HomeMy WebLinkAboutB16-2286 000-000-000CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
►Project Name: Potts Home Calculation Date/Time: 14:53, Mon, Nov 14, 2016
Calculation Description: Potts Home Input File Name: Potts Home.ribd
t
BUTTE
COUNTY
Nov 18.2016
CF1R-PRF-01
Page 1 of 10
GENERAL INFORMATION n �q O � U
Ia
!il t–
DEVELOPMENT
01
Project Name Potts Home
-
04
05
02
Calculation L ^�
Calculation Description Potts Home ).L
08
,� ..
03
Project Location Tipsoo PeakAnTu
INP
Percent Improvement
04
City Berry Creek
46.96
Standards Version Compliance 2015
06
Zip Code 95916
07
Compliance Manager Version BEMCmpMgr 2013-4b'(433)
08
Climate Zone CZ11
09
Software Version CBECC-Res 2013-4b (812)
10
Building Type Single Family
11
Front Orientation (deg/Cardinal) 205
12
Project Scope Newly Constructed
13
Number of Dwelling Units 1
14
Total Cond. Floor Area (f:2) 1846
15
Number of Zones 1
16
Slab Area (ftz) 0 •
17
Number of Stories 2
18
Addition Cond. Floor Area NIA
19
Natural Gas Available No
20
Addition Slab Area (W) N/A
21
Glazing Percentage (%) 11.9%
COMPLIANCE RESULTS
01 Building Complies with Computer Performance
02 This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider.
03 This building incorporates one or more Special Features shown below
Registration. Number: 216-N0422957A-000000000-0000
-CA Building Energy Efficiency Standards - 2013 Residential Compliance
nGVIGvvGV r-%Jr1
CO /DE COMPLIANCE
DATE
Registration Date/Time: 2016-11-14 15:40:44 HERS Provider: CaICERTS inc.
Report Version - CF1R-03112016-433 _R rtG erat at: 2016-11-1414:54:36
G
ENERGY USE SUMMARY
04
05
06
07
08
Energy Use (kTDV/ftz-yr).
Standard Design
Proposed Design
Compliance Margin
Percent Improvement
Space Heating
43.02
46.96
-3.94..
-9.2%
Space Cooling
, 42.27
38.29
3.98
9.4%
IAQ Ventilation
: 1.22
1.22
0.00
0.0%
Water Heating
36.61 •
36.61
0.00
0.0%
Photovoltaic Offset
—
0.00 ' "•
0.00 _
—
Compliance Energy Total.
123.12
12108'
g�§t COUNTY Dq
ELOPMIENT SEiV%ES
Registration. Number: 216-N0422957A-000000000-0000
-CA Building Energy Efficiency Standards - 2013 Residential Compliance
nGVIGvvGV r-%Jr1
CO /DE COMPLIANCE
DATE
Registration Date/Time: 2016-11-14 15:40:44 HERS Provider: CaICERTS inc.
Report Version - CF1R-03112016-433 _R rtG erat at: 2016-11-1414:54:36
G
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: Potts Home Calculation Date/Time: 14:53, Mon, Nov 14, 2016
Calculation Description: Potts Home Input File Name: Potts Home.ribd
iEQUIRED SPECIAL FEATURES
rhe following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis.
Window overhangs and/or fins
CF1R-PRF-01
Page 2of10
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:
• IAQ mechanical ventilation
Cooling System Verifications:
• Minimum Airflow
• Verified EER
• Refrigerant Charge
• Fan Efficacy Watts/CFM
HVAC Distribution System Verifications:
• Duct Sealing
Domestic Hot Water System Verifications:
• — None —
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)* 186.87 ;183.15:,�. 3.72 20%
" 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
Potts Home
1846
1-
3
1
0
1
ZONE INFORMATION
01
02
03
04
05,
06
07
Zone Name
Zone Type
HVAC System Name
Zone Floor Area
(ftp).
Avg. Ceiling
Height
Water Heating System 1
Water Heating System 2
Conditioned
Conditioned
HVAC System
1846;
8
DHW System 1
Registration Number: 216-N0422957A-006000000-0o00 Registration Date/Time: 2016-11-14 15:40`44
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433.
HERS Provider: CaiCERTS inc.
Report Generated at: 2016-11-1414:54:36
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
:.Project Name: Potts -Home Calculation Date/Time: 14:53, Mon, Nov 14, 2016
Calculation Description: Potts Home Input File Name: Potts Home.ribd
CF1R-PRF-01
Page 3 of 10
OPAQUE SURFACES
01
02
03
04
05
06
01
02
03
04.
05
06
07
08
Name
Zone
Construction
AAmuth
' .Orientation
Gross Area (ft2)
Window & Door Area (ft2)
Tilt (deg)
Wall -Front
Conditioned
Wall R-19
205
Front
386.5
26
90
Wall -Left
Conditioned
Wall R-19
295 ...
`. Left
480
107.025
90
a Wall -Right
Conditioned
Wall R-19
115
Right
323
15
90
Wall -Back
Conditioned
Wall R-19
25'' .: ,
,- Back.
464
72 . -.
90
'HouseToGarage
Conditioned»Garage
Int Wall R-19
240
17
Knee Wall Front
Conditioned>>Attic
Knee Wall R-19
154.5
Ceiling (below attic) 1
Conditioned
Ceiling R-38
560
Floor Over Crawlspace 1
Conditioned
R19 2x6 FlrOvrCrawl
1286.
'Garage Wall Front
Garage
Garage Ext Wall -3205
Front . '
240
128
90
Garage Wall Right
Garage
- Garage Ext Wali -3
115
Right
240
90
Garage Wali Back
Garage
Garage Ext Wall -3
25 ,
Back
240
90
Gar Ceiling
Garage
RO CIgBIwAttic Cons 1
570
OPAQUE SURFACES — Cathedral Ceilings
01
02
03
04
05
06
07
08
09
10
41
Name
Zone
Type
Orientatio
n
Area (ftZ)
Skylight Area
(ft2):.
. Roof Rise
(x in 12).
Roof
Pitch
Roof Tilt
(deg)
Roof
Reflectance
Roof
Emittance
Framing
Factor
Cathedral Ceiling 1
Conditioned
Cath Ceiling R-38
Left
391.5
0..
10
0.83
39.81
0.1
0.85
0.1
Cathedral Ceiling 2
Conditioned
Cath Ceiling R-38
Right
355.75
0
10. .,
0.83
39.81
0.1
0.85
0.1
ATTIC
01
02
03
04
.:05 ...
06
07
08
Name
Construction
Type
Roof Rise
Roof Reflectance
Roof Emittance
Radiant Barrier
Cool Roof
Attic
Attic Roof Cons
Ventilated
2.75
0'.1
0.85
Yes
No
Gar Attic
Attic Roof Cons
Ventilated
2.750:1
0.85
Yes
No
Registration Number: 216-N0422957A-000000000-0000
CA Building'. -Energy Efficiency Standards - 2013 Residential Compliance
HERS Provider: CaICERTS inc.
Report Generated at: 2016-11-1414:54:36
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: Potts Home Calculation Date/Time: 14:53, Mon, Nov 14, 2016
Calculation Description: Potts Home
Input File Name: Potts Home.ribd
CFI R -PRF -01
Page 4 of 10
WINDOWS
01
02
03
04
Name
Side of Building
01
02
03
04
05
06
07
08
09
10
Name
Type
Surface (Orientation -Azimuth)
Width (ft)
Height (ft)
Multipli
er
Area
(ft)
U -factor
SHGC
Exterior Shading
F1
Window
Wall -Front (Front -205)
2.0
3.0
1
6.0
0.32
0.25
Insect Screen (default)
F2
Window
Wall -Front (Front -205)
4.0
5.0
1
20.0
0.32
0.25
Insect Screen (default)
L1
Window
Wall -Left (Left -295)
5.0
5.0
1
25.0
0.32
0.25
Insect Screen (default)
L2 French Door
Window
Wall -Left (Left -295)
2.5
6.7
1
16.7
0.32
0.25
Insect Screen (default)
L3
Window
Wall -Left (Left -295)
4.0
3.0
1
12.0
0.32
0.25
Insect Screen (default)
L4
Window
Wall -Left (Left -295)
2.0
5.0
1
10.0
0.32
0.25
Insect Screen (default)
L5 French Door
Window
Wall -Left (Left -295)
2.5
6.7
1
16.7
0.32
0.25
Insect Screen (default)
L6 French Door
Window
Wall -Left (Left -295)
2.5
6.7
1
16.7
0.32
0.25
Insect Screen (default)
L7
Window
Wall -Left (Left -295)
2.0
5.0
1
10.0
0.32
0.25
Insect Screen (default)
R1
Window
Wall -Right (Right -115)
3.0
5.0
1
15.0
0.32
0.25
Insect Screen (default)
61
Window
Wall -Back (Back -25)
-
-
1
10.0
0.32
0.25
Insect Screen (default)
B2
Window
Wall -Back (Back -25)
-
-
1
10.0
0.32
0.25
Insect Screen (default)
B3
Window
Wall -Back (Back -25)
-
-
1
16.0
0.32
0.25
Insect Screen (default)
B4
Window
Wall -Back (Back -25)
-
-
1
16.0
0.32
0.25
Insect Screen (default)
B5
Window
Wall -Back (Back -25)
-
-
1
4.0
0.32
0.25
Insect Screen (default)
B6
Window
Wall -Back (Back -25)
-
-
1
16.0
0.32
0.25
Insect Screen (default)
DOORS
01
02
03
04
Name
Side of Building
Area (W)
U -factor
ToGarage
HouseToGarage
17.0
0.50
Car Door
Garage Wall Front
128.0
1.00
Registration Number: 216-N0422957A-000000000-0000 Registration Date/Time: 2016-11-14 15:40:44 HERS Provider: CaICERTS inc.
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 - Report Generated at: 2016-11-1414:54:36
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: Potts Home Calculation Date/Time: 14:53, Mon, Nov 14, 2016
Calculation Description: Potts Home Input File Name: Potts Home.ribd
CF1 R -PRF -01
Page 5 of 10
OVERHANGS AND FINS
01
02
03
04
05
06
07
OB=
09
10
11
12 13
14
Overhang
'".Left Fin
Right Fin
Window
Depth
Dist Up
Left
Extent
Right
Extent
Flap Ht.
Depth
Top Up
DistL
Bot Up
Depth .
Top Up Dist R
Bot Up
F1
10
0.33
7
3
0
0
` 0 -
0
0
0
0 0
0
F2
6
0.33
11
2
0
0
0l
0
0
0
0 0
0
L1
1.5
0.33
35
6
0
0
:,0_,;
0
0
0
0 0
0
L2 French Door
1.5
0.33
30
13.5
0
0
;0 ;
0
0
0
0 0
0
L3
1.5
0.33
19.5
20
0
0
0
0
0
0
0 0
0
L4
15.5
0.33
11
32.5
0
0
, 0,
0
0
0
0• 0
0
L5 French Door
15.5
0.33
8
35
0
0
0
0
0
0
0 0
0
L6 French Door15.5
0.33
6.5
37.5
0
0
0 °° :
0
0
0 10
0
0
L7
15.5
0.33
3.5
40.5
0
0. ..
A
0
0
0
0 0
0
R1
1.5
0.33
7
1
0
0.
0,
0
0
0
0 0
0
ncg1x1auv11 rvumoer: nu-NU4ZZyDtA-UUUUUUUOD-000U Kegistration Date/Time: 2016-11-14 15:40:44' HERS Provider: CaICERTS inc.
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-11-14 14:54:36
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: Potts Home Calculation Date/Time: 14:53, Mon, Nov 14, 2016
Calculation Description: Potts Home
Input File Name: Potts Home.ribd
CF1R-PRF-01
Page 6 of 10
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
• Roof Deck: Wood Siding/sheathing/decking
2x4 Top Chord of Roof Truss @ 24
Tile Gap: present
Attic Roof Cons
Attic Roofs
Wood Framed Ceiling
in. O.C.
none
0.412
Roofing: Light Roof (Metal Tile)
Ceilings (below
2x4 Bottom Chord of Truss @ 24
Inside Finish: Gypsum Board
RO CIgBIwAttic Cons 1
attic)
Wood Framed Ceiling
in. O.C.
none
0.481
Cavity/Frame: no insul. /2x4 Btm Chrd
• Floor Surface: Carpeted
Floors Over
Floor Deck: Wood Siding/sheathing/decking
R19 2x6 FlrOvrCrawl
Crawlspace
Wood Framed Floor
2x6 @ 16 in. O.C.
Rig
0.049
Cavity/Frame: R -19/2x6
• Inside Finish: Gypsum Board
Ceilings (below
2x4 Bottom Chord of Truss @ 24
Cavity/Frame: R-9.1 /2x4 Btm Chrd
Ceiling R-38
attic)
Wood Framed Ceiling
in. O.C.
R 38
0.025
Over Ceiling Joists: R-28.9 insul.
• Inside Finish: Gypsum Boast
Garage Ext Wall -3
Exterior Walls
Wood Framed Wall
2x6 @ 16 in. O.C.
none
0.347
• Cavity/ Frame: no insul. / 2x6
Exterior Finish: 3 Coat Stucco
• Inside Finish: Gypsum Board
• Cavity / Frame: R-38 / 2x 12
• Roof Deck Wood Siding/sheathing/decking
Cath Ceiling R-38
Cathedral Ceilings
Wood Framed Ceiling
2x12 @ 16 in. O.C.
R 38
0.029
• Tile Gap: present
Roofing: Light Roof (Metal Tile)
• Inside Finish: Gypsum Board
• Cavity/Frame: R -19/2x6
Wall R-19
Exterior Walls
Wood Framed Wall
2x6 @ 16 in. O.C.
Rig
0.072
Exterior Finish: 3 Coat Stucco
• Inside Finish: Gypsum Board
Knee Wall R-19
Interior Walls
Wood Framed Wall
2x6 @ 16 in. O.C.
R 19
0.070
Cavity/ Frame: R -19/2x6
• Inside Finish: Gypsum Board
• Cavity/Frame: R- 19 / 2x6
Int Wall R-19
Interior Walls
Wood Framed Wall
2x6 @ 16 in. O.C.
R 19
0.067
Other Side Finish: Gypsum Board
BUILDING ENVELOPE - HERS VERIFICATION
01 02 03 04
Quality Insulation Installation (011) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50
Not Required Not Required Not Required —
Registration Number: 216-No422957A-000000000-0000 Registration Date/Time: 2016-11-14 15:40:44 HERS Provider: CaICERTS inc.
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-11-14 14:54:36
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
-.Project Name: Potts Home Calculation Date%Time:.14:53,_Mon, Nov 14, 2016
Calculation Description: Potts Home Input File Name: Potts Horne.ribd
CF1 R -PRF -01
Page 7of10
WATER HEATING SYSTEMS
01 02 0304 05 06
Name System Type Distribution Type Water Heater Number of Heaters . Solar Fraction (%)
DHW System 1 - 1/1 DHW Standard Water Heater 1 1 -none -
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)
Water Heater 1
Propane
Small Storage
50~:
0.6..
40000-Btu/hr
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 System 1 - 1/1
—
—
—
—
—
SPACE CONDITIONING SYSTEMS
01
02
03
04
OS
06
SC Sys Name
System Type
Heating Unit Name
Coobng .Unit'Name
Fan Name
Distribution Name
HVAC System
y
Other Heating and Cooling
System
Heating System
PkgAirCond
Central Fan
Distribution System .
HVAC - HEATING UNIT TYPES.
01 02 03
Name Type Efficiency
Heating System CntrlFumace - Fuel -fired central furnace , 81 AFUE
HVAC - COOLING UNIT TYPES
01
02
03 04
05
06
07
Name
System Type
Efficiency �
EER SEER
Zonally Controlled
Multispeed
Compressor
HERS Verification
PkgAirCond
PkgAirCond
12 14
Not Zonal
Single Speed
PkgAirCond-hers-cool
Registration' Number: 216-No422957A-000000000-0000 Registration Date/Time: 2016-11-1$ 15:40:44 HERS Provider: CaICERTS inc.
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016433 Report Generated at: 2016-11-14 14:54:36
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
,Project Name: Potts Home Calculation Date/Time: 14:53,'Mon, Nov 14, 2016
Calculation Description: Potts Home Input File Name: Potts Home.ribd
CFI R -PRF -01
Page 8 of 10
HVAC COOLING - HERS VERIFICATION
01
02
03
04
05
pg _
Name
Verified Airflow
Airflow Target
•.Ve_ rified EER
Verified SEER
Verified Refrigerant
Charge
PkgAirCond-hers cool
Required
350
Required „
Not Required
..Required
HVAC - DISTRIBUTION SYSTEMS
01
02
03
04
.05
06
07
Name
Type
Duct Leakage
Insulation R -value.
,,.Duct Location
Bypass Duct
HERS Verification
Distribution System
DuctsCrawl
Sealed and tested
8
Crawl space
None
Distribution
System -hers -dist
HVAC DISTRIBUTION - HERS VERIFICATION
01
02
03
04
:I ; 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
Distribution System -hers -fist
Required
6.0
Not Required
Not. Required:.
Not Required
Not Required
—
HVAC --FAN SYSTEMS
01 02 03 04
Name Type Fan•Power (Watts/CFM) HERS'Veilfication
Central Fan Single Speed PSC Furnace Fan .0.58 Central Fan -hers -fan
HVAC FAN SYSTEMS - HERS VERIFICATION
01 02 03
Name Verified Fan Watt Draw. Required Fan Efficiency (WattsICFM)
Central Fan -hers -fan Required 0.58
IAQ (Indoor Air Quality) FANS
01
02
03
'04
05
06
'Dwelling Unit
IAQ CFM
IAQ Watts/CFM
IAQ Fan Type _
IAQ Recovery
Effectiveness(%)
HERS Verification
SFam IAQVentRpt
48.46
0.25
: Default -
0
Required
Registration Number: 216-N0422957A-000000000.0000 Registration Date/Time: 2016,11=7415:40:44
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433
HERS Provider: CaICERTS inc.
Report Generated at: 2016-11-1414:54:36
CERTIFICATE OF COMPLIANCE -.RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: Potts Home Calculation Datef.Time: 14:53, Mon, Nov 14, 2016
Calculation Description: Potts Home Input File Name: Potts.Home.riibd
• _.Vt
CFI R -PRF -01
. Page 9of10
Registration Number:, 216-No422957A-000000000-0000 Registration Date/Time: 2016x11-14 15:40:44, HERS Provider: CaICERTS inc.
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-11-14 14:54:36
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD -
Project Name: Potts Home Calculation Date/Time 1453 Mon, Nov 14, 2016
calculation Description: Potts Home Input File Name: Potts Home ribd
CF1 R -PRF -01
Page 10 of 10
DOCUMENTATION AUTHOR'S DECLARATION STATEMENT -
Digitally
1. 1 certify that this Certificate of Compliance documentation is accurate and complete.
Documentation Author Name:
Documentation Author-$ignature:
Martin Alvis
Company:
Signature Date;
M & T Energy Analyst
2016-11-14 15:39'49.
Address:
CEA/HERS Certification Identification (If applicable):
P.O. Box 534 J
City/State/Zip:
Phone:
Chico; CA 95927
530-990-0030 s
RESPONSIBLE PERSON'S DECLARATION STATEMENT
I certify the following under penalty of perjury, under the laws of the State of California:
1. 1 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. I. certify that the energy features and performance specifications identified on this Certificate of Compliance conform -16" Fie equirements of Title 24, Part1 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.`
BARRY RUBANOFF
X R
Company:
Date Signed:
BARRY• RUBANOFF
2016-11 14 1`5 40 44"r
Address:.
License:
PO BOX 1123
f
n/a
City/State/Zip:
Phone:
BerryCreek, CA 95916
530-589-4102.-
30-589-4102
Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document, and in no way implies Registration
Provider responsibility for the accuracy of the information:
J
Registration Number: 216-N0422957A-000000000-0000 Registration Date/Time: 2016-11 1415:4044''
-CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version- CF1R-03112016-433w.
-
HERS Provider: CaICERTS inc.
Report Generated at: 2016-1.1-14 14:54:36,
RESPONSE TO PLAN CHECK � �
Project: Potts Residence NOV 18 2016
Tipsoo Peak Road DEViLOPMENT
Berry Creek, CA SERVICES
Building Permit Number: B16-2286
RMSNED FOR CODE CO"riPLWICE
,7 09 2016
BUREAU' WINHWH AMERICA, INC.
44�'/KNEDYeG�
it C7 88
EXP. 01t
rT CrvilL
Structural Plan Check Comments �TFOFCA1a%� II�ly I I�
1) See added note 9E on sheet SN.
2) See revised Cover sheet by others.
3) See revised note 6.1C on sheet SN.
4) By others.
5) See revised Foundation Plan Structural Note'14 on sheet 2.
6) See revised cantilevered second floor joist spec on sheet 2.
7) The snow load tributary width has been divided into high roof snow load and
covered deck roof snow load for a total tributary width of 16' which matches the
plan conditions. No changes required.
8) Calc B5 loads are conservative for simplicity. The point load on B6 accounts for
the (2) triangles of wall dead load tributary to the ridge beam at the transition
from the 10:12 roof to the 2.75:12 roof. The tributary dead, snow, wind, and
roof live loads make up the remainder of the load on B6. Additionally, the snow
load has not been reduced for slope at the 10:12 roof. Design is conservative,
No changes required.
9) See added beam callout on sheet 3,
10) See attached revised calcs and updated ceiling joist specs on sheet 3.
11) See added king stud callout at garage overhead door.
12) Middle Column at Ridge has been upsized to 6x8 on plan. It is called out at first
floor (near refrigerator), at second floor (at Loft), at roof, and shown on
foundation plan at F4 footing.
13) See added knee brace callouts at covered deck at Master Bed. on sheet 1.
14) See revised deck joist hanger callout on sheet 2.
15) See revised H clip callouts at sheet 3 (revised to H215T).
16) Reference to detail 28/3 has been omitted. .
17) See revised detail 12/SDS.
18) Detail 2/SD3 references "FJ per plan or block at 24 o, c. at parallel FJ condition".
No changes required.
19) See revised ring shank size spec at plywood shown at,Upper Level Floor Framing
Plan on sheet 2. '
20) Top plates at balloon frame wall terminate at each side of ridge beam. See
added LSTA30 ridge strap called out on sheet 3.
21) See attached revised retaining wall calcs using 100 pcf lateral bearing pressure
and 130 psf cohesion (shown as'"Add'I Hor. Load 2" in talcs).
BUTTE COUNTY
BUILDING DIVISION
ik 4 APPROVE
22) Stem wall heights in detail 4/SD3 are measured from the bottom of the footing,
while stem wall heights in calcs are measured from the top of the footing. The
dimensions are the same therefore no changes required.
23) See attached worst case footing calcs verifying adequacy of design.
24) See revised note 2H on sheet SN.
25) See attached revised calc page 21, matching detail 1/SD3.
26) See revised concrete slab spec at garage on sheet 2.
Please contact Ryland Burdette at (530) 592-4407x:102, or r_yland@summitchico.com
with any questions about the responses above.
COMPANY PROJECT
WoodWorks
Summit Structural Design
� Nov. 8, 2016 1631
ry
B13
Design Check Calculation Sheet
WoodWorks Sizer 10.1
Loads:
Load
Type
Discribut.ion
Fat-
Location Iftl
Viayni.tude
Ur: 1.t
n Va.1uc
Load'_
Dead
Fu.1L Arora
tern
$tat't End
Start End
eendiny!4J
Load2
woof Const r.
Full Area
Bearing:
.00
i0.00.
psf
psf
Self - Wei ht
Dead
Full UDL
1.40 - L/240
Min red'd
L.9
o.lf
-.nii
Maximum Reactions (lbs):
_ 28,-2„ — 1
0'
Ur. fact ored:
Anal sis Value
Desi
Dead
252
n Va.1uc
Roof hive
282
V 532
Factored:
r. = 0.30
eendiny!4J
Total
533
M/Mr m 0.61
Bearing:
1.00 -° L/335
Length
1.00•
1.12 - L/299
1.40 - L/240
Min red'd
1.00•
Total Defl'n
-.nii
'Minimum bearing
length
seltina used r' rtv anri �,�,,,,�n�
1.00`
I -Joist, APA PRI, PRI -50, 1-3/4"x11-7/8"
Supports: All - Timber -soft Beam, D.Fir-L N0.2
Roof joist spaced air2 _ Total length: 28'-2.0":
Analysis vs. Allowable Stress (psi) and Deflection (in) using nin.q gni,) .
Cril:rrrion
Anal sis Value
Desi
S >ar
n Va.1uc
Anal sis/Desi<n
V 532
Vr 7'775
r. = 0.30
eendiny!4J
M • 3734
Mr _ 6.144
M/Mr m 0.61
Dead Dcfl'n
1.00 -° L/335
Live Defl'r•
1.12 - L/299
1.40 - L/240
0.80
Total Defl'n
1.63 •• L/207
1.87 _ L/180
0,87
Additional Data:
FACTORS: F/E CE) CM Ct CL CF CLU Cr Cfrt CiCn I.CII
Vr
tr 4915 1.25 1.00' - -
1.00 1.00 - - 2
[ 3i6.(million - - - - - 1.00 2
CRITICAL LOAD COMBINATIONS:
9iiear LC @:? = D•+Lr, v - 532 1'os
3e.ridinq',r); ;,(. 9^ o J:Lr, 3'i 34 lbs - ft
0(2 ecclon: LC 42 u 1)4- Lr ('Lvel
1^
112 D+Lr ( tot a1.1
ad L -.live S-.sno,v t9Ra:ind 1=im act 1 rnroof live Lc=
P concentrated E=e'arthyuaV.e
Al! LC's are listed In the Analysis output
Soar: conio.inai ions: ASCF 7-10 / TBC 2012
UL
CALCATIONS:
Oeflectiou: ET 267e06 1b -4n2 K= 1.39eO6 lbs
"Live" deflection Uefl.ection from all r:ori-dean ?pads (live, wind, snow...I
Total Deflectlor: 0.50(Dead Load peiiectlon) + L,.i.vc. Loacf Deflection.
Design Notes:
I. 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. WoodWorks Sizer provides preliminary estimates for I -joist design. Each wood I -joist producer develops its own proprietary design values. Please contact the
manufacturer for a custom I -joist version of Sizer or other 1 -joist design software.
4. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. .
COMPANY PROJECT
Summit Structural Design
WoodWorks
0 Nov. 8, 2016 16:31
a,nn•txrFoll woonor.vr,.v
814
Design Check Calculation Sheet
WoodWorks Sizer 10.1
I Loads
Load
Type
Distribution
Pat-
Location Iftl
Magn.i.LudeUnit
V
8
Roof Live
463
tern
Start fnd
Start. End
3855
Loadl
Dead
Full Area
670
0.49
8.00
PSE
Load2
Roof constr:
Full Area
I
Lenoch
1.00"
20,00
i
psf
Self -t.'ei ht
Dea
Full UDL
;.%U'
'Minimum bearino
1.9
rlf
23'-2"
Un factored:
Anal sg Value
Uesi.<n
�V ---
Dead
'207
V
8
Roof Live
463
-
C'!
act o:•ed
3855
Mr �•
61.44
atad
670
0.49
L/56'%
searing:
6"%U
Lenoch
1.00"
1.15 =
L/240
Min re 'd
1.00`'
1.34 =
;.%U'
'Minimum bearino
lenoth
settino used, r' fnr Pnri stinn—te _1
fid''
Wolst, APA PRI, PRI -50, 1-3/4"x11-7/8"
Supports: All - Timber -soft Beam, D.Fir-L No.2
Roof joist spaced at 24" cfc; Total length: 23'-2.0'
Analysis vs. Allowable Stress (Ds!) and DeflPrtinn tint —
Criterion
Anal sg Value
Uesi.<n
Value
Anal Sig /Design
Shear
V
8
Vr
17-15
'Ile w 0.38
)'=::ding ('�;
?i
3855
Mr �•
61.44
M/Mr. = 0.63
ead Defl'n
0.49
L/56'%
Live Defi.'ri
'rota;
'1.09
L/253
1.15 =
L/240
0.95
Def1'n
1.34 =
L/207
1.54
!.,/:IBD
4.87
Additional Data: `—
cACTOnS: F/i; CD CM CL CL Cr Cfu tr Cfrt Ci C11 L0
Vr. i4Z0 1 Vii% - - - -- - - ..OU
Hr, 4915 -
El 316.4 mi.lIion ) oU -
CRITICAL LOAD COMBINATIONS:
Shea:: LC 42 - U%L.r, V 668 lbs
Bend !.noi .l: LC tit = D, Lr, M = 3855 .lbs - ft
Defi:ection: LC 02 - D+L,r i.liae)
LC fit = D+Lr (t.oia.L)
D=dead 1.=1ive S -Snow W -w nd .r=irn acc. Lr -roof live P Lc-concerr.ratea E-ca,rtitqua e
1.11 LC's are Listed .in the Ana"Sysis output. - •
Load cot t:inat.ions: ASCI: 7-10 / Ir3C -012
CALCULATIONS:
Defleccion: 131 -, 287eO6 1.b-in2 Kw- 1.39eu6 lbs
"Live" deflection Deflection front all non -dead .toads Clive, wind,
io 1. Deflection 0.50(Dead Load Deflection) + Liv.c Load Deflection.
