HomeMy WebLinkAboutB16-1444 061-350-070RECEIVED
. x
' 4 JUL 08 �..�
TR13 AND ASSOCIATES
Department of Development Services
Tim Snellings, Director
Pete Calarco, Assistant Director
a 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds
It 13uae unLy Oroville, California 95965 F: 530.538.7785
• DEVELOPMENT SERVICES-
• F +
PLAN CHECK SQUARE FOOTAGE VERIFICATION
r -
`Permit Number: B16-1444 '
Owner's Name: JABORSKI TRUST
Assessor's Parcel Number: 061-350-070
Date of Application: 7/5/2016 .
Square Footage Verification'
At Application: Change
Wing Area
1560
To:
arage Area
672
overea Area
0
471
No Change:_
OTES:
N
Verified y B T�� Date:
" .
(Plan Check Signature)
onfirmed TRAKiT
Updated by: Date: .
'r
TRB+Associates r• Agency.. County of Butte
TRB+ Project Number.' PC 16.054.132.3
Final Plan Review
Page 1 of 1
Date: March 10, 2017 4
To: Andy Jaborski
PO Box 55 r .
Berry Creek, CA 95916
Email: busterr162(aD_gmail.com
• r
Cc: Philo Hunt, Amber Franzino, Nancy Springer, Deborah DeBrunner; Jordan DeBrunner, Curtis
Johnson, Carrie Gomez
Email: Phunt(cDbuttecounty.net; AFranzino(ftuttecounty.net, nspringer(cDbuttecounty.net;
ddebrunner(a)buttecounty.net; jdebrunneraC�buttecounty.net; cl*ohnson(cD-buttecounty.net;
cgomez ftuttecounty. net
(via email)
RE: Plan Review for: Jaborski Addition
Project Address: 101 Tipsoo Peak Road, Berry Creek
Agency App. No.: B16-1444
TRB+ Project No.: 16.054.132.3
The following documents were received for review:
,Plans: (2.sets) Sheets dated 10/28/16: A-1 to A-7, S1 to S3, M-1, E-1
Structural Calcs: (2 copies) P. Cole, dated 02/07/17
Energy Calcs: (2 copies) G. Faucette, dated 07/05/16
Other: (2 copies) Response, Arcademe Architects, undated
(2 copes) Response, Arcademe Architects, dated 11/28/16
(2 copies) Division A4.6 — Tier 2 and Tier 2
(1 copy) Permit Application
(1 copy) Square Footage Verification Form
Plans have been reviewed for compliance with the Building Department requirements contained in the 2013
CBC, 2013 CPC, 2013 CMC, 2013 CEC, 2013 CRC, 2013 Green Building Standards Code, 2013 Energy
Code, and County of Butte Ordinances.
There are no further comments.
Sincerely,
TRB + ASSOCIATES, INC.
Nas Ho�roe,�
ICC Certified lans Examiner
TRB + Associates, Inc.
BUILDING SOLUTIONS 3180 Crow Canyon Place + Suite 216 + San Ramon, CA 94583
for MUNICIPALITIES._ T 925 866.2633
F 925 790.0011
av www.TRBp/us.com
�� -- A R C A D E M E architecture
L
planning
architectsRECE'VE® design .
BUTTE,
August 21, 2016 OCT 0 / 2019 COUNTY 4
County of Butte - First Review
TR.B AND ASSOCIATES 0 C T 0 5 2016
Permit App: B16-1444 DEVELOPMENT
Plan Review: Jaborski Addition SERVICES
Address: 101 Tipsoo Peak Rd, Berry Creek` \'-1���1
The following is in response to plan check by TRB+Associates, Inc. consulting on an item by item
basis using their item number system.
ARCHITECTURAL COMMENTS:
Sheet A-1 comments:
1. Occ type has been changed to R -3/U at 3/A-1
2. Scope of work has been clarified at 3/A-1, 6/A-2 & 1/A-2.
3. Assessor's parcel number shown at 6/A-2 has been added at 3/A-1.
4. Address has been corrected all sheets
5. Fire protection is shown as "none" at 3/A-1
Sheet A-2 comments:
6. Notes have been added to further clarify new & existing structures at 1/A-2 & 6/A-2. A
note has been added regarding drainage from building however our design for positive
engineered drainage has not been changed. Parcel Plan 6/A-2 shows 2 critical location
dimensions from building to property lines and a graphic scale indicating all possible yard
setbacks have been met.
7. New deck plan is shown @ 9/A-2 with details at 7/A-2 & 8/A-2.
8. Door 17 is a fire door. Another door is added at 10/A-2. Another note is added at 1/A-3
clarifying fire separation.
9. See note 8 above.
10. There is no habitable space above garage plus see added 5/8"GWB ceiling in garage at
10/A-2
Sheet A-3 comments:
11. The various plans show what is existing and what is new. The elevations as drawn show
the work to be done including on the existing.
12. Clarification notes have been added to the various plans as requested.
13. The erroneous section call has been removed.
14. Tempered indicator has been added to elevations sheet A-4 -window schedule has been
modified in its entirety at 3/A-3.
15. Window 12 has.been modified from 96x48 to 60x60 for egress.
16. Windows 18 & 21 have been modified to limit opening to 4" -see window schedule 3/A-3.
17. Handrail has been added to interior stairs -see 6/A-3, 9/A-3 & 12/A-3.
18. Runoff from 3rd floor Observation Deck is sheet flow off metal drip edge -see 11/ S-3
19. Vent screens have been added to Elevations sheet A-4.
20. Under floor access is by hinged vent see Sheet A-4.
21. Attic ventilation is by gable vents, eave vents and ridge vents. Insulation baffles are
shown in place. See sheet A-4 & details 7/A-6, 3/A-7, 9/A-7 & 12/A-7.
22. Attic access is shown on Floor Plan 1/A-3 & Refl Clg Plan 1/A-6
Sheet A-4 comments:
23. Windows 22, 23 &24 have sills @ +38". Window schedule has been modified in its
entirety at 3/A-3.
24. Print settings have been adjusted.
25. See details 8/A-2, 4/A-7 & 5/A-7 for guard requirements satisfied
26. See added notes 1 at 2/A-4.
Studio . . . . . . . . . 355 East Ninth Street . . . . . ... Chico, California 95928
e-mail . . . . . . . . patrick(cD-arcademe.com .. . . . . . . . phone 530.343.5709
r '
A R C A D EN E architecture
planning
_ architects design
27. Notes 05 & 06 have been added at 2/A-4 and keyed to Elevation drawings Sheet A-4.
28. Short guard rail has been added to west side of Observation Deck over roof.
29. Smoke detector/alarms have been added & labeled on plan 1/E-1..
30. Carbon monoxide detectors have been added & labeled on plan 1/E-1.
31. See legend 7/E-1 & notes 10/E-1
MECHANICAL COMMENTS:
Sheet A-3 comments:
1. Door #5 is a pair of full louvered doors. See Door schedule 5/A-1.
Sheet E-1 comments:
2. Note 22 has been added at 10/E-1
PLUMBING COMMENTS:
1. Note 25 has been added at 10/M-1
Sheet A-3 comments:
2. Graphics have been added to Floor Plan 1/A-3 & Mechanical Plan 3/M-1 to indicate where
the shower head should go
3. See Plans 1/A-3 & 3/A-3 for adequate toilet clearances
4. Door #12 is vented -see door types 5/A-1 & door schedule 6/A-1 '
ELECTRICAL COMMENTS:
1. GFI recepticles have been added
2. Laundry receptacle on dedicated circuit has been added.
3. Same as 2.
4. Find bathroom dedicated circuited recepticles.
5. Find note 20 at 10/E-1 for arc fault interrupter circuits.
6. Find note 21 at 10/E-1 for tamper resistant recepticles.
7. Electrical panels are shown on Plan 1/E-1
4
ENERGY COMMENTS:
1. Find enclosed energy calcs with designer's signature. Butte County does not require T-
24 documents be placed in drawings. It is a waste of paper and contradicts Cal -Green.
Sheet E-1 comments: `
2. See note 22 at 10/E-1
3. See note 23 at 10/E-1
4. See note 24 at 10/E-1
5. Switches have been changed in the Bathrooms at sheet E-1 to separate fans from lights
• GREEN BUILDING COMMENTS: _
1. CALGreen checklist is included herein
2. See added notes at 10/M-1
3. See added note at 10/M-1 ;
WILDFIRE EXPOSURE COMMENTS:
We have discussed this code conformance with the new Butte County Fire Marshal, Skip Sanner.
1. We have added note on Sheet A-1. Please indicate code requirement and paragraph.
2. Fire Marshal uses Cal Fire requirements in -lieu of CBC.
a) We have changed the entire exterior elevations to cement board before the new
Fire, Marshal became available to tell us that Cal -Fire has their own list of
conforming materials which includes wood. siding. We will change back to wood in
the future.
Studio . . . . . 355 East Ninth Street .... . . . Chico, California 95928
e-mail . . . . patrick(cD-arcademe.com .. phone 530.343.5709
STRUCTURAL COMMENTS:
1. Stamped & signed structural calculations are included in resubmit.
2. See calculation
3. Structural design load data is at 3/S-1
4. Washers are specified at Framing note #2 at 10/S-1
5. Additional notes have been added to details on S-2 & S-3.
6. The structural lateral force calculations have been modified and expanded for the entire
new addition including the existing tower. Seismic is considered at each building mass
element comparing wind at each wall line. ASCE7-10 chapter 12 requires general
detailing per section 14.5. We use NDS values for the design of the structural members.
Column bearing and offset conditions are met. Chapter 13 does not pertain except for
kitchen cabinets. Cabinets shall be attached to walls per industry standards. A deferred
submittal will be available upon your request. Line 4 has been modified to reduce the type
4 vertical irregularity.
`-7. Butte County plan check engineer, Philo Hunt, has agreed to allow mixing of lateral force
resisting systems in this structure.
8. Key plans have been added to the calcs.
9. Knowledge of existing soil conditions at Bald Rock justifies using a higher class material
for foundation design, however, we have designed using Class 5 bearing values. Rock is
not an assumption, it is a fact. Some rational compromises are made due to local soils
conditions. Enclosed is a letter serving as an abbreviated soils report at Philo Hunt's
request.
10. Gridlines have been corrected in the plans and included- per architect's discretion.
11. Deck plans & details are now on A-2
12. Pre-engineered trusses are used in sections of the new roof, however, there will be a
deferred submittal with actual layout and truss calculations at the time of construction.
Our office will review the submittal and provide the assurance documentation to the
County. The foundations have been designed to accommodate the loads anticipated by
several layouts.
13. See 12 above.
14. Detail 7/A-6 has been revised to show shead transfer across the ridge
END OF PLAN CHECK
Studio . . . . . . . . 355 East Ninth Street . . . . . . . . . Chico, California 95928
e-mail.. . . . . . . . patrick(cD_arcademe.com ., . . . . . . . phone 530.343.5709
w -_^ A R C A D E M E
r
architecture
planning
C
architects
design
b)
We have changed the window schedule at 1/A-3 -
c)
We have added deck plans & details using artificial materials.
See also note 2a
above.
d)
We have fire resistant eaves
e)
We have specified compliant exterior doors
f)
All eaves are fire resistant
g)
We have detailed 1/16" v c`reen
h)
We have detailed using compliant corrugated vents. We
disagree with the
philosophy of the building co3o veY tfi - i
�'Ycs..ira.1A/itdf�e- reas.
By not venting; the
danger is possible dryrot (if improperly designed) which can
be repaired when
roofing is replaced. A burning ember into the attic could kill a family. Insurance
companies should not be allowed to lobby for building code revisions.
STRUCTURAL COMMENTS:
1. Stamped & signed structural calculations are included in resubmit.
2. See calculation
3. Structural design load data is at 3/S-1
4. Washers are specified at Framing note #2 at 10/S-1
5. Additional notes have been added to details on S-2 & S-3.
6. The structural lateral force calculations have been modified and expanded for the entire
new addition including the existing tower. Seismic is considered at each building mass
element comparing wind at each wall line. ASCE7-10 chapter 12 requires general
detailing per section 14.5. We use NDS values for the design of the structural members.
Column bearing and offset conditions are met. Chapter 13 does not pertain except for
kitchen cabinets. Cabinets shall be attached to walls per industry standards. A deferred
submittal will be available upon your request. Line 4 has been modified to reduce the type
4 vertical irregularity.
`-7. Butte County plan check engineer, Philo Hunt, has agreed to allow mixing of lateral force
resisting systems in this structure.
8. Key plans have been added to the calcs.
9. Knowledge of existing soil conditions at Bald Rock justifies using a higher class material
for foundation design, however, we have designed using Class 5 bearing values. Rock is
not an assumption, it is a fact. Some rational compromises are made due to local soils
conditions. Enclosed is a letter serving as an abbreviated soils report at Philo Hunt's
request.
10. Gridlines have been corrected in the plans and included- per architect's discretion.
11. Deck plans & details are now on A-2
12. Pre-engineered trusses are used in sections of the new roof, however, there will be a
deferred submittal with actual layout and truss calculations at the time of construction.
Our office will review the submittal and provide the assurance documentation to the
County. The foundations have been designed to accommodate the loads anticipated by
several layouts.
13. See 12 above.
14. Detail 7/A-6 has been revised to show shead transfer across the ridge
END OF PLAN CHECK
Studio . . . . . . . . 355 East Ninth Street . . . . . . . . . Chico, California 95928
e-mail.. . . . . . . . patrick(cD_arcademe.com ., . . . . . . . phone 530.343.5709
i
BUILDING ENERGY ANALYSIS REPORT
BUTTE
COUNTY
PROJECT:
OCT- 0 5 2016
`
Jaborski Addition
DEVELOPMENT
SERVICES
101 Tipsoo Creek Rd
`l
Berry Creek, CA 95916
Project Designer:
Arcadene Studio
355 East 9th St
Chico, CA 95928
RECEIVED
530-343-5709
`
OCT 0 7 2016
'
TRB AND ASSOCIATES
Report Prepared by:
Gary- Faucette
A.V. Energy & Associates
45263 7th st East #43
Lancaster, CA 93535
661-723-6694
PERMIT
BUTTE COUNTY M&OPMENi OERVIC68
F1 EV�
• �� t1lf
REVIEWED
.
FOR CODE COMPLIANCE
MAR 10 2017
Job Number:
AV4760
TRB AND ASSOCIATES
` Date:
,
7/5/2016
The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is
authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards.
• This program developed by EnergySoft, .LLC — www.energysoft.com.
Ener Pro 6.7 by Ener Soft User Number: 6055
ID: AV4760
q
TABLE OF CONTENTS
�
{
r ,
s _ .
Cover Page
1
Table of Contents _
2
Form CF -1 R -PRF -01-E Certificate of Compliance -
3
Form RMS -1 Residential Measures Summary
10
Form MF -1 R Mandatory Measures Summary
11
HVAC System Heating and Cooling Loads Summary -
15
Zone Load Summary
16
Room Load Summary
17
Room Heating Peak Loads
18
Room Cooling Peak Loads
20
Form ECON-1 Energy Use and Cost Summary
22
Form ECON-2 Energy Upgrade Recommendations
23
Utility Incentive Report
24
EnergyPro 6.7 by EnergySoft Job Number: ID: AV4760 User Number: 6055
�
{
r ,
EnergyPro 6.7 by EnergySoft Job Number: ID: AV4760 User Number: 6055
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: Jaborskii Addition
Calculation Description: Title 24 Analysis
Calculation Date/Time: 10:30, Tue, Jul 05, 2016
Input File Name: Joborski Addition.xml
CF1 R -PRF -01
Pagel of 7 - . '
GENERAL INFORMATION
ENERGY USE SUMMARY
01
Project Name Jaborskii Addition
04
05
02
Calculation Description Title 24 Analysis
08
Energy Use (kTDV/ft2-yr)
03
Project Location 101 Tipsoo Creek Rd
Compliance Margin
Percent Improvement
04
City Berry Creek
05
Standards Version Compliance 2015
06
Zip Code 95916
07
Compliance Manager Version BEMCmpMgr 2013-4 (744)
08
Climate Zone CZ11
09
Software Version EnergyPro 6.6
10
Building Type Single Family
11
Front Orientation (deg/Cardinal) 0
12
Project Scope Addition and/or Alteration
13
Number of Dwelling Units 1
14
Total Cond. Floor Area (ft) 1742
15
Number of Zones 2
16
Slab Area (ft2) 613
17
Number of Stories 2
18
Addition Cond. Floor Area 0
19
Natural Gas Available No
20
Addition Slab Area (ft) 0
21
Glazing Percentage (%) 16.3%
COMPLIANCE RESULTS
01 Building Complies with Computer Performance
02 This building DOES NOT require HERS Verification
Registration Number: Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-07-05 10:31:32
ENERGY USE SUMMARY
04
05
06
07
08
Energy Use (kTDV/ft2-yr)
Standard Design
Proposed Design
Compliance Margin
Percent Improvement
Space Heating
26.81
18.86
7.95
29.7%
Space Cooling
56.35
56.04
0.31
0.6%
IAQ Ventilation
0.00
0.00
0.00
0.0%
Water Heating
31.41
24.67
6.74
21.5%
Photovoltaic Offset
----
0.00
0.00
Compliance Energy Total
114.57
99.57
15.00
13.1%
Registration Number: Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-07-05 10:31:32
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: Jaborskii Addition Calculation Datelrime: 10:30, Tue, Jul 05, 2016
Calculation Description: Title 24 Analysis Input File Name: Joborski Addition.xml
3EQUIRED SPECIAL FEATURES
rhe following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis.
VO SPECIAL FEATURES REQUIRED
CF1 R -PRF -01
Page 2of7-,'
HERS FEATURE SUMMARY
The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is
provided in the building components tables below.
Building -level Verifications:
•
--None --
Cooling System Verifications:
• -- None --
HVAC Distribution System Verifications:
• --None --
Domestic Hot Water System Verifications:
•
--None --
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)` 176.16 161.16 15.00 8.5%
` 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
Jaborskii Addition
1742
1
2
2
0
1
ZONE INFORMATION
01
02
03
04
05
06
07
Zone Name
Zone Type
HVAC System Name
Zone Floor Area
(ft)
Avg. Ceiling
Height
Water Heating System 1
Water Heating System 2
1st fl zone
Conditioned
HVACSI
1228
9
DHW Sys 1
2nd fk zone
Conditioned
HVACSI
514
9
DHW Sys 1
Registration Number: Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-07-05 10:31:32
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: Jaborskii Addition Calculation Datelrime: 10:30, Tue, Jul 05, 2016
Calculation Description: Title 24 Analysis
Input File Name: Joborski Addition.xml
CF1R-PRF-01
Page 3 of 7 -
OPAQUE SURFACES
01
02
03
04
05
06
07
08
09
10
Name
Zone
Construction
Azimuth
Orientation
Gross Area (ft)
Window & Door
Area (ft)
Tilt
(deg)
Status
Verified
Existing
Condition
Exterior Front Wall 1 st f
1 st fl zone
R-21 Wall w/1 EPS
0
Front
468
20
90
New
N/A
Exterior Left Wall 1 st fl
Exterior Rear Wall wall
1st fl zone
1st fl zone
R-21 Wall w/1 EPS
R-21 Wall w/1 EPS
90
180
Left
Back
306
468
24.9
188.5
90
90
New
New
N/A
N/A
Exterior Right Wall 1st f
1st fl zone
R-21 Wall w/1 EPS
0
Front
306
54
90
New
N/A
Roof 1 st fl
1 st fl zone
R-30 Roof Attic
1228
New
N/A
Raised Floor
1 st fl zone
R-19 Floor Crawlspace
615
New
N/A
Exterior Front Wall 2nd f
2nd fk zone
R-21 Wall w/1 EPS
0
Front
189
0
90
New
N/A
Exterior Left Wall 2nd fl
2nd fk zone
R-21 Wall w/1 EPS
90
Left
216
52.9
90
New
N/A
Exterior Rear Wall 2nd fl
2nd fk zone
R-21 Wall w/1 EPS
180
Back
189
52.9
90
New
N/A
Exterior Right Wall 2nd f
2nd fk zone
R-21 Wall w/1 EPS
270
Right
216
11.9
90
New
N/A
Roof 2nd fl
2nd fk zone
R-30 Roof Attic
514
New
N/A
Raised 2nd Floor
2nd fk zone
R-19 Floor Crawlspace
514
New
N/A
ATTIC
01
02
03
04
05
06
07
08
09
10
Name
Construction
Type
Roof Rise
Roof Reflectance
Roof Emittance
Radiant
Barrier
Cool Roof
Statu
s
Verified Existing
Condition
Attic 1st fl zone
Attic Roof 1st fl zone
Ventilated
4
0.3
0.75
No
Yes
New
No
Attic 2nd fk zone
Attic Roof2nd fk zone
Ventilated
4
0.3
0.75
No
Yes
New
No
Registration Number: Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-07-05 10:31:32
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD - - CF1 R -PRF -01
Project Name: Jaborskii Addition Calculation Date/Time: 10:30, Tue, Jul 05, 2016 Page 4 of 7
Calculation Description: Title 24 Analysis Input File Name: Joborski Addition.xml y =
WINDOWS
01
02
03
04
05
06
07
08
09
10
11
Name
y Side of Building -'
Area (ft)
U -factor ,
Status
Verified Existing Condition
Front Door
Exterior Front Wall 1 st f
-
0.50
Verified
No
Rear Door
Exterior Rear Wall wall
102.0
Multiplie
New
No
Existing
Name
Surface (Orientation -Azimuth)
Width(ft)
Height (ft)
r
Area (ft2)
U -factor
SHGC
Exterior Shading
Status
Condition
Left Window
Exterior Left Wall 1 st fl (Left -90)
----
----
1
24.9
0.32
0.25
Insect Screen (default)
New
N/A
Rear Window
Exterior Rear Wall wall (Back -180)
----
----
1
86.5
0.32
0.25
Insect Screen (default)
New
N/A
Right Window
Exterior Right Wall 1st f (Front -0)
----
----
1
54.0
0.32
0.25
Insect Screen (default)
New
N/A
Left Window 2
Exterior Left Wall 2nd fl (Left -90)
----
----
1
52.9
0.32
0.25
Insect Screen (default)
New
N/A
Rear Window 2
Exterior Rear Wall 2nd fl
____
----
1
52.9
0.32
0.25
Insect Screen (default)
New
N/A
(Back -180)
Right Window 2
Exterior Right Wall 2nd f
1
11.9
0.32
0.25
Insect Screen (default)
New
N/A
(Right -270)
DOORS
01
02
03
04
05
06
Name
y Side of Building -'
Area (ft)
U -factor ,
Status
Verified Existing Condition
Front Door
Exterior Front Wall 1 st f
20.0
0.50
New
No
Rear Door
Exterior Rear Wall wall
102.0
0.50
New
No
Registration Number: Registration Date/Time:
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version- CF1R-04072016-744
HERS Provider:
Report Generated at: 2016-07-05 10:31:32
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: Jaborskii Addition Calculation Date/Time: 10:30, Tue, Jul 05, 2016
Calculation Description: Title 24 Analysis .
Input File Name: Joborski Addition.xml
CF1 R -PRF -01
Page 5 of 7 =
OPAQUE SURFACE CONSTRUCTIONS
01
02
03
04
05
06
07
08
09
Name
Zone
Total Cavity
Winter Design
Edge Insul. R -value
Construction Name
Surface Type
Construction Type
Framing
R -value
U -value
Assembly Layers
56
None
0.8
No
New
No
• Cavity/ Frame: no insul. / 2x4 Top Chrd
2x4 Top Chord of Roof Truss @ 24
• Roof Deck. Wood Siding/sheathing/decking
Attic Roof st fl zone
Attic Roofs
Wood Framed Ceiling
in. O.C.
none
0.644
• Roofing: Light Roof (Asphalt Shingle)
• Floor Surface: Carpeted
Floors Over
• Floor Deck: Wood Siding/sheathing/decking
R-19 Floor Crawlspace
Crawlspace
Wood Framed Floor
2x6 @ 16 in. O.C.
R 19
0.049
• Cavity/Frame: R -19/2x6
• Inside Finish: Gypsum Board
• Cavity/Frame: R-21 /2x6
R-21 Wall w/1 EPS
Exterior Walls
Wood Framed Wall
2x6 @ 16 in. O.C.
R 21
0.051
• Exterior Finish: R4 Synthetic Stucco
• Inside Finish: Gypsum Board
Ceilings (below
• Cavity/Frame: R-9.1 /2x4
R-30 Roof Attic
attic)
Wood Framed Ceiling
2x4 @ 24 in. O.C.
R 30;
0.032
• Over Floor Joists: R-20.9 insul.
• Cavity/ Frame: no insult /2x4 Top Chrd
2x4 Top Chord of Roof Truss @ 24
• Roof Deck: Wood Siding/sheathing/decking
Attic Roof2nd fk zone
Attic Roofs
Wood Framed Ceiling
in. O.C.
none
0.644
• Roofing: Light Roof (Asphalt Shingle)
SLAB FLOORS
01
02
03
04
05
06
07
08
09
Name
Zone
Area (ft2)
Perimeter
(ft)
Edge Insul. R -value
Carpeted
Fraction
Heated
Status
Verified
Existing
Condition
Slab -on -Grade
1st If zone
613
56
None
0.8
No
New
No
BUILDING ENVELOPE - HERS VERIFICATION
01 02 03 04
Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50
Not Required Not Required Not Required
WATER HEATING SYSTEMS
01
02
03
04
05
06
07
08
Name
System Type
Distribution Type
Water Heater
Number of
Heaters
Solar
Fraction
N
Status
Verified Existing
Condition
DHW Sys 1
DHW
Standard
DHW Heater 1 .
1
Annual
New
No
Registration Number: Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-07-05 10:31:32
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: Jaborskii Addition Calculation Date/Time: 10:30, Tue, Jul 05, 2016
Calculation Description: Title 24 Analysis Input File Name: Joborski Addition.xml
CF1 R -PRF -01
Page 6 of 7 _
WATER HEATERS
01
02
03
04
01
02 03 04
05
06 07
08
Parallel Piping
Compact Distribution
Point -of Use
Tank Volume
Energy Factor or
DHW Sys 1
Tank Exterior
Standby Loss
Name
Heater Element Type
Tank Type
(gal)
Efficiency
Input Rating
Insulation R -value
(Fraction)
DHW Heater 1
Propane
Small Instantaneous
0
0.84 EF
175000-Btu/hr
0
0
WATER HEATING - HERS VERIFICATION
01
02
03
04
05
06
07
Name
Pipe Insulation
Parallel Piping
Compact Distribution
Point -of Use
Recirculation with
Manual Control
Recirculation with
Sensor Control
DHW Sys 1
n/a
n/a
n/a
n/a
n/a
n/a
SPACE CONDITIONING SYSTEMS
01
02
03
04
05
06
07
08
09
AirToWaterHeatPump - Air to water
heat pump (able to heat DHW)
Heating System
Cooling System
13
Distribution
Fan
Floor Area
Verified Existing
Name
System Type
Name Ducted
Name Ducted
System
System
Served
Status
Condition
HVACSI
Heat Pump Heating
Heat Pump
No
1
Heat Pump
No
none -
1742
New
No
and Cooling System
System 1
1 System 1
HVAC - HEATING SYSTEMS: Heat Pumps
01
02
03 04 05
06 07
Name
Type
Heating
HSPF/COP Cap 47 Cap 17
Cooling
SEER EER
Heat Pump System 1
AirToWaterHeatPump - Air to water
heat pump (able to heat DHW)
36040
36000
13
IAQ (Indoor Air Quality) FANS
01 02 03 04 05
Name IAQ CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification
SFam IAQVentRpt 0 Default 0 Not Required
Registration Number: Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-07-05 10:31:32
r
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01
Project Name: Jaborskii Addition` • Calculation Date/Time: 10:30, Tue, Jul 05, 2016 w', Page 7 of 7,
Calculation Description: Title 24 Analysis Input File Name: Joborski Addition.xml • o '
DOCUMENTATION AUTHOR'S DECLARATION STATEMENT
1. 1 certify that this Certificate of Compliance documentation is accurate and complete.
Documentation Author Name:
Documentation Author Signature:
Gary Faucette
Company:
Signature Date:
A.V. Energy & Associates
7/5/2016
Address:
CEA/HERS Certification Identification (If applicable):
45263 7th st East #43
City/State ip:
Lancaster, CA 93535
Phone:
661-723-6694
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. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of
Regulations.
3.. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents,
worksheets, calculations, plans and specifications submitted to the enforcement agency for approval ' h -t ' ilding permit application.
Responsible Designer Name:
Re onsible De ' ner Signature:
Patrick Cole,
Company:
Date Signed:
Arcadene Studio
Address: -
License:
C' r
355 East 9th St
City/State/Zip:
Phone:
Chico, CA 95928
530-343-5709
Registration Number. Registration Date/Time:
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744
HERS Provider:
Report Generated at: 2016 -07 -OS 10:31:32
RESIDENTIAL MEASURES SUMMARY
RMS -1
Project Name
Jaborski Addition
Building Type m Single Family ❑ Addition Alone
❑ Multi Family m Existing+ Addition/Alteration
Date
71512016
Project Address
101 Tipsoo Creek Rd Berry Creek
California Energy Climate Zone
CA Climate Zone 11
Total Cond. Floor Area
1,742
Addition
0
# of Units
1
INSULATION
Construction Type
Area
Cavity f Special Features
Status
Floor Wood Framed w/Crawl Space R 19 1,129
New
Slab Unheated Slab -on -Grade - no insulation 613 Perim = 56'
New
Wall Wood Framed R21 1,953 Rigid=R-4.0
New
Door Opaque Door no insulation 122
New
Demising Wood Framed R 30 1,742
New
Roof Wood Framed Attic R 30 1,742 Cool Roof
New
FENESTRATION Total Area: 283 Glazin Percentage: 16.3 % New/Altered Average U -Factor:
Orientation Area U -Fac SHGC Overhang Sidefins Exterior Shades
0.32
Status
Left (E) 77.8 0.320
0.25 none none Bug Screen
New
Rear (S) 139.4 0.320
0.25 none none Bug Screen
New
Front (N) 54.0 0.320
0.25 none none Bug Screen
New
Right (W) 11.9 0.320
0.25 none none Bug Screen
New
HVAC SYSTEMS
Ot . Heating Min. Eff
Cooling Min. Eff Thermostat
Status
2 Packaged Heat Pump 4.20 COP
Hydronic Heat Pump 13.0 EER Setback
New
HVAC DISTRIBUTION
Location Heating
Duct
Cooling Duct Location R -Value
Status
HVACS Ductless/ with Fan
Ductless n/a n/a
New
WATER HEATING
Qty. Type Gallons Min. Eff Distribution
Status
1 Small Instantaneous Gas 0
0.84 Standard
New
Ener Pro 6.7 by Ener Soft User Number: 6055
RunCode: 2016-07-05710:30:33 ID: AV4760
Pae 10 of 24
.2013 Low -Rise Residential Mandatory Measures Summary
NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the
,•. _ _ ___I _.__J r. ..___.:- I_ D-:.,.., tho --t;- t;i -4v ca 6- fnr mnrn infnrmntinn.
Building Envelope Measures:
§I10.6(a)1:
Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage.
Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain
§ 110.6(a)5:
Coefficient (SHGC), and infiltration that meets the requirements of §10-111(a).
§ 110.7:
Exterior doors and windows are weatherstripped; all joints and penetrations are caulked and sealed.
§ 110.8(a):
Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on the CF2R.
The thermal emittance and aged solar reflectance values of the cool roofing material meets the requirements of § 110.8(i) when the
§ 1 10.8(i):
installation of a cool roof is specified on the CFI R.
§ 110.80):
A radiant barrier shall have an emittance of 0.05 or less when the installation of a radiant barrier is specified on the CFI R.
Minimum R-30 insulation in wood -frame ceiling; or the weighted average U -factor shall not exceed 0.031. Minimum R-19 in a
§ I50.0(a):
rafter roof alteration. Attic access doors shall have permanently attached insulation using adhesive or mechanical fasteners. The
attic access shall be gasketed to prevent air leakage.
§I50.0(b):
Loose fill insulation shall conform with manufacturer's installed design labeled R -value.
Minimum R-13 insulation in 2x4 inch wood framing wall or have a U -factor of 0.102 or less (R-19 in 2x6 or 0.074 maximum U -
§ I50.0(c):
factor).
§ 150.0(d):
Minimum R-19 insulation in raised wood -frame floor or 0.037 maximum U -factor.
In Climate Zones 14 and 16 a Class II vapor retarder shall be installed on the conditioned space side of all insulation in all exterior
§I50.0(g)1:
walls, vented attics and unvented attics with air -permeable insulation.
In Climate Zones 1-16 with unvented crawl spaces the earth floor of the crawl space shall be covered with a Class I or Class II
§ 150.0(g)2:
vapor retarder.
In a building having a controlled ventilation crawl space, a Class I or Class II vapor retarder shall be placed over the earth floor of
§ I50.0(g)3:
the crawl space to reduce moisture entry and protect insulation from condensation, as specified in the exception to Section
150.0(d).
Slab edge insulation shall: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%;
§ 150.0(1):
have water vapor permeance rate is no greater than 2.0 perm/inch, be protected from physical damage and UV light deterioration;
and when installed as part of a heated slab floor meets the requirements of §1 10.8(g).
Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors shall have a maximum U-
150.0
§ (q)'
factor of 0.58; or the weighted average U -factor of all fenestration shall not exceed 0.58.
Fireplaces, Decorative Gas Appliances and Gas Log Measures:
§ 150.0(e) I A:
Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox.
Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is
§ 150.0(e)I B:
equipped with a readily accessible, operable, and tight -fitting damper or a combustion -air control device.
§ 150.0(e) I C:
Masonry or factory -built fireplaces have a flue damper with a readily accessible control.
Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside
§I50.0(e)2:
of the building, are prohibited.
Space Conditioning, Water Heating and Plumbing System Measures:
§ 110.0-§110.3:
HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified to the Energy Commission.
Water heating recirculation loops serving multiple dwelling units meet the air release valve, backflow prevention, pump isolation
§I 10.3(c)5:
valve, and recirculation loop connection requirements of § 110.3(c)5.
Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appli-
§110.5:
ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool
ands a heaters.
Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA using design conditions specified
§I50.0(h)1:
in §150.0(h)2.
Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least five feet from the outlet of any
§I50.0(h)3A:
dryer vent.
§ 150.0(1):
Heating systems are equipped with thermostats that meet the setback requirements of § 110.2(c).
Storage gas water heaters with an energy factor equal to or less than the federal minimum standards shall be externally wrapped
§ 150.00)1 A:
with insulation having an installed thermal resistance of R-12 or greater.
Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water -heating systems, have R-12 external
§ 150.00)1 B:
insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank.
For domestic hot water system piping, whether buried or unburied: the first 5 feet of hot and cold water pipes from the storage
tank, all piping with a nominal diameter of 3/4 inch or larger, all piping associated with a domestic hot water recirculation system
§ 150.00)2A:
regardless of the pipe diameter, piping from the heating source to storage tank or between tanks, piping buried below grade, and
all hot water pipes from the heating source to kitchen fixtures must be insulated according to the requirements of TABLE 120.3-
A.
All domestic hot water pipes that are buried below grade must be installed in a water proof and non -crushable casing or sleeve
§ I50.00)2B:
that allows for installation, removal, and replacement of the enclosed pipe and insulation.
,im A unw_Riep RPcidPntial Mandatory Measures Summary
Lv
Pipe for cooling system lines shall be insulated as specified in §I50.00)2A. Piping insulation for steam and hydronic heating
§ 150.0(j)2C:
systems or hot waters stems with pressure > 15 psig shall meet the requirements in TABLE 120.3-A.
§150.00)3:
Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind.
Insulation exposed to weather shall either be rated for outdoor use or installed with a cover suitable for outdoor service. For
§150.00)3A:
example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation protected as specified or
painted with coating that is water retardant and provides shielding from solar radiation that degrades the material.
Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space shall have a Class I
§ I50.00)3B:
or Class 11 vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class I or Class II vapor
retarder.
Systems using gas or propane water heaters to serve individual dwelling units shall include: a 120V electrical receptacle within 3
feet of the water heater; a Category III or IV vent, or a Type B vent with straight pipe between the outside termination and the
§ 150.0(n)1:
space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the installed
water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000
Btu/hr.
§ I50.0(n)2:
Recirculating loops serving multiple dwelling units shall meet the requirements of § 110.3(c)5.
Solar water -heating systems and collectors shall be certified and rated by the Solar Rating and Certification Corporation (SRCC)
§150.0(n)3:
or by a testing agency approved by the Executive Director.
Ducts and Fans Measures:
All air -distribution system ducts and plenums installed are sealed and insulated to meet the requirements of CMC §601.0, §602.0,
§603.0, §604.0, §605.0 and ANSUSMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition.
Supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-6.0 (or higher if required by CMC
§605.0) or enclosed entirely in directly conditioned space as confirmed through field verification and diagnostic testing
(RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts are mechanically fastened. Openings shall be sealed
§ 150.0(m)1:
with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181 B or
aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the
combination of mastic and either mesh or tape shall be used. Building cavities, support platforms for air handlers, and plenums
defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying
conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms
shall not be compressed to cause reductions in the cross-sectional area of the ducts.
Factory -Fabricated Duct Systems shall comply with specified requirements for duct construction, connections, and closures; joints
§I50.0(m)2:
and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is
used in combination with mastic and draw bands.
Field -Fabricated Duct Systems shall comply with requirements for: pressure -sensitive tapes, mastics, sealants, and other
§ I50.0(m)3-6:
requirements specified for duct construction; duct insulation R -value ratings; duct insulation thickness; and duct labelin .
All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic
§ I50.0(m)7:
dampers.
Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers
§ 150.0(m)8:
except combustion inlet and outlet air openings and elevator shaft vents.
Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not
limited to the following: insulation exposed to weather shall be suitable for outdoor service. For example, protected by aluminum,
§I50.0(m)9:
sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is
water retardant and provides shielding from solar radiation.
§ 150.0(m)10:
Flexible ducts cannot have porous inner cores.
When space conditioning systems use forced air duct systems to supply conditioned air to an occupiable space, the ducts shall be
§I50.0(m)1 l:
sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with Reference
Residential Appendix RA3.
Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal
§I50.0(m)12:
conditioning component, except evaporative coolers, shall be provided with air filter devices that meet the requirements of
§ 150.0(m)12.
Space conditioning systems that utilize forced air ducts to supply cooling to an occupiable space shall have a hole for the
placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the supply plenum. The
§I50.0(m)13:
space conditioning system must also demonstrate airflow > 350 CFM per ton of nominal cooling capacity through the return
grilles, and an air -handling unit fan efficacy < 0.58 W/CFM as confirmed by field verification and diagnostic testing, in
accordance with Reference Residential Appendix RA3.
Zonally controlled central forced air cooling systems shall be capable of simultaneously delivering, in every zonal control mode,
an airflow from the dwelling, through the air handler fan and delivered to the dwelling, of> 350 CFM per ton of nominal cooling
§I50.0(m)15:
capacity, and operating at an air -handling unit fan efficacy of:S 0.58 W/CFM as confirmed by field verification and diagnostic
testing, in accordance with Reference Residential Appendix RA3.
All dwelling units shall meet the requirements of ASHRAE Standard 62.2. Neither window operation nor continuous operation of
§ 150.0(0):
central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing the
Whole Building Ventilation.
Whole Building Ventilation airflow shall be confirmed through field verification and diagnostic testing, in accordance with
§ 150.0(0)1 A:
Reference Residential Appendix RA3.
Pool and Spa Heating Systems and Equipment Measures:
Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency
§ 110.4(a):
Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat
setting; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating.
Wil I T..nw_Ricp RPcidPntial Mandatory Measures Summary
v
a. Photocontrol not having an override or bypass switch that disables the photocontrol; or
b. Astronomical time clock not having an override or bypass switch that disables the astronomical time clock, and which is
programmed to automatically turn the outdoor lighting OFF during daylight hours; or
c. Energy management control system which meets all of the following requirements: At a minimum provides the functionality of
an astronomical time clock in accordance with §110.9; meets the Installation Certification requirements in §130.4; meets the
requirements for an EMCS in § 130.5; does not have an override or bypass switch that allows the luminaire to be always ON; and,
is programmed to automatically turn the outdoor lighting OFF during daylight hours.
For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, and porches; and outdoor
lighting for residential parking lots and residential carports with less than eight vehicles per site shall comply with one of the
§I50.0(k)9B:
following requirements:
i. Shall comply with §I50.0(k)9A; or
ii. Shall comply with the applicable requirements in §110.9, §130.0, §130.2, §130.4, §140.7 and §141.0.
For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by § 150.0(k)9B or 150.0(k)9D
§ 150.0(k)9C:
shall comply with the applicable requirements in § 1 10.9, § 130.0, § 130.2, § 130.4, § 140.7 and § 141.0.
Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site shall comply
§ 150.0(k)9D:
with the applicable requirements in § 110.9, § 130.0, § 130.2, § 130.4, § 140.7 and § 141.0.
Internally illuminated address signs shall comply with §140.8; or shall consume no more than 5 watts of power as determined
§I50.0(k)10:
according to § 130.0(c).
Lighting for residential parking garages for eight or more vehicles shall comply with the applicable requirements for
§ 150.0(k)l 1:
nonresidential garages in § 110.9, § 130.0, § 130. 1, § 130.4, § 140.6, and § 141.0.
In a low-rise multifamily residential building where the total interior common area in a single building equals 20 percent or less of
§ I 50.0(k) I 2A:
the floor area, permanently installed lighting for the interior common areas in that building shall be high efficacy luminaires or
controlled by an occupant sensor.
In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20
percent of the Floor area, permanently installed lighting in that building shall:
i. Comply with the applicable requirements in §110.9, §130.0, §130.1, §140.6 and §141.0; and
§150.0(k)1213:
ii. Lighting installed in corridors and stairwells shall be controlled by occupant sensors that reduce the lighting power in each
space by at least 50 percent. The occupant sensors shall be capable of turning the light fully On and Off from all designed paths of
ingress and egress.
Solar Ready Buildings:
Single family residences located in subdivisions with ten or more single family residences and where the application for a
§ 110.10(a)1:
tentative subdivision map for the residences has been deemed complete, by the enforcement agency, on or after January 1, 2014,
shall comply with the requirements of § 110.10(b) through §I I0.10(e).
§I 10.10(a)2:
Low-rise multi -family buildings shall comply with the requirements of §I 10.10(b) through §I 10.10(d).
The solar zone shall have a minimum total area as described below. The solar zone shall comply with access, pathway, smoke
ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a
local jurisdiction. The solar zone total area shall be comprised of areas that have no dimension less than 5 feet and are no less than
80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for
§1 10.10(b)1:
buildings with roof areas greater than 10,000 square feet.
