HomeMy WebLinkAboutX2020-1980 - CalcsAQX ENGINEERING
1520 Brookhollow, Suite #45, Santa Ana, CA 92705
Tel: (714) 662 0510 Fax: (714) 662 0559
IU01 'ibm ire- W
STRUCTURAL CALCULATIONS
for
MARVIN RESIDENCE
REVISED WITH DELTA NUMBER TWO
4
1209 W. BAY AVE.
NEWPORT BEACH
MK20-029
12/14/2020
BUILDING DIVISION
JAN A 2021
BY: Y.T.
AQX ENGINEERING
Tel: (9491 261 7740 1520 RmnkhN/pw suilp Ads. Santa Ana rA 027n5
Fav 14AM 7e1 7I9n
JOB NAME:
with plaster
JOB NO:
SHEET NO:
ADDRESS:
I
ENGINEER: Mandl
DATE:
Residential Roof Design Loads
Dead Loads
Description
with plaster
gypsum board 1/2"
2.2 psf
COMP. SH.
5.0 psf
Insulation
0.5 psf
1/2" plywood sheathing
1.5 psf
Mechanical/Electrical
0.5 psf
Gyp Board Ceiling
2.0 psf
Use Ext. with stucco
15.0 psf
Roof Framing
3.0 psf
Ceiling framing
2.0 psf
Insul. Misc.+SOLAR S.
5.0 psf
18.5 psf
18.5 psf
Slope: 4 :12
Adjustment: 1.054
USE: 19.5 psfSay
20.0 psf
Live Load: (Method 1)
0 to 200sgt
201 to 600 sqt
Over 600 sqt
USE Flat or rise <=4:12
20
16
12 psf
Rise = 6:12
18
16
12 psf
Rise > 12:12
16
12
12 psf
Wall weight breakdown
Description
with plaster
gypsum board 1/2"
2.2 psf
2x6 studs@16"o.c: 2 walls
3.4 psf
Insulation
0.5 psf
stucco
8.0 psf
Mechanical/Electrical
0.5 psf
Subtotal
14.6 psf
Use Ext. with stucco
15.0 psf
Int. 9 psf
AQX ENGINEERING
Tal' 19491 291 7740 192A Rrnn4hn11nw ciiaa ices sania Ana re 427e9
ea.• iaeaX vat 77en
JOB NAME:
1.5 psf
JOB NO:
SHEET NO:
ADDRESS:
I
ENGINEER: Mandl
IDATE
Residential Floor Design Loads
Loads:
Description Living Spaces
Carpet
1.5 psf
Plywood sheathing
3.8 psi
Framing
4.0 psf
MEP
1.0 psf
5/8 gyp. Bd ceiling(2)
2.8 psf
Insulation & Misc
1.0 psf
Total 14.1 psf
USE 14.0 psf
Load:
USE Live load 40 psf
USE Deck 60 psi
AQX ENGINEERING
1520 Brookhollow, Suite #45, Santa Ana
Tel: (714) 662 0510
Fax: (714) 662 0559
PROJECT:
SHEET NO.:
DESIGNED BY:
CHECKED BY:
JOB NO.:
DATE:
DATE:
Description: Design Lateral Force
Design Lateral Force: (Longitudinal Direction)
General Information:
Pitch: 3.00 /12
Area: #1
Width:
Height:
26 ft
9 ft Longitudinal
Direction
E >
9 ft
Length: 25 ft
2a= 6
ft (See "Wind Design Spread Sheet")
Wind:
Roof Level:
Zone A Zone C Zone B
Zone D
Wind Pressue: 19.24 12.71 0.00
0.00
psf
Tributary Width: 6.0 20.0 0.0
0.0
ft
Tributary Height: 5.3 6.9 0.0
0.0
ft
Wind Force: 606 1747 0
0
Ibs
sum:
2353 Ibs
Minimum Wind Force by Considering 10 psf
1690 Ibs
Design Wind Force:
2353 Ibs
Distributed Wind Force:
90 plf
Floor Level:
Zone A Zone C
Wind Pressue: 19.24 12.71
psf
Tributary Width: 6.0 20.0
ft
Tributary Height: 9.0 9.0
ft
Wind Force: 1039 2287
Ibs
sum:
3326 Ibs
Minimum Wind Force by Considering 10 psf
2340 Ibs
( 6.4.2.1.1)
Design Wind Force:
3326 Ibs
Distributed Wind Force:
128 plf
Design Wind Force at Floor Level:
5679 plf
( 2353 + 3326 )
Design Distributed Wind Force at Floor Level:
218 plf
( 90 + 128 )
Lateral Force
AQX ENGINEERING
1520 Brookhollow, Suite #45, Santa Ana
Tel: (714) 662 0510
Fax: (714) 662 0559
PROJECT:
SHEET NO.:
DESIGNED BY: MK
CHECKED BY:
JOB NO.:
DATE:
DATE:
Description: Design Lateral Force
Design Lateral Force: (Transverse Direction)
General Information:
Pitch: 3.00 /12
Area:
#1
Width:
Height:
26 It
9 It
9 ft
Length:
25 It
Transverse
LF
Direction
2a= 6 ft (See "Wind Design Spread Sheet")
Wind:
Roof Level:
Zone A Zone C Zone B
Zone D
Wind Pressue: 24.19 17.43 3.38
3.64
psf
Tributary Width: 6.0 19.0 6.0
19.0
ft
Tributary Height: 4.5 4.5 3.3
3.3
ft
Wind Force: 653 1491 66
225
Ibs
sum:
2435 Ibs
Minimum Wind Force by Considering 10 psf
1938 lbs
Design Wind Force:
2435 Ibs
Distributed Wind Force:
97 pIf
Floor Level:
Zone A Zone C
Wind Pressue: 24.19 17.43
psf
Tributary Width: 6 19.0
ft
Tributary Height: 9.0 9.0
ft
Wind Force: 1306 2981
lbs
sum:
4288 Ibs
Minimum Wind Force by Considering 10 psf
2250 Ibs
Design Wind Force:
4288 Ibs
Distributed Wind Force:
172 pIf
Design Wind Force at Floor Level:
6722 pIf ( 2435
+ 4288 )
Design Distributed Wind Force at Floor Level:
269 plf ( 97
+ 172 )
Lateral Force
AQXENG/NEER/NG
1520 Brookhollow, Suite #45, Santa Ana
Tel:(714)662 0510
Fax: (714) 662 0559
PROJECT:
JOB NO.:
DESIGNED BY:
CHECKED BY:
DATE
JDATE:
SHEET NO.:
Description: Design Wind Load; Simplified Method
In ut Data:
Wind Speed, V = 100 mph (ASCE7-16Figure 26.5)
Bldg. Classification = II (Table 1-1 Occupancy Category)
Exposure Category = C (ASCE7-16 26.7.3)
Ridge Height, hr = 16.00 ft. (hr >= he)
Eave Height, he = 10.00 ft. (he <= hr)
Building Width, W = 26.00 ft. (Normal to Building Ridge)
Building Length, L = 25.00 ft. (Parallel to Building Ridge)
Roof Type = Gable (Gable or Monoslope)
W
Topo. Factor, Kzt = 1.00 (ASCE7-16 26.8.2 &Figure 26.8-1)
Plan
Wall C&C Name = Wall (Girt, Siding, Wall, or Fastener)
Wall C&C Eff. Area = 55.00 ft A2 (for Component/Cladding)
Roof C&C Name = Joist (Purlin, Joist, Decking, or Fastener)
Roof C&C Eff. Area = 135.00 ft.A2 (for Component/Cladding)
Overhang Eff. Area = 2.00 ft.A2 (for Component/Cladding)
h<=60'
Hurricane Region? N
e
Resulting Parameters and Net Design Pressures:
W
For Transverse Direction: (wind perpendicular to ridge)
Elevation
Roof Angle, B = 24.78 deg.