Design Notes:
I. 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. WoodWorks Sizer provides preliminary estimates for I -joist design. Each wood I•joist producer develops its own proprietary design values. Please contact the
manufacturer for a custom I -joist version of Sizer or other I -joist design software.
4. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance.
��E.Spti��� 1� lbr�ntiti1 L j
Summit Structural Design
Restrained Retaining Wall Design
Project: Potts
Comments 4 Retaining Walt
Date: X11 /8/2016
Input WisLth
Unit
Wall 6.0 in
11;
Footing 2.50 ft
Weight
Key 0.0 in
ybar
tieigbtLD&pS.h
L -0 -a -d
Vertical Load at top of wall (k)
0.50
Moment at top of wall (k -ft)
0.0
Add'I Hor. Load 1 (k)
-0.350
Add'I Hor. Load 2 (k)
-0.325
Add'I Hor. Load 3 (k)
0.0
Add'I Hor. Load 4 (k)
0.0
Add] Hor. Load 5 (k) J
0.0
Uniform Surcharge (psf)
40.0
Active Soil -Eq. Fluid Wt. (pcf)
60
Passive Soil - Eq. Fluid (pcf)
100
Passive Soil - Uniform (psf)
0.0
Sliding Friction Coeff,
0.30
VUt17Ut
Overturning Safety Factor
W
Unit
Sliding Safety Factor
11;
Toe Soil Bearing
Weight
xbar
ybar
tieigbtLD&pS.h
(pc_>f.)
Lt
ft
4.0 It
150
2.00
2.00
12.0 in
150
1.25
-0.50
0.0 . in
0
0.00
-1.00
H_._eight
xtza..r
yha.r
2.00
4.00
2.00
4.00
4.00 ft
-
4.00
-1.00 ft
-
-1.00
0.0 ft
0.00
0.0 ft
-
0.00
0.0 ft
0.00
4.0 It
--
2.00
4.0 ft
Wt:
.110
pcf
1.25 ft
0.0 ft
Overturning Safety Factor
W
2:35 .
Sliding Safety Factor
11;
Toe Soil Bearing
0:8:8 ksf
Heel Soil Bearing
0 68'ksf
Soil Pressure Len th
..-
2:50 ft
all 'Mom. @ Base of Wall 0;;15. kip ft
Toe Moment 0:02 kip - ft
Heel Moment 0 9a). kin ft
(Positive = Right hand Rule)
Overturning Moment:73 k -ft
Righting Moment 4;06. k ft
Sliding Force91;0 #
Resisting Force 1
512 #
-s
4
LSur
--> H abv
TOF_ TOF
X'Y= 0
1/l =:
Summit Structural Design
Restrained Retaining Wall Design
Project: Potts
Comments: 3' Retaining Wall
Date: 11/8/2016
Input yi/�
Wall 6..0.�--------in-
Unit
Footing 1.75 ft
Key 0..0 in
Weight
xbar
ybar
Vertical Load at top of wall (k)
0.50
Moment at top of wall (k -ft)
0.0
Add'1 Hor. Load 1 (k)
-0.240
Add'1 Hor. Load 2 (k)
-0.228
Add'I Hor. Load 3 (k)
0.0
Add'I Hor. Load 4 (k)
0.0
Add'I Hor. Load 5 (k)
0.0
Uniform Surcharge (psf)
40.0
Active Soil -Eq, Fluid Wt, (pcf)
60
Passive Soil - Eq, Fluid (pcf)
p�
Passive Soil - Uniform (psf)
0.0
Sliding Friction Coeff.
0.30
VUL ui
Unit
Overturning Safety Factor
Sliding Safety Factor
Weight
xbar
ybar
H.e_i.gbt l e.pttt
(.PCC).
ft
.f..t
3,0 ft
150
1,25
1.50
12.0 in
150
0.88
-0.50
0.0 in
0
0.00
-1.00
Hei-01
x.bar
Oa.r.
1.25
3,00
1.25
3.00
3.00 ft
--
3.00
-1.00 ft
--
-1.00
0,0 ft
-
0.00
0.0 ft
--
0.00
0.0 ft
0.00
3.0 ft
-
1.50
3.0 It
INt:
110
pcf
1.00 ft
0.0 ft
VUL ui
Overturning Safety Factor
Sliding Safety Factor
j7;7
Toe Soil Bearing
0.74 ksf
Heel Soil Bearing
0:. 6 ksf
Soil Pressure Length
1,75 ft
WallMom. r7a Base of Wall -0.06 kip - ft
Toe Moment 0.02 kip - ft
Heel Moment 0.24 kip - ft
(Positive = Right hand Rule)
Overturning Moment 0:94 k -ft
Righting Moment 2.10 k -ft
Sliding Force 600 #
Resisting Force 1063 #
rll -
-
LSur
-> H abv
�> TOF TOF
x,y/=0
1ll-.�
Summit Structural Design
Restrained Retaining Wall Design
Project: Potts
Comments:2' Retaining Wall
Date: 11/812016
Input-Wj-dl.h
2,42
Wall 6.0 in
xbar
Footing 1.00 ft
L_ei9hJtl_epth
Key 0.0 in,
ft
ft
Load.
Vertical Load at top of wall (k)
0.50
Moment at top of wall (k -ft)
0.0
Add'1 Hor. Load 1 (k)
-0.125
Add'I Hor. Load 2 (k)
-0.130
Add'1 Hor. Load 3 (k)
0.0
Add'1 Hor, Load 4 (k),
0.0
'Add'I Hor, Load 5 (k)
0.0
Uniform Surcharge (psf)
40.0
Active Soil -Eq. Fluid Wt. (pcf)
60
Passive Soil - Eq. Fluid (pcf)
100
Passive Soil - Uniform (psf)
0.0
Sliding Friction Coeff.
0.30
LE "1 01ft
Unit
.
2,42
Weight
xbar
ybar
L_ei9hJtl_epth
(pct)
ft
ft
' 2.0
ft
150
0,50
1.00
8.0
in
150
0,50
-0.33
0.0
in
0
0.00
` -0.67
He.i.g.ht
x.bax
y.bar.
0.50
2.00
0.50
2.00
2.00
ft
2.00
-0.67
it
-
-0.67
0.0
ft
--
0.00
0:0
ft
-
0,00
0.0
ft
--
0.00
2,0
It
--
1.00
2.0
ft
INt:
110
pcf
0,50
ft
0.0
ft
Overturning Safety Factor
2,42
Sliding Safety Factor
1.92
Toe Soil Bearing
.0.4.6 ksf
Heel Soil Bearing
1.15 ksf
Soil Pressure Length
1.00 ft
IIA......__I_ _
Wall Mom, @ Base of Wall 0.00 kip - ft
Toe Moment 0.01 kip - ft
Heel Moment 0..01 kip - ft
(Positive = Right hand Rule)
Overturning Moment
Righting Moment
Sliding Force
Resisting Force
0.$2 k -ft
0:78. k -ft
293• #
565 #
u
LSur
-� H abv
TOF T01=
111= 111 a
- ur=
F2.5
r
61
-----------
24-(78 CRAWL
ACCESS
—
24;(78" CRAWL
ACCESS
------------ ---
.n
----------
NOT 1D
SD3
__ ----
wRH KETAL VARE MESH OR .
NOM COMBUSRBLE MATERIALS
WITH NDT. OF I 16' AND StCALL
Nor EXCEED 1 8' OPEHD7C5
I
c I
4 I
1
I
I
P.T. OF.#2
XXSTS
>" O.C. TYP.
I
1
FI.S
( 4
VERIFY GTf07b PLUMBING O
4
LOO SME EJF2
Ic
I
I L J
/7
II
-----------------------------
I 1
I I
1 S M. I
4
1 so3 1
I I
I 1
' / L>I
;tt`(��/ 4' CONC, SLAB
6X6 70/10 W.WL.
I 2" SAND fi NIL V.B. 1
F25 4' GRAVEL FILL F7.5
I I
I o I
I y I
I I
I I
I VARIES. I
1 � S) AS RE`'D. 6' STEWWALL
I MAX. RISE. n' 1
1 I
1------------------
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1
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4
1 sD
I
I
I
1
I
I F2 OI
I 15' FFc.
I
r
I
I
I
4
T1P. SD4
I
0 (
6
1 r 1 S03
L-
1F4
----------- ------- ------
I
B I
,z" Fra I
6' STD/WALL
I
1
I
• _ I
1
ATYP.
4
_
I
1
13/4" LVL TMT
RIM JO LM FOR LEDGER ATTACK
I
I I I
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L J I I
I I I
I
i
594 I I I
I
I
I
I
1
1
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r I I
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1 22' SOX 12" DEEP
CONC. PAD W 10' I
'
I PIER, TYP. c
I
sD3
i t2' FYC.
1 I 1
I
' IYP.
12
503
A
4
I
------------------ L
5X SLOPE FOR A OISrMCE OF 10'
FRtON FOUNDATION WNL IF PHYSICAL
OBSTRUCDONs OR LAT LINES PROH18rr
THE 10' DMANCE, A 2-55 RAPE
41ALL BE PROVIDED TO AN APPROVED
ALTERNATIVE METHOD OF ONERDNC
THE WATER AWAY FROM FOI!ETIOIM
s---
D
4
6' STUMALL
I
I I JOISTS O 16� 10 C�TYP.
I
IDECK TIE -BACK 1
2X12 P.. 2 LEDGER
LU5212Z
I
S P I
I TYP. f l
3
S03 L J
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— — I
—
1
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I I
I
i
I I
12X12
I 10
1
I
J
=
I
1
P.T.
166 S
./2
.
F2 L
I sXt2 P.T. DF.02—
I
L'------
2X12 P.T. DF.421
----�
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ti
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7
PROJECT;!
• 'r '_ ,;"��:' SUMMIT STRUCTURAL DESIGN PAGE.
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Design Check Calculation Sheet
Loads: Woodwork$ SIZer 10.1
L -d
Tp
-61 . —tb
0
WoodWorks
NOPTUAfif PnR JVI)on nf.211r;.k.
I.... I. or,
COMPANY
SUIrlinil Stwelural Dosign
NOV, 9, 2016 13:08
PROJI3CT
IT YPICAI FIrSl Floor Hoanor
Design Check Calculation Sheet
Loads: Woodwork$ SIZer 10.1
Maximum Reactions (lbs) and Bearing Lengths (in)
4'-4.5'
L -d
Tp
-61 . —tb
77
I.... I. or,
-7-
D' -d iIC4
Sat t End
I L541
W
i :Ad623
z
Yn!nc
7.54
71.4
BOSS
7
IAs
1:0:.!'
Point
3.5r
b r.
Timbor-soft, D.FIr-L, No.2, 6X12 (5.1/2"W-1/4")
Roof const r.
Point
Total 10119111: 4'-4,5-'.
2.0020
'd
",
vs. Allowable Stress (psi) and Deflection (111) Ifsing Nos 2012:
3ejf-SU'nt
D -d
bend1
I A—
U
fb1Fh' 3.89
10.00(12.101'
p ni
L
'I'haa<t.ret
—
.73-713,; MY f,,d,
h (_rt
—UL
Additional Data:
FA." Tons: CN: Cl C F C
Maximum Reactions (lbs) and Bearing Lengths (in)
4'-4.5'
....... ... ...
...........
- - - - ------------- -
D' -d iIC4
I L541
W
U V'- 1650
3014
1:0:.!'
.00.
'WrnlrnUal bearing lefigth Selling used: 1' or end
Timbor-soft, D.FIr-L, No.2, 6X12 (5.1/2"W-1/4")
SUPPOAS: All - Timber-soll Benrn, D.Fil-L N0.2
Total 10119111: 4'-4,5-'.
op- at supponS, bollom= at supports;
Analysis
vs. Allowable Stress (psi) and Deflection (111) Ifsing Nos 2012:
?n. V` 11J�� Ana
F;
Fb
fb1Fh' 3.89
L/160
L
'I'haa<t.ret
or Pont M,
Additional Data:
FA." Tons: CN: Cl C F C
IV C t C: Cr we
F6'•
:,Oc. 1.00 !.CO
7 Wj ,
F' 0 i .130 1. CIO
1 1.00 I. 00
1.00 1,00
0
1.00 J. 90 4
CRITICAL LOAD COMBINATIONS:
LC 84 13-S, V do.19.. = 7360 ILs
LC •a -
LC 94 D,S
LC C<
I'd '-"P'C'
A:1 I.C.' A-ig-
'o-put
I.-- AS C
.2
CALCULATIONS:
f taction:
on nond-d I -d.
!-504D-1
L-11
Design Notes:
I Wood Works analysts and design arc in accOrdwice M'ill (he ICC Inte'n0tiO 181 B.Ilding CgOe (IBC 2012). the Nahanni Dosion Sp
2. Plea$c verily III.Ii lite "a"" Ihnits ecilicalion
clalloctirn aro aPPrOPn0your for u r application(NOS 2012). and NOS DeSlon Supplement..
CnlOcrs shot be laterally supponoo according to the provisions Of NOS Clawso 4.4.1.
age,% s
PRdJECT:
t IGx`c � e SUMMIT STRUCTURAL DE&GN PAGE:
ENGINEER:
WWW,Summitchico.com DATE:
DESIGN Of �� 1�=L
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Summit Structural Design
Project: Potts Residence
Engineer: RKB
Design of: Foundations
Allowable Soil Bearing:
1500 psf
Concrete Compressive Strength:
2500 psi
Concrete Stem Wall (Non -Retaining):
F1.5
6" wide with (1) #4 continuous
at top and bottom of wall and #4 at 18" o.c.
full height. Provide #4 at 24" o.c. vertical developed by hook into footing, U.N.O.
Continuous footings:�-
Width (in) Thick. (in) Cap (plf)
Reinforcing
12 12 1500
(2) #4 cont.
15 12 1875
(2) #4 cont.
18 12 2250
(3) #4 cont.
24 12 3000
(3) #4 cont.
30 12 3750
(4) #4 cont.
Spread Footings:
(4) #4
13.5
Reinforcing Cap.
Label Size Thick. (in)
Each Way Kips
F1
1'-0" Sq.
12
(1) #4
1.5
F1.5
1'-611 Sq
12
(2) #4
3.375
F2
2'-01I Sq.
12
(3) #4
6
F2.5
2'-6" Sq.
12
(4) #4
9.375
F3
3'-0" Sq.
12
(4) #4
13.5
F3.5
3'-6" Sq.
12
(5) #4
18.375
F4
4'-0" Sq.
12
(5) #4
24
F4.5
4.'-6" Sq.
12
(6) #4
30.375
F5
5'-0" Sq.
12
(7) #4
37.5
F5.5
V 5'-6" Sq.
12
(5) #5
45.375
F6
6'-0" Sq.
18
(8) #5
54
F6.5
6'-6" Sq.
18
(9) #5
63.375
Note: Bottom of each footing shall be at least 12"
below finished
grade or as local
per requirements.
PERMIT
,t,En FOR CODE CO"I PUANCE
f'EVeL'
0? 2016
383 Rio Lindo Ave, Chico, CA 95926 BUREAU VERITAS NORTH A (ERICA,INC.
p. (530) 592-4407 www.summitchico.corn
Structuiral C:alcula-flo ris For-.
Client: p
Lori Potts
Project: OCT 17 2016
Potts Residence
BUREAU
VER(
• Address:
N.A.
1 AS
Tipsoo Peak Road, Berry Creek, CA
,�1NEDY'&' BUTTE
90� COUNTY
C 88 A OCT 13 2016
DEVELOPMENT
BUTTE COUNTY DEVELOPMENT SERVICES s+CIVIL " �Q' { SERVICES
REVIEWED FOR q�OFCAI.�F���
CODE COMPLIANCE
DATE'-=
Note: Surrin'rit Structural Design (SSG) is not responsible for on-site inspection to
assure compliance with the standards, sizes, materials, or workmanship specified herein.
SSD is not responsible for any structural element or system not specifically noted in thds,
set of s1_1ecifications/calculations unless authorized. in writing by SSD. Work man shiip shall
be of the hi ghest quality and in all cases shall follow accepted construction practice, the
latest editioh of the California Building Code, and local building department standards.
0 sa._I.mY.lblwl¢p.®Yi.mov�.e®ie
• , , ..0®molWVlw.me.r•nr wma.aOmmrWul.m..o._o_m.
Summit !structural Design _ _ PROJECT: Potts ResidenCE!
STRUCTURAL NOTES
1. GENERAL
A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES,
B) THE EN(IINEE:R (SUMMIT STRUCTURAL DESIGN) IS RESPONSIBLE FOR THE STRUCTURAL ITEMS INTHE HE PLANS ONLY.
THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN FULL AGRF-ENIENT WITI-ITHE LATEST,
BUILDING DEPARTMENT APPROVED, STRUCTURAL DRAWINGS. SHOULD ANY CHANGES BE MADE FROM THE 01 -SIGN
AS SPE (JFIE D IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER,THEN THE
ENGINEER `vVILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF TIRE: STRUCTURE.
C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED
OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD
OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECTTHE PUBLIC, CONSTRUCTION
WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING,
BRACING, SCAFFOLDING, ETC.
D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS,
THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE
DESIGN DOCUMENTS.
E) ANY CC,NDi TIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIE'S
MUST ESE: BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR 1'0
THE REVIEW OF THE ENGINEER.
F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THI: RESPONSIBILITY OF
THE CONTRACTOR OR OWNER.
2. SITE WORK / FOUNDATIONS
A) ASSUMED rAAXIMUM SOIL BEARING = 1,500 PSF PER CBC TABLE 1804.2.
B) BUILDING SITE IS ASSUMED TO 13E DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE: A
GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE: ATTENTION OF
THE EN( IM I R.
C) THESI: CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL Oil STEPPED FOOTINGS. ANY OTHER
CONDITIONS SHOULD BE BROUGHT TO THE A'ETE-NTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE.
FOUNDATIONS.
D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WAIL FOOTINGS, AND GRADE 13EAMS
SHALL BITAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE.
E) BOTTOM 01= ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL.
F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 3.0
FEET :HORIZONTAL.
G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS.
H) FILL MATERIAL SHALL BE FREE. FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES, AND SHALL 13E
COMPACTED A MINIMUM OF 90%.
I) USE 4" DIAME'T'ER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE: PIPETO DRAIN TO DAYLIGHT.
1) FOR FOOT119,3S PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING
PLACENIENT-:,' IN VIOLATION OF FIGURE: 3.808.7.1 OF THE 2013 CBC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY
FOUNDATIOI`l NOT IN STRICT CONFORNIANCE'TO SECTION 1808 OF THE 2013 CBC.
4. CONCRETE / REINFORCING
A) CONCRECTE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 3,000 PSI U.N.O. (DESIGN BASED ON 2,500 PSI).
C) ALL C• ---HENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI.
D) AGGREf)AT-c SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE: ALKALI REACTIVE AS
DETERIAINF.O BY ASTM C-227, 239, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE
MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT.
E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDIT101V OF
ACI 318.
F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING
AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH #3 BARS AT 15" O.C. EACH WAY
ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3-1/12" SLAB
WITH ##3 AT 15" E.W, ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID-DEPTI-I OF SLAB WITH SAME SUB -SI -AB
BUILDUP AT ALL OTHER AREAS.
Summit Structural Desht _ PROJECT: Potts Residence_
G) SAW -C UT'1-()P %" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16'-0" WHERE 51 -AB IS REINFORCED,
SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED.
1) REIN FORC :IN/l ENT COVER SHALL. BE AS FOLLOWS:
CONCRETE: CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3"
CONCRETE WITH SOIL OR WEATHER EXPOSURE: 15 BARS AND SMALLER: 1 A"
H6 BARS AND LARGER: 2"
CONCRETE: WITHOUT SOIL OR WEATHER EXPOSURE: %"
J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A61.5 U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS U.N.O. AND
LAP TOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.U.
IC) #S AND LARGER REBAR SHALL NOT BE RE-BENT.
L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN
POSITION 8: FORE AND DURING CONCRETE PLACEMENT,
6. FRAMING/LUAABI:u
6-1 MATERIALS:
A.) SHEATHING:
1. ROOF SHEATHING: 5/8" APA RATED 40/20 EXPOSURE 1, STRUCTURAL SHEATHING WITH FACE GRAIN
PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 8d AT 6" U.C. EDGE, 12" O.C. FIELD U.N.O. PROVIDE
1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER.
2. FLOOR SHEATHING: '/<" APA RATED 48/2.4 WITH FACE GRAIN PERPENDICULAR 70 FRAMING, STAGGER PANELS
AND NAIL WITH 10d AT 6" O.C. EDGE .10" O.0 FIELD, GLUE AND NAIL TO ALL SUPPORTS.
PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER.
3. WALL SHEATHING: SEE PIANS
4. ANY.5Fir.-P\T'HING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE.
B.) GLUE: -LAMS: GLUE -LAMS SHALL. BE 24F -V4 U,N.O. WITH A CAMBER OF R=1600' U.N.O.
GLUE -LAMS E=XPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFAC'rURER. FLASHING AND
WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CON'rRACiTOR TO PREVENT DECAY.
GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE
WITH CBC2303.1.3, AITC A190.1 AND ASTM D 3737. BEAM INSPECTION CERTIFICATES SHALL 13E SUBMITTED T'O THF.
FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH C13C 1704.2.
C.) MICF;O-LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 31.00 PSI & FV = 2813 PSI MIN., AND
SHALL 13E MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-4!31
C2.) PARALAMS: PSUS (PARALLEL STRAND LUMBER) SHALL HAVE FB = 2900 PSI & FV = 290 PSI MIN., AND SHALL BE
MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481
D.) SILL PLATES: SILL PLATES SHALL BE PRI-SSURE TREATED DOUGLAS FIR WITH 1./2" DIAME:TER ANCHOR BOLTS AND 3" X
3" X .229"'T'•IICK PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH ONE BOLT LOCATED 1'-0" MAXIMUM FROM
EACH END OF EACH PIECE. AT SHEAR WALL LOCATIONS, SILLS SHALL BE 3X MATERIAL UNO PER PLANS AND DE -.AILS.
E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A. OR
W.C.L.I.S. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O.
1. STUDS SHALL BE STUD GRADE OR BETTER.
2. All POSTS SHALL BE DF -L 41 U.N.O.
3. 2): AND 3X RAFTERS SHALL BE DF -L #2 U.N.O.
4. 2X JOISTS SHALL BE DF -L It2 U.N.O.
S. CONCEALED BEAMS SHALL BE DF -L #2
6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FREE OF HEART CENTERS (4X6 AND LARGER)
F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" 01: FOUNDATIO0 I,
NAILS SHALL BE HOT DIPPED GALVANIZED.
G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.Q. AND PROVIDE:D NEW AND
WITHOUT E.,XCESSIVE RUST, BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED.
H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG. -TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER
MANUFACTURER'S RECOMMENDATIONS WITH ALI. HOLES FILLED WITH RECOMMENDED FA5'rE.NERS
I.) ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE
CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO WOOD.
1.) MANUFACTURED "I" JOISTS: MANUFACTURED I JOISTS (SUCH AS TRUSS JOISTS) SHALL BE INSTALLE0 PER THE
MANUFACI'E JRES RECOMMENDATIONS USING A DEFLECTION LIMIT OF L/480 U.N.O.
USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER STRAND) WITH ALL "I" JOISTS. USE A DOUBLE RIM OR 1
LVI. RIM AT ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS).
M
Summit Structural OesiFrn_
— - _ PROJECT: Potts Residence
6-2 GENERAL FRAMING
A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC.TABLE 2304.9.1.
B.) LARGER MEIVIBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS; LARGER
MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION.
C.) SHRINKAGE: CARE SHALL BETAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE, WHICH COULD CAUSE SETTLEMENT OF
ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBERS. THE CONTRACTOR
SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE.
6-3 BEAM FRAMING
A.) BUILT UF' BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2); JOISTS AND 13EAMS SHALT. BE NAILED
TOGETHERWITH 16d NAILS AT 6" O.C., T&B U.N.O.
B.) DOUBLE: JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND
UNDER ALL. LOCATIONS WHERE TU13S MAY BE LOCATED.
ADEQUATE: SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENTOR FURNISHINGS WHICH MAY NOT BE
SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE,
REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC, .
C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING
GREATER THAN 10'-0"
6-4 POSTS/TRIMMERS
A.) SUPPORT: SUPPORT ALL UPPER LEVEE. POSTS AND TRIMMERS IN LOWER LEVELS WITH EQUIVALENT FRAMING AND
BLOCK OR C rHERWISE FRAME POST'S THROUGH FLOOR SYSTEMS.
B,) WHERE: POSTS WITH COLUMN CAPS OR BLARING PLATES ARE SPECIFIEO, THE LOAD IS TO BE TRANSFERRED `f0 'f; EE
FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O.
6-S WALT FRAMING
A.) DOUBLE: TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING WALL SHALL OCCUR AT
THE CENTER LINE OF SUPPORTING STUD,
TOP PLATE SPLICES OF STUD WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS I:ACH SIDE OF EACH SPLICE U:N,O.
WHERE: SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O.
B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0".
C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI QWIK-BOLT II OF
SAME OIAM''TER WITH EMBEDMENT IN CONCRETE_ AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS
AND CURRENT ICC REPORT.
D.) NOTCHED Oft CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE NOT ALLOWED. STUDS
SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE.
E.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS
WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE.
F.) SEE NOTE 6-11). FOR SILL AND ANCHOR BOLT SPECIFICATIONS
G.) WALT. FRAMING RECEIVING NAILING AT 3" O.C. OR LESS SHALL BE 3X NOMINAL UNO PER PLANS AND DETAILS.
6-6 CONNECTIONS
A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE.
B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE: BEARINCi
AGAINST WOOD.
C.) ALL BOI:ES AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE-TIGHTI"NED BEFORE CLOSING IN OR
AT COMPLETION OF JOB.
D.) LAG SCREW'. SHALL BE SCREWED, NOT DRIVEN, INTO PLACE.
E.) FASTENERS IN PRESERVATIVE OR FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED GALVANIZED.
7. STEEL
7.1 STRUCTURALSTEEL
A.) STRUCI'URAI. STEEL: ROLLED STEEL SHAPES, PLATES, AND BARS SHALL CONFORM TO ASTM A-36.
WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A-992.
B.) STRUCTURAL PUBES: STRUCTURAL TUBES SHALL CONFORM TO ASTM A-500 GRADE 13.
