HomeMy WebLinkAboutX2021-1565 - Calcs1
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CASTILL0
ENS[ NEERIN S
STRUCTURAL CALCULATIONS
FOR
PANDA EXPRESS
THE BLUFFS SHOPPING CENTER
1316 BISON AVE
NEWPORT BEACH, CA 92660
14 -JUN -21
EXPA21311
`ier i�GTk3��Y
Y
CE JOB NO. 21-472
2 C 5 P I N E A V E IJ L E S IJ l E 2 O 1. O N Ll P. IE A C H. L'. A L I FO R M A n NE 1 3
b 1 5 ti 0 0 F: 5 B 2 , b 1 7 11 0 W W W. C a IEl- I LLULN G I N L EHIN L: . C 0 N4
ARCHITECT CASTILLO ENGINEERING, INC. JOB 2 .
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
FNOR. MC JOB NO. SHEETNO.
DESIGN CRITERIA
1 Soil supporting footings is natural grade or engineered fill.
2 Soil allowable bearing pressure used in design 1500 PSF
3 Footing shall extend N . A minimum into undisturbed soil or N • A -below finish grade
whichever is lower.
4 All concrete shall develop a minimum compressive strength of 2500 psi in 28 days.
5 Reinforcing steel shall conform to ASTM 615, Grade 60.
6 Structural steel shall conform to the following:
Wide flange shapes ASTM A992
TS shapes ASTM A500, Grade B
Pipe shapes ASTM A53, Grade B
Other rolled shapes, Bars and plates ASTM A36
7 Structural steel shall be fabricated in a shop of an approved fabricator.
8 All welding shall be done by Certified Welders.
9 Concrete Block shall conform to ASTM C90, Grade N-1
10 Grout shall develop 2000 psi in 28 days.
11 Mortar shall be Type S and develop 1800 psi in 28 days.
12 All lumber shall be grade marked Douglas Fir. (Grading rule No. 17)
Light Framing Construction
Joist & Planks No. 2
Beams & Stringers No. 1
Posts & Timbers No. 1
13 Glue Laminated Timbers shall be combination No. 24F -V8.
14 Plywood shall conform to PS 1-95, Structural 1
15 All material and workmanship shall conform to the requirements of
2019 California Building Code.
ARCHITECTc CASTILLO ENGINEERING, INC.
1205 Pine Avenue, Suite 201
Lang Beach, CA 90813
ENGR. DATE: SHEET NO.
3
DOUGLAS. FIR -LARCH DESIGN VALUES
OE6.I13NATION
GRADE
FB
FT
FCperp.
FC
FV
E
E MIN
LIGHT FRAMING
CONSTRUCTION
1000
650
625
1650
180
1,500,000
550,000
2" TO 4" THICK
2" TO 4 WIDE
JOIST & PLANKS
NO. 2
900
575
625
1350
180
1,600,000
580,000
2" TO 4" THICK
6" & WIDER
POST & TIMBER
NO. 1
1200
825
625
1000
170
1,600,000
580,000
5x5 AND LARGER
WIDTH NOT MORE
THAN 2" GREATER
THAN THICKNESS
BEAM & STRINGER
NO. 1
1350
675
625
925
170
1„600,000
580,000
5” & THICKER
WIDTH MORE THAN
2" GREATER THAN
THICKNESS
GLLI-LAM BEAMS
COMBINATION
2400
1100
650
1650
265
1,800,000
930,000
NO. 24F -V8
Y-DIR
1450
1100
560
1650
230
1,600,000'
830,000
H )THE ABOVE VALUES ARE TAKEN FROM THE 2018 N.O.S.
(2)LSE STANDARD [BRAIDINGRULENO. 17.
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CASTILLO ENGINEERING INC
OB
4205 Pine Avenue, Sui[e 201
MGR. L.ng9each, CA90113
F, 290
PARALLAM (PSL) BEAMS
Psi
Fb= 2900 Psi
E= 2000000 psi (STOCK 8EAt49)
E= 20.00000 Depth
Facto[=(12/0)10.111
PSI (COME
RCIAL)
b
d A&
100%
125%
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11.875 41.6
82
488
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15,9
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1.4.0 49.0
114
800
8.04
19.9
10.04
34.8
3.50 x
16.0 56.6
14.9
9.47
-
27.2
11.84
34.0
3..50 x
18.0 63;0
1.89
1195
10,8
355.0
13.53
43.7
3..50 x
20.0 70.0
233
1701
12.2
43.7
15;2
54_6
3.50 x
22.0 77..0
282
2333
13.5.
