REVIEWED BLD-BLD2021-0669+Calculations+5.13.2021_10.51.31_AM+2195028REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
Structural Calculations For:
Stenchever Residence Deck
1017 9t" Ave S
Edmonds, WA 98020
Prepared for:
Michael Stenchever
1017 9t" Ave S
Edmonds, WA 98020
Job #: 12670-2021-01
Date: January 18, 2021
RECEIVED
May 17 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
SEATTLE 2124 Third Ave, Suite 100, Seattle, WA 98121 0 206-443-6212 ssfengineers-com
Ic»WNme MG TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 0 253,284,9470
Criteria Sheet
Codes: Project Location:
Structural:
IBC 2015
Street & Number:
1017 9th Ave S
Loading:
ASCE 7-10
City:
Edmonds State: WA
Wood:
NDS 2015
ZIP:
98020
Steel:
AISC 360-10
Concrete:
ACI318-14
Latitude:
47.8024 N
Masonry:
TMS 402/602-13
Longitude:
-122.3659 W
Occupancy Category
Risk Category: II ASCE 7 Table 1.5-1
Seismic Load Summary:
Analysis Procedure: Equivalent Lateral Force Procedure
Lateral System: Timber Frames
R: 1.50
Cd= 1.5
Base Shear V = 4 kips
Do 1.5
Ss= 1.266
Si= 0.496
SDs- 0.84
SDr 0.50
Cs 0.563
IE= 1.0
Wind Load Summary:
V= 110
KZT= 1.00
Exposure = B
Dead Loads:
R ERRINV ILL€
EdmC
hJ I
y_ inCo Foods r=
Woadway, Esperance �-
* • Map data 02021
Deck
1" Trek Decking (60pcf)
5.00 psf
2x10 @ 16"oc
2.5 psf
Beams
2.3 psf
Misc./Mech.
2 psf
11.9 psf
Use 13.0 psf
psf
psf
psf
psf
0 psf
Use psf
Live Loads:
Snow 25 psf
Deck 60 psf
Soils:
Allowable Bearing 1500 psf
0 Stenchever Deck DATE 112012021
Criteria PROJ. #
STRUCTURAL
ENGINEERING DESIGN LSD
SHEET
0
IL
w
2
a
El�
Gravity - Beam Key
c-FAv m
• SpAfJ = q�ax � caw�vATIVE —� DL=lapgf iP� ��A 6N�f TAKe.OPF)
• LoADWG: Iti7pL= 15phf(16�IaxG)= doPLf
wLL- (OOpeP i1ro�R"�')= So�,tf
WsL,= aSPaP Or-Y;,R"/')= 33.3PLf
ax I 00 I "oo DCK= 0.70 ( VA Rl:auLTs�
gyp+ o.75C�+h� - O.I✓3" �e�8a7%
86Z- DEcK GlppFp_
W
7'10" (MIO) I. L
�KI TRz
LOADING:
wpL= l3p�F <9'a")=119.ap�f
wst-= a5pyf Cq'a")= aa9.aPff
�7RO7t�D GL 5/�x l a -a DcK= 0.5 C VA REsuLTs) RDI= II a34k RDz= l6o74-
-D+0.79(L+S)= O.ad" 9LI=.1i(aco# Rl,,2= c583#
Psl' lgl7# �-?743#
O/ENGUINEE
RCTURAL
RIN
VFVm bGK I#lad -
PROJECT on e
PROJ
L5�
DF5IGN
J a
k0
SHFFT
Bl
55 2x14
y
B2 max
GL S.SxL2
62 min
GL S.5x12
ood Rpp X Q 1
0.7039
Wood X Z
0.4987
ti d - x�r z
0.4562
B2 - PATTERNED LU
GL S.SxLZ
B2 - PATTERN Ea LL3
GL S.Sx12
Member ID and Sizes
0.3992
WDod By xxr z
0.2361
Member DCR
B2 - PATTERNED LL2
GL 5,5xl2
B2 - PATTERNED LL4
GL S.Sx12
WoodM X a Z
0.4897
WL�d 2— y G 2
0.4861
=v' -Ungroupetl Failed -Warning I■■■■■■■■ -Error
�I
UnitiValues 1
Gravity - VA Analysis
Seismic Design
ASCE 7-10 Seismic Analysis Equivalent Lateral Force Procedure
Seismic Force Resisting System: Per Cantilevered Column Systems
Table 12.2-1 System:
Timber Frames
Type:
Seismic Design Cat.
