HomeMy WebLinkAboutX2021-1307 - Calcs (2)CK4n nil PI .
II
EL\� Auia2hian/Associates Consulting Engineers, Inc.
4 51.0 N. Newport Blvd., Suite C, Newport Beach, CA. 92663
No'P1 CL:
CALCUTATION TO BE VA.L.ID MOST 9@AR
A COMPANY SIGNA'TURL. IN REN !NK A
RE.P1Y0DUCON 'i GNATDRG IS NOT VALID
Adams Residence Remodel
3717 Channel Place JOB# 2021.09
Newport Beach, Ca 92663 av, -ii.
i
PREPARED FOR: Denis Laroche Arch., Inc.
DESIGN CRITERIA
Design -Based Upon CBC 2019
Allowable Stresses:
A. Timber:
Q(ZDF�S%'
h���Q��RPUlgCyq��
No Yy C
BUILDING DIVISION u C038570 m
cl� EExxp.3-31-2625
C VIL -��
JUL 3 0 2021 EDF C:AUCOCv
-7/esl2_l
BY: Y.7
Douglas Fir Larch:
1) Joists4X Beams Df. # 1 ---
2) Beams 6X Df.# 1 ----------
3) Beams 6X Select Structural
B. Concrete:
Slabs----------------------
Foundations-RETAINING WALLS
C. Masonry:
Inspection -----------------
No Inspection--------------
D. Reinforcing Steel:
-Fb = 1000 psi
-Fb = 1350 psi
-Fb = 1600 psi
---------------F'c = 2500 psi
---------------F'c = 2500 psi
------------F'm= 1500 psi
------------F'm= V50 psi
Slabs
& Footings ----------------------------
Fy=
60,000
psi
Wall -
Typical ------------------------------
Fy=
60,000
psi
Welded
Bars ---------------------------------
Fy=
40,000
psi
E. Structural Steel:
Pipes----------------------------------- ASTM A53 Grade B
Tubes -----------------------------------ASTM A500, Fy=46 ksi
Miscellaneous--------------------------- ASTM A36, Fy=36 ksi
F. Soil:
Soil Per CBC -2019 QS= 1000.00 psf
PROJECT ., 10
AUJAGHIAN/ASSOCIATES
SHEET NO.
.l
FORCONSULTING
ENGINEERS INC.
C
JOB NO.
21 • o �?
LOCATION:
510 N. NEWPORT BLVD, SUITE C
DATE
-31,1 -1 r yr t__. I ., :,+.;.-=.
NEWPORT BEACH, CA 92663
ITEM: jz..Y. - ! ! U"
TEL 949-67&4lD3
ENGINEER
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PROJECT MP
AUJAGHIAN/ASSOCIATES
SHEET NO.
FOR �CVvI�, irprYL.uGkl�
CONSULTING ENGINEERS INC.
JOB N0.
LOCATION:
510 N. NEWPORT BLVD, SUITE C
DATE
5 2:z7
3-711
NEWPORT BEACH, CA 92663
ITEM: V n_�� y ,: ,:
TEL 949-676-4103
ENGINEER
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AUJAGHIAN ASSOCIATES CONSULTING
510 N. NEWPORT BLVD., SUITE C
NEWPORT BEACH, CA 92663
TEL: 949-677-4103
FAX: 949-722-8676
DESCRIPTION: fo-1 line a
CODE REFERENCES
Project Title: Mr. & Mrs. Adams
Engineer:
Project ID: 21.09 Adams
Project Descr:Remodel
Printed: 27 JUN 2021, 9:02PM
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-16
Material Properties
1.265
1.265
Uniform Load: D = 0.0550, L = 0.220 ,
Analysis Method: Allowable Stress Design
Flo +
1,350.0 psi
E: Modulus of Elasticity
Load Combination ASCE7-16Fb-
+D+Lr+H
1,350.0 psi
Ebend-xx 1,600.Oksi
_ 0.787 1 Maximum
Fc - Fri
925.0 psi
Eminbend -xx 580.Oksi
Wood Species : Douglas Fir - Larch
Fc - Perp
625.0 psi
fb: Actual
Wood Grade No.1
Fv
Ft
170.0 psi
675.0 psi
Density 31.210pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Fv: Allowable
= 170.00 psi
Load Combination
D(0.1
6x10
Span = 11.50 ft
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D=0.1680, Lr = 0.20 , Tributary Width =1.0 ft, (Hi & low Roof)
1.265
1.265
Uniform Load: D = 0.0550, L = 0.220 ,
Tributary Width = 1.0 ft, (floor)
1.282
+D+L+H
DESIGN SUMMARY
2.547
+D+Lr+H
2.432
'Maximum Bending Stress Ratio
_ 0.787 1 Maximum
Shear Stress Ratio
= 0.374:1
Section used for this span
6x10
Section used for this span
6x10
fb: Actual
= 1,062.26psi
fv: Actual
= 63.52 psi
Fb: Allowable
= 1,350.00psi
Fv: Allowable
= 170.00 psi
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span
= 5.750ft
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
0.139 in Ratio =
996>=360
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.339 in Ratio=
407>=180
Max Upward Total Deflection
0.000 in Ratio=
0<180
