HomeMy WebLinkAboutPV2022-018 - Calcsfml cire9to Dr,
ESI / F M E
INC.
STRUCTURAL ENGINEERS
PROJECT: Structural calculations for SHEA HOMES on "The Cay @
Mariner Shores" to be built @ 1244 Irvine Ave., Newport Beach
PLAN 1-4
2016 CBC
July 31, 2019
Revisions: OC 11/30/20
SHEA HOMES
by IDEArc
Architecture - Planning
Client Job No.
[Shipped: Job No. 7 1 9- K 2 8 2
1800 E. 16th Street, Unit 6, Santa Ana, CA 9270011 / Tel: (714) 835-2800 / Dir. (657) 335-4117
mss.
Page:
2
E S I/
F M E Inc. Date:
4/20/20
STRUCTURAL ENGINEERS Job #: 719-K282
Client: S H E A HOMES
Project Name: "The Cay @ Mariner Shores", Newport Beach, CA. Plan #: 1 and 4
LOAD CONDITIONS:
ROOF : Asphalt Shin les Rock Tile
FLOOR:
Slope >4:12 >4:12 >4:12
w/o Conc. w/ 1-1/2° LW Conc.
Live Load 20.0 psi 20.0 psi 20.0 psi
& V gyperete
Live Load 40.0 psi 40.0 psi
Roof'g Mt'I 4.0 - - 10.0
D.L. of F.F. 5.0 15.0 1/8"Schulter Ditra
Built -Up -- 6.0 --
Miscellaneous 1.0 1.0
Sheathing 1.5 1.5 1.5
Sheathing 2.5 2.5
Roof Rafters 1.5 1.5 1.5
Floor Joists 3.0 3.0
Ceiling Joist 1.5 1.5 1.5
Drywall 2.5 2.5
Drywall 2.5 2.5 2.5 Total D.L. 14.0 psi 24.0 psi
Miscellaneous 3.0 3.0 6.0 (+3 solar) Total Load 54.0 psi 64.0 psf
Total D.L. 14.0 psi 76.0 psi 23.0 psi
Total Load 34.0 psi 36.0 psi 43.0 psi
LOAD CONDITIONS
STANDARD SPECIFICATIONS FOR
PROJECT DESCRIPTION:
STRUCTURAL CALCULATIONS
Job Name "The Cay @ Mariner Shores"
City Newport Beach, CA.
1. Sketches of details in calculations are not
Client SHEA HOMES
to scale and may not represent true
ENGINEER OF RECORD: R. R. W.
conditions on plans. Architect or designer
PROJECT ENGINEER: M.S.C. DATE:
7/31/2019
is responsible for drawing details in plans
ENGINEER: DATE:
which represent true framing conditions
BACK CHECK: DATE:
and scale. Enclosed details are intended to
ROOF TRUSS Rev.: M.S.C. DATE:
4/20/2020
complement standard construction practice
FUR. TRUSS Rev.: DATE:
to be used by experienced and qualified
P/T FOUND. Rev.: M.S.C. DATE:
4/20/2020
Contractors.
PLAN CHECK: M.S.C. DATE:
4/20/2020
REVISIONS:
2. The structural calculations included here
are for the analysis and design of primary
A SHTS: 5, 6, 7, 9, 9, 10, 12, 17, 19, 21, 24, 26, DATE:
4/20/20
structural system. The attachment of non-
structural elements is the responsibility of
32a -b, 36, 41a -h, 52-54, 63, 64, 66, 68, 69. Init.:
MSC
BB SHTS: 10c,10d, 41 ,41 k, 59, 63, 63a, 67, DATE:
6/26/20
the architect or designer, unless specifically
shown otherwise.
68 and 70. Init.:
MSC
Oc SHTS: 5f, , 23a,b, 41b.1,411b.2, DATE:
11/30/20
41b.3, 41b.4, 41h.1, 41h.2. MODELREV. Init.:
MSC
3. The drawings, calculations, specifications
DO SHTS: DATE:
and reproductions are instruments of�,
service to be used only for the specific
mit.:
E
ESHTS: DATE:
project covered by agreement and cover
sheet. Any other use is solely prohibited.