For single family residences the solar zone shall be located on the roof or overhang of the building and have a total area no less
than 250 square feet. For low-rise multi -family buildings the solar zone shall be located on the roof or overhang of the building or
on the roof or overhang of another structure located within 250 feet of the building or on covered parking installed with the
building project and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area.
§ 1 10.10(b)2:
All sections of the solar zone located on steep -sloped roofs shall be oriented between 110 degrees and 270 degrees of true north.
No obstructions, including but not limited to, vents, chimneys, architectural features, and roof mounted equipment, shall be
§ 1 10.10(b)3A:
located in the solar zone.
Any obstruction, located on the roof or any other part of the building that projects above a solar zone shall be located at least twice
§ 110.10(b)3B:
the distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the
horizontal projection of the nearest point of the solar zone, measured in the vertical plane.
For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load shall be clearly
§ 110.10(b)4:
indicated on the construction documents.
The construction documents shall indicate: a location for inverters and metering equipment and a pathway for routing of conduit
from the solar zone to the point of interconnection with the electrical service (for single family residences the point of
§ 110.10(c):
interconnection will be the main service panel); a pathway for routing of plumbing from the solar zone to the water -heating
system.
A copy of the construction documents or a comparable document indicating the information from §I 10.10(b) through §1 10.10(c)
§I 10.10(d):
shall be provided to the occupant.
§ 1 10.10(e)1:
The main electrical service panel shall have a minimum busbar rating of 200 amps.
The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a
§ 110.10(e)2:
future solar electric installation. The reserved space shall be: positioned at the opposite (load) end from the input feeder location or
main circuit location, and permanently marked as "For Future Solar Electric".
wil I T..nw_RicP RPcidPntial Mandatory Measures Summary
Any pool or spa heating equipment shall be installed with at least 36 inches of pipe between filter and heater or dedicated suction
§I 10.4(b)1:
and return lines, or built-up connections for future solar heating.
§ 110.4(b)2:
Outdoor pools or spas that have a heat pump or gas heater shall have a cover.
Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or pro-
grammed to run only during off-peak electric demand periods.
§110.5:
Natural gas pool and spa heaters shall not have a continuous burning pilot light.
§ I50.0(p):
Residential pool systems or equipment shall meet specified pump sizing, flow rate, piping, filters, and valve requirements.
Lighting Measures:
§110.9:
All lighting control devices and systems, ballasts, and luminaires shall meet the applicable requirements of §110.9.
Installed luminaires shall be classified as high -efficacy or low -efficacy for compliance with §150.0(k) in accordance with TABLE
§I50.0(k)IA:
150.0-A or TABLE 150.0-B, as applicable.
When a high efficacy and low efficacy lighting system are combined in a single luminaire, each system shall separately comply
§ 150.0(k)1 B:
with the applicable provisions of § 150.0(k).
The wattage and classification of permanently installed luminaires in residential kitchens shall be determined in accordance with
§130.0(c). In residential kitchens, the wattage of electrical boxes finished with a blank cover or where no electrical equipment has
§I50.0(k)1C:
been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan, shall be calculated as 180
watts of low efficacy lighting er electrical box.
§ 150.0(k)I D:
Ballasts for fluorescent lamps rated 13 watts or greater shall be electronic and shall have an output frequency no less than 20 kHz.
Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no
§I50.0(k)IE:
more than 5 watts of power per luminaire or exhaust fan as determined in accordance with §I30.0(c). Night lights do not need to
be controlled by vacancy sensors.
Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable
§ I50.0(k)I F:
requirements of § 150.0(k).
§ I50.0(k)2A:
High efficacy luminaires must be switched separately from low efficacy luminaires.
§ 150.0(k)2B:
Exhaust fans shall be switched separately from lighting systems.
§I50.0(k)2C:
Luminaires shall be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF.
§ I50.0(k)2D:
Controls and equipment are installed in accordance with manufacturer's instructions.
§ I50.0(k)2E:
No control shall bypass a dimmer or vacancy sensor function if the control is installed to comply with § 150.0(k).
§ I50.0(k)2F:
Lighting controls comply with applicable requirements of § 110.9.
An Energy Management Control System (EMCS) may be used to comply with dimmer requirements if: it functions as a dimmer
§ 150.0(k)2G:
according to § 110.9; meets Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5; and all other
requirements in § I50.0(k)2.
An Energy Management Control System (EMCS) may be used to comply with vacancy sensor requirements of § 150.0(k) if: it
§I50.0(k)2H:
functions as a vacancy sensor according to §110.9; meets Installation Certificate requirements of §130.4; the EMCS requirements
of §130.5; and all other requirements in §150.0(k)2.
A multiscene programmable controller may be used to comply with dimmer requirements of this section if it provides the
§ I50.0(k)2I:
functionality of a dimmer according to § 110.9, and complies with all other applicable requirements in §I50.0(k)2.
§ I50.0(k)3A:
A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy.
Kitchen lighting includes all permanently installed lighting in the kitchen except internal lighting in cabinets that illuminate only
§I50.0(k)3B:
the inside of the cabinets. Lighting in areas adjacent to the kitchen, including but not limited to dining and nook areas, are
considered kitchen lighting if they are not separately switched from kitchen lighting.
Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated
§I50.0(k)4:
cabinet.
A minimum of one high efficacy luminaire shall be installed in each bathroom; and all other lighting installed in each bathroom
§150.0(k)5:
shall be high efficacy or controlled by vacancy sensors.
Lighting installed in attached and detached garages, laundry rooms, and utility rooms shall be high efficacy luminaires and
§ I50.0(k)6:
controlled by vacancy sensors.
Lighting installed in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high
§ I50.0(k)7:
efficacy, or shall be controlled by either dimmers or vacancy sensors.
Luminaires recessed into ceilings shall: be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other
nationally recognized testing/rating laboratory; have a label that certifies that the luminaire is airtight with air leakage less than 2.0
CFM at 75 Pascals when tested in accordance with ASTM E283; be sealed with a gasket or caulk between the luminaire housing
§I50.0(k)8:
and ceiling, and shall have all air leak paths between conditioned and unconditioned spaces sealed with a gasket or caulk; and
allow ballast maintenance and replacement without requiring cutting holes in the ceiling.
For recessed compact fluorescent luminaries with ballasts to qualify as high efficacy for compliance with § I50.0(k), the ballasts
shall be certified to the Energy Commission to comply with the applicable requirements in § 110.9.
For single-family residential buildings, outdoor lighting permanently mounted to a residential building or other buildings on the
same lot shall be high efficacy, or may be low efficacy if it meets all of the following requirements:
i. Controlled by a manual ON and OFF switch that does not override to ON the automatic actions of Items ii or iii below; and
§ 150.0(k)9A:
ii. Controlled by a motion sensor not having an override or bypass switch that disables the motion sensor, or controlled by a
motion sensor having a temporary override switch which temporarily bypasses the motion sensing function and automatically
reactivates the motion sensor within 6 hours; and
iii. Controlled by one of the following methods:
HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY
Project Name
Date
Jaborski Addition
7/5/2016
System Name
Floor Area
HVACS
1,742
ENGINEERING CHECKS
SYSTEM LOAD
Number of S stems
2
COIL
CFM
Total Room Loads 962
Return Vented Lighting
Return Air Ducts
Return Fan
Ventilation 0
Supply Fan
Supply Air Ducts
COOLING PEAK
COIL HTG.
PEAK
Heating System
Sensible
Latent
CFM
Sensible
Output perSystem
36,0401
18,611
796
545
22,772
Total Output Btuh
72,080
0
Output Btuhls ft
41.4
0
0
Cooling System
0
0
Output perSystem
36,000
0
0
0
0
Total Output Btuh
72,000
10,075
-10,075
Total Output Tons
6.0
0
0
Total Output Btuh/s ft
41.3
TOTAL SYSTEM LOAD
796
Total Output s ft/Ton
290.3
28,685
12,698
Air System
CFM perSystem
2,400
HVAC EQUIPMENT SELECTION
Airflow cfm
4,800
Mitsulishi Mini -Split 68,744 0
62,906
Airflow cfm/s ft
2.76
Airflow cfm/Ton
800.0
Outside Air %
0.0%
Total Adjusted System Output 68,7441 0
(Adjusted for Peak Design conditions)
62,906
0.00
Outside Air cfm/s ft
TIME OF SYSTEM PEAK Aug 3 PM
Jan 1 AM
Note: values above given at ARI conditions
HEATING SYSTEM PSYCHROMETRICS
Airstream Temperatures at Time of Heating Peak
22 OF
68 OF 105 OF 107 OF
Outside Air
G
—" —
0 cfm
Heating Coil Supply Fan 107 OF
4,800 cfm
ROOM
68 OF
68 OF
COOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak
102/71 OF
75/61 OF 55/54°F 57/55°F
Outside Air
0 cfm
Supply Fan 57 / 55 OF
Cooling Coil
4,800 cfm
45.9% ROOM
75 / 61 OF
75/ 61 OF
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ZONE LOAD SUMMARY
Project Name
Jaborski Addition
System Name
HVACS
ZONE LOAD SUMMARY
Date
7/5/2016
Floor Area
1.742
ZONAL SYSTEM COOLING PEAK I HEATING PEAK
ZONE NAME SYSTEM NAME Mult. CFM Sensible Latent Heatinq OA CFM Peak Hr CFM Sensible Latent CFM Sensible
1st fl zone 1.0 0 Aug 3 PM 624 12,061 561 391 16,336
2nd fk zone 1.0 0 Aug.3 PM 339 6,550 235 154 6,436
TOTALS 0 0 0 01 Aug 3 PM 1 18,6111 7961 22,772
(BLOCK LOAD
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ROOM LOAD SUMMARY
Project Name
Jaborski Addition
System Name
HVACS
ROOM LOAD SUMMARY
r
7/5/2016
1,742
ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK
Zone Name Room Name Mult. CFM Sensible Latent CFM Sensible Latent CFM Sensible
1st flzone 1stf/zone 1 624 12,061 561 624 12,061 561 391 16,336
2nd fk zone 2nd fl zone 1 339 6,550 235 339 6,550 235 154 6,436
PAGE TOTAL
TOTAL
962
18,611
796
545
22,772
962
18,611
796
545
22,772
Total includes ventilation load for zonal systems.
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ROOM HEATING PEAK LOADS
Project Name
Jaborski Addition
Date
7/5/2016
ROOM INFORMATION
DESIGN CONDITIONS
Room Name 1 st fl zone
Floor Area 1,228.0 ft2
Indoor Dry Bulb Temperature 68 OF
Time of Peak Jan 1 AM
Outdoor Dry P Bulb Temperature 22 OF
Conduction
1.072
Area
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
to
Ceiling
U-Value
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
AT *F
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
46
Btu/hr
R- 19 Floor Craw/space
615.0
0.0370
46
1,047
Slab-On-Grade
perim = 56.0
0.7300
46
1,880
R-21 Wall w/1 " EPS
1,260.6
0.0541
46
3,136
Wood Door
122.0
0.5000
46
2,806
Sierra Pacific Windows & Doors
165.4
0.3200
46
2,435
'R 30 Wall
1,228.0
0.0560
0
0
R-30 Roof Attic
1,228.0
0.0310
46
1,751
Items shown with an asterisk (') denote conduction
Infiltration:[ 1.00 X
Schedule Air Sensible
Fraction
through an interior surface
X 1,228 X
Area
another room
9.00 X 0.361
Height ACH
Page Total
/60] X
AT
13,055
= 3,282
TOTAL HOURLY HEAT LOSS FOR ROOM 16,336
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ROOM HEATING PEAK LOADS
Project Name
Jaborski Addition
Date
7/5/2016
ROOM INFORMATION
DESIGN CONDITIONS
Room Name 2nd fl zone
Floor Area 514.0 ftz
Indoor Dry Bulb Temperature 68 °F
Time of Peak Jan 1 AM
Outdoor Dry Bulb Temperature 22 0
Conduction
1.072
Area
U -Value
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
AT °F
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
46
Btu/hr
R-19 Floor Crawlspace
514.0
X
0.0370
46
875
R-21 Wall w/1 " EPS
692.3
X
0.0541
46
1,722
Sierra Pacific Windows & Doors
117.7
X
0.3200
46
1,733
'R 30 Wall
514.0
X
0.0560
0
0
R-30 Roof Attic
514.0
X
0.0310
46
733
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
XX
X
to another room
9.00 X 0.361
Ceiling Height ACH
Items shown with an asterisk (') denote conduction
Infiltration:[ 1.00 X
Schedule Air Sensible
Fraction
through an interior surface
X 514 X
Area
Page Total
/60] X
AT
5,062
__ 1,374
TOTAL HOURLY HEAT LOSS FOR ROOM 6,436
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RESIDENTIAL ROOM COOLING LOAD SUMMARY
Project Name
Date
1
Jaborski Addition
7/5/2016
ROOM INFORMATION
DESIGN CONDITIONS
Room Name
1 st fl zone
Outdoor Dry Bulb Temperature
102 OF
Floor Area
1,228.0 ffz
Outdoor Wet Bulb Temperature
71 °F
Indoor Dry Bulb Temperature 75 0 F1
Outdoor Daily Range:
37 OF
Opaque Surfaces
Orientation Area U -Factor
CLTD'
Btu/hr
R-19 Floor Crawlspace
615.0 X 0.0370
X
12.8 =
291
R-21 Wall w/1 " EPS
(N) 700.0 X 0.0541
X
15.0 =
568
Wood Door
(N) 20.0 X 0.5000
X
15.0 =
150
R-21 Wall w/1 " EPS
(E) 281.1 X 0.0541
X
25.0 =
380
R-21 Wall w/1 " EPS
(S) 279.5 X 0.0541
X
18.0 =
272
Wood Door
(S) 102.0 X 0.5000
X
18.0 =
918
`R 30 Wall
1,228.0 X 0.0560
X
0.0 =
0
R-30 Roof Attic
(N) 1,228.0 X 0.0310
X
6
48. =
1,850
X
X
=
Page Total
4,429
Items shown with an asterisk (`) denote conduction through an interior surface to another room.
1. Cooling Load Temperature Difference (CLTD)
Shaded
Unshaded
Fenestration
Orientation Area GLF Area
GLF
Btu/hr
Left Window
(E) 0.0 X 13.7 +
24.9 X
28.5 =
710
Rear Window
(S) 0.0 X 13.7 +
86.5 X
18.8 =
1,625
Right Window
(N) 0.0 X 13.7 +
54.0 X
13.7 =
739
X +
X
=
X +
X
=
X +
X
=
X +
X
=
X +
X
=
X +
X
=
Page Total
3,074
Internal Gain
Btu/hr
Occupants
3 7 Occupants X 245
Btuh/occ.
=
903
Equipment
1,228 Floor Area X 0.50
w/sqft
=
2,096
Infiltration: 1.072
X 1.06 X 50.65 X 27 =
1,560
Air Sensible
CFM ELA AT
TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM
12,061
Latent Gain
Btu/hr
Occupants
3 7 Occupants X 155
Btuh/occ.
=
571
Infiltration: 4,806
X 1.06 X 50.65 X 0.00004 =
-10
Air Sensible
CFM ELA AW
TOTAL HOURLY LATENT HEAT GAIN FOR ROOM
571
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Page 20 of 24
RESIDENTIAL ROOM COOLING LOAD SUMMARY
Project Name
Date
1
Jaborski Addition
7/5/2016
ROOM INFORMATION
DESIGN CONDITIONS
Room Name
2nd fl zone
Outdoor Dry Bulb Temperature
102 OF
Floor Area
514.0 ft2
Outdoor Wet Bulb Temperature
71 OF
Indoor Dry Bulb Temperature 75 OF1
Outdoor Daily Range:
37 OF
Opaque Surfaces
Orientation Area U -Factor
CLTD'
Btu/hr
R-19 Floor Crawlspace
514.0 X 0.0370
X
12.8 =
243
R-21 Wall w/1 " EPS
(N) 189.0 X 0.0541
X
15.0 =
153
R-21 Wall w/1 " EPS
(E) 163.1 X 0.0541
X
25.0 =
220
R-21 Wall w/1 " EPS
(S) 136.1 X 0.0541
X
18.0 =
132
R-21 Wall w/1 " EPS
(W) 204.1 X 0.0541
X
25.0 =
276
'R 30 Wall
514.0 X 0.0560
X
0.0 =
0
R-30 Roof Attic
(N) 514.0 X 0.0310
X
48.6 =
774
X
X
=
X
X
=
Page Total
1,800
Items shown with an asterisk (') denote conduction through an interior surface to another room.
1. Cooling Load Temperature Difference (CLTD)
Shaded
Unshaded
Fenestration
Orientation Area GLF Area
GLF
Btu/hr
Left Window
(E) 0.0 X 13.7 +
52.9 X
28.5 =
1,509
Rear Window
(S) 0.0 X 13.7 +
52.9 X
18.8 =
994
Right Window
(W) 0.0 X 13.7 +
11.9 X
28.5 =
339
X +
X
=
X +
X
=
X +
X
=
X +
X
=
X +
X
=
X +
X
=
Page
Total
2,84
Internal Gain
Btu/hr
Occupants
15 Occupants X 245
Btuh/occ.
=
378
Equipment
514 Floor Area X 0.50
w/sgft
=
87
Infiltration: 1.072
X 1.06 X 21.20 X 27 =
653
Air Sensible
CFM ELA AT
TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM
6,550
Latent Gain
Btu/hr
Occupants
15 Occupants X 155
Btuh/occ.
=
239
Infiltration: 4,806
X 1.06 X 21.20 X 0.00004 =
4
Air Sensible
CFM ELA AW
TOTAL HOURLY LATENT HEAT GAIN FOR ROOM
239
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Page 21 of 24
ENERGY USE AND COST SUMMARY
ECON-1
Project Name
Jaborski Addition
1
Date
7/5/2016
Rate:
Fuel Type: Electricity
STANDARD
PROPOSED
MARGIN
Energy Peak
Use Demand Cost
(kWh) (kW) $)
Energy
Use
(kWh)
Peak
Demand
(kW)
Cost
$)
Energy
Use
(kWh)
Peak
Demand
kW)
Cost
$
Jan
1,520
3.8
1,041
2.2
479
1.6
Feb
1,042
3.7
674
2.1
367
1.7
Mar
912
3.1
585
1.8
327
1.3
Apr
779
3.0
494
1.9
285
1.1
Mav
662
4.0
407
3.6
255
0.4
Jun
921
4.3
663
4.9
258
-0.6
Jul
1,175
4.5
933
6.7
242
-2.2
Aug1,028
4.4
817
5.9
211
-1.5
Sep
803
4.4
632
5.5
172
-1.1
Oct
608
4.0
407
2.2
200
1.8
Nov
935
3.3
617
2.0
319
1.3
Dec
1,295
3.4
879
2.2
416
1.3
Year
11,680
4.5
8,149
6.7
3,531
-2.2
CO2
lbs/yr
lbs/yr
lbs/yr
Rate:
Fuel Type:
Propane
STANDARD
PROPOSED
MARGIN
Energy
Use
(therms)
Peak
Demand Cost
kBtu/hr) ($)
Energy
Use
(therms)
Peak
Demand
kBtu/hr)
Cost
($)
Energy
Use
(therms)
Peak
Demand Cost
kBtu/hr) $)
Jan
0
0.0
0
0.0
0
0.0
Feb
0
0.0
0
0.0
0
0.0
Mar
0
0.0
0
0.0
0
0.0
Apr
0
0.0
0
0.0
0
0.0
May
0
0.0
0
0.0
0
0.0
Jun
0
0.0
0
0.0
0
0.0
Jul
0
0.0
0
0.0
0
0.0
Aua
0
0.0
0
0.0
0
0.0
Sep
0
0.0
0
0.0
0
0.0
Oct
0
0.0
0
0.0
0
0.0
Nov
0
0.0
0
0.0
0
0.0
Dec
0
0.0
0
0.0
0
0.0
Year
0
0.0
0
0.0
0
0.0
CO2
Ibs/ r
lbs/yr
lbs/yr
Annual Totals
Energy Demand
Cost
CosVs ft
Virtual Rate
Electricity
8,149 kWh
7 kW
$
0 $
0.00 /s ft
$ 0.00 /kWh
Propane
0 therms
0 kBtu/hr
$
0 $
0.00 /s ft
$ 0.00 /therm
Total
$ 0 $ 0.00 /s ft
Avoided CO2 Emissions:
0 lbs/yr
EnergyPro 6.7 by EnergySoft User Number: 6055 RunCode: 2016-07-05x10:30:3 IU: AV4/bU rage cc U1 cw l
•
Energy Upgrade Recommendations ECON-2
Project Name Jaborski Addition Documentation Author A. V. Energy & Associates
T
Project Address 101 Tipsoo Creek Rd Author Address 45263 7th st East #43
Berry Creek, CA 95916 Lancaster, CA 93535
Recommended, _ x s 21
Annual Est: Cost to Sav s'
Improvements y . Descri tion Savin Install Site' _ n•TDV.
�; t
I
• to
• A
Annual > Results
Ener Cost• -
:End Use' f Existin
' Im rov4d ' -'Savings
Space Heating
Space Cooling
0
Fans
0
Pumps
0
Domestic Hot Water
$0
Indoor Lighting
$0
Outdoor Lighting
0
Appliances/Plug Loads
$0
Ancilla
$0
Renewables
0
TOTAL
0
CO2 Itis/ -ear Existing " -improved . Savings
Electricity 0
Fossil Fuel 0
'
'TOTAL 0
Electricity kWh .,
;Existing. Improved' Savings
1,799
0
86
0
893
90
1,954
1,429
0
8,149
Fossil Fuel therms
Existin .Im roved • ,Savin s
I —I � I . . 1
Climate Zone: 11 -
Electric Rate: r '
Gas Rate:
Floor Area: 1,742
Type: - Single Family
Average Demand kW 4.26
TDV Energy kBtu/ft2- r
The estimated operating costs shown in this report are dependent upon many factors. The construction and conservation features of the project clearly are important.-
Equally
mportant:Equally important is the thermostat setting. How the thermostat is used, appliance use, and occupant interaction all influence the annual operating cost. The estimates
provided in this report are based on typical conditions; your actual usage will vary.
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' a
_ california Home Incentive: $ 800
advanced homes CARP Incentive Report (CIR)
Project Size and`Locatiori 0rientation'and Type
Conditioned Floor Area 1742 sq. ft. I Project Type Single Family
Climate Zone CZ11 (Red Bluff) Front Orientation (in degrees) 0
Kicker and Incentive Summary's
:U
�Energ ; se Summary
y _`
CAHP Score Initial
, f
DOE Zero Energy Ready Home (3 possible)
-0
Future Code Preparation (5 possible)
-0
High Efficacy Lighting Credit (3 possible)
t
Low Energy Use Home (5 possible)
-0
Ultra Low Use Home (5 possible)
-0
CAHP Score Final
c
/
280,741
Incentive -Amount ..
.$0,8001
Kicker and Incentive Summary's
:U
�Energ ; se Summary
y _`
CAHP Score Initial
, f
DOE Zero Energy Ready Home (3 possible)
-0
Future Code Preparation (5 possible)
-0
High Efficacy Lighting Credit (3 possible)
-0
Low Energy Use Home (5 possible)
-0
Ultra Low Use Home (5 possible)
-0
CAHP Score Final
c
Total Project kTDV Energy
280,741
Incentive -Amount ..
.$0,8001
0.00
0.00
0.00
Other HVAC
0.00
0.00
0.00
0.00
Water Heating
0.00
0.00
31.41
24.67
Inside Lighting
0.00
0.00
Kicker and Incentive Summary's
:U
�Energ ; se Summary
y _`
CAHP Score Initial
79
DOE Zero Energy Ready Home (3 possible)
-0
Future Code Preparation (5 possible)
-0
High Efficacy Lighting Credit (3 possible)
-0
Low Energy Use Home (5 possible)
-0
Ultra Low Use Home (5 possible)
-0
CAHP Score Final
79
Total Project kTDV Energy
280,741
Incentive -Amount ..
.$0,8001
150
x+5:'4
140
130
120
110
100
y 90
i•
70
50
50
40
30
20
10 .
0
CAHP
Score
M: Project:Savings-Margins� -
Project Savings (kW) 0.2
Project Savings (kWh/yr) 3530
Project Savings (therms) 0
{
:U
�Energ ; se Summary
y _`
:•
j -
End Use
' ' Savings (kWh/yr) = e,
'Savings-, (therms),1 CAHP Std (kTDV/ft2) '.
Proposed (kTDV/ft2) 4
Space Heating
756.00
0.00
' 29.03
18.86
Space Cooling
184.00
0.00
83.17
56.04
IAQ Ventilation
0.00
0.00
0.00
0.00
Other HVAC
0.00
0.00
0.00
0.00
Water Heating
0.00
0.00
31.41
24.67
Inside Lighting
0.00
0.00
11.45
11.45
Appl. & Cooking
0.00
0.00
24.85 24.85
Plug Loads
0.00
0.00
24.21
24.21
Exterior
0.001
0.001
1.08
1.08
PV Credit
0.00
Compliance Total
143.61
99.57
TOTAL, •
3529.00
-103.001
205.20
161.16
Name of Model,File:, ,, Jaborskii Addition
Date and Time of Analysis::' , w 10:30, Tue, Jul 05, 2016
Pacific Gas and SOUTHERN GLIFORNIA S001hem
E D I S O N` SO Cal'rfomia
Electric Company J �� Gas Company
- An F.D/SON IA'TERNATIONAL"Company ,
aSempra Energy ucirty® ' ASempra Energy ueuly
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: Jaborskii Addition Calculation Date/Time: 10:30, Tue, Jul 05, 2016
Calculation Description: Title 24 Analysis Input File Name: Joborski Addition.xml
CF1 R -PRF -01
Page 1 of 7
GENERAL INFORMATION
01
Building Complies with Computer Performan e'
01
Project Name Jaborskii Addition
04
-�.
� w-- �-,. ,r- nom. � ,r�.4 w s R ir-�. � ir.,
irl
02
Calculation Description Title 24 Analysis
08
Energy Use (kTDV/ftZ-yr)
03
Project Location 101 Tipsoo Creek Rd
Compliance Margin
Percent Improvement
04
City Berry Creek
05
Standards Version Compliance 2015
06
Zip Code 95916
07
Compliance Manager Version BEMCmpMgr 2013-4 (744)
08
Climate Zone CZ11
09
Software Version EnergyPro 6.6
10
Building Type Single Family
11
Front Orientation (deg/Cardinal) 0
12
Project Scope Addition and/or Alteration
13
Number of Dwelling Units 1
14
Total Cond. Floor Area (ftZ) 1742
15
Number of Zones 2
16
Slab Area (ftZ) 613
17
Number of Stories 2
18
Addition Cond. Floor Area 0
19
Natural Gas Available No
20
Addition Slab Area (ft) 0
21
Glazing Percentage (%) 16.3%
COMPLIANCE RESULTS
01
Building Complies with Computer Performan e'
02
This building DOES NOT req HERS Ve�atio�n� �� ��-
04
-�.
� w-- �-,. ,r- nom. � ,r�.4 w s R ir-�. � ir.,
irl
y H E R S !f 1 �. J' 1/ r EE
Registration Number: 216-A0227019A-000000000-0000 Registration Date/Time: 2016-07-05 10:44:24 HERS Provider: CaICERTS inc.
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016=07-05 10:31:47
ENERGY USE SUMMARY
04
05
06
07
08
Energy Use (kTDV/ftZ-yr)
Standard Design
Proposed Design
Compliance Margin
Percent Improvement
Space Heating
26.81
18.86
7.95
29.7%
Space Cooling
56.35
56.04
0.31
0.6%
IAQ Ventilation
0.00
0.00
0.00
0.0%
Water Heating
31.41
24.67
6.74
21.5%
Photovoltaic Offset
----
0.00
0.00
----
Compliance Energy Total
114.57
99.57
15.00
13.1%
Registration Number: 216-A0227019A-000000000-0000 Registration Date/Time: 2016-07-05 10:44:24 HERS Provider: CaICERTS inc.
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016=07-05 10:31:47
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01
Project Name: Jaborskii Addition Calculation Date/Time: 10:30, Tue, Jul 05, 2016 Page 2 of 7
Calculation Description: Title 24 Analysis Input File Name: Joborski Addition.xml -
REQUIRED SPECIAL FEATURES
The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis.
NO SPECIAL FEATURES REQUIRED
HERS FEATURE SUMMARY
The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is
provided in the building components tables below.
Building -level Verifications:
• -- None --
Cooling System Verifications:
• -- None --
HVAC Distribution System Verifications:
-- None --
Domestic Hot Water System Verifications:
• --None --
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. AOO" M I ....,
Reference Energy Use, ri Energy Design Rating Margin Percent Improvement
Total Energy (kTDVlf2-yr)' X1.76.16* It ��� i> c 161.16 W 15.00 8.5%
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
Jaborskii Addition
1742
1
2
2
0
1
ZONE INFORMATION
01
02
03
04
05
06
07
Zone Name
Zone Type
HVAC System Name
Zone Floor Area
(ft2)
Avg. Ceiling
Height
Water Heating System 1
Water Heating System 2
1stfl zone
Conditioned
HVACSI
1228
9
DHW Sys 1
2nd fk zone
Conditioned
HVACSI
514
9
DHW Sys 1
Registration Number: 216-A0227019A-000000000-0000 I Registration Date/Time: 2016-07-05 10:44:24 HERS Provider: CaICERTS inc.
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-07-05 10:31:47
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: Jaborskii Addition Calculation Date/Time: 10:30, Tue, Jul 05, 2016
Calculation Description: Title 24 AnalysisInput File Name: Joborski Addition.xml
C01 R -PRF -01
Page 3 of 7
OPAQUE SURFACES
01
02
03
04
05
06
07
08
09
10
Name
Zone
Construction
Azimuth
Orientation
Gross Area (ft2)
Window & Door
Area (ft2)
Tilt
(deg)
Status
Verified
Existing
Condition
Exterior Front Wall 1st f
Exterior Left Wall 1st fl
1st fl zone
1 st fl zone
R-21 Wall w/1 EPS
R-21 Wall w/1 EPS
0
90
Front
Left
468
306
20
24.9
90
90
New
New
N/A
N/A
Exterior Rear Wall wall
1st fl zone
R-21 Wall w/1 EPS
180
Back
468
188.5
90
New
N/A
Exterior Right Wall 1st f
1 st fl zone
R-21 Wall w11 EPS
0
Front
306
54
90
New
N/A
Roof 1 st fl
1 st fl zone
R-30 Roof Attic
1228
New
N/A
Raised Floor
1 st fl zone
R-19 Floor Crawlspace
615
New
N/A
Exterior Front Wall 2nd f
2nd fk zone
R-21 Wall w/1 EPS
0
Front
189
0
90
New
N/A
Exterior Left Wall 2nd fl
2nd fk zone
R-21 Wall w/1 EPS
90
Left
216
52.9
90
New
N/A
Exterior Rear Wall 2nd fl
2nd fk zone
R-21 Wall w/1 EPS
180
Back
189
52.9
90
New
N/A
Exterior Right Wall 2nd f
2nd fk zone
R-21 Wall w/1 EPS
270
Right
216
11.9
90
New
N/A
Roof 2nd fl
2nd fk zone
R-30 Roof Attic
514
New
N/A
Raised 2nd Floor
2nd fk zone
� R-19 F_,Ioor C �awtsp e
lF))-1
—l�
�� �51a4 �,
New
N/A
It IL 114 F 1 41
ATTIC 1 Nom, l�I.i IJ ��—rai• Ili i# i3 U a�`V U U U �O
01
02 1.1
L 03H `�°
f 04� k
t U 05V I
U 06 R
07
08
09
10
Name
Construction
Type
Roof Rise
Roof Reflectance
Roof Emittance
Radiant
Barrier
Cool Roof
Statu
s
Verified Existing
Condition
Attic 1 st fl zone
Attic Roof 1st fl zone
Ventilated
4
0.3
0.75
No
Yes
New
No
Attic 2nd fk zone
Attic Roof2nd fk zone
Ventilated
4
0.3
0.75
No
Yes
New
No
Registration Number: 216-A0227019A-000000000-0000 Registration Date/Time: 2016-07-05 10:44:24 HERS Provider: CaICERTS inc.
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-04072016-744 Report Generated at: 2016-07-05 10:31:47
-V
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: Jaborskii Addition Calculation Date/Time: 10:30,�Tue, Jul 05, 2016
Calculation Description: Title 24 Analysis Input File Name: Joborski Addition.xml
CF1 R -PRF -01
Page 4of7 ,
WINDOWS
01
02
03
04
05
06
07
08
09
10
11
U -factor Status Verified Existing Condition
Front Door A Exterior FrontcWa ll 1 V fir I
_J
L20.0%.,
90150, AV" New No
Rear Door ExterioA6ZI—A Wall wall L, -1
'
U102-" W,
I
Verified
Multiplie
Existing
Name
Surface (Orientation -Azimuth)
Width(ft)
Height (ft)
r
Area (ft2)
U -factor
SHGC
Exterior Shading
Status
Condition
Left Window
Exterior Left Wall 1 st fl (Left -90)
----
----
1
24.9
0.32
0.25
Insect Screen (default)
New
N/A
Rear Window
Exterior Rear Wall wall (Back -180)
----
----
1
86.5
0.32
0.25
Insect Screen (default)
New
N/A
Right Window
Exterior Right Wall 1 st f (Front -0)
----
----
1
54.0
0.32
0.25
Insect Screen (default)
New
N/A
Left Window 2
Exterior Left Wall 2nd fl (Left -90)
----
----
1
52.9
0.32
0.25
Insect Screen (default)
New
N/A
Rear Window 2
Exterior Rear Wall 2nd fl
____
___-
1
52.9
0.32
0.25
Insect Screen (default)
New
N/A
(Back -180)
Right Window 2
Exterior Right Wall 2nd f
1
11.9
0.32
0.25
Insect Screen (default)
New
f N/A
(Right -270)
DOORS -
01 02
03
04 05 06
Name Side of Building
A(ft2).
14
U -factor Status Verified Existing Condition
Front Door A Exterior FrontcWa ll 1 V fir I
_J
L20.0%.,
90150, AV" New No
Rear Door ExterioA6ZI—A Wall wall L, -1
'
U102-" W,
I
0.50 New No
3 \; HER -S RR,OVID-ER
Registration Number: 216-Ao227019A-000000000-0000 Registration Date/Time: 2016-07-05 10:44:24 HERS Provider: CaICERTS inc.
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-04072016-744 Report Generated at: 2016-07-05 10:31:47
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: Jaborskii Addition Calculation Date/Time: 10:30, Tue, Jul 05, 2016
Calculation Description: Title 24 Analysis Input File Name: Joborski Addition.xml
CF1 R -PRF -01
Page 5 of 7
OPAQUE SURFACE CONSTRUCTIONS -
01
02
03
04
05
06
07
07
08
09
Name
Total Cavity
Winter Design
� R
Perimeter
(ft)
Construction Name
Surface Type
Construction Type
Framing
R -value
U -value
Assembly Layers
613
56
None
0.8
No
New
• Cavity/ Frame: no insul. / 2x4 Top Chrd
2x4 Top Chord of Roof Truss @ 24
Roof Deck: Wood Siding/sheathing/decking
Attic Roof1 st fl zone
Attic Roofs
Wood Framed Ceiling
in. O.C.
none
0.644
Roofing: Light Roof (Asphalt Shingle)
• Floor Surface: Carpeted
Floors Over
Floor Deck: Wood Siding/sheathing/decking
R-19 Floor Crawlspace
Crawlspace
Wood Framed Floor
2x6 @ 16 in. O.C.
R19
.0.049
Cavity/ Frame: R -19/2x6
• Inside Finish: Gypsum Board
• Cavity / Frame: R-21 / 2x6
R-21 Wall w/1 EPS
Exterior Walls
Wood Framed Wall
2x6 @ 16 in. O.C.
R 21
0.051
Exterior Finish: R4 Synthetic Stucco
• Inside Finish: Gypsum Board
Ceilings (below
Cavity / Frame: R-9.1 / 2x4
R-30 Roof Attic
attic)
Wood Framed Ceiling
2x4 @ 24 in. O.C.
R 30
0.032
Over Floor Joists: R-20.9 insul.
• Cavity / Frame: no insul. / 2x4 Top Chrd
2x4 Top Chord of Roof Truss @ 24
Roof Deck: Wood Siding/sheathing/decking
Attic Roof2nd fk zone
Attic Roofs
Wood Framed Ceiling
in. O.C.
none
0.644
Roofing: Light Roof (Asphalt Shingle)
SLAB FLOORS H l(
a! In) V
01
02`t �
M U 03-tt=0
X64l U
U ftc:0' tI 05 U U U \t=
O . 06
07
08
09
Name
"1► H
`t
Zone
E R S
Area (ft2)
� R
Perimeter
(ft)
0 V I D E R
Edge Insul. R -value
Carpeted
Fraction
Heated
Status
Verified
Existing
Condition
Slab -on -Grade
1st fl zone
613
56
None
0.8
No
New
No
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 ---
WATER HEATING SYSTEMS
01
02
03
04
05
06
07
08
Name
System Type
Distribution Type
Water Heater
Number of
Heaters
Solar
Fraction
N
Status
Verified Existing
Condition
DHW Sys 1
DHW
Standard
DHW Heater 1
1
Annual
New
No
Registration Number: 216-Ao227019A-000000000-0000 Registration Date/Time: 2016-07-05 10:44:24 HERS Provider: CaICERTS inc.
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-07-05 10:31:47
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: Jaborskii Addition, Calculation Date/Time: 10:30, Tue, Jul 05, 2016
Calculation Description: Title 24 Analysis Input File Name: Joborski Addition.xml
kl
CF1 R -PRF -01
Page 6 of 7 4
WATER HEATERS .
01
02
03
04
05
06
07
08
09
AirToWaterHeatPump - Air to water
heat pump (able to heat DHW)
1
Tank Volume
Energy Factor or
Recirculation with
- Tank Exterior
Standby Loss
Name
Heater Element Type
Tank Type
(gal)
Efficiency
Input Rating
Insulation R -value
(Fraction)
DHW Heater 1
Propane
Small Instantaneous
0
0.84 EF
175000-Btu/hr
0
0
WATER HEATING - HERS VERIFICATION
01
02
03
04
05
06
07
08
09
AirToWaterHeatPump - Air to water
heat pump (able to heat DHW)
1
Heating System ;
Recirculation with
Recirculation with
Name
Pipe Insulation
Parallel Piping
Compact Distribution
Point -of Use
Manual Control
Sensor Control
DHW Sys 1
n/a
n/a
n/a
n/a
n/a
n/a
SPACE CONDITIONING SYSTEMS
01
02
03
04
05
06
07
08
09
AirToWaterHeatPump - Air to water
heat pump (able to heat DHW)
1
Heating System ;
Cooling System
- 7
13
Distribution
Fan
Floor Area
Verified Existing
Name
System Type
Name Ducted
rk Name Ducted
System
System
Served
Status
Condition
Heat Pump Heating
Heat Pump
Heat Pum`
3
IkN'O'
neHVACSIand
1742
New
No
Cooling System
SystemNo
tem FF'
i!
HVAC - HEATING SYSTEMS: Heat Pumps
01
02
03 04 05
06 07
Name
Type
Heating
HSPF/COP Cap 47 Cap 17
Cooling
SEER EER
Heat Pump System 1
AirToWaterHeatPump - Air to water
heat pump (able to heat DHW)
1
36040
7
36000
- 7
13
IAQ (Indoor Air Quality) FANS
01 02 03 04 05
Name IAQ CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification
SFam IAQVentRpt 0 Default 0 Not Required
Registration Number: 216-A0227019A-000000000-0000 Registration Date/Time: 2016-07-05 10:44:24 HERS Provider: CaICERTS inc.
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-07-05 10:31:47
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: Jaborskii Addition - Calculation Date/Time: 10:30, Tue, Jul 05, 2016
Calculation Description: Title 24 Analysis Input File Name: Joborski Addition.xml
CF1R-0RF-01
Page 7 of 7
DOCUMENTATION AUTHOR'S DECLARATION STATEMENT
1. 1 certify that this Certificate of Compliance documentation is accurate and complete.
Documentation Author Name: Documentation Author Signature:
�a�ccet�e
Gary Faucette _
Company:
Signature Date:
A.V. Energy & Associates
2016-07-05 10:42:40
Address:
CEA/HERS Certification Identification (If applicable):
45263 7th Street East #43
City/State/Zip: _
Phone:
Lancaster, CA 93535 -
661-723-6694
RESPONSIBLE PERSON'S DECLARATION STATEMENT
I certify the following under penalty of perjury, under the laws of the State of California:
1: I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance.
2.; l certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of
Regulations.
3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents,
worksheets, calculations, plans and specifications submitted,to tfi�e enforceme`t,agen y�f r approval with,hF.b Gilding permit application.
Responsible Designer Name:
LLQ
L
It
Responsible
Designer Signature: !
C�
Patrick Cole �!l\
07 U R, 0
Company:
HERS- RFR�..3VIDER
Date Signed: r -
ARCADEME
2016-07-05 10:44:24
Address:
License:
NA
355 East 9th Street
City/State/Zip:
Phone:
Chico, CA 95928
530-343-5709
Digitally signed by Ca10ERTS. This digital signature is provided in order to secure the content of this registered document, and in noway implies Registration Provider responsibility for the accuracy of the
information.
Registration Number: 216-A0227019A-000000000-0000 Registration Date/Time: 2016-07-05 10:44:24 HERS Provider: CaiCERTS inc.
CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-07-05 10:31:47
BUTTE
•.; , COUNTY
DIVISION A4.6 -.TIER 1 AND TIER 2 -
RECEIVED SECTION A4.602 OCT 0 5 2016
RESIDENTIAL OCCUPANCIES APPLICATION CHECKLIST tUEVELO['VIENT - '~
OCT 0'1 2016 July '1, 2015 SUPPLEMENT SERVICES
'+ +
` Effective July,1, 2015 a A_
,TRB AND ASSOCIATES
VERIFICATIONS
LEVELS 4
ENFORCING AGENCY TO SPECIFY
APPLICANT TO SELECT ELECTIVE MEASURES
VERIFICATION METHOD
Prerequisites and electives"
Enforcin
Installer or
Third
f+ ' FEATURE OR MEASURE
g Agency
Designer
party
"
Mandatory
Tier 1
Tier 2
All
All A
All
PLANNING AND DESIGN
to Selection'.,, --
A4.103.1 A site which complies with at least one ofthe
characteristics is selected:
_following
1. An infill site is selected.
+
❑
❑
❑
❑
❑
2. A greyfield site is selected.
+
❑
❑
0
0
0
3' An EPA -recognized Brownfield site is selected.