Overall Maximum Deflections
Load Combination Span
Max. "" Dell Location in Span
Load Combination
Max. "+' Defl Location in Span
+D+0.750Lr+0.750L+0.450W+H 1
0.3387 5.792
0.0000 0.000
Vertical Reactions Support notation: Far left is#1 Values in KIPS
Overall MINimum
1.265
1.265
+O+H
1.282
1.282
+D+L+H
2.547
2.547
+D+Lr+H
2.432
2.432
+D+S+H
1.282
1.282
+D,o.750Lr+0.750L+H
3.094
3.094
+D+0.750L+0.750S+H
2.231
2.231
+D+0.60W+H
1.282
1.282
+D+0.750Lr+0.750L+0.450W+H
3.094
3.094
AUJAGHIAN ASSOCIATES CONSULTING
510 N. NEWPORT BLVD., SUITE C
NEWPORT BEACH, CA 92663
TEL: 949-677-4103
FAX: 949-722-8676
Z
DESCRIPTION: tb-1 line a
Project Title: Mr. & Mrs. Adams
Engineer:
Project ID: 21.09 Adams
Project Descr: Remodel
4
Pnnted.27 JUN 2021, 9:02PM
File: 21. .A M .ec6
INC. 198&2020, Build:12.20.8,17'
Vertical Reactions Support notation: Far left is#1 Values in KIPS
Load Combination
Support
Support
+D+0.750L+0.750S+0.450W+H
2.231
2.231
+0.601)+0.60W+0.60H
0.769
0.769
+D+0.70E+0.60H
1.282
1.282
+0+0.750L+0.750S+0.5250E+H
2.231
2.231
+0.60D+0.70E+H
0.769
0.769
D Only
1.282
1.282
Lr Only
1.150
1.150
L Only
1.265
1.265
H Only
AU,;AGHIAN ASSOCIATES CONSULTING
510 N. NEWPORT BLVD., SUITE C
NEWPORT BEACH, CA 92663
TEL: 949-677-4103
FAX: 949-722-8676
DESCRIPTION: fb-2 @line 2
CODE REFERENCES
Project Title: Mr. & Mrs. Adams
Engineer:
Project ID: 21.09 Adams
Project Descr: Remodel
Printed: 27 JUN 2021, 8:51 PM
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-16
Material Properties
0.957
0.308
Analysis Method: Allowable Stress Design Fib
1,000.0 psi
E: Modulus of Elasticity
Load Combination ASCE?-16 Fb-
1,000.0 psi
Ebend-xx 1,700.Oksi
Fc - Prll
1,500.0 psi
Eminbend - xx 620.0 ksi
Wood Species :Douglas Fir- Larch Fc - Perp
625.0 psi
4x10
Wood Grade No.1 Fv
Ft
180.0 psi
675.0 psi
Density 31.210 pd
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
Fb: Allowable =
1,200.00psi
D(1.282) Lr(1L15) L(1265)
Load Combination
+D+L+H
D(0.078) Lr(0 03)__
_
2.262ft
4x1O
Span = 9.250 ft
A lied Loads Service loads entered. Load Factors will be applied for calculations.
ev
0.957
0.308
Point Load: D = 1.282, Lr = 1.150, L =1.265 k
@ 2.250 fi, (fb-1)
0.673
Uniform Load: D = 0.0780, Lr = 0.030 kilt, Extent = 0.0 -->> 9.250 ft, Tributary
Width = 1.0 it, (roof & wall wt)
DESIGN SUMMARY
+D+Lr+H
2.340
';Maximum Bending Stress Ratio =
0.991: 1 Maximum Shear Stress Ratio
Section used for this span
4x10
Section used for this span
fb: Actual =
1,189.12psi
fv: Actual
Fb: Allowable =
1,200.00psi
Fv: Allowable
Load Combination
+D+L+H
Load Combination
Location of maximum on span =
2.262ft
Location of maximum on span
Span # where maximum occurs =
Span It 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.070 in Ratio =
1586>=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.196 in Ratio =
565>=180
Max Upward Total Deflection
0.000 in Ratio =
0 <180
Overall Maximum Deflections
e• a �•
0.574: 1
4x10
= 103.33 psi
= 180.00 psi
+D+L+H
0.000 ft
Span # 1
Load Combination Span Max.'-" Deft Location in Span Load Combination Max. W Defl Location in Span
.D .7501_r+0.7501_+0.450W+H 1 0.1964 4.220 0.0000 0.000
Vertical Reactions Support notation: Far left is#1 Values in KIPS
Load Combination Support i Support 2
Overall MINimum
0.957
0.308
+D+H
1.331
0.673
+D+L+H
2.288
0.980
+D+Lr+H
2.340
1.091
+D+S+H
1.331
0.673
+D+0.750Lr+0.750L+H
2.806
1.217
+D+0.750L+0.750S+H
2.049
0.903
+D+0.,60W+H
1.331
0.673
+D+0.750Lr+0.750L+0.450W+H
2.806
1,217
AU,IAGHIAN ASSOCIATES CONSULTING Project Title: Mr. & Mrs. Adams / a
510 N. NEWPORT BLVD., SUITE C Engineer:
NEWPORT BEACH, CA 92663 Project ID: 21.09 Adams
TEL: 949-677-4103 Project Descr: Remodel
FAX: 949-722-8676
Printed: 27 JUN 2021; 8:51PM
Fie: 21.0.ADA .ec6.
