DNS RESUB1 DEF SUB1 BLD2021-1482+BLD_Response+8.19.2022_5.49.51_PM+3062916SSSOUND STRUCTURAL SOLUTIONS
E N G I N E E R S
8/ 19/2022
LDS
To: Donovan Akau - SDCI Reviewer ��� A y�
Re: Correction Notice (8/2/2022) rn
Review Type: General i 00373
Project Address: 332 Sunset Ave N o,,, �GISTVt F a
Project #: BLD2021-1482 TVS� FS s ONA�
�y 11 ,
From: Mitchell Pearce, PE
SSS#:S2105014
Thank you for your time and consideration in this matter. Here is the information,
corrections or clarifications that you requested.
1) The shop drawing plans have been re -approved with comments per the
engineering contained in this letter. The structural plans have been revised to
include the stair details as well as the guard rail. Revised sheets include S2.1 and
S3.1.
2) This will be a welded connection conducted by a WABO certified welder. Note
has been added to the structural plans at the connection location in question.
3) Reference attached detail STC; Also on revised sheet S2.1.
4) Reference attached detail GPA; Also on revised sheet S2.1.
5) Reference attached detail GPA; Also on revised sheet S2.1.
If you have any questions, require additional information, or believe we have
misinterpreted your requests, please call us at 425-778-1023, and we'd be happy to
discuss them.
Attached:
Partial Plan
Details GPA
Detail STC
Calculations for STC, GPA
Stair Stringer Beam Calculation
24113 56"' Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
W74 SSSOUND STRUCTURAL SOLUTIONS
E N G I N E E R 5
W1009 (1-110)
W1009 BB4
(1-111) S2.5
W14x68 (1-191 ;
����BC9
�S2.4
STAIR STRINGER W
TO BEAM BY A
CERTIFIED W
n
II
II
ABD
WIND BEAM
CB5 WBA WBA N5�
52.5 52,7 5 ¢ITx it%p LvL 52.7 52,7
I I— 1�*-4 I I I I I I I I L—
I I I I -I is 4 s VAIR StRj*E
co
I I I_ -I• — I I I I I I� 1- _ I I I I
- - - - - - - - - - -
B61 STC GPA W14x68 (1-3) 6B1
S2, 5 S2.1 52.1 S2.5
II rf
Partial Plan — Level 1 Stairs
24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
SSSOUND STRUCTURAL SOLUTIONS
E N G I N E E R S
INFILL BY OTHERS,
4" SPHERE 5HALL NOT FIT BETWEEN INFILL
xZ�'A%FLAT BAR
MIN
—TIP
r %' x VAN FLAY BAR
48FOC MAX SPACING
DESIGN NOTE
THIS RAIL IS DESIGNED TO REST THE FOLLOWING LOADS:
GUARD RAIL POST - ZW LB CONCENTRATED LOAD IN
ANY DIRECTION AT TOP
TOP RAIL - 50 POOND5 PER LINEAL FOOT LOAD IH ANY
DIRECTION ALONG ENTIRE LE"
GUARDRAIL IIIFILL COMPONENTS- SD PSF APPLIED
HORIZONTALLY NDRMhLTO THE INFILL
ux
SECfI4N A -A
A354'x5'x5'wj
i4JV G SCREWS� S �.J
INTO NTOWOVA70D TREADAD
A -A
114
5"
W WIDE x LONG x tea" THICK
WOOD STAIR TREADS,
MINIMUM SMCTURAI. PROPERTIES:
FD =1000 psi
G=4.s
Fv 100 ps a'
k r = 5Z5 Qsl
(4) 590 HOLES
n
GUARDRAIL POST APPLICATION - ELEVATION VIEW
N.T.S.
24113 56ch Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
GUARD POST ATTATCHMEHI T6 TREAD,
REFERENCE DETAIL GPA
A -A
SECTION B-B
S S SOUND STRUCTURAL SOLUTIONS
E N G I N E E R 5
14, * g S' -, 11,
13' WIDE x 41' LONG x 3B' THICK
WDOD STAIR TREADS,
MINIMUM STRUCTURAL PRDPERTIES:
Fh = IDDO p4
G=O.S
Fv -180 p3
F€i=6upv
STAIR TREAD CONNECTION
N.T.S.
