HomeMy WebLinkAboutX2021-0943 - Misc (2)1 Zq7 - 20Zo
X2021 •dC143
W13 CArA*b'oln Ave.
JZMC LLc
jzmc@shcglobal.net
300 E. 23`d St., Costa Mesa, CA92627 949-244-4423
Project: 613 Carnation Ave., Corona Del Mar, CA
Project Description: Internal Remodel of the Existing 2 Story Townhouse
C
A
L
C
U
L
A
T 1
O
N
a
x
g
SS/pN
ZA✓yFy'
_a
w
U
_
032946
1
m
M
1
Design Criteria
Scope
The scope of the work includes engineering assistance for the internal remodel of the existing 2 story
duplex
Design Codes:
California Building Code, 2019 Edition
American Concrete Institute, ACI 318-14
American Institute of Steel Construction, AISC 14t" Edition
American Society of Civil Engineers, ASCE 7-16
Design Parameters:
Design wind speed: 94(42) mph,
Exposure: C
Risk Category: II
Seismic data
Site Class:
D
Fa:
1.2
Fv:
N/A
Ss:
1.355g
Si:
0.481g
SDS:
1.084g
SDI:
N/A
Risk Category:
II
Soils Data: 2019 CBC Table 1806.2 Max. soil bearing: 1500 PSF (1/3 increase for seismic or wind)
( Per owner: No soil report is provided or to be used )
Materials:
Concrete Foundation: f'c=3,000 psi @ 28days
Cement
ASTM C150, Type II -V
Aggregate
ASTM C33, Max. size 1-1/2"
Reinforcing
ASTM A615, Grade 60
Grout
Non -Shrink Structural Grout, LINO
Anchor Bolts
ASTM F1554, Fully Threaded and Galvanized
Structural Steel
Simpson connectors
Lumber:
Douglas Fir No.2 or better
Parallam:
2.OE, PSL
O. ocaauuc ucatgu muga
HPD
S
613 Carnation Ave, Corona De! Mar, CA 92625, USA
Latitude, Longitude: 33.602996,-117.87:4878
s:.
d Avila's EI Ra hito
Corona at Bamboo Bistro
v,
? Sherman Library
a G & Gardens
Map data (02020
Date 7/7/2020, 8:27:36 AM
Design Code Reference Document ASCE7-16
Risk Category '., II
Site Class D - Default (See Section 11.4.3)
Type
Value
Description
Ss
1.355
MCER ground motion. (for 0.2 second period)
S1
0.481
MCER ground motion. (for 1.09 period)
Sm1s
1.626
Site -modified spectral acceleration value
SM1
null -See Section 11.4.8
Site -modified spectral acceleration value
SDs
1.084
Numeric seismic design value at 0.2 second SA
SDt
null -See Section 11.4.8.
Numeric seismic design value at 1.0 second SA
Type
Value
Description
SDC
null -See Sectlon 11.4.8
Seismic design category
Fa
12
Site amplification factor at 0.2 second
FV
null -See Section 11.4.8
Site amplification factor at 1.0 second
PGA
0.591
MCEG peak ground acceleration
FPGA
1.2
Site amplification factor at PGA
PGAM
0.71
Site modified peak ground acceleration
TL
8
Long -period transition period in seconds
SSRT
1.355
Probabilistic risk -targeted ground motion. (0.2 second)
SsUH
1.489
Factored uniform -hazard (2% probability of exceedance In 50 years) spectral acceleration
SsD
2.622
Factored deterministic acceleration value. (0.2 second)
S1RT
0.481
Probabilistic risk -targeted ground motion. (1.0 second)
S1UH
0.521
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1D
0.823
Factored deterministic acceleration value. (1.0 second)
PGAd
1.057
Factored deterministic acceleration value. (Peak Ground Acceleration)
of 3 7(7(2020, 8:27 AA
0. OvIbmt, lv..P.
Type
Value
CRS
0.91
CRI
0.922
/*
D 17, 's
Description
Mapped value of the risk coefficient at short periods
Mapped value of the risk coefficient at a period of 1 a
of 3 7/7/2020. 8:27 AN
PROJECT: 613 Carnation Ave—CDM—,CA PROJ. NO: 20-51
CLIENT: BC Home Builders DATE: 7.6.20
SUBJECT: Seismic Calulation BY: MC
site class D
1.084
Ss
1.355:
Sone
0.481`
Fa
1'
Fv
1.82<
SMS
1`.626
SM.
0.875
SDs
1.084
SDone
0.584
T
0.06'
TL
12'
Rf
3
le
1
Cscaia
=S13s/(Rf/1)
=1.084/(3/1)
0.36 seismic response coefficient
Csmax1
=iF(T<=TL,SDonj/(Rt/1),SDone*TL/TA21(R1/I))
=IF(0.06<=12,0.584/0.06/(3/1),0.584*12/0.06A2/(3/1))
3.24
Csminl
0.03 Csminl = 0.044Sdsle or
Ca
=MAX(MIN(Cscalc.Csmaxl),Csmint,Csmin2)
=MAX(MIN(0.36,3.24),0.03,)
0.36
v =Cs*W
0.36 W seismic base shear
File Name: 613 Camelia n Ave_Comns Dal Mer CA_Seismic
Dale: 717202o
Csminl = 0.03
clovi,c
e (Fa✓�'T'OP /Cvb'c c1>M t4
4K
f o 14-
P— PALCA� a ;
((5-00) 2�
c..-,
4';?C� SA"t, S12!r tout)"—Ar- L.I r'�"
/I CA P -PAT A 4-(
4c-2
"A L,
-7 1 6 3 1
f
-71
- -r7% 3 'N l
C
'T�\(
Ar- Ay.