DESCRIPTION: fb-2 @line
Vertical Reactions Support notation: Far left is#1 Values in KIPS
Load Combination
Support 1
Support 2
+D+0.7501-+0.7503+0.450W+H
2.049
0.903
+0.60D+0.60W+0.60H
0.799
0.404
+D+0.70E+0.60H
1.331
0.673
+D+0.750L+0.750S+0.5250E+H
2.049
0.903
+0.60D+0.70E+H
0.799
0.404
D Only
1.331
0.673
Lr Only
1.009
0.418
L Only
0.957
0.308
H Only
I
Q �i
AUJAGHIAN ASSOCIATES CONSULTING
510 N. NEWPORT BLVD., SUITE C
NEWPORT BEACH, CA 92663
TEL: 949-677-4103
FAX: 949-722-8676
Project Title: Mr. & Mrs. Adams
Engineer:
Project ID: 21.09 Adams
Project Descr:Rernodel
19 MAY 2021,. 9:47PM
ASCE SeISmIc �aSe �heaC Soiiware copyright ENERCALQ INC.1983-202Q BuiId:12.20.8.17
DESCRIPTION: 3717 Channel Place, Newport Beach, CA 92663
3717 Channel Place, Newport Beach, CA 92663
Risk Category Caicufations per ASCE 7-16
Risk Category of Building or Other Structure : "ll" : All Buildings and other structures except those listed as Category I, It, and IV ASCE 7-16, Page 4, Table L5.1 -
Seismic Importance Factor = 1 ASCE 7-16. Page 5, Table 1.5-2
ASCE 7-1611.4.2
Max. Ground Motions, 5% Damping Latitude = 33.619 deg North -
SS - = 1.697 g, 0.2 sec response Longitude = 117.931 deg West
S1 0.6290 g, 1.0 sec response Location: Newpod Beach, CA 92663
Site Class, Site Coeff. and Design Category
Site Classification "D" : Shear Wave Velocity 600 to 1,200 fVsec = D
ASCE 7-16 Table 20.3-1
Site Coefficients Fa & Fv Fa = 1.20 ASCE 7-16 Table 11.4-1 & 114-2
(using straight-line interpolation from table values) Fv = 170
Maximum Considered Earthquake Acceleration S MS = Fa' Ss = 2.036
- ASCE 7-16 Eq. 11.4-1
S M1 = Fv' S1 = 1.069
ASCE 7-16 Eq, 11.4-2
Design Spectral Acceleration S DS S M8213 = 1.358
ASCE 7-16 Eq. 11.4-3
SDS M-1213 = 0.713
ASCE 7-16 Eq. 11.4.4
Seismic Design Category = D Sl>=0.75 _
ASCE 7-16 Table 11.6-1&-2
Resisting System
ASCE 7-16 Table 12.2-1
_
Basic Seismic Force Resisting System ... Bearing Wall Systems
15.Lighbframe (wood) walls sheathed wlwood structural panels rated for shear resistance.
Response Modification Coefficient " R " _ 6.50 Building height Limits :
System Overstrength Factor " Wo " _. 3.00 Category "A & B" Limit: No Limit
Category "C" Limit: No Limit
Deflection Amplification Factor " Cd " = 4.00
p Category "D" Limit: Limit =65
NOTE! See ASCE 7-16 for ail applicable footnotes. Category "E" Limit: Limit =65
Category "F"Limit: Limit =65
Lateral Force Procedure
ASCE 7-16 Section 12.8.2
Equivalent Lateral Force Procedure
.
The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-1612 8
Determine Building Period
Use ASCE 12.8-7
Structure Type for Building Period Calculation : All Other Structural Systems.
"Of"value = 0.020 "hn": Height from base to highest level = 30.0 it
"x"value = 0.75
"Ta" Approximate fundemental period using Eq. 12.8-7 Ta=Ct'(hn"x) = 0.256 sec
"TL", Long -period transition period per ASCE 7-16 Maps 22-14 -> 22-17 8.000 sec
Building Period "Ta" Calculated from Approximate Method selected
= 0.256 sec
" Cs " Response Coefficient -
ASCE 7-16 Section 12.8.1.1
S Ds: Short Period Design Spectral Response = 1.358 From Eq. 12.8-2, Preliminary Cs -
= 0.209
" R ".: Response Modification Factor = 6.50 From Eq. 12.8-3 & 12.8-4 , Cs need not exceed
= 0.428
" I ": Seismic Importance Factor = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than
= 0.048
Cs : Seismic Response Coefficient =
= 0.2089
Seismic Base Shear
ASCE 7-16 Section 12.8.1
Cs = 0.2089 from 12.8.1.1 W ( see Sum Wi below) _ 44.54 k
Seismic Base Shear V = Cs' W = 9,30 k
-
PROJECT
AUJAGHIAN/ASSOCIATES
SHEET N0.
FOR
CONSULTING ENGINEERS INC.
JOB NO.