Init.:
F SHTS: DATE:
/\ Init.:
4. All changes made to the subject project
t G 7 SHTS: DATE:
shall be submitted to E S I / F M E, Inc.
in writing for their review and comment.
E S I / F M E, Inc. - Structural Engineers
These calculations are meant to be used
by a design professional, omissions are
intended.
5. Copyright @ - 1994 by E S I / F M E, Inc.
Structural Engineers. All rights reserved.
This material may not be reproduced in*
whole or part without written permission
of ESI /FME, Inc.
(This signature is to be a Rpf ESS)q
wet signature, not a copy.) Q R Nq
APPROVED BY:
A
52345,
DATE: 11/30/20 �Tq �UCSURP�'��
TF
GFCA �F�R
mss.
ESI/FME, Inc.
Structural Engineers
1800 E. 16th Street
Santa Ana, CA 92701
(714) 835-2800
Project Title: Mariner Shores for SHEA HOMES
Engineer: RRW / MSC
Project ID: 719-K282 5F
Project Descr:DUPLEX 1-4
Printed: 12 NOV 2020, 1:32PM
Wood Beam Sofivarsoopyrlght ENERCALC, INC. 1983-2020, Bu11d:12.20.8.17_
Beam #1 B PSL - Side of Bonus Room - 3rd
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Analysis Method:
Allowable Stress Design
Fb+
Load Combination
ASCE 7-10
Fb-
750.0 psi
3.50 X 8.0
Fc - Prll
Wood Species
: iLevel Truss Joist
Fc - Perp
Wood Grade
: Parallam PSL 2.0E
Fv
Fv: Allowable
=
Ft
Beam Bracing :
Beam is Fully Braced against lateral -torsional
buckling
3.50 X 8.0
Span = 8.0 ft
2,900.0 psi
E: Modulus of Elasticity
2,900.0 psi
Ebend-xx 2,000.Oksi
2,900.0 psi
Eminbend -xx 1,016.54ksi
750.0 psi
3.50 X 8.0
290.0 psi
382.54psi
2,025.0 psi
Density 45.070pcf
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.020, Lr= 0.020 ksf, Tributary Width = 3.50 ft, (Roof)
Maximum Bending Stress-RaIJ07
0.106:1 Maximum Shear Stress Ratio
=
0.074 : 1
Section used for this span
3.50 X 8.0
Section used for this span
3.50 X 8.0
fb: Actual =
382.54psi
IV: Actual
=
26.76 psi
Fb: Allowable =
3,625.00psi
Fv: Allowable
=
362.50 psi
Load Combination
+D+Lr
Load Combination
+D+Lr
Location of maximum on span =
4.000ft
Location of maximum on span
=
7.358ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.022 in Ratio = 4418>=360
Max Upward Transient Deflection
0.000 in Ratio
= 0 <360
Max Downward Total Deflection
0.046 in Ratio= 2079>=240
Max Upward Total Deflection
0.000 in Ratio = 0 <240
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
Fib V
IN, Fv
D Only
0.00 0.00
0.00 0.00
Length = 8.0 ft 1 0.078 0.054
0.90 1.000 1.00 1.00
1.00 1.00 1.00 0.63 202.54
2610.00 0.26
14.17 261.00
+D+Lr
1.000 1.00 1.00
1.00 1.00 1.00
0.00 0.00
0.00 0.00
Length =soft 1 0.106 0.074
1.25 1.000 1.00 1.00
1.00 1.00 1.00 1.19 382.54
3625.00 0.50
26.76 362.50
+D+0.750Lr
1.000 1.00 1.00
1.00 1.00 1.00
0.00 0.D0
0.00 0.00
Length = 8.0 it 1 0.093 0.065
1.25 1.000 1.00 1.00
1.00 1.00 1.00 1.05 337.54
3625.00 0.44
23.61 362.50
+0.60D
1.000 1.00 1.00
1.00 1.00 1.00
0.00 0.00
0.00 0.00
Length = 8.0 It 1 0.026 0.018
1.60 1.000 1.00 1.00
1.00 1.00 1.00 0.38 121.52
4640.00 0.16
8.50 464.00
Overall Maximum Deflections
Load Combination Span
Max.'-" Deo Location in Span
Load Combination
Max. Y' Dell
Location in Span
+D+Lr-- -- _- 1
0.0462 4.029
_ _-- 0.0000
0.000
ESIIFME, Inc.