53.3
16.9
66.6
3.50 x
.24.0 84.0
336
3106
14.9
63.8
18.,.6
79.7
3.50 x
26..0. 91.0
4032
16.2
75..2
20.3
94.0
3.50 x
98
394
5126
17.6
87.5
22.0
109.3.
.28.0 .0
457
6403
18.4
100.6
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9.500 49,9`
79.0
375
9.64
5.25. x
11.875 62.3
.123
733
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15.1
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1.4.0 73..5
1201
12.1
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16.0 84:0.
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224
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424
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26.0 137
592
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28.0 147
686
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26.4
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33.0.
164
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788
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28.4
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35.5
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30.5
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34.0 179
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43.7
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CASTILLO ENGINEERING, INC.
JOB
9
1205 Pine Avenue, Suite 201
Long Beach, CA 80613
•Mc
DAM:
51140021
11:10
JOB NO.
SHEET NO.
GLUE LAMINATED BEAMS
24F
-V8
DF/DF
Fv= 265
psi
Fb=
2400
psi
E= 1600000
psi
100%
125%
b
d
A
S
I
V
M
V
M
3.125
x
12.0
37.5
75
450
6.63
15.0
8.28
18.8
/ 3.125
x
13.5
42.2
95
641
7.45
19.0
9.32
23.7
3.125
x
15.0
46.9
117
879
8.28
23.4
10.35
29.3
3.125
x
16.5
51.6
142
1170
9.11
28.4
11.39
35.4
3.125
x
18.0
56.3
169
1519
9.94
33.B
12.42
42.2
3.125
x
19.5
60.9
198
1931
10.77
39.6
13.46
49.5
3.125
x
21.0
65.6
230
2412
11.59
45.9
14.5
57.4
3.125
x
22.5
70.3
264
2966
12.42
52.7
15.5
65.9
3.125
x
24.0
75.0
300
3600
13.25
60.0
16.6
75.0
3.125
x
25.5
79.7
339
4318
14.1
67.7
17.6
84.7
3.125
x
27.0
84.4
380
5126
14.9
75.9
18.6
94.9
3.125
x
28.5
89.1
423
6028
15.7
84.6
19.7
106
3.125
x
30.0
93.8
469
7031
16.6
93.8
20.7
117
5.125
x
12.0
61.5
123
738
10.87
24.6
13.58
30.8
5.125
x
13.5
69.2
156
1051
12.22
31.1
15.3
38.9
5.125
x
15.0
76.9
192
1441
13.58
38.4
17.0
48.0
5.125
x
16.5
84.6
233
1919
14.9
46.5
18.7
58.1
5.125
x
18.0
92.3
277
2491
16.3
55.4
20.4
69.2
5.125
x
19.5
99.9
325
3167
17.7
65.0
22.1
81.2
5.125
x
21.0
108
377
3955
19.0
75.3
23.8
94.2
5.125
x
22.5
115
432
4865
20.4
86.5
25.5
108
5.125
x
24.0
123
492
5904
21.7
98.4
27.2
123
5.125
x
25.5
131
555
7082
23.1
111
28.9
139
5.125
x
27.0
138
623
8406
24.4
125
30.6
156
5.125
x
28.5
146
694
9887
25.8
139
32.3
173
5.125
x
30.0
154
769
11531
27.2
154
34.0
192
5.125
x
31.5
161
848
13349
28.5
170
35.7
212
5.125
x
33.0
169
930
15348
29.9
186
37.3
233
6.75
x
12.0
81.0
162
972
14.3
32.4
17.9
40.5
6.75
x
13.5
91.1
205
1384
16.1
41.0
20.1
51.3
6.75
x
15.0
101
253
1898
17.9
50.6
22.4
63.3
6.75
x
16.5
111
306
2527
19.7
61.3
24.6
76.6
6.75
x
18.0.
