BLD2024-0506+Structural_Analysis_or_Calculations+9.27.2024_7.11.39_AM+45275561.25"
2.5' TY
(N) A35 CLIP
@16"OCRIM
TO 2x PLATE
(N) PANEL
EDGE NAIL TO
2x PLATE
(N) STEEL BEAN
PER PLAN
(N) (4) 1/2" DIAMETI
x 6" LONG LAG
SCREWS BOTTOM
FLANGE TO (N) POa i
BELOW
SECTION A
(N) (4) 1/2" DIAMETER
x 6" LONG LAG
SCREWS BOTTOM
FLANGE TO (N) POST
BELOW
>ITNG FRAMING AND
INECTIONS TO BE FIELD
IFIED
'PED 2x PLATE w/ 5/8"
METER x 1.5" LONG WTS @
OC, COUNTERSINK NUT AND
USHER 3/4" MAX
J) 6x6 POST EA.
IDE OF NEW WF
BEAM
NOTES:
1. SHORING OF EXISTING FLOOR SYSTEM BY CONTRACTOR.
2. CONTRACTOR TO PRE -DRILL HOLES IN POST TO AVOID SPLITTING.
(N) MSTA24
STRAP EA. SIDE
(E) DOUBLE TOP
(E) DOUBLE TOP PLATE TO (N) 2x
PLATE NAILER AT WF
A35 CLIP KING
STUD TOP
AND BOTTOM
(8) 10d KING RIPPED 4x
STUD TO BLKG
BLKG
PANEL EDGE NAIL
SHTG TO KING STUD (N) WF AND
AND NEW POST/BLKG POST PER PLAN
AND DETAIL 1
(N) KING STUD,
NAIL w/ (2) 10d @
_z
12" OC TO POST,
EA. SIDE OF WF
2
* NOTE:
18" EAVE @ LIVING ROOM
12" EAVE TYP
NOTE: 9'-0" PL LINE @ LIVING
CD
EXISTING UPPER FLOOR FRAMING
SCALE: 1 /4"=1'-0"
STRUCTURAL PLAN NOTES:
0
PROJECT TRUE
NORTH NORTH
1. SHORING OF EXISTING STRUCTURE TO REMOVE AND
REPLACE EXISTING BEAMS PER CONTRACTOR.
2. AS-BUILTS PROVIDED BY ARCH. CONTRACTOR TO FIELD
VERIFY ALL FRAMING ELEMENTS, SPANS, DIRECTIONS, AND
DIMENSIONS NOTED ON PLAN PRIOR TO CONSTRUCTION.
CONTACT HAREZLAK ENGINEERING IF ON SITE CONDITIONS
DIFFER THAN WHAT IS NOTED ON PLAN.
3. ADDITIONAL STRUCTURAL NOTES PER SHEET S1.0.
o
z�
OW
U
o
V
z
00 co
cDrnN O
co Q o c
w
�000
70_76�1WaO
N VE
=
E 7�170 c
�
U
W
a�
Q
E
Hq
Q)� W A S111
w
v)
Q
9
z
O
U)
���
u
F
5577
F�l STERFO�,��
S/ONAL
p
E�
a-
07.16.2024
J
Q
w
z
O
H
U_
0
0
0
r
O
O
m
00
a
m o
M
C: Q
o1. m
Co
TV�
'
U
Z
,max
U) cn
-0
0
�
5 z
�o
� Z
(D
�o
(�
N
�
m 2
-N
�
W
3 '�
4-1
-mo
z
w
3
j
� 3
> `m
w
O
m o_
s m
�a
Job #:
202302-28
Drawn:
KJH JRS
Checked:
JRS
Issuance:
5.30.2024
Submittal:
04.16.2024
1
05.23.2024
Q
0
06
z
O
W
E O
Co �=
L
L p
O U
0
W
_
0)
a--+
a
w
w
J
w
w
SK=1
w
w
W
60
HAREZLAK
■ ENGINEERING
Project Title:
Engineer:
Project ID:
Project Descr:
Steel Beam Project File: Yamashita RES.ec6
LIC# : KW-06017599, Build:20.24.03.04 HAREZLAK ENGINEERING (c) ENERCALC INC 1983-2023
DESCRIPTION: NEW HEADER, STEEL
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
D(0.1013) L(0.270)
D(1.10)�S(1.80) D(0.180) S(0.30)
W8x18
Span = 13.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load(s) for Span Number 1
Point Load: D = 1.10, S = 1.80 k @ 3.670 ft, (POINT LOAD FROM GIRDER TRUSS)
Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 5.50 ft, Tributary Width = 2.0 ft, (NON -BEARING ROOF)
Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 5.50 -->> 13.0 ft, Tributary Width = 12.0 ft, (BEARING ROOF LOAD)
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 6.750 ft, (FLOOR)
DESIGN SUMMARY
• '
Maximum Bending Stress Ratio =
0.400 : 1
Maximum
Shear Stress Ratio =
0.131 : 1
Section used for this span
W8x18
Section used for this span
W8x18
Ma: Applied
16.979 k-ft
Va : Applied
4.906 k
Mn / Omega: Allowable
42.415 k-ft
Vn/Omega : Allowable
37.444 k
Load Combination +D+0.750L+0.750S
Load Combination
+D+0.750L+0.750S
Location of maximum on span
13.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.134 in Ratio =
1,161
> 360 Span: 1 : S Only
Max Upward Transient Deflection
0 in Ratio =
0
<360 n/a
Max Downward Total Deflection
0.291 in Ratio =
536
> 240. Span: 1 : +D+0.750L+0.750S
Max Upward Total Deflection
0 in Ratio =
0
<240.0 n/a
Maximum Forces & Stresses for Load
Combinations
Load Combination Max Stress Ratios
Summary of Mom-e-nt-Va-Fues-Summary
of Sfie-a-r Values
Segment Length Span # M
V Mmax + Mmax -
Ma Max Mnx Mnx/Omega Cb Rm
Va Max
VnxVnx/Omega
D Only
Dsgn. L = 13.00 ft 1 0.162
0.053 6.86
6.86 70.83 42.42 1.00 1.00
1.97
56.17
37.44
+D+L
Dsgn. L = 13.00 ft 1 0.296
0.099 12.55
12.55 70.83 42.42 1.00 1.00
3.72
56.17
37.44
+D+S
Dsgn. L = 13.00 ft 1 0.346
0.110 14.68
14.68 70.83 42.42 1.00 1.00
4.13
56.17
37.44
+D+0.750L
Dsgn. L = 13.00 ft 1 0.262
0.088 11.12
11.12 70.83 42.42 1.00 1.00
3.28
56.17
37.44
+D+0.750L+0.750S
Dsgn. L = 13.00 ft 1 0.400
0.131 16.98
16.98 70.83 42.42 1.00 1.00
4.91
56.17
37.44
+0.60D
Dsgn. L = 13.00 ft 1 0.097
0.032 4.12
4.12 70.83 42.42 1.00 1.00
1.18
56.17
37.44