,
•'
❑
❑
❑ '
❑ '
A4.103.2 Facilitate community connectivity by one ofthe
following methods:'
1. Locate project within a 1/4 -mile true walking distance
' of at least 4 basic services;
0
❑
❑
0
1 ❑ ti
2. Locate project within '/2 -mile true walking distance
, '�•
N
of at least 7 basic services;
❑
❑
❑
❑ `
❑
3. Other methods increasing access to additional
r
resources.
❑
0
0
0
❑
Site Preservation 5.
'
A4.104.1 An individual with oversight responsibility for
the project has participated in an educational program. ''
•
,
❑
, ❑
promoting environmentally friendly design ordevelopment
❑.
❑
and has provided training or instruction to appropriate
'
entities.
"«
Deconstruction and Reuse of Ezistit Materials`
A4.105.2 Existing buildings are disassembled for reuse or.
recycling of building materials. The proposed structure'.
,
utilizes at least one ofthe following materials which can be
j
easily reused:
•.
r 1. Light fixtures
.
,
+
2. Plumbing fixtures
w
,
❑
❑
❑
❑
3. Doors and trim
4. Masonry
5. Electrical devices -
.�
•A 1'
6. Appliances
,
-4 9a
OU�e,A�1V
tl
7. Foundations or portions of foundations
an A'
CAr�
Site Develo mein .: M a;�,u•
_ rtii ii�4 �a
4.106.2 A plan is developed and implemented to manage
'
r - �y
jlima
storm water drainage during construction.
k
4.106.3 Construction plans shall indicate how site grading
or a drainage system will manage all surface water flows.
❑D x'
+
to keep water from entering buildings.
4.106.4 Provide capability for electric vehicle charging in
y
'
one- and two-family dwellings and in townhouses with
�•
�❑
❑
❑
❑
attached private garages; and 3 percent of total parking:—
s aces, asspecified, for multifamily dwellings.
A4.106.1 Reserved.`
A4.106.2.1 Soil analysis is performed by a licensed design
professional and the findings utilized in the structural
_ ❑
` ; . ❑
T ❑
❑
❑
design ofthe building.
• a
"•
VERIFICATIONS
LEVELS
ENFORCING AGENCY TO SPECIFY
APPLICANT TO SELECT ELECTIVE MEASURES
VERIFICATION METHOD
Prerequisites and electives'
Enforcin
Installer or
Third
FEATURE OR MEASURE
g Agency
Designer
party
0
0
0
'
Mandatory
Tier 1
Tier 2
All
All
All
A4.106.2.2 Soil disturbance and erosion are minimized
by at least one of the following:
+
I. Natural drainage patterns are evaluated and
❑
❑
❑
❑
❑
erosion controls are implemented to minimize
"erosion during construction and after occupancy.
2. Site access is accomplished by minimizing the
f
❑
❑
❑
❑
amount of cut and fill needed to install access roads
and driveways.
3. Underground construction activities are
❑
❑
❑
❑
❑
coordinated to utilize the same trench, minimize the
amount of time the disturbed soil is exposed and the
soil is replaced using accepted compaction methods.
A4.106.2.3 Topsoil shall be protected or saved for reuse
❑
❑
❑
as specified in this section.
+ "
Tier 1. Displaced topsoil shall be stockpiled for
nF
0'
reuse in a designated area and covered or protected
from erosion.
Tier 2. The construction area shall be identified and
delineated by fencing or flagging to limit
construction activity to the construction area.
A4.1063 Postconstruction landscape designs
accomplish one or more of the following:
1. Areas disrupted during construction are restored
❑
❑
❑
❑
❑
to be consistent with native vegetation species and
patterns.
2. Limit turf areas to the greatest extent possible.
a. Not more than 50 percent for Tier 1.
❑
❑
❑
❑
❑
b. Not more than 25 percent for Tier 2.
❑
❑
3. Utilize at least 75 percent native California or
❑
1
❑
❑
❑
drought tolerant plant and tree species appropriate
for the climate zone region.
•,
4. Hydrozoning irrigation techniques are
❑
❑
❑
❑
❑
incorporated into the landscape design.
A4.106.4 Permeable paving is utilized for the parking,
walking or patio surfaces in compliance with the
following:
Tier 1. Not less than 20 percent of the total parking,
❑
❑
❑
walking or patio surfaces shall be permeable.
Tier 2. Not less than 30 percent of the total parking,
❑
❑
❑
walking or patio surfaces shall be permeable.
A4.106.5 Roofing materials shall have a minimum
3 -year aged solar reflectance and thermal emittance or a
minimum Solar Reflectance Index (SRI) equal to or
greater than the values specified in Tables
A4.106.5.1(1) and A4.106.5.1(2) for low-rise
residential buildings and Tables A4.106.5.1(3) and
A4.106.5.1(4) for high rise residential buildings.
,
Low-rise Residential
Tier 1 roof covering shall meet or exceed the values
contained in Table A4.106.5.1(1).
nF
Tier 2 roof covering shall meet or exceed the values
contained in Table A4.106.5.1(2).
High-rise Residential, Hotels and Motels
Tier 1 roof covering shall meet or exceed the values
contained in Table A4.106.5.1(3).
ly
Tier 2 roof covering shall meet or exceed the values
contained in Table A4.106.5.1(4).
N
F
VERIFICATIONS
d
VERIFICATIONS
LEVELS
ENFORCING AGENCY TO SPECIFY
APPLICANT TO SELECT ELECTIVE MEASURES
VERIFICATION METHOD
Prerequisites and electives'
Enforcing
Agency
Installer or
Designer
Third
party
FEATURE OR MEASURE
Mandatory
Tier 1
Tier 2
All
All
All
A4.106.6 Install a vegetated roof for at least 50 percent of the
❑'
❑
❑
❑
❑
roof area. Vegetated roofs shall comply with requirements for
roof gardens and landscaped roofs in the California Building
Code, Chapters 15 and 16.
A4.106.7 Reduce nonroof heat islands for 50 percent of
❑
❑
❑
sidewalks, patios, driveways or other paved areas by using one
or more of the methods Iisted.
A4.106.8.1 Tier I and Tier 2 for one- and two-family
12.
❑
❑
❑
dwellings and townhouses with attached private garages.
Install a dedicated 208/240 -volt branch circuit, including an
overcurrent protective device rated at 40 amperes minimum
per dwelling unit.
A4.106.8.2 Tier I and Tier 2 for multifamily dwellings.
W2
Kr�
Provide capability for future electric vehicle charging in
❑
❑
❑
percent of total parking spaces, as specified.
A4.106.9 Provide bicycle parking facilities as noted belowor
meet a local ordinance, whichever is more stringent. Number of
bicycle parking spaces may be reduced, as approved by the
enforcing agency, due to building site characteristics, including
but not limited to, isolation from other development.
1. Provide short-term bicycle parking, per Section
A4.106.9.1.
❑
❑
❑
❑
❑
2. Provide long-term bicycle parking for multifamly
buildings, per Section A4.106.9.2.
A ❑
❑
❑
❑
3. Provide long-term bicycle parking for hotel and motel
,
buildings, per Section A4.106.9.3.
A4.106.10 JHRJ Outdoor lighting systems shall be designed
and installed to comply with:
1. The minimum requirements in the California Energy ,
Code for Lighting Zones 1-4; and
2. Backlight, Uplight and Glare (BUG) ratings as defined in
❑ .
,
❑
❑
❑
IES TM -15-11; and
3. Allowable BUG ratings not exceeding those shown in
Table A4.106.10; or
Comply with a lawfully enacted local ordinance, whichever is
❑
❑
❑
❑
❑
more stringent.
LEVELS
VERIFICATIONS
APPLICANT. TO SELECT ELECTIVE
ENFORCING AGENCY TO SPECIFY
MEASURES
VERIFICATION METHOD'
" $'
.
Prerequisites and electives' '
Enforcin
g Agency
Installer or
Designer
i
. FEATURE OR MEASURE
t
MandatoryTier
1
Tier 2
All
All
All
Inn ovative,Concepts and LOA
'
t
Environmental Conditions'
�
e • j.
• � !.
•.
.fry
` f
�, , '
Item 1
❑ .. } ❑ ❑ ❑ ,
Item 2 r
❑ ❑ ❑ ti ❑ ❑
Item 3 . '
❑ ` • : �,. , t ..: ❑ _ ❑ ❑. -
ENERGY EFFICIENCY
LEVELS
VERIFICATIONS
APPLICANT. TO SELECT ELECTIVE
ENFORCING AGENCY TO SPECIFY
MEASURES
VERIFICATION METHOD'
" $'
.
Prerequisites and electives' '
Enforcin
g Agency
Installer or
Designer
Third
party
. FEATURE OR MEASURE
t
MandatoryTier
1
Tier 2
All
All
All
Inn ovative,Concepts and LOA
�_
'.' ,
t
Environmental Conditions'
A4.108.1 Items in this section are necessary to address
' • . ` '
innovative concepts or local environmental conditions.
Item 1
❑ .. } ❑ ❑ ❑ ,
Item 2 r
❑ ❑ ❑ ti ❑ ❑
Item 3 . '
❑ ` • : �,. , t ..: ❑ _ ❑ ❑. -
ENERGY EFFICIENCY
r
-1.' J
General
4.201.1 Building meets or exceeds the requirements ofthe
}.r .,
*
❑
'
❑
California Building Energy Efficiency StandardS3.
r
Performance Approach'for Newly Constructed z `
,
�' ,. ' ` .
Buildings `
�• r ."
A4.203.1.1.1 An Energy Design Rating for the Proposed Design
f
"' ❑ ❑ r
,Building is included in the Certificate of Compliance
', - &, IJ ❑'
` Y
documentation.
,44.203.1:1.2 QII procedures specified in the Building Energy
`f
';
"
❑7
❑
❑ `
Efficiency Standards Reference Residential Appendix RA3.5 are
.
completed.
'
A4.203.1.1.3 All permanently installed lighting is high efficiency
®2
,2 ,
'r ` ❑
❑
❑ '
and has required contiols.
_
,44.203.1.2.1 The Energy Budget is no greater than 85 percentof
•
the Title 24, Part 6, Energy Budget for the Proposed Design
�. ,: r
' `
❑
❑.
❑
Building.
`
-
A4.203.1.2.2 The Energy Budget is no greater than 70 percent of
'
❑
❑
the Title 24, Part 6, Energy Budget for the Proposed Design
1
Building.
Performance Approach for Additions and Alterations
A4.204.1.1.1 All newly installed, permanently installed lighting
®2 t``
ti .
❑
❑
❑
is high efficacy and has required controls.
A4.204.1.2.1 When one and only one mechanical system is
added or modified, the Energy Budget is no greater than 95..
t
percent of the Title 24, Part 6, Energy Budget for the Proposed
�'
i
Y.
❑
❑
Design Building. When two or more mechanical systems areWL
" added or modified, the Energy Budget is no greater than 90
percent of the Title 24, Part 6, Energy Budget for the Proposed
a '
a
i Design Building.. Y
'
,44.204.1.2.2 When one and only one mechanical system is
^ -`
,
;yr,Q
added or modified, the Energy Budget is no greater than 90
percent of the Title 24, Part 6, Energy Budget for the Proposed
K
j
, ❑
Design Building. When two or more mechanical systems are
? ❑ .
❑
added or modified, the Energy Budget is no greater than 85
percent of the Title 24, Part 6, Energy Budget for the Proposed
`
Design Building. *
_
- � . � •,� r ¢. � � . ,. �. . _.71
� it ' �,,�{�r r
f(
•
VERIFICATIONS
•
• LEVELS'
, '
ENFORCING AGENCY TO SPECIFY
.+
,'
APPLICANT• TO SELECT ELECTIVE MEASURES
', VERIFICATION METHOD
} . R
Prerequisites and electives'
Enforcing
Agency
Installer or
Designer
Third
party
+ FEATURE OR MEASURE
�
. . • -
• -fir
, o
o ••
;� a
Mandatory,
Tier 1.
Tier 2
All
All
All
WATER• EFFICIENCY AND
.CONSERVATION E'
f'
lndoor,,Water Use -
4303.1 Plumbing fixtures (water closets and urinals) and
Qx
Y'
+,* r'
❑ .
❑
❑
fittings (faucets and showerheads) installed in residential
buildings shall comply with the prescriptive requirements
, t
of Sections 4.303.1.1 through 4.303.1.4.4.
4303.2 Plumbing fixtures and fittings required in Section
�x
, .
' y '
❑ •'
❑
0
4.303.1 shall be installed in accordance with the
.'L
i -
California Plumbing Code, and shall meet the applicable
referenced standards.
A4303.1 Kitchen faucets. The maximum flow rate of.
,
r
kitchen faucets shall not exceed 1.5 gallons per minute at
j
60 psi. Kitchen faucets may temporarily increase the flow
r..
' •,
,
above the maximum rate, but not to exceed 2.2 gallons
-�.
'e' ^
'• ,
❑
❑
❑
per minute at 60 psi, and must default to a maximum flow
"- ,
rate of 1.5 gallons per minute at 60 psi.
Note: Where complying faucets are available, aerators
,
or other means may be used to achieve reduction.
^
A4303.2 Alternate water source for nonpotable
r
r ,� -
applications. Alternate nonpotable water sources are used
r
for indoor potable water reduction. Alternate nonpotable
i
❑
❑ , • , -
"• ❑ ,
❑
❑
water sources shall be installed in accordance with the
'
+
�'
California Plumbing Code.
"4•,
A4.303.3 Appliances. Dishwashers and clothes washers in
r
` -
;,
residential buildings shall comply with the following:
`
Install at least one qualified ENERGY STAR
r
��
appliance with maximum water use as follows:
'
1. Standard Dishwashers - 4.25 gallons per cycle.o
'
r ❑
❑ .
❑
2 Compact Dishwashers 3.5 gallons per cycle.
'?❑
a ❑
❑
❑
❑
3. Clothes Washers - water factor of 6 gallons per
cubic feet of drum capacity.
• �'
❑
❑
❑
❑
A4.303.4 Nonwater supplied urinals or waterless toilets
- ' ❑
'❑ '
❑
❑ .
. ❑
are installed.
+�
Outdoor Water User'
• -
4.304.1 Automatic irrigation systems controllers installed
at the time of final inspection shall be weather or soil
❑ `
❑
❑
moisture -based..
A4304.1 Install a low-water consumption irrigation
❑
❑ �•
❑
`❑ '
system which minimizes the use of spray type heads.
A4.304.2 A rainwater capture, storage and re -use system
r
} ❑
0 :
0 •
❑
❑
is designed arid installed.
A4.304.3 A water budget shall be developed for
®z
®2
0'1
`❑
❑
landscape irrigation.
A4.304.6 For new water service connections, landscaped
i
irrigated areas more than 2,500 square feet shall be
❑
' �.
❑
❑
❑
provided with separate submeters or metering devices for
.*.,
outdoor potable water use.
_� ,
VERIFICATIONS
" r LEVELS
ENFORCING AGENCY TO SPECIFY
APPLICANT TO SELECT ELECTIVE MEASURES
VERIFICATION METHOD
Prerequisites and electives.
Enforcin
Installer or
Third
FEATURE OR MEASURE
g Agency
Designer
party
•
Mandatory .
Tier1
Tier
All
All
All
A4.304.4 Provide water efficient landscape irrigation
r ` ;
❑
❑ . '
❑ e
design that reduces the use of potable water.
times
1912
'
Tier 1. Does not exceed 65 percent of ETo the
!
landscape area.
Tier 2. Does not exceed 60 percent of ETo times the
4nF
landscape area. +
A4.304.5 A landscape design is installed which does
❑
,
❑
El
not utilize potable water.
A304.6 For new water service connections, landscaped
'
irrigated areas more than 2,500 square feet shall be
❑
0
.0
❑ f
❑
provided with separate submeters or metering devices
x
for outdoor potable water use.
WATER REUSE SYSTEMS
A4.305.1 •Piping is installed to permit future use of a
`
graywater irrigation system served by the clothes
r
` , ❑ ❑ e ❑ ' '' ❑ ❑
washer or other fixtures.
A4.305.2 Recycled water piping is installed.
❑ ❑ ❑ ❑ +' ❑
A4.305.3 Recycled water is used for landscape
`- ❑ , ❑ ` ❑
irrigation.
Innovative Concepts and Local Environmental
~ .
Conditions ,
A4.306.1 Items in this section are necessary to address
,
innovative concepts or local environmental conditions.
Item)
❑ ❑ ❑ Q ❑ . ❑.
Item 2
❑ i ❑ ❑ ❑ ❑ - ❑
Item 3 `
❑ ❑ ❑ Cl F ❑ ❑
MATERIAL CONSERVATION AND
,RESOURCE EFFICIENCY
FoundationSysteinSo•
r`
A4.403.1 A Frost-protected Shallow Foundation
❑
�` ,
'
(FPSF) is designed and constructed.
"
A4.403.2 Cement use in foundation mix design is
.01
❑
❑
reduced.
in
Tier 1. Not less than a 20 percent reduction
cement use.
r s
J
' Tier 2. Not less than a 25 percent reduction in
,
'
-.cement use.
Efficient FramingTechniques .
A4.404.1 Beams and headers and trimmers are the.
.; '❑
,
❑ -
❑
❑ t
minimum size to adequately support the load.
`
A4.404.2 Building dimensions and layouts are designed
`
" ❑
,
❑ , '
❑
❑
to minimize waste.
A4.404.3 Use premanufactured building systems to
0
.0 �- `
❑
" ❑
❑
eliminate solid sawn lumber whenever possible..
F"
A4.404.4 Material lists are included in the plans which
,,
''
specify material quantity and provide direction for
t, ❑
❑
❑ .
❑
« ❑
on-site cuts.
LIP
VERIFICATIONS
LEVELS
ENFORCING AGENCY TO SPECIFY
+ .
APPLICANT TO SELECT ELECTIVE MEASURES
• 1.
+ r r
>
Prerequisites and electives'
Enforcin
g Agency
VERIFICATIONS
LEVELS
ENFORCING AGENCY TO SPECIFY
+ .
APPLICANT TO SELECT ELECTIVE MEASURES
VERIFICATION METHOD
+ r r
>
Prerequisites and electives'
Enforcin
g Agency
Installer or
Designer
Third
party
+ FEATURE OR MEASURE _
}
0
•
Mandatory
Ti71-Tier
2
All
.0
All
All
Niaterial Sources o
- -
A4.405.1 One or more of the following building materials,
f
❑
�'
❑
❑
that do not require additional resources for finishing are
" r
`.
�❑
used:
"•
.
I' Exterior trim not requiring paint or stain
y
2. Windows not requiring paint or stain
`
3. Siding or exterior wall coverings which do not
require paint or stain
A4.405.2 Floors that do not require additional coverings
are used including but not limited to stained, natural or
I `: i
❑
❑
❑
❑
stamped concrete floors.
[
A4.405.3 Postconsumer or preconsumer recycled content
❑
❑ .
❑
value (RCV) materials are used on the project.
t
a
`• ',
Tier 1. Not less than a 10 -percent recycled content '
_ E2'
'
value.
Tier 2. Not less than a 15 -percent recycled content
value.
r
A4.405.4 Renewable source building products are used.
❑
❑
❑
❑
❑ `
Enhanced Durability, and Reduced MV intenance
+
4.406.1 Annular spaces around pipes, electric cables,^
x❑ -
r;
- ❑
❑'
❑ _..
conduits or other openings in plates at exterior walls shall,
f;
k"
be protected against the passage of rodents by closing such
openings with cement mortar, concrete masonry or similar
y
I
�'
method acceptable to the enforcing agency.
l
Water Resistaoce'and MoistureFManagement
'
A4.407.1 Install foundation and landscape drains.
•
- `❑ �'
❑
❑
+ ❑'
A4.407.2 Install gutter and downspout systems to route
water at least 5 feet away from the foundation or connect'
to landscape drains which discharge to a dry well, sump,
y
❑
❑
❑ .
` ❑
❑ t
bioswale, rainwater capture system or otherapproved
a
+
on-site location.
A4.407.3 Provide flashing details on the building plans
and comply with accepted industry standards or
' ❑
❑ ,.
❑
❑ '
manufacturer's instructions.
-
A4.407.4 Protect building materials delivered to the
❑
, ,
. ❑ �.
❑
❑
construction site from rain and other sources of moisture.
-
A4.407.5 In Climate Zone 16 an ice/water barrier is
. installed at roof valleys, eaves and wall to roof
❑
❑
❑
❑
' �* ❑
intersections.
?
_
A4.407.6 Exterior doors to the dwelling are protected to
�
,
❑ ,'
❑
❑
prevent water intrusion.
A4.407.7 A permanent overhang or awning at least 2 feet��
°
a❑ '
• ,
❑
❑
❑
in depth is provided.
!T• '} 'S •. , yy � • • ' i ` y ` J � '•+�y , " ', � �' .- i _' qtr. ! F `�
VERIFICATIONS
LEVELS
ENFORCING AGENCY TO SPECIFY
'•'�,
APPLICANT TO SELECT ELECTIVE MEASURES
VERIFICATION METHOD
' F t
fiy
Prerequisites and electives'
Enforcin
g Agency
Installer or
Designer
Third
party
i . I. FEATURE OR MEASURE
0
r 0
Mandatory'
Tier 1
Tier 2
All
All
All
IConstruction Waste Reduction; Disposal and
r
4.408.1 Recycle and/or salvage for reuse a minimum of50
Q'
.�' ❑
❑
❑
percent of the nonhazardous construction and demolition
yr
.waste in accordance with one of the following:
l
.,
I. Comply with a more stringent local construction and
demolition waste management ordinance; or
-
-
2. A construction waste management plan, per Section
v 4.408.2; or
,.
3. A waste management company, per Section 4.408.3; or
4.The waste stream reduction alternative, per Section
t
4.408.4.'
A4.408.1 Construction waste generated at the site is
{
diverted to recycle or salvage in compliance with oneof
the following:
IkTier 1 at least a 65 percent reduction.
❑
❑
❑'
2. Tier 2 at least a 75 percent reduction.
,,:
❑ f
❑
❑ -
Exception: Equivalent waste reduction methods
r
are developed by working with local agencies.
'
Building Maintenance and Operation
4.410.1 An operation and maintenance manual shall be
*
❑
❑
❑
provided to the building occupant or owner.
Innovative. Concepts and Local Environmental
A4.411.1 Items in this section are necessary to address
innovative concepts or local environmental conditions.
Item 1 i
❑ : t-. ; ' ❑ ❑ ❑. ❑
Item ..` `
❑ l❑ t ❑. ❑ ❑ ❑
Item 3
❑ ❑ ❑ ❑ ❑ ❑
ENVIRONMENTAUQUALITY .:
Fireplaces d
4.503.1 Any installed gas fireplace shall be adirect-vent
sealed -combustion type. Any installed woodstove or pellet
i,}'
stove shall comply with US EPA Phase II emission limits
❑x
;;
r, t
❑; .
i ❑
'❑
where applicable. Woodstoves, pellet stoves and fireplaces
shall also comply with applicable local ordinances.
Pollutant Control: u -
4.504.1 Duct openings and other related air distribution
❑,�
❑
component openings shall be covered during construction.
4.504.2.1 Adhesives, sealants and caulks shall be
• ❑x.
i } '
` ❑
' Q
compliant with VOC and other toxic compound limits.
4.504.2.2 Paints, stains and other coatings shall be
t
r
'
❑ ' '
❑
compliant with VOC limits:
'
_
4.504.2.3 Aerosol paints and coatings shall be compliant
with product weighted MIR limits for ROC and other toxic
a -';i
a
❑ ,
compounds.
4.504.2.4 Documentation shall be provided to verifythat
-
❑ `
❑
❑
compliant VOC limit finish materials have been used.
-, � � . - � ' t. r ii1 �`► • f r - �'+ � •.4T r 1\ -. + A ' ,+ r j ` _ ,
VERIFICATIONS `
+'
LEVELS
ENFORCING AGENCY TO SPECIFY
APPLICANT TO SELECT ELECTIVE MEASURES
VERIFICATION METHOD
Prerequisites and electives
Enforcing
Installer or
Third
FEATURE OR MEASURE.
r .
•
'Agency
-Designer
party
Mandatory
Tier V :'
Tier 2
All
All
All
4.504.3 Carpet and carpet systems shall be compliant
S . ,
❑ _
❑
❑
with VOC limits.
4.504.4 80 percent of floor area receiving resilient
flooring shall comply with specified VOC criteria.
4.504.5 Particleboard, medium density fiberboard
t,
(MDF) and hardwood plywood used in interior finish
; ' '
r
►'
�'
❑
❑
❑,
systems shall comply with low formaldehyde emission
•.
standards.
A4.504.1 Use composite wood products made with
• t JI
s
either California Air Resources Board approved
`
❑ -=f
❑
❑
❑
❑ '
no -added formaldehyde (NAF) resins orultra-low
I
, • ;
;r •.
emitting formaldehyde (ULEF) resins:
r
'
A4.504.2 Install VOC compliant resilient flooring
❑
❑
❑
systems.
N..
t .�
Tier 1. At least 90 percent of the resilient flooring
h
installed shall comply.
Y1
Tier 2. At least 100 percent oft he resilient flooring
•,
, f
installed shall comply.
r
A4.504.3 Thermal insulation installed in the building
+i
`
,
�❑
❑
❑'
shall meet the following requirements:
Tier L Install thermal insulation in compliance with
VOC limits.
Tier 2. Install insulation which contains No -Added
+
,
Formaldehyde (NAF) and is in compliance with
Tier I.
'Interior,MoistureControl'`•`
4.505.2 Vapor retarder and capillary break is installed at
-
`
_
❑
❑
slab -on -grade foundations.
4.505.3 Moisture content of building materials used in
-
;21
*•
❑
❑
wall and floor framing is checked before enclosure.
Indoor Air Quality and Exhaust
-
A4.506.1 Return air filters with a value greater than
,�.` • '� •„ .
MERV 6 shall be installed on HVAC systems. Pressure
" {
4
❑ '�
❑
❑ i ti
❑
❑
drop across the filter shall not exceed 0.1 inches water
' , •
l'
'
column.
A4.506.2 JHRJ Provide filters on return air openings
rated MERV 6 or higher during construction when it is
I
''
❑ • ! r.
'
❑ .
❑
❑
;;., ; ❑
necessary to use HVAC equipment.
A4.506.3 Direct -vent appliances shall be used when
r
equipment is located in conditioned space; or the
❑
,
• ,,❑
:
❑
❑
equipment must be installed in an isolated mechanical
room.
-, � � . - � ' t. r ii1 �`► • f r - �'+ � •.4T r 1\ -. + A ' ,+ r j ` _ ,
' ...
VERIFICATIONS
}
LEVELS'
ENFORCING AGENCY TO SPECIFY
3''•`
APPLICANT TO SELECT ELECTIVE MEASURES
VERIFICATION METHOD
Prerequisites and electives
Enforcin
,.Installer or
Third
FEATURE OR MEASURE
C
r
g Agency :
Designer
party
MandatoryTier
T
Tier 2 "
All
All
All
Environmental Comfort ,
4.507.1 Reserved.
f
4.507.2. is selected using the following methods: w
❑x
4
;
' 0"
0
1. Establish heat loss and heat gain values accordingto
,� ,�
'
ANSUACCA 2 Manual J-2004 or equivalent.
.
2. Size duct systems according to ANSUACCA I ,
Manual D-2009 or equivalent.
c
3. Select heating and cooling equipment according to
ANSUACCA 3 Manual S-2004 or equivalent.
Outdoor Air,�Qualityr
Reserved
Innovative Concepts and Local Environmental
,Conditions
A4.509.1 Items in this section are necessary to address
innovative concepts or local environmental conditions.
Item 1
0 0 0 0'
Item 2
0 0 0 '' ' 0 0 ❑
Item 3
0 0 ' 0 0 0
installer and Special lnspectot•,Quali ,cations'
�
t - Y
,Qualifications :� .: �
702.1 HVAC system installers are trained and certified in
`
the proper installation of HVAC systems.
702.2 Special inspectors employed by the enforcing
agency must be qualified and able to demonstrate
* ' xQ
0
❑
0
competence in the discipline they are inspecting.
+
Verifications'" F r
r . ..
703.1 Verification of compliance with this code may
include construction documents, plans, specifications'
`
+
builder or installer certification, inspection reports, or
t! x❑
+'
a �•
. a
a
other methods acceptable to the enforcing agency which%
t
show substantial conformance.
• +' �. 1. Green building measures listed in this table may be mandatory if adopted by a city, county, or city and county as specified in Section
101.7.
r ` 2. Required prerequisite for this.Tier.
3. These measures are currently required elsewhere in statute or in regulation
f i • h, . • `. •` F •'L it r- • �� • • .. • '�
October 28, 2016
ARCADEME
architects
BUTTE
cotnv'rx
FEB 2 2,201?i
DEVELOPMENT
ES
architecture
planning
design
SER VI C
County of Butte - Second Review sl _ 14lly ,
Permit App: 1316-1444 recheriZ
Plan Review: Jaborski Addition 2o1i
Address: / 101 Tipsoo Peak Rd, Berry Creek Xsso ctA,19%
ya
The following is in response to plan check by TRB+Associates, Inc. Consulting datbRM5 tober 12,
2016 on an item by item basis using their item number system.
In response, a few general points:
The code is the worst we're allowed to build. We are not intending to build down to the
code level.
Actual load paths in complex wood frame construction is indeterminate. Design load
path choices are somewhat arbitrary and forces are actually attenuated by many
divergent elements.
ARCHITECTURAL COMMENTS:
Sheet A-3 comments:
A18 Runoff from 3`d floor Observation Deck is sheet flow off metal drip edge —see
5/A-7. There is no baseboard, only a bottom rail for the guard at 4" above deck.
Sheet A-4 comments:
A24 Drafting layers and line weights have been modified to read better. / ,�
Y� /"- / Vy
11/ S-3 &
WILDFIRE EXPOSURE COMMENTS: PERMIT#
BUTTE COUNTY DEVELOPMENT SERVICES
W1 We have relocated note to 3/A-1 about Wildland Fire jurisdiction. REVIEWED FOR
CODE COMPLIANCE
STRUCTURAL COMMENTS: Z,`
`D'
S3. SDC has been changed to at 3/S-1. DATE
S5 Drafting layers and line weights have been to better.
modified read
S7 Bracing types are no longer mixed. All lateral resistance is through engineered walls.
S12 Truss layout and signature engineering calculations are included herein.
S14 See 7/A-6.
S15 No longer pertains. Simpson OMF has been replaced by Simpson Strong Wall shear walls
and details have been reviewed by Simpson Engineer Philip Hui for conformance..
S16 No longer pertains.
S17 No longer pertains -
S18 See detail 10/A-6 for HPA holdown strap in concrete
S19 Shearwall types and lengths are shown on Floor Plan A-3..
S20 See detail 10/A-6 for HPA holdown strap in concrete REVIEWED
S21 No longer —see note S7 above FOR CODE COMPLIANCE
pertains
S22 No longer pertains —see note S7 above
MAR
S23 No longer pertains —see note S7 above 10 2097
S24 Calcs now itemize the loads and the distribution.
S25 See elevations sht A-4 for wall strap placements TR8 AND ASS �CIATE�
�
S26 Line G requires hold downs see calcs & plans
S27 See calcs & plans
S28 See special top plate detail 9/S-1
S29 Wind governs -see calcs
S30Forces summed —see calcs
I�
S31 shear walls revised throughout END OF PLAN CHECK
Studio . . . . . . . . . 355 East Ninth Street . . . . . . ... . Chico, California 95928
e-mail . . . . . . Patrick@arcademe.com .. . . . . . . . phone 530.343.5709
---
J
TRB + Associates Agency: County of Butte
TRB+ Project Number- 16.054.132.2
Second Plan Review
Page 1 of 5
Date: . October 12, 2016
To: Andy Jaborski
PO Box 55
Berry Creek, CA 95916
Email: busterr162(@gmail.com
Cca Philo Hunt, Amber Franzino, Nancy Springer, Deborah DeBrunner; Jordan DeBrunner, Curtis
Johnson, Carrie Gomez
Email: Phunt(a)-buttecountv.net; AFranzino(&,buttecountv.net, nspringer(a)buttecounty.net;
ddebrunner(a)buttecounty.net; idebrunner(cD.buttecounty.net; cliohnson(a)_buttecountv.net;
cgomez(ftuttecounty. net
(via email)
RE: Plan Review for: Jaborski Addition v
Project Address: 101 Tipsoo Peak Road, Bery Creek
Agency App. No.: B16-1444
TRB+ Project No.: 16.054.132.2
The following documents were received for review:
Plans: (2 sets) Sheets dated 8/10/16: A-1 to A-7, E-1, M-1, S1 to S3
Structural Calcs: (2 copies) P. Cole dated 10/3/16
Energy Calcs: (2 copies) G Faucette, dated 7/5/16
Other: (2 copies) Arcademe architects undated
(2 copies) Division A4.6 — Tier 2 and Tier 2
Plan review comments are listed on the following pages
`
Sincerely,
TRB + ASSOCIATES, INC.
Nicholas Ho
ICC Certified Plans Examiner
TRB + Associates, Inc.
BUILDING SOLUTIONS - 3180 Crow Canyon Place + Suite 216 + San Ramon, CA 94583
for MUNICIPALrr ES T 925 866.2633
{ F 925 790.0011
ms ; www.TRBplus.com
PROJECT DATA
Agency: County of Butte
TRB+ Project Number: 16.054.132.2
Occupancy Group: R-3/1.1
Type of Construction: VB
Number of Stories: Three
Total Conditioned Floor Area (s.f.): 1,560 (new)
Garage (s.f.): 672
Covered Deck (s.f.): 471
Fire Sprinkler System: No
Valuation:. -
FOREWORD ,
■ This plan review is only for the purpose of evaluating compliance with the provisions contained in the
2013 CBC, 2013 CPC, 2013 CMC, 2013 CEC, 2013 CRC, 2013 Green Building Standards Code,
2013 Energy Code, and County of Butte Ordinances. Please note that our review does not encompass
provisions regulated and enforced by Planning, Engineering, Public Works, Health Departments; or other
authorities outside the jurisdiction of the Building Department.
■ Please address all of the following items and return a copy of this list, along with a response sheet,
indicating the location of all required changes to the plans, specifications and/or calculations. Be as
specific as possible in your responses so that we may expedite your recheck.
■ If any changes have been made to the plan documents unrelated to those items identified in this.
comment list, please list the changes on a separate sheet and include in your resubmittal documentation.
■ Please submit two (2) complete revised sets of plans and plan documents, wet stamped and signed by
the Architect and/or Engineer of Record, to:
County of Butte
Department of Development Services
7 County Center Drive
Oroville, CA 95965 -,
OR
TRB + Associates, Inc.
Attention: Todd Bailey
3180 Crow Canyon Place, Suite 216
San Ramon, CA 94583
ARCHITECTURAL COMMENTS Review performed by: Nicholas Ho
Al 8. Please clarify how run-off will be drained from the third floor balcony/patio. Include drain
sizes and specify secondary drainage type. Please see CPC Section 1101.11 for code
requirements.
/t appears from Details 11/S-3 & 8/A-6 there is a continuous baseboard enclosing
the perimeter of the P Floor Observation Deck. Please provide details showing
deck sloped to drain over deck edge or to drains. CRC Section R903.4
Sheet A-4
A24. Exterior decks, balconies, and guards are too faint and not visible on the elevation plans.
Please verify the drawing so that they can be clearly seen on the elevation plan and '
identify new and existing structures.
+
Page 2 of 5
TRQ
Agency. County of Butte
TRB+ Project Number. 16.054.132.2
Exterior decks, balconies, and guards remain to be too faint and not visible on the
elevation plans. Comment remains. '
MECHANICAL COMMENTS
No further comments.
PLUMBING COMMENTS
No further comments.
ELECTRICAL COMMENTS
No further comments.
ENERGY COMMENTS
No further comments.
GREEN BUILDING COMMENTS
No further comments.
FLOOD ZONE COMMENTS
No comments notes. "
WILDFIRE EXPOSURE CONSTRUCTION REQUIREMENTS
W1. Pleases specify on the cover sheet the dwelling is located within a Wildland Urban Interface
Area.
Information could not be located on the cover sheet Comment remains.
STRUCTURAL COMMENTS Review performed by: Dan McLaughlin, PE
S3. On sheet S-1, provide complete design loads and other information pertinent to the
structural design as required by CBC Section 1603.1. See CBC Sections 1603.1.1 thru
1603.1.9. Please note that the seismic design category shown on this sheet does not
match with the calculated seismic design category.
The seismic design category shown on the plans is C. Please correct such that
design category D is indicated.'
S5. Plans and details given on Sheets S-2 and S-3 seem not showing complete structural
information. Provide complete engineering drawings and details (and supporting
calculations) prepared and stamped by a registered design professional. Please note that
more comments may follow in subsequent.
Additional comments have been generated below; see "New Structural Comments'.
Page 3 of 5 1 RB
Agency. County of Butte
TRB+ Project Number: 16.054.132.2
S7. In areas where new lateral bracing is required, please do not mix conventional wall bracing
(designed per CBC Section 2308 or CRC Section R602.10) with engineered shear walls in
this structure.
Conventional light frame construction as outlined in the CRC is permitted in an
engineered structure but each line of resistance must either be conventional light
framed construction or designed by a professional but not both. This applies
vertically along the same line of resistance. Additional comments below have been
generated.
S12. Sheet S-3 indicates that pre-engineered manufactured trusses are being used in this
project. If so, provide truss layout and calculations.
As the County of Butte does not allow deferred truss submittal, please submit truss
calculations and details for review.
S14. ' Detail 7/A-6 appears to show continuous ridge vents. If so, revise the detail to show how
structural shear transfer requirements are satisfied at such ridges.
The lines in the details are faded and as such they appear to be missing. Please
adjust the line thickness. Many lines throughout the structural details appear to have
the same issue. Please correct.
New Structural Comments
S15. The provided Simpson Ordinary Moment Frame calculations assume that the frame
is anchored into a concrete foundation but the OMF is shown to be supported by a
first story exterior shearwall. A connection to a wood shearwall below could not be
located in Simpson's documents and ESR report. Since it is a proprietary product
please obtain a letter from Simpson stating that their product may be used in this
manner. Please also provide calculations justifying the connection between the OMF
and wall below (see comment below).
S16. Detail 7 on sheet S-3 shows the connection of the OMF to the wall below but it
appears to be incomplete. Please provide a detail showing edge distances of bolts,
blocking below OMF, and how the OMF is secured to the 6x beam on the underside.
Additionally, show how the beam is connected to the wall such that the forces are
transferred to the foundation. Show a continuous load path and justify with
calculations.
SIT In the calculations of lateral line 6, the load transferred from the OMF frame above to
the wood shearwall below uses the load as if the OMF had an R of 6.5. Since the R of
an OMF is 3.5, please increase the lateral load transferred to the story below such
that the load was calculated using an R of 3.5 as given in the OMF calculations. The
load to the first story shearwall may be calculated using an R of 6.5 per ASCE 7-10
sec. 12.2.3.1 exception 3 but the load transferred from above must us an R of 3.5.
S18. Please provide a detail showing a standard hold down and strap into a concrete
foundation.
S19. In sheet A3, please indicate the length of each shearwall and braced wall panel.
S20. The lateral calculations of line D conclude that HPA28 anchors are to be used to
resist uplift at the shearwalls but sheet S-2 shows the use of PA51's which do not
Page 4 of 5 1 RB+
Agency: County of Butte
TRB+ Project Number. 16.054.132.2
have adequate capacity. Please coordinate and correct Please also provide a detail
showing the installation requirements of HPA28s per the Simpson Catalog.
S21. Lateral line C calculations indicate that braced wall panels are to be used per
conventional light framed construction as given in the 2013 CRC. Per CRC sec.
R602. 10.ZZ 1, a braced wall panel is to be within 10 feet from each end of the braced
wall line. Please verify and provide a panel actor within 10 feet of gridline 4.
S22. It's unclear if lateral line E is to be conventional construction. If not, i.e. engineered,
please provide calculations. If so, please provide a hold down with a minimum
capacity of 18001bs to the stud of the braced wall panel closest to the end of the
braced wall line at gridline 3. CRC sec. R602.10.2.2.1(Exception 2)
S23. Along the wall lines deemed to be designed using conventional light framed
construction, please provide panels at each end or indicate how one of the 3
exceptions is met CRC sec. R602.10.2.2.1
S24. In lateral line calculation of line G, it is unclear how the lateral forces at each level
were determined. Please distribute the forces at each level per ASCE 7-10 sec. 12.8.3
S25. Line G lateral calculations show hold down straps between the 2"d level and the 1St
level to resist overturning of the 2"d story shearwall. These straps could not be .
located in the plans. Please provide and show a detail of this connection.
S26. In line G calculations, please provide calculations showing whether hold downs are
required at the first story.
'u' S27. Please provide justification and/or verification that there are adequate collectors,
straps or ties between the shear walls. ASCE 7-10 Sec. 12.10.2
S28. Please provide a top plate detail and indicate the number of fasteners at the overlap
splice.
S29. In lateral line 2 calculations, please.provide an analysis of the seismic load to verify
that wind does govern.
S30. In lateral line 3 calculations, please include the lateral load from the second story
into the first story and verify the capacity of the shear wall with added load. It could
not be determined if the forces were summed at the first story.
S31. The drawings show along shearwall line 4 that shearwall type 2 is to be used but
type 2 is not located in the shearwall schedule. Please provide. The calculations
indicate a type A wall.
[END]
Page 5 of 5 1 RB+
STRUCTURAL CALCULATIONS
FOR
THE JABORSKI ADDITION
FOR
ANDY & CATHY JABORSKI
101 TIPSOO PEAK ROAD
BER - FEEK, A. 95916
ti
L
f
ce�aFed�by
` A R C A D E M E
355 EAST NINTH STREET
Chico, CA 95928
Patrick Cole - Principal Architect
Phone: 530 343 5709
Date prepared:
April 10, 2016
Revised::
October 3, 2016
October 28, 2016
February 7, 2017
A R C A D E M E
Studio. . . . . . . . 530.343.5709
355 East Ninth Street
Chico, California 95928
THE JABORSKI ADDITION
101 TIPSOO PEAK ROAD
BERRY CREEK, CA. 95916
TABLE OF CONTENTS
CALC DATA
LOAD DATA
KEY PLANS
KEY ELEVATIONS
ROOF MEMBERS
FLOOR MEMBERS
SEISMIC DESIGN
WIND DESIGN
LATERAL CALCS
FOOTINGS
A R C A D E M E Design: General Design Data
Project Name: JABORSKI ADDITION
S t u d i o . . . . . . . . . 5 3 0. 3 4 3. 5 7 0 9 Project Number: 1501
355" East Ninth Street Date: February 7, 2017
Chico; California 95928 Page: of
BUILDING DEPARTMENT: County of Butte
TELEPHONE:
CONTACT: Philo Hunt (see roof loads) '
DATE: Tuesday, December 08, 2015
LOCATION: Berry Creek
ELEVATION: 2981'
ROOF LOADING: 55 psf snow load from Butte Co table
w
REDUCTION:. NO REDUCTION
SEISMIC DESIGN CATEGORY: D
% OF SNOW LOAD: 20% for seismic
WIND SPEED: 110 mph WIND GOVERNS
t EXPOSURE: C - OPEN WITH TREES,
SOILS .REPORT REQ'D.?: NO - Soil Site Class D
SOIL BEARING: 1500 psf Granite Bedrock. .
