REV1 REVIEWED BLD BLD2022-1035+Structural_Plan+9.5.2024_2.56.28_PM+4483140RB Engineers, Inc.
1312 2ND ST.
KIRKLAND, WA. 98033
PH: (425) 822-3009
FAX: (425) 822-2679
CELL: (425) 351-2085
EMAIL: rbe1992Ai!mail.com
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YlkTIYxmI11i9
............................................... y
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT]
.............................................. e
JOB: IRON VISTA
PROJECT #:24-9396
BY: R.B. / MJT
DATE: 09/05/2024
PAGE GI OF 109
STRUCTURAL COMPUTATIONS
FOR
19128 94TH AVE. W.
EDMONDS WA
BASIS FOR DESIGN:
CODE: INTERNATIONAL BUILDING CODE (2021 EDITION)
WIND: 110 MPH, EXPOSURE "C" Kzt = 1.40
SEISMIC: Ss = 1.60, S1 = 0.57 (SITE CLASS D)
ROOF SNOW: 25 PSF
ALLOWABLE SOIL BEARING PRESSURE: 2000 PSF PER SOILS REPORT
INDEX TO COMPUTATIONS:
GENERAL
GI
— G3
LATERAL
L 1
— L21
BEAMS
B 1
— B42
FOOTING
F1
— F7
RET. WALL
R1
— R36
RB ENGINEERS, INC. IS
NOT RESPONSIBLE FOR THE SITE,
SOILS, WEATHER PROOFING, TRUSSES
AND/OR EXISTING CONDITIONS.
REVISION
Sep 06 2024
DEVELOPMENT SERVICES
DEPARTMENT
EXPIRES FEB 2025
RB Engineers, Inc.
12733 Holmes Point Drive NE Kirkh
Phone: (425) 822-3009
Email: rbel992@gmail.com
ct: ron ista
y:t:
ff
ate:ct:
Lateral
I Page: G2/
LOADING CRITERIA FOR HIGH ROOF AND/OR CEILING
- Main Roof Area
- Canopy or Mansard Roof
- Ceiling Only
- Other
Item
Material
Load PSF
Roofing
Composition
2.2
Sheathing or Deckin,
5 DX
1.5
Insulation
2.8
Ceiling
5 WB
2.6
Fixtures
1.0
Framing
Truss
2.3
Misc.
0.6
Misc./Photovoltaic
4.0
TOTAL DEAD LOAD = 17 PSF
Sprinkler (Only If A>4000 sq t 2
LIVE LOADS
- Snow Load - 25 psf - non reducible
- Ceiling Only - 10 psf
- Increase in Fb and Fv of 15% allowed for duration of load
RIB Engineers, Inc.
1312 2nd St Kirkland, WA
Phone: (425) 822-3009
Email: rbel992@gmail.com
Pro ect: Iron Vista
y:
Client:
ate: 5/29/2024
Subject: Lateral
Page:
LOADING CRITERIA FOR FLOOR/ LOW ROOF
Item
Material
Load PSF
Floor Covering
Carpet and Pad
3.0
Floor Sheathing
T&G CDX
2.3
ei mg
WB
2.2
Fixtures
1.0
Framing
TH's
3.0
Misc
I2.5
TOTAL DEAD LOAD = 14 PSF
Sprinkler (Only If A>4000sq t 2
LIVE LOADS
- Residential - 40 psf (reducible)
- Office - 50 psf (reducible)
- Assembly - 100 psf (non -reducible)
- Corridors and Exits - 100 psf (reducible)
- Storage - 125 psf (non -reducible)
- Deck - 60 psf (non -reducible)
SHEAR WALL KEY PLAN Ll/
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Diagrams
Case B
Notation
L4/
a 10% of least horizontal dimension or 0.4 h, whichever is smaller, but not less than either 4% of least horizontal dimension or 3 ft
(0.9 m).
EXCEPTION: For buildings with 0 = 0 to 7° and a least horizontal dimension greater than 300 ft (90 m), dimension a shall be
limited to a maximum of 0.8 h.
h Mean roof height, in ft (m), except that eave height shall be used for roof angles < 10°.
0 Angle of plane of roof from horizontal, in degrees.
Notes
1. Pressures shown are applied to the horizontal and vertical projections, for Exposure B, at h = 30 ft (h = 9.1 m). Adjust to other
exposures and heights with adjustment factor X.
2. The load patterns shown shall be applied to each comer of the building in turn as the reference corner (See Fig. 28.3-1).
3. For Case B, use 0 = 00.
4. Load cases 1 and 2 must be checked for 25' < 0 < 45°. Load case 2 at 25' is provided only for interpolation between 25' and 30°.
5. Plus and minus signs signify pressures acting toward and away from the projected surfaces, respectively.
6. For roof slopes other than those shown, linear interpolation is permitted.
7. The total horizontal load shall not be less than that determined by assuming p, = 0 in Zones B and D.
8. Where Zone E or G falls on a roof overhang on the windward side of the building, use EoH and GoH for the pressure on the
horizontal projection of the overhang. Overhangs on the leeward and side edges shall have the basic zone pressure applied.
9. Unit conversions for tables:
Adjustment Factor for Building Height and Exposure, X
Mean roof height (it)
a
Exposure
c
D
15
1.00
1.21
1.47
20
1.00
1.29
1.55
25
1.00
1.35
1.61
30
1.00
1.40
1.66
35
1.05
1.45
1.70
40
1.09
1.49
1.74
45
1.12
1.53
1.78
50
1.16
1.56
1.81
55
1.19
1.59
1.84
60
1.22
1.62
1.87
Note: Unit conversions for tables:
1.0 ft = 0.3048 m;
1.0 Ib/ftz = 0.0479 kN/m2; 1 mph =1.6 km/h
FIGURE 28.5-1 Main Wind Force Resisting System, Part 2 [h < 60 ft (h < 18.3 m)]: Design Wind Pressures for
Enclosed Buildings -Walls and Roofs I -
continues
316 STANDARD ASCE/SEI 7-16
Simplified Design Wind Pressure, Ps3p (psi) for Exposure B at h = 30 It (h = 9.1 m)
Basic
Wind
Speed
(mph)
Roo(
Angle
(degrees)
Load
Case
Zones
Horizontal Pressures
Vertical Pressures
Overhangs
A
B
C
D
E
F
G
H
EoH
GoH
105
0 to 5°
1
17.5
-9.1
11.6
-5.4
-21.0
-11.9
-14.6
-9.2
-29.4
-23.0
10,
1
19.7
--8.2
13.1
-4.8
-21.0
-12.8
-14.6
-9.9
-29.4
-23.0
15°
1
22.0
-7.3
14.6
-4.1
-21.0
-13.7
-14.6
-10.5
-29.4
-23.0
20°
1
24.2
-6.4
16.1
-3.5
-21.0
-14.6
-14.6
-11.1
-29.4
-23.0
25°
1
2
21.9
-
3.5
-
15.9
-
3.6
-
-9.7
-3.7
-13.3
-7.2
-7.1
-1.0
-10.7
-4.6
-18.2
-
-15.5
-
30 to 45
1
2
19.7
19.7
13.4
13.4
15.6
15.6
10.8
10.8
1.5
7.6
-11.9
-5.9
0.5
6.6
-10.3
-4.2
-6.9
-6.9
-7.9
-7.9
110
1
19.2
-1
1 .7
-23.1
-13.1
-16.0
-10.1
-32.3
-25.3
10°
1
21.6
-9.0
14.4
-5.2
-23.1
-14.1
-16.0
-10.8
1 -32.3
-25.3
15°
1
24.1
-8.0
16.0
-4.6
-23.1
-15.1
-16.0
-11.5
-32.3
-25.3
20°
1
26.6
-7.0
17.7
-3.9
-23.1
-16.0
-16.0
-12.2
-32.3
-25.3
25°
1
2
24.1
-
3.9
-
17.4
-
4.0
-
-10.7
-4.1
-14.6
-7.9
-7.7
-1.1
-11.7
-5.1
-19.9
-
-17.0
-
30 to 45
1
2
21.6
21.6
14.8
14.8
17.2
17.2
11.8
11.8
1.7
8.3
-13.1
-6.5
0.6
7.2
-11.3
-4.6
-7.6
-7.6
-8.7
-8.7
115
0 to 5°
1
21.0
-10.9
13.9
-6.5
-25.2
-14.3
-17.5
-11.1
-35.3
-27.6
10°
1
23.7
-9.8
15.7
-5.7
-25.2
-15.4
-17.5
-11.8
-35.3
-27.6
15°
1
26.3
-8.7
17.5
-5.0
-25.2
-16.5
-17.5
-12.6
-35.3
-27.6
20°
1
29.0
-7.7
19.4
-4.2
-25.2
-17.5
-17.5
-13.3
-35.3
-27.6
25°
1
2
26.3
-
4.2
-
19.1
-
4.3
-
-11.7
-4.4
-15.9
-8.7
-8.5
-1.2
-12.8
-5.5
-21.8
-
-18.5
-
30 to 45
1
2
23.6
23.6
16.1
16.1
18.8
18.8
12.9
12.9
1.8
9.1
-14.3
-7.1
0.6
7.9
-12.3
-5.0
-8.3
-8.3
-9.5
-9.5
120
0 to 5°
1
22.8
-11.9
15.1
-7.0
-27.4
-15.6
-19.1
-12.1
-38.4
-30.1
10°
1
25.8
-10.7
17.1
-6.2
-27.4
-16.8
-19.1
-12.9
-38.4
-30.1
15°
1
28.7
-9.5
19.1
-5.4
-27.4
-17.9
-19.1
-13.7
-38.4
-30.1
20°
1
31.6
-8.3
21.1
-4.6
-27.4
-19.1
-19.1
-14.5
-38.4
-30.1
25°
1
2
28.6
-
4.6
-
20.7
-
4.7
-
-12.7
-4.8
-17.3
-9.4
-9.2
-1.3
-13.9
-6.0
-23.7
-
-20.2
-
30 to 45
1
2
25.7
25.7
17.6
17.6
20.4
20.4
14.0
14.0
2.0
9.9
-15.6
-7.7
0.7
8.6
-13.4
-5.5
-9.0
-9.0
-10.3
-10.3
125
0 to 5°
1
24.8
-12.9
16.4
-7.6
-29.8
-16.9
-20.7
-13.1
-41.7
-32.6
10°
1
27.9
-11.6
18.6
-6.7
-29.8
-18.2
-20.7
-14.0
-41.7
-32.6
15°
1
31.1
-10.3
20.7
-5.9
-29.8
-19.5
-20.7
-14.8
-41.7
-32.6
20°
1
34.3
-9.1
22.9
-5.0
-29.8
-20.7
-20.7
-15.7
-41.7
-32.6
25°
1
2
31.1
-
5.0
-
22.5
-
5.1
-
-13.8
-5.2
-18.8
-10.2
-10.0
-1.4
-15.1
-6.6
-25.7
-
-21.9
-
L-1
30 to 45
1
2
27.9
27.9
19.1
19.1
22.2
22.2
15.2
15.2
2.1
10.7
-16.9
-8.3
0.7
9.3
-14.5
-6.0
-9.8
-9.8
-11.2
-11.2
L5/
FIGURE 28.5-1 (Continued). Main Wind Force Resisting System, Part 2 [h < 60 ft (h < 18.3 m)]: Design Wind Pressures for
Enclosed Buildings -Walls and Roofs
continues
318 STANDARD ASCE/SEI 7-16
RB Engineers, Inc.
1312 2nd St Kirkland, WA
Phone: (425) 822-3009
E '1 b
@
E Fw Roof = 19.2x(8/2x(5.5+5.75)+8x7.25) + 12.7x(4.5/2x(5.75+6)+20x7.25)
4.15 4.15 x 1.4 Kzt x 1.4 x 0.6 = 4.88 kip
Y. Fw Upper = 19.2x(8/2x(7.75+11)+8x 11) + 12.7x(24.5x 11) _
6.56 6.56x 1.4Kztx 1.4x0.6= 7.71 kip
Y. Fw Main = 19.2x(8x9.25) + 12.7x(l/2x(24.5x9.25)) _
2.86 2.86x 1.4Kztx 1.4x0.6= 3.36 kip
Roof Min =[(103+171)xl6+(0)x8)]xl.4xl.4x0.6 = kip
Upper Min =[(163+270)xl6+(0)x8)]xl.4xl.4x0.6 = 8.15 kip
Main Min =[(74+113)xl6+(0)x8)]xl.4xl.4x0.6 = 3.52 kip
Y - Y Direction
Y. Fw Roof = 19.2x(13.5x6.25+13.5x6.25) + 12.7x(40.75x6.25) _
6.48 6.48 x 1.4 Kzt x 1.4 x 0.6 =
E Fw Upper = 19.2x(13.5x11+13.5x11) + 12.7x(40.75x11) _
11.39 11.39x 1.4Kztx 1.4x0.6=
E Fw Main = 19.2x(13.5x9.25+13.5x9.25) + 12.7x(40.75x9.25) _
7.62 kip
13.40 kip
9.59 9.59x 1.4Kztx 1.4x0.6= 11.28 kip
Roof Min =[(169+255)x16+(0)x8)]x1.4x1.4x0.6 =
Upper Min =[(297+448)x16+(0)x8)]x1.4x1.4x0.6 =
7.98 kip
14.02 kip
Main Min =[(250+377)x16+(0)x8)]x1.4x1.4x0.6 = 1 1.80 kip
RB Engineers, Inc.
1312 2nd St Kirkland, WA
Phone: (425) 822-3009
Email: rbel992@gmail.com
Site Class "D" (Table 1 L4.2)
Project: Iron Vista
By:
RB/MJT
Client:
Date:
5 29 2024
Subject: Lateral
Page:
L8/
QUAKE FORCES (ASCE 7-16)
Ss =
Critical Values per Latest SEAOC website;
1.6
S 1 =
Critical Values per Latest SEAOC website;
0.57
Fa =per Table 11.4-1
1
Fv =
per Table 11.4-2
1.8
Sms
= Fa * Ss = 1.0 (1.6)
1.6
(11.4-1)
Sml
= Fv * S1 = 1.8 (0.57)
1.03
(11.4-2)
Sds
= 2/3 * Sms = 2/3 (1.60)
1.07
(11.4-3), Seismic Design Category "D", Table 11.6-1
Shc
= 2/3 * Sml = 2/3 (1.03)
0.68
(11.4-4); Seismic Design Category D, Table 11.6-2
SEISMIC RESPONSE COEFFICIENT: Use Section (12.8.1.1) ASCE 7-16 Except as Noted
To = 0.2 (Shc/Sds)=0.2(0.68/1.07) 0.13 Section 11.4.6
Ts = Shc /Sds=(0.68/1.07) 0.64 Section 11.4.6
Ct 0.02
Hn (Bldg. height-ft)) 35.00
Tstruc = Ct * (Hn)^3/4 = 0.02(35^.75) 0.29 Table 12.8-2
Where To < Tstruc < Ts; Sa = Sds 1.07 Section 11.4.6, item 2
R 6.5 ASCE 7-16 Table 12.2-1, item 15
Ie 1 Section 11.5.1, Table 1.5-1 and 1.5-2)
Cs = Sds /(R/I) = 1.07 / (6.5/1) = 0.16 (12.8-2)
Cs 0.16
RB Engineers, Inc.
1312 2nd St Kirkland, WA
Phone: (425) 822-3009
Email: rbe1992@gmail.com
Project: Iron Vista
By: RB/MJT
lent:
ate:
u ect: Lateral
Page: L9/
LATERAL QUAKE FORCES
Cs: 0.16
p:
1.0
Roof Area: 2994
feet `
Roof Dead Load:
17 psf
Upper Area: 2495
feet `
Floor Dead Load:
14 psf
Main Area: 1698
feet `
Wall Dead Load:
10 psf
ASCE 7-16 Using Allowable
Stress Design,
2.4.5 Basic Combination option 10: 0.6 D + 0.7 Eh-0.7E
ASCE 7-16 Table 12.2-1:
Overstrength factor, = 2.5
DEAD LOAD OF STRUCTURE
Roof Weight = 2994 x (17+10/2)
_
= 65.87 kip
Upper Weight = 2495 x (14+10) _
= 59.88 kip
Main Weight = 1698 x (14+10) _
= 40.75 kip
166.50 kip
Vbase = Cs x E Weight = 0.16 x
166.50
= 26.64 kip
Vasd = Vbase x 0.7 x p
= 18.65 kip
LATERAL FORCES
WEIGHT
HEIGHT
WEIGHT x HEIGHT
Roof: 65.87 kip
30.75 Feet
2025.44
Upper: 5 9.8 8 kip
18.5 Feet
1107.78
Main: 40.75 kip
9 Feet
366.77
3499.99
Fq Roof. 24.24 x (2025.44/3499.99) _ = 10.79 kip
Fq Upper: 24.24 x (1107.78/3499.99) _ = 5.90 kip
Fq Main: 24.24 x (366.77/3499.99) _ = 1.95 kip
Therefore wind Roverns at Main in Y-Y direction, quake governs all else.
ro ect:
Iron Vista
y:
Client:
ate: 5/29/2024
u ect:
Lateral
age:
RIB Engineers, Inc.
