HomeMy WebLinkAboutX2021-2190 - Calcs01 i
x2� 010
do �e �
Ellias Consulting Engineers
4202 Atlanitc Ave., Suite 209 Phone. (562) 253 2385
Long Beach, CA 90807 Fax: (562) 981-5647
STRUCTURAL CALCULATIONS
FOR
MARTANO RESIDENCE
1941 COMMODORE RD.
NEWPORT BEACH, CA
CLIENT
Newave Construction Inc.
COSTA MESA, CA 92627
August 17, 2021
"Im
UnnV TAL➢S fnsfl
j4Z
Roofing
Sheathing
Rafters
Insulation
Ceiling'2" sum
Mechanical 6
Fire Sprinklers
Other
Dead Load
Li Ve Load
Total Load
WALL f f1
psf
Framing
Framin
Exterior Finish
2
GVpsum Board 1/2"
Gypsum
Insulation/Misc
Insula
Sheathin
Sheath
Dead
Dead
Total
10
WALL DL fnsf)
G 02
psf
Framin
2.5
Exteri
7
Gypsum
2.5
Insula
0.5
Sheath
2.5
Dead
15
Total
15
G 02
RB1
Grade No.:
2
Species :
PSL
Full Sawn?: N
Load Type (DL,FLR,RF,SNOW) :
RF
Cn = 125
TRY >
5.25..
x
14
E = 2000 ksi
Exact Size =
5.25 in. W.
x
14.00 in.dp.
Fb = 2900 psi
A / S / I =
73.5 in.^2
171.5 in."3
1201 in."4
F„ = 290 psi
Po (Ibs)
( from left support)
..
0
..
P, ( Ibs)
psi
OK
Shear R = 0.32
_
Wn (plf)
.210
fo = 2768
psi
OK
W, ( pit)
280
3546
psi
Total Load Defl. = 1.85 in.
Dist. (ft)
25
1.25 in.
1
1 1
Drop Beam / Header v : N
Calculate V @'d'? : Y
Deft. Ratio ( L / Input) = 240
CF = 0.98
CL = 1'00
Beam span is
;;center -center support
Add 6" to span
'; for headers
®
25. ft.
Rn, = 2829
RA29
VMGx fibs)
= 5707
RLL= 3500
16 plf added to dead load
RSR= 3500
at 'd' (in.)
= 14.75
RTL= 6329
RTR= 6329
(from left support)
Mpos = 39557
ft -lbs at x =
12.50 ft.
( from left support)
MNEG =
0
ft-Ibs
fv = 116
psi
OK
Shear R = 0.32
P =
363
psi
fo = 2768
psi
OK
Flexure R = 0.78
Pb =
3546
psi
Total Load Defl. = 1.85 in.
OK
Allowable Deflection =
1.25 in.
(Total Load)
Live Load Deft. = 1.02 in.
OK
Width
Depth Species
Grade
RB1 USE >
_ . 5.25
x
14 PSL '
2,0E
HDB
Grade No.:
2
Shear R = 0.32
RLL= 3500 16 plf added
Species :
PSL.
Full Sawn?: N 11
Load Type (DL,FLR,RF,SNOW) :
RF
Cn = 125
TRY >
5.25 x
14
E = 2000 ksi
Exact Size =
5.25 in. w. x
14.00 in.dp.
Fe = 2900 psi
A / S / I =
73.5 in ^2 171.5 in."3
1201 in."4
F„ = 290 psi
PD Ibs)
P, ( Ibs )
W, pff
280
Dist.(ft)='
25
A
25. ft.
Rn, = 2829
Shear R = 0.32
RLL= 3500 16 plf added
to dead load
R,C- 6329
Fb = 3546
Mpos = 39557 ft -lbs at x =
12.50 ft.
fv = 116 psi
OK
is = 2768 psi
OK
Total Load Defl. = 1.85 in.
OK
Live Load Defl. = 1.02 in.
OK
Drop Beam / Header ? : N
Calculate V @ d v : Y
Defl. Ratio ( L / Input) = 240
CF = 0.98
CL= 1.00
Beam span is
center -center support
Add 6" to span
for headers
RA29 VMnx (Ibs) = 5707
RLR= 3500 at V (in.) = 14.75
R,,= 6329 (from left support)
( from left support)
MNEo = 0
ft-Ibs
Shear R = 0.32
F'„ = 363
psi
Flexure R = 0.78
Fb = 3546
psi
Allowable Deflection = 1.25 in.
(Total Load)
HDBt -USE> .5.25 x 14. "PSL "2.0E
WOOD STUD AND POST DESIGN
P1 Grade: 2
_
Rr= 0. lbs
Kings or Studs?(K,S): P
Species ( DF, HF, GLC, PSL ) : DF
Full Sawn?: N
Defl. Ratio ( L / Input) = Y
Axial Load Type (DL,FLR,RF,SNOW, AUTO) : RF
Axial Co = 125
Lateral Load Type (AutoW, W, EQ, N/A) : W
Lateral Co = 1.25
Basic Co = N/A
TRY > 4 x 6
Fb = 875 psi
Flexure Cr = 1.3
Exact Size = 3.50 in. w. x 5.50 in.dp.
F� = 1350 psi
Comp. CF = 1.1
A / S / I = 19.3 in.^2 17.6 in. -3 48.5 in.M
E = 1600 ksi
CR = 1.00
Roof+Floor Po=
2829 lbs
L/D ratio = 21.8 <500K
AXIAL LOAD Roof PL=
3500 lbs
FcE= 1008 psi
Floor PL=
lbs
Fc` = 1856 psi
Dist. ft.
Total =
6329 lbs
Fc' = 860 psi
Wind sf
0
_
Rr= 0. lbs
Cc=
1.25
(Governs)
0
(Axial Load Only) f� =
329
psi
T
Clear Ht. 10. ft.
1 HB2 aring ratio =
0.57
OK
10
(Axial Load Only) Compression R =
0.38
OK
Co = N/A
Re = 0. lbs
Comp. + Bending R =
0.03
OK
Meos =
0
ft -lbs at x = 0.00 ft.
( From Bottom Support)
fe =
0
psi OK
Flexure R = 0.00 F'b =
1422
psi
Lateral Load Defl. =
0.00 in. OK
Width Depth
Species
Grade
P1 USE>
POST
4 x 6
DF
2
PAD FOOTING
Allowable Soil Bearing = 1500 psf
FOOTING #1
POINT LOAD
BEAM R131 6330 lbs
0 lbs
TOTAL = 6330 lbs
Pad Footing : 25 in