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HomeMy WebLinkAboutX2021-1239 - CalcsxZo z I - Mz C1
E S I/ F M E
INC.
STRUCTURAL ENGINEER50"
J���o ��otio
o
PROJECT: Structural calculations for deck remodel (center post removed
and main beam replaced) at 618 Kings Place in Newport Beach.
KROGH RESIDENCE
DECK REMODEL
05-08-21
Revisions: Q
Shipped:
9
KROGH/KELLEY
Client Job No.
Job No. M207
1800 E. 16th Street, Unit B, Santa Ana, CA 92701 / Tel: (714) 835-2800 / Fax: (714) 835-2819
Page: 2
ESI / F
M E Inc.
Date: 05-03-21
STRUCTURAL ENGINEERS
job #: M207
Client:
KEVIN KELLEY
Project Name: KROGH RES
Plan #:
DECK
LOAD CONDITIONS: (2018 IBC / 2019 CBC)
ROOF: Asphalt Shingle Built Up Tile
FLOOR:
Slope <6:12 Flat <6:12
w/o Conc.
DECK
Live Load 20.0 Pat 20.0 psf 20.0 psf
Live Load
40.0 psf
60.0 psf
Roofg Mt'I 4.0 6.0 10.0
D.L. of F.F.
8.0
0.0
Sprinklers 1.0 1.0 1.0
Sprinklers
1.0
0.0
Sheathing 1.5 1.5 1.5
Miscellaneous
2.0
1.5
Roof Truss/RR's 1.5 1.5 3.0
Sheathing
2.5
4.5
Ceiling Joist 1.5 1.5 0.0
4X8 Deck Joists
4.0
2.0
Drywall 2.5 2.5 2.5
Drywall
2.5
0.0
' Misc/Solar Panels 6.0 6.0 6.0
Total D.L. WIT-psf psf 24-16-psf
Total D.L.
Total Load
20.0 psf
60.0 psf
8.0 psf
68.0 psf
Total Load 38.0 psf 40.0 psf 44.0 psf
LOAD CONDITIONS:
STANDARD SPECIFICATIONS FOR
PROJECT DESCRIPTION:
STRUCTURAL CALCULATIONS
Job Name KROGH RES
City NEWPORT BEACH
1. Sketches of details in calculations are not
Client KEVIN KELLEY
to scale and may not represent true
PROJECT ENGINEER:
SCOTT W ROSS
conditions on plans. Architect or designer
CALLS BY:
SWR
DATE: 05-08-21
is responsible for drawing details in plans
ASSOC. CHECK:
DATE:
which represent true framing conditions
BACK CHECK:
DATE:
and scale. Enclosed details are intended to
ROOF TRUSS Rev.:
DATE:
complement standard construction practice
FLR. TRUSS Rev.:
DATE:
to be used by experienced and qualified
PIT FOUND. Rev.:
DATE:
contractors.
PLAN CHECK:
DATE:
REVISIONS:
2. The structural calculations included here
are for the analysis and design of primarySHTS:
DATE:
structural system: The attachment of non-
structural elements is the responsibility of
Init.:
O SHTS:
DATE:
the architect or designer, unless specifically
Inst.:
C HTS:
DATE:
shown otherwise.
OSHTS:
Init.:
DATE:
3. The drawings, calculations, specifications
and reproductions are instruments of//_
nit.:
\ E / SHTS:
DATE:
service to be used only for the specific
project covered by agreement and cover
Init.:
Os 1rs:
DATE:
sheet. Any other use is solely prohibited.
nit:
4. All changes made to the subject project
OSHTS:
DATE:
shall be submitted to E S I / F M E, Inc.
e._
Init.:
in writing for their review and comment.
E S I / F M E, Inc. - Structural Engineers
These calculations are meant to be used
(This signature is to be a
by a design professional, omissions are
wet signature, not a copy.)
SSI
intended.
5. Copyright © - 1994 by E S I / F M E. Inc.
Structural Engineers. All rights reserved.
APPROVED BY:
WILLIq,��!
b � Fyc
a�
This material may not be reproduced in
whole or part without written permission
of ESI / F M E, Inc.
DATE: �,) r3 _ 2'
q�OFCAUFO��\
Page: 3
ESI / F M E Inc. Date: 05-08-21
STRUCTURAL ENGINEERS Job #: M207
Client: KEVIN KELLEY
Project Name: AROGH RES Pian #: DECK
DESIGN CRITERIA SHEET
FOR RESIDENTIAL CONSTRUCTION
CODE: IBC2018 / CBC2019 /ASCE-7-16
In all cases calculations will supersede this design criteria sheet.