FREEZE DEPTH: 0 INCHES no expansion
r CLIMATE ZONE: N/A
SPECIAL CONSIDERATIONS:
i
LL
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1
LL L
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LL
LL
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PIERS 5EE ; L -----------------------------
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i ADDITION),
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GIRDER ON CIXI2" VENT i 1
PIERS 5EE ; L -----------------------------
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A R C A D E M E
Studio. . . . . . . . . 530.343.5709
355 ` East Ninth Street
Chico, California 95928
Design: ROOF LOADS
Project Name: JABORSKI ADDITION
Project Number: 1501
Date: February 7, 2017
Page: of
ROOF LOADS: SLOPED
FLAT
TOWER
LIVE LOAD: COUNTY SNOW LOAD TABLE 55.0 psf
44.0 psf
66.0 psf
DEAD LOAD: ROOFING: METAL ROOF 1.5 psf
1.5 psf
1.5 psf
SHEATHING: 5/8" PLYWOOD 1.8 psf
1.8 psf
1,8 psf
FRAMING: TRUSSES @ 24" 2.3 psf
2X10" @ 24" 1.9 psf
2X6" @ 24" 1.1 psf
INSULATION: 10" BATTS 2.0 psf
2.0 psf
0.0 psf
CEILING: 5/8" GYP BD 2,8 psf
2.8 psf
0.0 psf
MISC: 0.6 psf
1.0 psf
0.6 psf
TOTAL DEAD LOAD: 11.0 psf
11.0 psf
5.0 psf
TOTAL ROOF LOAD: 66.0 psf
55.0 psf
71.0 psf
BASIC LOAD COMBINATIONS ASCE 2.4.1 -sloped warn roofs D= 11 psf
(DEAD LOAD)
1. 11
D E= 2 psf
(E seisnnic)
2. N/A 31
D + L F= 0.0 psf
(FLUID)
3. 55
D+(LR or S or R) 44.0 H= 0.0 psf
(LATERAL EARTH,WATER,BULK)
4. N/A -59
D+.75(L)+.75(LR or S or R) 44.0 LR= 20 psf
(ROOF LIVE)
5. -9
D+(.6W or 0.7E) -20.0 L= 40.0 psf
(FLOOR LIVE)
6a. N/A 44
D+.75(L)+.75(.6W)+,75(LR or S or R) 44.0 R= 0.0 psf
(RAIN)
6b.* N/A 61
D+.75(L)+,75(.7E)+.75(S) } 44.0 S= • * psf
(SNOW -see below)
7. -13
0.6D+0.6W T= 0.0 psf
(SELF STRAIN)
8. 8
0.6D+0.7E W= -33 psf
(WIND) MWFRS from windsimple zone 3
psf
DESIGN ROOF MAX GRAVITY CASE #3 DL+LL= 55.0 psf
DESIGN ROOF MAX WIND UPLIFT CASE #5 DL+LL= -13.4 psf .
SLOPED ROOF 4:12: PS Cs P/ = 66 TOWER
44 OTHERS
FLAT ROOF <5%: Pr= 0.7 Ce C, IS pg = 66 TOWER
55 OTHERS
Cg= TOWER ROOF= 1.00 OTHER ROOFS=
0.8 (ASCE Figure 7.2)
Ce= TERRAIN C PARTIALLY EXPOSED DUE TO TREES =
1.0 (ASCE Table 7.2)
C,= - TOWER ROOF= 1.20 OTHER ROOFS=
1.0 (ASCE Table 7.3)
Is= RISK CATEGORY= - II. (ASCE Table 1.5-1) SNOW IMPORTANCE= 1.0 (ASCE Table 1.5-2)
pg= GROUND SNOW LOAD FROM BUTTE COUNTY 55.0
PSF
WALL WEIGHTS
5/8" GYP BD = 2.8 psf
7/8" PLASTER = 9.5 psf
2X4" @ 16" OC = 1.1 psf
2X6" @ 16" OC = 1.7 psf
INSUL = 0.0 psf
m
LuR21
BATT.INSUL = 1.3 psf
aw
1/2" PLY = 0.0 psf
a-
1/2" PLY = 1.5 psf
5/8" GYP BD = 2.8 psf
5/8" GYP BD = 2.8 psf
WALL WEIGHT. = 6.7 psf WALL WEIGHT = 16.8 psf
WOOD SIDING =
2.3 psf
5/8" GYP BD =
2.8
psf
r, 2X6" @ 16" OC =
1.7 psf
2X6" @ 16" OC =
1.7
psf
R21 BATT INSUL =
o
1.3 psf ILU2X4"
@ 16" OC =
1.1
psf
uJuJ
1/2" PLY =
1.5 psf 0-
1/2" PLY =
1.5
psf
5/8" GYP BD =
2.8 psf
5/8" GYP BD =
2.8
psf
WALL WEIGHT =
9.6 psf
WALL WEIGHT.=
9.9
psf
a
LOWER FLOOR LOADS: RADIANT CONC
LIVE LOAD: RESIDENTIAL FLOOR LOAD
40.0 psf
DEAD LOAD: SHEATHING: 3/4” PLYWOOD
A R
C A D
E M -E
Design:
LOWER FLOOR LOADS
INSULATION: 6" BATTS
1.20 psf
MISC:
Project Name:
JABORSKI ADDITION
Stu d`i o .
. . . . . . . . 5 3 0 . 3 4 3 . 5 7 0 9
Project Number:
1501
355
East Ninth
Street
Date:
February 7, 2017
Chico,
California
95928.
Page: of
LOWER FLOOR LOADS: RADIANT CONC
LIVE LOAD: RESIDENTIAL FLOOR LOAD
40.0 psf
DEAD LOAD: SHEATHING: 3/4” PLYWOOD
2.30 psf
FLOOR JOISTS: 2x8" @ 16" OC
1.50 psf
CEILING: 5/8" GYP BD
2.80 psf
INSULATION: 6" BATTS
1.20 psf
MISC:
2.20 psf
2" RADIANT CONC
20.0 psf
LOWER FLOOR DEAD LOAD:
30.0 psf
TOTAL LOWER FLOOR LOAD:
.70.0 psf
SECOND FLOOR LOADS: 2X8 ,
LIVE LOAD: RESIDENTIAL FLOOR LOAD 40.0 psf
DEAD LOAD: SHEATHING: 3/4". PLYWOOD 2.30 psf `
FLOOR JOISTS: 2x8" @ 16" OC 1.50 psf
CEILING: 5/8" GYP BD 2.80 psf
'INSULATION: NONE 0.00 psf
MISC: 1.40 psf
LOWER FLOOR DEAD LOAD: 8.0 psf
TOTAL LOWER FLOOR LOAD: 48.0 psf
THIRD FLOOR LOADS: AT DECK
LIVE LOAD: RESIDENTIAL FLOOR LOAD
40.0 psf
DEAD LOAD: SHEATHING: 3/4" PLYWOOD
2.30 psf
FLOOR JOISTS: 2x12" @ 16" OC
3.30 psf
CEILING: 5/8" GYP BD
2.80 psf
INSULATION: 6" BATTS
1.20 psf 1
MISC:
0.40 psf
LOWER FLOOR DEAD LOAD:
10.0 psf
TOTAL LOWER FLOOR LOAD:
50.0 psf
i
D= 10 psf
r
t
A R
C A, D
M E-
Design:
2.
50
D + L
Project Name:
Stu d i. o .
. . . .. . . . 530.343 . 5 709
Project Number:
355
East Ninth
Street
Date:
Chico,
C-aIifor.riia
95928
Page: Of
FLOOR LOADS:
LIVE LOAD: RESIDENTIAL FLOOR LOAD .40.0 psf
4 DEAD LOAD: SHEATHING: 3/4" PLYWOOD 2.30 psf
FLOOR JOISTS: 2x12" @ 16" OC 3.30 psf
CEILING: 5/8" GYP BD 2.80 psf
INSULATION: 6" BATTS 1.20 psf
MISC: 0.40 psf
y t
LOWER FLOOR DEAD LOAD: 10.0 psf
TOTAL LOWER FLOOR LOAD: 50.0 psf
UPPER FLOOR LOADS
JABORSKI ADDITION
1501
February 7, 2017
LOAD COMBINATIONS UPPER FLOORS
D= 10 psf
(DEAD LOAD)
1.
10
D
E= 2 psf
(E SEISMIC)
2.
50
D + L
t F= 0.0 psf
(FLUID)
3.
10
D+(LR or S or R) 0.0
H= 0.0 psf
(LATERAL EARTH,WATER,BULK)
4.
10
D+.75(L)+.75(LR or S or R) 0.0
LR= 0 psf
(ROOF LIVE)
5.
9
D+(.6W or 0.7E) 4.4
L= 40.0 psf
(FLOOR LIVE)
6a.
9
D+.75(L)+.75(.6W)+.75(LR or S or R) 0.0
R= 0.0 psf
(RAIN) f
6b.
12
D+.75(L)+.75(.7E)+.75(S) 0.0
S= 0.0 psf
(SNOW)
7.
6
0.6D+0.6W
T= 0.0 psf
(SELF STRAIN)
8.,,
7
0.6D+0.7E
W= 0 psf
(WIND) MWFRS from'windsimple zone 2
DESIGN ROOF MAX GRAVITY CASE #3
DL+LL= 10.0 psf
DESIGN ROOF MAX WIND UPLIFT CASE #5 '
DL+LL= 8.6 psf
DESIGN UPPER FLOOR NO CONCRETE LAYER
DL= 0.0 psf LL=
0.0 psf TL= 0.0 psf
DESIGN LOWER
FLOOR WITH 2" HYDRONIC CONCRETE LAYER
DL= 0.0 psf LL=
0.0 psf TL= 0.0 psf
DESIGN STAIRS WITH SPECIAL LOADS
DL= 10.0 psf LL=
90.0 psf TL= 100 psf
WALL WEIGHTS=
2X6" @ 16" OC = 1.7 psf
2X6" @ 16" OC =
1:7 psf
6" BATTS = 1.2 psf
6" BATTS =
1.2 psf
5/8" GYP BD = 2.8 psf
5/8" GYP BD =
2.8 psf
1/2" PLY = 1.5 psf
1/2" PLY =
1.5 psf
WOOD SIDING = 2.3 psf
7/8" PLASTER =
9.5 psf
WEIGHT WOOD WALL = • 9.5 psf WEIGHT PLASTER WALL =
16.7 psf
A R C A D E' M E
• Studio. . . . . . . . . 530.343.5709
355 East Ninth Street
Chico, California 95928
BASED ON 2010 CBC & ASCE 07-10
SEISMIC FORCE -RESISTING SYSTEM:
Site location= BALD ROCK
short period spectral response
1 sec period spectral response
Occupancy Risk Category
Importance Factor
Soil Site Class
Site coefficient -short period
Site coefficient -1 sec period
Spectral response accel'n-short period
Spectral response accel'n-1 sec period
Spectral design parameter -short period
Spectral design parameter -1 sec period
Seismic Desion Cateaory
Design: GENERAL SEISMIC
Project Name: JABORSKI ADDITION
Project Number: 1507
Date: Febivary 7. 2017
Page: of
I(ASCE 07 -table 12.2.1 p122)
Lat=
Ss=
St=
Occ=
I=
=
Fa=
Fv=
Sans=
SMt=
bDs=
Sf„=
SDC=
39.6296
0.673
0.256.
II
1.0
D
1.26
1.89
0.848
0.484
0.560
0.324
D
Long= 121.3447
site class
D
rSGS REF
SGS REF
ASCE 07 -table 1.5-1
ASCE 07 -table 1.5-2-
(ASCE 07 -Ch 20 & bldE
ASCE 07 -table 11.4-1
ASCE 07 -table 11.4-2
(ASCE 07 - Eq 11.4-1 p
'- E_qTTT2 p
- Eq 11.4-3 p
(ASCE 07 - Eq 11.4-4 p
(ASCE 07 -table 11.6-1-
a Equivalent Lateral Force Analysis (ASCE 07 section 12.8)
b Modal Response Spectral Analysis (ASCE 07 section 12.9)
c Seismic Response History Procedures (ASCE 07 chapter 16)
Seismic Base Shear V = CsW I(ASCE 07 -eq 12.8-1) p89
_ 5Ds
Cs R ( ASCE 07 -eq 12.8-2) p89
Sos = 0`.56 from above
wood frame wood shear anel R = 6.50 ASCE 07-10 -table 12.14.1 _p101) item A-13
I = 1.00 from above R'= 6.50
V = 0.086 W Simplified Design Procedure detailing @ 14.5
seismic roof weight with snow= W= D + 20% Pf (ASCE 07-10 -12.7.2.4) p89
seismic effect for vert load combos Ev = 0.20 SDs D ( ASCE 07 - Eq 12.4-4 p86)
Ev = 0.11 D
'
A R C A? D E M E
Design: TOWER ROOF SEISMIC
Project Name: JABORSKI ADDITION
Studio. 530.343.57.09
Project Number: 1507
355 East Ninth Street
Date: February 7. 2017
Chico, California 95928
Page: of
BASED ON 2010 CBC & ASCE 07-10
SEISMIC FORCE -RESISTING SYSTEM: F(-ASCE 07 -table 12.2.1 p122)
Site location= BALD ROCK Lat= 39.6296 Long= 121.3447
short period spectral response Ss= 0.673
site class
I USGS REPORT
1 sec period spectral response S,= 0.256
D
JUSGS REPORT
L
Occupancy Risk Category OCC= II
ASCE 07 -table 1.5-1 2
Importance Factor I= 1.0
ASCE 07 -table 1.5-2-p5)
z
Soil Site Class = D
(ASCE 07 -Ch 20 & bldg official)
U
Site coefficient -short period Fa-'- 1.26
ASCE 07 -table 11.4-1 66
o
Site coefficient -1 sec period Fv= 1.89
ASCE 07 -table 11.4-2 66
9
Spectral response accel'n-short period SMs= 0.848
(ASCE 07 - Eq 11.4-1 p65).
N
Spectral response accel'n-1 sec period bmi= 0.484
- Eq - p65)
Spectral design parameter -short period SDs= 0.560
TA= 07 - Eq - p65)
Spectral design parameter -1 sec period SDI= 0.324
(ASCE 07 - Eq 11.4-4 p65)
Seismic Design Category SDC= D
(ASCE 07 -table 11.6-1-p67)
Choose Seismic Analysis Procedure (SAP) =
a Equivalent Lateral Force Analysis (ASCE 07 section 12.8)
b Modal Response Spectral Analysis (ASCE 07 section 12.9)
c Seismic Response History Procedures (ASCE 07 chapter 16)
Seismic Base Shear V = CSW I(
ASCE 07 -eq 12.8-1) p89
'-
_-SDS
CS
R
( ASCE 07 -eq 12.8-2) p89
* SDs = 0.56
from above
wood frame wood she anel R = 1.50
ASCE 07-10 -table 12.2.1 _p101) item G-6
I= 1.00
from above R = 1.50
V= 0:373 W
S i= 2
seismic effect for vert load combos
Ev = 0.20 SDs D
( ASCE 07 - Eq 12.4-4 p86)
Ev = 0.11 D
Desi Maps Detailed Report 4
Design P P http://ehpl-earthquake.cr.usgs.gov/designmaps/us/reporkphp?templa...
ZUSf" Design Maps Detailed Report
ASCE 7-10 Standard (39.6295601\1, 121.34473°W)
Site Class D - "Stiff Soil", Risk Category I/II/III
6Section 11.4.1 — Mapped Acceleration Parameters `
Note: Ground motion values provided below aye for the. direction of maximum horizontal
spectral response acceleration. They have been converted from corresponding geometric
mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and
1.3 (to obtain Sl). Maps in the 2010 ASCE-7.Standard are provided for Site Class B.
'Adjustments for other Site Classes are made, as needed, in Section 11.4.3. -
From Figure 22-1 [l]
. . . - Ss = 0.673 g
From figure 22-2 [2] S, = 0.256 g
Section 11.4.2 — Site Class
The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the
default has classified the site as Site Class D, based on the site soil properties in
accordance with Chapter 20.
Table 20.3-1 Site Classification
Site Class Vs Rork s„
A. Hard Rock >5,000 ft/s N/A N/A
B. Rock 2,500 to 5,000 ft/s N/A N/A
C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf
D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf
E. Soft clay soil <600 ft/s <15 <1,000 psf
Any profile with more than 10 ft of soil having the
characteristics:
• Plasticity index PI > 20,
• Moisture content w >_ 40%, and
• Undrained shear strength s,, < 500 psf a
F. Soils requiring site response See Section 20.3.1
analysis in accordance with Section
21.1
For SI: 1ft/s = 0.3048 m/s llb/ft2 = 0.0479 kN/1112
r
t
2/23/2016 10:00 AM
. Design Maps Detailed Report h //eh 1 -earth uake.cr.us
ttP P q gs.gov/designmaps/us/report php?templa...
Section 11.4.3 - Site Coefficients and Risk -Targeted Maximum Considered Earthquake
(MCEo) Spectral Response Acceleration Parameters
Table 11.4-1: Site Coefficient Fa
Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period
Ss 5 0.25 Ss = 0.50 Ss = 0.75 SS = 1.00 Ss >_ 1.25
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.2 1.2 1.1 1.0 1.0
'. D 1:6 1.4 - 1.2 1.1 1.0
E y 2.5 1.7 1.2 0.9 .. 0.9
:k F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of Ss
For Site Class = D and S5 = 0.673 g, Fe = 1.262
Table 11.4-2: Site Coefficient F„
Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period
S <010 S =020 S =03 -
0 S -040 S>
2 of 6 2/23/2016 10:00 AM
�-1_0.50
A
0.8 0.8 0.8 0.8
0.8
B
1.0 1.0 1.0 1.0
1.0
C
1.7 1.6 1.5 1.4
1.3
D
2.4
2.0 1.8
1.6
1.5
E
3.5 3.2 2.8 2.4
2.4
F
See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of Sl
For Site Class = D and Si =.0.256 g, F„ = 1.888
2 of 6 2/23/2016 10:00 AM
Design Maps Detailed Report http://ehpl-earthquake.cr.usgs.gov/desigmnaps/us/report.php?templa...
Equation (11.4-1): SMs = FaSs = 1.262 x 0.673 = 0.849 g
Equation (11.4-2): SMl = F„S1 = 1.888 x 0.256 = 0.483 g
Section 11.4.4 — Design Spectral Acceleration Parameters
Equation (11.4-3): SDS = % SMS = 3/ x 0.849 ='0.566 g
Equation (11.4-4): Sol — % SMl — %x 0.483 = 0.322 g
Section 11.4.5 — Design Response Spectrum
From Figure 22-12131
rigure 11.4-1: resign Response Spectrum
,.
TL = 16. seconds
Sas =0.566 --.. T9STSTs:So=SoS
yi T,<TST,:S,=So,/T
C i T>TL:S.=SaTL1T'
� 1 I
L
d 1 ,
V 1 i
4 ' '
St., 0.322 --'---------__L__-------
U1 '
C 1 I 1
0 1 I 1
V I 1 I
I I 1
CL I 1
in
Ta = 0.114 Ts = 0.569 1.000
Period, T(sec)
3 of 6 2/23/2016 10:00 AM
f
Design Maps Detailed Report - 4 http://ehpI-earthquake.cr.usgs.gov/designmaps/us/report.php?templa...
Section 11.4.6 — Risk -Targeted Maximum Considered Earthquake (MCER) Response
y Spectrum
The MCER Response Spectrum is determined by multiplying the design response spectrum above by -
S,15 = 0.84 9 - -
01 1
C
d i 1
V I 1
S,,,=0.483 --'-----------L-1 --------
d I
w C
CL I 1 1
N 1 I 1
99
VV I 1
L 1 1
T, = 0.114 T; = 0.569 1.000
Period, T (sec)
- ,1c
. r
A
4 of 6 2/23/2016 10:00 AM
IDesign Maps Detailed Report http://ehpl-earthquake.cr.usgs.gov/designmaps/us/reporkphp?templa...
Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic
(Design Categories D through F
From Figure 22-7[4]
PGA = 0.267
. i
7
Equation (11.8-1): PGAM = FPGAPGA =.1.267 x 0.267 = 0.338'g
Table 11.8-1: Site Coefficient FPGA
Site Class Mapped MCE Geometric Mean Peak Ground Acceleration, PGA '
PGA :5 0.10 PGA = 0.20' PGA = 0.30 PGA = 0.40 PGA >_ 0.50
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0 r
C 1.2 1.2 1.1 1.0 1.0
D 1.6 1.4 1.2 1.1 1.0
E 2.5 1.7 1.2 0.9 0.9
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of PGA
For Site Class = D and PGA = 0.267 g, FPGA = 1.267
Section 21.2.1.1 - Method 1 (from Chapter 21 - Site -Specific Ground Motion Procedures
for Seismic Design)
From Figure 22-17151 CRs = 0.977
From Figure 22-18[61 CRI 1.009
r
5 of 2/23/2016 10:00 AM
Design Maps Detailed Report. V http://ehpI-earthquak6.cr.usgs.gov/designmaps/us/report.php?templa...
Section 11.6 — Seismic Design Category ..
Table 11.6-1 Seismic Desian Cateanry eased nn Shnrt Parinri Rocnnnco
VALUE OF Sos
RISK CATEGORY
I or II
III
IV
SDs < 0.1679
A
A
A
0.167g 5 SDS < 0.33g
B.
B
C
0.338 5 SDS < 0.509
C
C
D
0.509 5 SDS
D
D
D
ror KLSK category = i and 5Ds = 0.566 g, Seismic Design Category = D
Table 11.6-2 Seismic Desian Cateanry eased nn 1-S Parind Rocnnnco Arroiomf-inn D--f—
VALUE OF S
• SM,
RISK CATEGORY
I or II
III
IV
SM < 0.067g
A
A
A
0.067g 5 SM < 0.133g
B
B
C
0.1338 5 SM < 0.20g
C
C
D
0.208 5 SM
D
D
D
For Risk Category = I and SD, = 0.322 g, Seismic Design Category = D
Note: When Sl is greater than or equal to 0.75g, the Seismic Design Category is E for
buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective
of the above.
Seismic Design Category "the more severe design category in accordance with
Table 11.6-1 or 11.6-2" = D
Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category.
References
1. Figure 22-1: http://earthquake.usgs..gov/hazards/designmaps/downloads/pdfs/2010_ASCE-
7_Figure_22-1. pdf
2. Figure 22-2: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-
7_Figure_22-2. pdf
3. -Figure 22-12: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-
7_Figure_22-12. pdf
4. Figur6 22-7: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-
7_Figure_22-7.pdf
S..
Figure -22-17: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-
,. 7_Fig u re_22-17. pdf
6. Figure 22-18: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-
7_Fig u re_22-18. pdf
0
6 of 6 2/23/2016 10:00 AM
.CHAPTER 12 SEISMIC DESIGN REQUIREMENTS FOR BUILDING STRUCTURES,
or hooked around the reinforcing steel or otherwise
terminated so as to effectively transfer forces to the
reinforcing steel.
12.14.7.6 Bearing Walls and Shear Walls
Exterior and interior bearing walls and shear
walls and their anchorage shall be designed for a
force equal to 40 percent of the short period design
spectral response acceleration SDs times the weight
of wall, W,, normal to the surface, with a minimum
force of 10 percent of the weight of the wall. Inter-
connection of wall elements and connections to
supporting framing systems shall have sufficient
ductility, rotational capacity, or sufficient strength to
resist shrinkage, thermal changes, and differential
foundation settlement where combined with seismic
forces.
12.14.7.7 Anchorage of Nonstructural Systems
Where required by Chapter 13, all portions or
components of the structure shall .be anchored for the
seismic force, F,,, prescribed therein.
12.14.8 Simplified Lateral Force
Analysis Procedure
An equivalent lateral force analysis shall consist
of the application of equivalent static lateral forces to.
a linear mathematical model of the structure. The
lateral forces applied in each direction shall sum to a
total seismic base shear given by Section 12.14.8.1
and shall be distributed vertically in accordance with
Section 12.14.8.2. For purposes of analysis, the
structure shall be considered fixed at the base.
12.14.8.1 Seismic Base Shear
The seismic base shear, V, in a given direction
shall be determined in accordance with Eq. 12.14-11:
where
V _ FSDs W
R (12.14-11)
S's =3F.S,
where Fa is permitted to be taken as 1.0 for rock sites,
1.4 for soil sites, or determined in accordance with
Section 11.4.3. For the purpose of this section, sites
are permitted to be considered to be rock if there
is no more than 10 ft (3 m) of soil between the rock
surface and the bottom of spread footing or mat
foundation. In calculating SDs, S, shall be. in accor-
dance with Section 11.4.1, but need not be taken
larger than 1.5.
lt1I:�
F = 1.0 for buildings that are one story above grade
plane
F = 1.1 for buildings that are two stories above grade
plane
F = 1.2 for buildings that are three stories above
grade plane
R = the response modification factor from Table
12.14-1
W = effective seismic weight of the structure that
includes the dead load, as defined in Section 3. 1,
above grade plane and other loads above grade
plane as listed in the following text:
1. In areas used for storage, a minimum of 25 percent
of the floor live load shall be included.
EXCEPTIONS:
a. Where the inclusion of storage loads adds no
more than 5% to the effective seismic weight at
that level, it need not be included in the
effective seismic weight.
b. Floor live load in public garages and open
parking structures need not be included.
2. Where provision for partitions is required by
Section 4.2.2 in the floor load design, the actual
partition weight, or a minimum weight of
10 psf (0.48 kN/ml) of floor area, whichever is
greater.
3 Total operating weight of permanent equipment.
4. Where ttf6flat rodf'snow-"load, Ph exceeds"-
30 psf (1.44 kN/m'), 20 percent of the uniform
design snow load, regardless of actual roof
slope.
3.—We-igh[ of ani ndscaping and other materials at roc
gardens and similar areas.
12.14.8.2 Vertical Distribution
The forces at each level shall be calculated using
the following equation:
F, _ V (12.14-12)
where w., = the portion of the'effective seismic weight
of the structure, W, at level x.
12.14.8.3 Horizontal Shear Distribution
The seismic design story shear in any story, V.
(kip or kN), shall be determined from the following
equation:
V.=�F,• (12.14-13)
I=x
1501 DECK COLUMNS 100216
WOOD COLUMN - COMBINED FLEXURE AND AXIAL LOAD
WOODCOL.XLS
PROJECT: JABORSKI PAGE: 1
ROJ NUMBER: 1501.00 DATE: 10/2/2016
COLUMN: DECK COLUMNS USE: 5.50 X 5.50 '
N
"*** UNITY CHECK*** 0.21 (cannot exceed 1)
"fc/F'c + fb/F'b-Jfc <= 1
COLUMN DIMENSION I MAJOR AXIS:
(di)=
5.50
INCHES
COLUMN DIMENSION / MINOR AXIS:
(d2)=
5.50
INCHES
UNSUPPORTED LENGTH / MAJOR AXIS:
(lel)=
64.00
INCHES
UNSUPPORTED LENGTH I MINOR AXIS:
(le2)=
108.00
INCHES
BUCKLING MODE / MAJOR AXIS:
Ke =
2.10
136.17
BUCKLING MODE / MINOR AXIS:.
Ke =
2.10
35.19
AXIAL LOAD:
P=
1200
POUNDS
MAX BENDING MOMENT IN COLUMN:
M =
3776
INCH POUNDS
ALLOWED COMPRESSION STRESS:
Fc =
1400
P.S.I.
ALLOWED FIBER BENDING STRESS:
Fb =
850
P.S.I.
MODULUS OF ELASTICITY:
E =
1600000
P.S.I.
K =.0.671 * SQUARE ROOT E/Fc =
22.68
SHORT COLUMN Pc =
0.00
INTERMEDIATE COLUMN F'c =
0.00
.LONG COLUMN F'c =
803.84
EFFECTIVE LENGTH (L*Ke) le =
134.40
SLENDERNESS RATIO (le/d) =
24.44 (cannot exceed 50)
ADJUST FACTOR (le/d-1 1)/K-1 1 J =
0.00
0<=J<=1 J=
1.00
ACTUAL UNIT COMPRESS STRESS fc =
39.67
ACTUAL UNIT BENDING STRESS fb =
136.17
BEAM SLENDERNESS FACTOR Cs =
0.90 (cannot exceed 50)
Ck =
35.19
SLENDER ADJUST FIBER STRESS F'b =
850.00
BUCKLING MODES (Ke):
Ke = 0.65 if end 1: rotation fixed, translation fixed
Ke = 0.80 if end 1: rotation fixed, translation fixed
Ke = 1.00 if end 1: rotation free, translation fixed
Ke = 1.20 if end 1: rotation fixed, translation free
Ke = 2.10 if end 1: rotation fixed, translation fixed
Ke = 2.40 if end 1: rotation free, translation fixed
U
Page 1
end 2: rotation fixed, translation fixed
end 2: rotation free, translation fixed
end 2: rotation free, translation fixed
end 2: rotation fixed, translation fixed
end 2: rotation free, translation free
end 2: rotation fixed, translation free
A R C A D E M E
Studio. . . . . . . . . 530.343.5709
355 East Ninth Street
Chico, California 95928
Design:
Project Name: JABORSKI ADDITION
Project Number: 1507
Date: 07 -Feb -17
Page: of
PROJECT: JABORSKI
PAGE:
PROJ NUMBER: 1501
DATE:
,lune 2, 2016
BEAM: UPPER STAIR ROOF USE:
2 x 10
DF #2
STRENGTH= DF #2 TRIAL MEMBER
S.F.
Fv (psi)= 150 b= 1.50
A= 13.9 OK
297%
Fb (psi)= 850 h= 9.25
S= 21.4
259%
E (psi)= 1.60E+06
1= 98.9 'O_ K
376%
INPUT
OUTPUT'
SPAN (inches)= 93 max
HORIZ. SHEAR (Vmax)=
467.60
lbs.
TRIB WIDTH (feet)= 2 max
AREA REQUIRED (A)=
4.68
IN
UNIFORM LIVE LOAD (psf)= 55
MOMENT (Mmax)=
12.07
KIP IN
UNIFORM DEAD LOAD (psf)= 12
SECTION REQUIRED (S)=8.26
IN 3
• DEFLECTION (span/x)= 360, .
MOM INERTIA REQ'D (1)=
26.31
IN
Fb Adjustment Factors
Fv Adjustment Factors
Adjusted Bending Stress Fb (psi)i: 1461 Adjusted
Shear Stress FV (psi) =
150
Duration (Cd) = 1.15
Duration (Cd) =
1.00
NDS Size Factor = 1.30
Shear Stress (Ch) =
1.00
Temperature = 1.00
Temperature =
1.00
Wet Service (Cm) = 1.00
Wet Service (Cm) =
1.00
Repetitive Member (Cr) = 1.15
'
t
r
PROJECT: JA130RSKI
'
PAGE:
PROJ NUMBER: 1501
DATE: April 12, 2016
BEAM: MBR FLOOR JOIST
USE:
2 x 8
DF #2
STRENGTH= DF #2 TRIAL MEMBER
S.F.
.
Fv (psi)= 150 b= 1.50
A= 10.9 ;OK ,
305%
Fb (psi)= 850 h= 7.25
S= 13.1 SOK • ' " `
130%
E (psi)= 1.60E+06
1= 47.6 *`-
117%
INPUT
OUTPUT
SPAN (inches)= 136 max
HORI2. SHEAR ('Vmax)=
356.74
Ibs.
TRIS WIDTH (feet)= 1.33 max
AREA REQUIRED (A)=
3.57.
IN
UNIFORM LIVE LOAD (pst)= ' 40
MOMENT (Mmax)=
12.81
KIP IN
UNIFORM DEAD LOAD (psf) = 10
SECTION REQUIRED (S)=
10.08
IN
DEFLECTION (span/x)= 360
MOM INERTIA REQ'D (I)=
40.84
IN
Fv Adjustment Factors
Fb Adjustment Factors
Adjusted Bending Stress Fb (psi)=1271 Adjusted Shear Stress Fb (psi) =
150
Duration (Cd) = 1.00
Duration (Cd) =
1.00
NDS Size Factor =1.30
Shear Stress (Ch) =
1.00
Temperature = 1.00
Temperature =
1.00
Wet Service (Cm) = 1.00
Wet Service (Cm) =
1.00
Repetitive Member (Cr) =1.15
PROJECT: JABORSKI
PAGE:
PROJ NUMBER: 1501
DATE:
April 12, 2016
BEAM: M/BR EDGE BEAM
USE:
6 x 8
STRENGTH= DF #1
TRIAL MEMBER
S.F.
-
Fv (psi)= 150 b=
5.50 A= 39.9 OK
141%
'
Fb (psi)= 1350 h=
7.25 S= 48.2 OK ,
103%
y.
E (psi)= 1.60E+06
I= 174.7 OK
110%
INPUT
OUTPUT
SPAN (inches)= '108
max HORIZ. SHEAR (Vmax)=
3249.19
TRIB WIDTH (feet)= 1
max AREA REQUIRED (A)=
28.25
UNIFORM LIVE LOAD (psf)= 642
MOMENT (Mmax)=
94.04
UNIFORM DEAD LOAD (psf)= 132
SECTION REQUIRED (S)=
46.60
DEFLECTION (span/x) 240
MOM INERTIA REQ'D (1)=
r
158.69
FV Adjustment Factors
Fb Adjustment Factors
•
Adjusted Bending Stress F'b (psi)= 2018
Adjusted Shear Stress F v (psi) =
172.5
Duration (Cd) = 1.15
Duration (Cd) =
1.15
NDS Size Factor = 1.30
Shear Stress (Ch) =
1.00
Temperature = 1.00
Temperature =
1.00
Wet Service (Cm) = 1.00
Wet Service (Cm) =
1.00
Repetitive Member (Cr) = 1.00
MULTIPLE TRIBS "RIB (ft)
LOAD
UNIFORM ROOF LIVE LOAD= 6.00
67.0 LB/SF = 402.0
LB/LF.
UNIFORM ROOF DEAD LOAD= 6.00
12.0 LB/SF = 72.0
LB/LF
UNIFORM FLOOR LIVE LOAD= 6.00
40.0 LB/SF 240.0
LB/LF
UNIFORM FLOOR DEAD LOAD= 6.00
10.0 LB/SF = 60.0
LB/LF
TOTAL LIVE LOAD= 6.00
107.0 LB/SF = 642.0
LB/LF
TOTAL DEAD LOAD= 6.00
22.0 LB/SF 132.0
LB/LF
t
A
Y
OJECT: JABORSKI
PAGE:
MBER: 1501
DATE: April 12, 2016
BEAM: M/BR DECK JOIST
USE:
2 x 6
DF#2
ENGTH= DF#2
TRIAL MEMBER
S.F.
Fv (psi)= 150
b= 1.50
A= 8.3 OK► ..-
305%
Fb (psi)= 850
h= 5.50
S= 7.6 OK7
115%
E (psi)= 1.60E+06
1= 20.8 OK
102%
INPUT
OUTPUT
SPAN (inches)=
136 max
HORIZ. SHEAR (Vmax)=
270.79
Ibs.
TRIB WIDTH (feet)
0.83 max
AREA REQUIRED (A)=
2.71
IN
„ UNIFORM LIVE LOAD (psf)=
55
MOMENT (Mmax)=
9.59
KIP IN
UNIFORM DEAD LOAD (psf)=
5
SECTION REQUIRED (S)=
6.57
IN
DEFLECTION (span/x)
240
MOM INERTIA REQ'D (1)=
20.39
IN
Fb Adjustment Factors
F7 Fv Adjustment Factors
justed Bending Stress Fb (psi)= 1461
Adjusted Shear Stress Fv (psi) =
150
Duration (Cd) = 1.15
Duration (Cd) =
1.00
NDS Size Factor = 1.30
Shear Stress (Ch) =
1.00
Temperature = 1.00
Temperature =
1.00
Wet Service (Cm) = 1.00
Wet Service (Cm) =
1.00
'
Repetitive Member (Cr) = 1.15
i
1
CANTILEVER -UNIFORM L
Fv (psi)= 150
b= 5.50 A= 39.9 OK
277%
Fb (psi)= 1350
h= 7.25 S= 48.2 OK
195%
?'
.. E (psi)= 1.605+06
1= 174.7 OK
281 %
' FREE@/1, FU INPUT
OUTPUT
CANT SPAN (inches)= 48
HORIZ. SHEAR@B (Vmax)=
1222.5 lbs.
' TRIB WIDTH (feet)= 6
AREA REQUIRED (A)=
14.38 IN
UNIFORM LOAD (psf)= 60
MOMENT@B (Mmax)=
34.56 KIP IN
DEFLECTION (span/x)= 240
SECTION REQUIRED (S)=
24.76 IN
MOM INERTIA REQ -D (1)=
62.21 IN
Adlustment Factors
Adjustment Factors
Adjusted Bending Stress F'b (psi)= 1396
Adjusted Shear Stress F'v (psi) =
127.5
Duration (Cd) = 1.15
Duration (Cd) =
1.00
Size Factor = 1.06
Shear Stress (Ch) =
1.00
Temperature = 1.00
Temperature =
1:00
Wet Service (Cm) = 0.85
Wet Service (Cm) =
0.85
Repetitive Member (Cr) = 1.00
-
M
PROJECT: JABORSKI
PAGE:
PROJ NUMBER: 1501
'DATE: April
12, 2016
BEAM: LOWER FLOOR JOIST
USE:
2 x 8 DF #2
STRENGTH= DF #2
TRIAL MEMBER S.F.
Fv (psi)= 150 b= 1.50
A= 10.9 OK
290%
Fb (psi)= 850 h= 725
S= 13A OK
159%
`
E (psi)= 1.60E+06
1= 47.6 OK
105%
- INPUT
OUTPUT
MAX SPAN (inches)= 104 max
HORIZ. SHEAR (Vmax)=
375.3 lbs.
TRIS WIDTH (feet}: 1.33 max
AREA REQUIRED (A)=
3.8 IN
UNIFORM LIVE LOAD (psf)= 40
MOMENT (Mmax)=
10.5 KIP IN
-
UNIFORM DEAD LOAD (psf)= 30
SECTION REQUIRED (S)=
8.3 IN3
DEFLECTION (span x)= 640
MOM INERTIA REQ'D (1)=
45.5 IN
Fb Adjustment Factors
il:v AdJustment Factors
Adjusted Bending Stress Fb (psi)= 1271 Adjusted Shear Stress FV (psi) = 150
Duration (Cd) = 1.00
Duration (Cd) = 1.00
NDS Size Factor = 1.30.
Shear Stress (Ch) = 1.00
Temperature = 1.00
Temperature = 1.00
Wet Service (Cm) = 1.00
Wet Service (Cm) = 1.00
Repetitive Member (Cr) = 1.15
INCREASED DEAD LOAD FOR 2" RADIANT CONCRETE FLOOR LAYER
M
PROJECT: JABORSKI
PROJ NUMBER: 1501
BEAM: LOWER FLOOR GIRDER
PAGE:
DATE: April 12, 2016
USE: 4 x 8
DF #1
STRENGTH= DF #1 . TRIAL MEMBER
S.F.
UNIFORM ROOF DEAD LOAD=
Fv (psi)= 150 b= 3.50
A= 25.4 ,OK
143% '
LB/LF
Fb (psi)= 1350 h= 725
S= 30..7 iQK
126%
240.0
E (psi)= 1.60E+06
1= 111_ .1 OK
110%.
10.0 LB/SF
INPUT
OUTPUT
TOTAL LIVE LOAD=
MAX SPAN (inches)= 88 max
HORIZ. SHEAR (Vmax)=
2041.97
Ibs.
TRIB WIDTH (feet)= 8.67 max
AREA REQUIRED (A)=
17.76
IN
UNIFORM LIVE LOAD (psf)= 40
MOMENT (Morax)=
48.96
KIP IN
UNIFORM DEAD LOAD (psi)= 30
SECTION REQUIRED (S)=
24.26
IN
DEFLECTION (span/x)= 360
MOM INERTIA REO'D (1)=
100.97
IN
Fb Adjustment Factors
Fv Adjustment Factors
Adjusted Bending Stress Fb (psi)=2018 Adjusted Shear Stress FY (psi) =
172.5
Duration (Cd) = 1.15
Duration.(Cd) =
1.15
NDS Size Factor =1.30
Shear Stress (Ch) =
1.00
Temperature = 1.00
Temperature =
1.00
Wet Service (Cm) = 1.00
Wet Service (Cm) =
1.00
Repetitive Member (Cr) =1.00
MULTIPLE TRIBS RIB (ft) LOAD
UNIFORM ROOF LIVE LOAD=
6.00
67.0 LB/SF
= 402.0
LB/LF
UNIFORM ROOF DEAD LOAD=
6.00
12.0 LB/SF
= 72.0
LB/LF
UNIFORM FLOOR LIVE LOAD=
6.00
40.0 LB/SF
240.0
LB/LF
UNIFORM FLOOR DEAD LOAD=
6.00
10.0 LB/SF
= 60.0
LB/LF
TOTAL LIVE LOAD=
6.00
107.0 LB/SF
= 642.0
LB/LF
TOTAL DEAD LOAD=
6.00
22.0 LB/SF
132.0
LB/LF
12
Project: JABORSKY ADDITION • ,
Prepared by: P COLE 2/23/2016
Software licensed to: ARCADEME
Phone: 530 343 5709. Email: patrick#arcademe.com '
Wind Simple Version 1.0.0
Input
- See ASCE 7-10 Section 26.3 for symbol definitions
,.' V=110m h t
P Topographic Factor
Exposure Category C
h = 20 ft is " Calculate K zt at 0.33h
* 2-dimensional escarpment
-'L = 60 ft r Building is downwind of feature.
