APPROVED CALCSMike J. Nelson, P.E.
14845 SW MURRAY SCHOLLS DR.
SUITE 110 PMB 306
BEAVERTON, OR 97007
503-564-4178
MikeJayNelson@gmail.com
�PO-00)[Mb3M
910 W. 11th ST. SUITE #A OFF: (800) 810-7666
VANCOUVER, WA 98660 FAX: (360) 699-6476
E-MAIL: INFO@GLOBALSOLARIUMS.COM
WEB: WWW.GLOBALSOLARIUMS.COM
STRUCTURAL CALCULATIONS
GREER RESIDENCE
PATIO ENCLOSURE
EDMONDS, WA
10-09-19
2015 IBC
DESIGN WIND SPEED
= 110 MPH (ULT.) EXPOSURE B
DESIGN SNOW LOAD = 25 psf
EXPIRES 3 21 20
70--09-79
Et-D
UD zo Z��c
CITY COP"'
BUILDING
LATERAL WIND LOAD CALCULATIONS
PER ASCE 7-10 SECTION 27.4
EAVE
OVERHANG =
0.0 ft
�10
0.80
ZONE 1
ZONE 2 ZONE 3
0.19 0.60
72
5
0 IN
EXTERNALPRESSURE
COEFFICIENTS, Cp
ASCE 7-10 FIG. 27.4-1
BUILDING WIDTH (parallel to load) = 22 ft
BUILDING LENGTH (perp to load) = 10.5 ft
LILT. WIND SPEED = 110 MPH
EXPOSURE = IS
ROOF ANGLE = 22.6 DEG.
WALL HT = 7.11 Ft
DIAG. ROOF DIM. = 11.9 Ft
(ridge to eave)
(ASD) qh = (6) .00256 kh kzt kd V 21 =
2
(ASD) qz = (6) .00256 kz kzt kd V I =
WIND PRESSURE, p = q G. Cp G = 0.85
0.30
ZONE 4
L/B = 2.10
h / L = 0.52
kh = 0.70
kz = 0.70
kzt = 1
kd = 0.85
V = 110
11.1 psf
11.1 psf
ZONE
1
2
3
4 RESULTANT HT
APPLIED HT (ft)
7.1
9.40
9.4
7.1 8.21 ft
PRESSURE (psf)
7.5
1.8
5.6
2.8
TOTAL LOAD (plf)
26.8
21.4
67.3
9.9
RIDGE REACTION
VERT. LOAD (plf)
19.8
-62.1
= 7.4 plf
HORIZ. LOAD (plf)
26.8
8.2
25.9
9.9
TOTAL HORIZ. LOAD =
71
PLF
COMPONENT WALL LOAD = qh (GCp - .18) = -14.2 psf GCp = -1.1
COMPONENT WALL LOAD AT CORNERS = -17.5 psf within 3.0 ft
2
ROOF COMPONENT WIND LOADING
PER ASCE 7-10 SECTION 30.4.2
COMPONENT ROOF LOAD = qh (GCp + .18 )
DEAD LOAD = 4 psf
ZONE 1 APPLIES OVER 5.9 ft
ZONE 1
0.38 (6.2 )
-0.8 (-10.8]1
ZONE 2
0.38 (6.2
-1.0 (-13.1 )
�71 plf
126 plf total from
both sides of ridge
ZONE 2
0.38 ( 6.2) PRESSURE COEFFICIENTS,
-1.9j - 0 (-13.1) GCp
1-21'0J ASCE 7-10 FIG. 30.4-2C
PSF LOADS IN
Eave Reaction
71 plf (WIND ONLY)
NET AFTER DL = 63 ZONE 2 APPLIES OVER A DISTANCE = a = 3.0 ft
plf FROM THE EAVE & RIDGE
Zone 1 &
2 eave
SUMMING MOMENTS ABOUT RIDGE resultant resultant
from from ridge
ridge
psf ft psf ft+ ft psf ft ft
EAVE REACTION = ((2)(13.1) (3.0) + (10.8)( 5.9) (5.96) +(21.0) ( 0.0) (11.9)
11.9 ft Diag. distance from ridge to eave
EAVE REACTION = 71 plf along length of wall
psf ft
DL REACT. AT EAVE = .6 ( 4) (6.0 = 14 plf
eave
psf ft psf ft psf ft react.