1312 2nd St Kirkland, WA
Phone: (425) 822-3009
Email: rbel992@gmail.com
WIND FORCES ON SHEAR WALLS
Shearwalls in X — X Direction
Fw X — X @ Roof: 5.16 kips
5.16 k / 40.5 ft = 127
#/Ft
V @ X 1 = (5.16/40.5)(12/2) =
0.76 = 102
#
7.5'
Ft
V @ X 2 = (5.16/40.5)(12/2+12/2) =
1.53 < 3.35 kip LRP capacity
LRP = 2x24"x8' = 2xl6751b = 3.35 kip LRP capacity
V @ X 3 = (5.16/40.5)(12/2+12/2) =
1.53 = 100
#
5.5'++9..75
Ft
V @ X 4 = (5.16/40.5)(12/2+4.5) = 1.34 < 3.35 kip LRP capacity
W-
x 4"x8' = 2xl6751b = 3.35 kip LRP capacity
Fw X — X @ Upper: 8.15 kips 8.15 k / 28 ft = 291 #/Ft
V @ X 5 = (8.15/28)(24/2) 5.02 = 156 #
SW-4 + 0.76 4'+3.75'+ITS'+8'+6.5' Ft
+ 1.53x(12/24) _
(1.25-0.125x(9/3.75))x350 #/Ft = 333 #/Ft capacity per sect. 4.3.3 ANSI/AF+PA SDPWS 2021
V @ X 6 = (8.15/28)(24/2+4) 6.95 = 121 #
�+ 1.53x(12/24) 13.25�5=+34' Ft
+1.53=
Fw X — X @ Main: 3.52 kips
V @ X 7 = (3.52/24)(20.5/2)
W®- + 5.02 =
V @ X 8 = (3.52/24)(20.5/2+3.5)
W®- + 6.95 =
2.87 k / 24 ft = 147 #/Ft
6.52 = 216 #
13.75+T5+-5+6.5' Ft
8.96 = 280 #
32' Ft
y:
RIB Engineers, Inc.
ro ect: Iron Vista
Shearwalls in Y — Y Direction
Fw Y — Y @ Roof: 7.98 kips 7.98 k / 67.75 ft = 118
V @ Y 1 = (7.98/67.5)(23/2) = 1.36 = 57
#/Ft
Ft
V @ Y 2 = (7.98/67.5)(23/2+5+7/2) = 2.36 — 112 #
11.5�
SW- Ft
V @ Y 3 = (7.98/67.5)(7/2+10/2) = 1.00 — 126 #
8' Ft
V @ Y 4 = (7.98/67.5)(17/2+22.5/2) = 1.91 — 201 #
9' Ft
V @ Y 5 = (7.98/67.5)(22.5/2) = 1.33 — 44 #
16.25'+14' Ft
Fw Y — Y @ Upper: 14.02 kips 14.02 k / 67.75 ft = 207 #/Ft
V @ Y 6 = (14.02/67.75)(13/2) 2.70 = 150 #
�+ 1.36 = 18' Ft
V @ Y 7 = (14.02/67.75)(13/2+10/2) = 2.38 = 433 #
�' Ft
V @ Y 8 = (14.02/67.75)(10/2+29/2) 6.36 = 318 #
�+ 2.36 = 12 + + Ft
V @ Y 9 = (14.02/67.75)(29/2+15.5/2) = 4.58 = 339 #
5 + . 5' Ft
(1.25-0.125x(9/4.25))x350 #/Ft = 345 #/Ft capacity per sect. 4.3.3 ANSI/AF+PA SDPWS 2021
V @ Y 10 (14.02/67.75)(15.5/2) 2.93 — 138 #
�+ 1.33 = .5'+6.75' Ft
L12/
Fw Y — Y @ Main: 11.80 kips
11.80 k / 67.75 ft =
174
#/Ft
V @ Y 11 (11.80/67.75)(13/2)
3.84 =
160
#
�+ 2.70 =
24'
Ft
V @ Y 12 (11.80/67.75)(13/2+10/2)
4.38 =
365
#
�+ 2.38 =
12'
Ft
V @ Y 13 (11.80/67.75)(10/2+8/2)
7.93 =
634
#
�+ 6.36 =
11'
Ft
V @ Y 14 (11.80/67.75)(8/2+22.5/2) =
2.66 =
443
#
6'
Ft
V @ Y 15 (11.80/67.75)(22.5/2+14.25/2)
7.78 —
622
#
�+ 4.58 =
12.5'
Ft
V @ Y 16 (11.80/67.75)(14.25/2)
4.17 —
327
#
�+ 2.93 =
12.75'
Ft
ro ect:
on Vista
y:
lent:
ate: 5/29/2024
Subject:
Lateral
age:
RIB Engineers, Inc.
1312 2nd St Kirkland, WA
Phone: (425) 822-3009
Email: rbe1992@gmail.com
QUAKE FORCES ON SHEAR WALLS
Shearwalls in X — X Direction
Fw X — X @ Roof. 10.79 kips
10.79 k / 40.5 ft = 266
#/Ft
V @ X 1 = (10.79/40.5)(12/2) =
1.60 = 213
#
7•5'
Ft
V @ X 2 = (10.79/40.5)(12/2+12/2) =
3.20 < 3.35 kip LRP capacity
LRP = 2x24"x8' = 2x16751b = 3.35 kip
LRP capacity
V @ X 3 = (10.79/40.5)(12/2+12/2) =
3.20 = 210
#
W®-
5.5'++9..75
Ft
V @ X 4 = (10.79/40.5)(12/2+4.5) = 2.80 < 3.35 kip LRP capacity
W-
x 4"x8' = 2x16751b = 3.35 kip LRP capacity
Fw X — X @ Upper: 5.90 kips 5.90 k / 28 ft = 211 #/Ft
V @ X 5 = (5.90/28)(24/2) 5.73 = 178 #
SW-4 + 1.60 4'+3.75'+ITS'+8'+6.5' Ft
+ 3.20x(12/24) _
(1.25-0.125x(9/3.75))x350 #/Ft = 333 #/Ft capacity per sect. 4.3.3 ANSI/AF+PA SDPWS 2021
V @ X 6 = (5.90/28)(24/2+4) 8.17 = 142 #
�+ 3.20x(12/24) 13.25 +Tl 7+34' Ft
+ 3.20 =
Fw X — X @ Main: 1.95 kips
V @ X 7 = (1.95/24)(20.5/2)
�+ 5.73 =
V @ X 8 = (1.95/24)(20.5/2+3.5)
W®- + 8.17 =
1.95 k / 24 ft = 81 #/Ft
6.56 = 217 #
13.75 +T5 +6.5' Ft
9.29 = 290 #
32' Ft
RIB Engineers, Inc.
ro ect:
on Vista
Shearwalls in Y — Y Direction
Fw Y — Y @ Roof. 10.79 kips 10.79 k / 67.5 ft = 159
V @ Y 1 = (10.79/67.5)(23/2) = 1.84 = 77
#/Ft
Ft
V @ Y 2 = (10.79/67.5)(23/2+5+7/2) = 3.19 = 152 #
SW- .5 +�8.5 Ft
V @ Y 3 = (10.79/67.5)(7/2+10/2) = 1.36 = 170 #
t Ft
V @ Y 4 = (10.79/67.5)(17/2+22.5/2) = 2.59 = 272 #
W®- 9' Ft
V @ Y 5 = (10.79/67.5)(22.5/2) = 1.80 = 59 #
16.25'+14' Ft
Fw Y — Y @ Upper: 5.90 kips 5.90 k / 67.75 ft = 87 #/Ft
V @ Y 6 = (5.90/67.75)(13/2) 2.40 — 134 #
�+ 1.84 = 18' Ft
V @ Y 7 = (5.90/67.75)(13/2+10/2) = 1.00 — 182 #
5•5' Ft
V @ Y 8 = (5.90/67.75)(10/2+29/2) 4.87 = 244 #
�+ 3.19 = + +7 Ft
V @ Y 9 = (5.90/67.75)(29/2+15.5/2) = 1.93 = 143 #
W®- t .255'++.25' Ft
(1.25-0.125x(9/4.25))x350 #/Ft = 345 #/Ft capacity per sect. 4.3.3 ANSI/AF+PA SDPWS 2021
V @ Y 10 (5.90/67.75)(15.5/2) 2.47 = 116 #
�+ 2.34 = 4.5'+6.75' Ft
L 15/
Fw Y — Y @ Main: 1.95 kips
2.54 k / 67.75 ft =
29
#/Ft
V @ Y 11 (1.95/67.75)(13/2)
2.59 =
108
#
�+ 2.40 =
24'
Ft
V @ Y 12 (1.95/67.75)(13/2+10/2)
1.33 =
111
#
�+ 1.00 =
12'
Ft
V @ Y 13 (1.95/67.75)(10/2+8/2)
5.13 =
446
#
W-3 + 4.87 =
III
Ft
V @ Y 14 (1.95/67.75)(8/2+22.5/2) =
0.44 =
73
#
6'
Ft
V @ Y 15 (1.95/67.75)(22.5/2+14.25/2)
2.46 =
197
#
�+ 1.93 =
12.5'
Ft
V @ Y 16 (1.95/67.75)(14.25/2)
2.68 =
210
#
�+ 2.47 =
12.75'
Ft
RB Enl4ineers, Inc.
rojec : iron Vista
BY:
ien :
Date:
Subject: a era
age: L16
CHECK OVERTURNING FOR: X 3 (Quake)
L = 5.5 ft TLRF = 5 ft (conservative)
P = 210 1 lb/ft
P x L
5.5x210
1.16 kip
MoT= 1.16x 10.3 11.90 kip -ft
S ds= 1.07 From Cs Calculations
Ev = .7(0.2*S_ds)= 0.15
MR = [(0.16+0.20)x0.5x5.5+0.14x5.5] _
1.75 kip - ft
H=
F=MoT-MR/L=®5 kip
Positive # : Hold down required
Negative # : No Hold down Required
Therefore use (1)CS16 hold downs at each end
Padj =
D
.7Ev D
D -.7Ev
0.3
1 0.04
0.14
L = 5.5'
Ev
q
RB Enl4ineers, Inc.
rojec : iron Vista
BY:
ien :
Date:
Subject: a era
age: L17/
CHECK OVERTURNING FOR: X 5 (Quake)
L = .75 ft TLRF = 5 ft (conservative)
P = 178 1 lb/ft
P x L
3.75X178
0.67 kip
Padj =
MoT = 0.67 x 9 6.01 kip - ft
S ds= 1.07 From Cs Calculations
Ev = .7(0.2*S_ds)= 0.15
MR =[(0.11+0.12)x0.5x3.75+0.27x3.75] _
1.45 kip - ft
H=
F=MoT-MR/L= j 1-, -2 27 kip
Positive # : Hold down required
Negative # : No Hold down Required
Therefore use (I)CS 16 or STHD14 hold downs at each end
D
.7Ev D
D -.7Ev
0.6
1 0.09
0.27
L=3.75' ♦1
Ev
El
RB Enl4ineers, Inc.
rojec : iron Vista
BY:
ien :
Date:
Subject: a era
age: L18
CHECK OVERTURNING FOR: X 7 (Quake)
L = 5 ft TLRF = 5 ft (conservative)
P = 217 1 lb/ft
PxL=
5x 17
1.09 kip
MoT = 1.09 x 9 9.77 kip - ft
S ds= 1.07 From Cs Calculations
Ev = .7(0.2*S_ds)= 0.15
MR = [(0.15+0.16)x0.5x5+0.4lx5] _
2.80 kip - ft
H=
F=MoT-MR/L= kip
Positive # : Hold down required
Negative # : No Hold down Required
Therefore use STHD14 hold downs at each end
Padj =
D
.7Ev D
D -.7Ev
0.9
0.13
0.41
L=5'
Ev
q
RB Enl4ineers, Inc.
rojec : iron Vista
BY:
ien :
Date:
Subject: a era
age: L19/
CHECK OVERTURNING FOR: Y 4 (Quake)
L ft TLRF = 5 ft (conservative)
P = 272 lb/ft
P x L 9x272 2.45 kip
Padj =
MoT = 2.45 x 10.3 25.21 kip - ft
S ds= 1.07 From Cs Calculations
Ev = .7(0.2*S_ds)= 0.15
MR = [(0.26+0.33)x0.5x9+0.14x9] _
3.91 kip - ft
H
F=MoT-MR/L= 0kip
Positive # : Hold down required
Negative # : No Hold down Required
Therefore use QCS 16 hold downs at each end
D
.7Ev D
D -.7Ev
L=9' ♦I
Ev
El
RB Enl4ineers, Inc.
rojec : iron Vista
BY:
ien :
Date:
Subject: a era
age: L20/
CHECK OVERTURNING FOR: Y 5 (Quake)
L = 7 ft TLRF = 5 ft (conservative)
P = 244 lb/ft
P x L
7x244
1.71 kip
Padj =
MoT= 1.71 x9 15.37 kip -ft
S ds= 1.07 From Cs Calculations
Ev = .7(0.2*S_ds)= 0.15
MR = [(0.21+0.23)x0.5x7+0.27x7] _
3.41 kip - ft
H=
F=MoT-MR/L= 0kip
Positive # : Hold down required
Negative # : No Hold down Required
Therefore use (I)CS 16 or STHD14 hold downs at each end
D
.7Ev D
D -.7Ev
0.6
1 0.09
0.27
L=7' ♦I
Ev
El
RB Enl4ineers, Inc.
rojec : iron Vista
BY:
ien :
Date:
Subject: a era
age: L21/21
CHECK OVERTURNING FOR: Y 13 (Wind)
L ft TLRF = 5 ft (conservative)
P = 634 lb/ft
P x L 10.75 x 982 6.97 kip
Padj =
MoT = 10.56 x 9 62.77 kip - ft
S ds= 1.07 From Cs Calculations
Ev = .7(0.2*S_ds)= 0.15
MR =[(0.31+0.35)x0.5x10.75+0.41x10.75] _
8.20 kip - ft
H=
F=MoT-MR/L= 4.96 kip
Positive # : Hold down required
Negative # : No Hold down Required
Therefore use HTT5 hold downs at each end
D
.7Ev D
D -.7Ev
L = 10.75' I
Ev
El
B 1 /42
BEAM KEY PLAN
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B3/42
BEAM KEY PLAN
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START TRUSS L.O.
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Project Title:
Engineer:
Project ID:
Project Descr:
B4/42
Printed: 18 JUN 2024, 2:15PM
Steel Beam Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: BM#1
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2021
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
1610) L(0.2875)
D(0.3220) I L(0.5750)
W 12x22
Span = 27.50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.0140, L = 0.0250 ksf, Extent = 0.0 - > 23.50 ft, Tributary Width = 11.50 ft
Point Load : D = 0.3220, L = 0.5750 k @ 23.50 ft, (PL from Rafters)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.580 : 1
Maximum Shear Stress Ratio =
0.096 : 1
Section used for this span
W12x22
Section used for this span
W12x22
Ma: Applied
42.397 k-ft
Va : Applied
6.167 k
Mn / Omega: Allowable
73.104 k-ft
Vn/Omega : Allowable
63.960 k
Load Combination
+D+L
Load Combination
+D+L
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
0.821 in Ratio =
401
> 360 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0
<360 n/a
Max Downward Total Deflection
1.281 in Ratio =
258
> 240. Span: 1 : +D+L
Max Upward Total Deflection
0 in Ratio =
0
<240.0 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stresses
mammary of Moment Va ues
Summary of Shear Values
Seqment Lenqth Span # M
V Mmax + Mmax
-
Ma Max Mnx Mnx/Omega Cb Rm
Va Max VnxVnx/Omega
D Only
Dsgn. L =
27.50 ft
1
0.208
0.035
15.22
+D+L
Dsgn. L =
27.50 ft
1
0.580
0.096
42.40
+D+0.750L
Dsgn. L =
27.50 ft
1
0.487
0.081
35.60
+0.60D
Dsgn. L =
27.50 ft
1
0.125
0.021
9.13
Overall Maximum Deflections
15.22
122.08
73.10 1.001.00
42.40
122.08
73.10 1.001.00
35.60
122.08
73.10 1.001.00
9.13
122.08
73.10 1.001.00
Load Combination Span
Max. "" Defl Location in Span Load Combination
+D+L 1
1.2806
13.750
Vertical Reactions
Support notation : Far left is #'
Load Combination
Support 1
Support 2
Max Upward from all Load Conditions
6.167
5.270
Max Upward from Load Combinations
6.167
5.270
Max Upward from Load Cases
3.953
3.378
D Only
2.214
1.892
2.21
95.94
63.96
6.17
95.94
63.96
5.18
95.94
63.96
1.33
95.94
63.96
Max. "+" Defl Location in Span
0.0000 0.000
Values in KIPS
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
B5/42
Printed. 18 JUN 2024, 2:15PM
Steel Beam Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: BM#1
Vertical Reactions Support notation : Far left is # Values in KIPS
Load Combination
Support 1
Support 2
+D+L
6.167
5.270
+D+0.750L
5.179
4.425
+0.60D
1.328
1.135
L Only
3.953
3.378
Steel Section Properties : W12x22
Depth =
12.300 in
I xx
Web Thick =
0.260 in
S xx
Flange Width =
4.030 in
R xx
=
Flange Thick =
0.425 in
Zx
=
Area =
6.480 inA2
1 yy
=
Weight =
22.000 plf
S yy
=
Kdesign =
0.725 in
R yy
=
K1 =
0.625 in
Zy
=
rts =
1.040 in
Ycg =
6.150 in
156.00 in^4
J =
0.293 in^4
25.40 inA3
Cw =
164.00 inA6
4.910 in
29.300 inA3
4.660 in^4
2.310 inA3
Wno =
12.000 inA2
0.848 in
Sw =
5.120 inA4
3.660 inA3
Qf =
4.760 in^3
Qw =
14.400 inA3
t61 SA2 819 WIN 119 1642 19111 Ul3 N.61 Nk
Xance fl
1 DOoll I+D+61447S611466D
Kirkland, WA 98034
Steel Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: 13M#1
F
Y
v
r
Project Title:
Engineer:
Project ID:
Project Descr:
RB Engineers, Inc.
B6/42
Printed: 18 JUN 2024, 2:15PM
Project File: Iron Vista.ec6
(c) ENERCALC INC 1983-2023
iFl 542 B11 1092 1361 16A2 1911 2692 2461
D�1ice(R)
1 DOoll I+D+61+D+D,1911+6,6DD
59 S21 134 11141 BIN 69S 1i162 21d9 t396
wance(R)
1 Holl I+D+6I047S61 I+6661) 110lf
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
B7/42
Printed: 21 AUG 2024, 11:11AM
Wood Beam Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: BM#2
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Fb +
2,900.0 psi
E : Modulus of Elasticity
Load Combination IBC 2021
Fb -
2,900.0 psi
Ebend- xx 2,000.Oksi
Fc - Prll
2,900.0 psi
Eminbend - xx 1,016.54ksi
Wood Species iLevel Truss Joist
Fc - Perp
750.0 psi
Wood Grade Parallam PSL 2.0E
Fv
290.0 psi
Ft
2,025.0 psi
Density 45.070 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(2.6)
L(3.8)
D(0.102�
L(0.15)
7x14
Span = 22.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated
and added
Uniform Load : D = 0.0170, L = 0.0250
ksf, Tributary Width = 6.0 ft
Point Load : D = 2.60, L = 3.80 k @ 11.0
ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.929. 1
Maximum Shear Stress Ratio
=
0.300 : 1
Section used for this span
7x14
Section used for this span
7x14
fb: Actual =
2,647.31 psi
fv: Actual
=
87.07 psi
F'b =
2,850.80psi
F'v
=
290.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
11.000ft
Location of maximum on span
=
20.876ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.706 in Ratio =
373 >=360 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
1.188 in Ratio =
222 -180 Span: 1 : +D+L
Max Upward Total Deflection
0 in Ratio =
0 <180 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress atios
Moment as ue�
-Shear Values
Segment Length Span # M V CD
CM Ct CLx
CIF Cfu C i C r M fb
F'b
V fv F'v
D Only
0.0
0.00 0.0 0.0
Length = 22.0 ft 1 0.419 0.135 0.90
1.00 1.00 1.00
0.983 1.00 1.00 1.00 20.47 1,074.3
2,565.7
2.31 35.3 261.0
+D+L
1.00 1.00 1.00
0.983 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 22.0 ft 1 0.929 0.300 1.00
1.00 1.00 1.00
0.983 1.00 1.00 1.00 50.45 2,647.3
2,850.8
5.69 87.1 290.0
+D+0.750L
1.00 1.00 1.00
0.983 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 22.0 ft 1 0.633 0.205 1.25
1.00 1.00 1.00
0.983 1.00 1.00 1.00 42.95 2,254.1
3,563.5
4.84 74.1 362.5
+0.60D
1.00 1.00 1.00
0.983 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 22.0 ft 1 0.141 0.046 1.60
1.00 1.00 1.00
0.983 1.00 1.00 1.00 12.28 644.6
4,561.3
1.38 21.2 464.0
Project Title:
B8/42
Engineer:
Kirkland, WA 98034
Project ID:
Project Descr:
Printed: 21 AUG 2024, 11:11AM
Wood Beam
Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30
RB Engineers, Inc.
