HomeMy WebLinkAboutB16-2260 000-000-000x -'.SEQU01A
E N: G I N E E R I `N .G
& STRUCTURAL
Structural Calculations
Client:
Chris and Louise Massa
Job#:
16-054
Project:
Massa Addition '
Address:
4285 Keefer Road, Chico, CA
APN:
047-320-051-000
4
Calculation Index Page #
• Project Layout 1
• Gravity Analysis 2
0 Lateral Analysis 3-13
Timber Frame Analysis — Line A 14-16
• Beam Analysis - 17-27
• Column Analysis 28
• Footing Analysis 29
312016
BUTTE
COUNTY
PERMIT# OCT 112016
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR DEVELOPMENT
CODE COMPLIANCE, >� SERVICES
DATE2
This calculation package is only valid for the project location as listed above and may
not be used for another site without the authorization of Sequoia Engineering. Sequoia
Engineering claims no responsibility for any structural design not specifically addressed
in this calculation package. Calculations and plans are not valid until reviewed and
approved by the governing building department. 11�- V—A (D"RIJ
467 East 2"d Ave, Chico, CA 95926 • (530) 591-7258 chad(g�seAuoiacivil.com
r '
SEQUOIA
E N 'G I N E E R I N G
Project Layout
1 2
53.3
Pg. 1
ILL,& FLUSH
--' (I.&E 2200 FID MINJ I-V HU210 j
J015T HOR5. --- ____-•i/
NA 467 East 2"d Ave., Chico, CA 95926
(530)-591-7258
chad@sequoiacivil.com
Pg. 2
Gravity Load Development
Project:
Massa Addition
Date:
10/3/2016
Comments:
16-054
Units:
lbs & feet (UNO)
Gravity Loads:
Slope=
6 to 12
Roof Dead Load
Ply
2.5 psf
Roofing
5.0 psf
Framing
5.0 psf
Gyp
2.5 psf
Insul
1.0 psf
Sprinklers (if Req'd)
0.0 psf
Misc
1.8 psf
Total (sloped)
17.8 psf
Total (horiz)
19.0 psf
Roof Live Load
Construction
20.0 psf
Roof Snow Load
0.0 psf
Wall Dead Load
Siding
10.0 psf
(exterior)
.3/8 Ply.
1.8 psf
2x Framing
1.7 psf
Gyp.
2.2 psf
Insul.
1.0 psf
Misc.
2.3 psf
Total
19.0 psf
Wall Dead Load
2x Framing @ 16" o.c.
2.2 psf
(interior)
Gyp. 2 sides
4.4 psf
Misc
2.4 psf
Total.
9.0 psf
Floor Dead Load Framing @ 24" o.c.
2.5 psf
• 3/4" ply
2.25 psf
Gyp.
2.2 psf
Flooring
2.5 psf
Misc.
5.5 psf
Total
15.0 psf
Floor Live Load
Residential
40.0 psf
Sleeping
30.0 psf
Pg. 2
Pg. 4
Equivalent Lateral Force Procedure
ASCE 7-10 Seismic Loads
Project: Massa Addition Date: 10/3/2016
Comments: Units: kips & feet (UNO)
Description
Symbol
Value
Units
Source
Zip Code
ft^2
psf
kis
Longitude
Roof Floor
39.81468
Deg
Google Earth
Latitude
1
121.91036
Deg
Google Earth
Occupancy
0.57
2
2
Table I=I
Site Class
D
0.57
Chapter 20
Seismic Deisgn Category
185
D
Table 11.6-1
Mapped 0.2 sec spectral response
Ss
0.618
%g
USGS website
Mapped 1 sec spectral response
S,
0.277
%g
USGS website
Response Modification
R
6.5
4.86
Light Framed Shear Walls - Table 12.2-1
Importance Factor
I +
1
Table 11.5-1 (Upper level governs for R value Lower level
Strutural Height
h„
10
ft
R = 7.0 or steel plate shear walls. Use R = 6.5)
Peroid Parameter
Ct
0.02
English
Table 12.8-2
Peroid Parameter
x
0.75
English
Table 12.8-2
Long Period
T,,
16
sec
Figure 22-16
Aprx. Fundamental Period
Ta
0.1125
sec
Section 12.8.2.1
Site Coefficient
Fa
1.3060
Table 11.4-1
Site Coefficient
Fv
1.8460
Table 11.4-2
MCE Spectral Response
Sms
0.8071
Eq. 11.4-1
MCE Spectral Response
Sml
0.5113
Eq. 11.4-2
Design Spectral Response (0.2 Sec)
SDS
0.538
%g
Eq. 11.4-3
Design Spectral Response (1.0 Sec)
So,
0.341
%g
Eq. 11.4
Coefficient for Upper Limit
Cu
1.400
Table 12.8-1
Deflection Amplification Factor
Cd
4
Table 12.2-1
Overstrength Factor
Wo
3
Table 12.2-1
Max Seismic Response Coeff
Cs max
0.466
,
Eq. 12.8-3
MinSeismic Response Coeff
Cs min,
0.024
Eq. 12.8-5
Seismic Response Coefficient
Cs
0.083
Section 12.8.1.1
Vertical Dist Exp
k
I
Section 12.8.3
Vertical Distribution oJSeismic Forces
LEVEL STORY HT hi wi wi*hi^k Cvx VEQ E VEQ Dia hra m Diaph Max Diaph Min
Roof 10 10 131.96 1320 1.00 10.92 10.92 14.20 28.40 14.20
0 0 0.00 0 0.00 0.00 10.92 0.00 0.00 0.00
0 0 0.00 0 0.00 0.00 10.92 0 0.00 0.00
0 0 0 0 0.00 0.00 10.92 0 0.00 0.00
C„ml 1'tl 96 1 1 I 1
RoojLevel Story Shear (kips) 10.9
Area
Weight
Mass
Trib Area (ft^2)
Line Shear
Line Shear
ft^2
psf
kis
Wall Line
Roof Floor
Deck
ULT kis
W/S (kips)
Roof 3694 19 70.11
1
340
0.82
0.57
Roof Snow 0 0.00
2
340
0.82
0.57
Floor 1065 15 15.92
A
185
0.45
0.31
Deck 18 0.00
B
300
0.72
0.51
Exterior Wall 1967 19 37.37
C
1740
350
4.86
3.40
Interior Wall 950 9 8.55
Sum (kips) 131.96
-
L �
. �
C
r
. a
•
-
L �
. �
C
"ASCE710W ASPOroilram
Version 2.2
WIND LOADING ANALYSIS Main Wind -Force Resisting System
Per ASCE 7-10 Code for Enclosed or Partially Enclosed Buildings
UsingMethod 2: Analytical Procedure Section 27 & 28 for Low -Rise Buildings
Job Name: Massa Addition Subject:
Job Number: 16-046 Ori inator: Checker:
Input Data: , ' r'
- Wind Speed, V = --110 mph (Wind Map, Figure 26.5 -1A -C),
Bldg. Classification = II (Table 1.5-1 Risk Category) w_�
Exposure Category = C (Sect. 26.7) _ B
J,
' Ridge Height, hr = 25.00 ft. (hr >= he) . ti
Eave Height, he = ,. 20.00 ft. (he - hr)
Building Width= 48.00' ft. (Normal to Building -Ridge)"
Building Length = 40.00 ft. (Parallel to Building Ridge) L
'Roof Type = Gable (Gable or Monoslope) plan
Topo. Factor, Kzt = 1.00 , (Sect. 26.8 & Figure 26.8-1)'
Direct. Factor, Kd = 0.85 (Table 26.6)
Enclosed? (Y/N) '' ' Y (Sect.'26.2 & Table 26.11-1)
Hurricane Region? " "N 8
hr
h< 60' e
Resulting Parameters and Coefficients:
T
Roof Angle, 9 = 26.57 deg:• J L
Mean Roof Ht., h = 22.50 ft. (h = (hr+he)/2, for angle >10 deg.) Elevation
Check Criteria for a Low -Rise Building:
1. Is h <= 60'? Yes, O.K.- 2. Is h <= Lesser of,L or B? ` Yes, O. K:
External Pressure Coeffs., GCpf (Fig. 28.4-1):
(For values, see following wind load tabulations.)
P •f & N t" I t 10 C fr. • t GC ' T bl 26 11 1
osi ive ega ive n erna ressure oe Iden s, pi (a e - ).
` +GCpf Coef. = 0.18 (positive internal pressure) .
` ,GCpf Coef. = 0.18 (negative internal pressure)'
' r If h < 15 then: Kh = 2.01*(15/zg)^(2/a) (Table 28.3-1)
If h >= 15 then: Kh = 2.01*(z/zg)^(2/a) (Table 28.3-1)
,.. a = 9.50 (Table 26.9-1)
„ . zg = 900 (Table 26.971)
' Kh'= 0.92 (Kh = Kz evaluated at z = h)
Velocity Pressure: gz = 0.00256*Kz*Kzt*Kd *VA 2 (Sect. 28.3.2, -Eq. 28.3-1)
qh = 24.34 psf •qh = 0.00256*Kh*Kzt*Kd*V^2 (qz evaluated at z = h)
f Design Net External Wind Pressures (Sect. 28.4.1):
p = qh*[(GCpf) - (+/-GCpi)l (psf, Eq. 28.4-1). i {
Wall and Roof End Zone Widths'a' and '2*a' (Fig. 28.4-1):
a = 4.00 Iftft.
.
10/3/2016 12:24 PM
"ASCE710WASPRrAram
Version 2.2
MWFRS Wind Load for Load Case A
MWFRS
Wind Load for Load Case B
Surface
GCpf
p =Net Pressures sf
Surface
*GCpf p = Net Pressures s
w/ +GC i
w/ -GCpi)
w/ +GC i w/ -GCpi)
Zone 1
0.55
9.00
17.76
Zone 1
-0.45 -15.34
-6.57
Zone 2
-0.10
-6.80
1.97
Zone 2
_
-0.69 -21.18
-12.41
Zone 3
-0.45
-15.27
-6.50
Zone 3
-0.37 -13.39
___.,,...,..,..--
-4.63
Zone 4
-0.39
-13.89
-5.13
Zone 4
-0.45 -15.34
-6.57
Zone 5
---
---
---
Zone 5
0.40 5.36
14.12
Zone 6
---
--
---
Zone 6
-0.29 -11.44
-2.68
Zone 1E
0.73
13.33
22.10
Zone 1 E
-0.48 -16.07
-7.30
Zone 2E
-0.19
-9.01
-0.25
Zone 2E
-1.07 -30.43
-21.66
Zone 3E
-0.58
-18.62
-9.86_
Zone 3E
-0.53 -17.28
-8.52
Zone 4E
-0.53
-17.40
-8.64
Zone 4E
-0.48 -16.07
-7.30
Zone 5E
---
-_-
---
Zone 5E
0.61 10.47
19.23
Zone 6E
---
---
---
Zone 6E
-0.43 -14.85
-6.09
*Note: Use roof angle 0 = 0 degrees for Longitudinal Direction.",
For Case A when GCpf is neg. in Zones ME: For Case B when GCpf is neg. in Zones 2/2E:
Zones 2/2E dist. =F-24.00 Ift. Zones ME dist. =1 20.00 Ift. .
Remainder of roof Zones ME extending to ridge line shall use roof Zones ME pressure coefficients.
MWFRS Wind Load
for Load Case A, Torsional Case
MWFRS Wind Load for Case B, Torsional Case
Surface
GCpf
p = Net Pressure s
Surface
GCpf p = Net Pressure s
w/ +GC i
w/ -GCpi)
w/ +GC i w/ -GCpi)
Zone 1T
---
2.25
4.44
Zone 1T
--- -3.83 -1.64
Zone 2T
---
-1.70
0.49.
Zone 2T
--- W� -5.29 -3.10
Zone 3T
---
-3.82
-1.63
Zone 3T
--- -3.35 -1.16
Zone 4T
---
-3.47
-1.28
Zone 4T
--- -3.83 -1.64
Zone 5T
---
---
---
Zone 5T
--- 1.34 3.53
Zone 6T
---
=--
---
Zone 6T
--- -2.86 -0.67
Notes: 1. For Load Case A (Transverse), Load Case B (Longitudinal), and Torsional Cases:
Zone 1 is windward wall for interior zone. Zone 1 E is windward wall for end zone.
Zone 2 is windward roof for interior zone. Zone 2E is windward roof for end zone.
Zone 3 is leeward roof for interior zone. '. Zone 3E is leeward roof for end zone.
Zone 4 is leeward wall for interior zone. Zone 4E is leeward wall for end zone.
Zones 5 and 6 are sidewalls. Zone 5E & 6E is sidewalls for end zone.
Zone 1T is windward wall for torsional case Zone 2T is windward roof for torsional case.
Zone 3T is leeward roof for torsional case Zone 4T is leeward wall for torsional case.
Zones 5T and 6T are sidewalls for torsional case.
2. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces.
3. Building must be designed for all wind directions using the 8 load cases shown below. The
load cases are applied to each'building corner in turn as the reference corner.
4. Wind loads for torsional cases are 25% of respective transverse or longitudinal zone load values.
Torsional loading shall apply to all 8 basic load cases applied at each reference corner.
Exception: One-story buildings with "h" <= 30', buildings <= 2 stories framed with light frame
construction, and buildings <=2 stories designed with flexible diaphragms need not be
designed for torsional load cases.
5. Per Code Section 28.4.4, the minimum wind load for MWFRS shall not be less than 16 psf.
.
10/3/2016 12:24 PM
Pg. 7
ASCE 7-10 Wind Loads - Low Rise Walls and Roofs (Section 28)
"'.
Project:
Massa Addition
, Date:
10/3/2016
'
1'
�-
Comments:
Units:
lbs &feet (UNO)
.'
Wall Line ID
A
Roof ,
Direction
Transverse
Trib Area
p= Net Desi Press. s
= Net Desi
Press. lbs
to Ride
(ft -2)
w/ +GC i w/ -GCpi)
w/ +GC i
w/ -GCpi)
Zone 1
9.00 = 17.76
•-
Zone 2
-6.80 1.97 .
'
Zone 3
-15.27 . -6.50
'
-
"
Zone 4
r -
-13.89 -5.13
4
_
Zone 5
L
- -
'
Zone 6
-
Zone 1E
13.33 22.10
Zone 2E
42
9.01 0.25 •t
-169.30
4.70
_
Zone 3E
42
-18.62 ,'-9.86
349.76
185.16 c
ti r
Zone 4E
17.40' yx . 8.64'
Zone 5E
=r
r
Zone 6E
Total (lbs) ULT
180.46
189.86
`.