Mean Roof Ht., h = 13.00 ft. (h = he for B < 10 deg.)
Adjustment Factor, 2, = 1.210 (adjusts for height and exposure)
1.00
Wall & Roof End Zone Width, a = 3.000 ft. (use: "2*a" for MWFRS, "a" for C&C)
Transverse MWFRS Net Pressures, ps ()sf)
ps=x*Kzt*I*ps30
Location Direction Zone Load Case 1
Load Case 2 (ps30 (ASCE7-16,28.6-1)
A = end zone of wall Horizontal A 24.19
---
B = end zone of roof Horizontal B 3.38
---
C = interior zone of wall Horizontal C 17.43
---
D = interior zone of roof Horizontal D 3.64
---
E = end zone of windward roof Vertical E -11.21
---
F =end zone of leeward roof Vertical F -14.59
---
G = interior zone of windward roof Vertical G -8.12
---
H = interior zone of leeward roof Vertical H -11.76
---
For Longitudinal Direction: (wind parallel to ridge)
Roof Angle, 0 = 0.00 deg. (assumed)
Mean Roof Ht., h = 13.00 ft. (h = (hr+he)/2)
Adjustment Factor, X = 1.210 (adjusts for height and exposure)
Longitudinal MWFRS Net Pressures, ps (psf)
ps = X*Kzt*I*ps30
Location Direction Zone Load Case 1
Load Case 2 (ps30 (ASCE7-16,28.6-1
A = end zone of wall Horizontal A 19.24
---
B = end zone of roof Horizontal B 0.00
---
C = interior zone of wall Horizontal C 12.71
---
D = interior zone of roof Horizontal D 0.00
---
E = end zone of windward roof Vertical E -23.11
---
F = end zone of leeward roof Vertical F -13.07
---
G = interior zone of windward roof Vertical G -16.09
---
H = interior zone of leeward roof Vertical H -10.16
--- (continued)
AQXENGINEERING
1520 Brookhollow, Suite #45, Santa Ana
Tel:(714)662 0510
Fax: (714) 662 0559
PROJECT:
JOB NO.:
DESIGNED BY:
CHECKED BY:
DATE
JDATE:
SHEET NO.:
Description: Design Wind Load; Simplified Method
Total Design MWFRS Horizontal Load (kips)
Transverse I Longitudinal
Load Case i I Load Case 2
Min. Load Load Case 1 Load Case 2
Min. Load
5.70 1
4.00 5.19
3.38
Formulas:
Ph(Trans) =((Pc*(L-4*a)+Pa*4*a)*he+(Pd*(L-4*a)+Pb*4*a)*(hr-he))/1000
Ph(Trans)(min) = P(min)*L*hr/1000 , where: P(min) = 16.0 psf on projected area
Ph(Long) =(Pa*(he+4*a/W*(hr-he)+he)/2*4*a+Pc*(W*(hr+he)/2-(he+4*a/W*(hr-he)+he)/2*4*a))/1000
Ph(Long)(min) = P(min)*W*(hr+he)/2/1000 , where: P(min) = 16.0 psf on full area
Com onents & Cladding Net Pressures, ps (psfl pnet= ?,'Kzt*I*pnet30
Item Location Zone Pos. (+) Ne (ps30 (ASCE7-16,28.6-1
Wall 4 = interior zone of wall 4 19.38 -21.20
5 = end zone of wall 5 19.38 -24.37
1 = interior zone of roof 1 8.83 -18.03
Roof Joist 2 = end zone of roof 2 8.83 -25.41
3 = corner zone of roof 3 8.83 -40.17
Roof Overhang2 = end zone of o.h. 2 --- -40.54
3 = corner zone OTO3 --- -68.24
Notes: 1.
For Method 1: Simplified Procedure of Section 6.4 to be used for an enclosed low-rise building
to determine the design wind loads, all of the following eight conditions of 6.4.1.1 must be met:
a. Building is a simple diaphragm building, in which wind loads are transmitted through floor
and roof diaphragms to the vertical Main Wind -Force Resisting System (MWFRS).
to. Building is a low-rise building where mean roof height, h <= 60 ft., and h <= min. of L or W.
c. Building is enclosed and conforms to wind-borne debris provisions of Section 6.5.9.3.
d. Building is a regular shaped building, having no unusual geometrical irregularity.
e. Building is not classified as a flexible building so it is considered "rigid".
f. Building is not subject to across -wind loading, vortex shedding, etc.
g. Building has an approximately symmetrical cross section in each direction with either a
flat roof, or gable roof with 0 <= 45 degrees.
h. Building is exempted from torsional load cases or torsional load cases do not control any
of the MWFRSs of the building.
2.
