REVIEWED BLD2023-1530+Structural_Calculations+11.29.2023_1.21.56_PM+3923989BLD2023-1530
RECEIVED
Dec 151111
RB Engineers, Inc.
1312 2ND ST.
KIRKLAND, WA. 98033
PH: (425) 822-3009
FAX: (425) 822-2679
CELL: (425) 351-2085
EMAIL: rbe1992Ai!mail.com
REVIEWED
BY
CITY OF EDMONDS
JOB: MAPLEWOOD 3417
PROJECT #:23-9127
BY: R.B. / MJT
DATE: 11 /29/2023
PAGE G 1 OF 70
STRUCTURAL COMPUTATIONS
FOR
MAPLEWOOD LOT A
8823 194TH ST S.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 15
BEAMS
B 1
— B42
FOOTING
F 1
— F 10
RB ENGINEERS, INC. IS
NOT RESPONSIBLE FOR THE SITE,
SOILS, WEATHER PROOFING, TRUSSES
AND/OR EXISTING CONDITIONS.
`,��'aheizad
of WAS
Gl
-t.
z ,
R��;1STElR�� v
�r
7U,'AL tt�G
cl��/ram r`'2°2�
RIB Engineers, Inc.
1312 2nd St Kirkland, WA
Phone: (425) 822-3009
Email: rbel992@gmail.com
Pro ect: Mulewood
Client: LQH
Date:
Subject: Lateral
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: Maplewood
lent:
ate:
u ect Lateral
3 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)
ELECIR CAL LEGEND GENERAL NOTES
EAbLf III U1111 NY
=NIT �71`4N — INN- 1-1
A4'll
xe
I-ALL—M.111-
" ALL—NI.M.....—
IN� — IAN NNLN< -111N�
Cj) STAIRS - IRC R311
A..
N
O N. _,»; N'�.N. maxMvaalnmx NNN
IN M,_N
HIGH -EFFICIENCY LIGHTING —=11-ALl`—NDZ'ToN �NAU,,�Ul=
"N
=`NZo=6 'L �Y
4K 9 9AIRWAYILWMIMTI0N R203.7
4 11 IALL nLG
-"N
LePvlc�vlc
(D
O BCNHR00M NOTE
11-1—MIN C-1-1—
L/
o 1� o'
MASTER Lll E,.IPROOM _.
.0To"V
Z_
A= IL�
MASTER BATH Ln
t EMERGENCY ESCAPE - IRC R310 L.J sE
NI
INIAI..1—
—1111NI *111 "l—I
IN.
NY CD GUARDS IRC R312
13,E-H- U BI Q
OFURPERML
cl-
N <
AINNEIINA—N INILL..=
NMI wA"I�� T"s.11, lNoTAL%=lT%1
TNRJWA`V\ F9 . .. . . . .
_', All �
UNDERWI.— �AUNDRY
I ATTICAICESI-IfIC-11
All— ITOS ASHE 1111 T9l'L 1'E.�1.AT I N%1,Eo'lrc.%ll 1.111YN —NN
- - - - - - - - - -
WALK-IN
I IN
lay
F11-111 A73"I' 111l
>_
ygg
_N 113, 1 c1r) CD gq
-titi BONUS -ROOM :n- >-
A,
IP�N
MIDROBE 'a
Lu ch
1p,
F
NA
_j BEDROOM #3 ?N: BEDROOM #2 cy) Pic
el -
co
w
ly
UPPER FLOOR PLAN IN L-1
x
ELECTRICAL LEGEND GENERAL NOTES
PE EP U1111
V%NIT P71`4N 1- IN-1 1-1
"'F"' lUFF-IN W A4'llHNPl
N�FA�xe
LLFff � IN M.111- E.1NPlP
ALLNl.MN..FN.—
.�NF IAN LINE -111N�
CRAWL SPACE ACCEPNNSS 01 - IRC 144
NFR FF N�'LL
FF-
YPI�,N _ Y,
"ID
ox
END A L
N N� ID, PF A STAIRS IRC R311 U) ITAR-IL-INT.-I.Y.N
x Al.P-
HIGH-EFFICIENCY LIGHTING
N E R
M NNNl'Tl.FN.N-M.D
IN
EAFnos
W-1 NIN D.�N HA NM�
_UNE2PRRL TALL ETo F'_ _FF PF-0-RIULL <
STA
P---
N.-RWAY —LLUMMTON R2037 0
AL. NPN
OUTDR LIVING RM
I- LL F .T.
JN� AT =1'
\_ �p PT,. Ll ITINM = AMI oX
F1 F� . PR . I- `H= =ATA�. =
PFE W FR.Rl RE.
BATHROOM NOTE L_J
�N
1WED101-// "T, 11 la" , PE�I.PEDE-DE.1
V =11� LN1. IPFNT
(D
P GREAT ROOM 01 1 M EMERGENCY ESCAPE pIPC R310 xm
NPN_ I Al <1 *,%l "I� Lll Ill.Nl I.PIN NI 1.111 1
,N " I 'L _
-VlFNNl.EPP-El11-P
KITCHEN
CZ) GUARDS PC R312
DINING AREA .1NENlEEllNFEIN..NN
11
JN
NH.'�E� N.
Dt
,U
Lo WALK IN
II IMP T�.IE lNoTATAMItl
X H%_
TH'
Ixsuuxsuusrazumv
GARAGE SEPARATION
FS 5H 11
O ®II
4Isg � Nll
INI �F I PIN
- ------ ----- -- -- EV "I - - - - - - -
CD—
> 3RD CAR GARAGE. 5
'P N
Gs
GARAGE APPLIANCES
sio-o 777="A
00 + FOYER uPPeawnu
"NIIN1117 VILTE11V N, P�
N_PN.PLL
IN A==I) W®R
OFFICE
(D
IN—
> E.EEPE0lPl
uj N
- - - - - - LINEIA-17
1.P �E N.—
V.,
2 CAR GARAGE N.o==o==Mx�IAELIL ZA P-
E LF M� -1
ELL EP
PPEEPT.1
GAS FIREPLACE - IRC G2434 & G2435
I�P PIPEFI
EFRlH-Pl-E
DNERAN-1 E' "Nl" " %o
N EEI.
N 1�2
IF N� F,uxF STEP 1, PIC
NN.AlNLl
2], j 2 1* 4%
DIIIIID�L'11, 'P,
EAPI.-TE1 ENE-11EPINN
EE.
lp"Il
COVERED PORCH E
Y,E WlNF0CRErRGlIL F4 N,-
F.G , 1 YA LTED"CLN
G IG
T PE'E, 7 " I.
.N IFN
uj
MAIN FLOOR PLAN
co
Ff Ff. ANINT lollH N� P. N� P�
12N' =,Il A-
141
m
x
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
Speed
(mph)
Roof
Angle
(degrees)
Zones
Horizontal Pressures
Vertical Pressures
Overhangs
Load
Case A
B
C D E
F G
H
El,
Go,
85Nto45
1
11.5
-5.9
7.6
-3.5 -13.8
-7.8
-9.6
-6.1
-19.3
-15.1
1
12.9
-5.4
8.6
-3.1
-13.8
8.4
-9.6
-6.5
-19.3
-15.1
1
14.4
-4.8
9.6
-2.7
-13.8
-9.0
-9.6
-6.9
-19.3
-15.1
1
15.9
4.2
10.6
-2.3
-13.8
-9.6
-9.6
-7.3
-19.3
-15.1
1
2
14.4
-
2.3
-
10.4
-
2.4 -6.4
- -2.4
-8.7
-4.7
-4.6
-0.7
-7.0
-3.0
-11.9
-
-10.1
-
1
2
12.9
12.9
8.8
8.8
10.2
10.2
7.0 1.0
7.0 5.0
-7.8
-3.9
0.3
4.3
-6.7
-2.8
-4.5
-A.
-5.2
-5.2
90
0 to 5'
1
12.8
-6.7
8.5
-4.0 -15.4
-8.8
-10.7
-6.8
-21.6
-16.9
10°
1W569.6
-3.5 -15.4
-9.4
-10.7
-7.2
-21.6
-16.9
15°
110.7
-3.0 -15.4
-10.1
-10.7
-7.7
-21.6
-16.9
20°
111.9
-2.6
-15.4
-10.7
-10.7
-8.1
-21.6
-16.9
25°
111.7
2-
2.7
-
-7.2
-2.7
-9.8
-5.3
-5.2
-0.7
-7.8
-3.4
-13.3
-
-11.4
-
30 to 45
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
-5.8211.5
-5.8
95
0 to 5°
1
14.3
-7.4
9.5
-4.4
-17.2
-9.8
-12.0
-7.6 -24.1
-18.8
10°
1
16.1
-6.7
10.7
-3.9
-17.2
-10.5
-12.0
-8.1 -24.1
-18.8
15°
1
18.0
-6.0
12.0
-3.4
-17.2
-11.2
-12.0
-8.6
-24.1
-18.8
20°
1
19.8
-5.2
13.2
-2.9
-17.2 -12.0
-12.0
-9.1 -24.1
-18.8
250
1
2
18.0
-
2.9
-
13.0
-
3.0
-
-8.0 -10.9
-3.0 -5.9
-5.8
-0.8
-8.7 -14.9
-3.8 -
-12.7
-
30 to 45
1 16.1 11.0 12.8
2 16.1 11.0 12.8
8.8
8.8
1.2 -9.8
6.2 -4.8
0.4 -8.4 -5.6
5.4 -3.4 -5.6
-6.5
-6.5
100
to
15.9
-8.2 10.5
-4.9
-19.1 -10.8
-13.3
-8.4 -26.7
-20.9
r150T1
10,
17.9
-7.4 11.9
-4.3
-19.1 -11.6
-13.3 -8.9 -26.7
-20.9
19.9
-6.6 13.3
-3.8
-19.1 -12.4
-13.3 -9.5
-26.7
-20.9
20°
1 22.0 -5.8 14.6
-3.2
-19.1 -13.3
-13.3 -10.1 -26.7
-20.9
25°
1 19.9 3.2 14.4
2 - - -
3.3
-
-8.8 -12.0
-3.4 -6.6
-6A -9.7 -16.5
-0.9 -4.2 -
-14.0
-
30 to 45
1 17.8 12.2 14.2
2 17.8 12.2 14.2
9.8
1.4 -10.8
0.5 -9.3 -6.3
-3.8 -6.3
-7.2
-7.2
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 = 22.0x(118) + 14.6x(234)+ Ox(68) + Ox(85) _
6.01 6.01 x 1.2 Kzt x 0.6 = 4.33 kip
E Fw Upper = 22.0x(134)+14.6x(284) +Ox(45) + Ox (31)=
7.09 7.09x 1.2Kzt x0.6= 5.11 kip
Roof Min =[(118+234)x16+(68+85)x8)]xl.2x0.6 = 4.94 kip
Upper Min =[(134+284)x16+(45+31)x8)]xl.2x0.6 = 5.25 kip
Y - Y Direction
E Fw Roof = 22.Ox(171) + 14.6x(103)+ Ox(74) + Ox(220) _
5.27 5.27 x 1.2 KA x 0.6 = 3.79 kip
Y. Fw Upper = 22.0x(238) + 14.6x(373) _
10.68 10.68 x 1.2 Kzt x 0.6 = 7.69 kip
Roof Min =[(171+103)x16+(74+220)x8)]xl.2x0.6 = 4.85 kip
Upper Min = [(238+373)x16+(0+0)x8)]xl.2x0.6 = 7.04 kip
RB Engineers, Inc.