D
Risk Category
II
Site Class
D
Diaphragm Flexibility
Flexible
no
1.5
Ss
1.266 g
S1
0.496 g
hn
10.0 ft
R
1.50
IQ
1.0
Cd
1.5
Ct
0.02
x
0.75
T
0.11 sec
To
0.12 sec
Ts
0.59 sec
k
1.000
Fa
1.00
Fv
1.50
SMS
1.27 g
SM1
0.75 g
SDS
0.844 g
SD1
0.497 g
Cs
0.563 Controls
2.948
0.010
Cs, design
0.563
Bldg. Weight
6.8 k
, II, or III, or IV per Table 1.5-1
)er soils report (D assumed, without soils report)
2% in 50 yr, Latitude & Longitude lookup
?% in 50 yr, Latitude & Longitude lookup
fable 1.5-2
fable 12.8-2
fable 12.8-2
q.12.8-7
fable 11.4-1
fable 11.4-2
q.11.4-1
q.11.4-2
q.11.4-3
q.11.4-4
q.12.8-2
q.12.8-3 need not exceed, T < TL
q.12.8-5 or12.8-6 minimum
V = CSW 3.8 k Eq.12.8-1, Strength Level Base Shear
V = CsasdW 2.7 k Eq.12.8-1 ASD Base Shear
Vertical Distribution ASr) 0= 1.3
T. =
Cthn
Eq. 12.8.7
SMS
= F.SS
Eq. 11.4-1
Si191
= F„ S1
Eq. 11.4-2
SDS
= 2/3 SMS
Eq. 11.4-3
SD1
= 2/3 SM1
Eq. 11.4-4
CS
SDS
(RIIe)
Eq. 12.8-2
SD1
CS T (RlIe)
Eq. 12.8-3
CS =
ZD1TL
T (RIIe)
Eq. 12.8-4
CS >_ 0.044SDSIe Eq. 12.8-5
CS >_ 0.01
Eq. 12.8-5
Cvx = ►'vxhxlZn 1wxhk Eq. 12.8 12
Fpx = x F`/ n Y1 . Wpx Eq. 12.10-1
EL=x c
Fpx > 0.2SDSIewpx Eq. 12.10-2
Fpx < 0.4SDSIewpx Eq. 12.10-3
Level
hx (ft)
W. (k)
h%k (ft)
WXh%k
Story Shear
ASD
Diaphragm
Force (p not included)
C.-x (%)
F. (k)
SV (k)
Fp.,,e
Fpx.min
Fpx.mex
Fpx.d-ign
y=Fpx/Fx
1
10.0
6.76
10.0
68
1.000
3.5
3.5
2.7
0.8
1.6
1.6
0.46
1
6.76
68
3.5
@/11-1-1
RUCTURAL
GINEERING
Stenchever Deck
Seismic Criteria
DATE 112012021
PROJ. #
DESIGN LSD
SHEET
n
r
N-6, DIRIF i cN
H 3.6k12, C,.5(_)= 0.98k (A_
eZg2�r WoR9T �A�F
Jo7 TRl6 MI;R
Trow. AReA
LORDING.
WpL= 13P4(3')= 3`1f4f • I'1 I6 HALF OF PR
w u.= (, 6p 4 (31) z 180 f1� • (� = 1607# WORgTAS C
WS1.' op7;4 (31)= 75pif Py2 = 6683t-
5E� VA 1z$wa6 FOK P06T R. J�Em slel G.4 7cK
MAX 6NUZ MAL LOAD = Mo# (e;rgI�H)
1;m# (As'D)
• ��- wEsT DIKr=CTl oN
,>,T 1_=7'911*
2.1' (ntN)
7'9" (MAX)
AT L_ IW l":
.7. d(M IN)
Now. COA19EA
t o'-a se
Cot, CAL
44p,- 16 4 (4'7")= �9ptF
u1u,= 6b yF C`1'7" = 275PtF
W51.= A6P C�I'7"�= llSptF
"->6w_ VA M'aULT6 roK pc)..T iai $Em 51�ING Dr>
MAX CA6I.B MALLOAD= 3768#(-✓-�aTH)
9630 (AcW
0SSTRUCTURAL
/NGINEERING
�j 3.5kx0.53=1.86k (ASP)
�rri�r
PROJECT DATE
PROJ. 4
DESIGN
a
LL
a
Q
z
0
0
z
w
m
SHEET
1/19/2021
McMASTER-CARR
Corrosion -Resistant Wire Rope - for Lifting
Ultra -Flexible, 18-8 Stainless Steel, 6 x 37, 1 /2" Diameter
Application
Attachment Type Plain
Pulling & Lifting i McMaster -Carr
For Lifting
Diameter 1/2"
Capacity 4,080 lbs.
