Report (27) We will provide construction drawings and calculations for submittal to the City of Tualatin for
permit. These will include information covering the scope of work as described above. We will
work with you to provide details consistent with your preferences. As noted above, additional
scope of work may be required after the site measurement is completed and we can better
assess the damage.
All new proposed work will be designed to be constructed in conformance with the 2012
International Building Code (IBC) with 2013 OSSC amendments. The proposed repairs are to be
focused on the gravity support of the residence and deck. Lateral force design for wind and
seismic will not be required as there are no changes to the existing lateral force resisting
system.
Design Criteria:
IBC 2012: With 2014 OSSC Amendments
Snow Load: 25 PSF
Roof Dead Load: 15 PSF
Floor Live Load: 40 PSF
Floor Dead Load: 15 PSF
Wind Load: 120 psf, Exposure B (Ultimate Wind Speed)
Seismic: Ss=0.984, 51=0.422
JAS ENGINEERING INC. • 1419 WASHINGTON ST. SUITE 100 OREGON CITY,OR 97045 • 503-657-9800
Title : Nguyen Deck Repairs Job#17-033
Dsgnr: JAS Date: 2:50PM, 30 MAY 17
Description :Paul Davis Const
Lc
Scope: Repair Tree Damage to E Deck
Rev: 580004
User:KW-0607733,Ver 5.8.0,1-Nov-2006 General Timber Beam
(c)1983-2006 ENERCALC Engineering Software Page 1
' - - 't...' ''` --'`• --; - 17-033 01 ecw Calculation -'•
Description Deck Joists
General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined
. �. ..
Section Name 2x6 Center Span 8.00 ft Lu 2.00 ft
Beam Width 1.500 in Left Cantilever ft Lu 0.00 ft
Beam Depth 5.500 in Right Cantilever ft Lu 0.00 ft
Member Type Sawn
Fb Base Allow 1,000.0 psi
Load Dur. Factor 1.000 Fv Allow 180.0 psi
Beam End Fixity Pin-Pin Fc Allow 625.0psi
E Repetitive Member
1,700.0 ksi
r
Full Length Uniform Loads
Center DL 30.00#/ft LL 80.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Beam Design OK
Span=8.00ft, Beam Width= 1.500in x Depth=5.5in, Ends are Pin-Pin
Max Stress Ratio 0.949 : 1
• Maximum Moment 0.9 k-ft Maximum Shear* 1.5 0.6 k
Allowable 0.9 k-ft Allowable 1.5 k
Max. Positive Moment 0.88 k-ft at 4.000 ft Shear: @ Left 0.44 k
Max. Negative Moment 0.00 k-ft at 0.000 ftRi
Max @ Left Support 0.00 k-ft @° Leftht 0.00 k
Max @ Right Support 0.00 k-ft Camber: @ 0.l l7in
@ Center .117in
Max.M allow • 0,93 @ Right 0.000 in
Reactions...
