REVIEWED BLD2024-0349+Structural_Calculations+3.13.2024_11.04.30_AM+4126538RB Engineers, Inc.
1312 2ND ST.
KIRKLAND, WA. 98033
PH: (425) 822-3009
FAX: (425) 822-2679
CELL: (425) 351-2085
EMAIL: rbe1992Ai!mail.com
RECEIVED
Mar 13 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
BLD2024-0349
JOB: LANDSVERK RES.
PROJECT #:24-9242
BY: R.B. / MJT
DATE: 03/05/2024
PAGE G1 OF 57
STRUCTURAL COMPUTATIONS
FOR
19511 194TH PL W.
EDMONDS WA
BASIS FOR DESIGN:
CODE: INTERNATIONAL BUILDING CODE (2018 EDITION)
WIND: 100 MPH, EXPOSURE `B" Kzt = 1.20
SEISMIC: Ss = 1.60, S1 = 0.57 (SITE CLASS D)
ROOF SNOW: 25 PSF
ALLOWABLE SOIL BEARING PRESSURE: 1500 PSF (ASSUMED)
INDEX TO COMPUTATIONS:
GENERAL
GI
— G3
LATERAL
L 1
— L 17
BEAMS
B 1
— B23
COLUMNS
Cl
— C3
FOOTING
F 1
— F 11
RB ENGINEERS, INC. IS
NOT RESPONSIBLE FOR THE SITE,
SOILS, WEATHER PROOFING, TRUSSES
AND/OR EXISTING CONDITIONS.
r
Q(/ )N�AL L:r`�'r
EXPIRES FEB 2025
RIB Engineers, Inc.
1312 2nd St Kirkland, WA
Phone: (425) 822-3009
Email: rbel992@gmail.com
Pro ect: Landsverk
Client:
ate:
Subject: Lateral
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
Sh eat ing or Deckin
5 DX
1.5
Insulation
2.8
Ceiling
5 WB
2.6
Fixtures
1.0
Framing
Truss
2.3
Misc./Photovoltaic
1.6
TOTAL DEAD LOAD = 14 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
RB Engineers, Inc.
1312 2nd St Kirkland, WA
Phone: (425) 822-3009
Email: rbel992@gmail.com
Project: Landsverk
lent:
ate:
Subject: Lateral
Page: G3/3
LOADING CRITERIA FOR FLOOR/ LOW ROOF
Item
Material
Load P F
Floor Covering
Carpet and Pad
3.0
Floor Sheathing
T&G CDX
Cei mg
1 2" GWB
2.2
Fixtures
Framing
TH's
1 3.0
Misc
1
1 2.5
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)
Ll/
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Diagrams
Case B
Notation
L3/
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
L4/
Simplified Design Wind Pressure, Ps30 (psf) for Exposure B at h = 30 ft (h = 9.1 m)
Basic
Wind Roof
Speed Angle
(mph) I (degrees)
Zones
Horizontal Pressures
Vertical Pressures
Overhangs
Load
Case A
B
I C D
E
F G
H
El,
Go,
85W30to451
1.5
-5.9
7.6
-3.5
-13.8
.9
-5.4
8.6
-3.1
-13.8
.4
-4.8
9.6
.9
.4
+2.310.4
2.4
-
-6.4
-2.4
-8.7
-4.7
-4.6
-0.7
-7.0
-3.0
-11.9
-
-10.1
-
.9
.9
7.0
7.0
1.0
5.0
-7.8
-3.9
0.3
4.3
-6.7
-2.8
-4.5
-4.5
-5.2
-5.2
90Rto45
1
12.8
-6.7
8.5
-4.0
-15.4
1
14.5
-6.0
9.6
-3.5
-15.4
1
16.1
-5.4
10.7
1
17.8
4.7
11.9
-2.6
-15.4
-10.7
-10.7
-8.1
-21.6
-16.9
1
2
16.1
2.6
11.7
-
2.7
-
-7.2
-2.7
-9.8
-5.3
-5.2
-0.7
-7.8
-3.4
-13.3
-
-11.4
-
1
2
14.4
14.4
9.9
9.
11.5
111.5
7.9
7.9
1.1
5.6
-8.8
4.3
0.4
4.8
-7.5
-3.1
-5.1
-5.1
-5.8
-5.8
95 0 to 5°
1
14.3
-7.4
9.5
-4.4
-17.2
-9.8
-12.0
-$7624M
10°
1
16.1
-6.7
10.7
-3.9 -17.2
-10.5
-12.0
-
15°
1
18.0
-6.0
12.0
-3.4
-17.2
-11.2
-12.0
-
20°
1
19.8
-5.2
13.2
-2.9 -17.2 -12.0
-12.0
-
25°
1
2
18.0
-
2.9
-
13.0
-
3.0 -8.0 -10.9
- -3.0 -5.9
-5.8
-0.8
-
-30
to 45
1 16.1 11.0 12.8
16.1 11.0 12.8
8.8
8.8
1.2 -9.8
6.2 -4.8
0.4 -82
5.4 -3
100rlto
15.9
-8.2 10.5
-4.9 -19.1
-10.8
-13.3
-8.4 -26.M-20
10,
T11
17.9
-7.4 11.9
-4.3 -19.1
-11.6
-13.3 -8.9 -26.
5°
19.9
-6.6 13.3
-3.8 -19.1 -12.4
-13.3 -9.5
-26.7
20°
1 22.0 -5.8 14.6
-3.2 -19.1 -13.3
-13.3 -10.1 -26.725°
1 19.9 3.2 14.4
-----3.4
3.3 -8.8 -12.0
-6.6
-6.4 -9.7 -16.52
-0.9 -4.2 -30
to 45
1 17.8 12.2 14.2
17.8 12.2 14.2
9.8 1.4 -108
6.9 -5.3
0.5 -9.3 -0.32
5.9 -3.8 -6.3
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
iimum Design Loads and Associated Criteria for Buildings and Other Structures
317
RB Engineers, Inc.
1312 2nd St Kirkland, WA
Phone: (425) 822-3009
E '1 b
@
E Fw Roof = 12.2x(193+106) + 9.8x(494) -
8.49 8.49 x 1.2 Kzt x 0.6 = 6.11 kip
E Fw Upper = 17.8x(54+54)+14.2x(164) + 12.2x(122) + 9.8x(170) _
7.41 7.41 x 1.2 Kzt x 0.6 = 5.33 kip
Roof Min = [(0)xl6+(299+494)x8)]xl.2x0.6 = 4.57 kip
Upper Min =[(108+164)xl6+(122+170)x8)]xl.2x0.6 = 4.82 kip
Y - Y Direction
E Fw Roof = 17.8x(132) + 14.2x(260)+ 12.2x(42) + 9.8x(402) _
10.49 10.49 x 1.2 Kzt x 0.6 = 7.56 kip
E Fw Upper = 17.8x(164+120) + 14.2x(530)+ 12.2x(18+28+36) + 9.8x(28) _
13.86 13.86 x 1.2 Kzt x 0.6 = 9.98 kip
Roof Min =[(132+260)xl6+(42+402)x8)]xl.2x0.6 = 7.07 kip
Upper Min =[(284+530)xl6+(82+28)x8)]xl.2x0.6 = 10.01 kip
RB Engineers, Inc.
1312 2nd St Kirkland, WA
Phone: (425) 822-3009
Email: rbel992@gmail.com
Site Class "D" (Table 11.4.2)
roj ect: Landsverk
By:
lent:
ate: 11/3/2023
Subject: Lateral
Page: L6/
QUAKE FORCES (ASCE 7-16)
Ss =
Critical Values per Latest SEAOC website;
1.6
S1 =
Critical Values per Latest SEAOC website;
0.57
Fa der 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(35A.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
Site Class "D" (Table 11.4.2)
Project: Landsverk
By: RB/MJT
Client:
Date: 1 /12/2024
Subject: Lateral Calculations
Page:
QUAKE FORCES COVERED PATIO (ASCE 7-16)
Ss =
Critical Values per Latest SEAOC website;
1.6
S1 =
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 2 ASCE 7-16 Table 12.2-1,
Ie 1 Section 11.5.1, Table 1.5-1 and 1.5-2)
Cs = Sds /(R/I) = 1.07 / (2/1) = 0.53 (12.8-2)
RB Engineers, Inc.
1312 2nd St Kirkland, WA
Phone: (425) 822-3009
Email: rbe1992@gmail.com
Project: Landsverk
lent:
ate: 11/3/2023
u ect: Lateral
Page:
LATERAL QUAKE FORCES
Cs: 0.16
p:
1.3
Roof Area: 2742 feet `
Roof Dead Load:
14 psf
Upper Area: 4755 feet `
Floor Dead Load:
14 psf
Wall Dead Load:
8 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 = 2742 x (14+8/2) _
= 49.36 kip
Upper Weight = 4755 x (14+8) _
= 104.61 kip
153.97 kip
Vbase = Cs x E Weight = 0.16 x
153.97
= 24.63 kip
Vasd = Vbase x 0.7 x p
= 22.42 kip
LATERAL FORCES
WEIGHT
HEIGHT
WEIGHT x HEIGHT
Roof: 49.36 kip
18 Feet
888
Upper: 104.61 kip
9 Feet
941
1830
Fq Roof. 22.42 x (888/1830) = = 10.88 kip
Fq Upper: 22.42 x (941/1830) = = 11.53 kip
Therefore quake governs all.
RB Engineers, Inc.
1312 2nd St Kirkland, WA
Phone: (425) 822-3009
Email: rbe1992@gmail.com
Cs: 0.53
Roof Area: 100 feet 2
Project:
Robinson
By:
RB/MJT
Client:
Date:
1 /12/2024
Subject:
Lateral Calculations
Page:
L9/
LATERAL QUAKE FORCES COVERED PATIO
p: 1.0
Roof Dead Load: 14
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, S) = 2.5
DEAD LOAD OF STRUCTURE C #1
Roof Weight = 100 x (14) _
Wase = Cs x Z Weight = 0.53 x 1.40
ECCQ Column Cap F avow = 7000 lb O.K.
= 1.40 kip
1.40 kip
= 0.74 kip
ro ect:
an suer
y:
RIB Engineers, Inc.