122
365
3281
21.5
72.9
26.8
91.1
6.75
x
19.5
132
428
4171
23.3
85.6
29.1
107
6.75
x
21.0
142
496
5209
25.0
99.2
31.3
124
6.75
x
22.5
152
570
6407
26.8
114
33.5
142
6.75
x
24.0
162
648
7776
28.6
130
35.8
162
6.75
x
25.5
172
732
9327
30.4
146
38.0
183
6.75
x
27.0
182
820
11072
32.2
164
40.2
205
6.75
x
28.5
192
914
13021
34.0
183
42.5
228
6.75
x
30.0
203
1013
15188
35.8
203
44.7
253
6.75
x
31.5
213
1116
17581
37.6
223
47.0
279
6.75
x
33.0
223
1225
20215
39.4
245
49.2
306
6.75
x
34.5
233
1339
23098
41.1
268
51.4
335
6.75
x
36.0
243
1458
26244
42.9
292
53.7
365
6/14/2021
U.S. Seismic Design Maps
1316 Bison Ave, Newport Beach, CA 92660, USA
Latitude, Longitude: 33,6390056,-117.8602841
Mini U Storage
United States ,
Postal Service
Flower Child
a TotalWine & Morel Sucks
Chevron Newport Beach u
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Google ve
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Date
Design Code Reference Document
Risk Category
Site Class._.
1
od
Map data 02021
6/14/2021, 11:11:04 AM
ASCE7-16
II
D - Default (See Section 11.4.3)
Type
Value
Description
SS
1.303
MCER ground motion. (for 0.2 second period)
S1
0.464
MCER ground motion. (for 1.0s period)
Sys
1.564
Site -modified spectral acceleration value
SM1
null -See Section 11.4.8
Site -modified spectral acceleration value
SDs
1.043
Numeric seismic design value at 0.2 second SA
Sol
null -See Section 11.4.8
Numeric seismic design value at 1.0 second SA
type
Value
Description
SDC
null -See Section 11.4.8
Seismic design category
Fa
1.2
Site amplification factor at 0.2 second
',. F,,
null -See Section 11.4.8
Site amplification factor at 1.0 second
PGA
0.56
MCEG peak ground acceleration
FPGA
1.2
Site amplification factor at PGA
PGAM
0.673
Site modified peak ground acceleration
T,
8
Long -period transition period in seconds
SsRT
1.303
Probabilistic risk -targeted ground motion. (0.2 second)
SsUH
1.414
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD
2.554
Factored deterministic acceleration value. (0.2 second)
S1 RT
0.464
Probabilistic risk -targeted ground motion. (1.0 second)
S1 UH
0,501
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
51D
0.826
Factored deterministic acceleration value. (1.0 second)
PGAd
1.038
Factored deterministic acceleration value. (Peak Ground Acceleration)
CRS
0.922
Mapped value of the risk coefficient at short periods
CRI
0.927
Mapped value of the risk coefficient at a period of 1 s
httPs:Hseismicmaps. org
1/2
U.S. Seismic Design Maps
11
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for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website.
i
https://seismicmaps.org 212
nscniTEM
MUA-1
WEIGHT
Wp=
1618 lbs
DIMENSIONS
H=
56 in
W=
35 in
L=
181 in
1-1
15 in
SEISMIC FORCE
ap=
2.5
Sm=
1.04
Ip=
1.0
Rp=
6.0
2=
15.0 it
b=
15.0 ft
CASTILLO ENGINEERING, INC.
1205 Pine Avenue, suite 201
Long Beach, CA 90813
MECHANICAL EQUIPMENT ANCHORAGE TO WOOD
ASCE7-16 Seismic Demands on Nonstructural Components
component amplification factor
spectral acceleration
13.1.3 Components Importance Factor Standard Equipment
components response modification factor
height of equipment
roof height
[13.3-1] Fp= 0.4'ap'Sos'Iq (1+2'z)h)'Wp=
Rnlp
[13.3-2] Maximum Fp= 1.WSr 1p'Wp =
113.3-31 Minimum Fp= 0.3-Satlp'Wp =
Fp= 0.522 wp= 0.373 Wp (ASD)
1.40
0.622 Win
1.67 WP
0.313 Wp
Fp=
OVERTURNING
MOT= Fp`(H/2+Hcurb) = 26916 Ib -in
.14Sos= 0.14 x 1.04 = 0.15D
0.60 D - 0.15 D = 0.454 D Resisting Dead Load
Me= 0.45398'Wp'W/2 = 12854 Ib -in
T= (MOT -MR)NV = 373 LBS =
3 screws
SHEAR
V= 603 - 100 lbs
6 screws screw
COMBINED SHEAR AND TENSION
Duration Fectar CD= 1.60
DIA 0.38 IN
To= 848 x 1.60 = 1357 Ibs/screw
Va= 140 x 1.60 = 224 lbs/screw
Angle bWn wood surface and applied load
«= 51.1 deg
actual Za= 160 lbs Resultant
allowable Zn'= 453 lbs
Actual - 0.35 OK
Allowable
screw
,.a
sxEET No.