21, 6-7
h I S : aPt_
LOCATION:
510 N. NEWPORT BLVD, SUITE C
DATEa
5/Z
3"1 I r.n a ti;, t n/.�
NEWPORT BEACH, CA 92663
ITEM:
TEL 949-675-4103
ENGINEER
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AUJAGHIAN ASSOCIATES CONSULTING Project Title: Mr. & Mrs. Adams
510 N. NEWPORT BLVD., SUITE C Engineer:
NEWPORT BEACH, CA 92663 Project ID: 21.09 Adams -
TEL: 949-677-4103 Project Descr:?Remodel
FAX: 949-722-8676
Printed. 20 WkY 2021, 12.57PM
Build:1220.8.17
DESCRIPTION: 3717 Channel Place, Newport Beach, CA 92663
Vertical Distribution of Seismic Forces
ASCE 7-16 Section 12.8.3
" k" : hx exponent based on Ta = 1.00
Table of building Weights by Floor Level -
Level # Wi: Weight HI: Height
(Wi * Hi"k) Cvx
Fx=Cvx * V
Sum Story Shear
Sum Story Moment
2 18,84 10.00
188.40 0.4489
4.18
4.18
0.00
1 25.70 9.00
231.30 0.5511
5.13
9.30
4.18
Sum Wi= 44.54 k Sum Wi*Hi =
419,70 k -ft
Total Base Shear=
9.30k
Base Moment
= 87.9 k -ft
Diaphragm Forces : Seismic Design Category "B" to 7"
ASCE 7-161210.1.1
Level # Wi R Sum Fi Sum Wi
Fpx: Calcd Fpx
: Min Fpx:
Max
Fpx Dsgn. Force
2 18.84 4.18 4.18 18.84
4.18
5.12
10.23
5.12 5.12
1 25.70 5.13 9.30 44.54
5.37
6.98
13.96
6.98 6.98
Wpx .......................... Weight at level of diaphragm and other structure elements attached to it.
R ............................ Design Lateral Force applied at the level.
Sum R ....................... Sum of "Lat. Force" of current level plus all levels above
MIN Req'd Force @ Level ........ 0.20 * S ps 1 * Wpx
MAX Req'd Force @ Level ........ 0.40 * S ps l * Wpx
Fpx : Design Force @ Level ....... Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level
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AUJAGHIAN/ASSOCIATES
CONSULTING ENGINEERS INC.
SHEET No.
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JOB NO.
FORe'{l7S=
510 N. NEWPORT BLVD, SUITE C
LOCATION:
DATE
3,71-1
c HAr/KA
nl.
NEWPORT BEACH, CA 92663
TEL 949-6754103
ITEM:
ENGINEER
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PROJECT
AUJAGHIAN/ASSOCIATES SHEET NO.
FOR Nn
CONSULTING ENGINEERS INC.
JOB
NO.
LOCATION:
510 N. NEWPORT BLVD, SUITE C
DATE
7
NEWPORT BEACH, CA 92663
ITEM: �A r nt a L
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TEL 949-676-4103
ENGINEER
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1141+1 W A4 Au9aghian/Associates Consulting Engineers Inc
M 0 N. Newport Blvd., Suite C, Ne-tvport Beach, CA. 92663
Adams Residence Remodel
3717 Channel Place JOB# 2021.09
Newport Beach, Ca 92663
PREPARED FOR: Denis Laroche Arch., Inc. R.OFESS/O
AUJq�y9q`2
.. rn No 2
DESIGN CRITERIA w 0038570
BUILDING DIVISION CC xp 3-31-23,,!
Design -Based Upon CBC 2019 �T ivI Ilk
Allowable Stresses: MQY ?. 6 ?_021 q�OF CAUFO�
A. Timber:
W. Y.T.
Douglas Fir Larch:
.
�, Joists4X Beams Dr.
# I ---------Fb =
1000
psi
2) Beams 6X Df.# 1----------------Fb
=
1350
psi
3) Beams 6X Select Structural------Fb =
1600
psi
B. Concrete:
-
=abs---------------------------------------F'c
- 2500
psi
Foundations -RETAINING WALLS---------------F'c
= 2500
psi
C. Masonry:
Inspection ----------------------------------
F'm=
1500
psi
No inspection -------------------------------
F'm=
750
nsi
D. Reinforcing Steel:
Slabs & Foctings---------------------------- Fy= 60,000 psi
Gall - Typi.ca'----------------------------- F 60,000
y=psi
,!,Jelled Pais --------------------------------- Fy= 40,000 psi
E. Structural Steel:
Pipes -----------------------------------ASTM A53 Grade B
Pubes----------------------------------- ASTM A500, ry=46 ksl
Mi.sce'laneous--------------------------- ASTM A36, Fy=36 ksi
F. Soil:
Soil Per CBC -2019 QS= 1000.00 psf
IN
1 ITEM:
AUJAGHIAN/ASSOCIATES SHEET NO.
CONSULTING ENGINEERS INC. JOB NO.
510 N. NEWPORT BLVD, SUITE C —
NEWPORT BEACH,CA 92663 DATE h�2 1s
Irm.
949-675 4103 ENGINEER
hv14 0 tq,,f
Po
t i- t
2-
7.