TIMBER
Douglas Fir-Larch -19% max. moisture content 448 #2/#1: Fb = 1170/1300 psi; fv=180 psi; E=1.6/1.7
2x4 #2: Fb = 1315/1552 psi; fv=180 psi; E=1.6 4x10 #21#1: Fb = 108011200 psi; fv=180 psi; E=1.611.7
2x6 #2: Fb = 1170/1345 psi; fv=180 psi; E=1.6 4x12 #21#1: Fb = 990/1100 psi; fv=180 psi; E=1.611.7
2x8 #2: Fb = 1080/1242 psi; fv=180 psi; E=1.6 4x14 #21#1: Fb = 900/1000 psi; fv=180 psi; E=1.6/1.7
2x10 #2: Fb = 990/1138 psi; fv=180 psi; E=1.6 4216 #2/#1: Fb = 900/1000 psi; fv=180 psi; E=1.6/1.7
2x12 #2: Fb = 900/1150 psi; fv=180 psi; E=1.6 6x10 #1 ISS: Fb = 1350/1600 psi; fv=170 psi; E=1.6
2x14 #2: Fb = 810/931 psi; fv=180 psi; E=1.6 6x12 #11SS: Fb = 1350/1600 psi; fv=170 psi; E=1.6
It is recommended that lumber be free of heart center. PARALLAM PSL 2.0E
Glued Laminated Beams: Douglas Fir-Larch fb=2900.psi; fv=290.psi; E=2.0
Ind. App. Grade: Fb=2400 si;Fv=240 psi;E=1.8E6 psi MICROLLAM LVL: Fb=2600 si;Fv=285 si;E=7.9
CONCRETE
1. Drypack shall be composed of one part Portland Cement to not more than three parts sand.
2. All structural concrete......................................................................... f = 3000 psi w/ inspection.
All slab-on-grade/continuous footings/pads ............................. fc = 2500 psi w/o inspection.
All concrete shall reach minimum compressive strength at 28 days.
REINFORCING STEEL
1. All reinforcing shall be A.S.T.M. A-615-40 for #4 bars and smaller, A-615-60 for #5 bars and larger.
Welded wire fabric to be A.S.T.M. A-185, lap 1-1/2 spaces, 9" min.
2. Development length of Tension Bars shall be calculated per AC1318-14 Section 12.2.2.. Class B Splice = 1.3 x 1a.
Splice Lengths for 2500 psi concrete is: #4 Bars (40K) = 21", #5 Bars (60K) = 39", #6 Bars (60K) = 47"
(30 dia. for compression).
Masonry reinforcement shall have tappings of 48 dia. or 2'-0". This is in all cases U.N.O.
3. All reinforcing bars shall be accurately and securely placed before pouring concrete, or grouting masonry.
4. Concrete protection for reinforcement shall be at least equal to the diameter of the bars.
Cover for cast-in-place concrete shall be as follows, U.N.O.:
A. Concrete cast against & permanently exposed to earth...................................... 3"
B. Concrete exposed to earth or weather < = #5 Bars........................................... 1 1/2" #6 => #18 Bars 2"
C. Concrete not exposed to weather or in contact with ground
Slabs, walls, Joists, < = #11 Bars.................................................... 314„
Beams & Columns: Primary reinforcement, ties, stirups, spirals....................... 11/2,
STRUCTURAL STEEL
1. Fabrication and erection of structural steel shall be in accordance with "Specifications for the Design,
Fabrication and Erection of Structural Steel Buildings", ASC, current edition. Steel to conform to
ASTM A992. Round pipe columns shall conform to ASTM A53, Grade B. Square/Rectangular steel
tubes ASTM A500, Grade B.
2. All welding shall be performed by certified welders, using the Electric Shielded Arc Process at licensed
shops or otherwise approved by the Bldg. Dept. Continuous inspection required for all field welding.
3. All steel exposed to weather shall be hot-dip galvanized after fabrication, or other approved
weatherproofing method.
4. Where finish is attached to structural steel, provide 117'o bolt holes @ 4'-0" o.c. for attachment of
milers, U.N.O. See architectural drawings for finishes (Nelson studs 1/2" x 3" CPL may replace bolts),
MASONRY
1. Concrete block shall be of sizes shown on architectural drawings and/or called for in specifications
and conform to ASTM C-90-09, grade A normal weight units with max. linear shrinkage of 0.06%
2. All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall
(U.N.O.), retaining walls are to be as shown in details.