RIDGE REACTION = (13.1) (2 k3 - 0 ) +(10.8) (5.9) +(21.0)(0.0) - 71 71 plf
NORMAL TO ROOF
DL REACT. AT RIDGE = .6 ( p4) (6.0) _ 14 plf
-41
NET VERT. UPLIFT = 126 PLF TOTAL FROM BOTH SIDES OF RIDGE BEAM
AT RIDGE
4
Envelope Only Solution
5
-3301b
M?
PAI
Loads: BLC 1, DEAD LOAD
Envelope Only Solution
Ma
1.1
-21501b
0?
2
m3
Loads: BLC 2, SNOW LOAD
7
2181b
0
5
Loads: BLC 3, WIND LOAD
Y
z 1 ex
Member Code Checks Displayed (Enveloped)
Envelope Only Solution
0
Envelope Only Solution
Member Bending Moments (k-ft) (Enveloped)
Ire
TYPICAL ROOF RAFTER
WT = 2.44 plf
SPAN = 10.86 ft
SNOW LOAD = 25 psf
DEAD LOAD = 5 psf
Fy =
35
ksi
Sx =
1.358
in^3
Ix =
2.579
in^4
E =
10,100
ksi
Bending Moment = 1253 lb-ft ( TOTAL LOAD)
Bending Stress, fb = 11.1 ksi < 20.1 ksi OK
allowable
Shear Stress, v = 0.7 ksi < 12.7 ksi OK
allowable
Total Load Defl. = 1.02 in. < L / 60 = 2.17 in. OK
L / 60 allowed per footnote "h" in Table IBC 1604.3
Dead Load Defl. = 0.17 in. (DL ONLY)
GRAVITY REACTION AT PEAK = 230 LB
GRAVITY REACTION AT EAVE = 460 LB
11
TYPICAL ROOF RAFTER
ALLOWABLE BENDING STRESS DETERMINATION:
IIOVE2p)) P&Cr@ P2d @ Y
BUCKLING CONSTANTS
Tube width, b =
2 in
Bp =
45 ksi
Bbr =
66.8 ksi
Tube depth, d =
3 in
Dp =
0.30 ksi
Dbr =
0.666 ksi
Side Wall Thickness, tw =
0.118 in
Cc =
66
m =
0.65
Flange Wall Thickness, tf =
0.236 in
Ds =
0.14 ksi
Bs =
27.2 ksi
Omega =
1.65
Torsion Constant, J =
1.5
F cy =
35 ksi
F ty =
35 ksi
F sy = 21 ksi
Slenderness ratio of flange, b/tf = 7.5 < S1 = 21 Fb/omega Section 13.5.4.2
flange = 21.2 ksi Flange
Compression
Slenderness ratio of web, d/tw = 21.4 < S1 = 49 Fb/Omega Section 13.5.5.1
web = 27.6 ksi Web
Compression
For Uniform Flange Tension, Fb/Omega = 21.2 ksi Section F.8.1.1
For Uniform Web Flexure, Fb/Omega = 27.6 ksi Section F.8.1.2
LATERAL TORSIONAL BUCKLING
Section F.3.1
S = 260 < S2 = 1685 Fblomega
= 20.1 ksi = Low. Allow. Stress
Allowable Bending Moment = 1,376 lb-ft
Yield Stress Reduction Factor = 0.57 Fy
WEB SHEAR
Section G.2
Slenderness ratio of web, d/tw, = 21.4 < S1 = 35.2 Fs/omega
web = 12.7 ksi
12
Wood Beam File=C:ltlaerMUkalDMME-11W.OF CTMEC-3tGLORAL-1lc4owmEER,ac6.
Softwareomol& ENERCALC, INC.1963-2019, Build:10.19.1,25 .