1312 2nd St Kirkland, WA
Phone: (425) 822-3009
Email: rbel992@gmail.com
Site Class "D" (Table 1 L4.2)
Pro ect: Maplewood A
By: RB/MJT
Client:
Date: 11 1 2023
1Page:
Subject: Lateral
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 = 1.2 (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 (1.92)
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(0.68/1.28) 0.13 Section 11.4.6
Ts = Shc /Sds=(0.68/1.28) 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: -Maplewood
lent:
ate: 11/1/2023
u ect: Lateral
jFage: L7
LATERAL QUAKE FORCES
Cs: 0.16 p: 1.3
Roof Area: 2778 feet ` Roof Dead Load: 14 psf
Upper Area: 2592 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, 0 = 2.5
ASCE 7-16 Table 12.3-1: Reentrant Corner Irregularity - Design forces increased by 25%
DEAD LOAD OF STRUCTURE
Roof Weight = 2778 x (14+8/2) _ = 50.00 kip
Upper Weight = 2592 x (14+8) _ = 57.02 kip
107.03 kip
Vbase =
Cs x E Weight =
0.16 x 107.03
= 17.12 kip
Vasd =
Vbase x 0.7 x p
= 15.58 kip
LATERAL FORCES
WEIGHT
HEIGHT
WEIGHT x HEIGHT
Roof:
50.00 kip
19 Feet
950
Upper:
57.02 kip
10 Feet
570
1520
Fq Roof. 15.58 x (950/1520) _ = 9.74 kip
Fq Upper: 15.58 x (570/1520) _ = 5.84 kip
Therefore quake governs all.
y:
RIB Engineers, Inc.
ro ect:
Maplewood
#/Ft
Ft
V @ X 2 = (4.94/52)(26/2+8/2) = 1.61 = 115 #
SW- 4' Ft
V @ X 3 = (4.94/52)(8/2+6+10/2) = 1.42 = 105 #
w®- .5 +i0' Ft
V @ X 4 = (4.94/52)(10/2+2) = 0.66 = 78 #
�' Ft
Fw X - X @ Upper: 5.25 kips 5.25 k / 52 ft = 101 #/Ft
V @ X 5 = (5.25/52)(8/2) 1.64 = 182 #
SW-4 +1.23 = 9' Ft
V @ X 6 = (5.25/52)(8/2+14/2) = 1.11 = 58 #
9'+5'+5' Ft
V @ X 7 = (5.25/52)(14/2+6+14/2) 4.65
+1.61+(10/14)(1.42)= 14'+10.5'
V @ X 8 = (5.25/52)(14/2+2+8/2) 2.14 < 2.52k LRP Capacity
+(4/ 14)(1.42)+(5/8)(. 66)=
LRP x "x8') = 2xl.262k = 2.524k LRP Capacity
190 #
Ft
V @ X 9 = (5.25/52)(8/2) 0.65 < 2.254k LRP Capcity
SW-3 +(3/8)(0.66)=
LRP 2x(20"x8') = 2xl.262k = 2.524k LRP Capacity
A jBy: RB
Client: ate:
Subject: Lateral Page:
RIB Engineers, Inc.
ro ect: Maplewood
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. 4.85 kips 3.52 k / 32 ft = 81 #/Ft
V @ Y 1 = (4.85/54)(34/2)= 1.53 = 51 #
�� Ft
V @ Y 2 = (4.85/54)(34/2+20/2)= 2.42 = 105 #
23' Ft
V @ Y 3 = (4.85/54)(20/2)= 0.90 = 90 #
W®- 10' Ft
Fw Y — Y @ Upper: 7.69 kips 3.03 k / 30 ft = 256 #/Ft
V @ Y 4 = (7.69/68)(14/2)= 0.79 22 #
3 6' Ft
V @ Y 5 = (7.69/68)(14/2+22/2) 3.56 = 180 #
SW-4 +1.53 = .75' Ft
V @ Y 6 = (7.69/68)(22/2+32/2) 4.57 = 194 #
+2.42x(20/32)= 23.5' Ft
V @ Y 7 = (7.69/68)(32/2) 4.86 = 194 #
+2.42x(12/32) 7'+18' Ft
+ 0.90 =
RIB Engineers, Inc.
ro ect: Maplewood
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. 4.85 kips 3.52 k / 32 ft = 81 #/Ft
V @ Y 1 = (4.85/54)(34/2)= 1.53 = 51 #
�� Ft
V @ Y 2 = (4.85/54)(34/2+20/2)= 2.42 = 105 #
23' Ft
V @ Y 3 = (4.85/54)(20/2)= 0.90 = 90 #
W®- 10' Ft
Fw Y — Y @ Upper: 7.69 kips 3.03 k / 30 ft = 256 #/Ft
V @ Y 4 = (7.69/68)(14/2)= 0.79 22 #
3 6' Ft
V @ Y 5 = (7.69/68)(14/2+22/2) 3.56 = 180 #
SW-4 +1.53 = .75' Ft
V @ Y 6 = (7.69/68)(22/2+32/2) 4.57 = 194 #
+2.42x(20/32)= 23.5' Ft
V @ Y 7 = (7.69/68)(32/2) 4.86 = 194 #
+2.42x(12/32) 7'+18' Ft
+ 0.90 =
Fw Y — Y @ Upper: 7.69 kips 3.03 k / 30 ft = 256 #/Ft
V @ Y 4 = (7.69/68)(14/2)= 0.79 22 #
3 6' Ft
V @ Y 5 = (7.69/68)(14/2+22/2) 3.56 = 180 #
SW-4 +1.53 = .75' Ft
V @ Y 6 = (7.69/68)(22/2+32/2) 4.57 = 194 #
+2.42x(20/32)= 23.5' Ft
V @ Y 7 = (7.69/68)(32/2) 4.86 = 194 #
+2.42x(12/32) 7'+18' Ft
+ 0.90 =
lent:
By: RB/MJT
ate: 111112023
Subject: Lateral a e: L 10/
RIB Engineers, Inc.
RIB Engineers, Inc.
ro ect:
Maplewood
Shearwalls in X — X Direction
Fw X — X @ Roof. 9.74 kips 9.74 k / 52 ft = 187 #/Ft
V @ X 1 = (9.74/52)(26/2) = 2.43 = 174 #
T� Ft
V @ X 2 = (9.74/52)(26/2+8/2) = 3.18 = 227 #
SW- 14' Ft
V @ X 3 = (9.74/52)(8/2+6+10/2) = 2.81 = 208 #
W®- 5 7+ Ft
(1.25-0.125x(10/3.5)@350 #/Ft = 313 #/Ft capacity per table 4.3.4 ANSI/AF+PA SDPWS
V @ X 4 = (9.74/52)(10/2+2) = 1.31 = 154 #
r Ft
Fw X — X @ Upper: 5.84 kips 5.85 k / 52 ft = 112 #/Ft
V @ X 5 = (5.84/52)(8/2) 2.88 = 320 #
SW-4 +2.43= 9' Ft
V @ X 6 = (5.84/52)(8/2+14/2) = 1.24 = 65 #
9'+5'+5' Ft
V @ X 7 = (5.84/52)(14/2+6+14/2) 7.44 = 304 #
+3.75+(10/14)(2.81)= �5 Ft
V @ X 8 = (5.84/52)(14/2+2+8/2) 0.56 = 124 #
+(4/14)(2.81)+(5/8)(1.31)= �� Ft
LRP x "x8') = 2x1.262k = 2.524k LRP Capacity
V @ X 9 = (5.84/52)(8/2) 0.94 < 2.254k LRP Capcity
SW-3 +(3/8)(1.51)=
LRP 2x(20"x8') = 2x1.262k = 2.524k LRP Capacity
lent:
By: RB/MJT
ate: 111112023
Subject: Lateral a e: L 11
RIB Engineers, Inc.
RIB Engineers, Inc.
ro ect:
Maplewood
Shearwalls in Y — Y Direction
Fw Y — Y @ Roof. 9.74 kips 9.74 k / 54ft = 180 #/Ft
V @ Y 1 = (9.74/54)(34/2)= 3.07 = 102 #
���' Ft
V @ Y 2 = (9.74/54)(34/2+20/2)= 4.87 = 212 #
Ft
V @ Y 3 = (9.74/54)(20/2)= 1.80 = 180 #
M� Ft
Fw Y — Y @ Upper: 5.84 kips 5.84 k / 68 ft = 86 #/Ft
V @ Y 4 = (5.84/68)(14/2)= 0.60 17 #
3 6' Ft
V @ Y 5 = (5.84/68)(14/2+22/2) 4.61 = 234 #
SW-4 +1.98= .75' Ft
V @ Y 6 = (5.84/68)(22/2+32/2) 5.36 = 228 #
+4.87x(20/32)= �r Ft
V @ Y 7 = (5.84/68)(32/2) 5.95 = 238 #
+4.87x(12/32) �T+1+ $' Ft
+ 1.80 =
Fw Y — Y @ Upper: 5.84 kips 5.84 k / 68 ft = 86 #/Ft
V @ Y 4 = (5.84/68)(14/2)= 0.60 17 #
3 6' Ft
V @ Y 5 = (5.84/68)(14/2+22/2) 4.61 = 234 #
SW-4 +1.98= .75' Ft
V @ Y 6 = (5.84/68)(22/2+32/2) 5.36 = 228 #
+4.87x(20/32)= �r Ft
V @ Y 7 = (5.84/68)(32/2) 5.95 = 238 #
+4.87x(12/32) �T+1+ $' Ft
+ 1.80 =
RB Engineers, Inc.
roj ec : Maplewood A
13y:
ien :
Date: 11/1/2023
Subject: a era
age: L 12/
CHECK OVERTURNING FOR: X 2 (Quake)
L = 14 ft TLRF = 5 ft (conservative)
P = 227 lb/ft
P x L =
14x227
3.18 kip
Padj =
MoT = 3.18x9 28.60 kip - ft
S ds= 1.07 From Cs Calculations
Ev = .7(0.2*S_ds)= 0.15
MR = [(0.41+0.45)x0.5x14+0.14x14] _
7.94 kip - ft
F=MoT-MR/ L= 1.48 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 : Maplewood A
13y:
ien :
Date: 11/1/2023
Subject: a era
age: L 13/
CHECK OVERTURNING FOR: X 5 (Quake)
L = 9 ft TLRF = 5 ft (conservative)
P = 320 lb/ft
P x L =
9x320
:: •
Padj =
MoT =
S ds=
.7(0.2*S_ds)=
MR =
2.88x9
1.07
0.15
25.92 kip - ft
From Cs Calculations
[(0.27+0.29)x0.5x9+0.27x9] _
4.93 kip - ft
F=MoT-MR/ L= 2.33 kip
Positive # : Hold down required
Negative # : No Hold down Required
Therefore use STHD14 hold downs at each end
D
0.7Ev*D
(.6D)-.7Ev
0.6
0.09
0.27
El
RB Engineers, Inc.
roj ec : Maplewood A
13y:
ien :
Date: 11/1/2023
Subject: a era
age: L 14/
CHECK OVERTURNING FOR: Y 2 (Quake)
L = 23 ft TLRF = 5 ft (conservative)
P = 212 lb/ft
P x L =
23x212
:: •
Padj =
MoT = 4.88x9 43.88 kip - ft
S ds= 1.07 From Cs Calculations
Ev = .7(0.2*S_ds)= 0.15
MR = [(0.67+0.75)x0.5x23+0.14x23] _
19.44 kip - ft
F=MoT-MR/L= 1.06 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 : Maplewood A
13y:
ien :
Date: 11/1/2023
Subject: a era
age: L15/15
CHECK OVERTURNING FOR: Y 7 (Quake)
L = 7 ft TLRF = 5 ft (conservative)
P = 238 lb/ft
P x L =
7x238
1.67 kip
Padj =
MoT =
S ds=
.7(0.2*S_ds)=
MR =
1.67x9
1.07
0.15
14.99 kip - ft
From Cs Calculations
[(0.21+0.23)x0.5x7+0.27x7] _
3.41 kip -ft
F=MoT-MR/ L= 1.66 kip
Positive # : Hold down required
Negative # : No Hold down Required
Therefore use STHD14 hold downs at each end
D
0.7Ev*D
(.6D)-.7Ev
0.6
0.09
0.27
El
B1/42
BEAM KEY PLAN
I I
Im
u JIv R R P 'a u R R R rsa• u R R R R
II II II ov 11 II II10 II II II II
�P = nrg now m m R i o =nu R R R � au•nwoaaREw:e �
1=
II II II c ��zLIMM Ha 11 e 11 alll II
� E
R II Ilo 11 II I�SI-= �m A
II II �I II¢E, g IN"
n uos^a Div°; h — 6�Ea.wu IwoFN'."�z.•o.Cs_i=
I � I oar
L — ix � LI — IIII 3zu
L
m- acaaeEooiku s ou �_ y=
IN IT rovaox ou xmxs.uax / ' a
og
w�-o• ✓ I Pao n oEs�D'nc p_i• R � I
�IEuar�� w�E�� Ed ii as
BBBB
n" �Ie II � II
fill
_
BM#1
BM#2 —' -'i =___ __ ReRjII,IR R R
11��1� 11 IL II
,I-
NE-ae
o-
a— --- 2I---—
I IIII nIIII g�2R '�ii��� �nll II nIIII
IIII IIII IIII E-L— — — — —
0
0
Hxg
z
• o
BHEN. WIN Nq
°s a�@ gaga z Ie ? Fc n s
V
OHM _ Elcog
„— _ "a e�
BUFoDoEg��l
PLAN 3417 2 STORY
-
MAPLEWOOD ESTATES LOT A
8R2319dTH ST SW, EDMONDS, WA 98@6
PARCEL
BM#11
B2/42
BEAM KEY PLAN
BM#7
I
BM#12
---------------------------
- _—_
�a I
—— _— v — — f—, ----- - --- --Fl
___ ______ _____ __ �;l�==�
BM#8_Ea___---
_ --- ----- --
— I I
�k S
—
IN DBM#5
II II II II .�
I
————— Pw
---, — —-
-
BM#6
F n
16 1a'M
I I z�
74
C � R
® _ f -
- - CEW4L
BM#10 =_
m
O
O
z
D
Z
G)
RA
E zgg�e�
EMF
PLAN 3417 2 STORY
MAPLEWOOD ESTATES LOT A
-
8R2319dTH ST SW, EDMONDS, WA 98@6
PARCEL
N
It
M
m
Z
J
a
W
G
Q
W
m
.Pr
'1CF
co
® W
II II II II �^ II II II II II
II II II II Ms II II II II II
II II II II II II II II II
4 II II II II II II II �II�IIyRII
A-� II II II II II II II II II II II II 3p I II II II �—�����- II II
II \><� II II II II II II II II II �` II 4 II II II II II II II II II II
II II II II II II II II II II II " " I °�° II II II II II II II���II
II Ilo II II II " " " 'I
II II II II II II II II II I =11 11= II II II II jj3�=6 f�ll��ll¢n_I
11.