3. All cells with steel are to be solid grouted (except retaining walls where all cells are to be solid grouted).
ESuFME, Inc. Project Title: KROGH RESIDENCE
Structural Engineers Engineer: SWR
Project ID: M207
Project Descr: DECK REMODEL
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method:
Allowable Stress Design
Fb+
1,350.0 psi
E:Modulus of Elasticity
Load Combination
ASCE 7-16
Fb-
1,350.0 psi
Ebend-xx 1,600.Oksi
Max. '+°left
Location in Span
Fc - Pill
925.Opsi
Eminbend -xx 580.Oksi
Wood Species
: Douglas Fir -Larch
Fc - Perp
625.Opsi
0.5989
Wood Grade
:No.1
Fv
170.Opsi
3
0.0000
9.328
Ft
675.Opsi
Density 31.210pcf
Beam Bracing
Completely Unbraced
Repetitive Member Stress Increase
D(OA4) L(0.95) D(0.3) L(1.9) D(0.3) L(1.9) D(0.3), L(1.9)
D(0.3) L(1.9) D(0.14) "(0.95)
I
I
1)
6.0X14_[4 6.0X14.0(A0
Span _=�2-Oft Span = 18.50 ft
f T
X14.0
I �If
Span = 2.0 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
Point Load : D=0.140, L = 0.950 k @ 0.50 ft, (4X8)
Load for Span Number 2
Point Load: D = 0.30, L =1.90 k @ 3.0 ft, (4X8)
Point Load: D=0.30, L=1.90k@6.70it, IBM 1)
Point Load: D = 0.30, L =1.90 k @ 11.30 ft, (4X8)
Point Load : D = 0.30, L =1.90 k @ 15.70 It, (4X8)
Load for Span Number 3
Point Load: D = 0.140, L = 0.950 k @ 1.50 ft, (08)
Section used for this span
fb: Actual
Fb: Allowable
Load Combination
Location of maximum on span
Span #where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.8421
6.0 X 14.0
1,274.23psi
1,512.62psi
+D+L+H
11.193ft
Span #2
0.499 in Ratio=
-0.167 in Ratio=
0.599 in Ratio=
-0.200 in Ratio=
num Shear Stress Ratio
Section used for this span
fv: Actual
Fv: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
445>=240
286 >=240
370>=180
238>=180
0.482 : 1
6.0 X 14,0
81.86 psi
170.00 psi
+D+L+H
2.000#
Span # 1
Overall Maximum Deflections
Load Combination Span
Max.' -'Deft
Location in Span
Load Combination
Max. '+°left
Location in Span
1
0,0000
0.000
+D+L+H
-0.2003
0000
+D+L+H 2
0.5989
9.328
0.0000
0.000
3
0.0000
9.328
+D+L+H
_0011
2000
ESI/FME, Inc. Project Title: KROGH RESIDENCE
Structural Engineers Engineer: SWR
Project ID: M207
Project Descr: DECK REMODEL
Veracal Keactions Support notation: Far fell is #1
I ,,.,., I__�:.._,:__ _ _ _ Values in KIPS
Overall MlNimum4,71e
4781
4.719
+D+H
0.950
0.940
-D+L+H
5.730
5559
+D+Lr+H
0.950
0.940
+D+S+FI
0.950
0.940
+D+0.7501-r+0.750L+H
4,535
4479
+D+0.750L+0]50S+H
4535
4479
+D+0,60W+H
0.950
0940
+D+07501-r+0750L+o450W+H
4.535
4x79
+D+07501-+0.750S+0.450W+H
4535
4.479
+0.60D+0.60W+0.601-1
0.570
0,584
+0+0,70E+O60H
0,950
094f3
+D+0.750L+0750S+0.5250E+H
4535
4.479
,0.6004.70E+H
0.570
0.564
D Only
a 0,950
0.940 8,--
L Only
t — 4.781
4.719 fie,
H Only
R
ESI/FME, Inc.
Structural Engineers
EXIST 4X8 DECK JOISTS @
CODE REFERENCES
Project Title: KROGH RESIDENCE
Engineer: SWR
Project ID: M207
Project Descr: DECK REMODEL
IS FOR REACTION INFO ONLY)
Printed'. 13 MAY 2021. 2'.07," M
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
D(0 02448) L(0.2448)
D(O�t04)
D 0.02448 L9 0.244tx1 1
a v
Load Combination Set: ASCE 7-16
3
Fv: Allowable
+D+L+H
Material Properties
5.285ft
4X8
Y 4X8
4T4f5
Analysis Method: Allowable Stress Design
Fb+
1,200.Opsi
E:Modulus ofElasficity
Load Combination ASCE 7-16
Fb-
1,200.0 psi
Ebend-xx 1,800.Oksi
220>=180
Fe -Prll
1,550.0 psi
Eminbend -xx 660.Oksi
Wood Species :Douglas Fir -Larch
Fc - Perp
625.Opsi
Wood Grade : No.1 8 Better
Fv
180.0psi
Ft
800.Opsi
Density 31.210pcf
Beam Bracing : Completely Unbraced
Repetitive Member Stress Increase
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 = 0.0060, L = 0.060 ksf, Tributary Width = 4.080 It, (DECK)
Load for Span Number 2
Uniform Load : D = 0.0060, L = 0.060 ksf, Tributary Width = 4.080 ft, (DECK)
Point Load: D = 0.040 k @ 2.0 ft, (NEWEL POST)
aximum Bending Stress Ratio =
Section used for this span
fb: Actual
Fb: Allowable =
Load Combination
Location of maximum on span =
Span #where maximum occurs =
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.859 1 Maximum Shear Stress Ratio
D(0 02448) L(0.2448)
D(O�t04)
D 0.02448 L9 0.244tx1 1
a v
v
3
Fv: Allowable
+D+L+H
Load Combination
5.285ft
4X8
Y 4X8
4T4f5
Span # where maximum occurs
Span = 11.0 it
Span = 2.0 ft
1
L—
240>=240
m.