Total (lbs) WIS
108.27
113.92
Wall Line ID
B •
Roof
Direction
Transverse
Trib Area
p= Net Desig2 Press. sf)
ign
Press. Ibs
to Ride(ft-2)
w/+GC i w/ -GCpi)
w/ +GC i
w/ -GC i
`
Zone 1
27.5 •,
9.00 , 17.76
247.48
488.47 .
Zone 2
62.50
-6.80 1.97 -
-189.93
55.01
Zone 3
62.50
-15.27 -6.50
426.73
-181.78,
`" r �.
• •'
Zone 4
b' 27.5 `
-13.89 ... f. -5.13 -
381.98
140.99
Zone 5
' ..
S
Zone 6
--- ---
Zone IE
13.33 22.10
+,
Zone 2E
-9.01 t -0.25
_
Zone 3E
_1.8.62 -9.86
r
. ,
Zone 4E
1 - -17.40. -8.64
Zone 5E
.,
..
Zone 6E
-
-r L
w
Total (Ibs) ULT
866.25
866.25
Total (Ibs) WIS
519.75
519.75
-
Wall Line ID
C
Roof .."
Direction
Transverse
Trib Area=Net
Desi Press. s
= Net Desi
Press. Ibs
to Ride
(ft^2)
(w/ +GC i w/ -GC i
w/ +GC i
w/ -GC i
Zone 1
250
9.00 r 17.76
,.2249.82
4440.64
Zone 2
35 b
,-6.80 `t 1.97.106.36
30.81
Zone 3
35
-15.27 -6.50 ,
. 238.97
_101.80
Zone 4
250-
. -5.13 ,
3472.51
1281.69 '
a
Zone 5
.-13.99,
Zone 6
Zone I
F 1333 22.10
,
Zone 2E
t -9:01 -0.25
Zone 3E
-18.62 -9.86-.
Zone 4E
-17.40 `'�, -8.64-
..
Zone 5E
y
,
5-7- ` .
Zone 6E
Total (Ibs) ULT
1 5854.94
5854.94
Total (Ibs) WIS
3512.96
3512.96
A+
Pg. 8
Shear Force Summary
Project: Massa Addition Date: 10/3/2016
Comments: Units: kips & feet (UNO)
Wall Line Seismic Shear Wind Shear Controls
Roof Level
1 574 Seismic
2 574 Seismic
A 312 114 Seismic
B 506 520 Wind
C 3400 3513 Wind
2012 NDS Bolt Yield Limit Analysis For Single Shear Wood -to -Concrete Connections
Project:
Massa Addition
Date:
10/3/2016
Comments:
Units:
lbs & inches(UNO
Connection ID:
Typical 1/2" dia A.B. in 2xlate
Loadings
Dead = 0 lbs.
Bolt Diameter =
0.500 inches
Floor = 0 lbs.
Fyb =
45 ksi (for A307 bolt)
Snow = 0 lbs.
is =
1.50 inches (sill member)
Const. = 0 lbs.
width, s =
5.50 inches (sill member)
Seismic = 1,404 lbs.
(ds =
0 degrees
-
11
Wind = 1,638 lbs.
Es =
1,600 ksi (sill member)
Eq and W load are in ULT
Fes (parallel) =
5,600 psi (parallel)
Fes (perpendicular)
=
3,158 psi (sill member)
SGs =
0.50 DF -L Side Member
Specific Gravity,
EWP,
DF -L, HF, SP or SPF
Fese.=
5,600 psi (sill member)
Re =
1.0000
Rt =
2.0000
Ke =
1.0000
kl =
0.6794
k2 =
1.1087
U =
1.4054
CM =
1.00 Wet Service Factor
C, =
1.00 Temperature Factor
Cd=
1.00 Geometry Factor
N.D.S.
11.3.1 Eq.'s
Cs=
1.00 Group Action Factor
Eq 11.3-1
Z =
2,100 Ib. Mode Im
Rea =
0.25 Member Stiffness Ratio
Eq 11.3-2
Z =
1,050 Ib. Mode I,
m =
0.9253244
Eq 11.3-3
Z=
793 Ib. Mode II
u =
1.0030132
Eq 11.3-4
Z =
970 lb. Mode III",
n=
l number of fasteners in a row
Eq 11.3-5
Z =
615 Ib. Mode III,
s=
1 inches, Bolt Spacing (In a row)
Eq 11.3-6
Z=
716 lb. Mode IV
now =
I total number of rows
motel =
I total number of fasteners
Z. =
Z(CD*CM*C,*CF*CD)
2012 IBC & ASCE 7-10 Load Combinations:
Design Loads
Conn Capacity
DL
RLL FLL Snow
Wind
E
lbs
Cd Z' (Ibs)
EQ 16-8
1
0
0.9
553 OK!!!
EQ 16-9
1
1
0
1.25
769 OK!!!
EQ 16-10
1
1
0
1615
OK!!!
EQ 16-10
1
1
0
1.25
769 OK!!!
EQ 16-11
1
0.75
0.75
0
1.25
769 OK!!!
EQ 16-11
1
0.75
0.75
0
1.15
707 OK!!!
EQ 16-12
1
0.6
983
1.6
984 OK!!!
EQ 16-12
1
-0.6
-983
1.6
984 OK!!!
EQ 16-12
1
0.7
982.745824
1.6
984 OK!!!
EQ 16-12
1
-0.7
-982.745824
1.6
984 OK!!!
EQ 16-13
1
0.75
0.75
0.45
737.25
1.6
984 OK!!!
EQ 16-13
1
0.75
0.75
-0.45
-737.25
1.6
984 OK!!!
EQ 16-13
1
0.75
0.75
0.45
737.25
1.6
984 OK!!!
EQ 16-13
1
0.75
0.75
-0.45
-737.25
1.6
984 OK!!!
EQ 16-14
1
0.75
0.75
0.525
737.059368
1.6
984 OK!!!
EQ 16-14
1
0.75
0.75
0.525
737.059368
1.6
984 OK!!!
EQ 16-15
0.6
0.6
983
1.6
984 OK!!!
EQ 16-15
0.6
-0.6
-983
1.6
984 OK!!!
EQ 16-16
0.6
0.7
982.745824
1.6
984 OK!!!
EQ 1646
0.6
-0.7
-982.745824
1.6
984 OK111
Pg. 10
w
2012 NDS Bolt Yield Limit Analysis For Single Shear Wood -to -Concrete Connections
Project:
Massa Addition
Date:
10/3/2016
Comments:
Units:
lbs & inches(UNO
Connection ID:
Typical 1/2" dia A.B. in 3x plate
Loadings
Dead = 0 lbs.
Bolt Diameter =
0.500 inches
Floor = 0 lbs.
Fyb =
45 ksi (for A307 bolt)
Snow = 0 lbs.
is =
3.00 inches (sill member)
Const. = 0 lbs.
width, s =
5.50 inches (sill member)
Seismic = 1,635 lbs.
Os=
0 degrees
Wind = 1,908 lbs.
Es =
1,600 ksi (sill member)
Fes (parallel) =
5,600 psi (parallel)
Fes (perpendicular)
=
3,158 psi (sill member)
SGs =
0.50 DF -L Side Member
Specific Gravity,
EWP,
DF -L, HF, SP or SPF
Fese =
5,600 psi (sill member)
Re =
1.0000
Rt =
2.0000
ICa =
1.0000
kl =
0.6794
k2 =
1.0277
U =
1.1087
Cm=
1.00 Wet Service Factor
C, =
1.00 Temperature Factor
Cd=
1.00 Geometry Factor
N.D.S.
11.3.1 Eq.'s
.
C6=
1.00 Group Action Factor
Eq 11.3-1
Z =
4,200 Ib. Mode Im
Rea =
0.25 Member Stiffness Ratio
Eq 11.3-2
Z =
2,100 Ib. Mode I,
in =
0.946593
Eq 11.3-3
Z=
1,585 Ib. Mode II
u =
1.0015066
Eq 11.3-4
Z =
1,798 lb. Mode III,
n=
1 number of fasteners in a row
Eq 11.3-5
Z =
970 Ib. Mode III,
s=
l inches, Bolt Spacing (In a row)
Eq 11.3-6
Z=
716 Ib. Mode IV
n,ow =
l total number of rows
nmmi =
1 total number of fasteners
Z' =
Z(CO*CM*C,*Cs*CO)
2012 IBC & ASCE 7-10 Load Combinations:
Design Loads
Conn Capacity
DL
RLL FLL Snow
Wind
E
lbs
Cd Z' (Ibs)
EQ 16-8
1
0
0.9
644 OK!!!
EQ 16-9
1
1
0
1.25
895 OK!!!
EQ 16-10
1
1
0
l
716 OK!!!
EQ 16-10
1
1
0
1.25
895 OK!!!
EQ 16-11
l
0.75
0.75
0
1.25
895 OK!!!
EQ 164 l
1
0.75
0.75
0
1.15
823 OK!!!
EQ 16-12
1
0.6
1145
1.6
1146 OK!!!
EQ 16-12
1
-0.6
-1145
1.6
1146 OK!!!
EQ 16-12
1
0.7
1144.643924
1.6
1146 OK!!!
EQ 16-12
1
-0.7
-1144.64392
1.6
1146 OK!!!
EQ 16-13
1
0.75
0.75
0.45
858.75
1.6
1146 OK!!!
EQ 16-13
1
0.75
0.75
-0.45
-858.75
1.6
1146 OK!!!
EQ 16-13
1
0.75
0.75
0.45
858.75
1.6
1146 OK!!!
EQ 16-13
1
0.75
0.75
-0.45
-858.75
1.6
1146 OK!!!
EQ 16-14
1
0.75
0.75
0.525
858.4829428
1.6
1146 OK!!!
EQ 16-14
1
0.75
0.75
0.525
858.4829428
1.6
1146 OK!!!
EQ 16-15
0.6
0.6
1145
1.6
1146 OK!!!
EQ 16-15
0.6
-0.6
-1145
1.6
1146 OK!!!
EQ 16-16
0.6
0.7
1144.643924
1.6
1146 OK!!!
EQ 16-16
1 0.6
1
-0.7
-1144.64392
1.6
1146 OK111
Pg. 11
Shear Wall Design
CBC 2013
Project: Massa Addition
Date:
10/3/2016
Comments:
Units:
lbs & inches (UNO)
Panel Thickness
3/8
Spec Grav Of Framing
0.5
Panel Orientation
Short Dimension Across Studs
Spec Grav Of Plywood
C -D, C -C, APA Rated Shear Ply
Nail Type
8d
Fnd Sill Plate Grade
DF -L
Anchor Bold Diam.
1/2
AB in 2X Sill
983
lbs/bolt (see design)
Stud Spacing
16
inches o.c.
AB in 3X Sill
1146
lbs/bolt (see design)
Floor Split Anchorage
Adjusted
Nail Nail Length
Diam
Embed
Cd
CD
NDSValue
Value
10d 3
0.148
1.50
0.84
1.33
118
133
12d 3.25
0.148
1.75
0.99
1.33
118
155
16d 3.5
0.162
2.00
1.00
1.33
141
188
20d 4
0.192
2.50
1.00
1.33
170
226
30d 4.5
0.207
3.00
1.00
1.33
186
247
1/4" Screw
0.25
2.00
1.00
1.33
220
293
3/8" Screw
0.375
3.00
1.00
1.33
400
532
A35
695
A34
515
Shear Wall Design
Edge Nail
Alowable
Loads
Sole Plate Fastening
Rim Joist
Fastening
AB Spacing (ft)
Spacing (in) note
Seismic
Wind,
Fastener
Spacing (in;
Fastener
Spacing (in)
2X Sill 3X Sill
6*
164
164
12d
11
A35
51
6.00 6.00
6
260
260
12d
7
A35
32
3.78 4.41
4*
350
350
12d
5
A35
24
2.81 3.27
4 1
380
532.5
12d
5
A35
22
1.29 3.02
3 1
490
685
12d
4
A35
17
1.00 2.34
2 1
640
895
16d
4
A35
13
NG 1.79
44 1
760
1065
16d
3
A35
11
NG 1.51
33 1
980
1370
16d
2
A35
9
NG 1.17
22 1
1280
1790
16d
2
A35
7
NG 0.90
1. Use 3X framing at adjacent panel edges and stagger nailing
_ Segmented Shear Wall Design
ANSI/AF&PA SDPWS-2008 Edition
Project: Massa Addition Date: 10/3/2016
Comments: Units: lbs & ft (UNO)
Walla
Wall
Fnd
Wall
aspect
Point Load
Uplift from
OTM
Net
Required
Holdown
Req'd Stem
Line Load
Wall
Wall
Height
Length
System
A.B.
Stress
ratio
Res extra
end of wall
above
OTM
Res
Uplift
Anchor
or
Width
Wall Type
(kips)
Number
Location
(ft)
(ft)
T
Location
(If)
penalty
(plf)
(lbs)
(k)
(Id -ft)
(kip -ft)
(kips)*
Bolt -
Strap
(in)
Wall Line ID: 1 - Roof
HD Conn. Type (I=FND, 2=FTF): I
Seismic
I
Ext8
5.50
Stem
Comer
115
1.0
.5.1
1.2
0.70
SST B16
liD3.J2(DRL.2X)
6
6°
3.40
2
Ext
8
6.5
Stein
Middle
115
1.01
6.0
1.7
0.66
SSTB16
HDU2 (DBL 2X)
6
6-
3
Ext
8
17.5
Stem
Middle
115
1.0
16.1
12.2
0.22
SSTB16
HDU2(DB L.2X)
6
6°
Wind
I
Ext
8
5.5
Stem
Comer
119
5.2
1.4
0.70
SSTB16
FTDU2(DB L.2X)
6
6-
3.51
2
Ext
8
6.5
Stem
Middle
119
6.2
1.9
0.66
SST1316
HDU2(DBL2X)
6
6-
3
Ext
8
17.5
Stem
Middle
119
16.7
14.0
0.15
SSTB16
IIDI.J2(DBL 2X)
6
6°
Wall Line ID: I
HD Conn. Type (I=FND, 2=FTF): I
Seismic
I
Ext
8
3.50
Stein
Comer
164
0.9
4.6
0.5
1.17
SSTB16
HDU2(DBL2X)
6
6
0.57
Wind
1
Ext
8
3.50
Stem
Comer
0
0.0
0.6
-0.16
Ila uplift
no hd recjd
6
6"
0.00
Wall Line ID: 2
HD Conn. Type (1=FND, 2=FTF): I
Seismic
i
Ext
8
2.5
Stem
Corner
229
0.6
180
4.6
0.5
1.62
SSTB16
HD1.J2(DB I..2X)
6
4
0.57
Wind
I
Ext
8
2.5
Stem
Comer
0
180
0.0
0.6
-0.25
no uplift
no lid rcq'd
6
6"
0.00
;
Perforated Shear Wall Design
ANSUAF&PA SDPWS-2008 Edition
Project:
Massa Addition
-
Date:
10/3/2016
Comments:
-
Units:
lbs & fl (UNO)
Wall Line
B
HD Conn.