Structural Engineers
1800 E. 16th Street
Santa Ana, CA 92701
(714)835-2800
Project Title: Mariner Shores for SHEA HOMES
Engineer: RRW / MSC
Project ID: 719-K282 513
Project Descr:DUPLEX 1-4
Printed: 12 NOV
1:32PM
Wood Beam "'_ ±oeanis.eco '
Software oopyright ENERCALC, INCC.:198&2020, euild:12.Z717
Lie. #: KW -06000077 ESI/FME INC,
DESCRIPTION: Beam #1 B PSL - Side of Bonus Room - 3rd Level
Vertical Reactions
Support notation : Far left is pi Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
0.595
0.595
Overall MINimum
0.280
0.280
D Only
0.315
0.315
+D+Lr -
0.595
0.595
+D+0.750Lr
0.525
0.525
+0.60D
0.189
0.189
Lr Only
0.280
0.280
ESI/FME, Inc. Project Title: Mariner Shores for SHEA HOMES
Structural Engineers Engineer: RRW / MSC
1800 E. 16th Street Project ID: 719-K282 23A
Santa Ana, CA 92701 Project Descr: DUPLEX 1-4
(714) 835-2800
Printed: 12 NOV 2020. 1:40PM
I Wood Beam�o J
Software coovrioht ENERCALC. INC: 79832020. BuiId:12.20.A:17
DESCRIPTION: Beam #19 btwn. BR/MBA P4 - 2nd Level
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
CODE REFERENCES
Load for Span Number 1
0.00
0.00
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
1 0.272
Uniform Load : D = 0.020, Lr = 0.020 ksf, Extent = 2.0 -->> 3.0 It, Tributary Width =10.0 ft, (Roof)
0.90
Load Combination Set: ASCE 7-10
1.00
1.00
Point Load : D=1.560, Lr =1.560 k@ 15.20 ft, (Girder Truss above + beam)
Material Properties
1.00
Point Load : D=0.3325, L = 0.950 k @ 15.0 ft, (PSL- FLOOR)
Analysis Method: Allowable Stress Design
Fb+
2,900.0 psi
E: Modulus of Elasticity
Load Combination ASCE 7-10
Fb-
2,900.0 psi
Ebend-xx 2,000.Oksi
Section used for this span
Fc - Pill
2,900.0 psi
Eminbend -xx 1,016.54ksi
Wood Species : Trus Joist
Fc - Perp
625.0 psi
= 362.50 psi
Wood Grade : Parallam PSL 2.0E
Fv
290.0 psi
Location of maximum on span = 15.015ft
Location of maximum on span
Ft
2,025.0 psi
Density 45.070pcf
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
Maximum Deflection
1.00
1.00
nil?00 T,,")1.17)
1040>=360
D(m.(93fiP'p1,Uf��)
3.5x14.0
Span = 18.70 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
0.00
Load for Span Number 1
0.00
0.00
Uniform Load : D = 0.0140 ksf, Extent = 2.0 -->> 3.0 ft, Tributary Width = 9.0 It, (Wall above)
1 0.272
Uniform Load : D = 0.020, Lr = 0.020 ksf, Extent = 2.0 -->> 3.0 It, Tributary Width =10.0 ft, (Roof)
0.90
Point Load : D=1.170, Lr =1.170 k @ 3.0 ft, (Girder Truss above)
1.00
1.00
Point Load : D=1.560, Lr =1.560 k@ 15.20 ft, (Girder Truss above + beam)
+D+L
1.00
Point Load : D=0.3325, L = 0.950 k @ 15.0 ft, (PSL- FLOOR)
0.983
DESIGN SUMMARY
1.00
1.00
'.Maximum Bending Stress Ratio = 0.3721 Maximum
Shear Stress Ratio
= 0.302 :1
Section used for this span 3.5x14.0
Section used for this span
3.5x14.0
fb: Actual = 1,325.65psi
fv: Actual
= 109.44 psi
Fb: Allowable = 3,563.50psi
Fv: Allowable
= 362.50 psi
Load Combination +D+0.750Lr+0.750L