(c) ENERCALC INC 1983-2023
DESCRIPTION: BM#2
Overall Maximum Deflections
Load Combination Span
Max. "" Defl Location in Span
Load Combination
Max. "+" Defl Location in Span
+D+L 1
1.1878
11.080
0.0000 0.000
Maximum Deflections for Load Combinations
Load Combination
Span
Max. Downward
Defl Location in Span
Max. Upward Defl Location in Span
D Only
1
0.4819
in 11.080 ft
0.0000 in 0.000 ft
+D+L
1
1.1878
in 11.080 ft
0.0000 in 0.000 ft
+D+0.750L
1
1.0114
in 11.080 ft
0.0000 in 0.000 ft
+0.60D
1
0.2892
in 11.080 ft
0.0000 in 0.000 ft
L Only
1
0.7059
in 11.080 ft
0.0000 in 0.000 ft
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Max Upward from all Load Conditions
5.972
5.972
Max Upward from Load Combinations
5.972
5.972
Max Upward from Load Cases
3.550
3.550
D Only
2.422
2.422
+D+L
5.972
5.972
+D+0.750L
5.085
5.085
+0.60D
1.453
1.453
L Only
3.550
3.550
1H 426 6A2 639 11A 1233 15A9 1726 1943 2LH
Distara(R)
1)011� I+D+1 I4+6.7S611+6.66D
Kirkland, WA 98034
Wood Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: BM#2
6
MEhO
•3
5
Project Title:
Engineer:
Project ID:
Project Descr:
RB Engineers, Inc.
B9/42
Printed: 21 AUG 2024, 11 A 1AM
Project File: Iron Vista.ec6
(c) ENERCALC INC 1983-2023
2M 426 6,42 8199 111?6 1233 ism OM 11,43 21160
DISW (R)
1 1)01ff I+D+11+D+115011+6.66D
209 6A2 8199 NA 12,93 19A3 LIN
DISWO(ft)
1 D0111 I+D+11+D+111M 1+6,661) 1 tNil
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
B 10/42
Printed: 18 JUN 2024, 2:49PM
Wood Beam Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: BM#3
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Fb +
2,900.0 psi
E : Modulus of Elasticity
Load Combination IBC 2021
Fb -
2,900.0 psi
Ebend- xx 2,000.Oksi
Fc - Prll
2,900.0 psi
Eminbend - xx 1,016.54ksi
Wood Species iLevel Truss Joist
Fc - Perp
750.0 psi
Wood Grade Parallam PSL 2.0E
Fv
290.0 psi
Ft
2,025.0 psi
Density 45.070 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(0.5) L(0.8)
D(0.187) L(0.275)
VASMA«11
Span = 23.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated
and added
Load for Span Number 1
Uniform Load : D = 0.0170, L = 0.0250
ksf, Extent = 0.0 -->> 19.0 ft, Tributary Width = 11.0 ft
Point Load : D = 0.50, L = 0.80 k @ 19.0
ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.566: 1
Maximum Shear Stress Ratio
=
0.257 : 1
Section used for this span
7.0 X 14.0
Section used for this span
7.0 X 14.0
fb: Actual =
1,642.89psi
fv: Actual
=
74.61 psi
F'b =
2,903.37psi
F'v
=
290.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
11.668ft
Location of maximum on span
=
0.000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.560 in Ratio =
492 > 360 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.939 in Ratio =
294 >=180 Span: 1 : +D+L
Max Upward Total Deflection
0 in Ratio =
0 <180 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V CD
CM Ct CLx
CIF Cfu C i C r M fb
F'b
V fv F'v
D Only
0.0
0.00 0.0 0.0
Length = 23.0 ft 1 0.253 0.115 0.90
1.00 1.00 1.00
1.001 1.00 1.00 1.00 12.62 662.2
2,613.0
1.97 30.1 261.0
+D+L
1.00 1.00 1.00
1.001 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 23.0 ft 1 0.566 0.257 1.00
1.00 1.00 1.00
1.001 1.00 1.00 1.00 31.31 1,642.9
2,903.4
4.87 74.6 290.0
+D+0.750L
1.00 1.00 1.00
1.001 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 23.0 ft 1 0.385 0.175 1.25
1.00 1.00 1.00
1.001 1.00 1.00 1.00 26.63 1,397.7
3,629.2
4.15 63.5 362.5
+0.60D
1.00 1.00 1.00
1.001 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 23.0 ft 1 0.086 0.039 1.60
1.00 1.00 1.00
1.001 1.00 1.00 1.00 7.57 397.3
4,645.4
1.18 18.1 464.0
Project Title:
B 11 /42
Engineer:
Kirkland, WA 98034
Project ID:
Project Descr:
Printed. 18 JUN 2024, 2:49PM
Wood Beam
Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30
RB Engineers, Inc.
(c) ENERCALC INC 1983-2023
DESCRIPTION: BM#3
Overall Maximum Deflections
Load Combination Span
Max. "" Defl Location in Span
Load Combination
Max. "+" Defl Location in Span
+D+L 1
0.9385
11.584
0.0000 0.000
Maximum Deflections for Load Combinations
Load Combination
Span
Max. Downward
Defl Location in Span
Max. Upward Defl Location in Span
D Only
1
0.3781
in 11.584 ft
0.0000 in 0.000 ft
+D+L
1
0.9385
in 11.584 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.7984
in 11.584 ft
0.0000 in 0.000 ft
+0.60D
1
0.2268
in 11.584 ft
0.0000 in 0.000 ft
L Only
1
0.5605
in 11.584 ft
0.0000 in 0.000 ft
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Max Upward from all Load Conditions
5.378
4.700
Max Upward from Load Combinations
5.378
4.700
Max Upward from Load Cases
3.206
2.819
D Only
2.172
1.881
+D+L
5.378
4.700
+D+0.750L
4.577
3.995
+0.60D
1.303
1.128
L Only
3.206
2.819
612 IN 1113 1331 IM S 131 219
Distara(R)
I )01111 Oft I441S011+0100
Kirkland, WA 98034
Wood Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: BM#3
Project Title:
Engineer:
Project ID:
Project Descr:
RB Engineers, Inc.
B 12/42
Printed. 18 JUN 2024, 2:49PM
Project File: Iron Vista.ec6
(c) ENERCALC INC 1983-2023
23 446 612 8111 1118 1351 1316 1806 111 ::Pd
DIsW (ft)
1 1)01ff I+D+11+D+05011+010D
2I8 445 612 M 1128 1351 2031 2268
Dista�e(ft)
1 D011t I+D+114+01M 14601) 110o11
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
B 13/42
Printed: 20 AUG 2024, 1:48PM
Steel Beam Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: BM#3
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2021
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
b
D(0.50) L(0.80)
D(0.1870) L(02750)
W 12x22
Span = 23.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.0170, L = 0.0250 ksf, Extent = 0.0 - > 19.0 ft, Tributary Width = 11.0 ft
Point Load : D = 0.50, L = 0.80 k @ 19.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.428 : 1
Maximum Shear Stress Ratio =
0.084 : 1
Section used for this span
W12x22
Section used for this span
W12x22
Ma: Applied
31.306 k-ft
Va : Applied
5.378 k
Mn / Omega: Allowable
73.104 k-ft
Vn/Omega : Allowable
63.960 k
Load Combination
+D+L
Load Combination
+D+L
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
0.396 in Ratio =
696
> 360 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0
<360 n/a
Max Downward Total Deflection
0.663 in Ratio =
416
> 180 Span: 1 : +D+L
Max Upward Total Deflection
0 in Ratio =
0
<180 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stresses
Summary of Moment Va ues
Su-mmary of Shear Values
Seqment Lenqth Span # M
V Mmax + Mmax
-
Ma Max Mnx Mnx/Omega Cb Rm
Va Max VnxVnx/Omega
D Only
Dsgn. L =
23.00 ft
1
0.173
0.034
12.62
+D+L
Dsgn. L =
23.00 ft
1
0.428
0.084
31.31
+D+0.750L
Dsgn. L =
23.00 ft
1
0.364
0.072
26.63
+0.60D
Dsgn. L =
23.00 ft
1
0.104
0.020
7.57
Overall Maximum Deflections
12.62
122.08
73.10 1.001.00
31.31
122.08
73.10 1.001.00
26.63
122.08
73.10 1.001.00
7.57
122.08
73.10 1.001.00
Load Combination Span
Max. "" Defl Location in Span Load Combination
+D+L 1
0.6633
11.566
Vertical Reactions
Support notation : Far left is #'
Load Combination
Support 1
Support 2
Max Upward from all Load Conditions
5.378
4.700
Max Upward from Load Combinations
5.378
4.700
Max Upward from Load Cases
3.206
2.819
D Only
2.172
1.881
2.17
95.94
63.96
5.38
95.94
63.96
4.58
95.94
63.96
1.30
95.94
63.96
Max. "+" Defl Location in Span
0.0000 0.000
Values in KIPS
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
B 14/42
Printed: 20 AUG 2024, 1:48PM
Steel Beam Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: BM#3
Vertical Reactions Support notation : Far left is # Values in KIPS
Load Combination
Support 1
Support 2
+D+L
5.378
4.700
+D+0.750L
4.577
3.995
+0.60D
1.303
1.128
L Only
3.206
2.819
Steel Section Properties : W12x22
Depth =
12.300 in
I xx
Web Thick =
0.260 in
S xx
Flange Width =
4.030 in
R xx
=
Flange Thick =
0.425 in
Zx
=
Area =
6.480 inA2
1 yy
=
Weight =
22.000 plf
S yy
=
Kdesign =
0.725 in
R yy
=
K1 =
0.625 in
Zy
=
rts =
1.040 in
Ycg =
6.150 in
156.00 in^4
J =
0.293 in^4
25.40 inA3
Cw =
164.00 inA6
4.910 in
29.300 inA3
4.660 in^4
2.310 inA3
Wno =
12.000 inA2
0.848 in
Sw =
5.120 inA4
3.660 inA3
Qf =
4.760 in^3
Qw =
14.400 inA3
113 453 64 1.0 11,43 1311 16183 1833 1663 tM3
wanca(R)
1 DOoll I+D+11+D+D,191145,6DD
Kirkland, WA 98034
Steel Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: BM#3
Project Title:
Engineer:
Project ID:
Project Descr:
RB Engineers, Inc.
B 15/42
Printed: 20 AUG 2024, 1:48PM
Project File: Iron Vista.ec6
(c) ENERCALC INC 1983-2023
493 64 9,13 11,43 Rn 16'03 I633 163
wance(R)
1 DOoll I+D+I I0+0101140.601)
2,11 440 6164 IN 11,11 1334 159 INN NN
wance(R)
1 Holl I+D+I I047S0114651)110lf
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
B 16/42
Printed: 20 AUG 2024, 1:59PM
Wood Beam Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: BM #4
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method : Allowable Stress Design Fb +
2900 psi
E : Modulus of Elasticity
Load Combination IBC 2021 Fb -
2900 psi
Ebend- xx 2000 ksi
Fc - Prll
2900 psi
Eminbend - xx 1016.535 ksi
Wood Species Level Truss Joist Fc - Perp
750 psi
Wood Grade Parallam PSL 2.0E Fv
290 psi
Ft
2025 psi
Density 45.07 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(1.45) L(2.7)
D(0.068)
L(0.1)
v
5.25x14.0
Span = 22.50 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated
and added
Uniform Load : D = 0.0170, L = 0.0250
ksf, Tributary Width = 4.0 ft
Point Load : D = 1.450, L = 2.70 k @ 11.50 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.833 1
Maximum Shear Stress Ratio
=
0.269 : 1
Section used for this span
5.25x14.0
Section used for this span
5.25x14.0
fb: Actual =
2,375.58psi
fv: Actual
=
77.92 psi
F'b =
2,850.80psi
F'v
=
290.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
11.496ft
Location of maximum on span
=
21.350ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.705 in Ratio =
383 >=360 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
1.118 in Ratio =
241 > 240 Span: 1 : +D+L
Max Upward Total Deflection
0 in Ratio =
0 <240 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress atios
Moment as ue�
Shear Values
Segment Length Span # M V CD
CM Ct CLx
CIF Cfu C i C r M fb
F'b
V fv F'v
D Only
0.0
0.00 0.0 0.0
Length = 22.50 ft 1 0.340 0.112 0.90
1.00 1.00 1.00
0.983 1.00 1.00 1.00 12.45 871.2
2,565.7
1.43 29.1 261.0
+D+L
1.00 1.00 1.00
0.983 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 22.50 ft 1 0.833 0.269 1.00
1.00 1.00 1.00
0.983 1.00 1.00 1.00 33.95 2,375.6
2,850.8
3.82 77.9 290.0
+D+0.750L
1.00 1.00 1.00
0.983 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 22.50 ft 1 0.561 0.181 1.25
1.00 1.00 1.00
0.983 1.00 1.00 1.00 28.58 1,999.5
3,563.5
3.22 65.7 362.5
+0.60D
1.00 1.00 1.00
0.983 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 22.50 ft 1 0.115 0.038 1.60
1.00 1.00 1.00
0.983 1.00 1.00 1.00 7.47 522.7
4,561.3
0.86 17.5 464.0
Project Title:
B 17/42
Engineer:
Kirkland, WA 98034
Project ID:
Project Descr:
Printed: 20 AUG 2024, 1:59PM
Wood Beam
Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30
RB Engineers, Inc.
(c) ENERCALC INC 1983-2023
DESCRIPTION: BM #4
Overall Maximum Deflections
Load Combination Span
Max. "" Defl Location in Span
Load Combination
Max. "+" Defl Location in Span
+D+L 1
1.1180
11.332
0.0000 0.000
Maximum Deflections for Load Combinations
Load Combination
Span
Max. Downward
Defl Location in Span
Max. Upward Defl Location in Span
D Only
1
0.4131
in 11.332 ft
0.0000 in 0.000 ft
+D+L
1
1.1180
in 11.332 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.9418
in 11.332 ft
0.0000 in 0.000 ft
+0.60D
1
0.2479
in 11.332 ft
0.0000 in 0.000 ft
L Only
1
0.7049
in 11.332 ft
0.0000 in 0.000 ft
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Max Upward from all Load Conditions
3.919
4.011
Max Upward from Load Combinations
3.919
4.011
Max Upward from Load Cases
2.445
2.505
D Only
1.474
1.506
+D+L
3.919
4.011
+D+0.750L
3.308
3.385
+0.60D
0.884
0.904
L Only
2.445
2.505
2,14 435 651 1171 11A 1322 15A4 1115 11,11 21H
Distara(R)
I )0111104 I4+0.1% 1+010D
Kirkland, WA 98034
Wood Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: BM #4
Project Title:
Engineer:
Project ID:
Project Descr:
RB Engineers, Inc.
B 18/42
Printed: 20 AUG 2024, 1:59PM
Project File: Iron Vista.ec6
(c) ENERCALC INC 1983-2023
M4 435 6,51 8A IIAB IM 6A4 11.66 19V 22,89
DIsW (ft)
1 1)01ff I+D+11+D+050114601)
2114 4,35 6,61 119 ILA 1322 SA 66 9
' Dista�e(ft)
1 D0111 I+D+114+01M 14661) 110o11
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
B 19/42
Printed: 18 JUN 2024, 2:57PM
Wood Beam Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: BM #5
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Fb +
2900 psi
E : Modulus of Elasticity
Load Combination IBC 2021
Fb -
2900 psi
Ebend- xx 2000 ksi
Fc - Prll
2900 psi
Eminbend - xx 1016.535 ksi
Wood Species iLevel Truss Joist
Fc - Perp
750 psi
Wood Grade Parallam PSL 2.0E
Fv
290 psi
Ft
2025 psi
Density 45.07 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(2.3) L(3.4)
D(0 068) L(0.1)
5.25x14.0
Span = 16.750 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated
and added
Uniform Load : D = 0.0170, L = 0.0250
ksf, Tributary Width = 4.0 ft
Point Load : D = 2.30, L = 3.40 k @ 8.0
ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.72a 1
Maximum Shear Stress Ratio
=
0.295 : 1
Section used for this span
5.25x14.0
Section used for this span
5.25x14.0
fb: Actual =
2,076.67psi
fv: Actual
=
85.50 psi
F'b =
2,850.80psi
F'v
=
290.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
8.008ft
Location of maximum on span
=
0.000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.314 in Ratio =
639 >=360 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.527 in Ratio =
381 > 240 Span: 1 : +D+L
Max Upward Total Deflection
0 in Ratio =
0 <240 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress atios
Moment as ue�
Shear Values
Segment Length Span # M V CD
CM Ct CLx
CIF Cfu C i C r M fb
F'b
V fv F'v
D Only
0.0
0.00 0.0 0.0
Length = 16.750 ft 1 0.327 0.132 0.90
1.00 1.00 1.00
0.983 1.00 1.00 1.00 11.98 838.5
2,565.7
1.69 34.5 261.0
+D+L
1.00 1.00 1.00
0.983 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 16.750 ft 1 0.728 0.295 1.00
1.00 1.00 1.00
0.983 1.00 1.00 1.00 29.68 2,076.7
2,850.8
4.19 85.5 290.0
+D+0.750L
1.00 1.00 1.00
0.983 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 16.750 ft 1 0.496 0.201 1.25
1.00 1.00 1.00
0.983 1.00 1.00 1.00 25.26 1,767.1
3,563.5
3.57 72.8 362.5
+0.60D
1.00 1.00 1.00
0.983 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 16.750 ft 1 0.110 0.045 1.60
1.00 1.00 1.00
0.983 1.00 1.00 1.00 7.19 503.1
4,561.3
1.02 20.7 464.0
Project Title:
B20/42
Engineer:
Kirkland, WA 98034
Project ID:
Project Descr:
Printed. 18 JUN 2024, 2:57PM
Wood Beam
Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30
RB Engineers, Inc.
(c) ENERCALC INC 1983-2023
DESCRIPTION: BM #5
Overall Maximum Deflections
Load Combination Span
Max. "" Defl Location in Span
Load Combination
Max. "+" Defl Location in Span
+D+L 1
0.5274
8.314
0.0000 0.000
Maximum Deflections for Load Combinations
Load Combination
Span
Max. Downward
Defl Location in Span
Max. Upward Defl Location in Span
D Only
1
0.2130
in 8.314 ft
0.0000 in 0.000 ft
+D+L
1
0.5274
in 8.314 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.4488
in 8.314 ft
0.0000 in 0.000 ft
+0.60D
1
0.1278
in 8.314 ft
0.0000 in 0.000 ft
L Only
1
0.3144
in 8.314 ft
0.0000 in 0.000 ft
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Max Upward from all Load Conditions
4.385
4.129
Max Upward from Load Combinations
4.385
4.129
Max Upward from Load Cases
2.614
2.461
D Only
1.771
1.668
+D+L
4.385
4.129
+D+0.750L
3.731
3.514
+0.60D
1.063
1.001
L Only
2.614
2.461
1.9 324 4H 654 8119 1114 11,41 13.14 1419 1644
Dislara t)
1 D9l111 Oft 1441S111+6.66D
Kirkland, WA 98034
Wood Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: BM #5
Project Title:
Engineer:
Project ID:
Project Descr:
RB Engineers, Inc.