Wind pressures (ps30) in Figure 6-2 and (pnet3o) in Figure 6-3 were prepared based on fallowing:
a. Mean roof height, h = 30 ft. , Exposure category = B , Importance factor, I =1.0
b. Velocity pressure exposure coefficient, Kz = 0.70
c. Directionality factor, Kd = 0.85 , Topographic factor, Kzt = 1.0
d. Internal pressure coefficients, GCpi = +0.18, -0.18 (enclosed building)
e. MWFRS pressure coeffs. from Figure 6-10, and C&C pressure coeffs. from Figure 6-11.
f. MWFRS design wind pressure, Ps = X*Kzt*I*ps30, in psf.
g. Components & cladding design wind pressure, Pnet = X*Kzt*I*pnet3o, in psf.
3.
Design wind pressures are net pressures (sum of external and internal pressures).
4.
Wall net pressure for MWFRS is total for both windward and leeward walls.
5.
(+) and (-) signs signify wind pressures acting toward & away from respective surfaces.
6.
If pressures for Zones "B" and "D" < 0, assume = 0.
7.
For the design of the longitudinal MWFRS use roof angle, B = 0 degrees.
8.
Both load cases 1 and 2 are be checked for roof angle, 25 degrees < B <= 45 degrees.
9.
The total design MWFRS horizontal load is the total horizontal wind load on either the length (L)
or the width (W) of the building respectively assuming one end zone of a width = 2*a.
10.
Minimum wind load for MWFRS design shall be 16 psf applied to area on projected vertical plane.
Minimum wind load for C&C shall be 16 psf acting in either direction normal to surface. (continued)
AQXENGINEERING
PROJECT:
JOB NO.:
DESIGNED BY:
CHECKED BY:
1520 Brookhollow, Suite #45, Santa Ana
Tel: (714)662 0510
DATE:
DATE:
SHEET NO.:
Fax: (714) 662 0559
Description: Design Wind Load; Simplified Method
11. References:
a. ASCE 7-16 Standard, "Minimum Design Loads for Buildings and Other Structures".
b. "Guide to the Use of the Wind Load Provisions of ASCE 7-16"
by: Kishor C. Mehta and James M. Delaney (2004).
t� ttf
({�I}{(1(jttlfttt�t
0 hh
� 0
orgltudInd
MWFRS -Wind Zones
a w
h
N
\a a\:
:.c
Flat Roof Hip Roof (7°< E <_ 27-1)
Gable Roof (0 5 7°) Gable Root (T< 0 5 45%
E] Interlor Zones End Zonas ■ Coiner Zones
R:ae-xam uxmc. u.4 Aeea-z<n zvuu.zrn•s w�i.. z..oa
Components and Cladding - Wind Zones
AQX ENGINEERING Mandiflaoxena com SHEET NO.:
1520 Brookhollow, Suite #45, Santa Ana DESIGNED BY:Mandi CHECKED BY: JOB NO.:
Tel: (714) 662 0510 DATE: DATE:
Fax: (714) 662 0559 Description:
SET-) • 251Gf.� - - - - _._
= o.
----- - _..._ c_a,.�•`—ice '._ �^ ...3
-- - �— ^sp
- /6an
-_ Xao�nx
_. - ___ err• IAP I 1 11 _-
Calculation Sheet
Title Block Line 1
Project Title:
You can change this area
Engineer:
using the "Settings" menu item
Project ID:
and then using the "Printing &
Project Descr:
Title Block" selection.
" I ": Seismic Importance Factor
Printed: 1 SEP
ASCE Seismic Base Shear
seis des.
5:54AM
Risk Category
Bearing Wall Systems
Calculations per ASCE 7-16
Risk Category of Building or Other Structure : "I" : Buildings and other structures that represent a low hazard to human life in the
ASCE 746, Page 4, Table 1.5-1
event of failure.
Response Modification Coefficient "R"
= 6.50
Seismic Importance Factor = 1
" I ": Seismic Importance Factor
ASCE 7-16, Page 5, Table 1.5-2
USER DEFINED Ground Motion
Category "A & B" Limit:
ASCE 7-1611.4.2
Max. Ground Motions, 5% Damping :
= 4.00
Category"C" Limit:
SS = 1.390 g, 0.2 sec response
Cs = 0.1711 from 12.8.1.1
W ( see Sum Wi below) = 36.80 k
S1 = 0.4940 g, 1.0 sec response
Limit =65
NOTE! See ASCE 7-16 for all applicable footnotes.
Site Class, Site Coeff. and Design Category
Limit =65
Site Classification "D" : Shear Wave Velocity 600 to 1,200 fthec
= D
ASCE 7-16 Table 20.3-1
Site Coefficients Fa & Fv Fa
= 1.20
ASCE 7-16 Table 11.4-1 & 11.4-2
(using straight-line interpolation from table values) Fv
= 1.89
Maximum Considered Earthquake Acceleration S MS = Fa * Ss
= 1.668
ASCE 7-16 Eq. 11.4-1
S M1 = Fv * S1
= 0.936
ASCE 7-16 Eq. 11.4-2
Design Spectral Acceleration S DS S MS213
= 1.112
ASCE 7-16 Eq. 11.4-3
S D1 S M-12/3 =
0.624
ASCE 7-16 Eq. 11.4-4
Seismic Design Category =
D
ASCE 7-16 Table 11.6-1 & -2
Resisting System
ASCE 7.16 Table 12.2-1
Basic Seismic Force Resisting System ...
Bearing Wall Systems
= 0.224 sec
ASCE 7-16 Section 12.8.1.1
S D3: Short Period Design Spectral Response
= 1.112 From Eq. 12.8-2, Preliminary Cs
15.1-ight•frame (wood) walls sheathed w/wood structural panels rated for shear resistance.
Response Modification Coefficient "R"
= 6.50
Building height Limits:
" I ": Seismic Importance Factor
System Overstrength Factor " Wo "
= 3.00
Category "A & B" Limit:
No Limit
Deflection Amplification Factor "Cd "
= 4.00
Category"C" Limit:
No Limit
Cs = 0.1711 from 12.8.1.1
W ( see Sum Wi below) = 36.80 k
Category"D"Limit:
Limit =65
NOTE! See ASCE 7-16 for all applicable footnotes.