DESCRIPTION: BEAM BELOW SUNROOM AT HOUSE WALL
CODE REFERENCES
Calculations per NDS 2015, IBC 2015
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb + 2,400.0 psi
Load Combination iASCE7-10 Fb- 1,850.0psi
Fc - Prll 1,650.0 psi
Wood Species : DF/DF Fc- Perp 650.0 psi
Wood Grade : 24F-V4 Fv 265.0 psi
Ft 1,100.0psi
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(0.4) L(1.15) D(O.?$�.3) S(1.5)
b D(0.3i4 5 45)
E : Modulus of Elasticity
Ebend-xx 1,800.Oksi
Eminbend - xx 950.Oksi
Ebend- yy 1,600.Oksi
Eminbend - yy 850.Oksi
Density 31.210pcf
5.5x15
' Span = 15.50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load : D = 0.0140, L = 0.040 ksf, Extent = 0.0 » 6.0 ft, Tributary Width = 5.750 ft, (FLOOR)
Uniform Load D = 0.0180, S = 0.0250 ksf, Tributary Width =18.0 ft, (ROOF)
Uniform Load D = 0,0080 ksf, Tributary Width =10.0 ft, (2nd FL WALL)
Point Load: D = 0.30, S =1.50 k @ 8.80 ft, (SUNROOM RIDGE REACTION)
Point Load : D = 0.40, L =1,150 k @ 6.0 ft, (LEFT FL GIRDER)
DESIGN SUMMARY
' •
Maximum Bending Stress Ratio = 0.723 1 Maximum Shear Stress Ratio
-
0.432 : 1
Section used for this span 5.5x15 Section used for this span
5.5x15
fb : Actual = 1,995.58psi fv : Actual
=
131.62 psi
FB : Allowable - 2,760.00psi Fv: Allowable
=
304.75 psi
Load Combination +D+S Load Combination
+D+0,750L+0.750S
Location of maximum on span = 8,372ft Location of maximum on span
=
0.000 ft
Span # where maximum occurs - Span # 1 Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection 0.282 in Ratio = 659>=360,
Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0
Max Downward Total Deflection 0.524 in Ratio = 354>=240,
Max Upward Total Deflection 0.000 in Ratio = 0 <240.0
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values
Shear Values
Segment Length Span # M V Cd C FIV C i Cr C m C t C L M fb
Fb
V fv Fv
+D+L
0.00
0.00 0.00 0.00
Length =15.50 ft 1 0.531 0.339 1.00 1.000 1.00 1.00 1.00 1.00 1.00 21.92 1,275.45 2400.00
4.94 89.82 265.00
+D+S 1.000 1.00 1.00 1.00 1.00 1.00
0.00
0.00 0.00 0.00
Length =15.50 ft 1 0.723 0.417 1.15 1.000 1.00 1.00 1.00 1.00 1.00 34.30 1,995.58 2760.00
6.98 126.99 304.75
+D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00
0.00
0.00 0.00 0.00
13
Wood Beam
Fife = C:;Users MlkelDMLJME-11WORMFIROJEC-31GLOBAL-11GreerIGREER.ec6 .
SoftwareoopAnt ENERCALC, INC.1983-2019, Build: 10.19.1.25
DESCRIPTION: BEAM BELOW SUNROOM AT HOUSE WALL
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
C d C FN
C i Cr
C m
C t C L
M
fb F'b V
fv F'v
Length =15.50 ft 1 0.710 0,432
1.15 1.000
1.00 1.00
1.00
1.00 1.00
33.66
1,958.50 2760.00 7.24
131.62 304.75
Overall Maximum Deflections
Load Combination Span
Max. "-" DeFl Location in Span
Load Combination
Max. °+" Defl
Location in Span
+D+S 1
0.5241
7.807
0.0000
0.000
Maximum Deflections for Load Combinations
Load Combination
Span
_
Max. Downward Defl
Location in
Span
Max. Upward Defl
Location in Span
+D+L
1
0.3294
in
7.580
ft
0.0000 in
0.000 0
+D+S
1
0.5241
in
7.807
ft
0.0000 in
0.000 ft
+D+0.750Lr+0.750L+H
1
0.3076
in
7.580
ft
0.0000 in
0.000 ft
+D+0.750L+0.750S
1
0.5188
in
7.693
ft
0.0000 in
0.000 ft
D Only
1
0.2423
in
7.693
ft
0.0000 in
0.000 It
L Only
1
0.0875
in
7.128
ft
0.0000 in
0.000 0
S Only
1
0.2819
in
7.863
ft
0.0000 in
0.000 ft
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAxmum
8.499
8.027
Overall MINimum
4.136
4.339
+D+L
5.852
4.400
+D+S
8.170
8.027
+D+0.750L+0.750S
8.499
7.477
D Only
4.034
3.688
L Only
1.818
0.712
S Only
4.136
4.339
14
� Wood Column
DESCRIPTION: POST BELOW LEFT END OF NEW GLULAM
Code References
Calculations per 2015 NDS, IBC 2015
Load Combinations Used: ASCE 7-10
General Information
Analysis Method : Allowable Stress Design
End Fixities Top & Bottom Pinned
Overall Column Height
( Used for non -slender calculations )
Wood Species Douglas Fir -Larch
Wood Grade No.1
Fb + 1,200.0 psi
Fv
Fb - 1,200.0 psi
Ft
Fc - Prll 1,000.0 psi
Density
Fc - Perp 625.0 psi
E : Modulus of Elasticity ...
