Report -001��
Michael K. Brown, S.E.
5346 E. Branchwood Dr.
Boise, ID 83716
208-850-7542
Mikebrown.sena gmail.com
February 3, 2016
Blake Agate
Stonebridge Homes
4230 Galewood St., Suite 100
Lake Oswego, OR 97035
Re: Lot 21,South View
Tigard, OR
Rear Stairs and Landing at Rear Deck
Stonebridge Job Number: 1858
Engineer Job Number: DM 15-100
Dear Blake:
I have reviewed the photos of the stair and landing at the rear deck for the above referenced
project along with the following statement on how the deck and landings are framed:
"The stringers are 2 by 12 and they are 16" on centers.The treads are 2 by 6 and are
attached to the stringers with 3.5" ring shank nails. The landing joist are 2 by 6 on 2'
centers. There are 4 by 4 posts with 1/2"through lag bolts to the 2 by 6 rim of the
landing. Also 1/2"through lag bolts attach the landing to the house. The joist are
attached with 2 by 6 hangers.The stringers are attached with LS50. The piers for the
landing are 24" by 24" by 16" pads with elevated 4 by 4 brackets to connect as well as at
the stringers. The upper run of stairs from the deck to the landing has a horizontal span
of 10' 6".The lower run from the landing to the ground has a horizontal run of 13'6".
The stringers are supported by 4 by 6 blocks with 1/2"through bolts attached to the
deck and landing rim joists. Let me know If you need more please."
There are some minor items that need to be added:
1. Add a 4x4 post at the center span of the landing beam with a 24"x 24"x 16"footing pad
as used at the other post locations.
2. Connect post to landing beam with 5/8"diameter through bolt.
3. Add LS50 connectors from landing beams to 2x Ledger.
See attached sketch. Clouded items are items that need to be added. I've also attached an
analysis of the stringers and landing beams. The reactions from the analysis have determined if
the connections made are adequate or if additional connections were required.
xUG T
If you have any q ,, o not hesitate to contact me.
Sincerely,
I f�
f
Mic el K. Brov , S �'
r 12-31-2017
Wood Beam
Description Landing Beam En
CODE REFERENCES
Calculations per NDS 2012,
Load Combination Set:AS( ARL
Material Properties
Analysis Method: Allowable
Load Combination ASCE 7-10
Wood Species Douglas R
Wood Grade No.2
Beam Bracing Beam is Fu
d
ofE,
X
Applied Loads CN
Uniform Load: D=0.0090, L
DESIGN SUMMARY
Maximum Bending Stress Rat
Section used for this span
CU
fb:Actual A) M 3:
CY) -j
FB:Allowable Cn"0 0
0
Load Combination CF) a) c)- CaL E C-4
. Cn -q- C
Location of maximum on span .9 2.1 2 0
5L\�
Span#where maximum occurs C X :r--
C: 0, ,L-- - =0
>e C� (U 4-
0 0 C)(/) 0 E
Maximum Deflection E LO
U)
Max Downward Transient De V- 04 Lr) Q) -j -0
Max Upward Transient Defie( X -0 < -0 CU
Max Downward Total Deflecti N ca J 0
Max Upward Total Deflection 0
N in
co
Maximum Forces&Stres 0
Load Combination Max St C1
144-
Segment Length Span# M X
+D4H 'IT
Length=4.0 ft I 0.034
+!)+L+fi
Length=4.0 ft I 0.16E
+D4Lr+H
Length=4.0 ft 1 0.024 JF-
+D-+S+H
Length=4.0 ft 1 0.026
+D-+0.750Lr+0.750L.+H 0)
Length=4.0 ft 1 0.106
40-+0.750L-l0.750S+H CL
Length CU 4.0 ft 1 0.115 C: 0 4, Z,0 i:�-
E m E
co CU ca U)
04
X 00 0
Q-
a) 0
00
Wood Beam File=ciWsomWikdorophoxlMICHAE-1.E1DMH12016PR-11DM16-1-11CalcsV2EAR0E-1.EC6
ENERCALC,INC.19832016,Build.6.16.1.28,Ver:6.16.1.28
1.11CORE ENGINEERING PLLC
Description: Landing Beam
CODE REFERENCES
Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.Oksi
Fc-PHI 1,350.0 psi Eminbend-xx 580.0 ksi
Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi
Wood Grade : No.2 Fv 180.0 psi
Ft 575.0 psi Density 31.20pcf
Beam Bracing Beam is Fully Braced against lateral-torsion buckling
D 0.018 l 0.08
3111
M
Span=4.0ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.0090, L=0.040 ksf, Tributary Width=2.0 ft
DESIGN SUMMARY •
Maximum Bending Stress Ratio = 0.1661 1 Maximum Shear Stress Ratio = 0.105 : 1
Section used for this span 2X8 Section used for this span 2x8
fb:Actual 178.99 psi fv:Actual = 18.94 psi
FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 2.000ft Location of maximum on span = 3.401 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.006 in Ratio= 7893
Max Upward Transient Deflection 0.000 in Ratio= 0 <360
Max Downward Total Deflection 0.007 in Ratio= 6443
Max Upward Total Deflection 0.000 in Ratio= 0<240
Maximum Forces&Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V C d C FIV C i C r C m C t C L M fb Fb V tv F'v
+D+H 0.00 0.00 0.00 0.00
Length=4.0 ft 1 0.034 0.021 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.04 32.88 972.00 0.03 3.48 162.00