Category "E"Limit:
Limit =65
Category "F"Limit:
Limit =65
Lateral Force Procedure
ASCE 7-16 Section 12.8.2
Equivalent Lateral Force Procedure
The "Equivalent Lateral Force Procedure" is being used according to the Provisions of ASCE 7-16 12 8
Determine Building Period Use ASCE 12.8-7
Structure Type for Building Period Calculation: All Other Structural Systems
"Ct"value = 0.020 "Im Height from base to highest level = 25.0 0
"x"value = 0.75
"Ta" Approximate fundamental period using Eq. 12.8-7 Ta=Ct*(hn"x).= 0.224 sec
"TL" : Long -period transition period per ASCE 7-16 Maps 22-14-> 22-17 8.000 sec
" Cs " Response Coefficient
Building Period "Ta" Calculated from Approximate Method selected
= 0.224 sec
ASCE 7-16 Section 12.8.1.1
S D3: Short Period Design Spectral Response
= 1.112 From Eq. 12.8-2, Preliminary Cs
= 0.171
" R": Response Modification Factor
= 6.50 From Eq. 12.8,3 & 12.8-4, Cs need not exceed
= 0.429
" I ": Seismic Importance Factor
= 1 From Eq. 12.85 & 12.8-6, Cs not be less than
= 0.049
Cs : Seismic Response Coefficient =
= 0.1711
Seismic Base Shear
ASCE 7-16 Section 12.8.1
Cs = 0.1711 from 12.8.1.1
W ( see Sum Wi below) = 36.80 k
Seismic Base Shear V = Cs * W = 6.30 k
Title Block Line 1
Project Title:
You can change this area
Engineer:
using the "Settings" menu item
Project ID:
and then using the 'Printing &
Project Descr:
Title Block" selection.
Title Block Line 6
Printed: 1 SEP 2020, 5 54A
ASCE Seismic Base Shear
File: MARVIN-MK20-29.ec6
Software copyright
ENERCALC, INC. 1983-2020, Build: 12.20.8.17
KW -06006105
DESCRIPTION: seis des.
Vertical Distribution of Seismic Forces
ASCE 7-16 Section 12.8.3
"k": hx exponent based on Ta= 1.00
Table of building Weights by Floor Level..
Level # Wi: Weight
HI: Height
(Wi * H01k)
Cvx
Fx=Cvx * V
Sum Story Shear Sum Story Moment
2 18.50
18.00
333.00
0.6691
4.21
4.21 0.00
1 18.30
9.00
164.70
0.3309
2.08
6.30 37.91
Sum Wi= 36.80 k
Sum Wi Hi =
497.70
k -ft
Total Base Shear=
6,30 k
Base Moment= 94.6 k -ft
Diaphragm Forces : Seismic Design Category "B" to "F"
ASCE 7-1612.10.1.1
Level # Wi Fi
Sum Fi Sum Wi
Fpx :
Calcd Fpx :
Min Fpx
: Max Fpx Dsgn. Force
2 18.50 4.21
4.21 18.50
4.21
4.11
8.23 4.21 4.21
1 18.30 2.08
6.30 36.80
3.13
4.07
8.14 4.07 4.07
Wpx ......................... Weight at level of diaphragm and other structure elements attached to it.
Fi ............................ Design Lateral Force applied at the level.
Sum Fi ....................... Sum of "Lat. Force" of current level plus all levels above
MIN Req'd Force @ Level ........ 020 * S osl * Wpx
MAX Req'd Force @ Level ........ 0.40 * S pg I * Wpx
Fpx : Design Force @ Level ....... Wpx * SUM(x->n) Fi I SUM(x->n) wi, x = Current level, n = Top Level
AQX ENGINEERING Mandi(Mmeno.com SHEET NO.:
1520 Brookhollow, Suite #45, Santa Ana DESIGNED BY:MI{BY: JOB NO.:
Tel: (714) 662 0510 DATE: DATE:
Fax: (714) 662 0559 Description:
Calculation Sheet Sheet
AQX ENGINEERING
1520 Brookhollow, Suite #45, Santa Ana
Tel: (714) 662 0510
Fax: (714) 662 0559
NO.:
(DESIGNED BY:Mandi (CHECKEDBY: IJos NO.:
Description:
- %5 8 - '�'S"3 � ti`s s• w -
Calculation Sheet
Wood Shear Wall With Force Transfer Around Opening (2008 AF&PA 4.3.5.2)
4.80' 2.00' 8.50'
2184.0 #
Provide shear wall capacity = 428 lbs/ft
Allowable shear multiplied factor= 1
Tension header strap = 428 lbs
Tension sill strap = 214 lbs
Provide hold down capacity = 1285 #
Break up wall frame into free -body panel sections and balance force for each panel
400#_ 428#_ 428#_ 928#
IAAII`` I fin` 2784#
0 83#/ft I NJ 428#/ft I N I 428#/ft NE 1094
/ft
V VJ VJ P
428# 428# 1356#
83#
828#.
o
:172#:/ft
N
ry 172#/ft
773# 345#
828#� 214# IA`
128#/ft m J 214#/ft I m I 214#/ft
4.80' 1.00' 1.00'
1285 #
319# 109#
35�
160#/ft
�1356# 428#
1356#�
160#/ft
1:#
319# 747#
134#/ft
8.50'
1285 #
z
t
c
4.80' 2.00' 8.50'
2184.0 #
Provide shear wall capacity = 428 lbs/ft
Allowable shear multiplied factor= 1
Tension header strap = 428 lbs
Tension sill strap = 214 lbs
Provide hold down capacity = 1285 #
Break up wall frame into free -body panel sections and balance force for each panel
400#_ 428#_ 428#_ 928#
IAAII`` I fin` 2784#
0 83#/ft I NJ 428#/ft I N I 428#/ft NE 1094
/ft
V VJ VJ P
428# 428# 1356#
83#
828#.
