HomeMy WebLinkAboutX2021-2180 - Calcs�C2o21-2180
E S I / F M E
INC.
STRUCTURAL ENGINEERS
BUILDING DIVISION
AUG 1 9 2021
Br M.K.
MELICAN PATIO
to be built at
1417 KEEL DRIVE, Newport Beach, CA
CBC 2019
April 8, 2021
1+1
1800 E. 16th Street, Unit B, Santa Ana, CA 92701
HAWKER
]ob No.
No. M147
Tel: (714) 835-2800 Fax: (714) 835-2819
Page: 2
ESI/FME INC Date: 4/8/2021
STRUCTURAL ENGINEERS Job No: M147
Client: HAWKER
Project Name: MELICAN PATIO Plan No:
Load Conditions
Seismic Design Summary
Analysis Used: Equivalent Lateral Force Procedure (12.8)
S = 1.331 5
s , = 0.472 Soil Site Class = D I = 1.0 R = 6.5
F, = 1.2 F„ = 1.8 Seismic Design Catergory = D p = 1.0 D = 2.5
Roof (Psf)
Floor (
sf)
Comp.
The
Deck
w/o LW
Conic.
1.5" LW
Con'. or 1"
Gyperete
20.0
Live Loadl
SMS = 1.597 SM, = 0.850
4.0
Dead Load
77-1
SDs = 1.065 So, = 0.566 Base Shear = 0.115W
Sheathing
1.5
Rafter/Joists
2.5
Wind Design Summary
Sprinklers
0.0
Wind Velocity = 110 M.P.H. Wind Exposure = C
Ceiling Joists
0.0
Drywan
0.0
Governing Codes
is./Solar PV
2.0
IBC 2018 ASCE72016 NDS 2018 TMS 4022016
10.0
Total (DL)
CBC 2019 ACI318 2014 SDPWS 2015 AISC360 - 16
30.0 11
TotaHDL+LL)
Proiectlnfo
Solis Report
Initials Date Address
By: CBC
Engineer of Record: DF 4/7/2021 Street 1417 KEEL DRIVE
Job No:
Project Engineer: Be 4/7/2021 City Newport Beach
Date:
Back Check: State, Zip CA,
Allowable Soil Bearing Pressure 1500 psf
Roof Truss Review:
For Addition) Information Refer to CBC
Floor Truss Review:
PT Foundation Review:
Structural Observation/Special Inspection
Structural Observation Required: Yes
Plan Check 1:
Special Inspection Required: No
Plan Check 2:
Revisions
Revision Revised Sheets Initials Date
ESI/FME, Inc. - Structural Engineers
(This Signature is to be a wet signature, not a copy.)
Q(tOFESSI
REry q
O C 30407 m
CMI.
.� r.. FOFCAUFO
Date:
ESI/FME INC
STRUCTURAL ENGINEERS
Project Name:
CODES
IBC 2018 CBC 2019 ASCE7 2016
In all cases calculations will supersede this design criteria sheet
TIMBER
Doue Fir - Larch #11 Doue Fir - Larrh 0
Size
Fe (psi)
F� (psi)
I Fb (psi)
F„ (psi)
E (psi)
2x4, 2x6, 2x8, 2x10, 2x12,
2.00E+06
Parallam 2.2(PSL)
2900
290
2.20E+06
Microllam (LVL)
1000
180
900
180
1.60E+06
2x14
1.30E+06
Glulam (24F -V4)
2400
240
1.80E+06
4x4, 4x6, 4x8, 4x10, 4x12,
1000
180
900
180
1.60E+06
4x14
6x6, 6x8, 8x8, 8x10
1200
170
750
170
1.60E+06
6x10, 6x12, 6x14, 8x12, 8x14
1350 1
170
875 1
170
1.60E+06
mat romper pe TMe m near center
Page: 3
Date: 4/8/2021
Job No: M147
Client: HAWKER
Plan No:
Grade
Fb (psi)
F. (psi)
I 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
1.30E+06
Glulam (24F -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 Pc = 3000 psi Special Inspection Required
All slab-ongrade, continous footings, pad footings f'c = 2500 psi Special Inspection Not Required
All concrete shall reach minimum compressive strength at 28 days.
REINFORCING STEEL
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 = 1.3x1d
Splice length for 2500 psi concrete is: #4 Bars (40K) = 21", #5 Bars (60K) = 39", #6 Bars (60K) = 47" (30 dia. for compression)
Masonry reinforcement shall have 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 casi-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 #5 Bars .... 11/2" >_ #6 Bars ........ 2"
C. Concrete no exposed to weather or in contact with ground Slabs, Walls, Joists 5 #5 Bars ...................... 3/4"
Beams & Columns: Primary reinforcement, Ties, Stirups, Spirals .. 11/2"
1 Fabrication and erection of structural steel shall be in accordance with "Specification for the 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 Arc Process at licensed shops or otherwise 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 Concrete block shall be of sizes shown on architectural drawings and/or called for in specifications and conform to ASTM C-90-09, Grade A
normal weight units with max linear shrinkage of 0.06%
2 All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall U.N.O. Retaining walls are to be as
shown in details.
3 All cells with steel are to be solid grouted (except retaining walls where all cells are to be solid grouted)
ESI/FME INC
STRUCTURAL ENGINEERS
Project Name: MELICAN PATIO
CODES: IBC 2018 CBC 2019 ASCE72016 NDS 2018 SDPWS 7075
A. All beams to be supported with full bearing unless noted otherwise.
Page: 4
Date: 4/8/2021
Job No: M147
Client: HAWKER
Plan No:
B. All isolated posts and beams to have Simpson PB's, PC's and/or BC's 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 CB 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.)