.,..n L.- I wl
[AG SCREWS
24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
SOUND STRUCTURAL SOLUTIONS
50,31 E N G I N E E R 5
Steel Stair Calculation: (treads)
ITEM NO.
QTY.
DESCRIPTION
LENGTH
MATERIAL
1
15
FB,1/4X6
20"
ASTM A36 Steel
2
1
HSS10X6X3/8
195 13/16"
ASTM A36 Steel
3
1
HS55X4X1/4
2 3/8"
ASTM A36 Steel
4
14
HS55X4X1/4
5 1/8"
ASTM A36 Steel
5
1
HSS6x6x1/4
17"
ASTM A36 Steel
6
1
PLATE, 1" x 12" x 12"
ASTM A36 Steel
7
1
PLATE, 1" x 12" x 3D 114"
ASTM A36 Steel
8
1
PLATE, 1/2" x 12" x 12 5/8"
ASTM A36 Steel
9
1
PLATE, 1/2" x 11 7/8" x 12"
ASTM A36 Steel
16
1
PLATE, 3 1/8" x 11 3/4" x 41"
WOOD
11
14
PLATE, 3/16" x 3" x 37"
ASTM A36 Steel
12
14
WOOD, 3 1/8" x 13" x 41"
WOOD
GUARD POST ATTATCHMENT TO TREAD,
REFERENCE DETAIL GPA1 OR GPA2
A -A
SECTION B-B
iL, 11-1 11"
Q" WIDE x 41' LONG x 3,1 f THICK
WOOD 5TAIRTREADS.
MINIMUM STRUCTURAL PROPERTIES:
Po =1D00 psi
G=0.5
W = 180 psi
k r = 625 p9i
STAIR TREAD CONNECTION
N.T.S.
-6' w1
' LAG 9C Ri s
24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
Page 1 of 7
08/19/22
SOUND STRUCTURAL SOLUTIONS
E N G I N E E R 5
Wood Member (item #12):
P:=400 lb
Lcant :=18 in
Lbackspan := 10 2n
Mmax :=P - Lcant = 7200 lb -in
P • Lcant
Rback :_ = 720 lb
Lbackspan
Flexural Caoacity of Wood Tread:
Fb:=1000 lb
an 2
Mmax = 340 lb
fb:= S
2n2
Lag Screw Withdrawal:
G := 0.5
D := 0.375 in
t := 3.125 in
b:=13 in
I:= 1 • b • t3 = 33 in
12
S:= 2-I =21 in
t
*minimum flexural strength
fb =34% OK
Fb
075
W :=1800 • G-• (f / lb = 305 lb
ll in l in in
T := 2 in
n:=3
FT:=n•T•W=1830lb
Rback = 39% OK
FT
*minimum specific gravity
*diameter of lag screw
*withdrawal capacity
*Thread Length
*Number of fasteners
*Lag screw withdrawal capacity (group)
24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
Page 2 of 7
08/19/22
SOUND STRUCTURAL SOLUTIONS
E N G I N E E R 5
Steel Member (item #1):
b:=6 in
t := 0.375 in
I:= 1 • b • t3 = 0.0264 in4
12
S := 2 j = 0.1406 in3
t
Fy := 36000 lb
in
Lcant := 6 in
Rback = 720 lb
Mmax := Rback ' Lcant = 4320 lb -in
Mn'°x = 30720 lb fy = 85% OK
fy. S in 2 F
y
24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
Page 3 of 7
08/19/22
SOUND STRUCTURAL SOLUTIONS
50,31 E N G I N E E R S
Steel Stair Calculation: (guard rail
INFILL BY OTHERS,
4" SPHERE SHALL NOT FIT BETWEEN INFILL
}�' n 2j�' AX FLAT BAR
MIN
3r15 TYP
�'x? AI6 FLAT MR
48'0[ MAX SPACING
DESIGN NOTE
THIS RAIL IS DESIGNED TO RER ST THE FOLLOWING LOADS:
GUARD RAIL POST - ?D3 LB LONCENTRATED LOAD IN
ANY DIRE= AT TOP
TOP RAIL - 50 POUNDS PER LINEAL FOOT LOAD IN ANY
DIRECTION ALONG ENTIRE LENGTH
GUARDRAIL INFILL CONPONEIRS • 50 PSF APPLIED
HORIZONTALLY NORMAL TO THE INFlll
3fi" MAI{
SEMON A -A
A�li�"x5'x5'wf
I41 # x 3' LAG SCREWS
S•
J
DYTOWi10D TREAD
A•A
7u4
x LONG x Jiq' THICK
D
S
WOOD STAIRR TREADS,
MINIMUM MC URAI. PROPERTIES:
Fb =500 psi
G = 4.5
Fv = IBO psi
(4) 50 HOLES
GPA1 GUARDRAIL POST APPLICATION - ELEVATION VIEW
N.T.S.