Type I=FND 2=FTF :
I
Total.
Wall Line
Wall
Wall
Fad
Wall Length
Wall
Opening
% Full Sheathing Capacity
aspect
- Uplift from
Wall
Net
Required
Holdown
Req'd Stem
Load
Load
Wall
Height
Length
System
A.B.
£Li
Stress
Area, Ao
Height Area Adjust.
ratio
above
Uplift
Uplift
Anchor
- or
Width Wall Type
Source
Ibs
Location
n
n
T
Location
11
I
fl^2
SheathingRatio, r Factor, Co
penalty
(k)
kis
kis
Bolt
Strap
(in)
Seismic
506
Ext
8
13.50
Stem
Comer
6.50
78
24.5
0.48 0.68 0.86
0.75
0.599
0.599
SSTBIC,
HDU2IDBL2Xt
6 fi•
Wind
520
80
0.601
0.601
SSTIII6
HDU2 t DIIL 2Xt
6 6•
Wall
Opening into
Wall
Wall Pier
Info
Shear Wall Design
Modified Shear Wall desi n
Opening
Location
Length.
Height
Area
Pier
Length
Aspect
.Len. Used
fD Seismic Wind
ID
Seismic
Wind
Number-
xi (III
L;(11)
Hi (ft)
(11^2)
Number
(ft)
Ratio
(n)
Check
6• 164 164
6 260 260
6•
6
106
168
141
224
1
3.00
7
3.5
24.50
1
3.00
2.67
3.00
OX
2
2
3.50
2.29
3.50
OX
4• 350 350
4•
226
301
3
3
4 380 533
4
245
458
4
4
3 490 685
3
316
589
5
5
2 640 895
2
413
770
-
-
6
44 760 1065
44
491
916
33 980 1370
33
633
1179
22 1280 1790
22
826
1540
;
SEQUOIA Pg. 14
E N 'G' 1 N E I R I N G '
A - & STRUCTURAL
Timber Frame Connection at Line A
_ I�I AT EA
T LONa�I'-u ►C� 1
��1 i It LT
. T �--- Ped- °11,10.1 �
sty=,-
W) 31a BOLTS
P>_-4
L
Gt�►NEc1�o� PtTx�i � '
1 5U-T LA's4OJf 4T 5 EA"
-p q OWL-
Q0
W ��.►-r
AT Ct7n�" t C.Ttc�
Q0 •.
al ��.►n,,.FG- T, M = o
q2.14�."' j saes k,Ps..
Z ' Z�►
SEE SOL,Ttn c�6t.SFI�Q,
pe�LtLt��ry rt've TZ .���= L A, A L--j 1515
Z I �2 SSM S 5OL;r .r> t>SL, SkAe ANAt-ySiS
467 East 2"d Ave., Chico, CA 95926 (530)-591-7258 Chad@sequoiacivil.com
` Pg. 15
2012 NDS Bolt Yield Limit Analysis For Double Shear Wood -to -Metal Connections Steel Side Members
Connection ID:
Beam End Connection at for T1
Loadings
Dead =
0
lbs.
Bolt Diameter =
0.750 inches
Floor =
0
lbs.
Fyb =
45 ksi (for A307 bolt)
Snow =
0
lbs.
.
tm =
5.50 inches (main member)
Const. =
0
lbs.
width, m =
11.50 inches (main member)
Seismic =
10,929
lbs.
Om =
45.0 degrees I
Wind =
1,912
lbs.
Em =
1,600 ksi (main member)
Fern (parallel) =-
5,600 psi (parallel) DF -L
Fern (perpendicular)-
2,578 psi (main member)
SGm =
0.50 DF -L Main Member Specific Gravity, EWP, DF -L, HF, SP or SPF
Femo =
3,531 psi (main member)
is =
0.19 inches (side member)
width, s =
10.00 inches (side member)
Fes = Fu =
58 ksi (for A36 steel)
Es =
29,000 ksi (side member)
Re =
0.061
Ko =
1.125
k3 =
16.749
CM =
1.00 Wet Service Factor
Ct =
1.00 Temperature Factor
CD=
1.00 Geometry Factor
Cg =
1.00 Group Action Factor
Rea =
0.930575 Member Stiffness Ratio
M =
0.8680
n =
2 number of fasteners in a row
S =
6 inches, Bolt Spacing (In a row)
now =
2 total number of rows
ntotai =
4 total number of fasteners
N.D.S. 8.3.2.1 Eq.'s
Eq 8.3-1 Z =
" 3,237 Ib. Mode Im
Eq 8.3-3 Z =
2,242 Ib. Mode III.,
Eq 8.3-4 Z =
3,123 Ib. Mode IV
Z'= Z(CD`CM`Ct`Cg"CD)
Conn
Design
Capacit
2013 CBC $ ASCE 7-10 Load Combinations:
Loads
y
DL
RLL FILL Snow Wind
EQ
Obs
Cd
Z' Obs
EQ 16-8
1
0
0.9
8068
OK111
EQ 16-9
1
1
0
1.25
11205
OK111
EQ 16-10
1
1
0
1
8964
OK111
EQ 16-10
1
1
0
1.25
11205
OK111
EQ 16-11
1
0.75
0.75
0
1.25
11205
OK111
EQ 16-11
1
0.75
0.75
0
1.15
10309
OK111
EQ 16-12
1
0.6
1147.21004
1.6
14342
OK111
EQ 16-12
1
-0.6
-1147.21
1.6
14342
OK111
EQ 16-12
1
0.7
7650.32969
1.6
14342
OK111
EQ 16-12
1
-0.7
-7650.3297
1.6
14342
OKM
EQ 16-13
1
0.75
0.75
0.75
1434.01255
1.6
14342
OK111
EQ 16-13
1
0.75
0.75
-0.75
-1434.0126
1.6
14342
OK111
EQ 16-13
1
0.75
0.525
5737.74727
1.6
14342
OKIII
EQ 16-13
1
0.75
-0.525
-5737.7473
1.6
14342
OK111
EQ 16-14
0.6
0.6
1147.21004
1.6
14342
OKIII
EQ 16-14
0.6
-0.6
-1147.21
1.6
14342
OK111
EQ 16-15
0.6
0.7
7650.32969
1.6
14342
OK111
EQ 16-15
0.6
-0.7
-7650.3297
1
1.6
1 14342
lOK111
Pg. 16
2012 NDS Bolt Yield Limit Analysis For Double Shear Wood -to -Metal Connections Steel Side Members
Connection ID:
Beam End Connection at force T2
Loadings
Dead =
0
lbs.
Bolt Diameter =
0.750 inches
Floor =
0
lbs.
r Fyb =
45 ksi (for A307 bolt)
Snow =
0
lbs.
tm =
5.50 inches (main member)
Const. =
0
lbs.
width, m =
5.50 inches (main member)
Seismic =
16,861
lbs.
Om =
0.0 degrees I
Wind =
2,950
lbs.
Em =
1,600 ksi (main member)
Fern (parallel) =
5,600 psi (parallel) DF -L
Fern (perpendicular) =
2,578 psi (main member)
SGm =
0.50 DF -L Main Member Specific Gravity, EWP, DF -L, HF, SP or SPF
Femo =
5,600 psi (main member)
is =
0.19 inches (side member)
width, s =
3.00 inches (side member)
Fes = Fu =
58 ksi (for A36 steel)
Es =
29,000 ksi (side member)
Re =
0.097
Ko =
1.000
Q =
13.227
CM =
1.00- Wet Service Factor
Ct =
1.00 Temperature Factor.
CD=
1.00 Geometry Factor
Cg =
0.98 Group Action Factor
Rea =
0.67407 Member Stiffness Ratio
M =
0.8274
n =
3 number of fasteners in a row
S =
4 inches, Bolt Spacing (In a row)
nrow =
1 total number of rows
n1Otei =
3 total number of fasteners
N.D.S. 8.3.2.1 Eq.'s
Eq 8.3-1 Z =
5,775 Ib. Mode Im
Eq 8.3-3 Z =
3,105 Ib. Mode Ills
Eq 8.3-4 Z =
4,352 Ib. Mode IV
Z' = Z(CD*CM-Ct-Cg'CD)
Conn
Design
Capacit
2013 CBC & ASCE 7-10 Load Combinations:
Loads
y
DL
RLL FLL Snow Wind
EQ
Obs
Cd
Z' Ibs
EQ 16-8
1
0
0.9
8252
OK111
EQ 16-9
1
1
0
1.25
11461
OK111
EQ 16-10
1
1
0
1
9168
OK111
EQ 16-10
1
1
0
1.25
11461
OKII!
EQ 16-11
1
0.75
0.75
0
1.25
11461
OK111
EQ 16-11
1
0.75
0.75
0
1.15
10544
OK!11
EQ 16-12
1
0.6
1769.89091
1.6
14669
OK111
EQ 16-12
1
-0.6
-1769.8909
1.6
14669
OK111
EQ 16-12 '
1
0.7
11802.7636
1.6
14669
OK111
EQ 16-12
1
-0.7
-11802.764
1.6
14669
OK111
EQ 16-13
1
0.75
0.75
0.75
2212.36364
1.6
14669
OK111
EQ 16-13
1
0.75
0.75
-0.75
-2212.3636
1.6
14669
OK111
EQ 16-13
1
0.75.
0.525
8852.07273
1.6
14669
OK111
EQ 16-13
1
0.75
-0.525
-8852.0727
1.6
14669
OK111
EQ 16-14
0.6
0.6
1769.89091
1.6
14669
OK111
EQ 16-14
0.6
-0.6
-1769.8909
1.6
14669
OK111
EQ 16-15
0.6
0.7
11802.7636
1.6
14669
OK111
EQ 16-15
0.6
-0.7
-11802.764
1.6
14669
OK111
Massa Addition P 17
L ®. S E Q U. O 1 A Beam1
Wood Wo r ks E N G I N E E R N Oct. 3, zo,fi ,z:os
SOFrWAREfOR WOOD DESIGN
Design Check Calculation Sheet
woodworks sizer 10.4
Loads:
Load
Type
Distribution
Pat-
tern
Location [ft)
Start End
Magnitude
Start End
Unit
Roof Of, - New
Dead
Full Area
E' 1.8 million - 1.00 - - -
2576
18.00(6.00')
psf
Roof LL - New
Roof live
Full Area
8464
- 2041
20.00(6.00')
psf
Floor DL
Dead
Full Area
Min r 'd
2.41••
15.00(7.00'1
psf
Floor LL
Live
Full Area
0.51
Total Defl'n
40.00(7.00')
psf
wall DL
Dead
Full Area
0.99
19.00(8.00.1
psf
Roof DL - Uppr
Dead
Full Area
18.00(7.001)
psf
Roof LL - Uppr
Roof live
Full Area
20.00(7.00')
psf
Self-wei h[
Dead
Full UDL
24.2
if
Maximum Reactions (lbs) and Bearing Lengths (in) :
18'4.8"
18'-2.4"
Unfactored:
_
Cr Cfr[ Ci Cn LC8
Dead
4738
Fb'+ 2800 1.00 - 1.00 0.937 0.96 -
4738
Live
2576
E' 1.8 million - 1.00 - - -
2576
Roof Live
Factored:
2392
Fv-
2392
Total
Bearing:
8464
- 2041
8464
Length2.4]
psi
�AnalySia/3esiShear-Fv'-285psifv
fb/Fb' -
2.41
Min r 'd
2.41••
- L/709
2.41'•
Minimum Dearing iengm governed oy me required mdm or me Supporting member.
Kitchen Beam
LVL n -ply, 1.812, 2800Fb, 1-314"x16", 3 -ply (5-1/4"x16")
Supports: All 'Timber -soft Beam, D.Fir-L No.2
Total length: 18'4.8"; volume = 10.7 cu.ft.;
Lateral support: top= at supports, bottom= at supports; Repetitive factor. applied where permitted (refer to online help);
Analysis vs. Allowable Stress and Deflection using NDS 2012:
Criterion!Analysis
Value
Cr Cfr[ Ci Cn LC8
Value
Unit
Fb'+ 2800 1.00 - 1.00 0.937 0.96 -
1.04 1.00 - - 3
Fcp' 750 - - 1.00 - - -
- 1.00 - - -
E' 1.8 million - 1.00 - - -
- 1.00 - - 3
Eminy' 0.93 million - 1.00 - - -
- 1.00 - - 3
Fv-
0.99
Bending)+)
fb
- 2041
�De.iqri
Fb•
- 2730
psi
�AnalySia/3esiShear-Fv'-285psifv
fb/Fb' -
0.75
Live Defl'n
0.31
- L/709
0.61
- L/360
CALCULATIONS:
0.51
Total Defl'n
0.90
- L/242
0.91
- L/240
in
0.99
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CV Cfu
Cr Cfr[ Ci Cn LC8
Fv' 285 1.00 - 1.00 - - -
- 1.00. - 1.00 3
Fb'+ 2800 1.00 - 1.00 0.937 0.96 -
1.04 1.00 - - 3
Fcp' 750 - - 1.00 - - -
- 1.00 - - -
E' 1.8 million - 1.00 - - -
- 1.00 - - 3
Eminy' 0.93 million - 1.00 - - -
- 1.00 - - 3
CRITICAL LOAD COMBINATIONS:
Shear LC 13 - D+.75(L+Lr), V - 8374, V design
- 7055 lbs
Bending(+): LC 13 - D+.751L+Lr), M - 38104 lbs -ft
Deflection: LC 13 - D+.751L+L r) (live)
LC 13 - D+.75(L+Lr) (total)
D -dead L -live S -snow w -wind I -impar[ Lr -roof live Lc -concentrated E -earthquake
All IX a are listed in Che Analysis output
Load combinations: ASCE 7-10 / IBC 2012
CALCULATIONS:
Deflection: EI - 1075e06 lb-int/ply
"Live. deflection - Deflection from all nn -dead loads
(live, wind, snow...)
Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection.
Lateral stability (+): Lu - 18'-2.44•' Le - 33•-8.00"
RB - 15.31
Design Notes:
1. WoodWorks analysis and design are In accordance Wth the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement.
2. Please verity that the default defection limits are appropriate for your application.
3. System factor KH may not apply to field -assembled multi -ply beams.
4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer.
5. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys.
7. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance.
M11 assa Addhion
SEQUOIA Q U O I A 1054 Pg. 18
WoodWorks® Oct.
