REV1 REVIEWED BLD BLD2023-1619_Structural_Calculations_11.27.2024_11.21.04_AM_4643156BLD2023-1619
REVISION
RB Engineers, Inc.
1312 2ND ST.
KIRKLAND, WA. 98033
PH: (425) 822-3009
FAX: (425) 822-2679
CELL: (425) 351-2085
EMAIL: rbe1992(a,2mail.com
................................................
REVIEWED
BY
CITY OF EDMONDS
E BUILDING DEPARTMENT
.............................................. r
JOB: SCL DECK
PROJECT 9:24-9581
BY: R.B. / MJT
DATE: 11 /25/2023
PAGE G1 OF 10
STRUCTURAL COMPUTATIONS
FOR
24110 841'H AVE W.
EDMONDS WA
BASIS FOR DESIGN:
CODE: INTERNATIONAL BUILDING CODE (2021 EDITION)
ROOF SNOW: 25 PSF
ALLOWABLE SOIL BEARING PRESSURE: 1500 PSF (ASSUMED)
INDEX TO COMPUTATIONS:
GENERAL GI — G2
BEAMS B 1 — B4
FOOTING F 1 — F4
RB ENGINEERS, INC. IS
NOT RESPONSIBLE FOR THE SITE,
SOILS, WEATHER PROOFING, TRUSSES
AND/OR EXISTING CONDITIONS.
Cl firo
Nov 27 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
2 b?i`
REVISION
RB Engineers, Inc.
1312 2nd St Kirkland, WA
Phone: (425) 822-3009
Email: rbel992@gmail.com
Nov 27 2024
Pro ect:
v
Client:
ate:
7u7j ect:
Page:
LOADING CRITERIA FOR FLOOR/ LOW ROOF
Item
Material
Load PSF
Floor Covering
Carpet and Pad
3.0
Floor Sheathing
DX
2.3
el1ng
12 WB
2.2
Fixtures
1.0
Framing
TJI s
3.0
Misc
I2.5
TOTAL DEAD LOAD = 14 PSF
Sprinkler (Only If A>4000 sq 2
LIVE LOADS
- Residential - 40 psf (reducible)
- Office - 50 psf (reducible)
- Assembly - 100 psf (non -reducible)
- Corridors and Exits - 100 psf (reducible)
- Storage - 125 psf (non -reducible)
TY OF EDMONDS
LOPMENT SERVICES
DEPARTMENT
BEAM KEY PLAN
REVISION B1/4
CITY OF EDMONDS - E
q MO e x DE OPME ft S ICES ,, $
a --------------- a
-----
I II mx
I I oE.an:�s, I I VS=,a =CG
3 v
3 j GONGRETE SLAB
� I s •ow,.amo. voo.s I I `R I
I II I n�
BM #1 w
I I I I r.r. s.,zvs«z o
I I I or,wa w
- - �° ------ --�; -- --- ---- Q--- - - - - - - - - - --Q
„ osE .ea a L _
a
s
4kLLI
L LU
LU
J
EXI5TING5LA55't/-~ p
Ili LL.I W %oi�tsrerwva„a I I
o rel° I I
F7 7q
NII
r ®roPE,�'ET,gy
° e�---- ::6�
ZH �,,. - --------------- z
Z Z
OQ
Fa
FOUNDATION PLAN UPPER FLOOR FRAMING d p
Srale: ll4" - t'0" Scale: ,la' -1'0" Z
Z)
Q
LL
Duuo Eye yy�T�oyyoTes� FLOOR FRAMING NOTES: TJI
.,v.or,oHwaasr.s,.reow000s"a.as v�MPao.z..w. ois`•o.i"uxwo'vsaisvurourwirn rns°n.oanwiacs.
ae`ru+ o,ow.ro as a.00xso
'®ararsx aM.swce
vsr.s.roaw,o.Aw�.�.aoo..sorrosarsro.s, ssws. sNaz�Asw,z�rr �mz.sazxeI =Ua�zcauAar.,=Mnru.ns.vsa.o °ss
.i.:r....Mi.iMVM aenEvo,Ewwo.io.r..,E,os,o�w:ewE.a,oaw.o.rw,t oo..Eo,io. ali.ao.o...