+D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=4.0 It 1 0.166 0.105 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.20 178.99 1080.00 0.14 18.94 180.00
+D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=4.0 ft 1 0.024 0.015 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.04 32.88 1350.00 0.03 3.48 225.00
+D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=4.0 ft 1 0.026 0.017 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.04 32.88 1242.00 0.03 3.48 207.00
+D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=4.0 it 1 0.106 0.067 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.16 142.46 1350.00 0.11 15.08 225.00
+D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=4.0 ft 1 0.115 0.073 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.16 142.46 1242.00 0.11 15.08 207.00
Wood Beam File=C.WsersWlikelDropboMICHAE-1.E�DMMW6PR-1)DM151-11Caics1REARDE-1EC6
ENERCALC,INC.19632016,Build:6.16.1.28,Ver:6.16.1.28
1.11CORE ENGINEERING PLLC
Description: Landing Beam
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V C d C FN C i C r C m C t C L M tb F'b V fv F v
4D+0.60W4H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=4.0 ft 1 0.019 0.012 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.04 32.88 1728.00 0.03 3.48 288.00
+D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=4.0 ft 1 0.019 0.012 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.04 32.88 1728.00 0.03 3.48 288.00
+D+0.750Lr40.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=4.0 ft 1 0.082 0.052 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.16 142.46 1728.00 0.11 15.08 288.00
+D40.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=4.0 ft 1 0.082 0.052 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.16 142.46 1728.00 0.11 15.08 288.00
+D+0.750L40.750S40.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=4.0 ft 1 0.082 0.052 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.16 142.46 1728.00 0.11 15.08 288.00
40.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=4.0 It 1 0.011 0.007 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.02 19.73 1728.00 0.02 2.09 288.00
+0.60D+0.70E40.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=4.0 ft 1 0.011 0.007 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.02 19.73 1728.00 0.02 2.09 288.00
Overall Maximum Deflections
Load Combination Span Max.'-'Dell Location in Span Load Combination Max."+Defl Location in Span
+D+L+H 1 0.0074 2.015 0.0000 0.000
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MA(imum 0.196 0.196
Overall MINimum 0.022 0.022
40+H 0.036 0.036
40+L+H 0.196 0.196
+D+Lr+H 0.036 0.036
+D+S+H 0.036 0.036
+D+0.750Lr+0.750L+H 0.156 0.156
+fl40.750L+0.750S+H 0.156 0.156
+D+0.60W+H 0.036 0.036
+D+0.70E+H 0.036 0.036
+D+0.750Lr40.75OL40.450W+H 0.156 0.156
+D+0.750L40.750S+0.450W+H 0.156 0.156
+D40.750L+0.750S+0.5250E+H 0.156 0.156
40.60D40.60W+0.60H 0.022 0.022
40.60D+0.70E+0.60H 0.022 0.022
D Only 0.036 0.036
LrOnly
L Only 0.160 0.160
S Only
W Only
E Only
H Only
Wood Beam File=c:VJwsWikekDropboxWICHAE-1.ECMH12015PR-11DM15.1-1\Calcs%REARDE-1.EC6
ENERCALC,INC.19632016,Buld:6.16.1.26,Ver:6.16.1.28
1.11 ORE ENGINEERING P LLC
Description: Rear Deck Stair Stringer
CODE REFERENCES
Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 900 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb-Compr 900 psi Ebend-xx 1600ksi
Fc-Pdl 1350 psi Eminbend-xx 580 ksi
Wood Species : Douglas Fir-Larch Fc-Perp 625 psi
Wood Grade : No.2 Fv 180 psi
Ft 575 psi Density 31.2 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
Q
2x12
Span=13.50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=2.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio = 0.96Q 1 Maximum Shear Stress Ratio = 0.287 : 1
Section used for this span 2x12 Section used for this span 2x12
fb:Actual = 864.00 psi fv:Actual 51.68 psi
FB:Allowable = 900.00psi Fv:Allowable = 180.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 6.750ft Location of maximum on span = 0.0wft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.211 in Ratio= 767
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.264 in Ratio= 613
Max Upward Total Deflection 0.000 in Ratio= 0 <240
Maximum Forces&Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V C d C FN C i C r C m C t C L M tb Pb V fv F'v
+D+H 0.00 0.00 0.00 0.00
Length=13.451 ft 1 0.213 0.064 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.46 172.80 810.00 0.12 10.34 162.00
Length=0.04927 ft 1 0.003 0.064 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.01 2.51 810.00 0.12 10.34 162.00