24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
Page 4 of 7
08/19/22
SOUND STRUCTURAL SOLUTIONS
E N G I N E E R 5
Vertical Member: DETAIL GPA
1/2" x 2" flat bar - A36
L:=36 in *max height of
vertical member
Lb:=36 in *unbraced length of
vertical member
Fy:=36000 lb *yield strength of steel
in
Strong Axis Properties:
P:= 200 lb
Mmax:=P•L=7200lb•in
Weld:
Exx := 70000 lb
in
b:=0.5 in *thickness of member
w:=2 in *width of member
E:=29000000 lb *MOE of steel
in
2 2
sxx := b • w = 0.333 in 3 Zxx := b • w = 0.5 in3
6 4
*200 lb point load at top of vertical member (worst case)
*Max Moment
S?:=2.00 h:= 16 in
Flexure Weld:
4.24 P•L lb 1 lb
:= =16558 O-a := 0.6 • Exx • = 21000
h•(w2 2 +3 b•(w+h)) in SL in 2
Flexure:
Lb•w 0.08E —0 Lb•w 1.9E —1
b2 FY b2 Fy
S?:=1.67 Mp:=Fy Z=10778lb-in
Cb:=1.0
= 0.79 OK
0-a
my:-- Fy S�� = 7186 lb • in
Lb•w F
Mna:=Cb• 1.52-0.274 b2 •My=10218lb•in
Mn := min (Mnu , MP) =10218 lb • in M n = 0.7 OK
Mn
24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
Page 5 of 7
08/19/22
SOUND STRUCTURAL SOLUTIONS
E N G I N E E R 5
Top Rail: DETAIL GPA
0.5" x 2.5" flat bar - A36
b:=0.5 in *thickness of member
w := 2.5 in *width of member
9 := 26.5 • = 0.46
180
S
1:= cos (e) =4.47 ft
Strong Axis Properties:
Weak Axis Properties:
W := 50 lb
ft
MP:= 4l =223 lb-ft
2
mw:= gl=125lb-ft
S:=48 in *spacing of vertical members
Fy:=36000 lb *yield strength of steel
in
*stair angle w/r to horizontal
*length of top rail between vertical members
2 2
S.:= b � w = 0.521 in 3 Z..- b � w = 0.781 in3
6 4
2 2
S.y := 6 w � b = 0.104 in' Z�y := 4 w � b = 0.156 in'
*200 lb point load at mid -point of rail (worst case)
*50plf across top rail
*Max moment due to force P
*Max moment due to force W
Mmax := max (Mp , Mw) = 223 lb-ft
Flexure - Strong Axis:
F • Zxx
,f2:=1.67 M.:= y� =16841 1b • in
M.:= min (Mnz , Mn,) =16841 lb • in Mmax = 0.16
Mn
Flexure - Weak Axis:
S?:=1.67 M.:= Fy .y = 3368 lb • in
M.