x-x Bending
Basic
1,600.0
Minimum
580.0
File=CtW--sVrAloal!]nCUME-fIW0-RIAM-0JR-AL-1AQr--e WREER- A6 .
SaRwareao killENERCd41.G INC.19B3.2619, Build: 10.19.1.25 .
Wood Section Name 6x6
Wood GradinglManuf. Graded Lumber
9.0 ft Wood Member Type Sawn
170.0 psi
825.0 psi
31.210 pcf
y-y Bending
1,600.0
580.0
Applied Loads
Column self weight included : 59.006 Ibs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 9.0 ft, D = 4.030, L=1.820, S = 4.340 k
BENDING LOADS ...
, W = 0.0630
DESIGN SUMMARY
Bending & Shear Check Results
Exact width
5.50 in Allow Stress Modification Factors
Exact Depth
5.50 in Cf or Cv for Bending
1.0
Area
30.250 inA2 Cf or Cv for Compression
1.0
Ix
76.255 in"4 Cf or Cv for Tension
1.0
ly
76.255 inA4 Cm : Wet Use Factor
1.0
Ct : Temperature Factor
1.0
Cfu : Flat Use Factor
1.0
Axial
Kf : Built-up columns
1.0
1,600.0 ksi
Use Cr: Repetitive ?
No
Brace condition for deflection
(buckling) along columns :
X-X (width) axis :
Unbraced Length for buckling ABOUT Y-Y Axis = 9.0 ft, K =1.0
Y-Y (depth) axis :
Unbraced Length for buckling ABOUT X-X Axis = 9.0 ft, K =1.0
Service loads entered. Load Factors will be applied for calculations.
PASS Max. Axial+Bending Stress Ratio =
0.3499 : 1
Maximum SERVICE Lateral Load Reactions . .
Load Combination
+D+0.750L+0.750S
Top along Y-Y 0.0 k
Bottom along Y-Y 0.0 k
Governing NDS Forumla
Comp Only, fc/Fc'
Top along X-X 0.0 k
Bottom along X-X 0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y-Y 0.0 in
at 0.0 ft above base
Applied Axial
8.709 k
for load combination : n/a
Applied Mx
0.0 k-ft
Applied My
0.0 k-ft
Along X-X 0.0 in
at 0.0 ft above base
Fc: Allowable
822.75 psi
for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.0 : 1
Egn.Lina CoMaplress-iu Tension
Load Combination
+D+0.750L+0.750S
Location of max.above base
9.0 ft
Applied Design Shear
0.0 psi
Allowable Shear
195.50 psi
Load Combination Results
Maximum
Axial +Bending Stress Ratios
Maximum Shear Ratios
Load Combination
C D C p Stress Ratio Status Location
Stress Ratio Status Location
+D+L
1.000 0.759
0.2574 PASS 0.0ft
0.0 PASS 9.0 ft
+D+S
1.150 0.715
0.3387 PASS 0.0ft
0.0 PASS 9.0 ft
+D+0.750L+0.750S
1.150 0.715
0.3499 PASS 0.0ft
0.0 PASS 9.0 ft
Maximum Reactions
Note: Only non -zero reactions are listed.