1312 2nd St Kirkland, WA
Phone: (425) 822-3009 Subject: Lateral
Email: rbel992@gmail.com
WIND FORCES ON SHEAR WALLS
Shearwalls in X - X Direction
Fw X - X @ Roof: 6.11 kips 6.11 k / 51 ft = 120
V @ X 1 = (6.11/51)(15/2) = 0.90 = 128
T
#/Ft
Ft
V @ X 2 = (6.11/51)(15/2+27/2) = 2.52 = 136 #
SW- 7+7+ .5 Ft
V @ X 3 = (6.11/51)(27/2+3+5/2) = 2.28 = 89 #
5+ .5+ ' Ft
V @ X 4 = (6.11/51)(5/2+1) = 0.42 = 32 #
+
3.5'+ .5 + .25' Ft
Fw X - X @ Upper: 5.33 kips 5.33 k / 63 ft = 85 #/Ft
V @ X 5 = (5.33/63)(12+11/2) 2.38 = 221 #
SW-3 + 0.90 = 'T++.-Y Ft
V @ X 6 = (5.33/63)(11/2+22/2) 3.91 = 182 #
�+ 2.52 = �+ .5' Ft
V @ X 7 = (5.33/63)(22/2+7+9/2) 4.18 = 149 #
�+ 2.28 = 10.5 + + .5 +11' Ft
V @ X 8 = (5.33/63)(9/2+2) 0.88 = 104 #
W®- + 0.42 = +3'+2.5' Ft
#/Ft
Ft
V @ X 2 = (6.11/51)(15/2+27/2) = 2.52 = 136 #
SW- 7+7+ .5 Ft
V @ X 3 = (6.11/51)(27/2+3+5/2) = 2.28 = 89 #
5+ .5+ ' Ft
V @ X 4 = (6.11/51)(5/2+1) = 0.42 = 32 #
+
3.5'+ .5 + .25' Ft
Fw X - X @ Upper: 5.33 kips 5.33 k / 63 ft = 85 #/Ft
V @ X 5 = (5.33/63)(12+11/2) 2.38 = 221 #
SW-3 + 0.90 = 'T++.-Y Ft
V @ X 6 = (5.33/63)(11/2+22/2) 3.91 = 182 #
�+ 2.52 = �+ .5' Ft
V @ X 7 = (5.33/63)(22/2+7+9/2) 4.18 = 149 #
�+ 2.28 = 10.5 + + .5 +11' Ft
V @ X 8 = (5.33/63)(9/2+2) 0.88 = 104 #
W®- + 0.42 = +3'+2.5' Ft
ro ect:
an suer
y:
RB Engineers, Inc.
1312 2nd St Kirkland, WA
Phone: (425) 822-3009
Email: rbe1992@gmail.com
WIND FORCES ON SHEAR WALLS
Shearwalls in Y — Y Direction
Fw Y — Y @ Roof- 7.56 kips 7.56 k / 65 ft = 116
V @ Y 1 = (7.56/65)(2+24/2) = 1.63 = 44
�r
#/Ft
Ft
V @ Y 2 = (7.56/65)(24/2+4+20/2) = 3.02 = 168 #
E W- 13.5'+2.25'+2.75' Ft
V @ Y 3 = (7.56/65)(20/2+12/2) = 1.86 = 133 #
(E)SW-6 Ft
V @ Y 4 = (7.56/65)(12/2+3) = 1.05 = 55 #
SW-4+7' Ft
Fw Y — Y @ Upper: 10.01 kips 10.01 k / 97 ft = 103 #/Ft
V @ Y 5 = (10.01/97)(4+17/2) = 1.29 = 136 #
SW-6 9.5' Ft
V @ Y 6 = (10.01/97)(17/2+8+25/2) 4.62 = 231 #
+ 1.63 = 4'+6.5'+9.5' Ft
V @ Y 7 = (10.01/97)(25/2+4+12/2) 5.29 = 258 #
+3.02 = 10'+9.5' Ft
V @ Y 8 = (10.01/97)(12/2+27/2) 3.59 = 171 #
�+ 1.86x(19/27) 13'+8' Ft
+ 1.05x(7/27) _
V @ Y 9 = (10.01/97)(27/2) 2.72 = 151 #
SW- + 1.86x(8/27) + + Ft
+ 1.05x(20/27) _
#/Ft
Ft
V @ Y 2 = (7.56/65)(24/2+4+20/2) = 3.02 = 168 #
E W- 13.5'+2.25'+2.75' Ft
V @ Y 3 = (7.56/65)(20/2+12/2) = 1.86 = 133 #
(E)SW-6 Ft
V @ Y 4 = (7.56/65)(12/2+3) = 1.05 = 55 #
SW-4+7' Ft
Fw Y — Y @ Upper: 10.01 kips 10.01 k / 97 ft = 103 #/Ft
V @ Y 5 = (10.01/97)(4+17/2) = 1.29 = 136 #
SW-6 9.5' Ft
V @ Y 6 = (10.01/97)(17/2+8+25/2) 4.62 = 231 #
+ 1.63 = 4'+6.5'+9.5' Ft
V @ Y 7 = (10.01/97)(25/2+4+12/2) 5.29 = 258 #
+3.02 = 10'+9.5' Ft
V @ Y 8 = (10.01/97)(12/2+27/2) 3.59 = 171 #
�+ 1.86x(19/27) 13'+8' Ft
+ 1.05x(7/27) _
V @ Y 9 = (10.01/97)(27/2) 2.72 = 151 #
SW- + 1.86x(8/27) + + Ft
+ 1.05x(20/27) _
V @ Y 7 = (10.01/97)(25/2+4+12/2) 5.29 = 258 #
+3.02 = 10'+9.5' Ft
V @ Y 8 = (10.01/97)(12/2+27/2) 3.59 = 171 #
�+ 1.86x(19/27) 13'+8' Ft
+ 1.05x(7/27) _
V @ Y 9 = (10.01/97)(27/2) 2.72 = 151 #
SW- + 1.86x(8/27) + + Ft
+ 1.05x(20/27) _
ro ect:
an suer
RB 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. 10.88 kips 10.88 k / 51 ft = 213
V @ X 1 = (10.88/51)(15/2) = 1.60 = 229
T
#/Ft
Ft
V @ X 2 = (10.88/51)(15/2+27/2) = 4.48 = 242 #
SW- 7+7+ .5 Ft
V @ X 3 = (10.88/51)(27/2+3+5/2) = 4.05 = 159 #
5 + .5 +6' Ft
V @ X 4 = (10.88/51)(5/2+1) = 0.75 = 56 #
3.5'+ .5 + + .25' Ft
Fw X - X @ Upper: 11.53 kips 11.53 k / 63 ft = 183 #/Ft
V @ X 5 = (11.53/63)(12+11/2) 4.80 = 447 #
SW-3 + 1.60 = + .5' Ft
V @ X 6 = (11.53/63)(11/2+22/2) 7.50 = 349 #
�+ 4.48 = '+9.5' Ft
V @ X 7 = (11.53/63)(22/2+7+9/2) 8.17 = 292 #
�+4.05 = 10. + + .5+1F Ft
V @ X 8 = (11.53/63)(9/2+2) 1.75 = 206 #
�+ 0.75 = + + . Ft
#/Ft
Ft
V @ X 2 = (10.88/51)(15/2+27/2) = 4.48 = 242 #
SW- 7+7+ .5 Ft
V @ X 3 = (10.88/51)(27/2+3+5/2) = 4.05 = 159 #
5 + .5 +6' Ft
V @ X 4 = (10.88/51)(5/2+1) = 0.75 = 56 #
3.5'+ .5 + + .25' Ft
Fw X - X @ Upper: 11.53 kips 11.53 k / 63 ft = 183 #/Ft
V @ X 5 = (11.53/63)(12+11/2) 4.80 = 447 #
SW-3 + 1.60 = + .5' Ft
V @ X 6 = (11.53/63)(11/2+22/2) 7.50 = 349 #
�+ 4.48 = '+9.5' Ft
V @ X 7 = (11.53/63)(22/2+7+9/2) 8.17 = 292 #
�+4.05 = 10. + + .5+1F Ft
V @ X 8 = (11.53/63)(9/2+2) 1.75 = 206 #
�+ 0.75 = + + . Ft
ro ect:
an suer
RB Engineers, Inc.
1312 2nd St Kirkland, WA
Phone: (425) 822-3009
Email: rbel992@gmail.com
QUAKE FORCES ON SHEAR WALLS
Shearwalls in Y - Y Direction
Fw Y - Y @ Roof. 10.88 kips 10.88 k / 65 ft = 167
V @ Y 1 = (10.88/65)(2+24/2) = 2.34 = 63
25'+12'
#/Ft
Ft
V @ Y 2 = (10.88/65)(24/2+4+20/2) = 4.35 = 242 #
E W- 13.5 + .25'+2.75' Ft
V @ Y 3 = (10.88/65)(20/2+12/2) = 2.68 = 191 #
Ft
V @ Y 4 = (10.88/65)(12/2+3) = 1.51 = 79 #
127+7� Ft
Fw Y - Y @ Upper: 11.53 kips 11.53 k / 97 ft = 119 #/Ft
V @ Y 5 = (11.53/97)(4+17/2) = 1.49 = 156 #
SW-6 9.5' Ft
V @ Y 6 = (11.53/97)(17/2+8+25/2) 5.79 = 290 #
+ 2.34 = 4'+6.5'+9.5' Ft
V @ Y 7 = (11.53/97)(25/2+4+12/2) 6.97 = 340 #
+4.35 = +9.5' Ft
V @ Y 8 = (11.53/97)(12/2+27/2) 4.59 = 219 #
W®- + 2.68x(19/27) +8' Ft
+ 1.51x(7/27) _
V @ Y 9 = (11.53/97)(27/2) 3.52 = 195 #
�+ 2.68x(8/27) 5 + +5 Ft
+ 1.51x(20/27) -
#/Ft
Ft
V @ Y 2 = (10.88/65)(24/2+4+20/2) = 4.35 = 242 #
E W- 13.5 + .25'+2.75' Ft
V @ Y 3 = (10.88/65)(20/2+12/2) = 2.68 = 191 #
Ft
V @ Y 4 = (10.88/65)(12/2+3) = 1.51 = 79 #
127+7� Ft
Fw Y - Y @ Upper: 11.53 kips 11.53 k / 97 ft = 119 #/Ft
V @ Y 5 = (11.53/97)(4+17/2) = 1.49 = 156 #
SW-6 9.5' Ft
V @ Y 6 = (11.53/97)(17/2+8+25/2) 5.79 = 290 #
+ 2.34 = 4'+6.5'+9.5' Ft
V @ Y 7 = (11.53/97)(25/2+4+12/2) 6.97 = 340 #
+4.35 = +9.5' Ft
V @ Y 8 = (11.53/97)(12/2+27/2) 4.59 = 219 #
W®- + 2.68x(19/27) +8' Ft
+ 1.51x(7/27) _
V @ Y 9 = (11.53/97)(27/2) 3.52 = 195 #
�+ 2.68x(8/27) 5 + +5 Ft
+ 1.51x(20/27) -
V @ Y 7 = (11.53/97)(25/2+4+12/2) 6.97 = 340 #
+4.35 = +9.5' Ft
V @ Y 8 = (11.53/97)(12/2+27/2) 4.59 = 219 #
W®- + 2.68x(19/27) +8' Ft
+ 1.51x(7/27) _
V @ Y 9 = (11.53/97)(27/2) 3.52 = 195 #
�+ 2.68x(8/27) 5 + +5 Ft
+ 1.51x(20/27) -
RB Engineers, Inc.