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 = 0.0060, L = 0.060 ksf, Tributary Width = 4.080 It, (DECK)
Load for Span Number 2
Uniform Load : D = 0.0060, L = 0.060 ksf, Tributary Width = 4.080 ft, (DECK)
Point Load: D = 0.040 k @ 2.0 ft, (NEWEL POST)
aximum Bending Stress Ratio =
Section used for this span
fb: Actual
Fb: Allowable =
Load Combination
Location of maximum on span =
Span #where maximum occurs =
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.859 1 Maximum Shear Stress Ratio
4x8
Section used for this span
1,505.69psi
fv: Actual
1,753.09psi
Fv: Allowable
+D+L+H
Load Combination
5.285ft
Location of maximum on span
Span #I
Span # where maximum occurs
0.375 in Ratio=
352>=240
-0.199 in Ratio =
240>=240
0.415 in Ratio=
317>=180
-0.218 in Ratio =
220>=180
0.465 : 1
4x8
= 83.74 psi
= 180.00 psi
+D+L+H
10.447 ft
Span #1
Overall Maximum Deflections
Load Combination Span
Max.'-' Deft
Location in Span Load Combination
Max. '+' Deft
Location in Span
+D+L+H 1
0.4152
5.469
0,0000
0.000
2
0.0000
5.469 +D+L+H
-0.2177
2000.
Vertical Reactions Supponnotation Farleftis#1 Values in KIPS
Support2 Support
Overall mftmum 1.302 1,881
+D+'H 0.152 0.278
<D+L+H 1.454 2158
+D+Lr+H 0.152 0.278
Project Title: KROGHRESIDENCE
ESIIFME: Inc. Engineer: SWR
Structural Engineers Project ID: M207
Project Descr: DECK REMODEL
-0+0.750Lr+0.750L+H
1.129
1 680
+D+0.750L+0.750S+H
0.152
0.278
+D+OcOW+H
1.129
1688
+D+0.759Lr+0.7501-+0.450W+H
1.129
16&8
+D -0750L+0. 7505+0.450W+H
0.091
01E7
-0.60D+0.60W+0.60H
0.152
0.278
+0-0,70E+() 60H
1.129
1.688
+D+O 750, +0
0091
0.167
^
+0FD,070E+H
0.152
0278
D Only
1.302
1,081 ^ �.
L Only
H Only
ESI/FME, Inc.
Structural Engineers
Project Title: KROGH RESIDENCE
Engineer: SWR
Project ID: M207
Project Descr: DECK REMODEL
Calculations per ACI 318-14, IBC 2018CBC 2019, ASCE 7-16
Load Combinations Used: ASCE 7-16,
Matertat Properties
fc: Concrete 28 day strength
fy: Rebar Yield
Ec: Concrete Elastic Modulus
Concrete Density
cp Values Flexure
Shear
Analysis Settings
Min Steel %Bending Reinf.
Min Allow %Temp Reinf.
Min. Overturning Safety Factor
Min. Sliding Safety Factor
Add Ftg Wt for Soil Pressure
Use ttg wt for stability, moments & shears
Add Pedestal Wt for Soil Pressure
Use Pedestal wt for stability, mom & shear
Width parallel to X -X Axis
Length parallel to Z -Z Axis
Footing Thickness
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 toX-X Axis
Number of Bars
2.50 ksi
40.0 ksi
3,122.0 ksi
145.0 pcf
0.90
0.750
2 It
2.0 ft
36.0 in
in
in
in
3.0 in
Reinforcing Bar Size = # 3
Bars parallel to Z -Z Axis 4
Number of Bars __
Reinforcing Bar Size 3.0
Bandwidth Distribution Check (ACI 15.4.4,2) # 4
Direction Requiring Closer Separation
# Bars required within zone
# Bars required on each side of zone
Soil Design Values
Allowable Soil Bearing
Increase Bearing By Footing Weight
Soil Passive Resistance (for Sliding)
SoiVConcrete Friction Coeff.