<—;;=GOVERNS
603 lbs
12
USE:
8 - 3/8 in. Dia. 5 in. Long Lag Screws
(3 each long side of the curb)
CASTILLO ENGINEERING, INC. Joe
1205 Pine Avenue, suite tot 13
/
Long Beach, CA 90813
JOB NO. SXEETNO.
MECHANICAL EQUIPMENT ANCHORAGE TO WOOD
"T -'
WEIGHT
Wp= 1337
Ibs
DIMENSIONS
H= 49
in
W= 60
in
L= 102
in
Heat= 12
in
SEISMIC FORCE
ASCE7-16 Seismic Demands on Nonstructural Components
ap= 2.5
component amplification factor
Sos= 1.04
spectral acceleration
Ip= 1.0
13.1.3 Components Importance Factor Standard Equipment
Rp= 6.0
components response modification factor
z= 15.0
ft height of equipment
h= 15.0
ft roof height
[13.3-1]
Fp= 0.4-ap'Sm'Ip (1+24/0)'Wp= 0.522 Wp a=—GOVERNS
Rpllp
[13.3-2]
Maximum Fp= 1.6-Scole-Wp = 1.67 WP
[13.3-3]
Minimum Fp= 0.3'Soelp"Wp = 0.313 Wp
Fp= 0.522 WP= 0.373 Wp (ASO) Fp= 498 lbs
1.40
OVERTURNING
MaT=
Fp'(H12,Hcurb) = 17929 Ib-in
.14SDs=
0.14 x 1.04 = 0.15 D
0.60
D - 0.15 D = 0.454 D Resisting Dead Load
MR=
0.45398'Wp'W/2 = 18209 Ib-in
T=
(MOT -MR)M = 0 LBS = 0 Its
2 svews screw
SHEAR
V=
498 - 125 the
4 screws screw
COMBINED SHEAR AND TENSION
Duration Factor CD=
1.60
DIA
0.38 IN
Ta=
848 x 1.60 = 1357 Ibslscrew
Va=
140 x 1.60 = 224 lbs/screw
Angle btwn
woad surface and applied load
a=
0.0 deg
actual Zn=
125 lbs Resultant
allowable Zu=
224 has
Actual
- 0.66 OK
Allowable
USE:
4- 3/8 in. Dia. 5 in. Long Lag Screws
( 2 each long side of the curb)
0.LHH LT
CASTILLO ENGINEERING, INC. JOB 14
1105 Pine Avenue, Suite 201
Long Beach, CR 90913
ENEN, ML JOB NO. SHEET NO,
MECHANICAL EQUIPMENT ANCHORAGE TO WOOD
RTU -2
WEIGHT
Wp= 858 Its
DIMENSIONS
H= 42 in
W= 47 in
L= 85 in
Hcuro= 12 in
SEISMIC FORCE ASCE7-16 Seismic Demands on Nonstructural Components
ap= 2.5 component amplification factor
S.= 1.04 spectral acceleration
Ip= 1.0 13.1.3 Components Importance Factor Standard Equipment
Rp= 6.0 components response madification factor
, 15.0 ft height of equipment
h= 15.0 it roof height
]13.3-1] Fp= OA'ap'Sas9p (1+2'.aq-Wp= 0.522 Wp
<=—==GOVERNS
Rp/Ip
[13.3-2] Maximum Fp= 1.6-seelp-Wp = 1.67 Wp
[13.3-3] Minimum Fp= 0.3'S.'Ip'Wp = 0.313 Wp
Fp= 0.522 WP= 0.373 Wp (ASD) Fp=
320 lbs
1.40
OVERTURNING
Mur = Fp'(H/2+Hcuro) = 10547 Ib -in
.14Sos= 0.14 x 1.04 = 0.15 D
0.60 D - 0.15 D = 0.454 D Resisting Dead Load
MR= 0.4539WWp'W/2 = 9106 Ib -in
T= (MOT -MR)NJ = 31 LBS = 15 lbs
2 screws screw
SHEAR
V= 320 - 80 lbs
4 screws screw
COMBINED SHEAR AND TENSION
Duration Factor CD= 1.60
DIA 0.38 IN
Ta= 848 x 1.60 = 1357 lbs/screw
Va= 140 x 1.60 = 224 lbs/screw
Angle blwn wood surface and applied load
a= 10.9 deg
actual Za= 91 lbs Resultant
allowable Zu= 231 Ill.