45
2,3
MMER.. ;,
-U
tz-z
•42
B21 /42
Printed. 18 JUN 2024, 2:57PM
Project File: Iron Vista.ec6
(c) ENERCALC INC 1983-2023
669 324 489 8S4 Bd9 9M 11,41 0,14 14,11 1844
Dista�ce(ft)
1 1)01ff I+D+114+051114601)
169 324 489 0 8I9 9b4 IIA9 1314 :4
Dista�e(ft)
1 D0111 I+D+114+01M 14661) 110o11
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
B22/42
Printed: 20 AUG 2024, 2:OOPM
Wood Beam Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: BM #6
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Fb +
2900 psi
Load Combination IBC 2021
Fb -
2900 psi
Fc - Prll
2900 psi
Wood Species iLevel Truss Joist
Fc - Perp
750 psi
Wood Grade Parallam PSL 2.0E
Fv
290 psi
Ft
2025 psi
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(0.15) L(0.4)
liififfliIIIIlI(Ill
5.25x14.0
Span = 11.50 ft
E : Modulus of Elasticity
Ebend- xx 2000 ksi
Eminbend - xx 1016.535 ksi
Density 45.07 pcf
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.0170, L = 0.0250
ksf, Extent = 0.0 -->> 8.0 ft, Tributary Width = 7.0 ft
Point Load : D = 0.150, L = 0.40 k @ 8.0
ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.121: 1
Maximum Shear Stress Ratio
=
0.096 : 1
Section used for this span
5.25x14.0
Section used for this span
5.25x14.0
fb: Actual =
344.43psi
fv: Actual
=
27.92 psi
F'b =
2,850.80psi
F'v
=
290.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
5.792ft
Location of maximum on span
=
0.000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.030 in Ratio =
4573 > 360 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.048 in Ratio =
2847 >=240 Span: 1 : +D+L
Max Upward Total Deflection
0 in Ratio =
0 <240 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V CD
CM Ct CLx
CIF Cfu C i C r M fb
F'b
V fv F'v
D Only
0.0
0.00 0.0 0.0
Length = 11.50 ft 1 0.051 0.042 0.90
1.00 1.00 1.00
0.983 1.00 1.00 1.00 1.87 130.6
2,565.7
0.53 10.9 261.0
+D+L
1.00 1.00 1.00
0.983 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 11.50 ft 1 0.121 0.096 1.00
1.00 1.00 1.00
0.983 1.00 1.00 1.00 4.92 344.4
2,850.8
1.37 27.9 290.0
+D+0.750L
1.00 1.00 1.00
0.983 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 11.50 ft 1 0.082 0.065 1.25
1.00 1.00 1.00
0.983 1.00 1.00 1.00 4.16 290.9
3,563.5
1.16 23.7 362.5
+0.60D
1.00 1.00 1.00
0.983 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 11.50 ft 1 0.017 0.014 1.60
1.00 1.00 1.00
0.983 1.00 1.00 1.00 1.12 78.4
4,561.3
0.32 6.5 464.0
Project Title:
B23/42
Engineer:
Kirkland, WA 98034
Project ID:
Project Descr:
Printed: 20 AUG 2024, 2:OOPM
Wood Beam
Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30
RB Engineers, Inc.
(c) ENERCALC INC 1983-2023
DESCRIPTION: BM #6
Overall Maximum Deflections
Load Combination Span
Max. "" Defl Location in Span
Load Combination
Max. "+" Defl Location in Span
+D+L 1
0.0485
5.750
0.0000 0.000
Maximum Deflections for Load Combinations
Load Combination
Span Max. Downward
Defl Location in Span
Max. Upward Defl Location in Span
D Only
1
0.0183
in 5.708 ft
0.0000 in 0.000 ft
+D+L
1
0.0485
in 5.750 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.0409
in 5.750 ft
0.0000 in 0.000 ft
+0.60D
1
0.0110
in 5.708 ft
0.0000 in 0.000 ft
L Only
1
0.0302
in 5.792 ft
0.0000 in 0.000 ft
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Max Upward from all Load Conditions
1.701
1.201
Max Upward from Load Combinations
1.701
1.201
Max Upward from Load Cases
1.035
0.765
D Only
0.667
0.435
+D+L
1.701
1.201
+D+0.750L
1.443
1.009
+0.60D
0.400
0.261
L Only
1.035
0.765
L09 336 4101 SIR 6J6 14 1102 10116 11,21
Distaace(R)
1 D9lI11+D+11441S011+0101)
Kirkland, WA 98034
Wood Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: BM #6
ME HP. -
M
Project Title:
Engineer:
Project ID:
Project Descr:
RB Engineers, Inc.
B24/42
Printed: 20 AUG 2024, 2:OOPM
Project File: Iron Vista.ec6
(c) ENERCALC INC 1983-2023
1A9 t22 336 4141 SIR 6A 710 902 10.16 111n
Distaece(R)
1 1)01ff I+D+I 1+D+05011+01CD
I'M M 336 W 6l62 6A
Distaece(R)
1 D0111 I+D+i I+D+01M 14601) 1 i0o11
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
B25/42
Printed: 19 JUN 2024, 12:39PM
Wood Beam Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: BM #7
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Fb +
2,400.0 psi
Load Combination IBC 2021
Fb -
1,850.0 psi
Fc - Prll
1,650.0 psi
Wood Species DF/DF
Fc - Perp
650.0 psi
Wood Grade 24F-V4
Fv
265.0 psi
Ft
1,100.0 psi
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
0
3.5x9
Span =9.Oft
E : Modulus of Elasticity
Ebend-xx
1,800.Oksi
Eminbend - xx
950.Oksi
Ebend-yy
1,600.Oksi
Eminbend - yy
850.Oksi
Density
31.210 pcf
D(0.4) L(0.75)
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.0170, L = 0.0250
ksf, Extent = 0.0 -->> 7.0 ft, Tributary Width = 11.0 ft
Point Load : D = 0.40, L = 0.750 k @ 7.0
ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.570. 1
Maximum Shear Stress Ratio
=
0.387 :1
Section used for this span
3.5x9
Section used for this span
3.5x9
fb: Actual =
1,369.15psi
fv: Actual
=
102.48 psi
F'b =
2,400.00 psi
F'v
=
265.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
4.828ft
Location of maximum on span
=
7.029ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.127 in Ratio =
852 > 360 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.208 in Ratio =
518 >=240 Span: 1 : +D+L
Max Upward Total Deflection
0 in Ratio =
0 <240 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V CD
CM Ct CLx
Cv Cfu C i C r M fb
F'b
V fv F'v
D Only
0.0
0.00 0.0 0.0
Length = 9.0 ft 1 0.248 0.164 0.90
1.00 1.00 1.00
1.000 1.00 1.00 1.00 2.11 536.5
2,160.0
0.82 39.1 238.5
+D+L
1.00 1.00 1.00
1.000 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 9.0 ft 1 0.570 0.387 1.00
1.00 1.00 1.00
1.000 1.00 1.00 1.00 5.39 1,369.2
2,400.0
2.15 102.5 265.0
+D+0.750L
1.00 1.00 1.00
1.000 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 9.0 ft 1 0.387 0.262 1.25
1.00 1.00 1.00
1.000 1.00 1.00 1.00 4.57 1,161.0
3,000.0
1.82 86.6 331.3
+0.60D
1.00 1.00 1.00
1.000 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 9.0 ft 1 0.084 0.055 1.60
1.00 1.00 1.00
1.000 1.00 1.00 1.00 1.27 321.9
3,840.0
0.49 23.4 424.0
Project Title:
B26/42
Engineer:
Kirkland, WA 98034
Project ID:
Project Descr:
Printed: 19 JUN 2024, 12:39PM
Wood Beam
Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30
RB Engineers, Inc.
(c) ENERCALC INC 1983-2023
DESCRIPTION: BM #7
Overall Maximum Deflections
Load Combination Span
Max. "" Defl Location in Span
Load Combination
Max. "+" Defl Location in Span
+D+L 1
0.2081
4.599
0.0000 0.000
Maximum Deflections for Load Combinations
Load Combination
Span
Max. Downward
Defl Location in Span
Max. Upward Defl Location in Span
D Only
1
0.0814
in 4.566 ft
0.0000 in 0.000 ft
+D+L
1
0.2081
in 4.599 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.1765
in 4.599 ft
0.0000 in 0.000 ft
+0.60D
1
0.0489
in 4.566 ft
0.0000 in 0.000 ft
L Only
1
0.1267
in 4.599 ft
0.0000 in 0.000 ft
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Max Upward from all Load Conditions
2.232
2.152
Max Upward from Load Combinations
2.232
2.152
Max Upward from Load Cases
1.343
1.332
D Only
0.889
0.820
+D+L
2.232
2.152
+D+0.750L
1.896
1.819
+0.60D
0.533
0.492
L Only
1.343
1.332
082 111 299 3A9 430 932 8A6 696 189 6,10
Dislara t)
1 D9l111+D+11441S11 1+0.601)
Kirkland, WA 98034
Wood Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: BM #7
23
ld
MM...;:
•l�l
d3
Project Title:
Engineer:
Project ID:
Project Descr:
RB Engineers, Inc.
B27/42
Printed: 19 JUN 2024, 12:39PM
Project File: Iron Vista.ec6
(c) ENERCALC INC 1983-2023
Ille 111 231 M 434 6t2 lix 636 M6 8J0
DlsWU (R)
1 1)01ff I+D+I 14+05011+0•60D
8I86 1,74 M 3111 08 Q1 6118 136 1I96 im
Distaece(k)
1DO,f I+D+iI+D+D•liblI+D,6DDIiOoly
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
B28/42
Printed: 19 JUN 2024, 12:40PM
Wood Beam Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: BM #8
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Fb +
2,325.0 psi
E : Modulus of Elasticity
Load Combination IBC 2021
Fb -
2,325.0 psi
Ebend- xx 1,550.Oksi
Fc - Prll
2,050.0 psi
Eminbend - xx 787.82 ksi
Wood Species Level Truss Joist
Fc - Perp
800.0 psi
Wood Grade TimberStrand LSL 1.55E
Fv
310.0 psi
Ft
1,070.0psi
Density 45.010pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
3.5x 11.875
Span = 8.250 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated
and added
Uniform Load : D = 0.0140, L = 0.040 ksf,
Tributary Width = 14.0 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.403 1
Maximum Shear Stress Ratio
=
0.278 : 1
Section used for this span
3.5x11.875
Section used for this span
3.5x11.875
fb: Actual =
938.29psi
fv: Actual
=
86.26 psi
F'b =
2,327.24psi
F'v
=
310.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
4.125ft
Location of maximum on span
=
0.000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.078 in Ratio =
1276 > 480 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <480 n/a
Max Downward Total Deflection
0.105 in Ratio =
945> 240 Span: 1 : +D+L
Max Upward Total Deflection
0 in Ratio =
0 <240 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V CD
CM Ct CLx
CIF Cfu C i C r M fb
F'b
V fv F'v
D Only
0.0
0.00 0.0 0.0
Length = 8.250 ft 1 0.116 0.080 0.90
1.00 1.00 1.00
1.001 1.00 1.00 1.00 1.67 243.3
2,094.5
0.62 22.4 279.0
+D+L
1.00 1.00 1.00
1.001 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 8.250 ft 1 0.403 0.278 1.00
1.00 1.00 1.00
1.001 1.00 1.00 1.00 6.43 938.3
2,327.2
2.39 86.3 310.0
+D+0.750L
1.00 1.00 1.00
1.001 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 8.250 ft 1 0.263 0.181 1.25
1.00 1.00 1.00
1.001 1.00 1.00 1.00 5.24 764.5
2,909.1
1.95 70.3 387.5
+0.60D
1.00 1.00 1.00
1.001 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 8.250 ft 1 0.039 0.027 1.60
1.00 1.00 1.00
1.001 1.00 1.00 1.00 1.00 146.0
3,723.6
0.37 13.4 496.0
Project Title:
B29/42
Engineer:
Kirkland, WA 98034
Project ID:
Project Descr:
Printed: 19 JUN 2024, 12:40PM
Wood Beam
Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30
RB Engineers, Inc.
(c) ENERCALC INC 1983-2023
DESCRIPTION: BM #8
Overall Maximum Deflections
Load Combination Span
Max. "" Defl Location in Span
Load Combination
Max. "+" Defl Location in Span
+D+L 1
0.1047
4.155
0.0000 0.000
Maximum Deflections for Load Combinations
Load Combination
Span
Max. Downward
Defl Location in Span
Max. Upward Defl Location in Span
D Only
1
0.0271
in 4.155 ft
0.0000 in 0.000 ft
+D+L
1
0.1047
in 4.155 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.0853
in 4.155 ft
0.0000 in 0.000 ft
+0.60D
1
0.0163
in 4.155 ft
0.0000 in 0.000 ft
L Only
1
0.0776
in 4.155 ft
0.0000 in 0.000 ft
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Max Upward from all Load Conditions
3.119
3.119
Max Upward from Load Combinations
3.119
3.119
Max Upward from Load Cases
2.310
2.310
D Only
0.809
0.809
+D+L
3.119
3.119
+D+0.750L
2.541
2.541
+0.60D
0.485
0.485
L Only
2.310
2.310
0,15 1.9 N1 35 331 4113 551 630 710 IN
Distance (ft)
1 D9l111+D+11441S111+ HAD
Kirkland, WA 98034
Wood Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: BM #8
32
MEh19ER.-
•32
MEMEER-
Project Title:
Engineer:
Project ID:
Project Descr:
RB Engineers, Inc.
B30/42
Printed: 19 JUN 2024, 12:40PM
Project File: Iron Vista.ec6
(c) ENERCALC INC 1983-2023
0,J6 Ml 33 397 4.) 6A 120 1.98
DISW (R)
1 1)01ff I+D+I 14+050114601)
016 1.0 MI 322 4m 4S
DISWO(R)
1 1)011t I+D+I I+D+616611466D 110oll
6t6 6,41 129 U
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
B31 /42
Printed: 19 JUN 2024, 12:48PM
Wood Beam Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: BM #9
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Load Combination IBC 2021
Wood Species iLevel Truss Joist
Wood Grade MicroLam LVL 2.0 E
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
ISM,
Fb +
2600 psi
E : Modulus of Elasticity
Fb -
2600 psi
Ebend- xx 2000 ksi
Fc - Prll
2510 psi
Eminbend - xx 1016.535 ksi
Fc - Perp
750 psi
Fv
285 psi
Ft
1555 psi
Density 42.01 pcf
L(3.4)
D(1.8) L(2.6)
L 0.32
5.25x14.0
Span = 11.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated
and added
Uniform Load : D = 0.0140, L = 0.040 ksf,
Tributary Width = 8.0 ft
Point Load : D = 2.30, L = 3.40 k @ 5.50
ft
Point Load : D = 1.80, L = 2.60 k @ 8.0
ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.789 1
Maximum Shear Stress Ratio
=
0.567 : 1
Section used for this span
5.25x14.0
Section used for this span
5.25x14.0
fb: Actual =
2,015.79psi
fv: Actual
=
161.69 psi
F'b =
2,555.89psi
F'v
=
285.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
5.500ft
Location of maximum on span
=
9.836ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.151 in Ratio =
874 > 480 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <480 n/a
Max Downward Total Deflection
0.239 in Ratio =
551 >=240 Span: 1 : +D+L
Max Upward Total Deflection
0 in Ratio =
0 <240 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V CD
CM Ct CLx
CIF Cfu C i C r M fb
F'b
V fv F'v
D Only
0.0
0.00 0.0 0.0
Length = 11.0 ft 1 0.326 0.234 0.90
1.00 1.00 1.00
0.983 1.00 1.00 1.00 10.72 750.0
2,300.3
2.94 60.1 256.5
+D+L
1.00 1.00 1.00
0.983 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 11.0 ft 1 0.789 0.567 1.00
1.00 1.00 1.00
0.983 1.00 1.00 1.00 28.81 2,015.8
2,555.9
7.92 161.7 285.0
+D+0.750L
1.00 1.00 1.00
0.983 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 11.0 ft 1 0.532 0.383 1.25
1.00 1.00 1.00
0.983 1.00 1.00 1.00 24.29 1,699.3
3,194.9
6.68 136.3 356.3
+0.60D
1.00 1.00 1.00
0.983 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 11.0 ft 1 0.110 0.079 1.60
1.00 1.00 1.00
0.983 1.00 1.00 1.00 6.43 450.0
4,089.4
1.77 36.1 456.0
Project Title:
B32/42
Engineer:
Kirkland, WA 98034
Project ID:
Project Descr:
Printed: 19 JUN 2024, 12:48PM
Wood Beam
Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30
RB Engineers, Inc.
(c) ENERCALC INC 1983-2023
DESCRIPTION: BM #9
Overall Maximum Deflections
Load Combination Span
Max. "" Defl Location in Span
Load Combination
Max. "+" Defl Location in Span
+D+L 1
0.2393
5.661
0.0000 0.000
Maximum Deflections for Load Combinations
Load Combination
Span
Max. Downward
Defl Location in Span
Max. Upward Defl Location in Span
D Only
1
0.0883
in 5.701 ft
0.0000 in 0.000 ft
+D+L
1
0.2393
in 5.661 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.2015
in 5.661 ft
0.0000 in 0.000 ft
+0.60D
1
0.0530
in 5.701 ft
0.0000 in 0.000 ft
L Only
1
0.1509
in 5.661 ft
0.0000 in 0.000 ft
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Max Upward from all Load Conditions
6.426
8.426
Max Upward from Load Combinations
6.426
8.426
Max Upward from Load Cases
4.169
5.351
D Only
2.257
3.075
+D+L
6.426
8.426
+D+0.750L
5.384
7.088
+0.60D
1.354
1.845
L Only
4.169
5.351
IN 2.13 321 Q SIN 6,46 is (E Ud IM
Distance (ft)
1 D9l111+D+11441S011+0101)
Kirkland, WA 98034
Wood Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: BM #9
MEMBER•••:;
I
.S
•9
Project Title:
Engineer:
Project ID:
Project Descr:
RB Engineers, Inc.