Load Combination
+D+0.750Lr+0.750L
Location of maximum on span = 15.015ft
Location of maximum on span
= 17.540 If
Span # where maximum occurs = Span # 1
Span # where maximum occurs
= Span # 1
Maximum Deflection
1.00
1.00
Max Downward Transient Deflection 0.216 in Ratio=
1040>=360
Max Upward Transient Deflection 0.000 in Ratio=
0 <360
1.00
Max Downward Total Deflection 0.499 in Ratio=
449>=240
Length =18.70 ft
Max Upward Total Deflection 0.000 in Ratio=
0 <240
1.25
Maximum Forces & Stresses for Load Combinations
1.00
1.00
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 Only
0.00
0.00
0.00
0.00
Length =18.70 ft
1 0.272
0.222
0.90
0.983
1.00
1.00
1.00
+D+L
1.00
0.983
1.00
1.00
1.00
Length =18.70 ft
1 0.348
0.280
1.00
0.983
1.00
1.00
1.00
+D+Lr
1.00
0.983
1.00
1.00
1.00
Length =18.70 ft
1 0.348
0.285
1.25
0.983
1.00
1.00
1.00
+D+0.750Lr+0.750L
1.00
0.983
1.00
1.00
1.00
Length =18.70 ft
1 0.372
0.302
1.25
0.983
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
6.65
697.51
2565.72
1.89
57.91
261.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
9.46
992.37
2850.80
2.65
81.23
290.01)
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
11.82
1,240.35
3563.5D
3.37
103.29
362.50
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
12.63
1,325.65
3563.50
3.57
109.44
362.50
ESI/FME, Inc.
Structural Engineers
1800 E. 16th Street
Santa Ana, CA 92701
(714)835-2800
Wood Beam_
Beam #19 btwn. BR/MBA P4 - 2nd Level
Project Title: Mariner Shores for SHEA HOMES
Engineer: RRVV / MSC
Project ID: 719-K282 23B
Project Descr:DUPLEX 1-4
Printed: 12 NOV 2020. 1:40PM
Load Combination
Max Stress Ratios
0.762
D Only
1.766
1.909
+D+L
1.954
Moment Values
+D+Lr
3.213
Shear Values
Segment Length
Span# M V
Cd CFN
Ci
Cr
Cm
C t
CL
M fb
F'b
V
fv F'v
+D+0.750L
0.188
0.983
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00 0.00
Length = 18.70 It
1 0.280 0.226
1.15 0.983
1.00
1.00
1.00
1.00
1.00
8.75 918.66
3278.42
2.46
75.40 333.50
+0.60D
0.983
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00 0.00
Length =18.70 it
1 0.092 0.075
1.60 0.983
1.00
1.00
1.00
1.00
1.00
3.99 418.50
4561.28
1.13
34.74 464.00
Overall Maximum Deflections
Load Combination
Span
Max. "" Deg
Location in Span
Load Combination
Max. 4" Dell
Location in Span
+D+0.750Lr+0.750L
1
0.4987
9.759
0.0000
0.000
Vertical Reactions
Load Combination
Support notation : Far left is #1 Values in KIPS
Supports Support2
Overall MINimum
0.188
0.762
D Only
1.766
1.909
+D+L
1.954
2.671
+D+Lr
3.213
3.392
+D+0.750Lr+0.750L
2.993
3.593
+D+0.750L
1.907
2.481
+0.60D
1.060
1.146
Lr Only
1.448
1.482
L Only
0.188
0.762
ESI/FME, Inc
Structural Engineers
1800 E. 16th Street
Santa Ana, CA 92701
(714)835-2800
Wood Beam
Project Title: Mariner Shores for SHEA HOMES
Engineer: RRVV / MSC
Project ID: 719-K282 416.1
Project Descr:DUPLEX 1-4
Printed: 11 NOV 2020. 4:57PM
DESCRIPTION: OMEGA: Bm #39A @Stairs -1st Level (SW#20 abv.)