B=40ft Lh =200 ft, H=50ft, x=30ft
Y
' Hip Roof: Pitch = 6:12
. . � - • F . - , . • r Kzt for walls = 1.383
Kzt for roof = 1.320 `
This is a valid Class 1 building,
• Main Wind -Force Resisting System
ASCE 7-10 Directional Procedure, MWFRS - Chapter 27, Part 2
' - This procedure applies to wind loads of enclosed simple diaphragm buildings; as defined in Section 26.2
MWFRS Wall Pressures (psf)
r .}
9Ma11.v��Total
Wmd a d
W.•LEee - d "
qStdet�
axIiite alp
'p
33.8.
28.9
,-24.6
+/.5.6,
z, d=16.1
33.2
28.4
T NMFRS Roof Pressures (psf)
• 1VMM Roof Overhang Pressures aa_ ' • • , �, , '
r
2. povh @ Zone 1 = 13.0 psf
=Pooh,@ Zone 3•= 24.9 psf �►
:y Pressures indicated are applied to underside of overhang ons
windward side only, simultaneously with other roof pressures*
.
• � �re ��:• ♦.. �r Ads, - • , �."`,. 3 ,rr .e •�. •; '.. r _ �..
- '.. _ � Vii- - ♦, , !• ♦ . .
. ®_ S.K.•Ghosh Associates Inc. 334 E Colfax Street, Palatine, IL, 60067_- Page lof 2
• "`� ', wwIw.skghoshassociates.com , d
h �'
1L'oadQas
-17.3.
-2.1.6
-33.3
-29.6
-24.3
iLoadCase�2 ;
' 13.6 ,
-10.3
'0.0
0.0
0.0
�tiNsr W1ns•Vrt.!a't^:t`+M+X r:�
,
• 1VMM Roof Overhang Pressures aa_ ' • • , �, , '
r
2. povh @ Zone 1 = 13.0 psf
=Pooh,@ Zone 3•= 24.9 psf �►
:y Pressures indicated are applied to underside of overhang ons
windward side only, simultaneously with other roof pressures*
.
• � �re ��:• ♦.. �r Ads, - • , �."`,. 3 ,rr .e •�. •; '.. r _ �..
- '.. _ � Vii- - ♦, , !• ♦ . .
. ®_ S.K.•Ghosh Associates Inc. 334 E Colfax Street, Palatine, IL, 60067_- Page lof 2
• "`� ', wwIw.skghoshassociates.com , d
h �'
Project: JABORSKY ADDITION
Prepared by: P COLE - 1 2/23/2016
Software licensed to: ARCADENM
Phone: 530 343 5709 1 Email: Datric"areademe-com
Wind Simple Version 1.0.0
,Components and Cladding
ASCE 7-10 Directional Procedure, C&C - Chapter 30, Part 4
This procedure applies to wind loads of enclosed buildings, as defined in Section 26.2
C&C Wall and Roof Pressures (Dsf)
Nt.
'z
Z'
=Zone 2%
,Zone,. -
'3-
4
n, 14. 'Zone
Eff6ctiyb',
Load
Load`
Load
Load
d"
iP
Wind �s
tW' T,
Load
.,LbAd,-
Load
Case 2
Load
-a Load
'�'4pa- q�X
Load
'vlxv X"
Case 2
1Q,02,
Case 2
'40
Case 2
ap&;" Case 2
C
Case 2
{`-58'9
Nrimi
22.0
25.9
23.7
10
21.3
21.3
21.3
37.0
33.8
t,4
�4*21V'4,
500
�56
19.1
-4,777
19.1
'69.T!�J--
19.1
-.'--32J
25.9
23.7
200
3 V.2g!.
19.6
-49 ' .9
19.6
173."V,,� i
19.6
T 0
28.5
43 Ott
26.0
"
100
20.0
51 9
20.0
20.0
30.4
27.8
. C&C Roof OverhanL, Pressures (vsf)
S.K. Ghosh Associates Inc. 1334 E Colfax Street, Palatine, IL, 60067 Page 2of 2
- www.skghoshassociates.com
Qy
01
&6
n, 14. 'Zone
Wind Area (ff)
Load
Load`
Load
Load
d"
iP
Load
g
.1
Case 2
!P. age
Case 2
asg,
Case 2
'�'4pa- q�X
Case 2
10
21.3
1Q,02,
24.4
'40
37.0
'
0 ,,
33.8
500
{`-58'9
21.3
22.0
25.9
23.7
S.K. Ghosh Associates Inc. 1334 E Colfax Street, Palatine, IL, 60067 Page 2of 2
- www.skghoshassociates.com
a,
M.
•
MINIMUM DESIGN LOADS
Main Wind Force Resisting System — Part 2 h!5 160 ft.
Table 27.6-2 F Wind Pressures -Roof
Application of Roof Pressures
Enclosed Simple Diaphragm Buildings
0 Flat Roof
a• ..................... h (0 < 10 deg)
O.Sh
Wind .
O.Sh
IS
7 ♦ 5 O Gable Roof
0 0 0 •`•�'� \ '
Wlod h� O.Sh 03h
tVioe
A
5 2 0.3h
4
5 3
o.sh
O O
........... s =
'`.0`l • Qfifr , Hip Roof
\.
n o.sn h
Wine 0.5h C 3 Wind
Y.
Wind
i I
<-3
e h
h \ B • h
Wind
Wiod
y4'••Or
0.11
'
011 h Wind
Monoslope
Roof
� osn
0.511 11
Mansard Roof I
A R
C A D E M E
Studio. ... . . . . . 530.343.5709
355 East 9th Street
Chico, California 95928
Design:
Project Name: t.
Project Number:
Date:
REVISED 061716 Page: of
VERTICAL BLOCKED DIAPHRAGM -1/2"PLYWOOD -1/2" ANCHOR BOLTS - 8d NAILS
• (INCLUDES 3!8' WITH STUDS @16'OC MAX) (NOTE: WOOD & FASTENER VALUES BASED ON NATIONAL DESIGN SPEC (NDS)
PLYWOOD & OSB SHEAR VALUES ARE BASED ON AMERICAN PLYWOOD
\ ASSOCIATION (APA) & CBC TABLE 2306.3
ANCHOR BOLTS = 1/2" (TABLE 8.2E) (A307 BOLTS MEET CODE REQ'D FY=45000PSI)
11/2" DOUGLAS FIR LOADED PARALLEL TO GRAIN=
620 LBS/BOLT X 1.33 = 825 #/BOLT
21/2" DOUGLAS FIR LOADED PARALLEL TO GRAIN=
730 LBS/BOLT X 1.33 =. 971 #/BOLT
16d BOX NAILS = (79#)(1.33) = 105 #/NAIL
(TABLE 12.3A) (ADJUSTED PER TABLE 7.3.1)
SIMPSON A-34 CLIP = (345#)(1.25) = - 431 #/CLIP
25% WIND/SEISMICMAX INCREASE)
1/2" OSB OR CDX
PLYWOOD WITH 8d @ 6"/12" =
280 #/FT
ANCHOR BOLTS = 825 / 280 = 2.95
FT = 35.3 INCHES ON CENTER MAXIMUM
' 16d BOX NAILS = 105 / 280 = 0.38
FT = 4.5 INCHES ON CENTER MAXIMUM
SIMPSON A-34 CLIP = 431 / 280 = 1.54
FT = 18.5 INCHES ON CENTER MAXIMUM
D 1/2" OSB OR CDX PLYWOOD
l• WITH 8d@ 4"/12"=
430 #/FT
ANCHOR BOLTS = 825 / 430 = 1.92
FT = 23.0'• INCHES ON CENTER MAXIMUM
16d BOX NAILS = 105 / 430. = 0.24
FT = 2.9 INCHES ON CENTER MAXIMUM
SIMPSON A-34 CLIP = 431 / 430 = 1.00
FT = 12.0 INCHES ON CENTER MAXIMUM
(@ SDC D,E & F WHERE SHEAR > 350 PLF -USE 3X OR DOUBLE 2X PANEL EDGES)
1/2" OSB OR CDX PLYWOOD WITH 8d @ 3"/12" = -
550 #/FT •
ANCHOR BOLTS = 971 / 550 = 1.77
FT = 21.18 INCHES ON CENTER MAXIMUM
16d BOX NAILS = 105 / 550 = 0.19
FT = 2.29 INCHES ON CENTER MAXIMUM
' SIMPSON A-34 CLIP = 431 / 550 = 0.78
FT = 9.409 INCHES ON CENTER MAXIMUM
(@ SDC D,E & F WHERE SHEAR > 350 PLF -USE 3X OR DOUBLE 2X PANEL EDGES)
D 1/2" OSB OR CDX PLYWOOD WITH 8d @ 2"/12" =
730 #/FT
ANCHOR BOLTS = 971 / 730 = 1.33
FT = 15.96 INCHES ON CENTER MAXIMUM
16d BOX NAILS = 105 / 730 = 0.14
FT = 1.73 INCHES ON CENTER MAXIMUM
' SIMPSON A-34 CLIP = 431 / 730 = 0.59
FT = 7.089 INCHES ON CENTER MAXIMUM
(@ SDC D,E & F WHERE SHEAR > 350 PLF -USE 3X OR DOUBLE 2X PANEL EDGES)
• r _
r
J
1ABORSKI LINE 1
A R C A D E M E
Studio. . . . . . . . . 5 3 0. 3 43 . 5 709
355 - East Ninth Street
Chico, California 95928
...............................................................
'LATERALLIN�1
Design: LATERAL LINE 1
Project Name: JABORSKI ADDITION
Project Number: 1501
Date: 12 -Feb -17
Page: of
WIND SHEAR TRIB AREA ROOF
= 53.7 SF @ 28.9. PSF=
1551.9 LBS
COLLECTED @ TOP PLATE AND
WALL
= 54.7 SF @ 28.9 PSF=
4580.8 LBS
DISTRIBUTED TO FOUNDATION
BASE SHEAR DUE TO WIND =
3132.8 LBS
THRU SHEAR WALL
LENGTH OF WALL =
18.0 FT
UNIT SHEAR DUE TO WIND =
174.0 #/FT
<280 -USE SHEARWALL'A'
SEISMIC DL+SNOW TRIB ROOF
= 234.0 SF @ 23.0 PSF=
X 0.086
= 462.9 LBS
DL TRIB WALL 1
= 197.8 SF @ 9.5 PSF=
X 0.086
= 1.61.6 LBS
DL TRIB WALL B
= 54.7 SF @ 9.5 PSF=
X 0.086
= 44.7 LBS
DL TRIB WALL C
= 54.7 SF @ 9.5 PSF=
X 0.086
= 44.7 LBS
BASE SHEAR DUE
TO SEISMIC
= 713.8 LBS WIND GOVERNS
WEIGHT ON WALL DL ROOF
= 98.7 SF @ 11.0 PSF=
1,086 LBS
NO SNOW WEIGHT IF WIND
DL WALL
= 197.8 SF @ 9.5 PSF=
1,879 LBS
GOVERNS
SHEAR WALL
LENGTH OF WALL =
18 FT=
216 IN
HEIGHT OF WALL =
8.0 FT
FORCE AT TOP OF WALL =
3,133 LBS
174 #/FT <280 -USE SHEARWALL'A'
TOTAL OVERTURN MOMENT (OTM) =
25,062 FT #
-
TOTAL RESISTING WEIGHT =
2,965 LBS
ARM TO CENTROID OF WEIGHT=
9 FT
(WRM) WEIGHT RESISTING MOMENT OF SHEARWALL =
26,683 FT #
�FT
NO HOLD DOWNS REQUIRED
OTM - WRM=
(1,621) #
0.
JABORSKI LINE 2 WEST
A R C A D E M E
Studio-. 530.343.5709
355 East Ninth Street
ChiCo California -95928
LATERAL LINE.2 BETWEEN B&D WITH WEST WIND
Design: LATERAL LINE 2 WEST
Project Name: JABORSKI ADDITION
Project Number: 1501
Date: 12 -Feb -17 -
Page: of
WIND SHEAR TRIB LOW ROOF
= 94.0 SF @ 28.9 PSF=
2,717 LBS
WEST WIND MOST CRITICAL FOR
WALL
= 57.4 SF @ 28.9 - PSF=
1,660 LBS
1 STORY
BASE SHEAR DUE TO WIND =
4,377 LBS
LENGTH SHEAR WALL LINE2 @ B/D =
13.333 FT
UNIT BASE SHEAR DUE TO WIND =
328.3 #/FT
<430 -USE SHEARWALL 'B'
SEISMIC TRIB TO WALL LO ROOF
= 489.0 SF @ 23.0 PSF=
X 0.086
= 967
LBS
DLTRIB WALL 2
= 118.8 SF @ 9.5 PSF=X
0.086
_ `97
LBS
DL TRIB WALL B
= 89.9 SF @ 16.7 PSF=
X 0.086
= 129
LBS
DL TRIB WALL C
89.9 SF @ 16.7 PSF=
X 0.086
= 129
LBS
DL TRIB WALL D
= 17.7 SF @ 16.7 PSF=
X 0.086
= 25
LBS REDUNDANT w/ EAST
BASE SHEAR DUE TO SEISMIC
= 1348
LBS WIND GOVERNS
RESISTING WEIGHT ROOF o/ WEST WALL
= 17.4 SF @ 11.0 PSF=
191.4 LBS
NO SNOW WEIGHT IF WIND
DL WEST WALL
= 69.5 SF @ 6.7 PSF=
465.7 LBS
GOVERNS
DL EAST WALL
= 37.6 SF @ 6.7 PSF=
251.9 LBS
DL EAST WALL TRUSS
= POINT LOAD FROM TRUSS
1969.0 LBS
WESTERLY SHEAR WALL
LENGTH WEST SHEARWALL =
8.7 FT=
104 IN
HEIGHT WEST SHEARWALL1 =
8.0 FT
PROPORTIONED WIND LOAD =
1998.0 LBS
231. #/FT
<280 -USE SHEARWALL 'A'
OTM IN SHEARWALL =
15,984 FT #
WEIGHT ON SHEARWALL =
657 LBS
ARM TO CENTROID OF WEIGHT ON SHEARWALL =
4.3 FT
(WRM) WEIGHT RESISTING
MOMENT OF SHEARWALL =
2,847 FT #
OTM - WRM=
13,137 FT #
MAX UPLIFT =
1,516 LBS
HOLDDOWN REQ'D -USE PA68
t
EASTERLY SHEAR WALL LENGTH EAST SHEARWALL =
4:7
FT= 56 IN
HEIGHT EAST SHEARWALL =
8.0
FT
` PROPORTIONED WIND LOAD=
2378.7
LBS 510 #/FT
<550 -USE SHEARWALL'C' TOP
OTM IN SHEARWALL=
12,255
FT #
PLATE 4' LAP w/ 10- 8d & STRAP
WEIGHT ON SHEARWALL =
2,221
LBS
LSTA36 (2510#)
ARM TO CENTROID OF WEIGHT ON SHEARWALL=
2.3
FT
(WRM) WEIGHT RESISTING MOMENT OF SHEARWALL =
5,182
FT #
OTM - WRM=
7,073
FT #
MAX UPLIFT =
1,516
LBS
HOLDDOWN REQ'D -USE PA68
G�N�Z u�r��
R C A D E M E
im
ly A
52.
NIP
V4 -
`---
7m
41- +
4 V,
+ 4-4-
lz
xk- I
J i
7
rof
JABORSKI LINES
A R C A D E
M
E
Design: LATERAL LINE 3
'
Project Name: JABORSKI ADDITION
Studio. ... 5 3 0. 3 4
3. 5 7 0 9
Project Number: 1501
355 East Ninth
Street,
Date: 12 -Feb -17
Chico,- California
95928
Page: of
LATERAL
I LINE
13
I BETWEEN D & F WITH EAST WIND (west wind blocked by one
story)
WIND BASE SHEAR TOWER ROOF
= 17.3
SF
@
28.9
PSF=
500 LBS
COLLECTED TO EACH SUCCESSIVE
WALL F TRIB TO HI ROOF
= 25.0
SF
@
. 28.9
PSF=
723 LBS
FLOOR DOWN FROM TOWER ROOF INTO
LINE 3 -MOST CRITICAL WIND FROM
WALL F & G TRIB TO 3rd FL
= 50.2
SF
@
28.9
PSF=
1,451 LBS
EAST - WEST WIND BLOCKED BY ONE
WALL F & G TRIB TO 2nd FL .=
66.0
SF
@
28.9
PSF=
1,907 LBS
STORY SECTION TAKEN AT LINES 2&4
BASE
SHEAR DUE TO WIND =
4,581 LBS
E LENGTH SHEAR WALLS =
19.33 FT
UNIT BASE
SHEAR DUE TO WIND =
237.0 #/FT
<280 -USE SHEARWALL'A'
SEISMIC BASE SHEAR. TbWER ROOF
= 49.6
SF
@
27.0
' PSF=
X 0.373 =
499.5 LBS INCL 22psf SEISMIC
HI ROOF
= 96.4
SF
@
33.0
PSF=*
X 0.086 =
273.6 LBS SNOW LOAD
WALL TYPE D LINE 3
= 448.0
SF
@
9.9
PSF=
X 0.086 =
381.4 LBS
WALL TYPE B LINE F
= 84.4
SF
@
16.8
PSF=
X 0.086 =
121.9 LBS
3rd FL
= 84.0
SF
@
9.5
PSF=
X 0.086 =
68.6 LBS
HI STAIR
= 15.6.
SF
@
10
PSF=
X 0.086 =
13.4 LBS
2nd FL'
= 50.0
SF
@
9.5
PSF=
X 0.086 =
40.9 LBS
LO STR
= 13.9
SF
@
10
PSF=
X- 0.086 =
12.0 LBS
BASE SHEAR
DUE
TO SEISMIC =
1411.3 LBS WIND GOVERNS
WEIGHT ON WALL DL TOWER ROOF
= 17.3
SF
@
5.0
PSF=
87 LBS
NO SNOW WEIGHT IF WIND
DL HI ROOF
= 96.4
SF
@
11.0
- PSF=
1,060 LBS -
GOVERNS
DL WALL 3
= 81.4
SF
@
9.5
PSF=
773., LBS
DL 3rd FL
= 51.9
SF
@
10.0
PSF=
519 LBS
DL SHRWALL 2
= 91.5
SF
@
- 10
PSF=
915 LBS
DL 2nd FL
= 117.8
SF
@
10
PSF=
1,178 LBS
DL SHRWALL 3
= 46.8
SF
@
10
PSF=
468 LBS
a
JABORSKI LINE 3
UPPER SHEARWALL LENGTH SHEARWALL 3a ABOVE 3rd FLOOR=
14.9 -
FT= 101 IN+ 78 IN
SEE DRAWINGS 2/S-1 HEIGHT OF SHEARWALL 3a ABOVE 3rd FLOOR=
•
M
CUMUL LAT FORCE @ TOP WALL=
1222.5
LBS 82 #/FT
<280 -USE SHEARWALL'A'
OTM IN SHEARWALL 1 =
8,252
FT #
-
WEIGHT ON SHEARWALL 1 =
1,920
LBS
UPPER SHEARWALL LENGTH SHEARWALL 3a ABOVE 3rd FLOOR=
14.9 -
FT= 101 IN+ 78 IN
SEE DRAWINGS 2/S-1 HEIGHT OF SHEARWALL 3a ABOVE 3rd FLOOR=
6.8
FT
CUMUL LAT FORCE @ TOP WALL=
1222.5
LBS 82 #/FT
<280 -USE SHEARWALL'A'
OTM IN SHEARWALL 1 =
8,252
FT #
-
WEIGHT ON SHEARWALL 1 =
1,920
LBS
ARM TO CENTROID OF WEIGHT ON SHEARWALL 1 =
7.5
FT
(WRM) WEIGHT RESISTING MOMENT OF SHEARWALL =
14,320
FT #
OTM - WRM=
(6,068)
FT #
HOLDDOWN NOT REQ'D
MIDDLE SHEARWALL LENGTH SHEARWALL 3b =
12.0
FT= 144 IN
* - HEIGHT OF SHEARWALL 3b ABOVE 2nd FLOOR='
6.8
FT
CUMUL LAT FORCE @ TOP WALL=
2673.3 -
LBS 223 #/FT
<280 -USE SHEARWALL'A'
OTM IN SHEARWALL 3b =
18,178
FT #
WEIGHT ON SHEARWALL 3b =
3,354
LBS
ARM TO CENTROID OF WEIGHT ON SHEARWALL 3b =
6.0
FT
- (WRM) WEIGHT RESISTING MOMENT OF SHEARWALL =
20,124
FT #
OTM - WRM=
(1,946)
FT # _
HOLDDOWN NOT REQ'D
LOWER SHEARWALLS CUMUL LENGTH SHEARWALLS 3c,3d & 3e =
19.3
FT=' -232 IN
172 IN+ 60 IN
HEIGHT OF SHEARWALL 3c,3d & 3e =
7.3
FT
CUMUL LAT FORCE @ TOP WALL=
4581
LBS 237 #/FT
<280 -USE SHEARWALL'A'
OTM IN SHEARWALL 3c,3d & 3e =
33,439
FT #
WEIGHT ON SHEARWALL 3c,3d & 3e =
3,939
LBS
ARM TO CENTROID OF WEIGHT ON SHEARWALL 3c,3d & 3e =
'9.7
FT
(WRM) WEIGHT RESISTING MOMENT OF SHEARWALL =
38,071
FT #
OTM - WRM=
(4,632)
FT #
HOLDDOWN NOT REQ'D
A R C A• D' E M E
Studio. . . . . . . . 530.343.5709
355 East Ninth Street
Chico, California 95928
LATERAL LINE 4 ONE STORY
Design:. LATERAL LINE 4
Project Name: JABORSKI ADDITION
Project Number: 1501
Date: 12 -Feb -17
Page: of
WIND SHEAR TRIB ROOF
= 37.3 SF @ 28.9 PSF=
1,078
LBS
SIMPLE SHEAR WALL COLLECTED IN
WEST WIND WALL A/B TRIB
33.0 SF @ 28.9 PSF=
954
LBS
DOUBLE TOP PLATE.
BASE SHEAR DUE TO WIND =
2,032
LBS
SEISMIC BASE SHEAR ROOF
= 96.4 SF @ . 33.0 PSF=
X 0.086
= 273.7 LBS INCL22psf SEISMIC
WALL LINE 4
= 98.0 SF @ 9.6 PSF=
X 0.086
= 80.9 LBS . SNOW LOAD
WALL LINE A/B
= 33.0 SF @ 9.6 PSF=
X 0.086
= 27.2 LBS -
BASE SHEAR DUE
TO SEISMIC
= 381.8 LBS r WIND GOVERNS
WEIGHT ON WALL DL ONLY ROOF
= 62.5 SF @ 33.0 PSF=
2,063
LBS
NO SNOW WEIGHT IF WIND GOVERNS
DL ONLY WALL 4
= 20.0. SF @ 9.6 PSF=
192
LBS
TOTAL RESISTING WEIGHT =
2,255
LBS
SHEARWALL
LENGTH SHEARWALL =
5.0
FT=
60 IN
HEIGHT OF SHEARWALL =
8.0
FT
CUMUL LAT FORCE @ TOP WALL=
2032
LBS 406 #/FT <430 -USE SHEARWALL'B'
OTM IN SHEARWALL 1 =
16,253
FT #
WEIGHT ON SHEARWALL 1 =
2,255
LBS
ARM TO CENTROID OF WEIGHT ON SHEARWALL 1 =
2.5
FT
(WRM) WEIGHT RESISTING MOMENT OF SHEARWALL =
5,636
FT #
HOLDDOWN REQ'D USE:
OTM - WRM=
10,617
FT #
HTT5 w/ SSTB16 HOLDOWN &
MAX UPLIFT =
2,123
LBS
5/8" A307 ALL -THREAD
JABORSKI LINE 5 , r
-A�- R C A D E M E
Studio. . . . 530.343.5709
355 East Ninth Street
.Chico, California 95928
LATERAL LINE 5 TOWER ONLY - MBR TRIB TO LINE 6
Design: LATERAL LINE 5
Project Name: JABORSKI ADDITION
Project Number: 1501
Date: 12 -Feb -17
Page: of
WIND SHEAR TRIB TOWER ROOF
= 17.3
SF
@
28.9
PSF=
499
LBS
TRIB INTO 3rd FL
- - 22.2
SF
@
28.9 •
PSF=
640
LBS
LOADS
FROM LINES E/G & 3/5 TAKEN
THRU LINE 5 - LOADS AT LINES.D/E & 3/6
TRIB INTO 2nd FL
= 44.4
' SF
@
28.9
PSF=
-1,282 LBS
TAKEN IN LINE 6
- BASE SHEAR DUE TO WIND =
2,421.
LBS
LENGTH BASE
SHEAR WALL =
4.67
FT
UNIT BASE SHEAR DUE TO WIND =
518.5 #/FT
<550 -USE SHEARWALL'C'
SEISMIC BASE -SHEAR- TOWER ROOF
= 49.6
SF
@
27.0
PSF=
X
0.37 =
499.5
LBS INCL 22psf SEISMIC
3rd DECK FLOOR=
= 72.0
SF
@
32.0
PSF=
X
0.09. _
. 198.1
LBS SNOW LOAD
WALL 5 TYPE C
= 178.5
SF
@
9.6
PSF=
X
0.09 _
- 147.4
LBS
WALL G TYPE C
= 70.5
SF
@
9.6
PSF=
X
0.09 =
58.2
LBS
2nd FLOOR=
72.0
SF
@
10
PSF=
X
0.09 =
` ' 61.9
LBS
WIND GOVERNS
BASE SHEAR DUE
TO SEISMIC =
965.2
LBS
WEIGHT ON WALL DL ONLY TOWER
= 49.6
SF
@
5.0
PSF=.
248
LBS
NO SNOW WEIGHT IF
DL ONLY 3rd FLOOR
= 72.0
SF
@
10.0
PSF=
720
LBS
WIND GOVERNS
DL ONLY HI WALL 5
= 59.2
SF
@
9.6
PSF=
568
LBS
DL ONLY LO WALL'5
= 48.5
SF
@
9.6
PSF=
466
LBS
DL ONLY 2nd FL
= 72.0
SF
@
10
PSF=
720
LBS
- TOTAL RESISTING WEIGHT =
2,722
LBS
UPPER SHEARWALL LENGTH UPPER SHEARWALL ABOVE 2nd FLOOR=
7.3
FT= 88 IN
HEIGHT UPPER SHEARWALL ABOVE 2nd FLOOR=
6.8
FT
CUMUL LAT FORCE @ TOP WALL=
1139
LBS 155 #/FT
<280 -USE SHEARWALL'A'
OTM IN SHEARWALL =
7,747
FT #
WEIGHT ON SHEARWALL =
1,536
LBS
ARM TO CENTROID OF WEIGHT ON SHEARWALL =
3.7
FT
(WRM), WEIGHT RESISTING MOMENT OF SHEARWALL =
5,631
FT #
OTM - WRM=
2,116
FT # -
STRAP REQ'D -USE LSTA24
MAX UPLIFT =
289
LBS
(1235#)
LOWER SHEARWALL LENGTH LOWER SHEARWALL ABOVE FLOOR=
4.7
FT= 561N
HEIGHT LOWER SHEARWALL ABOVE'FLOOR=
7.3
FT ..
CUMUL LAT FORCE @ TOP WALL=
2421
LBS 518 #/FT
<550 -USE SHEARWALL.'C'
OTM IN SHEARWALL =
17,748
FT #
WEIGHT ON SHEARWALL =
2,722.
LBS
ARM TO CENTROID OF WEIGHT ON SHEARWALL =
2.3
FT
_ (WRM) WEIGHT RESISTING MOMENT OF SHEARWALL =
6,356
FT #
- HOLDDOWN REQ'D USE:
OTM - WRM=
11,392
FT #
HTT5-3/4 w/ 3/4" A36 ALL'THREAD
MAX UPLIFT =
2,439
LBS
& SET EPDXY -9" EMBED(2700#)
A R C A D 'E
M E
Design: � LATERAL LINE 6
y
Project Name: JABORSKI ADDITION
S t u d i o . . . . . . . .. 5 3 0. 3 4 3. 5 7 0 9
Project Number: 1501
3 5 5 E a s t Ninth
Street
Date: 12-Feb-17
Chico, California
95928
Page: of
LATERAL LINE 6
WIND SHEAR TRIB ROOF INTO WALL PL =
27.8 SF
@
28.9
PSF=
803 LBS
WALL INTO UPPER PL =
29.7 SF
@
28.9
PSF=
858 LBS
WIND LOADS FROM 3 TO 6 & D TO E -
TRIB INTO 2nd FL =
54.3 SF
@
28.9
PSF=
1,569 LBS
WEST WIND MOST CRITICAL EXPOSURE
BASE SHEAR DUE TO WIND =
3,231 LBS
LENGTH BASE SHEAR WALL =
7.66 FT
UNIT BASE SHEAR DUE TO WIND =
421.8 #/FT
<430 -USE SHEARWALL'B'
SEISMIC BASE SHEAR MBR ROOF =
137.5 SF
@
33.0
PSF=
X 0.09 =
390.2 LBS
INCL 22psf SEISMIC
UPPER LINE D TYPE B _
-29.7 SF
@
16.8
PSF=
X 0.09 =
42.9 LBS
SNOW LOAD
UPPER LINE E TYPE D =
29.7 SF
@
9.9
PSF=
X 0.09 =
25.3 LBS
FLOOR =
83.8 SF
~
@
8.0
PSF=
X 0.09 =
57.7 LBS
DECK =
48.0 SF
@
6.0
PSF=
X 0.09 =
24.8 LBS -
LOWER LINE D TYPE B =
54.3 SF
@
16.8
PSF=
X 0.09 =
78.5 LBS
LOWER LINE E TYPE D =
56.2 SF
@
9.9
PSF=
'X 0.09 =
47.8 LBS
WIND GOVERNS
BASE SHEAR DUE TO SEISMIC =
667.1 LBS
JABORSKI LINE 6
T
WEIGHT ON WALL DL MBR ROOF = 137.5 SF @ 11.0 PSF=
1,513
LBS
NO SNOW WEIGHT IF WIND GOVERNS
WALL ABOVE PORTAL = 34.6 SF @ 16.8 PSF=
581
LBS
UPPER WALL LINE 5 = 83.7 SF @ 16.8 PSF=
1,406
LBS
LOWER.WALL LINE 5 = 92.3 SF @ 16.8 PSF=
1,551
LBS
TOTAL RESISTING WEIGHT =
3,500
LBS
UPPER WALL CUMUL LAT FORCE @ TOP WALL=
1662
LBS
'
SHEAR PER PANEL—
`
831
LBS
2 SIMPSON STRONGWALLS OVER
CONVENTIONAL SHEARWALLS
CUMUL AXIAL LOAD ABOVE HEADER=
2094
LBS
(174 PLF)
BELOW -1640# WIND ALLOWED EA
SPAN OF HEADER=
8
FT
ALLOWED ASD SHEAR LOAD =
1640
LBS
ANCHOR TENSION= 0.67(831X84)/(22-5.25) =
2792
LBS
DOUBLE SW24X8X6-RF w/ 7/8"A36
•
ALL THREAD TO SSTBs BELOW
LOWER WALL -2 PANELS CUMUL LAT FORCE @ TOP WALL=
3231
LBS
+ SHEAR PER PANEL=
1616
LBS
422 #/FT <430 -USE SHEARWALL'B'
CUMUL AXIAL LOAD EA PANEL=
1750
LBS
LENGTH EACH PANEL =
3.8
FT=
46 IN
HEIGHT EACH PANEL=
7.5
FT
- OTM IN SHEARWALL =
12,116
FT #
' 2289+2792LBS < 7310-SSTB28 OK
ARM TO CENTROID OF AXIAL LOAD =
1.9
FT
-
(WRM) WEIGHT RESISTING MOMENT EA PANEL =
3,351
FT #
HOLDDOWNS STTB28(7310LBS) &
OTM - WRM=
8,765
FT #
HD7B(13080LBS)TO SW24 ABOVE
MAX UPLIFT =
2,289
LBS
PLUS STHD10 FOR WINDOW KINGS
JABORSKI LINE A/B 021817
• I -
A R 'C A D E'- M E
Studio. . . . . 530.343.5709
355 East Ninth Street
Chico, Cafifornia 95928
LATERAL LINE A/B
Design: LATERAL LINE A/B
Project Name: JABORSKI ADDITION
Project Number: 1501
Date: 12 -Feb -17
Page: of
WIND SHEAR TRIB AREA ROOF
= 42.0 SF @ 33.8 PSF=
1420
LBS .
A&B ACT TOGETHER
WALL
= 30 SF @ 33.8 PSF=
1014
LBS
TRANSFERRED THRU ROOF
BASE SHEAR DUE TO WIND =
2434
LBS
SHTG AND SHTG ABOVE FIRE
+
CUMUL LENGTH OF WALL =
14.4
FT
OPENING
UNIT SHEAR DUE TO WIND =
169
#/FT
<280 -USE SHEARWALL'A'
SEISMIC. TRIB TO WALL ROOF
= . 502.0 SF @ 23.0 PSF=
X
0.086 =
992.96 _LBS INCL SNOW
DL TRIB WALL AB
= 234 SF @ 9.5 PSF=
X
0.086 =
191.18 LBS
DL TRIB WALL 1
= 30.0 SF @ 9.5, PSF=
X
0.086 =
24.51 LBS
' DL TRIB WALL 2
= 30.0 SF @ 9.5 PSF=
X
0.086 =
24.51. LBS
DL TRIB WALL 4
= 30.0 SF @ 9.5 PSF=
X
0.086 =
24.51 LBS WIND
BASE SHEAR DUE TO SEISMIC =
1233.2 LBS GOVERNS
WEIGHT ON WALL DL ROOF
502 SF @ 11.0 PSF=
5522
LBS
NO SNOW WEIGHT IF WIND
DLWALLS
= 234 SF @ 9.5 PSF=
2223
LBS
GOVERNS
SHEAR WALL
LENGTH SHEARWALL =
14.4 1
FT= ### IN
HEIGHT SHEARWALL =
8.0
FT
CUMUL WIND FORCE AT TOP OF WALL =
2434
LBS 169 #/FT
<280 -USE SHEARWALL'A'
OVERTURNING MOMENT =
19469
FT #
TOTAL RESISTING WEIGHT =
7745
LBS
ARM TO CENTROID OF WEIGHT =
7.2
FT
(WRM) WEIGHT RESISTING
MOMENT OF SHEARWALL =
55764
FT #
OTM - WRM =
(36295)
FT #
NO HOLD DOWNS REQUIRED
LATERAL
LINE C
WIND
JABORSKI LINE C 021817
86.6 SF @ 28.3 PSF=
2449.9 LBS
COLLECTED INTO TOP PLATE
A-
R Ci A D
E M E
Design: LATERAL LINE C -
FROM ROOF ABOVE & TRUSS
Project Name: JABORSKI ADDITION
Studio.
... . . . . . . 5 30 .343.5
%09
Project Number: 1501
355
-East Ninth
Street
Date: 12 -Feb -17
Chico,
California
95928
Page: of
LATERAL
LINE C
WIND
SHEAR TRIB AREA ROOF =
86.6 SF @ 28.3 PSF=
2449.9 LBS
COLLECTED INTO TOP PLATE
WALL =
56 SF @ 28.3 PSF=
1584.8 LBS
FROM ROOF ABOVE & TRUSS
BASE SHEAR DUE TO WIND . =
4034.7 LBS
SPANNING FROM 2 TO 4
SEISMIC
TRIB TO WALL ROOF =
515.5 SF @ 23.0 PSF=
X- 0.086
= 1020 LBS INCL SNOW
DL TRIB WALL C =
117.36 SF @ 9.5 -PSF=
X 0.086
= 96 LBS
DL TRIB WALL 1 =
78.0 SF @ 9.5 PSF=
X 0.086
64 LBS
DL TRIB WALL 2 =
. 78.0 - SF @ 9.5 PSF=
X 0.086
= 64 LBS
DL TRIB WALL 4 _
:156.0 SF @ 9.5 PSF=
X 0.086
= 127 LBS WIND
BASE SHEAR DUE TO SEISMIC
1243 LBS GOVERNS
WEIGHT ON WALL DL ROOF =
200.8 SF @ 11.0 PSF=
2209 LBS
NO SNOW WEIGHT IF WIND
DLWALLS =
•117.4 SF @ 9.5 PSF=
1115 LBS
GOVERNS
DL TRUSS @ C/.2 =
POINT LOAD FROM TRUSS
1969 LBS
SHEARWALL
LENGTH SHEARWALL =
13.1 FT=
105 IN & 52 IN
HEIGHT SHEARWALL =
8.0 FT
WIND FORCE @ TOP OF WALL=
4034.7 LBS
308 #/FT <430 -USE SHEARWALL'B'
OTM IN SHEARWALL=
32,278 FT #
WEIGHT ON WALL=
3,324 LBS
ARM TO
CENTROID OF WEIGHT ON WALL=
6.5 FT
(WRM) WEIGHT RESISTING MOMENT OF WALL=
21,743 FT#
OTM - WRM=
10,535 FT #
HOLDDOWN REQ'D -USE STHD8
MAX UPLIFT =
805 LBS
3 EA - USE PB66 @ C/2
NOTE:
DRAG TRUSS ACROSS ROOF ALONG LINE C AT LINE 2 =
1463 LBS
TENSION -USE ST2215
JABORSKI LINE D 021819
A. R C A D E M E
Studio. 530.343.5709
355 East Ninth Street
Chico, California 95928
LATERAL LINE D
Design: LATERAL LINE D
Project Name: JABORSKI ADDITION
Project Number: 1501 ,
Date: 12 -Feb -17
Page: of
WIND SHEAR TRIB INTO STAIR ROOF =
26.3 SF . @ 28.3 PSF=
744 LBS
3 LEVELS ONTO 3 PANELS @LOWER
WIND FROM SOUTH
INTO 3RD FLOOR =
44.1 SF @ 28.3 PSF=
1,248 LBS
CRITICAL
INTO 2ND FLOOR =
50.3 SF @ 28.3 PSF=
1,423 LBS
LEVEL
BASE SHEAR DUE TO WIND =
3,416 LBS
E LENGTH SHEAR WALLS' =
14.42 FT
UNIT SHEAR DUE TO WIND =
237 #/FT
<280 -USE SHEARWALL'A'
`
V
WEIGHT
SEISMIC DL
UPPER STAIR ROOF =
47.2 SF @ 33.0 PSF=
X 0.086
=
134.0 LBS
DL
INT ROOF =
124.9 SF @ 33.0 PSF=
X 0.086
=
354.5 LBS
1374
INCL 22psf SEISMIC
DL
.LO ROOF =
25.0 SF @ 33.0 PSF=
X 0.086
=
71.0 LBS
275
SNOW LOAD
DL
WALL D INTO STAIR ROOF =
38.2 SF @ 16.7 PSF=
X 0.086
=
54.9 LBS
638
DL
WALL D INTO 3rd FLOOR =
68.4 SF @ 16.7 PSF=
X 0.086
=
98.2 LBS
1142
DL
WALL D INTO 2nd FLOOR =
189.2 SF @ 12 PSF=
X 0.086
=
195.3 LBS
2270
DL
WALL 2 INTO STAIR ROOF =
19.1 SF @ 16.7 PSF=
X 0.086
=
27.4 LBS
DL
WALL 3 INTO STAIR ROOF =
19.1 SF @ 16.7 PSF=
X 0.086
=
27.4 LBS
DL
WALL 2 INTO 3rd FLOOR =
43.6 SF @ 16.7 PSF=
X 0.086
=
62.6 LBS
DL
WALL 3 INTO 3rd FLOOR =
43.6 SF @ 6.7 PSF=
X 0.086
=
25.1 LBS
DL
WALL 2 INTO 2nd FLOOR =
50.3 SF @ 16.7 PSF=
X 0.086
=
72.2 LBS
DL
WALL 3 INTO 2nd FLOOR =
50.3 SF @ 6.7 PSF=
X 0.086
=
29.0 LBS
DL
3rd FL =
41.3 SF @ 10 PSF=
X 0.086
=
35.5 LBS
DL
2nd FL =.
117:5 SF @ 10 PSF=
X 0.086
=
101.1 LBS
1175
DL
2nd FL DECK =
24.0 SF @ 7 PSF=
X 0.086
=
14.4 LBS
168
BASE SHEAR DUE TO SEISMIC
=
1288.1 LBSI
7043 IWINDGOVERNS
UPPER WALL
LENGTH UPPER SHEARWALL ABOVE 3rd FLOOR=
5.8 JFT=J
69 IN
2 PANELS
HEIGHT UPPER SHEARWALL ABOVE 3rd FLOOR=
6.8 FT
CUMUL LAT FORCE @ TOP WALL=
744
OTM IN SHEARWALL=
5,061 FT #
WEIGHT ON SHEARWALL=
1,209 LBS
ARM TO CENTROID
OF WEIGHT ON SHEARWALL =
2.9 FT
(WRM) WEIGHT RESISTING MOMENT OF SHEARWALL =
3,476 FT #
STRAP UPPER TO LOWER @
OTM - WRM=
1,585 FT #
WINDOW KINGS & CORNERS 4EA
MAX UPLIFT =
276 LBS
LSTA24 1235#
JABORSKI LINE D 021819
MIDDLE WALL
LENGTH UPPER SHEARWALL ABOVE 2nd FLOOR=
24.0
1 FT= 12881
IN `
1 PANEL
HEIGHT UPPER SHEARWALL ABOVE 2nd FLOOR=
8.0
FT
CUMUL LAT FORCE @ TOP WALL=
1992
-
OTM IN SHEARWALL=
15,939
FT #
WEIGHT ON SHEARWALL=
2,915
LBS
-
ARM TO CENTROID OF WEIGHT ON SHEARWALL=
12.0
FT
(WRM) WEIGHT RESISTING MOMENT OF SHEARWALL =
34,985
FT #
OTM - WRM=
(19,046)
FT #
MAX UPLIFT —
(794)
LBS
HOLDDOWN NOT REQ'D
LL)WEK WALL -3 PANELS
CUMUL LENGTH LOWER SHEARWALLS=
HEIGHT SHEARWALLS ABOVE FLOOR=
14.4
7.8 -
FT=
FT
173 IN
SOLVE FOR EQUAL
CUMUL LAT FORCE V @ TOP WALL=
3416
LBS
HOLDDOWNS BY METHOD
LENGTH NORTH SHEARWALL=
3.75
IFT=l45
IN
OF MOMENTS - THIS CALC
SOUTH WIND V @ NORTH SHEARWALL=
358.