Actual - 0.36 OK
Allowable USE:
4-
318 in, Dia. 5 in. Long Lag Screws
( 2
each long side of the curb)
CASTILLO ENGINEERING, INC. Joe 15
1205 Pine Avenue, Suite 201
Long Beech, CA 90813
MECHANICAL EQUIPMENT ANCHORAGE TO WOOD
LIGHT
1.60
0'-3"
DIA
Wp=
250
lbs
543 x
DIMENSIONS
Va=
140 x
1.60 =
H=
42
in
W=
31
in
allowable 2a'=
L=
31
in
0.10
Hmm=
0
in
SEISMIC FORCE
ASCE7-16 Seismic Demands on Nonstructural Components
ap=
2.5
component amplification factor
Sos=
1.04
spectral acceleration
Ip=
1.0
13.1.3 Components Importance Factor Standard Equipment
Rp=
6.0
components response modification factor
1
15.0
ft
height of equipment
h=
15.0
it
out height
[13.3-1]
Fp= 0.4'aVSoelp (1+2'z )'Wp= 0.622 Wp
Rip/lip
[13.3-2]
Maximum Fp= 1.5'Sos1p'Wp = 1.67 Wp
[13.3-3]
Minimum Fp= 0.3'So.'Ip'Wp = 0.313 Wp
Fp=
0.522
Wp= 0.373 Wp (ASD) Fp=
1.40
OVERTURNING
MaT= Fp'(H/2-Hcurb)
.14SDS= 0.14 x
0.60 D -
MR= 0.45398'Wp'W/2
T= (MOT -MR)/W
SHEAR
= 1956 Ib -in
1.04 = 0.15 D
0.15 D = 0.454 D Resisting Dead Load
= 1759 Ib -in
6 LBS =
2 screws
V= 93 - 23 lbs
4 screws screw
COMBINED SHEAR AND TENSION
Duration Factor CD=
1.60
0'-3"
DIA
0.38
IN
Ta=
543 x
1.60 =
Va=
140 x
1.60 =
Angle btwn wood surface and applied load
a=
7.6 deg
actual Za=
23 We
Resultant
allowable 2a'=
227 lbs
Actual -
0.10
OK
Allowable
869 lbs/screw
224 lbs/screw
screw
93
<====GOVERNS
lbs
USE:
4- 318 in. Dia. 3 in. Long Lag Screws
( 2 each long side of the curb)
USE
L3x3xl6ga x
0'-3"
EA. CORNER
W/ 3-#10
S.M.S.
TO
UNIT
nRcnnecT
CASTILLO ENGINEERING, INC.
JDs 16
EA.
1205 Pine Avenue, suite 201
W/ 3-##10
S.M.S.
Long fieach, CA 90913
TO
ENGR. ML
JOa NO. SHEET NO.