B33/42
Printed: 19 JUN 2024, 12:48PM
Project File: Iron Vista.ec6
(c) ENERCALC INC 1983-2023
104 2I3 321 41 SIR 6A6 1d6 143 U2 NA
Distaece(ft)
1 1)01ff I+D+11+D+05011+0,60D
104 2I3 3d1 430 636 646 1�6 ! 912 1060
Dista�e(ft)
1 D01I1 I+D+1 I+D+0dM I460D I IOoll
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
B34/42
Printed: 20 AUG 2024, 2:36PM
Wood Beam Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: BM #10
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Fb +
1700 psi
E : Modulus of Elasticity
Load Combination IBC 2021
Fb -
1700 psi
Ebend- xx 1300 ksi
Fc - Prll
1400 psi
Eminbend - xx 660.75ksi
Wood Species Level Truss Joist
Fc - Perp
680 psi
Wood Grade TimberStrand LSL 1.3E - Beam/Col
Fv
400 psi
Ft
1075 psi
Density 45.01 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
3.5x 1 1.875
Span =6.0ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated
and added
Uniform Load : D = 0.0140, L = 0.040 ksf,
Tributary Width = 24.0 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.500. 1
Maximum Shear Stress Ratio
=
0.236 : 1
Section used for this span
3.5x11.875
Section used for this span
3.5x11.875
fb: Actual =
850.78psi
fv: Actual
=
94.23 psi
F'b =
1,701.98 psi
F'v
=
400.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
3.000ft
Location of maximum on span
=
0.000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.044 in Ratio =
1623 > 480 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <480 n/a
Max Downward Total Deflection
0.060 in Ratio =
1202 > 240 Span: 1 : +D+L
Max Upward Total Deflection
0 in Ratio =
0 <240 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V CD
CM Ct CLx
CIF Cfu C i C r M fb
F'b
V fv F'v
D Only
0.0
0.00 0.0 0.0
Length = 6.0 ft 1 0.144 0.068 0.90
1.00 1.00 1.00
1.001 1.00 1.00 1.00 1.51 220.6
1,531.8
0.68 24.4 360.0
+D+L
1.00 1.00 1.00
1.001 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 6.0 ft 1 0.500 0.236 1.00
1.00 1.00 1.00
1.001 1.00 1.00 1.00 5.83 850.8
1,702.0
2.61 94.2 400.0
+D+0.750L
1.00 1.00 1.00
1.001 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 6.0 ft 1 0.326 0.154 1.25
1.00 1.00 1.00
1.001 1.00 1.00 1.00 4.75 693.2
2,127.5
2.13 76.8 500.0
+0.60D
1.00 1.00 1.00
1.001 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 6.0 ft 1 0.049 0.023 1.60
1.00 1.00 1.00
1.001 1.00 1.00 1.00 0.91 132.3
2,723.2
0.41 14.7 640.0
Project Title:
B35/42
Engineer:
Kirkland, WA 98034
Project ID:
Project Descr:
Printed: 20 AUG 2024, 2:36PM
Wood Beam
Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30
RB Engineers, Inc.
(c) ENERCALC INC 1983-2023
DESCRIPTION: BM #10
Overall Maximum Deflections
Load Combination Span
Max. "" Defl Location in Span
Load Combination
Max. "+" Defl Location in Span
+D+L 1
0.0599
3.022
0.0000 0.000
Maximum Deflections for Load Combinations
Load Combination
Span
Max. Downward
Defl Location in Span
Max. Upward Defl Location in Span
D Only
1
0.0155
in 3.022 ft
0.0000 in 0.000 ft
+D+L
1
0.0599
in 3.022 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.0488
in 3.022 ft
0.0000 in 0.000 ft
+0.60D
1
0.0093
in 3.022 ft
0.0000 in 0.000 ft
L Only
1
0.0443
in 3.022 ft
0.0000 in 0.000 ft
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Max Upward from all Load Conditions
3.888
3.888
Max Upward from Load Combinations
3.888
3.888
Max Upward from Load Cases
2.880
2.880
D Only
1.008
1.008
+D+L
3.888
3.888
+D+0.750L
3.168
3.168
+0.60D
0.605
0.605
L Only
2.880
2.880
1115 1114 14 Nl) 2A 3A8 4A 464 iZ 5,80
Distara(R)
I )01111041441S111+0101)
Kirkland, WA 98034
Wood Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: BM #10
Project Title:
Engineer:
Project ID:
Project Descr:
RB Engineers, Inc.
B36/42
Printed: 20 AUG 2024, 2:36PM
Project File: Iron Vista.ec6
(c) ENERCALC INC 1983-2023
039 1114 Ida MI) 21H 341 4A 4A Q1 SIR
DIsW (ft)
1 1)91hy I+D+I 14+050114601)
0166 1112 IM 23 2'82 333 451 4d0
Dista�e(ft)
1 DO�Iy I+D+I I+D+6,1661 I+6,66D 1IO�ly
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
B37/42
Printed: 20 AUG 2024, 2:47PM
Wood Beam Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: BM #11
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Load Combination IBC 2021
Wood Species DF/DF
Wood Grade 24F-V4
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
Fb +
2400 psi
E : Modulus of Elasticity
Fb -
1850 psi
Ebend- xx
1800 ksi
Fc - Prll
1650 psi
Eminbend - xx
950 ksi
Fc - Perp
650 psi
Ebend- yy
1600 ksi
Fv
265 psi
Eminbend - yy
850 ksi
Ft
1100 psi
Density
31.21 pcf
0
D(0.1
5.5x12
Span = 12.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated
and added
Uniform Load : D = 0.0140, L = 0.040 ksf,
Tributary Width = 12.0 ft
Uniform Load : D = 0.0170, L = 0.0250
ksf, Tributary Width = 4.0 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.556: 1
Maximum Shear Stress Ratio
=
0.352 : 1
Section used for this span
5.5x12
Section used for this span
5.5x12
fb: Actual =
1,335.27 psi
fv: Actual
=
93.40 psi
F'b =
2,400.00 psi
F'v
=
265.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
6.000ft
Location of maximum on span
=
0.000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.191 in Ratio =
754 >=480 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <480 n/a
Max Downward Total Deflection
0.269 in Ratio =
536 > 240 Span: 1 : +D+L
Max Upward Total Deflection
0 in Ratio =
0 <240 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress atios
Moment Values
-Shear as u�
Segment Length Span # M V CD
CM Ct CLx
Cv Cfu C i C r M fb
F'b
V fv F'v
D Only
0.0
0.00 0.0 0.0
Length = 12.0 ft 1 0.179 0.113 0.90
1.00 1.00 1.00
1.000 1.00 1.00 1.00 4.25 386.2
2,160.0
1.19 27.0 238.5
+D+L
1.00 1.00 1.00
1.000 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 12.0 ft 1 0.556 0.352 1.00
1.00 1.00 1.00
1.000 1.00 1.00 1.00 14.69 1,335.3
2,400.0
4.11 93.4 265.0
+D+0.750L
1.00 1.00 1.00
1.000 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 12.0 ft 1 0.366 0.232 1.25
1.00 1.00 1.00
1.000 1.00 1.00 1.00 12.08 1,098.0
3,000.0
3.38 76.8 331.3
+0.60D
1.00 1.00 1.00
1.000 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 12.0 ft 1 0.060 0.038 1.60
1.00 1.00 1.00
1.000 1.00 1.00 1.00 2.55 231.7
3,840.0
0.71 16.2 424.0
Project Title:
B38/42
Engineer:
Kirkland, WA 98034
Project ID:
Project Descr:
Printed: 20 AUG 2024, 2:47PM
Wood Beam
Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30
RB Engineers, Inc.
(c) ENERCALC INC 1983-2023
DESCRIPTION: BM #11
Overall Maximum Deflections
Load Combination Span
Max. "" Defl Location in Span
Load Combination
Max. "+" Defl Location in Span
+D+L 1
0.2686
6.044
0.0000 0.000
Maximum Deflections for Load Combinations
Load Combination
Span
Max. Downward
Defl Location in Span
Max. Upward Defl Location in Span
D Only
1
0.0777
in 6.044 ft
0.0000 in 0.000 ft
+D+L
1
0.2686
in 6.044 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.2209
in 6.044 ft
0.0000 in 0.000 ft
+0.60D
1
0.0466
in 6.044 ft
0.0000 in 0.000 ft
L Only
1
0.1909
in 6.044 ft
0.0000 in 0.000 ft
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Max Upward from all Load Conditions
4.896
4.896
Max Upward from Load Combinations
4.896
4.896
Max Upward from Load Cases
3.480
3.480
D Only
1.416
1.416
+D+L
4.896
4.896
+D+0.750L
4.026
4.026
+0.60D
0.850
0.850
L Only
3.480
3.480
1.14 21 350 0161 5161 1106 M 942 ll)H 11A
Distara(R)
1 D9l111+D+11441S011+0101)
Kirkland, WA 98034
Wood Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: BM #11
Project Title:
Engineer:
Project ID:
Project Descr:
RB Engineers, Inc.
B39/42
Printed: 20 AUG 2024, 2:47PM
Project File: Iron Vista.ec6
(c) ENERCALC INC 1983-2023
1114 232 3b0 4,61 5I61 7.5 la +A 11A 1118
Dista�ce(ft)
1 1)01ff I+D+I 14+05001+0,60D
1I4 232 390 469 961 1 63 1060 1L18
Dista�e(ft)
1 D011t I+D+i I+D+01M 14601) 11Ooll
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
B40/42
Printed: 20 AUG 2024, 3:10PM
Wood Beam Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: BM #12
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Load Combination IBC 2021
Wood Species iLevel Truss Joist
Wood Grade Parallam PSL 2.0E
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
MO.154)
Fb +
2,900.0 psi
E : Modulus of Elasticity
Fb -
2,900.0 psi
Ebend- xx 2,000.Oksi
Fc - Prll
2,900.0 psi
Eminbend - xx 1,016.54ksi
Fc - Perp
750.0 psi
Fv
290.0 psi
Ft
2,025.0 psi
Density 45.070 pcf
5.25x14.0
Span = 12.50 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0650,
L = 0.050 ksf, Tributary Width = 6.0 ft
Uniform Load : D = 0.0650,
L = 0.060 ksf, Tributary Width = 6.0 ft
Uniform Load : D = 0.0140,
L = 0.040 ksf, Tributary Width = 11.0 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio
= 0.975 1
Maximum Shear Stress Ratio
=
0.731 : 1
Section used for this span
5.25x14.0
Section used for this span
5.25x14.0
fb: Actual
= 2,779.70psi
fv: Actual
=
212.10 psi
F'b
= 2,850.80psi
F'v
=
290.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
= 6.250ft
Location of maximum on span
=
11.359ft
Span # where maximum occurs
= Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection 0.253 in Ratio =
592 > 480 Span: 1 : L Only
Max Upward Transient Deflection 0 in Ratio =
0 <480 n/a
Max Downward Total Deflection
0.468 in Ratio =
320 >=240 Span: 1 : +D+L
Max Upward Total Deflection
0 in Ratio =
0 <240 n/a
Maximum Forces & Stresses
for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M
V CD CM Ct CLx
CIF Cfu C i C r M fb
F'b
V fv F'v
D Only
0.0
0.00 0.0 0.0
Length = 12.50 ft 1 0.497
0.373 0.90 1.00 1.00 1.00
0.983 1.00 1.00 1.00 18.24 1,276.4
2,565.7
4.77 97.4 261.0
+D+L
1.00 1.00 1.00
0.983 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 12.50 ft 1 0.975
0.731 1.00 1.00 1.00 1.00
0.983 1.00 1.00 1.00 39.73 2,779.7
2,850.8
10.39 212.1 290.0
+D+0.750L
1.00 1.00 1.00
0.983 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 12.50 ft 1 0.675
0.506 1.25 1.00 1.00 1.00
0.983 1.00 1.00 1.00 34.36 2,403.9
3,563.5
8.99 183.4 362.5
+0.60D
1.00 1.00 1.00
0.983 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 12.50 ft 1 0.168
0.126 1.60 1.00 1.00 1.00
0.983 1.00 1.00 1.00 10.95 765.9
4,561.3
2.86 58.4 464.0
Project Title:
B41 /42
Engineer:
Kirkland, WA 98034
Project ID:
Project Descr:
Printed: 20 AUG 2024, 3:10PM
Wood Beam
Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30
RB Engineers, Inc.
(c) ENERCALC INC 1983-2023
DESCRIPTION: BM #12
Overall Maximum Deflections
Load Combination Span
Max. "" Defl Location in Span
Load Combination
Max. "+" Defl Location in Span
+D+L 1
0.4681
6.296
0.0000 0.000
Maximum Deflections for Load Combinations
Load Combination
Span
Max. Downward
Defl Location in Span
Max. Upward Defl Location in Span
D Only
1
0.2149
in 6.296 ft
0.0000 in 0.000 ft
+D+L
1
0.4681
in 6.296 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.4048
in 6.296 ft
0.0000 in 0.000 ft
+0.60D
1
0.1290
in 6.296 ft
0.0000 in 0.000 ft
L Only
1
0.2531
in 6.296 ft
0.0000 in 0.000 ft
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Max Upward from all Load Conditions
12.713
12.713
Max Upward from Load Combinations
12.713
12.713
Max Upward from Load Cases
6.875
6.875
D Only
5.838
5.838
+D+L
12.713
12.713
+D+0.750L
10.994
10.994
+0.60D
3.503
3.503
L Only
6.875
6.875
:19 365 48 6111 7,34 8'R 11104 1221
Distara(R)
1 D9l111+D+11441S011+0101)
Kirkland, WA 98034
Wood Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: BM #12
MEIIPEP
IAR
I •0�48
Project Title:
Engineer:
Project ID:
Project Descr:
RB Engineers, Inc.
B42/42
Printed: 20 AUG 2024, 3:10PM
Project File: Iron Vista.ec6
(c) ENERCALC INC 1983-2023
1,19 ?42 365 4,88 6111 7.34 is 1604 1227
DiSW(R)
1 1)01ff I+D+I 14+05001+0101)
I'll 2R 3.9 01 6'11 134
DISWO(ft)
1 D011t I+D+i I+D+01M 14601) 1 i0o11
Bbi !'. 11,04 1221
F1/7
FOOTING KEY PLAN
GENERAL NOTES
IR.1 PART El
O
MTI� III I.R
PRRINDT-1. IFF
SLAEPON GRADE INSULATION
NDIRT,
w.
F_ PR
P. . 1.1 .11111 IN..Tl PRI I IRIRI I
M CRAWL SPAC E AOCESS - I RIC I
RWAlNNRF70EElI" RIN IMI Al"
DREN
"AL
N'_,,__R,R==
M UINVENTED CRAWL SPACE DR,
F - - - - - - =�I=.AAUT�o'=T'V
VTRaENEDWNG@
s[w
F #1 F #2 1& 1, N,,, 'RM, 'CUMUOIUI� %=LGIFA�M YRU NN NEl
IRERMEIIN' PER 50 E FEET REWIRED,
I
U.P.
0
Ell FTIP"
i I InHD11 = a I JL�� L11-DI -DRP ID14
TE
F
TOISTEm 1% RE T�g,, 11 � —14 MPSTEI
III
llill
ni D D
1 3 Of c
E7- 1W �A
TTIPSTEM: I.El
.,D I-
)"ITIDII
TlIlTz3zsEl: ��=I�D PAR . TD'
P — - - - - - -
%lD -IF LA ZIP
- - - -it - - -
m1D11 dill /A/KU—.�
7
A, CRAWLS _. R PACE R- KAR.
LU
N -J'
11F.MIREPED
L \,TH - - - - -
V Lu API 1.PPI.IIFRl
DD,
------------ t - - - - - - - - - - - - - -
1� 34R
iL --------------------------
SEES PAGES FOR ALL
HOLDDOWN INFORMATION
ILL ----- -- ---------
FIRSTFLO RFOUNDATON
FOUNDATION PLAN
APPROVED FOR C NETRURI Cm OF EDMONDS F71
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
F2/7
Printed: 21 AUG 2024, 11:02AM
General Footing Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: F #1
Code References
Calculations per ACI 318-14, IBC 2018, CBC
2019, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Material Properties
Soil Design Values
fc : Concrete 28 day strength =
2.50 ksi
Allowable Soil Bearing =
2.0 ksf
fy : Rebar Yield =
37.0 ksi
Soil Density =
110.0 pcf
Ec : Concrete Elastic Modulus =
3,122.0 ksi
Increase Bearing By Footing Weight =
No
Concrete Density =
145.0 pcf
Soil Passive Resistance (for Sliding) =
250.0 pcf
Values Flexure =
0.90
Soil/Concrete Friction Coeff. =
0.30
Shear =
0.750
Increases based on footing Depth
Analysis Settings
Footing base depth below soil surface =
ft
Min Steel % Bending Reinf.
=
Allow press. increase per foot of depth =
ksf
Min Allow % Temp Reinf.
= 0.00180
when footing base is below =
ft
Min. Overturning Safety Factor
= 1.0 : 1
Min. Sliding Safety Factor
= 1.0 : 1
Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears
Yes
=
ksf
Add Pedestal Wt for Soil Pressure
No
when max. length or width is greater than
=
ft
Use Pedestal wt for stability, mom & shear
No
Dimensions
Width parallel to X-X Axis = 4.0 ft
Length parallel to Z-Z Axis = 4.0 ft
Footing Thickness = 12.0 in
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 =
Reinforcing
Bars parallel to X-X Axis
Number of Bars
Reinforcing Bar Size = #
Bars parallel to Z-Z Axis
Number of Bars =
Reinforcing Bar Size = #
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
# Bars required within zone
# Bars required on each side of zone
Applied Loads
P : Column Load
OB : Overburden
M-xx
M-zZ
V-x
V-z
D
10.60
X
3.0 in
6
4
6
4 6-#4Bars
X-X Section Looking to +Z
n/a
n/a
n/a
Lr L S
13.40
Z
X
V
N_
21
N
O
6-#4Bars
M
Z-Z Section Looking to +X
W E H
k
ksf
k-ft
k-ft
k
k
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
F3/7
Printed: 21 AUG 2024, 11:02AM
General Footing
Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30
RB Engineers, Inc.
(c) ENERCALC INC 1983-2023
DESCRIPTION: F #1
DESIGN SUMMARY
- . •
Min. Ratio
Item
Applied
Capacity
Governing Load Combination
PASS 0.8225
Soil Bearing
1.645 ksf
2.0 ksf
+D+L about Z-Z axis
PASS n/a
Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Sliding - X-X
0.0 k
0.0 k
No Sliding
PASS n/a
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS 0.5840
Z Flexure (+X)
4.270 k-ft/ft
7.311 k-ft/ft
+1.20D+1.60L
PASS 0.5840
Z Flexure (-X)
4.270 k-ft/ft
7.311 k-ft/ft
+1.20D+1.60L
PASS 0.5840
X Flexure (+Z)
4.270 k-ft/ft
7.311 k-ft/ft
+1.20D+1.60L
PASS 0.5840
X Flexure (-Z)
4.270 k-ft/ft
7.311 k-ft/ft
+1.20D+1.60L
PASS 0.3268
1-way Shear (+X)
24.513 psi
75.0 psi
+1.20D+1.60L
PASS 0.3268
1-way Shear (-X)
24.513 psi
75.0 psi
+1.20D+1.60L
PASS 0.3268
1-way Shear (+Z)
24.513 psi
75.0 psi
+1.20D+1.60L
PASS 0.3268
1-way Shear (-Z)
24.513 psi
75.0 psi
+1.20D+1.60L
PASS 0.6801
2-way Punching
102.016 psi
150.0 psi
+1.20D+1.60L
Detailed Results
Soil Bearing
Rotation Axis &
Xecc Zecc
Actual Soil Bearing Stress @ Location
Actual / Allow
Load Combination...
Gross Allowable
(in)
Bottom, -Z
Top, +Z
Left, -X
Right, +X
Ratio
X-X, D Only
2.0
n/a 0.0
0.8075
0.8075
n/a
n/a
0.404
X-X, +D+L
2.0
n/a 0.0
1.645
1.645
n/a
n/a
0.823
X-X, +D+0.750L
2.0
n/a 0.0
1.436
1.436
n/a
n/a
0.718
X-X, +0.60D
2.0
n/a 0.0
0.4845
0.4845
n/a
n/a
0.242
Z-Z, D Only
2.0
0.0 n/a
n/a
n/a
0.8075
0.8075
0.404
Z-Z, +D+L
2.0
0.0 n/a
n/a
n/a
1.645
1.645
0.823
Z-Z, +D+0.750L
2.0
0.0 n/a
n/a
n/a
1.436
1.436
0.718
Z-Z, +0.60D
2.0
0.0 n/a
n/a
n/a
0.4845
0.4845
0.242
Overturning Stability
Rotation Axis &
Load Combination...