roj ec : Landsverk
13y:
ien :
Date: 111312023
Subject: a era
age: L 14/
CHECK OVERTURNING FOR: X 2 (Quake)
L = 4.5 ft TLRF = 5 ft (conservative)
P = 242 lb/ft
P x L =
4.5x242
1.09 kip
Padj =
MoT = 1.09x8 8.71 kip - ft
S ds= 1.07 From Cs Calculations
Ev = .7(0.2*S_ds)= 0.15
MR = [(0.13+0.13)x0.5x4.5+0.14x4.5] _
1.20 kip - ft
F=MoT-MR/ L= 1.67 kip
Positive # : Hold down required
Negative # : No Hold down Required
Therefore use (1)CS16 hold downs at each end
D
0.7Ev*D
(.6D)-.7Ev
0.3
0.04
0.14
El
RB Engineers, Inc.
roj ec : Landsverk
13y:
ien :
Date: 111312023
Subject: a era
age:
CHECK OVERTURNING FOR: X 5 (Quake)
L = 3.5 ft TLRF = 5 ft (conservative)
P = 447 lb/ft
P x L =
3.5x447
1.56 kip
Padj =
MoT =
S ds=
.7(0.2*S_ds)=
MR =
1.56x8
1.07
0.15
12.52 kip - ft
From Cs Calculations
[(0.10+0.10)x0.5x3.5+0.27x3.5] _
1.30 kip - ft
F=MoT-MR/ L= 3.20 kip
Positive # : Hold down required
Negative # : No Hold down Required
Therefore use STHD14 or HTT5 hold downs at each end
D
0.7Ev*D
(.6D)-.7Ev
0.6
0.09
0.27
El
RB Engineers, Inc.
roj ec : Landsverk
13y:
ien :
Date: 111312023
Subject: a era
age:
CHECK OVERTURNING FOR: y 1 (Quake)
L = 2.25 ft TLRF = 5 ft (conservative)
P = 242 lb/ft
P x L =
2.25x22
0.54 kip
Padj =
MoT = 0.54x8 4.36 kip - ft
S ds= 1.07 From Cs Calculations
Ev = .7(0.2*S_ds)= 0.15
MR =[(0.07+0.06)x0.5x2.25+0.14x2.25] _
0.45 kip - ft
F=MoT-MR/ L= 1.74 kip
Positive # : Hold down required
Negative # : No Hold down Required
Therefore use (1)CS16 hold downs at each end
D
0.7Ev*D
(.6D)-.7Ev
0.3
0.04
0.14
El
RB Engineers, Inc.
roj ec : Landsverk
13y:
ien :
Date: 111312023
Subject: a era
age:
CHECK OVERTURNING FOR: Y 7 (Quake)
L = 9.5 ft TLRF = 5 ft (conservative)
P = 340 lb/ft
P x L =
9.5x340
3.23 kip
Padj =
MoT =
S ds=
.7(0.2*S_ds)=
MR =
3.23x8
1.07
0.15
25.84 kip - ft
From Cs Calculations
[(0.28+0.27)x0.5x9.5+0.27x9.5] _
5.19 kip -ft
F=MoT-MR/ L= 2.17 kip
Positive # : Hold down required
Negative # : No Hold down Required
Therefore use STHD14 or HTT5 hold downs at each end
D
0.7Ev*D
(.6D)-.7Ev
0.6
0.09
0.27
El
B1/23
BEAM KEY PLAN
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BM #7 UPPER FLOOR FRAMING PLAN
4
Kirkland, WA 98033
Project Title: Landsverk
Engineer:
Project ID:
Project Descr:
B3/23
Printed: 7 FEB 2024, 2:17PM
Wood Beam Project File: Landsverk Residence.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: BM #1
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method : Allowable Stress Design
Fb +
2,400.0 psi
E : Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
1,850.0 psi
Ebend- xx
1,800.Oksi
Fc - Prll
1,650.0 psi
Eminbend - xx
950.Oksi
Wood Species DF/DF
Fc - Perp
650.0 psi
Ebend- yy
1,600.Oksi
Wood Grade 24F-V4
Fv
265.0 psi
Eminbend - yy
850.Oksi
Ft
1,100.0psi
Density
31.210pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
.084) L/0.1
5.5x10.5
Span = 17.50 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated
and added
Uniform Load : D = 0.0140, L = 0.0250
ksf, Tributary Width = 6.0 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.44a 1
Maximum Shear Stress Ratio
=
0.182 : 1
Section used for this span
5.5x10.5
Section used for this span
5.5x10.5
fb: Actual =
1,063.64psi
fv: Actual
=
48.14 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 =
8.750ft
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
0.333 in Ratio =
629 > 360 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.520 in Ratio =
403 > 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 = 17.50 ft 1 0.177 0.072 0.90
1.00 1.00 1.00
1.000 1.00 1.00 1.00 3.22 381.8
2,160.0
0.67 17.3 238.5
+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 = 17.50 ft 1 0.443 0.182 1.00
1.00 1.00 1.00
1.000 1.00 1.00 1.00 8.96 1,063.6
2,400.0
1.85 48.1 265.0
+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 = 17.50 ft 1 0.298 0.122 1.25
1.00 1.00 1.00
1.000 1.00 1.00 1.00 7.52 893.2
3,000.0
1.56 40.4 331.3
+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 = 17.50 ft 1 0.060 0.024 1.60
1.00 1.00 1.00
1.000 1.00 1.00 1.00 1.93 229.1
3,840.0
0.40 10.4 424.0
Project Title: Landsverk B4/23
Engineer:
Kirkland, WA 98033
Project ID:
Project Descr:
Printed: 7 FEB 2024, 2:17PM
Wood Beam
Project File: Landsverk Residence.ec6
LIC# : KW-06015928, Build:20.23.08.30
RB Engineers, Inc.
(c) ENERCALC INC 1983-2023
DESCRIPTION: BM #1
Overall Maximum Deflections
Load Combination Span
Max. "" Defl Location in Span
Load Combination
Max. "+" Defl Location in Span
+D+L 1
0.5201
8.814
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
0.1867
in 8.814 ft
0.0000 in 0.000 ft
+D+L
1
0.5201
in 8.814 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.4367
in 8.814 ft
0.0000 in 0.000 ft
+0.60D
1
0.1120
in 8.814 ft
0.0000 in 0.000 ft
L Only
1
0.3334
in 8.814 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
2.048
2.048
Max Upward from Load Combinations
2.048
2.048
Max Upward from Load Cases
1.313
1.313
D Only
0.735
0.735
+D+L
2.048
2.048
+D+0.750L
1.719
1.719
+0.60D
0.441
0.441
L Only
1.313
1.313
N 3,31 $111 1,13 8188 RN 1241 13,73 IN 17,11
Distara(R)
1 D9lI11+D+114+0.1% 1+010D
Kirkland, WA 98033
Wood Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: BM #1
Project Title: Landsverk B5/23
Engineer:
Project ID:
Project Descr:
Printed: 7 FEB 2024, 2:17PM
Project File: Landsverk Residence.ec6
RB Engineers, Inc. (c) ENERCALC INC 1983-2023
1�6 339 6111 6111 8186 1028 1281 16A6 1J18
Distaece(R)
1 1)01ff I+D+I 14+05011+0101)
1A 339 S'I1 610 136 1028 f iG 15,46 9111
Distaece(R)
1 D011t I+D+I I+D+01M 14601) 110o1y
Kirkland, WA 98033
Project Title: Landsverk
Engineer:
Project ID:
Project Descr:
B6/23
Printed: 7 FEB 2024, 2:26PM
Wood Beam Project File: Landsverk Residence.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: ASCE 7-16
Material Properties
Analysis Method : Allowable Stress Design
Fb +
2,400.0 psi
E : Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
1,850.0 psi
Ebend- xx
1,800.Oksi
Fc - Prll
1,650.0 psi
Eminbend - xx
950.Oksi
Wood Species DF/DF
Fc - Perp
650.0 psi
Ebend- yy
1,600.Oksi
Wood Grade 24F-V4
Fv
265.0 psi
Eminbend - yy
850.Oksi
Ft
1,100.0psi
Density
31.210pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(0.8) L(1.35)
D(0.028
L(0.05)
5.5x10.5
Span = 11.50 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated
and added
Uniform Load : D = 0.0140, L = 0.0250
ksf, Tributary Width = 2.0 ft
Point Load : D = 0.80, L = 1.350 k @ 5.750
ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.370 1
Maximum Shear Stress Ratio
=
0.143 : 1
Section used for this span
5.5x10.5
Section used for this span
5.5x10.5
fb: Actual =
887.06 psi
fv: Actual
=
37.87 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 =
5.750ft
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
0.099 in Ratio =
1400 >=360 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.156 in Ratio =
883 > 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 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 = 11.50 ft 1 0.152 0.059 0.90
1.00 1.00 1.00
1.000 1.00 1.00 1.00 2.76 328.1
2,160.0
0.54 14.0 238.5
+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 = 11.50 ft 1 0.370 0.143 1.00
1.00 1.00 1.00
1.000 1.00 1.00 1.00 7.47 887.1
2,400.0
1.46 37.9 265.0
+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 = 11.50 ft 1 0.249 0.096 1.25
1.00 1.00 1.00
1.000 1.00 1.00 1.00 6.29 747.3
3,000.0
1.23 31.9 331.3
+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 = 11.50 ft 1 0.051 0.020 1.60
1.00 1.00 1.00
1.000 1.00 1.00 1.00 1.66 196.8
3,840.0
0.32 8.4 424.0
Project Title: Landsverk B7/23
Engineer:
Kirkland, WA 98033
Project ID:
Project Descr:
Printed: 7 FEB 2024, 2:26PM
Wood Beam
Project File: Landsverk Residence.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
0.1563
5.792
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
0.0577
in 5.792 ft
0.0000 in 0.000 ft
+D+L
1
0.1563
in 5.792 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.1316
in 5.792 ft
0.0000 in 0.000 ft
+0.60D
1
0.0346
in 5.792 ft
0.0000 in 0.000 ft
L Only
1
0.0985
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
1.524
1.524
Max Upward from Load Combinations
1.524
1.524
Max Upward from Load Cases
0.963
0.963
D Only
0.561
0.561
+D+L
1.524
1.524
+D+0.750L
1.283