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+ 2325 psi E: Modulus of Elasticity
Load Combination ASCE 7-10 Fla - 2325 psi Ebend-xx 1550ksi
Fc - Pill
Wood Species : iLevel Truss Joist Fc - Perp
Wood Grade : TimberStrand LSL 1.55E Fv
Ft
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
3.5x14
Span=100ft
2050 psi
800 psi
310 psi
1070 psi
Eminbend -xx 787.815ksi
Density 45.01 pcf
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.0140 ksf, Tributary Width = 18.0 ft, (Wall above)
Point Load : E = 3.50 k @ 5.750 ft, (Shear Wall #20 (abv.))
DESIGN SUMMARY
',Maximum Bending Stress Ratio =
0.3301
Maximum Shear Stress Ratio
=
0.187 : 1
Section used for this span
3.5x14
Section used for this span
3.5x14
fb: Actual =
1,211.40psi
fv: Actual
=
92.71 psi
Fb: Allowable =
3.667.62psi
Fv: Allowable
=
496.00 psi
Load Combination
+1.158D+0.910E
Load Combination
+1.158D+0.910E
Location of maximum on span =
5.730ft
Location of maximum on span
=
8.869 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.099 in
Ratio =
1210> 360
Max Upward Transient Deflection
0.000 in
Ratio =
0 <360
Max Downward Total Deflection
0.118 in
Ratio =
1016>=240
Max Upward Total Deflection
0.000 in
Ratio =
0 <240
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span# M V
Cd CFN Ci
Cr Cm
C t CL M to
Pb
V
fv Fv
D only
0.06
0.00
0.66 0.00
Length = 10.0 ft 1 0.170 0.113
0.90 0.986 1.00
1.00 1.00
1.00 1.00 3.34 350.71
2063.03
1.03
31.66 279.00
+1.158D+0,910E
0.986 1.00
1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 10.0 ft 1 0.330 0.187
1.60 0.986 1.00
1.00 1.00
1.00 1.00 11.54 1,211.40
3667.62
3.03
92.71 496.00
+1.118D+0.6825E
0.986 1.00
1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length =10.0 ft 1 0.271 0.156
1.60 0.986 1.00
1.00 1.00
1.00 1.00 9.47 994.36
3667.62
2.53
77.45 496.00
+0.60D
0.986 1.00
1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length =10.0 ft 1 0.057 0.038
1.60 0.986 1.00
1.00 1.00
1.00 1.00 2.00 210.42
3667.62
0.62
18.99 496.00
+0.4424D+0.910E
D.986 1.00
1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length =10.0 It 1 0.263 0.141
1.60 0.986 1.00
1.00 1.00
1.00 1.00 9.20 965.89
3667.62
2.29
70.07 496.00
ESI/FME, Inc. Project Title: Mariner Shores for SHEA HOMES
Structural Engineers Engineer: RRW / MSC
1800 E. 16th Street Project ID: 719-K282 41 B.2
Santa Ana, CA 92701 Project Descr: DUPLEX 1-4
(714) 838-2800
Printed: 17 NOV 2020, 4:57PM
File: K282_P 4_eams.ep6.
Wood Beam. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8:17
KW -06000077 ESI/FME INC.
DESCRIPTION: OMEGA: Bm #39A @Stairs -1st Level (SW#20 abv.)