LBS
96 PLFI<280 -USE SHEARWALL'A'
SHOWS THE PROOF NOT-
Q
WEIGHT ON NORTH SHEARWALL=
501-
LBS
THE METHOD
OTM IN NORTH SHEARWALL=
2778
FT #
ARM TO CENTROID OF WEIGHT ON SHEARWALL=
(WRM) WEIGHT RESISTING MOMENT =
1.88
939
FT
FT #
z
OTM - WRM=
1838.7
FT #
HOLDDOWN REQ'D USE: PA51
MAX UPLIFT =
490.3
LBS
2025#
LENGTH CENTER SHEARWALL=
4.83
IFT=l
58
IN
Q
SOUTH WIND V @ CENTER SHEARWALL=
1,597
LBS
330 PLF 1<430 -USE SHEARWALL'B'
WEIGHT CENTER SHEARWALL=
4,145
LBS
OTM IN CENTER SHEARWALL=
12,380
FT #
L
ARM TO CENTROID OF WEIGHT ON SHEARWALL=
2.42
FT
z
(WRM) WEIGHT RESISTING MOMENT =
10,017
FT #
Lu
OTM - WRM=
2,363
FT #
HOLDDOWN REQ'D USE: PA51
MAX UPLIFT =
488.8.
LBS
2025#
LENGTH SOUTH SHEARWALL=
5.83
IFT=l
70
IN
J
SOUTH WIND V @ SOUTH SHEARWALL=
1,460
LBS
250 PLF 2280 -USE SHEARWALL 'A'
,WEIGHT SOUTH SHEARWALL=
2,898
LBS
OTM IN SOUTH SHEARWALL=
11,317
FT #
ARM TO CENTROID OF WEIGHT ON SHEARWALL=
2.92
FT
(WRM) WEIGHT RESISTING MOMENT =
8,452
FT #
STRAP BM TO PL ST2215
HOLDDOWN REQ'D USE: PA51
OTM - WRM= 2,864 FT #
MAX UPLIFT =
491.0
LBS
2025#
JABORSKI LINE E 021817.
ti
A R' C-- A D. E M E
Stu d-io. 530.343.5709
355 East Ninth Street
Chico, California 95928
Design: LATERAL LINE E `
Project Name: JABORSKI ADDITION
Project Number. .,1.501
Date: 12 -Feb -17
Page: of
LATERAL LINE E WITH SOUTH WIND (North wind blocked by garage)
WIND BASE SHEAR TOWER ROOF
= 17.3
SF
@
28.9
PSF=
500 LBS
TOP COLLECTED
TO DECK/PL AS UPPER
WALL 5 TRIB TO DECK
= 19.0
SF
@
28.9
PSF=
549 LBS
CHORD
OF MIDDLE WALL DOWN TO LOWER
WALL 6 TRIB TO ROOF
= 37.3
SF
@
28.9
PSF=
1,078 LBS .
WALL -STAIR TOWER TAKEN INTO LINE F w/
WALL 5 TRIB TO 2nd FLOOR
= 44.0
SF
@
28.9
PSF=
. 1,272 LBS
NORTH WIND
WALL 6 TRIB TO 2nd FLOOR
= 50.5
SF
@
' 28.9
PSF=
1,459 LBS
BASE
SHEAR DUE TO WIND =
41858 LBS
LENGTH BASE
SHEAR WALL =
11.83 FT
UNIT BASE
SHEAR DUE TO WIND =
410.7 #/FT
<430 -USE SHEARWALL'B'
SEISMIC BASE SHEAR TOWER ROOF
= 49.6
SF
@
27.0
PSF=
X 0.373 =
499.5
LBS INCL 22psf SEISMIC
MIDDLE ROOF
= 117.9
SF
@
33.0
PSF=
X 0.086 =
334.6
LBS SNOW LOAD
3rd FLOOR
= 72.0
SF
@
10.0
PSF=
X 0.086 =
61.9
LBS
WALL E TO 3 FLOOR
= 42.0
SF
@
9.9
PSF=
X 0.086 =
35.8
LBS
- WALL 3 TO 3 FLOOR
= 32.0
SF
@
9.9
PSF=
X 0.086 =
27.2
LBS
WALL 5 TO 3 FLOOR
= 22.1
SF
@
9.6
PSF=
X 0.086 =
18.2
LBS r
WALL 6 TO ROOF TO 3 FLOOR
= 37.3
SF
@
16.7
PSF=
X 0.086 =
53.6
LBS
2nd FLOOR
= 201.5
SF
@
8
PSF=
X 0.086 =
138.6
LBS
WALL E TO 2 FLOOR
= 79.3
SF
@
9.9
PSF=
X 0.086 =
67.5
LBS
WALL 3 TO 2 FLOOR
= 61.5
SF
@
9.9
PSF=
X 0.086 =
52.4
LBS
WALL 5 TO 2 FLOOR
= 44.0
SF
@
9.6
PSF=
X 0.086 =
36.3
LBS
WALL 6 TO 2 FLOOR
= 49.9
SF
@
16.7
PSF=
X 0.086 =
71.7
LBS
BASE SHEAR DUE TO SEISMIC =
1325.7
LBS
IWIND GOVERNS
WEIGHT ON WALL
DL TOWER ROOF = ..49.0 SF @ 5.0 PSF=
245
LBS
NO SNOW WEIGHT IF WIND GOVERNS
MIDDLE ROOF = 117.9 SF @ 11.0 PSF=
1,297
LBS
DL
WALL E ABOVE 2nd = 48.3 SF @ 9.6 PSF=
464
LBS
DL
WALL E ABOVE 1st = 75.4 SF @ 9.6 PSF=
724
LBS
UPPER SHEAR WALL
LENGTH SHEARWALL ABOVE 2nd FLOOR=
5.8
FT=
70 IN
HEIGHT SHEARWALL ABOVE 2nd FLOOR=
• 7.0
FT
CUMUL LAT FORCE @ TOP WALL=
2127.0
LBS
365 #/FT <430 -USE SHEARWALL'B'
OTM IN SHEARWALL =
14,889
FT #
- WEIGHT ON SHEARWALL =
2,006
LBS
ARM TO CENTROID OF WEIGHT ON SHEARWALL =
2.9
FT
(WRM) WEIGHT RESISTING MOMENT OF SHEARWALL =
5,846
FT #
OTM - WRM=
9,043
FT #
STRAP UPPER TO LOWER LSTA36
MAX UPLIFT =
1,551
LBS
1640#
LOWER SHEAR WALL
E LENGTH SHEARWALLS ABOVE 1st FLOOR=
11.8
FT=
88 IN+ 54 IN
HEIGHT SHEARWALL ABOVE 1st FLOOR=
7.5
FT
CUMUL LAT FORCE @ TOP WALL=
4858.1
LBS 411 #/FT <430 -USE SHEARWALL'B'
OTM IN SHEARWALL =
36,436
FT #
WEIGHT ON SHEARWALL =
2,729
LBS
ARM TO CENTROID OF WEIGHT ON SHEARWALL =
5.9
FT
(WRM) WEIGHT RESISTING MOMENT OF SHEARWALL =
16,145
FT#
HOLDDOWN REQ'D USE: HTT5
OTM - WRM=
20,291
FT #
w/ 5/8" A36 ALL -THREAD & SET EPDXY -
MAX UPLIFT =
1,715
LBS
7.5" EMBED (2100#)
A R .;..-C A D E M
Studio. . . . . . . . . 530.343.5709
`355 East Ninth Street
Chico, California 95928
1ABORSKI LINE F 021817
E _ Design: LATERAL LINE F.
Project Name: JABORSKI ADDITION
Project Number: 1501
Date: 12 -Feb -17
Page: of
LATERAL LINE F WITH NORTH WIND
(TOWER ROOF TAKEN IN LINE G)
WIND BASE SHEAR WALL.2 TO ROOF
21.9
SF
@
28.9
PSF=
633 LBS
~
COLLECTED
TO EACH SUCCESSIVE
WALL 2 TO LANDING =
45.1
SF
@
28.9
PSF= -
1,303 LBS
FLOOR
DOWN FROM TOWER ROOF INTO
WALL 2 TO LANDING
27.5
SF
@
28.9
PSF=
795 LBS
LINE G
-STAIR TOWER TAKEN IN LINE F
BASE SHEAR DUE TO WIND, _
2,731 LBS
LENGTH BASE
SHEAR WALL =
8.333 FT
UNIT BASE SHEAR DUE TO WIND =
327.7 #/FT
SEISMIC BASE SHEAR STAIR ROOF =
86.8
SF
@
33.0
PSF=
X 0.086 =
246.3
LBS
INCL 22psf SEISMIC
2nd LANDING FLOOR =
22.5
SF
@
10.0
PSF=
X 0.086 =
19.4
LBS
SNOW LOAD
y WALL F TO LANDING 2 =
86.9
SF
@
16.8
PSF=
X 0.086 =
.125.6
LBS
WALL 2 TO LANDING 2 =
43.9
SF
@
16.8
PSF=
X .0.086 =
63.4
LBS
WALL 3 TO LANDING 2 =
43.9
SF
@
12
PSF=
X 1.086 =
.572.1
LBS
1st LANDING FLOOR =
22.5
SF
@
.10
PSF=
X 0.086 =
19.4
LBS
WALL F TO LANDING 1 = -
93.7
SF
@
16.8
PSF=
X 0.086 =
135.4
LBS
WALL 2 TO LANDING "1 =
27.5.
SF
@
16.8
PSF=
X 0.086 =
39.7
LBS
WALL 3 TO LANDING 1 =
27.5
SF
@
9.6
PSF=
X 0.086 =
22.7
LBS
BASE SHEAR
DUE TO SEISMIC =
-1243.9
LBS
WIND GOVERNS
WEIGHT ON WALL DL ROOF =
9.0
SF
@
11.0
PSF=
99 LBS
NO SNOW WEIGHT IF WIND GOVERNS
WALLABOVE LANDING =
92.1
SF
@
16.8
PSF=
1,547 LBS
WALL BETWEEN LANDINGS =
75.4
SF
@
9.6
PSF=
724 LBS
WALL BELOW LANDING 1 =
76.4
SF
@
10.6
PSF=
810 LBS
UPPER SHEAR WALL
LENGTH SHEARWALL ABOVE 2nd LANDING= .
6.1
FT='' 40 IN+ 33 IN
2 PANELS 33"X114"
HEIGHT SHEARWALL ABOVE 2nd FLOOR=
9.5
FT
CUMUL LAT FORCE @ TOP WALL=
633
LBS 104 #/FT <280 :USE SHEARWALL'A'
OTM IN SHEARWALL =
6,013
FT # -
WEIGHT ON SHEARWALL =
1,646
LBS
ARM TO CENTROID OF WEIGHT ON SHEARWALL =
3.0
FT
(WRM) WEIGHT RESISTING MOMENT OF SHEARWALL =
5,007
FT #
STRAP UPPER TO LOWER @ WINDOW
OTM - WRM=
1,005
FT #
KINGS & CORNERS LSTA24 (1235#)
MAX UPLIFT =
165
LBS
MIDDLE SHEAR WALL
LENGTH SHEARWALL ABOVE 1st LANDING='
6.1
FT= 40 IN+ 33 IN
2 PANELS 33"X114"
HEIGHT SHEARWALL ABOVE 1st LANDING=
8.3
FT
•
CUM UL LAT FORCE @ TOP WALL=.
-1936
LBS 318 #/FT <430 -USE SHEARWALL'B'
OTM IN SHEARWALL =
16,129
FT#
WEIGHT ON SHEARWALL =
2,370
LBS
+
ARM TO CENTROID OF WEIGHT ON SHEARWALL =
3.0
FT
(WRM) WEIGHT RESISTING MOMENT OF SHEARWALL =
71209
FT#*STRAP UPPER TO LOWER @ WINDOW
OTM - WRM=
8,920
FT # KINGS & CORNERS 4EA MSTA30
MAX UPLIFT=
1,466
LBS (2050#)
BASE SHEAR WALL
LENGTH SHEARWALL BELOW 1st LANDING=
8.3
FT= 100 IN
1 PANEL 33"X114"
HEIGHT SHEARWALL BELOW 1st LANDING=
3.2
FT
CUMUL LAT FORCE @ TOP WALL=
2731
LBS 328 #/FT <430 -USE SHEARWALL'B' I
OTM IN SHEARWALL =
8,685
FT #
WEIGHT ON SHEARWALL =
3,180
LBS
ARM TO CENTROID OF WEIGHT ON SHEARWALL =
4.2
FT
(WRM) WEIGHT RESISTING MOMENT OF SHEARWALL =
13,245
FT # NO ADDITIONAL UPLIFT - HD REQ'D TO
OTM - WRM=
(4,560)
FT# TIE MIDDLE WALL DOWN 4 PLCS USE
MAX UPLIFT =
(547)
LBS PA51 (2025#)
JABORSKI LINE G.021817
A
R C A D E.
M
E
_
Design: f LATERAL LINE G
Project Name: JABORSKI ADDITION
S .t u d i o.....
.. ... 5 30. 343 . 5 7 0 9
Project Number: 1501
3 5 5
E a s t. Ninth
Street
Date: 12 -Feb -17
Chico,
California
95928
Page: of
LATERAL
LINE G WITH SOUTH.WIND
(North
wind blocked by garage)
WIND BASE SHEAR TOWER ROOF
= .17.3
SF
@
28.9
PSF=-
500 LBS
WALL 5 TRIB TO DECK "_ 22.3 '
SF
@
28.9
' PSF=
644 LBS'
COLLECTED TO EACH SUCCESSIVE
FLOOR DOWN FROM TOWER ROOF INTO
WALL 5 TRIB TO 2nd FLOOR
49.1
SF
@
' 28.9
PSF=
1,419 LBS
LINE G -STAIR TOWER TAKEN IN LINE F
.
BASE
SHEAR
DUE TO WIND =
2,563 LBS
LENGTH
BASE
SHEAR WALL =
9.33 FT .
r
UNIT BASE SHEAR
DUE TO WIND =
274.8 #/FT
<280 -USE SHEARWALL'A'
SEISMIC BASE SHEAR TOWER ROOF
= 49.6
SF
@
27.0
PSF=;
X' 0.373
= 499.5 LBS
INCL 22psf SEISMIC
3rd FLOOR
= 72.0
SF
@
10.0
PSF=
X 0.086
61.9 LBS
SNOW LOAD
WALL G TO 3 FLOOR
= 48.3
SF
@
9.6
PSF=
. X 0.086
= 39.9 LBS
WALL 3 TO 3 FLOOR
= 20.7
SF
@
. 9.9
PSF=
X 0.086
17.6 LBS
WALL 5 TO 3 FLOOR
= 20.7
SF
@
9.6
PSF=
X 1.086
= 215.8 LBS
2nd FLOOR
= 72.0
SF
@
10
PSF=
X 0.086 =
61.9 LBS
WALL G TO 2 FLOOR
= 93.7
SF
@
9.6
PSF=
X 0.086 =
77.4 LBS
WALL3 TO 2 FLOOR
= 49.4
SF
@
9.9
PSF=.
X 0.086 =
42.1 LBS
WALL 5 TO 2 FLOOR
= 49.4
SF
@
9.6
PSF=
X 0.086. _
40.8 LBS
BASE SHEAR
DUE TO SEISMIC =
1056.9 LBS
WIND GOVERNS
WEIGHT ON WALL
DL TOWER ROOF. = 49.0 SF @ 5.0 PSF=
245
LBS
NO SNOW WEIGHT IF
' DL
WALL G ABOVE 2nd = 48.3 SF @ 9.6 PSF=
464
LBS
WIND GOVERNS
DL
WALL G ABOVE 1st = 75.4 SF @ 9.6 PSF=.
724
LBS
UPPER SHEAR WALL
LENGTH SHEARWALL ABOVE 2nd FLOOR=
7.0
FT=
84 IN
HEIGHT SHEARWALL ABOVE 2nd FLOOR=
6.8
FT
CU.MUL LAT FORCE @ TOP WALL=
1144.4
LBS
163 #/FT
<280 -USE SHEARWALL'A'
OTM IN SHEARWALL =
7,725
FT #
-
WEIGHT ON SHEARWALL =
709
LBS
ARM TO CENTROID OF WEIGHT ON SHEARWALL =
3.5
FT
(WRM) WEIGHT RESISTING MOMENT OF SHEARWALL =
2,480
FT #
OTM - WRM=
5,245
FT #.
STRAP UPPER TO LOWER LSTA24
MAX UPLIFT=
749
LBS
(1235#)
LOWER SHEAR WALL
LENGTH SHEARWALL ABOVE 1st FLOOR=
9.3
FT=
112 IN
HEIGHT SHEARWALL ABOVE 1st FLOOR=
7.5
FT
CUMUL LAT FORCE @ TOP WALL=
2563.4
LBS
275 #/FT
<280 -USE SHEARWALL'A'
OTM IN SHEARWALL =
19,226
FT #
_
WEIGHT ON SHEARWALL =
1,433
LBS
ARM TO CENTROID OF WEIGHT ON SHEARWALL =
4.7
FT
(WRM) WEIGHT RESISTING MOMENT OF SHEARWALL =
6,683
FT #
HOLDDOWN REQ'D USE: HTT5
OTM - WRM=
12,543
FT #
w/ 5/8"A36
ALL -THREAD & SET EPDXY -
MAX UPLIFT =
1,344
LBS
5" EMBED (1400#)
A, , R C A D E M E Design:TowciL tA7rp4t,
Project Name: THE JABORSKI ADDITION
S t u d i o . . . . . . . . . 5 3 0. 3 4 3. 5 7 0 9 Project Number: 1501
3 5 5 E a s t Ninth Street Date: 20 -Sep -16
Chico, California 95928 -.Page: of
.......... ........... I .......... ......... .................... .................... .................... ............. ..................... .......... ................................... ................................................. ..............
. ......... .........
....... ..........
A!v.
....... el5.
..........
................... ......... .......... ......
. . . . ........ .
........... ... . .... I �l . ........ ..................... ..........
.... ...... .. .....
'01
..... ......... .................
.... ..... ..
y
.. .. ... . .......
Uv ............. ...... .........
.......... .... ........ ...... .
i.- I ... ........... ....... .....
......... . .......
J 2-
fq
T I
.. ......... ......... ....... .... .... ......... .......
....... .. . ..... .......... .......... ...... ...... t .........
:..........I.........5
.................... .......... ......... ...... .....
......... X . ..........
......... ........ ......... ....... . .. +-
21
........... . ........
.......lt...... .I......... . ..
..........
nh4l
.... ..... .. .. -;5e <, - ,.- -- - -1--0 � 0
74 i. -40. . .........
.................
-4
................... ..........
Design: FTG LINE 6
Project Name: THE JABORSKI ADDI'
Project Number: 1507
.Date: 04 -Oct -16
Page: of
Wf=
Ws=
Nx=
Ex= 0.00
0.00
A, R C A D E
M E .
WL= 0.90
0.00
.Studio.. '. . . . . . . 530.343.5709
3'55 East Ninth
Street
Chico, California
95928
""SPREAD FOOTING (RECTANGULAR) -LINE 6 ,
FOOTING WIDTH (x) =
36.00 (W =. inches) 3.00
FOOTING LENGTH (y) =
144.00 (L = inches) 12.00
EQUIVALENT FOOTING THICK (z) =
10.00 (T = inches) 0.83
F VOLUME -OF FOOTING =
30.00 (V = C. F.)
FOOTING DENSITY =
145.00 (@c = P.C.F.)
FOOTING WEIGHT=
4350.00 (Wt = pounds)
SOIL DENSITY =
110.00 (@s = P.C.F.)
SOIL DEPTH ABOVE FTG =
0.00 (inches) 0.00
AXIAL COLUMN LOAD =
2990.00 (Pz = pounds)
Design: FTG LINE 6
Project Name: THE JABORSKI ADDI'
Project Number: 1507
.Date: 04 -Oct -16
Page: of
Wf=
Ws=
Nx=
Ex= 0.00
0.00
Ey= 0.02
0.16'
WL= 0.90
0.00
183
0
LOAD dx FROM Y AXIS =
8.00
(dx = INCHES) 1 Pz*dx/Nz=
LOAD dy FROM X AXIS ,=
0.00
(dy = INCHES) '0 Pz*dy/Nz=
` APPL MOMENT ABOUT X =
0.00'
(Mx = inch pounds) 0
APPL MOMENT ABOUT Y =
1420.00
(My = inch pounds) 118.
APPLIED SHEAR X =(+X DIR)
1420.00
(Vx = pounds)
1 APPLIED SHEAR Y =(+Y DIR)
0.00
j(Vy = pounds)
CAUTION SIGN CONVENTION generally: negative shear in Y direction
RIGHT HAND RULE produces positive moments about X axis
SOIL STRESS CORNER QUADRANT 1 =
387
P.S.F. +,+=1 COUNTERCL
SOIL STRESS CORNER QUADRANT 2 =
21
P.S.F.
SOIL STRESS CORNER QUADRANT 3 =
21
P.S.F.
SOIL STRESS CORNER QUADRANT 4 =
387
P.S.F. ! ..
EQUATIONS""'�
Sx = Ix/Cy
Nz = Pz + WLT@c + WLD@s
Eccentricity Ex = My/Nz + T*Vx/Nz + Pz*dx/Nz
Ey = Mx/Nz - T.*Vy/Nz + Pz*dy/Nz
s
SOIL STRESS =-Nz/A ± MyCx/ly ± MxCy/Ix
= Nz/LW (1 ± 6Ey/W A 6Ex/L )
NOTE:. Soil stress must be above zero, otherwise
Nz is outside the kern and part of footing
uplifts. ,
Pagel
AC1318 .,
1501 JA%BORSKI FOUNDATION BEAM LINE D
SINGLE REINFORCED
-
CONCRETE BEAM ACI -318
MOMENT DUE TO DEAD LOAD (Mdl) =
14.00
(inch kips) 59.04
MOMENT DUE TO LIVE LOAD (MII) =
45.04
(inch kips)
' MAXIMUM HORIZONTAL SHEAR IN BEAM (V) =
2.620
(kips)
CONCRETE COMPRESSIVE STRENGTH (fc) =
2500
(psi) -0.08
REINFORCING STEEL YIELD STRENGTH (fy) =
60000
(psi)
' BEAM WIDTH (b) =
• 12.0
(inches)
BEAM DEPTH TO STEEL (d) =
8.0
(inches)
CAPACITY REDUCTION FACTOR ' (a) =
0.90
(bending = 0.90)
BETA FACTOR PER ACI 10.2.7 ((3) =
0.85
(0.85 for fc<4000psi)
ULTIMATE MOMENT (Mu=1.4*Mdl+1.7*MII) =
96.2
(inch kips) Cb= 4.73
DESIGN MOMENT (Mu/((x) =
106.9
(inch kips) 8.90 ab= 4.02
BALANCED STEEL (Asb=.85 fc a.b/fy) =
1.71
(square inches) z= 5.99
- MAXIMUM STEEL ALLOWED (Asmax=.75 Asb) =
1.28
(square inches)
AREA STEEL REQUIRED (Asreq) =
0.30
(square inches)
MINIMUM STEEL (Asmin=200bd/fy) =
-0.32
(square inches)
' OR WHICHEVER IS LESS (4/3 Asreq) =
0.40
(square inches)
TRIAL STEEL AREA (As) =
0.62
(square inches)
RATIO OF STEEL TO CONCRETE (p) =
0.006.
(As/bd
CHECK DEFLECTION.IF p >
0.008
(.18 fc/fy) OK
DESIGN SHEAR REINFORCEMENT IF 2.6 > Vc =
4.80
(kips) OK
- BEAM CAPACITY Mu=OAsfyd(1-.59pfy/fc) =
243.3
(inch kips) 228%
Pagel
• 4011 Sierra College Blvd., Loomis, CA 95650'•" t.
Phone (916)652-4655 Fax (916) 652=3860
• 5033 Feather River Blvd., Olivehurst, CA 95961
Phone (530) 743-8855 Fax (530) 743-8856
."Serving The Best BuildersWWW.GOHOMEWOOD.COM
Truss Calc Subm
Client:
j
Jaborski Residence
Project:
101 Tipsob Peak.Rd.
Berry Creek, CA
Truss Designer: Tracking / Work Order #:
Bryan Wagner 0581116
blyanw@homewoodtruss.co m
Phone: (530) 743-8855
......................... ............
AOG
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PH (530) 743-8855 JABOR_ SKI RESMDENCE
Fax (530)743-8856
JAB OR S K 31
HOMEWOOD TRUSS CO 101 T2PS00 PEAK ROAD
BERRY CREEK, CA
5033 FEATHER RIVER BLVD
SALES REP: BW
DUE DATE: 11/30/16
DSGNR/CHKR: AW / BW
WOX: 0581116
SCALE: 1^�8' O^
Date: 12/1/2016 9:15
TC Live
20.00
psf
DurFac-Lbr
1.25
TC Dead
9.00
psf
DurFac-Plt
1.25 -
BC Live
0.00'psf
O.C. Spacing:
2
BC Dead
12.60
psf
Design Spec:
CRC -2013
OTr/er.fn- Al
/ 17
I ,
ALPINE
. •Ft: fitV LCN.tiAiIY -
ti
Engineering eJob
12/15/2016
This eJob is prepared exclusively for:
Homewood Truss (5824)
PO Box 5010
Marysville, CA 95901-8501
Work Order: 0581116
` Job Customer: JABORSKI
Job Name: JABORSKI RESIDENCE
.'' Job Address: 101 TIPSOO PEAK ROAD ,
BERRY CREEK, CA
-Alpine ID: T553667.J582460
I hereby verify that this document was prepared by me or under my direct supervision and that
I am a duly Licensed Professional Engineer. I am responsible for the design of each
component detail only -- not for the proper manufacture of the components.
This document is no longer valid if any modifications are made to it..
Alpine, a division of ITW Building Components Group Inc.
2820 N. Great Southwest Pkwy.
Grand Prairie, TX 75050
800-521-9790
r'
ALPINE
mi fTw CC .Wiv
Table of Contents
Engineering eJob
12/15/2016
Page No. Truss Label Page No. Truss Label Page No. Truss Label
1 A01 2 A01S 3 AOG
4 BO 5 B01S 6 C01
7 COG 8, D01 9 D02
10 D03 11 D04 12 GT1
13 J02 14 J04 15 J06
16 J08 17 M03
Alpine, a division of ITW Building Components Group Inc.
2820 N. Great Southwest Pkwy.
Grand Prairie, TX 75050
800-521-9790
4
Engineering eJob
12/15/2016
Truss Engineer Design Responsibilities
The engineer's signature on this design certifies that the individual component depicted, if built
with the materials and to the placements and tolerances specified, will bear the loads shown
on the drawing. Users of the component are responsible for determining that any as -built
component conforms to the design. The loading and dimensions specified have been provided
by others and have not been verified' by the signing engineer. The building designer is
s., responsible for determining that the dimensions and loads for each component match those
required by the plans and by the actual use of the individual component. The building designer
is responsible for ascertaining that the loads shown on the designs meet or exceed applicable
building code requirements and any additional factors required in the particular application.
The engineer's seal on the attached component designs indicates acceptance of professional
engineering responsibility solely for the design of the individual component assuming that the
loading and dimension requirements are as represented to the engineer. The suitability and
use of this component for any particular building is the responsibility of the building designer in
accordance with ANSI/TPI 1 Chapter 2. The engineer certifying this component is not
responsible for anything beyond the specific scope of work set forth above, including but not
• limited to, the loading factors used in the design of the component, the dimensions of the
component, the transfer of lateral loads from the roof and/or forward to the shear walls down to
the foundation, connection of the components to the bearing support, the design of the bearing
supports, the design and connection to the shear walls, the design of temporary or permanent
.building bracing required in the roof and/or floor systems, transfer of vertical loads down to the
foundation, the design of the foundation or analysis in connection with the roof and/or floor
diaphragms of the building. This is a high quality facsimile of the original engineering
document. A wet or embossed seal copy of this engineering document is available upon
request.
Alpine, a division of ITW Building Components Group Inc.
2820 N.- Great Southwest Pkwy.
Grand Prairie, TX 75050
800-521-9790
7 ,
i
ALPINE y
. .. dV QW CCX:�itNY
r
t •
Engineering eJob
12/15/2016
Required Details*
Other Available Details*
http://www.itwbcg.com/trussconnections.php
*Sealed versions of these details are available upon request.
Alpine, a division of ITW Building Components Group Inc.
2820 N. Great Southwest Pkwy.
Grand Prairie, TX 75050
800-521-9790 r
s
r .
0
Job Name: JABORSKI RESIDENCE
Truss ID: A01.
- Qty: 6
BRG X -LOC REACT SIZE REQ'D
.TC 2x6DFL g2 -
Designed per ANSI/TPI 1-2007
UPLIFT.REACTION(S) : r
1 0- 2-12 1591 5.50" 1.70"
BC 2x4 DFL #1 d Btr. �
'Fab n cation Tolerance - 20.0%
Support C&C Wind Non -Wind
2 17- 9- 4 1591 5.SO" 1.70"
MAX DEFLECTION (span)
WEB 2x4 DFL STANDARD - -
Bearings designed for an FcPerp value of the
1 -109 lb Y
_
L/999 MEM 7-8 (LIVE) LC 41
2x4 DFL S1 6 Btr. 7-3
Kcr (creep factor) - 2.00
lesser of the truss chord lumber value.0r
625 for all bearings. _
2 -109 lb Y
This truss is designed using the
L= -0.20" D= -0.16" T= -0.35"
IRC/IBC truss plate values are based on
Refer to Joint QC Detail Sheets for
. , ASCE7-10 Wind Specificatipn
® Joint Locations ®
I G- o- 0 6 0- a 0
testing and approval as required by IBC 1703
AN
Cq factors and Rotational Tolerances.
Bldg Enclosed - Yes,
2 s- 9- 4 7 6- 2-12
and and are reported in ESR -1118.
PLATING BASED ON GREEN LUMBER VALUES.
Loaded for 10 PSF non -concurrent BCLL.
ASCE7-10 SNOW LOAD DESIGN CRITERIA:
Truss Location = Not End Zone
3 9-0-0 . 8 12-0-0
a 12- 0- 0 9 1B- o- o _
-
Not designed for attic storage unless
Pg = 79 psf, Ce.= 0.9, I = 1.0, Ct = 1.10 -
Ex Cate or C
P 9 Y= '
Bldg Length = 18.00 ft, Bldg Width 28.00 ft
5 18- 0- 0
noted otherwise.
20.00 psf f
Mean roof height = 11.51 ft, mph 110
CRITICAL KEMBER FORCES:
���
- -
Occupancy Category II, Dead Load = 9.6 psf
Tc COKP.jD%j, Tills (1.6 CSI
-39101 230(1.600.59
lateral restraint n webs int have rbracbVeport view d per BCS/ sections B3, 67 or 810, as eppOraNe. Apply plates m each tee of true and
pO°m0n as anown above and on the Joint Details report nmesss noted othenwLse.
po tion as shown
g
Desi ned as Main Wind Force Resistin S stem1-2
-37071.15 29100((1.600.23
"
owDu
5 nowDu r L=1.15 P=1.15
!:// UI
- Low-nse and Components and Claddsng
iY2-3
3-4 -23391.15/ 228 1.60 0.28
II
Tributary Area = 36 sqft
4 -S -24231.15/ 165 1.60 0.43-
TC Dead
-
-
ac COMP. DUR. / TENS. OUR. CSI
,onlormarce wilh ANSVTPI 1, or for haMgrV. sNppbV. bt"atWn 8 braWg of trusses.
A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility
.
6-7 _.-1S7 1.60 / 3346 1.15 0.55
1.15 / 1.10 / 1.10
2820 N. Great SWPAtry. GrandPra614 T)y 73050
solely for the design shown. The suitability and use of tiffs drawing for any structure Is the responsibility of the Building
7-8 -46 1.60 / 1494 1.15 0.42
BC Dead
7.00 psf -
0. C. Spaci ng 2- 0- 0
B-9 -94 1.60 / 1962 1.15 0.38
Designer per ANS01011 Sec.2 '
We COMP. WR. / TENS. (OUR. CSI
TRUSPLUS 6.0 VER: T6.5.20
TFor moreNformagPI: wonseethhjob'saeneralnotespageardthesewebsgn:
ALPINE:=5=11p-rcrc ICC:
;=;Wmmcglsr�dx�L9m:
2-7 -672(1.153/ 132(1.603 0.09.
Bid9 Code:
CRC -2013
DEFL RATIO: L/240 TC: L/24
3-7 -166 1.60 / 2625(((1.153) 0.36
'
3-8 -117 1.60 / 867 1.15 0.38
4-8 -954 1.15 / 13S 1.60 0.17
I9-0-0 1 9-0-0 1
1 2 3 4 5
6.00 6.0
8X10
1.5X3 1.5X3 -
504 504
7X10 SHIP
T 6X10 1-5-5 3X10 T
0-6 4 0-6-4
- •sxs -
B1 E12
W:508 3.0 -3.00 W:508
R:1591 01R:1591
U:-109 5 9 4 1 1 6 0 0 1 U:-1 09
5-9-4
18-0-0
6 7 8 9
T.
No. C 72160
'
�pF
- -
"
All connector plates are ALPINE Wave 20 ga., unless preceded by *H' for High Strength 20 ga.,'S' for Super
Strength IS Be. Plates are to be positioned per Joint Detail Report Circled plates and false frame plates
CAV
•� A c
2I SI O
ere posi0oned as shown above. Shift gable stud plates to avoid overlap with structural plates.
1 1 V
268 - Homewood Tr S
"WARNING!" READ AND FOLLOWALL NOTES ON THIS DRAWING/
Cust: JABORSKI
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIR: Dri vej4_OS81116_L00007_J00001
n of BCSI (BuOdi g Component
require edreme care In faMkaBip. handgre, shipping. IrmtalIM and brach V. Refer to aid fo0ow the latest eddbm
W0: D rT ve_M-0 581116_L000
Safety Intormatbn, by TPI and WTCA) for safety precdces prior to performing Ines . furmlUo butallem shag provide temporary bracing per SCSI. Unless
Ds gn r : AW
#LC = 43 WT/PLY : 1164
v VTosses
ry
no ted otherwise, top chord shag have property attached structure! aheaftV and Dottom chord and have a property aft -J d rigid ceffiM. Locations atmwn •:
TC Live
20.00 psf f
Li r L=1.25 P=1.25
�y
���
�
r� rl
lu^\\VVI
lateral restraint n webs int have rbracbVeport view d per BCS/ sections B3, 67 or 810, as eppOraNe. Apply plates m each tee of true and
pO°m0n as anown above and on the Joint Details report nmesss noted othenwLse.
po tion as shown
TC 5 now (Pf)
55.00 psf
owDu
5 nowDu r L=1.15 P=1.15
!:// UI
II
Alpine, a divubn of nW Bwdbv Components Group Inc, Mag not be responsible for any deviation from ihh dr -N. any faflure to bulitl the toes in
TC Dead
13.00 psf
Rep Mb r Bnd /Comp /Tens
AN lTNrC08fPANY
,onlormarce wilh ANSVTPI 1, or for haMgrV. sNppbV. bt"atWn 8 braWg of trusses.
A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility
BC Live
0.00 psf
1.15 / 1.10 / 1.10
2820 N. Great SWPAtry. GrandPra614 T)y 73050
solely for the design shown. The suitability and use of tiffs drawing for any structure Is the responsibility of the Building
BC Dead
7.00 psf -
0. C. Spaci ng 2- 0- 0
Designer per ANS01011 Sec.2 '
TRUSPLUS 6.0 VER: T6.5.20
TFor moreNformagPI: wonseethhjob'saeneralnotespageardthesewebsgn:
ALPINE:=5=11p-rcrc ICC:
;=;Wmmcglsr�dx�L9m:
Bid9 Code:
CRC -2013
DEFL RATIO: L/240 TC: L/24
Job Name: JABORSKI RESIDENCE
Truss ID: A01
Qty: 1
BRG X -LOC REACT SIZE REQ'D '
TC 2x6 DFL #2
Designed per ANSI/TPI 1-2007
UPLIFT REACTION(S)
1 0- 2-12 1580 5.50" .1.68"
'BC 2x4 DFL#1 6 Btr.
Fabrication Tolerance = 20.0% •
Support C&C Wind Non -Wind
2 17- 7- 6 1563 1.75 1.67"
WEB 2x4 DFL STANDARD
Bearings designedfor an FcPerp value of the
1 -108 16
MAX DEFLECTION (span)
2x4 DFL #1 & Btr. 7-3
'lesser of the truss chord lumber value or
2 -107 lb
L/999 MEM 7-8 (LIVE) LC 41
Kcr (creep factor) = 2.00
625 for all bearings.
This truss is designed using the f
L. -0.20" D= -0.16" To -0.36"
IRC/IBC trussplate values are based on
Refer to Joint QC Detail Sheets for
ASCE7-10 Wind Specification i
® joint Locations ®
1 a- o- 0 6 O o
testing and approval asPPrequired b IBC 1703
Cq factors and Rotational Tolerances.
Bldg Enclosed = Yes,
6-
2 5- 9- 4 7 6- 2-12
and ANPLATINGIBASEDTPI and are ON GREENLUMBERVALUESorted in -1118.
aded for 10 PSF non -concurrent CLL.
Trus
p CategoLocry Not End Zone
3 9- o- o e 1z- o- o
s ii- e q 9 17- 8- 4 .
Not designed for attic storage unless
noted otherwise._ g
ASCE7 10 SNOW LOAD DESIGN CRITERIA
P = 79
9 psf, Ce 0.9, I = 1.0, Ct = 1.10
yg = 00 ft
glean theight 8 O011tSlBft9
CRITICAL MEMER FORCES:
TC COMP.000R. / 7ENs.InCS1
-
" - - -
-
roof mph 110
Occupancy Category II, Dead Load 9.6 psf ,.
,
1-2 ae7o(1.15/ 22703 0.59
Li veDu r L-1.25 P-1.25
A
Designed as Main Wind Force Resisting System
2-3 -3667 L15 / 2880))) 0.23
-
-Low-nse and•Components and Cladding3-4
-2220 1.1S /. 2241.60 0.22
TC Snow(Pf) 55.00 psf
SnowDu r L=1.15 P=1.15
Tributary Area 3S sgft4-5
-2330 1.1S / 1621.60 0.42
J�
BC COMP. WR. / TENS. CSI
R15))
psf
TC Dead 13.00 f
Re Mb r B nd / Com / Tens
P P
6-7 -156((1.603/ 3310((1W. 0.55
confome- with ANSUTPI 1, or tot handling, shipping, Installation a bracing of mase..
A seal on lids drawing or cover page listing This drawing, Indicates acceptance o1 professional engineering responsibility
- s
7-8 -44(1.603/ 1460(1.153 0.41
2820 N. Great SWPrrt y. Grand wants• nr 76050
solely for the design shown The suitability and use of this drawing for any structure is the responsibility of the Building
' r 4
8-9 -89 1.60 / 1861 1.1S 0.35
'
- •..
• ,
WB COMP.(WR. / TENS. (DUR. CSI
-
TRU S P LU $ 6.0 VER: T6.5.20
2-7 -674(1.153/ 132(1.603 0.09
3-7 -165 L60 / 2610(((1.153) 0.36
Bldg Code: CRC -2013
,1
• -
3-8 -116 1.60 / 767 1.1S 0.34
4-8 -880 1.15 / 133 1.60 0.16
I 9-0-0 I 8-8-4 I
1 2 3 4 5
t 6.00 "O
- 8X10 -
• ; 1.5X3 1.5X3
5-114 r 5-114
7X10 = SHIP
6X10 1- 5 5X8 �.
0T-4 .. 0-8-2
B1 B2
W:508 3.0 -3.00 W:112
11:1580 R:1563
U:-108 5-94 1 I 5-8-4 I U:-107
5.9-4
- -4 0-3-12
6 7 8 9 STUB
T.
No. C 72160
�9 CN{1.
Or
dpth 20 ha., 'S*
All connector plates ere ALPINE Wave 20 ga., unless precedeoint Detail d Dyy •H' or Hiiyh StrenCircled *forSuper
18 am to,
Slreare
gdaaslates pates
pO loneshown above. Sh' gablesitioned per
stud plates o avoid o overlap with structural plates.
12/15/2016
268 - Homewood Truss
**WARNINGI** READAND FOLLOWALL NOTES ON THIS DRAWING!
Cust: JABOR5KI
(CA's
**IMPORTANT**
DIR: Dri vejL0581116_L00007_J00001
/\
FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
Trusses require ememe care in tabricaarg, handling, "pig, installing and bracing. Refer to and follow the latest edition o1 BCSI (Building Component
W0: Drive M 0581116_1-000
Safety Information• by TPI and WTCA) for safety pracacn prior to performing these functions. Installers shag provide temporary bracing; per BCSL unless
Ds gn r : AW #LC = 43 WT/PLY: 115
n
noted otherwise, op decd shall Java properly attached structural sheathbV and baaam chord shat have a prapedy attached rigid cemng. Locators al-
n
r� m
to permanent lateral restraint of webs"have bracing bsdaed pw BCSI sactom B3• B7 on Sill, m appOcable. Apply ptates o each face of toss and
TC Live 20.00 psf
Li veDu r L-1.25 P-1.25
A
ILIA
��
�UI�\��
positron a anown above and an m Joint Detab report unless noted otherwise.
TC Snow(Pf) 55.00 psf
SnowDu r L=1.15 P=1.15
J�
Alpine• a dfdskn of 11W Building Components Group mc, shall not be respnesibo for any deviation from thio drav&V. any faflure to bulk the Inas in
psf
TC Dead 13.00 f
Re Mb r B nd / Com / Tens
P P
AN RW COMPANY
confome- with ANSUTPI 1, or tot handling, shipping, Installation a bracing of mase..
A seal on lids drawing or cover page listing This drawing, Indicates acceptance o1 professional engineering responsibility
BC Live 0.00 psf
1.15 / 1.10 / 1.10
2820 N. Great SWPrrt y. Grand wants• nr 76050
solely for the design shown The suitability and use of this drawing for any structure is the responsibility of the Building
BC Dead 7.00 psf
0. C. Spaci ng 2- 0- 0
Designer per ANSMI1 Sec.2
TRU S P LU $ 6.0 VER: T6.5.20
Far more infor-don gee We Jobb general notes page and arse web sites:
ALPINE? WAftIDYdRID:TPI: •WTCAjY>70.RbcinduMom*ICC: www.iccaafaom
Bldg Code: CRC -2013
DEFL RATIO: 1-/240 TC: 1-/24
Job Name: JABORSKI RESIDENCE
Truss ID: AOG
Qty: 1
BRG
X -LOC
REACT
SIZE
REQ'D
TC 2x6 DFL t2
Designed per ANSI/TPI 1-2007
UPLIFT REACTION(S)
:
1
0- 3- 6
282
6.75
1.S0
BC 2x4 DFL $1 & Btr.