E: N G I N E E R ) N G O 3, zols 12:06
SOFTWARE AOR WOOD OCROV
Design Check Calculation Sheet
Wood Works Sizer 10.4
Loads:
Load
Type
Distribution
Pat- Location (ft]
Magnitude
Unit
Roof Live
Factored:
245
165
tern Start End
Star[ End
299
Roof DL
Dead
Full Area
No
13.00(24.0")
psf
Roof LL
Roof live
Full Area
No
20.00(24.0")
Ps
Self h[
Dead
Full UDL
No
3.3
olf
Maximum Reactions (lbs) and Bearing Lengths (in) :
1r -1o.1"
1'-9-
W.2 W
Unfactored:
Analysis
Value
Dead
201
135
Roof Live
Factored:
245
165
Total
Bearing:
446
299
Length
5.50
0.50•
Min req'd
0.50`
0.50•
-Minimum beat
hill lencit setting used: 112" for end si pports
1138
maximum reaouon on of Ieasf one suppon is from a amereni load combination than the crrucal one for beanng design, shO here, due to Kd factor. See Analysis malts for reaction from critical load combination.
New Rafter
Lumber -soft, D.Fir-L, No.2, 2x10 (1-112"x9-1/4")
Supports: 1 - Timber -soft Beam, D.Fir-L No.2; 2 - Non -wood;
Roof joist spaced at 24.0' c/c; Total length: 11'-1D.1'; volume = 1.1 cu.ft.; Pilch: 6112;
Lateral support: top= full, bottom= at Supports; Repetitive factor. applied where permitted (refer to online help);
Analysis vs. Allowable Stress and Deflection using NOS 2012:
Criterion
Analysis
Value
Desi
Value
Unit
Anal sis/Desi
- - 1.00
Shear
fv
- 25
Fv'n=
180
psi
fv Fv' -
0.14
Bending(+)
Eb
-. 336
Fb' -
1138
psi
fb/Fb' -
0.30
Bending(-)
fb
- 62
Fb'
793
psi
fb/Fb' -
0.08
Deflection:
0.03
- <L/999
0.47
- L/240
in
0.0:
Interior Live
Total
0.07
- <L/999
0.63
L/180
Load combinations: ASCE 7-10./ IBC 2012
0.1:
Cantil. Live
-0.02
" <L/999
0.20
- L/120
in
0.10
Total
-0.04
- L/540
0.26
- L/90
in
calculated for each
0.17
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL' CF
Cfu Cr Cfrt
Ci Cn LCI
Fv' 160 1.00 1.00 1.00 - -
- - 1.00
1.00 1.00 2
Fb'+ 900 1.00 1.00 1.00 1.000 1.100
1.00 1.15 1.00
1.00 - 2
Fb'- 900 1.00 1.00 1.00 0.696 1.100
1.00 1.15 1.00
1.00 - 2
Fc p' 625 - 1.00 1.00 - -
- - 1.00
1.00 - -
E' 1.6 million- 1.00 1.00 - -
- - 1.00
1.00 - 2
Emin' 0.58 million 1.00 1.00 - -
- - 1.00
1.00 - 2
CRITICAL LOAD COMBINATIONS:
She":LC 12 - D' LrV - 288, V design
- 230 lbs
Bending(+): LC 12 - D+Lr, M - 599 lbs -ft
Bending(-): LC 12 - D+ Lr
M17111 lbs -ft
Deflection: LC 12 - D+ Lr (live)
LC 12 - D+Lr (total)
D -dead L -live S. snowW-wind I -impact Lr -roof live Lc -concentrated E
-earthquake
A11 Lt's are listed in the Analysis output
Load combinations: ASCE 7-10./ IBC 2012
CALCULATIONS:
Deflection: EI - 158e06 lb -int
"Live" deflection - Deflection from all non -dead
loads (live, wind,
snow -1,
To W1 Deflection - 1.50(Dead Load Deflection) +
Live Load Deflection.
Bearing: Allowable bearing at an angle F'theta
calculated for each
support
as per NDS 3.10.3
Lateral stability (-): Lu - 9-5.75" Le - 15-11.56"
RB - 28.06
Design Notes:
1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement.
2. Please verity that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
5. SLOPED BEAMS: level bearing is required for all sloped beams.
6. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance.
Massa Addition Pg. 19
S E. Q U 0 1 A 16-054
I WoodWorks® Oct.am3
E N G I N f f R) N G o 3, 2016 12:07
SDiTWAPFiDP WOOD DELCN
CIVIL & STRUCTURAL I
Design Check Calculation Sheet
WoodWorks Sizer 10.4
Loads
Load,
Type Distribution
Pat-
Location (ft)
Magnitude
Unit
Anal. sis/Desi
1392
tern
Start End
Start End
1361
Roof DL
Dead Full Area
fv/Fv' =
2754
19.00(10.00')
psf
Roof LL
Roof live Full Area
Min re 'd
0.85
20.00(10.00')
psf
Self -weight
Dead Full UDL
<L/999
0.45 =
14.7
if
Maximum Reactions (Ibs) and Bearing Lengths (in) :
14' -
13'-6.5'
Unfactored:
Anal sis
Value
Design
Dead
1467
Anal. sis/Desi
1392
Roof Live
Factored:
1439
57
1361
Total
Bearing:
2906
fv/Fv' =
2754
Length
5.50
960
0.80
Min re 'd
0.85
fb/Fb' =
0.80
Eave Beam at Patio
Timber -soft, D.Fir-L, No. 1, 6x12 (5-1/2"x11-1/4")
Supports: 1 -Timber-soft Beam, D.Fir-L No -2; 2 - Non -wood;
Total length: 114% volume = 6.0 cu.ft.; Beam and stringer,
Lateral support: top= at supports, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using Nos 2012:
Criterion
Anal sis
Value
Design
Value
Unit
Anal. sis/Desi
n
Shear
fv =
57
Fv' =
170
psi
fv/Fv' =
0.33
Bend ing(+)
1
fb =
960
Fb' =
1332
psi
fb/Fb' =
0.72
Live Defl'n
0.15 =
<L/999
0.45 =
L/360
in
0.32
Total Defl'n
0.37
L/442
0.68 -
L/240
in
0.54
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF
Cfu Cr Cfrt
Ci Cn
LC#
Fv' 170 1.00 1.00 1.00 - -
- - 1.00
1.00 1.00
2
Fb'+ 1350 1.00 1.00 1.00 0.987 1.000
1.00 1.00 1.00
1.00 -
2
Fcp' 625- 1.00 1.00 - -
- - 1.00
1.00 -
-
E' 1.6 million 1.00 1.00 - -
- 1.00
1.00 -
2
Emin' 0.58 million 1.00 1.00 - -
- - 1.00
1.00 -
2
CRITICAL LOAD COMBINATIONS:
Shear: LC #2 = D+Lr, V = 2741, V design =
2348 lbs
Bending(+): LC #2 = D+Lr, M = 9279 lbs -ft
Deflection: LC #2' = D+Lr (live)
LC #2 = D+Lr (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live
Lc=concentrated
E=earthquake
All LC's arelisted in the Analysis output
.
Load combinations: ASCE 7-10 / IBC 2012
CALCULATIONS:
Deflection: EI = 1044e06 lb -int
"Live" deflection -= Deflection from all non -dead
loads (live, wind, snow...) '
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
Lateral stability (+): Lu - 13-6.50" Le = 24-11.06"
RB = 10.55
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
®
Type
S 'E Q U O.1 A
Massa Addition P9. 20
l
WoodWorks
Unit
E N
G I N
E 'E
R I
N G
eam4
B, m4
Oct. zols 12:07
Design Check Calculation Sheet
WoodWorks Sizer 10.4
I Loads:
Load
Type
Distribution
Pat- Location [ft]
Magnitude
Unit
Roof Live
Factored:
1190
- -
1190
tern Start End
Start End
2417
Roof DL
Dead
Full Area
Min re 'd
19. 00(8.50')
psf
Roof LL
Roof live
Full Area
Nos 2012:
20.00(8.50')
psf
Self-wei ht
Dead
Full UDL
0.44 =
14.1
if
Maximum Reactions (lbs) and Bearing Lengths (in) :
14'
13'1.7"
Unfactored:
-
Dead
1227
1227
Roof Live
Factored:
1190
- -
1190
Total
Bearing:
2417
2417
Length
5.50
5.50
Min re 'd
0.70
0,70
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fv' 170 1.00 1.00 1.00 - - - - 1.00 4.00 1.00 2
Fb'+ 1350 1.00 1.00 1.00 0.987 1.000 1.00 .1.00 1.00 1.00 - 2
Fcp' 625 - 1.00 1.00 - - - 1.00 1.00 - . - -
E' 1.6 million 1.00 1.00 - - - 1.00 1.00 2
Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2
CRITICAL LOAD COMBINATIONS: -
Shear : LC #2 = D+Lr, V - 2275, V design = 1940 lbs
Bending(+): LC #2 = D+Lr, M = 7474 lbs -ft
Deflection: LC #2 = D+Lr (live)
LC #2 = D+Lr (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2012
CALCULATIONS:
Deflection: EI = 1044e06 lb -int
"Live"deflection- Deflection from all non -dead loads (live, wind, snow...)
Total Deflection = 1.501Dead Load Deflection) + Live Load Deflection. -
Lateral stability-(+): Lu = 13-1.69" Le - 24-2.81" RB = 10.40
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement.
2. Please verity that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
Ridge Beam at Patio
Timber -soft, D.Fir-L, No. 1, 6x12 (S7/2"x11-1/4")
=
47
Supports: All -Timber-soft Column, D.Fir-L No.2
170
psi
`_v/Fv'
Total length: 14% volume = 6.0 cu.ft.; Beam and stringer,
Bending(+)
fb =
773
Lateral support: top= at supports, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using
Nos 2012:
Criterion
Analysis Value
Design Value
Unit
Analysis/Design
0.44 =
Shear
- f
0.25
Total Defl'n
0.28 =
L/564
0.66 =
L/240
in
0.42
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fv' 170 1.00 1.00 1.00 - - - - 1.00 4.00 1.00 2
Fb'+ 1350 1.00 1.00 1.00 0.987 1.000 1.00 .1.00 1.00 1.00 - 2
Fcp' 625 - 1.00 1.00 - - - 1.00 1.00 - . - -
E' 1.6 million 1.00 1.00 - - - 1.00 1.00 2
Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2
CRITICAL LOAD COMBINATIONS: -
Shear : LC #2 = D+Lr, V - 2275, V design = 1940 lbs
Bending(+): LC #2 = D+Lr, M = 7474 lbs -ft
Deflection: LC #2 = D+Lr (live)
LC #2 = D+Lr (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2012
CALCULATIONS:
Deflection: EI = 1044e06 lb -int
"Live"deflection- Deflection from all non -dead loads (live, wind, snow...)
Total Deflection = 1.501Dead Load Deflection) + Live Load Deflection. -
Lateral stability-(+): Lu = 13-1.69" Le - 24-2.81" RB = 10.40
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement.
2. Please verity that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
=
47
Fv' =
170
psi
`_v/Fv'
0.28
Bending(+)
fb =
773
Fb' =
1333
psi,
fb/Eb' =
0.58
Live Defl'n
0.11
<L/999
0.44 =
L/360
in
0.25
Total Defl'n
0.28 =
L/564
0.66 =
L/240
in
0.42
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fv' 170 1.00 1.00 1.00 - - - - 1.00 4.00 1.00 2
Fb'+ 1350 1.00 1.00 1.00 0.987 1.000 1.00 .1.00 1.00 1.00 - 2
Fcp' 625 - 1.00 1.00 - - - 1.00 1.00 - . - -
E' 1.6 million 1.00 1.00 - - - 1.00 1.00 2
Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2
CRITICAL LOAD COMBINATIONS: -
Shear : LC #2 = D+Lr, V - 2275, V design = 1940 lbs
Bending(+): LC #2 = D+Lr, M = 7474 lbs -ft
Deflection: LC #2 = D+Lr (live)
LC #2 = D+Lr (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2012
CALCULATIONS:
Deflection: EI = 1044e06 lb -int
"Live"deflection- Deflection from all non -dead loads (live, wind, snow...)
Total Deflection = 1.501Dead Load Deflection) + Live Load Deflection. -
Lateral stability-(+): Lu = 13-1.69" Le - 24-2.81" RB = 10.40
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement.
2. Please verity that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
t
Massa Addition Pg. 21
S. E Q _U O 1 ^ 16.054
WoodWorks® Beam5
. snmvurrrrw w000 nracx E N G L .N E 'E R I N G opt. 3, 2016 12:07
r -CIVIL & STRUCTURAL
Design Check Calculation Sheet
WoodWorks Sizer 10.4
I Loads:
Load
Type
Distribution Pat-
Location [ft)
Magnitude
Unit
gyred:
n
tern
Start End
Start End
Fv'
Roof DL
Dead
Point
8.42
1227
lbs
Roof LL
Roof live
Point
8.42
1190
lbs
Self -wet ht
Dead
Full UDL
0.53 =
14.7
if
Maximum Reactions (lbs) and Bearing Lengths (in) :
L
15- 1
stored:
ad 731
731
Df Live 595
595
gyred:
n
tal 1326
1326
ing:
Fv'
3th 5.50
5.50
re 'd 0.50+
0.50'
num bearing length setting used: 1/2" for end supports
fb =
Ridge Beam at Patio
Timber -soft, D.Fir-L, No. 1, 6x12 (5.1/2"x11-1/4")
Supports: All - Timber -soft Column, D.Fir-L No.2
Total length: 16-10.0'; volume = 7.2 cu.ft.; Beam and stringer;
Lateral support: top= at supports, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using Nos 2012:
Criterion Analysis Value Desi n Value Unit Anal e
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fv' 170 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2
Fb'+ 1350 1.00 1.00 1.00 0.984 1.000 1.00 1.00 1.00 1.00 - 2
Fcp' 625 - 1.00 1.00 - - - - 1-00. 1.00 - -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00- 2
Emin' 0.58 million 1.00 1.00 - - 1.00 1.00 - 2 -
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 - D+Lr, V - 1312, V design = 1312 lbs
Bending(+): LC 42 - D+Lr, M - 10111 lbs -ft
Deflection: LC #2 - D+Lr (live) -
LC #2 = D+Lr (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations:_ASCE 7-10 / IBC 2012
CALCULATIONS:
Deflection: EI = 1044e06 lb -int
"Live" deflection.= Deflection from all non -dead loads (live, wind, snow...) - ..
.Total Deflection=.1.50(Dead Load Deflection) + Live Load Deflection. -
Lateral stability (+): Lu = 15-11.50" Le = 29-9.38" RB = 11.45
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. .