Jg II II _II, II � II
�� II.�II II II II R IIW�II II II II II�II� II II EI� II II II� II Ir
II II II II e II II
II I II II I II II II II II
_II N II Imo
FwoM zx�vw I I II II II II `tftll
\ II II II II
If °'ll II 11� II 11 II 11 �I II 1� II 11
Ilgyl II I II II
I I II II � II II II II II II
o II I � II I � II II
II Ilo II 116 II II II II II II II II =s 11 II II
II li II li� II II I li ii ii ii ii ii �� l
GENERAL NOTES 33^
TMeffa����.�w�n•
...
.... .o.... MF�ooaa« dr�LL
O CRAWL SPACE ACCESS IRC R408.4
wn�NMID
ox
O CRAWLSPACENPOSTS&BEAMS
O CRAWL SPACE VENTILATION-IRC R408
euiwix�.oxEtoem�m�vervove fPAfxmnxuarnE Q
J
W �
Q ;8
W
3a
a
W �
cQ
G
MAIN FLOOR FRAMING PLAN
APPROVED FOR UC110N
CED OF EDMOND0MON05
Kirkland, WA 98033
Project Title: 3417
Engineer:
Project ID:
Project Descr:
B4/42
Printed: 29 NOV 2023, 11:21AM
Wood Beam Project File: maplewood a gravity.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 2021, ASCE 7-16
Load Combination Set: ASCE 7-05
Material Properties
Analysis Method : Allowable Stress Design
Fb +
2900 psi
E : Modulus of Elasticity
Load Combination ASCE 7-05
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(0.322) L(0.575)
5.25x16.0
Span = 18.0 ft
D(0.14) L(0.25)
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 -->> 12.0 ft, Tributary Width = 23.0 ft, (Roof Load)
Uniform Load : D = 0.0140, L = 0.0250
ksf, Extent = 12.0
-->> 18.0 ft, Tributary Width = 10.0 ft, (Roof Load)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.609. 1
Maximum Shear Stress Ratio
=
0.393 : 1
Section used for this span
5.25x16.0
Section used for this span
5.25x16.0
fb: Actual =
1,709.38psi
fv: Actual
=
114.06 psi
F'b =
2,808.86psi
F'v
=
290.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
8.409ft
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
0.328 in Ratio =
658 > 360 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.512 in Ratio =
421 >=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 = 18.0 ft 1 0.243 0.157 0.90
1.00 1.00 1.00
0.969 1.00 1.00 1.00 11.45 613.6
2,528.0
2.29 40.9 261.0
+D+L
1.00 1.00 1.00
0.969 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 18.0 ft 1 0.609 0.393 1.00
1.00 1.00 1.00
0.969 1.00 1.00 1.00 31.91 1,709.4
2,808.9
6.39 114.1 290.0
+D+0.750L
1.00 1.00 1.00
0.969 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 18.0 ft 1 0.409 0.264 1.25
1.00 1.00 1.00
0.969 1.00 1.00 1.00 26.79 1,435.4
3,511.1
5.36 95.8 362.5
+0.60D
1.00 1.00 1.00
0.969 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 18.0 ft 1 0.082 0.053 1.60
1.00 1.00 1.00
0.969 1.00 1.00 1.00 6.87 368.2
4,494.2
1.38 24.6 464.0
Project Title: 3417
B5/42
Engineer:
Kirkland, WA 98033
Project ID:
Project Descr:
Printed: 29 NOV 2023, 11:21AM
Wood Beam
Project File: maplewood a gravity.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
0.5119
8.869
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
0.1838
in 8.869 ft
0.0000 in 0.000 ft
+D+L
1
0.5119
in 8.869 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.4299
in 8.869 ft
0.0000 in 0.000 ft
+0.60D
1
0.1103
in 8.869 ft
0.0000 in 0.000 ft
L Only
1
0.3282
in 8.869 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
7.566
5.538
Max Upward from Load Combinations
7.566
5.538
Max Upward from Load Cases
4.850
3.550
D Only
2.716
1.988
+D+L
7.566
5.538
+D+0.750L
6.354
4.651
+0.60D
1.630
1.193
L Only
4.850
3.550
I'll 3.48 526 1,83 8188 0,58 1235 142 1530 11161
Distara(R)
1)011� I+D+I 14+6.7% 1+6.661)
Kirkland, WA 98033
Wood Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: 13M#1
Project Title: 3417
Engineer:
Project ID:
Project Descr:
RB Engineers, Inc.
B6/42
Printed: 29 NOV 2023, 11:21AM
Project File: maplewood a gravity.ec6
(c) ENERCALC INC 1983-2023
111 346 526 1100 8180 lOR 123S 14.2 1830 11V
DISW (R)
1 1)01ff I+D+I 14+05011+6b6D
111 14 SIN ?18 8180 1058 1990 11161
DISWO(ft)
1 D011t I+D+i I4+01M 14661) 1 i0o11
Kirkland, WA 98033
Project Title: 3417
Engineer:
Project ID:
Project Descr:
B7/42
Printed: 29 NOV 2023, 11:21AM
Wood Beam Project File: maplewood a gravity.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 2021, ASCE 7-16
Load Combination Set: ASCE 7-05
Material Properties
Analysis Method : Allowable Stress Design
Fb +
875 psi
E : Modulus of Elasticity
Load Combination ASCE 7-05
Fb -
875 psi
Ebend- xx 1300 ksi
Fc - Prll
600 psi
Eminbend - xx 470 ksi
Wood Species Douglas Fir -Larch
Fc - Perp
625 psi
Wood Grade No.2
Fv
170 psi
Ft
425 psi
Density 31.21 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
112) U0.2
4x10
Span = 7.50 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 = 8.0 ft, (Roof Load)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.502 1
Maximum Shear Stress Ratio
=
0.254 : 1
Section used for this span
4x10
Section used for this span
4x10
fb: Actual =
527.43psi
fv: Actual
=
43.13 psi
F'b =
1,050.00 psi
F'v
=
170.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
3.750ft
Location of maximum on span
=
6.734ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.048 in Ratio =
1885 > 360 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.074 in Ratio =
1208 > 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 = 7.50 ft 1 0.200 0.101 0.90
1.00 1.00 1.00
1.200 1.00 1.00 1.00 0.79 189.3
945.0
0.33 15.5 153.0
+D+L
1.00 1.00 1.00
1.200 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 7.50 ft 1 0.502 0.254 1.00
1.00 1.00 1.00
1.200 1.00 1.00 1.00 2.19 527.4
1,050.0
0.93 43.1 170.0
+D+0.750L
1.00 1.00 1.00
1.200 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 7.50 ft 1 0.337 0.170 1.25
1.00 1.00 1.00
1.200 1.00 1.00 1.00 1.84 442.9
1,312.5
0.78 36.2 212.5
+0.60D
1.00 1.00 1.00
1.200 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 7.50 ft 1 0.068 0.034 1.60
1.00 1.00 1.00
1.200 1.00 1.00 1.00 0.47 113.6
1,680.0
0.20 9.3 272.0
Project Title: 3417
B8/42
Engineer:
Kirkland, WA 98033
Project ID:
Project Descr:
Printed: 29 NOV 2023, 11:21AM
Wood Beam
Project File: maplewood a gravity.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
0.0744
3.777
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
0.0267
in 3.777 ft
0.0000 in 0.000 ft
+D+L
1
0.0744
in 3.777 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.0625
in 3.777 ft
0.0000 in 0.000 ft
+0.60D
1
0.0160
in 3.777 ft
0.0000 in 0.000 ft
L Only
1
0.0477
in 3.777 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
1.170
1.170
Max Upward from Load Combinations
1.170
1.170
Max Upward from Load Cases
0.750
0.750
D Only
0.420
0.420
+D+L
1.170
1.170
+D+0.750L
0.983
0.983
+0.60D
0.252
0.252
L Only
0.750
0.750
Ull IA t'16 2117 3dl 431 U; 6180 ;34 72;
Distara(R)
I )01111Oft I441S011+0100
Kirkland, WA 98033
Wood Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: BM#2
Project Title: 3417
Engineer:
Project ID:
Project Descr:
RB Engineers, Inc.
B9/42
Printed: 29 NOV 2023, 11:21AM
Project File: maplewood a gravity.ec6
(c) ENERCALC INC 1983-2023
A$ 1A 23 Ml 435 M; MI) 654 135
DISW (R)
1 1)01ff I+D+I 14+050114601)
ch 1.4 M9 1193 39 4,41 M D9 6I62 U
DISWO(R)
1DO,f I+D+iI+D+C,liblI+6,66DIiOoly
Kirkland, WA 98033
Project Title: 3417
Engineer:
Project ID:
Project Descr:
B 10/42
Printed: 29 NOV 2023, 11:21AM
Wood Beam Project File: maplewood a gravity.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 2021, ASCE 7-16
Load Combination Set: ASCE 7-05
Material Properties
Analysis Method : Allowable Stress Design
Fb +
2,900.0 psi
E : Modulus of Elasticity
Load Combination ASCE 7-05
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
5.25x 11.875
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 = 16.0 ft, (Floor Load)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.521: 1
Maximum Shear Stress Ratio
=
0.361 : 1
Section used for this span
5.25x11.875
Section used for this span
5.25x11.875
fb: Actual =
1,512.49psi
fv: Actual
=
104.70 psi
F'b =
2,903.37psi
F'v
=
290.00 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
0.205 in Ratio =
702 > 360 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.277 in Ratio =
520 > 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 = 12.0 ft 1 0.150 0.104 0.90
1.00 1.00 1.00
1.001 1.00 1.00 1.00 4.03 392.1
2,613.0
1.13 27.1 261.0
+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 = 12.0 ft 1 0.521 0.361 1.00
1.00 1.00 1.00
1.001 1.00 1.00 1.00 15.55 1,512.5
2,903.4
4.35 104.7 290.0
+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 = 12.0 ft 1 0.340 0.235 1.25
1.00 1.00 1.00
1.001 1.00 1.00 1.00 12.67 1,232.4
3,629.2
3.55 85.3 362.5
+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 = 12.0 ft 1 0.051 0.035 1.60
1.00 1.00 1.00
1.001 1.00 1.00 1.00 2.42 235.3
4,645.4
0.68 16.3 464.0
Project Title: 3417
B 11 /42
Engineer:
Kirkland, WA 98033
Project ID:
Project Descr:
Printed. 29 NOV 2023, 11:21AM
Wood Beam
Project File: maplewood a gravity.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
0.2767
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
0.0717
in 6.044 ft
0.0000 in 0.000 ft
+D+L
1
0.2767
in 6.044 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.2255
in 6.044 ft
0.0000 in 0.000 ft
+0.60D
1
0.0430
in 6.044 ft
0.0000 in 0.000 ft
L Only
1
0.2050
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
5.184
5.184
Max Upward from Load Combinations
5.184
5.184
Max Upward from Load Cases
3.840
3.840
D Only
1.344
1.344
+D+L
5.184
5.184
+D+0.750L
4.224
4.224
+0.60D
0.806
0.806
L Only
3.840
3.840
1.14 21 IR 09 5117 19 M IQ 100 11178
Distara(R)
1)011S I+D+1 I4+6.7S611+6.66D
Kirkland, WA 98033
Wood Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: BM#3
Project Title: 3417
Engineer:
Project ID:
Project Descr:
RB Engineers, Inc.