I. 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. (ICC-ESRg2138) 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 41/2" SDS Screws @ 10" O.C.
SPN12:
16d Sole Plate Nailing @ 12" O,C.
SCR8:
1/4" x 4 1/2" SDS Screws @ 8" O.C.
SPN10:
16d Sole Plate Nailing @ 30" O.C.
SCR6:
1/4" x 4 1/2" SDS Screws @ 6" O.C.
SPN8:
16d Sole Plate Nailing @ 8" O.C.
SCR4:
1/4" x 4 1/2" SDS Screws @ 4" O.C.
SPN6:
16d Sole Plate Nailing @ 6" O.C.
SCR2:
1/4" x 41/2" SDS Screws @ 2" O.C.
SPN4:
16d Sole Plate Nailing @ 4" O.C.
(1) Simpson HDU2 per post
AB32:
SPN2:
15d Sole Plate Nailing @ 2" D.C.
(1) Simpson HDU4 per post
HDUS :
FOUNDATION HARDWARE LEGEND
AB72:
1/2" Dia. X 10" Anchor Bolts @ 72" O.C.
or MASA Anchors @ 72" O.C.
244
: Provide a total of 244 at top 244 at
bottom of footing, 3' past post
AB64:
1/2" Dia. X 10" Anchor Bolts @ 64" O.C.
or MASA Anchors @ 64" O.C.
344:
Provide a total of 344 at top 344 at
bottom of footing, 3' past post
AB56:
1/2" Dia. X 10" Anchor Bolts @ 56" O.C.
or MASA Anchors @ 56" O.C.
444:
Provide a total of 444 at top 444 at
bottom of footing, 3' past post
AB48:
1/2" Dia. X 10" Anchor Bolts @ 48" O.C.
or MASA Anchors @ 48" O.C.
HTT4
: (1) Simpson HTT4 per post
AB40:
1/2" Dia. X 10" Anchor Bolts @ 40" O.C.
or MASA Anchors @ 40" O.C.
HTT5
: (1) Simpson HTT5 per post
HDU2:
(1) Simpson HDU2 per post
AB32:
1/2" Dia, X SO" Anchor Bolts @ 32" O.C.
or MASA Anchors @ 32" O.C.
HDU4:
(1) Simpson HDU4 per post
HDUS :
(1) Simpson HDI per post
AB24:
1/2" Dia. X 10" Anchor Bolts @ 24" O.C.
or MASA Anchors @ 24" O.C.
HDU8:
(1) Simpson HDU8 per post
HDQS :
(1) Simpson HDQB per post
AB16:
1/2" Dia. X 30" Anchor Bolts @ 16" O.C.
or MASA Anchors @ 16" O.C.
HDU31 :
(1) Simpson HDU31 per post
HDU14 :
(1) Simpson HDU14 per post
AB8: 1/2" Dia. X 10" Anchor Bolts @ 8" O.C. HD3B : (1) Simpson HD3B per post
or MASA Anchors @ 8" O.C. HD19 : (1) Simpson HD19 per post
,Die: when anchor bolts are used, provide 3" sq, X.229" thick plate washer for all sill plate A.e.'s at shear walls only.
ROOF FRAMING PLAN
SCALE : 1/47 = 1'-d'
,vmurn mr
emmx
E/Yi s BOnou -
N:\Fi les\M 147\M 147s-1.dwg
_ Page: 5
ESI/FME INC Date: 4/8/2021
STRUCTURAL ENGINEERS Job No: M147
Client: HAWKER
Project Name: MELICAN PATIO Plan No:
O RIDGE
Member Span= 17.0 FT
DL LL RL
Total (lb) X (ft)
Beam
Source
P
X
P1=( + +
)_
Total (plf) Design Factors:
Roof = ( 14 + +
P2=( + +
)_
Size Factor, Cr = 0.98
Wall = ( 10 + +
P3=( + +
)_
Rep. Factor, Cr =
No = 1
Floor = ( 14 + 40 +
P4 = ( + +
) _
F„ = 265 PSI Fb
= 2400 x
R1
= 2352 PSI
R2
DL LL
RL Trib (ft)
Total (plf) Design Factors:
Roof = ( 30 + +
20 ) x ( 12 + ) =
360
Size Factor, Cr = 0.99
LC
Cd
WCd
M/Cd
Wall = ( 10 + +
) x ( + ) =
0
Rep. Factor, Cr =
No =1
1.00
868 Ib
8620 ft -Ib
Floor = ( 14 + 40 +
) x ( + ) =
0
F„ = 170 PSI Fb
= 1350 x
Cr x Cr
=1337 PSI
16590 ft -Ib
Deck = ( 14 + 40 +
) x ( + ) =
0
E = 1.60E+06 PSI
D+.75LL+.75RL 1.25
1307 lb
14167 ft -Ib
R1(Ib) R2(Ib)
Floor Live Load Reduction Factor
= 1.00 Self Weight =
16.5
b= 5.50"
LC
Cd
V/Cd
M/Cd
Roof Live Load Reduction Factor
=. 1.00 Total =
377
d= 13.50"
D+LL
1.00
1160 lb