Fabrication Tolerance - 20.0%
Support
C&C Wind
-174 l.ls /
Non -Wind
2
1- 7- 6
42
3.50"
1.50"
WEB 2x4 DFL STANDARD
Bearings designed for an FcPerp value of the
1
-19
lb
,
3
2- 8- 0
451
3.50"
1.S0"
Kcr (creep factor) - 2:00
lesser of the truss chord lumber value or
2
-6
lb
4
4- 0- 0
312
3.50"
1.50"
Refer to Joint QC Detail Sheets for
625 for all bearings.
3
-45
lb
S
5- 4- 0
342
3.50"
1.50
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
4
-18
lb
6
7
6-.8- 0
8- 3- 0
361
361
3.50
3.50"
1.50
1.50"
Loaded fr 10 PSF non -concurrent BCLL.
testing and approval as required by IBC 1703
5
-20
lb
1.5X3
8
9- 9- 0
361
3.S0
1.50"
ASCE?-1DOS NOW LOAD DESIGN CRITERIA:
and AN and are reported in ESR -1118.
6
-23
lb
j
9
11- 4- 0
381
3.50"
1.50"
Pg - 79 psf, Ce = 0.9, I - 1.0, Ct - 1.10
Mark all interior bearing locations.
7
-23
lb
SHIP
10
12- 8- 0
342
3.SO"
1.50"
Permanent bracing is regwired to
Install interior suppport(s).before erection.
designer
8
-23
lb
11
14- 0- 0
312
3.50"
1.50"
pprevent rotation/toppling. See
BCSI ANSI/TPI 1.
Building shall verify gable loads
loads, if
9
10
-23
lb
lb
12
SS- 4- 0
451
3.50"
1.50"
and
PLATING BASED ON GREEN LUMBER VALUES.
and eave appplicable.
Refer to appropriate ITWBCG's Standard
11
-20
-18
lb
/
13
14
16- 4-10
17- 8-10
42
282
3.50"
6.75"
1. S0"
1.50"
HORIZONTAL REACTION(S
;
Gable Details for information regarding
9 g
12
-45
lb
MAX DEFLECTION (span)
support 1 176 b
support 14 -176 lb
the bracing of this gable truss.
This truss is designed using the
13
14
-6
-19
lb
lb
�L�OAi_
L/999
L-
MEM 12-13
0.00" D.
(LIVE)
0.00"
LC 40
T. 0.00'"
Not designed for attic storage unless
ASCE7-10 Wind Specification
9-21
/
-36115 /
-17011111S
32 1.60 0.08
1.1
`Y
10-22
-32415 /
20 1.601 0.05
noted otherwise.
Bldg Enclosed = Yes,
11-23
-2931S /
22 1.60 0.04
®
1
Joint Locations
0- 0- 0 14
®
0 o-
o
12-24
6-19
-43815 /
-17015 /
Truss Location = Not End Zone
f 14 15 16 17 18 19 20 21 22 23 24 25
2
2- 8- 0 1s
2- - a-
o
Exp Category = C
3
a- o- 0 16
4- 0-
0
-
Bldg Length 18.00 ft, Bldg Width'= 28.00 ft
�4 CIV11..
4
5- 4- 0 17
5- 4-
o
SOF CAV
Mean roof height = 11.51 ft, mph 110
AD connector plates are ALPINE Wave 20 ga., unless preceded by'Fr for High Strength 20 ga..'S' for Super
S
6
6- e- 0 18
8- 3- 0 19
8- a-
8-
o
0
12/15/2016
-
Occupancy Categor II, Dead Load 9.6 psf
Truss designed
to
support 1-0-0 top chord outlookers
7
9- o- o zo
9-
9- 9-
o
Cust: 3ABORSKI
DIR:
Designed Main ind Force Resisting System
g ed
and cladding load
not to exceed 10 PSF one face, and
8
9- 9- 0 21
11- 4-
o
Tnases require edreme rare in fanrirawg, handlre, shippi g, Instamrg and bracbg. Refer to and fellow the latest edition of BCS/ (Buildin0 Component
,as
- Low-rise and Components and Cladding
24" span
opposite
face. Top chord must not be cut or
9
11- 4- 0 22
12- 8-
o
'
Tributary Area - 81 sqft
notched.
103.2-
11
8- 0 23
14- 0- 0 24
14- 0-
15- 4-
0
0
y� n
e of ss and
o permanent hte of "d of webs shah rave b actrg Installed per SCSI sections B3, B3, B7 at 870, applicable. Apply plates to each txm
far
TC Live
20.00 psf f
r
Li ve Du L=1.25 P-1.25
12
15- 4- 0 2S
18- 0-
0
�u(�\\�
position as shown above and on the Jobs Detain report. unless noted othem&e.
TC Snow(Pf)
55.00 psf
SnowDu r L=1.15 P=1.15
TC
comp. WR. / TENS. DUR. CSI
1-2
-165 1.15 /
32 1.15 0.07
9-0-0 9-0-0
-
2-3
3-4
-164 1.15 /
-1 s7 1.15 /
1 1.60 0.06
12 1.60 0.04
1 1 I
1 2 3 4 5 6 7 8 9 10 11 12 13
4-S
:IS
-1S9 1:IS /
33 1.60 0.03
e ,
S-6
-174 l.ls /
60 1.60 0.04
0.03
-
6.00
6-7
7-8
-146 /
-146 1 A /
54 1.60
54 1.60 0.03
6X6
8-9
9-10
-174 1.15 /
-159 1.15 /
60 1.60 0.04
33 1.60 0.03
10-11
-157 1.15 /
12 1.60 0.04
1.5X3 1.5X3
-
11-12
12-13
-164 1.15 /
-155 i.ls /
1 1.60 0.06
32 1.15 0.07
1.5X3
1.5X3
Bc
1a-ls
CDNP.CCWR. / TENS. `WR. CSI
-101(1.15;/ 6s<l.so� 0.03
1.5X3
1.5X3 -
t
17
161�
%
00.003
5
1.5X3
_
1.5X3
39- o
j
01
0.011
1.5X3
1.5X3
SHIP
20-21
/
0.01
21-22
23 24
/
%
0.01
0.01
2X4
2X4
24-25
/
0.03
�4
0---4
WB
2-15
3-16
CDNP. WR. / TENS. WA. CSI
-438 1.15 / 57 1.60 0.05
-293 l.ls / 22 1.60 0.04
1.5X3 1.5X3 1.5X3 1.5X3 1.5X3
�L�OAi_
4-17
5-18
6-19
8-20
-324 l.ls /
-361 1.15 /
-170 1.15 /
S
20 1.60 01:1
32 1.60 0.0&
0.05
0.05
1.5X3 1.5X3 1.5X3 1.5X3 1.5X3.,
9(
T. T,qN A
9-21
/
-36115 /
-17011111S
32 1.60 0.08
1.1
`Y
10-22
-32415 /
20 1.601 0.05
11-23
-2931S /
22 1.60 0.04
t 18-0-0 I
12-24
6-19
-43815 /
-17015 /
57 1.60 0.05
0.05
f 14 15 16 17 18 19 20 21 22 23 24 25
8-20
-170 /
0.05
No. C 72160
�4 CIV11..
SOF CAV
AD connector plates are ALPINE Wave 20 ga., unless preceded by'Fr for High Strength 20 ga..'S' for Super
Strength 18 sta. Plates are to be positioned per Joint Detail Report Circled plates and false frame plates OVER CONTINUOUS SUPPORT
12/15/2016
are positioned as shown above. Shin gable stud plates to avoid overlap with structural plates.
268
- Homewood Truss
"WARNING!'" READ AND FOLLOW ALL NOTES ON THIS DRAWING/
**IMPORTANT""'
Cust: 3ABORSKI
DIR:
(G4)
FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
ve-M
Tnases require edreme rare in fanrirawg, handlre, shippi g, Instamrg and bracbg. Refer to and fellow the latest edition of BCS/ (Buildin0 Component
ri 05811116_L00007�00001
W0: D ri V eJILO 581116_L000
Safety Information. by TPI and WTCA) for safety practices prior to performing these functions Installers shall provide temporary bracbg per SCSI. Unless
Dsgn r : AW
#LC = 43 Vr/PLY : 1334
noted otherwise, top chord shall have property amsched structural sheathN and bottom chord shal have a property affiched A& calling. Locations shown
y� n
e of ss and
o permanent hte of "d of webs shah rave b actrg Installed per SCSI sections B3, B3, B7 at 870, applicable. Apply plates to each txm
far
TC Live
20.00 psf f
r
Li ve Du L=1.25 P-1.25
LM
�u(�\\�
position as shown above and on the Jobs Detain report. unless noted othem&e.
TC Snow(Pf)
55.00 psf
SnowDu r L=1.15 P=1.15
J�
AlpBn e. a diWbn of ITW 8WkMg Componerds Group Inc, eha8 not be responsible for any deviation from Nb drawing, any failure to Wid the fres b
TC Dead
13.00 psf
Rep Mb r Brill / Comp / Tens
AN 111NC081PANY
wrdormarcro, eh ANSVTPI 1. or for ha�ire, W*pbg, Installation & ma I l; of busses
A seal on this drawing or cover page listing this drawing, Indicates acceptance of profesalonal engineering responsibility
BC Live
0.00 psf
1.00 / 1.00 / 1.00
28to N. Grwar SW Pkry. Grand Frarrle, 7X 75050
solely for the design shown The suitability and use of this drawing for any strucovre Is the responsibility of the Building
BC Dead
7.00 psf
0. C .Spacing 2- 0- 0
DesignerperANSI/TPl i Sec.2
TRUSPLUS 6.0 VER: T6.5.20
For mnreinformation wethis joWsgenerslnates page and these web ease:
ALPINE: 'TPI: 'WiCA:lpptpyyt LRm,ICC:www.iccsaie.om
Bld Code: CRC -2013
9
DEFL RATIO: L/240 TC: L/2401
Job Name: JABORSKI RESIDENCE
Truss ID: B01
Q 5
BRG X -LOC REACT SIZE REQ'D
TC 2x6 DFL 92
Designed
per ANSI/TPI-1-2007 •
UPLIFT REACTION(S) : '
1 0- 2-12 1591 S.50" 1.70
BC 2x4 DFL &1 6 Btr.
Fabrication
Tolerance = 20.0%
Support C&C Wind Non -Wind F
2 17- 9-. 4 1591 5. SO" 1.70"
WEB 2x4 DFL STANDARD
Bearings
designed for an FcPerp value of the
- 1 -109 lb
MAX DEFLECTION (span) :
Kcr (creep factor) - 2.00
lesser
of the truss chord lumber value or
2 -109 lb
L/999 MEM 4-S (LIVE) LC 40
Refer to Joint QC Detail Sheets for
625 for
all bearings. +
This truss is designed using the
L= -0.10" D= -0.04" T= -0.14" -
Cq factors and Rotational Tolerances.
IRC/IBC
truss plate values are based on
ASCE?-10 Wind Specification
® Joint Locations ®
1 0- 0- 0 6 0- o- o
Loaded for 10 PSF non -concurrent BCLL.
ASCE7-10 SNOW LOAD DESIGN CRITERIA:
testing
and approval as required by IBC 1703
Bldg Enclosed = Yes,
2 z- 9- 4 7 S- 9- 4
3 9-0-0 a 12-0-o
P 79 psf Ce 0.9, I = 1.0, Ct = 1.10
g- p
+or
and AN
PLATING
and are reported in ESR -1118.
BASED ON GREEN LUMBER VALUES.
Truss Location = Not End Zone
Ex Cate or
P 9 Y= C
4 12- 0- 0 9 le- 0- 0
s 18- 0- 0
Not designed attic storage unless
noted otherwise.
Alpine, a dlvbbn of ITW Bidk ft components Group Inc., chalf not be responfble for any deviation from this drawing, any failure to build the truss In
Bldg Length = 18.00 ft, Bldg Width 28.00 ft
g
CRITICAL MEMBER FORCES:
TC (((W1TENS (J.:. CSI
Re Mb r B nd / Com / Tens
P P
AN RW COMPANY
conformance with ANSVTPI 1. or for harr®rg, sMpphg. Wmeatbn 8 bracing of trusses.
A seat on this drawing or cover page listing ihls drawing, Indicates acceptance of professional engineering responsibility
_
Mean roof height 11.51 ft, mph 110
Occupancy Cate or II, Dead Load 9.6 psf
g
-240CONP
1-2 -2409 1.1s/
160(1.603 o.a3
2820 N. Great SW Muir. Grand Pralrfe. TX 73050
solely for the design shown The suitability and use of this drawing for any structure Is the responsibility of the Building
-
Designed as Main incl Force Resisting System
s)))/
2-3 -2329 1.15
/ 224i((1.603) 0.26
Designer per ANSI/7P11 Sec.2
- Low-rise and Components and Cladding
3-4 -2296 1.1s
/ 224 1.60 0.29
Bldg Code: CRC -2013
DEFL RATIO: L/240 TC: L/2461
Tributary Area 36 sgft
'
4-S -2384 1.15
/ 159 1.60 0.48
BC COMP. WR. / TENS. CSI
R15))
r
.
6-7 -86 1.603/ 1953((D1U. 0.30
7-8 -29 1.60)/ 1234(1.153 0.22
-
8-9 -83 1.60)/ 1923 1.15 0.31
-
WB CORP .ri/ TENS: (DUR.) CSI
2-7 -92753/ 135(1.60) 0.16
-
3-7 -1090)1)/ 12380(1.15))) 0.55
3-8 -1090 / 1251 1.15 O.ss
4-8 -955s / 138 1.60 0.18
5-
3X10
T
B1
W:508
R:1591
U:-109
1 9-0-0 I 9-0-0 1
1 2 3 4 5
6.00
8X10
6
7
8
t -
504
SHIP
0
T
D-6-4
B2
W:508
R:1591
U:-109
9
T.
Pio. C 72160
9-
'Q�OF GAL1F�
'
All connector plates are ALPINE Wave 20 ga., unless preceded by 'H' for H'gh Strength 20 gam ' for
rr Super
Strength 18 ga. Plates are to be posttroned par Joint Detail RepoA. Circled Dfates and false frame
are positioned as shown above. Shin gable shed plates to avoid overlap with structural plates.
12/15/2016
268 - Homewood Tru
*"WARNING!** READ AND FOLLOWALL NOTES ON THIS DRAWING!
Cust: JABORSKI
(cy)s
**IMPORTANT'"!' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIR: Dri ve_AL0581116_L00007 300001
Tnasn require a meme care In fabricating. handling. shipping. hsbMV and bractrp. Refer to and fosaw the latest edition of BCSI (BuBding Component
WO: D ri ve M 0 581116_1-000
\v
safety Information, by TPI and WrcA) for safety praceen prior to performing these tunctwns Instaeere shelf provide temporary bracing per BCBI. Umess
D s g n r : AW #LC - 43 Wr/PLY : 118
v/ fir
^ yf
noted othm ae, top chord shalf have property attached alruchnal sheathbg and bottom chord &hal have a property atmched d& ceffi g. Location shown
for pemunent wood restraint a1 weed aW have bract g bmm0ed per BCSI section W. 87 or 810, as applicable. Appy plates to each face of into and
TC Live 20.00 psf
Li ve Du r L=1.25 P=1.25
d
���
I`JI�\FIJI
posmmnas= above and onthe Jowoetamrepon,unleanotedotherwise.
TC Snow(Pf) 55.00 psf
SnowDur L=1.15 P=1.15
Alpine, a dlvbbn of ITW Bidk ft components Group Inc., chalf not be responfble for any deviation from this drawing, any failure to build the truss In
TC Dead 13.00 psf
P
Re Mb r B nd / Com / Tens
P P
AN RW COMPANY
conformance with ANSVTPI 1. or for harr®rg, sMpphg. Wmeatbn 8 bracing of trusses.
A seat on this drawing or cover page listing ihls drawing, Indicates acceptance of professional engineering responsibility
8C Live 0.00 psf
1.15 / 1.10 / 1.10
2820 N. Great SW Muir. Grand Pralrfe. TX 73050
solely for the design shown The suitability and use of this drawing for any structure Is the responsibility of the Building
BC Dead 7.00 psf
0. C . 5 pati ng 2- 0- 0
Designer per ANSI/7P11 Sec.2
TRUSPLUS 6.0 VER: T6.5.20
For tome ntomution&ee thiojob's general notes page and these web edea:
ALPInE TPI: wrcA: ICC:
Bldg Code: CRC -2013
DEFL RATIO: L/240 TC: L/2461
9-
I
Job Name: JABORSKI RESIDENCE
BRG X -LOC REACT SIZE REQ'D TC 2x6 DFL C2
1 0- 4-10 1563 1.75" 1.67" BC 2x4 DFL S1 & Btr.
2 17- 9- 4 1580 5.50" 1.68" WEB 2x4 DFL STANDARD
MAX DEFLECTION (span) : a Kcr (creep factor) = 2.00
L/999 MEM 4-5 (LIVE) LC 40 Referto Joint QC Detail Sheets for -
L. -0.10" D. -0.05" T. -0.14" Cq factors and Rotational Tolerances.
® 3oint Locatimis ® Loaded for 10 PSF non -concurrent BCLL.
1 0- o- 0 6 0- o 0 ASCE7-10 SNOW LOAD DESIGN CRITERIA:
2 5- 5- 6 7 5- S- a pg = 79 sf, Ce 0.9, I = 1.0, Ct = 1.10
3 e- 8- a 6 11- B- 4 p
4 11- e- a 9 17- e- 4 � Not deliyned for attic storage unless
5 17- 8- a noted otherwise.
CR
1fICAL MEMBER FORCES: -.
Tc COMP. BUR. / TENS. BUR. a1
1-2 -2315 1.15 / 157 1.60)) 0.40
2-3 -2209 1.1S / 220 1.60) 0.21
3-4 -2273 1.15 / 222 1.603 0.29
4-S -2362 1.1S / 1S7 1.60 0.48
BC COMP.(WR. / TENS.(WR. CSI
.6-7 -B1(1.603/ 1851(1.153 0.36
7-8 -28 1.60 / 1205 1.1S 0.23.
8-9 82 1.60 / 1903 1.1S 0.31
Will COMP.((BUR. / TENS. Ir
R.)))CSI2-7-8S7(1. 15j/13460!0.153-7 -107 1,60 /112515 0.503-8 -109 1.60 / 12SS1.1S O.S5
4-8 -954 1.15 / 1381.60 0.18
Truss ID: B01S Qty: 1
Designed per ANSI/TPI 1-2007 UPLIFT REACTIONS) :
Fabrication Tolerance = 20.0% , Support C&C Wind .Non -Wind
Bearings designed for an FcPerpp value of the 1 -107 lb,
lesser of the truss chord lumber value or 2 -108 lb
625 for all bearings. This truss is designed using the
IRC/IBC truss plate values are based on ASCE7-10 Wind Specification a
testingy and approval as required by IBC 1703 Bldg Enclosed = Yes,
and AN and are reported in ESR -1118. Truss Location = Not End Zone
PLATING BASED ON GREEN LUMBER VALUES. Exp Category = C
Bldg Length = 18.00 ft, Bldg Width = 28.00 ft
Mean roof height 11.51 ft, mph 110
Occupancy Category II, Dead Load = 9.6 psf
Designed as Main Wind Force Resisting System
-Low-rise and Components and Cladding.
Tributary Area = 3S sqft
s
t 8-8-4 1 9-0-0 J I
1 2 3 4 5
F6_0 _0
8X10
• i
1.5X3 1.5X3
5-11-4 5-114
SHIP
5X8 3X10
0-1-20-6T•d
4X6 4X6
B1 B2
W:112 W:508
R:1563 R:1580
U:-107 U:-108
0-3-12 t 17-8-41
STUB 6 7 8 9 1
C�FFSSi
T.
No. C 72160
AO connector plates are ALPINE Wave 20 ga., unless preceded b 'H' for High Strength 20 ga., •S• for Super \�C c'
Strength t8 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 12/15/20 16
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates.
268 - Homewood Truss
"`WARNINGI** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
Cust: JABORSKI
(cy)
"IMPORTANT" FURNISH THIS DRAWING TOALL CONTRACTORS INCLUDING THE INSTALLERS.
DIR: Dri ve-K_0581116_L00007_JO0001
Tnma require ememe tune In tabrkasrt, handling, shipping, UutaNrg and bractrg. Refer toand follow the West edition of SCSI (BuwbV Component
WO: D ri ve_M 0 581116_1-000
Safely Intmmatbn, by TPI and WTCA( for safety practices prior to performing these functions Iretaeem ahae provide temporary br-bV per SCSI. Unless
Dsg n r : AW gLC = 43 WT/PLY: 117
ry
^� ^ n R
d IL�� �iJj�\�IJ�
noted otherwise. top chord shall have properly attached structural sheathbg and bottom chord shall have a property attached r W cemrg. Locations shown
fm permenaN lateral restraint of webs shall have bracing; boosted per SCSI sections B3. B7 or 810, as applicable. Appy plates to each fare of truss and
position as shown anweand anthe .fo"DelemreporLunl�noted otherwise.
TC Live 20.00 psf
TC Snow(Pf) 55.00 psf
Li veDu r L-1.25 P=1.25
5nowDur L=1.15 P=1.15
Alp(ne, a division of ITvv BulWing Components Group Inc., shall not be responsible for any deviation from f)ds drewbg, airy (sauce to build the tnea in
TC Dead 13.00 psf
P
Re Mbr Bnd Com
P / p / Tens
AN lT1N C088PANY
ceNormarre with ANSViPI 1, or for handers, shipping. Installation A brectfg of tr,sses.
A seal on tits drawing or cover page lisdng Oda drawing, Indicates acceptance of professional engineering responsibility
BC Live 0.00 psf
1.15 / 1.10 / 1.10
2820 N. Grow SW Pkry. Grand Prafn4 TX 75050
solely for the design shown The sukablilly and use of this drawing for any structure is the responsibility of the Building
BC Dead 7.00 psf
0. C .Spacing 2- 0- 0
Designer per ANSVTPI1 Sec.2
TRUSPLUS 6.0 VER: T6.5.20
For more information see thbJobs general rot" pap and these websites:
ALPINE TPI: WTCA ICC:
Bld Code: CRC -2013
g
_
DEFL RATIO 1-/240 TC: L 24
Job Name: JABORSKI RESIDENCE
BRG X -LOC REACT SIZE ' REQ'D
TC - 2x6 DFL #2
1 0- 2-12 1117S SO, 1.50"
BC 2x4 DFL #1 6 Btr.
2 il- 9- 4 1117 S.SO" 1.50.
WEB 2x4 DFL STANDARD
MAX DEFLECTION (span)
Kcr (creep factor) - 2.00
L/999 MEM 7-8 (LIVE) LC 39
Refer to Joint QC Detail Sheets for
L= -0.07" D- -O.OS" T- -0.12'
Cq factors and Rotational Tolerances.
® )oint Locations ®
Loaded for 10 PSF non -concurrent BCLL. '
1 a- o- 0 6 0- o- o
.•.ASCE7-10 SNOW LOAD DESIGN CRITERIA:
2 4- 0- 0 7 4- a 0
Pg - 79 psf, Ce = 0.9, I = 1.0, Ct 1.10
4 e 0- 0 9 e- 0- 0 .
Not designed for attic storage unless -
5 12- 0- 0 l0 12- O- 0
.
noted Otherwise.
CRITICAL MEMBER FORCES:
Re Mb r B n /om d CTens
P P /
TC COMP.J-R_j� TENS. WR. CSI1-2
conformance wth ANSVTPI 1, or for handg
in, shops g, Irsanallon a bracbg of tnases
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility
-22531S1951,0.24
1.15 / 1.10 / 1.10
2-3 -16641.1S172.0.13
solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building
3-4 -16641.15/ 172 1.60 0.13
0. C .Spacing 2- 0- 0
4-5 -2253MS/ 19S 1.60 0.24
Designer per ANS&TplI Sec.2
BC COMP. OUR. / TENS.(W0.. CSI
-
6-7 -141 1.603/ 1869(1.153 0.37
For maretfarmatonseembjob'egenealroaapageadtrseweGC:2
ALPINE: TPt: •tNTCA tc:
7-8 -145 1.603)/ 1919(((1.153) 0.34
DEFL RATIO: L/240 TC: L/24
8-9 -145 1.60 / 1918 1,15 0.34
9-10 -141 1.60 / 1889 1.15 0.37
WB COMP.(WR. / TENS. (OUR. CSI
2-7 -73(1.153/ 67(1.253 0.03
2-8 -438((((1.15))))/ 79((((1.153)) 0.06
3-8 -107 1.60 / 1042 1.15 0.46
4-8 -438 1.15 / 79 1.15 0.06
4-9 -73 1.15 / 67 1.25 0.03
'
Truss ID: C01 Qty: 7
Designed per ANSI/TPL 1-2007 = UPLIFT REACTION(S)
Fabrication Tolerance = 20.0% Support C&C Wind Non -Wind n '
Bearings designed for an FcPerp value of the 1 -103 lb
lesser of the truss chord lumber value or 2 -103 lb
62S for all bearings. This truss is designed using the
IRC/IBC truss plate values are based on ASCE7-10 Wind Specification
testing and approval as required by IBC 1703 Bldg Enclosed = Yes,
and AN and are reported in ESR -1118. Truss Location - Not End Zone`
PLATING BASED ON GREEN LUMBER VALUES. - Exp Category = C
Bldg Length = 18.00 ft, Bldg Width 28.00 ft
Mean roof height = 10.76 ft, mph 110
Occupancy Category II, Dead Load = 9.6 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area - 24 sqft
6 6-0-0
{ 6.00 6.0
2.5X4 2.5X4
3-6-4
5X6
6X10 6X10
1.5X3 1-4-10
• � � 1.5X3Ell B2
016-4
W:508 3.0 -3.00 5 W:508
R:1117 5-6-8 I I I R:1117
U:-1 D3 r8 . U:-103
12-0-0
6 7 8 9 10
p -„T. rq,y�INN
No. C 72172160
cnn%- -. V
AB connector plates are ALPINE Wave 20 ga., unless preceded by 'Fr for High Strength 20 ga.,'S' for Super A C A c
Strength 18 ga. Plates are to be positioned per Joint Detail Report. Clyde . pietas and false frame plates Z/ 1 JI� O 1 v
are positioned as shown above. Shift gable stud plates to evotd 0vertap with structural plates.
268 - Homewood Trus.
**WARNINGI rdr READ AND FOLLOWALL NOTES ON THIS DRAWING!
Cust: ]ABORSKI
(CAT
**IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIR: Dri vejL0581116_L00007_100001
^
require extreme care In IahricatUg, handing, shippuq. Wtaft and bracing. Refer to and fonow the latest eddlon of SCSI (BuOdbhg Component
W0: Drive -M-05811161.000
Safety ornnatbn, by TPI and WTCA) for saary prececes prior to performing these function. Insare neshag prmde temporary bracing per SCSI. unless
lnf
Dsgn r: AW #LC = 43 tui/PLY: 764
v VTrusses
it
it f� f1 f�
.
noted othemfte. tap chord shan have properly atached abuchm2f sheathing and bottom chord shat have a property attached rW cePog. Locations ashcan
for permanerd lateral restraint of webs shag lhave bracing buta0ed par BCSI sections B3, B7 or 810, as ap�wble. Appy ptates to each lace of tnm and
TC Live 20.00 psf
Li ve Du r L=1.25 P=1.25
IIS 1�1�\\VVI 11111 yL�_�
AL��
poy�n as drown above and on the ,b4¢ Dem repeg unless nwktl otherwise.
TC S now (Pf) 55.00 psf
S nowDu r L=1.15 P=1.15
`//-/QUI III
Alpine, a dbmion of ITW Ba1tng Components Group Inc., shag not be responsible for any deviation from this drawing, any faiWre to h.M the bass In
TC Dead 13.00 psf
P
Re Mb r B n /om d CTens
P P /
AN ITW COMPANY
conformance wth ANSVTPI 1, or for handg
in, shops g, Irsanallon a bracbg of tnases
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility
BC Live 0.00 psf
1.15 / 1.10 / 1.10
2820 N. Great SW Pkwy. Grand Prahie, TX 75050
solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building
BC Dead 7.00 psf
0. C .Spacing 2- 0- 0
Designer per ANS&TplI Sec.2
•
TRUSPLUS 6.0 VER' T6.5.20
For maretfarmatonseembjob'egenealroaapageadtrseweGC:2
ALPINE: TPt: •tNTCA tc:
Bldg
g Code: CRC -2013
DEFL RATIO: L/240 TC: L/24
Job Name: JABORSKI RESIDENCE
Truss ID: COG
Qty: 1 -
BAG
X -LOC
REACT SIZE REQ'D
TC 2x6 DFL S2
Designed per ANSI/TPI 1-2007
UPLIFT REACTION`S)
1
0- 3- 6
335 6.7S" 1.50"
Bc 2x4 DFL CS & Btr.
Fabrication Tolerance = 20.0%
Support CBC Wind Non -Wind
2
1- 7- 6
44 3.SO" .1.50"
WEB 2x4 DFL STANDARD
Bearings designed for an FcPerp value of the
- 1 -14 lb
3
2- 8- 0
428 3.50" 1. SO"
Kcr (creepp factor) - 2.00
lesser of the truss chord lumber value or
2 -4 lb - •-
4
4- 0- 0
263 3.SO" 1.50"
Refer to ]oint QC Detail Sheets for
625 for all bearings.
3 -68 lb
5
S- 3- 0
239 3.SO" 1. S0"
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
4 ' -43 lb
6.
6- 9- 0
239 3.50" 1.50
Loaded for 10 PSF non -concurrent BCLL.
testing and approval as required by IBC 1703
5 -4 lb
7
8
8- 0- 0
9- 4- 0
263 3.50" 1, So"
428 3.50" 1.50"
A5CE7-10 SNOW LOAD DESIGN CRITERIA:
and AN and are reported in ESR -1118.
6 -4 lb
9
10- 4-10
44 3.SO" 1.50
pg 79 psf, Ce = 0.9, I = 1.0, Ct 1.10
Mark all interior bearingg locations.
7 -43 lb
10
11- 8-10
335 6.75" 1.50"
Building designer shall verify gable loads
Install interior supports) before erection.
8 -68 lb
MAX
DEFLECTION
(span)
and eave loads, if appplicable.
PLATING BASED ON GREEN LUMBER VALUES.
9 -4 lb
L/999 MEM 1-2
(LIVE) LC 41
Refer to appropriate.ITtl8C6's Standard
HORIZONTAL REACTION(S)
10 -14 lb -
L.
0.00' D.
0.00' T= 0.00"
Gable Details for information regarding
9 9
support 1
pport 1 188 b
This truss is designed using the
®
Joint Locations
®
the bracing of this gable truss.
Not designed for attic storage unless
support 2 -113 lb -
support 9 113 lb
ASCE7-10 Wind Specification
Bldg Enclosed - Yes,
1
2
0- 8- o- 0 0 1O11
2-
o-2- 0-8- oo
noted otherwise.
support 10 -188 lb
Truss Location = Not End Zone
3
s- o- 0 12
4- o- o
--
�
Exp Category = C
4
5- 3- 0 13
5- 3- 0
Bldg Length = 18.00 ft, Bldg Width = 28.00 ft
5
6- 0- 0 14
6- 9- 0
Mean roof height - 10.76 ft, mph = 110
6
7
6- 9- 0 15
$- 0- 0 16
e- 0- 0
9- 4- 0
Occupancy Cate or II, Dead Load 9.6 psf
9
8
9- 4- 0 17
12- o- o
t
Designed•as Main ind Force Resisting System
9
12- 0- 0
- Low-rise and Components and Cladding
CRITICAL NEKHER FORCES:
Tributary Area 24 sgft
TC
1-z
CORP. DUR.
-17s 1.1s
/ TENS. DUR. CSI
/ S.1,1s o.06
Truss designed to support 1-0-0 top chord outlookers
2-3
3-4
-1s9 1.15
-14S 1.1S
/ 32 1.60 0.05
/ s2 1.60 0.02
-
and cladding load not to exceed 10 PSF one face, and
4-5
127 1.1s
/ S3 1.60 0.01
24" span opposite face. Top chord must not be cut or
5-6
-127 1.15
/ 53 1.60 0.01
notched.
6-7
7-8
-14s 1.15
-159
/ S2 1.60 0.02
32 1.60 O.OS
-
8-9
-175 J.ls
/ 27 1.15 0.06
BC COnP. (OUR. / TENS. WR. CSI 6-0-0 6-D-
1 112 -114(1.15;� s3�1.603 0:01 1 2 3 4 5 6 7 8 9
12-13 / 0.01
1a 1s % 0.01 6 0
16 17 % 0.03 -
VB COMP. DUR. / TENS. R.
CSI
2-11 -416 1.15 / 81 1.60 O.Os
3-12 -244 1.15 / SS 1.60
4-13 -110 1.15 / 8 1.60 0.02
6-14 -110 1.15 / 8 1.60 0.02
7-15 -244 1.15 / SS 1.60 0.03
8-16 -416 1.15 / 81 1.60 O.OS
4-13 -110 1.15 / 8 1.60 0.02
6-14 -110 1.1s / a 1.60 0.02 3-6-4
2X4
01-4
4X6
3 SHIP
1;
1.5X3 - _ 1.5X3 1.5X3 1.5X3
`_
rT.
1 12-0-0
10 11 12 13 14 15 16 17
-
No. C 72160
OVER CONTINUOUS SUPPORT
�OF CAV
Ali connector plates are ALPINE Wave 20 ga., unless preceded by'H' for High Strength 20 ga., 'S' for Super
-
Strength 18 ga. Plates are to be positioned per Joint Detail Report Circled plates and false frame plates
are positioned as shown above. Shpt gable stud plates to avoid overlap with structural plates.
_ 12/15/2016
268 - Homewood Trus
**WARNINGI** READ AND FOLLOWALL NOTES ON THIS DRAWINGi
Cust: 3ABORSKI
(C4T
**IMPORTANT`* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIR: Drive- LO581116_L00007_100001
- /\
Tnmses require edreme ore in fabricating• handft, ahipphia. irmlaft and brac V. Refer to and follow the latest edition of Br -SI (Bulldl g Component
WO: D ri V e-JL0581116_LO
DD
79
Safety Information, by TPI and WTCA) tw safety, praWcea prior to perfomr6g tlmae functions Install- shall provide temporary taactrg per BCSI. Unless
Dsgn r : AW
#LC = 43 .- WT/PLY:
rr
^ y�
anted otherwise. top droll shall have property attached stAxbual sheathbV and bottom chord shag have a properly attached rbid cemrg. Locations shown
weM snag haw bmtaged per sections B3, B7 or B10, as app8oble. Appy platesto each tam of testa and
psoas faterat reatand
TC Live
20.00 psf
=1.2 5 -
Li veDu r L=1.25 P=1.25-
� ''Jim\\IJI
���
reporg
Cher
p�+�ahorh+atwwamw,me.la6doeamnepparwlesanotmwnen�e.
Positionn
Po
TC Snow(Pf)
55.00 psf
SnowDur L=1.15 P=1.15
Alpine, a divbbn of ITW Building CarrymneNe Group Inc.. shag not be responsible far airy deviation frown tlrm draw6g, any (allure ro Mdtl the toss b
TC Dead
13.00 psf
Rep Mb r B n d / Comp / Tens
AN nW COMPANY
mntormance with ANSVTPI 1, w for handlIM. shlppIrS Installation a bracing of trusses.
A seal on this drawing or cover page lisdng this drawing, Indicates acceptance of professional engineering responsibility
BC Live
0.00 psf
1.15 / 1.10 / 1.10
2820 N. roneat SIN Pkery. Grand Prairl4 TX 76030
solely for the design shown The suitability and use of this drawing for any structure Is the responsibility of the Building
BC Dead
7.00 psf
0. C .Spacing 2- 0- 0
Designer per ANSI/TPI1 Sec.2
TRUSPLUS 6.0 VER: T6.5.20
�iiFor more Wom+ation see IALa jobb general notes page and them web at
ALPINE: moi: .t,,RCAwww,ftind-ft -
Bldg Code: CRC -2013
JDEFL RATIO: L/240 TC: L/24
1;
Job Name: JABORSKI RESIDENCE
BRG X -LOC REACT SIZE' REQ'D
TC 2x6 DFL d2
1 0- 2-12 1000 S.SO" 1.S0"
BC 2x4 DFL S1 6 Btr.
2 9- 6- 0 963 HGR - 1.50"
WEB 2x4 DFL STANDARD
BRG HANGER/CLIP NOTE
Kcr (creep factor) - 2.00
2 THASR/218
Refer to Joint QC Detail Sheets for
Support Connections)/Hanger(s) are
Cq factors and Rotational Tolerances.
not desiggned for horizontal loads.
Loaded for 10 PSF non -concurrent BCLL.
SEE SIMPSON CATALOG
ASCE7-10 SNOW LOAD DESIGN CRITERIA:
FOR ADDITIONAL INSTALLATION NOTES
Pg = 79 psf, Ce - 0.9, I - 1.0, Ct = 1.10
MAX DEFLECTION (span) ;
This truss is designed using the
L/999 MEM 1-2 (LIVE) LC 46
ASCE7-10 Wind Specification
L. -0.08" D. -0.03" T- -0.10"
Bldg Enclosed = Yes,
EX.WB DEF CRITERIA:L/120
Truss Location - Not End Zone
IN MEM 9- S; T= 0.00"
Exp Category = C
® Joint Locations ®
Bldg Length 18.00 ft, Bldg Width 28.00 ft
1 0- o- 0 6 0- o- o
2 S- 9- 4 7 S- 9- 4
Mean roof height - 11.51 ft, mph = 110
3 8- 0- o 8 8- O_ 0
Occupancy Category II, Dead Load = 9.6 psf
4 9- 0- 0 9 9- 7-12
Designed as Main Wind Force Resisting System
S 9- 7-12
- Low-rise and Components and Cladding
CRITICAL MEMBER FORCES:
TC CONP. OUR. / TENS. OUR. CSI
Tributary Area - 19 sgft
1-2 -1914 1.15 / 128 1.60 0.43
Vertical members exposed to wind: 9- S
2-3 -775 1.15 / 8l 1.60 0.32
�
��
3-4 -572 1.15 / 80 1.60 O.OS
4-5 -42 1.15 / 58 1.60 .0.03
8c COMP.(DUR. / TENS. [OUR. CSI
.
6-7 -237(1.603/ 1572(1.153 0.28
7-8 -237 1.60 / 1578((1.153 0.33
8-9 67 1.60 / 153 1.1S 0.38
Acme; a division of ITW Buitlbg Components Group firm. shall not be responsible for any deviation from this drawing, any failure to build the in= In
Truss ID: D01
Designed per ANSI/TPI 1-2007
Fabrication Tolerance - 20.0%
Bearings designed for an FcPerp value of the
lesser of the truss chord lumber value or
62S for all bearings.
IRC/IBC truss plate values are based on
testingg and approval as required by IBC 1703
and AN and are reported in ESR -1118.
PLATING BASED ON GREEN LUMBER VALUES.
End verticals are designed for axial loads
only, unless noted otherwise. 4
Not designed for attic storage unless
noted otherwise.
WB COMP.( R.) TENS. R. CSI
2-7 / 137 1.25 0.06 _
2-8 -11001.15/ 125 1.60 0.17
3-8 -181.15/ 36 1.60 0.01 • 6�
4-8 -1351.60/ 960 1.15 0.42 '
4-9 -7931.15/ 143 1.fi0 0.12
S-9. -11011.151/ 38 -6.001
1.60 0.11
It
8X10 1.5X3
1.5X3 T
2.5X4
2-9-12
SHIF
2.5X�
1.5X3 7X10
3X(3,0��
1-1¢10
�4 11
VV 08 3.001 'BTHASR/218
R:1000� 7�8 W:308
U:-92 r I I R:963
1_7_12
9-7-12 U:-153
6 7 8 91
Qty: 2
Required bearing widthsand bearing areas
app! when truss not supported in a hanger. ,
UPLIFT REACTION(S) :
Support C&C Wind Non -Wind
1 -92 lb
2 -153 lb
HORIZONTAL REACTIONS) -
support 1 207 111
support 2 207 lb
�OF CAV
All connector plates are ALPINE Wave 20 ga., unless preceded by'H• or Heigh Strength 20 ga 'S* for Super
Strenplates
positionedtesalplateahhaa
18 gdBas
are positioned tioneth
shown above. gable stud plates odavoido v rlap�withlsstru
12/15/2016
268 - Homewood Trus
**WARNING[** READ AND FOLLOWALL NOTES ON THIS DRAW/NGI
Cust: )ABORSKI
(CAT
"IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIR: Dri veJ+L0581116_L00007-100001
7nocyes regWre e:dreme care in Iabrice0rg, haMDig, Wpo g, In ta01ng and Mach. Refer to and follow the latest edition of BCSI (Bull ft Component
WO: Dri veJrL0581116_L000
Safety Infornmilm by TPI and WTCA) for eatery, practices prior to parronni g tfwese functions. Instalten emir provide temporary bracing; per SCSI. Unless
Ds gn r : AW yLC = 49 WT/PLY : 7
tr
noted otherwise. tap chord aha' have properly 81"ned "n'an'. s "n"a and bottom chord - have a properly stashes 119Ie "[lin" ' 000 am shown
^
r� n
latemt restrainteper eeetw m a3.87 or 818, as app'wble. Appy prate, o each mos of taro. am
them w' have maort mess
TC Live 20.00 psf
Li veDu r L=1.2 5 P=1.2 5
�
��
�uf�\\�J�
and n n &
paa<'an � shown above am on me xw oeram report �me� noted a<n�w�e•
position
TC Snow (Pf) 55.00 psf
SnowDu r L=1.15 P=1.15
!j/d-�
Acme; a division of ITW Buitlbg Components Group firm. shall not be responsible for any deviation from this drawing, any failure to build the in= In
TC Dead 13.00 psf
Rep Mb r Bnd / Camp / Tens
AN RW COMPANY
conformance with ANSVTPI 1, or for hand ft. shipping. Installation 8 bnwbv of tru e -
A seal on tilts drawing or cover page listing this drawing, Indicates acceptance of prolesslonal engineering responsibility
BC Live 0.00 psf
1.15 / 1.10 / 1.10
2820 N. Grew SWPrw)•. Ground Prwrfe, iX 75050
solely for the design shown The sultabiltty and use of this drawing for any structure Is the responsibility o/ the Building
BC Dead 7.00 psf
0. C. Spaci ng 2- 0- 0
Designer per ANSMI1 Sec.2
TRUS PL US 6.0 VER: T6.5.20
Por more Inrwmation see tab lob's general notes page and these web seen:
ALPINE: www.alalrrcilw.mm iPl: WTCA:y ffly&jy W=ICC:
Bldg Code: CRC -2013
DEFL RATIO: L/240 TC: L/24
FA
Job Name: JABORSKI RESIDENCE
Truss ID: D02
Qty: 2
BRG X -LOC REACT SIZE REM.,
TC 2x6 DFL d2
Designed per ANSI/TPI 1-2007
Required bearing widths and bearing areas
1 0- 2-12 1182 5.50" 1.50"
BC 2x4 DFL SS & Btr.