Z, N'l - o-
4-4_
1 4 0 2
4v
Li 115% 4 if
GUNDA�'-�( Ci al UCJCaLo r
>f M s Tr—,4 $ V-, "_To
5o To � fir` I -
.S ttC% P-".. KAV- ?.
Ac, :Yt�
S,H E�A p
(/ /(-L 6,C h 5� os qt 1 t,
6fi�Ap— P')' 4
r�\p (5,- T,.,
r02
A2 N1> F -c
LPS
X5'7
L-A
C:8
ROJECT• JOB No
COMPUTER TG S
DATE 2- l 4- 7 1
SHEET
bN Lo
�,
----
-----
NN_
NNN'
�w
n
N
�
� N h
ech D
t
NVIs�
Jt
MSD\
BHN
NG��
NN�
ta.
dh
NV�O
6�thM
�QO;
tN��D
NNN
� Q=
o.ao�
'� o M �
p X041
rN�
w
d
erd•—
D,m�
I11C,
oi`ey
r►atN
NNN
�¢
Q/�v7
N
ehM�
M�pd
Oct M
QNN
tl•tn_
q.r�
QNm
Qr-
.►-�
N N.
MN N
40 a
Q -�
0
4
N
N 014
1 t 1
4%—
t I l
NNM
1 1
`fitNN
ttI,;
N�14
th--
rooms
adr
osa0
d
2
•t M
m 'rer
d-tv aD
o �6 N
}-..-+
--
+
NN..
MNN
Q a o
cc a
(3,* 0
ct-M1n
= OQ
N
�y
V
s_tN
cp.Dej-
rtn 01�
h Q
W_
-
NN--
NNN
Q6. .�
Q O eg
40rt
43
ett•'e�O
�itl
t�il�
t t�
NN -NN
e
6�Qa �0
N
o
41
?I�d'
N6,tr
�h
Q-
Q
CK
qNa�a�O
N2p
04?
_=O
aN1
m-4-4.
JN
o
.tOtO�
00 43
Opa
J10
crt�lil
NIVN
1N'vNN
rJNI+'�'S
Na9N
tJ2►N
N�1d
Nie►
3it'(S
9x2
StZ
Gl x Z
ZI nZ
Table'3.22A1
Laterally Unsuppi
Exterior Loadbea
l'Supporting d Root and C
Dead Load As RMW I On 5:
I (Dropped) Header Spans for
Walls
"Ceding 4spol71ly = 20 psf,L,,' %,,-_240
Exterior
12 1 24 1 36 1 12 1 24 1 36 1 12 1 24 1 36 1 12 1 24 1 36
Headers
Sizc
Maximurn Heador/Girder Spans (ft -in.) for Common Lumber Spel
Ise
I -2x6
4.4
3A
2.9
3.11
3-0
2-7
3.4
2-7
2-2
3.0
2-4
2-0
Ceiling
I -W
5.3
4 - 1
3-6
4-10
3-9
3-3
4-2
3-3
2.9
3.9
2.11
2.6
I.ZxI0
b.0
4.9
4.0
5 - /
4.5
3-9
4.10
3-10
3-'3
4.4
1 - 11
2-11
1-202
6.6
S.a
4-7
6.2
5.0
4-4
5.5
1- 5
3-9
4-11
4-0
3-4
2.21"
4.4
3.3
2.9 Y
3.12
3-0
2.7
3.4
i.7
2-2
3-0
2.4
1.11.
2-24
6-2
4-10
4-1
5.8
4-5
3.9
4-11
3710
3-3
4-S
3-5
2-11
2-24
7-2
i-9
4-11
6-9
S.5
4-8
i-11
4-8
4-0
S-4
4 -ii
3.7
Z-ZxIQ
1.10
6-4
5 - h
I-6
6- 1
1
6.1
ii -4
4-8
6.0
4.10
4.2
2-202
H - 5
6-101
0.0
8-1
b - 1
i 10
1-2
" - 11
S - Z
0,6
'.' - 1,
4.9
3-2118
8.-5
6.10
5-21
8-0
6-6
5-7
1'.1
5-8
4.11
6-5
5-2
4-5
3-2X10
9-2
7.S
6-6
8-9
7-2
6-3
7-9
6-4
5-6
7-1
5.9
5-04.
3-2x1'2
9-9
8-0
7.0
9.4
7-8
6.9
8-4,
6-10
6-1
1
7-11
fi-3
5-7
4-2K8
9.4
1 7I
6 8
8-11
1,3
6-4
/•11
6,',
!ii - 1
1.2
5,10
`,.0
4-2x10
10-2
8-3
7.3
9-8
8-0
7.0
9.8
1.1
6.3
1.11
6-6
8
4-242
10.10
8.10
7.9
10-4 .
8-7
7. 6
L9-3
7.8
6-9
8-6
1 7-0
6.2
Size
Max
"um Header/Girders
ans
(ft4n.1
for
Lil
8.5
6.10
5.9
8.1
6.3
5-3
17-0
5-4
4-6
6-2
4-9
4.0
3.125K6475
10-7
R -S
7-1
10-1
7-9
6.7
8-0
61.8
5.7
1.8
5-11
5-0
3.125xill
12.8
10.1
8.5
12.0
9.3
7.10
(:10.3
8.0
6.9
9.2
7.1
64
3.125K9.625
14-9
11 6
9-9
13 8
10.11
9-0
11110
`)-2
/-9
10-I
8 - 3
6.11
112SM.OW
16 1
12.10
10.11
15-1
12.0
10-2
13.2
10-4
8.10
11.10
9,3
1 10
3.12542.375
17.1
13.9
11 -11
16-2
13.1
11-3
14.3
11.5
9-9
12-11
10-3
8-9
3.12$x13.750
17-10
14-7
12.8
17-0
0-11
12-1
15-1
32-3
10-7
13.9
11-1
9-6
3.125x15.12111
18-7
IS -21
13.3
17-9
14-7
32.9
15.9
12.11
11.3
14-$
11.9
10.2
3.125Xj6.S00
10.2
15.8
13.9
:19.4
15-1
13-3
16.4.