11 lj-r5:
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AUJAGHIAN ASSOCIATES CONSULTING Project Title: Mr. & Mrs. Adams
511 N. NEWPORT BLVD., SUITE C Engineer:
NEWPORT BEACH. CA 92663 Project ID: 21.09 Adams
TEL: 949-07,741103 Project Descr:Remodel
FAX: 949-722$676
fb-1 line a
Vertical
Pneteti: 20 MAY 2a21. 2a OPM
Support nwaion r. FaF 4efi is=t Valois in KIPS
Load Combination
Support
Sspport2
—+D+0.750L+0.7505+0.456t4w+H
2.162
2.162 —
+O.oOD+6 WN+0.60H
G728
0,726
+D470E+0.66ti
1.'213
1 213
+0+0.756L+0.750S+0.5250E+H
2.162
2.162
+0.60D+0.76E+H
0.728
0728
D Only
1.213
:.213
Lr Onlv
9,920
0.820
L Only
1.265
1.265
H Only
AU,lAGHIAN ASSOCIATES CONSULTING
510 N. NEWPORT BLVD., SUITE C
NEWPORT BEACH,. CA926,63
TEL: 94977-4103
FAX: 949-722-8676
fb-2 @line 2
CODE REFERENCES
Calculations per NDS 2015. IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-16
_Material Properties
Project Title: Mr & Mrs. Adams
Engineer:
Project ID: 21.09 Adams
Project Descr: Remodel
Analysis Method:
Allowable Stress Design
Fb+
1,000.0 PSI
Load Combination
ASCE 7-16
Fb-
1,000.0 psi
0.964
+D+Lr+H
Fc - Pill
1,500.O psi
Wood Species
:Douglas Fir - Larch
Fc - Perp
625.0 psi
Wood Grade
No.1
Fv
180.0 psi
Beam Bracing :
Beam is Fully Braced against lateral -torsional
Ft
buckling
675.0 psi
Fv: Allowable
€7(S 213) Lr(0.92) L(1.265
Load Combination
+D+L+H
Load Combination
—_D(0
078)LI(0 03)_
-- —
41 4x10
>f
Panted'. 20MAY2021, 2A6PIM
IF Ie 21�0A>�ec5__
Y%hl ENERCALC, INC. 191112020, Build:12202.17
s
SO, _
E: Modulus ofElasi'icity
Ebend-xx 1,700.Oksi
Eminbend -xx 620.0ksi
Density 31.210puf
Span = 9.250 fit
Applied Loads Service loads enreed. Load Factors will be applied for calculations.
Point Load : D =1213, Lr = 0.920, L =1.265 k @ 2.250 ft, i fb-1)
0.957
--
Uniform Load : D = 0 078, Lr = 0`030 Oft,
Extent = 40 ->> 9.250 ft, Tributary
Width =1.0 ft, (roof & wall wit
+D.L+H
DESIGN SUMMARY
0.964
+D+Lr+H
2.114
Maximum Bending Stress Ratio _
0.967. 1 Maximum Shear Stress Ratio
-
- 0.561: 1
Section used for this span
4x10
Section used for this span
4x10
fb: Actual =
1,160.92psi
fv: Actual
= 100.91 psi
Fb: Allowable. =
1,200.00psi
Fv: Allowable
= 180.00 psi
Load Combination
+D+L+H
Load Combination
+D+L-H
Location of maximum on span =
2.262ft
Location of maximum on span
= 0,000It
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
= Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.063 in Ratio =
1755 >=360
Max Upward Transient Deflection
0-000 in Ratio =
0 <360
Max Downward Total Deflection
0.184 in Ratio =
602>=180
Max Upward Total Deflection
0.000 in Ratio =
0 <180
Overall Maximum Deflections
Load Combination Span
Max. "" Defl Location in Span
Load Combination
Max. "+ Defl Location in Span
+D+0.750Lr:0.750L+O 450W+H 1
0.1844 4.220
0.0000 0,000
Vertical Reactions__
Support
notation: Fariefl is #1
Values in KIPS
Load Combination
Support 1 Support2
Overall MINimum
0.957
0.308
+D+H
1.279
0.656
+D.L+H
2.236
0.964
+D+Lr+H
2.114
1.018
+D+S+H
1.279
0.656
-D+0.750Lr,0,750L,H
2.623
1.158
+D+0.750L+0.7508+H
1997.
0.887
+D+O.60W+H
1.279
0.656
+D+0.7501_r+0.750L+0A50W+H
2.623
1.158
AUJAGHIANASSOCIATES CONSULTING
Project Title:
Mr. & Mrs, Adams
51J N. NEWPORT BLVD.. SUITE C
Engineer.
y
NEWPORT BEACH. CA 92653
Project ID:
21.09 Adams
TEL: 949-677-4103
Proiect Descr:
Remodel
FAX: 949-722-8676
_ 0.766 1 Maximum
Shear Stress Ratio
= 0.364 : 1
Section used for this span
Pnrte52cMAr2o21. z;oeM
i Wood Beam
6x10
Fie:21. .ADA .ec6
= 1,033.49rosi
fv: Actual
&M('.tia2copyrildl ENE.RCALC, INC. 78632020 Build 12.2n.8.17 r
DESCRIPTION. fb-1 linea
= 1,350.00psi
d�
CODE REFERENCES
Load Combination
+D+L+H
Calculations per NDS 2015, IBC 2015, CBC 2016.