1.283
+0.60D
0.337
0.337
L Only
0.963
0.963
L09 2d2 336 4101 SIR 6A Im 902 1016 1129
Distara(R)
1 D9lI11+D+11441S011+0101)
Project Title: Landsverk B$/23
Engineer:
Kirkland, WA 98033 Project ID:
Project Descr:
Printed: 7 FEB 2024, 2:26PM
Wood Beam Project File: Landsverk Residence.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: BM #2
1,6
06
MEh"8Ek-;;
L
n
n
c
•0,b
•lb
1A9 222 336 4141 SIR 6A IM 902 lOd6 1139
Distaece(R)
1 1)01ff I+D+I 14+05011+0101)
1'09 M 3,36 4,01 6l62 6A
DisWla(R)
1 D01i1 I+D+11+D+01M 14601) 110o1y
Kirkland, WA 98033
Project Title: Landsverk
Engineer:
Project ID:
Project Descr:
B9/23
Printed: 7 FEB 2024, 2:27PM
Wood Beam Project File: Landsverk Residence.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: ASCE 7-16
Material Properties
Analysis Method : Allowable Stress Design
Fb +
2,400.0 psi
E : Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
1,850.0 psi
Ebend- xx
1,800.Oksi
Fc - Prll
1,650.0 psi
Eminbend - xx
950.Oksi
Wood Species DF/DF
Fc - Perp
650.0 psi
Ebend- yy
1,600.Oksi
Wood Grade 24F-V4
Fv
265.0 psi
Eminbend - yy
850.Oksi
Ft
1,100.0psi
Density
31.210pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
14) U0.25
5.5x10.5
Span = 17.50 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated
and added
Uniform Load : D = 0.0140, L = 0.0250
ksf, Tributary Width = 10.0 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.739 1
Maximum Shear Stress Ratio
=
0.303 : 1
Section used for this span
5.5x10.5
Section used for this span
5.5x10.5
fb: Actual =
1,772.73psi
fv: Actual
=
80.23 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 =
8.750ft
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
0.556 in Ratio =
377 > 360 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.867 in Ratio =
242 > 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
Cy Cfu C i C r M fb
F'b
V fv F'v
D Only
0.0
0.00 0.0 0.0
Length = 17.50 ft 1 0.295 0.121 0.90
1.00 1.00 1.00
1.000 1.00 1.00 1.00 5.36 636.4
2,160.0
1.11 28.8 238.5
+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 = 17.50 ft 1 0.739 0.303 1.00
1.00 1.00 1.00
1.000 1.00 1.00 1.00 14.93 1,772.7
2,400.0
3.09 80.2 265.0
+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 = 17.50 ft 1 0.496 0.203 1.25
1.00 1.00 1.00
1.000 1.00 1.00 1.00 12.54 1,488.6
3,000.0
2.59 67.4 331.3
+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 = 17.50 ft 1 0.099 0.041 1.60
1.00 1.00 1.00
1.000 1.00 1.00 1.00 3.22 381.8
3,840.0
0.67 17.3 424.0
Project Title: Landsverk B10/23
Engineer:
Kirkland, WA 98033
Project ID:
Project Descr:
Printed: 7 FEB 2024, 2:27PM
Wood Beam
Project File: Landsverk Residence.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
0.8668
8.814
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
0.3111
in 8.814 ft
0.0000 in 0.000 ft
+D+L
1
0.8668
in 8.814 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.7279
in 8.814 ft
0.0000 in 0.000 ft
+0.60D
1
0.1867
in 8.814 ft
0.0000 in 0.000 ft
L Only
1
0.5556
in 8.814 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
3.413
3.413
Max Upward from Load Combinations
3.413
3.413
Max Upward from Load Cases
2.188
2.188
D Only
1.225
1.225
+D+L
3.413
3.413
+D+0.750L
2.866
2.866
+0.60D
0.735
0.735
L Only
2.188
2.188
N 3,31 $111 1,13 8188 RN 1241 13,73 IN 17,11
Distara(R)
1 D9lI11+D+114+0.1% 1+010D
Kirkland, WA 98033
Wood Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: BM #3
Project Title: Landsverk 611 /23
Engineer:
Project ID:
Project Descr:
Printed: 7 FEB 2024, 2:27PM
Project File: Landsverk Residence.ec6
RB Engineers, Inc. (c) ENERCALC INC 1983-2023
1�6 339 6111 6111 8186 1028 1281 16A6 1J18
Distaece(R)
1 1)01ff I+D+I 14+05011+0101)
1A 339 S'I1 610 136 1028 f iG 15,46 9111
Distaece(R)
1 D011t I+D+I I+D+01M 14601) 110o1y
Kirkland, WA 98033
Project Title: Landsverk
Engineer:
Project ID:
Project Descr:
B 12/23
Printed: 8 FEB 2024, 11:12AM
Wood Beam Project File: Landsverk Residence.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: ASCE 7-16
Material Properties
Analysis Method : Allowable Stress Design
Fb +
2900 psi
E : Modulus of Elasticity
Load Combination ASCE 7-16
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(0.14) L(0.4)
5.25x9.5
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 = 0.0250
ksf, Tributary Width = 10.0 ft
Uniform Load : D = 0.0140, L = 0.040 ksf,
Tributary Width = 10.0 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.71a 1
Maximum Shear Stress Ratio
=
0.457 : 1
Section used for this span
5.25x9.5
Section used for this span
5.25x9.5
fb: Actual =
2,137.49 psi
fv: Actual
=
132.50 psi
F'b =
2,976.18psi
F'v
=
290.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
5.500ft
Location of maximum on span
=
10.237ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.287 in Ratio =
459 > 360 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.411 in Ratio =
321 > 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 u�
Shie-ar 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 0.240 0.153 0.90
1.00 1.00 1.00
1.026 1.00 1.00 1.00 4.24 643.5
2,678.6
1.33 39.9 261.0
+D+L
1.00 1.00 1.00
1.026 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 11.0 ft 1 0.718 0.457 1.00
1.00 1.00 1.00
1.026 1.00 1.00 1.00 14.07 2,137.5
2,976.2
4.41 132.5 290.0
+D+0.750L
1.00 1.00 1.00
1.026 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 11.0 ft 1 0.474 0.302 1.25
1.00 1.00 1.00
1.026 1.00 1.00 1.00 11.61 1,764.0
3,720.2
3.64 109.3 362.5
+0.60D
1.00 1.00 1.00
1.026 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 11.0 ft 1 0.081 0.052 1.60
1.00 1.00 1.00
1.026 1.00 1.00 1.00 2.54 386.1
4,761.9
0.80 23.9 464.0
Project Title: Landsverk B13/23
Engineer:
Kirkland, WA 98033
Project ID:
Project Descr:
Printed: 8 FEB 2024, 11:12AM
Wood Beam
Project File: Landsverk Residence.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
0.4108
5.540
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
0.1237
in 5.540 ft
0.0000 in 0.000 ft
+D+L
1
0.4108
in 5.540 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.3390
in 5.540 ft
0.0000 in 0.000 ft
+0.60D
1
0.0742
in 5.540 ft
0.0000 in 0.000 ft
L Only
1
0.2871
in 5.540 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
5.115
5.115
Max Upward from Load Combinations
5.115
5.115
Max Upward from Load Cases
3.575
3.575
D Only
1.540
1.540
+D+L
5.115
5.115
+D+0.750L
4.221
4.221
+0.60D
0.924
0.924
L Only
3.575
3.575
IN 213 321 Q SIN 6,46 is 110 9'2 1060
Distance (ft)
1 D9l111+D+11441S011+0101)
Kirkland, WA 98033
Wood Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: BM #4
Project Title: Landsverk B14/23
Engineer:
Project ID:
Project Descr:
Printed: 8 FEB 2024, 11:12AM
Project File: Landsverk Residence.ec6
RB Engineers, Inc. (c) ENERCALC INC 1983-2023
104 2,13 321 41 S38 6A6 is 9J2 10,80
DIsW (ft)
1 1)01ff I+D+11+D+05011+0,60D
U4 2d3 321 430 638 ilo 1bs Vd 10180
Dista�e(ft)
1 D011t I+D+11+D+0dM I460D 110o11
Kirkland, WA 98033
Project Title: Landsverk
Engineer:
Project ID:
Project Descr:
B 15/23
Printed: 8 FEB 2024, 11:13AM
Wood Beam Project File: Landsverk Residence.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: ASCE 7-16
Material Properties
Analysis Method : Allowable Stress Design
Fb +
2,900.0 psi
E : Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
2,900.0 psi
Ebend- xx 2,000.Oksi
Fc - Prll
2,900.0 psi
Eminbend - xx 1,016.54ksi
Wood Species Level 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(0.168)
L(0.48)
3.5x9.5
Span = 7.250 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 = 12.0 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.326: 1
Maximum Shear Stress Ratio
=
0.288 : 1
Section used for this span
3.5x9.5
Section used for this span
3.5x9.5
fb: Actual =
970.46psi
fv: Actual
=
83.54 psi
F'b =
2,976.18psi
F'v
=
290.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
3.625ft
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
0.060 in Ratio =
1449 > 360 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.081 in Ratio =
1073 > 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 = 7.250 ft 1 0.094 0.083 0.90
1.00 1.00 1.00
1.026 1.00 1.00 1.00 1.10 251.6
2,678.6
0.48 21.7 261.0
+D+L
1.00 1.00 1.00
1.026 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 7.250 ft 1 0.326 0.288 1.00