o
:172#:/ft
N
ry 172#/ft
773# 345#
828#� 214# IA`
128#/ft m J 214#/ft I m I 214#/ft
4.80' 1.00' 1.00'
1285 #
319# 109#
35�
160#/ft
�1356# 428#
1356#�
160#/ft
1:#
319# 747#
134#/ft
8.50'
1285 #
Wood Shear Wall With Force Transfer Around Opening (2008 AF&PA 4.3.5.2)
2184.0 #
Provide shear wall capacity = 312 lbs/ft
Allowable shear multiplied factor = 1
Tension header strap = 1547 lbs
Tension sill strap = 902 lbs
Provide hold down capacity = 819 #
Break up wall frame into free -body panel sections and balance force for each panel
-455#_ IAAII•• 1547#_ 1547#
9E: E-
-130#/ft I� WJ 182#/ft I m I 182#/ft I W
547# J
-130# 312#
iK
92
o � 312#/ft
� 1092#
182#
092#_
Ci � 312#/ft
1092#
494# 312#
10 902# IA` a91
54#/ft50' e I 106#/ft I I 106#/ft
�— J�� J A0
3. 8.50' 8.50'
819 #
-455#
� 2184#
130#/ft
547# 10924
312# -130#
092#.-
L312#/ft
L# 182#
1092#1
,11
312#/ft
312# 494#
54#/ft
3.50'
819 #
z
r
t
c
a
2184.0 #
Provide shear wall capacity = 312 lbs/ft
Allowable shear multiplied factor = 1
Tension header strap = 1547 lbs
Tension sill strap = 902 lbs
Provide hold down capacity = 819 #
Break up wall frame into free -body panel sections and balance force for each panel
-455#_ IAAII•• 1547#_ 1547#
9E: E-
-130#/ft I� WJ 182#/ft I m I 182#/ft I W
547# J
-130# 312#
iK
92
o � 312#/ft
� 1092#
182#
092#_
Ci � 312#/ft
1092#
494# 312#
10 902# IA` a91
54#/ft50' e I 106#/ft I I 106#/ft
�— J�� J A0
3. 8.50' 8.50'
819 #
-455#
� 2184#
130#/ft
547# 10924
312# -130#
092#.-
L312#/ft
L# 182#
1092#1
,11
312#/ft
312# 494#
54#/ft
3.50'
819 #
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Multiple Simple Beam
Project Title:
Engineer:
Project ID:
Project Descr:
Pnnted: 1 SEP 2020, 7 19A
INC. 1983-2020. Build:12,20.8.17
Description: GARAGE
Wood Beam Design : BM1-FLOOR J. UNDER THE POINT LOAD
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
RFGAA Sive - 9_9-99 Q.,- Coll., 11-.-A
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir -Larch Wood Grade: No.2
Fb- Tension 900.0 psi Fc -Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.Oksi Density 31.210 pcf
Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi
Applied Loads
Total Downward 0.099 in
Unif Load: D=0.0140,
L = 0.040 k/ft, Trib=1.330 fl
Point: D=1.20, Lr
= 0.680 k @ 14.0 ft
Design Summary
LC: Lr Only
Max fb/Fb Ratio
= 0.595 1
fb : Actual:
720.04 psi at 12.000 ft in Span # 1
Fb : Allowable:
1,209.21 psi
Load Comb :
+D+Lr+H
Max fv/FvRatio =
0.375: 1
fv : Actual :
84.44 psi at 12.000 ft in Span # 1
Fv: Allowable:
225.00 psi
Load Comb :
+D+Lr+H
Max Reactions (k)
o L Lr S W E
Left Support -0.09 0.31 -0.11
Right Support
1.55 0.43 0.79
Wood Beam Design : BM1-FLOOR J.
„ D(0.01862) L(0 05320) _
2-2x12 2-2x12
12.0 It _ 2.0 It
l+ Transient Downward 0.041 in
Total Downward 0.099 in
Ratio
1246
Ratio
482
LC: Lr Only
= 0.566.1
LC: +D+Lr+H
Transient Upward
-0.038 in
Total Upward
-0.092 in
Ratio
2358
Ratio
1560
56.88 psi at 12.000 It in Span # 1
LC: L Only
225.00 psi
LC: +D+Lr+H
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
DCMIVl olze : zx1z, sawn, tsracea L mid Span
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species: Douglas Fir -Larch Wood Grade: No.2
Fb- Tension 900.0 psi Fc -Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.210 pcf
Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi
Applied Loads
2x12
12.0 it
Unif Load: D=0,0140, L = 0.040 k/ft, Trib=1.330 fl
Point: D=0.40, Lr
= 0.220 k @ 14.0 ft
Design Summary
Max fb/Fb Ratio
= 0.566.1
fb : Actual :
484.39 psf at 12.000 ft in Span # 1
Fb: Allowable:
855.15 psi
Load Comb:
+D+Lr+H
Max fv/FvRatio =
0.253: 1
fv : Actual :
56.88 psi at 12.000 It in Span # 1
Fv: Allowable:
225.00 psi
Load Comb:
+D+Lr+H
Max Reactions (k)
D L Lr S iN E
Left Support
0.04 0.31 -0.04
Right Support
0.62 0.43 0.26
D(0,01862) L(0.05320)
A,
2x12
12.0 it
2x12
2.0 it
Max Deflections
H Transient Downward 0.082 in
Total Downward 0.068 in
Ratio
1755
Ratio
856
LC: L Only
LC: +D+Lr+H
Transient Upward
-0.041 in
Total Upward
-0.043 in
Ratio
1178
Ratio
3361
LC: L Only
LC: +D+Lr+H
Title Block Line 1
Project Title:
You can change this area
Engineer:
using the "Settings" menu item
Project ID:
and then using the "Printing &
Project Descr:
Title Block" selection.
2.77 2.77
Title Block Line 6
Printed: 1 SEP 2020, 7 19A
Multiple Simple Beam File: MARVIN-MK20-29.ec6
p p Software coovriaht ENERCALC. INC. 1983-2020. Build:12.20.8.17
Beam Design: BM3
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
3EAM Size: 7x14, Parallam PSL, Braced @ Mid Span
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species : iLevel Truss Joist Wood Grade: Parallam PSL 2.0E
Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.070 pcf
Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi
Aoolied Loads
Unif Load: D=0.020,
Desion Summary
Max fb/Fb Ratio
fb : Actual:
Fb: Allowable:
Load Comb:
Max fv/FvRatio =
fv : Actual:
Fv: Allowable
Load Comb:
Lr = 0.020 k/ft, Trib=14.0 ft
0.394; 1
1,440.15 psi at 9.900 ft in Span # 1
3,658.75 psi
+D+Lr+H
0.208: 1
75.24 psi at 18.678 ft in Span # 1
362.50 psi
+D+Lr+H
D(0.280) Lr(0.280)
A 7x14 m
19.80 It
Max Reactions
(k) D L Lr S LN E
H Transient Downward 0.304 in Total Downward
0.608 in
Left Support
2.77 2.77
Ratio 781 Ratio
390
Right Support
2.77 2.77
LC: Lr Only LC: +D+Lr+H
Transient Upward 0.000 in Total Upward
0.000 in
Ratio 9999 Ratio
9999
LQ
LC:
Wood Beam
Design: BM4-FLR. BM.