C.) ALL WELDING SHALL BE ELECTRIC ARC WELDING, AND SHALL BE PERFORMED ONLY BY EXPERIENCED,
QUALIFIED WELDERS.
ELECERODIcS SHALL BE E60 XX FOR METAL DECK AND E70 XX OTHERWISE, UNLESS SPECIFICALLY NOTED
Sunni -nit Structural Desil;.n__ L.
PROJECT: Potts Residence
OTHERWISE:. WELDING SHALL CONFORM TO AWS D1.1.
D.) UNSPECIFIED WELDS: WELDS NOT SPECIFIED SHALL BE CONTINUOUS FILLET WELDS. WELT) SIZE SHALT_ BE PER AISC
SPECIFICATIONS FOR THE THICKER PART OF THE JOINT.
E.) ALL STEEL. SHALL BE SHOP PAINTED, UNLESS ENCASED IN CONCRETE, GROUTED MASONRY, OR SPRAYED
FIREPROOFING, UNLESS SPECIFICALLY NOTED ON THE DRAWINGS.
F.) BOLTS AND LAG SCREWS:,BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N,O. AND PROVIDED NEW AND
WITHOUT EXCESSIVE RUST.
8-1 PREFABRICAT[D ROOF TRUSSES:
A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS FABRICATOR PER
THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DRAWINGS AND C13C 2303.4.
B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND CONNECTION
DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF CALIFORNIA, SHALL BE PROVIDE.') TO
THE ENGINEER OF RECORD PRIOR TO SUBMITTAL FOR PERMIT AND PRIOR TO TRUSS FABRICATION.
C) TRUSS DESIGN LOADS:
TOP CHORD LIVE LOAD 20 PSF REDUCIBLE (38.5 PSF SNOW)
TOP CHORD DEAD LOAD 10 PSF
BC)TTOM CHORD DEAD LOAD 8 PSF
TOTAL LOAD 38 PSF (56.5 PSF SNOW)
UPLIFT LOAD AS REQUIRED BY THF. 20].3 CBC
D) TRUSS P-RIOGING SHALL BE AS REQUIRED AND SPECIFIED BY 1 -FIE TRUSS FABRICATOR.
E) TRUSS MANUFACTURER SHALL OBTAIN ALI. NECESSARY APPROVALS FROM THE PUBLIC AGENCIES INVOLVED IN
GOVERNING CONSTRUCTION.
F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS: LIVE
LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/240
8-2 CUT AND STACKED ROOF FRAMING,
A.) CUT AND STACKED ROOF SYSTEMS SHALL BE BUILT TO THE CONVENTIONAL FRAMING REQUIREMENTS OF THE
CALIFORNIA BUILDING CODE (CDC 2308.10). PURLINS, BRACES, INTERMEDIATE SUPPORTS, AND CONNECTIONS
SHALL BE PROVIDED BY THE CONTRACTOR THAT ARE CAPABLE OF TRANSMITTING ALL GRAVITY AND WIND LOADS TO
THE FOUNDATION.
B.) IT IS THI- RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE THE CONVENTIONALLY FRAMED ROOF SYSTEM WITH
TIES AND SUPPORTS BRACING ALL ELEMENTS TO THE FOUNDATION, THE ENGINEER HAS MADE A CURSORY REVIEW
OF THE FRAMING SIZES AND SUP PORI' LOCATIONS, AND HAS PROVIDED GENERAL CONNECTION DETAILS TO COVER
THE MAJORITY OF CONDITIONS, BUT HAS NOT PROVIDED ENGINEERING DETAIL REQUIREMENTS FOR ALL
CONNECTIONS NECESSARY FOR THE ROOF TO PERFORM IN ACCORDANCE WITH THE LOADING CRITERIA. IF ANY
SPECIFIC: ELEMENT OF THE ROOF FRAMING SYSTEM IS NOT SHOWN AND DETAILED CONNECTION CRITERIA IS
REQUIRED, PLEASE CONTACT THE ENGINEER FOR ADDITIONAL INFORMATION.
9. DESIGN LOADS
A) ALL DESIGN, LOADS ARE PER CBC CHAPTER 16, DIVISIONS I, II, III, AND iV U.N.O.
B) ROOF LIVE LOAD/SNOW LOAD: 20 PSF REDUCIBLE/38.5 PSF
C) SEISMIC ZONE: D
D) WIND SPEEID: 110 MPH EXP C
E,s
SUimrnit'St:ructu�raI C)i[;n
Project: Potts Residence
Engineer: R K B
Design of Gravity Loads
Gravity Loads:
Roof Slope= 7 to 12
Roof Dead Load Ply 2.0 psf
Roofing 2.5 psf
Framing 5.5 psf
Gyp 2.2 psf
Insul 1.0 psf
Misc. 3.7 psf
Total (sloped)
16.9 psf
Total (horiz)
18.0 psf
Roof live Load
Roof Live Load
20.0 psf
f- t
t'
Wall Dead Load
Siding
11.0 psf
' (exterior)
3/8 Ply.
1.8 psf
2x Framing
1.7 psf
Gyp.
2.2 psf
Insul.
1.3 psf
_
Total
18.0 psf �V _
Wall Dead Load
2x4 Framing @ 16" o. c.
1.6 psf
(interior)
Gyp. 2 sides -_
4.4 psf
'
Total
6.0 psf __•--
Floor Dead Load
Framing @ 16" o.c.
5.5 psf
3/4" ply
2.25 psf
Gyp.
2.2 psf
Flooring
2. psf
Misc.
3 psf
---
Total —
15.0 psf
Floor Live Load
Residential
40.0 psf
`:;urnmit,'St.ructural
Design
Project: Potts Residence
Roof Area (ft')
Floor Area (ft2)
Engineer: 11I(3
WS
Roof 896
Design of: Wall Line Shear Forces due to Seismic
4265
3046
1st Floor 1870
Ropf
5797
4141
Area (W)
Weight (lbs)
Roof
896
16167
Snow
896
6899
Walls(ext)
8 110
7920
Walls(int)
8 _ 60
1.440
Total
32426
1st Floor
Area (W)
Weight (lbs)
Roof
1870
33741.
Snow
1870
14399
Floor/Deck
609
9aOS
Height (ft) Length (ft)
Weight (Ibs)
Walls(ext)
8 198
221.76
Walls(int)
8 '100
3840 _
Total
------81261
Veq(lbs)
Veq(lbs)
Roof Area (ft')
Floor Area (ft2)
Ultimate
WS
Roof 896
0
4265
3046
1st Floor 1870
609
5797
4141
7C-�7
/ +'�
�
ummil: Structural 1)&si;11
Project:: Potts Residence
Engineer: RKB
Design of: Wall Line Shear Forces due to Seismic (cont.)
Trib Area
(ft) line Shear (Ibs) Line Shear (Ibs)
Wall Line--
Roof
Floor W/S rho W/S
Roof Level
2.
448
1068 1..00 10ES8
3
448
:1.068 1.00 106.8
A
896
2135 1.00 21.35
Second Level
1
120
209 1,00 209
2
639
305 1.554 1.00 1554
3
760
305- :1766 1.00 1 � 66
4
351
612 1.00 612
A
155
275 668 1..00 0158
ll
338
589 1.00 539
c
155
334 753 1.:00 753
D
338
589 7..00 5.39
G
884
1542 1..00 1542
M �'
S
US1GS IIie.si�cgn Maps Slu�nr�ain Report
User -Specifielcl, Irl but
Building Code Reference Document 201`2/20.15 International Building Code
(VA)icra utilizes USES hazard data available in 2008;
Site Coordinates 39.630x', 121.350W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
USGS-Provided Output
Ss == 0.671 g SMS = 0.848 g Sos 0.565 g
SI = 0,256 g SMI = 0.483 g SDI' = 0.322 g
For information on how I:h�e SS and S1 values above hzve been calculated from probabilistic: (risk -targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRP" building code reference dOClltitent.
MCE11 FLe: ponse Spectrum Desitin Response Spectrum
0.90 0. GO
0.81 \` 0.54 _ . •-\
0.7" \
0.48 \
O.G3 0.42
0' 0.54 Ci 0.3G \\\
r0 0.45 rA 0.30-
0.3G0.24
.30 y
0.3G 0.24 • r
0.27 0.18-
0.12--
0.09--
.18 0.120.09 O.OG -
0.00 +- -t 1-I 1 I 0.00
0.00 0.20 0.40 O.i;c 0.20 1.00 1.20 1.40 1.GO 1.80 2.00 0.00 0.20 0.40 0.60 O.SO 1.00 1.20 1.40 1.r,0 1,30 1.00
(Period, T (sec) Period, T (sec)
.-------.-._.._-- ......... .-_._...._._....__..__....._......_-....-.w-___._........w_.
Although this informati:)n is it product of the tJ.`i. <iie.ologicai Survey, we provide. no warranty, expro sst cj cir implied, as eo the
aczuracy'of the clata cwMain<:d thorein. This tool is not a substitute: for technical .subject -matte !u'rotai, doe
Level Story Ht. (ft) hi (fit) wi (kips) (wi*hi)`(kip-ft) CvxVeq (Kips) S VEQ (kips) Diaph. (kips)
ROOF 8 17 32 551 0.42 —� 4.3 1.1 '--s 4�--
_ 2nd 9 9 83 749 0.58 5.8 1.0
1st _ _0 0 0 0 0_00 _ 0.0 3.0.1 _
I 117. / J- 13U1
t
Summit ►tructural Design
Project: Pw s Residence
Page:. _
Engineer: RKB
Date:; _ 9;27/201_6
Design or' : SE:iSmic Load DevelopmE!nt (ASCEE7-10)
Seismic Design Category
D
Ss
0.671 Mapped 0.2 sec spectral response Occupancy
S1
0.256 Mapped 1 sec spectral response I
ai
_
Site Class D
In accordance with Ch 20. 1'L
:L6
I
SMS
0.848 Max Considered EQ
I
SM.1
0:483 Max Considered EQ
i
• SDS
0.565 Design Spectral Response (0.2 Sec)
SD:1�
0.322 Design Spectral Response (1.Q.S.ec)
System? tight Framed Shear Walls v
R
6.5 Omega 3 Cd 4 Ht Limit
65
Cs
0.09 12.8-2 Max Cs 0.30 Min Cs" 0.02 (.01. outside
of SJ)
Ct
0.02 x 0.75
Ta
0.17 Cu 1.4 Max T 0.23 No limit for drift
Use'l-
0.17 Alt Ss 0.671. Ss may be 1.5 if 5 stories and regular
V:=
0.087 *W Height to Roof (hn) = 17 ft
V=
10.1 k Vert Dist Exp. (k) 1
:I
Level Story Ht. (ft) hi (fit) wi (kips) (wi*hi)`(kip-ft) CvxVeq (Kips) S VEQ (kips) Diaph. (kips)
ROOF 8 17 32 551 0.42 —� 4.3 1.1 '--s 4�--
_ 2nd 9 9 83 749 0.58 5.8 1.0
1st _ _0 0 0 0 0_00 _ 0.0 3.0.1 _
I 117. / J- 13U1
t
1 q..
Summit Structural Design
Project: Potts Residence
Engineer: RK13
Design of: MWFRS-Envelope Procedure (ASCE 7-10, Section 28.6)
- -
Conditions: I
1. Simple Diaphragm
CASE [:i
2. Low-rise
-�
3. Enclosed
l _ `
4. Regular- Shaped __--- -
`;�
S. Not Flexible
(G:
6. Not Subject to:
a) across wind loading
b) vortex shedding
c) instability (gallop/flutter)
d) channeling effectr/
e) buffetingupwobstructions)
(upwind obsttions)
-; - --
7. Approx. Symetrical Cross
1;
Section
With flat, Gable, or Hip Roof s145.
8. Exempt From Torsional Load Cases
...� i^•
I
Indicated in Note S of Fi 28.4! 7 or
r a''
the Torsional load Cases do not
,`A I
Control the Design:
CASE
1 _
B'`k "" >;
(1) story and h5;30 ff. or
;r e;,^;)"
(2) story rrrax and light fr, iclr
(2) story max and flex. diaphrag' m
L=
G7 Long. Bldg. Dim. (ft)
2at=
10.4 ft.
T=
'S2 Transv. Bldg. Dim. (ft)
2ai•=
'10.4 ft.
V=
1.10 Basic Wind Speed (1.10 or 115 mph)
i
LCF=
0.60 Load Combination Factor ,
�=
1:.21 Adjustment Factor
r
I<Zt=
1.00 Topographic Factor _
_
Adjustment Factor for Bldg Height end
h=
1:0 Mean Roof Height fft)
Exposure, �\
0=
; 30 Closest Roof Angle Mean Roof
- ExpUsure I -
_.___._. (50,10°,15°,20°,25°,or 30°)
Ht, (ft)-
_
13 C I:)-�
MWF•R; Wind Loads (psf), ps=LCF*N*Kzt*ps30
_
15
:1..0_0_
-
1.21
_
1+47
Location
ps, 0=0 ps, 0=30 Min. Net Ovhg.
"'-
20
1.00
1.2.9
1!�5
A-110
13.9 15.7 9.6
2-
1.60
1.35
11!61
B 110
_ 10.7 4.8
� '-
30
_
1.00
1.40
1!6Ei
C-110
9.2 1.2.5 9.6
35
_ I..US_
_
1:.45
-
117_0_
D_-110
_ �_= 8.6_ 4.840_
1.09
1.49
1!'1�l
E-110
-T -15.8 6.0<� -5.5
45 -
--_1.1.2
1..53
-1;'78
F-110
_ ••!:1.5 -9 5 <�
50
1,16
1.56 _.
-•1131
G-110
_x_11.6 5.2 �� -6.3
55-
_
--_ 1.19
1.59
H-110
_ ___i,3 -8.2 ��
60
Summit Structural Design
Project: Potts Residence
Engineer: FIKB
Design of : C -1 -C -Envelope Procedure (ASCE 7-10, Section 30.5)
12) 001016 If
, 11 1
gi Q) Cf)
D
C
Nil 11 4,,
o. .0
6' x2!51 1,10, PCOF _25' < s,27"•
01 0
pt 00, 11
1.
CD
r
M
V
LL-.L20Kr .1�_Llr_w G -ABLE
C,API_E'_lRQQj:. (0<71
L= E17 Long. Bldg. Dim. (ft) a (ft) 5.2
T= 52 Fransv, Bldg. Dim. (ft)
V= 110 Basic Wind Speed (110 or 115 mph)
LCF= 0.E Load Combination Factor
1.2.1 Adjustment Factor
1. 'Topographic Factor
h= 2:0 Kilean Roof Height (ft)
RAN= 3 Roof Angle Number (1=0'-7', 2=8'-27', 3=28*-
Conditions:
1. Mean Roof Height S 60 ft.
2. Enclosed
3. Regular Shaped
4. Not Subject to:
a) across wind loading
b) vortex shedding
c) instability (9311UP/flUtter)
d) channeling effect
e) buffeting (Upwind obstructions)
S. Flat Roof or Gable Roof s 45',
or Hip Roof 5 27'
Adjustment Factor for 131dg Height
and Exposure, X
-Tvietm
Roof Ht.
(ft)
Exposure
B
C
15
1.00
1.21
1.47
20
1.00
1.29
2S
1.00
1.35
1..61.__
30
1.00
1.40
1. . 6) G
35-,--
1.05
1.4;
1. 0
40
1.09
_
1.49
_
1,74
45
1.12
1.53
1.73
50
1.:1.6
1.56
1-
55
:1.99
1.59
:�
1. 811
C+C Wind Loads (psf), p,,,,=LCF*Vl< rt Pnet30
Loc,
EWA
Zone (ft) +
Pnet
-
Ovhg.
Loc.
EWA
Zone (ft')
pnet
+
ao
10 14.4.
20 14.1
-15.8
-15.0
4 10
15.8
411
4 20
15.1
4 6 ). 4
50 13.5 -13.9
9
4 -S-5-
14.2
5
100 13.1 -13.1
4 100
13.4
_-71_11.8
10 14.11 -18.5
4 500
11.8
-.13.1
1-4.1 -11.6
---24.9
-26.0
3.0
1.5 .8
50 -16.6
5 20
1.5.1
-.19.7
2 1.00 13.1 -15.8
-24.1
50
-I.T. -2-
10 14.4 -18.5
-26.8
5
3-4
20 14.1 -17.6
-26.0
5 500
11 8
131
13.5
-16.6--
-24.9
100 13.1 -15.8
-24.1
Summit Stri�ictural Design
Project: Putts Residence
Engineer: RKB
Design oi' ; ' Wind Loads
A
B
C
D
End Zone
End Zone
Int. Zone
Int, Zone
Line
Min. Net
Wall Line
W;A.Area
~—
Roof Area
Wall Area
Roof Area
Shear (lbs)
(lbs)
Control
2
63
32
_Shear
1173
912
1173^
3
95
876
912
912
A
47
43
68
66
2614
1627
261.4
1
8
112
77
112
2
102
38
1772
1344
1.772
3
190
139
3563
2491
3563
4
53
123
8
18
2407
1.262
2407
A
88
10
1505
941
1.505
B
24
97
3.229
1162.1.229
C
140
1748
1344
1.748
D
121
1116
1162.
1162
E
23
164
59
-210
4659
2582
4659
Summit Structural Design
Project: Potts Residence
Engineer: RKEI
Design of : Lateral Force Summary.
'Hind
Seismic
Wall Line
Shwar (lbs)
Shear (lbs)
Control
2
1.173
1068
Wind
3
912
1068
Seismic
A
2614
2135
Wind
1
112
209
Seismic
2
2945
2622
Wind
3
4475
2833
Wind
4
2407
612
Wind
A
,+118
2803
Wind
B
:1.229
589
Wind
C
:1.748
753
Wind
D
:1.162
589
Wind
E
4659
1542
Wind
Summit Structural Design
Project: Potts Residence
Engineer: R1,13
Design of: ShEw Walls
Panel Thickness
j 3/8
Panel Orientation
Short Dimension Across Stuijs,
Nail Type
8d
Anchor Bold Diam.
1/2
Stud Spacing
IG in o.c.
Spec Grav Of Praming
0.5
Fnd Sill Plate Grade
DF -L
AB in 2X Sill
620 lbs
AB in 3X Sill
730 lbs
Sill Plate/Rim An,cho.1-age
Nail
Embed
Index #
Length (in) Diam. (in)
(in)
Cd
Load (lbs)
I
12d
3.25 0135
1.75
1.6
165
2
16d
3.5 0.149
2.00
1.6
1.89
3
20d
4 0.177
2.50
1.6
261
4
30d
4.5 0,192
3.00
1.6
2'72
5
1.14" SIDS
3.5 0.25
2.00
1.6
544
6
A35
1.6
695
7
A.34
1.6
515
Shear Wall
SW Plate Fastening
SW Rim Fastening (No Ply
E.N.)
Edge Nail (in) Load (lbs)
Fastener H Spacing
Fastener h
Spacing
6 260
1 7.6
inches
6
32.3.
Inches
4' 350
1 5.7
inches
6
23.8
inches
4, Note 1 380
1 5.2
inches
6
21.9
inches
3, Note 1 490
1 4.0
inches.
6
3.7.0
inches
Note 1 640
1 3.1
inches
6
1.3.0
inches
44, Note 1 760
3 4.1
inches.
6
ILO
inches
33, Note 1 980
3 .3.2
inches
6
8.5
inches
22, Note 1 1.280
3 2.4
inches
6
6.5
inches
1. Use 3X framing at adjacent
panel edges and stagger nailing
AB Spacing (ft)
2X Sill M Sill
3.811 4.49
2.83 :3.34
1.31. 3.07
1.01 :2.38
NG 1.83
NG LS4
NG 1.19
NG 0.91
1�
'
Summit Structural Design
Project:
Potts Resid:nce
Engineer:
RKB
Design of
: Shear Will Framing
-----•-
Total
-
--•----
--------.-.
Resistive
Segment
Segment
Lateral
Wall
Edge
Overall
Resistive
Aspect
Gravity
OT
OT
Righting
Net
Wall
Load
Length
Load
Nail
Length
Length
Ratio
Load
Height
Moment
Moment
M/D
Line
pbo
_ (fkl
(plf)
(in)
(ft).
- (ft)
Factor
ilb/ft)
(ft)
(ft -Ib)
(ft -Ib)
(Ib)_-_
2-w
1173
18.75
63
6"
18:75
18.75
1:00
350
8
-
9386
61523
-1468
2 -eq
1068
18.75
57
6"
18.75
18.75
1.00
350
8
3540
6.1523
-1513
3-w
917
18.75
49
6"
18.75
18.75
1.00
3S0
8
'7296
6152.3
.1580
3 -eq
1068
18.75
57
6"
1835
18.75
1.00
350 r
8
3540
61523
-1513
A -w
2614
17.00
154
6"
29.00
17.00
1.00
150
8
20909
63075
•584
A -eq
2135
17.00
17.6
6"
29.00
17.00
1.00
ISO,
8
17080
63075
-716
1-w
:112 a
1 -eq
204
2-w
2945
19.08
154
6"
3.50
3.50
1:00
200
8
1327.
127.5
1025
2 -eq
2622
:19.08
137
6"
3.50
3.50
0.88200
9
:3847
1225
889
3-w
4475
25.17
178
6"
11.00
11.00
1.00
200.
8
1.5647
12.100
762.
3 -eq
283:3
25.17
113
6"
11.00
11.00
1.00
200
8
9907
.1.21.00
2,11
4-w
2407
10.00
241
6"
10.00
10.00
1.00
200
10
240G8
10000
1807
4 -eq
612
10.00
61
6"
10.00
10.00
1.00
200
10
612.1
10000
12
A -w
4113
19.00
217
6"
24.00
19.00
1.00
150
3
32948
432.00
2.93
A -eq
280:3
19.00
148
6"
7.4.00
19.00
1.00
ISO
8
2242.1
43200
-146
B -w
127.9
10.00
17.3
6"
10.00
10.00
.1 .00
250
10
12289
12500
479
B -eq
589
10.00
59
6"
10.00
10.00
1.00.
250
10
5894
17.500
•161.
- C -w
1748
9.75
179
6"
9.75
9.75
1.00
150
8
1.3986
7130
996
- C -eq
753
9.75,
77
6"
9.75
9.75
1.00
150
3
607.3
7130
1.79 '
D -w
1162
8.00
145
6"
4.00
4,00
1.00
2S0
10
5808
2000
1.157.
D -eq
589
8.00
74
6"
4.00 •
4.00
0.80
250
10
2947
2000
437
E -w
4659
17.50
266
4•"
11.00
11.00
1.00
150
13.5
39532
9075
3099
E -eq
1542 .,
17.50
r
88
6"
11.00
11.00
1.00
ISO
13.S
}
13081
9075
694
`summit Structural (Design
Project: Polls Residence
Engineer: RKB
Design of: Force Transfer Around Opening in Shear Wall
Location: Wall Line E - 1st level
Wall Shear 1730 tt
Wall Dead Load 150 plf
Wall length 8.5 ft OT Force 2366 h
Wall Height 13.5 ft _
Window length 2 ft�ED
8 C.
Window Height 3 h _ E
Window X dim 3 ft F_ G H
Window Y dim 3.00 ft
Element Dimensions
tiement
I}Wtt.
H jftj
V horiz Urlf P horiz (P
V vert (pifj
P vert(g)
_
A
37
50
204
611
t 175
1314
B 2
_.._._ ...._.__.
...... 750
204
407
225
1690
C
3:5
7.50
204 1
712
_..._
175
1314:
D
3 I
.__
- 3 00
_ t66
799
175
526
E
3 ` I
3 00
X66
932
175
-
526
F
3.-........i............
3::44.........:
204
611
175...
526 ..
G
2�.. ............3.00
.....
;...........204.
_..._ ..
;
.
225
.............. .
676 ........I
H {-_-3.5
3.00
......407
204
712
17.5
526
rnax
aoo pn
Z15 pir
Static, Tie Forces
Tie force into D
188 4
Upper Left
Tie force into E
219 it
Upper Right
Tie force From
188 4
Lower Left
Tie force from 11
21.9 u
Lower Right
Element Equilibrium
'Tie force at top of window into D
208 h
Upper Left
Tie force at top of window into E
243 11
Upper Right
Tie force at bott of window into F
312 g
Lower Left
Tie force at top of window into li
.364 It
Lower Right
Max 3,64 N
Summit Structural Design
Project: Potts Residence
Engineer: RKB
DE;sign of: -45 Degree Knee Brace_ Loads (2012 NDS) A%' -:>D
Guardrail Post:
Base S:he@rlElr,ace= 453 Ibs. Max ASD Base Shear Load
h::- 8 ft. Dim. from Base to Center of Top Connection (0)
d::= 2.75 ft. Dim. from Center of Top Connection (0) to Center of Brace at Post
Loads:
Horiz. Load at Orace=
Horiz. Loud a -t 0=
Brace Load=
Vert. Load at Brace=
Vert. Load at E'ost=
1318 Ibs. Sum of Moments About Center of Top Connection=Base Shear"rid
865 Ibs. =Horiz. Load at Brace -Base Shear
1864. Ibs. =Horiz. Load at Brace`v(2)
1318 Ibs.
1318 Ibs. O
ace Connection:
16d Allow. Shear= 101 Ibs.
Cd= 1.6
No. of 16d IRe�q'd= 11.5
I
Sur nrnitStructural D►e igri
Project. Potts Residence
EngineE.r: RK -13
Design Of : Lateral Drags
Wall
Line
Lateral
Load
(lbs)
overall
Length
(ft)
Shear per
Foot
(plf)
Length to
be dragged
(ft)
Drag
Load
(lbs)
Drag
I.ype.
if applicable
2-w
1173
26.00
45.1
8.00
361
A
2 -eq
1093
26.00
42.1
8.00
336
A
3-w
912
26.00
:35.1
8.00
281
A
3 -eq
1093
26.00
42.1
8.00
336
A
A -w
2614
29.00
90.1'.
2.00
180
A
A -eq
2187
29.00
75.4
2.00
151
A
1-W
112
18.00
Ei.2
9.00
56
A
1 -eq
2.14
18.00
11.9
9.00
107
A
2-w
1772
52.00
34.1
7.00
239
A
2-e.q
1528
52.00
29.4
7.00
206
A
3=w
.3563
52.00
E58.5
7.00
480
A
3 -eq
1740
52.00
33.5
7.00
234
A
4-w
2407
24.00
100.3
14.00
1404
A
4 -eq
627
24.00
'?6.1.
14.00
366
A
A -w
1505
29.00
51.9
5.00
259
A
A -eq
616
2.9.00
21.2.
5.00
106
A
B -w
:1229
24.00
5 1. 2
14.00
717
A
B -eq
604
24.00
2.5.2
14.00
352
A
C -w
:1748
29.00
60.3
20.00
1206
A
C -eq
771
29.00
2.6.6
20.00
532
A
D -w
:1162
24.00
48.4
8.00
387
A
D -eq
604
24.00
25.2
8.00'
201
A
E -w
4659
29.00
160.6
9.00
1446
A
E -eq
:1579
29.00
54.4
9.00
490
A
Summit Structural Design
Project: Potts Residence
Engineer: RK13
Design of: Foundations
Allowable Soi1-13earing: 1500 psf
Concrete Compressive Strength: 2500 psi
Concrete St?m Wall (Non -Retaining):
6" wide with (1) P4 continuous at top and bottom of wall and 44 at 18" o.c.
full height. Provide #4 at 18" o.r_. vertical developed by hook into footing, I,I.N,O.
Continuous footings:
Size
Thick. (in)
Width (in)
Thiele. (in)
Cap (plf)
Reinforcing
12
12
1500
(2) #4 cont.
15
12
1875
(2) #4 cont.
18
12
2250
(3) #4 cont:
24
12
3000
(3) t1:4 cont.