B 12/42
Printed: 29 NOV 2023, 11:21AM
Project File: maplewood a gravity.ec6
(c) ENERCALC INC 1983-2023
1114 233 3b0 4,61 SI61 7.5 la 9Ai AR 1616
Dista�ce(ft)
1 1)01ff I+D+I 14+05011+0,60D
1I4 232 390 469 961 1 63 1060 1L18
Dista�e(ft)
1 D011t I+D+i I4+01M 14601) 11Ooll
Kirkland, WA 98033
Project Title: 3417
Engineer:
Project ID:
Project Descr:
B 13/42
Printed: 29 NOV 2023, 11:21AM
Wood Beam Project File: maplewood a gravity.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 2021, ASCE 7-16
Load Combination Set: ASCE 7-05
Material Properties
Analysis Method : Allowable Stress Design
Fb +
2,900.0 psi
Load Combination ASCE 7-05
Fb -
2,900.0 psi
Fc - Prll
2,900.0 psi
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
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
147)L(0.2625)
D(0.01862)L(0.053
5.250 X 14.0
Span = 19.250 ft
L(o.7)
E : Modulus of Elasticity
Ebend-xx 2,000.Oksi
Eminbend - xx 1,016.54ksi
Density 45.070 pcf
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
= 1.330 ft, (Floor Load)
Point Load : D = 0.30, L = 0.70 k @ 13.50
ft, (BM above)
Uniform Load : D = 0.0140, L = 0.0250
ksf, Extent = 0.0 --» 13.50 ft, Tributary Width = 10.50 ft, (Roof
Load)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.525 1
Maximum Shear Stress Ratio
=
0.284 : 1
Section used for this span
5.250 X 14.0
Section used for this span
5.250 X 14.0
fb: Actual =
1,524.51 psi
fv: Actual
=
82.42 psi
F'b =
2,903.37psi
F'v
=
290.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
9.484ft
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
0.400 in Ratio =
577 > 480 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <480 n/a
Max Downward Total Deflection
0.601 in Ratio =
384 >=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 = 19.250 ft 1 0.196 0.107 0.90
1.00 1.00 1.00
1.001 1.00 1.00 1.00 7.32 512.4
2,613.0
1.37 28.0 261.0
+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 = 19.250 ft 1 0.525 0.284 1.00
1.00 1.00 1.00
1.001 1.00 1.00 1.00 21.79 1,524.5
2,903.4
4.04 82.4 290.0
+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 = 19.250 ft 1 0.350 0.190 1.25
1.00 1.00 1.00
1.001 1.00 1.00 1.00 18.17 1,271.5
3,629.2
3.37 68.8 362.5
+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 = 19.250 ft 1 0.066 0.036 1.60
1.00 1.00 1.00
1.001 1.00 1.00 1.00 4.39 307.4
4,645.4
0.82 16.8 464.0
Project Title: 3417
B 14/42
Engineer:
Kirkland, WA 98033
Project ID:
Project Descr:
Printed: 29 NOV 2023, 11:21AM
Wood Beam
Project File: maplewood a gravity.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
0.6012
9.625
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
0.2016
in 9.555 ft
0.0000 in 0.000 ft
+D+L
1
0.6012
in 9.625 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.5013
in 9.555 ft
0.0000 in 0.000 ft
+0.60D
1
0.1209
in 9.555 ft
0.0000 in 0.000 ft
L Only
1
0.3997
in 9.625 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
4.580
3.331
Max Upward from Load Combinations
4.580
3.331
Max Upward from Load Cases
3.022
2.246
D Only
1.557
1.085
+D+L
4.580
3.331
+D+0.750L
3.824
2.770
+0.60D
0.934
0.651
L Only
3.022
2.246
183 372 582 7.2 9A1 11.31 1311 62 11,W 111%
Dislara t)
1 D9l111 Oft 1441S611+6.66D
Kirkland, WA 98033
Wood Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: BM#4
Project Title: 3417
Engineer:
Project ID:
Project Descr:
RB Engineers, Inc.
B 15/42
Printed. 29 NOV 2023, 11:21AM
Project File: maplewood a gravity.ec6
(c) ENERCALC INC 1983-2023
Is 312 862 IR 9A1 11,31 1321 18110 IMI) 1890
DI6WO (R)
1 1)01ff I+D+I 14+115111+6.66D
1183 M 6l62 E82 1141 1131 1321 VIM 1830
DISWO(ft)
1 D0111 I+D+1 I4+61M 1+6,661) 1 tNil
Kirkland, WA 98033
Project Title: 3417
Engineer:
Project ID:
Project Descr:
B 16/42
Printed: 29 NOV 2023, 11:21AM
Wood Beam Project File: maplewood a gravity.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 2021, ASCE 7-16
Load Combination Set: ASCE 7-05
Material Properties
Analysis Method : Allowable Stress Design
Fb +
2,900.0 psi
E : Modulus of Elasticity
Load Combination ASCE 7-05
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(1.82) L(3.41)
D 0.252 L 0.45
D(0.084) L(0.24)
5.250 X 14.0
Span = 16.50 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 = 0.040 ksf,
Tributary Width = 6.0 ft, (Floor load)
Uniform Load : D = 0.0140, L = 0.0250
ksf, Extent = 1.0 -->> 16.50 ft, Tributary Width = 18.0 ft, (Roof Load)
Point Load : D = 1.820, L = 3.410 k @ 1.0 ft, (GT above + BM)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.901: 1
Maximum Shear Stress Ratio
=
0.534 : 1
Section used for this span
5.250 X 14.0
Section used for this span
5.250 X 14.0
fb: Actual =
2,616.78psi
fv: Actual
=
154.82 psi
F'b =
2,903.37psi
F'v
=
290.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
7.949ft
Location of maximum on span
=
15.356ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.521 in Ratio =
379 > 360 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.777 in Ratio =
254 >=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 = 16.50 ft 1 0.329 0.195 0.90
1.00 1.00 1.00
1.001 1.00 1.00 1.00 12.30 860.4
2,613.0
2.49 50.8 261.0
+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 = 16.50 ft 1 0.901 0.534 1.00
1.00 1.00 1.00
1.001 1.00 1.00 1.00 37.40 2,616.8
2,903.4
7.59 154.8 290.0
+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 = 16.50 ft 1 0.600 0.355 1.25
1.00 1.00 1.00
1.001 1.00 1.00 1.00 31.12 2,177.7
3,629.2
6.31 128.8 362.5
+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 = 16.50 ft 1 0.111 0.066 1.60
1.00 1.00 1.00
1.001 1.00 1.00 1.00 7.38 516.3
4,645.4
1.49 30.5 464.0
Project Title: 3417
B 17/42
Engineer:
Kirkland, WA 98033
Project ID:
Project Descr:
Printed. 29 NOV 2023, 11:21AM
Wood Beam
Project File: maplewood a gravity.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
0.7769
8.190
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
0.2556
in 8.190 ft
0.0000 in 0.000 ft
+D+L
1
0.7769
in 8.190 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.6466
in 8.190 ft
0.0000 in 0.000 ft
+0.60D
1
0.1534
in 8.190 ft
0.0000 in 0.000 ft
L Only
1
0.5213
in 8.190 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
12.697
8.760
Max Upward from Load Combinations
12.697
8.760
Max Upward from Load Cases
8.459
5.886
D Only
4.237
2.875
+D+L
12.697
8.760
+D+0.750L
10.582
7.289
+0.60D
2.542
1.725
L Only
8.459
5.886
11P 3,11 482 W OR M 1132 123E IC7 1620
Distaace(R)
1)011S I+D+1 I4+6.1S611+6.66a
Kirkland, WA 98033
Wood Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: BM#5
Project Title: 3417
Engineer:
Project ID:
Project Descr:
RB Engineers, Inc.
B 18/42
Printed. 29 NOV 2023, 11:21AM
Project File: maplewood a gravity.ec6
(c) ENERCALC INC 1983-2023
19 3d9 482 8,44 801 910 ld 1298 1451 1620
Distaece(ft)
1 1)01ff I+D+I 14+115011+0.60D
Q MO IN M
Distaece(ft)
1 D011t I+D+i I4+111M 1+0,601) 1 tNil
Kirkland, WA 98033
Project Title: 3417
Engineer:
Project ID:
Project Descr:
B 19/42
Printed: 29 NOV 2023, 11:21AM
Wood Beam Project File: maplewood a gravity.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 2021, ASCE 7-16
Load Combination Set: ASCE 7-05
Material Properties
Analysis Method : Allowable Stress Design
Load Combination ASCE 7-05
Wood Species iLevel Truss Joist
Wood Grade Parallam PSL 2.0E
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
D(1.1),L(2.3)
14
Fb +
2900 psi
E : Modulus of Elasticity
Fb -
2900 psi
Ebend- xx 2000 ksi
Fc - Prll
2900 psi
Eminbend - xx 1016.535 ksi
Fc - Perp
750 psi
Fv
290 psi
Ft
2025 psi
Density 45.07 pcf
5.25x9.5
Span =9.50ft
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 = 0.040 ksf,
Extent = 0.0 --» 3.0 ft, Tributary Width = 10.0 ft, (Floor Load)
Point Load : D = 1.10, L = 2.30 k @ 3.0
ft
Uniform Load : D = 0.0140, L = 0.040 ksf,
Extent = 3.0 --» 9.50 ft, Tributary Width = 3.0 ft, (Floor Load)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.496- 1
Maximum Shear Stress Ratio
=
0.377 : 1
Section used for this span
5.25x9.5
Section used for this span
5.25x9.5
fb: Actual =
1,474.97 psi
fv: Actual
=
109.44 psi
F'b =
2,976.18psi
F'v
=
290.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
3.016ft
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
0.124 in Ratio =
919 > 480 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <480 n/a
Max Downward Total Deflection
0.178 in Ratio =
642 > 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
eh 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 = 9.50 ft 1 0.168 0.126 0.90
1.00 1.00 1.00
1.026 1.00 1.00 1.00 2.96 450.4
2,678.6
1.09 32.9 261.0
+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 = 9.50 ft 1 0.496 0.377 1.00
1.00 1.00 1.00
1.026 1.00 1.00 1.00 9.71 1,475.0
2,976.2
3.64 109.4 290.0
+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 = 9.50 ft 1 0.328 0.249 1.25
1.00 1.00 1.00
1.026 1.00 1.00 1.00 8.02 1,218.8
3,720.2
3.00 90.3 362.5
+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 = 9.50 ft 1 0.057 0.043 1.60
1.00 1.00 1.00
1.026 1.00 1.00 1.00 1.78 270.2
4,761.9
0.66 19.7 464.0
Project Title: 3417
B20/42
Engineer:
Kirkland, WA 98033
Project ID:
Project Descr:
Printed. 29 NOV 2023, 11:21AM
Wood Beam
Project File: maplewood a gravity.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
0.1775
4.403
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
0.0535
in 4.369 ft
0.0000 in 0.000 ft
+D+L
1
0.1775
in 4.403 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.1465
in 4.403 ft
0.0000 in 0.000 ft
+0.60D
1
0.0321
in 4.369 ft
0.0000 in 0.000 ft
L Only
1
0.1240
in 4.403 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
4.051
2.022
Max Upward from Load Combinations
4.051
2.022
Max Upward from Load Cases
2.851
1.429
D Only
1.200
0.593
+D+L
4.051
2.022
+D+0.750L
3.338
1.665
+0.60D
0.720
0.356
L Only
2.851
1.429
0,90 11H IS1 314 49 iks 631 1112 1A 9.43
Distara(R)
1)011S I+D+1 I4+6.7S611+6.66D
Kirkland, WA 98033
Wood Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: BM#6
�i
2�6
1�9
MEMBER•••::
O c,
del
Project Title: 3417
Engineer:
Project ID:
Project Descr:
RB Engineers, Inc.
B21 /42
Printed: 29 NOV 2023, 11:21AM
Project File: maplewood a gravity.ec6
(c) ENERCALC INC 1983-2023
0191) 1114 2AI 314 49 SAS 659 1A2 8A9 9143
DISW (R)
1 D011f I+D+I 14+05011+6161)
0191) 134 M 3111 49 Sd8 6.52 1,4s 839 133
DiSWO(R)
1 D011t I+D+i I4+01M 14661) 1 i0o11
Kirkland, WA 98033
Project Title: 3417
Engineer:
Project ID:
Project Descr:
B22/42
Printed: 29 NOV 2023, 11:21AM
Wood Beam Project File: maplewood a gravity.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 2021, ASCE 7-16
Load Combination Set: ASCE 7-05
Material Properties
Analysis Method : Allowable Stress Design
Fb +
2,900.0 psi
E : Modulus of Elasticity
Load Combination ASCE 7-05
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
.266) L(0.475
1862) L(0.05:
5.25x14.0
Span = 16.0 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 = 1.330 ft, (Floor Load)
Uniform Load : D = 0.0140, L = 0.0250
ksf, Tributary Width = 19.0 ft, (Floor Load)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.638 1
Maximum Shear Stress Ratio
=
0.394 : 1
Section used for this span
5.25x14.0
Section used for this span
5.25x14.0
fb: Actual =
1,819.96 psi
fv: Actual
=
114.30 psi
F'b =
2,850.80psi
F'v
=
290.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
8.000ft
Location of maximum on span
=
14.891 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.326 in Ratio =
588 > 360 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.502 in Ratio =
382 > 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 = 16.0 ft 1 0.248 0.153 0.90
1.00 1.00 1.00
0.983 1.00 1.00 1.00 9.11 637.3
2,565.7
1.96 40.0 261.0
+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 = 16.0 ft 1 0.638 0.394 1.00
1.00 1.00 1.00
0.983 1.00 1.00 1.00 26.01 1,820.0
2,850.8
5.60 114.3 290.0
+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 = 16.0 ft 1 0.428 0.264 1.25
1.00 1.00 1.00
0.983 1.00 1.00 1.00 21.78 1,524.3
3,563.5
4.69 95.7 362.5
+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 = 16.0 ft 1 0.084 0.052 1.60
1.00 1.00 1.00
0.983 1.00 1.00 1.00 5.46 382.4
4,561.3
1.18 24.0 464.0
Project Title: 3417
B23/42
Engineer:
Kirkland, WA 98033
Project ID:
Project Descr:
Printed: 29 NOV 2023, 11:21AM
Wood Beam
Project File: maplewood a gravity.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
0.5021
8.058
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
0.1758
in 8.058 ft
0.0000 in 0.000 ft
+D+L
1
0.5021
in 8.058 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.4205
in 8.058 ft
0.0000 in 0.000 ft
+0.60D
1
0.1055
in 8.058 ft
0.0000 in 0.000 ft
L Only
1
0.3263
in 8.058 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
6.503
6.503
Max Upward from Load Combinations
6.503
6.503
Max Upward from Load Cases
4.226
4.226
D Only
2.277
2.277
+D+L
6.503
6.503
+D+0.750L
5.446
5.446
+0.60D
1.366
1.366
L Only
4.226
4.226
LR 3.09 467 13 74 9All 10,E 125S 14d3 L11
Distara(R)
I )01111Oft I441S011+0101)
Kirkland, WA 98033
Wood Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: BM#7
Project Title: 3417
Engineer:
Project ID:
Project Descr:
RB Engineers, Inc.
