Comb: +D+S+H Max Deflections
Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.194 in Downward Total 0.319 in
Left Support 1.18 1.82 Upward L+Lr+S 0.000 in Upward Total 0.000 in
Right Support 1.33 2.07 Live Load Defl Ratio 804 >360 Total Defl Ratio 488 >240
'Wood m Design R3-5 1/2 X 10 1/2 GL
Calculations per 2012 NOS,IBC 2012,CBC 20131 ASCE T 10'
BEAM Size: 5.5x10.5, GLIB, Fully Braced
Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending
Wood Species: DF/DF Wood Grade: 24F-V4
Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 31.20 pcf
Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 950.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.0150, S=0.0250 k/ft,Trib=10.0 ft
Design Summaiy - -
Max fb/Fb Ratio = 0.375. 1 D 0.150 S 0.250
fb:Actual: 1,034.73 psi at 6.500 ft in Span#1
Fb:Allowable: 2,760.00 psi
Load Comb: +D+S+H
Max fv/FvRatio= 0.198: 1
fv:Actual: 60.36 psi at 0.000 ft in Span#1 13.Oft, 5.5x10.5
Fv:Allowable: 304.75 psi _
Load Comb: +D+S+H Max Deflections
Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.169 in Downward Total 0.279 in
Left Support 1.06 1.63 Upward L+Lr+S 0.000 in Upward Total 0.000 in
Right Support 1.06 1.63 Live Load Defl Ratio 922 >360 Total Defl Ratio 559 >240
West Coast Engineering Project Title: MUNHAILL RESIDENCE
13224 SE Comanche Court Engineer: SMR Project ID: W15-277
• Clackamas,OR 97015 Project Descr:
503-557-1600
www.westcoaste.com ri 73
NOW:14 DEC 2015,8:58M
lig M-
W
KW-06006141 Licensee:WEST COAST ENGINEERING,PC
Description : MISC. DECK FRAMING
Mdl',Bearn',�Deib'
00 1 Pt 4X8
BEAM Size: 4x8,Sawn, Fully Braced
Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending
Wood Species: Doug lasFir-La rch Wood Grade: No.2
Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pef
Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.0 ft
Design Summary D(0.060!L(O.160)
Max fb/Fb Ratio = 0.239- 1
fb:Actual: 223.57 psi at 2.250 ft in Span#1
Fb:Allowable: 936.00 psiEMS,
Load Comb: +D+L+H
Max fv/FvRatio= 0.153: 1
fv:Actual: 22.01 psi at 0.000 ft in Span#1
Fv:Allowable: 144.00 psi 4•50e,US
Load Comb: +D+L+H Max Deflections
Max Reactions (k) Q L Lr S W E H Downward L+Lr+S 0.008 in Downward Total 0.012 in
Left Support 0.15 0.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in
Right Support 0.15 0.36 Live Load Defl Ratio 6470 >360 Total Deft Ratio 4587 >240
Des, W., D2- PT 4X10
d�,�er�r�D' sig"
10"
BEAM Size: 4x1'0,Sawn, Fully Braced
Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending
Wood Species: Doug lasFir-La rch Wood Grade: No.2
Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf
Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.330 ft
Point: D=0.150, L=0.360 k @ 5.0 ft
Point: D=0.150, L=0.360 k @ 13.0 ft
Design Summary
Max fb/Fb Ratio = 0.884- 1 (0.019951 U0.05320)
fb:Actual: 763.36 psi at 5.027 ft in Span#1 -
Fb:Allowable: 864.00 psi
Load Comb: +D+L+H
Max fv/FvRatio= 0.250: 1
fv:Actual: 36.01 psi at 0.000 ft in Span#1 13.0 ft, WO
Fv:Allowable: 144.00 psi
Load Comb: +D+L+H Max Deflections
Max Reactions (k) Q L Lr S W E H Downward L+Lr+S 0.165 in Downward Total 0.243 in
Left Support 0.27 0.57 Upward L+Lr+S 0.000 in Upward Total 0.000 in
Right Support 0.38 0.84 Live Load Deft Ratio 945 >360 Total Defl Ratio 643 >240
6d BeaWPsip
D b3- PT 4X10
- '
BEAM Size: 4x10,Sawn, Fully Braced
Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending
Wood Species: DouglasFir-Larch Wood Grade: No.2
Fb-Tension 900.0 psi Fc-PHI 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pef
Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft
Design Summary D(O.09750)L(O.260)
Max fb/Fb Ratio = 0.812. 1
fb:Actual 701.55 psi' at 4.000 ft in Span#1
Fb:Allowable: 864.00 psi
Load Comb: +D+L+H
Max fv/FvRatio= 0.382: 1
fv:Actual: 54.98 psi at 0.000 ft in Span#1
Fv:Allowable: 144.00 psi 8.Oft, 010
Load Comb: +D+L+H Max Deflectio-ns
Max Reactions (k) Q i Lr S W E H Downward L+Lr+S 0.065 in Downward Total 0.091 in
Left Support 0.42 1.04 Upward L+Lr+S 0.000 in Upward Total 0.000 in
Right Support 0.42 1.04 Live Load Deft Ratio 1471 >360 Total Deft Ratio 1049 >240
West Coast Engineering Project Title: MUNHALL RESIDENCE
13224 SE Comanche Court Engineer: SMR Project ID: W15-277
Clackamas,OR 97015 Project Descr:
503-557-1600
www.westcoaste.com 6A
Printed:14 DEC 2015,8:58AM
ultiple.Slmple Beams au h
F,
- J.Nxk'.uci'•...