Recommended 13"
f
• {
Pulley/Drum
4
Diameter
IMaterial 18-8 Stainless Steel
In stock
$7.79 per ft.
1556N12
Finish Unfinished
Wire Rope Coating Uncoated
Construction 6 x 37
Flexibility Ultra Flexible
Core Type IWRC
Lubrication Lubricated
Preformed Yes
Specifications Met Fed. Spec. RR-W-410
Length 10 ft., 25 ft., 50 ft., 100 ft.
RoHS RoHS 3 (2015/863/EU) Compliant
REACH REACH (EC 1907/2006) (06/25/2020, 209
SVHC) Compliant
DFARS Specialty Metals COTS -Exempt
Country of Origin United States
Choose this stainless steel wire rope when lifting in corrosive
environments, such as areas that are frequently washed down.
More wires per stand than other wire rope provides the
flexibility required for repeat bending over drums and pulleys.
Individual wire strands are preformed to maintain its shape
when cut and prevent unraveling. Rope is lubricated to reduce
wear.
Warning: Never use to lift people or items over people.
https://www.mcmaster.com/1556N12/ 1/1
l AiWA.L
CHe(7COL F01Z ECGWT?,1GI'1Y OP TOP co),3
P�L=16o7*
vAweS, Is' To 450
1.4' \ `.A
�G57# CNAxiSTR�GTk)
1la* (Hip)
lay
(MAX)
P.T. DF #I - 6x6 GOLUM0 OK DGR' 0.93
(5Erz VA RESULT`✓-)
ESTRUCTURAL
NGINEERING
�>T4icN Fvl:K lecr-
PROJECT DATE
PROJ. a
DESIGN
SHEI T
�0
Ko
u
GL S.Sx12
v x
ui C�i71e - u�i
t
— : . . I-. . 0
dig w
SS 4x1D
x �
ui {'.abtie to
GL S.Sx12
GL 5.5x12
SS 4x 1 D
Member Sizes
Lateral - VA Analysis
4
M
r�.i ❑.h4 •43qg ,�
0
u't
0 4• �
4
Dd�a3
m
pd+
6 �
o O
Member DCR
_ IIIIIIIII-Ungrouped IIIIIIIIIIIIIIIIIIII-Failed -Warning I■■■■■■II-Error
1� ill Lateral - VA Analysis
Unity Values 1
_N& MAI L-
ROO #
Nfl
Na
/
V N
N N
00
FOCTEp C.00P3
O
N
�
L�
0
O
y
U7Ln-
• [ANNI�G�IVN: aoo# (3,�'�/ (7 as") +_DURF,
L
OK
,= o
Np
N !n
N m
w d
�u
Handrail - VA Analysis
L
I»
`W
LL
�
Q
r
-
N
Z
O
N
Z
w
3
Member Size Member DCR
=0 r••••••••-Ungrouped =-Failed -Warning Irrrrr...-Error
tW
� lJnit•'Jalu E.. 1
f PRO JEC IO
nl L
STRUCTURAL.
ENGINEERING DESIGN
SHEET
FOU NDATIoN
• W02oT cAes 6iZAV r[Y I6n 7#
D� or- -fUNTIj= ('� lq/a)Z� (3� )C►So F� -'7q5
LL+SL = 9327#
oW of FTG (cALcvLAr--D INp�SNTi
• woRST CAe-,F- LA-Ir--RALe D= i6o7/9 +'7qs# (PLAffH) (t1AX); 994 #(MIA)
(G"w BRACE) LL+SL = 4664#
766-7 # -� (44.5" mz�NV-lr—ITY)
;2G6;7-# H (AT TDP of p!az 4 910" MAX)
D + 0,7� (0.-75 +
LATI;P-AL N-5 Fes) - 1 _ 1607# + -196*- = �?4oa# (MEiX) j q,?, 4* (MfN)
LL+SL = 9993#
1400-#,p (w/
1400#'--4 (AT- 'Top of PlF-F- —a RI-011 MAx)
G�i� Ci'FoE�: O,(oD►-D,Z5�
1)+0.75 (o.7E+L+S)
FOLA-owll,16 SNITS FoR r-cut3DATlcW CkI r�
CO/STRUCTURAL
GINEERING
ST�Icijuag, DEc1L
PROJECI DATE
PROJ. #
DESIGN
N o
n
ID. Cde�
r W
V N
U]
O in
N N
W a
J
4�O
W M
E
a
u2
N
v
01
w
V)
SHEET
Gravity Case
Spread Footing Soil Bearing Design
Service Loads Loading Service Load Factors
Dead Load =
2.4 kips
Live Load =
9.3 kips
Wind/EQ Load =
0.0 kips
Wind/EQ Moment (My) =
0 ft-kips
Gravity Load Eccentricity (±X)=
0.00 ft.