M.:= min (Mnz , Mn,) = 3368 lb • in Mn = 0.8
1.6 F •S
Mns := �� =17964 lb • in
OK
1.6 F •S�
Mns := y
= 3593 lb • in
OK
24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
Page 6 of 7
08/19/22
SOUND STRUCTURAL SOLUTIONS
E N G I N E E R 5
Base Plate Attachment: DETAIL GPA
5/8" x 3" Lag Screws
d := 0.625 in
b:=5 in
w := 5 in
ed := 0.75 in
Fy := 36000 lb
in
G := 0.5
the= 2 in
*diameter of fasteners
*x width of plate
*y width of plate
*edge distance (CL hole to edge)
*Yield strength of steel
*Wood specific gravity
*Thread length of lag screw
lo.7s lb
W:=1800 • G15 • ( I • lb =447 *Lag screw withdrawl lb/in
an J in in
Wa:=W•th=895 lb *Allowable for one lag screw
P=200 lb *200 lb point load at top of vertical member (worst case)
Mmax:=P•L=7200lb•in
T := Mmax = 847 lb
2 (w—ed)
T = 0.95 OK
Wa
*Max Moment
*Tension on one screw
24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
Page 7 of 7
08/19/22
Project Title:
Engineer:
Project ID:
Project Descr:
Steel Beam
DESCRIPTION: STEEL STAIR STRINGER
CODE REFERENCES
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
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(O.08) L(O.4)
1 H SS 1 Ox6x3/8
Span = 14.0 ft
I_ _I
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.020, L = 0.10 ksf, Tributary Width = 4.0 ft, (STAIR)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.150: 1 Maximum Shear Stress Ratio =
0.032 : 1
Section used for this span
HSS1 Ox6x3/8
Section used for this span
HSS10x6x3/8
Ma: Applied
12.683 k-ft
Va : Applied
3.624 k
Mn / Omega: Allowable
84.331 k-ft
Vn/Omega : Allowable
112.261 k
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
7.000ft
Location of maximum on span
0.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.087 in Ratio =
1,921 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.113 in Ratio =
1485 >=180
Max Upward Total Deflection
0.000 in Ratio =
0 <180
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Summary of Moment Values
Summary of Shear Values
Segment Length Span # M
V
Mmax + Mmax -
Ma Max Mnx Mnx/Omega Cb Rm
Va Max
Vnx Vnx/Omega
D Only
Dsgn. L = 14.00 ft 1 0.034
0.007
2.88
2.88 140.83 84.33 1.00 1.00
0.82
187.48 112.26
+D+L
Dsgn. L = 14.00 ft 1 0.150
0.032
12.68
12.68 140.83 84.33 1.00 1.00
3.62
187.48 112.26
+D+0.750L
Dsgn. L = 14.00 ft 1 0.121
0.026
10.23
10.23 140.83 84.33 1.00 1.00
2.92
187.48 112.26
+0.60D
Dsgn. L = 14.00 ft 1 0.021
0.004
1.73
1.73 140.83 84.33 1.00 1.00
0.49
187.48 112.26
+1.140D
Dsgn. L = 14.00 ft 1 0.039
0.008
3.29
3.29 140.83 84.33 1.00 1.00
0.94
187.48 112.26
+1.105D+0.750L
Dsgn. L = 14.00 ft 1 0.125
0.027
10.54
10.54 140.83 84.33 1.00 1.00
3.01
187.48 112.26
+0.460D
Dsgn. L = 14.00 ft 1 0.016
0.003
1.33
1.33 140.83 84.33 1.00 1.00
0.38
187.48 112.26
Overall Maximum Deflections
Load Combination Span
Max. "" Defl
Location in Span
Load Combination Max.
"+" Defl
Location in Span
+D+L 1
0.1131
7.040
0.0000
0.000
Vertical Reactions
Support notation : Far left is #1 Values in
KIPS
Load Combination Support 1
Support 2
Overall MAXimum 3.624
3.624
Overall MINimum 0.494
0.494
Project Title:
Engineer:
Project ID:
Project Descr:
Steel Beam
DESCRIPTION: STEEL STAIR STRINGER
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
D Only
0.824
0.824
+D+L
3.624
3.624
+D+0.750L
2.924
2.924
+0.60D
0.494
0.494
L Only
2.800
2.800