Overturning Moment
Resisting Moment
Stability Ratio
Status
Footing Has NO Overturning
Sliding Stability
All
units k
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Stability Ratio
Status
Footing Has NO Sliding
Footing Flexure
Flexure Axis & Load Combination
Mu
Side
Tension
As Req'd
Gvrn. As Actual As
Phi*Mn
Status
k-ft
Surface
in^2
in^2
in^2
k-ft
X-X, +1.40D
1.855
+Z
Bottom
0.2592
AsMin
0.30
7.311
OK
X-X, +1.40D
1.855
-Z
Bottom
0.2592
AsMin
0.30
7.311
OK
X-X, +1.20D+1.60L
4.270
+Z
Bottom
0.2592
AsMin
0.30
7.311
OK
X-X, +1.20D+1.60L
4.270
-Z
Bottom
0.2592
AsMin
0.30
7.311
OK
X-X, +1.20D+0.50L
2.428
+Z
Bottom
0.2592
AsMin
0.30
7.311
OK
X-X, +1.20D+0.50L
2.428
-Z
Bottom
0.2592
AsMin
0.30
7.311
OK
X-X, +1.20D
1.590
+Z
Bottom
0.2592
AsMin
0.30
7.311
OK
X-X, +1.20D
1.590
-Z
Bottom
0.2592
AsMin
0.30
7.311
OK
X-X, +0.90D
1.193
+Z
Bottom
0.2592
AsMin
0.30
7.311
OK
X-X, +0.90D
1.193
-Z
Bottom
0.2592
AsMin
0.30
7.311
OK
Z-Z, +1.40D
1.855
-X
Bottom
0.2592
AsMin
0.30
7.311
OK
Z-Z, +1.40D
1.855
+X
Bottom
0.2592
AsMin
0.30
7.311
OK
Z-Z, +1.20D+1.60L
4.270
-X
Bottom
0.2592
AsMin
0.30
7.311
OK
Z-Z, +1.20D+1.60L
4.270
+X
Bottom
0.2592
AsMin
0.30
7.311
OK
Z-Z, +1.20D+0.50L
2.428
-X
Bottom
0.2592
AsMin
0.30
7.311
OK
Z-Z, +1.20D+0.50L
2.428
+X
Bottom
0.2592
AsMin
0.30
7.311
OK
Z-Z, +1.20D
1.590
-X
Bottom
0.2592
AsMin
0.30
7.311
OK
Kirkland, WA 98034
Project Title: F4/7
Engineer:
Project ID:
Project Descr:
Printed: 21 AUG 2024, 11:02AM
General Footing
i
=
Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30
RB Engineers,
Inc.
(c) ENERCALC INC 1983-2023
DESCRIPTION: F #1
Footing Flexure
Flexure Axis & Load Combination
Mu Side Tension
As Req'd
Gvrn. As
Actual As
Phi*Mn Status
k-ft
Surface
in^2
in^2
in^2
k-ft
Z-Z, +1.201D
1.590
+X Bottom
0.2592
AsMin
0.30
7.311 OK
Z-Z, +0.90D
1.193
-X Bottom
0.2592
AsMin
0.30
7.311 OK
Z-Z, +0.90D
1.193
+X Bottom
0.2592
AsMin
0.30
7.311 OK
One Way Shear
Load Combination...
Vu @ -X Vu @ +X Vu @ -Z Vu @
+Z Vu:Max Phi
Vn Vu / Phi*Vn Status
+1.40D
10.65 psi
10.65 psi
10.65 psi
10.65 psi
10.65 psi
75.00 psi 0.14 OK
+1.20D+1.60L
24.51 psi
24.51 psi
24.51 psi
24.51 psi
24.51 psi
75.00 psi 0.33 OK
+1.20D+0.50L
13.94 psi
13.94 psi
13.94 psi
13.94 psi
13.94 psi
75.00 psi 0.19 OK
+1.20D
9.13 psi
9.13 psi
9.13 psi
9.13 psi
9.13 psi
75.00 psi 0.12 OK
+0.90D
6.85 psi
6.85 psi
6.85 psi
6.85 psi
6.85 psi
75.00 psi 0.09 OK
Two -Way "Punching" Shear
All units k
Load Combination...
Vu
Phi*Vn
Vu / Phi*Vn
Status
+1.40D
44.32 psi
150.00psi
0.2955
OK
+1.20D+1.60L
102.02 psi
150.00psi
0.6801
OK
+1.20D+0.50L
58.00 psi
150.00psi
0.3866
OK
+1.20D
37.99 psi
150.00psi
0.2532
OK
+0.90D
28.49 psi
150.00psi
0.1899
OK
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
F5/7
Printed: 21 AUG 2024, 11:05AM
General Footing Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: F #2
Code References
Calculations per ACI 318-14, IBC 2018, CBC
2019, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Material Properties
Soil Design Values
fc : Concrete 28 day strength =
2.50 ksi
Allowable Soil Bearing =
2.0 ksf
fy : Rebar Yield =
37.0 ksi
Soil Density =
110.0 pcf
Ec : Concrete Elastic Modulus =
3,122.0 ksi
Increase Bearing By Footing Weight =
No
Concrete Density =
145.0 pcf
Soil Passive Resistance (for Sliding) =
250.0 pcf
Values Flexure =
0.90
Soil/Concrete Friction Coeff. =
0.30
Shear =
0.750
Increases based on footing Depth
Analysis Settings
Footing base depth below soil surface =
ft
Min Steel % Bending Reinf.
=
Allow press. increase per foot of depth =
ksf
Min Allow % Temp Reinf.
= 0.00180
when footing base is below =
ft
Min. Overturning Safety Factor
= 1.0 : 1
Min. Sliding Safety Factor
= 1.0 : 1
Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears
Yes
=
ksf
Add Pedestal Wt for Soil Pressure
No
when max. length or width is greater than
=
ft
Use Pedestal wt for stability, mom & shear
No
Dimensions
Width parallel to X-X Axis = 3.0 ft
Length parallel to Z-Z Axis = 3.0 ft
Footing Thickness = 12.0 in
Pedestal dimensions... X
px : parallel to X-X Axis = in q
pz : parallel to Z-Z Axis =_ in
Height in
Rebar Centerline to Edge of Concrete...
at Bottom of footing = 3.0 in
Reinforcing
Bars parallel to X-X Axis
Number of Bars
Reinforcing Bar Size = #
Bars parallel to Z-Z Axis
Number of Bars =
Reinforcing Bar Size = #
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
# Bars required within zone
# Bars required on each side of zone
Applied Loads
P : Column Load
OB : Overburden
M-xx
M-zz
V-x
V-z
D
5.80
4.0
4
Z
4
4 4-#4Bars 4-#4Bars Q
M ih
X-X Section Looking to +Z Z-Z Section Looking to +X
n/a
n/a
n/a
Lr L S W E H
6.70 k
ksf
k-ft
k-ft
k
k
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
F6/7
Printed: 21 AUG 2024, 11:05AM
General Footing
Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30
RB Engineers, Inc.
(c) ENERCALC INC 1983-2023
DESCRIPTION: F #2
DESIGN SUMMARY
- . •
Min. Ratio
Item
Applied
Capacity
Governing Load Combination
PASS 0.7670
Soil Bearing
1.534 ksf
2.0 ksf
+D+L about Z-Z axis
PASS n/a
Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Sliding - X-X
0.0 k
0.0 k
No Sliding
PASS n/a
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS 0.3391
Z Flexure (+X)
2.210 k-ft/ft
6.517 k-ft/ft
+1.20D+1.60L
PASS 0.3391
Z Flexure (-X)
2.210 k-ft/ft
6.517 k-ft/ft
+1.20D+1.60L
PASS 0.3391
X Flexure (+Z)
2.210 k-ft/ft
6.517 k-ft/ft
+1.20D+1.60L
PASS 0.3391
X Flexure (-Z)
2.210 k-ft/ft
6.517 k-ft/ft
+1.20D+1.60L
PASS 0.1819
1-way Shear (+X)
13.642 psi
75.0 psi
+1.20D+1.60L
PASS 0.1819
1-way Shear (-X)
13.642 psi
75.0 psi
+1.20D+1.60L
PASS 0.1819
1-way Shear (+Z)
13.642 psi
75.0 psi
+1.20D+1.60L
PASS 0.1819
1-way Shear (-Z)
13.642 psi
75.0 psi
+1.20D+1.60L
PASS 0.3410
2-way Punching
51.157 psi
150.0 psi
+1.20D+1.60L
Detailed Results
Soil Bearing
Rotation Axis &
Xecc Zecc
Actual
Soil Bearing
Stress @ Location
Actual / Allow
Load Combination...
Gross Allowable
(in)
Bottom, -Z
Top, +Z
Left, -X
Right, +X
Ratio
X-X, D Only
2.0
n/a 0.0
0.7894
0.7894
n/a
n/a
0.395
X-X, +D+L
2.0
n/a 0.0
1.534
1.534
n/a
n/a
0.767
X-X, +D+0.750L
2.0
n/a 0.0
1.348
1.348
n/a
n/a
0.674
X-X, +0.60D
2.0
n/a 0.0
0.4737
0.4737
n/a
n/a
0.237
Z-Z, D Only
2.0
0.0 n/a
n/a
n/a
0.7894
0.7894
0.395
Z-Z, +D+L
2.0
0.0 n/a
n/a
n/a
1.534
1.534
0.767
Z-Z, +D+0.750L
2.0
0.0 n/a
n/a
n/a
1.348
1.348
0.674
Z-Z, +0.60D
2.0
0.0 n/a
n/a
n/a
0.4737
0.4737
0.237
Overturning Stability
Rotation Axis &
Load Combination...
Overturning Moment
Resisting Moment Stability Ratio
Status
Footing Has NO Overturning
Sliding Stability
All
units k
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Stability Ratio
Status
Footing Has NO Sliding
Footing Flexure
Flexure Axis & Load Combination
Mu
Side
Tension
As Req'd
Gvrn. As
Actual As
Phi*Mn
Status
k-ft
Surface
in^2
in^2
in^2
k-ft
X-X, +1.40D
1.015
+Z
Bottom
0.2592
AsMin
0.2667
6.517
OK
X-X, +1.40D
1.015
-Z
Bottom
0.2592
AsMin
0.2667
6.517
OK
X-X, +1.20D+1.60L
2.210
+Z
Bottom
0.2592
AsMin
0.2667
6.517
OK
X-X, +1.20D+1.60L
2.210
-Z
Bottom
0.2592
AsMin
0.2667
6.517
OK
X-X, +1.20D+0.50L
1.289
+Z
Bottom
0.2592
AsMin
0.2667
6.517
OK
X-X, +1.20D+0.50L
1.289
-Z
Bottom
0.2592
AsMin
0.2667
6.517
OK
X-X, +1.20D
0.870
+Z
Bottom
0.2592
AsMin
0.2667
6.517
OK
X-X, +1.20D
0.870
-Z
Bottom
0.2592
AsMin
0.2667
6.517
OK
X-X, +0.90D
0.6525
+Z
Bottom
0.2592
AsMin
0.2667
6.517
OK
X-X, +0.90D
0.6525
-Z
Bottom
0.2592
AsMin
0.2667
6.517
OK
Z-Z, +1.40D
1.015
-X
Bottom
0.2592
AsMin
0.2667
6.517
OK
Z-Z, +1.40D
1.015
+X
Bottom
0.2592
AsMin
0.2667
6.517
OK
Z-Z, +1.20D+1.60L
2.210
-X
Bottom
0.2592
AsMin
0.2667
6.517
OK
Z-Z, +1.20D+1.60L
2.210
+X
Bottom
0.2592
AsMin
0.2667
6.517
OK
Z-Z, +1.20D+0.50L
1.289
-X
Bottom
0.2592
AsMin
0.2667
6.517
OK
Z-Z, +1.20D+0.50L
1.289
+X
Bottom
0.2592
AsMin
0.2667
6.517
OK
Z-Z, +1.20D
0.870
-X
Bottom
0.2592
AsMin
0.2667
6.517
OK
Kirkland, WA 98034
Project Title: F7/7
Engineer:
Project ID:
Project Descr:
Printed: 21 AUG 2024, 11:05AM
General Footing
i
=
Project File: Iron Vista.ec6
LIC# : KW-06015928, Build:20.23.08.30
RB Engineers, Inc.
(c) ENERCALC INC 1983-2023
DESCRIPTION: F #2
Footing Flexure
Flexure Axis & Load Combination
Mu Side Tension
As Req'd
Gvrn. As
Actual As
Phi*Mn Status
k-ft
Surface
in^2
in^2
in^2
k-ft
Z-Z, +1.201D
0.870
+X Bottom
0.2592
AsMin
0.2667
6.517 OK
Z-Z, +0.90D
0.6525
-X Bottom
0.2592
AsMin
0.2667
6.517 OK
Z-Z, +0.90D
0.6525
+X Bottom
0.2592
AsMin
0.2667
6.517 OK
One Way Shear
Load Combination...
Vu @ -X Vu @ +X Vu @ -Z Vu @
+Z Vu:Max Phi
Vn Vu / Phi*Vn Status
+1.40D
6.27 psi
6.27 psi
6.27 psi
6.27 psi
6.27 psi
75.00 psi 0.08 OK
+1.20D+1.60L
13.64 psi
13.64 psi
13.64 psi
13.64 psi
13.64 psi
75.00 psi 0.18 OK
+1.20D+0.50L
7.96 psi
7.96 psi
7.96 psi
7.96 psi
7.96 psi
75.00 psi 0.11 OK
+1.20D
5.37 psi
5.37 psi
5.37 psi
5.37 psi
5.37 psi
75.00 psi 0.07 OK
+0.90D
4.03 psi
4.03 psi
4.03 psi
4.03 psi
4.03 psi
75.00 psi 0.05 OK
Two -Way "Punching" Shear
All units k
Load Combination...
Vu
Phi*Vn
Vu / Phi*Vn
Status
+1.40D
23.50 psi
150.00psi
0.1566
OK
+1.20D+1.60L
51.16 psi
150.00psi
0.341
OK
+1.20D+0.50L
29.83 psi
150.00psi
0.1989
OK
+1.20D
20.14 psi
150.00psi
0.1343
OK
+0.90D
15.10 psi
150.00psi
0.1007
OK
Kirkland, WA 98033
Project Title:
Engineer:
Project ID:
Project Descr:
R 1 /36
Printed: 9 OCT 2023, 10:19AM
Cantilevered Retaining Wall Project File: L-Shaped Retaining Wall 2000 psf.ec6
LIC# : KW-06015928, Build:20.23.08.30 RIB Engineers, Inc. (c) ENERCALC INC 1983-2023
(2)#4's CONT. TOP
#4's @ 10" HORIZ.
"b" BARS (GR.40 OR--
60) FULL HT. VERT.
CONTACT LAP SPLICE TYP.
"L" PER SCHEDULE
2'-6"
3'-6" #4x
"C" BARS x Q 24" O.C. 8 \
PER SCHEDULE 6 THIS DOWEL MAY BE
" CONC. SLAB -,DRILLED & EPDXIED
4
4" W.W.M.
INTO FOOTING.
._J
(6x6-10x10) "_J
#4 @ 12" O.C. g
(T&B) AS SHOWN)
FINISH GRADE
(CONTRACTOR VERIFY)
FREE DRAINING GRAVEL
BACK FILL PER SOIL
ENGINEER TO MINIMUM
OF 12" OF FINISHED
GRADE.
2x4 CONT. KEY
\ SPRAYED ON
DAMP/WATER PROOFING
�X
DRAINBOARD FROM TOP
OF FOOTING TO FINISH
GRADE TYP. PER SOILS
6" HOOK
ENGINEER.
UNYIELDING SOIL 4" DIA. PVC PERF. PIPE
COMPACT SOIL W IN WASHED GRAVEL TO
DAYLIGHT PER SOILS
ENGINEER.
"a" BARS d
"L"
DOWELS
"L" SHAPED RETAINING WALL
RETAINING WALL NOTES:
1. 2,000 PSF SOIL BEARING, 0.4 CO. OF FRICTION (ASSUMED)
2. 35 PCF EQUIV. FLUID PRESSURE, 250 PCF PASSIVE
PRESSURE.(ASSUMED)
3. 2,500 PSI CONCRETE.
4. GRADE 40 OR 60 REINF.
5. CONTRACTOR SHALL VERIFY ALL EXISTING & FINISH GRADES
PRIOR TO CONSTRUCTION.
6. REINFORCING SHALL BE INSPECTED POURING CONCRETE.
7. BUILDING INSPECTOR/SOILS ENGINEER TO INSPECT &
APPROVE SOILS BELOW FOOTING PRIOR TO CONSTRUCTION
OF FOOTINGS.
8. THIS DESIGN SHALL NOT BE CONSTRUCTED ON SILT OR
CLAY BEARING SOILS, OR WITH SILT OR CLAY BACKFILL
BEHIND WALLS.
9. CONTRACTOR SHALL COMPLY WITH ALL O.S.H.A. & W.I.S.H.A.
HEALTH & SAFETY STANDARDS.
10. BACKFILL SHOULD BE PLACED WITH EXTREME CARE TO
AVOID EXCESSIVE HORIZONTAL LOADS ON THE WALL. THIS
REQUIREMENT SHOULD TAKE PRECEDENCE OVER COMPLETE
ADHERENCE TO THE COMPACTION CRITERIA.
IMPORTANT NOTES:
1. CONTRACTOR MAY BACKFILL "H"/3 MAX.
BEHIND WALLS PRIOR TO PLACEMENT
OF SLAB ON GRADE.
2. CONTRACTOR MAY NOT FULLY BACKFILL
BEHIND WALL UNTIL REINF. SLAB IS IN
PLACE & CURED.
RETAINING WALL SCHEDULE
'H'
wv.rr.
'W'
5'
2-0'
#4@9'
#4@9'
#4@9'
3'-G'
8'
8'
7'
3-0'
#4@8'
#4@8'
#4@8'
4-0'
8'
10'
9'
4-0'
#5@12'
#5212'
#5@12'
4'-6'
8'
10'
11'
5-0'
#5@10'
#5@10'
#5@10'
5-0'
8'
10'
13'
6'-0'
#5@8'
#5@8'
#5@8'
5'-6'
11
10"
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
R2/36
Printed: 14 MAY 2024, 5:03PM
Cantilevered Retaining Wall Project File: L-Shaped Retaining Wall 2000 psf.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: L Shape Ret Wall 5' to bottom of Ftg W/ Slab
Code Reference:
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
Soil Data
Retained Height =
4.00 ft
Allow Soil Bearing
= 2,000.0 psf
Wall height above soil =
0.50 ft
Equivalent Fluid Pressure Method
Active Heel Pressure
- 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
=
Water table above
Passive Pressure
= 250.0 psf/ft
bottom of footing =
0.0 ft
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
= 120.00 pcf
FootingIlSoil Friction
= 0.400
Soil height to ignore
for passive pressure
= 0.00 in
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Lateral Load Applied to Stem
Lateral Load
= 0.0 #/ft
...Height to Top
= 0.00 ft
...Height to Bottom
= 0.00 ft
Load Type
= Wind (W)
(Service Level)
Wind on Exposed Stem __ 0.0 psf
(Service Level)
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type Spread
Footing
Base Above/Below Soil
at Back of Wall =
0.0 ft
Poisson's Ratio =
0.350
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
R3/36
Printed: 14 MAY 2024, 5:03PM
Cantilevered Retaining Wall Project File: L-Shaped Retaining Wall 2000 psf.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: L Shape Ret Wall F to bottom of Ftg W/ Slab
Design Summary
Stem Construction
Bottom
Stem OK
Design Height Above Ftg
ft =
0.00
Wall Stability Ratios
Wall Material Above "Ht"
=
Concrete
Overturning =
2.06 OK
Design Method
=
SD
Slab Resists All
Sliding !