B24/42
Printed: 29 NOV 2023, 11:21AM
Project File: maplewood a gravity.ec6
(c) ENERCALC INC 1983-2023
152 3,09 461 626 7162 940 OfiO 14d3 1611
Distaece(R)
1 1)01ff I+D+I 14+05011+010D
112 309 4,67 6126 1I62 9140 NA 14,13 6111
Distaece(R)
1 D0111 I+D+I I4+01M 14601) 110o1y
Kirkland, WA 98033
Project Title: 3417
Engineer:
Project ID:
Project Descr:
B25/42
Printed: 29 NOV 2023, 11:21AM
Wood Beam Project File: maplewood a gravity.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 2021, ASCE 7-16
Load Combination Set: ASCE 7-05
Material Properties
Analysis Method : Allowable Stress Design
Fb +
2,900.0 psi
E : Modulus of Elasticity
Load Combination ASCE 7-05
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(1.9) L(4.2)
D 0. 28 L 0.05
D(0.14) L(0.41
7.0 X 18.0
Span = 21.0 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 = 0.0140, L =
0.040 ksf, Extent = 10.0 -->>
21.0 ft, Tributary Width = 10.0 ft, (Floor Load)
Point Load : D = 1.90, L = 4.20
k @ 10.0 ft, (BM14 R2)
Uniform Load : D = 0.0140, L =
0.0250 ksf, Tributary Width =
2.0 ft, (Roof Load)
DESIGN SUMMARY
Maximum Bending Stress Ratio
= 0.566: 1 Maximum Shear Stress Ratio =
Section used for this span
7.0 X 18.0
Section used for this span
fb: Actual
= 1,642.74psi
fv: Actual =
F'b
= 2,903.37psi
F'v =
Load Combination
+D+L
Load Combination
Location of maximum on span
= 10.040ft
Location of maximum on span =
Span # where maximum occurs
= Span # 1
Span # where maximum occurs =
Maximum Deflection
Max Downward Transient Deflection
0.378 in Ratio =
666 >=360 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.538 in Ratio =
468 > 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 a ues
Segment Length Span # M V
CD CM Ct CLx CIF
Cfu C i C r M fb F'b
D Only
Length =
21.0 ft
1
0.188
0.095
0.90
1.00
1.00
1.00
1.001
+D+L
1.00
1.00
1.00
1.001
Length =
21.0 ft
1
0.566
0.296
1.00
1.00
1.00
1.00
1.001
+D+0.750L
1.00
1.00
1.00
1.001
Length =
21.0 ft
1
0.373
0.195
1.25
1.00
1.00
1.00
1.001
+0.60D
1.00
1.00
1.00
1.001
Length =
21.0 ft
1
0.064
0.032
1.60
1.00
1.00
1.00
1.001
1.00
1.00
1.00
15.51
492.3
2,613.0
1.00
1.00
1.00
0.0
1.00
1.00
1.00
51.75
1,642.7
2,903.4
1.00
1.00
1.00
0.0
1.00
1.00
1.00
42.69
1,355.1
3,629.2
1.00
1.00
1.00
0.0
1.00
1.00
1.00
9.30
295.4
4.645.4
0.296 : 1
7.0 X 18.0
85.81 psi
290.00 psi
+D+L
19.544 ft
Span # 1
ewes
V
fv
F'v
0.00
0.0
0.0
2.09
24.9
261.0
0.00
0.0
0.0
7.21
85.8
290.0
0.00
0.0
0.0
5.93
70.6
362.5
0.00
0.0
0.0
1.25
14.9
464.0
Project Title: 3417
B26/42
Engineer:
Kirkland, WA 98033
Project ID:
Project Descr:
Printed: 29 NOV 2023, 11:21AM
Wood Beam
Project File: maplewood a gravity.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
0.5380
10.730
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
0.1601
in 10.653 ft
0.0000 in 0.000 ft
+D+L
1
0.5380
in 10.730 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.4435
in 10.653 ft
0.0000 in 0.000 ft
+0.60D
1
0.0961
in 10.653 ft
0.0000 in 0.000 ft
L Only
1
0.3779
in 10.730 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
5.570
8.108
Max Upward from Load Combinations
5.570
8.108
Max Upward from Load Cases
3.877
5.773
D Only
1.693
2.335
+D+L
5.570
8.108
+D+0.750L
4.601
6.665
+0.60D
1.016
1.401
L Only
3.877
5.773
139 4A8 6J 821) W21 0 14,41 15A8 1855 2052
Distara(R)
I )01111Oft I441S011+0101)
Kirkland, WA 98033
Wood Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: BM#8
6
9
MEMBER. -
-056
Project Title: 3417
Engineer:
Project ID:
Project Descr:
RB Engineers, Inc.
B27/42
Printed: 29 NOV 2023, 11:21AM
Project File: maplewood a gravity.ec6
(c) ENERCALC INC 1983-2023
I'll 4,06 6,13 8I20 1110 1234 14,41 16,01 18d6
DISW (R)
1 1)01ff I+D+I 14+050114601)
I'll 06 6,13 0 NO IM4 14,41 1610
DISWO(ft)
1 D011t I+D+I I4+01M 14661) 110o11
Kirkland, WA 98033
Project Title: 3417
Engineer:
Project ID:
Project Descr:
B28/42
Printed: 29 NOV 2023, 11:21AM
Wood Beam Project File: maplewood a gravity.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 2021, ASCE 7-16
Load Combination Set: ASCE 7-05
Material Properties
Analysis Method : Allowable Stress Design
Fb +
875 psi
E : Modulus of Elasticity
Load Combination ASCE 7-05
Fb -
875 psi
Ebend- xx 1300 ksi
Fc - Prll
600 psi
Eminbend - xx 470 ksi
Wood Species Douglas Fir -Larch
Fc - Perp
625 psi
Wood Grade No.2
Fv
170 psi
Ft
425 psi
Density 31.21 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
410
Span = 4.0 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 = 15.50 ft, (Floor Load)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.383 1
Maximum Shear Stress Ratio
=
0.283 : 1
Section used for this span
4x10
Section used for this span
4x10
fb: Actual =
402.47psi
fv: Actual
=
48.12 psi
F'b =
1,050.00 psi
F'v
=
170.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
2.000ft
Location of maximum on span
=
3.241 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.012 in Ratio =
4010 > 480 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <480 n/a
Max Downward Total Deflection
0.016 in Ratio =
2970 > 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 = 4.0 ft 1 0.110 0.082 0.90
1.00 1.00 1.00
1.200 1.00 1.00 1.00 0.43 104.3
945.0
0.27 12.5 153.0
+D+L
1.00 1.00 1.00
1.200 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 4.0 ft 1 0.383 0.283 1.00
1.00 1.00 1.00
1.200 1.00 1.00 1.00 1.67 402.5
1,050.0
1.04 48.1 170.0
+D+0.750L
1.00 1.00 1.00
1.200 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 4.0 ft 1 0.250 0.185 1.25
1.00 1.00 1.00
1.200 1.00 1.00 1.00 1.36 327.9
1,312.5
0.85 39.2 212.5
+0.60D
1.00 1.00 1.00
1.200 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 4.0 ft 1 0.037 0.028 1.60
1.00 1.00 1.00
1.200 1.00 1.00 1.00 0.26 62.6
1,680.0
0.16 7.5 272.0
Project Title: 3417
B29/42
Engineer:
Kirkland, WA 98033
Project ID:
Project Descr:
Printed: 29 NOV 2023, 11:21AM
Wood Beam
Project File: maplewood a gravity.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
0.0162
2.015
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
0.0042
in 2.015 ft
0.0000 in 0.000 ft
+D+L
1
0.0162
in 2.015 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.0132
in 2.015 ft
0.0000 in 0.000 ft
+0.60D
1
0.0025
in 2.015 ft
0.0000 in 0.000 ft
L Only
1
0.0120
in 2.015 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
1.674
1.674
Max Upward from Load Combinations
1.674
1.674
Max Upward from Load Cases
1.240
1.240
D Only
0.434
0.434
+D+L
1.674
1.674
+D+0.750L
1.364
1.364
+0.60D
0.260
0.260
L Only
1.240
1.240
038 019 I'll L99 I'll N1 01 320 3S9 400
Distance (ft)
I )011S I+D+I I447S011+010D
Kirkland, WA 98033
Wood Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: BM#9
Project Title: 3417
Engineer:
Project ID:
Project Descr:
RB Engineers, Inc.
B30/42
Printed: 29 NOV 2023, 11:21AM
Project File: maplewood a gravity.ec6
(c) ENERCALC INC 1983-2023
r
MEh"8Ek-;;
L
Q
n
c
•0,9
0
038 0J9 P? Ib9 199 d 2,19 320 3A9 4A0
Dista�ce(ft)
1 1)01ff I+D+I 14+050114601)
038 011 119 1196 L98 239 2J4 3I4 3S3 393
Distance(ft)
1 1)011t I+D+I I+D+6.1S611+6b6D 1IOoly
Kirkland, WA 98033
Project Title: 3417
Engineer:
Project ID:
Project Descr:
B31 /42
Printed: 29 NOV 2023, 11:21AM
Wood Beam Project File: maplewood a gravity.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: 13M#10
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set: ASCE 7-05
Material Properties
Analysis Method : Allowable Stress Design
Fb +
2,900.0 psi
E : Modulus of Elasticity
Load Combination ASCE 7-05
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(0.168) L(0.3)
3.5x14.0
Span = 13.0 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 = 7.0 ft, (Floor Load)
Uniform Load : D = 0.0140, L = 0.0250
ksf, Tributary Width = 12.0 ft, (Roof Load)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.65a 1
Maximum Shear Stress Ratio
=
0.479 : 1
Section used for this span
3.5x14.0
Section used for this span
3.5x14.0
fb: Actual =
1,875.75psi
fv: Actual
=
138.85 psi
F'b =
2,850.80psi
F'v
=
290.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
6.500ft
Location of maximum on span
=
11.861 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.234 in Ratio =
666 >=360 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.342 in Ratio =
456 > 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 = 13.0 ft 1 0.230 0.167 0.90
1.00 1.00 1.00
0.983 1.00 1.00 1.00 5.62 589.8
2,565.7
1.43 43.7 261.0
+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 = 13.0 ft 1 0.658 0.479 1.00
1.00 1.00 1.00
0.983 1.00 1.00 1.00 17.87 1,875.8
2,850.8
4.54 138.8 290.0
+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 = 13.0 ft 1 0.436 0.317 1.25
1.00 1.00 1.00
0.983 1.00 1.00 1.00 14.81 1,554.3
3,563.5
3.76 115.0 362.5
+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 = 13.0 ft 1 0.078 0.056 1.60
1.00 1.00 1.00
0.983 1.00 1.00 1.00 3.37 353.9
4,561.3
0.86 26.2 464.0
Project Title: 3417
B32/42
Engineer:
Kirkland, WA 98033
Project ID:
Project Descr:
Printed: 29 NOV 2023, 11:21AM
Wood Beam
Project File: maplewood a gravity.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
0.3416
6.547
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
0.1074
in 6.547 ft
0.0000 in 0.000 ft
+D+L
1
0.3416
in 6.547 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.2831
in 6.547 ft
0.0000 in 0.000 ft
+0.60D
1
0.0644
in 6.547 ft
0.0000 in 0.000 ft
L Only
1
0.2342
in 6.547 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
5.499
5.499
Max Upward from Load Combinations
5.499
5.499
Max Upward from Load Cases
3.770
3.770
D Only
1.729
1.729
+D+L
5.499
5.499
+D+0.750L
4.557
4.557
+0.60D
1.037
1.037
L Only
3.770
3.770
10 231 380 U8 636 71A R RN 11A 216
Distara(R)
I )0111144 I4+0.1% 1+010D
Kirkland, WA 98033
Wood Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: BM#10
Project Title: 3417
Engineer:
Project ID:
Project Descr:
RB Engineers, Inc.