Footing Weight =
1.1 kips
Total Load =
10.5 kips
Total Moment =
0 ft-kips
Column Dimensions and Location
Column Xc Dimension (Dx) =
18.00 in.
Column Yc Dimension (Dy) =
18.00 in.
Column Face from right (Cr) =
0.58 ft.
Column Face from left (Cl) =
0.58 ft.
Footing Dimensions
L Dimension (X) =
2.67 ft.
B Dimension (Y) =
2.67 ft.
Footing Thickness (t) =
12.00 in.
Ftg Overburden (Ot) =
2.00 ft.
COSTRUCTURAL
ENGINEERING
DL 1
LL 0.75
EQ/Wind 0
Soil Properties
Allowable Soil Brg. (Qa) =
1.50 ksf
Overburdan Density (ys) =
110 psf
Net Ftg Wt? (yam ys)
NO
Soil Bearing Check (Allowable)
Eccentricity =
0.00 ft.
Leng. Soil Brg. Under Ftg.=
2.67 ft.
qmax =
1.47 ksf
gmin =
1.47 ksf
Soil Pressure Equations:
e < L/6 l e > L/6
qmax = -2 (1 + iel qmax — sL LQze
( )
gmin = ce (1 — L I gmin = 0
B
-2
Y
X
PROJECT
L
9
DK
112012021
DATE
PROD. #
DESIGN
SHEET
E
0
N
N
Gravity Case
Spread Footing Concrete Design - ACI 318-14
Footing Properties
Concrete Strength (f'c) =
2500 psi
Rebar Yield Strength (fy) =
60000 psi
Reinforcing Clear Cover (cvr) =
3.00 in.
Reinforcing Depth (d) =
8.69 in.
Factored Loads
Factored Total Load = 19.1 kips
Factored Total moment = 0 ft-kips
Factored Bearing
Eccentricity =
0.00 ft.
Length of Soil Brg. Under Ftg. =
2.67 ft.
climax =
2.68 ksf
qcolr =
2.68 ksf
gcoll =
2.68 ksf
groin =
2.68 ksf
Flexural Design - X Direction
Bar Size =
#5
Bars =
5
1 ft-kips
Mu =
OMn =
56 ft-kips
Pmin =
0.0018
Preq =
0.0001
AS Required =
0.50 sq. in.
A, Provided =
1.55 sq. in.
One -Way Shear Design - X Direction
rOV
= 2 kips
n = 21 kips
R =
1.000
Y5= 2/((3+1) =
1.00
Provide A,,regYs=
0.50 sq. in.
Controls
Provide evenly distributed bars in each direction.
Concrete Capacity Equations:
Mn=ASFy [d z \AsFy
o. sf 'c bl J
Vn = 2 y f'c bu,d
COSTRUCTURAL
ENGINEERING
Strength Load Factors
DL 1.2
LL 1.6
EQ/Wind 0
Factored Moments and Shears
Mu Vu
k-ft kips
X Right Side 1 2
X Left Side 1 2
Y Both Sides 1 2
Flexural Design - Y Direction
Bar Size =
#5
Bars =
5
Mu =
1 ft-kips
OMn =
56 ft-kips
Pmin =
0.0018
Preq =
0.0001
A, Required =
0.50 sq. in.
A, Provided =
1.55 sq. in.
Controls
OK
One -Way Shear Design - Y Direction
Vu = 2 kips
0Vn = 21 kips
Two -Way (Punching) Shear Design
bo =
107 in
vu =
6 kips
Ovn =
134 kips
4 Vf'c
4
vn = min 2 + R f �c bod
(2 + ti0 ) f'c
ba=2(Dx+d)+2(Dy+d)
# = max(Dx, Dy)/min(Dx, Dy)
OK
0 112012021
PROJECT DATE
PROD. # 0
DESIGN
a
a
W
cn r
E
0
0
A
r
SHEET
Seismic (E-W Direction): D+0.75(0.7E+L+S)
Spread Footing Soil Bearing Design
Service Loads Loading Service Load Factors
Dead Load =
1.6 kips
Live Load =
4.7 kips
Wind/EQ Load =
2.7 kips
Wind/EQ Moment (My) =
6 ft-kips
Gravity Load Eccentricity (±X)=
0.00 ft.