1.80 ksf
No
300.0 pcf
0.350
3.0 it
= ksf
it
ksf
If
k
k
Increases based on footing Depth
Footing base depth below
0.0
soil surface
Allow press. increase per foot of depth
when footing base is below
1 0 : 1
1.0:1
No
Increases based on footing plan dimension
Allowable pressure increase
Yes
per footof depth
No
when max. length or width is greater than
No
1.80 ksf
No
300.0 pcf
0.350
3.0 it
= ksf
it
ksf
If
k
k
-ti
o
r,
� ky
1.80 ksf
No
300.0 pcf
0.350
3.0 it
= ksf
it
ksf
If
k
k
ESUFME, Inc.
Structural Engineers
i
Project Title: KROGHRESIDENCE
Engineer: SWR
Project ID: M207
Project Descr: DECK REMODEL
13 MAY
iIGN SUMMARY
Capacity
Governing Load Combination
Min.Ratio
Item
Applied
1.80ksf
+D+L+H about Z -Z axis
PASS
0.79G1
Soil Bearing
1.4.0 k -i
0.0 k -R
0.0 k -ft
No Overturning
PASS
n1a
overturning
0.Ok-ft
O.Ok-ft
No Overturning
PASS
nla
Overtunning-Z-Z
00k
O.Ok
No Sliding
PASS
We
Sliding -X-X
0.0 k
0.0 k
No Sliding
PASS
We
Sliding -Z-Z
0.0 k
0.0 k
No Uplift
+0.50Lr+1.60L+1.fi0H
PASS
nla
0.03725
Uplift
ZFlexure (+X)
1.099 k -f fft
29.488 k-fUft
29488 killft
+1.200
+J.20D+0,50Lr+1.60L+1.60H
PASS
0.03725
Z Flexura (-X)
1.099 k-fUR
29.488 k -R R
+1.20D+0.50I-r+1.60L+1.60H
PASS
0.03725
X Flexure (+Z)
1.099 k-ftlft
29,488 k-fUft
+1.20D+0.50Lr+1.60L+190H
PASS
PASS
0.03725
XFlexure (-Z)
1999 psik-ft
0.0 psi
75.0 psi
Ma
PASS
nla
1 -way Shear (+X)
0.0 psi
0.0 psi
nla
PASS
0.0
1 -way Shear (-X)
0.0 psi
75.0 psi
We
PASS
We
1-wayShear (+Z)
1•wayShear(-Z)
0.0 psi
75.0 psi
75.0 Psi
nla
+1.40D+1.60H
PASS
nia
2 -way Punching
0.0 psi
PASS
We
ESI/FME Inc.
STRUIC7 gL ENGINEERS
Project Name: KROGH RES
F1
LOCATION: EXISTING DECK
C
TRANSVERSE.
1st STORY
Roof D.L. _ ( 0 )psfx(
Deck D.L. _ ( 8 )psfx(
Wall D.L. = ( 1 )psfx(
ILONGITUDINAL(N/A)
1st STORY
Roof D.L. _ ( 0 )Psfx(
Deck D.L. _ ( 8 )psfx(
Wall D.L. _ ( 1 )PN(
ASCE 7-16 EQUIVALENT FORCE IMET
' u
ZIP CODE: LATITUDE:
FROM USGS WEB SITE: Ss = 1.376 33.620000
Site Design Ss= 1.376e Soil Cless = Si = 0.490 Fa= 1.0 Fv=
Seismic Design Category= D
D
Cs= -SDS _ 0.92
R/i 3;S = 0.612
But not greater than (12.8.3)
CS== DI 0.59
TUR/1 g;2 = 3.793
Cs SHALL NOT BE LESS THAN 0.01
IF S: > 0.609 Cs= O'SXSr 0.25
'Z'7 -I -
QE=V=CSXW=>Eh=Px 0.7XQE=
ASCE 7-16 SI_ Mpl _.PIED WiNn n
(12.8.2)
(12.8.3)
(12.8.3)
0
21
21
0
0
0
)ft
)ft
)ft
)ft
)ft
)it
Page:
Date: OS -08.21
Sob #: M207
Client: KEVIN KELLEY
Plan #: DECK
0 pif
168 plf
21 pif
TOTAL = 189 pif
0 pif
= 0 pif
0 pif
TOTAL = 0 pIP
(ASCE 7-16 See. 12.8)
LONGITUDE: -117.909000
1.8 Sms = Fax Ss = 1.376 R=
Sm1 = Fv x S1 =
SDs 0.887 1.5 (razz -1;
SDs = 2/3 x S
ms = 0917 P = I.
Risk Calm, I, = 1.0
= .