0.r0. COAST.
t�od.BeamDeslgn r'}`, PT 2X10 DECK JOISTS AT 16"O C .y 1
It v Eti�i r}'u n
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BEAM Size: 2x10,Sawn, Fully Braced
Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending
Wood Species: DouglasFir-Larch Wood Grade: No.2
Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf
Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.330 ft
Design Summary
Max fb/Fb Ratio = 0.992. 1 D 0.01995 L 0.05320
fb:Actual: 903.68 psi at 6.500 ft in Span#1 .•,.. •; ;•; ;;;;
Fb:Allowable: 910.80 psi ••.•'r,:•
Load Comb: +D+L+H
Max fv/FvRatio= 0.330: 1 13.Oft, 200tv:Actual: 47.51 psi at 12.263 ft in Span#1
Fv:Allowable: 144.00 psi
Load Comb: +D+L+H Max Deflections
Max Reactions (k) D L Lr 5 w E H Downward L+Lr+S 0.217 in Downward Total 0.311 in
Left Support 0.15 0.35 Upward L+Lr+S 0.000 in Upward Total 0.000 in
Right Support 0.15 0.35 Live Load Defl Ratio 718 >360 Total Defl Ratio 501 >240
WCE 13224 SE Comanche Court
° Clackamas,OR 97016
West Coast 503-557-1600(o)
Engineering, PC 503-557-1607(f)
5034680-67846(m)
Structural Engineering woe@comcast.net
WOOD COLUMN-AXIAL DESIGN
PROJECT NAME:
PROJECT NUMBER:
LOCATION OF COLUMN: POST AT ROOF COVER
COLUMN TYPE: SAWN
COLUMN GRADE: HF#2 •
SELECT COLUMN: 6x6 1w
COLUMN WIDTH, b: 5.50 IN E: 1600000 PSI
COLUMN DEPTH,d: 5.50 IN
A= 30.25 IN A2 Fc: 1000 PSI
Sx= 27.73 IN A3 F*c: 1150 PSI
Ix= 76.26 IN A4 F'c: 741 PSI
ADJUSTMENT FACTORS:
Cd: 1.15 LOAD DURATION FACTOR(1.0, 1.15, 1.33)
Cp. 0.64 COLUMN STABILITY FACTOR
CF: 1.00 SIZE FACTOR
COLUMN HEIGHT,h: 10.00 FT
le = 10.00 FT P ALLOW= 22400 LBS P ACTUAL= 7120
ALLOWABLE AXIAL LOAD:
COLUMN UNBRACED SLENDERNESS RATIO FCE(PSI) FcE/F*c Cp Pc(PSI) ALLOWABLE AXIAL CAPACITY OF
LENGTH(FT) Le/d(MAX) (PSI) COLUMN(LBS)
4 8.73 6302 5.480 0.959 1103 33371
5 10.91 4033 3.507 0.932 1072 32438
6 13.09 2801 2.436 0.896 1030 31162
7 15.27 2058 1.789 0.847 975 29482
8 17.45 1576 1.370 0.787 905 27387
9 19.64 1245 1.082 0.718 825 24965
10 21.82 1008 0.877 0.644 741 22400
11 24.00 833 0.725 0.572 658 19894
12 26.18 700 0.609 0.506 581 17586
13 28.36 597 0.519 0.447 514 15539
14 30.55 514 0.447 0.396 455 13761
15 32.73 448 0.390 0.352 404 12230
16 34.91 394 0.343 0.314 361 10916
17 37.09 349 0.303 0.281 324 9788
18 39.27 311 0.271 0.253 291 8816
19 41.45 279 0.243 0.229 264 7975
20 43.64 252 0.219 0.208 239 7244
USE 6X6 HF#2 COLUMN
12/16/2015 WCE-WD COLUMN AXIAL PAGE )'"I�
13224 SE Comanche Court
WCE Q Clackamas, OR 97015
West Coast 503-557-1600(o)
Engineering, PC 503-557-1607(f
503-680-5784(m)
Structural Engineering wce@comcast.net
i
SQUARE SPREAD FOOTING DESIGN
PR03ECT NAME:
PR03ECT NUMBER:
LOCATION OF FOOTING: MISC. SPREAD FOOTINGS
ALLOWABLE SOIL PRESSURE(PSF) 1500 • PSF
CONCRETE STRENGTH (PSI) 2500 'w:._; PSI COLUMN LOAD, P: 7120 LBS
REINFORCING STEEL STRENGTH (PSI) 60000 PSI COLUMN WIDTH,W: 5.5 IN
SQUARE FOOTING DEPTH OF
FOOTING THICKNESS, BAR SIZE REBAR Pnet Mu #OF a (IN) PHI Mn P MAX(LBS)
WIDTH B FT H IN # IN (PSF) (FT-LBS) BARS (FT-LBS)
1.50 12 4 8.75 1350 439 2 0.616 14918 3038
2.00 12 4 8.75 1350 1283 3 0.693 22275 5400
2.25 12 4 8.75 1350 1950 3 0.616 22377 6834
2.50 12 4 8.75 1350 2814 3 0.554 22459 8438
2.75 12 4 8.75 1350 3899 3 0.504 22526 10209
3.00 12 4 8.75 1350 5233 4 0.616- 29837 12150
3.25 12 4 8.75 1350 6839 4 0.569 29920 14259
3.50 12 4 8.75 1350 8743 4 0.528 29992 16538
3.75 12 4 8.75 1350 10971 4 0.493 30054 18984
4.00 12 4 8.75 1350 13547 5 0.578 37381 21600
4.25 12 4 8.75 1350 16497 5 0.544 37456 23707
4.50 12 4 8.75 1350 19847 5 0.513 37522 25102
4.75 12 4 8.75 1350 23622 5 0.486 37582 26496
5.00 15 5 11.69 1313 27073 7 1.011 108066 32813
5.25 15 5 11.69 1313 31642 7 0.963 108298 36176
5.50 15 5 11.69 1313 36698 8 1.050 123286 39703
5.75 15 5 11.69 1313 42265 8 1.004 123538 42842
6.00 15 5 11.69 1313 48368 8 0.963 123770 44705
USE 2.50 FT SQUARE X 12 IN THICK FTG
WITH 3 # 4 BARS EACH WAY
3" CLEAR OF BOTTOM OF FOOTING
12/16/2015 WCE-CONC SQUARE FOOTING PAGE M�
......... .......
f
ATTACH TRUSSES
TO EXTERIOR
WALLS/SUPPORTS
WITH SIMPSON
'H2.5A' TYP.,U.N.O.
EXI5TING HOUSE
R3 - W X16iGL
f SIMPSON I PT 6X6 POST CONT.
'HUCQ610Z-SDS' f FROM FTG TO ROOF
WITH SIMPSON 'ACE6Z'
U I CAP AND 'CB66Z'
0 BASE,TYP.(2)PLCS
�n I
f a~
wfyQ
zN f
� Ai
1/21
f R2 - 5 X10115GL
SII IIS
SIMPSON . 11 ROOF TRUSSES
'HUC4&Z' AT 14' O.G.
PT 4X4 POST CONT.
FROM FTG TO ROOF
WITH SIMPSON 'ACE4Z'
CAP AND 'CB44Z'
BASE, TYP.(2)PLCS
a ROOF FRAMING FLAN
lj�,(� SCALE ■ 1/4' ■ I'-0' NOTE: SEE ARCHITECTURAL SHEETS
FOR INFORMATION NOT SHOWN.
EXI5TING HOUSE
lE) PT 4XI0
9 SIMPSON
'HUC410Z'
TYP. AT
55.0 LEDGER I I Q~
Lu
II`
(E)PT 2X10 DECK 0
JOISTS AT 16' O.G. PT 4X4 POST WITH
/—SIMPSON 'AC4Z' CAP
111 111 AND 'PBS44AZ' BASE
SIMPSON I I 0
'LUS210Z'
' I Ild
. I Lu
oSIMPSON
_ D2 - (E)PT 4X10 'HUC410Z'
XII DECK JOISTS I I vX
SIMPSON XII
'HUC48Z' AT 16' O.G. I I Q
SIMPSON
�—'HUC48Z'
i DECK FRAMING FLAN
Cj�,� SCALE ■ 1/4' ■ 1'-0' NOTE: SEE ARCHITECTURAL SHEETS
FOR INFORMATION NOT SHOWN.
II
30' X 30' X 12' THICK FTG
W/(3)64 BARS EACH WAY,
3' CLEAR OF BOTTOM
(TYP.(2)PLACES)
EXISTING HOUSE I I I ® 1
L
II
II
II
r .-I
II LJ
II
II
• II
L — J
F. 71 F .
®J 2-i
18' X 18' X 12' THICK FTG
Ul/(2)04 BARS EACH WAY,
3' CLEAR OF BOTTOM
(TYP.(3)PLACES)
c DECK FOUNDATION FLAN
cj1,0 SCALE ■ 1/4' . I'-0' NOTE= SEE ARCHITECTURAL SHEETS
FOR INFORMATION NOT SHOWN.