5
n
Shear
fv =-
32
Fv'
170
psi
fv/Fv' =
0:19
Bending(+)
fb =
1046
Fb' =
1328
psi
fb/Pb' =
0.79
Live Defl'n
0.17 =
<L/999
0.53 =
L/360
in
0.31
Total Defl'n
0.46 =
L/420
0.80 =
L/240
in
0.57
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fv' 170 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2
Fb'+ 1350 1.00 1.00 1.00 0.984 1.000 1.00 1.00 1.00 1.00 - 2
Fcp' 625 - 1.00 1.00 - - - - 1-00. 1.00 - -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00- 2
Emin' 0.58 million 1.00 1.00 - - 1.00 1.00 - 2 -
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 - D+Lr, V - 1312, V design = 1312 lbs
Bending(+): LC 42 - D+Lr, M - 10111 lbs -ft
Deflection: LC #2 - D+Lr (live) -
LC #2 = D+Lr (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations:_ASCE 7-10 / IBC 2012
CALCULATIONS:
Deflection: EI = 1044e06 lb -int
"Live" deflection.= Deflection from all non -dead loads (live, wind, snow...) - ..
.Total Deflection=.1.50(Dead Load Deflection) + Live Load Deflection. -
Lateral stability (+): Lu = 15-11.50" Le = 29-9.38" RB = 11.45
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. .
WoodWorks®
,. SOFIWAeFFORWOODMION
I Loads:
Load
SEQ:UO1Aa�s
Massa Addition
E' N G I N E E R I
CIVIL & STRUCTURAL
N .G
I
Oct. 3, 201612:07
Mag
Sta
Roo IDL -
New
Dead
Design Check Calculation Sheet
Area
Total
Bearing:
Wood Works Sizer 10.4
18.0
Roof LL -
New
Roof live
Fu 11
Area
nitude Unit
rt End
20.0
Floor DL
L/360
016.00•) psf
Full
Area
Total Defl'n
016.00.1 Re
Floor LL
-
Load
Type
Distribution
Pat-
Cern
Location [ft]
Start End
Mag
Sta
Roo IDL -
New
Dead
7u11
Area
Total
Bearing:
2456
18.0
Roof LL -
New
Roof live
Fu 11
Area
1.12
Live Defl'n
20.0
Floor DL
L/360
Dead
Full
Area
Total Defl'n
0.06 - <L/999
15.0017.00') psf
Floor LL
in
Live
Full
Area
40.0017.00') psf
Wall OL
Dead
Full
Area
19.0018.00') psf
Roof DL -
Uppr
Dead
Full
Area
18.00(7.00') psf
Roof LL-
Uppr
Roof live
Full
Area
20.0017.00') psf
Set f-wei
ht
Dead
Full
UDL
7.7 if
Maximum Reactions (lbs) and Bearing Lengths (in) :
5-5.2"
Pg. 22
Unfactored:
-
Dead
1355
1355
Live
761
761
Roof Live
Factored:
707
707
Total
Bearing:
2456
2956
Length
1.12
1.12
Min re 'tl
1.12
1.12
Pocket Door at Pantry
Lumber -soft, D.Fir-L, No.2, 4x10 (3-1/2"x9-1/4")
Supports: All - Timber -soft Beam, D.Fir-L No.2
Total length: 5-5.7; volume = 1.2 w.ft.;
Lateral support: top= at supports, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using NDS 2012: in
Additional Data:
FACTORS: F/E(psi)CD CM C[ CL CF Cfu Cr Cfct Ci Cn LCA
Fv' 180 1.00 i.00 1.00 - - - - 1.00 1.00 1.00 3
Fb'+ 900 1.00 1.00 1.00 0.991 1.200 1.00 1.00 1.00 1.00 - 3
Fc P.
625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3
Froin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 3
CRITICAL LOAD COMBINATIONS:
Shear : LC f3 - 0+,75(L+Lc), V - 2414, V design - 1676 lbs
.ending(+): LC 13 - D+.75 (L+Lr), M- 3225 lbs -ft
Deflection: LC 13 - D+.75(L+Lr) (live)
LC 13 - D+.75(L+Lr) (total)
D -dead L -live 8=snow W -wind 1 -impact Lr -roof live L-Oncentrated E -earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / SBC 2012
CALCULATIONS:
Deflection: EI - 369:06 lb -int
"Live" deflection Deflection from all non -dead loads (live, wind, snow_)
Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection.
Lateral stability (+)r Lu - 5'-4.13" Le - 11'-0.06" RB - 9.99
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement.
2. Please verify Nat the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
Criterion Anal sis Value Desi n Value Unit Anal sis/Desi
Shear Ev - 1B0 psi fv,
Fv'-
0.4'
Bending(+)
fb - 775
Fb' -
1070
psi
fb/Fb' -
0.7<'
Live Defl'n
0.02 - <L/999
0.18 -
L/360
O.lY
Total Defl'n
0.06 - <L/999
0.27 -
L/290
in
0.21
Design Check Calculation Sheet
WoodWorks Sizer 10.4
Loads:
Load
Type
Distribution
S. E' Q .0 O. 1 A
Massa Addition
16-054
WoodWorks®
SOFRYABt inP WODD DEW.A
Floor DL
Dead
E N G I N F E R I N G
Beam?
oDl. 3, rots 12:08
Design Check Calculation Sheet
WoodWorks Sizer 10.4
Loads:
Load
Type
Distribution
Pat-
tern
Location [ft] Magnitude
Start End Start End
Unit
Floor DL
Dead
Full Area
Roof Live
Factored:
15.0018.00')
psf
Floor LL
Live
Full Area
Length
40.0018.00')
psf
Wall DLDead
1.59•"
Full Area
psi
19.00(8.00')
psf
Roof DL - Uppr
Dead
Point
0.39 =
8.63 1094
lbs
Roof LL - Uppr
Roof live
Point
0.51 =
8.63 1171
lbs
Self-wei ht
Dead
Full UDL
0.87
11.3
plf
Maximum Reactions (lbs) and Bearing Lengths (in) :
11'-9.5'
Pg. 23
11'-7.7'
Unfactored:
Analysis
Value
Dead
1957
2476
Live
1884
- 1888
Roof Live
Factored:
310
861
Total
Bearing:
3841
4538
Length
1.59
1.87
Min re 'd
1.59•"
1,87.*
rvmmimum bearing iengm governed Dy me required vndm or me supporting member.
Floor Beam
LVL n -ply, 1.8E, 22001Fb, 1-3/4"x11-1/4", 2 -ply (3-1/2"x11-1/4")
Supports: All - Timber -soft Beam, D.Fir-L No.2
Total length: 11'-9.5"; volume = 3.2 cu.ft.;
Lateral support: lop= at supports, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using NDS 2012:
Criterion
Analysis
Value
Desi n
Value
Unit
Anal s'_s/Desi
n
Shear
fv =
151
Fv' =
285
psi
fv. =
0.53
Bending(+)
fb =
1977
Fb' -
2130
psi
fb!Fb' =
0.93
Live Defl'n
0.18 =
L/772
0.39 =
L/360
in
Deflection: LC 13 - D+.75(L+Lr) (live)
0.47
Total Defl'n
0.51 =
L/276
0.58 =
L/240
in
All LC's are listed in the Analysis output
0.87
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CV Cfu
Cr Cfrt Ci Cn
LC#
Fv' 285 1.00 - 1.00 - - -
- 1.00 - 1.00
3
Fb'+ 2200 1.00 - 1.00 0.960 1.01 -
1.00 1.00 - -
3
Fcp' 750 - - 1.00 - - -
- 1.00 - -
-
E' 1.8 million - 1.00 - - -
- 1.00 - -
3
Eminy' 0.93 million - 1.00 - - -
- 1.00 -. -
3
CRITICAL LOAD COMBINATIONS:
Shear LC #3 = D+.75(L+Lr), V = •4498, V design
3967 lbs
Bending(+): LC #3 - D+.75(L+Lr), M = 12165 lbs -ft
Deflection: LC 13 - D+.75(L+Lr) (live)
LC #3 = D+.75(L+Lr) (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E -earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2012
CALCULATIONS:
Deflection: EI 374e06 lb-int/ply
"Live" deflection = Deflection from all non -dead loads
(live, wind, snow...)
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
Lateral stability (+): Lu = 111-7.75" Le = 21-9.50"
RB = 15.50
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement.
2. Please verity that the default deflection limits are appropriate for your application.
3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer.
4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
5. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys.
6. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance.
Massa Addition P
WoodWorks S E Q U O I A 1-054 g. 24
BeamB
snmvAarrna wona nryn+v E N G I N E- -E R I 'N' G oct. 3, 201 12:08
Design Check Calculation Sheet
WoodWorks Sizer 10.4
ILoads:
Load
Type
Distribution Pat-
tern.
Location [ft]
Start End
Magnitude
Start End
Unit
Roof DL
Dead
Full Area
Total
Bearing:
8.00(2.00')
psf
RoofLL
Roof live
Full Area
Min re 'd
20.00(2.001)
psf
Ceilinf DL
Dead
Full Area
1 0.10 = L/885
10.00(6.001)
psf
Ridge Beam DL
Dead
Point
4.00 _
1227
lbs
Ridge Beam LL
Roof live
Point
4.00
1190
lbs
Self-wei ht
Dead
Full UDL
12.1
plf
Maximum Reactions (lbs) and Bearing Lengths (in)
8'
Unfactored:
Analysis Value
- -.
Dead
963 -
963
Roof Live
Factored:
755
755
Total
Bearing:
1718
- 1718
Length
3.00
3.00
Min re 'd
0.50*
0.50*
Window (1) at Nook
Timber -soft, D.Fir-L, No. 1, 6x10 (5-1/2"x9-1/4")
Supports: All - Lumber n -ply Column, D.Fir-L Stud
Total length: 8; volume = 2.8 cu.ft.; Beam and stringer;
Lateral support: top= at supports, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using NDS 2012:
Criterion
Analysis Value
Desi n Value
Unit
Analysis/Design
Shear
fv = 47
Fv' = 170
psi
fv/Fv' = 0.28
Bending(+)
fb = 837
Fb' = 1350
psi
fb/Fb' = 0.62
Live Defl'n
0.04 = <L/999
0.25 = L/360
in
0.15
Total Defl'h
1 0.10 = L/885
0.38 = L/240
in
0.27
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 1350 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E. 1.6 million 1.00 1.00 - - - - . 1.00 1.00 - 2.
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+Lr, V - 1691, V design = 1590 lbs
Bending(+): LC 42 = D+Lr, M = 5468 lbs -ft
Deflection: LC 42 = D+Lr (live)
LC 42 = D+Lr (total)
D=deadL=live S=snow W-ind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's arelisted in the Analysis output
Load combinations: ASCE 7-10 / IBC 2012 -,
CALCULATIONS:
Deflection: EI = 580e06 lb -int -
"Live" deflection = Deflection from all non -dead loads (live, wind, snow...)
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
- - Massa Addition
S E Q U O I A 16-054
WoodWorks® Beam9
-SO ASFF"WOOD0MGM E N G I N E€ R I 'N C Oct. 3, 2016 12:08
®L & STRUCTURAL
Design Check Calculation Sheet
WoodWorks Sizer 10.4
I Loads:
Load Type
Distribution
Pat-
Location [ft] Magnitude
Unit
523
Roof Live
Factored:
tern
Start End .Start End
Total
Bearing:
Roof DL Dead
Full Area
Length
18.00(7.00')
psf.
Roof LL Roof live
Full Area
0.50*
20.00(7.001)
psf
Self-wei ht Dead
Full UDL
fb/Fb' =
9.5
Plf
Maximum Reactions (lbs) and Bearing Lengths (in)
T -9 -
Pg. 25
Unfactored•
Analysis
Value
Dead
523
523
Roof Live
Factored:
543
543
Total
Bearing:
1065
1065
Length
3.00
3.00
Min re 'd
0.50*
0.50*
Window Hdr at Kitchen
Timber -soft, D.Fir-L, No. 1, 6x8 (5-1/2"x7-1/4")
Supports: All - Lumber n -ply Column, D.Fir-L Stud
Total length: T-9.0"; volume = 2.1 cuff; Post and timber;
Lateral support: top= at supports, bottom= at supports;
I Analysis vs. Allowable Stress and Deflection usina NDS 2012
Criterion
Analysis
Value
Design
Value
Unit
Analysis/Design
Shear
fv
= 31
Fv'
= 170
psi
fv/Fv' =
0.18
Be 0ding(+)
fb=
456
Fb'
= 1200
psi
fb/Fb' =
0.38
Live Defl'n
0.03
= cL/999
0.24
= L/360
in.
0.13
Total Defl'n
0.08
<L/999
0.36
= L/240
in
0.21
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'+1200 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1..00 - 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1..00 - -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2
CRITICAL LOAD COMBINATIONS:
Shear : LC $2 = D+Lr, V = 1004, V design = 832 lbs -
Bending(+): LC $2 = D+Lr, M = 1831 lbs -ft
Deflection: LC 42 = D+Lr (live) ,
LC U2 =D+Lr (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LCs are listed in theAnalysis output
Load combinations: ASCE 7-10 / IBC 2012
CALCULATIONS:'
Deflection: EI = 279e06 lb -int
"Live" deflection Deflection from all non -dead loads (live, wind, snow...)-
Total Deflection = Deflection
Load Deflection) + Live Load Deflection.
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
®
Type
Distribution
C
E� Q 0 1 A16-054
Massa Addition
WoodWorks
.
Unit
50
.S .0
-E N C I N E E R I 'N C,
'I
CIVIL & STRUCTURAL
Beam10
oa. 3, zols 12:08
Design Check Calculation Sheet
WoodWorks Sizer 10.4
Loads
Load
Type
Distribution
Pat-
Location [ft)
Magnitude
Unit
50
Live
Factored:
116
tern
Start End
Start End
164
Roof DL
Dead
Full Area
No
3.50
15.00(16.0")
psf
Roof LL
Live
Full Area
No
fb =
40.00(16.0")
psf
Self -weight
Dead
Full UDL
No
Live Defl'n
2.0
if
Maximum Reactions (Ibs) and Bearing Lengths (in) :
1r
s'-4.5"
Pg. 26
10'-5.3"
Unfactored:
Analysis
Value
Desi n
Dead
48
143
50
Live
Factored:
116
348
122
Total
Bearing:
164
492
172
Length
1.75
3.50
5.50
Min re 'd
0.50`
0.42**
0.50*
Minimum Dearing length setting used: 12- for end supports
"Minimum bearing length governed by the required width of the supporting member.