13.5
11.9.15.0
12-3
10.9
3.125x17,875
19.8
16.2
14.2
18.10
15.1
13.8
16.10
13.11
12-2
15-5
12 ' 9
11'2
3.125*19.250
20.Ot
16.7
14 - fi
19-4
16.0
14-1
17.3
14-3
12.7
15.10
13-1
11-6
3.125x20.625
20 -Of
16. 11,
till. 11
14-9
lb -4
14-5
1/.H
14,/
12-11
lb. 3
13-!i
11-10
-2
":�
-2W
16-8
14-9
18.1
14.11
13-2
26.1
13.9
12.1
3.12SX23.375
IT: 1
is 6
20'Dt
17.0
is.0
:18 .5
IS -3
23.5.
16-11
14-0
12-5
3.1294IL750
XW
a 17-1
f 15-9
204f
17-4
15-4
18=9
U1
IS -65
13-9
17-2
14,3
12'8
5.125X5.500
10-0
8.1 1
7.4
9-7
810
fi•9
8 - -j`
6.11
11-9
7.11
6-1
5.1
5.1250.875
12-5
10,4:
9.2
12-0
Ill -0
8-1
10.9
8-/
/-j
9- 11
/-8
ti -S
5,125x5.250
14,11
12 - -,
10. 11
14.4
12.0
10-1
12.11
10.3
8.8
11.10
9 2
1 8
5.12Sa9.625
11-524-1
12-9
16.9
13-11
11-9
tS- 1
12-0
10-1-'13-9
10-8
9.0
SillIftlIAM
19-11
16.6
14.6
10-2
15.10
13-5
17.3
13.8
11.6
15.8
12.2
5.12542373
2"1
18.7
16.2
20.01
17-9
15.0
10.5
IS -3
12.11
17-7
13-7
11.6
5.125X13.750
ZOLOT
20-(Jf,
17.10
20'01
19.7
lb- 7
20,01
16'-10
14.3
19.4
15.1
12,9
5.125x15.125
20.Ot
20-01:i
19.1
20V
200+
18. 1
2041
18-5
15-7
20 -Of
16. 5
13 -11
SAMMSOO
MOf
20.0
20.Ot
20-01
20-0t
19-6
20-01
19.10
16-17
20 Ot
17.9
15-I
$.Uglixil7l
2().Of
2"t
2"1
2"11
20-011
2"1
20 -Of
2"t
18.1
20 -Of
19.0
16-3
S.125119.250
20-00
2W
Mf
20-Ot
20 -Of
20*f
2"1
2"t
19,3
2"t
204t
17.3
9.t;HbiU.6Z5
2"t
2"t
204of
20,&
204*
2"t
20�()*
"
20401
20-Ot
20-01
U- 3
S.12SX22.0w
20.01
20-01 �:
20.of
zo.of
zo-Ot
zo-ut
20-0'
20-01
zo,oi
20-01
20.0t
19-1
5.125x23.375
20-0'
20-01
20-Oli
20-01
20-01
20-01
20-01
2(�Ot
20-01
20.01
20-W
113-10
5.12W4.750
20-Ot
20-0 1,
20-01
. 20�01
Ot
20-M
2"1
241-01
20 -Of
20-41t
20-01
20�0 t
. 2 0-0t
1, 7
:1 r
:Irl j-1
o li'li
Ill, ii
it I I l !"11 j"ll ..... .. j il"", 1j" .1 �A
AMIM(All
•2.01' Parallam® PSL Headers and Beams
Allowable Design Stresses
(100% Load Duration)
Shear modulus of elasticity G = 125;000 psi
Modulus. of elasticity E - 2.0 x 10,6 psi
Flexural stress Fb = 2,900 psi(')
Tension stress Fs = 2,025(2); psi
Compression perpendicular to groin F, - 750 psi"')
Compression parallel to grain Fds = Z,900 pili
Nosiwit al shear parallel to gain f 290 psi
L7ant
(1) l,or 12" depth. For others, multiply by { a J
(2) Fr has been reduced to reflect the volume effect] of length, width,
and thickness for a range of common application conditions.
(3) Fu shall not be increased for duration of load.
Allowable DesUp Propertles
(100% Load Duration)
13/4" 2.0E Parallam® PSL
'Z10 6,530 1 8,985 1 9,950 13,380
,130 Ss215 - 0,605 '.+1)0249 4:135
115 125 208 244 4100
K1 59 _ i9 X'L 99.
;� 211/is" 2.0E Parallam® PSL
v ,
,A*
n a #•grftr
9,535
10,025
13,800
15,280 120,855 26,840 33,530
, ;a� 9,801
4,935
5,845
6.170 �, T,275 8,315 9,350
1T5
142'
3f9
STS � 615 91'T 1,305
.19,900
1,27,160
34,955
43,665
31/2" 2.0E Parallam® PSL
51/a" 2.0E Paraliamo PSL
346 1 375 1 623 1 733
7" 2 AE ParallamD PSL
4;ZSa., 14240 18�Z1a
1,201 1,792 2,552.
23.0 26.3 29.5
P#,830 ,
26,195
35,940
39,805
'54,325
69,905
87,32'§
12,415
13,055
1.7,979
.19,900
1,27,160
34,955
43,665
t67.60
44301,..
7,615"
�;
IABLE.KSU2.S(2) GIKUEK SPANS- AND HEAUER SPANS' FOR INTERIOR BEARING WALLS
(Maximum spans for Douglas fir -larch, hem -fir, southern pine and spruce-pine-firb and
requieed number of jack studs)
HEADERS AND GIRDERS
SUPPORTING
SIZE',
20
Span
BUILDING Width`
28
NjdSpan Njd
(feet)
36
Span
Njd
One floor only
2-2x4'.