4931 ft -Ib
MEMBER SIZE =
1 6 x 14
Aproddad =
DF #1
D+RL
1.25
2560 lb
10881 ft -Ib
Comments:
dact,ai =
0.68
D+.75LL+.75RL 1.25
2152 ib
9147 ft -Ib
R,(Ib) R2(lb)
Design:
1.5 x A,,=0.44 in
Stress Ratio
Total ` 3200 E-32007
S', = M,a,x/Fb = 97.70
in
Mmax = 10881 ft -Ib
Sm,14 d =
167.06
in' 58.5%
OK
DL 1160 1160
A,=1.5V,a„/Fv= 22.59
int
Vmax = 2560 ib
A,ro li d =
74.25
int 30.4%
OK
LL 0 0
Aap = L/ 360 = 0.57
in
A,n,,, =
0.39
in 69.2%
OK
RL 2040 2040
4oc = 0.14 in GLB Camber
=
1.5 x 4o, = 0.21 in
2O BEAM AT FRONT
P
Member Span= 24.0 FT x
DL LL RL Total (Ib) X (ft) Source
P2 = ( 1160 + 0 + 2040 ) = 3200 12 B1
P2=( + + )_
P3=( + + )_
P4 = ( + + ) _ R1 R2
DL LL
RL Trib (ft)
Total (plf) Design Factors:
Roof = ( 14 + +
20 ) x ( + ) =
0
Size Factor, Cr = 0.98
Wall = ( 10 + +
) x ( + ) =
0
Rep. Factor, Cr =
No = 1
Floor = ( 14 + 40 +
) x ( + ) =
0
F„ = 265 PSI Fb
= 2400 x
CF x Cr
= 2352 PSI
Deck = ( 14 + 40 +
) x ( + ) =
0
E = 1.80E+06 PSI
Floor Live Load Reduction Factor
= 1.00 Self Weight =
24.0
b= 5.13"
LC
Cd
WCd
M/Cd
Roof Live Load Reduction Factor
= 1.00 Total =
24
d= 15.00"
D+LL
1.00
868 Ib
8620 ft -Ib
MEMBER SIZE _ (
1 ) 5.125 x 15
Glulam 24F -V4
D+RL
1.25
1511 lb
16590 ft -Ib
Comments:
D+.75LL+.75RL 1.25
1307 lb
14167 ft -Ib
R1(Ib) R2(Ib)
Design:
Stress Ratio
Total 1888 I F-18-887
S,e, = M,aa,/Fb = 84.64
in
Mmax = 16590 ft -Ib
S,r ,,,d =
192.19
in' 44.0%
OK
DL 868 868
Ar 4=1.5V,aax/Fv= 8.55
Int
Vmax = 1511 Ib
Aproddad =
76.88
int 11.1%
OK
LL 0 0
4ap = L/ 360 = 0.80
in
dact,ai =
0.68
in 85.4%
OK
RL 1020 1020
A,,=0.29 in GLB Camber=
1.5 x A,,=0.44 in
Page: 6
ESI/FME INC Date: 4/8/2021
STRUCTURAL ENGINEERS Job No: M147
Client: HAWKER
Project Name: MELICAN PATIO Plan No:
Simply Supported Wood Beam (NDS 2018, CBC 2019, SDPWS 2015)
O RAFTERS
P
Member Span = 12.0 FT
X
DL LL RL Total (lb) X (ft) Source
P2=( + + )_
P3=( + + )_
P4 = ( + + ) _ Rl R2
DL LL RL Trib (ft) Total (plf) Design Factors:
Roof = ( 10 + + 20 ) x ( 2 + ) = 60 Size Factor, Cr = 1.30
Wall = ( 10 + + ) x ( + ) = 0 Rep. Factor, Cr = No =1
Floor = ( 14 + 40 + ) x ( + ) = 0 F„ = 180 PSI Fb = 900 x Cr x Cr =1170 PSI
Deck = ( 14 + 40 + ) x ( + ) = 0 E = 1.60E+06 PSI
Floor Live Load Reduction Factor = 1.00 Self Weight = 4.3 b= 3.50" LC Cd V/Cd M/Cd
Roof Live Load Reduction Factor = 1.00 Total = 64 d= 5.50" D+LL 1.00 146 lb 437 ft -Ib
MEMBER SIZE _ ( 1 4 x 6 DF #2 D+RL 1.25 3091b 926 ft -Ib
Comments: D+.75LL+.75RL 1.25 261 lb 782 ft -Ib
R2(lb) R2(Ib) Design: Stress Ratio
Total F 386 386 } Sre, = Mroa,/Fb = 9.49 in Mraaa = 926 ft -Ib Spromaea = 17.65 i0 53.8% OK
DL 146 146 Aroq=1.WmrojFv= 2.57 in2 Vmax = 309 Ib A,ro,, d = 19.25 int 13.4% OK
LL 0 0 A, = L/ 240 = 0.60 in Aa,",, = 0.39 in 64.4% OK
RL 240 240 ADL = 0.15 in GLB Camber = 1.5 x dpi = 0.22 in
4O BEAM AT side
Member Span = 17.0 FT
DL LL RL
P2 = ( 413 + 0 + 480
P2=( + +
P3=( + +
pa=( + +
Total (lb) X (ft) Source
893 6 B6
DL LL
RL Trib (ft)
Total (plf) Design Factors:
Roof = ( 10 + +
20 ) X( 7 + ) =
210
Size Factor, Cr = 0.97
Wall = ( 10 + +
) x ( + ) =
0
Rep. Factor, Cr =
No =1
Floor = ( 14 + 40 +
) x ( + ) =
0
F„ = 170 PSI Fb