1.00 1.00 1.00
1.026 1.00 1.00 1.00 4.26 970.5
2,976.2
1.85 83.5 290.0
+D+0.750L
1.00 1.00 1.00
1.026 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 7.250 ft 1 0.213 0.188 1.25
1.00 1.00 1.00
1.026 1.00 1.00 1.00 3.47 790.7
3,720.2
1.51 68.1 362.5
+0.60D
1.00 1.00 1.00
1.026 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 7.250 ft 1 0.032 0.028 1.60
1.00 1.00 1.00
1.026 1.00 1.00 1.00 0.66 151.0
4,761.9
0.29 13.0 464.0
Project Title: Landsverk B16/23
Engineer:
Kirkland, WA 98033
Project ID:
Project Descr:
Printed: 8 FEB 2024, 11:13AM
Wood Beam
Project File: Landsverk Residence.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
0.0810
3.651
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
0.0210
in 3.651 ft
0.0000 in 0.000 ft
+D+L
1
0.0810
in 3.651 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.0660
in 3.651 ft
0.0000 in 0.000 ft
+0.60D
1
0.0126
in 3.651 ft
0.0000 in 0.000 ft
L Only
1
0.0600
in 3.651 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
2.349
2.349
Max Upward from Load Combinations
2.349
2.349
Max Upward from Load Cases
1.740
1.740
D Only
0.609
0.609
+D+L
2.349
2.349
+D+0.750L
1.914
1.914
+0.60D
0.365
0.365
L Only
1.740
1.740
1-1
U6 1143 2114 Ul IN 434 5,03 519 654 7.5
Distara(R)
1 D9lI11+D+11441S011+0101)
Kirkland, WA 98033
Wood Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: BM #5
Project Title: Landsverk B17/23
Engineer:
Project ID:
Project Descr:
Printed: 8 FEB 2024, 11:13AM
Project File: Landsverk Residence.ec6
RB Engineers, Inc. (c) ENERCALC INC 1983-2023
0,63 1143 2,14 Ul 3d0 434 5x U1 154 1,25
DISW (R)
1 1)01ff I+D+I 14+050114601)
01H 1,40 U 2163 39 4.3 4,91 W 610 2,2
DISWO(R)
1DO,f I+D+iI+D+C,liblI+6,66DIiOoll
Kirkland, WA 98033
Project Title: Landsverk
Engineer:
Project ID:
Project Descr:
B 18/23
Printed: 24 FEB 2024, 11:39AM
Wood Beam Project File: Landsverk Residence.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: ASCE 7-16
Material Properties
Analysis Method : Allowable Stress Design
Fb +
900 psi
E : Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
900 psi
Ebend- xx 1600 ksi
Fc - Prll
1350 psi
Eminbend - xx 580 ksi
Wood Species Douglas Fir -Larch
Fc - Perp
625 psi
Wood Grade No.2
Fv
180 psi
Ft
575 psi
Density 31.21 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(0.07) L(0.125)
6x8
Span = 5.50 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated
and added
Uniform Load : D = 0.0140, L = 0.0250
ksf, Tributary Width = 5.0 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.191: 1
Maximum Shear Stress Ratio
=
0.084 : 1
Section used for this span
6x8
Section used for this span
6x8
fb: Actual =
171.60psi
fv: Actual
=
15.09 psi
F'b =
900.00 psi
F'v
=
180.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
2.750ft
Location of maximum on span
=
4.878ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.008 in Ratio =
7887 > 360 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.013 in Ratio =
5056 > 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 = 5.50 ft 1 0.076 0.033 0.90
1.00 1.00 1.00
1.000 1.00 1.00 1.00 0.26 61.6
810.0
0.15 5.4 162.0
+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 = 5.50 ft 1 0.191 0.084 1.00
1.00 1.00 1.00
1.000 1.00 1.00 1.00 0.74 171.6
900.0
0.41 15.1 180.0
+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 = 5.50 ft 1 0.128 0.056 1.25
1.00 1.00 1.00
1.000 1.00 1.00 1.00 0.62 144.1
1,125.0
0.35 12.7 225.0
+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 = 5.50 ft 1 0.026 0.011 1.60
1.00 1.00 1.00
1.000 1.00 1.00 1.00 0.16 37.0
1,440.0
0.09 3.2 288.0
Kirkland, WA 98033
Project Title: Landsverk
Engineer:
Project ID:
Project Descr:
B 19/23
Printed: 24 FEB 2024, 11:39AM
Wood Beam Project File: Landsverk Residence.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 0.0131 2.770
Maximum Deflections for Load Combinations
Load Combination
D Only
+D+L
+D+0.750L
+0.60D
L Only
Vertical Reactions
Span
Max. Downward Defl Location in Span
1
0.0047 in
2.770 ft
1
0.0131 in
2.770 ft
1
0.0110 in
2.770 ft
1
0.0028 in
2.770 ft
1
0.0084 in
2.770 ft
Support notation
: Far left is #1
0.0000 0.000
Max. Upward Defl
Location in Span
0.0000 in
0.000 ft
0.0000 in
0.000 ft
0.0000 in
0.000 ft
0.0000 in
0.000 ft
0.0000 in
0.000 ft
Values in KIPS
Load Combination
Support 1 Support 2
Max Upward from all Load Conditions
0.536
0.536
Max Upward from Load Combinations
0.536
0.536
Max Upward from Load Cases
0.344
0.344
D Only
0.193
0.193
+D+L
0.536
0.536
+D+0.750L
0.450
0.450
+0.60D
0.116
0.116
L Only
0.344
0.344
Odt L06 1.6l 211 2111 3123 3A 436 4 H S 44
Distance (ft)
1 D9l111+D+11441S0I HAD
Kirkland, WA 98033
Wood Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: BM #6
Project Title: Landsverk B2�/23
Engineer:
Project ID:
Project Descr:
Printed: 24 FEB 2024, 11:39AM
Project File: Landsverk Residence.ec6
RB Engineers, Inc. (c) ENERCALC INC 1983-2023
062 b U1 M7 2111 3179 41 4N 5.44
Distaece(R)
1 1)01ff I+D+I 14+050114601)
OR Ile Is 247 M1 3,11 45 49
DISWO(R)
1DO,f I+D+iI+D+C,liblI+6,66DIiOoll
Kirkland, WA 98033
Project Title: Landsverk
Engineer:
Project ID:
Project Descr:
B21 /23
Printed: 5 MAR 2024, 12:09PM
Wood Beam Project File: Landsverk Residence.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: ASCE 7-16
Material Properties
Analysis Method : Allowable Stress Design
Fb +
2900 psi
E : Modulus of Elasticity
Load Combination ASCE 7-16
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
[1Lyal11(6x1rN
3.5x9.5
Span = 9.250 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 = 0.0250
ksf, Tributary Width = 3.0 ft
Uniform Load : D = 0.0140, L = 0.040 ksf,
Tributary Width = 6.0 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.361: 1
Maximum Shear Stress Ratio
=
0.264 : 1
Section used for this span
3.5x9.5
Section used for this span
3.5x9.5
fb: Actual =
1,075.10 psi
fv: Actual
=
76.57 psi
F'b =
2,976.18psi
F'v
=
290.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
4.625ft
Location of maximum on span
=
8.474ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.104 in Ratio =
1063 >=360 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.146 in Ratio =
759 > 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 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 = 9.250 ft 1 0.115 0.084 0.90
1.00 1.00 1.00
1.026 1.00 1.00 1.00 1.35 307.2
2,678.6
0.48 21.9 261.0
+D+L
1.00 1.00 1.00
1.026 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 9.250 ft 1 0.361 0.264 1.00
1.00 1.00 1.00
1.026 1.00 1.00 1.00 4.72 1,075.1
2,976.2
1.70 76.6 290.0
+D+0.750L
1.00 1.00 1.00
1.026 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 9.250 ft 1 0.237 0.173 1.25
1.00 1.00 1.00
1.026 1.00 1.00 1.00 3.87 883.1
3,720.2
1.39 62.9 362.5
+0.60D
1.00 1.00 1.00
1.026 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 9.250 ft 1 0.039 0.028 1.60
1.00 1.00 1.00
1.026 1.00 1.00 1.00 0.81 184.3
4,761.9
0.29 13.1 464.0
Project Title: Landsverk B22/23
Engineer:
Kirkland, WA 98033
Project ID:
Project Descr:
Printed: 5 MAR 2024, 12:09PM
Wood Beam
Project File: Landsverk Residence.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
0.1461
4.659
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
0.0417
in 4.659 ft
0.0000 in 0.000 ft
+D+L
1
0.1461
in 4.659 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.1200
in 4.659 ft
0.0000 in 0.000 ft
+0.60D
1
0.0250
in 4.659 ft
0.0000 in 0.000 ft
L Only
1
0.1044
in 4.659 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
2.040
2.040
Max Upward from Load Combinations
2.040
2.040
Max Upward from Load Cases
1.457
1.457
D Only
0.583
0.583
+D+L
2.040
2.040
+D+0.750L
1.675
1.675
+0.60D
0.350
0.350
L Only
1.457
1.457
Ul th N1 Al 4162 644 636 726 8d7 63
Distara(R)
1)011t I+D+1 I4+6.7S611+6.66D
Project Title: Landsverk B23/23
Engineer:
Kirkland, WA 98033 Project ID:
Project Descr:
Printed: 5 MAR 2024, 12:09PM
Wood Beam Project File: Landsverk Residence.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: BM #7
i
MEh"8Ek-;;
L
n
n
c
•1,U
del
U6 1A M H1 42 SA 63 73 8.17 qM
Dista�ce(ft)
1 1)01ff I+D+I 14+115011+6.661)
0166 1A M 3161 4R SA U 726 6d1 Is
DISWO(ft)
1 1)011t I+D+i I+D+6d66i 1+6,661) 1 1.0o11
Cl/3
ELECTRICAL LEGEND GENERAL NOTES
m... ........