3-1
1
2-8
1
2-5
1
2-2x61 4-6 1 3-11 1 3-6
1
2-2x8' 5-9 1 5-0 2 4-5
2
2-2x10 7-0 2 6-1 2 5-5
2
2-2x1 8-1 2 7-0 2 6-3
2
3-2x8! 7-2 1 6-3 1 5-7
2
3-2x10 8-9 1 7-7 2 6-9
2
3-2x12 10-2 2 8-10 2 7-10
2
4-2x8' 9-0 1 7-8 1 6-9
1
4-2x10 10-1 1 8-9 1 7-10
2
4-2x12 11-9 1 10-2 2 9-1
2
Two floors
2-2x41
2-2
1
1-10
1
1-7
1
2-2x61 3-2 2 2-9 2 2-5
2
2-2x81 4-1 2 3-6 2 3-2
2
2-2x10 4-11 2 4-3 2 3-10
3
2-2x12 5-9 2 5-0 3 4-5
3
3-2x8, 5-1 2 4-5 2 3-11
2
3-2x16 6-2 2 5-4 2 4-10
2
3-2x12 7-2 2 6-3 2 5-7
3
4-2x81 6-1 1 5-3 2 4-8
2
4-2x 10 7-2 2 6-2 2 5-6
2
4-2x12 8-4 2 7 2 2 6-5
2
For 51: I inch = 25.4 mm, 1 foot = 304.8 mm.
a. Spans are given in feet and inches.
b. Tabulated values assume =2 grade lumber.
c. Building width is measured perpendicular to the ridge. For widths between those shown, spans are
permitted to be interpolated.
d. NJ - Number of jack studs required to support each end. Where the number of required jack studs
equals one, the header is permitted to be supported by an approved framing anchor attached to the
full -height wall stud and to the header.
AV�'C'KQLW1A
ESI/FME
INC.
STRUCTURAL ENGINEERS
ca
Hoffineyer
BUILDING DIVISION
AUG 3 1 2020
BY: M.K
to be built at
343 62nd St., Newport Beach, Ca. 92663
July 20, 2020
Sipped:
CBC 2014
1800 E. 16th Street, Unit B, Santa Ana, CA 92701
Hopkins
am
Job No. L201
Tel: (714) 835-2800 Fax: (714) 835-2819
Page: 2
_
ESI/FME INC
Date: 7/20/2020
STRUCTURAL ENGINEERS
Jab W: L201
Client: Hopkins
Project Name: Hoffineyer
Plan No:
Load Conditions
Seismic Design Summitry
Analysis Used: Equivalent Lateral Force Procedure(12.2)
Floor(psf)
VROCII(psfJ
w/o LW
S.S Lw
Ss = Y393 S, =.0.499 Soil Site Class =
D I = 19 R = 6.5
p•
Tile
Deck
Cones
Conc. Or I"
Gyperete
F. = 1.0 F„ =1.5 Seismic Design Catergory = D P =1.0 D = 2.5
20.0
40.0
40.0
Ove Load
Situ = 1.393 Sul = 0.749
545 = 0.929 Sot - 8.499
Base Sbedr = 0.1Z0 W
Dead Load
4.0
4.0
14.0
Sheathing
1.5
2.5
2.5
L/fllIn Desi n Summa
eeker/Joists
1.5
2.0
2.0
sprinklers
2.0
2.0
2.0
Wind Velocity = 100 M.P.N.
Wind Exposure
Ceiling Joists
1.S
0.0
0.0
Governing
Codes
Dull
2.5
2.S
2.5
IBC2018 ASCE72016 Nos 2018
TMS 40Z2016
isaSolar Pv
2A.
1.0
1.0
Tot4I i0Ll
i5.p
14.0
24.0
CaC:2019 AC1318.2014 SORVJS 2025
AlSC3fi0.10
Votal(DLAL)
35,0
1
54.0 1
64:0
Emkct Info
SOils Report
Initials Date
Address
By: 2019 CBC
Engineer of Record: DF 7/23/2020
Street 349 62nd St.
Job No:
Project Engineer: DIF 7/23/2020
City Newport Beach.
Date:
Back Check:
State, Zip Co.,92063
Allowable Soil Bearing Pressure
l.SOO psf
Roof truss Review:
For Addition! Information: Refer to Soils Report
Floor Truss Review:.
structural Observation/Special
InspectiOn
PT Foundation Review:
Structural Observation Required:. Yes
Plan Check 1:.
Special Inspection Required:
No
Plan Check 2:
Revisions
Table of Contents
Revision Revised Sheets.
initials Date
Description
Pg. No.
Notes
2`5
Reductions
R1 -R3
Beams
6-
LateralAnilysis
7-9
ESI/FME, Inc. - Structural Engineers
(This Signature is to be a wet signature, not a copy.l
r{
gaf ION
i
•r�y
w�psv
7 tut
.i
( /
Date:
s
ESi/FME INC
STRUCTURAL ENGINEERS
Project Name:.
IBC2018 CBC 2019 ASCE72016
In.all cases calculations will supersede this design criteria sheet
Doug Fir - Larch #11 Doug Fir - Larch #2
Size
Fb(Psi)
F"(psi)
Fb(psi)
F„ (psi)
E(psi)
254, 2x6, 2x8, 2x10, 2x12,
1000
180
900
180
1.60E+06
2x14
2600
285
1.90E+06
Timberstrand (LSL)
1700
4x4, 4x6, 4x8, 4x10, 4x12,
1000
180
900
180
1.60E+06
414
6x6, 6x8, 8x8, $%10
1200
170
750
170
1.60E+06
6x10, 6x12, 6x14, 8X12,81141
13S0
170
875
170
1.60E+06
uoug Fir -tern-ia max moature concern. it
oe tree of neartcenter
Page: 3
Date: 7/20/2020
Job No: L201
Client: Hopkins
Pian No:
Grade
Pb (psi)
F� (psi)
E (psi).
