HomeMy WebLinkAboutPermit File BLD-2019-0140 Revision (2) 3420 Oakes Avenue o PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT
' '� RESUBMITTAL/ PLAN REVISION /ADDITIONAL INFO COVER SHEET
�� �';' Mailing Address:P.O. Box 547, Anacortes, WA 98221
co Office Location: 904 6`h Street, Anacortes WA 98821
` PR 3 0 1019 Phone: (360) 299-1984, Fax: (360) 293-1938
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Peiiiiit/Project#: f3`. --zO V U L`1 O Date: -I/3 6 /r
Project Name: v�S �, ��M (�I Project Address: 3 ZO O t - /yiie
Project Contact: Company Name: 4.)61.4 ,,,i ICi i,.� SeAJ
Contact Phone: `p 7 G - k,6 6 Contact Email: he.y5A v n z � t ;v LtJ ;M.; �1
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0 Planning Dept. uilding Dept. 0 Fire Dept. 0 Stormwater 0 Public Works Dept.
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If not in response to a Plan Review Letter, please explain the nature of the revisions and/or additional info:
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APR302019
UP
CITY OF ANACORTFG
L�JUOC`JOIli C .=00 A IONS
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Hanson Remo&
3420 Oa <es Ave. ' / 0
AnacortesD WA 982214 ' t i 0
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04/28/2019 Q o ,
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PREPARED BY: j i / II
James T. Schermer, P.E.
Jt.schemmer@scgeng.com
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SCHEMMER CONSULTING GROUP PLLCaq
ENGINEERING CIVIL-STRUCTURAL-PLANNING-SURVEYING
RESIDENTIAL HOME DESIGN
SCHEMMER CONSULTING 1PDUP PLLC ° 301 30T" STREET, SUITE 0,ANACORTES,WA. 98221 ° (3501 293 -9006
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Schemmer Consulting Group PLLC Project Title: Hanson
3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E.
Anacortes, WA 98221 Project ID: 18-002
360.293.9006 Project Descr:Remodel
jt.schemmer@scgeng.com
Title Block Line 6 Printed: 30 APR 2019, 9:31AM
Wood Beam File=C:\Users\admin\DOCUME-1IENERCA-2118-002-Hanson.ec6 .
Software copyright ENERCALC, INC.1983-2018,Build:10.18.12.30 .
DI.War6019216 _ :__ . z _ .:. Ig E bfaVLIVIPi II.,7j e o LI gr �. P.I
Description : B6
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : ASCE 7-10
Material Properties
Analysis Method : Allowable Stress Design Fb+ 850.0 psi E: Modulus of Elasticity
Load Combination ASCE 7-10 Fb- 850.0 psi Ebend-xx 1,600.0 ksi
Fc- Prll 1,400.0 psi Eminbend -xx 580.0 ksi
Wood Species : Douglas Fir - Larch (North) Fc- Perp 625.0 psi
Wood Grade :No. 1/No. 2 Fv 180.0 psi
Ft 500.0 psi Density 30.580 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
D(0.15) S(0.25).
b b b b t
4x10
Span = 8.0 ft
ti 'I
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.150, S =0.250 , Tributary Width = 1.0 ft
DESIGN SUMMARY 111i7-- t_olnl io;l
Maximum Bending Stress Ratio = 0.667: 1 Maximum Shear Stress Ratio = 0.295 : 1
Section used for this span 4x10 Section used for this span 4x10
fb : Actual = 782.59 psi fv : Actual = 61.09 psi
FB : Allowable = 1 ,173.00 psi Fv: Allowable = 207.00 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 4.000ft Location of maximum on span = 7.241 ft
Span# where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1
Maxim urn Deflection
Max Downward Transient Deflection 0.063 in Ratio= 1529>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.102 in Ratio= 940>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
Vertical Reactions Support notation : Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 1.628 1.628