Thickness
=
8.00
Global Stability =
2.53
Rebar Size
=
# 4
Rebar Spacing
=
9.00
Total Bearing Load =
1,013 Ibs
Rebar Placed at
=
Edge
...resultant ecc. =
0.40 in
Design Data
Eccentricity within middle
third
fb/FB + fa/Fa
=
0.077
Soil Pressure @ Toe =
443 psf OK
Total Force @ Section
Soil Pressure @ Heel =
361 psf OK
Service Level
Ibs =
Allowable =
2,000 psf
Strength Level
Ibs =
280.0
Soil Pressure Less Than
Allowable
Moment.... Actual
ACI Factored @ Toe =
620 psf
Service Level
ft-#=
ACI Factored @ Heel =
506 psf
Strength Level
ft-# =
373.3
Footing Shear @ Toe =
2.5 psi OK
Moment..... Allowable
=
4,832.2
Footing Shear @ Heel =
1.8 psi OK
Allowable =
75.0 psi
Shear.....Actual
Service Level
psi =
Sliding Calcs
Strength Level
psi =
3.7
Lateral Sliding Force =
437.5 Ibs
Shear..... Allowable
psi =
45.8
Anet (Masonry)
in2 =
Wall Weight
psf=
100.0
Rebar Depth 'd'
in =
6.25
Masonry Data
Vertical component of active lateral soil pressure IS
f'm
psi =
considered in the calculation of
soil bearing pressures.
Fs
psi =
Solid Grouting
=
Load Factors
Modular Ratio 'n'
_
Building Code
Equiv. Solid Thick.
_
Dead Load
1.000
Masonry Block Type
=
Live Load
1.000
Masonry Design Method
=
ASD
Earth, H
1.000
Concrete Data
Wind, W
1.000
f'c
psi=
2,500.0
Seismic, E
1.000
Fy
psi =
40,000.0
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
R4/36
Printed: 14 MAY 2024, 5:03PM
Cantilevered Retaining Wall Project File: L-Shaped Retaining Wall 2000 psf.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: L Shape Ret Wall 5' to bottom of Ftg W/ Slab
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :
0.021 in2/ft
0.0018bh : 0.0018(12)(8) :
0.1728 in2/ft Horizontal Reinforcing Options
One layer of : Two layers of
Required Area :
0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area :
0.2667 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area :
1.27 in2/ft #6@ 27.50 in #6@ 55.00 in
Footing Data
Footing Design Results
Toe Width =
1.33 ft Toe Heel
Heel Width =
0.67 Factored Pressure = 620 506 psf
Total Footing Width =
2.00 Mu': Upward = 526 0 ft-#
Footing Thickness =
12.00 in Mu': Downward = 168 0 ft-#
Mu: Design = 358 OK 0 ft-# OK
Key Width =
0.00 in phiMn = 6,834 OK - Flush
Key Depth =
0.00 in Actual 1-Way Shear = 2.51 1.85 psi
Key Distance from Toe =
0.00 ft Allow 1-Way Shear = 75.00 75.00 psi
f'c = 2,500 psi Fy =
40,000 psi Toe Reinforcing = # 4 @ 9.00 in
Footing Concrete Density =
150.00 pcf Heel Reinforcing = Flush heel condition. No reinforcing required.
Min. As % =
0.0018 Key Reinforcing = None Spec'd
Cover @ Top 2.00 @ Btm = 3.00 in Footing Torsion, Tu = 0.00 ft-Ibs
Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@
46.29 in, #10@ 58.79 in
Heel: Flush heel condition. No reinforcing required.
Key: No key defined
Min footing T&S reinf Area 0.52 in2
Min footing T&S reinf Area per foot 0.26 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 9.26 in #4@ 18.52 in
#5@ 14.35 in #5@ 28.70 in
#6@ 20.37 in #6@ 40.74 in
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
R5/36
Printed: 14 MAY 2024, 5:03PM
Cantilevered Retaining Wall Project File: L-Shaped Retaining Wall 2000 psf.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: L Shape Ret Wall 5' to bottom of Ftg W/ Slab
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
Force Distance Moment
Item Ibs ft ft-#
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
437.5 1.67
Total = 437.5 O.T.M. =
Resisting/Overturning Ratio = 2.06
Vertical Loads used for Soil Pressure = 1,013.4 Ibs
.....RESISTING.....
Force Distance Moment
Ibs ft ft-#
729.2 Soil Over HL (ab. water tbl)
0.0
2.00
0.0
Soil Over HL (bel. water tbl)
2.00
0.0
Water Table
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
• Axial Live Load on Stem =
Soil Over Toe =
53.2
0.67
35.4
Surcharge Over Toe =
Stem Weight(s) =
450.0
1.66
748.5
Earth @ Stem Transitions=
729.2 Footing Weight =
299.5
1.00
299.0
Key Weight =
Vert. Component =
210.7
2.00
420.7
Total =
1,013.4 Ibs
R.M.=
1,503.6
* Axial live load NOT included in
total displayed,
or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Tor) of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.028 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
R6/36
Printed: 14 MAY 2024, 5:03PM
Cantilevered Retaining Wall Project File: L-Shaped Retaining Wall 2000 psf.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: L Shape Ret Wall F to bottom of Ftg W/ Slab
Rebar Lap & Embedment Lengths Information
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #4 bar specified in this stem design segment (25.4.2.4a) = 15.60 in
Development length for #4 bar specified in this stem design segment = 12.00 in
Hooked embedment length into footing for #4 bar specified in this stem design segment = 0.00 in
As Provided = 0.2667 in2/ft
As Required = 0.1728 in2/ft
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.
DESCRIPTION: L Shape Ret Wall 5' to bottom of Ftg W/ Slab
Ell
8" w/ #4 @ 9"
#4@9in
@ Toe
#4@9"
@ Heel
R7/36
Printed: 14 MAY 2024, 5:03PM
Project File: L-Shaped Retaining Wall 2000 psf.ec6
3"
(c) ENERCALC INC 1983-2023
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.
DESCRIPTION: L Shape Ret Wall 5' to bottom of Ftg W/ Slab
Re
n
c')
_Q-
N
�
Cl)
438#
R8/36
Printed: 14 MAY 2024, 5:03PM
Project File: L-Shaped Retaining Wall 2000 psf.ec6
(c) ENERCALC INC 1983-2023
■ Lateral earth pressure due to the soil BELOW water table
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
R9/36
Printed: 14 MAY 2024, 5:03PM
Cantilevered Retaining Wall Project File: L-Shaped Retaining Wall 2000 psf.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: L shape Ret wall T to bottom of Ftg W/ slab
Code Reference:
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
Retained Height -
6.00 ft
Wall height above soil =
0.50 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
Water table above
bottom of footing =
0.0 ft
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Soil Data
Allow Soil Bearing = 2,000.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Passive Pressure
= 250.0 psf/ft
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
= 120.00 pcf
FootingIlSoil Friction
= 0.400
Soil height to ignore
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load
= 0.0 #/ft
...Height to Top
= 0.00 ft
...Height to Bottom
= 0.00 ft
Load Type
= Wind (W)
(Service Level)
Wind on Exposed Stem __ 0.0 psf
(Service Level)
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type Spread
Footing
Base Above/Below Soil
at Back of Wall =
0.0 ft
Poisson's Ratio =
0.350
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
R10/36
Printed: 14 MAY 2024, 5:03PM
Cantilevered Retaining Wall Project File: L-Shaped Retaining Wall 2000 psf.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: L shape Ret wall T to bottom of Ftg W/ slab
Design Summary
Stem Construction
Design Height Above Ftg
Wall Stability Ratios
Wall Material Above "Ht"
Overturning =
1.93 OK
Design Method
Slab Resists All
Sliding !
Thickness
Global Stability =
1.99
Rebar Size
Rebar Spacing
Total Bearing Load =
1,677 Ibs
Rebar Placed at
...resultant ecc. =
0.31 in
Design Data
Eccentricity within middle
third
fb/FB + fa/Fa
Soil Pressure @ Toe =
443 psf OK
Total Force @ Section
Soil Pressure @ Heel =
400 psf OK
Service Level
Allowable =
2,000 psf
Strength Level
Soil Pressure Less Than Allowable
Moment.... Actual
ACI Factored @ Toe =
620 psf
Service Level
ACI Factored @ Heel =
560 psf
Strength Level
Footing Shear @ Toe =
5.9 psi OK
Moment..... Allowable
Footing Shear @ Heel =
6.2 psi OK
Allowable =
75.0 psi
Shear.. ual
Service ce Level l
Sliding Calcs
Strength Level
Lateral Sliding Force =
857.5 Ibs
Shear..... Allowable
Anet (Masonry)
Wall Weight
Rebar Depth 'd'
Vertical component of active lateral soil pressure IS
considered in the calculation of soil bearing pressures.
Load Factors
Building Code
Dead Load
1.000
Live Load
1.000
Earth, H
1.000
Wind, W
1.000
Seismic, E
1.000
Masonry Data
f'm
Fs
Solid Grouting
Modular Ratio 'n'
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
f'c
Fy
Bottom
Stem OK
ft = 0.00
= Concrete
SD
6.00
# 4
8.00
Edge
0.348
Ibs =
Ibs = 630.0
ft-# _
ft-# = 1,260.0
3,612.6
psi =
psi = 12.4
psi = 54.2
in2 =
psf = 75.0
in = 4.25
psi =
psi =
ASD
psi = 2,500.0
psi = 40,000.0
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
R11 /36
Printed: 14 MAY 2024, 5:03PM
Cantilevered Retaining Wall Project File: L-Shaped Retaining Wall 2000 psf.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: L shape Ret wall T to bottom of Ftg W/ slab
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :
0.1068 in2/ft
0.0018bh : 0.0018(12)(6) :
0.1296 in2/ft Horizontal Reinforcing Options
One layer of : Two layers of
Required Area :
0.1296 in2/ft #4@ 16.67 in #4@ 33.33 in
Provided Area :
0.3 in2/ft #5@ 25.83 in #5@ 51.67 in
Maximum Area :
0.8636 in2/ft #6@ 36.67 in #6@ 73.33 in
Footing Data
Footing Design Results
Toe Width =
2.17 ft Toe Heel
Heel Width =
0.83 Factored Pressure = 620 560 psf
Total Footing Width =
3.00 Mu': Upward = 1,420 0 ft-#
Footing Thickness =
12.00 in Mu': Downward = 446 186 ft-#
Mu: Design = 975 OK 186 ft-# OK
Key Width =
0.00 in phiMn = 7,663 8,563ft-#
Key Depth =
0.00 in Actual 1-Way Shear = 5.94 6.16 psi
Key Distance from Toe =
0.00 ft Allow 1-Way Shear = 75.00 75.00 psi
f'c = 2,500 psi Fy =
40,000 psi Toe Reinforcing = # 4 @ 8.00 in
Footing Concrete Density =
150.00 pcf Heel Reinforcing = # 4 @ 8.00 in
Min. As % =
0.0018 Key Reinforcing = None Spec'd
Cover @ Top 2.00 @ Btm = 3.00 in Footing Torsion, Tu = 0.00 ft-Ibs
Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@
46.29 in, #10@ 58.79 in
Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@
46.29 in, #10@ 58.79 in
Key: No key defined
Min footing T&S reinf Area 0.78 in2
Min footing T&S reinf Area per foot 0.26 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 9.26 in #4@ 18.52 in
#5@ 14.35 in #5@ 28.70 in
#6@ 20.37 in #6@ 40.74 in
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
R12/36
Printed: 14 MAY 2024, 5:03PM
Cantilevered Retaining Wall
Project File: L-Shaped Retaining Wall 2000 psf.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers,
Inc.
(c) ENERCALC INC 1983-2023
DESCRIPTION: L shape Ret wall T to bottom of Ftg W/ slab
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
.....RESISTING.....
Force Distance Moment
Force Distance Moment
Item Ibs ft ft-#
Ibs ft ft-#
HL Act Pres (ab water tbl) 857.5 2.33 2,000.8
Soil Over HL (ab. water tbl)
239.8 2.83 679.1
HL Act Pres (be water tbl)
Soil Over HL (bel. water tbl)
2.83 679.1
Hydrostatic Force
Water Table
Buoyant Force =
Sloped Soil Over Heel =
Surcharge over Heel =
Surcharge Over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Adjacent Footing Load =
Axial Dead Load on Stem =
Added Lateral Load =
' Axial Live Load on Stem =
Load @ Stem Above Soil =
Soil Over Toe =
86.6 1.08 93.8
=
Surcharge Over Toe =
Stem Weight(s) =
487.5 2.42 1,177.8
Earth @ Stem Transitions=
Total = 857.5 O.T.M. = 2,000.8
Footing Weight =
449.9 1.50 674.6
Key Weight =
Resisting/Overturning Ratio = 1.93
Vert. Component =
412.9 3.00 1,238.4
Vertical Loads used for Soil Pressure = 1,676.7 Ibs
Total =
1,676.7 Ibs R.M.= 3,863.7
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Tor) of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.027 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
R13/36
Printed: 14 MAY 2024, 5:03PM
Cantilevered Retaining Wall Project File: L-Shaped Retaining Wall 2000 psf.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: L shape Ret wall T to bottom of Ftg W/ slab
Rebar Lap & Embedment Lengths Information
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #4 bar specified in this stem design segment (25.4.2.4a) = 15.60 in
Development length for #4 bar specified in this stem design segment = 12.00 in
Hooked embedment length into footing for #4 bar specified in this stem design segment = 0.00 in
As Provided = 0.3000 in2/ft
As Required = 0.1424 in2/ft
Kirkland, WA 98034
Project Title: R14/36
Engineer:
Project ID:
Project Descr:
Printed: 14 MAY 2024, 5:03PM
Cantilevered Retaining Wall Project File: L-Shaped Retaining Wall 2000 pst.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: L shape Ret wall 7' to bottom of Ftg W/ slab
4..
6" w/ #4 @ 8"
#4@8in
@ Toe
#4@8"
@ Heel
3"
1.5" 6•-6„
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
R15/36
Printed: 14 MAY 2024, 5:03PM
Cantilevered Retaining Wall Project File: L-Shaped Retaining Wall 2000 pst.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: L shape Ret wall 7' to bottom of Ftg W/ slab
Re:
in
Cn
v
v
CR
rn
N
0')
�
M
858#
■ Lateral earth pressure due to the soil BELOW water table
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
R16/36
Printed: 14 MAY 2024, 5:03PM
Cantilevered Retaining Wall Project File: L-Shaped Retaining Wall 2000 psf.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: L shape Ret wall 9' to bottom of Ftg W/ Slab
Code Reference:
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
Retained Height -
8.00 ft
Wall height above soil =
0.50 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
Water table above
bottom of footing =
0.0 ft
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Soil Data
Allow Soil Bearing = 2,000.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Passive Pressure
= 250.0 psf/ft
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
= 120.00 pcf
FootingIlSoil Friction
= 0.400
Soil height to ignore
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load
= 0.0 #/ft
...Height to Top
= 0.00 ft
...Height to Bottom
= 0.00 ft
Load Type
= Wind (W)
(Service Level)
Wind on Exposed Stem __ 0.0 psf
(Service Level)
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type Spread
Footing
Base Above/Below Soil
at Back of Wall =
0.0 ft
Poisson's Ratio =
0.400
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
R17/36
Printed: 14 MAY 2024, 5:03PM
Cantilevered Retaining Wall Project File: L-Shaped Retaining Wall 2000 psf.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: L shape Ret wall 9' to bottom of Ftg W/ Slab
Design Summary
Stem Construction
Bottom
Stem OK
Design Height Above Ftg
ft =
0.00
Wall Stability Ratios
Wall Material Above "Ht"
=
Concrete
Overturning =
1.81 OK
Design Method
=
SD
Slab Resists All Sliding !
Thickness
=
8.00
Global Stability =
1.52
Rebar Size
=
# 5
Rebar Spacing
=
12.00
Total Bearing Load =
2,418 Ibs
Rebar Placed at
=
Edge
...resultant ecc. =
0.01 in
Design Data
Eccentricity within middle third
fb/FB + fa/Fa
=
0.540
Soil Pressure @ Toe =
435 psf OK
Total Force @ Section
Soil Pressure @ Heel =
434 psf OK
Service Level
Ibs =
Allowable =
2,000 psf
Strength Level
Ibs=
1,120.0
Soil Pressure Less Than
Allowable
Moment.... Actual
ACI Factored @ Toe =
609 psf
Service Level
ft-#=
ACI Factored @ Heel =
607 psf
Strength Level
ft-# =
2,986.7
Footing Shear @ Toe =
10.1 psi OK
Moment..... Allowable
=
5,527.6
Footing Shear @ Heel =
7.6 psi OK
Allowable =
75.0 psi
Shear.....Actual
Service Level
psi =
Sliding Calcs
Strength Level
psi =
15.1
Lateral Sliding Force =
1,417.5 Ibs
Shear..... Allowable
psi=
48.3
Anet (Masonry)
in2 =
Wall Weight
psf=
100.0
Rebar Depth 'd'
in =
6.19
Masonry Data
Vertical component of active lateral soil pressure IS
f'm
psi =
considered in the calculation of
soil bearing pressures.
Fs
psi =
Solid Grouting
=
Load Factors
Modular Ratio 'n'
_
Building Code
Equiv. Solid Thick.