ASCE 7-10
Location of maximum on span
Load Combination Set: ASCE 7-16
Location of maximum on span
= 0,000 ft
Material Properties__
= Span # 1
Span # where maximum occurs
Analysis N4ethod:Allowable Stress Design
Fb+
1350 psi E: Modulus of Elasticity
Load Combination ASCE 7-16
Fb-
1350 psi Ebend-xx 1600ksi
0.139 in Ratio =
Fc - Pill
925 psi Eminbend -xx 580ksi
Wood Species : Douglas Fir - Larch
Fc- Perp
625 psi
Wood Grade : No.1
Fv
170 psi
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
675 psi Density 31.21 pot
--- — ----
L�(Q.0551 LSQ0=?2) --
C.<180
Overall Maximum Deflections
---
D(0 156) Lr(0-16)
Load Combination Span
Max. "" Defl Location in Span
Load Combination
Max. "+' Deft Location in Span
+5-0.750Lr+0.750L+0450W+11
6x 10
0.0000 0.000
Span = 11.50 ft
Support notation: Farleftis#1
Applied Loads
Service loads
entered Load Factors will be applied for calculations
Uniform Load: D = 0.1560, Lr = 0,160.
Tributary Width = 1.0 ft, (Hi Mow Roof)
1.265
+D+H
Uniform Load : D = 0.0550, L= 0,220 ,
Tributary Width =1.0 it, (floor)
+D+L+H
2.478
DESIGN SUMMARY
+D+Lr+H
2.133
2.133
.Maximum Bending Stress Ratio
_ 0.766 1 Maximum
Shear Stress Ratio
= 0.364 : 1
Section used for this span
6x10
Section used for this span
6x10
fb: Actual
= 1,033.49rosi
fv: Actual
- 61.80 psi
Fla: Allowable
= 1,350.00psi
Fv: Allowable
- 170.00 psi
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span
= 5.750ft
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
0.139 in Ratio =
99C-360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0,312 in Ratio =
441 >=180
Max Upward Total Deflection
0.000 in Ratio =
C.<180
Overall Maximum Deflections
Load Combination Span
Max. "" Defl Location in Span
Load Combination
Max. "+' Deft Location in Span
+5-0.750Lr+0.750L+0450W+11
0.3123 5.792
0.0000 0.000
Vertical Reactions _
Support notation: Farleftis#1
Values in KIPS
Load Combination
Support 1 Support 2
-
Overall MINimum
1,265
1.265
+D+H
1.213
1.213
+D+L+H
2.478
2.478
+D+Lr+H
2.133
2.133
+D+S+H
1.213
1.213
+D+0.7501 -r+0.750141
2.852
2.852
+D+0.750L+0,750S+11
2.162
2,162
+D+A60W+H
1.213
1.213
+D+0.750Lr 0.750L+0.450W+H
2.852
2.852
AUJAGHIAN ASSOCIATES CONSULTING Project Title: Mr. & Mrs. Adams G/.^
510 N. NEWPORT BLVD., SUITE C Engineer: 7
NEWPORT BEACH, CA 92663 Project ID: 21.09 Adams
TEL: 949-677-4103 Project Descr: Remodel
FAX: 949-722-8676
Printed20 MAY 202'1, 2:36PM
Wood BealtlFile: 1.09. A .ec
DESCRIPTION: fb-2 @line 2
Vertical Reactions Supportnotation: Farleais#1 Values in KIPS
Load Combination
Support i
Support 2
+D+0.750L+o.750S+0.450W+H
1.997
0.887
+0.60D+0,60W+0,60H
0.767
0.393
+D+0.70E+0.60H
1.279
0,656
+D+0.750L+0.750S+0.5250E+H
1.997
0.887
+0.60D+0.70E+H
0.767
0.393
D Only
1.279
0.656
Lr Only
0.835
0.363
L Only
0.957
0.308
H Only
a.l .yah,
I
1t
UP I
;
T I{
e
p
Li
N y4Rt
........117 _i.
4
i i�,t,�y
_7-
� dbiNSt i
{
A
r
J {
UP I
;
T I{
7! L
Li
N y4Rt
........117 _i.
{
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J {
T I{
1
4
i i�,t,�y
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a
AUJAGHIAN ASSOCIATES CONSULTING Project Title: Mr. & Mrs. Adams
5'10 N, NEWPORT BLVD., SUITE C Engineer: 7
NEWPORT BEACH, CA 92663 Project ID: 21.09 Adams
TEL: 949-677-4103 Project Descr:Remodel
FAX: 949-722-8676
Printed: 19 MAY 2021, 9-47PM
F ASCE Seismic Base Shear oe: .ate
DESCRIPTION: 3717 Channel Place, Newport Beach, CA 92663
3717 Channel Place, Newport Beach, CA 92663
Risk Category Calculations her ASCE 7-16
Risk Category of Building or Other Structure "II" : All Buildings and other sVuctures except those listed as Category I, III, and IV ASCE 7-16, Page 4, Table 1.5-1
Seismic Importance Factor = 1. ASCE 7-16, Page 5, Table 1.5-2
ASCE 7-16 11.42
Max. Ground Motions, 5% Damping : Lafitude = 33.619 deg North
SS = 1.697 9, 0.2 sec response Longitude = 117.931 deg West
Ell 0,6290 9. 1.0 sec response Location : Newport Beach, CA 92663
Site Class, Site Coeff. and Design Category
Site Classification "D" : Shear Wave Velocity 600 to 1,200 fflsec = D
ASCE 7-16 Table 20.3-1
Site Coefficients Fa&Fv Fa = 1.20 ASCE 7-16 Table 11.4-1&11.4-2
(using straight-line interpolation from table values)
Fv = 1.70
Maximum Considered Earthquake Acceleration S ons = FaBe = 2.036
ASCE 7-16 Eq. 11,4-1
S M1 = Fv' S1 = 1,069
ASCE 7-16 Eq. 11.4-2
Design Spectral Acceleration1,358
SD5 S =
M5213
ASCE 7-16 Eq, 11.4-3
S DF S M7 213 = 0.713
ASCE 7-16 Eq. 11.4-4
Seismic Design Category = D S1>=0.75
ASCE 7-16 Table 11.64 & -2
Resisting System
ASCE 7-16 Table 12 2-1
Basic Seismic Force Resisting System Bearing Wall Systems
15.Light-frame (wood) walls sheathed wlwood structural panels rated for shear resistance.