Overall MINimum 1.000 1.000
+D+H 0.628 0.628
+D+L+H 0.628 0.628
+D+Lr+H 0.628 0.628
+D+S+H 1.628 1.628
+D+0.750Lr+0.750L+H 0.628 0.628
+D+0.750L+0.7505+H 1.378 1.378
+D+0.60W+H 0.628 0.628
+D+0.70E+H 0.628 0.628
+D+0.750Lr+0.750L+0.450W+H 0.628 0.628
+D+0.750L+0.750S+0.450W+H 1.378 1.378
Schemmer Consulting Group PLLC Project Title: Hanson
3014 Commercial Ave.,Suite C Engineer: James T.Schemmer, P.E.
Anacortes,WA 98221 Project ID: 18-002
360.293.9006 Project Descr:Remodel
jt.schemmer@scgeng.com
Title Block Line 6 Printed:30 APR 2019, 9:31AM
Wood Beam File=C:\Userstadmin0DOCUME-11ENERCA-2118-002-Hanson.ec6.
Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30.
(L Tfll(06�A9 76 -11KiMaWLSVHEMigniERiaCMISIATIT4GAROUP PLLC
Description: B6
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
+D+0.750L+0.750S+0.5250E+H 1.378 1.378
+0.60D+0.60W+0.60H 0.377 0.377
+0.60D+0.70E+0.60H 0.377 0.377
D Only 0.628 0.628
Lr Only
L Only
S Only 1.000 1.000
W Only
E Only
H Only
Schemmer Consulting Group PLLC Project Title: Hanson
3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E.
Anacortes,WA 98221 Project ID: 18-002
360.293.9006 Project Descr:Remodel
jt.schemmer@scgeng.com
Title Block Line 6 Printed:30 APR 2019, 9:34AM
Steel Beam File=C:lUsersladminlDOCUME-1IENERCA-2118-002-Hanson.ec6.
Software copyright ENERCALC,INC.1983-2018,Build:10.18.1230 .
FLic" e,,ma. 6d Amos Licensee:SCHEMMER CONSULTING GROUP PLLC
Description B8
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015,CBC 2016,ASCE 7-10
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method:Allowable Strength Design Fy:Steel Yield: 50.0 ksi
Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
Vertical Leg Up
D(0.18)Lr(0.24)S(O.3)
r L3-1/2x3-1/2x1/4 ?C
Span=6.50 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load: D=0.180, Lr=0.240, S=0.30 k/ft, Tributary Width=1.0 ft
•
DESIGN SUMMARY f - lD ffeini(a�`
Maximum Bending Stress Ratio = 0.915: 1 Maximum Shear Stress Ratio= 0.100 : 1
Section used for this span L3-1/2x3-1/2x1/4 Section used for this span L3-1/2x3-112x1/4
Ma:Applied 2.566 k-ft Va:Applied 1.579 k
Mn/Omega:Allowable 2.803 k-ft Vn/Omega:Allowable 15.719 k
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span 3.250ft 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 0.209 in Ratio= 373>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.338 in Ratio= 231 >=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