= 1350 x
Cr x Cr
= 1310 PSI
Deck = ( 14 + 40 +
) x ( + ) =
0
E = 1.60E+06 PSI
Floor Live Load Reduction Factor
= 1.00 Self Weight =
18.9
b= 5.50"
LC
Cd
V/Cd
M/Cd
Roof Live Load Reduction Factor
= 1.00 Total =
229
d= 15.50"
D+LL
1.00
10231b
4586 ft -Ib
MEMBER SIZE =
1 6 x 16
ID #1
DAL
1.2s
201916
8958 ft -lb
Comments:
D+.75LL+.75RL 1.25
1719 lb
7635 ft -Ib
R,(Ib) R2(Ib)
Design:
Stress Ratio
Total 3 2524 2261 `-
SreQ = Mroax/Fb = 82.09
in'
Mmex = 8958 ft -Ib
Sprey�ded =
220.23
in3 37.3%
OK
DL 1023 902
Areq=1.5VmJI'v= 17.82
in
Vmax = 2019 lb
AproWded =
85.25
in 20.9%
OK
LL 0 0
Aad = L/ 360 = 0.57
in
Dan„a7 =
0.21
in 36.8%
OK
RL 1501 1359
At, = 0.08 in GLB Camber
=
1.5 x Opp, = 0.13 in
ESI/FME INC
STRUCTURAL ENGINEERS
Project Name:
Page: 7
Date: 4/8/2021
Job No: M147
Client: HAWKER
Plan No:
ONEW HDR AT LIVING
-
P
Member Span= 16.0 FT
X
DL LL RL
Trib (ft)
DL LL RL Total (lb) X (ft)
Source
Roof = ( 16 + + 20 ) x ( 6 + ) =
p1 = ( 1160 + 0 + 2040 ) = 3200 8 B1
Size Factor, CF = 1.10
P2=( + + )_
) x ( + ) =
0
Rep. Factor, Cr =
No =1
P3=( + + )_
Floor = ( 14 + 40 +
R1
0
R2
Pa=( + + ) =
CF x Cr
= 990 PSI
Deck = ( 14 + 40 +
) x ( + ) =
DL LL RL Trib (ft) Total (plf) Design Factors:
E = 1.60E+06 PSI
Roof = ( 15 + + 20 ) x ( 7 + ) =
245
Size Factor, CF = 0.97
1.00 Self Weight =
7.2
Wall = ( 10 + + ) X( + ) =
0
Rep. Factor, Cr =
No =1
M/Cd
Roof Live Load Reduction Factor =
Floor = ( 14 + 40 + ) x( + ) =
0
F„ = 290 PSI Fb = 2900 x Cr x Cr
= 2813 PSI
1.00
Deck = ( 14 + 40 + ) x ( + ) =
0
E = 2.00E+06 PSI
Cd
V/Cd
M/Cd
Floor Live Load Reduction Factor = 1.00 Self Weight =
17.5
b= 3.50"
LC
Roof Live Load Reduction Factor = 1.00 Total =
263
d= 16.00"
DAL 1.00
1560 Ib
8514 ft -Ib
MEMBER SIZE _ ( 1 3.5 x 16
PSL 2.0 (Parallam)
DAL 1.25
29601b
16858 ft -Ib
R1(lb) R,(Ib)
Design:
D+.75LL+.75RL 1.25
2532 lb
14346 ft -Ib
Comments:
me
Total 893 893
Sreq = Mma�✓Fb = 17.31
Stress Ratio
Rme R1(Ib) Design:
5,,iftd =
49.91
in' 34.7%
OK
,.
DL 413 413
Total 3700 : 370Q : 5req = Mmax/Fb = 71.91
in3
M,,,x =16858 ft -Ib
S,.Ided = 149.33
in' 48.2%
OK
DL 1560 1560 Are,=1.Wm„/Fv= 15.31
int
Vmex = 2960 Ib
A°roomed = 56.00
int 27.3%
OK
LL 0 0 A, = L/ 360 = 0.53
in
OK
A,ei„ t = 0.36
in 67.4°%
OK
RL 2140 2140 ADD = 0.15 in GLB Camber =
1.5 x ADI = 0.22 in
Obm at exist patio cover
Member Span = 8.0 FT
DL LL RL Total (ib) X (ft) Source
P
�X
P1=( 0 + 0 + 0 )= 0 0
P2=( + + )_
P3=( + + )
1 - R1 R2
P4=( + +
-
DL LL RL
Trib (ft)
Total (plf) Design Factors:
Roof = ( 16 + + 20 ) x ( 6 + ) =
216
Size Factor, CF = 1.10
Wall = ( 10 + +
) x ( + ) =
0
Rep. Factor, Cr =
No =1
Floor = ( 14 + 40 +
) x ( + ) =
0
F„ = 180 PSI Fb
= 900 x
CF x Cr
= 990 PSI
Deck = ( 14 + 40 +
) x ( + ) =
0
E = 1.60E+06 PSI
Floor Live Load Reduction Factor =
1.00 Self Weight =
7.2
b= 3.50"
LC
Cd
V/Cd
M/Cd
Roof Live Load Reduction Factor =
1.00 Total =
223
d= 9.25"
D+LL
1.00
413 lb
826 ft -Ib
MEMBER SIZE _ (
1 4 x 10
DF #2
DAL
1.25
7141b
1428 ft -Ib
D+.75LL+.75RL 1.25
618 lb
1236 ft -Ib
Comments:
Stress Ratio
R1(lb) R,(Ib)
Design:
Total 893 893
Sreq = Mma�✓Fb = 17.31
in
Mmax = 1428 ft -Ib
5,,iftd =
49.91
in' 34.7%
OK
,.