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7.16
BEAM Size:
7x14, Parallam PSL, Braced @ Mid Span
Using Allowable Stress Design with ASCE 7-16
Load Combinations, Major Axis Bending
Wood Species :
iLevel Truss Joist
Wood Grade: Parallam PSL 2.0E
Fb - Tension
2,900.0 psi Fc - Prll 2,900.0 psi
Fv 290.0 psi Ebend- xx 2,000.0 ksi Density
45.070 pcf
Fb-Compr
2,900.0 psi Fc - Perp 750.0 psi
Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi
Aoolied Loads
Unif Load: D=0.0140,
Desion Summary
Max fb/Fb Ratio =
fib, : Actual :
Fb: Allowable:
Load Comb:
Max fv/FvRatio =
fv : Actual :
Fv: Allowable:
Load Comb:
Max Reactions (k) D
Left Support 1.
Right Support 1.
L = 0.040 0, Trib=12.0 ft
0.579
1,700.29 psi
2,935.58 psi
+D+L+H
0.303:
87.94 psi
290.00 psi
+D+L+H
L
68 4.80
68 4.80
1
at 18.867 ft in Span # 1
Lr S W
20.0 It
Transient Downward 0.543 in
Ratio 442
LC: L Only
Transient Upward 0.000 in
Ratio 9999
LC:
Total Downward 0.733 in
Ratio 327
LC:+D+L+H
Total Upward 0.000 in
Ratio 9999
LC:
Title Block Line 1
Project Title:
Ydu can change this area
Engineer:
using the "Settings" menu item
Project ID:
and then using the "Printing &
Project Descr:
Title Block" selection.
~0.7501-+0.750S+0.5250E
Title Block Line 6
Pnnted: 1 SEP 2020, 7 19A
Simple Beam
File: MARVINi-Multiple
0.000 in
Software copyright ENERCALC, INC. 1983-2020, BldM
KW-06006105
Point: E = 3.50 k @ 9.80 ft
Wood Beam Design : BM5-FLR. BM.
Design Summary
LQ
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Wood Species : iLevel Truss Joist
Total Downward
Fb- Tension
2,900.0 psi Fc -Prll
2,900.0 psi
Fb - Compr
2,900.0 psi Fc - Perp
750.0 psi
Applied Loads
~0.7501-+0.750S+0.5250E
fb : Actual :
Unif Load: D = 0.0140, L = 0.040 k/ft, Trib= 8.0 ft
0.000 in
Unif Load: D = 0.020, Lr = 0.020 k/ft, Trib= 8.0 ft
0.000 in
Unif Load: D = 0.160 k/ft, Trib=1.0 ft
9999
Point: E = 3.50 k @ 9.80 ft
9999
Design Summary
LQ
290.00 psi
Max fb/Fb Ratio
= 0.652.1
Max Reactions (k)
8i: Actual:
1,900.83 psf at 8.500 ft
in Span # 1
Fb: Allowable:
2,914.40 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.390: 1
fv : Actual :
113.06 psi at 15.867 It
in Span # 1
Fv: Allowable:
290.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
D L Lr S
W E
Left Support
3.67 2.72 1.36
1.48
Right Support
3.67 2.72 1.36
2.02
Wood Beam Design: BM5-FLR. BM.
lad Combinations, Major Anis Bending
Wood Grade: Parallam PSL 2.0E
Fv 290.0 psi Ebend-xx 2,000.0 ksi
Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi
Density 45.070 pcf
H Transient Downward 0.252 in
Total Downward
0.660 in
Ratio
810
Ratio
308
LC: L Only
~0.7501-+0.750S+0.5250E
fb : Actual :
Transient Upward
0.000 in
Total Upward
0.000 in
Ratio
9999
Ratio
9999
144.96 psi at 15.697 It in Span # 1
LQ
290.00 psi
LC:
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size :. 3.5x16.0, Parallam PSL, Braced (n) Mid Span
Using Allowable Stress Design with AS 7-16 Load Combinations, Major Axis Bending
Wood Species : !Level Truss Joist Wood Grade: Parallam PSL 2.0E
Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.070 pcf
Fb-Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi
Applied Loads
Total Downward
Unif Load: D = 0.0140,
L = 0.040 k/ft, Trib= 8.0 ft
Unif Load: D = 0.020, Lr = 0.020 k/ft, Trib= 8.0 ft
Unif Load: D = 0.160 kill, Trib=1.0 ft
Design Summary
Max fb/Fb Ratio
= 0.810. 1
fb : Actual :
2,182.98 psi at 8.500 It in Span # 1
Fb: Allowable:
2,695.51 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.500: 1
fv : Actual :
144.96 psi at 15.697 It in Span # 1
Fv: Allowable:
290.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
D L Lr S W E
Left Support
3.67 2.72 1.36
Right Support
3.67 2.72 1.36
H Transient Downward 0.253 in
Total Downward
0.626 in
Ratio
806
Ratio
325
LC: L Only
C: +D+0.750Lr+0.750L+H
Transient Upward
0.000 in
Total Upward
0.000 in
Ratio
9999
Ratio
9999
LC:
LC:
Title Block Line 1
Ydu can change this area
using the "Settings' menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Multiple Simple Beam
Wood Beam Design : BM6
Project Title:
Engineer:
Project ID:
Project Descr:
Pnnted: 1 SEP 2020, 7:19AM
Software
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
3 CHIVI Nze : 3.0x71.6/0, Yarallam PSL, t3racetl a) Mid Span
Using Allowable Stress Design with ASCE -16 Load Combinations, Major Axis Bending
Wood Species: Level Truss Joist Wood Grade: Parallam PSL 2.0E
Fb- Tension 2,900.0 psi Fc - Pill 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 45.070 pcf
Fb -Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi
Applied Loads
Unif Load: D = 0.0140, L = 0.040 k/ft, Trib=1.330 ft
Unif Load: D = 0.020, Lr = 0.020 k/ft, Trib= 3.0 A
Unit Load: D = 0.160 k/ft, Trib=1.0 ft
Point: D=0.40, Lr=0.220, E=2.10k@13.Oft
Design Summary
Max fb/Fb Ratio = 0.237.1
fb : Actual : 696.20 psi at 5.700 ft in Span # 1
Fb : Allowable: 2,938.17 psi
Load Comb: +D+L+H
Max fv/FvRatio = 0.193: 1
fv : Actual : 56.04 psi at 11.040 ft in Span # 1
Fv: Allowable: 290.00 psi
Load Comb: +D+L+H
Max Reactions (k) o L Lr S w E H
Transient Downward 0.033 in
Total Downward 0.136 in
Left Support 1.36 0.31 0.33 -0.18
Ratio
1462
Ratio 1055
Right Support 2.38 0.43 0.73 228
Max fb/Fb Ratio