FILE NUMBER:
21-070
DATE:
11/19/2024
SCALE:
A.—
n11 SHEET p:
4
Kirkland, WA 98034
Wood Beam
DESCRIPTION: BM #1
CODE REFERENCES
Project Title: SCL
Engineer:
REDS I O N
Project ID:
Project Descr:
Nov 27 2024
CITY OF EDMONDS
Printed: 2blc#N$> ES
Project File: S eck.ec
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Analysis Method : Allowable Stress Design
Fb +
900.0 psi
E : Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
900.0 psi
Ebend- xx 1,600.Oksi
Fc - Prll
1,350.0 psi
Eminbend - xx 580.Oksi
Wood Species Douglas Fir -Larch
Fc - Perp
625.0 psi
Wood Grade No.2
Fv
180.0 psi
Ft
575.0 psi
Density 31.210pcf
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
D(0.1681
6x12
Span = 7.50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0140, L
= 0.060 ksf, Tributary Width
= 12.0 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio
= 0.858 1
Maximum Shear Stress Ratio =
0.408 : 1
Section used for this span
6x12
Section used for this span
6x12
fb: Actual
= 618.04psi
fv: Actual =
58.80 psi
F'b
= 720.00psi
F'v =
144.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
= 3.750ft
Location of maximum on span =
6.542 ft
Span # where maximum occurs
= Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.049 in
Ratio =
1849>=360
Span: 1 : L Only
Max Upward Transient Deflection
0 in
Ratio =
0 <360
n/a
Max Downward Total Deflection
0.060 in
Ratio =
1499> 240
Span: 1 : +D+L
Max Upward Total Deflection
0 in
Ratio =
0 <240
n/a
Maximum Forces & Stresses for Load Combinations
Load Combination
iviax biress
Katios
ivlomeni
values
bnear
values
Segment Length
Span #
M
V
CD
CM
Ct
CLx
CIF
Cfu
C i
C r
M
fb
F'b
V
fv
F'v
D Only
0.0
0.00
0.0
0.0
Length = 7.50 ft
1
0.180
0.086
0.90
1.00
1.00
1.00
1.000
1.00
0.80
1.00
1.18
116.9
648.0
0.47
11.1
129.6
+D+L
1.00
1.00
1.00
1.000
1.00
0.80
1.00
0.0
0.00
0.0
0.0
Length = 7.50 ft
1
0.858
0.408
1.00
1.00
1.00
1.00
1.000
1.00
0.80
1.00
6.24
618.0
720.0
2.48
58.8
144.0
+D+0.750L
1.00
1.00
1.00
1.000
1.00
0.80
1.00
0.0
0.00
0.0
0.0
Length = 7.50 ft
1
0.548
0.260
1.25
1.00
1.00
1.00
1.000
1.00
0.80
1.00
4.98
492.8
900.0
1.98
46.9
180.0
+0.60D
1.00
1.00
1.00
1.000
1.00
0.80
1.00
0.0
0.00
0.0
0.0
Length = 7.50 ft
1
0.061
0.029
1.60
1.00
1.00
1.00
1.000
1.00
0.80
1.00
0.71
70.2
1,152.0
0.28
6.7
230.4
Project Title: SCL
Engineer:
REDS I O N
Kirkland, WA 98034
Project ID:
Project Descr:
Nov 27 2024
CITY OF EDMONDS
Printed: 2bl c i4N?§0e0kES
Wood Beam
Project File: S eck.ec
LIC# : KW-06015928, Build:20.23.08.30
RB Engineers, Inc.