Overall Maximum Deflections
Load Combination Span Max."" De0 Location in Span Load Combination Max. Y' Deb Location in Span
Vertical Reactions
Load Combination
Overall MAXimum
Overall MINimum
D Only
+D+0.70E
+D+0.5250E
+0.60D
+0.60D+0.70E
E Only
Support notation : Far left is #1 Values in KIPS
Supponi Support
2.378 2.745
1.488 2.013
1.337 1.337
2.378 2.745
2.118 2.393
0.802 0.802
1.843 2.211
1.488 2.013
ESI/FME, Inc.
Structural Engineers
1800 E. 16th Street
Santa Ana, CA 92701
(714)835-2800
Project Title: Mariner Shores for SHEA HOMES
Engineer: RRW / MSC
Project ID: 719-K282 41B.3
Project Descr:DUPLEX 1-4
Printed: 11 NOV 2020, 4:13PM
Wood Beam Software copyright ENERCALC, INC. 19832020, BUIItl:12.20.817
OMEGA: Bm #39B @Stairs -1 at Level
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : ASCE 7-10
Analysis Method:
Allowable Stress Design
Fb+
2,900.0 psi E:
Modulus of Elasticity
Load Combination ASCE 7-10
Fb-
2,900.0 psi
Ebend-xx 2,000.Oksi
3.5x11.875
Fc -Pdl
2,900.0 psi
Eminbend -xx 1,016.54ksi
Wood Species
: Trus Joist
Fc - Perp
625.0 psi
fv: Actual
Wood Grade
: Parallam PSL 2.0E
Fv
290.0 psi
3,625.00psi
Ft
2,025.0 psi
Density 45.070pcf
Beam Bracing :
Beam is Fully Braced against lateral -torsional buckling
+D+Lr
Load Combination
�
D(O.09e) Lr(r) 098)
a -mss
a
3.5x11.875
I!� Span = 9.80 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.0140 ksf, Tributary Width =18.0 ft, (Wall above (2nd & 3rd))
Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width =10.50 ft, (Roof (3rd);
Uniform Load : D = 0.020, Lr = 0.020 ksf, Extent = 0.0 --» 5.0 ft, Tributary Width = 2.40 it, (Low Roof,
Uniform Load : D = 0.020, Lr = 0.020 ksf, Extent = 5.0 --» 9.80 ft, Tributary Width = 4.90 It, (Low Roof,
Point Load : E = 3.50 k @ 2.60 It, (Shear Wall #20 (abv))
!!Maximum Bending Stress Ratio =
0.401: 1
Maximum Shear Stress Ratio
=
0.373 :1
Section used for this span
3.5x11.875
Section used for this span
3.5x11.875
fb: Actual =
1,453.08psi
fv: Actual
=
172.88 psi
Fb: Allowable =
3,625.00psi
Fv: Allowable
=
464.00 psi
Load Combination
+D+Lr
Load Combination
+1.158D+0.910E
Location of maximum on span =
5.043ft
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
0.089 in
Ratio=
1314>=360
Max Upward Transient Deflection
0.000 in
Ratio
= 0 <360
Max Downward Total Deflection
0.179 in
Ratio
= 657>=240
Max Upward Total Deflection
0.000 in
Ratio=
0 <240
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 Only
0.00
0.00
0.00 0.00
Length = 9.80 N 1 0.367 0.303
0.90
1.000 1.00
1.00
1.00 1.00 1.00 6.57 958.44
2610.00
2.19
79.06 261.00
+D+Lr
1.000 1.00
1.00
1.00 1.00 1.00
0.00
0.00
0.00 0.00
Length =9.80ft 1 0.401 0.332
1.25
1.000 1.00
1.00
1.00 1.00 1.00 9.96 1,453.08
3625.00
3.34
120.49 362.50
+D+0.750Lr
1.000 1.00
1.00
1.00 1.00 1.00
0.00
0.00
0.00 0.00
Length = 9.80 It 1 0.367 0.304
1.25
1.000 1.00
1.00
1.00 1.00 1.00 9.11 1,329.41
3625.00
3.05
110.13 362.50
+1.158D+0.910E
1.000 1.00
1.00
1.00 1.00 1.00
0.00
0.00
0.00 0.00
Length = 9.80 ft 1 0.385 0.373
1.60
1.000 1.00
1.00
1.00 1.00 1.00 12.24 1,785.71
4640.00
4.79
172.88 464.00
+1.118D+0.6825E
1.000 1.00
1.00
1.00 1.00 1.00
0.00
0.00
0.00 0.00
ESI/FME, Inc.