_
Dead Load
1.000
Masonry Block Type
=
Live Load
1.000
Masonry Design Method
=
ASD
Earth, H
1.000
Concrete Data
Wind, W
1.000
f'c
psi=
2,500.0
Seismic, E
1.000
Fy
psi =
40,000.0
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
R18/36
Printed: 14 MAY 2024, 5:03PM
Cantilevered Retaining Wall Project File: L-Shaped Retaining Wall 2000 psf.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: L shape Ret wall 9' to bottom of Ftg W/ Slab
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :
0.1696 in2/ft
0.0018bh : 0.0018(12)(8) :
0.1728 in2/ft Horizontal Reinforcing Options
One layer of : Two layers of
Required Area :
0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area :
0.31 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area :
1.2573 in2/ft #6@ 27.50 in #6@ 55.00 in
Footing Data
Footing Design Results
Toe Width =
3.16 ft Toe Heel
Heel Width =
0.83 Factored Pressure = 609 607 psf
Total Footing Width =
3.99 Mu': Upward = 3,039 0 ft-#
Footing Thickness =
12.00 in Mu': Downward = 949 129 ft-#
Mu: Design = 2,091 OK 129 ft-# OK
Key Width =
0.00 in phiMn = 7,853 8,783ft-#
Key Depth =
0.00 in Actual 1-Way Shear = 10.06 7.61 psi
Key Distance from Toe =
0.00 ft Allow 1-Way Shear = 75.00 75.00 psi
f'c = 2,500 psi Fy =
40,000 psi Toe Reinforcing = # 5 @ 12.00 in
Footing Concrete Density =
150.00 pcf Heel Reinforcing = # 5 @ 12.00 in
Min. As % =
0.0018 Key Reinforcing = None Spec'd
Cover @ Top 2.00 @ Btm = 3.00 in Footing Torsion, Tu = 0.00 ft-Ibs
Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@
46.29 in, #10@ 58.79 in
Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@
46.29 in, #10@ 58.79 in
Key: No key defined
Min footing T&S reinf Area 1.03 in2
Min footing T&S reinf Area per foot 0.26 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 9.26 in #4@ 18.52 in
#5@ 14.35 in #5@ 28.70 in
#6@ 20.37 in #6@ 40.74 in
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
R19/36
Printed: 14 MAY 2024, 5:03PM
Cantilevered Retaining Wall Project File: L-Shaped Retaining Wall 2000 psf.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: L shape Ret wall 9' to bottom of Ftg W/ Slab
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
Force Distance Moment
Item Ibs ft ft-#
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
1,417.5 3.00 4,252.5
Total = 1,417.5 O.T.M. = 4,252.5
Resisting/Overturning Ratio = 1.81
Vertical Loads used for Soil Pressure = 2,417.6 Ibs
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
.....RESISTING.....
Force Distance Moment
Ibs ft ft-#
Soil Over HL (ab. water tbl)
159.7
3.91
624.3
Soil Over HL (bel. water tbl)
3.91
624.3
Water Table
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
• Axial Live Load on Stem =
Soil Over Toe =
126.4
1.58
199.7
Surcharge Over Toe =
Stem Weight(s) =
850.0
3.49
2,969.3
Earth @ Stem Transitions=
Footing Weight =
599.0
2.00
1,195.8
Key Weight =
Vert. Component =
682.6
3.99
2,725.6
Total =
2,417.6 Ibs
R.M.=
7,714.8
* Axial live load NOT included in
total displayed,
or used for overturning
resistance, but is included for soil
pressure calculation.
Tilt
Horizontal Deflection at Tor) of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.026 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
R20/36
Printed: 14 MAY 2024, 5:03PM
Cantilevered Retaining Wall Project File: L-Shaped Retaining Wall 2000 psf.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: L shape Ret wall 9' to bottom of Ftg W/ Slab
Rebar Lap & Embedment Lengths Information
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #5 bar specified in this stem design segment (25.4.2.4a) = 15.60 in
Development length for #5 bar specified in this stem design segment = 12.00 in
Hooked embedment length into footing for #5 bar specified in this stem design segment = 0.00 in
As Provided = 0.3100 in2/ft
As Required = 0.2262 in2/ft
Kirkland, WA 98034
Project Title: R21 /36
Engineer:
Project ID:
Project Descr:
Printed: 14 MAY 2024, 5:03PM
Cantilevered Retaining Wall Project File: L-Shaped Retaining Wall 2000 pst.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: L shape Ret wall 9' to bottom of Ftg W/ Slab
@ Toe
#5@ 12"
@ Heel
3"
1.5" 8'-6„
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.
DESCRIPTION: L shape Ret wall 9' to bottom of Ftg W/ Slab
Res
1418#
R22/36
Printed: 14 MAY 2024, 5:03PM
Project File: L-Shaped Retaining Wall 2000 psf.ec6
(c) ENERCALC INC 1983-2023
Cn
0
n -
r` ti
w
L6 Cl)
v � ■ Lateral earth pressure due to the soil BELOW water table
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
R23/36
Printed: 14 MAY 2024, 5:03PM
Cantilevered Retaining Wall Project File: L-Shaped Retaining Wall 2000 psf.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: L shape Ret wall 11' to bottom of Ftg W/ Slab
Code Reference:
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
Retained Height -
10.00 ft
Wall height above soil =
0.50 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
Water table above
bottom of footing =
0.0 ft
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
NOT Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Soil Data
Allow Soil Bearing = 2,000.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Passive Pressure
= 250.0 psf/ft
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
= 120.00 pcf
FootingIlSoil Friction
= 0.400
Soil height to ignore
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load
...Height to Top
...Height to Bottom
Load Type
0.0 #/ft
0.00 ft
0.00 ft
Wind (W)
(Service Level)
Wind on Exposed Stem __ 0.0 psf
(Service Level)
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type Spread
Footing
Base Above/Below Soil
at Back of Wall =
0.0 ft
Poisson's Ratio =
0.400
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
R24/36
Printed: 14 MAY 2024, 5:03PM
Cantilevered Retaining Wall Project File: L-Shaped Retaining Wall 2000 psf.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: L shape Ret wall 11' to bottom of Ftg W/ Slab
Design Summary
Stem Construction
Bottom
Stem OK
Design Height Above Ftg
ft =
0.00
Wall Stability Ratios
Wall Material Above "Ht"
=
Concrete
Overturning =
1.68 OK
Design Method
=
SD
Slab Resists All Sliding !
Thickness
=
8.00
Global Stability =
1.18
Rebar Size
=
# 5
Rebar Spacing
=
10.00
Total Bearing Load =
3,185 Ibs
Rebar Placed at
=
Edge
...resultant ecc. =
0.91 in
Design Data
Eccentricity within middle third
fb/FB + fa/Fa
=
0.886
Soil Pressure @ Toe =
473 psf OK
Total Force @ Section
Soil Pressure @ Heel =
394 psf OK
Service Level
Ibs =
Allowable =
2,000 psf
Strength Level
Ibs=
1,750.0
Soil Pressure Less Than
Allowable
Moment.... Actual
ACI Factored @ Toe =
662 psf
Service Level
ft-#=
ACI Factored @ Heel =
552 psf
Strength Level
ft-# =
5,833.3
Footing Shear @ Toe =
14.7 psi OK
Moment..... Allowable
=
6,578.7
Footing Shear @ Heel =
10.9 psi OK
Allowable =
75.0 psi
Shear.....Actual
Service Level
psi =
Sliding Calcs
Strength Level
psi =
23.6
Lateral Sliding Force =
2,117.5 Ibs
Shear..... Allowable
psi=
51.3
Anet (Masonry)
in2 =
Wall Weight
psf=
100.0
Rebar Depth 'd'
in =
6.19
Vertical component of active lateral soil pressure IS
considered in the calculation of soil bearing pressures.
Load Factors
Building Code
Dead Load
1.000
Live Load
1.000
Earth, H
1.000
Wind, W
1.000
Seismic, E
1.000
Masonry Data
f'm
Fs
Solid Grouting
Modular Ratio 'n'
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
f'c
Fy
psi =
psi =
ASD
psi = 2,500.0
psi = 40,000.0
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
R25/36
Printed: 14 MAY 2024, 5:03PM
Cantilevered Retaining Wall Project File: L-Shaped Retaining Wall 2000 psf.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: L shape Ret wall 11' to bottom of Ftg W/ Slab
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :
0.3313 in2/ft
0.0018bh : 0.0018(12)(8) :
0.1728 in2/ft Horizontal Reinforcing Options
One layer of : Two layers of
Required Area :
0.3313 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area :
0.372 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area :
1.2573 in2/ft #6@ 27.50 in #6@ 55.00 in
Footing Data
Footing Design Results
Toe Width =
4.16 ft Toe Heel
Heel Width =
0.83 Factored Pressure = 662 552 psf
Total Footing Width =
4.99 Mu': Upward = 5,465 0 ft-#
Footing Thickness =
12.00 in Mu': Downward = 1,644 188 ft-#
Mu: Design = 3,821 OK 188 ft-# OK
Key Width =
0.00 in phiMn = 9,370 10,486ft-#
Key Depth =
0.00 in Actual 1-Way Shear = 14.69 10.91 psi
Key Distance from Toe =
0.00 ft Allow 1-Way Shear = 75.00 75.00 psi
f'c = 2,500 psi Fy =
40,000 psi Toe Reinforcing = # 5 @ 10.00 in
Footing Concrete Density =
150.00 pcf Heel Reinforcing = # 5 @ 10.00 in
Min. As % =
0.0018 Key Reinforcing = None Spec'd
Cover @ Top 2.00 @ Btm = 3.00 in Footing Torsion, Tu = 0.00 ft-Ibs
Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@
46.29 in, #10@ 58.79 in
Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@
46.29 in, #10@ 58.79 in
Key: No key defined
Min footing T&S reinf Area 1.29 in2
Min footing T&S reinf Area per foot 0.26 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 9.26 in #4@ 18.52 in
#5@ 14.35 in #5@ 28.70 in
#6@ 20.37 in #6@ 40.74 in
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
R26/36
Printed: 14 MAY 2024, 5:03PM
Cantilevered Retaining Wall Project File: L-Shaped Retaining Wall 2000 psf.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: L shape Ret wall 1 V to bottom of Ftg W/ Slab
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
Force Distance Moment
Item Ibs ft ft-#
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
2,117.5 3.67 7,764.2
Total = 2,117.5 O.T.M. = 7,764.2
Resisting/Overturning Ratio = 1.68
Vertical Loads used for Soil Pressure = 3,184.6 Ibs
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
.....RESISTING.....
Force Distance Moment
Ibs ft ft-#
Soil Over HL (ab. water tbl)
199.6
4.91
980.0
Soil Over HL (bel. water tbl)
4.91
980.0
Water Table
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
• Axial Live Load on Stem =
Soil Over Toe =
166.4
2.08
346.1
Surcharge Over Toe =
Stem Weight(s) =
1,050.0
4.49
4,718.0
Earth @ Stem Transitions=
Footing Weight =
749.0
2.50
1,869.8
Key Weight =
Vert. Component =
1,019.7
4.99
5,091.2
Total =
3,184.6 Ibs
R.M.=
13,005.1
* Axial live load NOT included in
total displayed,
or used for
overturning
resistance, but is included for soil
pressure calculation.
Tilt
Horizontal Deflection at Tor) of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.028 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
R27/36
Printed: 14 MAY 2024, 5:03PM
Cantilevered Retaining Wall Project File: L-Shaped Retaining Wall 2000 psf.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: L shape Ret wall 1 V to bottom of Ftg W/ Slab
Rebar Lap & Embedment Lengths Information
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #5 bar specified in this stem design segment (25.4.2.4a) = 15.60 in
Development length for #5 bar specified in this stem design segment = 12.00 in
Hooked embedment length into footing for #5 bar specified in this stem design segment = 0.00 in
As Provided = 0.3720 in2/ft
As Required = 0.3713 in2/ft
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.
DESCRIPTION: L shape Ret wall 1 V to bottom of Ftg W/ Slab
4"
@ Toe
#5@ 10"
@ Heel
R28/36
Printed: 14 MAY 2024, 5:03PM
Project File: L-Shaped Retaining Wall 2000 psf.ec6
(c) ENERCALC INC 1983-2023
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.
DESCRIPTION: L shape Ret wall 1 V to bottom of Ftg W/ Slab
Res
2118#
R29/36
Printed: 14 MAY 2024, 5:03PM
Project File: L-Shaped Retaining Wall 2000 psf.ec6
(c) ENERCALC INC 1983-2023
M Cfl
O
Cl) M 0 Lateral earth pressure due to the soil BELOW water table
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
R30/36
Printed: 14 MAY 2024, 5:03PM
Cantilevered Retaining Wall Project File: L-Shaped Retaining Wall 2000 psf.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: L shape Ret wall 13' to bottom of Ftg W/ slab
Code Reference:
Calculations per IBC 2021 1807.3, ASCE 7-16
Criteria
Retained Height -
12.00 ft
Wall height above soil =
0.50 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
Water table above
bottom of footing =
0.0 ft
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Soil Data
Allow Soil Bearing = 2,000.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Passive Pressure
= 250.0 psf/ft
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
= 120.00 pcf
FootingIlSoil Friction
= 0.400
Soil height to ignore
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load
= 0.0 #/ft
...Height to Top
= 0.00 ft
...Height to Bottom
= 0.00 ft
Load Type
= Wind (W)
(Service Level)
Wind on Exposed Stem __ 0.0 psf
(Service Level)
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type Spread
Footing
Base Above/Below Soil
at Back of Wall =
0.0 ft
Poisson's Ratio =
0.400
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
R31 /36
Printed: 14 MAY 2024, 5:03PM
Cantilevered Retaining Wall Project File: L-Shaped Retaining Wall 2000 psf.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: L shape Ret wall 13' to bottom of Ftg W/ slab
Design Summary
Stem Construction
Bottom
Stem OK
Design Height Above Ftg
ft =
0.00
Wall Stability Ratios
Wall Material Above "Ht"
=
Concrete
Overturning =
1.60 OK
Design Method
=
SD
Slab Resists All Sliding !
Thickness
=
10.00
Global Stability =
124.67
Rebar Size
=
# 5
Rebar Spacing
=
8.00
Total Bearing Load =
4,092 Ibs
Rebar Placed at
=
Edge
...resultant ecc. =
1.51 in
Design Data
Eccentricity within middle third
fb/FB + fa/Fa
=
0.923
Soil Pressure @ Toe =
501 psf OK
Total Force @ Section
Soil Pressure @ Heel =
389 psf OK
Service Level
Ibs =
Allowable =
2,000 psf
Strength Level
Ibs =
2,520.0
Soil Pressure Less Than
Allowable
Moment.... Actual
ACI Factored @ Toe =
702 psf
Service Level
ft-#=
ACI Factored @ Heel =
545 psf
Strength Level
ft-# =
10,080.0
Footing Shear @ Toe =
19.8 psi OK
Moment..... Allowable
=
10,911.3
Footing Shear @ Heel =
0.0 psi OK
Allowable =
75.0 psi
Shear.....Actual
Service Level
psi =
Sliding Calcs
Strength Level
psi =
25.6
Lateral Sliding Force =
2,957.5 Ibs
Shear..... Allowable
psi =
50.4
Anet (Masonry)
in2 =
Wall Weight
psf=
125.0
Rebar Depth 'd'
in =
8.19
Vertical component of active lateral soil pressure IS
considered in the calculation of soil bearing pressures.
Load Factors
Building Code
Dead Load
1.000
Live Load
1.000
Earth, H
1.000
Wind, W
1.000
Seismic, E
1.000
Masonry Data
f'm
Fs
Solid Grouting
Modular Ratio 'n'
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
f'c
Fy
psi =
psi =
ASD
psi = 2,500.0
psi = 40,000.0
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
R32/36
Printed: 14 MAY 2024, 5:03PM
Cantilevered Retaining Wall Project File: L-Shaped Retaining Wall 2000 psf.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: L shape Ret wall 13' to bottom of Ftg W/ slab
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :
0.427 in2/ft
0.0018bh : 0.0018(12)(10) :
0.216 in2/ft Horizontal Reinforcing Options
One layer of : Two layers of
Required Area :
0.427 in2/ft #4@ 10.00 in #4@ 20.00 in
Provided Area :
0.465 in2/ft #5@ 15.50 in #5@ 31.00 in
Maximum Area :
1.6637 in2/ft #6@ 22.00 in #6@ 44.00 in
Footing Data
Footing Design Results
Toe Width =
5.16 ft Toe Heel
Heel Width =
0.83 Factored Pressure = 702 545 psf
Total Footing Width =
5.99 Mu': Upward = 8,741 0 ft-#
Footing Thickness =
12.00 in Mu': Downward = 2,529 0 ft-#
Mu: Design = 6,211 OK 0 ft-# OK
Key Width =
0.00 in phiMn = 11,610 OK - Flush
Key Depth =
0.00 in Actual 1-Way Shear = 19.79 0.00 psi
Key Distance from Toe =
0.00 ft Allow 1-Way Shear = 75.00 0.00 psi
f'c = 2,500 psi Fy =
40,000 psi Toe Reinforcing = # 5 @ 8.00 in
Footing Concrete Density =
150.00 pcf Heel Reinforcing = Flush heel condition. No reinforcing required.
Min. As % =
0.0018 Key Reinforcing = None Spec'd
Cover @ Top 2.00 @ Btm = 3.00 in Footing Torsion, Tu = 0.00 ft-Ibs
Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: #4@ 7.11 in, #5@ 11.02 in, #6@ 15.64 in, #7@ 21.33 in, #8@ 28.09 in, #9@
35.56 in, #10@ 45.16 in
Heel: Flush heel condition. No reinforcing required.
Key: No key defined
Min footing T&S reinf Area 1.55 in2
Min footing T&S reinf Area per foot 0.26 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 9.26 in #4@ 18.52 in
#5@ 14.35 in #5@ 28.70 in
#6@ 20.37 in #6@ 40.74 in
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
R33/36
Printed: 14 MAY 2024, 5:03PM
Cantilevered Retaining Wall Project File: L-Shaped Retaining Wall 2000 psf.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: L shape Ret wall 13' to bottom of Ftg W/ slab
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
Force Distance Moment
Item Ibs ft ft-#
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
2,957.5 4.33 12,815.8
Total = 2,957.5 O.T.M. = 12,815.8
Resisting/Overturning Ratio = 1.60
Vertical Loads used for Soil Pressure = 4,092.1 Ibs
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
.....RESISTING.....
Force Distance Moment
Ibs ft ft-#
Soil Over HL (ab. water tbl)
0.0
5.99
0.0
Soil Over HL (bel. water tbl)
5.99
0.0
Water Table
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
• Axial Live Load on Stem =
Soil Over Toe =
206.4
2.58
532.5
Surcharge Over Toe =
Stem Weight(s) =
1,562.5
5.58
8,713.5
Earth @ Stem Transitions=
Footing Weight =
899.0
3.00
2,694.0
Key Weight =
Vert. Component =
1,424.2
5.99
8,535.6
Total =
4,092.1 Ibs
R.M.=
20,475.6
* Axial live load NOT included in
total displayed,
or used for
overturning
resistance, but is included for soil
pressure calculation.
Tilt
Horizontal Deflection at Tor) of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.029 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
R34/36
Printed: 14 MAY 2024, 5:03PM
Cantilevered Retaining Wall Project File: L-Shaped Retaining Wall 2000 psf.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: L shape Ret wall 13' to bottom of Ftg W/ slab
Rebar Lap & Embedment Lengths Information
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #5 bar specified in this stem design segment (25.4.2.4a) = 15.60 in
Development length for #5 bar specified in this stem design segment = 12.00 in
Hooked embedment length into footing for #5 bar specified in this stem design segment = 0.00 in
As Provided = 0.4650 in2/ft
As Required = 0.4913 in2/ft
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.
DESCRIPTION: L shape Ret wall 13' to bottom of Ftg W/ slab
R35/36
Printed: 14 MAY 2024, 5:03PM
Project File: L-Shaped Retaining Wall 2000 psf.ec6
@ Toe
5'-2" 10"
#5@6"
6'-0"
@ Heel
3"
(c) ENERCALC INC 1983-2023
Kirkland, WA 98034
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.
DESCRIPTION: L shape Ret wall 13' to bottom of Ftg W/ slab
2958#
R36/36
Printed: 14 MAY 2024, 5:03PM
Project File: L-Shaped Retaining Wall 2000 psf.ec6
(c) ENERCALC INC 1983-2023
C
Q Q
w
CD M 0 Lateral earth pressure due to the soil BELOW water table