X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction
My - End Moments k-ft Mx - End Moments
Load Combination
@ Base @ Top @
Base @ Top @ Base
@ Base @ Top @ Base @ Top
+D+L
5.909
+D+S
8.429
15
File=C:wse;sWikelbOCLiM-�-tIWORKWRUI£C- GLOBAL-i1GroerGRffk9e
Software coovrioflt ENERCALC. INC. 1963.2019, Bob: 10.19,1.25
DESCRIPTION: POST BELOW LEFT END OF NEW GLULAM
Maximum Reactions
X-X Axis Reaction It Y-Y Axis Reaction Axial Reaction
Load Combination @ Base @ Top @ Base @ Top @ Base
+D+0.750L+0.750S 8.709
D Only 4.089
S Only 4.340
Maximum Deflections for Load Combinations
Note: Only non -zero reactions are listed.
My - End Moments k-ft Mx - End Moments
@ Base @ Top @ Base @ Top
Load Combination
Max. X-X Deflection
Distance
Max. Y-Y Deflection
Distance
+D+L —
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+S
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+0.750L+0.750S
0.0000 in
0.000 ft
0.000 in
0.000 ft
Sketches
,o,90k
c *"Load 1 +X
5.50 in
W.
Wood Beam File = C:1UserslMlkeID000ME-11WORKIPROJEC-31GLOBAL-11Greer\GREERec6
Softwarewpyrighl ENERCALC, INC.1983-2019. Build: 10. 19.1.25
KW-06009474 Licensee
DESCRIPTION: SHORING BEAM 2
CODE REFERENCES
Calculations per NDS 2015, IBC 2015
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design
Fb +
2,600.0 psi
E : Modulus of Elasticity
Load Combination ASCE 7-10
Fb-
2,600.0psi
Ebend-xx 2,000.Oksi
Fc - Prll
2,510.0 psi
Eminbend - xx 1,016.54ksi
Wood Species : iLevel Truss Joist
Fc - Perp
750.0 psi
Wood Grade : Microl-am LVL 2.0 E
Fv
285.0 psi
Ft
1,555.0 psi
Density 42.010 pcf
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
D(0.4) D(0.3)
-
I D{0.0'
°t-0-�2---�--
.�
1.75x24
Span = 15.50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load D = 0.0140 ksf, Extent = 0.0 -->> 6.0 ft, Tributary Width = 5.750 ft, (FLOOR)
Uniform Load : D = 0.0180 ksf, Tributary Width =18.0 ft, (ROOF)
Uniform Load : D = 0.0080 ksf, Tributary Width = 10.0 ft, (2nd FL WALL)
Point Load: D = 0.30 k @ 8.30 ft, (SUNROOM RIDGE REACTION)
Point Load : D = 0.40 k @ 6.0 ft, (LEFT FL GIRDER)
DESIGN SUMMARY •
Maximum Bending Stress Ratio =
0.42E 1
Maximum Shear Stress Ratio
=
0.378 : 1
Section used for this span
1.75x24
Section used for this span
1.75x24
fb : Actual =
1,108.52 psi
fv : Actual
=
107.73 psi
FB : Allowable =
2,600.00psi
Fv: Allowable
=
285.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
7.467ft
Location of maximum on span
=
0.000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.000 in
Ratio =
0 <360.0
Max Upward Transient Deflection
0.000 in
Ratio =
0 <360.0
Max Downward Total Deflection
0.166 in
Ratio =
1122 >=240,
Max Upward Total Deflection
0.000 in
Ratio =
0 <240.0
Maximum Forces & Stresses for Load Combinations
Load Combination 'Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
Cd C FN C i Cr C m
C t C L M fb
Fb
V fv Fv
+D+L
0.00
0.00 0.00 0.00
Length =15.50 ft 1 0.426 0.378
1.00 1.000 1.00
1.00 1.00
1.00 1.00 15.52 1,108.52
2600.00
3,02 107.73 285.00
+D+S
1.000 1.00
1.00 1.00
1.00 1.00
0.00
0.00 0.00 0.00
Length =15.50 ft 1 0.371 0.329
1.15 1.000 1.00
1.00 1.00
1.00 1.00 15.52 1,108.52
2990.00
3,02 107.73 327.75
+D+0.750L+0.750S
1.000 1.00
1.00 1.00
1.00 1.00
0.00
0.00 0.00 0.00
17
Wood Beam File = CAUsers MIkelDOCUME-11WORKIPROJEC-31GLOSAL-1lGrWGREERed6 .
Software wpyrighi ENERCALC, INC.1983-2019, Build:10.19.1.25 .