+D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=13.451 ft 1 0.960 0.287 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.28 864.00 900.00 0.58 51.68 180.00
Length=0.04927 ft 1 0.014 0.287 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.03 12.57 900.00 0.58 51.68 180.00
+D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=13.451 ft 1 0.154 0.046 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.46 172.80 1125.00 0.12 10.34 225.00
Length=0.04927 ft 1 0.002 0.046 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.01 2.51 1125.00 0.12 10.34 225.00
+D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=13.451 ft 1 0.167 0.050 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.46 172.80 1035.00 0.12 10.34 207.00
Length=0.04927 ft 1 0.002 0.050 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.01 2.51 1035.00 0.12 10.34 207.00
Wood Beam File=c:XUsersWikelDropboxNdICHAE-1.ErDMH12015PR-11DM15.1-1\Caics\REARDE-1.EC6
ENERCALC,INC.19632016,BuId.6.16.1.28,Ver6.16.128
1.11CORE ENGINEERING PLLC-;
Description: Rear Deck Stair Stringer
Load Combination Max Stress Ratios Moment Values Shear Values
Segment length Span# M V C d C FN C i Cr CM C t C L M I Fb V iv F'v
4040.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=13.451 ft 1 0.614 0.184 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.82 691.20 1125.00 0.47 41.34 225.00
Length=0.04927 ft 1 0.009 0.184 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.03 10.05 1125.00 0.47 41.34 225.00
+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=13.451 ft 1 0.668 0.200 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.82 691.20 1035.00 0.47 41.34 207.00
Length=0.04927 ft 1 0.010 0.200 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.03 10.05 1035.00 0.47 41.34 207.00
+040.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=13.451 ft 1 0.120 0.036 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.46 172.80 1440.00 0.12 10.34 288.00
Length=0.04927 ft 1 0.002 0.036 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.01 2.51 1440.00 0.12 10.34 288.00
40+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=13.451 ft 1 0.120 0.036 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.46 172.80 1440.00 0.12 10.34 288.00
Length=0.04927 ft 1 0.002 0.036 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.01 2.51 1440.00 0.12 10.34 288.00
+D40.750Lr+0.750L40.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=13.451 ft 1 0.480 0.144 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.82 691.20 1440.00 0.47 41.34 288.00
Length=0.04927 ft 1 0.007 0.144 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.03 10.05 1440.00 0.47 41.34 288.00
+D+0.750L+0.750S40.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=13.451 ft 1 0.480 0.144 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.82 691.20 1440.00 0.47 41.34 288.00
Length=0.04927 It 1 0.007 0.144 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.03 10.05 1440.00 0.47 41.34 288.00
+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=13.451 ft 1 0.480 0.144 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.82 691.20 1440.00 0.47 41.34 288.00
Length=0.04927 ft 1 0.007 0.144 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.03 10.05 1440.00 0.47 41.34 288.00
+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=13.451 ft 1 0.072 0.022 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.27 103.68 1440.00 0.07 6.20 288.00
Length=0.04927 ft 1 0.001 0.022 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.00 1.51 1440.00 0.07 6.20 288.00
+0.60D+0.70E40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=13.451 ft 1 0.072 0.022 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.27 103.68 1440.00 0.07 6.20 288.00
Length=0.04927 ft 1 0.001 0.022 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.00 1.51 1440.00 0.07 6.20 288.00
Overall Maximum Deflections
Load Combination Span Max."--"Defl Location in Span Load Combination Max.W Defl Location in Span
40+L+H 1 0.2640 6.799 0.0000 0.000
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support2
Overall MAXimum 0.675 0.675
Overall MINimum 0.081 0.081
40+H 0.135 0.135
+D+L4H 0.675 0.675
+D4Lr+H 0.135 0.135
+D+S+H 0.135 0.135
+D40.750Lr+0.750L+H 0.540 0.540
+D40.750L40.750S+H 0.540 0.540
+D+0.60W+H 0.135 0.135
+D40.70E+H 0.135 0.135
+D+0.750Lr+0.750L+0.450W+H 0.540 0.540
+D+0.750L+0.750S+0.450W+H 0.540 0.540
40+0.750L+0.750S+0.5250E+H 0.540 0.540
+0.60D+0.60W+0.60H 0.081 0.081
+0.60D+0.70E+0.60H 0.081 0.081
D Only 0.135 0.135
Lr Only
L Only 0.540 0.540
S Only
W Only
E Only
H Only