fb 1,396.36 psi fv 71.04 psi Left DL 0.12 k Max
Fb 1,471.90 psi Fv 180.00 psi Right DL 0.12 k Max 0.44k
0.44 k
Deflections
Center Span... Dead L, Total
,
Total
te
PLoad Total Load Left Cantilever... Dead Load Total Load
Deflection 078 in -0.287 in Deflection
...Location 4.000 ft 4.000 ft 0.000 in 0.000
...Location in
...Length/Defl 1,227.6 ...Length/Deft 0.0 0.0
334.81 Right Cantilever...
Camber(using 1.5*D.L.Defl)... Deflection
@ Center 0.117 in 0.000 in 0.000 in
Left Length/Deft 0.0 0.0
@0.000 in
@ Right 0.000 in
Stress Calcs
Bending Analysis
Ck 33.438 Le 4.118 ft Sxx 7.563 in3 Area 8.250 in2
Cf 1.300 Rb 10.993 CI 0.985
Max Moment Sxx Req'd Allowable fb
@ Center 0.88 k-ft 7.17 in3 1,471.90 psi
@ Left Support 0.00 k-ft 0.00 in3 1,495.00 psi
@ Right Support 0.00 k-ft 0.00 in3 1,495.00 psi
Shear Analysis @ Left Support @ Right Support
Design Shear 0.59 k 0.59 k
Area Required 3.256 in2 3.256 in2
Fv:Allowable 180.00 psi 180.00 psi
Bearing @ Supports
Max.Left Reaction 0.44 k Bearing Length Req'd 0.469 in
Max. Right Reaction 0.44 k Bearing Length Req'd 0.469 in
Title: Nguyen Deck Repairs Job# 17-033
Dsgnr: JAS Date: 3:16PM, 30 MAY 17
Description:Paul Davis Const
Scope: Repair Tree Damage to E Deck
Rev. 580000
• User:KW-0607733,Ver 5.8.0 1 Nov2006 Square Footing Design Page 1
(c)1983-2006 ENERCALC Engineering Software cw:
17-03-01. Calculations
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Description Deck Ftg
General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000
Dead Load
0.240 k Footing Dimension 1.000 ft
Live Load 0.640 k Thickness 10.00 in
Short Term Load 0.000 k #of Bars 2
Seismic Zone 3 Bar Size 4
Overburden Weight 0.000 psf Rebar Cover 3.250
Concrete Weight 145.00 pcf f c 3,000.0 psi
LL&ST Loads Combine Fy 40,000.0 psi
Load Duration Factor 1.000
Column Dimension 0.00 in Allowable Soil Bearing 1,500.00 psf
Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.
Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2
Reinforcing
Rebar Requirement
Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2
200/Fy 0.0050 Total As Req'd 0.216 in2
As Req'd by Analysis 0.0001 in2 Min Allow%Reinf 0.0014
Min.Reinf%to Req'd 0.0014
1.11
", •' ," Footing OK
1.00ft square x 10.Oin thick with 2-#4 bars
Max.Static Soil Pressure 1,000.83 psf Vu:Actual One-Way 0.00 psi
Allow Static Soil Pressure 1,500.00 psf Vn*Phi:Allow One-Way 93.11 psi
Max.Short Term Soil Pressure 1,000.83 psf Vu:Actual Two-Way 6.66 psi
Allow Short Term Soil Pressure 1,500.00 psf Vn*Phi:Allow Two-Way 186.23 psi
Mu :Actual Alternate Rebar Selections...
0.20 k-ft/ft 2 #4's 1 #5's 1 #6's
Mn*Phi:Capacity 7.49 k-ft/ft
1 #7's 1 #8's 1 #9's 1 #10's
Client Fpn,"4_, sz\c,ciff. Sheet C of
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. 1419 Washington Street,Suite 100 Checked by
Oregon City,OR 97045 Project No. r01.771 Date
Work:503-657-9800 Fax:503-656-0186
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Title : Nguyen Deck Repairs Job#17-033
Dsgnr: JAS Date: 4:47PM, 30 MAY 17
Description :Paul Davis Const T
Scope : Repair Tree Damage to E Deck t0
Rev: 580004 - .-- --- -- - -- ----- _ _
' User:KW-0607733,Ver5.8.0,1-Nov-2006 General Timber Beam Page 1
(c)1983-2006 ENERCALC Engineering Software 17-033-01.ecw:Calculations
Description Deck Joists at 2'8"oc
I General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined
s - : v.cgs-e.• -_ _.s_.
Section Name 2x8 Center Span 8.50 ft Lu 2.00 ft
1 Beam Width 1.500 in Left Cantilever ft Lu 0.00 ft
Beam Depth 7.250 in Right Cantilever ft Lu 0.00 ft
Member Type Sawn
Fb Base Allow 1,000.0 psi
Load Dur. Factor 1.000 Fv Allow 180.0 psi
Beam End Fixity Pin-Pin Fc Allow 625.0 psi Repetitive Member
E 1,700.0 ksi
Full Length Uniform Loads
Center DL 40.10#/ft LL 106.80 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Summary
Beam Design OK
Span=8.50ft, Beam Width= 1.500in x Depth=7.25in,Ends are Pin-Pin
Max Stress Ratio 0.896 : 1
Maximum Moment 1.3 k-ft Maximum Shear* 1.5 0.8 k
Allowable 1.5 k-ft Allowable 2.0 k
Max. Positive Moment 1.33 k-ft at 4.250 ft Shear: @ Left 0.62 k
Max. Negative Moment 0.00 k-ft at 8.500 ft @ Right 0.62 k
Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in
Max @ Right Support 0.00 k-ft @ Center 0.087in
Max.M allow 1.48 @ Right 0.000 in
Reactions...
fb 1,211.53 psi fv 74.40 psi Left DL 0.17 k Max 0.62 k
Fb 1,352.47 psi Fv 180.00 psi Right DL 0.17 k Max 0.62 k
Deflections
Center Span...