Maximum Forces&Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
+D+H
Dsgn.L= 6.50 ft 1 0.350 0.038 0.98 0.98 4.68 2.80 1.00 1.00 0.60 26.25 15.72
+D+L+H
Dsgn.L= 6.50 ft 1 0.350 0.038 0.98 0.98 4.68 2.80 1.00 1.00 0.60 26.25 15.72
+D+Lr+H
Dsgn.L= 6.50 ft 1 0.802 0.088 2.25 2.25 4.68 2.80 1.00 1.00 1.38 26.25 15.72
+D+S+H
Dsgn.L= 6.50 ft 1 0.915 0.100 2.57 2.57 4.68 2.80 1.00 1.00 1.58 26.25 15.72
+D+0.750Lr+0.750L+H
Dsgn.L= 6.50 ft 1 0.689 0.076 1.93 1.93 4.68 2.80 1.00 1.00 1.19 26.25 15.72
+D+0.750L+0.750S+H
Dsgn.L= 6.50 ft 1 0.774 0.085 2.17 2.17 4.68 2.80 1.00 1.00 1.34 26.25 15.72
+D+0.60W+H
Dsgn.L= 6.50 ft 1 0.350 0.038 0.98 0.98 4.68 2.80 1.00 1.00 0.60 26.25 15.72
+D40.70E+H
Dsgn.L= 6.50 ft 1 0.350 0.038 0.98 0.98 4.68 2.80 1.00 1.00 0.60 26.25 15.72
+D+0.750Lr+0.750L+0.450W+1-1
Dsgn.L= 6.50 ft 1 0.689 0.076 1.93 1.93 4.68 2.80 1.00 1.00 1.19 26.25 15.72
+D+0.750L+0.750S+0.450W+H
Dsgn.L= 6.50 ft 1 0.774 0.085 2.17 2.17 4.68 2.80 1.00 1.00 1.34 26.25 15.72
+9+0.750L+0.7505+0.5250E+H
Dsgn.L= 6.50 ft 1 0.774 0.085 2.17 2.17 4.68 2.80 1.00 1.00 1.34 26.25 15.72
+0.60D+0.60W+0.60H
Schemmer Consulting Group PLLC Project Title: Hanson
3014 Commercial Ave.,Suite C Engineer: James T.Schemmer, P.E.
Anacortes,WA 98221 Project ID: 18-002
360.293.9006 Project Descr:Remodel
jt.schemmer@scgeng.com
Title Block Line 6 Printed:30 APR 2019, 9:34AM
Steel Beam Fib=C:1Usersladmin\DOCUME-11ENERCA-2118-002 Hanson.ec6.
Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30.
j�Lic.#:KW-06009216 - icensee SSS RIM
ER MER CONSU1 IjN c G A 00 e "F.,-
Description: B8
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
Dsgn.L= 6.50 ft 1 0.210 0.023 0.59 0.59 4.68 2.80 1.00 1.00 0.36 26.25 15.72
+0.60D+0.70E+0.60H i
Dsgn.L= 6.50 ft 1 0.210 0.023 0.59 0.59 4.68 2.80 1.00 1.00 0.36 26.25 15.72
Overall Maximum Deflections
Load Combination Span Max."-"Def Location in Span Load Combination Max."+"Dell Location in Span
+D+S+H 1• 0.3379 3.269 0.0000 0.000
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 1.579 1.579
Overall MINimum 0.362 0.362
+D+H 0.604 0.604
+D+L+H 0.604 0.604
+D+Lr+H 1.384 1.384
+D+S+H 1.579 1.579
+D+0.750Lr+0.750L+H 1.189 1.189
+D+0.750L+0.750S+H 1.335 1.335
+D+O.60W+H 0.604 0.604
+D+0.70E+H 0.604 0.604
+D+0.750Lr+0.750L+0.450W+H 1.189 1.189
+D+0.750L+0.750S+0.450W+H 1.335 1.335
+D+0.750L+0.750S+0.5250E+H 1.335 1.335
+0.60D+0.60W+0.60H 0.362 0.362
+0.60D+0.70E+0.60H 0.362 0.362
D Only 0.604 0.604
Lr Only 0.780 0.780
L Only
S Only 0.975 0.975
W Only
E Only
H Only
Schemmer Consulting Group PLLC Project Title: Hanson
3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E.
Anacortes, WA 98221 Project ID: 18-002
360.293.9006 Project Descr:Remodel
jt.schemmer@scgeng.com
Title Block Line 6 Printed: 30 APR 2019, 9:36AM
General Footing File=C:1UsersladminlDOCUME-11ENERCA-2118-002-Hanson.ec6 . -
Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 .
r vY I41 2-WI ,
C . 109 - r � I�i�Jl�u ?` J� A��11�� _®l�Lr�'
Description : F4 _ _ _ _._. _ _ _
Code References
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : IBC 2015
General Information
Material Properties Soil Design Values
fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf
fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No
Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf
Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30
cp Values Flexure = 0.90
Shear = 0.750 Increases based on footing Depth
Analysis Setting; Footing base depth below soil surface = 0.0 ft
Min Steel % Bending Reinf. = Allow press. increase per foot of depth = 0.0 ksf
Min Allow % Temp Reinf. = 0.00180 when footing base is below = 0.0 ft
Min. Overturning Safety Factor = 1.0 : 1
Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears : Yes = 0.0 ksf
Add Pedestal Wt for Soil Pressure : No when max. length or width is greater than
0.0 ft
Use Pedestal wt for stability, mom &shear : No
Dimensions
Width parallel to X-X Axis = 1 .5 ft
Z
Length parallel to Z-Z Axis = 1 .5 ft
Footing Thickness = 12 in
Pedestal dimensions...