2/3 x SMI - 0.591
we
o e ru areCt=0.02es.FremaX = 0 750.026 0.8t Res. Freme 0.016 0.9h" = 9.0el Freme=CtX.h"" = g,igq rel5 lems 0,03 0.75Ys 0.02 0.75
GOVERNING Cs= 0.6116
0.16
EMMEREM
Wind Velocity = 95 mph
Ps= 0.6 x ), x Kzt x P x I Exposure= D
vo Risk Cat.II, 1. = 1.0
a 1 C 141anon
TRANSVERSE I LEVEL
(ASCE 7-16 Sec. 25.5.3)
1.07
Mean Roof Height= 9.00 ft < 60 ft
K„= Roof Slope= 0.0 :12 =
1= 1.47 (FrMA5CE7. 0.0 degrees
I6 figure 26.54) -
C
wl
r -rte
LONGITUDINAL (N/A) L_ BEVEL I /lrl .I I FX Story Shear
USE WIND
Page:
E S I% F M E Inc. Date; 05-08-21
STRUCTURAL ENGINEERS lab #: M207
Client: KEVIN KELLEY
Project Name: KROGH RES Plan #: DECK
SHEAR WALL DESIGN SDs = 1.500 SEISMIC UPLIFT DEAD LOAD PARAMETER=0.6-0.14Sp 0
(IBC2018/0(32018/SDPWSAB) (CBC BASIC LOAD COMBINATIONS)
JWALL(S) @ LATERAL LOAD AT DECK - SEE WOOD FRAME DESIGN PLATE HT= 0 ft
{WALL 1= 1.00 ft OPENING= 0.00 ft WaIII E= 1.00 3) WALL2= 0.00 ft WALL 3= 0.00 ft WALL 4= 0.00 ft
LOAD=(, 105 pif( 11.0 ft/2+ 2 )= 788 lbs. TOTALWALL LENGTH= 1.00 ft
- LOAD =( 0 pif ( 0.0 ft/2+ O ) = 0 lbs.
LOAD =( 0 pif ( 0.0 ft/2+ O ) = 0 Ibs.
LOAD =( O plf ( 0.0 ft/2+ 0) = Ib5.
SHEAR = T. LOAD / L = 788 Its / 1.00 It = 786 lbs/ft
ANCHOR/STRAP? ANCHOR 7 t Ibs/ft
O¢PORCE=''SEISMIC U S E /;#s W/5/8" Dia.x 10" A.B.'S@ 20 "o(c A1320
UPLIFT: L (Wall)= 1.0 - ft LOAD= 788 lbs. O.T.M.= 0 ft-Ibs
RESISTING MOMENT = 0.39 x [Bearing Wall Weight] +Roof D.L.xTrib.Width+Floor D.L.xTdb.Width]x(S.W. Length)' /2
WALL WT= 14 .psfx 0 ft= 0 Ibs RDL= 0 psf TrbW= 0 ft FDL= 0 psf TrbW= 0 It
RES.MOM= 0 ft-Ibs UPLIFT=(O.T.M: R.M.)/Laao UPLIFT= N/A lbs
PROVIDE SIMPSON: N/A PER POST, CAPACITY= N/A Ibs OX USE DIAL "KNEE" BRACING
-
D WALL(S) @ NOT USED
PLATE HT= 9 it
OPENING=ft £ }} WALL2=
{WALL 1= 31.00LOAD
ft
21.60 It
=( pif (. OA ft/2+ ) =
460 Ibs. Td0 AL WALL LENGTH =
LOAD =( 249 pif ( 21.0 ft/2+ O ) =
2615 IbS.
.
LOAD =( 0 Pif ( 0.0 ft/2+ O ) =
0 IDS.
LOAD =( 0 plf ( 0.0 ft/2+ O ) =
0 Ibs.
SHEAR - T. LOAD /1, = 3075 Ibs / 21.50 ft _
143 Ibs/ft
0
143 Ib5/ft
ANCHORISTRAP? ANCHOR
5V.FORCE= SeIS b U S E 10 W/5/8' Dials 10" A B'S @ 72
"o/c AB72
361
li
UPLIFT: 1 (Wall)= 21.5 ftLOAD= 3075
Its. O.T.M.= 27671 ft -lbs
0.39 x [Bearing Wall Weight] +Roof D.LxTfib.Width+Floor D.L.xTrib.Width]x(S.W.
Length)' /2
RESISTING MOMENT =
9 ft= 126 Its 'RDL= 2UPLIf Trbw= 2
it FDL 0 psf TrbW= 0 ft
WALL WT= 14 psfx
RES.MOM= 31857 ft-Ibs UPLIFT=(O.T.M: R.M.)/Lw,li
PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. Ibs
OX
D WALL(S) @ NOT USED PLATE HT= 9 it
(WALL 1= 2o.00 ft OPENING- 0.00 ft Weill E= 20.00 4) WALL2= 0.00 ft WALL 3= 0.00 ft WALL 4= o.00 ft
580 ft/2+ 0 ) = 7221 lbs. TOTAL WALL LENGTH= 20.00 it
LOAD =( 249
pif
0
lbs.