Structural Engineers
1800 E. 16th Street
Santa Ana, CA 92701
(714) 835-2800
Project Title: Mariner Shores for SHEA HOMES
Engineer: RRVV / MSC
Project ID: 719-K282
Project Descr:DUPLEX 1-4 41 B.4
Printed: 11 NOV 2020, 4:13PM
Wood Beam
Sofhvare coovricht ENEftCALC.INC. 196b2020. BuiId:12.202.20.8.17
DESCRIPTION: OMEGA: Bm #39B @Stairs -1st Level (SW#20 abv.)
Load Combination
Max Stress Ratios
0.929
D Only
2.622
2.744
+D+Lr
3.944
4.189
Moment Values
3.614
3.828
Shear Values
Segment Length
Span# M V
Cd
CFN
Ci
Cr
Cm
C t
CL
M
b
Fib
V
fv F'v
Length = 9.80 ft
1 0.337 0.321
1.60
1.000
1.00
1.00
1.00
1.00
1.00
10.72
1,564.47
4640.00
4.12
148.75 464.00
+0.60D
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00 0.00
Length = 9.80 ft
1 0.124 0.102
1.60
1.000
1.00
1.00
1.00
1.00
1.00
3.94
575.06
4640.00
1.31
47.44 464.00
+0.4424D+0.910E
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00 0.00
Length =9.80 ft
1 0.261 0.255
1.60
1.000
1.00
1.00
1.00
1.00
1.00
8.31
1,212.84
4640.00
3.28
118.24 464.00
Overall Maximum Deflections
Load Combination
Span
Max. ""
Dell
Location
in Span
Load Combination
Max. Y' Dell
Location in Span
tical Reactions Support notation: Far left is#1 Values in KIPS
Combination Support 1 Support 2
Overall MINimum
2.571
0.929
D Only
2.622
2.744
+D+Lr
3.944
4.189
+D+0.750Lr
3.614
3.828
+D+0.70E
4.422
3.394
+D+0.5250E
3.972
3.231
+0.60D
1.573
1.646
+0.60D+0.70E
3.373
2.296
Lr Only
1.323
1.445
E Only
2.571
0.929
ESI/FME, Inc.
Project Title: Mariner Shores for SHEA HOMES
Structural Engineers
Engineer: RRVV / MSC
1800 E. 16th Street
Project ID: 719-K282 41H.1
Santa Ana, CA 92701
Project Descr: DUPLEX 1-4
(714) 835-2800
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Printed: 12 NOV 2020, 1:28PM
Wood Beam Software wwriant ENERCALC,INC. 1983.2020, 13UIId:12.20.8.17'
DESCRIPTION: Beam #42 GLB Alt. - Front of Bonus Room - 3rd Level
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
CODE REFERENCES
Uniform Load : D = 0.020, Lr= 0.020 ksf, Tributary Width = 5.0 ft, (Root)
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Max Stress Ratios
''
_DESIGNSUMMARY
',Maximum Bending Stress Ratio =
Load Combination Set: ASCE 7-10
0.114:1
Section used for this span
5.125x9
Section used for this span
Material Properties
fb: Actual =
711.37psi
fv: Actual =
37.70 psi
Analysis Method: Allowable Stress Design
Fb +
2,400.0 psi
E: Modulus of Elasticify
Load Combination
Load Combination ASCE 7-10
Fb-
1,850.0 psi
Ebend-xx
1,800.Oksi
Location of maximum on span =
Fc -Prll
1,650.0 psi
Eminbend -xx
950.Oksi
Wood Species :DF/DF
Fc - Perp
650.0 psi
Ebend-yy
1,600.Oksi
Wood Grade : 24F -V4
Fv
265.0 psi
Eminbend - yy
850.Oksi
0.000 in Ratio =
Ft
1,100.0 psi
Density
31.210pcf
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
1.00
Max Upward Total Deflection
0.000 in Ratio =