DESCRIPTION: SHORING BEAM 2
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 F'b V
fv F'v
Length =15.50 ft 1 0.371 0.329
1.15 1.000
1.00 1.00
1.00
1.00 1.00
15.52
1,108.52 2990.00 3.02
107.73 327.75
Overall Maximum Deflections
Load Combination Span
Max. "-" Defl Location in Span
Load Combination
Max. "+"Defl
Location in Span
D Only 1
0.1657
7.693
0.0000
0.000
Maximum Deflections for Load Combinations
Load Combination
Span
Max. Downward Defl
Location in
Span
Max. Upward Defl
Location in Span
+D+L
1
0.1657
in
7.693
ft
0.0000 in
0.006 ft
+D+S
1
0.1657
in
7.693
ft
0.0000 in
0.000 R
+D+0.750Lr+0.750L+H
1
0.1657
in
7.693
ft
0.0000 in
0.000 ft
+D+0.750L+0.750S
1
0.1657
in
7.693
ft
0.0000 in
0.000 ft
D Only
1
0.1657
in
7.693
ft
0.0000 in
0.000 R
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
3.535
Overall MINimum
4.000
3.635
+D+L
4.000
3.635
+D+S
4.000
3.635
+D+0.750L+0.750S
4.000
3.635
D Only
4.000
3.635
L Only
S Only
I •.
Wood Beam
DESCRIPTION: SHORING SLEEPER UNDER LEFT GIRDER
CODE REFERENCES
Calculations per NDS 2015, IBC 2015
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design
Fb +
Load Combination ASCE 7-10
Fb -
Fc - Prll
Wood Species Douglas Fir -Larch
Fc - Perp
Wood Grade No.2
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(0.4)
9.50 X 5.50
Snnn=6.0ft
I
t�
Applied Loads
Beam self weight calculated and added to loads
Point Load : D = 0.40 k @ 3.0 ft, (LEFT FL GIRDER)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.15a 1
Section used for this span
9.50 X 5.50
fb : Actual
163.09psi
FB : Allowable
1,053.00psi
Load Combination
D Only
Location of maximum on span
3.000ft
Span # where maximum occurs =
Span # 1
FBe=t7:FW KIPR{k1EG31GL08AL-IlGreeAGREER."
Software wiaftt NERCALC.INC.1983.2019. Build: 10. 19.1.25
900.0 psi
E : Modulus of Elasticity
900.0 psi
Ebend- xx 1,600.0 ksi
1,350.0 psi
Eminbend - xx 580.0 ksi
625.0 psi
180.0 psi
575.0psi
Density 31.210pcf
Service loads entered. Load Factors will be applied for calculations
NESSRUMT4361
Maximum Shear Stress Ratio =
0.041 : 1
Section used for this span
9.50 X 5.50
fv : Actual =
6.57 psi
Fv : Allowable =
162.00 psi
Load Combination
D Only
Location of maximum on span =
0.000 ft
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.000 in
Ratio =
0 <360.0
Max Upward Transient Deflection
0.000 in
Ratio =
0 <360.0
Max Downward Total Deflection
0.016 in
Ratio =
4385>=240.