(c) ENERCALC INC 1983-2023
DESCRIPTION: BM #1
Overall Maximum Deflections
Load Combination Span
Max. "" Defl Location in Span
Load Combination
Max. "+" Defl Location in Span
+D+L 1
0.0600
3.777
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 Only
1
0.0114
in 3.777 ft
0.0000 in 0.000 ft
+D+L
1
0.0600
in 3.777 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.0478
in 3.777 ft
0.0000 in 0.000 ft
+0.60D
1
0.0068
in 3.777 ft
0.0000 in 0.000 ft
L Only
1
0.0487
in 3.777 ft
0.0000 in 0.000 ft
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Max Upward from all Load Conditions
3.330
3.330
Max Upward from Load Combinations
3.330
3.330
Max Upward from Load Cases
2.700
2.700
D Only
0.630
0.630
+D+L
3.330
3.330
+D+0.750L
2.655
2.655
+0.60D
0.378
0.378
L Only
2.700
2.700
IA2 23 2a? 31H G SIN 6A 634 TH
Kirkland, WA 98034
Wood Beam
LIC# : KW-06015928, Build:20.23.0
DESCRIPTION: BM #1
14
� ME69NEs'
Project Title: SCL
Engineer:
Project ID:
Project Descr:
ENAI
Nov 27 2024
CITY OF EDMONDS
Printed:2bl c #N$§0e0kES
Proiect File: SdMe"MRFI
0d9 L42 25 2,91 H1 Us SA SA 654
Distalu(ft)
1 Holy 14D+I I+D+0J6611+0,60D
0,11 IAS 23 2,93 3R 4A: S,IS SA9 6:
Mw fl
I D0R714D+I 104701. 1460D 1 Wod
FOOTING KEY PLAN REVISION F1/4
CITY OF EDMONDS - E
q MO e x DE OPME ft T. S ICES ,, $
oa xe "
a---------------- a
I I vertan:�st I I VS=,a =�
3 v
3 j GONGRETE SLAB
� I s •ow,.aosox 000.s I I `R I
F #1 :�
n�
�I w
r.r az,z or«z a.n o
'I rrr it
I I I oT,wa s,r
I I A11,G0.
- - �° ------ --�; -- --- ---- Q--- - - - - - - - - - ----� a
"xee art ce — T.ol"I
. :s
rerta,r:.s, b „r.i i T,a� oi.ecT,. ore. sw. ae,ow
ooweLaxwTom wolaaa,..
---F:'s"s`a n,w�r®,o-oc. rvsw ----- rovbe,,,. �I�---mTT���LI �� L
Tolflsrsn ruu owub------- mraruceai ti--/—�` L/.I LU
evaavuysi.vsov sergxv
ewaeo wrv.atm ixro M1l
Goxc. rertswx�runrterts — §-------- § CI
II rtecoxt,ex.,.T,oxs. �lI� �' rn
L II T c d W¢
§ If z LU 2 Vi
EXI5TING5LA55'1/- suss a 3 ~ F-0
r isi«error Ili LL.I �0
W
I �i�sTetrw.,, oa,,,b I I
ore, r
r n rte�o„Mexanox, P1 m 'I
NII II
.1Z,, E ri
oxb I
Z
- --------------- z
Z Z
O¢
Fa
FOUNDATION PLAN UPPER FLOOR FRAMING d p
Srale: ll4" - t'0" Scale: ,la' -1'0" Z
Z)
Q
LL
Duuo Eye yy�T�oyyoTes� FLOOR FRAMING NOTES: TJI
TO
.,Lenox w.x..sssrv.sR.sbreow000a.a.as rt�MPrtoxz.bw. o ieso.i"u xwo'vsaisvurourwiTn rn.o.. o.nwi.cs.
ae`ru+ o,owTTo as aboosso
'®ararsx aM.swce
�sT.seTo.a,o.Aw�.�.oeo..serrosaTsro.a, ssws. sNaz�Asw,z�rr �mzxe�eauanru.ns.vsaxo ryas
.ix:r..b.aa.ea�M aexEorv,EwwoTio.r.ixEros,ox.:awE.a,rvaw.o.rwrrooxxEOTiox ali.a.s.I. rtAT.,=M rv.o...
FILE NUMBER:
21-070
DATE:
11/19/2024
SCALE:
A.—
n11 SHEET p:
4
Project Title: SCL
Engineer:
REMS I O N
Kirkland, WA 98034
Project ID:
Project Descr:
Nov 27 2024
CITY OF EDMONDS
Printed: 2fp#N#DES
General Footing
j E RTMEN
Project File: S eck.ec
LIC# : KW-06015928, Build:20.23.08.30
RB Engineers,
Inc.
(c) ENERCALC INC 1983-2023
DESCRIPTION: F #1
Code References
Calculations per ACI 318-19, IBC 2021, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Material Properties
Soil Design Values
fc : Concrete 28 day strength =
2.50 ksi
Allowable Soil Bearing
= 1.50 ksf
fy : Rebar Yield =
40.0 ksi
Soil Density
= 110.0 pcf
Ec : Concrete Elastic Modulus =
3,122.0 ksi
Increase Bearing By Footing Weight
= No
Concrete Density =
145.0 pcf
Soil Passive Resistance (for Sliding)
= 250.0 pcf
Values Flexure =
0.90
Soil/Concrete Friction Coeff.