B33/42
Printed: 29 NOV 2023, 11:21AM
Project File: maplewood a gravity.ec6
(c) ENERCALC INC 1983-2023
IZ 251 380 SIN 636 7M 832 IQ O 11A8 12116
Dista�ce(ft)
1 1)01ff I+D+I 14+05011+6b6D
1123 261 3188 SIN Uli 1M B:? 11,48 2116
Dista�e(ft)
1 D0111 I+D+1 I4+01M 14661) 110o1y
Kirkland, WA 98033
Project Title: 3417
Engineer:
Project ID:
Project Descr:
B34/42
Printed: 29 NOV 2023, 11:21AM
Wood Beam Project File: maplewood a gravity.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 2021, ASCE 7-16
Load Combination Set: ASCE 7-05
Material Properties
Analysis Method : Allowable Stress Design
Fb +
900.0 psi
E : Modulus of Elasticity
Load Combination ASCE 7-05
Fb -
900.0 psi
Ebend- xx 1,600.Oksi
Fc - Prll
1,350.0 psi
Eminbend - xx 580.Oksi
Wood Species Douglas Fir -Larch
Fc - Perp
625.0 psi
Wood Grade No.2
Fv
180.0 psi
Ft
575.0 psi
Density 31.210pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
.042) U0.075
412
Span = 18.250 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, (Lower roof load)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.800 1
Maximum Shear Stress Ratio
=
0.203 : 1
Section used for this span
4x12
Section used for this span
4x12
fb: Actual =
791.74psi
fv: Actual
=
36.52 psi
F'b =
990.00 psi
F'v
=
180.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
9.125ft
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
0.283 in Ratio =
772 > 360 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.442 in Ratio =
495> 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 = 18.250 ft 1 0.319 0.081 0.90
1.00 1.00 1.00
1.100 1.00 1.00 1.00 1.75 284.2
891.0
0.34 13.1 162.0
+D+L
1.00 1.00 1.00
1.100 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 18.250 ft 1 0.800 0.203 1.00
1.00 1.00 1.00
1.100 1.00 1.00 1.00 4.87 791.7
990.0
0.96 36.5 180.0
+D+0.750L
1.00 1.00 1.00
1.100 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 18.250 ft 1 0.537 0.136 1.25
1.00 1.00 1.00
1.100 1.00 1.00 1.00 4.09 664.9
1,237.5
0.80 30.7 225.0
+0.60D
1.00 1.00 1.00
1.100 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 18.250 ft 1 0.108 0.027 1.60
1.00 1.00 1.00
1.100 1.00 1.00 1.00 1.05 170.5
1,584.0
0.21 7.9 288.0
Project Title: 3417
B35/42
Engineer:
Kirkland, WA 98033
Project ID:
Project Descr:
Printed: 29 NOV 2023, 11:21AM
Wood Beam
Project File: maplewood a gravity.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
0.4421
9.192
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
0.1587
in 9.192 ft
0.0000 in 0.000 ft
+D+L
1
0.4421
in 9.192 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.3712
in 9.192 ft
0.0000 in 0.000 ft
+0.60D
1
0.0952
in 9.192 ft
0.0000 in 0.000 ft
L Only
1
0.2834
in 9.192 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
1.068
1.068
Max Upward from Load Combinations
1.068
1.068
Max Upward from Load Cases
0.684
0.684
D Only
0.383
0.383
+D+L
1.068
1.068
+D+0.750L
0.897
0.897
+0.60D
0.230
0.230
L Only
0.684
0.684
lZ 333 533 7.13 893 RR 02 1432 112 1132
Distance (ft)
1 D9l111 Oft 1441S01 1+0101)
Kirkland, WA 98033
Wood Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: 1310#11
Project Title: 3417
Engineer:
Project ID:
Project Descr:
RB Engineers, Inc.
B36/42
Printed: 29 NOV 2023, 11:21AM
Project File: maplewood a gravity.ec6
(c) ENERCALC INC 1983-2023
In 3153 933 I'll 833 lVi 13( r- 112 VM
DIsW (ft)
1 1)01ff I+D+I 14+050I 1+6b6D
In 333 933 ?10 833 10Jt f S 18d2 1132
Dista�e(ft)
1 D0111 I+D+I I4+01M 14661) 110o11
Kirkland, WA 98033
Project Title: 3417
Engineer:
Project ID:
Project Descr:
B37/42
Printed: 29 NOV 2023, 11:21AM
Wood Beam Project File: maplewood a gravity.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 2021, ASCE 7-16
Load Combination Set: ASCE 7-05
Material Properties
Analysis Method : Allowable Stress Design
Fb +
2,900.0 psi
E : Modulus of Elasticity
Load Combination ASCE 7-05
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(0.01862)
L(0.0532)
D(1.9) L(4)
3.5x14.0
Span = 19.50 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 = 0.040 ksf,
Tributary Width = 1.330 ft, (Floor Load)
Point Load : D = 1.90, L = 4.0 k @ 18.0
ft, (BM13 R2)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.341: 1
Maximum Shear Stress Ratio
=
0.640 : 1
Section used for this span
3.5x14.0
Section used for this span
3.5x14.0
fb: Actual =
973.22 psi
fv: Actual
=
185.65 psi
F'b =
2,850.80psi
F'v
=
290.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
16.084ft
Location of maximum on span
=
18.361 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.264 in Ratio =
885>=480 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <480 n/a
Max Downward Total Deflection
0.377 in Ratio =
621 > 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 = 19.50 ft 1 0.118 0.225 0.90
1.00 1.00 1.00
0.983 1.00 1.00 1.00 2.88 302.7
2,565.7
1.91 58.6 261.0
+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 = 19.50 ft 1 0.341 0.640 1.00
1.00 1.00 1.00
0.983 1.00 1.00 1.00 9.27 973.2
2,850.8
6.06 185.7 290.0
+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 = 19.50 ft 1 0.226 0.425 1.25
1.00 1.00 1.00
0.983 1.00 1.00 1.00 7.67 805.1
3,563.5
5.03 153.9 362.5
+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 = 19.50 ft 1 0.040 0.076 1.60
1.00 1.00 1.00
0.983 1.00 1.00 1.00 1.73 181.6
4,561.3
1.15 35.2 464.0
Project Title: 3417
B38/42
Engineer:
Kirkland, WA 98033
Project ID:
Project Descr:
Printed: 29 NOV 2023, 11:21AM
Wood Beam
Project File: maplewood a gravity.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
0.3765
10.675
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
0.1121
in 10.746 ft
0.0000 in 0.000 ft
+D+L
1
0.3765
in 10.675 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.3104
in 10.675 ft
0.0000 in 0.000 ft
+0.60D
1
0.0673
in 10.746 ft
0.0000 in 0.000 ft
L Only
1
0.2644
in 10.604 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
1.154
6.146
Max Upward from Load Combinations
1.154
6.146
Max Upward from Load Cases
0.826
4.211
D Only
0.328
1.935
+D+L
1.154
6.146
+D+0.750L
0.947
5.094
+0.60D
0.197
1.161
L Only
0.826
4.211
1'S 371 1A 711 U4 1146 1332 1122 19.14
Distara(R)
109l111 +D+1 1 441S01 1 +0100
Kirkland, WA 98033
Wood Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: BM#12
12
MEMBER-
•OJ
•2�$
.a
•63
Project Title: 3417
Engineer:
Project ID:
Project Descr:
RB Engineers, Inc.
B39/42
Printed: 29 NOV 2023, 11:21AM
Project File: maplewood a gravity.ec6
(c) ENERCALC INC 1983-2023
JS 311 $69 NI 954 IIA III fdu IM 1914
D1SW(R)
1 1)01ff I+D+114+05011+0101)
I'S 3111 $,69 7,61 A$4 IIA6
DISWO (R)
1 D0111 I+D+114+01M 14601) 110o11
Kirkland, WA 98033
Project Title: 3417
Engineer:
Project ID:
Project Descr:
B40/42
Printed: 29 NOV 2023, 11:21AM
Wood Beam Project File: maplewood a gravity.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: BM#13
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set: ASCE 7-05
Material Properties
Analysis Method : Allowable Stress Design
Load Combination ASCE 7-05
Wood Species Douglas Fir -Larch
Wood Grade No.2
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
MO. 154
Fb +
875.0 psi
E : Modulus of Elasticity
Fb -
875.0 psi
Ebend- xx 1,300.Oksi
Fc - Prll
600.0 psi
Eminbend - xx 470.Oksi
Fc - Perp
625.0 psi
Fv
170.0 psi
Ft
425.0 psi
Density 31.210pcf
4x10
Span = 6.0 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 = 11.0 ft, (Floor Load)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.6121
Maximum Shear Stress Ratio
=
0.362 : 1
Section used for this span
4x10
Section used for this span
4x10
fb: Actual =
642.66psi
fv: Actual
=
61.47 psi
F'b =
1,050.00 psi
F'v
=
170.00 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
0.043 in Ratio =
1674 > 480 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <480 n/a
Max Downward Total Deflection
0.058 in Ratio =
1240 > 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 0.176 0.104 0.90
1.00 1.00 1.00
1.200 1.00 1.00 1.00 0.69 166.6
945.0
0.34 15.9 153.0
+D+L
1.00 1.00 1.00
1.200 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 6.0 ft 1 0.612 0.362 1.00
1.00 1.00 1.00
1.200 1.00 1.00 1.00 2.67 642.7
1,050.0
1.33 61.5 170.0
+D+0.750L
1.00 1.00 1.00
1.200 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 6.0 ft 1 0.399 0.236 1.25
1.00 1.00 1.00
1.200 1.00 1.00 1.00 2.18 523.6
1,312.5
1.08 50.1 212.5
+0.60D
1.00 1.00 1.00
1.200 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 6.0 ft 1 0.060 0.035 1.60
1.00 1.00 1.00
1.200 1.00 1.00 1.00 0.42 100.0
1,680.0
0.21 9.6 272.0
Project Title: 3417
B41 /42
Engineer:
Kirkland, WA 98033
Project ID:
Project Descr:
Printed: 29 NOV 2023, 11:21AM
Wood Beam
Project File: maplewood a gravity.ec6
LIC# : KW-06015928, Build:20.23.08.30
RB Engineers, Inc.
(c) ENERCALC INC 1983-2023
DESCRIPTION: BM#13
Overall Maximum Deflections
Load Combination Span
Max. "" Defl Location in Span
Load Combination
Max. "+" Defl Location in Span
+D+L 1
0.0581
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
0.0151
in 3.022 ft
0.0000 in 0.000 ft
+D+L
1
0.0581
in 3.022 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.0473
in 3.022 ft
0.0000 in 0.000 ft
+0.60D
1
0.0090
in 3.022 ft
0.0000 in 0.000 ft
L Only
1
0.0430
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
1.782
1.782
Max Upward from Load Combinations
1.782
1.782
Max Upward from Load Cases
1.320
1.320
D Only
0.462
0.462
+D+L
1.782
1.782
+D+0.750L
1.452
1.452
+0.60D
0.277
0.277
L Only
1.320
1.320
8166 1114 14 Nl) 2A 3A8 4A 464 iZ 5,80
Distara(R)
I )01111Oft I441S111+0101)
Kirkland, WA 98033
Wood Beam
LIC# : KW-06015928, Build:20.23.08.30
DESCRIPTION: BM#13
Project Title: 3417
Engineer:
Project ID:
Project Descr:
RB Engineers, Inc.
B42/42
Printed: 29 NOV 2023, 11:21AM
Project File: maplewood a gravity.ec6
(c) ENERCALC INC 1983-2023
039 1114 Ida MI) 21H 341 4A 4A Q1 SIR
DIsW (ft)
1 1)91ff I+D+I 14+050114601)
0166 1112 IM 23 2'82 333 451 4d0
Dista�e(ft)
1 DO�ft I+D+I I+D+6,1661 I+6,66D 1IO�ly
C) GENERAL NOTES
v-
IU-- WIFIF A4'11- ."_N.'_F__
.. . ... . .. .. drvLL
--.-N. I'..