NINNII-1 IN
- I COLUMN KEY PLAN IUPlNIANNNAIWlIR
NA
TR_UN_R._IR_01 �Il III MI 1-M III . 1
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AN 11. . I IAN
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ANTlo I
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.TlRl`
'I"
c #1 �N Bar) .11`.NN2l`l`A III I AUIMR1`.'='AR`A.No'N
ANA
N.I-N AT,1�1;% LIN I I.AII
OQ=RCH 31%1�N I=
ITiaE HIGH -EFFICIENCY LORDING
I-T.-ARRIIININ-ANALL-1.1
NS
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STAIRWAY ILLUMINATION - R203.7
N17711
NOOK N.�
TP,
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MIN io N,RlT_u.R LU
M. -IM. AII TIA-All -M.
m ARI
IT ..M.,
AT M EMERGENCY ESCAPE IRC R310 LU
NE A
AN- RA 'IN LU a;
XbVERED PORCH ERGHDR
TIATI'l COVERED PORCH =7
g I , !
ILNR I CD BATHROOM NOTE
112
%
I uF IP�llxexox KITCHEN LU FI g
IS: A I-ILI-I ::> -
N, =11�1,ITT.A.E�UIRTIRN
YOM AM`I`1R1=llHlA..lAVl Ln
r 0I GREAT ROOM 24�`E`Ep w 15 `UTl`l`E'lQF RM-
"D
C4GARAGE SEPARATION
NARAN
MASTER BEDROOM _EWTITH. 1
M�N71IF R=NIENNN
I `=.'=H`E:`A INANNI A- -I X - , . ,1E
WALK-IN =G AZL-I'E' _1 IE�X
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IT I
VEIII 1111111 -1-
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-
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MLIENTRATMNI 111 N� OPEN NII
DAARIT
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112,
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M, ��N, I ITE AL LI I
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.IN1.
Kirkland, WA 98033
Project Title: Landsverk
Engineer:
Project ID:
Project Descr:
C2/3
Printed: 8 FEB 2024, 10:58AM
Wood Column Project File: Landsverk Residence.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: C #1
Code References
Calculations per NDS 2018, IBC 2018, CBC 2019,
ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Analysis Method Allowable Stress Design
Wood Section Name 6x6
End Fixities Top Pinned, Bottom Fixed
Wood Grading/Manuf. Graded Lumber
Overall Column Height
16 ft
Wood Member Type Sawn
(Used for non -slender calculations)
Exact Width n Allow Stress Modification Factors
5.50 i
Wood Species Douglas Fir -Larch
Exact Depth 5.50 in
Cf or Cv for Bending
1.0
Wood Grade No.2
Area 30.250 in^2
Cf or Cv for Compressioi
1.0
Fb + 750.0 psi Fv
170.0 psi
Ix 76.255 in^4
Cf or Cv for Tension
1.0
Fb - 750.0 psi Ft
475.0 psi
ly 76.255 in 4
Cm :Wet Use Factor
1.0
Fc - Prll 700.0 psi Density
31.210 pcf
Ct : Temperature Fact
1.0
Fc - Per P 625.0 psi
Cfu :Flat Use Factor
1.0
E : Modulus of Elasticity ... x-x Bending y-y
Bending Axial
Kf :Built-up columns
1.0
Basic 1,300.0
1,300.0 1,300.0ksi
Use Cr : Repetitive ?
No
Minimum 470.0
470.0 Column Buckling Condition:
ABOUT X-X Axis: Lux = 16 ft,
Kx = 1.20
ABOUT Y-Y Axis: Luy = 16 ft, Ky = 1.20
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 104.90 Ibs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 16.0 ft, D = 1.60, L = 2.90 k
BENDING LOADS ...
Lat. Point Load at 0.0 ft creating Mx-x, E
= 0.740 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.7481 : 1
Maximum SERVICE Lateral Load Reactions. .
Load Combination
+D+L
Top along Y-Y 0.0 k
Bottom along Y-Y
0.0 k
Governing NDS Forumla Comp Only, fc/Fc'
Top along X-� 0.0 k
Bottom along X-X
0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are .
Along Y-Y 0.0 in at
0.0 ft above base
Applied Axial
4.605 k
for load combination : n/a
Applied Mx
0.0 k-ft
Applied My
0.0 k-ft
Along X-X 0.0 in at
0.0 ft above base
Fc: Allowable
203.478 psi
for load combination : n/a
Other Factors used to calculate allowable
stresses .. .
PASS Maximum Shear Stress Ratio =
0.0 : 1
Bending Compression
Tension
Load Combination +0.60D+0.70E
Location of max.above base
16.0 ft
Applied Design Shear
0.0 psi
Allowable Shear
272.0 psi
Load Combination Results
Maximum
Axial + Bending Stress Ratios
Maximum Shear Ratios
Load Combination CID
Cp Stress Ratio Status Location
Stress Ratio Status Location
D Only 0.900
0.319
0.280 PASS 0.0 ft
0.0 PASS
16.0 ft
+D+L 1.000
0.291
0.7481 PASS 0.0 ft
0.0 PASS
16.0 ft
+D+0.750L 1.250
0.237
0.6188 PASS 0.0 ft
0.0 PASS
16.0 ft
+0.60D 1.600
0.188
0.1607 PASS 0.0 ft
0.0 PASS
16.0 ft
+D+0.70E 1.600
0.188
0.2678 PASS 0.0 ft
0.0 PASS
16.0 ft
+D+0.750L+0.5250E 1.600
0.188
0.6095 PASS 0.0 ft
0.0 PASS
16.0 ft
+0.60D+0.70E 1.600
0.188
0.1607 PASS 0.0 ft
0.0 PASS
16.0 ft
Kirkland, WA 98033
Project Title: Landsverk
Engineer:
Project ID:
Project Descr:
C3/3
Printed: 8 FEB 2024, 10:58AM
Wood Column JL Project File: Landsverk Residence.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: C #1
Maximum Reactions Note: Only non -zero reactions are listed.
X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments
Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top
D Only
1.705
+D+L
4.605
+D+0.750L
3.880
+0.60D
1.023
+D+0.70E
1.705
+D+0.750L+0.5250E
3.880
+0.60D+0.70E
1.023
L Only
2.900
E Only
Maximum Deflections for Load Combinations
Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance
D Only
+D+L
+D+0.750L
+0.60D
+D+0.70E
+D+0.750L+0.5250E
+0.60D+0.70E
L Only
E Only
Sketches
c
0
LO
0.0000 in
0.000ft
0.000 in
0.000ft
0.0000in
0.000ft
0.000in
0.000ft
0.0000in
0.000ft
0.000in
0.000ft
0.0000in
0.000ft
0.000in
0.000ft
0.0000in
0.000ft
0.000in
0.000ft
0.0000in
0.000ft
0.000in
0.000ft
0.0000in
0.000ft
0.000in
0.000ft
0.0000in
0.000ft
0.000in
0.000ft
0.0000in
0.000ft
0.000in
0.000ft
5.50 in
+X
RM
F1/11
FOOTING KEY PLAN
GENERAL NOTES
3DNER— NINE I—ElIT. ALL
SLAE,ON-GMDE INSULATION
PER
VV/(404T011 POOR OPT. NI M 4� PEEP
IT
PER
DEEP
NET
.P7 I Nl ENEPN 'IT.