Dead LoadTotal Load Left Cantilever...
DeaddLoad Total Load
Deflection -0.058 in -0.213 in Deflection 0.000 in 0.000 in
...Location 4.250 ft 4.250 ft ...Length/Defl 0.0 0.0
...Length/Dell 1,753.8 478.75 Right Cantilever...
Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in
@ Center 0.087 in ...Length/Defl 0.0 0.0
@ Left 0.000 in
@ Right 0.000 in
Stress Calcs
Bending Analysis
Ck 33.438 Le 4.118 ft Sxx 13.141 in3 Area 10.875 in2
Cf 1.200 Rb 12.622 CI 0.980
Max Moment Sxx Req'd Allowable fb
@ Center 1.33 k-ft 11.77 in3 1,352.47 psi
@ Left Support 0.00 k-ft 0.00 in3 1,380.00 psi
@ Right Support 0.00 k-ft 0.00 in3 1,380.00 psi
Shear Analysis @ Left Support @ Right Support
Design Shear 0.81 k 0.81 k
Area Required 4.495 in2 4.495 in2
Fv:Allowable 180.00 psi 180.00 psi
Bearing @ Supports
Max. Left Reaction 0.62 k Bearing Length Req'd 0.666 in
Max. Right Reaction 0.62 k Bearing Length Req'd 0.666 in
Title: Nguyen Deck Repairs Job#17-033
Dsgnr: JAS Date: 4:47PM, 30 MAY 17
Description :Paul Davis Const
1� a
Scope: Repair Tree Damage to E Deck
Rev: 580004
User:KW-0607733,Ver 5.8.0 1-Nov-2006 General Timber Beam Page 2
• (01983-2006 ENERCALC Engineering Software 17 033-01.ecw:Calculations
Description Deck Joists at 2'8"oc
Query Values
M,V,&D @ Specified Locations Moment Shear Deflection
@ Center Span Location= 0.00 ft 0.00 k-ft 0.62 k 0.0000 in
@ Right Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in
@ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in
Title: Nguyen Deck Repairs Job#17-033
Dsgnr: JAS Date: 12:22PM, 22 JAN 18
Description :Paul Davis Const
Scope: Repair Tree Damage to E Deck t Y(
Rev: 580004
user:KW-0607733,Ver 5.8.0,1-Nov-2006 General Timber Beam Page 2
L (c)1983-2006 ENERCALC Engineering Software 17-033-01.ecw:Calculations
Description Deck Joists at 2'8"oc(2)2x6
Query Values
M,V,&D @ Specified Locations Moment Shear Deflection
@ Center Span Location= 0.00 ft 0.00 k-ft 0.62 k 0.0000 in
@ Right Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in
@ Left Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in
Title: Nguyen Deck Repairs Job#17-033
Dsgnr: JAS Date: 5:55PM, 30 MAY 17
Description:Paul Davis Const
- Scope: Repair Tree Damage to E Deck
Rev: 580006 -- -
User:KW-0607733,Ver 5.8.0,1-Nov-2006 Timber Column Design Page 1
(c)1983-2006 ENERCALC Engineering Software 17-033-01.ecw:Calculations
Description Deck Post at 2'8"oc Joists (2)2x4
General Information de Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined
ts£
Wood Section 2-2x4 Total Column Height 6.00 ft
Rectangular Column Load Duration Factor 1.00
Column Depth (along y-y axis) 3.50 in Fc 1,500.00 psi
Width (along x-x axis) 3.00 in Fb 1,000.00 psi
Sawn E-Elastic Modulus 1,700 ksi
Unbraced length for"y-y"axis sideways deflection 6.00 ft
Unbraced length for"x-x"axis sideways deflection 6.00 ft
Lu XX for Bending 6.00 ft
Loads i.
Dead Load Live Load Short Term Load
Axial Load 340.40 lbs 907.80 lbs 0.00 lbs
Eccentricity 0.000in
�.. kpColumn OK
Using : 2-2x4, Width= 3.00in, Depth= 3.50in, Total Column Ht=6.00ft
DL+LL DL+LL+ST DL+ST
fc:Compression 118.88 psi 118.88 psi 32.42 psi
Fc:Allowable 763.96 psi 763.96 psi 763.96 psi
fbx : Flexural 0.00 psi 0.00 psi 0.00 psi
F'bx:Allowable 1,491.42 psi 1,491.42 psi 1,491.42 psi
Interaction Value 0.1556 0.1556 0.0424
Stress Details
Fc:X-X 763.96 psi For Bending Stress Calcs...