MECHANICAL EQUIPMENT ANCHORAGE TO WOOD
CU -2
WEIGHT
Wp= 250
Ibs
DIMENSIONS
H= 42
in
W= 31
in
L= 31
in
Heum= o
in
SEISMIC FORCE
ASCE7-16 Seismic Demands on Nonstructural Components
ap= 2.5
component amplification factor
SDs= 1.04
spectral acceleration
Ip= 1.0
13.1.3 Components Importance Factor Standard Equipment
Rp= 6.0
components response modification factor
2= 15.0
It height of equipment
h= 15.0
ft roof height
[13.3-11
Fp= 0.4'ap-SDs'Ip (1+2-vb)-Wp= 0.622 Wp
<=====GOVERNS
Rpllp
[13.3-21
Maximum Fp= 1.6.6m'Ip•Wp = 1.67 Win
[13.3-31
Minimum Fp= 0.3'SDs'Ip'Wp = 0.313 Wp
Fp= 0.522 WP= 0.373 Wp (ASD) Fp=
93 its
1.40
OVERTURNING
MOT=
Fp*(H/2+Hcurb) = 1966 Ib -in
.14Sos=
0.14 x 1.04 = 0.15D
0.60
D - 0.15 D = 0.454 D Resisting Dead Load
Ma=
0.45398'Wp'W/2 = 1759 Ib -in
T=
(MOT-MR)AN = 6 LES = 3 Ibs
2 saews screw
SHEAR
V=
93 — 23 Its
4 screws screw
COMBINED SHEAR AND TENSION
Duration Factor CD=
1.60
DIA
0.38 IN
Ta=
543 x 1.60 = 859 Ibslscrew
Va=
140 x 1.60 = 224 Ibslscraw
Angle btwo
wood surface and applied load
a=
7.8 deg
actual Za=
23 Ibs Resultant
allowable Zn'=
227 Its
Actual
— 0.10 OK
Allowable
USE:
4-
3/8 in. Dia. 3 in. Long Lag Screws
( 2
each long side of the curb)
USE L3x3xl6GA
x0'-3"
EA.
CORNER
W/ 3-##10
S.M.S.
TO
UNIT
AaLMTEcT
EF -1
WEIGHT
Wp=
184
He
DIMENSIONS
H=
34
in
W=
27
in
L=
27
in
Hcurb=
3D
in
SEISMIC FORCE
arc
2.5
Sos=
1.04
Ip=
1.0
Rp=
6.0
i=
15.0
0
h=
15.0
fl
CASTILLO ENGINEERING, INC.
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
MECHANICAL EQUIPMENT ANCHORAGE TO WOOD
ASCE7-16 Seismic Demands on Nonstmotural Components
Component amplification factor
spectral acceleration
13.1.3 Components Importance Factor Standard Equipment
components response modification factor
height of equipment
roof height
[13.31] Fp= 0.4-ap'Sw'Ip (1+2'z/h)'Wp=
Rp/lp
[13.3-2] Maximum FP= 1.6`sa 1p'wp =
[13.3-3] Minimum Fp= 0.3'Sm'Ip'Wp =
Fp= 0.622 Wp= 0.373 Wp (ASD)
1.40
JOB
0.622 Wp <=_ =GOVERNS
1.67 WE
0.313 WP
Fp= 69 his
OVERTURNING
Mot= Fp*(H12+Hcurb) = 3221 Ib -in
.14SDS= 0.14 x 1.04 = 0.15 D
0.60 D - 0.15 D = 0.454 D Resisting Dead Load
Me= 0.45398-Wp-W/2 = 1107 Ib -in
T= (MOT -MR)m = 80 LBS = _
2 screws
SHEAR
V= 69 — 17 lbs
4 screws screw
COMBINED SHEAR AND TENSION
Duration Factor CD= 1.60
DIA 0.36 IN
To= 543 x 1.60 = 869 Ibslscrew
Va= 140 x 1.60 = 224 Ibslscrew
Angle btwn wood surface and applied load
a= 66.8 deg
actual Za= 43 Ids Resultant
allowable Zn'= Boo Ibs
Actual — 0.07 OK
Allowable
screw
17
USE:
4- 318 in. Dia. 3 in. Long Lag Screws
[( 2 each long side of the curb)
ARCHITECT CASTILLO ENGINEERING, INC. ICE 1
1205 Pine Avenue. Suite 201
Long BeaCh, CA 90813
ENGR. MC IOa NO. SHEET NO.