Max Upward Total Deflection
0.000 in
Ratio =
0 <240.0
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Seament Length Span # M V
C d C FIV C i
C r C m
C t C L
D Only
Length = 6.0 it
1
0.155
+D+L
Length = 6.0 ft
1
0.139
+D+S
Length = 6.0 ft
1
0.121
+D+0.750L+0.750S
Length = 6.0 ft
1
0.121
0.041
0.90
1.300
1.00
1.00
1.00
1.00
1.00
1.300
1.00
1.00
1.00
1.00
1.00
0.037
1.00
1.300
1.00
1.00
1.00
1.00
1.00
1.300
1.00
1.00
1.00
1.00
1.00
0.032
1.15
1.300
1.00
1.00
1.00
1.00
1.00
1.300
1.00
1.00
1.00
1.00
1.00
0.032
1.15
1.300
1.00
1.00
100
1.00
1.00
Moment Values
Shear Values
M
fb
Fb
V
fv
F'v
0.00
0.00
0.00
0.00
065
163.09
1053.00
0.23
6.57
162.00
0.00
0.00
0.00
0.00
065
163.09
1170.00
0.23
6.57
180.00
0.00
0-00
0.00
0.00
0-65
163.09
1345.50
0.23
6.57
207.00
0.00
0-00
0.00
0.00
0.65
163.09
1345.50
023
6.57
207.00
19
Wood Beam
DESCRIPTION: SHORING SLEEPER UNDER LEFT GIRDER
Overall Maximum Deflections
File =C:�Use�lkeiaOCUME-1IWORKI died--31GLQBRL-1%6VeQREERec6
Softwarecoaymbt EN£RCALQ INC. i9BX2019, Build:10.19.1.25
Load Combination
Span Max. "" Defl Location in Span Load Combination
D Only
1 0.0164
3.022
Maximum Deflections
for Load Combinations
Load Combination
Span
Max. Downward Defl
Location in
Span
+D+L
{
0.0164 in
3.022
ft
+D+S
1
0.0164 in
3.022
ft
+D+0.750Lr+0.750L+H
}'
0.0164 in
3.022
ft
+D+0.750L+0.750S
t
0.0164 in
3.022
ft
D Only
1
0.0164 in
3.022
ft
Vertical Reactions
Support notation
: Far left is #1
Load Combination
Support 1
Support 2
v0rall mAximum
0.234
0.234
Overall MINimum
0.234
0.234
+D+L
0.234
0.234
+D+S
0.234
0.234
+D+0.750L+0.750S
0.234
0.234
D Only
0.234
0.234
L Only
S Only
Max. "+° Defl Location in Span
0.0000 0.000
Max. Upward Defl
Location in Span
0.0000 in
0.000 ft
0.0000 in
0.000 ft
0.0000 in
0.000 ft
0.0000 in
0.000 ft
0.0000 in
0.000 ft
Values in KIPS
20
Anchor DesignerTM
�.; :;4 Software
h, ,r � , : �l
� _ . _ r i Version 2.5.6554.6
1.Proiect information
Customer company:
Customer contact name
Customer e-mail:
Comment:
2. ITIPLlt Data & Anchor Parameters
General
Design method:ACI 318-14
Units: Imperial units
Anchor Information:
Anchor type: Concrete screw
Material: Carbon Steel
Diameter (inch): 0.500
Nominal Embedment depth (inch): 4.000
Effective Embedment depth, her (inch): 2.990
Code report: ICC-ES ESR-2713
Anchor category: 1
Anchor ductility: No
hmin (Inch): 6.25
cac (Inch): 4.50
Cmin (Inch): 1 75
Smin (Inch): 3.00
Company
Date:
8/26/2019
Engineer:
Page:
1 /4
Project:
Address:
Phone:
E-mail:
Project description: GREER RESIDENCE
MOMENTFRAME
REACTONS
Location: EDMONDS, WA
Fastening description:
Base Material
Concrete: Normal -weight
Concrete thickness, h (inch): 18.00
State: Cracked
Compressive strength, fc (psi): 2500
4)e,v: 1.0
Reinforcement condition: B tension, B shear
Supplemental reinforcement: Not applicable
Reinforcement provided at corners: No
Ignore concrete breakout in tension: No
Ignore concrete breakout in shear: No
Ignore Edo requirement: Not applicable
Build-up grout pad: No
Base Plate
Length x Width x Thickness (inch): 7.75 x 10 00 x 0.63
Yield stress: 36000 psi
Load and Geometry Profile type/size: HSS7X4X1/4
Load factor source: ACI 318 Section 9.2
Load combination: not set
Seismic design: No
Anchors subjected to sustained tension: Not applicable
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: No 1 lb
<Figure 1>
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility
Simpson Strong -Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560 9000 Fax: 925.847 3871 www.strongtie.com