= 0.086. 1
fb : Actual :
390.56 psi at 12.000 ft in Span # 1
Fb : Allowable:
LC: E Only
C: +D+0.75OLr+0.750L+H
+D+0.70E+0.60H
Transient Upward
-0.035 in
Total Upward -0.063 in
95.96 psi at 12.000 It in Span # 1
Ratio
4046
Ratio 758
+D+0.70E+0.60H
Max Reactions (k)
LC: L Only
C: +D+0.750Lr+0.750L+H
Wood Beam Design: BM
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
3EAM Size: 3.5x11.875, Parallam PSL, Braced @ Mid Span
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Acis Bending
Woad Species : !Level Truss Joist Wood Grade: Parallam PSL 2.0E
Fb- Tension 2,900.0 psi Fc -Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 45.070 pcf
Fb -Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi
Applied Loads
Unit Load: D = 0.0140,
L = 0.040 k/ft, Trib=1.330 fl
Point: D = 0.40, Lr
= 0.220, E = 3.20 k @ 13.0 ft
Design Summary
Max fb/Fb Ratio
= 0.086. 1
fb : Actual :
390.56 psi at 12.000 ft in Span # 1
Fb : Allowable:
4,560.55 psi
Load Comb :
+D+0.70E+0.60H
Max fv/FvRatio =
0.207: 1
fv : Actual :
95.96 psi at 12.000 It in Span # 1
Fv: Allowable:
464.00 psi
Load Comb:
+D+0.70E+0.60H
Max Reactions (k)
D L Lr S W E
Left Support
0.08 0.31 -0.02 -0.27
Right Support
0.59 0.43 0.24 3.47
Transient Downward 0.050 in
Ratio 960
LC: E Only
Transient Upward -0.053 in
Ratio 2735
LC: E Only
Total Downward 0.037 in
Ratio 1294
LC: +D+0.70E+0.60H
Total Upward -0.036 in
Ratio 4005
LC: +0.60D+0.70E+H
Title Black Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Wood Column
DESCRIPTION: Balloon Framing Design@ the stairs
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used: ASCE 7-16
General Information
Analysis Method:
Allowable Stress Design
End Fixities
Top & Bottom Pinned
Trus -Joist
Overall Column Height
23 ft
( Used for
non -slender calculations )
Exact Width
Wood Species
iLevel Truss Joist
Exact Depth
Wood Grade
Parallam PSL 2.0E
Area
Fb+
2900 psi Fv
290 psi
Fb-
2900 psi Ft
2025 psi
Fc - Prll
2900 psi Density
45.07 pcf
Fc - Perp
750 psi
4,640.0 psi
E: Modulus of Elasticity ... x -x Bending
y -y Bending
Axial
Basic 2000
2000
2000 ksi
Minimum 1016.535
1016.535
applied Loads
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 14 DEC 2020, 6:29AM
software coovriaht ENERCALC. INC.1983-2020. Build: 12.20.8.17
Wood Section Name
3.5x3.5
Wood Grading/Manuf.
Trus -Joist
Maximum SERVICE Lateral Load Reactions..
Wood Member Type
Parallam PSL
Top along Y -Y 0.5405 k Bottom along Y -Y 0.5405 k
Exact Width
3.50 in Allow Stress Modification Factors
Location of max.above base
Exact Depth
3.50 in Cf or Cv for Bending 1.147
At maximum location values are ...
Area
12.250 inA2 Cf or Cv for Compression
1.0
Ix
12.505 inA4 Cf or Cv for Tension
1.0
ly
12.505 inA4 Cm: Wet Use Factor
1.0
0.0 k -ft
CL Temperature Factor
1.0
4,640.0 psi
Cfu: Flat Use Factor
1.0
Axial
Kf : Built-up columns
1.0 NDS 15.3 .2
2000 ksi
Use Cr: Repetitive 7
No
Brace condition for deflection (buckling) along columns :
PASS
X -X (width) axis:
Fully braced against buckling ABOUT Y -Y Axis
PASS
Y -Y (depth) axis :
Fully braced against buckling ABOUT X -X Axis
1.150
Column self weight included : 88.184 lbs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 23.0 ft, D = 0.10, Lr = 0.20 k
BENDING LOADS ...
.035x1.33: Lat. Uniform Load creating Mx -x, W = 0.0470 k/ft
DESIGN SUMMARY
Service loads entered. Load Factors will be applied for calculations.
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.6749 :1
Maximum SERVICE Lateral Load Reactions..
Load Combination
+D+0,60W+H
Top along Y -Y 0.5405 k Bottom along Y -Y 0.5405 k
Governing NDS Foruri 1 Comp + Mxx, NDS Eq. 3.9-3
Top along X -X 0.0 k Bottom along X -X 0.0 k
Location of max.above base
11.423 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
+D+H
Along Y -Y 11.960 in at 11.577 It above base
Applied Axial
0.1882k
for load combination: WOnly
Applied Mx
1.865 k -ft
PASS
Applied My
0.0 k -ft
Along X -X 0.0 in at 0.0 ft above base
Fc: Allowable
4,640.0 psi
for load combination: n/a
O.Oft
0.0
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.08558 :1
Bending Compression Tension
Load Combination
+D+0.60W+H
PASS
Location of max.above base
0.0 ft
PASS
Applied Design Shear
39.710 psi
1.150
Allowable Shear
464.0 psi
PASS
Load Combination Results
0.0
PASS
Maximum Axial +Bending
Stress Ratios
Maximum Shear Ratios
Load Combination
C D
C P
Stress Ratio
Status
Location
Stress Ratio
Status
Location
+D+H
0.900
1.000
0.005886
PASS
O.Oft
0.0
PASS
23.0 ft
+D+L+H
1.000
1.000
0.005297
PASS
O.Oft
0.0
PASS
23.0 ft
+D+Lr+H
1.250
1.000
0.008742
PASS
O.Oft
0.0
PASS
23.0 ft
+D+S+H
1.150
1.000
0.004606
PASS
O.Oft
0.0
PASS
23.0 ft
+D+0.750Lr+0.750L+H
1.250
1.000
0.007616
PASS
O.Oft
0.0
PASS
23.0 ft
+D+0.750L+0.750S+H
1.150
1.000
0.004606
PASS
O.Oft
0.0
PASS
23.0 ft
+D+0.60W+H
1.600
1.000
0.6749
PASS
11.423ft
0.08558
PASS
0.0 It
+D+0.75OLr+0.750L+0.450W+H
1.600
1.000
0.5062
PASS
11.423ft
0.06419
PASS
0.0 ft
+D+0.750L+0.750S+0.450W+H
1.600
1.000
0.5061
PASS
11.423ft
0.06419
PASS
0.0 It
Title Block Line 1
Project Title:
You can change this area
Engineer:
using the "Settings" menu item
Project ID:
and then using the "Printing &
Project Descr:
Title Block" selection.