3T )DIIP
EPT
VIRPOIED EKE
ROPER MGM
FOOT NO 11 LIT IN I
MO1011 MIR lit I
1 111. IF -- - - - - -
II Ell"
SEE
IT
MIR
7 I-L231
F. 'CLITUG'STEIMLEONVIT
uE
V-_AR
Lop
POSITIVE I IME FOR NEW
CONNIGIRITION
FOUNDATION PLAN
Kirkland, WA 98033
Project Title: Landsverk
Engineer:
Project ID:
Project Descr:
F2/11
Printed: 24 FEB 2024, 11:14AM
General Footing Project File: Landsverk Residence.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 : ASCE 7-16
General Information
Material Properties
Soil Design Values
fc : Concrete 28 day strength =
2.50 ksi
Allowable Soil Bearing =
1.50 ksf
fy : Rebar Yield =
40.0 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 =
2.50 ft
Length parallel to Z-Z Axis =
2.50 ft
Z
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
1.80
X
3.0 in
4.0
4
4
4 4-#4Bars
co
n/a X X Section ?Looking to +Z
n/a
n/a
Lr L S
3.20
4-#4Bars
M 1
Z-Z Section Looking to +X
W E H
k
ksf
k-ft
k-ft
k
k
Kirkland, WA 98033
Project Title: Landsverk
Engineer:
Project ID:
Project Descr:
F3/11
Printed: 24 FEB 2024, 11:14AM
General Footing
Project File: Landsverk Residence.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 0.630
Soil Bearing
0.9450 ksf
1.50 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 0.1083
Z Flexure (+X)
0.910 k-ft/ft
8.399 k-ft/ft
+1.20D+1.60L
PASS 0.1083
Z Flexure (-X)
0.910 k-ft/ft
8.399 k-ft/ft
+1.20D+1.60L
PASS 0.1083
X Flexure (+Z)
0.910 k-ft/ft
8.399 k-ft/ft
+1.20D+1.60L
PASS 0.1083
X Flexure (-Z)
0.910 k-ft/ft
8.399 k-ft/ft
+1.20D+1.60L
PASS 0.07190
1-way Shear (+X)
5.393 psi
75.0 psi
+1.20D+1.60L
PASS 0.07190
1-way Shear (-X)
5.393 psi
75.0 psi
+1.20D+1.60L
PASS 0.07190
1-way Shear (+Z)
5.393 psi
75.0 psi
+1.20D+1.60L
PASS 0.07190
1-way Shear (-Z)
5.393 psi
75.0 psi
+1.20D+1.60L
PASS 0.1363
2-way Punching
20.447 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
1.50
n/a 0.0
0.4330
0.4330
n/a n/a
0.289
X-X, +D+L
1.50
n/a 0.0
0.9450
0.9450
n/a n/a
0.630
X-X, +D+0.750L
1.50
n/a 0.0
0.8170
0.8170
n/a n/a
0.545
X-X, +0.60D
1.50
n/a 0.0
0.2598
0.2598
n/a n/a
0.173
Z-Z, D Only
1.50
0.0 n/a
n/a
n/a
0.4330 0.4330
0.289
Z-Z, +D+L
1.50
0.0 n/a
n/a
n/a
0.9450 0.9450
0.630
Z-Z, +D+0.750L
1.50
0.0 n/a
n/a
n/a
0.8170 0.8170
0.545
Z-Z, +0.60D
1.50
0.0 n/a
n/a
n/a
0.2598 0.2598
0.173
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
0.3150
+Z
Bottom
0.2592
AsMin
0.320 8.399
OK
X-X, +1.40D
0.3150
-Z
Bottom
0.2592
AsMin
0.320 8.399
OK
X-X, +1.20D+1.60L
0.910
+Z
Bottom
0.2592
AsMin
0.320 8.399
OK
X-X, +1.20D+1.60L
0.910
-Z
Bottom
0.2592
AsMin
0.320 8.399
OK
X-X, +1.20D+L
0.670
+Z
Bottom
0.2592
AsMin
0.320 8.399
OK
X-X, +1.20D+L
0.670
-Z
Bottom
0.2592
AsMin
0.320 8.399
OK
X-X, +1.20D
0.270
+Z
Bottom
0.2592
AsMin
0.320 8.399
OK
X-X, +1.20D
0.270
-Z
Bottom
0.2592
AsMin
0.320 8.399
OK
X-X, +0.90D
0.2025
+Z
Bottom
0.2592
AsMin
0.320 8.399
OK
X-X, +0.90D
0.2025
-Z
Bottom
0.2592
AsMin
0.320 8.399
OK
Z-Z, +1.40D
0.3150
-X
Bottom
0.2592
AsMin
0.320 8.399
OK
Z-Z, +1.40D
0.3150
+X
Bottom
0.2592
AsMin
0.320 8.399
OK
Z-Z, +1.20D+1.60L
0.910
-X
Bottom
0.2592
AsMin
0.320 8.399
OK
Z-Z, +1.20D+1.60L
0.910
+X
Bottom
0.2592
AsMin
0.320 8.399
OK
Z-Z, +1.20D+L
0.670
-X
Bottom
0.2592
AsMin
0.320 8.399
OK
Z-Z, +1.20D+L
0.670
+X
Bottom
0.2592
AsMin
0.320 8.399
OK
Z-Z, +1.20D
0.270
-X
Bottom
0.2592
AsMin
0.320 8.399
OK
Kirkland, WA 98033
Project Title: Landsverk F4/11
Engineer:
Project ID:
Project Descr:
Printed: 24 FEB 2024, 11:14AM
General Footing
Project File: Landsverk Residence.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
0.270
+X Bottom
0.2592
AsMin
0.320
8.399 OK
Z-Z, +0.90D
0.2025
-X Bottom
0.2592
AsMin
0.320
8.399 OK
Z-Z, +0.90D
0.2025
+X Bottom
0.2592
AsMin
0.320
8.399 OK
One Way Shear
Load Combination...
Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi
Vn Vu / Phi*Vn Status
+1.40D
1.87 psi
1.87 psi
1.87 psi
1.87 psi
1.87 psi
75.00 psi 0.02 OK
+1.20D+1.60L
5.39 psi
5.39 psi
5.39 psi
5.39 psi
5.39 psi
75.00 psi 0.07 OK
+1.20D+L
3.97 psi
3.97 psi
3.97 psi
3.97 psi
3.97 psi
75.00 psi 0.05 OK
+1.20D
1.60 psi
1.60 psi
1.60 psi
1.60 psi
1.60 psi
75.00 psi 0.02 OK
+0.90D
1.20 psi
1.20 psi
1.20 psi
1.20 psi
1.20 psi
75.00 psi 0.02 OK
Two -Way "Punching" Shear
All units k
Load Combination...
Vu
Phi*Vn
Vu / Phi*Vn
Status
+1.40D
7.08 psi
150.00psi
0.04719
OK
+1.20D+1.60L
20.45 psi
150.00psi
0.1363
OK
+1.20D+L
15.05 psi
150.00psi
0.1004
OK
+1.20D
6.07 psi
150.00psi
0.04044
OK
+0.90D
4.55 psi
150.00psi
0.03033
OK
Kirkland, WA 98033
Project Title: Landsverk
Engineer:
Project ID:
Project Descr:
F5/11
Printed: 8 FEB 2024, 11:10AM
Pole Footing Embedded in Soil
Project File: Landsverk Residence.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.
(c) ENERCALC INC 1983-2023
DESCRIPTION: F #1 (LATERAL)
Code References
Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Pole Footing Shape Rectangular
Pole Footing Width ........... 30.0 in
Calculate Min. Depth for Allowable Pressures Point Load
No Lateral Restraint at Ground Surface
Allow Passive ............... 250.0 pcf
Max Passive ................ 1,500.0 psf
Controlling Values
Governing Load CombinatiEi Only " 0.70
Lateral Load 0.5180 k
0
m
Moment 8.288 k-ft
NO Ground Surface Restraint
Pressures at 1/3 Depth
Actual 373.503 psf
Allowable 374.473 psf
Soil
Surface No lateral restraint
Minimum Required Depth 4.50 ft
C°
v
Footing Base Area 6.250 ft^2
Maximum Soil Pressure 0.0 ksf
Applied Loads
Lateral Concentrated Load (k) Lateral Distributed Loads
(k
Vertical Load (k)
D : Dead Load k
k/ft
k
Lr : Roof Live k
k/ft
k
L : Live k
k/ft
k
S : Snow k
k/ft
k
W : Wind k
k/ft
k
E : Earthquake 0.740 k
k/ft
k
H : Lateral Earth k
k/ft
k
Load distance above TOP of Load above ground surface
ground surface 16.0 ft
ft
BOTTOM of Load above ground surface
ft
Load Combination Results
Forces @ Ground Surface
Required
Pressure at 1/3 Depth Soil Increase
Load Combination Loads - (k) Moments - (ft-k)
Depth - (ft)
Actual - (psf) Allow - (psf) Factor
0.000 0.000
0.13
0.0 0.0 1.000
E Only' 0.70 0.518 8.288
4.50
373.5 374.5 1.000
E Only' 0.5250 0.389 6.216
4.13
336.9 338.0 1.000
Kirkland, WA 98033
Project Title: Landsverk
Engineer:
Project ID:
Project Descr:
F6/11
Printed: 24 FEB 2024, 11:37AM
General Footing Project File: Landsverk Residence.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 : ASCE 7-16
General Information
Material Properties
Soil Design Values
fc : Concrete 28 day strength =
2.50 ksi
Allowable Soil Bearing =
1.50 ksf
fy : Rebar Yield =
40.0 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 =
2.0 ft
Length parallel to Z-Z Axis =
2.0 ft
Z
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
D
P : Column Load = 1.0
OB : Overburden =
M-xx =
M-zz =
V-x =
V-z =
X
0
N
3.0 in
-
-F
X
dL
2'-0"
3
4
a. 4 3-#4Bars
4
n/a X-X Section Looking to +Z
n/a
n/a
Lr L S
1.80
M
61
4-#4Bars
C
3
Z-Z Section Looking to +X
W E H
k
ksf
k-ft
k-ft
k
k
Kirkland, WA 98033
Project Title: Landsverk
Engineer:
Project ID:
Project Descr:
F7/11
Printed: 24 FEB 2024, 11:37AM
General Footing
Project File: Landsverk Residence.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 0.5633
Soil Bearing
0.8450 ksf
1.50 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 0.06465
Z Flexure (+X)
0.510 k-ft/ft
7.888 k-ft/ft
+1.20D+1.60L
PASS 0.06465
Z Flexure (-X)
0.510 k-ft/ft
7.888 k-ft/ft
+1.20D+1.60L
PASS 0.04893
X Flexure (+Z)
0.510 k-ft/ft
10.424 k-ft/ft
+1.20D+1.60L
PASS 0.04893
X Flexure (-Z)
0.510 k-ft/ft
10.424 k-ft/ft
+1.20D+1.60L
PASS 0.03022
1-way Shear (+X)
2.267 psi
75.0 psi
+1.20D+1.60L
PASS 0.03022
1-way Shear (-X)
2.267 psi
75.0 psi
+1.20D+1.60L
PASS 0.03022
1-way Shear (+Z)
2.267 psi
75.0 psi
+1.20D+1.60L
PASS 0.03022
1-way Shear (-Z)
2.267 psi
75.0 psi
+1.20D+1.60L
PASS 0.07183
2-way Punching
10.774 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
1.50
n/a 0.0
0.3950
0.3950
n/a n/a
0.263
X-X, +D+L
1.50
n/a 0.0
0.8450
0.8450
n/a n/a
0.563
X-X, +D+0.750L
1.50
n/a 0.0
0.7325
0.7325
n/a n/a
0.488
X-X, +0.60D
1.50
n/a 0.0
0.2370
0.2370
n/a n/a
0.158
Z-Z, D Only
1.50
0.0 n/a
n/a
n/a
0.3950 0.3950
0.263
Z-Z, +D+L
1.50
0.0 n/a
n/a
n/a
0.8450 0.8450
0.563
Z-Z, +D+0.750L
1.50
0.0 n/a
n/a
n/a
0.7325 0.7325
0.488
Z-Z, +0.60D
1.50
0.0 n/a
n/a
n/a
0.2370 0.2370
0.158
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
0.1750
+Z
Bottom
0.2592
AsMin
0.40 10.424
OK
X-X, +1.40D
0.1750
-Z
Bottom
0.2592
AsMin
0.40 10.424
OK
X-X, +1.20D+1.60L
0.510
+Z
Bottom
0.2592
AsMin
0.40 10.424
OK
X-X, +1.20D+1.60L
0.510
-Z
Bottom
0.2592
AsMin
0.40 10.424
OK
X-X, +1.20D+L
0.3750
+Z
Bottom
0.2592
AsMin
0.40 10.424
OK
X-X, +1.20D+L
0.3750
-Z
Bottom
0.2592
AsMin
0.40 10.424
OK
X-X, +1.20D
0.150
+Z
Bottom
0.2592
AsMin
0.40 10.424
OK
X-X, +1.20D
0.150
-Z
Bottom
0.2592
AsMin
0.40 10.424
OK
X-X, +0.90D
0.1125
+Z
Bottom
0.2592
AsMin
0.40 10.424
OK
X-X, +0.90D
0.1125
-Z
Bottom
0.2592
AsMin
0.40 10.424
OK
Z-Z, +1.40D
0.1750
-X
Bottom
0.2592
AsMin
0.30 7.888
OK
Z-Z, +1.40D
0.1750
+X
Bottom
0.2592
AsMin
0.30 7.888
OK
Z-Z, +1.20D+1.60L
0.510
-X
Bottom
0.2592
AsMin
0.30 7.888
OK
Z-Z, +1.20D+1.60L
0.510
+X
Bottom
0.2592
AsMin
0.30 7.888
OK
Z-Z, +1.20D+L
0.3750
-X
Bottom
0.2592
AsMin
0.30 7.888
OK
Z-Z, +1.20D+L
0.3750
+X
Bottom
0.2592
AsMin
0.30 7.888
OK
Z-Z, +1.20D
0.150
-X
Bottom
0.2592
AsMin
0.30 7.888
OK
Kirkland, WA 98033
Project Title: Landsverk F8/11
Engineer:
Project ID:
Project Descr:
Printed: 24 FEB 2024, 11:37AM
General Footing
Project File: Landsverk Residence.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
0.150
+X Bottom
0.2592
AsMin
0.30
7.888 OK
Z-Z, +0.90D
0.1125
-X Bottom
0.2592
AsMin
0.30
7.888 OK
Z-Z, +0.90D
0.1125
+X Bottom
0.2592
AsMin
0.30
7.888 OK
One Way Shear
Load Combination...
Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi
Vn Vu / Phi*Vn Status
+1.40D
0.78 psi
0.78 psi
0.78 psi
0.78 psi
0.78 psi
75.00 psi 0.01 OK
+1.20D+1.60L
2.27 psi
2.27 psi
2.27 psi
2.27 psi
2.27 psi
75.00 psi 0.03 OK
+1.20D+L
1.67 psi
1.67 psi
1.67 psi
1.67 psi
1.67 psi
75.00 psi 0.02 OK
+1.20D
0.67 psi
0.67 psi
0.67 psi
0.67 psi
0.67 psi
75.00 psi 0.01 OK
+0.90D
0.50 psi
0.50 psi
0.50 psi
0.50 psi
0.50 psi
75.00 psi 0.01 OK
Two -Way "Punching" Shear
All units k
Load Combination...
Vu
Phi*Vn
Vu / Phi*Vn
Status
+1.40D
3.70 psi
150.00psi
0.02465
OK
+1.20D+1.60L
10.77 psi
150.00psi
0.07183
OK
+1.20D+L
7.92 psi
150.00psi
0.05282
OK
+1.20D
3.17 psi
150.00psi
0.02113
OK
+0.90D
2.38 psi
150.00psi
0.01584
OK
Kirkland, WA 98033
Project Title: Landsverk
Engineer:
Project ID:
Project Descr:
F9/11
Printed: 24 FEB 2024, 11:41AM
General Footing Project File: Landsverk Residence.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: F #3
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Material Properties
Soil Design Values
fc : Concrete 28 day strength =
2.50 ksi
Allowable Soil Bearing =
1.50 ksf
fy : Rebar Yield =
40.0 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 =
1.50 ft
Length parallel to Z-Z Axis =
1.50 ft
Z
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
0.30
X
3.0 in
3.0
4
4. 4 3-#4Bars
4
co
n/a X-X Section Lookingto+Z
n/a
n/a
Lr L S
0.50
Mn
0
rn
Lu
w
4-#4Bars 9
r
co
Z-Z Section Looking to +X
W E H
k
ksf
k-ft
k-ft
k
k
Kirkland, WA 98033
Project Title: Landsverk
Engineer:
Project ID:
Project Descr:
F10/11
Printed: 24 FEB 2024, 11:41AM
General Footing
Project File: Landsverk Residence.ec6
LIC# : KW-06015928, Build:20.23.08.30
RB Engineers, Inc.
(c) ENERCALC INC 1983-2023
DESCRIPTION: F #3
DESIGN SUMMARY
- .
•
Min. Ratio
Item
Applied
Capacity
Governing Load Combination
PASS 0.3337
Soil Bearing
0.5006 ksf
1.50 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 0.01391
Z Flexure (+X)
0.1450 k-ft/ft
10.424 k-ft/ft
+1.20D+1.60L
PASS 0.01391
Z Flexure (-X)
0.1450 k-ft/ft
10.424 k-ft/ft
+1.20D+1.60L
PASS 0.01056
X Flexure (+Z)
0.1450 k-ft/ft
13.731 k-ft/ft
+1.20D+1.60L
PASS 0.01056
X Flexure (-Z)
0.1450 k-ft/ft
13.731 k-ft/ft
+1.20D+1.60L
PASS n/a
1-way Shear (+X)
0.0 psi
75.0 psi
n/a
PASS 0.0
1-way Shear (-X)
0.0 psi
0.0 psi
n/a
PASS n/a
1-way Shear (+Z)
0.0 psi
75.0 psi
n/a
PASS n/a
1-way Shear (-Z)
0.0 psi
75.0 psi
n/a
PASS n/a
2-way Punching
2.685 psi
75.0 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
1.50
n/a 0.0
0.2783
0.2783
n/a n/a
0.186
X-X, +D+L
1.50
n/a 0.0
0.5006
0.5006
n/a n/a
0.334
X-X, +D+0.750L
1.50
n/a 0.0
0.4450
0.4450
n/a n/a
0.297
X-X, +0.60D
1.50
n/a 0.0
0.1670
0.1670
n/a n/a
0.111
Z-Z, D Only
1.50
0.0 n/a
n/a
n/a
0.2783 0.2783
0.186
Z-Z, +D+L
1.50
0.0 n/a
n/a
n/a
0.5006 0.5006
0.334
Z-Z, +D+0.750L
1.50
0.0 n/a
n/a
n/a
0.4450 0.4450
0.297
Z-Z, +0.60D
1.50
0.0 n/a
n/a
n/a
0.1670 0.1670
0.111
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
0.05250
+Z
Bottom
0.2592
AsMin
0.5333 13.731
OK
X-X, +1.40D
0.05250
-Z
Bottom
0.2592
AsMin
0.5333 13.731
OK
X-X, +1.20D+1.60L
0.1450
+Z
Bottom
0.2592
AsMin
0.5333 13.731
OK
X-X, +1.20D+1.60L
0.1450
-Z
Bottom
0.2592
AsMin
0.5333 13.731
OK
X-X, +1.20D+L
0.1075
+Z
Bottom
0.2592
AsMin
0.5333 13.731
OK
X-X, +1.20D+L
0.1075
-Z
Bottom
0.2592
AsMin
0.5333 13.731
OK
X-X, +1.20D
0.0450
+Z
Bottom
0.2592
AsMin
0.5333 13.731
OK
X-X, +1.20D
0.0450
-Z
Bottom
0.2592
AsMin
0.5333 13.731
OK
X-X, +0.90D
0.03375
+Z
Bottom
0.2592
AsMin
0.5333 13.731
OK
X-X, +0.90D
0.03375
-Z
Bottom
0.2592
AsMin
0.5333 13.731
OK
Z-Z, +1.40D
0.05250
-X
Bottom
0.2592
AsMin
0.40 10.424
OK
Z-Z, +1.40D
0.05250
+X
Bottom
0.2592
AsMin
0.40 10.424
OK
Z-Z, +1.20D+1.60L
0.1450
-X
Bottom
0.2592
AsMin
0.40 10.424
OK
Z-Z, +1.20D+1.60L
0.1450
+X
Bottom
0.2592
AsMin
0.40 10.424
OK
Z-Z, +1.20D+L
0.1075
-X
Bottom
0.2592
AsMin
0.40 10.424
OK
Z-Z, +1.20D+L
0.1075
+X
Bottom
0.2592
AsMin
0.40 10.424
OK
Z-Z, +1.20D
0.0450
-X
Bottom
0.2592
AsMin
0.40 10.424
OK
Kirkland, WA 98033
Project Title: Landsverk F 11 /11
Engineer:
Project ID:
Project Descr:
Printed: 24 FEB 2024, 11:41AM
General Footing
Project File: Landsverk Residence.ec6
LIC# : KW-06015928, Build:20.23.08.30
RB Engineers, Inc.
(c) ENERCALC INC 1983-2023
DESCRIPTION: F #3
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
0.0450
+X Bottom
0.2592
AsMin
0.40
10.424
OK
Z-Z, +0.90D
0.03375
-X Bottom
0.2592
AsMin
0.40
10.424
OK
Z-Z, +0.90D
0.03375
+X Bottom
0.2592
AsMin
0.40
10.424
OK
One Way Shear
Load Combination...
Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi
Vn Vu / Phi*Vn
Status
+1.40D
0.00 psi
0.00 psi
0.00 psi
0.00 psi
0.00 psi
75.00 psi 0.00
OK
+1.20D+1.60L
0.00 psi
0.00 psi
0.00 psi
0.00 psi
0.00 psi
75.00 psi 0.00
OK
+1.20D+L
0.00 psi
0.00 psi
0.00 psi
0.00 psi
0.00 psi
75.00 psi 0.00
OK
+1.20D
0.00 psi
0.00 psi
0.00 psi
0.00 psi
0.00 psi
75.00 psi 0.00
OK
+0.90D
0.00 psi
0.00 psi
0.00 psi
0.00 psi
0.00 psi
75.00 psi 0.00
OK
Two -Way "Punching" Shear
All units k
Load Combination...
Vu
Phi*Vn
Vu / Phi*Vn
Status
+1.40D
0.97 psi
150.00psi
0.006481
OK
+1.20D+1.60L
2.69 psi
150.00psi
0.0179
OK
+1.20D+L
1.99 psi
150.00psi
0.01327
OK
+1.20D
0.83 psi
150.00psi
0.005556
OK
+0.90D
0.63 psi
150.00psi
0.004167
OK