LOAD =( O
pif ( 0.0 ft/2+ 0 ) =
LOAD =( 0
pif ( 0.0 ft/2+ 0 ) =
0
lbs.
LOAD =( D
pif ( 0.0 ft/2+ 0 ) =
0
Ibs.
SHEAR = T. LOAD / L =
7221 Ibs / 20.00 ft
361
li
361
lbs/ft
ANCHOR/STRAP? ANCHOR
-
)V.FORCE= .SEISMIC U S E 12
W/5/8" Dia x 10" A.B'S @ 44
110/c
UPLIFT: L,(Wall)= 20.0 ft
LOAD= 7221
Ibs.
O.T.M.-
RESISTING MOMENT = 0.39 x [Bearing
Wall Weight] +Roof D.L.xTnb.WIdth+Hoar D.LxTrib.Width]x(S.W.
Length)' /2
WALL Wi= 14 psf x 9 ft =
126 Its RDL= 22 psf Trbw= 2
ft
PDL= 0 psf
RES.MOM= 13260 ft-Ibs UPLIFT=(O.T.M: R.M.)/L„g UPLIFT= 2586
Ibs
PROVIDE SIMPSON: HTTS
PER POST, CAPACITY= 3325 Ibs
OX
Diaphragm Lengdt= 20 It
Provide A35's or tiff's Cu' a Inches O.C.
V=
361 pif
TrbW= 0 ft
ESI/FME,INC.
Sft tural Engineers
1800 E. 16th Street
SBnta CA 701
(714) M Fax (714) 8352819
KrdBIE rOAcF- -ANAL,Js1s =
2.2
/r—z. K851�� S
/2
M = 2.2-4(SSE fFAM>: AN41-511)
= M Z 3
.o' - 3-- a`
F, = 1.03 K
Abk►*Is g L*v K,g5;1* = 1_)*s�? ).v3 K
OK
13
ESI/FME, Inc.
Structural Engineers
Project Title: KROGH RESIDENCE
Engineer: SWR
Project ID: M207
Project Descr: DECK REMODEL
Description: FRAME ANALYSIS (FOR JOINT MOMENT INFO)
Joints...
Joint
Joint Coordinates
0.0
Thermal
Fixed
Joint
Label
H ft
X Translational Restraint
Y Translational Restraint
Z Rotational Restraint
Tempp
0.0
0.000000
8.0
Steel
29.000.00
deg F
1U
.0
Youngs
0.0
Thermal
Fixed
Label -
Fixed
kcf
in/deg,
Fixed
0
2
0.0
0.000000
8.0
Steel
29.000.00
0.490
0.000650
50.00
Wood
1800.00
0.350
0
3
18.50
8.0
1.0
+D+L+H10
1
1.0
I
1.0
0
4
18.50
+D+Lr+H
0.0
1.0
Fixed
Fixed
1.0
Fixed
0
Members...
1.0
1.0
�D-0.760L,0.760L+H
1.25
1.0
0.750
0.750
Member
1.0
+0+0.750L+0.750S+H
Endpoint Joints
1.0
Releases Specify Connectivity of Member Ends to Joints
0.750
Label
Property Label
I
Joint
J Jaint
I End
0.60
J End
+D+0.750Lr+0.750L+0.450W+H
1.6
1.0
0.750
0.750
0.450
i8,000
x
y
z (rotation)
%
z irotaGon)
A
Column
1
2
Fixed
Fixed
Pinned
Fixed Fixed
Fixed
B
Beam
2
3
Fixed
Fixed
Fixed
Fixed Fixed
Fixed
C
Column
3
4
Fixed
Fixed
Fixed
Fixed Fixed
Pinned
Member Stress Check Data...
Member
Unbreced Lengths
Slenderness Factors
AISC Bending & Stability Factors
Label
Lutz
8 W :y
K:z
K:y
Cm
Cb
A
8.000
8.000
1.00
1.00
internal
Internal
B
I
18.50D
18.500
1.00
I
1.00
I
Internal
Internal
C
8.000
8.000
1.00
1.00
Internal
Internal
Materials...
Member
Youngs
Density
Thermal
Yield
Label -
ksi
kcf
in/deg,
ksi
Default
1.00
0.000
0.000000
1.00
Steel
29.000.00
0.490
0.000650
50.00
Wood
1800.00
0.350
0.000000
0.00
I uvuuu matenai Vara...