Footing Weight =
1.7 kips
Total Load =
8.3 kips
Total Moment =
3 ft-kips
Column Dimensions and Location
Column Xc Dimension (Dx) =
18.00 in.
Column Yc Dimension (Dy) =
18.00 in.
Column Face from right (Cr) =
0.88 ft.
Column Face from left (Cl) =
0.88 ft.
Footing Dimensions
L Dimension (X) =
3.25 ft.
B Dimension (Y) =
3.25 ft.
Footing Thickness (t) =
12.00 in.
Ftg Overburden (ot) =
2.00 ft.
COSTRUCTURAL
ENGINEERING
DL
1.084
LL
0.75
EQ/Wind
0.525
Soil Pressure Equations:
e < L/6
qmax = -2 (1 + LB Lel
Q 6e\JJ
gmin=LB ( 1 L/1
PROJECT
B
Soil Properties
Allowable Soil Brg. (Qa) =
1.50 ksf
Overburdan Density (ys) =
110 psf
Net Ftg Wt? (yam ys)
NO
Soil Bearing Check (Allowable)
Eccentricity =
0.40 ft.
Leng. Soil Brg. Under Ftg.=
3.25 ft.
qmax =
1.37 ksf
gmin =
0.21 ksf
e>L/6
qmax = 4Q
3L(L-2e)
gmin = 0
4
— — — —4-1 —
DK
112012021
DATE
PROD. #
DESIGN
SHEET
Uja
J 3E
Uj
to r
E
0
m
N
N
e
R
4
a
w
Seismic (E-W Direction): D+0.75(0.7E+L+S)
Spread Footing Concrete Design - ACI 318-14
Footing Properties
Concrete Strength (f'c) =
2500 psi
Rebar Yield Strength (fy) =
60000 psi
Reinforcing Clear Cover (cvr) =
3.00 in.
Reinforcing Depth (d) =
8.69 in.
Factored Loads
Factored Total Load = 9.3 kips
Factored Total moment = 6 ft-kips
Factored Bearing
Eccentricity =
0.68 ft.
Length of Soil Brg. Under Ftg. =
2.85 ft.
climax =
2.02 ksf
qcolr =
1.40 ksf
qcoll =
0.34 ksf
q m i n =
0.00 ksf
Check Negitive Moment Reinforcing Top of Footing
Flexural Design - X Direction
Bar Size =
#5
Bars =
5
2 ft-kips
Mu =
OMn =
57 ft-kips
Pmin =
0.0018
Preq =
0.0002
AS Required =
0.61 sq. in.
A, Provided =
1.55 sq. in.
One -Way Shear Design - X Direction
r= 3 kips
n = 25 kips
R =
1.000
Y5= 2/((3+1) =
1.00
Provide A,,regYs=
0.61 sq. in.
Controls
Provide evenly distributed bars in each direction.
Concrete Capacity Equations:
Mn=ASFy [d z \AsFy
o. sf 'c bl J
Vn = 2 y f'c bu,d
STRUCTURAL
ENGINEERING
Strength Load Factors
DL 1.369
LL 0.5
EQ/Wind 1
Factored Moments and Shears
Mu Vu
k-ft kips
X Right Side 2 3
X Left Side 0 0
Y Both Sides 1 1
Flexural Design - Y Direction
Bar Size =
#5
Bars =
5
Mu =
1 ft-kips
OMn =
57 ft-kips
Pmin =
0.0018
Preq =
0.0001
A, Required =
0.61 sq. in.
A, Provided =
1.55 sq. in.
Controls
OK
One -Way Shear Design - Y Direction
Vu = 11 kips
0Vn = 25 kips
Two -Way (Punching) Shear Design
bo =
107 in
vu =
5 kips
Ovn =
134 kips
4 Vf'c
4
vn = min 2 + R f �c bod
(2 +
0 ) f'c
ba=2(Dx+d)+2(Dy+d)
# = max(Dx, Dy)/min(Dx, Dy)
OK
0 112012021
PROJECT DATE
PROD. # 0
DESIGN
a
a
W
cn r
E
0
0
A
r
SHEET
Seismic (E-W Direction): 0.6D+0.7E --- Controlling Case For Spread Footing
Spread Footing Soil Bearing Design
Service Loads Loading Service Load Factors
Dead Load =
0.9 kips
Live Load =
4.7 kips
Wind/EQ Load =
2.7 kips
Wind/EQ Moment (My) =
6 ft-kips
Gravity Load Eccentricity (±X)=
0.00 ft.