MECHANICAL EQUIPMENT ANCHORAGE TO WOOD
EF -3
WEIGHT
WP= 80 lbs
DIMENSIONS
H= 26 in
W= 20 in
L= 20 in
Hcum= 12 in
SEISMIC FORCE ASCE7-16 Seismic Demands on Nonstructural Components
ap= 2.5 component amplification factor
SCT= 1.04 spectral acceleration
Ip= 1.0 13.1.3 Components Importance Factor Standard Equipment
HE= 6.0 components response modification factor
2= 15.0 it height of equipment
h= 15.0 it roof height
[13.3-1] Fp= 0.4-ap-STClp (1+2'z1r)'Wp= 0.622 Wp
c=- ==GOVERNS
Rp/Ip
113.3-21 Maximum Fp= 1.6'Sos'Ip'14 = 1.67 Wp
[13.3-3] Minimum Fp= 0.3'Sn1p'Wp = 0.313 Wp
Fp= 0.52_ 2 WP-- 0.373 Wp (ASD) Fp=
34 lbs
1.40
OVERTURNING
MOT= Fp'(H/2+HCurb) = 830 Ib -in
.14StI 0.14 x 1.04 = 0.15 D
0.60 D - 0.150 = 0.454 D Resisting Dead Load
MR= 0.45398'Wp-W/2 = 398 Ib -in
T= (MOT -MR)/W = 22 LBS = 11 lbs
2 sG2ws SCraW
SHEAR
V= 34 - 8 lbs
4 screws screw
COMBINED SHEAR AND TENSION
Duration Factor CD= 1.60
CIA 0.38 IN
To= 543 x 1.60 = 869 Ibslscrew
Va= 140 x 1.60 = 224 Ibs/screw
Angle btwn wood surface and applied load
a= 52.8 deg
actual Zo= 14 lbs Resultant
allowable 2d= 424 lbs
Actual - 0.03 OK
Allowable USE:
4-
318 in. Dia. 3 in. Long Lag Screws
( 2
each long side of the curb)
ARCHITECT
CASTILLO ENGINEERING, INC.
1205 Pine Avenue, Suite 201
Long Beach, CA BOB13
MECHANICAL EQUIPMENT ANCHORAGE TO WOOD
ELECTRICAL TRANSFORMERS TO FRAME
ELI
WEIGHT
Wp=
368
lbs
DIMENSIONS
H=
3o
in
W=
20
in
L=
20
in
Hw,e=
0
in
SEISMIC FORCE
of
2.5
Soe=
1.04
Ip=
1.0
Rp=
6.0
2=
15.0
H
h=
16.0
It
ASCE7-16 Seismic Demands on Nonstructural Components
Component amplification factor
spectral acceleration
13.1.3 Components Importance Factor Standard Equipment
components response modification factor
height of equipment
roof height
[13.3-11 FP= 0.4'ap'Soa'Ip (1+2'vh)'Wp=
Rpllp
[13.3-2] Maximum Fp= 1.6'Soa9p-Wp =
[13.3-3] Minimum Fp= 0.3'Ses lia-Wp =
Fp= 0.522 WP= 0.373 Wp (ASO)
1.40
Joe
0.622 Wp <== ==GOVERNS
1.67 Wp
0.313 Wp
Fp= 137 las
OVERTURNING
MoT= Fp'(H/2+Hcurb) = 2056 Ib -in
.14Sos= 0.14 x 1.04 = 0.15 D
0.60 D - 0.15 D = 0.454 D Resisting Dead Lead
MR= 0.45398'WP'W/2 = 1671 Ib -in
T= (MOT -MRM = 19 LBS = _
3 screws
SHEAR
V= 137 — 23 Ibs
6 screws screw
screw
USE:/211 M.B. EA. CORNER
1
1(4 BOLTS TOTAL/UNIT)
19
CASTILLO EN G I N E E R I N G, I N C
CIVIL & STRUCTU RAL ENGINEERS 20
1205 PINE AVENUE, SUITE 201. LONG BEACH, CA 9081 3
TEL: 714-725-8320 FAX: 562-961-5700
ENGR. DATE PROJECT
7?7-1fNk7Eo 2M
J013 NO. SHT
/ej=:;,
CASTILLO
E N G I N E E R I
N G, I NC
CIVIL
&
STRUCTURAL E N G I N
E E R S 21
1205
PINE AVENUE, SUITE 201, LONG BEACH, CA 90813
TEL:
714-725-8320 FAX: 562-961-5700
ENGR. DATE PROJECT
JOB NO. SHT.
` z- N S f ®ri r)-1 e rz
tc
t 468 `,Z : 368
k
5cdoC5 5n'!, = 4- 20
Cs, o�7— 4.3>3)e°' + W/ `
2- S h g
C A S T'I L L❑ EN G I N E E R I N G, 1 NC
CIVIL & STRUCTURAL ENGINEERS 22
1205 PINE AVENUE, SUITE 201, LUNG BEACH, CA 90013
TEL: 714-725-8320 FAX: 562-961-5700
ENGR. DATE PROJECT JOB NO. SHT.
