HomeMy WebLinkAbout605 S Baldwin Ave #9 & 10 - 2024 -x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
REVISIONS BY
REVISIONS BY
REVISIONS BY
REVISIONS BY
THESE CALCULATIONS ARE NOT VALID FOR SECURING A BUILDING PERMIT UNLESS STAMPED
AND SIGNED BY HANSEN‐HOKAMA, STRUCTURAL ENGINEERS.
HANSENHOKAMA
STRUCTURAL ENGINEERS
180 E. Main St., Suite 201
Tustin, CA 92780
(714) 573‐0073 FAX (714) 573‐0688
Job No. 22‐18C
Date 4/22/24
Page 1
STRUCTURAL CALCULATIONS
FOR REPAIR OF FIRE DAMAGES
AT:
THE CLARY APARTMENTS
605 S. BALDWIN AVE., UNITS 9 AND 10
ARCADIA, CALIFORNIA
THESE CALCULATIONS ARE NOT VALID FOR SECURING A BUILDING PERMIT UNLESS STAMPED
AND SIGNED BY HANSEN‐HOKAMA, STRUCTURAL ENGINEERS.
HANSENHOKAMA
STRUCTURAL ENGINEERS
180 E. Main St., Suite 201
Tustin, CA 92780
(714) 573‐0073 FAX (714) 573‐0688
Job No. 22‐18C
Date 4/22/24
Page 2
Building Codes – CHECK APPROPRIATE CODE
2022 California Building Code
2023 County of Los Angeles Building Code
2023 City of Los Angeles Building Code
STRUCTURAL MATERIAL SPECIFICATIONS
Typical unless noted otherwise in calculations
CONCRETE – f’c = 3,000 psi in 28 days minimum
REINFORCEMENT – ASTM A615, Grade 40 #4 bars and smaller, Grade 60 #5 bars and greater
MASONRY – Grade N Units: f’m = 1,500 psi, n = 25.7
MISCELLANEOUS STEEL:
Structural ASTM A36 Fy = 36 ksi
Pipes ASTM A53 Fy = 35 ksi
Structural Tubes ASTM A500 Fy = 46 ksi
Bolts ASTM A307 Loads per code
LUMBER: Stress Graded Douglas Fir‐Larch (All stresses in psi)
Joists/Rafters No. 1 Fb = 1,000, Fv = 180
4 x Sawn Beams No. 1 Fb = 1,000, Fv = 180
6 x Sawn Beams No. 1 Fb = 1,350, Fv = 170
Glu‐Lam Beams 24F Fb = 2,400, Fv = 240
STRUCTURAL HARDWARE: Connectors specified for framing and anchorage shall be equal to
Simpson Company “Strong‐Tie”. Model numbers listed are Simpson’s but equivalent hardware
may be substituted with the approval of the building official.
SOIL BEARING VALUE:
N/A – Fire damage did not affect existing foundation/footings.
THESE CALCULATIONS ARE NOT VALID FOR SECURING A BUILDING PERMIT UNLESS STAMPED
AND SIGNED BY HANSEN‐HOKAMA, STRUCTURAL ENGINEERS.
HANSENHOKAMA
STRUCTURAL ENGINEERS
180 E. Main St., Suite 201
Tustin, CA 92780
(714) 573‐0073 FAX (714) 573‐0688
Job No. 22‐18C
Date 4/22/24
Page 3
DESIGN LOADS
ROOF LOADS
ROOFING 3.0
SHEATHING 2.5
RAFTERS 2.0
MISC. 0.5
DL = 8.0 psf
LL = 20.0 psf
TL = 28.0 psf
CEILING LOADS
JOISTS 2.0
INSULATION 1.0
DRYWALL 2.5
MISC. 0.5
DL = 6.0 psf
LL = 10.0 psf
TL = 16.0 psf
SUB‐FLOOR LOADS
FLOORING 3.0
SHEATHING 2.5
JOISTS 3.0
MISC. 1.5
DL = 10.0 psf
LL = 40.0 psf
TL = 50.0 psf
THESE CALCULATIONS ARE NOT VALID FOR SECURING A BUILDING PERMIT UNLESS STAMPED
AND SIGNED BY HANSEN‐HOKAMA, STRUCTURAL ENGINEERS.
HANSENHOKAMA
STRUCTURAL ENGINEERS
180 E. Main St., Suite 201
Tustin, CA 92780
(714) 573‐0073 FAX (714) 573‐0688
Job No. 22‐18C
Date 4/22/24
Page 4
RAFTERS
SPAN = 11’‐6” MAX
w = 28 PSF x 2.0 = 56 PLF
M = 56 x 11.52/8 = 926 FT‐LBS
SM 1000 X 1.25 X 1.15 X 1.3 = 5.94 IN3 < = 7.56 IN3
(N) DF#1 2 X 6 AT 24”o.c.