Footing Weight =
1.0 kips
Total Load =
3.3 kips
Total Moment =
4 ft-kips
Column Dimensions and Location
Column Xc Dimension (Dx) =
18.00 in.
Column Yc Dimension (Dy) =
18.00 in.
Column Face from right (Cr) =
1.00 ft.
Column Face from left (Cl) =
1.00 ft.
Footing Dimensions
L Dimension (X) =
3.50 ft.
B Dimension (Y) =
3.50 ft.
Footing Thickness (t) =
14.00 in.
Ftg Overburden (Ot) =
2.00 ft.
COSTRUCTURAL
ENGINEERING
Soil Pressure Equations:
e < L/6
qmax = -2 (1 + LB Lel
(1 6e\JJ
gmin = Q Le L J
PROJECT
B
DL 0.482
LL 0
EQ/Wind 0.7
Soil Properties
Allowable Soil Brg. (Qa) =
1.50 ksf
Overburdan Density (ys) =
110 psf
Net Ftg Wt? (yam ys)
NO
Soil Bearing Check (Allowable)
Eccentricity =
1.32 ft.
Leng. Soil Brg. Under Ftg.=
1.28 ft.
qmax =
1.49 ksf
gmin =
0.00 ksf
e>L/6
qmax = 4Q
3L(L-2e)
gmin = 0
4
[1 , I I , I I I I I I I I I I I I , I I-
3 _ — — — — — J —I —
4
DK
112012021
DATE
PROD. #
DESIGN
SHEET
Uja
J 3E
Uj
to r
E
0
m
N
N
e
R
a
w
Seismic (E-W Direction): 0.6D+0.7E --- Controlling Case For Spread Footing
Spread Footing Concrete Design - ACI 318-14
Footing Properties
Concrete Strength (fc) = 2500 psi
Rebar Yield Strength (fy) = 60000 psi
Reinforcing Clear Cover (cvr) = 3.00 in.
Reinforcing Depth (d) = 10.69 in.
Factored Loads
Factored Total Load = 4.9 kips
Factored Total moment = 6 ft-kips
Factored Bearing
Eccentricity =
1.29 ft.
Length of Soil Brg. Under Ftg. =
1.39 ft.
qmax =
2.02 ksf
qcolr =
0.56 ksf
qcoll =
0.00 ksf
qmin =
0.00 ksf
Check Negitive Moment Reinforcing Top of Footing
Flexural Design - X Direction
Bar Size =
#5
Bars =
5
3 ft-kips
Mu =
OMn =
71 ft-kips
Pmin =
0.0018
Preq =
0.0001
AS Required =
0.81 sq. in.
A, Provided =
11.55 sq. in.
OK
Controls
OK
One -Way Shear Design - X Direction
Vu = 3 kips
OVn = 34 kips OK
(3 =
1.000
y5= 2/((3+1) =
1.00
Provide A,,regYs=
0.81 sq. in.
Provide evenly distributed bars in each direction.
Concrete Capacity Equations:
Mn=ASFy [d — 2 lAsFy
0. sf'c bJJ
Vn = 2 y f'c b,d
PROJECT
STRUCTURAL
ENGINEERING
Strength Load Factors
DL 0.731
LL 0
EQ/Wind 1
Factored Moments and Shears
Mu Vu
k-ft kips
X Right Side 3 3
X Left Side 0 0
Y Both Sides 1 1
Flexural Design - Y Direction
Bar Size =
#5
Bars =
5
Mu =
1 ft-kips
OMn =
71 ft-kips
Pmin =
0.0018
Preq =
0.0000
A, Required =
0.81 sq. in.
A, Provided =
11.55 sq. in.