Floor Joist
Lumber -soft, D.Fir-L, No.2, 2x6 (1-1/2"x5-112")
Supports: 1 - Hanger; 2 - Lumber -soft Beam, D.Fir-L No.z; 3 - Lumber -soft Sill plate, D.Fir-L No.3;
Floor joist spaced at 16.0" dc; Total length: 11 ; volume= 0.6 cu.ft.;
Lateral support: top= full, bottom= at supports; Repetitive factor. applied where permitted (refer to online help);
Analysis vs. Allowable Stress and Deflection using Nos 2012:
Criterion
Analysis
Value
Desi n
Value
Unit
Anal sis/Desi
n
Shear
fv =
37
Fv'
= 180
psi
fv Fv' =
0.21
Bending(+)
fb =
252
Fb'
- 1345
psi
fb/Fb' =
0.19
Bending(-)
fb =
408
Fb'
= 1270
psi
fb/=b' =
0.32
Live Defl'n
0.01 =
<L/999
0.18
= L/360
in
1.00 -
0.07
Total Defl'n
0.02 -
<L/999
0.27
= L/240
in
206 lbs
0.08
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF
Cfu Cr -Cfrt
Ci Cn
LC#
Fv' 180 1.00 1.00 1.00 - -
- -
1.00
1.00 1.00
2
Fb'+ 900 1.00 1.00 1.00 1.000 1.300
1.00 1.15
1.00
1.00 -
' 2
Fb'- :900 1.00 1.00 1.00 0.944 1.300
1.00 1.15
1.00
1.00 -
2
Fcp' 625 - 1.00 1.00 - -
- -
1.00
1.00 -
-
E' 1.6 million 1.00 1.00 - -
- -
1.00
1.00 -
2
Emin' 0.58 million 1.00 1.00 - -
- -
1.00
1.00 -
2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+L, V = 250, V design =
206 lbs
Bending(+): LC #2 = D+L, M = 159 lbs -ft
Bending(-): LC #2 = D+L, M = 257 lbs -ft
Deflection: LC #2 = D+L (live)
LC #2 = D+L (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live
Lc=concentrated
E=earthquake
All LC 'sare listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2012
CALCULATIONS:
Deflection: EI = 33.3e06 lb -int
"Live" deflection - Deflection from all non -dead
loads (live,
wind,
snow...)
Total Deflection = 1.50(Dead Load Deflection) +
Live Load Deflection.
Lateral stability (-): Lu = 5-4.50" Le = 10-1.63"
RB =
17.24
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement.
2. Please verity that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
5. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance.
Wood W' orks®
-SOnWABFFOR WOOD DEVr:N
Loads:
Design Check Calculation Sheet
WoodWorks Sizer 10.4
Load
Massa Addition
,S E - Q
.0
O.1
A.
16.054
E N G I N
E 'E
R 1
N G
Beam11
Oct. 312016 12:09
Roof DL
Dead
RAL
Design Check Calculation Sheet
WoodWorks Sizer 10.4
Load
Type
Distribution
Pat-
Location (ft] Magnitude
unit
562
191
Live 557
Factored:
tern
Start End Start End
557
Roof DL
Dead
Full Area
No
15.00(5.50')
f
Roof LL
Live `
Full Area
Yes
40.00(5.501)
:PlSf
Self-wei ht
Dead
Full UDL
No
4.6
f
Maximum Reactions (lbs) and Bearing Lengths (in)
10'-10.5"
Pg. 27
1
Unfactored:
Analysis
Value
Design
Dead 191
Unit
562
191
Live 557
Factored:
fv
1421
557
Total 748
Bearing:
psi
1983
748
Length 3.50
fb
3.50
3.50
Min re 'd 0.50'
psi
0.53
0.50"
,mn �c u,y ,enyu uny u gnu aupp.n
Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load
combination. -
Floor Girder
Lumber -soft, D.Fir-L, No.2, 06 (3-1/2"x5-1/2")
Supports: All - Lumber Post Column, D.Fir-L No.2
Total length: 10'-10.5'; volume = 1.5 cu.ft.;
Lateral support: top= at supports, bottom= at supports;
I Analvsis vs. Allowable Stress and Deflection using NDS 2012
Criterion
Analysis
Value
Design
Value
Unit
Analysis/Desi
n
Shear
fv
- 63
Fv' =
180
psi
fv/Fv' =
0.35
Bending(+)
fb
= 491
Fb' =
1170
psi
fb/Fb' =
0.42
Bending(-)
fb
= 697
Fb' =
1170
psi
fb/Pb' =
0.60
Live Defl'n
0.03
- <L/999
0.17 =
L/360
in
0.19
Total Defl'n
0.04
- <L/999
0.26 =
L/240
in
0.17
Additional Data: ,
FACTORS: F/E(psi)CD CM Ct CL CF Cfu_ Cr Cfrt Ci Cn LC#
Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00' 1.00 3
Fb'- 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+L, V = 992, V design = 810 lbs
Bending(+): LC #3 - D+L (pattern: L_), M = 722 lbs -ft
Bending(-): LC #2 =.D+L, M = 1025 lbs -ft
Deflection: LC #3 = (live) -
LC #3 = (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load Patterns: s=S/2, X=L+S or L+Lr, =no pattern load in this .span
Load combinations: ASCE 7-10 / IBC 2012
CALCULATIONS:
Deflection: EI = 77.6e06 lb -int
"Live" deflection = Deflection from all non -dead loads (live, wind, snow...)
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
Pg. 28
Timber Column Design
Per NDS 2013 Chapter
3.6 & 3.7
Project: Massa Addition
Date:
10/3/2016
Comments:
Units:
kis & feet (UNO)
6x Members DF -L
Fc
E
d
cE
c
6x
1000
1600000
5.5
0.3
0.8
Stability
Reduction
Column Capacity
Obs)
le (ft)
Cp
Fc' (psi)
6X6
6X8
6X10
6X12
5
0.94
943
28511
38879
49247
59614
6
0.91
912
27586
37618
47649
57681
7
0.87
872
26373
35963
45553
55143
8
0.82
821
24841
33874
42908
51941
9
0.76
761•
23015
31384
39753
48122
10
0.69
694
20989
28621
36253
43886
11
0.63
625
18906
25781
32656
39531 '
12
0.56
559
16902
23048
29194
35340
13
0.50
498
15061
20538
26015
31492
14
0.44
444
13421
18302
23183
28063
15
0.40
396
11984
16342
20700
25057
16
0.35
355
10734
14637
18541
22444
17
0.32
319
9650
13159
16669
20178
18
0.29
288
8710
11877
15044
18212
19
0.26
261
7892
10762
13632
16502
20
0.24
237
7179
9789
12400
15010
4x Members DRL
Fc
E
d
KCE
c
1350
1600000
3.5
0.3
0.8
Stability
Reduction
Column Capacity
Obs)
le (ft)
Cp
Fc' (psi)
4X4
4X6
4X8
4X10
4X12
5
0.75
1016
12444
19554
26665
33776
40886
6
0.63
848
10387
16322
22257
28193
34128
7
0.51
689
8445
13271
18097
22923
27749
8
0.41
559
6848
10761
14674
18587
22500
9
0.34
457
5602
8802
12003
15204
18405,
10
0.28
379•
4640
7292
9943
12595
15246
11
0.24
318
3894
6119
8344
10570
12795
12
0.20
270
3308
5199
7089
8979
10870
13
0.17
232
2842
4466
6090
7714
9338
14
0.15
201
2466
3875
5284
6693
8102
15
0.13
176
2158
3392
4625
5858
7092
Multi 2x Members DF -L
Fc
E
d
KCE
c
1350
1600000
3
0.3
0.8
Stability
Reduction
Column Capacity
Obs)
le (ft)
Cp
Fc' (psi)
(2) 2x4
(3) 2x4
(2) 2x6
(3) 2x6
(4) 2x6
5
0.65
876
10132
13798
14455.
21683
28911
6
0.51
689
8445
10858
11376
17063
22751
7
0.40
540
6617
8508
8913
13369
17826
8
0.32
429
5253
6754
7076
10613
14151
9
0.26
346
4244
5457
5716
8575
11433
10
0.21
285
3488
4485
4699
7048
9398
11
0.18
238
2913
3745
3923
5885
7846
12
0.15
201
2466
3170
3321
4982
6642
13
0.13
172
2113
2716
2846
4268
5691
14
0.11
149
1829
2352
2464
3696
4928
15
0.10
131
1599
2056
2154
3231
4308
I(Note: all loads are inkips)
Pg. 28
Pg. 29
ound 3EionAeisgn�
r " CBC 2010
Project:
Massa Addition
Date:
10/3/2016
Comments:
Units:
kips & feet (UNO)
Soil Bearing:
1200 psf
Concrete Strength:
2500 psi
Temp and Shrickage Ratio
0.0018
Concrete stem
wall (Non -retaining): (fc' = 2500 psi)
6" wide with (1) #4 continuous
at top of wall and #4 at 18" O.C. full height.
Provide #4 at 18" O.C. vertical
developed by hook into footing, U.N.O.
Continuous footings: (fc' = 2500 psi)
Width
Thickness Ca 1
Reinforcing
12
12 1200
(2) #4 cont.
15
12 1500
(2) #4 cont
18
12 1800
(3) #4 cont.
24
12 2400
(3) #4 cont.
30
12 3000
(4) #4 cont.
Spread Footings:(fc'=2500
psi)
Reinforcing Reinf. Reg' d
Cap.
Connnector
Label
Size Thickness
Bar Size Ea Way
Kips
Simpson
F1
1'-0" Sq. 12
4 2
1.2
PB
171.5
1'-6" Sq. 12
4 2
2.7
PB
F2
2'-0" Sq. 12
4 3
4.8
PB
F2.5
2'-6" Sq. 12
4 4
7.5
PB
F3
T-0" Sq. 12
4 4
10.8
CB
F3.5
3'-6" Sq. 12
4 5
14.7
CB
F4
4'-0" Sq. 12
4 6
19.2
CB
F4.5
4'-6" Sq. 12
4 6
24.3
CB
F5
5'-0" Sq. 18
4 10
30
CB
F5.5
5'-6" Sq. 18
4 11
36:3
CB
F6
6'-0" Sq. 18
4 12
43.2
CB
F6.5
6-6" Sq. 18
4 13
50.7
CB
Note: Bottom of each footing shall be at least 12" below finished grade or as per local requirements.
(Note: all loads
are in kips)
Footing ID
DL FLL
RLL SL
Wind
EQ
Total
Footing Size
FTG1
2:784 2.722
5.51
F2.5
Gov'n E n
EQ 16-16 DL+FLL
Beam B5
FTG2
4.738 2.576
2.392
8.46
F3
Gov'n E n .
EQ 16-13 DL+075RLL+0.75RLL
FTG3
0.00
F1
Gov'n E n
EQ 16-16 DL
FTG4
0.00
F1
Gov'n E n
EQ 16-16 DL
FTG5
0.00
F1
Gov'n E n
EQ 16-16 DL
FTG6
0.00
F1
Gov'n E n
EQ 16-16 DL
FTG7
0
F1
Gov'n E n
EQ 16-16 DL
-
FTG8
0
F1
Gov'n E n
EQ 16-16 DL
FTG8
0
F1
Gov'n E n
EQ 16-16 DL
FTG9
0
F1
Gov'n E n
EQ 16-16 DL
FTG10
0
F1
Gov'n Eqn
EQ 16-16 DL
a
BUILDING ENERGY ANALYSIS REPORT
PROJECT:
The Massa Residence
4285 Keefer Road
Chico, CA
- Project Designer:
Donna Rose Residential Design
630 Salem Street #110
Chico, CA 95928
530 717-3710
Report Prepared by:
Atousa Yazdanfar
Energy Compliance Services
5702 Hersholt Avenue
Lakewood , CA 90712
56246.1-3749 pp
PERMIT # alf. - Z ,6-c9
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
CODE COMPLIANCE
t DATE
Job Number:
BUTTE
14968 COUNTY
OCT 112016
.Date:
DEVELOPMENT
-9/28/2016 SERVICES
The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is
" authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards.
This program developed by EnergySoft, LLC—www.energysoft.com.
EnergyPro 6. by EnergySoft User Number: 5634 ID: 14968
� 1� Copy
TABLE OF CONTENTS
Cover Page 1
'. Table of Contents 2
Form CF -1 R -PRF -01-E Certificate of Compliance 3
Form MF -1 R Mandatory Measures Summary 11
EnergyPro 6. by EnergySoft Job Number: ID: 14968 User Number: 5634
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R -PRF -01
Project Name: The Massa Residence Calculation Date/Time: 14:31, Wed, Sep 28, 2016 Page 1 of'8
Calculation Description: Title 24 Analysis Input File Name: 14968.ribdx '
GENERAL INFORMATION
01
Project Name The Massa Residence s
02
Calculation Description Title 24 Analysis
03
Project Location 4285 Keefer Road
04
City Chico
05
Standards Version Compliance 2015
06
Zip Code
07
Compliance Manager Version BEMCmpMgr 2013-4b (433)
08
Climate Zone CZ11
09
Software Version EnergyPro 6.8
10
Building Type Single Family
11
Front Orientation (deg/Cardinal) 0
12
Project Scope Newly Constructed (Addition Alone)
13
Number of Dwelling Units 1
14
Total Cond. Floor Area (ft2) 260
15
Number of Zones 1
16
Slab Area (ft2) 0
17
Number of Stories 1
18
Addition Cond. Floor Area 260
19
Natural Gas Available Yes
r2O
Addition Slab Area (ftZ) 0
21
Glazing Percentage (%) 33.8%
ADDITION ALONE PROJECT ANALYSIS PARAMETERS
01 02 03 04 05 06
Existing Area (excl. new addition) ft2 Addition Area (excl. existing) ft2 TOTAL AREA Existing Bedrooms Addition Bedrooms Total Bedrooms
390 260 650 0 4 4
Registration Number: Registration Date/Time:
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433
HERS Provider:
Report Generated at: 2016-09-28 14:31:48
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
.Project,Name: The Massa Residence Calculation Daterrime: 14:31, Wed, Sep 28, 2016
Calculation Description: Title 24 Analysis Input File Name: 14968.ribdx
COMPLIANCE RESULTS
01 Building Complies with Computer Performance
02 This building DOES NOT require HERS Verification
CFI, R -PRF -01
Page 2 of 8
REQUIRED SPECIAL FEATURES
The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis.
NO SPECIAL FEATURES REQUIRED
HERS FEATURE SUMMARY
The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is
provided in the building components tables below.
Building -level Verifications:
-- None --
Cooling System Verifications:
• --None —
HVAC Distribution System Verifications:
• —None --
Domestic Hot Water System Verifications:
• -- None —
Registration Number: Registration Date/Time:
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433
HERS Provider:
Report Generated at: 2016-09-28 14:31:48
-
ENERGY USE SUMMARY
04
05
06
07
08
Energy Use (kTDV/ft2-yr)
Standard Design
Proposed Design
Compliance Margin
Percent Improvement
Space Heating
13.60
11.03
2.57
18.9%
Space Cooling
103.44
124.45
-21.01
-20.3%
IAQ Ventilation
0.00
0.00
0.00
0.0%
Water Heating
70.73
-49.97
20.76
29.4%
Photovoltaic Offset
--
0.00
0.00
--
Compliance Energy Total
187.77
185.45
2.32
1.2%
REQUIRED SPECIAL FEATURES
The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis.