px : parallel to X-X Axis = 0.0 in X x
-
�
pz : parallel to Z-Z Axis _ 0.0 in
Height 0.0 in
Rebar Centerline to Edge of Concrete...
at Bottom of footing = 3.0 in I
s
a
i
Reinforcing
Bars parallel to X-X Axis
Number of Bars = 2.0
Reinforcing Bar Size = # 4
Bars parallel to Z-Z Axis
Number of Bars = 2.0 2-#4 Bars 9
Reinforcing Bar Size = # 4 2-#4 Bars
Bandwidth Distribution Check (ACI 15.4.4.2) ih
Direction Requiring Closer Separation I n
n/a
# Bars required within zone n/a X-X Section Looking to+Z
# Bars required on each side of zone n/a Z-Z Section Looking to+X
Applied Loads
D Lr L S W E H
P : Column Load = 1.02 0.0 0.0 1.630 0.0 0.0 0.0 k
OB : Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf
M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft
M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft
V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k
V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k
Schemmer Consulting Group PLLC Project Title: Hanson
- 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer, P.E.
Anacortes,WA 98221 Project ID: 18-002
360.293.9006 Project Descr:Rem odel
jt.schemmer@scgeng.com
Title Block Line 6 Printed:30 APR 2019, 9:36AM
General Footing File=C:lUsersladminlDOCUME-11ENERCA-2118-002-Hanson.ec6. -
g Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30.
Lic.#:KW-06009216 1irc'e`tise `CTEMMSUL'G14VrG112OUP PLLs
Description: F4
DESIGN SUMMARY - Design OK
Min.Ratio Item Applied Capacity Governing Load Combination
PASS 0.8820 Soil Bearing 1.323 ksf 1.50 ksf +D+S about Z-Z axis
PASS n/a Overturning-X-X 0.0 k-ft 0,0 k-ft No Overturning
PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning •
PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding
PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding
PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.04568 Z Flexure(+X) 0.4790 k-ft/ft 10,486 k-ft/ft +1.20D+1.605
PASS 0.04568 Z Flexure(-X) 0.4790 k-ft/ft 10.486 k-ft/ft +1.20D+1.60S
PASS 0.04568 X Flexure(+Z) 0.4790 k-ft/ft 10,486 k-ft/ft +1.20D+1.605
PASS 0.04568 X Flexure(-Z) 0.4790 k-ft/ft 10.486 k-ft/ft +1.20D+1.60S
PASS n/a 1-way Shear(+X) 0,0 psi 82.158 psi n/a
PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a
PASS n/a 1-way Shear(+Z) 0.0 psi 82.158 psi n/a
PASS n/a 1-way Shear(-Z) 0.0 psi 82,158 psi n/a
PASS n/a 2-way Punching 8.870 psi 82.158 psi +1.20D+1.60S
Detailed Results
Soil Bearing
Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow
Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio
X-X,D Only 1.50 n/a 0.0 0.7736 0.7736 n/a n/a 0.516
X-X,+D+S 1.50 n/a 0.0 1.817 1.817 n/a n/a 1.211
X-X,+D+0.7505 1.50 n/a 0.0 1.556 1.556 n/a n/a 1.037
X-X,+0.60D 1.50 n/a 0.0 0.4642 0.4642 n/a n/a 0.310
Z-Z,D Only 1.50 0.0 n/a n/a n/a 0.7736 0.7736 0.516
Z-Z,+D+S 1.50 0.0 n/a n/a n/a 1.817 1.817 1.211
Z-Z,+D+0.7505 1.50 0.0 n/a n/a n/a 1.556 1.556 1.037
Z-Z,+0.60D 1.50 0.0 n/a n/a n/a 0.4642 0.4642 0.310
Overturning Stability
Rotation Axis&