Parallam 2.0 PSL)
2900
290
2.00E+06
Parallam 2.2 (PSL)
2900
290
2.20E+06
Microllam (LVL)
2600
285
1.90E+06
Timberstrand (LSL)
1700
425
130E+06
Glulam (24r -V4)
2400
240
1.80E+06
1 Drypack shall be composed of one part Portland Cement -to not more than three parts sand.
2 All structural concrete f,= 3000 psi Special Inspection Required
All slab-ongrade, continous footings, pad footings f ,= 2500 psi Special Inspection Not Required
1 All reinforcing shall be.A.ST,M.A-616-40 for #4 bars and smaller, & A615.60 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=1.3x1a
Splice length for 2500 psi concrete is: #4 Bars (400 = 21",#5 Bars (60K) = 39", #6 Bars (60K) = 47" (30 dia. for compression)
Masonry reinforcement shall have lapping 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 eaqual to the diameter of the bars.
Cover for cast -in-place concrete shall be as follows, U.N.O.
A. Concrete cast against & permenently exposed to earth ........... 3"
B. Concrete exposed to earth or weather <#5 Bars .... 11/2" 2 #6 Bars ......... 2"
C. Concrete no exposed to weather or in contact with ground Slabs, Walls, Joistsi5 45 Bars :.................:... 3/4"
Reams R Columns: Primary reinforcement. Ties. Stiruos. Spirals .. 11/2"
1 Fabrication and erection of structural steel shall be In accordance with "Specification forthe Design, Fabrication and Erection of Structural
Steel Buildings", AISC,,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 Are Process at licensed shopsoratherwise approved by
the. Building Department. Continuous inspection is 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 1/2" dia. bolt holes -@ 4'-0" o.c. for attachment of nailer, U.N.O. See architectural drawings
for finishes (Nelson studs 1/2"x 3" CPL may replace bolts)
1 Concreteblock shall be of sizes shown on architectural drawings and/or called for in specifications and conform to ASTM G90-09, 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 besolid grouted)
ESI/FME INC
STRUCTURAL ENGINEERS
Project Name:
Page: 4
Date: 7/20/2020
Job No: L201
Client: Hopkins
Plan No:
CODES: IBC2018 CBC 2019 ASCE72016 NDS 2018 SDPWS 2015
A. All beams #o be supported with full bearing unless noted otherwise.
B. All Isolated posts and beams to have Simpson PB's, PC's and/or BCs minimum, U.N.O.
C. All bearing walls on wood floors are to be supported with double joists or solid blocking, U.N.O.
D. Provide 4X or 2-2x members under sole plate nailing less than 6" o/c.
E. All Simpson HTT, HDU, HDQ and CS holdowns to be fastened to 4x4 post min.. U.N.O.
F. All hardware is to be Simpson Strong-Tie.or approved equal. Install per mfr.'s specifications.
G. All shop drawings are to be reviewed by the contractor and the architect prior to submittal for engineers review.
H. All exterior walls are to be secured with 1/2" diameter x 10" anchor bolts or MASA anchors.@ 72" o.c., U.N.O.
(Please call structural engineer for a fix.)
L All interior walls to be secured with shot pins per manufacturer's recommendations, U.N.O. Calculations govern in all cases.
Recommend Simpson 0.145" dia.,3" long PDP Powder Actuated Anchors @ 24" o.c. (ICGESR#2138) or equal.
J. All conventional framed portions of structure are to be constructed per section 2308 of the CBC 2019 or IBC 2018 U.N.O.
K. All nailing is to be per table 2304.10.1 of the IBC or California Building Code, U.N.O.
L. All nails to be "common", U.N.O.
FOUNDATION HARDWARE LEGEND
SOLE PLATE NAILING
SPN16: 16d Sole Plate Nailing @ 16" O.C.
SCR10: 1/4" x 4.1/2" SDS Screws @ 10" O.C.
SPN12: 16d Sole Plate Nailing @ 12" O.C.
SCR8: 1/4" x 41/2" SDS Screws @ 8" O.C.
SPN30: 16d Sole Plate Nailing @ 10" O.C.
SCR6: 1/4"'x41/X' SDS Screws @ 6" O.C.
SPN8: 16d Sole Plate Nailing @ 8" D.C.
SCR4: 114" x41/2" SDS Screws @ 4" O.C.
SPN6: 16d Sole Plate Nailing @ 6" D.C.
SCR2: 1/4" x 4 1/2".505 Screws @ 2" D.C.
SPN4: 16d Sole Plate Nailing :@ 4" O.C.
AB32: 1/2" Dia. X 10" Anchor Bolts @ 32" O.C.
or MASA Anchors @ 32" O.C.
SPN2: 16d Sole Plate Nailing @ 2" O.C.
HDU5 : (1) Simpson HOU5 per post
FOUNDATION HARDWARE LEGEND
A872: 1/2" Dia. X 10" Anchor Bolts @ 72" O.C.
or MASA Anchors @ 72" O.C.
244 : Provide a total of 2-44 at top 244 at
bottom of footing; 3' past post
AB64: 1/2' Dia. X 10" Anchor Bolts @ "' O:C.
or MASA Anchors @ 64" O.C.
344 : Provide a total of 344 at top 344 at
bottom of footing, 3' past post
A656: 1/2" Dia. X"10" Anchor Bolts @ 56" O.C.
or MASA Anchors @ 56" O.C.
444 : Provide a.total of 444 at tap 4-#4 at
bottom of footing, 3'past post
AB48: 1/2" Dia. X 30" Anchor Bolts @ 48" O.C.
or MASA Anchors @ 48" O.C.