= 0.30
Shear =
0.750
Increases based on footing Depth
Analysis Settings
Footing base depth below soil surface
= ft
Min Steel % Bending Reinf.
=
Allow press. increase per foot of depth
= ksf
Min Allow % Temp Reinf.
= 0.00180
when footing base is below
= 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
= ksf
Add Pedestal Wt for Soil Pressure
No
when max. length or width is greater than
-
- ft
Use Pedestal wt for stability, mom & shear
No
Dimensions
Width parallel to X-X Axis =
2.0 ft
Length parallel to Z-Z Axis =
2.0 ft
Z
Footing Thickness =
12.0 in
Pedestal dimensions...
px : parallel to X-X Axis =
pz : parallel to Z-Z Axis =_
Height
Rebar Centerline to Edge of Concrete...
at Bottom of footing =
Reinforcing
Bars parallel to X-X Axis
Number of Bars
Reinforcing Bar Size = #
Bars parallel to Z-Z Axis
Number of Bars =
Reinforcing Bar Size = #
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
# Bars required within zone
# Bars required on each side of zone
plied Loads
P : Column Load =
OB : Overburden =
M-xx =
M-zz =
V-x =
V-z =
)I
in
in
in
3.0 in
3
4
3 3-#4 Bars 3-#4 Bars q
4 _
n/a X-X Section Looking to +Z Z-Z Section Looking to +X
n/a
n/a
D Lr L S W E H
0.850 3.60 k
ksf
k-ft
k-ft
k
k
Kirkland, WA 98034
Project Title: SCL
Engineer:
Project ID:
Project Descr:
REFVISION
Nov 27 2024
CITY OF EDMONDS
Printed: 2QDI04N#t ES
General Footing Project File: S eck.ec
DESCRIPTION: F #1
DESIGN SUMMARY 11,34-111111JE21111W
Min. Ratio Item Applied Capacity Governing Load Combination
PASS
0.8387
Soil Bearing
1.258 ksf
1.50 ksf
+D+L 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
0.1074
Z Flexure (+X)
0.8475 k-ft/ft
7.888 k-ft/ft
+1.20D+1.60L
PASS
0.1074
Z Flexure (-X)
0.8475 k-ft/ft
7.888 k-ft/ft
+1.20D+1.60L
PASS
0.1074
X Flexure (+Z)
0.8475 k-ft/ft
7.888 k-ft/ft
+1.20D+1.60L
PASS
0.1074
X Flexure (-Z)
0.8475 k-ft/ft
7.888 k-ft/ft
+1.20D+1.60L
PASS
0.05022
1-way Shear (+X)
3.767 psi
75.0 psi
+1.20D+1.60L
PASS
0.05022
1-way Shear (-X)
3.767 psi
75.0 psi
+1.20D+1.60L
PASS
0.05022
1-way Shear (+Z)
3.767 psi
75.0 psi
+1.20D+1.60L
PASS
0.05022
1-way Shear (-Z)
3.767 psi
75.0 psi
+1.20D+1.60L
PASS
0.1194
2-way Punching
17.904 psi
150.0 psi
+1.20D+1.60L
Detailed Results
Soil Bearing
Rotation Axis &
Xecc Zecc
Actual
Soil Bearing Stress
@ Location
Actual / 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
0.3575
0.3575
n/a
n/a
0.238
X-X, +D+L
1.50
n/a 0.0
1.258
1.258
n/a
n/a
0.839
X-X, +D+0.750L
1.50
n/a 0.0
1.033
1.033
n/a
n/a
0.689
X-X, +0.60D
1.50
n/a 0.0
0.2145
0.2145
n/a
n/a
0.143
Z-Z, D Only
1.50
0.0 n/a
n/a
n/a
0.3575
0.3575
0.238
Z-Z, +D+L
1.50
0.0 n/a
n/a
n/a
1.258