OK
Controls
OK
One -Way Shear Design - Y Direction
f0Vu= 1 kips
Vn = 34 kips 1OK
Two -Way (Punching) Shear Design
bo =
vu =
115 in
4 kips
Ovn =
179 kips
4 f'c
4
vn = min 2 + R f'c bod
(2 + b d) 1 �c
0
bo = 2(Dx + d) + 2(Dy + d)
,6 = max(Dx, Dy)/min(Dx, Dy)
OK
112012021
DATE
PROD. # 0
DESIGN
a
a
W
cn r
E
0
0
Al
r
SHEET
Seismic (N-S Direction): D+0.75(0.7E+L+S)
Spread Footing Soil Bearing Design
Service Loads Loading Service Load Factors
Dead Load =
2.4 kips
Live Load =
10.0 kips
Wind/EQ Load =
1.4 kips
Wind/EQ Moment (My) =
3 ft-kips
Gravity Load Eccentricity (±X)=
0.00 ft.
Footing Weight =
1.7 kips
Total Load =
12.6 kips
Total Moment =
2 ft-kips
Column Dimensions and Location
Column Xc Dimension (Dx) =
18.00 in.
Column Yc Dimension (Dy) =
18.00 in.
Column Face from right (Cr) =
0.88 ft.
Column Face from left (Cl) =
0.88 ft.
Footing Dimensions
L Dimension (X) =
3.25 ft.
B Dimension (Y) =
3.25 ft.
Footing Thickness (t) =
12.00 in.
Ftg Overburden (ot) =
2.00 ft.
COSTRUCTURAL
ENGINEERING
DL
1.084
LL
0.75
EQ/Wind
0.525
Soil Pressure Equations:
e < L/6
qmax = -2 (1 + LB Lel
Q 6e\JJ
gmin=LB ( 1 L/1
PROJECT
B
Soil Properties
Allowable Soil Brg. (Qa) =
1.50 ksf
Overburdan Density (ys) =
110 psf
Net Ftg Wt? (yam ys)
NO
Soil Bearing Check (Allowable)
Eccentricity =
0.14 ft.
Leng. Soil Brg. Under Ftg.=
3.25 ft.
qmax =
1.49 ksf
gmin =
0.88 ksf
e>L/6
qmax = 4Q
3L(L-2e)
gmin = 0
4
— — — —4-1 —
DK
112012021
DATE
PROD. #
DESIGN
SHEET
Uja
J 3E
Uj
to r
E
0
m
N
N
e
R
4
a
w
Seismic (N-S Direction): D+0.75(0.7E+L+S)
Spread Footing Concrete Design - ACI 318-14
Footing Properties
Concrete Strength (f'c) =
2500 psi
Rebar Yield Strength (fy) =
60000 psi
Reinforcing Clear Cover (cvr) =
3.00 in.
Reinforcing Depth (d) =
8.69 in.
Factored Loads
Factored Total Load = 11.9 kips
Factored Total moment = 3 ft-kips
Factored Bearing
Eccentricity =
0.28 ft.
Length of Soil Brg. Under Ftg. =
3.25 ft.
climax =
1.70 ksf
qcolr =
1.39 ksf
gcoll =
0.85 ksf
groin =
0.54 ksf
Flexural Design - X Direction
Bar Size =
#5
Bars =
5
2 ft-kips
Mu =
OMn =
57 ft-kips
Pmin =
0.0018
Preq =
0.0002
AS Required =
0.61 sq. in.
A, Provided =
1.55 sq. in.
One -Way Shear Design - X Direction
r= 3 kips
n = 25 kips
R =
1.000
Y5= 2/((3+1) =
1.00
Provide A,,regYs=
0.61 sq. in.
Controls
Provide evenly distributed bars in each direction.
Concrete Capacity Equations:
Mn=ASFy [d z \AsFy
o. sf 'c bl J
Vn = 2 y f'c bu,d
STRUCTURAL
ENGINEERING
Strength Load Factors
DL 1.369
LL 0.5
EQ/Wind 1
Factored Moments and Shears
Mu Vu
k-ft kips
X Right Side 2 3
X Left Side 1 1
Y Both Sides 1 2
Flexural Design - Y Direction
Bar Size =
#5
Bars =
5
Mu =
1 ft-kips
OMn =
57 ft-kips
Pmin =
0.0018
Preq =
0.0001
A, Required =
0.61 sq. in.
A, Provided =
1.55 sq. in.
Controls
OK
One -Way Shear Design - Y Direction
Vu = 12 kips
0Vn = 25 kips
Two -Way (Punching) Shear Design
bo =
107 in
vu =
6 kips
Ovn =
134 kips
4 Vf'c
4
vn = min 2 + R f �c bod
(2 + ti0 ) f'c
ba=2(Dx+d)+2(Dy+d)
# = max(Dx, Dy)/min(Dx, Dy)
OK
0 112012021
PROJECT DATE
PROD. # 0
DESIGN
a
a
W
cn r
E
0
0
A
r
SHEET
Seismic (N-S Direction): 0.6D+0.7E
Spread Footing Soil Bearing Design
Service Loads Loading Service Load Factors
Dead Load =
0.9 kips
Live Load =
7.0 kips
Wind/EQ Load =
1.4 kips
Wind/EQ Moment (My) =
3 ft-kips
Gravity Load Eccentricity (±X)=
0.00 ft.