-HTT4 : (1) Simpson HTT4 per post
A840: 112" Dia. X 10" Anchor Bolts @40" O.C.
or MASA Anchors @ 40" O.C.
HITS : 1) Simpson HTTS per post
HDU2: (1)Simpson HDU2 per post
AB32: 1/2" Dia. X 10" Anchor Bolts @ 32" O.C.
or MASA Anchors @ 32" O.C.
HDU4: (1) Simpson HDU4 per post.
HDU5 : (1) Simpson HOU5 per post
AB24: 1/2" Dia, X 10" Anchor Bolts @ 24" O,C.
or MASA Anchors @ 24" O.C.
HOUS : (1) Simpson HDUB per post
HDQ8: (1) Simpson HDQ8 per post
A816: 1/2" Die. X 10" Anchor Bolts @ 16" O.C.
or MASA Anchors @ 16" O.C.
HDU11.: (1) Simpson HDU11 per post
14DU14 : (1) Simpson HDU14 per post
ABB: 1/2" Dia, X 10" Anchor Bolts @ a" O.C.
or MASA Anchors @ 8" O.C.
11036 i (1) Simpson HD36 per post
H019 s (1) Simpson HD19 per post
Nate: When anchor bolts are used, provide V s4; x..229" thick plate washer for all sill plate A.B.'s atshear walls only.
Project Name:.
Vertical
STRUCTURAL ENGI
ESI FME 1 C
NEE'RS
Lateral Shear Nates
(IBC 2018, CBC 2019, SDPWS 2015)
Seismic Design Category D & E
Table 4.3A, AFPA SDPWS 2015
Page: 5
Date: 7/20/2020
Job No: L201
Client: Hopkins
Plan No:
Framing Members: Douglas Fir -Larch @ 16" O.C.
Wind Seismic
3/8" Wood Structural Panel w/ 8d Common Nails @ 6" O.C. @ Edges & 12" 0-.C. @ Field
3/8" Wood Structural Panel w/Sd Common Nails @ 4" O.C. @ Edges & 12" O.C. @ Field
3/8" Wood Structural Panel w/ ad Common Nails @ 3" D.C. @ Edges at 12" OX..@ -Field
3/8" Wood Structural Panel w/ 8o Common Nails @ 2" O.C. @ Edges & 12" C.C.. @ Field
1/2" (or 15132") Wood Structural Panel w/ 10d Common Nails @ 2" O.C. @ Edges & 12" O.C. @ Field
112" (or 15/32") Structural 1 Wood.Panel w/ 10d Common Nails @ 2" O.C. @Edges& 12" O.C. @ Field
Double Sided (3x Vertical Studs @ Abutting Panels and Nails Staggered On Each Side)
318" Wood Structural.Panel w/ ad Common, Nails @ 3" O.C. @ Edges 8,12" OX. @ Field
Double Sided (3x Vertical Studs @ Abutting Panels and Nails Staggered On Each Side)
12 3/8" Wood Structural Panel w/ -8d Common Nails @.2" D.C. @ Edges & 12" O.C. @ Field
DBL
365 PLF 260 PLF
-532. PLF 350 PLF
685 PLF 490 PLF
895 PLF 640 PLF
1077 PLF 770 PLF
1215 PLF 870 PLF
1370 PLF 980 PLF
1790PLF 1280PLF
Notes
a. Wood Structural Panel: Material approved by APA,PPS/TECO or Pittsburgh Testing laboratories. These values are for Doug -Fir Larch or
Southern Pine, other lumber species may differ in shear capacities.
b. Where. plywood Is applied on both faces of wall and nail spacing is less than 6" o.c., panel joints shall be offset to fall on different framing
members or framing shall be 3x or wider and nails staggered on each side,
C For allowable shearvalues greater than 350plf, provide a min. of a single 3x member at all framing members- receiving edge nailing from
abutdngpanels.
d. Where anchor bolts are provided at shear walls a 3"x3"x0.229"steel plate washers are required on each bolt. The washer shall be Installed
within 1/2" from the sheathed side of the plate. (SDPWS sect. 4.3.6.43)
Horizontal
Roof: Jolst.Spacing <24" ox,: 15/32" Wood Struct. Panel PII 24/0, with Sd's @ 6" o.c. at edges & boundaries, 12" o.c. field.
Floor: Joist Spacing < 16" o.c.: 19/32" Wood Struct. Panel T&G*, PI 32/16, w/10d's @';6" ox. at edges & bound, 10" o.c, field.
Joist Spacing <20" o.c.: 19/32" Wood Struct. Panel T&G",PI 40/20, W/10d'3 @ G" ox. at edges &bound., 10" o.c, field.
Joist Spacing <24" o.c.: 23/32" Wood Panel T&G* shtg., Pi 48/24,.w/10d's @ 6" o.c.. at edges & boundaries, 10" o.c. field.
Notes
a. Panel edges shall have approved T&G joints or shall be supported with blocking. Not required when lightweight concrete is placed over sub0eor.
b, All roof and floor shearingto he Exposre for Exterior.
ON -Caw
7c+� X09_
FOR BARS II PER GEral
ODNMC R TD VMY I
12x24 M..w/(2)15 ttm I
1
1
i
}
I
I
I
I
I
I
I
F0011NG LEGEND
NEW 5' cave, m
W/!s 0 16' O.C.