30
12
3750
(4) #4 cont.
Spread Fcotirq;s:
Label ^___
Size
Thick. (in)
Reinforcing
Each Way
Cap.
Kips
F1
:I:'-0" Sq.
12
(1) #4
1.5
F1.5
:I'-6" Sq.
12
(2) #4
3.375
F2
2'-0" Sq.
12
(3) #4
6
F2.5
2'-6" Sq.
12
(4) 44
9.375
F3
3'-0" Sq.
12
(4) #4
13.5
F3.5
:i.'-6" Sq.
12
(5.) #4
18.375
F4
4;'-0" Sq.
12
(5) 44
24
F4.5
4`-6" Sq.
12
(6) #4
30.375
F5
!a:'-0" Sq.
12
(7) #4
37.5
F5.5
5''-6" Sq.
12
(5) #5
45.375
F6
('-0" Sq.
18
(8) #5
54
F6.5
6'-6" Sq.
18
(9) #5
63.375
Note: Bottom of each footing shall be at least 12" below finished grade or as per local requirements.
Summit Structural! Design
Restrained Retaining Wall Design
.Project: .'Po'tts •
Comments: 4' Retaining Wall
Cate: 9/21 /2016
uuui _
Overturning Safety Factor
Sliding Safety Factor 1.;5g
Toe Soil Elearino 0.69 ksf
Heel Soil 130aring 0„t3:6 ksf
Soil Pressure Lenqth :.ft
ivi��rnents : _
Wall Mom.. O Erase of Wall kip - ft
Toe Momentf
kip ft
Heel Moment_i.
r
(Positive =: Rigl r: hand Rule)
Overturning Moment
Righting Moment
Sliding Force
Resisting Force
�rC
1,73 k -ft
-4.25 k -ft
910 #
1440 .4
LSur
b H abv
TOF
l� x y -O
/ Wii
c
� � ��� �: � t 0.01' .�,.,.; � (� , • , �_ � � � �, �`� � , ��. o � �:.�M�
IA -
Unit
Weight
Weight
xbar
ybar. .
Input' WWII)
(P-0) ,
f4
ft
Wall 6.0 in
4.0 ft
150
2.00
2.00 ,
Footing 2.50 ft
12.0 in
150
1.25
-0.50
Key. 0.0 in
0.0 in
0
0.00
-1.00
Load.
H.RJOA
x_bar..
ybar
Vertical Load at top of wall (k)
0.50
2.00
4.00
Moment at top of wall (k -ft)
0.0
2.00
4.00
Add'I Hor. Load 1 (k)
-0,350
4,00 ft
--
4.00
Add'I Hor. Load 2 (k)
0.0
0.0 ft
--
0.00
Add'I Hor. Load 3 (k)
0.0
0.0 ft
--
0.00
Add'I Hor, Load 4 (k)
0.0
0.0 ft
--
0,00
Add'I Hor. Load 5 (k)
0.0
0.0 It
0.00
Uniform Surcharge (psf)
40.0
4.0 ft
2.00
Active Soil -Eq. Fluid Wt. (pcf)
60
4.0 ft
Wt:
110
pcf
Passive Soil .. E: q. Fluid (pcf)
200
1.25 ft
Passive Soil - Uniform (psf)
0.0
0,0 ft
Sliding Friction Coeff.
0.30
uuui _
Overturning Safety Factor
Sliding Safety Factor 1.;5g
Toe Soil Elearino 0.69 ksf
Heel Soil 130aring 0„t3:6 ksf
Soil Pressure Lenqth :.ft
ivi��rnents : _
Wall Mom.. O Erase of Wall kip - ft
Toe Momentf
kip ft
Heel Moment_i.
r
(Positive =: Rigl r: hand Rule)
Overturning Moment
Righting Moment
Sliding Force
Resisting Force
�rC
1,73 k -ft
-4.25 k -ft
910 #
1440 .4
LSur
b H abv
TOF
l� x y -O
/ Wii
c
� � ��� �: � t 0.01' .�,.,.; � (� , • , �_ � � � �, �`� � , ��. o � �:.�M�
IA -
Output
Overturning Safety Factor
Sliding Safety Foactor
Toe Soil Bearing 0.'48'-ksf
Heel Soil Bearing 1-.'02 ksf
Soil Pressure L.E ngth 1..,_75 It
iviomenis
Summit Structural
Design
_: _
Wall Mom @ E3 ase of Wall
-0:30 kip - ft
Restrained Retaining Wall Design
Toe Moment
0;101 kip - ft
Project: Potts ;
Heel Moment
0:24. kip - ft
(Positive = f iiglr: hand Rule)
Overturning Moment
Comments: 3' Retaining Wall
Righting Moment
- :12',23• k -ft
Sliding Force600
#
Resisting Force
Date: 9/21/2016
unit
Weight:
xbar
ybar
Input Width
heigrt/D-epth
(pc_f.).
D
fl
Wall 6.0
in
3.0 ft
150
1.25
1.50.
Footing 1.75
ft
12.0 in
150
0.88
-0.50
Key 0.0
in
0,0 in
0
0.00
-1.00
Load
kiei.ght
xb.ar
y_bar.
Vertical Load at top of wall (k)
0.50
1".25
3.00
Moment at lop of wall (k -ft)
0.0
1.25
3.00
Add'I Hor. Load. 1 '(k)
-0.240
3.00 ' ft
3.00
Add'I Hor. Load 2 (k)
0.0
0.0 . ft
0.00
Add'I Hor, Load 3 (k)
0.0
0.0 ft
0.00
Add] Hor. Load 4 (k)
0,0
0.0 ft
0.00
Add'I Hor. Load 5 (k)
0.0
0.0 ft
--
0.00
Uniform Surcharge (psf)
40.0
3.0 ft
1.50
Active Soil-Eq..Fluid Wt, (pcf)
60
3.0 ft
Wt:
110
pcf
Passive Soil - Eq. Fluid (pcf)
200
1.00 ft
Passive Soil - Uniform (psf)
0.0
0.0 ft
Sliding Friction_Coeff.
0.30
Output
Overturning Safety Factor
Sliding Safety Foactor
Toe Soil Bearing 0.'48'-ksf
Heel Soil Bearing 1-.'02 ksf
Soil Pressure L.E ngth 1..,_75 It
iviomenis
_: _
Wall Mom @ E3 ase of Wall
-0:30 kip - ft
Toe Moment
0;101 kip - ft
Heel Moment
0:24. kip - ft
(Positive = f iiglr: hand Rule)
Overturning Moment
f 1
O,94•k-ft
Righting Moment
- :12',23• k -ft
Sliding Force600
#
Resisting Force
1.0:3'5.9
t
-' LSur
--n
_�. H abv
TOF TOr=
'Pa
;3umnli t Structural Design
Restrained Retaining Wall Design
Project: Potts
Comments; 2' Retaining Wall
Date: 9/23/2016
Input Width
Weight
Wall 6.0 in
ybar
Footing 1.00 ft
(.pcf.)
Key 0.0 in
ft
`
f.oad
Vertical Load at top of wall (k)
0.50
Moment at top of wall (k -ft)
0.0
Add'I Hor. Load 1 (k)
-0.125
Add'I Hor. Load 2 (k)
0.0
Add'I Hor, Load 3 (k)
0.0
Add'I Hor. Load 4 (k)
0.0'
Add'I Hor. Lord 5 (k)
0.0
Uniform Surcharge (psf)
40.0
Active Soil -1=q.: Fluid Wt. (pcf)
60
Passive Soil - Fluid (pcf)
200
Passive Soil - Uniform (psf)
0.0
Sliding Friction ',oeff.
0.30
Unit
Overturning Salety Factor
Weight
xbar
ybar
Hejght1J ..epth
(.pcf.)
ff
ft
2.0 ft
150
0.50
1.00
8,0 in
150
0.50
'-0.33
0.0 in
. • 0
0.00
-0.67
NeJ.g.ht
xbar
yba.r_
0.50
2.00
0.50
2.00
2:00 ft
-
2.00
0.0 ft _
0.00
0.0 ft
0.00
0.0 ft
0.00
0,01- ft
0.00
2.0 ft
1.00
2.0 ft
Wt:
110
pcf
0.50 ft
0.0 ft
Overturning Salety Factor
Sliding Saff ty f=actor
y;7.i.
Toe Soil Bearing
0.30: ksf
Heel Soil Bearing
r 1 3,11ksf
Soil Pres ureLon _th
_ _�
ft
Moments_:
"-
W __
all Mom 013 ase of Wall
=;0.09 kip - ft
Toe Moment
l)))';1; kip - ft
Heel Moment
01)likip ft
(Positive :: Right hand Rule)
Overturning Moment :0.32 k -ft
Righting Moment ;1;. k ft
Sliding Force z433' #
Resisting Force, • 503 #
V
-� L S c.r r• l
-} r/
-� H abv
-
_ • 111 �: �` �E
-)• 4 'F
-1 _
COMPANY PROJECT
h Summit Structural Design
44foodlWorl
`SQ Sep. 27,2016 16:34
11
So+"+ivaertor+lvnonna.trc^' Typical Stud
Design Check Calculation Sheet
WoodWorks Sizer 10.1
Loads:
Loud
Tylia Distribution Pat- 7.ccaCio,^, (ft) Magnitude Unit
Loam
tern Start End Stirc End
-'T-• Axta_ UUL: (Ecc. � 0,00"7 40 cl f.
!.dad;'.
Load'3
:ino,+ Axial. VDI, IECC. 0.00"1 6i6 I,
i9:.n<I
C,1C Axial UDL (ECC. 0.00"1 32.0 plf
Load')
Loads
Roof const:. Axial UUL (L'cc. = 0.00") .320 Pi
-
Sal r-�de.i ht
iP:..^.cl Cif.: Full Area 32.00 I, ii. -O!' Vsf
ho.�d Axia] UC'. 1l
'Tr.ibutary 1V1 dL•,
i t-'--- - --elf
Lateral Reactions (lb;a)-.
Unfactored: •- -- ----- --- .-•- --
Dead -�-
Snou
.4ird I6'.
Roof Live 1 F.7
Factor e Ll: -- _.-
>R 100
Lumber Stud, D.Fir•L, Stud, 2x6 (1.112"x5.1/2") -
Support: Lumber Stud Bottom plate, D.FIr-L Stud; Bearing longlh = stud thickness
Spacod at 16.0" c/c; Total length: T•7.S";
Pinned baso; Loed fats =width(:); Ko x Lb: 1.0 x 0.0 = 0.0 [it): Ke x Ld: 1.0 x 7.63 = 7.63 (ft):. Lateral support- top = Lb. bottom = Lb: Ropolitivo factor, aopliod whore permitted (rofoi to onhno
help):
Analysts vs. Allowabh:i;itress (osil anri f)nflnr-rinn n.,i _
Criter!on P,:i:_1ia Value flesign Value Anal sis/Des! n
Shear IV .: l8 r ri 28R
ry rt:: 7.;)6
Bendingi-) rb „ 303 :"}Y 2!i8 fb/FI:>' 9.2:+
As:iol fc - 189 FC' 199 fc/Fe, _ ;.24
Axial Bearing fC u 189 Fc' ... 47'1 Pc/PC 19
Support Bearim ';:p r• 189 Fcp - '91 €Cu/Fcp ;).7-
Co:,ioined (axis , 3. de load banding! Eq.3.9-? q,27
Dead De,'1':. a:eg! igi. idle .
Iver!.'rz ).)5 L./999 t}.:S
Ictal Ge -.!'n t L%9y9 h..YB _.:.J 240
Additional Data:
AC'TJRS: F/E(Psi 1::,) CN. CL' .:i,/cP L:F i.:U (.r �: L'L :,l c.(: If
Fv' t80 1.60 ..00 11.00 - - - - 1 o 1.00
rb', 700 1.60 :.01) 1.00 1.000 !,0,)0 .00 1,1.5 1.00 I.C. 6
Fc' 850 1.15 :...00 1.00 C.G17 1,000 - - i.OU !.'0 4 -
Fc'co:ob 850 1.60 - - 0..727 - - 7
E' 1.4 nL Ilion :.,00 1.Oo - - - - 1.00 L.00 6
Emin, 0.51 m111 ion ..,)o 1.00 - - - 1.00 1.00 6
Fc" 850 -.15 ;.00 1.00 - i.000 - - 1.00 1.00 4
Fcp sup 625 i. .00 1.00 - - - - 1.00 1..00 4
CRITICAL LOAD COMBINATIONS:
Shear LC If .641, V 100, V design = 100 lbs
Bending l+i: Lc if,; =• .4, 6w, M 191 lbs -ft
Deflection: LC yG •• ,:;f>r.e,210 (live)
1.0 ilii = .Ef.,+.42W cotai)
T.x:al
LC ii4. •: D••5., P = 1556 lbs
Ccutiroi Heti LC P"' [f-.619; !i. - fc•/'c'eE1 = 0.!E2
Support. LC 114 s, n-:, R e 1556ills, Crap :: 644.5,' Lb u 1.:i0 CL, = .,25
=,!ead'.:=!ive i9••pind 1•,i:npacL'. Lrr.resoc Live i.r. ••c•unce.aq•.atecf c•=<-: rchyua::e -
!i. C'3 t.re I.isi.ed in the Analysis o::tp::t
!,oad conJainations: nSCf:'i-!0 / IBC 2ti,2
CALCULATIONS:
Defi.cct_orr. EI ;:9,106 lb -int.
"L!ve" defleccior, Dc tacction ['t: c:n all non -dead loacis ili•n:, Winn, sno�r._1
Total Deflection 1.50(Uead Load Detlectionl • 1•i.ve toad lm-flecc:or..
Design Notes: -------------- -----.-.-----
1. Wood Works analysis and do::i0n are in accordance with the ICC Internationat Building Code (IBC 2012), the National Design SpeCificalion (NDS 2012). and NO 06sign Supplanlent.
2. Please verify that the default :10110clion limits are appropriate (Cr your application
3. FIRE RATING: Joists. w;l!I sluos. and muni-nlv memh,- ...., -- r.., C...
N
•'�� COMPANY PROJCC'r
A Summit Structural De
sign
I'lloodWorl S
. Sep. 27. 2016 16:36
'rt),lll.Rf ran W001) nr516v
King -Trimmor for 16' Opening
Design Check Calculation Sheet -
Woodworks Sizer 10.1
Loads
Load f_ipe •-- DisCributi.on Na c- i..Oc, for Iftl t4agr.i C'udc Unit
_ Cern Start End Start End _
LUrI(ll Deri'i Axla! (Lce. _ (:.UU'•j 18)0
L.o3d2 511:1:a AxiiJl lbs
iEcc. 0.00") 2772 lbs
Load3 :; lad Cb(t Ax Al. !E.cc. 0.00"} 14.10 lbs
Lvad9 cvns;r. axial (Ecc. 0.001-1 1440 lbs
Loads t4irld r;iC Ful! Area .30.00(9,00)• psf
Se Lf -weight I Duma
butery 4110Ll1 ( Axial 57 lbs
'Trl:� --
Lateral Reactions (lbs):
m
d
0'
Ur.filcCc,red:
Dead
ind I29s
R"of I.!ve
L ->It ',An
9'•7.5"
v
J-7 5"
Lumber n -ply, D.Fir-L, Stud, 2x6, 3 -ply (4.112"x5.1/2") - - --- _-�-----
Support: Non -wood: Bearing length = column width
Total length: 9'-7.5•';
Pinned baw Load face = widtl(b); Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 (ftl: Ke x Ld: 1.0x 9.63 - 9.63 fit): Lateral support. top = Lb, bottom +- Lb: Ropeelive factor: applied wilore
_ - - permitled (refer to online help);
Analysis vs. Allowable !Wf--Q fncil tin l :..1 -- ---'- - ----
Cyd cerion.An1L sia ValueDesign :48
alue An
sfs/Des: n
Shear _ ..•- 4! I, - 280 fv
i3r..ndirg.(+•I fb *• 992 Eb' _ !208 fb/Fb' = 0.77
..
AX: Ii L07 Fr,' = 666 fr-/Fc' .. 0.28
hr,i al. Bearing '..c 187 Fc' - 9 1' 7 fc/frc• = 0.19
Comh:.ned iaxia rr.•mprarsaOn « r de load beadinni Eq .3,9-3 O.e9
i;ead Defl'n ner,7iglble
1lve Befl:n 0.::5 •• 1.;460 0.32 x../360 0.78
Tol:al Defl•n 0._:5 it !./460 0.46 -h L/240 _ 0.52
Additional Data: _ --- --_-• __.__-_- _.__
FACTORS: F/E,(PS:.) CD CN Ct. CI,/C? CF Cfli Cr Cfr[ C1 LCu
Fv' 180 1.60 1.00 1.00 - 1.00 1.•.0 .
Frl'e. 700 1. (0 1.00 1.oG I.BOo :..000 .I qo 1� 1,011 l.nc: 6
Fc' 050 1.15 1.GD i.00 o.681. -.noc •13..;
Fc'cumb. 850 l.fp
E' 1.4 !.DO 1.00 '6
0.51. mi.I lion 1.00 1.0n - - 00
Fc' 850 .i.15 1.Q 1. 1.00 6
O ..OJ - ..,100 -. 1.00 :.00'
CRITICAL LOAD COMEANATION8: - i
Shear I.0 1H = CE. !'r b' yl,
3endh ng?•1: 4r: 4.; . .f.C•. b.' - ;7tc,
:.'[•fleCl'lJn. _( .dl`'.424{ lt,•
4f • .4 2W
Axia! Li; ii,
C' mb.l. sed LC i1'1 ,.,1 • f • i ,
fJ=(read 1?•i3Ve .i"e11C'.l Y!=W:114 !••Imp Al"[ !, ['•CrJG t' 1iVf L-c=CL`I:t';ell::[-a l,'. (1 E-e6rL0,'4Va;:e
All LC's ate listen In tre Analysis output -
Load combinations: ASCE_ -]0 / ISC 2012
CALCULATIONS:
Deflection: F,1 = 29•=-06 lb-in2/ply
"Live" deflection oefl.�etion .from all, non -dead loads flive, wind, snow._.1 -
Total Deflection = t.501''ead Load Deflection) - Live Load lleflection.
Design Notes: ---------•-.--
1, Wood Works analysis anti design are in accordance with the ICC International Building Godo (IBC 2012), the National Design Specilicalion (Nos 2012.), and NOS Dosig
2: Ploase verify that the defiult (10110 tion limits are appropriate for your application. n Suopleinl:nl,
3. BUILT -up COLUMNS: nailed of bolted built-up columns shall conform to the provisions of NDS Clause 15.3.
4. FIRE RATING: Joists, wall study. and mulli•ply members aro not rated for fire undurence.
1�
COMPANY PROJECT
Summit Structural Design
' IVoods
"/orl`,,
So 27, 2016 16:42
1Gn71vAi;/rUR (v000 De$lON
Typic2113an0011 Sa)U
Design Check Calculation Sheet ~
Loads:
Wood Works Sizer 10.1
•
Load Ill, Distribut to)
LOadl f7eac' - xis UUL
L0
ad2 :nor: Axial UDL
Load3 titn Cec Axial (IDL
Load4 Foof ecn ever. Axial UDL
LoadS Ki. 77d C&C Ful! Area
Se i,f-r.e f oht CeadAxis! UDL
•Tributary &-.,I-
Lateral Reactions {lbs):
a --
Un.factored:
r7ead
Snow
Wand l4G
!tee(' Live
Factored:
F. n
Location let)
Magnitude
Unit
SLarL End
Start End
(Ecc. P. U.00"1"1
21
p r
(Ecc. 0.00")
77
O!f
(Ecc. w 0 00")
40
pif
(Ecc. _ 0 00")
20.
p.lf
F.n i. n' 0.62 n11!ior: 1,00 1 O -
25.00 19.0)•
ps`
I d
IT-6-
Lumber
7' 6"
Lumber Said, D.Fir•L, No.1, 2x6 (1.112"x5.112") ----- ---�-
Support: Lumber Stud Eoilom plate, D.Fir-L No. 1: Bearing length = stud thickness
Pinned base; Load face =' ; Spaced at 6.0" c/c; Total length: 17%6.0":
rrdthib); Ka x Lb: 1.0 x 0.0 = 0.0111); Ke x Ld: 1.0 x 17 5 = 17.5 (11); Lateral support: top = Lb. bottom = Lb: Repetitive factor. applied where 0ermia0d (refer to online
help):
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: - ---- ----
CriterionAna�,Lsi. Value
S.7eaDesion Va.tue Ana lysr.is/Des i. r -F.,--•-l6
F'v' = 298
Herdingf�l i1) 60'7-- U.06
Axial Fb' 2392 'b It 0.25
2E Fc' - 335€c/Fc' 0.00
Axial Searing fr, 21) Fc' 1., 9? fSilo - in c/Pc' a 0.01
Port FteL 2S C<'7Milined t�,xia :o7n�rreasiou s. deFiracl b,:rf. ftp/Frp 0.04
at,
i7ef i'n nec!li gi43a .ud:::g' EV•?•!' -3 -. 0.29
:ve Def1'n u.1 . L/ 5 Q 3.1 NO 0.
Tota 1.n,2 0 :id L/240 .4B
Hgalaonal uata:
---- - --------.__--.--.____-
titc,lvits: F/S(psi 1CI% ft, CL CE./CP CF rr17
'C,
F•v' 190 i . :r.00 F .OU -
••.
l
.6
..
Fb'+. 1000 i.(1C i.. 00 1.U0 !, O00 1.'300 1.0,)
Fc'
!•0%` <.UO
l..!5 1..00 !,pu
1500 1. ).� 1.00 I.o0 0.177 1..100
Fc'conb 1500 1.GC -
-1.U0 1.00
r,
4
- 0.129
'E' 1.7 iniiiior. 1.00 1.Oit - -
- - -
7
F.n i. n' 0.62 n11!ior: 1,00 1 O -
- l•00 i.00
6 "
Fc'' 1500 1.l:: 1.(r0 1.Ott - -'
I.00 1.60.
6
reP sup 625-• i.(:0 1.00 -
- -
CRITICAL LOAD COMBINATION(
I.Ue 1.00
4
shear : LC 116 - .6C..t..(itr, v = Ba,V design
Banc! rig i+!.: LC 96 - 6F!,
Oc Ibe,
.6C+. M = 3e3 lbs - it
Def.lacc ion: LC 46 - -6C4 .421P (live]
LC 116 - .bl'+,42%, (total)
Axial LC 44 = p,S, P 230 lbs
i_onh'. tied : LC 117 . ^,,6117 (1 - fc:/FCF;) �� 0.93
S1:pport LC 04 = 3r St R 230 lbs, Cap •, 6445, Lb
Dbdeac! L=live S=sn7w 11=v fid
t.SC", Cb = 1.25
1•'inpact Lr -roof. live Lc=concentrated
Al, LC's are liste:l in Analysis
E= earchouake
_,u: output
Load covWriations: ASt;h 7••10 / IBC' 2012
CALCULATIONS:
Deflection: EI - 35,OG ib-.in2
"Live" deflection CvtCler•ticn iron all nun -dead loads (live,
Total Deflection = 1--.4-liead
wind, snow...)
Load Def irction) I Live Load
Deflection.
Design Notes: ----- ----._ _�_-•--
1. WoodWorks analysis and design tire in accordance wilt) 1110 ICC international Building Code (IBC 2012), the National Design Spgcrficalion (NDS 2012), find NDS Design S
2. Please verify that the default d0ftrcbon limits are appropriate for your application. upnlemOnt
3. FIRE RATING: Joists. wall studs;. end multi -ply members are not rated for fire endurance,
.| |com'^w, | pnn LCT
Summit Struclirral Design
v Wivoot Work's OD Sep27. 201 6 16:45
$011;VARI FOR 11-001, J)�Sj,.N Middle Column at Ricigo
De:sign Check CaICUlation Sheet
)'UIdIySI5 VS. AlloWilblet:;itresS (psi) and Deflection (In) using NDS 2012
Cri verion value Desi
Be 1i ing 30 Fb 1206 .0l
C' 1150 f
.0 7"
Combined (axia
03 �
Load-, I,i Pull -Area
)'UIdIySI5 VS. AlloWilblet:;itresS (psi) and Deflection (In) using NDS 2012
Cri verion value Desi
Be 1i ing 30 Fb 1206 .0l
C' 1150 f
.0 7"
Combined (axia
C, PC 0.49
Additional Data:
PC 1000 15 1.00 1 .00 0.60S
CRITICAL LOAD COMBIN&rIOI11.1;: .00
Load B�: 210.12
rjeflec.tion: El - 121t!06 lb -in?.
Design Notes:
.
1. Wood"loilks analysis and design ere In accordance with the ICC International 3uilding CodejIB,C 2012), the National Design Specification(NDS 2012).
2. Please verify that the daht:ult deflection
limits are appropriate for your 8PPlication.
and NDS Des-pn Supploment�
' ^
'
,
'
.' ^
^-
. ..
..^ �
`
'
1)
W'V l"/orks
9fl1'r1VA,Qr roR sv000 r1FirGA'
Loads:.
Wi::d Ci,C
Loaf -
'•�';�>eOi
sCr..ibut..f vn
Loadl
UF:ad•-'--
Axial
Load2
::;:c: r:
Axi71
Losdi
Wi::d Ci,C
Axial
Loaf;
f:r_of con:;,
Axial
Loads
1.
Full Area
!.oad6
t,'ind Car_
Point
Load?
EarthgL.a;:e
Point
4915. -weight
Iea'd
Axial
'bufary 19idt(_1i'f) r -
Lateral Reactions (lbs).
co
0'
Un facto red: -
Start End
�•'•
Ue,id
f
Ecc. • 0,0011)
Live
:!U
180.1 lbs
Snow
1571 .lbs
191 nd
!(IS
290 lbs '
Root Live
1803 lbs ,
Farthqua k,•
706
Factoi-ed:
COMPANY PROJECT
Summit Structural Design
Sop. 27, 2016 16.48
Knee Brace post
ueslgn Check Calculation Sheet
WoodWorks Sizer 10.1
Locat.ian (ftj fiagni Gude Unit .
Start End
Start End
P%
Ecc. • 0,0011)
6040 .lbs
(Ecc. <• 0.00111
180.1 lbs
iEc•c•.= 0,0011)
1571 .lbs
5.00 (1.fiUl` paf
5.00
290 lbs '
5.00
1803 lbs ,
_.___._......._..., _--........... .... ...._... _...i
P%
'1
Timber -soft, D,Fir-L, No.1, 6x6 (5-1/2"x5.1/2")
Support; Non -wood; Soaring length = column width
Total length: 8';
Pinned base; Load face •- widlh(b); Ke x Lb: 1.0 x 8.0 = 8.0 (1t): Ke x Ld: 1.0 x 0.0 = 8.0 (it); Labral support: top = I . botlon) :: Lb;
Analysis vs. Allolvable;tress (psi) ,flection (in) „51;19 NDS 2012:
Crit.erien A..ia ir�lis
_.Val ue Uesign V
7-1 _-aluc laal.•ais/Oesi<n
Deed L(q (1) (•)1 •
070Vv, <LP
Axial Fb' 1536 fb,'Pb' - 0.70
tC •= 253 Fc' 723 fc/Fc' - 0„35
Ax 3a9 Sea rnq I": •• 253 U
Combined (axis rarpreae•ion ,, s de Fc
bending.' r, fc/F'c• = 0 20
Dead Defl'n 4% -q•3.9-3 =� 0.77
neg13•a ible
Live ' f, it,
n„p .. ,1497 0.40 L/240
'Total Uetl'n 11!11 _ 97 0.53 = U.40
--�.. !./I8G O.JG
Additional Data:
2'AC 0115: , F/F•(ps•i.ICU CFL C.l'. C1JCP ('P Cfu -----____
°' 1'10 1.6C 1., 00 1.00 _ ..• C`rt
Fb'. 120(1 . GC I . 00 z , il( .. _ ...