Stress Ratio Status
Title Block Line 6
Printed: 14 DEC 2020, 6:29AM
Wood Column
File: MARVIN-MK20-29.ec6
1.600
Software cmvriaht ENERCALC. INC. 1903-2020. Build:12.20.8.17
DESCRIPTION: Balloon Framing Design@ the stairs
Load Combination Results
+D+H
+D+L+H
+D+Lr+H
+D+S+H
+D+0.750Lr-0.750L+H
+D+0.750L+0.750S+H
+D+0.60W+H
+D+0.750Lr+0.750L+0.450 W+H
+D+0.750L+0.750S+0.450W+H
+0.60D+0.60W+0.60H
+D470E+0.60H
+D+0.750L+0.750S+0.5250E+H
+0.60D+0.70E+H
D Only
Lr Only
L Only
S Only
W Only
E Only
H Only
0.324 0.324
0.243 0.243
0.243 0.243
0.324 0.324
0.541 0.541
0.188
0.388
0.188
0.338
0.188
0.188
0.338
0.188
0.113
0.188
0.188
0.113
0.188
0.200
Maximum Deflections for Load Combinations
Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance
+D+L+H
0.0000
in
Maximum Axial +Bending
Stress Ratios
Maximum Shear Ratios
Load Combination
C D
C P
Stress Ratio Status
Location
Stress Ratio
Status Location
+0.60D+0.60W+0.60H
1.600
1.000
0.6749 PASS
11.423 fit
0.08558
PASS 0.0 It
+D+0.70E+0.60H
1.600
1.000
0.003311 PASS
O.Oft
0.0
PASS 23.0 fit
+D+0.750L+0.750S+0.5250E+H
1.600
1.000
0.003311 PASS
O.Oft
0.0
PASS 23.Oft
+0.60D+0.70E+H
1.600
1.000
0.001986 PASS
O.Oft
0.0
PASS 23.0 ft
Maximum Reactions
+D+0.750Lr+0.750L+0.450W+H
0.0000
in
0.000
Note: Only non -zero reactions are listed.
in
X -X Axis Reaction k
Y -Y Axis Reaction Axial Reaction
My- End Moments
k -ft Mx - End Moments
Load Combination
@ Base
@ Tap
@ Base @ Top
@ Base
@ Base @ Top
@ Base @ Top
+D+H
+D+L+H
+D+Lr+H
+D+S+H
+D+0.750Lr-0.750L+H
+D+0.750L+0.750S+H
+D+0.60W+H
+D+0.750Lr+0.750L+0.450 W+H
+D+0.750L+0.750S+0.450W+H
+0.60D+0.60W+0.60H
+D470E+0.60H
+D+0.750L+0.750S+0.5250E+H
+0.60D+0.70E+H
D Only
Lr Only
L Only
S Only
W Only
E Only
H Only
0.324 0.324
0.243 0.243
0.243 0.243
0.324 0.324
0.541 0.541
0.188
0.388
0.188
0.338
0.188
0.188
0.338
0.188
0.113
0.188
0.188
0.113
0.188
0.200
Maximum Deflections for Load Combinations
Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance
+D+L+H
0.0000
in
0.000
ft 0.0000
in
0.000
+D+Lr+H
0.0000
in
0.000
ft 0.0000
in
0.000
+D+S+H
0.0000
in
0.000
ft 0.0000
in
0.000
+D+0.750Lr+0.750L+H
0.0000
in
0.000
ft 0.0000
in
0.000
+D+0.750L+0.750S+H
0.0000
in
0.000
ft H000
in
0.000
+D+0.60W+H
0.0000
in
0.000
ft 7.1761
in
11.577
+D+0.750Lr+0.750L+0.450W+H
0.0000
in
0.000
ft 5.3821
in
11.577
+D+0.750L+0.750S+0.450W+H
0.0000
in
0.000
ft 5.3821
in
11.577
+0.60D+0.60W+0.60H
0.0000
in
0.000
ft 7.1761
in
11.577
+D+0.70E+0.60H
0.0000
in
0.000
ft 0.0000
in
0.000
+D+0.750L+0.750S+0.5250E+H
0.0000
in
0.000
ft 0.0000
in
0.000
+0.60D+0.70E+H
0.0000
in
0.000
ft 0.0000
in
0.000
D Only
0.0000
in
0.000
ft 0.0000
in
0.000
Lr Only
0.0000
in
0.000
ft 0.0000
in
0.000
L Only
0.0000
in
0.000
ft 0.0000
in
0.000
S Only
0.0000
in
0.000
ft 0.0000
in
0.000
W Only
0.0000
in
0.000
It 11.9602
in
11.577
E Only
0.0000
in
0.000
It 0.0000
in
0.000
H Only
0.0000
in
0.000
ft 0.0000
in
0.000
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 14 DEC 2020, 6 29A
Wood Column
File: MARVIN-MK20-2'.ec6
Software copyright ENERCALC, INC. 19a2020, Build:12.20.0.17
Lic. #: KW -060061 05
AQX ENGINEERING
DESCRIPTION: Balloon Framing Design@ the stairs
Sketches
+X
i
�I
/Load 1
Cl
c+>'
r
3.5 3.5
t
3.50 in
AQX ENGINEERING
NO.:
1520 Brookhollow, Suite #45, Santa Ana (DESIGNED BY:Mandi jMandinAQXene.com IJOB NO.:
Tel: (7M 662 0510
Fax: (7i4) 662 0559
Calculation Sheet
AQX ENGINEERING
NO.:
1520 Brookhollow, Suite #45, Santa Ana DESIGNED BY:ML hdi IMandlna AQXenc.com IJOB NO.:
Tel: (714) 662 0510
Fax: (714)662 0559
Calculation Sheet
I