Load Combination... Overturning Moment Resisting Moment Stability Ratio Status
Footing Has NO Overturning
Sliding Stability All units k
Force Application Axis
Load Combination... Sliding Force Resisting Force Stability Ratio Status
Footing Has NO Sliding
Footing Flexure
Mu Side Tension As Req'd Gym.As Actual As Phi*Mn
Flexure Axis&Load CombinationStatus
k-ft Surface in"2 in^2 in^2 k-ft
X-X,+1.40D 0.1785 +Z ottom 0.2160 Min Temp% 0.320 9.628 OK
X-X,+1.40D 0.1785 -Z ottom 0.2160 Min Temp% 0.320 9.628 OK
X-X,+1.20D 0.1530 +Z ottom 0.2160 Min Temp% 0.320 9.628 OK
X-X,+1.20D 0.1530 -Z ottom 0.2160 Min Temp% 0.320 9.628 OK
X-X,+1.20D+0.505 0.2549 +Z ottom 0.2160 Min Temp% 0.320 9.628 OK
X-X,+1.20D+0.505 0.2549 -Z ottom 0.2160 Min Temp% 0.320 9.628 OK
X-X,+1.20D+1.60S 0.4790 +Z ottom 0.2160 Min Temp% 0.320 9.628 OK
X-X,+1.20D+1.60S 0.4790 -Z ottom 0.2160 Min Temp% 0.320 9.628 OK
X-X,+1.20D+0.705 0.2956 +Z ottom 0.2160 Min Temp% 0.320 9.628 OK
X-X,+1.20D+0.70S 0.2956 -Z ottom 0.2160 Min Temp% 0.320 9.628 OK
X-X,+0.90D 0.1148 +Z ottom 0.2160 Min Temp% 0.320 9.628 OK
X-X,+0.90D 0.1148 -Z ottom 0.2160 Min Temp% 0.320 9.628 OK
Z-Z,+1.40D 0.1785 -X ottom 0.2160 Min Temp% 0.320 9.628 OK
Z-Z,+1.40D 0.1785 +X ottom 0.2160 Min Temp% 0.320 9.628 OK
Z-Z,+1.20D 0.1530 -X ottom 0.2160 Min Temp% 0.320 9.628 OK
Z-Z,+1.20D 0.1530 +X ottom 0.2160 Min Temp% 0.320 9.628 OK
Schemmer Consulting Group PLLC Project Title: Hanson
3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E.
Anacortes,WA 98221 Project ID: 18-002
360,293.9006 Project Descr:Remodel
jt.schemmer@scgeng.com
Title Block Line 6 Printed:30 APR 2019, 9:36AM
General Footin File=C:\Usersladmin\DOCUME-1\ENERCA'-2\18-002-Hanson.ec6. -
g Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30.
Lic.#:KW-06009216 Lice ee:SC HEMMER C; ,1TSULTING GROUP°Lige,-
Description: F4
Footing Flexure
Mu Side Tension As Req'd Gym.As Actual As Phi*Mn
Flexure Axis&Load CombinationStatus
k-ft Surface in"2 in"2 in"2 k-ft
Z-Z,+1.20D+0.505 0.2549 -X Bottom 0.2160 Min Temp% 0.320 9.628 OK
Z-Z,+1.20D+0.50S 0.2549 +X Bottom 0.2160 Min Temp% 0.320 9.628 OK
Z-Z,+1.20D+1.60S 0.4790 -X Bottom 0.2160 Min Temp% 0.320 9.628 OK
Z-Z,+1.20D+1.60S 0.4790 +X Bottom 0.2160 Min Temp% 0.320 9.628 OK
Z-Z,+1.20D+0.70S 0.2956 -X Bottom 0.2160 Min Temp% 0.320 9.628 OK
Z-Z,+1.20D+0.70S 0.2956 +X Bottom 0.2160 Min Temp% 0.320 9.628 OK
Z-Z,+0.90D 0.1148 -X Bottom 0.2160 Min Temp% 0.320 9.628 OK
Z-Z.+0.90D 0.1148 +X Bottom 0.2160 Min Temp% 0.320 9.628 OK
One Way Shear
Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status
+1.40D 0.41 psi 0.41 psi 0.41 psi 0.41 psi 0.41 psi 82.16 psi 0.00 OK
+1.201) 0.35 psi 0.35 psi 0.35 psi 0.35 psi 0.35 psi 82.16 psi 0.00 OK
+1.20D+0.50S 0.58 psi 0.58 psi 0.58 psi 0.58 psi 0.58 psi 82.16 psi 0.01 OK
+1.20D+1.60S 1.10 psi 1.10 psi 1.10 psi 1.10 psi 1.10 psi 82.16 psi 0.01 OK
+1.20D+0.70S 0.68 psi 0.68 psi 0.68 psi 0.68 psi 0.68 psi 82.16 psi 0.01 OK
+0.90D 0.26 psi 0.26 psi 0.26 psi 0.26 psi 0.26 psi 82.16 psi 0.00 OK