3n
1O." .15 :.i!e I. ri rt , ..it(1 (� ..:1:1 .U:) 1.U0 O. Br; .i7
roml: :000 !.CC - _Q. 8i C00 - ;i: 0,••(: ,
1.00
i.OV 0 !^
1000it0 ) . 00 _ 1.00 0. 9L 1'7
CRITICAL LOAD COMSIWATIONS �,Op - 1 ' O0 writ 1,0
Shea , LC w - r,, .7 V 824, V de_:c911 a 624 lbs
Bending(.): LC ill? n E.,7��, N 2471 lbs,. ft .
Deflection: LC U7 ,. D1. ;live)
LC ill 71 D::'7dE il'uta1)
Axial LC file S, P = 7667 l.bs
Combined LC 1117 =• J+. 71.' ,'lip
l - f(;•/FCFI) 0.96 _
All
s are l S=sn no ,t9-wlnd 1=f - it t Li -roof live Lc=Concentrated Emearthquake
All LC''s are 1.�ar. e,i in. ln,: Ariaiysis output
Lead combinations:. AS:(:!i-7-10 / I13C 2012
CALCULATIONS:
Deflection: EF :.22:106 lb -,r12'
"Lzvc" deflection -•• i?(:(lection from all non -dead ,loads (live, wind,, snow.,.) 1
"oral Deflection '1.!0 4_Fad Load Deflection: + !,Lve-Load Deflect on.
Design Notes: --___. �• ___ __
1. WoodWcrks analysis aro design are in accordance with the ICC International 8 jilding Code (IBC 2012)• the National posign Specification, (NDS 2012), and NDS Design Supphnn(;rl
2. Please verify that the dclault do'lection limits are appropriate for your application.
Summit Structural Design
Project: Potts Residence
Engineer: RKB
Design of: 4x Timber Column Design Values (NDS 3.7)
DF-L(N) k1
Fc
1400
le (ft
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
1=
. d
KCE
c
CI)
1600000
3.5
0.3
0.3
1.15
Stability
11Eduction
Column Capacity (lbs)
__•.•.p
Fc' (psi)
4)(4
4X6
4X8
4X10
4X12
0.62
872
10678
16780
22881
28983
35084
0.53
735
•9006
14153
19299
24446
29593
0.44
617
7.563
11885
16207
2052.8
24850
0.37
0,31
519
6362
9997
.13633
17268
20903
0.27
439
5380
8455
11529
14603
17678
0.23
374
4583
7201
9820
12439
:1.5057
0.20
321.
3934
6182
8430
10679
1.2927
0,17
278
3404
5350
7295
924:1.
24.1.
2969
4665
6362
8058
975q
t).15
213
2608
4098
5588
7078
8568
0.13
188
2306
3624
4941
6259
7576;
11,12
167
2052
3224
4397
�.�6.3f P c
674"1..
0.11
ISO
1836
2886
3935
49844
603 •a
0.10
135
1652
2596
3540
4484
5428
0.09
122
1494
2347
3201
4054
4908
.0.08
fill
1357
2132
2907
3682
4457
Summit Structural Design
Project:: Potts Residence
Engineer: RKB -
Design of: E;( Timber Column Design Values (NDS 3.7)
6X6 DF-L(N) til
Fc
1000
Le (1
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
E
d
1600000
5.5
stability
33400
Recluction
51213
__,__ CCp
Fc (psi
0.86
852
0.81
810
0.75
754
0.70
696
0.64
639
0.58
584
0.53
533
0.4.9
485
0.44
442
0.40
402
0.37
367
0.33'
335
0.31
306
0.28
281
0.26
258
0.24
238
KCE C C,
0.3 0.3 1.15
Column Capacity (lbs)
6X6 6X8 6X10 6X12
26081
35566
45050
54534
24493•
33400
42306
51213
22795
:31084
39373
47663
21056
28712
36369
44025
19334
26365
33395
4.0426
17678
24106
30534
36963
16119
21980
27842
.33703
1467,
20014
25351
30688
13359
18217
23075
27933
12167'
16591
21015
25439
11093
15127
19161
23195
10131
13815
17499
21183
9270
12641
16012
19383
8501
11592
14683
:17774
781.3
10653
13494
16335
7197
9814
12431
15048
Project: Palos Residence
Engineer: RK13
Design of: Roof framing
Roof Loads
DL= 18 psf
LL= 20 osf
Summit Structural Design
(38.5 PSF SNOW)
Roof plywood:
5/8" CDX APA rated plywood or OSB equivalent. Apply face grain perpendicular to
framing, stagger panels, and nail with 8d at 6" o.c. edges and 12" ox. field. Edge
Edge nail at gable end trusses, drag trusses, eave blocking, and all supported cadges.
Trusses:
Spacing = 24" o.c.
Loads:
T.C. Live Load =
T.C. Dead Load =
B.C. Dead Load =
Total Load =
Typical Headers (U.N.O.)
Use 6x:1.2. DFII2 header
20 psf
10 psf
8 psf
3i• psf (56.5 PSF SNOW)
�71
12
�A1 COMPANY PROJECT
Fp 'rttL�4lp �P Summit Structural Design
+
Sep. 27•20,6,6:20
srlrnrnaecop t+'ono Drsrcn F1
Design Check Calculation Sheet --
WoodWorks Sizer 10.1
Loads:
Load - Tyr'e •-•- Dist ribut'iin pat" Location frt) ;4agn!rude Unit r
GDadl --- tem sur c. End SL'arl' F,::d
Ue:d r -till i�ceo
Load2 t,!t.,v 1 „ 1 i.00 Ili, P)• ps.
Load3 ��-. hteh 40.60
-:nox Area :!".0)' psr
ad, K.irt CB, fuIi Area, '»,;;n i 2,rlj' P�:P
Self-wuic�htT Dead :: lC.00 L2.�)!' ps-
Fu. - uD:; 4 . ri
'Tri ut:ar'y 41d1'li I'E i11 -•
iwtdAiinum neacrlons (Ii)s) and Bearing Lengths (in) ;
Un fact'oied:
Dead •)6
Live 2'7.5
snow 5:!9
Wind 1:.0
Factored: --.
Total '749
Bearing:
Length1.491
":in rend : eo
Lumber -soft,, D.Fir-L, No.2, 2k12.(1.1/2"x11-1/4") --- --
Supports: All - Timber -soft_ Beam. D•Fir-L No.2
Floor igis spaced at 12.0" c/c: Total length: 13'-9.0':
- '- Service: wel; Lateral support: lop= full• bollotn!= at supports: Repetitive fetor. opplied where penmttoe (rotor to online nelp)
Analysis vs, AIIolNahle ,stress (psi) and Deflection (in) using NDS 2 112: -
Criterioh Anar7i Vt;lue Des!wn valor• 1, .
Shear - Analvsis/_�si•n.
!lending i+) o 69.5
Dean: .94
-
CJeL'n 11. 0" �' :L/:�99
Live Defl.'n 0.;10 L/$53 0.45
Totai Defl'n ) 0.05
--_.f3_•-1/425 U.6ii I:/2G0
Additional Data: ------- --
FACTORS: F/E(psi ICD CM Ct CL 'C4- Cfu Cr
Fv' 1.80 1 1.5 ).97 1-o0 - _ CCrt C. Cn LC ii
Fh'. - 1.00 0.80 1.00 3
900 i
l.S 1.00 1.00 1.000 .1.000 1.00 1 15 1.00. 0.80 7
Fcp' 625 1.00 - - - - 1.00 1.oil
l.6 nil; ]on �i. 30 1'. 00 - - 1.00 0.95 - y
Fin if - 0'.56 ;ai l..:.frni 11.90 1.00 -
CRITICAL LOAD COMBINA110NS: - 1.00 0.95 ' - 4
She LC 67 a� D+.751l.r5), V= 693, V design =• 591lbs
Bending( -1: LC 63 D+.75(L+S;, 14 - 2361 ihs-ft
ii-f!octian: LC 64U+.75(L,,S+.42'.4! /live!
LC f14 Ur. 75(L -S+ .12W1 (total.! -
D=dead L^live s=snow 41=w1nd I- "'C"C" Lr -roof live LC -Concentrated E-earthgt:ui:e
Al! '-C's are listed in U'Ve Analysis output
Load. -
Loacombinations: ASCE 7-10 / '1sC/.012 '
CALCULATIONS:
Deflection: E1 = •285e?6 lb -int
"t;ve" de."lecrion •, Defle,:tion from all 11011• -dead loads iiivr; wind,
-
'Cotal Deflection - 2 00(Dead toad DLflect.ion! r Live Lor.,i Dcfl.ection.
L. Woodworks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification jNDS 2012)• unit NUS O^.siflr. ;sup?Iem�nl
2. Please vorify that the 63fault dtslection 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.
4 FIRE RATING: Joists. wall Muds. and Multi -ply members aro not rated for tire endurance.
Summit COMPANY PROJE:CT
S"'A (a SoH. 27.2016 u I Design
CIj�`VlVood"Works
<r-r?%vAtip ran %vo,)n
Design Check CalculatioriShoet
W90dWOrKS Silo( 10.1
Loads:
.e
uta
.eQ
D—C L '.btlt I N%t7- L0 i,;, 7t voce
F.I! A end
17r. — I o, --(T
-2.
Ll Ve Full Ar.111.0-3 fe.00ipnC
-
sn., F1111 AIQ� :'1.00
— 'IWind
18.001; PsC
ctc Full Ar-
L(--iqht
16.18.001.
V—d Fall UD I,
I L LMM. ly '140
h I W,
Maximum Reactions (lbs) and Bearing Lengths (in)
Lvmbcr ii -ply, D.Fir-L, No.2, 202, 2 -ply (3'01-1/4")
Slworls: All - Timbor-saii 0earn, D.Fir-L No.2
Total Jo"g1h: 5'.11.0";
Service: wol- Lateral suppon: tOP- 11 SUPPOTIS, WHOM- al Suppons:
Analysis vs. Allowable Stoass (psi) and Deflection (in) using NO$ 2012:
;-TO to, I �dn
lendi A� F. 161 v
Is, Pb' tb/."b* 0.75
Dead L-. outi-A 0-01 0 -IV L/360
T.LnI 0.fj-n 0.19
'j - 0 0-25 -1/240
Additional Data:
PAC•Y098: FlElb"Ico np. C; Cl. cr
Cl:, Cr C I CA LCE
1.00
GQ 1. 00 0. 900 1 11,00 1 oo Ro I.00 3
1.000:1
�)o
95 4
000
,CRITICAL
R
�TICAL LOAD COMBINAYONS:•
stwnc
1,C I M
:,c ,,, .11 "". S Z:t3l. 721'! 1, t
lloffec:: ion: Lc
\!dead L -I i- s..." W",;,%Ad
!iSt,;A i^
A!Ct'. ;.I( Set 20IZ
CALCULATIONS'
.00;
ac
Design Notes:
I.WoodWcfku analysis silo ilLsw are in nocunJance Wim the ICC International atillding Carlo (ISC 2012), the National Design SPOCift.lhon (NDS 2012). and NDS Oosign Supplemom
2. PioOso mily that too o.Ia,,jj IiefleC1,1111 Wits StO appropriate (of your application.
3. Sam rn
lubor bending members 04a I bo htlorOHY SUPPorlod OCCOldiog to the Provisions of No,; Clause 4.4.1.
4. SUILT-UP SEAMS: 11 Is aslunjCd jroj!:oarh ply Is a singlo continuous mernber (that Is. no butt joints are prosont) fastened woolhor secilroly at inteNtIN 1101 0XCCVd1n 4 UIACS 1110 d0pior and that
oath MY is equally 1000.1dec. Whero 111131113 Oro 5100-toadcd. SPOc3l fastening doutils maybe n'quirecl.
5. FIRE RATING., ioisls; Nall sjutfi;. cft) Inviti-ply MconbcrS are not rated lot &C, endurbitco.
i
11
snow
1822.
'Ind
3,!,
25V-6
2.45
d
Lvmbcr ii -ply, D.Fir-L, No.2, 202, 2 -ply (3'01-1/4")
Slworls: All - Timbor-saii 0earn, D.Fir-L No.2
Total Jo"g1h: 5'.11.0";
Service: wol- Lateral suppon: tOP- 11 SUPPOTIS, WHOM- al Suppons:
Analysis vs. Allowable Stoass (psi) and Deflection (in) using NO$ 2012:
;-TO to, I �dn
lendi A� F. 161 v
Is, Pb' tb/."b* 0.75
Dead L-. outi-A 0-01 0 -IV L/360
T.LnI 0.fj-n 0.19
'j - 0 0-25 -1/240
Additional Data:
PAC•Y098: FlElb"Ico np. C; Cl. cr
Cl:, Cr C I CA LCE
1.00
GQ 1. 00 0. 900 1 11,00 1 oo Ro I.00 3
1.000:1
�)o
95 4
000
,CRITICAL
R
�TICAL LOAD COMBINAYONS:•
stwnc
1,C I M
:,c ,,, .11 "". S Z:t3l. 721'! 1, t
lloffec:: ion: Lc
\!dead L -I i- s..." W",;,%Ad
!iSt,;A i^
A!Ct'. ;.I( Set 20IZ
CALCULATIONS'
.00;
ac
Design Notes:
I.WoodWcfku analysis silo ilLsw are in nocunJance Wim the ICC International atillding Carlo (ISC 2012), the National Design SPOCift.lhon (NDS 2012). and NDS Oosign Supplemom
2. PioOso mily that too o.Ia,,jj IiefleC1,1111 Wits StO appropriate (of your application.
3. Sam rn
lubor bending members 04a I bo htlorOHY SUPPorlod OCCOldiog to the Provisions of No,; Clause 4.4.1.
4. SUILT-UP SEAMS: 11 Is aslunjCd jroj!:oarh ply Is a singlo continuous mernber (that Is. no butt joints are prosont) fastened woolhor secilroly at inteNtIN 1101 0XCCVd1n 4 UIACS 1110 d0pior and that
oath MY is equally 1000.1dec. Whero 111131113 Oro 5100-toadcd. SPOc3l fastening doutils maybe n'quirecl.
5. FIRE RATING., ioisls; Nall sjutfi;. cft) Inviti-ply MconbcrS are not rated lot &C, endurbitco.
i
11
dl
�... , h� �' "/ork
�'s
s!rriwearrrs,cd0o nrsK.,�•
Design Check Cz
Loads: WoodWorks
Load Ta -•-- Distribution ?at- f.ocat.i.onc ,•
(f !
) dare
Loi 1 ._..-- Cern SCacC E;td Start
Ue.,C FUIJI Area
Londl 1.00il4
Live F'u!1 Area
Self- 40.00(14
we!cth Pae:r F'uli UDI.
•Tribut:a— r`y Ntdtt (.11:1
Maximum Reactions (lbs) and Bearing Lengths (in) :
Ur.fac!:ored:
--� ---- -- --
Dead
L1 V4'
G_71
l,jl{il
Sop. 27. 2016 16:26
-
Tota1
22pq
5ea
- 1.00 1.V0
Emin' 0.5e mil Iior, 1.00 1.00 -
- '1.1)11 1.00
Ftfn re 'd
l.Pl
Lumber -soft, D.Fir-L, No.;
Supports: All - Timber -soft
Total length:
Lateral support top= at suppo
Analysis vs. Allotvatlle Stress (psi) and Deflection (in) using Nos zolz :
Cr i Cerion inalysi^. value iles!en
")tear --- Va t.ur. And! s!5/Des! n
,..,,! F'v' w 1,30 !y. 4-j, O.SV
5Zding(•i r11 729 Fb' - 1(.70 fb/F7,t' i1. 40
Live Defl'n ).0:1 :.!,/999 0.19 - 1/360
0.0;, L/n99 0.2(1 Ll240 11
Additional Data:
FACTORS: F/Efpv,i)CG CH cc C!• t:F
CL'u
Sop. 27. 2016 16:26
Cr Cfrc Ct
FLt•,• yn0 1.Ot' L. no1.00.
'1.04 0.901 , .;; 00.'i0
625 °
1.')0 .i
- . QO I . 00 -
=' 1.6 !nilI tor. 1,UO 1.Ov - ..
-
- 1.00 1.V0
Emin' 0.5e mil Iior, 1.00 1.00 -
- '1.1)11 1.00
CRITICAL LOAD COMBINATIONS:
1.00 i , 0U
ea LC LC U2 - D•L, V ,' d.,siga �
BenC111190'): LC 92
15:39 lbs
- !'i,i., F! :- ;93.1 !bs-Ef
Ge:lr..etion. LC Ii2 -- u. L. ;live;
IX 47 = !r.!. (iota'!
dead ,-.live Smsnu.. h'=alnd !•!mpar,.0 t.. r:, roof live
All LC's are, listed ie, the Analysis
.
!,C�'coa Cenct:aced E=earChG
UtiCpUr.
Load coab!nations: ASCE '1-,30 / 15C 2012.
_
CALCULATIONS:
Defleccion: El 369w)6 lb -int
"L; ve" deflection :� !)erle,:cion from all non -dead
Tota! itetlecclon= 1. i0(Uuad
loads ILlvr:, wind,
Wad Deflection) + Live
— _
Load Detlecc.!on.
�—
Design Notes:
COMPANY PROJECT -----------
Summit Structural Design
Sop. 27. 2016 16:26
F3
ilculation Sheet
Sizer 10.1
de knit
End
.00)' psr
001' psf
!f
! 4x10
Seem, D.Fir-L No.').
5'-8.0":
Is, bottom= at supports.
Cn IA it
.00 '
_ z
- z
.
cake
1. Wood Works analysis and desifn are in accordance with the ICC International Building Code (IBC 2017.), the National Design Specificanon (NDS 2012). and NDS Design Supplont tat.
2. Please verify that the dofawttdefhlction limits are appropriate for your application.
3. Savor lumber banding members'shall be laterally supported according to the previsions of NDS Clause 4.4.1. '
.�1
COMPANY PROJECT
Summit Structural Design
® Sop. 27, 2016 16:21
" U i K,
Is
sor,ldARE FOR woon ii ,yml • F4
Design Check Calculation Sheet
woodworks sizer 10.1
Loads:
i.oUd T11e_.-_-
I'!!stribut!un PUC-. LoCat :Oh(fti Magn. t Eude t3nic
Lo ad )cn Sta:c StarL F.ncl
Ueail-- Pu ::rea erE:rd 1C. CU t1,6.C;• ps'
1,oad2 1,ivo FIJI] Area 40.00 016.0:• psf
Load3 Snrtr 'u!' Area :38.50 tib. rt• psf
Lear:4 u!nrl C.X: !^Ji! Area e6. 00 (16. 031 •' n" I"
Se!f-we ioht bead Full. UDL
`1'r ibucac�v tetrte, rtr0, 1i„T' - _ •7.0 ,i!.
Maximum Reacu(ins ,lbs) and Bearing Lengths (in)
13'-8.9"
Lumber -;.oft, D.Flr-L,.No.2, 2x12 (1.1/2"x1.1.1/4") -
Supports: All - Timber -soft Beam. D.Fir•L No.2
Service: wet[ Lateral support: lop=
Floor joi:;l spaced at 16.0" dc; Total length: 13'•8.9":
_- full, bottom= at supports; Repetitive factor: applied where permrtled (refor to online help);
Analysis vs. Allowable, Stress (psi) and Deflection (in) Using Nos 2012:
Criterion Ana:: _; ';Slue Desi n value Ana!••sis/Des !un
-'-'fv :,. '- 50 F'v' _ :til fvr Fv' 1 0.31
send-ngl•1 fb 843 Fb' = 952 fb/L•-b' = 0.89
Dead Def!'n 0.06 0'/999
Live Derl'n. 0.:!7 : 1,/603. 0.45 1./360 0.60
Total Defl'n 14/428 0,68 - '/240 U.5G
Additional Data:
--
--'-
1 T-7 4..
Dead
119
EV' 180 1.05 t.9i 1.00
Eb'+ 900 !.1S I.OG 1.0U 1.000 1.000 ! 00
-
!:ive
366
-
1:9
Snow
353
!,00 - -
0.95 - 4
16:,
t•!lnd
147
CRITICAL LOAD COMBINATIONS:
Fac tO ler.:
Shear CC U.i • e,."5(!.+8), V 4 653, V design, 557
lbs
TOtal
72.0
..eft<.c L.)n: LC fro 5!;,+5•.42Y.^. ill.vel
Hear ing:
-
_..
Length
1.44
--------�-' ..-----'-- ---�._.._
__
Min
�4
1ALCULATIONS:
Lumber -;.oft, D.Flr-L,.No.2, 2x12 (1.1/2"x1.1.1/4") -
Supports: All - Timber -soft Beam. D.Fir•L No.2
Service: wet[ Lateral support: lop=
Floor joi:;l spaced at 16.0" dc; Total length: 13'•8.9":
_- full, bottom= at supports; Repetitive factor: applied where permrtled (refor to online help);
Analysis vs. Allowable, Stress (psi) and Deflection (in) Using Nos 2012:
Criterion Ana:: _; ';Slue Desi n value Ana!••sis/Des !un
-'-'fv :,. '- 50 F'v' _ :til fvr Fv' 1 0.31
send-ngl•1 fb 843 Fb' = 952 fb/L•-b' = 0.89
Dead Def!'n 0.06 0'/999
Live Derl'n. 0.:!7 : 1,/603. 0.45 1./360 0.60
Total Defl'n 14/428 0,68 - '/240 U.5G
Additional Data:
FACTORS: F/e(ps:.!(:it CNCt CL C'F cfu Cr
cfrt
Ci rn Lc
EV' 180 1.05 t.9i 1.00
Eb'+ 900 !.1S I.OG 1.0U 1.000 1.000 ! 00
1.110
'1.00
0.80 1.00 3
! 15
Fcp' 625 •• C-51 1.00 -
0.80 3
- - _
1.6 mi 1.1 icn 0. -?o 1.00 -
2.00
1.00
!,00 - -
0.95 - 4
0.58 16 i ! i. a,: 0.90 i.00 - - - -
1.00
0.95 4
CRITICAL LOAD COMBINATIONS:
Shear CC U.i • e,."5(!.+8), V 4 653, V design, 557
lbs
9etuti.:,g i+>. LC p; D+.'S LL•51, M = 2222 !bs-fr.
..eft<.c L.)n: LC fro 5!;,+5•.42Y.^. ill.vel
LC 014 St+,'!iiL• S. .4,k, 1 ;
D -dead L� Izve 5=sncx W-wi.nd I. -impact Lr�:ron e` :.,ve Lc-=concer.tr'sted
c=ca ri iulua Y.e
All LC's are listed In trra Analysis output
Load combinations: ASCE ;-•1.0 / !RC 20i7.
1ALCULATIONS:
Deflectio0: E;l a 285s0G It" -!n2.
"Live" def leCC ion = Ueflec t.a:^.. fConi all. nor; -dead load, 01a.ve,
orind,
snaa...i
Total Def'!ection 2.00(Der,d Load Uefiocu on, • Live Load Ueflecclon.
vesign Notes: - ---'---
1. Woodworks analysis and design are in accordance with the ICC International Building Code (IBC 7.012). the National Design Spocificaiion (NDS 2012). and NDS Orr:gn Suppleneanl.
2. Please verity that the dal :ult dellection limits are appropriate for your applicat on.
3. Sewn lumber bending mt:ntber, shall be laterally supported according to the provisions of NUS Clause '14.1.
4. FIRE RATING: Joists, wall slLds, and multi -ply members are not rated for fire:andurance.
FLOOR SPAN TABLES AND MATER11AI", QjVEGHTS � �A
L/480 Live Load Deflection
Depth
Tll�
v r d 1f(" PSFLl*Load
load /
110 PSF Bead
Load
4R.PSF
live Load./
20:PSF Dead Load-
16 o c'
15'-6"
19 2 o c.
-
-
24:' o;c_.
13'4"
12" 6.c'
16'-I1"
16 6:c.'
15'-6"
19.2" o.c. 24" o.c_
14'.3"
,'
<5(E12;,0
.1.10°.
4
-.--
IG' 1.1
9h 4r
X2.10
VA"
16'-3"
15'•4"
14'-3"
.•`,
230>�
`1,W
20'-3'-
22'-3'
18'-6"
19'•4"
11'•5"
111•8"
1G'-2"
j 101•3" 18'•1"
20'•5" ( I7'_8"
IG' - G"
1G' I"(11
;21W:,,
23'-4''
21'-2"
19'-4" -
--- 17'.3"111
13'-3"
16'-8"
15'-9"
-17'4"
14'-8
18'-3"
16'-8"
15'-9" ; MA"
18'-3"-
•1;1,0'*±
20' 2"
1-8'5 "
zi
15--g"(1)
20' 2"
17'
20'-4"'1
>1P/e:'•y
'?>•.3t0;�:
2°10 :
`:230:;
21'•1"
--it ---
P!' 8"
22' -ll"
19'-3"
-- "
19' 10"
20' -II"
-IS' 8" ---_-..
IS' 8"
19'-8"
17'-5"
18'-4"
----
21'-8"
22'-11"
----,-
19'•10"
20'-11"
I 15'-9
-..... _ ----- _ -._...
18' 7"
19' 8"
•
Jz
5,00
26'_i'
23'•8"
22'-4"
, 20'-9"
26'-1"
23'-8°
22.'•4" I 20'-9"11'
r
s ;1;10c
22'•IU"
20' 11
l9' Z"
17'_2"(11
_ 22 =2_'_
----- -
l9' 2" 11'-G"" 15' 0"'i:
560,
32'..g,:
- ------
29'-9"
21'-10"
2.0'•8"
18 !0'111
23' -ll
1 21'7-
19 ' 2"",
210,
230; `
28'_6"
30'-1"
24:•8:,
22' 6"("-779'•11"(1)
............................
19,•9::
24' 8"
22_2 20'.3":!
360::•1V
2;10
2fi' 0"
!1'_6:
?.h G'
23'-8" I
2G'-10"-4"
24'-3" '
22''1" '
22' 6"(„
20' 9"(1)
23'-G"
19'-1l"111
2G,•0,:
19'•6" I
2G'-0"
1 23'-8" _.1..._22�-4:"ii...........1j,
?6' /0" 1._25' 4" 2U ' II ••
20 •---
22'•6"t11 20' 7"'•11 16' 7"", •.
31,
31' IO°_-_
29'-�'-
3 .....
24' 10"
-24'
_._..........L._._..........._.....
1n 11'•10"(i'
23, 9,: 21' 8"n: ij' G cu
:;
..•360:;:.
; Y'•9'
26' 3"
$"ui
---iii
21'•5"
18 9"
iu i
26'•3" 22'•4" 17'•10"
"
560"
32'•3
--- --_
29' 8"
28' 0" 1-
__
25' 2" m
32'-8"
19.8„ 26'•3"
L/36L) Live Loa(( Deflection (Mininitmt Criteria ner Code)
'Df pthPSF�Live
. .... 1.; psi
_
load /
10 PSF D.ead
Load .
40 P.SF Live load /
20 PSF Dead load
^Lx
:'
X110«a
I5 q
17''215
19,2 0 c'<
S
--
24" o.c.
14 0 -
12" o c., 1'.'16"o.c `
18'•1 15A"
--- --
19.2" o.c. 1 24" o.c.
, 14'•3" 12'•9"
.•r<21.0,..
4.1 psi
)91-E'
I 18'•0"
17'•0"
15'-4"
19'•E" -�- I1' 2"
15'•8" 14'-0"
.•`,
230>�
`1,W
20'-3'-
22'-3'
18'-6"
19'•4"
11'•5"
111•8"
1G'-2"
j 101•3" 18'•1"
20'•5" ( I7'_8"
IG' - G"
1G' I"(11
;21W:,,
23'-4''
21'-2"
19'-4" -
--- 17'.3"111
2_21•4" 1 19'-4"
I7'_8" 15'-9"ui
,all %s}
,.. �:.