HIP/VALLEY MEMBERS
SPAN = 12’‐9”
W = (28 PSF X 92)/2 = 1134 LBS
M = 0.128 X 12.75 X 1134 = 1850 FT‐LBS
SM 1000 X 1.25 X 1.2 = 14.8 IN3 < = 21.39 IN3
(N) DF#1 2 X 10 MEMBER
FLUSH BEAM UNDER HIP/RIDGE BRACE
SPAN = 13’‐6” MAX
P = 2[2/3(1134)] + [(6.75 X 28)4/2] = 1512 LBS
M = (1512)(4)(9.5)/13.5 = 4256 FT‐LBS
SM 1000 X 1.2 X 1.25 = 34.04 IN3 < = 49.91 IN3
(N) DF#1 4 X 10 FLUSH BEAM
THESE CALCULATIONS ARE NOT VALID FOR SECURING A BUILDING PERMIT UNLESS STAMPED
AND SIGNED BY HANSEN‐HOKAMA, STRUCTURAL ENGINEERS.
HANSENHOKAMA
STRUCTURAL ENGINEERS
180 E. Main St., Suite 201
Tustin, CA 92780
(714) 573‐0073 FAX (714) 573‐0688
Job No. 22‐18C
Date 4/22/24
Page 5
CEILING JOISTS
SPAN = 12’‐0” MAX
w = 16 PSF x 1.33 = 22 PLF
M = 22 x 122/8 = 396 FT‐LBS
SM 1000 X 1.15 X 1.3 = 3.17 IN3 < =7.56 IN3
(N) DF#1 2 X 6 AT 16”o.c.
HEADER #1
SPAN = 10’‐0” MAX
P = 1512 (4/13.5) = 448 LBS
w = 28 (9/2) + 6 (13.5/2) = 167 PLF
M = (448 x 10/4) + (167 x 102/8) = 3207 FT‐LBS
SM 1000 X 1.25 X 1.3 = 23.68 IN3 < = 30.66 IN3
(N) DF#1 4 X 8 HEADER (MIN)
HEADER #2
SPAN = 6’‐0” MAX
w = 28 (9/2) = 126 PLF
M = 126 x 62/8 = 567 FT‐LBS
SM 1000 X 1.25 X 1.3 = 4.18 IN3 < = 17.65 IN3
(N) DF#1 4 X 6 HEADER
THESE CALCULATIONS ARE NOT VALID FOR SECURING A BUILDING PERMIT UNLESS STAMPED
AND SIGNED BY HANSEN‐HOKAMA, STRUCTURAL ENGINEERS.
HANSENHOKAMA
STRUCTURAL ENGINEERS
180 E. Main St., Suite 201
Tustin, CA 92780
(714) 573‐0073 FAX (714) 573‐0688
Job No. 22‐18C
Date 4/22/24
Page 6
SUB‐FLOOR JOISTS
SPAN = 6’‐0” MAX
w = 50 PSF x 1.33 = 67 PLF
M = 67 x 62/8 = 302 FT‐LBS
SM 1000 X 1.15 X 1.3 = 2.42 IN3 < =7.56 IN3
(N) DF#1 2 X 6 AT 16”o.c.
SUB‐FLOOR GIRDER
SPAN = 7’‐0” MAX
w = 50 PSF X 6 = 300 PLF
M = 300 x 72/8 = 1837 FT‐LBS
SM 1000 X 1.3 = 16.95 IN3 < = 17.65 IN3
(N) DF#1 4 X 6 GIRDER
THESE CALCULATIONS ARE NOT VALID FOR SECURING A BUILDING PERMIT UNLESS STAMPED
AND SIGNED BY HANSEN‐HOKAMA, STRUCTURAL ENGINEERS.
HANSENHOKAMA
STRUCTURAL ENGINEERS
180 E. Main St., Suite 201
Tustin, CA 92780
(714) 573‐0073 FAX (714) 573‐0688
Job No. 22‐18C
Date 4/22/24
Page 7
LATERAL ANALYSIS
THE SUBJECT BUILDING HAS BEEN DETERMINED TO HAVE SUSTAINED “LESS THAN
SUBSTANTIAL STRUCTURAL DAMAGE” THEREFORE IN ACCORDANCE WITH THE 2022
CALIFORNIA EXISTING BUILDING CODE, SECTION 405.2.1, THE DAMAGED ELEMENTS SHALL BE
PERMITTED TO BE RESTORED TO THEIR PREDAMAGE CONDITION. NEW STRUCTURAL MEMBERS
AND CONNECTIONS USED FOR THIS REPAIR SHALL COMPLY WITH THE 2022 CALIFORNIA
BUILDING CODE FOR NEW BUILDINGS OF A SIMILAR STRUCTURE, PURPOSE AND LOCATION.