Wood, Not Defined, Density= 350.0pcf, FbT=1350psi, FbC=1350psi, Fv=170psi, Ft= 1000, Fc=1000psi, E Bend XX= 1800ksi, E BendMin XX=
1800ksi, E Beny YY=1800kst, E BendMin YY=1800ksi, E Axial=1800ksi, Species=, Grade= Any, Class=
6x6 Column 1 Wood I 30.250 in^2 5.50 in 5.50 in 76.255 in^4 76.255 in44
6x14 Beam Wood 74.250 i02 13.50 in 5.50 in 1,127.67 in^4 187.17 in^4
Joint Loads.... Note: Loads labeled "Global Y" act downward (h. "-Y direr tion
Load Load Magnitude
Joint Label Direction Dead Roof Live Live Snow Seismic Wind Earth
2 Global 1 0,790 k
Stress/Strength Load Combinations
ASCE 7-16
Load Combination
Cd
0.2* ds*
Load
Combination
Factors
Description
Dead
Seismic Roof Live
Live
Snow
Wind
Seismic Rho Earth
+D+H
0.9
1.0
1.0
+D+L+H10
1
1.0
1.0
+D+Lr+H
1.25
1.0
1.0
1.0
+D+S+H
1.15
1.0
1.0
1.0
�D-0.760L,0.760L+H
1.25
1.0
0.750
0.750
1.0
+0+0.750L+0.750S+H
1.15
1.0
0.750
0.750
1.0
+D+0.60W+H
1.6
1.0
0.60
1.0
+D+0.750Lr+0.750L+0.450W+H
1.6
1.0
0.750
0.750
0.450
1.0
ESITME, Inc.
Structural Engineers
I&
ProjectTitie: KROGH RESIDENCE
Engineer: SWR
Project ID: M207
Project Descr: DECK REMODEL
E Only
Project Title: KROGH RESIDENCE
ESIIFME, Inc.
EngineerSWR
Structural Engineers :
Project M207
Project Descr: DECK REMODEL
oint Reactions by Load Combination :
Joint Reactions z
Load Combination X Y
Joint Label g k k-ft
3 ED v -6 3949 0.3416
4 E Only
Member End Forces by Load Combination : Joint "J "End Forces
Joint"I"En1111 s gxiai Shear Moment
Member Load Combination Axial Shear Moment
ft k 0.0 0.0 k k k-it
0.0
u.0 0.0 Label n n i -- I 0.0
a I I 0.0 0.0 0.0 0.0 0.0
b 0.0 OA 0.0 _0.0 0.0.._..... _...-0.0
0.2391 -0.2766' 2.213
0 2391 0.2766 0.0 -2.211
a E OnIY'07� ��� 0.2764 -0.2391 -2.213 -0.2764 0.2391
b EOnly"0.70 0.2391 0.2764 2.211 -0.2391 -0.2764 0.0
c ��^ EOnly '0.70 0.2074 0.0 0.1794-0.2674 1.660
EOnN'0.5250 0.1794 -1.660 -0.2073 0.1794 -1.658
a E OnN' 0.5250 0.2073 -0.1794 0.0
b 0.1794 0.2073 1.658 -0.1794 -0.2073
G E OnN `0.5250
Only Load Combmabmrs ymmg maximum vaues are hsted
Extreme Member Forces FO"2=766
Dist from "I" Joint
Mmbr Lahel Axial Distirom "I" Joint Moment Dist from "1" Joint0.0 ft
-0.03387k-ft 0.1633ftk
0.0 rt t Oni" `0.7C
A 0.2391k EOniy-05260
Max EOnry`670 8.0g � 0.2074k 0.0 it
A I 0.1794k 0.0 ft I-2.213k-H EOn(y'0525C
E Oni `0.5253
Ii cOrly'070 0.0 ft
Min-0.2073k Y 0.0 it 2.211 k-ft 18.50ft I -0.1794k FOnly'05250
8 I EOrily' 0.70
E on%'05250 I -0.2391 k 0.0 ft
Max 0.9 ft-2213k-ft O.Oft
B �-0.2764k - EOn!y `Ci0
E O ?Iy"0.70
Min E or t' T O.O ft ( 0.2764 k 0.0 ft
-0.1794k 0.0 it 2.211k-ft F0111
0 � � Oniv'U 7P O.D ft
Max EJnily 0.5250 7.837It 0.2073k _
0.0 ft 0.03385 k-ft F Jr t -, 0
O 1-0.2391k �O,il 07 FOniy`OG250 y
Min I Stress Checks per AISC 360.16 & NDS 20'
Member Stress Checks...will Max. Shear Stress Ratios
Member Section Material Max. Axial+ Bending Stress Ratios
Label Label Load Combination Ratio Status Dist (ft) Load Combination Ratio Status Dist I
eon 570 0.797 PASS 8.00 EoNy-070 0.090 PASS 0.
A I Column Wood y' PASS 0.00 Eody'0.70 0.032 PASS 0
B Beam Wood Eody•o.70 0.131 EOdy'070 0.096 PASS 0
C Column Wood
EONY'DID 0.789 PASS 0.00
ESVFME. Inc.
Structural Engineers Project Title: KROGHRESIDENCE
Engineer: SWR
Project ID: M207
Project Descr: DECK REMODEL