Two-Way"Punching"Shear All units k
Load Combination... Vu Phi*Vn Vu I Phi*Vn Status
+1.40D 5.74 psi 164.32 psi 0.03496 OK
+1.20D 4.92 psi 164.32psi 0.02996 OK
+1.20D+0.50S 8.20 psi 164.32psi 0.04991 OK
+1.20D+1.60S 15.41 psi 164.32psi 0.09381 OK
+1.20D+0.70S 9.51 psi 164.32psi 0.0579 OK
+0.90D 3.69 psi 164.32psi 0.02247 OK
Schemmer Consulting Group PLLC Project Title: Hanson
• 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E.
Anacortes, WA 98221 Project ID: 18-002
360.293.9006 Project Descr:Remodel
jt.schemmer@scgeng.com
Title Block Line 6 Printed: 30 APR 2019, 9:37AM
General Footln File=C:lUsersladminlDOCUME-11ENERCA-2118-002-Hanson.ec6 .
g Software copyright ENERCALC, INC. 1983-2018,Build:10.18.12.30 .
Lie.# KW 06009216 LL censee t$C IEM:M ER Co_,SULTINGG,G1 0UPPLLC
Description : F5
Code References
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : IBC 2015
General Information
Material Properties Soil Design Values
fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf
fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No
Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf
Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30
cp Values Flexure = 0.90
Shear = 0.750 Increases based on footing Depth
Analysis Setting: Footing base depth below soil surface = 0.0 ft
Min Steel % Bending Reinf. = Allow press. increase per foot of depth = 0.0 ksf
Min Allow% Temp Reinf. = 0.00180 . when footing base is below = 0.0 ft
Min. Overturning Safety Factor = 1.0 : 1
Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth
Use ftg wt for stability, moments &shears : Yes = 0.0 ksf
Add Pedestal Wt for Soil Pressure : No when max. length or width is greater than
0.0 ft
Use Pedestal wt for stability, mom &shear : No
Dimensions
Width parallel to X-X Axis = 1.25 ft
Length parallel to Z-Z Axis = 1.25 ft
Footing Thickness = 12 in
Pedestal dimensions... " X
px : parallel to X-X Axis = 0.0 in
pz : parallel to Z-Z Axis = 0.0 in
Height - 0.0 in
Rebar Centerline to Edge of Concrete... i. '
at Bottom of footing = 3.0 in y
0
41
C)
LI
Reinforcing ,. . W
Bars parallel to X-X Axis
Number of Bars = 2.0
-
Reinforcing Bar Size = # 4
Bars parallel to Z-Z Axis
Number of Bars = 2.0 2-44Bars P.
Reinforcing Bar Size = # 4 2-#4 Bars
Bandwidth Distribution Check (ACI 15.4.4.2) -
M 61
Direction Requiring Closer Separation ti s:, 4 zT ['
.. _._.. 1:.ter•.
n/a
# Bars required within zone n/a
X-X Section Looking to+Z Z-Z Section Looking to+X
# Bars required on each side of zone n/a
Applied Loads
D Lr L S W E H
P : Column Load = 0.60 0.780 0.0 0.980 0.0 0.0 0.0 k
OB : Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf
M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft
M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft
V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k
V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k
Schemmer Consulting Group PLLC Project Title: Hanson
3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E.