ALL — -6-01 1 RROSEREIR L� RROSEREIR __Rr RROSEREIR __Rr RROSEREFF __Rr U-
O CRAWL SPACE ACCESS - IRC 1408.4
wn�N
-N—NRRlL0-DNA" MID
ox
M CRAWL'PACE BEAMS
-1-ARN-ElF._ 1:
MOM.�
M CRAWL SPACE VENTILATION - IRCR408
ABus.msiA
ABussron
11�1'�4
-I I`EDRI'01-Al IT TO AUL-INI-T.—I.1 F'� .1'�
"ssTO
.1 A �4=4%"'Zl <
20�' G SCHEDULE I
0
7-L
L -i
cy)
Ln
LL
AL. MERIOR FOOTINGS TO MEND Lu IS 1-IN BELOW FINISHED GRADE
1 11 22� 11sff UNLESS NOTED MNr7W W OISE, MIR
D FORMS NNO EADDFILLING.
t T - - - - - - - - r - - - - - - - - - - - - - - -
0
F- - - - - - - -- - - - - - - - 3:
F 21 F-
- - - - - - �mFL 2, 4 F
L -1 L A L -1
<
2i
[(D7
1-114 172 1--�4 F-1-1. ps
IiFlr-
= - —L = L 7�:l L-7 J —L -J
8" STEM CRAWLSPACE
TYPICAL
L
UZ.Z-��'P";;�-R S L - - F,, - - - -
L
16" FTC;
TYPICAL I I GARAGE
z
A
--- -
L
SHROMIN1 F.F. T1
-
L Ll�
L L_
-J L -J --h L -J jLL
Ln
uj r14
GARAGE
L----------
N_
FIu
ITHRII
- -- - - - - - - - - - - - -
0-14/
Q ��H �4 j TO. L
0 TAN,
LL �4
L L ITHI D111
- - - - - - - - - - - - - --- J OFTOND' T�IEL.N�j
11-111-1-PON111 - - - - SRAFE FOUNDATION PLAN
H
A,
141 "1 FOR CONSTRUCTION
OF ED ONDS
"'01
m.
Kirkland, WA 98033
Project Title: 3417
Engineer:
Project ID:
Project Descr:
F2/10
Printed: 29 NOV 2023, 11:21AM
General Footing Project File: maplewood a gravity.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 318-19, IBC 2021, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Material Properties
fc : Concrete 28 day strength =
fy : Rebar Yield =
Ec : Concrete Elastic Modulus =
Concrete Density =
Values Flexure =
Shear =
Analysis Settings
Min Steel % Bending Reinf. _
Min Allow % Temp Reinf. _
Min. Overturning Safety Factor =
Min. Sliding Safety Factor =
Add Ftg Wt for Soil Pressure
Use ftg wt for stability, moments & shears
Add Pedestal Wt for Soil Pressure
Use Pedestal wt for stability, mom & shear
Dimensions
2.50 ksi
40.0 ksi
3,122.0 ksi
145.0 pcf
0.90
0.750
Soil Design Values
Allowable Soil Bearing =
Soil Density
Increase Bearing By Footing Weight =
Soil Passive Resistance (for Sliding) _
Soil/Concrete Friction Coeff. _
Increases based on footing Depth
Footing base depth below soil surface =
Allow press. increase per foot of depth =
0.00180 when footing base is below =
1.0:1
1.0 1 Increases based on footing plan dimension
Yes Allowable pressure increase per foot of depth
Yes =
No when max. length or width is greater than
No
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
X
3.0 in
6
4
6
4 6-#4Bars
X-X Section Looking to +Z
n/a
# Bars required within zone n/a
# Bars required on each side of zone n/a
Applied Loads
D Lr L
P : Column Load = 6.0 12.30
OB : Overburden =
M-xx =
M-zZ =
V-x =
V-z =
S
Z
X
V
N_
21
N
O
1.50 ksf
110.0 pcf
No
250.0 pcf
0.30
ft
ksf
ft
ksf
ft
6-#4Bars
M
Z-Z Section Looking to +X
W E H
k
ksf
k-ft
k-ft
k
k
Kirkland, WA 98033
Project Title: 3417
Engineer:
Project ID:
Project Descr:
F3/10
Printed: 29 NOV 2023, 11:21AM
General Footing
Project File: maplewood a gravity.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 0.8593
Soil Bearing
1.289 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 0.4260
Z Flexure (+X)
3.360 k-ft/ft
7.888 k-ft/ft
+1.20D+1.60L
PASS 0.4260
Z Flexure (-X)
3.360 k-ft/ft
7.888 k-ft/ft
+1.20D+1.60L
PASS 0.4260
X Flexure (+Z)
3.360 k-ft/ft
7.888 k-ft/ft
+1.20D+1.60L
PASS 0.4260
X Flexure (-Z)
3.360 k-ft/ft
7.888 k-ft/ft
+1.20D+1.60L
PASS 0.2572
1-way Shear (+X)
19.289 psi
75.0 psi
+1.20D+1.60L
PASS 0.2572
1-way Shear (-X)
19.289 psi
75.0 psi
+1.20D+1.60L
PASS 0.2572
1-way Shear (+Z)
19.289 psi
75.0 psi
+1.20D+1.60L
PASS 0.2572
1-way Shear (-Z)
19.289 psi
75.0 psi
+1.20D+1.60L
PASS 0.5352
2-way Punching
80.275 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
0.520
0.520
n/a
n/a
0.347
X-X, +D+L
1.50
n/a 0.0
1.289
1.289
n/a
n/a
0.859
X-X, +D+0.750L
1.50
n/a 0.0
1.097
1.097
n/a
n/a
0.731
X-X, +0.60D
1.50
n/a 0.0
0.3120
0.3120
n/a
n/a
0.208
Z-Z, D Only
1.50
0.0 n/a
n/a
n/a
0.520
0.520
0.347
Z-Z, +D+L
1.50
0.0 n/a
n/a
n/a
1.289
1.289
0.859
Z-Z, +D+0.750L
1.50
0.0 n/a
n/a
n/a
1.097
1.097
0.731
Z-Z, +0.60D
1.50
0.0 n/a
n/a
n/a
0.3120
0.3120
0.208
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
1.050
+Z
Bottom
0.2592
AsMin
0.30
7.888
OK
X-X, +1.40D
1.050
-Z
Bottom
0.2592
AsMin
0.30
7.888
OK
X-X, +1.20D+1.60L
3.360
+Z
Bottom
0.2592
AsMin
0.30
7.888
OK
X-X, +1.20D+1.60L
3.360
-Z
Bottom
0.2592
AsMin
0.30
7.888
OK
X-X, +1.20D+L
2.438
+Z
Bottom
0.2592
AsMin
0.30
7.888
OK
X-X, +1.20D+L
2.438
-Z
Bottom
0.2592
AsMin
0.30
7.888
OK
X-X, +1.20D
0.90
+Z
Bottom
0.2592
AsMin
0.30
7.888
OK
X-X, +1.20D
0.90
-Z
Bottom
0.2592
AsMin
0.30
7.888
OK
X-X, +0.90D
0.6750
+Z
Bottom
0.2592
AsMin
0.30
7.888
OK
X-X, +0.90D
0.6750
-Z
Bottom
0.2592
AsMin
0.30
7.888
OK
Z-Z, +1.40D
1.050
-X
Bottom
0.2592
AsMin
0.30
7.888
OK
Z-Z, +1.40D
1.050
+X
Bottom
0.2592
AsMin
0.30
7.888
OK
Z-Z, +1.20D+1.60L
3.360
-X
Bottom
0.2592
AsMin
0.30
7.888
OK
Z-Z, +1.20D+1.60L
3.360
+X
Bottom
0.2592
AsMin
0.30
7.888
OK
Z-Z, +1.20D+L
2.438
-X
Bottom
0.2592
AsMin
0.30
7.888
OK
Z-Z, +1.20D+L
2.438
+X
Bottom
0.2592
AsMin
0.30
7.888
OK
Z-Z, +1.20D
0.90
-X
Bottom
0.2592
AsMin
0.30
7.888
OK
Kirkland, WA 98033
Project Title: 3417
Engineer:
Project ID:
Project Descr:
General Footing
i
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.
DESCRIPTION: F #1
Footing Flexure
Flexure Axis &Load Combination Mu Side Tension As Req'd Gvrn. As
k-ft Surface in^2 in^2
F4/10
Printed: 29 NOV 2023, 11:21AM
Project File: maplewood a gravity.ec6
(c) ENERCALC INC 1983-2023
Actual As Phi*Mn Status
in^2 k-ft
Z-Z, +1.201D
0.90
+X Bottom
0.2592
AsMin
0.30
7.888
OK
Z-Z, +0.90D
0.6750
-X Bottom
0.2592
AsMin
0.30
7.888
OK
Z-Z, +0.90D
0.6750
+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
+1.401D
6.03 psi
6.03 psi
6.03 psi
6.03 psi
6.03 psi
75.00 psi
0.08
OK
+1.20D+1.60L
19.29 psi
19.29 psi
19.29 psi
19.29 psi
19.29 psi
75.00 psi
0.26
OK
+1.20D+L
13.99 psi
13.99 psi
13.99 psi
13.99 psi
13.99 psi
75.00 psi
0.19
OK
+1.20D
5.17 psi
5.17 psi
5.17 psi
5.17 psi
5.17 psi
75.00 psi
0.07
OK
+0.90D
3.88 psi
3.88 psi
3.88 psi
3.88 psi
3.88 psi
75.00 psi
0.05
OK
Two -Way "Punching" Shear
All
units k
Load Combination...
Vu
Phi*Vn
Vu / Phi*Vn
Status
+1.401D
25.09 psi
150.00psi
0.1672
OK
+1.20D+1.60L
80.28 psi
150.00psi
0.5352
OK
+1.20D+L
58.24 psi
150.00psi
0.3882
OK
+1.201D
21.50 psi
150.00psi
0.1433
OK
+0.90D
16.13 psi
150.00psi
0.1075
OK
Kirkland, WA 98033
Project Title: 3417
Engineer:
Project ID:
Project Descr:
F5/10
Printed: 29 NOV 2023, 11:21AM
General Footing Project File: maplewood a gravity.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 318-19, IBC 2021, 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 =
10.0 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
2.60
X
3.0 in
4
4
4 4-#4Bars 4-#4Bars o
MI co
X-X Section Looking to +Z Z-Z Section Looking to +X
n/a
n/a
n/a
Lr
L
S
W
E
H
5.0
k
ksf
k-ft
k-ft
k
k
Kirkland, WA 98033
Project Title: 3417
Engineer:
Project ID:
Project Descr:
F6/10
Printed: 29 NOV 2023, 11:21AM
General Footing Project File: maplewood a gravity.ec6
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION: F #2
I21*111CUMY►lirilii/_ ZY511
Min. Ratio
PASS
0.8913
PASS
n/a
PASS
n/a
PASS
n/a
PASS
n/a
PASS
n/a
PASS
0.2145
PASS
0.2145
PASS
0.2145
PASS
0.2145
PASS
0.1906
PASS
0.1906
PASS
0.1906
PASS
0.1906
PASS
0.3564
Detailed Results
Soil Bearing
Rotation Axis &
Load Combination...
X-X, D Only
X-X, +D+L
X-X, +D+0.750L
X-X, +0.60D
Z-Z, D Only
Z-Z, +D+L
Z-Z, +D+0.750L
Z-Z, +0.60D
Overturning Stability
Rotation Axis &
Load Combination...
Footing Has NO Overturning
Sliding Stability
Force Application Axis
Load Combination...