.•.230'x:
•--24�-0"._.._
_.21'`]1"
:20'-5"
18'-3"-
13,_x;,- i 20;.5, •--
--�8=�:� '- - 16,_7:,iii-..
360:,-'.25'-4"
zi
12.0 ;isl
23'-2"
211-10"
20'-4"'1
15,-4" 1 23_2"
211,10,1111
56 0-'••:•
2S'•10'
------
26'-3"
24'-9"
23'•0"
18'•10" - 26'•3"
14'•9,. 10,_11„ rii
....8.0 Csf
110•:
24'-4"
'
21'•0"
19' 2'
11'•2"U1
22'•2" l9'-2"
11'•6"(1) I 15'.0m
:..: :1
14'�"
'c rrh?k:>':360:<
210.:
;,230;
26'-G"
27'-3"
23'-9"
23'-1" I
24'-4"
26'-3"
21'_1"
22' 2"
24'•9"tu
181-10,111)-
19'-10"111
21'-5"m
25'•8" 22'•2'
18'•9" 16'-3"pJ
T
20'•3"(1) 17':01t1i
22'4"01 17''10:.(11 i
560,
32'..g,:
- ------
29'-9"
28'..0' I
25 2 1n
31 8„ 13, 9; .._...1.....2fi,
t
3"ii, 120 1!"tii 1
210,
230; `
28'_6"
30'-1"
24:•8:,
22' 6"("-779'•11"(1)
............................
26'•0" 1 22'-6"(°...1..20'..7"nr
.. ......._.
j 16'•7"ii_
I
26' 0"
23'-9"
2l'•I"('i
21.5,1 23'•9" i
21'•8"r„ Ij'-ti'ii1
.•:360;';:
31,
31' IO°_-_
29'-�'-
rn 1
_ 2G' 10".
5" ru
10" .10-l"
_._..........L._._..........._.....
1n 11'•10"(i'
;`560'
36--l"
32' I1"
31' 0"ui
-2� -
25'-2"ut
....31 _.L_1G'
36'-1" 31' 6"rn
.....
26'•3"m
ill rreu suueners are regwrea ;rt intermediate supports of continuous -span joists when the intermediate bearing length is less than
5'/<" and the span on vithet side of the intermediate bearing is greater than the following spans:
�Tllm �t'40'PSlrl Ive load'/110 PSF Dead ld'ad 40 PSF:Live Load=/20 PSF Dead Load -
12yo >
It 16, o c. ;19;2"10 c. 24 o c: r 12" o.c. 16" o.c, "-19.2" o.c. 24" o.c. -
110 " Not Req: IS_4" - Not Req_ --16'_0" ._ _.__.121_9.'.._ ..
040. 21'4" 17' 0" 21'-4" 1)' 9•' 14'-2,:
230 Not Rea. Not Req. Not Reg. _ I _
- 19'-?." Not Req, Not Re
.360' _ ?4'-5'- _ 19'-6" 24'-5" 20'-F"•-3,.....-
560- .-_.-----___..._ - _...- ......_.._._..._.....
__.__ •_-
29'-10" 23' 10" 29'-10" 24'-10" 19'
Long-term deflection under Joad load, which includes the effect of creep, has not been considered. 8oldItalic spans reflect initial
dead load deflection exceedin; 0.33".
How to Use Th'esel Tables
1. Determine the appropriate- live load deflection criteria.
2. Identify the live and UA load condition.
3. Select on -center spacing.
4. Scan doom the calurnn until you meet or exceed the span of your application.
5. Select TAG joist and depth.
Live. lcad.dellection is not the only tactor
fliA altects holy a floor, will perform.
ru mora accurately predict floor performance,
use our fl -Pro'" Ratings.
Material weights
(Include TJhP weights in dead fond
calculations-- see Design Properties table
on page 3 for joist weights;
Floor Panels.
Southern Pine
fi" plywood .. .. . . ......
. .... 1.; psi
s/:" plywood ..... .... .........
.2.0 psi
W' ply,.-.,0od ..... ......
.. .... ..2.5 psi
11/1" plywood .... ... .....
....... 3.8 psi
�:" OSB ....... .... .........
1.8 psf
5/9" OSB ...... ........
.2.2 psi
'" OSI :. .... .........
.. ..... 2.7 psi
'All OSB .................
.. ..... 3.1 psi
I'/s" OSB ...... .........
4.1 psi
Based on: Southern, pine - 401; cl for plyivood.
J4 pct hr 038
Asphalt shingles ......
...... .2.5 asf
Vlood shingles ..........
..... ..2.0 )sf
Clay like .... ..........
...11.0 to 14.0 psi
Slale ("la" thick) ..........
........15.0 psi
Roll or Batt Insulation (I" thict<):
POCK vrool...............
........ 0.2 psi
Glass vrool ..............
.........0.1 psi
Floor Finishes
Hardwood (nominal 1") ---.......
_
-..... -4.0 psi
Sheet vinyl ... ....................0.5
psi
Carpet and pad ....................
1.0 psi
%" ceramic or Quarry tile ............
10.0 pSl
Concrete:
Regular (1") ...... ...............
12.0 ;isl
lightweighi (1") ..............8.0
to 10.0 psl
Gypsum concreie (I'll ...............6.5
psi
Ceilini7s
Acoustical fiber tilt! ...............
1.0 psf
,W' gypsum board .. ...............2.2.
psf
W' g'/plum hoard . ........
.......2.8 psi
Plaster (1" thick) .. .... ......
....8.0 Csf
General Notes
Tables are based oil:
- Uniform loads.
- More restrictive of simple or continuous span.
- Clear distance behroeen supporis (I %" minimum end bearing)
■ Assumed composite action svith a single layer of 24" on. -center sp�r-rated, glue -
nailed floor panels for deflection only. Spans shall he reduced 6" whim floor
panels are flailed only.
■ Spans generated from Weyerhaeuser software may exoaed the spans shown in
these tables because software rellects actual design conditions.
• For multi -family applications and other loading conditions not shown, refer to
Weyerhaeuser sof i,,vare or to the load table on page 5.
Trus Joisiz TJI0 Joist Specifier's Guide TJ -4000 1 June 2012
A
SI
COMPANY PROJECT
Summit Structural Design
(Fj11V!VoodW01-1<,SSep 28 2010 08:5%
0
igrawnflFFOR vOOno!itGn• L-5
De:iign Check Calculation Sheet
WoodWorks Sizer 10.1
Loads:
load TyF'e Pistr.ibution atl.ocatlon Ift1 Magn: Lude Unit
tern Start End Start End
Load. rfe c;'--- Fu11 Area No ps
l.,oad2 t,tve Full Area Yes 40.00 psf
Self-wuiht DCEd Full UDL No
Maximum Reactions (lbs): ---�'
_ — ----- — 22'-1„
-- ----
t'a lue Desi n Value Anal si s; Dest r.
-_ _t a._.- SS). Vr - - 1.426 - V/Vr, - O.:iy
M 23..^-.3 Mr = 6595 M/Mr „ 0-15'
Unfactored:
M •+ .391 Mr 6595 M/1•tr -.
-
0.06
Dead
16;1
Live
0.34 a L/635 0.45 - L/4.80 0.76
.Ave
'377
Canti.I. Dead
-0.06 = L/770
Fac cored:
—
_—._-
`
Total545
Bearing:
—
Length
5.50
_
I-Jolst, APA PRI, PRI.70, 3.1/2"x11-7/8"
Supports: All - Timber -soft Beam, D.Fir-L N0.2
—_ -- -- Floor joist spaced at 12" c/c; Total length: 22'-1.0".
Analysis vs. Alloxlable Stress fncil and Aosta r•t r: t —
Cziteclunr.ne*1Ysis
5 tear
Berdi ng l - I
t'a lue Desi n Value Anal si s; Dest r.
-_ _t a._.- SS). Vr - - 1.426 - V/Vr, - O.:iy
M 23..^-.3 Mr = 6595 M/Mr „ 0-15'
Dendin 1
M •+ .391 Mr 6595 M/1•tr -.
Deflection:
0.06
inter tor. Dead
G., 14 -
Live
0.34 a L/635 0.45 - L/4.80 0.76
Total
0.43 L/524 1,0.90 - L/240 0,q.6
Canti.I. Dead
-0.06 = L/770
1.1.ve
-0.t5 = W296 0.18 = L/240 U..N1
Total
-U.19� 4 . 1:/7.48 0.36 _ r,/120 0,41
...... -f
2;4
5i•1
--
-._—
Additional Data:----------
FACTORSt F/E CD ::Id Ct Cl; CF C.f Cl tt Ci !'n i.Cll
yr1420 1.0) 1.00
F:r, 6595 1.0.) - - - 1.60 1.00 3
Mr- 6595 i.0:1 - - - - - 1.00 l.GO 2
Et 416.0 :nil i:i do - - - - - 1.00 - - 3
CRITICAL LOAD COMBINATIONS:
Shear LC 112 m D+y, v = 551 lbs
Bondi ng l+l: LC 113 v D+:L (pattern: L_1, N d 2323 lbs-tt .
Pending(-): LC 1)T. 0 N = 391 -lbs -ft
Def.
action: LC if (live)
LC 113 a 1toLaII
D=dead L=live S.sn(n.•1q Ind I,impact Lr -roof live Lc -conceit t rated E -earthquake
All LC's are listed'irr 0',e Analysis output
Load Patterns: s=S/'l. ):m1,+S or L+Lr, mno pattern load In this span
Load combinations: ASCF. 7 -lo / IBC 2012
CALCULATIONS:
Dort. ectlbn: El 410e06 lb -i::2 K. 1.39e06 lbs"Live" dorlectror. Oef.je::tior, rrom all non-de:,r: loads (live:, wl+;d, an•,w..J
Tgtal oel'lectlor. 0.50tDead Load Deflection; + hive 1.064 Dnrlect ion. -
Design Notes: _ - — — —----------------- ------
l. Wood Warks analysis end (losil;n are in accordance with the ICC International Building Code (IBC 2012), Ino National Design Specification (NDS 2012.), and NDS Decign Suppletn0n1.
2. Please verify that the default doliection limits are appropriate for your application.
3. WoodWorks Sizer proricle;: prt:?iminary estimates for I -joist design, Each wood 1 -joist producer develops its own proprietary design values. Ploase contact the manufacturer Ior a custom I -joist
version of Sizer or other 1-joisl de:;; In software.
4. FIRE RATING: Joists, wall :;tuts.. and multi -ply members are not rated for fire endurance.
42.5 ANCHOR ALL RAFTERS
_. .. _:_ -.. - .._.J
4. BLOCK FOR CABLNETS
5. 6X12 TYPICAL HEA:)E.R UN Ess Orr!..MSE. NCl?✓
6. SEE MLLE SH'M FOR ADOMONAL NOTES
7. PROVIDE H-2.5 ANCHORS O ALL ROOF/WALL COYYECTiCNS
B. -TOP PLATE SPUCES W/8 -16d EACH SIDE U.N.O. '
PROVIDE (8) 1/2'� -. -
SCREENED EAVr VENT NT
6
r �
CARAGE ATTIC VENTILATION CALM
1 $76 so. -./75013 84 SO. Fr' i
(1)14 X2a- SCREENS C.E. VENT –7." SO. Fr.
(8)22 6 1/2' SCREENED 1/8' EAVE VENT -2.48 SO. VENT -2.48 5O. Fr.
C.E.
50. =3.s2 SO.
4.�::�� €.�A?:l�•tq iii ��
IF 2/3J4:12
I� 2. 3/4:12 I 2 3/4:17
i i
i
i
0TI
i
i i
i
i
ollil-11
i
i
iA I
0 0
—
i
i
f
i
r �
CARAGE ATTIC VENTILATION CALM
1 $76 so. -./75013 84 SO. Fr' i
(1)14 X2a- SCREENS C.E. VENT –7." SO. Fr.
(8)22 6 1/2' SCREENED 1/8' EAVE VENT -2.48 SO. VENT -2.48 5O. Fr.
C.E.
50. =3.s2 SO.
4.�::�� €.�A?:l�•tq iii ��
IF 2/3J4:12
I� 2. 3/4:12 I 2 3/4:17
LA
COMPANY PROJECT
Summit
St(vctur')lDesign
4D Sep. 27. 201 6 15:1 2
VIOV(oodlWo d ..S
SWTWIR, P.)R,v()c.n
Design Check Calculation Sheet
WoodWorks Sizer 10.1
Loads:
Maximum Reactions (lbs) and Bearing Lengths (in)
IT -5.5"
Un cor ed:
Dead 1562
Snow 6049
Wind ; 807
901C !.ive is.i
hqua 1., 15,,;
'Factored; -.-,
76it)
hearing: -
Length 2.13
in re d 2.13
Glularn-Unbal., West Species, 24F -V4 OF, 5w1/2"X13.1/2"
9 laminations. 5-1/2" maximum width,
Supports: All - Timbersofl 80am, D.Fir-L No.2
Total length: ITT5.5":
Wieral support: top= 24 bottom= at supports; (in)
Analysis vs. AllowqblEr Stress (nsil and nmflo,ti- (;-i
Value lieslwn value75nalysis/Desinn
Shear pe
. I Fv 305 0.43
L - 1 2337 FW 2151 fb1n), C.85
V! a d Def I 'n 0.- ,ti :I,/ggg
1.1 ve Dail•n 0.08 1./302
,0.86 0.79
Total !teff
1 111,/218 po 0.82
Additional Data:
FACTORS: F/E (psi. I CE, CII, -Cc CL CV Cfu Cc C tr4 Noti-S Cri'Cvr ',Cll
FV, 2G5' 1.19 1.00 1.00
1
00
rb, 2400 1;15 1.00 1.00 0.997704 1 .00 4
CO 650 1.00 1.00 4
1.8 :01111 In 1.00 1.00 fit)
00
0.85 Tri 11 icn 1.00 1 .00
CRITICAI. WAD COMBINATION& 013 4
Sheaf I,c 11,; S V 5',14, vigu
ik hs- 6,i
De f i e c V. i 0 r, ve:
1,C 114 ["is
5 - S; W. nd
r - vo ::C.
A' 1 the An-lysls ou--.pt:
I.or`c
CALCULATIONS:
El -' 2630Z06 _'b -in?.
"Live" deflection Liefl-!Ction from all lion -dead loads (11%'e, wind, snow...)
Total Deflection - 1.,50(9ead Load Defleccion) - Live Load E-efleccion.
Design Notes:
1. Wood'Works analysis and dcSign are In accordance will, (110 ICC
International Building Code (18C 2012). the National Design Specification (NOS 2012). and NOS Dosion SUPIAefilont,
2. Ploeseyiiirify that Lhe.defauit deflection limits atG'appropriate for your application.
3. Glularn design values are for materials conforming to ANSI 117.2010 and manufacturod in accordance with ANSI A190.1-2007
4. GLULAM: bxd - actual brendtj),x actual depth.
5. Gfularn Beams shall be I*IerallY supported 6ccording*jo the provisions of NOS Clause 3.3:3.
6, GCULAW bearing length based on smaller of Fcp(tension), Fcp(oomp'n).
7, 0 . _d
Type Distribution Pat- Loca:iar, tfEl l4agni tude. unit
_1
E.LL2LtaL _End St:aru EndToad
I Area
L.osd2
oad`3
10.0c,
Full ArOa' 77.00' i9: 001' psi
Wi:ld Cf,(:
I:oad,l
Ful'! Area 20.00 19.00). psf
Load5
7?0'1! CNIStr. Full Area 20.00 (9. 00). pst
Ill !nd W C Point t 3. Uri 260 lbs
I,oz.cI6
121, 1, 11111-
sar-.11cfaake Point 3.00 .083 W;
11�_
:-B -
_fi ,
H-11 ]Full Vol, I I - 17.1
Maximum Reactions (lbs) and Bearing Lengths (in)
IT -5.5"
Un cor ed:
Dead 1562
Snow 6049
Wind ; 807
901C !.ive is.i
hqua 1., 15,,;
'Factored; -.-,
76it)
hearing: -
Length 2.13
in re d 2.13
Glularn-Unbal., West Species, 24F -V4 OF, 5w1/2"X13.1/2"
9 laminations. 5-1/2" maximum width,
Supports: All - Timbersofl 80am, D.Fir-L No.2
Total length: ITT5.5":
Wieral support: top= 24 bottom= at supports; (in)
Analysis vs. AllowqblEr Stress (nsil and nmflo,ti- (;-i
Value lieslwn value75nalysis/Desinn
Shear pe
. I Fv 305 0.43
L - 1 2337 FW 2151 fb1n), C.85
V! a d Def I 'n 0.- ,ti :I,/ggg
1.1 ve Dail•n 0.08 1./302
,0.86 0.79
Total !teff
1 111,/218 po 0.82
Additional Data:
FACTORS: F/E (psi. I CE, CII, -Cc CL CV Cfu Cc C tr4 Noti-S Cri'Cvr ',Cll
FV, 2G5' 1.19 1.00 1.00
1
00
rb, 2400 1;15 1.00 1.00 0.997704 1 .00 4
CO 650 1.00 1.00 4
1.8 :01111 In 1.00 1.00 fit)
00
0.85 Tri 11 icn 1.00 1 .00
CRITICAI. WAD COMBINATION& 013 4
Sheaf I,c 11,; S V 5',14, vigu
ik hs- 6,i
De f i e c V. i 0 r, ve:
1,C 114 ["is
5 - S; W. nd
r - vo ::C.
A' 1 the An-lysls ou--.pt:
I.or`c
CALCULATIONS:
El -' 2630Z06 _'b -in?.
"Live" deflection Liefl-!Ction from all lion -dead loads (11%'e, wind, snow...)
Total Deflection - 1.,50(9ead Load Defleccion) - Live Load E-efleccion.
Design Notes:
1. Wood'Works analysis and dcSign are In accordance will, (110 ICC
International Building Code (18C 2012). the National Design Specification (NOS 2012). and NOS Dosion SUPIAefilont,
2. Ploeseyiiirify that Lhe.defauit deflection limits atG'appropriate for your application.
3. Glularn design values are for materials conforming to ANSI 117.2010 and manufacturod in accordance with ANSI A190.1-2007
4. GLULAM: bxd - actual brendtj),x actual depth.
5. Gfularn Beams shall be I*IerallY supported 6ccording*jo the provisions of NOS Clause 3.3:3.
6, GCULAW bearing length based on smaller of Fcp(tension), Fcp(oomp'n).
I
.- -- COMPANYPROJUCT
Summit structural Design
p
101foodlWorks��$eP• 2%, 2016 15:7&
82
cnmvArtmiu worm reme:.v
Design Check CalCLIlatlon Sheet
WoodwoCw Sizer 10.1 -
Loads:
Lend
Typr -_.--_
Dlst.r.ibution Par:- Loeat!on
1!e! :. yni.tueD: Will.
l.ontl
Load2
Load?
Laad4
L:ladT
oad6
Del.t-l:n:gh:.
UCPd---_-yu.Acca
3nov
Wind (:6.
Goof co+.vtl:.
Sr..
Dead
L'rn<i -.--
Cu cn _ i_rt Fnd 5-m F,nd
.0, it :0 !•
Full Arca 77,0) 17.001' psf '
", I
u11 Area 20.00116.00)' 11 11
r.1f A". 20.0):16.001• pot
Full Ar- )0,5'1 19.00)' psf
t'ull Aron 6.011110.001• osf
Ful! ODi �_ •1�1." Clr l
Maxlnunn Reaction: (Ibej and Bearing Lengths (in) : •
-.._._.. -----'----------------...- ---_.......... ................_...._.__.... ..... ---.....
..__.-__._......_._...__.._...
I
'Jr. Ea,a ores
-_-._�_ --_"- _ _ _ _.._.._�.__ _-..._____-
a•
9-0
:11.40
now
2290 2290
t4t,
'A1 nd
"0%7
1(00! 1,4 yr
a2T -
Length
1..03
Nin [ 'd
Timber -soft, D.Fir•L, No. 2, 6x12 (5-112"x11.1/4")
Supports: All - TimboL-soD Boam, O.Fir-L No.2
Tota) longlh: 5'-2X;
Lateral Support: lop= at supports. b01101Iw at supporl5:
Analysis vs. Allowablo Szress (psi) and Deflection (in) Sing NDS 2012
C'r!trLiorl fm_nI•:a:e Vr.; ur Drs ivn •• lu.+ Anil ni•:I'•a lar
t+:<Itngi>l I'b .. ;51. 'e'o' � 100.. i'./t`s' ••. 0.<0
jot.l
ead Dr tl'n 0.01 • <I,t u,•0
Def.l'n 0.02 • LLtp99 1./J00 Uvtl'n 0__0
3
rl./ynn 0.25 L/24C S.1!
Additional Data: l
FACTORS: r/E(pai i(:l! CN C: :CL C. F' Cru _. CC- Cn C. LCp
i'v' 170 1. 1'a 1.OD .t.0a - -• - I.OG 1.00 1..00 4 -
rb'. O.995 1.000 I.CG ).00 1.00 .1.00 - "4
Fcp' 625 - ..00 1.00 - - L.OD 1.00
lml ' 1.0? .1..90 - - L.OG 1.D0 ... 4 ;
° 0.47 s1111on i.0:• 1,00 - - - - 1.0C 1.00 - 4
CRITICAL LOAD COMIIINATIONS: _
6hcut LC 94 - L••¢, • 5479, V dvaign •: 2113 lb.i
5ondi1-911 . LC 04L-- N, •1 n 4424 lb:+ -tt -
OeE.II:Ctionl LC 641 015Illy)
Lc n4 .• o•s icntati
Uda:cd L-1:vc 5 nax :;+ulna"1••iml:n cc (.. i I: vv L.. cont -ant rs r..:n F: nrtnq:lni:•:
1.1 LC's aLr l lsra<: i:: the : ,•,Mals o.:tuto
and cc:abl na c:o::o: A91:.1 I?C 29 i::p
CALCULATIONS: -
1/Vf trot tart: 1.'I • +1 NaU!. !b-In2 "
' ar. t'tecci or. - b:illrc.: i.nn ILCT all non -!land lnndc Ill Vc, vlml, s.an..1 -
Total Dc tluct ion •• 1.5Clt. (DeL04d Defl-lioni L! -Land Orf l•leti �
Design Notes: - - - ----'--"-
I Wood Works analysis and design let In accordance with the ICC Internalional Building Code (IBC 2012), the Notional Design Spoeiffealfon (NDS 2.012), and NUS Design Supptamoni,
2. PICOSO verity that Ino default 4efloclion limits are appropriate for your application:
0. Sawn lumbor bending member•,: shop be laterally suppOnoo according to the provision:: or NUS Clause 4.4.1. "
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14foodWo r
IAS. S�
COfAPANY
Sumndl Slruc(ural Design
SeP. 27. 201615:28
PROJL•CT
83
fiend lO,aO 12G. )• psf
Snou
i.ond3
Full. A 19.. Sn 124.0)• PQf
tGlnd ctC Full Arca
.SOMI'Aa6 req ivoon
1'2.011 (24 .OI• Pnf
Hou f. connc r, FL.I1 All, 14.00 t24.01• py(
Sate-ua_uhc
".ributary Widt•�ii
Daad <.n !f
�• �•-"-
Design Check Calculation Sheet
Woodworks Sizer 10.1
Loads:
Maximum Reactions (Ibs) and Bearing Lengths (in) ;
U„faeeored:
o .11,clbuc fo,: P,, Locd Lt on If:I Pin 9,i.c uda Unl t.
LonOl
LO[r, z, IEn:i Scl..l Enq
Dae-•-•�•�• Fu. -
Load1
fiend lO,aO 12G. )• psf
Snou
i.ond3
Full. A 19.. Sn 124.0)• PQf
tGlnd ctC Full Arca
Wad{
1'2.011 (24 .OI• Pnf
Hou f. connc r, FL.I1 All, 14.00 t24.01• py(
Sate-ua_uhc
".ributary Widt•�ii
Daad <.n !f
�• �•-"-
Maximum Reactions (Ibs) and Bearing Lengths (in) ;
U„faeeored:
--_-
Dead
---__--
v
Snow
545
..
s4J
t41nd
3L1
anof Li vo
Eared:
'I!%0
_
.. _._._.
i11
Tocai
919
• �:,
I,. cing:-
14111 c.q'd
1,00.
:ly
'Minlrtium hone
1011119olling(
W_NL•t•Ior and supports
I:Gd•
Lurnbur-soft, D.Fir-L, No.1, 2212 (1.112"x11.1/4")
Supports: All • Timbor-soli Boarn. D.Fir-L Nb.2
sp
R001 ioistnced al 24.0- Cfc: 1.0101 length: 10'•2.7-: Pilch: 10112. -
__,-_ Lateral support: top- full. Cullom:. at supports: Repwitivo factor: applied Micro Permitted (rerar to uwwc help).
Analysis vs. Allowable Stress (psi) and Deflection (in) using ND5.2012: -- --- -- - -
Ci'1:CL'On: iJlelymi Vtlur nasi;,, Jalua Ana! •yrs/Dva' , i
aenr!I no f•' fL .. 1114 Pb' 1321 !'b/r'
hcac: U0 ❑.'n 0.26. L/Eb2
Li- Defl'n 0.00 • L!:96 0.92 L/2.10 U.•74
Totnl Uefl'n 0.'7 Lr 270 l.<-2 4/290 0.45
Additional Data:
FACTO RS: E/L'lpy: ICU C>t Ct° CL CP ('tu f,i Cn 2•f:P -
Fv' 200 :.ly l:0: i.GO - •� `,
ib!.0•J .GO 4 -
'.• 1000 1.15 1.0; 1.40 l.0ufi 1.000Fcp It.OD 1.25 :.00
E' l.•7 million l.J. 'i.4L• - - - E.;.Ori y
.00
Erm n' 0.62 mlll!On 1.0; 7. GO - - 001.Ori 1.00 - 5
CRITICAL LOAD COMBINATIONS'
sham i,C 44 v Uc _'• 'I x 690. V do. to., 627 .11,., -
9cnd±ngl•): .LC 94 •• Dib, 1! 3200. lbs -ft
Octlocc ton; LC 05 01.7510-.421•:1 i;ivaI
LC p5 U•, 7ils•.{2W1 It
"P
D•Cedd L=1 :.vc 9+ynov 1;•w ln•1 T••i,npae: L -2f llva I,.:••enncanc rn -d E--•er[rhqud'a • ,
A±2 LnC': e li.Gced in [ha Anatysin output
Odd-n!,in-r Onnl ASCE 7 -to r 15C 20.2
CALCUU,TIONS: -
Oet±acct Ont E7 30300•i !.bI"
OOf
'LrvO" d,r t:On • lucclan Cram all non -dead loads 1'_-ivo, wind,
?ocdl Ov flQct ton •'1.50 (Una¢ Load Ua flecr,ion) 7 L-1 Load Deflac 1.11
9<arinq; Al towable bua[!nq ar an .,nglQ F'cl:uta r-d;.culacnd for each -Ppor[
an per I:Ds 7,10.7
Design Notes: - ,-------- - -
1.WogdNlorks analysisanddesign are In accordance vvitli ilio ICC Intelrmlional Building dodo (IBC 2012), Ino National Design SpadOenlion (NOS 2011.), and NDS Dosion Supplement.
2. Please vedly, (hill the. d01aull dello:Ilan limits are approprin (o for your application,
3. Sawn lumber bonding mcnIDCr' snap be laterally yuppone(I aeoording to the provisions Of NUS Clause 4.4,1,
4. SLOPED BEAMS: Icv01 Willing'is required for all sloped beams.
5. FIRE RATING: Joists. wall studs. not mulg•ply meinbers are 1101 raled for fire endurance.
J
COMPANY PROJECT
Summit Structural Design
(d)'%Wood\/\/orkS 0 Sep. 27, 2016 15:29
SOMVA.UFOR woos nfsrOre B4
Design Check Calculation Sheet '
WoodWorks Sizer 10.1
Loads:
Maximum Reactions (Ihs) and Bearing Lengths (in)
- ----- _.._ 16'•5.3" -__... -- '' .....w_.._...'--- __.
i
Unfactored: _ •- --- _ ----- Iti-26_..