DL 413 413
Ar„=1.SVmax/Fv= 5.95
Int
V,,,x = 714 lb
A,.ided =
32.38
int 18.4%
OK
LL 0 0
A, = L/ 360 = 0.27
in
A,M„, =
0.06
in 20.9%
OK
RL 480 480
ADD = 0.03 in GLB Camber =
1.5 x ADS, = 0.04 in
�OINEE�S
O_
N CPLIFOXNIP
1417 Keel Dr, Corona Del Mar, CA 92625, USA
Latitude, Longitude: 33.6041963, -117.8600351
q
Inlet Dr
Date
Design Code Reference Document
Risk Category
Site Class
Type
Value
SS
1.331
S1
0.472
SMS
1.598
SMt
null -See Section 11.4.8
SDS
1.065
SD1
null -See Section 11 A.8
Type
Value
SDC
null -See Section
11.4.8
Fa
1.2
F
null -See Section
11.4.8
PGA
0.579
FPGA
1.2
PGAM
0.695
• 't
Blue Key
4/7/2021, 9:52:02 AM
ASCE?-16
11
D - Default (See Section 11.4.3)
Description
MCER ground motion. (for 0.2 second period)
MCER ground motion. (for 1.Os period)
Site -modified spectral acceleration value
Site -modified spectral acceleration value
Numeric seismic design value at 0.2 second SA
Numeric seismic design value at 1.0 second SA
Description
Seismic design category
Site amplification factor at 0.2 second
Site amplification factor at 1.0 second
MCEG peak ground acceleration
Site amplification factor at PGA
Site modified peak ground acceleration
1
Project Name:
Hr 8.0 ft
H2 t90 T
1Opening= 8.0ft
ESI/FME INC
STRUCTURAL ENGINEERS
PATIO
Location Ll
2.5 0% Zane C Site Information
psf 100%Zone D Zip =
Lattitude =
Longitude =
10.3 ZoneC Occupancy Category = II
psf
ASCE 7-16 Equivalent Lateral Force Method
Ss = 1.331 S, = 0.472
Fa = 1.2 Fv = 1.8
SMs = SSXFa =1.597 SM, = SsXFa =0.863
SDS = (2/3)xSMs =1.065 Sm = (2/3)xSMS = 0.575
.SSI
CS(min) =771= = 0.036 QE =CSW
SDs
Cs = R/I = 0.164 <-Governs
SM
Cs(max)=Tx = 0.646
Page: 9
Date: 4/8/2021
Job No: M147
Client: HAWKER
Plan No:
2nd Story Weight Trib. (ft)
Roof =
10 psf
x 26
= 260 plf
Floor =
14 psf
x 0
= 0 plf
Weight
Trib. (ft)
Qty.
1 Ext. Wall =
14 psf
x 4.5
x 0 = 0 Of
-L Int. Wall =
10 psf
x 4.5
x = 0 plf
l� Ext. Wall =
14 psf
x 4.5
x =0 plf
Int. Wall =
10 psf
x 4.5
x = 0 plf
Total = 260 plf
R = 6.5 Soil Site Class = D Per ASCE7-1611.4.3
1 = 1.0 Seismic Design Category = D
p=1.0 hn=13.Oft
T = 0.137 for All other Structural Systems
Eh = .7pQE=0.115W
ASCE 7-16 Simplified Wind Design
Roof Slope = 4 :12 = 18.4 Degrees Kit =1.0
Wind Velocity = 100 mph hn = 13.0 ft
Exposure = C A =1.21
P, = .6AK..P< n
Seismic
Level I I WSei x StoryS ear Seismic
Roof 260 )If 9.0 2340 30 plf 30 plf 30 pif G:
wind
Level sxn __F" Story Shear Win
Roof (8ft x 2.5psf + 1ft x 10.3psf) 30 plf 30 plf 30 plf
Hozitonal Pressures I Vertical Pressures Overhangs
Zone A B C D E F G H EOH GOH
P530 21.3 .6.1 14.2 -3.4 -19.1 -13.0 -13.3 -9.9 -26.7 -20.9
Ps 15.5 -4.4 10.3 -2.5 -13.9 -9.5 -9.7 -7.2 -19.4 -15.2
Wind at Corner
E
Bld. Width a 45 ft 3.6 ft 163 plf
Corner wind is the additional pressure applied at
corner shearwalls. pressure IF; is to be included for
a distance's' away Rom the comer
Governing Load
Level
Story Shear
Roof
30 If
Wind
ESI/FME INC
STRUCTURAL ENGINEERS
Project Name: Allen
O TYp Post
n LOAD (PLF)
r1 1 1105 LB SOURCE WIND SEISMIC
I' L1 30 30
o H
GOVERNING LOAD (P)
1105 LB
SEISMIC
FLAGPOLE DESIGN CRITERIA
D =30 in (Diameter of Footing)
O = 300 PCF (Allowable Lateral Bearing Pressure)
IT CONSTRAINED
f~ UNCONSTRAINED
Use value form table below or from Geotechnical Investigation
Report. Allowable Lateral Bearing Pressure is permited to be taken as
twice the value from Table 1806.2 for Wind and Seismic Loading
CBC 2019 TABLE 1806.2