Footing Has NO Sliding
Footing Flexure
Item
Applied
Capacity
Governing Load Combination
Soil Bearing
1.337 ksf
1.50 ksf
+D+L about Z-Z axis
Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
Sliding - X-X
0.0 k
0.0 k
No Sliding
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
Uplift
0.0 k
0.0 k
No Uplift
Z Flexure (+X)
1.390 k-ft/ft
6.479 k-ft/ft
+1.20D+1.60L
Z Flexure (-X)
1.390 k-ft/ft
6.479 k-ft/ft
+1.20D+1.60L
X Flexure (+Z)
1.390 k-ft/ft
6.479 k-ft/ft
+1.20D+1.60L
X Flexure (-Z)
1.390 k-ft/ft
6.479 k-ft/ft
+1.20D+1.60L
1-way Shear (+X)
14.297 psi
75.0 psi
+1.20D+1.60L
1-way Shear (-X)
14.297 psi
75.0 psi
+1.20D+1.60L
1-way Shear (+Z)
14.297 psi
75.0 psi
+1.20D+1.60L
1-way Shear (-Z)
14.297 psi
75.0 psi
+1.20D+1.60L
2-way Punching
53.467 psi
150.0 psi
+1.20D+1.60L
Soil Bearing Stress @ Location
Actual / Allow
Xecc Zecc
Actual
Gross Allowable
(in)
Bottom, -Z
Top, +Z
Left, -X Right, +X
Ratio
1.50
n/a 0.0
0.5368
0.5368
n/a n/a
0.358
1.50
n/a 0.0
1.337
1.337
n/a n/a
0.891
1.50
n/a 0.0
1.137
1.137
n/a n/a
0.758
1.50
n/a 0.0
0.3221
0.3221
n/a n/a
0.215
1.50
0.0 n/a
n/a
n/a
0.5368 0.5368
0.358
1.50
0.0 n/a
n/a
n/a
1.337 1.337
0.891
1.50
0.0 n/a
n/a
n/a
1.137 1.137
0.758
1.50
0.0 n/a
n/a
n/a
0.3221 0.3221
0.215
Overturning Moment
Sliding Force
Resisting Moment Stability Ratio Status
All units k
Resisting Force Stability Ratio Status
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
0.4550
+Z
Bottom
0.2160
AsMin
0.320
6.479
OK
X-X, +1.40D
0.4550
-Z
Bottom
0.2160
AsMin
0.320
6.479
OK
X-X, +1.20D+1.60L
1.390
+Z
Bottom
0.2160
AsMin
0.320
6.479
OK
X-X, +1.20D+1.60L
1.390
-Z
Bottom
0.2160
AsMin
0.320
6.479
OK
X-X, +1.20D+L
1.015
+Z
Bottom
0.2160
AsMin
0.320
6.479
OK
X-X, +1.20D+L
1.015
-Z
Bottom
0.2160
AsMin
0.320
6.479
OK
X-X, +1.20D
0.390
+Z
Bottom
0.2160
AsMin
0.320
6.479
OK
X-X, +1.20D
0.390
-Z
Bottom
0.2160
AsMin
0.320
6.479
OK
X-X, +0.90D
0.2925
+Z
Bottom
0.2160
AsMin
0.320
6.479
OK
X-X, +0.90D
0.2925
-Z
Bottom
0.2160
AsMin
0.320
6.479
OK
Z-Z, +1.40D
0.4550
-X
Bottom
0.2160
AsMin
0.320
6.479
OK
Z-Z, +1.40D
0.4550
+X
Bottom
0.2160
AsMin
0.320
6.479
OK
Z-Z, +1.20D+1.60L
1.390
-X
Bottom
0.2160
AsMin
0.320
6.479
OK
Z-Z, +1.20D+1.60L
1.390
+X
Bottom
0.2160
AsMin
0.320
6.479
OK
Z-Z, +1.20D+L
1.015
-X
Bottom
0.2160
AsMin
0.320
6.479
OK
Z-Z, +1.20D+L
1.015
+X
Bottom
0.2160
AsMin
0.320
6.479
OK
Z-Z, +1.20D
0.390
-X
Bottom
0.2160
AsMin
0.320
6.479
OK
Kirkland, WA 98033
Project Title: 3417 F7/10
Engineer:
Project ID:
Project Descr:
Printed: 29 NOV 2023, 11:21AM
General Footing
Project
File: maplewood a gravity.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
0.390
+X Bottom
0.2160
AsMin
0.320
6.479 OK
Z-Z, +0.90D
0.2925
-X Bottom
0.2160
AsMin
0.320
6.479 OK
Z-Z, +0.90D
0.2925
+X Bottom
0.2160
AsMin
0.320
6.479 OK
One Way Shear
Load Combination...
Vu @ -X Vu @ +X Vu @ -Z Vu @
+Z Vu:Max Phi
Vn Vu / Phi*Vn Status
+1.401D
4.68 psi
4.68 psi
4.68 psi
4.68 psi
4.68 psi
75.00 psi 0.06 OK
+1.20D+1.60L
14.30 psi
14.30 psi
14.30 psi
14.30 psi
14.30 psi
75.00 psi 0.19 OK
+1.20D+L
10.44 psi
10.44 psi
10.44 psi
10.44 psi
10.44 psi
75.00 psi 0.14 OK
+1.20D
4.01 psi
4.01 psi
4.01 psi
4.01 psi
4.01 psi
75.00 psi 0.05 OK
+0.90D
3.01 psi
3.01 psi
3.01 psi
3.01 psi
3.01 psi
75.00 psi 0.04 OK
Two -Way "Punching" Shear
All units k
Load Combination...
Vu
Phi*Vn
Vu / Phi*Vn
Status
+1.401D
17.50 psi
150.00psi
0.1167
OK
+1.20D+1.60L
53.47 psi
150.00psi
0.3564
OK
+1.20D+L
39.04 psi
150.00psi
0.2603
OK
+1.201D
15.00 psi
150.00psi
0.1
OK
+0.90D
11.25 psi
150.00psi
0.07501
OK
Kirkland, WA 98033
Project Title: 3417
Engineer:
Project ID:
Project Descr:
F8/10
Printed: 29 NOV 2023, 11:21AM
General Footing Project File: maplewood a gravity.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 318-19, IBC 2021, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Material Properties
fc : Concrete 28 day strength =
fy : Rebar Yield =
Ec : Concrete Elastic Modulus =
Concrete Density =
Values Flexure =
Shear =
Analysis Settings
Min Steel % Bending Reinf. _
Min Allow % Temp Reinf. _
Min. Overturning Safety Factor =
Min. Sliding Safety Factor =
Add Ftg Wt for Soil Pressure
Use ftg wt for stability, moments & shears
Add Pedestal Wt for Soil Pressure
Use Pedestal wt for stability, mom & shear
Dimensions
Width parallel to X-X Axis = 2.0 ft
Length parallel to Z-Z Axis = 2.0 ft
Footing Thickness = 8.0 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 = 0.90
OB : Overburden =
M-xx =
M-zz =
V-x =
V-z =
3.0 in
2.50 ksi
40.0 ksi
3,122.0 ksi
145.0 pcf
0.90
0.750
Soil Design Values
Allowable Soil Bearing =
Soil Density
Increase Bearing By Footing Weight =
Soil Passive Resistance (for Sliding) _
Soil/Concrete Friction Coeff. _
Increases based on footing Depth
Footing base depth below soil surface =
Allow press. increase per foot of depth =
0.00180 when footing base is below =
1.0:1
1.0 1 Increases based on footing plan dimension
Yes Allowable pressure increase per foot of depth
Yes =
No when max. length or width is greater than
No
X
0
N
Z
X
2'-0"
3
4
3 3-#4Bars
4
M ..
X-X Section Looking to +Z
n/a
n/a
n/a
Lr L S
2.70
M
61
1.50 ksf
110.0 pcf
No
250.0 pcf
0.30
ft
ksf
ft
ksf
ft
3-#4Bars _
= -A00
co
Z-Z Section Looking to +X
W E H
k
ksf
k-ft
k-ft
k
k
Kirkland, WA 98033
Project Title: 3417
Engineer:
Project ID:
Project Descr:
F9/10
Printed: 29 NOV 2023, 11:21AM
General Footing
Project File: maplewood a gravity.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 0.6645
Soil Bearing
0.9967 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 0.1574
Z Flexure (+X)
0.6750 k-ft/ft
4.288 k-ft/ft
+1.20D+1.60L
PASS 0.1574
Z Flexure (-X)
0.6750 k-ft/ft
4.288 k-ft/ft
+1.20D+1.60L
PASS 0.1574
X Flexure (+Z)
0.6750 k-ft/ft
4.288 k-ft/ft
+1.20D+1.60L
PASS 0.1574
X Flexure (-Z)
0.6750 k-ft/ft
4.288 k-ft/ft
+1.20D+1.60L
PASS 0.1740
1-way Shear (+X)
13.050 psi
75.0 psi
+1.20D+1.60L
PASS 0.1740
1-way Shear (-X)
13.050 psi
75.0 psi
+1.20D+1.60L
PASS 0.1740
1-way Shear (+Z)
13.050 psi
75.0 psi
+1.20D+1.60L
PASS 0.1740
1-way Shear (-Z)
13.050 psi
75.0 psi
+1.20D+1.60L
PASS 0.3456
2-way Punching
51.840 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
0.3217
0.3217
n/a n/a 0.215
X-X, +D+L
1.50
n/a 0.0
0.9967
0.9967
n/a n/a 0.665
X-X, +D+0.750L
1.50
n/a 0.0
0.8279
0.8279
n/a n/a 0.552
X-X, +0.60D
1.50
n/a 0.0
0.1930
0.1930
n/a n/a 0.129
Z-Z, D Only
1.50
0.0 n/a
n/a
n/a
0.3217 0.3217 0.215
Z-Z, +D+L
1.50
0.0 n/a
n/a
n/a
0.9967 0.9967 0.665
Z-Z, +D+0.750L
1.50
0.0 n/a
n/a
n/a
0.8279 0.8279 0.552
Z-Z, +0.60D
1.50
0.0 n/a
n/a
n/a
0.1930 0.1930 0.129
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
0.1575
+Z
Bottom
0.1728
AsMin
0.30
4.288
OK
X-X, +1.40D
0.1575
-Z
Bottom
0.1728
AsMin
0.30
4.288
OK
X-X, +1.20D+1.60L
0.6750
+Z
Bottom
0.1728
AsMin
0.30
4.288
OK
X-X, +1.20D+1.60L
0.6750
-Z
Bottom
0.1728
AsMin
0.30
4.288
OK
X-X, +1.20D+L
0.4725
+Z
Bottom
0.1728
AsMin
0.30
4.288
OK
X-X, +1.20D+L
0.4725
-Z
Bottom
0.1728
AsMin
0.30
4.288
OK
X-X, +1.20D
0.1350
+Z
Bottom
0.1728
AsMin
0.30
4.288
OK
X-X, +1.20D
0.1350
-Z
Bottom
0.1728
AsMin
0.30
4.288
OK
X-X, +0.90D
0.1013
+Z
Bottom
0.1728
AsMin
0.30
4.288
OK
X-X, +0.90D
0.1013
-Z
Bottom
0.1728
AsMin
0.30
4.288
OK
Z-Z, +1.40D
0.1575
-X
Bottom
0.1728
AsMin
0.30
4.288
OK
Z-Z, +1.40D
0.1575
+X
Bottom
0.1728
AsMin
0.30
4.288
OK
Z-Z, +1.20D+1.60L
0.6750
-X
Bottom
0.1728
AsMin
0.30
4.288
OK
Z-Z, +1.20D+1.60L
0.6750
+X
Bottom
0.1728
AsMin
0.30
4.288
OK
Z-Z, +1.20D+L
0.4725
-X
Bottom
0.1728
AsMin
0.30
4.288
OK
Z-Z, +1.20D+L
0.4725
+X
Bottom
0.1728
AsMin
0.30
4.288
OK
Z-Z, +1.20D
0.1350
-X
Bottom
0.1728
AsMin
0.30
4.288
OK
Kirkland, WA 98033
Project Title: 3417
Engineer:
Project ID:
Project Descr:
General Footing
i
LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.
DESCRIPTION: F #3
Footing Flexure
Flexure Axis &Load Combination Mu Side Tension As Req'd Gvrn. As
k-ft Surface in^2 in^2
F10/10
Printed: 29 NOV 2023, 11:21AM
Project File: maplewood a gravity.ec6
(c) ENERCALC INC 1983-2023
Actual As Phi*Mn Status
in^2 k-ft
Z-Z, +1.201D
0.1350
+X Bottom
0.1728
AsMin
0.30
4.288
OK
Z-Z, +0.90D
0.1013
-X Bottom
0.1728
AsMin
0.30
4.288
OK
Z-Z, +0.90D
0.1013
+X Bottom
0.1728
AsMin
0.30
4.288
OK
One Way Shear
Load Combination...
Vu @ -X Vu @ +X Vu
@ -Z Vu @
+Z
Vu:Max Phi Vn Vu / Phi*Vn
Status
+1.401D
3.05 psi
3.05 psi
3.05 psi
3.05 psi
3.05 psi
75.00 psi
0.04
OK
+1.20D+1.60L
13.05 psi
13.05 psi
13.05 psi
13.05 psi
13.05 psi
75.00 psi
0.17
OK
+1.20D+L
9.14 psi
9.14 psi
9.14 psi
9.14 psi
9.14 psi
75.00 psi
0.12
OK
+1.20D
2.61 psi
2.61 psi
2.61 psi
2.61 psi
2.61 psi
75.00 psi
0.03
OK
+0.90D
1.96 psi
1.96 psi
1.96 psi
1.96 psi
1.96 psi
75.00 psi
0.03
OK
Two -Way "Punching" Shear
All
units k
Load Combination...
Vu
Phi*Vn
Vu / Phi*Vn
Status
+1.401D
12.10 psi
150.00psi
0.08064
OK
+1.20D+1.60L
51.84 psi
150.00psi
0.3456
OK
+1.20D+L
36.29 psi
150.00psi
0.2419
OK
+1.201D
10.37 psi
150.00psi
0.06912
OK
+0.90D
7.78 psi
150.00psi
0.05184
OK