Ew, OVER 2• WO
W/6 0- VPPOR r--
RAMER OYER 1
BMS INTO (k7 /� WRD RE&OtS FRON'
fiD 8" P6R ETAIL E 60 A FN
M
j� 3'-0" WN;
C0.MMOR TO vam fir. marns6' �` CON=OR TO'VEIM
I fitR NEW TO a tks am \�F � (� 12x2+ T&B
2150
I OR NEN TO ��aEEO
i
1`
I
i
I (Ey 4' WAC. SA
1
I
I
I
I
1
L-----------------------------'
I'
1
I
i
I
I
I
I
I
1
I
1
i
I
1
1
I
I
I
1
-- (E) POOTRR. TO REUMN
lf
7RWT/ (2) 15 T&S
00NCRERC i5 TYPE V. Te - 45M P51
W/fUilO ,
r----------
SEND
I
1
I
1
f
7YP.
d�-� ,��✓ e a�.�a
_a -ey
L?OJ
Q
_ Page: (t
ESI/FMEINC .__ Date: 7/20/2020
[STRUCTURAL ENGINEERS Job No: L201
Client: Hopkins
Project Name: Hoffmeyer Plan No:
Beam
( 1 } bm at frt porch
Member Span= 7.5 FT
DL LL RL Total fib) X ift) Sour
P1=( +
+
651 lb
1223 ft -lb
7t
R,(ib)
R2(lb)
Design:
0p.751.+-75RL
125
Total x" 651 m;
17657:`
S, = M,,,,,/Fb =
14.80 Me
Mm,x = 1221 ft -Ib
DL 145
145
A., = S.SVR,e,/Fv=
5.43 int
V,, = 651 Ib
DL LL
506
RL
Trib (ft)
Total {
Roof = ( is +
+
20 ) x (
+ ) _.
0
Wall =( to +
+
)x(
+ )=
0
Floor = ( 14 + 40
+
) x {
+ ) =
0
Deck = ( 14 + 60
+
) x (
0.75. + 1.5 ) =
167
Floor Live Load Reduction Factor,81.00;;
Self Weight =
7.2
Roof Live Load Reduction Factor
5z3 OQ4
Total =
174
MEMBER SIZE
_ (
1 )
4 x 10
P
X
R, R2
Size Factor, CF =1.10
Rep. Factor, Ci = No =1
F,; = 180 PSI Fp = 900 x CF x C, = 990 PSI
E = 1.60E+06 PSI
W 3.501, LC Cd V/Cd M/cd
Comments:
1.00
651 lb
1223 ft -lb
WRL
R,(ib)
R2(lb)
Design:
0p.751.+-75RL
125
Total x" 651 m;
17657:`
S, = M,,,,,/Fb =
14.80 Me
Mm,x = 1221 ft -Ib
DL 145
145
A., = S.SVR,e,/Fv=
5.43 int
V,, = 651 Ib
LL 506
506
A, l = L/ 360 =
0.25 in
0.03
RL 0
0
AIL = 0.01 in
GL6 Camber =
1.5 x dot = Ool in
IN
D+LL
1.00
651 lb
1223 ft -lb
WRL
1.25
11616
218 ft -lb
0p.751.+-75RL
125
420 lb
787 ft -ib
Stress Ratio
Sp 0.d =
49.91
in' 29.7%
OK
AFm„aed =
32.38
int 16.8%
OK
A,,, =
0.03
in 13.4%
OK
1.00
1.25
125
M
7/2112020
U.S. Seismic Design Maps
V J H 1 V
1, ZO)
343 62nd St, Newport Beach, GA 92663, USA
Latitude, Longitude; 33.628827, -117.9478514
data 02020
Type
Value
Description
SDC.
null See Section IIA.8
Seismic design category
Fa
12.
Site amplification factor at 0.2 second
Fv.
null See Section 11.4.8
Site amplification factor at 1.0 second
PGA
0.688.
MCEG peak ground acceleration
FpeA
1.2
Site amplification factor at PGA
PGApt
0.73
Site modified peak ground acceleration
T11
3
Long -period transition period in seconds
SsRT
1.393
Probabilistic risk-targotedground motion. (0.2 second)
SsUH
1,538
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
SO
2.591
Factored determimsticacceleration value. (0.2 second)
S1RT
OA99
Probabilistic risk -targeted ground .motion. (1.0 second)
S1UH
0.543
Factored onifonn-hazard(2% probability of exceedance in 50 years) spectral acceleration.
SID
0.828
Factored deterministic accoleration value. (1A second)
PGAd
1.05
Factored datemiinistic acceleration value. (Peak Ground Acceleration)
Cgs
0.906
Mapped value of the risk coefficient at short periods
https,J/soismicmaps.org
S. 113
ESI FME INC
STRUCTURAL ENGINEERS
Name:
Hr C0 ft 8.4 65,% Zone C
psf 35l Zone
H, 11.0 ft 11.4 zone C
I psf
1.2 ft
Hy 10.0 ft 11 11.4 ZoneC
psf'
CE 7-16 Equivalent Lateral Force Method
SS = 1.393 S1 = 0.499
Fa=1.2. Fv=1.8
SMS = Ssxpa = 1.672 Sly, = SSxF, = 0.899
$py = (2/3)xSMs = 1:114 So, _ (2/3)xSMS re 0.599
SS,
Csimhf RA- 0.03$
Oa = CW
Page:
Date: 7/20/2020
Job No: L201
Client: Hopkins
Plan No:
Location
2nd5tory Weight Trib.(it)
Site Information Roof = 35 psf x 30
=450 pff
Zip = Floor = 14 psf x 0
= 0 pif
Lattitude = 33.628827 Weight Trib: (ft)
qty.
Longitude = -117.9479-i-Ext. Wali = 14 psf x 5.5
x 2 =154 pif
Occupancy Category = II y Int. Wall = 10 psf x. 5.5
x 2.5 =138 pif
II Ext. Wall = 14 psf x S.5
x 0 = 0 plf
II Int. Wall = 10 psf x 5.5
x D =0 pif
194 plf
Total=742plf
1st Story Weight Trib.(ft)
1615 pif
Roof = 15 psf x
= 0 pif
Floor = 14 psf x 28
=392 pif
Weight Trlb. (ft) CRy. Trib. (ft)
City.