Lateral Bearing Pressure
Class of Material
(PSF/FT Bellow Natural Grade)
Crystalline Bedrock
1200
(NUMBER OF POSTS)
400
Sandy Gravel and/or Gravel
200
(GW and GP)
11.0 IN
Sand, Silty Sand, Clayed Sand,
R =
Silty Gravel, and Clayey Gravel
150
(SW, SP, SM, SC, GM, and GC)
1105 L8
Clay, Sandy Clay, Silty Clay,
W =
Clayey Silt, Silt, and Sandy Silt
100
(CL, ML, and CH)
MINIMUM EMBEDMENT DEPTH
UNCONSTRAINED CONSTRAINED
4.25 PH
Depth 2 1+ (T.3 6 H Depth = S,D
A— 2.34P S,=v*Depth
S,D
o * Depth
S, = 3 Depth= 3.69ft
Page: 10
Date: 9/15/2015
Job No: E418
Client: Tim Allen
Plan No:
TOTAL (LB)
LRB (FT) WIND SEISMIC
* [ 17.0 FT/2 + 0.0 FT) = 255 255
= 0 0
= 0 0
0 0
M = P*[H-(Da+3)/12] MA = fb*S*1.6
= 1105 *[ 8-(14/12)] = 1200*70.3*1.6
7551 FT -LB = 1349761N -LB
= 11248 FT -LB
> M Bx8 Post OK
M = P*H MA= 1.S*Fy*S _ 1.5*36000*3.15
=1105*8 O 1.67
= 7551 FT -LB MA =1018561N -LB
MA = 8488 FT -LB
> M
Washer= 4.5" Round CA = fc*Acer
ANrr = 15.46SO.IN. (NET AREA OF WASHER) = 625- 15.46
12*M 12 * 7551 = 9663 LB
C =
D 11
C= 8237 LB (COMPRESSION FORCE ATWASHER)
CA > C 3.5" DIA. WASHER TO 8x8 POST OK (0.85)
30" DIA. ROUND FOOTING STEEL ANGLE BRACKET
EMBEDDED 3.75' LSXSXI/2 W/ (2)-3/4" DIA.
BELOW GRADE' BOLTS AND 4.5" Round WASHER
TO Bx8 POST
TOTAL = 255 LB 255 LB
POST DESIGN CRITERIA
N =
1
(NUMBER OF POSTS)
H =
8.0 FT
(HEIGHT OF POST)
Da=
11.0 IN
(DISTANCE BETWEEN BOLTS)
R =
1.5
(R VALUE FOR CANT. COL.)
E =
1105 L8
(SEISMIC LOAD PER POST FOR R=1.51
W =
255 LB
(WIND LOAD PERPOST)
M = P*[H-(Da+3)/12] MA = fb*S*1.6
= 1105 *[ 8-(14/12)] = 1200*70.3*1.6
7551 FT -LB = 1349761N -LB
= 11248 FT -LB
> M Bx8 Post OK
M = P*H MA= 1.S*Fy*S _ 1.5*36000*3.15
=1105*8 O 1.67
= 7551 FT -LB MA =1018561N -LB
MA = 8488 FT -LB
> M
Washer= 4.5" Round CA = fc*Acer
ANrr = 15.46SO.IN. (NET AREA OF WASHER) = 625- 15.46
12*M 12 * 7551 = 9663 LB
C =
D 11
C= 8237 LB (COMPRESSION FORCE ATWASHER)
CA > C 3.5" DIA. WASHER TO 8x8 POST OK (0.85)
30" DIA. ROUND FOOTING STEEL ANGLE BRACKET
EMBEDDED 3.75' LSXSXI/2 W/ (2)-3/4" DIA.
BELOW GRADE' BOLTS AND 4.5" Round WASHER
TO Bx8 POST
11
FIREPLACE ANCHORAGE:
ISOKERN
ASCE 7-16 - 13-3-1
Weight per MFG.: 1645 lbs
Fp = 0.4a(Sds)(W)(1+0.65) / Rp + 0.2Sds Wp
Fp= 0.4 x 1 x 1.065 x 1645 (1.65)/ 3 + 0.2 x 1.065 x 1645 = 735 lbs
Min. Fp = 0.3 Sds W = 0.3 X 1.065 X 1645 = 5261bs
HEIGHT = 64", height / 2 = 2.63'
Uplift = 735 X 2.63/(25.25/12)= 918 lbs
With 2 anchors per side, Uplift = 460 lbs
Anchorage:
Using 1/2" diameter bar at each corner:
A=0.2sgin
Allowable tension = 0.6FyA = 0.6 x 40000 x 0.2 = 4800 lbs > 460 lbs
Allowable shear on 1/2" dia titen = 1605 lbs
Use Simpson HL 33 at each corner with 1/2" titen HD's to isokern and
1/2" dia rod to slab
Project Title:
Engineer:
Project ID:
Project Descr:
12
Project Filename: M147.ec6
G@ff@P8� FOOt111g (c)ENERCALCINC19832021
DESCRIPTION: ISOKERN FTG
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used: ASCE 7-16
Material Properties
2.50 ksi
Soil Design Values -
Allowable Soil Bearing
fc : Concrete 28 day strength =
Number of Bars #
-
fy : Rebar Yield =
=
60.0 ksi
3,122.0 ksi
Soil Density -
Increase Bearing By Footing Weight
Ec : Concrete Elastic Modulus
=
145.0 pcf
Soil Passive Resistance (for Sliding)
Concrete Density
0.90
_
SoiVConcrete Friction Coeff.
Values Flexure
Shear -
0.750
Increases based on footing Depth
Analysis Settings
=
Footing base depth below soil surface =
Allow press. increase per foot of depth
Min Steel % Bending Reinf.