NO SPECIAL FEATURES REQUIRED
HERS FEATURE SUMMARY
The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is
provided in the building components tables below.
Building -level Verifications:
-- None --
Cooling System Verifications:
• --None —
HVAC Distribution System Verifications:
• —None --
Domestic Hot Water System Verifications:
• -- None —
Registration Number: Registration Date/Time:
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433
HERS Provider:
Report Generated at: 2016-09-28 14:31:48
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project dame: The Massa Residence Calculation Date[Time: 14:31, Wed, Sep 28, 2016
Calculation Description: Title 24 Analysis
Input File Name: 14968.ribdx
CF1 R -PRF -01
Page 3 of'8
ENERGY DESIGN RATING
This is the sum of the annual TDV energy consumption for energy use components included in the performance compliance'approach for the Standard Design Building (Energy Budget) and the annual
TDV energy consumption for lighting and components not regulated by Title 24, Part 6 (such as domestic appliances and consumer electronics) and accounting for the annual TDV energy offset by an
on-site renewable energy system.
Reference Energy Use " Energy Design Rating Margin Percent Improvement
Total Energy (kTDV/f2-yr)' 292.85 2.32 0.8%
includes calculated Appliances and Miscellaneous Energy Use (AMEU)
BUILDING - FEATURES INFORMATION
01
02
03
04
05
06
07
Project Name
Conditioned Floor Area (ft2)
Number of Dwelling
Units
Number of Bedrooms
Number of Zones
Number of Ventilation
Cooling Systems
Number of Water
Heating Systems
The Massa Residence
260
1
0
1
0
1
ZONE INFORMATION
01
02
03
04
05
06
07
Zone Name
Zone Type
HVAC System Name
Zone Floor Area
(ft2)
Avg. Ceiling
Height
Water Heating System 1
Water Heating System 2
1st Floor Addition
Conditioned
HVAC1
260
8
DHW Sys 1
Gross Area (ft2)
OPAQUE SURFACES
01
02
03
04
05
06
07
08
Name
Zone
Construction
Azimuth
Orientation
Gross Area (ft2)
Window & Door Area (ft2)
Tilt (deg)
North Wall
1 st Floor Addition
R-13 Wall
0
Front
45
90
East Wall
1st Floor Addition
R-13 Wall
90
Left
104
56
90
East Wall 2
1st Floor Addition
R-13 Wall
90
Left
104
90
South Wall
1st Floor Addition
R-13 Wall
180
Back
96
16
90
West Wall
1 st Floor Addition
R-13 Wall
270
Right
96
16
90
Roof
1 st Floor Addition
R-38 Roof Attic
260
Raised Floor
1 st Floor Addition
R-19 Floor Crawlspace
260
Registration Number: Registration Date/Time:
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFSR-03112016-433
HERS Provider:
Report Generated at: 2016-09-28 14:31:48
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: The Massa Residence Calculation Date/Time: 14:31, Wed, Sep 28, 2016
Calculation Description: Title 24 Analysis Input File Name: 14968.ribdx
CFI R -PRF -01
Page.4 of 8
ATTIC
01 02 03 04 05 06 07 08
Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof
Attic 1st Floor Addition Attic Rooflst Floor Addition Ventilated 0 0.1 0.85 Yes No
WINDOWS
01
02
03
04
05
06
07
08
09
10
Name
Type
Surface (Orientation -Azimuth)
Width (ft)
Height (ft)
Multipli
er
Area
(ft2)
U -factor
SHGC
Exterior Shading'
East Windows
Window
East Wall (Left -90)
----
--
1
56.0
0.31
0.29
Insect Screen (default)
South Windows
Window
South Wall (Back -180)
---
--
1
16.0
0.31
0.29
Insect Screen (default)
West Windows
Window
West Wall (Right -270)
--
--
1
16.0
0.31
0.29
Insect Screen (default)
OPAQUE SURFACE CONSTRUCTIONS
01
02 -
03
-04
.05
06
07
Total Cavity
Winter Design
-
Construction Name
Surface Type
Construction Type
Framing
R -value
U -value
Assembly Layers ,-
• Cavity/ Frame: no insul.'/2x4 Top Chrd
2x4 Top Chord of Roof Truss @ 24
Roof Deck., Wood Siding/sheathing/decking
Attic Roof st Floor Addition
Attic Roofs
Wood Framed Ceiling
in. O.C.
none
0.644
Roofing: Light Roof (Asphalt Shingle)
• Inside Finish: Gypsum Board
• Sheathing/ Insulation: R5 Sheathing
• Cavity/Frame: R -13/2x4
• Sheathing/ Insulation: R2 Sheathing
R-13 Wall
Exterior Walls
Wood Framed Wall
2x4 @ 16 in. O.C.
R 13
0.056
Exterior Finish: 3 Coat Stucco
• Floor Surface: Carpeted
Floors Over
Floor Deck: Wood Siding/sheathing/decking
R-19 Floor Crawlspace
Crawlspace
Wood Framed Floor
2x6 @ 16 in. O.C.
• R 19
0.049
• Cavity/Frame: R -19/2x6
• Inside Finish: Gypsum Board
Ceilings (below
• Cavity/Frame: R-9.1 /2x4
R-38 Roof Attic
attic)
Wood Framed Ceiling
2x4 @ 24 in. O.C.
R 38
0.025
• Over Ceiling Joists: R-28.9 insul.
BUILDING ENVELOPE - HERS VERIFICATION
01 02 03 04
Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50
Not Required Not Required Not Required —
Registration Number: Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-09-2814:31:48
U
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
,Project Name: The Massa Residence Calculation Date/Time: 14:31, Wed, Sep 28, 2016
Calculation Description: Title 24 Analysis - - Input File Name: 14968.ribdx
CF1 R -PRF -01
Page 5 of 8
WATER HEATING SYSTEMS
01 02 03 04 05 - 06
Name System Type Distribution Type Water Heater. Number of Heaters Solar Fraction (%)
DHW Sys 1 - 1/1 DHW Standard DHW Heater 1 1 .0%
WATER HEATERS
01
02
03
04
05
06
07
08
Name
Heater Element Type
Tank .Type
Tank Volume
(gal)
Energy Factor or
Efficiency
Input Rating
Tank Exterior
Insulation
R -value
Standby Loss
(Fraction)
DHW Heater 1
Natural Gas
Small Storage
50
0.75
40000-Btu/hr
0
0
WATER HEATING - HERS VERIFICATION -
01
02
03
04
- 05
06
07
Name
Pipe Insulation -
Parallel Piping
Compact Distribution
Point -of Use
Recirculation
Control.
Central DHW
Distribution
DHW Sys 1 - 1/1
Cooling Component 1
—
--
—
—
—
SPACE CONDITIONING SYSTEMS
01
02
03
04
05
06
SC Sys Name
System Type
Heating Unit Name
Cooling Unit Name
Fan Name
Distribution Name
HVAC1
Other Heating and Cooling System
Heating Component 1
Cooling Component 1
HVAC Fan 1
Air Distribution System 1
HVAC - HEATING UNIT TYPES
01 02 03
Name Type Efficiency
Heating Component 1 CntrlFurnace - Fuel -fired central furnace 80 AFUE
Registration Number: Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-09-28 14:31:48
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: The Massa Residence Calculation Date/Time: 14:31, Wed, Sep 28, 2016
Calculation Description: Title 24 Analysis Input File Name: 14968.ribdx
CF1 R -PRF -01
- • Page 6 of 8
HVAC - COOLING UNIT TYPES
01
02
03 04
05
06
07
Name
Verified Airflow
Efficiency
Verified EER
Multi -speed
Verified Refrigerant
Charge
Name
System Type
EER SEER
Zonally Controlled
Compressor
HERS Verification
Cooling Component 1
SplitAirCond
11.1
13
Not Zonal
Single Speed
Cooling Component
- A -hers -cool
HVAC COOLING - HERS VERIFICATION
01
02
03
04
05
06
Name
Verified Airflow
Airflow Target
Verified EER
Verified SEER
Verified Refrigerant
Charge
Cooling Component 1 -hers -cool
Not Required
Air Distribution System 1
Not Required
Not Required
Not Required
HVAC - DISTRIBUTION SYSTEMS
01
02
03
04
05
06
07
Name
Type,
Duct Leakage
Insulation R -value
Duct Location
Bypass Duct
HERS Verification
Air Distribution System 1
DuctsAttic
Existing (not specified)
2.1
Attic
None
Air Distribution System
1 -hers -dist
HVAC DISTRIBUTION - HERS VERIFICATION
01
02
03
04
05
06
07
08
Name
Duct Leakage
Verification
Duct Leakage
Target (%)
Verified Duct
Location
Verified Duct
Design
Buried
Ducts
Deeply Buried
Ducts
Low -leakage
Air Handler
Air Distribution System 1 -hers -dist
Not Required
Not Required
Not Required
Not Required
Not Required
—
HVAC -FAN SYSTEMS
01 02 03 04
Name Type Fan Power (Watts/CFM) HERS Verification
HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan
HVAC FAN SYSTEMS - HERS VERIFICATION
01 02 03
Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM)
HVAC Fan 1 -hers -fan Not Required
Registration Number: Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-09-28 14:31:48
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
,Project Name: The Massa Residence Calculation Daterrime: 14:31, Wed, Sep 28, 2016
Calculation Description: Title 24 Analysis Input File Name: 14968.ribdx
Registration Number: Registration Date/Time:
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433
CF1 R -PRF -01
Page 7 of 8
HERS Provider:
Report Generated at: 2016-09-2814:31:48
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: The Massa Residence Calculation Date/Time: 14:31, Wed, Sep 28, 2016
Calculation Description: Title 24 Analysis Input File Name: 14968.ribdx
CF1 R -PRF -01
Page 8 of 8
DOCUMENTATION AUTHOR'S DECLARATION STATEMENT
1. 1 certify that this Certificate of Compliance documentation is accurate and complete. .
Documentation Author Name: - _ _ _
Atousa Yazdanfar
Documentation Author Signature:
f}tOGffGi i�G�10iGi�1 fG�Y
Company:
Signature Date:
Energy Compliance Services
9/28/2016
Address:
CEA/HERS Certification Identification (If applicable):
5702 Hersholt Avenue
City/State/Zip.
ewood , CA 90712
Phone:
562 461-3749
RESPONSIBLE PERSON'S DECLARATION STATEMENT "
I certify the following under penalty of perjury, under the laws of the State of California:
1. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design- identified on this Certificate of Compliance.
2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of
Regulations.
'3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents,
worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application.
Responsible Designer Name:
Responsible Designer Signature:
Donna Rose
L --
Company:
Date Signed:
Donna Rose Residential Design
jJ 5' 69 = `
Address:
License:
630 Salem Street #110
City/State/Zip:
Phone:
Chico, CA 95928
530 717-3710
Registration Number: Registration Date/Time:
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433
HERS Provider:
Report Generated at: 2016-09-28 14:31:48
1
2013 Low -Rise Residential Mandatory Measures Summary
NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the
compliance aDDroach used. Exceptions may annly. Review the respective code section for mnre infnrmntinn
Building Envelope Measures:
§ 110.6(a)1:
Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage.
§ 110.6(a)5:
Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain
Coefficient SHGC , and infiltration that meets the requirements of § 10-111 (a).
§ 110.7:
Exterior doors and windows are weatherstripped; all joints and penetrations are caulked and sealed.
§110.8(a):
Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on the CF2R.
§ 110.8(i):
The thermal emittance and aged solar reflectance values of the cool roofing material meets the requirements of § 110.8(i) when the
installation of a cool roof is specified on the CF 1 R.
§ 110.80):
A radiant barrier shall have an emittance of 0.05 or less when the installation of a radiant barrier is specified on the CF1R.
Minimum R-30 insulation in wood -frame ceiling; or the weighted average U -factor shall not exceed 0.031. Minimum R-19 in a
§ 150.0(a):
rafter roof alteration. Attic access doors shall have permanently attached insulation using adhesive or mechanical fasteners. The
attic access shall be gasketed to prevent air leakage.
§150.0(b):
Loose fill insulation shall conform with manufacturer's installed design labeled R -value.
§ 150.0(c):
Minimum R-13 insulation in 2x4 inch wood framing wall or have a U -factor of 0.102 or less (R-19 in 2x6 or 0.074 maximum U -
factor).
§ 150.0(d):
Minimum R-19 insulation in raised wood -frame floor or 0.037 maximum U -factor.
In Climate Zones 14 and 16 a Class II vapor retarder shall be installed on the conditioned space side of all insulation in all exterior
§ 150.0(g)l:
walls, vented attics and unvented attics with air -permeable insulation.
§ 150.0(g)2:
In Climate Zones 1-16 with unvented crawl spaces the earth floor of the crawl space shall be covered with a Class I or Class II
vapor retarder.
In a building having a controlled ventilation crawl space, a Class I or Class II vapor retarder shall be placed over the earth floor of
§150.0(g)3:
the crawl space to reduce moisture entry and protect insulation from condensation, as specified in the exception to Section
150.0(d).
§ 150.0(1):
Slab edge insulation shall: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%;
have water vapor permeance rate is no greater than 2.0 perm/inch, be protected from physical damage and UV light deterioration;
and when installed as part of a heated slab floor meets the requirements of § 110.8
150.0
§ (q)'
Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors shall have a maximum U-
factor of 0.58; or the weighted average U -factor of all fenestration shall not exceed 0.58.
Fireplaces, Decorative Gas Appliances and Gas Log Measures:
§ 150.0(e)IA:
Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox.
§150.0(e)1B..
Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is
equipped with a readily accessible, operable, and tight -fitting damper or a combustion -air control device.
§150.0(e)1C:
Masonry or factory -built fireplaces have a flue damper with a readily accessible control.
§ 150.0(e)2:
Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside
of the building, are prohibited.
Space Conditioning, Water Heating and Plumbing System Measures:
§1 10.0-§110.3:
HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified to the Energy Commission.
§ 110.3(c)5:
Water heating recirculation loops serving multiple dwelling units meet the air release valve, backflow prevention, pump isolation
valve, and recirculation loop connection requirements of § 110.3(c)5.
Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appli-
§110.5:
ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool
and spa heaters.
§150.0(h)1:
Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA using design conditions specified
in §150.0(h)2.
§ 150.0(h)3A:
Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least five feet from the outlet of any
dryer vent.
§ 150.0(i):
Heating systems are equipped with thermostats that meet the setback requirements of § 110.2(c).
§ 150.00)IA:
Storage gas water heaters with an energy factor equal to or less than the federal minimum standards shall be externally wrapped
with insulation having an installed thermal resistance of R-12 or greater.
§ 150.00)1B:
Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water -heating systems, have R-12 external
insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank.