Footing Weight =
0.7 kips
Total Load =
2.1 kips
Total Moment =
2 ft-kips
Column Dimensions and Location
Column Xc Dimension (Dx) =
18.00 in.
Column Yc Dimension (Dy) =
18.00 in.
Column Face from right (Cr) =
0.75 ft.
Column Face from left (Cl) =
0.75 ft.
Footing Dimensions
L Dimension (X) =
3.00 ft.
B Dimension (Y) =
3.00 ft.
Footing Thickness (t) =
12.00 in.
Ftg Overburden (Ot) =
2.00 ft.
COSTRUCTURAL
ENGINEERING
DL 0.482
LL 0
EQ/Wind 0.7
Soil Properties
Allowable Soil Brg. (Qa) =
1.50 ksf
Overburdan Density (ys) =
110 psf
Net Ftg Wt? (yam ys)
NO
Soil Bearing Check (Allowable)
Eccentricity =
1.12 ft.
Leng. Soil Brg. Under Ftg.=
1.14 ft.
qmax =
1.22 ksf
gmin =
0.00 ksf
Soil Pressure Equations:
e < L/6 l e > L/6
qmax = -2 (1 + iel qmax — sL LQze
( )
gmin = ce (1 — L I gmin = 0
4AL 3
—
B t
t} I
-
- I -
0 I. J
-2 -1 1 2 3 4
Y
�2 L
X
DK
112012021
PROJECT DATE
PROD. #
DESIGN
E
0
N
N
R
SHEET
Seismic (N-S Direction): 0.6D+0.7E
Spread Footing Concrete Design - ACI 318-14
Footing Properties
Concrete Strength (f'c) =
2500 psi
Rebar Yield Strength (fy) =
60000 psi
Reinforcing Clear Cover (cvr) =
3.00 in.
Reinforcing Depth (d) =
8.69 in.
Factored Loads
Factored Total Load = 3.1 kips
Factored Total moment = 3 ft-kips
Factored Bearing
Eccentricity =
1.09 ft.
Length of Soil Brg. Under Ftg. =
1.24 ft.
climax =
1.64 ksf
qcolr =
0.65 ksf
qcoll =
0.00 ksf
q m i n =
0.00 ksf
Check Negitive Moment Reinforcing Top of Footing
Flexural Design - X Direction
Bar Size =
#5
Bars =
5
1 ft-kips
Mu =
OMn =
56 ft-kips
Pmin =
0.0018
Preq =
0.0001
AS Required =
0.56 sq. in.
A, Provided =
1.55 sq. in.
One -Way Shear Design - X Direction
r= 2 kips
n = 23 kips
R =
1.000
Y5= 2/((3+1) =
1.00
Provide A,,regYs=
0.56 sq. in.
Controls
Provide evenly distributed bars in each direction.
Concrete Capacity Equations:
Mn=ASFy [d z \AsFy
o. sf 'c bl J
Vn = 2 y f'c bu,d
STRUCTURAL
ENGINEERING
Strength Load Factors
DL 0.731
LL 0
EQ/Wind 1
Factored Moments and Shears
Mu Vu
k-ft kips
X Right Side 1 2
X Left Side 0 0
Y Both Sides 0 0
Flexural Design - Y Direction
Bar Size =
#5
Bars =
5
Mu =
0 ft-kips
OMn =
56 ft-kips
Pmin =
0.0018
Preq =
0.0000
A, Required =
0.56 sq. in.
A, Provided =
1.55 sq. in.
Controls
OK
One -Way Shear Design - Y Direction
Vu = 10 kips
0Vn = 23 kips
Two -Way (Punching) Shear Design
bo =
107 in
vu =
2 kips
Ovn =
134 kips
4 Vf'c
4
vn = min 2 + R f �c bod
(2 +
0 ) f'c
ba=2(Dx+d)+2(Dy+d)
# = max(Dx, Dy)/min(Dx, Dy)
OK
0 112012021
PROJECT DATE
PROD. # 0
DESIGN
a
a
W
cn r
E
0
0
A
r
SHEET