21
Anchor Designer TM
Software
Version 2.5.6554.6
<Figure 2>
7.00
Recommended Anchor
Anchor Name: Titen HDO - 1/2"0 Titen HD, hnorri (102mm)
Code Report: ICC-ES ESR-2713
, 11.`1 111
Company:
Date:
8/26/2019
Engineer:
Page:
2/4
Project:
Address:
Phone:
E-mail:
9
1
Y
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 926.847.3871 www.strongtie.com
22
Anchor DesignerT""
Software
Version 2.5.6554.6
3. Resultinu Anchor Forces
Company:
Date:
8/26/2019
Engineer:
Page:
3/4
Project:
Address:
Phone:
E-mail:
Anchor Tension load,
Shear load x,
Shear load y,
Shear load combined,
Nua (lb)
Vuax (lb)
Vuay (lb)
4(Vuax)2+(Vuay)2 (lb)
1 0.5
963.5
0.0
963.5
2 0.5
963.5
0.0
963.5
Sum
1.0
1927.0
Maximum concrete compression strain (%o): 0.00
Maximum concrete compression stress (psi): 0
Resultant tension force (lb): 1
Resultant compression force (lb): 0
Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00
Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00
Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00
4. 5tee1_5#re lgth of Anchor in Tension (Sec. D.5.11
Nsa (Ib) 0 (lb)
20130 0.65 13085
S. Concrete Breakout Str n th of An hor in T nsion Sec. D..2
Nb = kcA.4f oher' 5 (Eq. D-6)
kc Aa f c (psi) her (In) Nb (lb)
17.0 1.00• 2500 2,990 4395
ONcbg =0 (ANc/ANco)V/'ec,N'Fed,N'Yc,NYop,NNb (Sec. D.4.1 & Eq. D-4)
ANc (in2) ANco (inz) ca,min (In) VV'ec,N :ed,N rc,N
135.51
80.46
4.00
1.000
0.968
Vsa (lb) Idgrouf 0 OgroutoVsa (Ib)
7455 1.0 0.60 4473
9. Concrete Breakout Strength of AnFhpr in ahgor (55Qc. D.6,2)
1.00
W
<Figure
1927.0
Y
1 o2
V%cp,N Nb (Ib) 0
1.000 4395 0.65
Shear perpendicular to edge in x-direction:
Vbx = minMle/da)'.2gdaAagf'cCa,''S; 9Aa4f'cCa1 j (Eq. D-33 & Eq. D-34)
la (in) da (in) Aa f� (psi) Ca, (in) Vbx (lb)
2.99 0.500 1.00 2500 4.00 2831
(ilNcbg (Ib)
4655
oVcbgx = 0 (Avc/Avco) lec,v'fed,vWc,vV'h,vVbx (Sec. D.4.1 & Eq. D-31)
Avc (in2) Avcc (inz) V/ec,V Ved,v '1'o,v Vh,v Vbx (lb) 0 OVcbgx (lb)
114.00 72.00 1.000 1.000 1.000 1.000 2831 0.70 3138
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility
Simpson Strong -Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925 560 9000 Fax: 925 847 3871 www.strongtie com
23
�.71ru�.�•�c■ Anchor DesignerT"'
Software
Version 2.5.6554.6
e
Company:
Date:
8/26/2019
Engineer:
Page:
4/4
Project:
Address:
Phone:
E-mail:
10, Concrete Pryout Strength of Anchor in Shear (Sec. D.6.3)
OVcpg = Okc^bg = Okcp(ANcI ANco) V"eo,N Y'ed,N'1'c,N'Fcp,NNb (Sec. D.4.1 & Eq. D-41)
kcp Am (In2) ANco (m2) Vec,N :ed,N V'c,N V'cp,N Nb (lb) 0 OVcpg (lb)
2.0 135.51 80.46 1.000 4,968 1.000 1.000 4395 070 10025
11. Results
Interaction of Tensile and Shear Forces (Sec. D.7.
Tension
Factored Load, Nua (lb)
Design Strength, 0% (lb)
Ratio
Status
Steel
1
13085
0.00
Pass
Concrete breakout
1
4655
0.00
Pass (Governs)
Shear
Factored Load, Vua (lb)
Design Strength, OW (lb)
Ratio
Status
Steel
964
4473
0.22
Pass
T Concrete breakout x+
1927
3138
0.61
Pass (Governs)
Pryout
1927
10025
0.19
Pass
Interaction check Noa/0Nn Vua/OVn Combined Ratio Permissible Status
Sec. D.7..2 0.00 0.61 61.4 % 1 0 Pass
1/2"0 Titen HD, hnoni (102mm) meets the selected design criteria.
Base Plate Thickness
Required base plate thickness: 0.005 inch
12. Warnings
- Designer must exercise own judgement to determine if this design is suitable.
- Refer to manufacturer's product literature for hole cleaning and installation instructions.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847 3871 www.strongtie.com