For domestic hot water system piping, whether buried or unburied: the first 5 feet of hot and cold water pipes from the storage
tank, all piping with a nominal diameter of 3/4 inch or larger, all piping associated with a domestic hot water recirculation system
§ 150.00)2A:
regardless of the pipe diameter, piping from the heating source to storage tank or between tanks, piping buried below grade, and
all hot water pipes from the heating source to kitchen fixtures must be insulated according to the requirements of TABLE 120.3-
A.
§150.00)2B:
All domestic hot water pipes that are buried below grade must be installed in a water proof and non -crushable casing or sleeve
that allows for installation, removal, and replacement of the enclosed pipe and insulation.
2013 Low -Rise Residential Mandatory Measures Summary
§ 150.00)2C:
Pipe for cooling system lines shall be insulated as specified in § 150.00)2A. Piping insulation for steam and hydronic heating
systems or hot waters stems with pressure > 15 psig shall meet the requirements in TABLE 120.3-A.
§ 150.00)3:
Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind.
Insulation exposed to weather shall either be rated for outdoor use or installed with a cover suitable for outdoor service. For
§ 150.00)3A:
example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation protected as specified or
painted with coating that is water retardant and provides shielding from solar radiation that degrades the material.
Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space shall have a Class I
§ 150.00)3B:
or Class II vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class I or Class II vapor
retarder.
Systems using gas or propane water heaters to serve individual dwelling units shall include: a 120V electrical receptacle within 3
feet of the water heater; a Category III or IV vent, or a Type B vent with straight pipe between the outside termination and the
§150.0(n)l:
space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the installed
water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000
Btu/hr.
§ 150.0(n)2:
Recirculating loops serving multiple dwelling units shall meet the requirements of § 110.3(c)5.
§ 150.0(n)3:
Solar water -heating systems and collectors shall be certified and rated by the Solar Rating and Certification Corporation (SRCC)
or by a testing agency approved by the Executive Director.
Ducts and Fans Measures:
All air -distribution system ducts and plenums installed are sealed and insulated to meet the requirements of CMC §601.0, §602.0,
§603.0, §604.0, §605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition.
Supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-6.0 (or higher if required by CMC
§605.0) or enclosed entirely in directly conditioned space as confirmed through field verification and diagnostic testing
(RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts are mechanically fastened. Openings shall be sealed
§ 150.0(m)1:
with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or
aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than ''A inch, the
combination of mastic and either mesh or tape shall be used. Building cavities, support platforms for air handlers, and plenums
defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying
conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms
shall not be compressed to cause reductions in the cross-sectional area of the ducts.
Factory -Fabricated Duct Systems shall comply with specified requirements for duct construction, connections, and closures; joints
§ 150.0(m)2:
and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is
used in combination with mastic and draw bands.
§150.0(m)3-6:
Field -Fabricated Duct Systems shall comply with requirements for: pressure -sensitive tapes, mastics, sealants, and other
requirements specified for duct construction; duct insulation R -value ratings; duct insulation thickness; and duct labeling.
§ 150.0(m)7-
All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic
dampers.
§ 150.0(m)8:
Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers
except combustion inlet and outlet air openings and elevator shaft vents.
Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not
§ 150.0(m)9:
limited to the following: insulation exposed to weather shall be suitable for outdoor service. For example, protected by aluminum,
sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is
water retardant and provides shielding from solar radiation.
§150.0(m)10:
Flexible ducts cannot have porous inner cores.
When space conditioning systems use forced air duct systems to supply conditioned air to an occupiable space, the ducts shall be
§I50.0(m)11:
sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with Reference
Residential Appendix RA3.
Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal
§150.0(m)12:
conditioning component, except evaporative coolers, shall be provided with air filter devices that meet the requirements of
§150.0(m)12.
Space conditioning systems that utilize forced air ducts to supply cooling to an occupiable space shall have a hole for the
placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the supply plenum. The
§150.0(m)13:
space conditioning system must also demonstrate airflow 2:350 CFM per ton of nominal cooling capacity through the return
grilles, and an air -handling unit fan efficacy:5 0.58 W/CFM as confirmed by field verification and diagnostic testing, in
accordance with Reference Residential Appendix RA3.
Zonally controlled central forced air cooling systems shall be capable of simultaneously delivering, in every zonal control mode,
§150.0(m)15:
an airflow from the dwelling, through the air handler fan and delivered to the dwelling, of> 350 CFM per ton of nominal cooling
capacity, and operating at an air -handling unit far, efficacy of < 0.58 W/CFM as confirmed by field verification and diagnostic
testing, in accordance with Reference Residential Appendix RA3.
All dwelling units shall meet the requirements of ASHRAE Standard 62.2. Neither window operation nor continuous operation of
§150.0(o): .
central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing the
Whole Building Ventilation.
§150.0(o)IA:
Whole Building Ventilation airflow shall be confirmed through field verification and diagnostic testing, in accordance with
Reference Residential Appendix RA3.
Pool and Spa Heating Systems and Equipment Measures:
Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency
§ 110.4(a):
Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat
setting; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating.
2013 Low -Rise Residential Mandatory Measures Summary
§ 110.4(b)1:
Any pool or spa heating equipment shall be installed with at least 36 inches of pipe between filter and heater or dedicated suction
and return lines, or built-up connections for future solar heating.
§ 110.4(b)2:
Outdoor pools or spas that have a heat pump or gas heater shall have a cover.
§ 110.4(b)3:
Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or pro-
ammed to run only during off-peak electric demand periods.
§ 110.5:
Natural gas pool and spa heaters shall not have a continuous burning pilot light.
§ 150.0(p):
Residential pool systems or equipment shall meet specified pump sizing, flow rate, piping, filters, and valve requirements.
Lighting Measures:
§ 110.9:
All lighting control devices and systems, ballasts, and luminaires shall meet the applicable requirements of § 110.9.
§150.0(k)IA:
Installed luminaires shall be classified as high -efficacy or low -efficacy for compliance with §I50.0(k) in accordance with TABLE
150.0-A or TABLE 150.0-B, as applicable.
§150.0(k)1B:
When a high efficacy and low efficacy lighting system are combined in a single luminaire, each system shall separately comply
with the applicable provisions of § 150.0(k).
The wattage and classification of permanently installed luminaires in residential kitchens shall be determined in accordance with
§ 150.0(k)1C:
§ 130.0(c). In residential kitchens, the wattage of electrical boxes finished with a blank cover or where no electrical equipment has
been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan, shall be calculated as 180
watts of low efficacy lighting er electrical box.
§150.0(k)1D:
Ballasts for fluorescent lamps rated 13 watts or greater shall be electronic and shall have an output frequency no less than 20 kHz.
Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no
§150.0(k)IE:
more than 5 watts of power per luminaire or exhaust fan as determined in accordance with § I30.0(c). Night lights do not need to
be controlled by vacancy sensors.
§ 150.0(k)1F:
Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable
requirements of § 150.0(k).
§ 150.0(k)2A:
High efficacy luminaires must be switched separately from low efficacy luminaires.
§ 150.0(k)2B:
Exhaust fans shall be switched separately from lighting systems.
§ 150.0(k)2C:
Luminaires shall be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF.
§ 150.0(k)2D:
Controls and equipment are installed in accordance with manufacturer's instructions.
§ 150.0(k)2E:
No control shall bypass a dimmer or vacancy sensor function if the control is installed to comply with § 150.0(k).
§ 150.0(k)2F:
Lighting controls comply with applicable requirements of § 110.9.
An Energy Management Control System (EMCS) may be used to comply with dimmer requirements if. it functions as a dimmer
§ 150.0(k)2G:
according to § 110.9; meets Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5; and all other
requirements in §150.0(k)2.
An Energy Management Control System (EMCS) may be used to comply with vacancy sensor requirements of § 150.0(k) if. it
§150.0(k)2H:
functions as a vacancy sensor according to §110.9; meets Installation Certificate requirements of §130.4; the EMCS requirements
of § 130.5; and all other requirements in § 150.0(k)2.
§ I50.0(k)2I:
A multiscene programmable controller may be used to comply with dimmer requirements of this section if it provides the
functionality of a dimmer according to § 110.9, and complies with all other applicable requirements in § 150.0(k)2.
§ 150.0(k)3A:
A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy.
Kitchen lighting includes all permanently installed lighting in the kitchen except internal lighting in cabinets that illuminate only
§ 150.0(k)3B:
the inside of the cabinets. Lighting in areas adjacent to the kitchen, including but not limited to dining and nook areas, are
considered kitchen lighting if they are not separately switched from kitchen lighting.
§ 150.0(k)4:
Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated
cabinet.
§150.0(k)5:
A minimum of one high efficacy luminaire shall be installed in each bathroom; and all other lighting installed in each bathroom
shall be high efficacy or controlled by vacancy sensors.
§ 150.0(k)6:
Lighting installed in attached and detached garages, laundry rooms, and utility rooms shall be high efficacy luminaires and
controlled by vacancy sensors.
§150.0(k)7:
Lighting installed in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high
efficacy, or shall be controlled by either dimmers or vacancy sensors.
Luminaires recessed into ceilings shall: be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other
nationally recognized testing/rating laboratory; have a label that certifies that the luminaire is airtight with air leakage less than 2.0
CFM at 75 Pascals when tested in accordance with ASTM E283; be sealed with a gasket or caulk between the luminaire housing
§ 150.0(k)8:
and ceiling, and shall have all air leak paths between conditioned and unconditioned spaces sealed with a gasket or caulk; and
allow ballast maintenance and replacement without requiring cutting holes in the ceiling.
For recessed compact fluorescent luminaries with ballasts to qualify as high efficacy for compliance with § 150.0(k), the ballasts
shall be certified to the Energy Commission to comply with the applicable requirements in § 110.9.
For single-family residential buildings, outdoor lighting permanently mounted to a residential building or other buildings on the
same lot shall be high efficacy, or may be low efficacy if it meets all of the following requirements:
i. Controlled by a manual ON and OFF switch that does not override to ON the automatic actions of Items ii or iii below; and
§150.0(k)9A:
ii. Controlled by a motion sensor not having an override or bypass switch that disables the motion sensor, or controlled by a
motion sensor having a temporary override switch which temporarily bypasses the motion sensing function and automatically
reactivates the motion sensor within 6 hours; and
iii. Controlled by one of the following methods:
2013 Low -Rise Residential Mandatory Measures Summary
a. Photocontrol not having an override or bypass switch that disables the photocontrol; or
b. Astronomical time clock not having an override or bypass switch that disables the astronomical time clock, and which is
programmed to automatically turn the outdoor lighting OFF during daylight hours; or
c. Energy management control system which meets all of the following requirements: At a minimum provides the functionality of
an astronomical time clock in accordance with §110.9; meets the Installation Certification requirements in §130.4; meets the
requirements for an EMCS in § 130.5; does not have an override or bypass switch that allows the luminaire to be always ON; and,
is programmed to automatically tum the outdoor lighting OFF during daylight hours.
For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, and porches; and outdoor
lighting for residential parking lots and residential carports with less than eight vehicles per site shall comply with one of the
§ 150.0(k)9B:
following requirements:
i. Shall comply with § 150.0(k)9A; or
ii. Shall comply with the applicable requirements in §110.9, §130.0, §130.2, §130.4, § 140.7 and §141.0.
§ 150.0(k)9C:
For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by § 150.0(k)9B or 150.0(k)9D
shall comply with the applicable requirements in 110.9, 130.0, 130.2, 130.4, 140.7 and 141.0.
§ 150.0(k)9D:
Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site shall comply
with the applicable requirements in § 110.9, § 130.0, § 130.2, § 130.4, § 140.7 and § 141.0.
§150.0(k)10:
Internally illuminated address signs shall comply with §140.8; or shall consume no more than 5 watts of power as determined
according to § 13 0.0 c .
§150.0(k)11.
Lighting for residential parking garages for eight or more vehicles shall comply with the applicable requirements for
nonresidential garages in 110.9,130.0, 130.1, 130.4, 140.6, and 141.0.
In a low-rise multifamily residential building where the total interior common area in a single building equals 20 percent or less of
§150.0(k)12A:
the floor area, permanently installed lighting for the interior common areas in that building shall be high efficacy luminaires or
controlled by an occupant sensor.
In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20
percent of the floor area, permanently installed lighting in that building shall:
§ 150.0(k)12B:
i. Comply with the applicable requirements in § 110.9, § 130.0, § 130. 1, § 140.6 and § 141.0; and
ii. Lighting installed in corridors and stairwells shall be controlled by occupant sensors that reduce the lighting power in each
space by at least 50 percent. The occupant sensors shall be capable of turning the light fully On and Off from all designed paths of
ingress and egress.
Solar Ready Buildings:
Single family residences located in subdivisions with ten or more single family residences and where the application for a
§1 10.10(a)l:
tentative subdivision map for the residences has been deemed complete, by the enforcement agency, on or after January 1, 2014,
shall comply with the requirements of §110.10 b through 110.10(e).
§1 10.10(a)2:
Low-rise multi -family buildings shall comply with the requirements of §1 10.10(b) through §1 10.10(d).
The solar zone shall have a minimum total area as described below. The solar zone shall comply with access, pathway, smoke
ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a
local jurisdiction. The solar zone total area shall be comprised of areas that have no dimension less than 5 feet and are no less than
80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for
§ 110.10(b)l :
buildings with roof areas greater than 10,000 square feet.
For single family residences the solar zone shall be located on the roof or overhang of the building and have a total area no less
than 250 square feet. For low-rise multi -family buildings the solar zone shall be located on the roof or overhang of the building or
on the roof or overhang of another structure located within 250 feet of the building or on covered parking installed with the
building project and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area.
§ 110.10(b)2:
All sections of the solar zone located on steep -sloped roofs shall be oriented between 110 degrees and 270 degrees of true north.
§ 110.10(b)3A:
No obstructions, including but not limited to, vents, chimneys, architectural features, and roof mounted equipment, shall be
located in the solar zone.
Any obstruction, located on the roof or any other part of the building that projects above a solar zone shall be located at least twice
§ 110.10(b)3B:
the distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the
horizontal projection of the nearest point of the solar zone, measured in the vertical plane.
§ 110.10(b)4:
For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load shall be clearly
indicated on the construction documents.
The construction documents shall indicate: a location for inverters and metering equipment and a pathway for routing of conduit
§ 110.10(c):
from the solar zone to the point of interconnection with the electrical service (for single family residences the point of
interconnection will be the main service panel); a pathway for routing of plumbing from the solar zone to the water -heating
system.
§ 110.10(d):
A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through § 110.10(c)
shall be provided to the occupant.
§ 110.10(e)1:
The main electrical service panel shall have a minimum busbar rating of 200 amps.
The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a
§ 110.10(e)2:
future solar electric installation. The reserved space shall be: positioned at the opposite (load) end from the input feeder location or
main circuit location, and permanently marked as "For Future Solar Electric".