0 <240
5.125x9
Span = 12.50 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.020, Lr= 0.020 ksf, Tributary Width = 5.0 ft, (Root)
Load Combination
Max Stress Ratios
''
_DESIGNSUMMARY
',Maximum Bending Stress Ratio =
0.237 1 Maximum Shear Stress Ratio =
0.114:1
Section used for this span
5.125x9
Section used for this span
5.125x9
fb: Actual =
711.37psi
fv: Actual =
37.70 psi
Fb: Allowable =
3.000.00psi
Fv: Allowable =
331.25 psi
Load Combination
+D+Lr
Load Combination
+D+Lr
i Location of maximum on span =
6.250ft
Location of maximum on span =
11.770ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.099 in Ratio =
1521 >=360
0.00
'. Max Upward Transient Deflection
0.000 in Ratio =
0 <360
0.90 1.000
Max Downward Total Deflection
0.207 in Ratio =
724>=240
1.00
Max Upward Total Deflection
0.000 in Ratio =
0 <240
2160.00
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
CIL
ML
Ft
V
fv
Fv
D Only
0.00
0.00
0.00
0.00
Length = 12.50 ft
1 0.173 0.083
0.90 1.000
1.00
1.00
1.00
1.00
1.00
2.15
372.62
2160.00
0.61
19.75
238.50
+D+Lr
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =12.50 ft
1 0.237 0.114
1.25 1.000
1.00
1.00
1.00
1.00
1.00
4.10
711.37
3000.00
1.16
37.70
331.25
+D+0.750Lr
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =12.50 ft
1 0.209 0.100
1.25 1.000
1.00
1.00
1.00
1.00
1.00
3.61
626.68
3000.00
1.02
33.21
331.25
+0.60D
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =12.50 ft
1 0.058 0.028
1.60 1.000
1.00
1.00
1.00
1.00
1.00
1.29
223.57
3840.00
0.36
11.85
424.00
Overall Maximum Deflections
Load Combination
Span
Max.'-" Dell
Location in Span
Load Combination
Max. Y' Deg
Location in
Span
+D+Lr
- - 1
0.2070
-
6.296
0.0000
0.000
ESI/FME, Inc.
Structural Engineers
1800 E. 16th Street
Santa Ana, CA 92701
(714)835-2800
Wood Beam
DESCRIPTION: Beam #42 GLB Alt. - Front of Bonus Room -3rd Level
Project Title: Mariner Shores for SHEA HOMES
Engineer: RRW / MSC
Project ID: 719-K282 41 H.2
Project Descr:DUPLEX 1-4
Printed: 12 NOV 2020, 1:28PM
Vertical Reactions Support notation: Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MINimum
0.625
0.625
D only
0.687
0.667
+D+Lr
1.312
1.312
+D+0.750Lr
1.156
1.156
+0.601)
0.412
0.412
Lr Only
0.625
0.625
0
CRUMMACK HUSEBY
MARINER SHORES COMMUNITY ASSOCIATION
SOLAR INSTALLATION
2102 CRESTA DRIVE, NEWPORT BEACH, CA
pgapor RE: SOLAR INSTALLATION APPROVAL I LOT 54
To whom it may concern,
The Solar Energy System at 2102 Cresta Drive, Newport Drive, as depicted in the submitted plans, has been
assigned as a "Limited Use Solar Area" by the Declarant per the 2.8.1 and 2.8.2 of the Governing Documents.
So approved by:
Matthew Harley, Shea Homes
Sincerely,
>nac CJ/zn�re��
Jaime Chandler
Crummack Huseby, Inc.
Insightful. In person. Invaluable.
25531 Commercentre Drive, Ste.100, Lake Forest, CA 92630 P 949-367-9430