Fc:Y-Y 962.31 psi Max k*Lu/d 50.00
F'c:Allowable 763.96 psi Le:Bending 11.04 ft
F'c:Allow*Load Dur Factor 763.96 psi (Lu-xx*NDS Table 3.3.3 factor)
F'bx 1,491.42 psi Rb:(Led/b^2)^.5 7.178
F'bx*Load Duration Factor 1,491.42 psi Min.Allow k*Lu/d 11.00
Cf:Bending 1.500
For Axial Stress Calcs...
Cf:Axial 1.150
Axial X-X k Lu/d 24.00
Axial Y-Y k Lu/d 20.57
Title : Nguyen Deck Repairs Job#17-033
Dsgnr: JAS Date: 5:47PM, 30 MAY 17
• Description:Paul Davis Const
Scope: Repair Tree Damage to E Deck
r Rev: 580006
I User:KW 0607733 Ver 5.8.0,1-Nov-2006 Timber Column Desi n _ Page 1
(c)1983-2006 ENERCALC Engineering Software 17 033 01 ecw Calculations
Description Deck Post at 2'8"oc Joists
General Information de Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined F
Wood Section 4x4 Total Column Height 6.00 ft
Rectangular Column Load Duration Factor 1.00
Column Depth (along y-y axis) 3.50 in Fc 1,500.00 psi
Width (along x-x axis) 3.50 in Fb 1,000.00 psi
Sawn E-Elastic Modulus 1,700 ksi
Unbraced length for"y-y"axis sideways deflection 6.00 ft
Unbraced length for"x-x"axis sideways deflection 6.00 ft
Lu XX for Bending 6.00 ft
Loads
Dead Load Live Load Short Term Load
Axial Load 340.40 lbs 907.80 lbs 0.00 lbs
Eccentricity 0.000in
Summary Column OK
Using : 4x4, Width= 3.50in, Depth= 3.50in, Total Column Ht=6.00ft
DL+LL DL+LL+ST DL+ST
fc:Compression 101.89 psi 101.89 psi 27.79 psi
• Fc:Allowable 962.31 psi 962.31 psi 962.31 psi
fbx : Flexural 0.00 psi 0.00 psi 0.00 psi
F'bx:Allowable 1,500.00 psi 1,500.00 psi 1,500.00 psi
Interaction Value 0.1059 0.1059 0.0289
Stress Details
Fc:X-X 962.31 psi For Bending Stress Calcs...
Fc:Y-Y 962.31 psi Max k*Lu/d 50.00
F'c:Allowable 962.31 psi Le:Bending 11.04 ft
F'c:Allow*Load Dur Factor 962.31 psi (Lu-xx*NDS Table 3.3.3 factor)
F'bx 1,500.00 psi Rb:(Led/bA2)A.5 6.152
F'bx*Load Duration Factor 1,500.00 psi Min.Allow k*Lu/d 11.00
Cf:Bending 1.500
For Axial Stress Calcs...
Cf:Axial 1.150
Axial X-X k Lu/d 20.57
Axial Y-Y k Lu/d 20.57
Title: Nguyen Deck Repairs Job#17-033
Dsgnr: JAS Date: 5:49PM, 30 MAY 17
Description :Paul Davis Const rL
Scope: Repair Tree Damage to E Deck "�
- Rev: 580000
User:KW-0607733,Ver5.8.0,1-Nov-2006 Square FootingDesign Page 1 li
(c)1983-2006 ENERCALC Engineering Software M17-033-01.ecw:Calculations
Description Deck Ftg at 2'8" oc Joists
General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000
Dead Load 0.340 k Footing Dimension 1.000 ft
Live Load 0.910 k Thickness 10.00 in
Short Term Load 0.000 k #of Bars 2
Seismic Zone 3 Bar Size 4
Overburden Weight 0.000 psf Rebar Cover 3.250
Concrete Weight 145.00 pcf fc 3,000.0 psi
LL&ST Loads Combine Fy 40,000.0 psi
Load Duration Factor 1.000
Column Dimension 0.00 in Allowable Soil Bearing 1,500.00 psf
Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.
Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2
Reinforcing
Rebar Requirement
Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2
200/Fy 0.0050 Total As Req'd 0.216 in2
As Req'd by Analysis 0.0002 in2 Min Allow%Reinf 0.0014
Min. Reinf%to Req'd 0.0014 %
Summary Footing OK
1.00ft square x 10.0in thick with 2-#4 bars
Max.Static Soil Pressure 1,370.83 psf Vu:Actual One-Way 0.00 psi
Allow Static Soil Pressure 1,500.00 psf Vn*Phi:Allow One-Way 93.11 psi
Max.Short Term Soil Pressure 1,370.83 psf Vu :Actual Two-Way 9.17 psi
Allow Short Term Soil Pressure 1,500.00 psf Vn*Phi:Allow Two-Way 186.23 psi
Alternate Rebar Selections...
Mu :Actual 0.27 k-ft/ft 2 #4's 1 #5's 1 #6's
Mn*Phi:Capacity 7.49 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's
Title: Nguyen Deck Repairs Job#17-033
Dsgnr: JAS Date: 12:11PM, 22 JAN 18
Description :Paul Davis Const p
Scope: Repair Tree Damage to E Deck
Rev: 580004 Page 1
" User:KW-0607733,Ver5.8.0,1-Nov-2006 General Timber Beam
• (c)1983-2006 ENERCALC Engineering Software 17-033-01.ecw:Calculations 1
Description Deck Beam
General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined
S,a'.=i:..: '5 '5 1'2,. ;:; c::?9.28,:a'5558:,sk:<.'cvvnvv... ",mv vvvn S'".";i - 55 vate&'nv. 9l.°✓.. '. F}>' w ..": ,n;`s 'x3?.S.rnr c*v #:w'..r
Section Name Center Span 8.50 ft Lu 2.00 ft
Beam Width 3.000 in Left Cantilever ft Lu 0.00 ft
Beam Depth 7.250 in Right Cantilever ft Lu 0.00 ft
Member Type Sawn
Fb Base Allow 1,000.0 psi
Load Dur. Factor 1.000 Fv Allow 180.0 psi
Beam End Fixity Pin-Pin Fc Allow 625.0 psi Repetitive Member
E 1,700.0 ksi
Full Length Uniform Loads
Center DL 71.30#/ft LL 190.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Beam Design OK
Span=8.50ft, Beam Width=3.000in x Depth=7.25in,Ends are Pin-Pin
Max Stress Ratio 0.784 : 1
Maximum Moment 2.4 k-ft Maximum Shear* 1.5 1.4 k
Allowable 3.0 k-ft Allowable 3.9 k
Max.Positive Moment 2.36 k-ft at 4.250 ft Shear: @ Left 1.11 k
Max.Negative Moment 0.00 k-ft at 8.500 ft @ Right 1.11 k
Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in
Max @ Right Support 0.00 k-ft @ Center 0.078 in
Max.M allow 3.01@ Right 0.000 in
Reactions...
fb 1,077.51 psi fv 66.17 psi Left DL 0.30 k Max 1.11 k
Fb 1,374.55 psi Fv 180.00 psi Right DL 0.30 k Max 1.11 k
Deflections
Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load
Deflection -0.052 in -0.189 in Deflection 0.000 in 0.000 in
...Location 4.250 ft 4.250 ft ...Length/Defl 0.0 0.0
...Length/Defl 1,972.7 538.29 Right Cantilever...
Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in
@ Center 0.078 in ...Length/Defl 0.0 0.0
@ Left 0.000 in
@ Right 0.000 in
Stress Calcs
Bending Analysis
Ck 33.438 Le 4.118 ft Sxx 26.281 in3 Area 21.750 in2
Cf 1.200 Rb 6.311 CI 0.996
Max Moment Sxx Req'd Allowable fb
@ Center 2.36 k-ft 20.60 in3 1,374.55 psi
@ Left Support 0.00 k-ft 0.00 in3 1,380.00 psi
@ Right Support 0.00 k-ft 0.00 in3 1,380.00 psi
Shear Analysis @ Left Support @ Right Support
Design Shear 1.44 k 1.44 k
` Area Required 7.996 in2 7.996 in2
Fv:Allowable 180.00 psi 180.00 psi
Bearing @ Supports
Max.Left Reaction 1.11 k Bearing Length Req'd 0.592 in
Max.Right Reaction 1.11 k Bearing Length Req'd 0.592 in