Dead 1438
Snow 4970
114nd 2582
iU
Roof Live 2582 2582
Factored: ?562
Total 6408
Bearing:
Length 2.65 _ ----- -- ---•�
,i!:r. roa'd 1..65•" .,
--Minimum bearing lengthgoverned by th0 required�wid!h of the supporling member. ---'--- -'-'-- •- -----------i-- --
LVL It -ply, 2.OE, 310OFb, 1.3/4"x16", 2 -ply (3-1/2"x'16")
Supports: All - Timber -soft Beam, O.Fir•t. No.2
Totallongih 18'•5.3",
--- - -_ Lateral support lop- (ull, nollom= 24 lin)
Analysis vs. Allowablo Stress (n-il nnri nr>flor•fl. r.,,
Cr.tterion And! 44 Value Design vi, Iue Anal, l:,/
ShearJe ,i�r
tv�J Fv' _" 3d: fvd Fv'. ;4
Bending l+) fb - 2310 Fb' _ .3425) Ih/Fb' = 0.68
DeaQ Deft'[) 6,.16 - <L/999
L.ve Defl'n 41.56 -- L/390 0.91 = !./240 0.61
-otal_DOW-) 0_80 L/272 1.21 !:/190
4dditional Data:
"'ACTORS: F/F.(psi )(.-DCc
D CM -
f:!, CV CfuCt
'..Uatl
Lga:12
Typo 11 l.itr:t"'ution Pat- LnC&LAA:, Li ,.aglt.'ulle :):::t
_ te: n scam enc! s arc End
u.l) mea_- !C,. OO!14,n0:+ ps-
1.00 - ].00 4
I.Udd3
Silo. Ful! A:'C71 3E1, 5U!!4. UUi' IJ:}f
l•: illtl Cnf: Ftlll Area
-
Loo d4
^f;, 00i 41. tial pail
Roo:' cl'n¢cr. Fult Area 20. 00 i14. 001• -
1.00
Seif-•.,eEghc
{rsf
Dead 'rill! UDL la•I 1C
----
.
•'i'.r3 utary Widt'.l
(It)
Maximum Reactions (Ihs) and Bearing Lengths (in)
- ----- _.._ 16'•5.3" -__... -- '' .....w_.._...'--- __.
i
Unfactored: _ •- --- _ ----- Iti-26_..
Dead 1438
Snow 4970
114nd 2582
iU
Roof Live 2582 2582
Factored: ?562
Total 6408
Bearing:
Length 2.65 _ ----- -- ---•�
,i!:r. roa'd 1..65•" .,
--Minimum bearing lengthgoverned by th0 required�wid!h of the supporling member. ---'--- -'-'-- •- -----------i-- --
LVL It -ply, 2.OE, 310OFb, 1.3/4"x16", 2 -ply (3-1/2"x'16")
Supports: All - Timber -soft Beam, O.Fir•t. No.2
Totallongih 18'•5.3",
--- - -_ Lateral support lop- (ull, nollom= 24 lin)
Analysis vs. Allowablo Stress (n-il nnri nr>flor•fl. r.,,
Cr.tterion And! 44 Value Design vi, Iue Anal, l:,/
ShearJe ,i�r
tv�J Fv' _" 3d: fvd Fv'. ;4
Bending l+) fb - 2310 Fb' _ .3425) Ih/Fb' = 0.68
DeaQ Deft'[) 6,.16 - <L/999
L.ve Defl'n 41.56 -- L/390 0.91 = !./240 0.61
-otal_DOW-) 0_80 L/272 1.21 !:/190
4dditional Data:
"'ACTORS: F/F.(psi )(.-DCc
D CM -
f:!, CV CfuCt
Ct'rt Ci Cn LC 11
Fv' 205 1.15 -
1.00 - ].00 4
fb'- 3100 1.15 - 1..00 1.000 0.96 - 1. C0
1.00 - 4
Fco' 750 .. 1,00 - - - -
1,00 - - -
' 2.0 rat llr.on- I.00' - - - -
':I=ny'
1.00
1,04 mill. ian - 1.00 - - - -
1.00
'RITICAL LOAD COMBINATIONS:
Shear : LC 04 Daft, N - 6333, V design 5329 it's
Bendi it 91-1: LC 44 •• DvS, m = 20847 lbs -ft
Deflection: LC 114 (live)
LC 114 •' D15 (totall
0=dead,L=live S -snot• W' -wind 1-inpact Lr=goof .live Lic-concentrated
A1:1 IC's are lusted in ::he Analysis
E=earthquake
output
Load combinations.: SBC 2012.
;ALCULATIONS'
`
Deflection: E1' " 13`3t1e0G 1h-:n2/ply
"'l.1 ve" deflecr._oll •• Dcf]ect.ian from A1l. non -dead loess i'.'i ve,
'iot'. t::, Deflet:f.ioll :t'5'-DVati
v:inrl, slow ...,
Load DefieCt iot1l Live l,bafi Def!StCL'iUl1.
eslgn 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 Suppif nlenl
2. Please verify That the default daflecUon limits are appropriate for your application,
3. SCL-BEAMS (Structural CwT.pasne (.umber): the attached SCI. selection is for preliminary design only. For final member design contact your local SCC. manufacturer
A. Size factors vary from on: ritmufacturor to another for SCL materials They can be changed in the database editor
5. BUILT-UP SCL-BEAMS: coma_( manufacturer for connection details when loads are not applied equally to all plys.
6. FIRE RATING: Joists. well sl.tds, and multi -ply members ere not rated for fire endurance.
0
COMPANY PROJECT
Sualmll Structural Design
Sop. 27. 2016 15:32
1jiVo 1A/o r 1<. S QD
Design Check Calculation Sheet
woodworks Sim 10.1
Loads:
pall-
tc en 5n<1
�
-
t EndT7!-�
Load, sew. I%,A,vn
edit Paf
W.l r,.: F.I! A ;P1
.a,L-dl. He.( const,. Full r,( :J. SoI..al ().ad Ful, cklpe[
aj t
I maximum Reaction,-- (lbs): and Bearing Lengths (in) :
14'. 1'
UnC-t-d:
s " a,. 954
Wlna 49(i
Roof l.ivl,
2005
L.egch 1.00,
Min ,?q',li.00-
�Nili mum bear n Ion MLeJ&rqj1j! Vfor end sl!ipOn5..
Lumber n -ply, D,Fir-L, No.1, 202, 3 -ply (4-1/2"x11.114..)
Supports: 4in - Tinuour-so(I Buarn. D.Fir-L No.2
Total length: 19'.2.7': Pitch: 10/12:
Lateral support; lop= full, botionru: at supports: Repetitive faclor: applied %vhe,L PUSelinCtl (role( 10 (naliev help),
Analysis vs. Allowable Z4ri)ss (psi) and Deflection (ill) using Nos 20;2:
Crlcut Lon
i.9
Walla le v,
a
B.Ad I - I
120
b Fb' - 13272 fb/ ': '.
o:94
D -Ad Dofl'.
,.43
1111sce
Li- D,,Wn
0.23
W'90 o.61 - 1./360
0.17
Total Deifl$n
'I- _8-
. 1'/ 2 4 ri
!,j.l',C 0. 512 - 1,/24o
0.96
Additional Data:
-AM . CRS;
FYEIPA 1;t:v C.M Cr CL. CF C.,. Cr cfrt cy Cn LC a
Fv, !.0Q . - - -
I �. 1.00 1.00 1. 60 4
• !000 1 - IS l.4( 1.00 !.coo 1.000 1.00 1.15 1.00 1.0e 4
Ftp' f:25 !.cc 0J. 1.00 1.(-0
c: I ..CC 1.00 1.00 I.(A
l far, - tic ..0,) 1 .(e
CRITICAL MOINATIO:M
"�AL LOAD CO
1 LC 44 D+:;: 'j '144, 'Y 6-191; !9J3 , lbs
LC 0- !total!
-d
-If L-Ij- -,
5-11- W -,,-,,,dal
output
Lid:x Q,,r
o,, ASCE 7-110 1 Inc 2012
CALCULATIONS:
V. fl-C"i n: El -503u0G Lb-int/ply
"Ll d�fl.ctj-n peyi::eelbn Crama f .11. ---d- -
i Id. illve, wled,
T11-1 S.);aaat1 L03tDufl-t-11 ,, Loa" "
ion. AIIOw011o bcaj;llg AAn jnqlv Flub,t,-
callculatud for vech nullp.'t
Design Notes:
1. WOCKIWOMS analysis red closifinraltie accordance with the ICC Internalio,191 quilding Codo.:a3C 2012), file National Design Specification (NDS 201:!), filial NO:3 Dosion Supplejecill.
2. Please verity that 1110 default deflocifoo [fruits ale appropriate for your application.
3.
Sam lumber banding Members $hall be laterally supported according 10 .]he Provisions of NCS Clause 4.4.1.
4 BU4T-UP8EAh5S:ilIsA5s,ne I
ed 11131 each Ply is;] Single continuous elOnabef (that is; no bull joints ale present) laslefled together securely III intervals nut exceeding 4 lill)os he dem, 11 in
each ply 16 actually top-loaded.,MOM i!a"IN are 51do-loaded SPU631 fasicniri,.7 details may Ue.efluije(. anal it
.5. SLOPED BEAMS: level balding is l6quined for all sloped beams.
G. IRE RATING: Jollas. wall snail. ailA nalli.lAy members aro lot rated for (in, endurance.
r
COMPANY PROJECT
?' a Summit Structural Design'
Q� Sep. 27, 2016 15:48
i
,.)
YV A/®r-k-S
sgrnvnecYOU w'ooa rn:flG.V B6
Design Check Calculation Sheet
Wood Works Sizer 10.1
I Loads:
Loac! Type Dlstribution Par.... Lor-ation I f L 1 !layni c'.urlp. Unic
_ __ Lyerr . Sta: c _wid SCarc End
Load! Derv: Full Ar.eA Tj I.C.01!- ps.
LOAdi. Snr,w F'uli Area :1p 4,i1111 1.191'
.Lead3 Wino Clfi Full Aram ,pni;4,nni• psf
Lc1 Eld•I kool Co," Fu 1.1 Ar,,-,,:,.ni q,0��,
L0Ad5- Deacl r, r,:3 I
Self-wei he D r: aS lig=
ead_ Fui _�Ur1L37, r
Maximum Reactions Obs) and Bearing Lengths (in)
27'-2:3"
iine requiredwi.-.IIM of the Supporting member. --------..__...—_---•--------,_--,-----_---_____....
LVL 11 -ply, 2.OE, 310OFb, 1.3/4"x18.3/4", 4 -ply (7"x18.3/4•')
Supports: All - Timbor-soft Beam, U,Fir-L No.2
Total longi h: 27'-2.3".
— -- Lateral support: top:-- full, bottom= 24 (in) Repetitive lector: applied where penmlled Irefor to online holoi. ---^ _—_------- —
Analysis vs. AllowablewStFess (ash and Def1p0lnn finl
r-r_U2: Zen r.:ih! SYS •. tl!t1e Dnsir : --- I,.. _ -
.._i__.._' in ,iue l�./.._3, Ill
Rhear tv u !'E Fv' 126 t?. 35
ee.ndsr:gt'i fb '• 2250 Fb' F 1409 fit/FLl' 0,(i4
c±ead Uefi'n 0..46 n Li 67.8
Live Defl'n 0 e3 L;381 0.9(1 W30ft 0.93.
Tota). DefI n 1.07 w 1/301 1.35 '= L/7.40 p, 81)
Additional Data:
FACTORS: F/ElosiICC; CM Ct CL Cv Cfu C:- Cfrt C.! Cn !•C 11
Fv' 2'85 :.1.15 - i.00 - - - - .8.00 - 1.00 4
FbPv 3100 1,iS - 1.00 1.000 0.94 - 1.('4 1.00 - - 4
Fcp' 150 - - 1.00 - -1.Ofi - - -
1=' 2.0 million - 1.00 - - - - 1.00 - - 4
Eminy± 1.04 million - I.ob - - - - 1.00 - - 4
CRITICAL LOAD COMBINATIONS:
Shear Lf. it4 D+!;i, V = 11494, V design 10107 1Gs -
Dendingl+): LC 114 D::i, 1•1 - 76905 lbs -ft
Deflection: LC Ifo = D-;i':live)
Lt: !14 D+e; t (.0", a l l -
D=-riedd La:ive S=s1:0•.a t4•�r:i^rl 1=imi:act -
Lrro, f ,,i,vq !.e-c0n..r1:^. Ce-ar!id E=edrthOud Y.e
Lt.:s a:e I.isterl in .+:he AnalvsiS QUtput
Load combinations: AsC.".'. 7._10 / !3C 2012
CALCULATIONS: -
Oeflect1fM: Kf u I:iw:)e06 ib-!n?/ply
Live" def'lecti0n Del':.acl:ion °rnu, all rva-dean loads ;ve, wino, sno•�:..,;
Total )i, .flection t.: ve to?art .,ei E•:ction.
Design Notes:
1. WoodWcfks analysis and design are in accordance with the ICC International Building Code (IBC 7.012), the National Design Spocilicniwn (NDS 2012). and NOS OOsign Suppinmc:nt
2. Please verily that the defeult deflection limits are appropriate for your application.
3. System factor KH may 1101 apply to field -assembled multi -ply beams.
4. SCL-BEAMS (Structural Composite Lumber): the attached SCI. selection is ((it preliminary design only. For final member design contact your local SCL manufacturer.
5. Size faclorS'vary from one mailufacluror 10 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 stiids, and multi -ply members are not rated for lire endurance.
Dadd
4254
Snow
737.6
d0-'}
Wind
418+7
_
ROC, f. [.ive
266`
4:i•"
Total
11634
- -- —� "------^•--
Bea ring•
—.
_—. _._ I !! 429
:•!'n rec 'd
2.56•
iine requiredwi.-.IIM of the Supporting member. --------..__...—_---•--------,_--,-----_---_____....
LVL 11 -ply, 2.OE, 310OFb, 1.3/4"x18.3/4", 4 -ply (7"x18.3/4•')
Supports: All - Timbor-soft Beam, U,Fir-L No.2
Total longi h: 27'-2.3".
— -- Lateral support: top:-- full, bottom= 24 (in) Repetitive lector: applied where penmlled Irefor to online holoi. ---^ _—_------- —
Analysis vs. AllowablewStFess (ash and Def1p0lnn finl
r-r_U2: Zen r.:ih! SYS •. tl!t1e Dnsir : --- I,.. _ -
.._i__.._' in ,iue l�./.._3, Ill
Rhear tv u !'E Fv' 126 t?. 35
ee.ndsr:gt'i fb '• 2250 Fb' F 1409 fit/FLl' 0,(i4
c±ead Uefi'n 0..46 n Li 67.8
Live Defl'n 0 e3 L;381 0.9(1 W30ft 0.93.
Tota). DefI n 1.07 w 1/301 1.35 '= L/7.40 p, 81)
Additional Data:
FACTORS: F/ElosiICC; CM Ct CL Cv Cfu C:- Cfrt C.! Cn !•C 11
Fv' 2'85 :.1.15 - i.00 - - - - .8.00 - 1.00 4
FbPv 3100 1,iS - 1.00 1.000 0.94 - 1.('4 1.00 - - 4
Fcp' 150 - - 1.00 - -1.Ofi - - -
1=' 2.0 million - 1.00 - - - - 1.00 - - 4
Eminy± 1.04 million - I.ob - - - - 1.00 - - 4
CRITICAL LOAD COMBINATIONS:
Shear Lf. it4 D+!;i, V = 11494, V design 10107 1Gs -
Dendingl+): LC 114 D::i, 1•1 - 76905 lbs -ft
Deflection: LC Ifo = D-;i':live)
Lt: !14 D+e; t (.0", a l l -
D=-riedd La:ive S=s1:0•.a t4•�r:i^rl 1=imi:act -
Lrro, f ,,i,vq !.e-c0n..r1:^. Ce-ar!id E=edrthOud Y.e
Lt.:s a:e I.isterl in .+:he AnalvsiS QUtput
Load combinations: AsC.".'. 7._10 / !3C 2012
CALCULATIONS: -
Oeflect1fM: Kf u I:iw:)e06 ib-!n?/ply
Live" def'lecti0n Del':.acl:ion °rnu, all rva-dean loads ;ve, wino, sno•�:..,;
Total )i, .flection t.: ve to?art .,ei E•:ction.
Design Notes:
1. WoodWcfks analysis and design are in accordance with the ICC International Building Code (IBC 7.012), the National Design Spocilicniwn (NDS 2012). and NOS OOsign Suppinmc:nt
2. Please verily that the defeult deflection limits are appropriate for your application.
3. System factor KH may 1101 apply to field -assembled multi -ply beams.
4. SCL-BEAMS (Structural Composite Lumber): the attached SCI. selection is ((it preliminary design only. For final member design contact your local SCL manufacturer.
5. Size faclorS'vary from one mailufacluror 10 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 stiids, and multi -ply members are not rated for lire endurance.
I �ll
Loads.
11)%")
PROJECT
137
Design Check Calculation Sheet
WoodWorks Sizer 10.1
Load Type _
1liscributlon
Pat-
Locat.lon (ftl
Magnitude
Unit
__
Loadh De:T,T _Fu.
i.oad2 Snne1
-Load.i 67!ml C C
Load Roo.° censtr:.
Self-wei ht De I
Arra
Full Area
Full Area
Fu!l Areai4.(ie
lull UDLt4.'I
cern
Start End
-
Start End
177 0 .UO)
78.50 Ig. -001`
22.00 !9.UV!`
(9. U01`
psf
p:;f
psf
psf
p!f
Maxi(num Reactions (Ills) and Bearing lengths (in)
F
_._._._..._...._-.---- ....._._._. ------
Unfaeco red:
---.
_...... ....._.......
I
Unfaeco red:
--•- -- ----- •--�-- -----•---
--
Dcad
a53
-
S:1ow
16 75,
! 5:,
.11 nd
95'1
Roof Llve
609
'
TOtfii
25481
--•-._-_--...._�-..__ _--._..__
_.-..__
Bear 181(1:
--,
2.'.4
t.enyc!)
1.00•
--- ---•----.-..__--------
Min re 'd
1.00
tonglil
selliAr; used: 1" for end suoonrts - ----- --- •-_----__.__-
.tlU•
1. • r,
'Minimum bearing
Timber -soft, D.Fir-L, No. 1, 6x12 (5.112"x11-114")
Supports- All - Timber -soft Beam. D.Fir-L No 2
Total length: J'-B.O"
LaterDl support; top= 24 bottom= at supports. (in)
AndIVSISvs. AIIOW:ibLfr Strr?ss !Heil anr( Iloflor•t;n.,
Critoriorl Ane! .. s Va1uc Design aloe Anal1rg-1 .•3: �•s 1tri-- -
.:ear1'v' 48 Ev' y19S PV/Fv• :. 0.25
Seim;nq (+) fl1 67.! i'b., 15;9 r!1/Fb• ,.. .6
i:!rad Defe'a 03 <1.i95;9
Li.va PE <L; 9519 ti. .. !.i i'•It
Tota; :'e r!,❑ l:ll > <L/ti!+9 r sir el.I
.;i4 � L.i IPC G. 17
Additional Data: ----- �-------T-�-----------
FACTORS: F/E(ps1)(D CF. Ct CL CF Cf%1 C:: Cfrt C1 Cn LC 11
Fv' 170 1.15 1.00 1.00 - - - - J.OU 1.U0 1.00 4 .
Fb'+ 1350 1.3.5 )..00 1..00' 0.998 1.000 1,00 1.00 1.00 1.00 - 4
FCp62.5 . ._1.00 1.00 - - - - 1.00 1.00E. - -
1.6 rnillion 1.00 1..00- - - - 1.00 i.00 - 4
Ellin 0.50 01.1.1 ion :1.00 1.00 - - - - 1:00 1.00
CRITICAL LOAD COMBINATIONS:
Shear : 'LC: §4 =� E4S, V = 2507, V design 1995.Itis
Benclingf+l; LC 114 E,•S, M - .6006 lbs -ft.
Oe1lect.on: LC 114 t-rS (1'i vel
LC 64 Cr=: ILofai) -
D=dead 1.=live S=snow %'kind I=impact Lr -roof live Lc -concentrated E=earthquake
P.11 LC's are 'iiste4'I.n'the Analysis; output
Load Corioinac.io ns: ASCE. 7-10 / IBC.'. 2012
CALCULATIONS: '
Def!e_ - *;.or.: E1 1014e0G 1b-•!ti2 .
"Live"deflection De 'l.le.ction from all num-dead lords dive, winrl, snow...)
Total Deflect''_on 1.51'il4earl ;,oad Deflection) ; Live Loa;9 Deflection.
Design Notes: � •
1. W000Works analysis end dosign aro in accordance with the ICC International Building Code (IBC 2012), the Notional Uorgn Speciucauon (pIUS 2012), and NOS OuSign Svpplomont
2. Please verifylhat the dofaull d00ection limits Oro appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1.
COMPANY PROJECT
JJ Summit Structural Design
IS0.0 Sep. 27, 20116 15:57
11!,VoodSOM WAA.t rOR )anon n,' ,
C V
De!;ign Check Calculation Sheet
Wood Works Sizer 10,1
Loads:
Load
Typ' UE rcribut. ion -aron Ift! !,:ldo. unit
Goa::
!."a"12
Load3
Load
Load5
s1!
-Tri ,� 2, ;! Vi 1. , . I
;.ern S'al, Ene SLart. and
Oeail 1 Area 10.00 00 ps f
Nil Area 313. 50 (8 00) • ps
i. U I., Area 22.00 2.00 t6.00) psf
Rocif cor.sLr. Fu 1. 1 Area 14.00 ;6.00)c psf
Dead Nit Area 6.00(12.00)• I's f
20 It____ Fu 1. 1 UDL 15.2 pif
, ,
Maximum Reactions 4jbs) and Bearing Lengths (in)
16',2.3"
Glulam-Unbal., West Species, 24F -V4 DIF, 5-1/2"x-12"
13 laminations, 5.1/2" maximum width.
Supports: All - Timbor-soft Boom, D.Fir-L No.2.
Total length: 16'.2.3":
Lateral support! top= at supports, bottom= at supports:
Analysis vs. Allowablol Stress (r)sil and M-flpntinn lint .-.
Cr iterion A na I Y_,� s Value Design Value n
Shear _rVT9_ Fv' 1-0-5 0.2
Bending(.1 fb 146.9 N, 2601 0,55
Dead 0.20 L/953
Live vL,,1,n 6.33 == 6/592 0.54 L/360 0.61
Total Uef.l'n. 0.63 w. 1./306 0.00 L/240 0.78
Additional Data:
FACTORS: F/ r 1ps i i .,P, cm Cc Ch Cv C. f if Cr Cfr, c) t. a s (:n - c Lr a
FV 265 1.09 oil 1.00 4
2400 ! . 15 t . .
00 !-)o 0_9 " 1
b .00,
0 oo I.co 1.0",
Fc;) 650 - ;.001.00
1 00
E' 1.8 111i ll;.un 1.00 1.00 1.00
0.85 )0
Eifli ny, 1.00
CRITICAL LOAD COMBINATIONS:
Shear- : LC 04 D+:;, V 4017, V ;n 349.1 !;,,i
Bend i 1lqf - r ; LC i!4 DIS, M '6 (;4 lbs -ft.
De'lection: ."C 64 Dli; Ilive,
LC h4
P-doadL-Ilive
lR :A;:`C;,:lCk1!l,:'-*l-�(.-d E.=erlrthqua%
All !.':Is ace. jjs-.fL:j In I: An:, ,jjE:pjj:
ilWid ASCE /'!9C
CALCULATIONS'
Deflect!on: E
At ,CULATIONS-
E. 1 - '421;e06 lb-ir,2
reflection fror, all nun -dei, -J loads (I!ve' wild" silo
-etion wad Dir.! ec
Vel, �tion) Live Loac'i Deflec-on.
Design Nctes:.
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012). the National Dosip Specification (NDS 2012). find NOS Desi
2. Please verify that the default deflection limits are appropriate for your application.
3. Glulam design values an) for materials conforming 10 ANSI 117-2010 and manufactured in accordance with ANSI At 90.1-2007
4i GLULAM: bxd = actual breadth x actual depth.
5. Glulam B ' sams shall be hiteril(' ly supported according to the provisions of ND:) Clause 3.3.3.
6. GLULAM bearing length basrj� on smaller of Fcp(tensiorn). Fcp(conip'n).
------ . ......
Dead
15477
Snow
2-493
W i n'!
!4i"
Roof 1.i ve
907
-a C t 0 red:
-
Total
4 0 5
-------
bearing:
-
Length
I Min re 'd
14
Glulam-Unbal., West Species, 24F -V4 DIF, 5-1/2"x-12"
13 laminations, 5.1/2" maximum width.
Supports: All - Timbor-soft Boom, D.Fir-L No.2.
Total length: 16'.2.3":
Lateral support! top= at supports, bottom= at supports:
Analysis vs. Allowablol Stress (r)sil and M-flpntinn lint .-.
Cr iterion A na I Y_,� s Value Design Value n
Shear _rVT9_ Fv' 1-0-5 0.2
Bending(.1 fb 146.9 N, 2601 0,55
Dead 0.20 L/953
Live vL,,1,n 6.33 == 6/592 0.54 L/360 0.61
Total Uef.l'n. 0.63 w. 1./306 0.00 L/240 0.78
Additional Data:
FACTORS: F/ r 1ps i i .,P, cm Cc Ch Cv C. f if Cr Cfr, c) t. a s (:n - c Lr a
FV 265 1.09 oil 1.00 4
2400 ! . 15 t . .
00 !-)o 0_9 " 1
b .00,
0 oo I.co 1.0",
Fc;) 650 - ;.001.00
1 00
E' 1.8 111i ll;.un 1.00 1.00 1.00
0.85 )0
Eifli ny, 1.00
CRITICAL LOAD COMBINATIONS:
Shear- : LC 04 D+:;, V 4017, V ;n 349.1 !;,,i
Bend i 1lqf - r ; LC i!4 DIS, M '6 (;4 lbs -ft.
De'lection: ."C 64 Dli; Ilive,
LC h4
P-doadL-Ilive
lR :A;:`C;,:lCk1!l,:'-*l-�(.-d E.=erlrthqua%
All !.':Is ace. jjs-.fL:j In I: An:, ,jjE:pjj:
ilWid ASCE /'!9C
CALCULATIONS'
Deflect!on: E
At ,CULATIONS-
E. 1 - '421;e06 lb-ir,2
reflection fror, all nun -dei, -J loads (I!ve' wild" silo
-etion wad Dir.! ec
Vel, �tion) Live Loac'i Deflec-on.
Design Nctes:.
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012). the National Dosip Specification (NDS 2012). find NOS Desi
2. Please verify that the default deflection limits are appropriate for your application.
3. Glulam design values an) for materials conforming 10 ANSI 117-2010 and manufactured in accordance with ANSI At 90.1-2007
4i GLULAM: bxd = actual breadth x actual depth.
5. Glulam B ' sams shall be hiteril(' ly supported according to the provisions of ND:) Clause 3.3.3.
6. GLULAM bearing length basrj� on smaller of Fcp(tensiorn). Fcp(conip'n).
COMPANY PROJOCT
Summit Structural Design
7
44(o
///�\�� (r• 9frSOP. 27.2016 15:42
W `6' ot-k, S`N litl
earnx,..a[ r•na u•o.,n nrarry
Design Check Calculation Sheet
WOed WOlk6 Sizer 10.1
Loads
Load
Load
'rypr pjst ribut ton 0n0- Lccacjan (ltl _!aguOr icude unto
___ cern uta End ,Start Rn<i
Dcatl , 11) A[oa ;;i. p?. 11!, �1
L-cI2
[aed3-
Full A-, '1'1.0! (!6.01• P"
'LPnd4
H_nd Crtr- Fu11 Atan 20.0( 116. 0t• pa!