Min Allow % Temp Reinf.
= 0.00180
-
when footing base is below -
Min. Overturning Safety Factor
= 1.0 : 1
= 1.0 :1
Increases based on footing plan dimension
Min. Sliding Safety Factor
Yes
Allowable pressure increase per foot of depth=
Add Ftg Wt for Soil Pressure
... "`ate
i R?5✓.y
Use ftg wt for stability, moments & shears
Yes
when max. length or width is greater than
Add Pedestal Wt for Soil Pressure
No
=
Use Pedestal wt for stability, mom & shear
No
k
Width parallel to X -X Axis =
Length parallel to Z -Z Axis =
Footing Thickness =
Pedestal dimensions...
px : parallel to X -X Axis
pz : parallel to Z -Z Axis =
Height
Rebar Centerline to Edge of Concrete...
at Bottom of footing =
4.50 ft
3.0 ft
12.0 in
X
_.. .;?
in _
in
in
3.0 in
Reinforcing
S
Bars parallel to X -X Axis =
4
Number of Bars #
4
Reinforcing Bar Size -
Bars parallel to Z -Z Axis
7
Number of Bars = #
4
Reinforcing Bar Size =
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
ksf
Bars along Z -Z
Axis
# Bars required within zone 80.0%
# Bars required on each side of zone 20.0%
Yf I,
Applied Loads
D
P: Column Load =
OB: Overburden =
M-xx =
M-zz =
V -x =
V -z =
1.70
3.0
z
1.99 ksf
110.0 pof
No
250.0 pcf
0.30
It
ksf
ft
ksf
ft
Lr L
S
W
E
H
k
ksf
l
Yf I,
k -ft
� `�v
... "`ate
i R?5✓.y
1 ^�€t
r
r'
,��f
k
4'A"
a
1.99 ksf
110.0 pof
No
250.0 pcf
0.30
It
ksf
ft
ksf
ft
Lr L
S
W
E
H
k
ksf
k -ft
k -ft
k
k
Project Title:
Engineer:
Project ID:
Project Descr:
13
General Footing Project Filename. M147.ec6
DESCRIPTION: ISOKERN FTG
DESIGN SUMMARY
- -..--- ____.._..
Bottom, -Z Top, +Z Left, -X Right, +X
. ____......_..
Ratio
Load Combination... Gross
Allowable
Min. Ratio
Item
Applied
Capacity
Governing Load Combination
PASS 0.3976
Soil Bearing
ksf
ksf
D Only about X -X axis
PASS 1.829
Overturning - X -X
k -ft
k -ft
D Only
PASS n/a
Overturning -Z-Z
k -ft
k -ft
No Overturning
PASS n/a
Sliding -X-X
k
k
No Sliding
PASS n/a
Sliding -Z-Z
k
k
No Sliding
PASS n/a
Uplift
k
k
No Uplift
PASS
Z Flexure (+X)
k-fVft
k-ft/ft
+1.40D
PASS
Z Flexure (-X)
k-ff/ft
k-fVft
+1.40D
PASS
X Flexure (+Z)
k-ft/ft
k-ft/ft
+1.40D
PASS
X Flexure (-Z)
k-ft/ft
k-ft/ft
+1.40D
PASS
1 -way Shear (+X)
psi
psi
+1.40D
PASS
1 -way Shear (-X)
psi
psi
+1.40D
PASS
1 -way Shear (+Z)
psi
psi
+1 A0D
PASS
1 -way Shear (-Z)
psi
psi
+1.40D
PASS
2 -way Punching
psi
psi
+1.40D
Detailed Results
0.2667
10.424
All units k
Soil Bearing
0.3825
+X
Bottom
Rotation Axis & xecc cecc
(in)
- -..--- ____.._..
Bottom, -Z Top, +Z Left, -X Right, +X
. ____......_..
Ratio
Load Combination... Gross
Allowable
AsMin
0.3111
12.088
OK
X -X, +1.40D
X -X, D Only
1.990
n/a 9.843
0.0
0.7913
n/a
n/a
n/a
0.398
0.239
X -X, +0.60D
1.990
n/a 9.843
0.0
0.0
n/a
0.4748
n/a
n/a
0.2709
0.2709
0.136
Z -Z, D Only
Z -Z, +0.60D
1.990
1.990
n/a
0.0 n/a
n/a
n/a
0.1626
0.1626
0.082
Overturning Stability
0.3111
12.088
OK
X -X, +0.90D
0.4623
+Z
Bottom
0.2592
AsMin
0.3111
12.088
OK
X -X, +0.90D
Rotation Axis &
Load Combination...
-Z
Overturning Moment
0.2592
Resisting Moment
Stability Ratio
Status
X -X, D Only
OK
3.0 k -ft
0.4463
5.486 k -ft
Bottom
1.829
1.829
OK
OK
X_X +0.60D
10.424
1.80 k -ft
OK
3.292 k -ft
0.0 k -it
0.4463
Infinity
OK
Z -Z, D Only
AsMin
None
None
10.424
0.0 k -ft
OK
Infinity
OK
Z -Z, +0.60D
Bottom
0.2592
AsMin
0.2667
10.424
All units k
Sliding Stability
0.3825
+X
Bottom
0.2592
AsMin
0.2667
10.424
OK
Z -Z, +0.90D
0.2869
-X
Bottom
0.2592
AsMin
Force Application Axis
Load Combination...