Response Modification Coefficient " R " = 6,50 Building height Limits
System Overstrength Factor " We 3.00 Category "A & B" Limit: No Limit
Deflection Amplification Factor " Cd " = 4.00 Category "C" Limit: No Limit
Category "D" Limit: Limit = 65
NOTE Sea ASCE 7-16 for all applicable footnotes. Category "E" Limit: Limit =65
Category "F"Limit Limit =65
Lateral Force Procedure
ASCE 7-16 Section 12.8.2
Equivalent Lateral Force Procedure
The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-16 12,8
Determine Building Period
use ASCE 12.6-7
Structure Type for Building Period Calculation: All Other Structural Systems
"Ct"value = 0.020 "hn": Height from base to highest level= 30.0 it
"x"value = 0.75
"Ta" Approximate fundamental period using Eq 12.8-7 Ta=Ct'thin ^x) = 0.256 sec
"TL" : Long -period transition period per ASCE 7-16 Maps 22-14 -> 22-17 8,000 sec
Building Period Ta Calculated from Approximate Method selected
= 0,256 sec
" Cs " Response Coefficient
ASCE 7a6 Section 12 a. 1.1
S DS Short Period Design Spectral Response = 1,368 From Eq_ 12.8-2, Preliminary Cs
" ":
0.209
R Response Modification Factor = 6,50 From Eq. 12.8-3 & 12.8-4 Cs need not exceed
" ":
= 0.428
I Seismic Importance Factor = 1 From Eq. 12.8-5 & 12,8-6, Cs not be less than
= 0.048
Cs : Seismic Response Coefficient =
= 0.2089
Seismic Base Shear
ASCE 7-16 Section 12 8,1
Cs = 0.2089 from 12.8.1.1 W( see Sum Wi below) = 44.54 k
Seismic Base Shear V = Cs' W = 9,30 k
r
Anchor Designel-TM
Software
Version 3.0.7775.0
a
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combmatto set
Seismic desigNo � — - Y�iS
Anchors subjeus aT fined tension: No
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: No
Strength level loads:
N„a [Ib]: 2000
V„ax [lb]: 0
Way [Ib]: 0
Mux [ft-Ibj: 0
M., [ft -Ib]: 0
-Figure 1>
M
X
Company
,. "P:
AUJAGHIAN ASSOCIATES CONSULTING Project Title: Mr. & Mrs. Adams
590 N. NEWPORT BLVD., SUITE C Engineer: !
NEWPORT BEACH, CA 92663 Project ID: 21.09 Adams
TEL: 949-677-4103 Project Descr.Rernodel
FAX: 949-722-8676
Printed_ 20 MAY 2021. 12 57P
ASCE Seismic Base Shear
DESCRIPTION: 3717 Channel Place; Newport Beach, CA 92663
Vertical Distribution of Seismic Forces
ASCE 7-16 Section 12.8.3
k ": hx exponent based on Ta = 1.00
Table otbuilding Weights by Floor Level...
Level # Wi: Weight Hi : Height (Wi' Hii Cvx Fx=Cvx' V
Sum Story Shear Sum Story Moment
2 18,84 10,00 188,40 0,4489 4.18
4,18 0.00
1 25.70 9.00 231.30 0.5511_ 5,13
9.30 4.18
Sum Wi = 44.54 k Sum Wi' Hi = 419.70 k -ft Total Base Shear=
930 k
Base Moment= 87,9 k -ft
Diaphragm Forces : Seismic Design Category "E" to "F"
ASCE 7-1612.10.1,1
Level # Wi Fi Sum Fi Sum Wi Fpx Calcd Fpx: Min Fpx
: Max Fpx Dsgn. Force
2 18.84 4.18 4.18 18.84 4.18 5.12
10.23 5.12 5.12
1 2570 5.13 9.30 44.54 5.37 6.98
13.96 6.98 6,98
Wpx ......... ..... .......... Weight at level of diaphragm and other structure elements attached to it.
A. ................... ...... Design Lateral Force applied at the level.
Sum Fi. .. ..... ..... ..... Sum of "Lat. Force" of current level plus all levels above
MIN Req'd Force @ Level ....... 0.20 `S osl' Wpx
MAX Req'd Force @ Level ........ 0.40' S osl' Wpx
Fpx : Design Force @ Level ...... Wpx' SUM(x->n) Fi 1 SUM(x->n) wi, x = Current level, n = Top Level
r
5 k
M, I •e�I
n
PROJECT i
',A Q
16,�%4 �A
AUJAGHIAN/ASSOCIATES
8 L I
CONSULTING ENGINEERS INC.