-Ext. Wali = 14 psf x ( 5.5 x 2 + 5 x
2 ) =294 pif
-I-Int-Wall = 10 psf x{ 5.S 'x 2.5 + 5 x
1 )=188pff
If Ext. Wall = 14 psf x { 5.5 x 0 + 5 x
0 ) = 0 plf
11 Int. Wail = 10 psf x { 5.5 x 0 + 5 x
0 ) = 0 plf
2nd Story ISt5tory
Total=874pff
R = 6.5 Soll Site Class = D Per ASCE7.1611.4.3
I =1.0 Seismic Design Category= D
p=1.0 h„=24.2ft
T = 0.218 for All OtherStmctural Systems
Cs = 0.171 <-Governs EI, = .7pDs =0.120W
R/L
Csimaa) = sox. = 0.423. '�y,t0,120W
TxR/I
ASCE 7.16 Simglified Wind Design
Roof Slope z: 4:12=18.4 Degrees xae=1.0
Wind Velocity =.100 mph It, = 24.2 ft
Exposure = C A =1.34-
„„,,.,.,..,_,.,_,.,.,_,,.,.,,._ Wind _
Level Z(P,xTrib) Fe Story Shear Wind
Roof 4ftx 8.4psf+S.5ft x11.4 sf) 96 ff 96 If
Leven (6.7ft x 11.4psf+Sft x SL4psf) 133 plf 229 plf23%133zRf
Holitanal Pressures Veftical Preswes 107erhangsl
Zone A 8 C D E F G H Eon Gan
psao 21.3 -6.1 14.2 -41-19.11-13-01-13.31491-26.3 7 .20.9
Ps 17.2 -4.9 114 -2.71-15,41-10. •10.7 •6.e -23.5 •16.6
Wind at Corner
Level Bld. Width a Fa
Roof 45 ft 4,4 ft 67 pIf
Leven 45ft 14:Oft 67p1f
Comerwlnds the addltleml Wassum oppiled at
wmerahearwalis: Pressore'p,' isto 6e Included for
a distance'a' away fmm the comer
Governing Load
Level story SheNWind
Roof ti127 pifSeismic
Level l s��'229%133
Seismic �.
WI
h, Wixhl Fx.
StoryShea
Seismic
742 pff
22 16436.6 127 pif
127 pifIE
874 pif
10 8735 67 plf
194 plf
;x'194/67 psf
Total
1615 pif
25172
„„,,.,.,..,_,.,_,.,.,_,,.,.,,._ Wind _
Level Z(P,xTrib) Fe Story Shear Wind
Roof 4ftx 8.4psf+S.5ft x11.4 sf) 96 ff 96 If
Leven (6.7ft x 11.4psf+Sft x SL4psf) 133 plf 229 plf23%133zRf
Holitanal Pressures Veftical Preswes 107erhangsl
Zone A 8 C D E F G H Eon Gan
psao 21.3 -6.1 14.2 -41-19.11-13-01-13.31491-26.3 7 .20.9
Ps 17.2 -4.9 114 -2.71-15,41-10. •10.7 •6.e -23.5 •16.6
Wind at Corner
Level Bld. Width a Fa
Roof 45 ft 4,4 ft 67 pIf
Leven 45ft 14:Oft 67p1f
Comerwlnds the addltleml Wassum oppiled at
wmerahearwalis: Pressore'p,' isto 6e Included for
a distance'a' away fmm the comer
Governing Load
Level story SheNWind
Roof ti127 pifSeismic
Level l s��'229%133
ESI/FME INC
STRUCTURAL ENGINEERS
Project: Name:
Page:.
Date: 7/20/2020
Job No: L201
Client: Hopkins
Plan No:
Shearwall Design (IBC 2018, CBC 2019, SDPWS 2018)
wall at front entry.
Plate Height{H)=8.0ftNet
Lateral Load
I I
Shearwall Design
Length Opening Length
Source WWI(plf Seismic (PIG Tributary (ft) Wind
Seismic
Demand Capacity Ratio
Wall 1= 3.0 ft - _- 3.Oft
229
194 (2012 +2:0) =. 2748 lb
2328 lb
Wind
289 plf 489 OF 0.59
Wall = 3.0 ft - 3.0 it
x
+ = 0 l
01b
Seismic
245 pH 322 pif 0.76
Wall 3= 3.5 ft - = 3.5 ft
+ = 016
Olb
Aspect Bad
WA14= - 0.Oft
+ _. 016
0 l
11
h(b, ` 2.7> 2.0
Wd115 = - = Q0ft
+ = 016
016'
Aspect Ratio Factor
Total Length= 9.5 ft
Gamer Wind KH, �'.x
_ Gib Total Load= 2748 lb
23281b
1.25-.125hfbp 0.82
Diaphragm
Unit
Shear (V) = Load/Length = 289 plf
245 plf
1/2 "A.B.
@ 40"D.C. A840
L = 28 ft Provide A35/LTP4 @ 48" O.C.
-
V=98 ptf V,=168 p1f
w/
4x4 w/HDU2
Vertical load
Load Trib(ft). Load
Uplift Calculation
Roof = 15 psf x 6.0 = 9p pif
Stacking Addn'I
Waif - 14 pSf x 21.0 = 294 pif
Mo = VLH L=311
M"(ft-#) M Jft-#) Ma(ft-#) Ma(ft-#)
UPlift(lb)
NO
Capacity(lb)
Floor =14 psf x- 2.0 = 28 pif
WLa
Wind
6942 0 1854ra 0 a;
19¢3
3075
Ok
Total Load (W) = 412 pit
M 06
ary4 =
2
Seismic
5881 0 1854z " "'
;,0?
1670
3075
Ok
Sas = 0.929 L = 3.0 ft
W LZ
Ma61 = 0A7
E
Z
E
E
(.6-.145as) =. 0.47
u°
R
E