10.424
Sliding Force
OK
Resisting Force
Stability Ratio
Status
Fooling Has NO Sliding
0.2592
AsMin
0.2667
10.424
OK
One Way Shear
Footing Flexure
Mu
Side Tension
As Req'd
Gvrn. As Actual As
Phl"Mn
Status
Flexure Axis & Load Combination
k -ft
Surface
in42
inA2
inA2
k -ft
75.00 psi
X -X, +1.40D
0.7192
+Z
Bottom
0.2592
AsMin
0.3111
12.088
OK
X -X, +1.40D
0.2140
-Z
Top
0.2592
AsMin
0.3111
12.088
OK
X -X, +1.20D
0.6165
+Z
Bottom
0.2592
AsMin
0.3111
12.088
OK
X -X, +1.20D
0.1835
-Z
Top
0.2592
AsMin
0.3111
12.088
OK
X -X, +0.90D
0.4623
+Z
Bottom
0.2592
AsMin
0.3111
12.088
OK
X -X, +0.90D
0.1376
-Z
Top
0.2592
AsMin
0.3111
12.088
OK
Z -Z, +1.40D
0.4463
-X
Bottom
0.2592
AsMin
0.2667
10.424
OK
Z -Z, +1.40D
0.4463
+X
Bottom
0.2592
AsMin
0.2667
10.424
OK
Z -Z, +1.20D
0.3825
-X
Bottom
0.2592
AsMin
0.2667
10.424
OK
Z -Z, +1.20D
0.3825
+X
Bottom
0.2592
AsMin
0.2667
10.424
OK
Z -Z, +0.90D
0.2869
-X
Bottom
0.2592
AsMin
0.2667
10.424
OK
Z-Z,+0.90D
0.2869
+X
Bottom
0.2592
AsMin
0.2667
10.424
OK
One Way Shear
Load Combination...
Vu @ -X Vu @+X
Vu @ -Z Vu @ +Z
Vu:Max Phi Vn Vu I Phi"Vn
Status
+1.40D
2.42 psi
2.42 psi
1.41 psi
4.92 psi
4.92 psi
75.00 psi
0.07
OK
+1.20D
2.08 psi
2.08 psi
1.21 psi
4.21 psi
4.21 psi
75.00 psi
0.06
OK
+0.90D
1.56 psi
1.56 psi
0.91 psi
3.16 psi
3.16 psi
75.00 psi
0.04
OK
Project Title:
Engineer:
Project ID:
Project Descr:
14
Gen@I8j FootingProject Filename: M147.ec6
DESCRIPTION: ISOKERN FTG
Two-way "Punching" Shear
All units k
Load Combination...
Vu
Phi*Vn
Vu I Phi*Vn
Status
+1.40D
7.18 psi
150.00psi
0.04786
OK
OK
+1.20D
6.15 psi
150.00psi
0.04102
OK
+0.90D
4.62 psi
150.00psi
0.03077
ESI/FME INC
STRUCTURAL ENGINEERS
Project Name: SWAN FAMILY RESIDENCE
Client:
Plan No:
Page: 15
Date: 4/7/2021
Job No:
Footing Design
Wreg = 371 PLF x 12 = 2.971N
1500 PSF 1
Wused= 121N > 2.971N OK
Reinforcement = (1) #4 T&B
Pn.x=SBP x L x W x 1
144
1
P,,ax = 1500 x 43.5 x 12 x— = 5438 LB
144
DESIGN CRITERIA
SOILS REPORT
1 Story
BY:
2019 CBC
SBP =1500 PSF
(Avowable Soil Beading Pressure)
JOB NO:
OVB=0 PSF
Soil Site Class =
(overburden weight)
D
DATE:
Roof
(Design)
D = 12 IN (Depth
SBP = 1500 - 0
of Footing)
=1500 PSF
Footing
Loading
DL LL
RL
Trib (ft)
Total (plf)
Roof =( 15 + +
20 ) x(
7 + )=
245
p
Wall =( 14 + +
)x(
9 + )=
126
floor=( 14 + 40 +
)x(
+ )=
0
Deck = ( 14 + 40 +
) X(
+ ) =
o
Total =
371
Footing Design
Wreg = 371 PLF x 12 = 2.971N
1500 PSF 1
Wused= 121N > 2.971N OK
Reinforcement = (1) #4 T&B
Pn.x=SBP x L x W x 1
144
1
P,,ax = 1500 x 43.5 x 12 x— = 5438 LB
144
Page: 16
ESI/FME INC Date: 4/8/2021
STRUCTURAL ENGINEERS Job No: M147
Client: HAWKER
Project Name: MELICAN PATIO Plan No:
SOILS REPORT
BY: 2019 CBC
JOB NO:
DATE:
PAD DESIGN (CBC 2019, ACI 318-14)
DESIGN CRITERIA
SBP = 1500 PSF (Allowable sail Bearing Pressure)
OVB = 0 PSF (Overburden Weight)
Soil Site Class = D
(Design)
D =241N (Depth of Fouling)
j SBP = 1500-0 =1500 PSF
AD NO 1 /jA, _ P _ 1888 LB = 1.26 S'Q. FT. Use
�_
Load Source SBP 1500 PSF 24" Sq. x 24 " Pad w/
P = 1886 LB B2 Size = (Arm) *12= 13.46 IN. SQ. 11 4 Bars @ 12" O.C.
E/W @ Bottom
Load Source
P=
Use
Load Source
P=
Load Source
P=
VF -
Load Source
P=
Use
Load Source
P = 1�
Use
Load Source
P=
o'
<D Iif111 i`
t
mm
as ■I�F71:
:D
r �Yti
/1
o 0 o c e