Roo!
Srl!-xc1 ah:
C: 11,, . EN, Area ::O. Oc I16. 0! • pa f.
quad Rill UOL
'Tri uta L'v t:1tlt
4.0 if
ttnt--_•- --
maxnnum Reactions (Ibs) and Bearing Lengths (in)
Lumber -soft, D.Fir-L, NCA, 2x12 (1.112"01.1/4")
Suppods: All • Timber -soil Boom. D.Fir-L No.2
RODI.JOISI s.)aced Of 16.0• dc; Total longln: 14'•0.0-: Piker: 2.0/12:
Lateral support: IOD' full, bosom= a1 supports; Repetitive tactor: applied whore permitio(I Irefer to ontino nelp):
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012:
Cu ccelen Huai s Va :v Dau tar. V.t lnc• ani, ;Lc/C•oxi n
'•r.:t ny!.1 f :216' Fb' •+ 1322 !h/Fb' 0, 9'
Unad D.Wn 0.09 < ih/rig
L)yr pa!1'n 0.32 L/Sc3 0.)2 a E.r240 0.44
Toeai pu!'1'n 0.;5 L/'Sfio 9.e0 L/ta0 0.4;
Additional Data: - - - --. -
VMA TCR'a: r/E(pa iLco 2,^.+. Lt r•L CF C:u Cr fftt Ci Cn LCfi
'r J.00 1.15 1.00 •.I.Oi+ _ 1.0a
"':'• !400 1.15 1.00 i.Oz) 1.000 I.OUO I.Uu t. Is 1.00
Fc P' 625 - !.00-
t1.00 l.(.a
`'. 0.62 mi 111 on :.Go !.09!.a) !.0•t .
CRITICAL LOAD COMBINATIONS: '
.Sh"" LC tl4 - D•6, V :: 902, V dosign c '160 !bs `
Bbndtny !:;: u 84 s D..y� •y 1258 lbs -!t -
Delleet!ont LC 04 U-1' Rival
LC a{ a 0•E l:[:cul!
U•d•:nti 1. :v 0,4 sou `7., t••ti ltd i"!mpnec Lrnrrn:•.V,
All Lf.'sun r�Cl :Olbd :n the. .i4;;,1vn Ln Cueput •
'a:id cn:nlrL nartena: ASUF. .-Ii
CALCULATIONS: '
ltcltucc(an: EI • 3nirfi5 ,-ir.2
"i..i':e dc1'l rccion Cc:'.i cc:.,cn loom . ; nor:-du..d Icnd;: il_vc, uirtd, cn>:a..:
^Deal U.>lleccion a l.50lCaai L0,111 DeflvetLUol -i v0 L -Id De li ncc ton.
G4nt inyt Allnwnulc boating .1t an ::neje s"choen• ca lcui aced !ot ench s,r,(tore
se Par. t10S 3. 10.J
Design Notes; �- �- --- ---
I. WOMWorks Onalysts and dosign aro in accord -141011 will' 1110 ICC Inlernatiomil Building Code (SBC 2012)• the National Design SPCcilicnlion (NOS 20121, and NDS Ooslgn Suprielneal.
2. Please verily Ihnl the default dollecilon Iimlls are appropriate for your applicmimt.
1- Sawn lumber bending membbrc Shall.:)e Ialorally supported oceording 10 I1m provisions of NO:3 CIOUSO 4.4.1.
4. SLOPED BEAMS: level Uearitt!I is n!piimd tar all stoped beams.
5. FIRE RATII4u: Joists, will Stu-s.Dr.r.._multi-ply tncinlaws aro nor rated for Oro enduraaco.
T
rj O
qtni
COMPANY P110JECTSummit $I Ch rnl Design(6� son -27,201915:44 Iii` "/®rk Elio0
ccrrlvnnrrrTc wono pCsr(:n•
Design Check Calculation Sheet - ~
Wood Works Sizer 10.1
Loads:
Lond
Typo
Diocclbuti.on pat-
Locati¢n (ftl
sla91A Ludo
Unic
Leat
0. a 'a.'9
Lor.
W Arca
scary. Bmf
S[att End
1N�1 ` (f- Ld- .
p. -
1oad2
Snow
Full Area
..'D-1
:if.. SC 12C. 01 •.
pcf
Load?
1.ond4
Wind CCC
Hoot c.n:,xt.c.
Full Arno
t'u!t Area
"7.0.0( (2:. 0)•.
pot
To"
0)G
:O. JC 124.01•
pat
>lf
Maximum Reactions (lbs)+and Bearing Lengths (in)
14'•9•
Unractor4d;
"I'd:ny!,!
b-i---
D< De:i
0. a 'a.'9
onox
545
0.2: "731 0.72 • 1.:24.0
='•'1
Wind'
2.87
0.44
..'D-1
Roof Liv¢
2D2
Fnctoredt•
-
2s.f
To"
0)G
.Dean ng:
Long th
.4.00•
Min rcQ'd
1.06i
'Mlh!mtim be 0
lora IY
s01L)y1 uSUU: 1" for end sunparts
•'
Lumbor•soft, D.Fir•L,-No.1, 2x12(1.1/2"x11.1/4")
SuPPoris: All • Tlntbor-soll Beam, O.Fir•L No.2
Root 10151 f.Paced at 24.0- WC: Totnl length: 14•.9.0•: Pitch: 1..9112:
L-110rol support': top' lull. baltOmn at Suppods: Repenlivc IaLlor, applied where normllled (reler l0 ooanu hr -l").
Analysis vs. Allowablo Stress (psi) and Deflection (in) sing NOS 20'12:
Cr 1 C.,za::.---
Sri._-
"I'd:ny!,!
Ib ll•: rbi !.122
D< De:i
0. a 'a.'9
Li- DO(l'n
0.2: "731 0.72 • 1.:24.0
To cnl 9<11 'n
0.0 L. aOG- O. Bfi Lr la(,
0.44
Additional Data: ----------------------
FAC
:rolts: lY E!Po` l 1CD C4 CF Ctu .. vitt. Q. Cn :'19e
t'v' !8J
L. i.,):) 1.U0 .. -l,nr ,i(i 1.00 .
Fb'• 10x0 1.15 1.0•)- 1.00 .nae 1. 0,0 i.VO 1. l5 :.00 q
Fop• 625 1 l.00 1.00 .. .. L.00 •. )C -
C' :.) mi 11 i.oa 1
.1V' 1 .00
F. -n' 6.62-i!1!on 1..0:1. !.)JO-. _ - I.JC• ..
30 - 4
CRITICAL LOAD COMBINATIONS:
5tioar AC • P: S; +r:.. 91�. V dca3gn = 700 :t,n
Sending l!!: LC a4 = 1,45, ni•2027 lbs -f[
Da Clcction; Le 04 MS Il ivp1
LC 04 D•S !i:otaI)
=dnud !r.i :ve-S=anox 4..1•xlnd:l=Lapnec Lr=roof live Lc•:ronconc rn;:¢d E=a., r.chyua3:o
All LC't ¢ liiitod In Che na
Alysis -tpur
Lendnaciono: ASCE -,-*10 r I9C !012
CALCULATIONS:
Dv f.lo0:t.n: fi .20Iv0ti^Ib-int
du(luction D<f i¢ul;l cn Crom al.1 nun-do:,d longs tiiw, 4.:•i nd, ato.c..l
Tocol Duflcec ton • 1.501fund Lond Dutlaeti-I h Live Lund Deflect
5. Ing: A14oxab.le b 'i ri: an an91e F'chcta calcul aC,:41 row. ca_h snppoct
rte p:-: UO3 3.10..f
Design Notes: -
i. WOpdWorks analysis and design aro in acpompnr>a wills Ine ICC International Building Code (IBC 2012), the National Design SpaUOonlion (NDS 2012.), and NDS Dcsi, SupNomenl,
2. Please verily the: the default d00e:Uon limits are approprialo for your application.
O. Sawn lumber bonding memtiom shnli lar, laterally supported 8000ming to the provisions of NOS Clause 4.4.1.
4. SLOPED BEAMS: loyal'beoling is rbtufred for all sloped beams.
5. FIRE RATING: Joists, viall duds, avid mullLply members aro not rated for lee enduranro.
w I
COMPANY - PRO9@CT
1 r Summit Structural Design
oo• 1N® r k ^ � Sop. 27, 2010 15:45
scvnirnar. roc tv0on n/s,cn' B11
Design Check Calculation Sheet -
WoodWorks Sizer 10.1
Loads:
1.0ad
Type-_--
US strlhution
Pat-
Lor.at ion (fCI Idayn!Curie iA1it
Load+
Deal - -
1.00
1.00
1.00 1.00 4
3Lari Lind Start End
0662
1.00 4
- -
' --.0C
=;u 1 Asea
1..00
'1.00
70. 04(14. 00)• if
-
:RITICAL LOAD COMBINATIONS- r
Snow
Fu 1.! Are;,
;hC.a LC 114 '• V'S. V ." 2.249, V desi.yn r 4Y0 lba
36.50(15.100: Fsf
1
:•:Merl'
L�ad4
Winn Ct,c'
F:.11 Area
.
22.:0(34.001• nsf
SeIC-•„•e
haOl Coru;f.K.
F'!llt Ar !a
• pst
14..eU:14,U41P.
'4: i1)utary d'irlrh
Dead
lf'ri •-
F'u'1 li
-•
-- --_
maximum Reactions (lbs) and Bearing Lengths (in) :
_ 0'
•cored;
)ad 755
10'.4 1527
otri 073
)Of Live 555
:Orel:
)tal 22'93
in --
)nth 1.00•
Timber -soft, D,Fir-L, No. 1, 6x12 (5-1/2"x11-1/4" )
Supports: All - Timber -soil Beam. D.Fir-L No.2
Total l ien g t h: 5--8.0--;
Lateral support: top- 24 bottom= at supports; lin;
Analysts vs. Allowable Stress (psi) and Deflection (in) using NDS 2012:
Cr;: ee_10rAral s:.s Valae Des.i<r, value itnail "s is �besi.•n
-
i:v rv' e= 1911 fv/Pv• 0.1
Send (.1 fh •' 325 Flo _ 1549
Dead Da f.l'n 0.0. _� ,:1./999
Live Defl'n 0.10 = <L/999 0.29 = L/240 0.04
Total )11 f'n 0.K. '+ SL/999 0.37 - L/.t90 0.05
Additional Data:
FACTORS: F/E(psi)CC, CN CC CL CF Cfu Cr
=V' 170
Cfrt
C5 Cn LC!i
i.l`. 1.00 1.00 - - -
' -
`u'• !350 i.. 00 1.00 0.990 1.000 1.00 } 00
1.00
1.00
1.00 1.00 4
rap, 625 - 1.00 ! . CO - _ ..
:. 00
1.00 4
- -
' --.0C
=' v:i.11ion 1. e .00 - - •• .-
Gain' 0.5fl mi_11!a" 1..00 00-
1..00
'1.00
1.10111 4
-
:RITICAL LOAD COMBINATIONS- r
1.00 - 5
;hC.a LC 114 '• V'S. V ." 2.249, V desi.yn r 4Y0 lba
sending ;+l; LC 44 '' D.S. .1-1, 3140 lbs-fr
.
Deflection: LC 04 D•S (I iveI
LC 44 O•S ( otali
p=dead L=live Smsno:4 ao.:ind 1 -Impact Lr=roof I;ve Lc=•;:pliccr:craCed
All 1e's are, fisted In
E!=earthquake
t3 r: Analysis Output
Load combinations: ASCE 7-10 / 10C 2012.
;ALCULATI ONS:
Dhelection: EI 104 (1!06 lb-.in2
"Live" deflection !)aflrrctlon from all 'non -dead load$ illve,
wind, snow...i '
Tot:;! Deflection C.50!llead Load Dcflectloni ; Live Load Coflectior..
Design dotes: - --------- ------
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 Pleaso verily that the del;lull c�onectlon limits are appropriate for your appticathn,
3 Sawn=umber bending member6 shall be laterally supported according to the provisions of NDS Clause 4.4.1
COMPANY PROJECT
Summit Structural Dos. a
AlVoodWorks
)+ Sep. 27,.2016 15:50
'SOi7WARf. FOR 4100n D!SlC''v 012
Design Check Calculation Sheet ^
Woodworks Sizer 10.1
Loads:
Lood Typ„ �•_- - Distribution PAC- Lccati.un ift:l Magni rude Unic
e(Ir1. stare. End Scarf. End
Full Asea i --_- i0.00112.0'i). psf
LC. d2 Sno.: - F'u!1 Acer.
oad3 4l - .20.50(12.00)' Psi:Lind CLC Fitt! Area 22,.")0t12.1!0)• PSI`LoaC.< Rcal co.^.sir.. F'u] 1 A;•ea 14.00112.00) • psf
Sel., wui4!,c Dc.:c!Fu!! utn. -�_ 24.2 IIH
'r! ucary width i _ ) .-
Maximum Reactior!s (lbs) and Bearing Lengths (in)
23'-10.1"
avyy�: uny nunnuer. '---'-
LVL n -ply, 2.OE, 310OFb, 1-314"x16", 3 -ply (5.1/4"x16") - --
Suppwls: All - Timber -soft Beam, D.Fir-L No.2
Total length: 23'.10,1";
-- Lateral support-. top:: full, bottom= :?4 (in] Repetitive factor: applied where pormn!ed (refer to online help).
Analysis vs. Allowahl(! Stress (nsil and nPflnrfinn ri.,1
Crs_crer=n An- si , V1,1t: ee�s :. c, r. ulue Ar,:�i Y3is/1!esiryr--
t
en. ,r :1.3 F'v' +• '!28 - ;v; r'v' ..
dWn91 • i 'b 22' S i -ii' _ )56"' i'b; F'b' - 0.64
Dead [Ai f1 ri O.:i.d '• ;1,/999
Live Def!'11 0:91 " Li3tl 1.1.3 1.1240
u. n
.TOC a•1 Defl'n !.05 !' 1./269 1.58 1,/l8U 0.67
Additional Data: -�- --
FACTORS: F/E!psi ICI) CIA Cf. CL CV Cfu Cr Cfrt ci Cn LCI) ,
'h•' 205 _ I . iCi - 1.00 - - - 1 r00 - 1.00 -0,
F.
3100 i., !!i 1.00 1.000 0,96 - 1.0:1 1.00' q
VCP. 750 - - 1.00 - - - 1.00 - - -
E' 2.0 nillivr, - L.00 - - - - 1.00 - q
E{n!ny' 1 . 04 !0111 'lar, .1..00 - - - 1 , 00 - q
CRITICAL LOAD COMBINATIONS:
Shear IX 114 DiS, V 7.1. -15, v design.•: 6.1;5 !bs
Bend: ng i+): LC 114 Dt S, .4 = 4,P463 1b, -f',
on: !.0 G4 • G•S 11. t.ve!
Lc 64 0,5 1Vocal' _
:•+ N ve = ::c w-.4; n:, �itupe:cL .r. e::;�f tiv,a ,..••C:or: •:rnCra tud E�'er:r
A. C's a:e 1isiec�3r C:,•? Anestysi o:.!Cpu;
Wad call:bir.arion:: ASCE. `._lt1 / 1Ar;a2f:12 ..
CALCULATIONS:
DefIecc.len: Ef - 1!S5e06 ib-ir•.2/piy
Ve'• def'Feac'ion f•ef CE2cson from al!, v.ind, s::os....r .
Total. De_lecticn U.SciPeud Load Deflect ,o%% , 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 NOS Design Supplement.
2. Please verify Ihat the default 6ofleclidn limits are appropriate for your application.
3, System factor KH may rill ,apply to field -assembled multi -ply beams.
4. SCL-BEAMS (Structural Compbsilo Lumber): the allachad SCL selection is lot, preliminary design only. For final member design cor.tac; your Ioca! SCCmanulactwor,
5: Size factors vary from one, mam:faclurer to another for SCL materials. They can be changed in the database editor,
6. BUILT-UP SCL-BEAMS. conl2ct 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 of fire =ndurance.
Unfar-;ored;
Dead
1717
Snow
5508
Wind
3147
Roof I.1 ve
2(!.03
Faccored:
ToCa!
7265
Dear Ing:
.an4=h
2'.07
rli,n :ec'd
2.07-
avyy�: uny nunnuer. '---'-
LVL n -ply, 2.OE, 310OFb, 1-314"x16", 3 -ply (5.1/4"x16") - --
Suppwls: All - Timber -soft Beam, D.Fir-L No.2
Total length: 23'.10,1";
-- Lateral support-. top:: full, bottom= :?4 (in] Repetitive factor: applied where pormn!ed (refer to online help).
Analysis vs. Allowahl(! Stress (nsil and nPflnrfinn ri.,1
Crs_crer=n An- si , V1,1t: ee�s :. c, r. ulue Ar,:�i Y3is/1!esiryr--
t
en. ,r :1.3 F'v' +• '!28 - ;v; r'v' ..
dWn91 • i 'b 22' S i -ii' _ )56"' i'b; F'b' - 0.64
Dead [Ai f1 ri O.:i.d '• ;1,/999
Live Def!'11 0:91 " Li3tl 1.1.3 1.1240
u. n
.TOC a•1 Defl'n !.05 !' 1./269 1.58 1,/l8U 0.67
Additional Data: -�- --
FACTORS: F/E!psi ICI) CIA Cf. CL CV Cfu Cr Cfrt ci Cn LCI) ,
'h•' 205 _ I . iCi - 1.00 - - - 1 r00 - 1.00 -0,
F.
3100 i., !!i 1.00 1.000 0,96 - 1.0:1 1.00' q
VCP. 750 - - 1.00 - - - 1.00 - - -
E' 2.0 nillivr, - L.00 - - - - 1.00 - q
E{n!ny' 1 . 04 !0111 'lar, .1..00 - - - 1 , 00 - q
CRITICAL LOAD COMBINATIONS:
Shear IX 114 DiS, V 7.1. -15, v design.•: 6.1;5 !bs
Bend: ng i+): LC 114 Dt S, .4 = 4,P463 1b, -f',
on: !.0 G4 • G•S 11. t.ve!
Lc 64 0,5 1Vocal' _
:•+ N ve = ::c w-.4; n:, �itupe:cL .r. e::;�f tiv,a ,..••C:or: •:rnCra tud E�'er:r
A. C's a:e 1isiec�3r C:,•? Anestysi o:.!Cpu;
Wad call:bir.arion:: ASCE. `._lt1 / 1Ar;a2f:12 ..
CALCULATIONS:
DefIecc.len: Ef - 1!S5e06 ib-ir•.2/piy
Ve'• def'Feac'ion f•ef CE2cson from al!, v.ind, s::os....r .
Total. De_lecticn U.SciPeud Load Deflect ,o%% , 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 NOS Design Supplement.
2. Please verify Ihat the default 6ofleclidn limits are appropriate for your application.
3, System factor KH may rill ,apply to field -assembled multi -ply beams.
4. SCL-BEAMS (Structural Compbsilo Lumber): the allachad SCL selection is lot, preliminary design only. For final member design cor.tac; your Ioca! SCCmanulactwor,
5: Size factors vary from one, mam:faclurer to another for SCL materials. They can be changed in the database editor,
6. BUILT-UP SCL-BEAMS. conl2ct 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 of fire =ndurance.
COMPANY PROJECT
r
I
Summit Structural Design
L 1 ►Vood-
"/orl �1' J (k' Sep. 27, 20, 6 16:12
snrnr.,.vr roe worn nISIGN
.1113
Design Check Calculation Sheet
WoodWorks Sizer 10.1
Loads:
Load Tyke Distribution Pat- Location (ft)
Magnitude Unit
tern _ 'Start End Start Find
Loads Dari Full Area 8.00 psf
Load2 Root constr. Full Area 10.00 psf
Self -weight Uead--- Full UDI. 2.7 nlf
Maximum ReacEJons (lbs):
28'-2"
nfac-ored: ----
----------------- ----
--
Dead 263
Roof Live 2b2
`F6':
Factored: -
-
Tota l
Bearing: -
- _
:4;i
Length ! ,;.C••'
-----------•-- - ---
--
Min, f2aLL
'Minhnum bearino lehath
seuino used• r' r�re„-i
I -Joist, APA PRI, PRI -40, 2-1/2" x11-7/8"
Supports: All - Timber -soft Beam, D.Fir-L No:2
Roof joist. spaced at 24" c/c: Total length: 28'-2.0";
Analysis vs. Allowable Stress (osil and neflpcl•inn finl .
Criterion A.ne). sis Value Des- n Value Anal si.s/Desi n
Shear —._.a 543 Vr 1.77y v/vr A 0..3!
Fending(r) M =� 3813 Ptr = 4431 M/Mr
DeadDefl'n. 1.D6 - L/318
Live Def.lIn 13 := L/7.97 1.:0 m L/240 0.81
Total- Defl'n 1.E5 L/202 1.87 = L/180 0.39
Additional Data:
FAC'T'ORS: F/E C'C CM C C1.. CF Cfu Cr Cfrr. (:;, !;;b
/" 1420 1.75 - - - -
Mr+ :545 1. 25 - - _ _ ... 1 , 0C .. •^i) - ..
E1 31.3.0 mi Ilion -
CRITICAL LOAD COMBIl"W01ONS:
Shear LC C? - P- !,r, V 54-1 Lbs
ndacc)(+) LC 42 s D M m 361; fns -t:t
lief!eclio:i: LC e:? U-•.,. (live}
LC +i2 D -L, (total)
D=dead L -Live S-sncw 4) --wind I=i.mpact Lr=roo:`. !ive Lc -concentrated i•;rearrhqual:e
All LC'.'s are !is_. in the Analysis output
Load combinations: A.SCE 7-1.0 / IBC 2612
CALCULATIONS:
Deflection: El 285e06 lb-i.n.2 KQ 1.39e06 .Lbs
"Live:" deflection Deflection from all non --dead loads (live•, wind, Snow...l
Total Deflertion 0.50(bead Load Deflection) + Live Load Deflection.
Design Notes: - ------ — -----___..-
1. WoodWorks analysis anif design are in accordance with the ICC International Building Code (IBC 2012), the National Design Soecification (NDS 2012), and NDS
Design Supplement.
2. Please verify that the defiult deflection limits are appropriate for your application.
3. WoodWorks Sizer provides preliminary estimates for I -joist design. Each wood I -joist producer develops its own proprietary design values. Please contact the
manufacturer for a custom I -joist version of Sizer or other 1 -joist design software.
4. FIRE RATING: Joists, wall studs, and multi -ply members are not rased for fire endurance.
COMPANY PROJECT
Summit Structural Design
'1v'VoOdWor 1,/ -SO .- Sep. 27. 2016 16:13
1314
Design Check Calculation,Sh,eet
WoodWorks Sizer 10.1
Loads:
Load Tyne ion Ila— Location (ftj Magnitude L! C,
terra S ta r t: *_' r i C, St,art
8.00
Load2 Ro(:I' constr. c9 Full Area L4. Full Area 20. OD ps'r
S Full tim, 2. 1 ol I
I Maximum Reactions (lbs):
23'-2"
I -Joist, APA PRI, PRI.40, 2-1/2"x11-7/8"
Supports: All - Timber -soft Beam, D.Fir-L No.2
Roof joitl spaced at 24" c/c; Total length: 23'-2.0":
Analysis vs. Alloilv;:tble Stress (r)Ril and nPfiPr-.flnn firil ...
CV I ter 1011 __An'*)IYSi$ Va,1UE,''value Anal YSis/DoSign
V 6W) Vr 1775 V/Vr 0.38
8(-.indj.n9 M 3908 Mt' 4431 0.88
Dead Deflln 0 - -A m L/538
Live De fl.'n 1.10 L/251 1.15 L/140 0.95
Total. Defl'n -1.,J6L/204 .1 . 5 4 • L/180
0.88
Additional Data:
FACTORS: F/E C, CM 0;: CL C:.
C Li Cr C f r. LC it
Vr 1420 1 25
Mr; 3'545 1 25
.00 1.00
El 31.3.6 nil.l lion - - - - - 1.00
CRITICAL LOAD COMBINATIONS:
Shear LC 02 • D-iix, V 677,lbs
Be rid ii rig "C i:2 , M 4906 lbs -ft
Deflection: LC 42 - H ive)
U., 42 ,, D i Lr (tonal)
D -dead i,-Iive
. S-sno,; WI -wind -impact Lir-roof livc, Lc.-concenrcau.ed E-earrhcjuake
All are liii:ted in the Analysis output
Load coinb1nations: r,SCF 7-10 / 18C 2012
CALCULATIONS:
!)efloctlon: E:] 285e06 lb-iri-I K- 1.39e06 1 tis
deflection. Deflection from all nor -dead loads (live, wind, snow
TOCA.1 Deflection C.50(Dead Load nefle.(::tjon) I Li.ve 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 dehlult deflection limits are appropriate for your application.
3. WoodWorks Sizer provid.Clls preliminary estimates for I -joist design. Each wood I -joist producer develops its oyvn proprietary design values. Please contact the
manufacturer for a custom I. -joist version of Sizer or other I -joist design software.
4. FIRE RATING: JOISIS. Wall studs, and multi -ply members are riot rated for fire endurance.
Dead
216
Roo r Live
46.':
it
Facco.re d:
Total
Searing:
680
Lenoth
1.00,
7
L -Ljj.!) 'reqld
1.00,
Winim6m bearino
lenoth
1- —f—
J
I -Joist, APA PRI, PRI.40, 2-1/2"x11-7/8"
Supports: All - Timber -soft Beam, D.Fir-L No.2
Roof joitl spaced at 24" c/c; Total length: 23'-2.0":
Analysis vs. Alloilv;:tble Stress (r)Ril and nPfiPr-.flnn firil ...
CV I ter 1011 __An'*)IYSi$ Va,1UE,''value Anal YSis/DoSign
V 6W) Vr 1775 V/Vr 0.38
8(-.indj.n9 M 3908 Mt' 4431 0.88
Dead Deflln 0 - -A m L/538
Live De fl.'n 1.10 L/251 1.15 L/140 0.95
Total. Defl'n -1.,J6L/204 .1 . 5 4 • L/180
0.88
Additional Data:
FACTORS: F/E C, CM 0;: CL C:.
C Li Cr C f r. LC it
Vr 1420 1 25
Mr; 3'545 1 25
.00 1.00
El 31.3.6 nil.l lion - - - - - 1.00
CRITICAL LOAD COMBINATIONS:
Shear LC 02 • D-iix, V 677,lbs
Be rid ii rig "C i:2 , M 4906 lbs -ft
Deflection: LC 42 - H ive)
U., 42 ,, D i Lr (tonal)
D -dead i,-Iive
. S-sno,; WI -wind -impact Lir-roof livc, Lc.-concenrcau.ed E-earrhcjuake
All are liii:ted in the Analysis output
Load coinb1nations: r,SCF 7-10 / 18C 2012
CALCULATIONS:
!)efloctlon: E:] 285e06 lb-iri-I K- 1.39e06 1 tis
deflection. Deflection from all nor -dead loads (live, wind, snow
TOCA.1 Deflection C.50(Dead Load nefle.(::tjon) I Li.ve 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 dehlult deflection limits are appropriate for your application.
3. WoodWorks Sizer provid.Clls preliminary estimates for I -joist design. Each wood I -joist producer develops its oyvn proprietary design values. Please contact the
manufacturer for a custom I. -joist version of Sizer or other I -joist design software.
4. FIRE RATING: JOISIS. Wall studs, and multi -ply members are riot rated for fire endurance.