1.258
0.839
Z-Z, +D+0.750L
1.50
0.0 n/a
n/a
n/a
1.033
1.033
0.689
Z-Z, +0.60D
1.50
0.0 n/a
n/a
n/a
0.2145
0.2145
0.143
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
Flexure Axis & Load Combination Mu
Side
Tension
As Req'd
Gvrn. As Actual As
Phi*Mn
Status
k-ft
Surface
inA2
inA2
inA2
k-ft
X-X, +1.40D
0.1488
+Z
Bottom
0.2592
AsMin
0.30
7.888
OK
X-X, +1.40D
0.1488
-Z
Bottom
0.2592
AsMin
0.30
7.888
OK
X-X, +1.20D+1.60L
0.8475
+Z
Bottom
0.2592
AsMin
0.30
7.888
OK
X-X, +1.20D+1.60L
0.8475
-Z
Bottom
0.2592
AsMin
0.30
7.888
OK
X-X, +1.20D+L
0.5775
+Z
Bottom
0.2592
AsMin
0.30
7.888
OK
X-X, +1.20D+L
0.5775
-Z
Bottom
0.2592
AsMin
0.30
7.888
OK
X-X, +1.20D
0.1275
+Z
Bottom
0.2592
AsMin
0.30
7.888
OK
X-X, +1.20D
0.1275
-Z
Bottom
0.2592
AsMin
0.30
7.888
OK
X-X, +0.90D
0.09563
+Z
Bottom
0.2592
AsMin
0.30
7.888
OK
X-X, +0.90D
0.09563
-Z
Bottom
0.2592
AsMin
0.30
7.888
OK
Z-Z, +1.40D
0.1488
-X
Bottom
0.2592
AsMin
0.30
7.888
OK
Z-Z, +1.40D
0.1488
+X
Bottom
0.2592
AsMin
0.30
7.888
OK
Z-Z, +1.20D+1.60L
0.8475
-X
Bottom
0.2592
AsMin
0.30
7.888
OK
Z-Z, +1.20D+1.60L
0.8475
+X
Bottom
0.2592
AsMin
0.30
7.888
OK
Z-Z, +1.20D+L
0.5775
-X
Bottom
0.2592
AsMin
0.30
7.888
OK
Z-Z, +1.20D+L
0.5775
+X
Bottom
0.2592
AsMin
0.30
7.888
OK
Z-Z, +1.20D
0.1275
-X
Bottom
0.2592
AsMin
0.30
7.888
OK
Project Title: SCL
Engineer:
REVIS 10 N
Kirkland, WA 98034
Project ID:
Project Descr:
Nov 27 2024
CITY OF EDMONDS
Printed: 2QDI c i4N# WES
General Footing
Project File: S eck.ec
LIC# : KW-06015928, Build:20.23.08.30
RB Engineers, Inc.
(c) ENERCALC INC 1983-2023
DESCRIPTION: F #1
Footing Flexure
Flexure Axis & Load Combination
Mu Side
Tension
As Req'd Gvrn. As
Actual As
Phi*Mn Status
k-ft
Surface
in^2 in^2
in^2
k-ft
Z-Z, +1.20D
0.1275
+X Bottom
0.2592 AsMin
0.30
7.888 OK
Z-Z, +0.90D
0.09563
-X Bottom
0.2592 AsMin
0.30
7.888 OK
Z-Z, +0.90D
0.09563
+X Bottom
0.2592 AsMin
0.30
7.888 OK
One Way Shear
Load Combination...
Vu @ -X Vu @ +X Vu @ -Z Vu +Z Vu:Max Phi
Vn Vu / Phi*Vn Status
+1.40D
0.66 psi
0.66 psi
0.66 psi 0.66 psi
0.66 psi
75.00 psi 0.01 OK
+1.20D+1.60L
3.77 psi
3.77 psi
3.77 psi 3.77 psi
3.77 psi
75.00 psi 0.05 OK
+1.20D+L
2.57 psi
2.57 psi
2.57 psi 2.57 psi
2.57 psi
75.00 psi 0.03 OK
+1.20D
0.57 psi
0.57 psi
0.57 psi 0.57 psi
0.57 psi
75.00 psi 0.01 OK
+0.90D
0.43 psi
0.43 psi
0.43 psi 0.43 psi
0.43 psi
75.00 psi 0.01 OK
Two -Way "Punching" Shear
All units k
Load Combination...
Vu
Phi*Vn
Vu / Phi*Vn
Status
+1.40D
3.14 psi
150.00psi
0.02095
OK
+1.20D+1.60L
17.90 psi
150.00psi
0.1194
OK
+1.20D+L
12.20 psi
150.00psi
0.08134
OK
+1.20D
2.69 psi
150.00psi
0.01796
OK
+0.90D
2.02 psi
150.00psi
0.01347
OK