Anacortes,WA 98221 Project ID: 18-002
360.293.9006 Project Descr:Remodel
jt.schemmer@scgeng.com
Title Block Line 6 Printed:30 APR 2019, 9:37AM
General Footing File=C:lUsersladminlDOCUME-11ENERCA-2118-002-Hanson.ec6 .
g Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 .
L c.#:KW-06009216 ,_.. Licensee t SCHEMMER CONSULTING GROUP PLLC
Description: F5
DESIGN SUMMARY { -_4kp L1z L
Min.Ratio Item Applied Capacity Governing Load Combination
PASS 0.7707 Soil Bearing 1.156 ksf 1.50 ksf +D+S about Z-Z axis
PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding
PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding
PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.02287 Z Flexure(+X) 0.2860 k-ft/ft 12.508 k-ft/ft +1.20D+1.60S
PASS 0.02287 Z Flexure(-X) 0.2860 k-ft/ft 12.508 k-ft/ft +1.20D+1.60S
PASS 0.02287 X Flexure(+Z) 0.2860 k-ft/ft 12.508 k-ft/ft +1.20D+1.605
PASS 0.02287 X Flexure(-Z) 0.2860 k-ft/ft 12.508 k-ft/ft +1.20D+1.605
PASS n/a 1-way Shear(+X) 0.0 psi 82.158 psi n/a
PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a
PASS n/a 1-way Shear(+Z) 0.0 psi 82.158 psi n/a
PASS n/a 1-way Shear(-Z) 0.0 psi 82.158 psi n/a
PASS n/a 2-way Punching 4.520 psi 82.158 psi +1.20D+1.605
Detailed Results
Soil Bearing
Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow
Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio
X-X,D Only 1.50 n/a 0.0 0.4117 0.4117 n/a n/a 0.275
X-X,+D+Lr 1.50 n/a 0.0 0.7583 0.7583 n/a n/a 0.506
X-X,+D+S 1.50 n/a 0.0 0,8472 0.8472 n/a n/a 0.565
X-X,+D+0.750Lr 1.50 n/a 0.0 0.6717 0.6717 n/a n/a 0.448
X-X,+D+0.7505 1.50 n/a 0.0 0.7383 0.7383 n/a n/a 0.492
X-X,+0.60D 1.50 n/a 0.0 0.2470 0.2470 n/a n/a 0.165
Z-Z,D Only 1.50 0.0 n/a n/a n/a 0.4117 0.4117 0.275
Z-Z,+D+Lr 1.50 0.0 n/a n/a n/a 0.7583 0.7583 0.506
Z-Z,+D+S 1.50 0.0 n/a n/a n/a 0.8472 0.8472 0.565
Z-Z,+D+0.750Lr 1.50 0.0 n/a n/a n/a 0.6717 0.6717 0.448
Z-Z,+D+0.750S 1.50 0.0 n/a n/a n/a 0.7383 0.7383 0.492
Z-Z,+0.60D 1.50 0.0 n/a n/a n/a 0.2470 0.2470 0.165
Overturning Stability
Rotation Axis&
Load Combination... Overturning Moment Resisting Moment Stability Ratio Status
Footing Has NO Overturning
Sliding Stability All units k
Force Application Axis
Load Combination... Sliding Force Resisting Force Stability Ratio Status
Footing Has NO Sliding
Footing Flexure
Mu Side Tension As Req'd Gym.As Actual As Phi*Mn
Flexure Axis&Load Combination Status
k-ft Surface in"2 in"2 in"2 k-ft
X-X,+1.40D 0.1050 +Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK
X-X,+1.40D 0.1050 -Z Bottom 0,2592 Min Temp% 0.2667 10.486 OK
X-X,+1.20D+0.50Lr 0.1388 +Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK
X-X,+1.20D+0.50Lr 0.1388 -Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK
X-X,+1.20D+0.50S 0.1513 +Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK
X-X,+1.20D+0.50S 0.1513 -Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK
X-X,+1.20D+1.60Lr 0.2460 +Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK
X-X,+1.20D+1.60Lr 0.2460 -Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK
X-X,+1.20D+1,60S 0.2860 +Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK
X-X,+1.20D+1.60S 0.2860 -Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK
X-X,+1.20D+0.70S 0.1758 +Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK
X-X,+1.20D+0.705 0.1758 -Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK
. Schemmer Consulting Group PLLC Project Title: Hanson
3014 Commercial Ave.,Suite C Engineer: James T.Schemmer, P.E.
Anacortes,WA 98221 Project ID: 18-002
360.293.9006 Project Descr:Rem odel
jt.schemmer@scgeng.com
Title Block Line 6 Printed:30 APR 2019, 9:37AM I
General Footin Fite=C:lUsersladmin1DOCUME-11ENERCA-2118-002-Hanson.ec6.
g Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30.
Zip# =06 09216 Licensee:SCHEMMER CONSULTING GROUP PLti
Description: F5
Footing Flexure
Mu Side Tension As Req'd Gym.As Actual As Phi*Mn
Flexure Axis&Load Combination k-ft Surface inA2 in^2 n^2 k-ft Status
X X,+0.90D 0.06750 +Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK
X-X,+0.90D 0.06750 -Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK
Z-Z,+1.40D 0.1050 -X Bottom 0.2592 Min Temp% 0.2667 10.486 OK
Z-Z,+1.40D 0.1050 +X Bottom 0.2592 Min Temp% 0.2667 10.486 OK
Z-Z,+1.20D+0.50Lr 0.1388 -X Bottom 0.2592 Min Temp% 0.2667 10.486 OK
Z-Z,+1.20D+0.50Lr 0.1388 +X Bottom 0.2592 Min Temp% 0.2667 10.486 OK
Z-Z,+1.20D+0.505 0.1513 -X Bottom 0.2592 Min Temp% 0.2667 10.486 OK
Z-Z,+1.20D+0.50S 0.1513 +X Bottom 0.2592 Min Temp% 0.2667 10.486 OK
Z-Z,+1.20D+1.60Lr 0.2460 -X Bottom 0.2592 Min Temp% 0.2667 10.486 OK
Z-Z,+1.20D+1.60Lr 0.2460 +X Bottom 0.2592 Min Temp% 0.2667 10.486 OK
Z-Z,+1.20D+1.60S 0.2860 -X Bottom 0,2592 Min Temp% 0.2667 10.486 OK
Z-Z,+1.20D+1.60S 0.2860 +X Bottom 0.2592 Min Temp% 0.2667 10.486 OK
Z-Z,+1.20D+0.70S 0.1758 -X Bottom 0.2592 Min Temp% 0.2667 10.486 OK
Z-Z,+1.20D+0.70S 0.1758 +X Bottom 0.2592 Min Temp% 0.2667 10.486 OK
Z-Z,+0.90D 0.06750 -X Bottom 0.2592 Min Temp% 0.2667 10.486 OK
Z-Z,+0.90D 0.06750 +X Bottom 0.2592 Min Temp% 0.2667 10.486 OK
One Way Shear
Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status
+1.40D 0.00 psi 0.00 psi 0,00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK I
+1.20D+0.50Lr 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK
+1.20D+0.50S 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK
+1.20D+1.60Lr 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK
+1.20D+1.60S 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK
+1.20D+0.70S 0.00 psi 0.00 psi 0.00 psi 0,00 psi 0.00 psi 82.16 psi 0.00 OK
+0.90D 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK
Two-Way"Punching"Shear All units k
Load Combination... Vu Phi*Vn Vu I Phi*Vn Status
+1.40D 1.94 psi 164.32psi 0.01183 OK
+1.20D+0.50Lr 2.57 psi 164.32psi 0.01564 OK
+1.20D+0.50S 2,80 psi 164.32psi 0.01705 OK
+1.20D+1.60Lr 4.56 psi 164.32psi 0.02772 OK
+1.20D+1.60S 5,30 psi 164.32psi 0.03223 OK
+1.20D+0.70S 3.26 psi 164.32psi 0.01981 OK
+0.90D 1.25 psi 164.32psi 0.007607 OK
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