CASTILLO ENGI N EERINGIINC
CIVIL & STRUCTURAL ENGINEERS 23
1205 PINE AVENUE, SUITE 201, LONG BEACH, CA 90BI3
TEL: 714-725-8320 FAX: 562-961-5700
�.ro ndTP PROJECT JOB NO. SHT.
MA" -1
dgc=�_
�t - s� �Ci✓1/r.. r
J N = 1(,ll�PSx) (5-y;3 .532 -
a
for --
lye Ye
R fv - 2
tv
3 0y
W W W. CASTILLOEN GIN EERING. COM
CA S T1 L L O E N G IN E E R IN G, INC
CIVIL & STRUCTURAL ENGINEERS 24
1205 PINE AVENUE, SUITE 201, LONG BEACH, CA 90813
TEL: 714-725-B320 FAX: 562-961-5700
ENGR. DATE PROJECT InR Nn
wr. spy A,
h T &--A 4.4 3 a.
t- = l 9. s
Lt'� Z. 19 s „
C-.YLs 2 12
rN
CASTILLO ENGIN`EERINGII NC 25
CIVIL & STRUCTURAL E N G I N E E R S
1205 PINE AVENUE, SUITE 201, LONG BEACH, CA 90813
TEL: 714-725-8320 FAX: 562-961-5700
.-....., �.rr oarticeT JOB NO. SNT.
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To specify your title block on
these five lines, use the SETTINGS
selection on the main menu and
enter your title block information
will be printed on each page.
Ree: 510300
nac NVY0603t61_ Ver 5.1.3. 22 -Jun -1999, Wn32
General Information
Title:
Dsgnr.
Description
Scope:
Single Span Beam Analysis
Job #26
Date: 7:40PM, 14 JUN 21
1
Center Span
38.50 It
Moment of Inertia
6,048.000 in4
Reactions...
Left Cantilever
it
Elastic Modulus
2,000 ksi
1.76 k
@ Left 1.76 k
Right Cantilever
ft
Beam End Fixity
Pin -Pin
1.48 k
@ Right 1.48 k
r_Point Loads
0.00 k -ft
Maximum
1.76 k
Magnitude
0.250 k
0.917 k
0.643 k
0.429 k
0.639 k
Location
3.330 it
9.670 It
21.000 ft
31.750 it
10.500 ft
Magnitude
0.368k
k
k
k
0.00 ft
Location
37.000ft
ft
ft
ft
k
ft
Query Values
Center Location
0.000 ft Left Cant 0.000 it
Right Cant
0.000 It
Moment
0.00 k -ft
0.00 k -ft
0.00 k -ft
Shear
1.76 k
0.00 k
0.00 k
Deflection
0.00000 in
0.00000 in
n nnnnn m
Moments...
Shears...
Reactions...
Max + @ Center
15.94 k -ft at
10.57 ft @ Left
1.76 k
@ Left 1.76 k
0.00 k -ft at
0.00 ft @ Right
1.48 k
@ Right 1.48 k
0.00 k -ft
Maximum
1.76 k
LMaximum=
0.00 k -ft
Deflections...
15.94 k -ft
@ Center
-0.351 in at
18.52 it
@ Left Cant.
0.000 in at
0.00 ft
@ Right Cant
0.000 in at
0.00 ft
27
0.2Tk 0.9k O.6Tk 0.47k 0.3Vk
38.50 ft
Mmax = 15.94 k -ft at 10.57 ft from left
Omax =-0.3509 in at 18.51 ft from left
Rr = 1.484 k
RI = 1.761 k
Vmax @ left = 1.761 k - Vmax @ rt 1.484 k
=
CASTILLO ENGINEERING INC
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
Anchor Tensile Capacity
Diameter=
Gross Area Ag
Eff. Area A,e
Material
Type
Tensile Strength F,=
R
S2=
�R
Rn/S2=
� 10.
0.196 2
0.142 n 2
Ek, ASiA4 A8fr=
Threaded Rod
58 ksi
USE:
8.2 k1in
0.75
2.0
6.2
kips
4 1 Ops
(Strength Level)
(Allowable Stress Level)
1/2 in Diameter Threaded Rod
ASTM A36
28