610 N. NEWPORT BLVD, SUITE C
NEWPORT
T
EWPORT BEACH, CA 92663
TEL 9 9
TEL 94M76-4103
SHEET NO.
119
FOR
JOB NO.
jj
DATE
ITEM: A TE., 4 1,6
ENGINEER
'F�� IAJJ-0�c
X, 5
61
5
V15
107
ilJfi uv
� 4
Anchor DesignerTM
,g s Software
Version 3.0.7775.0
<Figure 2>
Input data and results must be checked for agreement with the existing circumstances, the Standards and guidelines must be checked for plausibility.
>t, crn, 11-: (.or-,; :., q, inc. 5956 W. Las Posters Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax. 925 847.3871 w .strongtie com
F
9
Input data and results must be checked for agreement with the existing circumstances, the Standards and guidelines must be checked for plausibility.
>t, crn, 11-: (.or-,; :., q, inc. 5956 W. Las Posters Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax. 925 847.3871 w .strongtie com
172
SIMPSON
s2ej„ti�..l G
Anchor DesignerTM
Software
Version 3.0.7775.0
N
y: Date: 5 /1 512 0 2 1r: Page: 415:
3. Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
NAL (Ib) V,,,x (Ib) V., (lb) d(Vua,)'+(Vue,.)' (Ib)
1 2000.0 0.0 0.0 0 0
Sum
M
Maximum concrete compression strain (%.): 0.00
Maximum concrete compression stress (psi): 0
Resultant tension force (Ib): 2000
Resultant compression force (lb): 0
Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00
Eccentricity of resultant tension forces in y-axis, ail (inch): 0.00
4. Steel Strength of Anchor in Tension (Sec 17 4 1)
N- (Ib) qr rpNe, (Ib)
13110 0.75 9833
S. Concrete Breakout Strength of Anchor in Tension (Sec 17 4 2)
No = k 2u: lfbheP s (Eq. 17.4.2.2a)
kL le fL (psi) her (in) Nn (lb)
24.0 1.00 2500 5.000 13416
Figure 3>
4-4
rbNLr,=rp(ANLl/lwo)'Ff ,7`,N'1bo,NNb(Sec. 17.3.1&Eq. 17.4.2.1 a)
Arm (in') ANLL (int) cA,. (in) your, 9c,N
.N
No (Ib)
d
Pro (Ib)
90.25 225.00 2.00 0.780 1.00
1.000
13416
0.65
2728
6. Adhesive Strength of Anchor in Tension (Sec 17 4 5)
rx,wa = n,r,rLrf:ron.re��Ksar
rh. Illl✓ (pet) fs11414enll K5w 71linL/ (psi)
1060 1.001.00 1060
Nb = d e m�wxdeher (Eq. 17.4.5.2)
d, Ti”, (psi) da (in) her (in) Noe (Ib)
1.00 1060 0.63 5.000 10407
ON,, = 0 (ANa/ANeo) 9an.Ne W NeNbe (Sec. 17.3.1 & Eq. 17.4.5.1a)
ANe (in') ANeo (int) cNr, (in) ca.,bm (in)r ed,Ne
oANa
Nb. (Ib)
0
66.18 150.57 6.14 2.00 0.798
0.896
10407
0.65
ON, (Ib)
2125
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
->. x Ste 1,C, Cempeng Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone. 925 560.9000 Fax 925 .8423871 www. strongttecom
Anchor DesignerTAd
Software
Version 3.0 7775,0
Company, Date: 5/15/2021
Engineer: Page: 5/5
Project:
Address:
Phone:
E-mail:
SET -XP w/ 518"0 F1554 Gr. 36 with hof = 5.000 inch meets the selected design criteria.
12. warnings
- When cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension, adhesive strength in tension
and concrete pryout strength in shear for SET -XP adhesive anchor is limited to 2,500 psi per ICC -ES ESR -2508 Section 5.3.
- Designer must exercise own judgement to determine if this design is suitable.
- Refer to manufacturer's product literature for hole cleaning and installation instructions.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
in„son Strc y T's Lo epan, 1m 5956 Al Las Positas Boulevard Pleasanton, CA 94588 Phone. 025.560.9000 Fax 925.847.3871 www.strongfie.com
Q"'OFESS/p/14
G pm, '9C
\F_
'S/v2�G�
ti�e'OS
U' 0038570 m
L=x .3-31. �
(2Y3
9T�OF
CALW
Cj�2 o�Z
11. Results
11. Interaction of Tensile and Shear Forces (Sec D.7)?
Tension
Factored Load, N,,, (lb)
Design Strength, OU, (lb) Ratio
Status
Steel
2000
9833 0.20
Pass
Concrete breakout
2000
2728 0.73
Pass
Adhesive
2000
2125 0.94
Pass (Governs)
SET -XP w/ 518"0 F1554 Gr. 36 with hof = 5.000 inch meets the selected design criteria.
12. warnings
- When cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension, adhesive strength in tension
and concrete pryout strength in shear for SET -XP adhesive anchor is limited to 2,500 psi per ICC -ES ESR -2508 Section 5.3.
- Designer must exercise own judgement to determine if this design is suitable.
- Refer to manufacturer's product literature for hole cleaning and installation instructions.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
in„son Strc y T's Lo epan, 1m 5956 Al Las Positas Boulevard Pleasanton, CA 94588 Phone. 025.560.9000 Fax 925.847.3871 www.strongfie.com