Fab n cation Tolerance = 20.0%
apply when truss not supported in a hanger.
2 11- 6- 0 927 HGR 1.50"
BRG HANGER/CLIP NOTE
WEB - 2x4 DFL STANDARD
Bearings designed for an FcPerp value -of the -
-lesser
UPLIFT REACTIONS) :
2 THASR/218
Kcr (creep factor) = 2.00
Refer to Joint QC Detail Sheets for
of the truss chord lumber value or
:625 for all bearings.
Support C&C Wind Non -Wind -
1 lb
Support Connection(s)/Hanger(s) are
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
- -97
2 -137 lb•
not designed for horizontal loads.
SEE SIMPSON CATALOG
Loaded for 10 PSF non -concurrent BCLL..,
testingg and approval as required by IBC 1703
HORIZONTAL REACTION(S)) '
"
FOR ADDITIONAL INSTALLATION NOTES
ASCE7-10 SNOW LOAD DESIGN CRITERIA:
and AN and are reported in ESR -1118.
support 1 146 lb
MAX DEFLECTION (s an) :
Pg = 79 psf, Ce a 0.9. I a 1.0, Ct 1.10
PLATING BASED ON GREEN LUMBER VALUES.
support 2 146 lb
L/999 MEM 1-2 (LIVE) LC 46
This truss is designed using the
End verticals are designed for axial loads
more Information we this lob's general rotes page and these web sites:
ALPINE: atolasioeLrsm TPI: 28rBjIlnslnro:WrCA:MW sbcindusiry =I ICC:
L. -0.13" D. -0.06" T= -0.19"
ASCE7-10 Wind Specification
only, unless noted otherwise.
EX.WB DEF CRITERIA:L/120
Bldg Enclosed a Yes,
Not designedfor attic storage unless
IN MEM 7- 4; T. 0.00"
Truss Location = Not End Zone
Exp Category = C
noted otherwise.
® Joint Locations ®
Bldg Length 18.00 ft, Bldg Width 28.00 ft
'
1 o- 0- 0 S 0- 0- 0
2 6- 0- 0 6- 6- 0- 0
Mean roof height = 11.51 ft, mph = 110
3 9- 0- 0 7 11- 7-12
Occu pancy Categg ory II, Dead Load = 9.6 psf
'
4 11- 7-12
Designed as Main Wind Force Resisting System
CRMCAL MEMBER FORCES:
- Low-rise and Components and Cladding
Tc COMP. DUR. / TEJ15. WR. Csi
Tributary Area - 23 sqft
i-2 -2486 1.15 / 166 1.60 0.56
2-3 -2453 1.15 / 272 1.60 0.20
vertical members exposed to wind: 7- 4
34 -124 1.1S / . 101 1.15 OAS
I 9-0-0 1 2-7-12 1
1 2 T3 4
6.00 $.0
RY1n
5-11-4
Di4
B1 v: -for
W:508 -3.0
R:1182 58 I I
U:-97 5 7-12
5
6
7{
1.5X3
T
2-3-12
1 4 10
5_
SHIP
T.
No. C 72160
f
OF CAU
A8 connector plates are ALPINE Wave 20 ga., unless preceded by'H' for Hiyh Stns 20 gapateSuper
Strength 18 ga. Plates are to be positioned per Joint Detail Report Circled pates an false frame12/15/2016
are positioned as shown above. Shin gable stud plates to avoid overlap with structural plates.
C?%2
S-6
6g7
276 1.60 /
1.60)/
2071 1.15 0.42
599(1.15) 0 26 ,
WB
COMP. DUR. /
TF175.(OUR.) CSI
2-6
-8S2 1.1S3/
143(1.60) 0.11
3-6
-214 1.60 /
2064(((1.153) 0.91
3-7
-944 1.15 /
142 1.60 0.27
4-7
-307 1.15 /
76 1.60 0.08
I 9-0-0 1 2-7-12 1
1 2 T3 4
6.00 $.0
RY1n
5-11-4
Di4
B1 v: -for
W:508 -3.0
R:1182 58 I I
U:-97 5 7-12
5
6
7{
1.5X3
T
2-3-12
1 4 10
5_
SHIP
T.
No. C 72160
f
OF CAU
A8 connector plates are ALPINE Wave 20 ga., unless preceded by'H' for Hiyh Stns 20 gapateSuper
Strength 18 ga. Plates are to be positioned per Joint Detail Report Circled pates an false frame12/15/2016
are positioned as shown above. Shin gable stud plates to avoid overlap with structural plates.
268 - Homewood Trus'
i *WARNINGI** READ AND FOLLOWALL NOTES ON THIS DRAWINGi
Cust: IABORSKI
((AT
"IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIR: Dri ve_.M_0581116_L00007-100001
j\
Trusses regwre wdreme rare in fabdwtifg, harmbp, snipphg, Istamna aro bredng. Refer to and follow aro latest editkn of BCS (aummg Compofrent
Wit: Dri veJ+L0581116_L000
Safety Information, by TPI and WrCA) for safety preodras prior to performhg these functions. Installers shall provide temporary brechg per BCSL UMess
Dsgn r: AW SLC = - 49 WT/PLY: 811
tv
r�
rested otherwise, top chord sha0 have properly attached rirucboal sheathhg and bottom chord aha" have a properly attached rigid callI g. Locations sh-
for germane d lateral reaaand of webs eras nave per
ot sectioro 83. B7 or 810, as applicable. Appy plates to each face of truss aM
TC Live 20.00 psf
Li veDu r L-1.25 P-1.25
I �Uj�\\�J�
���
reportmessInstalled
posruw asa robaoeta other
TC Snow(Pf) 55.00 psf
SnowDur L=1.15 P=1.15
!j/Q-
�f
isim-nwearclonme
t5Grou tnc.. hnoted aDnettberespo
Aline, a drvabn of fTW BWimrg Componenda Group brc., eha0 net be responsible tar arty dev¢ibn from Nb drawtrg, arty fa0ure to bndW the tnaa in
TC Dead 13.00 psf
Rep Mb r Bn d / Comp / Tens
AN rrw COMPANY
condormarce with I WSVTPI 1, or for h-BUXI, ahipp6g, Installation a bradre of Irusece.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility
BC Live 0.00 psf
1.15 / 1.10 / 1.10
2820N. Great SW Pkwy. Grand Prattle, TY 75050
solely for the design shown The suitability and use of this drawing for any structure Is the responsibility of the Building
BC Dead 7.00 psf
0. C. Spaci ng 2- 0- 0
Designer per ANSYMI 1 See.2
TRUSPLUS 6.0 VER: T6.5.20For
more Information we this lob's general rotes page and these web sites:
ALPINE: atolasioeLrsm TPI: 28rBjIlnslnro:WrCA:MW sbcindusiry =I ICC:
jBldg Code: CRC -2013
DEFL RATIO: L/240 TC: L/24
Job Name: JABORSKI-RESIDENCE
Truss ID: D03
Qty: 2
BRG X -LOC REACT SIZE REM,,
TC 2x6 DFL &2
-BC
- Designed. per ANSI/TPI 1-2007
Required bearing widths and bearing areas
1 0- 2-12 1331 5.50" 1.50"
2x4 DFL S1 & Btr.
-Fabrication Tolerance = 20.0%
apply when truss not supported in a hanger.
2 13- 6- 0 1073 HGR, 1.50"
WEB 2x4 DFL STANDARD
'- Bearings. designed for. an FcPerp value of the
UPLIFT REACTIONSS) :
BRG HANGER/CLIP NOTE
Kcr (creep factor) = 2;00
lesser of the truss chord lumber value or
Support C&C Wind Non -Wind s '°
2 THASR/218
Refer to Joint QC Detail Sheets for.
625 for all bearings.
1 -101 lb
Support Connection(s)/Hanger(s) are
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
2 -121 lb
not designed for horizontal loads.
SEE SIMPSON CATALOG -
Loaded for 10 PSF non -concurrent BCLL..
ASCE7-10 SNOW LOAD DESIGN CRITERIA:
testing and approval as required by IBC 1703
and
This truss is designed usingthe
FOR ADDITIONAL INSTALLATION NOTES
natio otherwise, top chard shall have properly, aftadred stnxhnal ehe .n a end bo0om chord shat have a properly aftacned rlgW ceimg. Location °flown
for permanent lateral reahaind of webs °hat haw bmchg battled po BCS/ °ediorm 83, B7 °r 810. °a appkr bk. Appy prates to aach race of truss and_
and AN are reported in ESR -1118.
ASCE7-10 Wind Specification
MAX DEFLECTION (s an)
pg 79 psf, Ce = 0.9, I = 1.0, Ct = 1.10
PLATING BASED ON GREEN LUMBER VALUES.
Bldg Enclosed = Yes,
L/999 MEN 2-3 (LIVE) LC 45
Not designed for attic storage unless
`noted
End verticals are designed for axial loads
Truss Location = Not End Zone
L. -0.1S" D. -0.07" T= -0.22"
otherwise.
-
only, unless noted otherwise.
Exp Category = C
EX.WB DEF CRITERIA:L/120
-
Bldg Len g 18.00 ft, Bldg Width 28.00 ft
4th
IN HER 8- ; T. 0.00"
TC Dead 13.00 psf
Rep Mb r Bn d / Camp / Tens
Mean roof height = 11.51 ft, mph = 110
conformance with ANSVM 1, ot for harding, shops g. Installation s bracing of trusses.
A seal on this drawing or cover page Uffdng Bila drawing Indicates acceptance of professlonal engineering responsibility
BC Live 0.00 psf
Occupancy Category II, Dead Load 9.6 psf
® 3oint Location;-.
1 0- o- o s a o- o
solely for the design shown The suitability and use or this drawing for any structure Is the responsibility of the Building
Designed as Main Wind Force Resisting System
2 4- 0- 0 6 4- 0- 0
Designer per ANSUTPI t Sec.2
- Low-rise and Components and Cladding
3 9- 0- 0 7 9- 0- 0
TRUSPLUS 6.0 VER: T6.5.20
Tributary Area = 27 sqft
4 13- 7-12' 8 13- 7-12
Bld Code: CRC -2013
9
DEFL RATIO: 1-/240 TC: 1-/24
Vertical members exposed to wind: 8- 4
CRITICAL KERBER FORCES:
TC CONP. OUR. / TENS. WR. CSI
.
1-2 -3311 1.15 / 245 1.60 0.36
-
2-3 -1232 1.15 / 118 1.60 0,49
3-4 -1090 1.15 / 118 1.60 0.43
- -
BC CONP.(DUR. / TENS.(WR. CSI
5-6 -294(1.603/ 2857(1.1SS 0.64
6-7 -276 1.60 / 2625 1.15 0.47
7-e 24 1.60 / 76 1.60 0.11
116 caN DU1111.)/ TENS. OUR.) CS1 L 9-0-0 1 4-7-12 I
2-6 -30(1.603/ 6ezl.ls3 0.30 1 2 3 4
2-7 -177201.15 / 180(1.603)) 0,76
3-7 - / 2431.15 0.11
4-7 81 1.60)/ 99011.15 0.44 6.00 -0.0 +
4-8' -1052(1.15)/ 135 1.60 0.14 ,
8X10
T
4
4X4 - 4X4 T ,
SHIP
1-9-12
6X10
4 8 6X8 2X4 0 1 -10
B1 B2
W:508 3.0 *THASW'308 R/218
R:1331 3-641 1 1 R:1073
U:-... 9-7-12 U:-121
13-7-12
5 6 7 8
�OF[3AU
'
AB connector plates are ALPINE Wave 20 ga., un ess preceded by'H" for Hi h Streit 20 ga.e pateSuper
Strength 18 Be. Plates are to be T,&Ioned per Joint Detail Report Cuded plgates end false ffrraa
12/15/2016
are positioned as shown above. Shffl gable stud plates to avoid overlap with structural plates.
268 - Homewood Tru S
""WARNINGI** READ AND FOLLOWALL NOTES ON THIS DRAWING/
Cust: JABORSKI
(G
'IMPORTANT`* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIR: Drive -M -0581116-L00007-100001
^
require edreme care In tabrlcatirg, harming, shippirg, Instating and bractrg. Refer to and fellow the latest edition of BCS/ (Building; Component
W0: Drive A 0 5 8 1116-1-0 0 0 '
Safety Information, by TPI and WTCA) tar safety practices prior to performhg avers funrdbro. installersshat protide temporary brachg per SCSI. UNesa
Ds gn r : AW #LC = 49 WT/PLY : 97
v VTrnnses
ry
r\ 1l
natio otherwise, top chard shall have properly, aftadred stnxhnal ehe .n a end bo0om chord shat have a properly aftacned rlgW ceimg. Location °flown
for permanent lateral reahaind of webs °hat haw bmchg battled po BCS/ °ediorm 83, B7 °r 810. °a appkr bk. Appy prates to aach race of truss and_
TC Live 20.00 psf
Li veDu r L-1.25 P=1.25
A
�r^,�
posit- asahownsto-ardonf Joint Detalbreport unkasrartedotherwise.
TC Snow(Pf) 55.00 psf
SnowDur L=1.15 P=1.15
IIUUtrrUJ�-+�I
I�J�\v��
Atoz. a zzon of r7W Building Components Group Ina., shall not be responsible for any deviation from thn drawl g, any 120une to build the truces in
TC Dead 13.00 psf
Rep Mb r Bn d / Camp / Tens
AN ITW COMPANY
conformance with ANSVM 1, ot for harding, shops g. Installation s bracing of trusses.
A seal on this drawing or cover page Uffdng Bila drawing Indicates acceptance of professlonal engineering responsibility
BC Live 0.00 psf
1.15 / 1.10 / 1.10
2820 N. Greer SINPlrry. Grand Rath, TX 75050
solely for the design shown The suitability and use or this drawing for any structure Is the responsibility of the Building
BC Dead 7.00 psf
0. C .Spacing 2- 0- 0
Designer per ANSUTPI t Sec.2
TRUSPLUS 6.0 VER: T6.5.20
FOf"O0"fonallonaeeeiLsJvb�6Bener81notG°pap and these watowin:
ALP irJE: TPi: WTCA 7plpmLtl>fikxhn r,m ICC:7plplV,�}g,�
Bld Code: CRC -2013
9
DEFL RATIO: 1-/240 TC: 1-/24
J
Job Name: JABORSKI RESIDENCE
Truss ID: D04 .
Qty: 2
BRG X -LOC REACT SIZE REQ'D
TC 2x6 DFL A2
Designed per ANSI/TPI 1-2007
Required bearing widths and bearing areas
1 0- 2-12 1460 5.50" 1. S6"
BC 2x4 DFL Al & Btr.
-.Fabrication Tolerance = 20.0%
a 1 when truss not supported in a hanger.
2 1S- 6- 0 1351 RR 1,S0"
WEB 2x4 DFL STANDARD
Bearings designed for an FcPerp value of the
UPLIFT REACTION(S) :
BRG HANGER/CLIP NOTE
Kcr (creep factor) = 2;00
lesser of the truss chord lumber value or
Support C&C Wind Non -Wind
2 Hanger TBE-
-HANGER(S) TO BE ENGINEERED
Refer to Joint QC Detail Sheets for
62S for all bearings.
1 -JOS lb
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are .based on
2 -111 lb
Support Connection(s)/Hanger(s) are
not designed for horizontal loads.
Loaded for 10 PSF non -concurrent BCLL.
testingg and approval as required by IBC 1703
This truss is designed using the
MAX DEFLECTION (span) :
ASCE7-10 SNOW LOAD DESIGN CRITERIA:
Pg = 79 psf, Ce = 0.9, I = 1.0, Ct = 1.10
and ANSI/TPI and are reported in ESR -1118.
PLATING BASED ON GREEN LUMBER VALUES.
ASCE7-10 Wind Specification
Bldg Enclosed = Yes,
L/999 MEM 8-9 (LIVE) LC 45
Not designed for attic storage unless
-204(1.603/ 1.1S) 0.64
Truss Location = Not End Zone
L. -0.12" D. -0.12" T= -0,2S" -
noted otherwise. • - -
-
'Exp Category = C
EX.WB DEF CRITERIA:L/120
-
Bldg Length 18.00 ft, Bldg Width = 28.00 ft
IN MEM 10- 6; T= 0.00"
M 10s
9-10
-116 1.60 / 1237 1.1S 0.29
Mean roof height = 11.51 ft, mph 110
® ®
"Vocationo-
-
Occupancy Category II, Dead Load 9.6 psf
1 a- 6 IS- 7-12
-
Designed Main Wind Force Resisting System
3 6- 0- 0 6 2 0- 0
2-8
3-8
3-9
1.15 0.10
-115 1.60 / 763I -IS 0.34
-1074 1.15 / 1241.60 0.31
/ •221ID11
•as
- Low-rise and Components and Cladding
4 9- o- 0 9 9- 0- o
-
Tributary Area 31 sgft
ST - a o -10 15- 7-12
-
Vertical members exposed to wind: 10- 6
Tc
ODNP. DUR. / TENS. DUR. r5I
1-2
-3105 1.15 / 192 1.60 0.38
2-3
-2904 1.15 / 254 1.60 0.61
-
3-4
-1413 1.15 / 140 1.60 0.31
4-S
5-6
-1257 1.15 / 143 1.60 0.14
-146 1.15 / 186 1.15 0.22
-
ec
CONP. ((1" / TENS.(OUR.) CSI
'
7-8
-204(1.603/ 1.1S) 0.64
•
8-9
-ls4 1.60 / 1875((1.153 0.43
1875
'
9-10
-116 1.60 / 1237 1.1S 0.29
I 9-0-0 - I 6-7-12 I
-
We
COIIP.(DUR.)/ TENS. uR. cS1
1 2 3 4 5 6
2-8
3-8
3-9
1.15 0.10
-115 1.60 / 763I -IS 0.34
-1074 1.15 / 1241.60 0.31
/ •221ID11
6.DD
4-9
S-9
-68 1.60 / 8061.15 0.36
-401 1.15 / 101.15 0.12
-
5-10
6-10'
-1565 1.15 / 128.60 0.51
-356 1.15 / SS1.60 0.04
- 8X10
5-0„4
4X4
5X6
$
1.5X3
SHIP
1.5X3
6X10
1-3-12
•
T
� 4 3X10 3X8
W1X12
0$10
B2
131 W:308
3.0
QA
R: -l1 1
R:1460 U:-111
R:146
�y T. TigN c�
1-6-8 I I
U:-105 7
J
13-7-12
I 15-7-12 I
7 8 9 10
No. C 72160
�4 cNl%.
Ali connector plates are ALPINE Wave 20 ga., unless preceded by 'H' for High Strength 20 ga., •S• for Super
Strength 18 ga. Plates are to be positioned per Joint Detail Report Circled plates and false frame plates
12/ 15/2016
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates.
268 - Homewood Truss
WARNING!** READ AND FOLLOWALL NOTES ON THIS DRAWING!
**IMPORTANT"
Cust: JABORSKI
DIR: Dri ve A 0581116_L00007_J00001
(U)
FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
Trusses require extreme ora N Fabricathg, handUM. shipp4p, fmfamrg and brocbg. Refer to and follow the latest eddbn of BCSI (Building Component
W0: D ri ve R 0 581116_1-000
WT/PLY 11 94
Safety Ntormatim by TPI and WTCA) fm safety practices prior to perfomr'vg these functions. Installm shall provide temporary bracing per BCSL Unless
Dsgn r: AW
ALC = 49 :
1r
noted oiherwoe, p....'.. perty a0ached ewaurel sheathhg andbodom rJrord shay have a properly a lod mmrg. Lecatiom shown
Apply race truss
TC Live
20.00 psf
Li ve Du r L=1. 25 P=1. 2 5
^
���
o
r� rI
IUI�\\`\jlJll
T went slid have breorg Insisted ed BCSI sections B3, e7 on et0, as apPOobte. plates to each of and
lateral above
nor pemne. shown
posttionasehownabweardonlheJolntDetamraparLunlesenoOedoUenvke.
and
TC Snow Pf)
<
55.00 psf
SnowDur L=1.15 P=1.15
U/
-/LI
Alpine, a division of ITW Building Components Grmrp Inc.. shall net be responsible for any davfaWn from this drawug, any falkne to build Uro Men, N
TC Dead
13.00 psf
Rep Mb r Brill / Comp / Tens
AN iTW COMPANY
c°rd°rma"c° with ANS VTPI 1, w for handling, shipping. Installation a bracing of fruseea
A seal on this drawing or cover page listing this drawing, Indicates acceptance o1 professional engineering responsibility
BC Live
0.00 psf
1.15 / 1.10 / 1.10
2820 N.
Great SW P*W. GrandPralrfe, IX75OW
solely for the design shown The suitability and use of this drawing for any structure Is the responsibility of the Building
BC Dead
7.00 psf
0. C. Spaci ng 2- 0- 0
Designer per ANSUMI 1 Sec.2 '•
TRUSPLUS 6.0 VER: T6.5.20
Fornwrefnfonnation-athhjob•sgeneralnotespageardthesawebsaea:
ALPINE: MY1V.a�ijp7LlmID; TPI: WTCA: ' ICC:
Bld Code:
g
CRC -2013
DEFL RATIO: L/240 TC: L/24
Job Name: JABORSKI RESIDENCE
Truss ID: GT1
Lust: JABOW)K1
Qty:
4
BRG X -LOC REACT SIZE
REW D
TC 2x6 DFL #2
Designed per ANSI/TPI 1-2007
UPLIFT REACTION(S) :
Safety Nfa nation, M TPI and PTCA) for eafety practices prior to perfarmhG these NnWiom Imtallere shall provide temporary bracing per BCSL Unless
DS gn r : AW #LC = 43 WT/PLY: 2054
1 0- 2- 6 5509 4.75"
1.50"
BC 2x8 DFL SS
Fabrication Tolerance = 20.0%
Support C&C Wtnd Non -Wind
lateralwn 21, and of webs shat bracing; per other sect ons or as ell plates to each of tam and
for pamtanerd shown
Pou�naaafrownam�naandanme.tawoammrePaLrm�a^oo-saahe^r'se.
TC Snow(Pf) 55.00 psf
2 24- 9- 2 9355 4.75"
2.49
WEB 2x4 DFL STANDARD
Bearings designed for an FcPerp value of the
1 -541 lb
AN/TWCOMPANY
CO"}O1"'a-*m`ANS�I1.orfmharmng.eh�sg•Installaea"6m°angofIrma—
A seal on this drawing or cover page lisdng this drawing, Indicates acceptance or processional engineering respons/bilify
MAX DEFLECTION (span) :
1.15 / 1.10 / 1.10
2x4 DFL #1 & Btr. 12-4
lesser of the truss chord lumber value or
2 - -1005 lb
0 . C .Spacing 2- 0- 0
L/666 MEM 12-13 (LIVE) LC
39
Kcr (creep factor) = 2.00
625 for all bearings.
This truss is designed using
the
DEFL RATIO: L/240 TC: 1-/24
L= -0.44" D= -0.71" T= -1.15"
IRC/IBC truss plate values are based on
Refer to Joint QC Detail Sheets for
ASCE7-10 Wind Specification
® Joint Locations ®
testing and approval as required by IBC 1703•
Cq factors and Rotational Tolerances.
Bldg Enclosed = Yes,
1 0- 0-105 9 0- o- 0
and AN and are reported in ESR -1118.
Loaded for 10 PSF non -concurrent BCLL.
Truss Location Not End Zone
2 6- 0- 10 6- 0-1S
3 9- 3- 5 9- 3- S
+ + + + + + + + + + + + + + + + + + + + + +
ASCE7-10 SNOW LOAD DESIGN CRITERIA:
Exp Category = C
12
a 12- 5-12 12 12- 5-1z
Nail pattern shown is for PLF loads and
P
P = 79 psf,= 0.9, I 1.0, Ct = 1.10
9
Bld Length = 18.00 ft, Bldg
9 9
Width
28.00 ft
5 1a-11- s 13 1a-11- s
point loads converted to PLF loads only.
.Ce
Permanent bracing is required to
Mean roof height = 11.47 ft,
mph =
110
6 17- 4-15 14 17- 4-1S
7 19-10- 8 15 19-10- 8
Concentrated loads shall be distributed to
prevent rotation/toppling. See
Occupancy Category II, Dead Load =
9.6 psf
a 24-11- 8 16 24-11- s
each ply equally. Multi -ply with hangers are
SCSI and ANSI/TPI 1.
Designed,as Main Wind Force Resisting
System
CRITICAL MENBFA fGRCES:
based on hanger nails using 3.0" nails min.
9 9
PLATING BASED ON GREEN LUMBER VALUES.
- Low-rise and Components and Cladding
and.
9
7c CONP. OUR. / 7EN5.(WR.)
CSI
roto the carrying member.
4-PLYI Simpson 6.0" SDS or equivalent
Tributary Area 364 sgft
-23926 1.15 /
2-3 -23757 1.1S /
0.43
0.38
If shown, use additional fasteners for---------
point
screws, staggered (per ND --PER
- LOAD CASE DESIGN
LOADS ----------------
3-4 -21117 1.15 /
0.23
loads from the back plysr distributed symm.
in: TC- 1 BC- 1 WEBS- 25)
L.
Dir L.PIf L.Loc
R.Loc LL/TL0.61
4-5 -21062 3.15 /
0.23
in the chords, within 12' of hanger flange.
loa s may u
Webs and chords without tie-in loads may use
TC Vert 66.00 0- 0- 0
66.0f
66.00
24-11- 8 0.61
5-6 -26290 1.15 /
6-7 -30894 1.15 /
0.36
0.a7
IF 2.S" GUN NAILS ARE USED, ANY NAIL CLUSTER
AMOUNTS SHOWN shall BE INSTALLED FROM THE
SDS screws 0 24" o.c. instead, or may use
10d nails G 6" o.c. in layers.
BC Vert 14.00 0- 0- 0
.Type... lbs X.Loc
14.00
LL/TL
24-11- 8 0.00
Fastener
7-8 -33990 1.15 /
0.74
FRONT AND BACK FACE EQUALLY(TOTAL NAILS
Cluster screws if shown, are 6.0" long.
BC Vert 218.0 2-10- 8
0.SO
8C COMP.(DUR.)/ TENS.
CSI
DOUBLE THE AMOUNT SHOWN), 3 PLY OR LESS.
Full height blocking reinforcement required
BC Vert 504.0 5- 9- 8
0.SO
9-10 / 22710IDUR,
1.1
10-11 231031.15
0.61
0.62
10d = 10d NAILS, SDS = Simpson SDS screws
to prevent buckling of members over Brg 2.
BC Vert 790.0 8- 8- 8
0.SO
/
11-12 / 227691.15
0.43
or equivalent substitute.
Special ConnectionReq. (by
Blocking design and attachment are per the
Bgilding Designer.
BC Vert 1074.0 11- 7- 8
BC Vert 1850.0 14- 6- 8
0.50
0.50
12-13 / 246221.15
13-14 / 293221.15
0.53
0.64
(a) = others)
NAIL attern shown is based on:
Notdesiynedfor attic stora a unless
914-15
BC Vert 1762.0 17- S- 8
O.SO
/ 324041.15
1s-16 / 328121.15
0.75
0.81
lOd OX = 0.128" dia. x 3.0" iong nail
10d COMMON 0.148" dia. 3.0" long,
h
noted otherwise.
BC Vert 2038.0 20-'4- 8
BC Vert 2578.0 3- 8
0.50
0.50
= x nail
16d BOX = 0.135" dia. x 3.S" Ion? nail
23-
WB COMP.(DUR. / TENS. (OUR.)
2-10 -516(1.153/
CSI
0.02
16d COMMON = 0.162" dia. x 3.5" long nail
2-11 -206(1.15)/ 859(1.15)
3-11 / 1364(1.15)
0.09
0.15
++++++++++++++++++++++
3-12 -2802(1.15)/
0.15
4-12 / 13161(1.15)
0.45
r 12-2
.12-5-12
5-12 -5123(1.15)/
S-13 / 4140(1.15)
6-13 -4528(1.15)/
0.21
0.46
0.17
1 2
3 4 5 6 7 8
6-14 / 2950(1.15)
7-14 -2885(1.15)/
0.33
0.11
4.24
7-15 / 1188(1.25)
0.12
4-PLYS
REQUIRED
R
0-6-4
B1
WA12
R:5509
U:-541
10X10
A2
(3) SDSI (5) SDS
v 17 S
790# J 1074# v 1850# 62#
218# J 504# 2038#S 1 (6) SDS
0-h12 2.1 -2.12 2578# Y 0-h12
12-1-0
12-1-0
24-11-8
9 10 11 12 13 14 15 16
TYPICAL PLATE: 3X8
Ali plates am
PINE Wave 20 ga., unless preceded H' for Hi
20
Strength positio
ned ed as sa. hown aLbove. s are to be Shin gable studlates o avoid overlap with structurald p Ni all false Plates spec
4-11-3
tSHIP
I
0.6-4
B2
W:412
R:9355
U:-1005
No. C 72160
cfvl%. �P
�OF CAU
12/15/2016
268 - Homewood Tr S
"WARN/NGI" READ AND FOLLOWALL NOTES ON THIS DRAWINGI
Lust: JABOW)K1
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIR: Dri veJ20581116_L00007_300001
Tnrssee require aareme rare in tabricaft. harming, "pkV, Installing and bracing. Refer to and follow W hint edition of SCSI (BuD*V Component
Wil: Drive -M -O S 81116_1-000
Safety Nfa nation, M TPI and PTCA) for eafety practices prior to perfarmhG these NnWiom Imtallere shall provide temporary bracing per BCSL Unless
DS gn r : AW #LC = 43 WT/PLY: 2054
Tr
noted otherwise, top chord shall have property attached structural aheaihvg and bosom chord shat have a property attached rigid calling. Locations shown
have Installed B3. B7 810, bk. Appy face
TC Live 20.00 psf
Li r L=1.25 P=1.25
lateralwn 21, and of webs shat bracing; per other sect ons or as ell plates to each of tam and
for pamtanerd shown
Pou�naaafrownam�naandanme.tawoammrePaLrm�a^oo-saahe^r'se.
TC Snow(Pf) 55.00 psf
owDu
SnowDur L=1.15 P=1.15
J
Alpine, a dMsbn of ITW Building components Group Inc., shm not be resporside for any deviation from this draw4g, any failure to build the inure In
TC Dead 13.00 psf
Rep Mbr Bnd / Comp / Tens
AN/TWCOMPANY
CO"}O1"'a-*m`ANS�I1.orfmharmng.eh�sg•Installaea"6m°angofIrma—
A seal on this drawing or cover page lisdng this drawing, Indicates acceptance or processional engineering respons/bilify
BC Live .0.00 psf
1.15 / 1.10 / 1.10
2820 N. Graaf sw Pkwy. Grana Prafrfe. Tx 75050
solely for the design shown The suitability and use of this drawing for any structure Is the responsibility or the Building
BC Dead 7.00 psf
0 . C .Spacing 2- 0- 0
Designer per ANSTRPI I Sec.2
TRUSPLUS 6.0 VER: T6.5.20
Far more Inlormation see this Job's general rotes page and these web sites
ALPINE TPI: AewLtRio2= wren ICC: XmmLtgmajcam
Bldg Code: CRC -2013
DEFL RATIO: L/240 TC: 1-/24
Job Name: JABORSKI RESIDENCE
Truss ID: J02 .
Qty: 2
BRG X -LOC REACT SIZE REQ'D
TC 2x6 DFL C2
°O[PM)=PLATE MONITOR USED -See Joint Report-
Required bearing widths and bearing areas
1 0- 2-12 139 5.50" .1.SO"
BC 2x4 DFL g1 & Btr. -
Designedper ANSI/TPI 1-2007
'a 1 when truss not supported in a hanger. -
2 1- 7- 0 108 HGR 1.S0"
WEB 2x4 DFL STANDARD
Fabrication Tolerance = 20.0%
UPLIFT REACTIONS) :
BRC HANGER/CLIP NOTE
Kcr (creep factor) - 2.00
Bearings designed for an FcPerp value of the
Support C&C Wind .Non -Wind '
2 °TJC37
Refer to Joint QC Detail Sheets for
lesser of the truss chord lumber value or
1 -18 lb r
Support Connection(s)/Hanger(s) are
Cq factors and Rotational Tolerances.
625 for all bearings.
2 -37 lb
not designed for horizontal loads.
Loaded for 10 PSF non -concurrent BCLL:
IRC/IBC truss plate values are based on
This truss is designed using the.
SEE SIMPSON CATALOG
ASCE7-10 SNOW LOAD DESIGN CRITERIA:
testing and approval as required by IBC 1703
ASCE7-10 Wind Specification
FOR ADDITIONAL INSTALLATION NOTES
MAX DEFLECTION (span)
Py 79 psf, Ce 0.9, I = 1.0, Ct = 1.10
and AN and are reported in ESR -1118.
Bldg Enclosed = Yes,
L/999 MEM 2-3 (LIVE) LC
PLATING BASED ON GREEN LUMBER VALUES.
Shim bearings (if needed) for req. support.
Truss Location Not End Zone
Exp Category C
0.
L= 0.00' D= 0.00" T= 0.00" -
Not designed for attic storage unless
noted otherwise. -
55.00 psf
=
Bldg Length 18.00 ft, Bldg Width - 28.00 ft
ft,
® loin Locations ®
1 0- 0- 0 4 0- o- o
Mean.roof height 9.42 mph = 110
Occupancy Categor II, Dead Load = .9.6 psf
2 1- 5-12 '5 1- 5-12
3 1- 7-12 6 1- 7-1z
A�tre, a division of rTw BrdkBrg components Group Inc., shag not be responsible for arty deviation both this drawing, arty failure to build the trios b
Designed as Main Ind Force Resisting System
CRITICAL KEKB(ER FORCES:
-
AN 17W COMPANY
- Low-rise and Components and Cladding
TC COMP.(((WR.33/ i�NS16 .((ouit CSI
BC Live
�
Tributary Area - 3 sqft
1-2 0.01
30(1.60)
solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building
BC Dead
2-3 -19(1.1S)% 0.01
0. C. Spaci ng 2- 0- 0
-
-
BC CORP.(WR. / TENS. (DLR.) CSI
4-S -1301.603/ 32(1.60) 0.03
5-6 -10((1.603/ 26 1.1S 0.04
-101111-6205
-
-
6-0 / 0 1.60 0.00
JDEFL RATIO: L/240 TC: L 24
-
2YB C�lll(l0U,i �46(O1U.60) 0 O1
1. •23
6.00
1 -9
1-4-2 2X4 1 -4 -SHIP
0- -9
1 B2
'TJC37
_3 001 w:108
R:108
1-7-12 V-37
0W 139 r
18 4 56
No. C 72160
t
*W 'S' Super
�T,9 C1NilrP
-
AB connector plates ere ALPINE Wave 20 ga., unless preceded by for High Stranpth 20 ga for
Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and teIse trema plates
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates.
268 - Homewood Tr s
**WARNING!'* READ AND FOLLOWALL NOTES ON THIS DRAWING!
Cust: JABORSKI
DIR: DrivejL0581116_L00007_J00001WO
C
IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
•
/\
Trusses ration, Are- care b febrbs hardsr6. spWWia, and Refer to sed follow, the latest adorn of SCSI (Bur ingSC Component
Dri ve�L0581116_L000
'
& LC 49 WT/PLY : 10
error it sebracing.Punct
Safety Information, W TPI aro N?CA) for satnry practices purr ro pertormtg these functions. installers e1ra0 provide temporary taadrg per SCSI. Unless
ate
Ds gn r : AW
=
tY
noted otherwise, top chard shall have properly attached structural sheathing and bottom chord shat have a properly attached rlgW cetibg. Locations shown
TC Live
20:00 psf
Li r L=1.25 P=1.25
���
_
r� ri
I�►�\\V\IJII
for p.nord lateral restraint m webs aha, have report mamOW per cher sectionsB3, B7 or B1o, as applicable. Appry ptatm m each face of truss end
podtbnasanownabove and onthe JowoetamreporLunkssnoted otherwlse.
TC Snow(Pf)
55.00 psf
owDu
SnowDur L=1.15 P=1.15
A�tre, a division of rTw BrdkBrg components Group Inc., shag not be responsible for arty deviation both this drawing, arty failure to build the trios b
TC Dead
13.00 psf
Rep Mb r Bnd / Comp / Tens
AN 17W COMPANY
CO"tonn - with ANSVTPI t, or for handling, shippUU installation & bradrg of trusses
A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility
BC Live
0.00 psf
1.15 / 1.10 / 1.10
2820 N. Creat SWPAwy. Grand Prairie, 7X 75050
solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building
BC Dead
7.00 psf
0. C. Spaci ng 2- 0- 0
Designer per ANSLIPII Sec.2
TRUSPLUS 6.0 VER: T6.5.20
For more Information we this job's general rates page and these web sites:
ALPINE TPI: ymnWnst,m wren ICC: momkouita=
Bldg Code:
CRC -2013
JDEFL RATIO: L/240 TC: L 24
Job Name: JABORSKI RESIDENCE
Truss ID: J04
Qty: 2
BRG X -LOC REACT SIZE REQ D..
TC 2x6 DFL S2
Designed per ANSI/TPI 1-2007
Required bearing widths and bearing areas
1 0- 2-12 287 S.so" 1.50"
BC 2x4 DFL #1 6 Btr.
Fab n cation Tolerance = 20.0%
appl when truss not supported in a hanger.
2 3- 7- 0 260 HGR 1.50",
BRG HANGER/CLIP NOTE
WEB" 2x4 DFL STANDARD
Kcr factor)
Bearings designed for an FcPerp value of the
lesser lumber
UPLIFT REACTIQN(S)
Support CdC Wind Non "
2 °TIC37
(creep - 2.00
Refer to 3oint QC Detail Sheets for
of the truss chord value or
625 for all bearings.
-Wind
i - -46 lb -
Support Connection(s)(Hanger(s) are
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are basedon2
-78 lb '
not desiggned for hon z0ntal loads,
SEE SIMPSON CATALOG
Loaded for 10 PSF non -concurrent BCLL.
testing and approval as required by IBC 1703
This truss is designed using the
FOR ADDITIONAL INSTALLATION NOTES
MAX DEFLECTION (span)
ASCE7-10 SNOW LOAD DESIGN CRITERIA:
Pg 79 psf, Ce = 0.9, I - 1.0, Ct = 1.10
and AN and are reported in ESR -1118.
Shim bearings (if heeded) for req support.
ASCE7-10 Wind Spec fication
Bldg Enclosed - Yes,
L/999 MEM 4-S (LIVE) LC 47
Not designed for attic,storage unless
PLATING BASED OW GREEN LUMBER VALUES.
Truss Location Not End Zone
'"Exp
L= -0.01' D= -0.01' T- -0.02" '
noted otherwise.
Category = C
Bldg Length = 18.00 ft, Bldg Width = 28.00 ft
Joint Locations ®
i o- o- o a O- 0- o
Mean roof height = 9.92 ft mph 110
toad
2 3- S-10 5 3- 5-12
2X4 0
9
Occupancy Category II, Dead = 9.6 psf
3 3- 7-12 6 3- 7-12 -
Designed as Main Wind Force Resisting System
CRITICAL MEMBER FORCES:
82
- --
- Low-rise and Components and Cladding
TC COMP. (oils.)/ 7ER5. (OBR.) CSI
Tributary Area = 7 sqft
1-2 _71(1.15)/ 93(1.153 0.13
2-3 19 1.15 / 0(1.25 0.01
JC37
11
BC COMP.(DUR. / TE1%j? R. CSI
_
B1T.
4-5 83(1.603 0.11
-
p(tO IQti�
_32(1.603/
5-6 20 1.so / 63 1.153 0.09
6-0 -1 1.2S / 0 1,60 0.D0
W:508
2M5-250(O1U. 15)% " 92(1.60) 0,03
• 1 3
00
F6.00
c _ 1.5X3
.
2-
�-2
2-4-2
SHIP
r
2X4
6
2X4 0
9
G
82
1
JC37
11
_
B1T.
W:108
U. a
09
p(tO IQti�
•
W:508
8:287
J
U:-46 I 3-7-12
4 6
No. C 72160
OF
All y g Strength ga
gth 1p 8 gall Plates are to be positioned gper Joint Detail Circled pplates and false frame plates Super
Streconnector
are positioned as shown above. Shit gable stud plates to avoid overlap with structural plates.'12/15/2016
268 - Homewood Truss
**WARNING!*' READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
"IMPORTANT"
Cust : JABORSKI
DIR:
(C)
FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
^
7rusaea require eWema care N tabdcatinp, haMGrg, aNppbg, Installing and bracb4 Refer to and follow the latest edition of BCSI (Buddhg Componerrt
functions. Installers temporary bracing SCSI. Unless
rive
WO: D rl V e��O
Dsg n r : AW
5811116_000007_]00001
SB1116_L000
#LC = 49 WT/PLY : 20
re
Safety Informatlon, by TPI and WTCA) for safety practices prior to perfomJng these shall provide per
noted ethenw .top chord shall have properly attached structural sheathing and bottom chord Mal have a property asa hed rigid coiling. Locations shown
TC Live
20.00 psf
L, Dur L=1. 2 5 P=1. 2 5
^
�
D r� r7
IU^\\V�lJll
for permaned latennl reatreW of webs Mal nave bracing rdese, d per other aectbm 89. 67 or e+o, as app�lkabb. Apply plates to each face of trues and
poaaion m etmwn ebwe and on Inc clow oetaRt mpo4 rmtrss noted otnenwe.
TC S now(Pf)
55.00 psf
SnowDu r L=1.15 P=1.15
o
L�/UI
Alpine, a c"iun of rr Buftarg Componersa Group Inc., Mag not be resporsiDb for any deviation from this dravMg, any fallure to build the truss In
TC Dead
13.00 psf
Rep Mb r Bnd / Comp / Tens
AN ITW COPAPANY
conforman ca with ANSUTPI 1, or for hardWU shlpphng, hntabdon a bree g of biases.
A seal on this drawing or coverpage listing this drawing, Indicates acceptance o1 professional engineering responsiblrlfy
BC Live
0.00 psf
1.15 / 1.10 / 1.10
2820 N. Great s W PRnry. C -.d P. d,#% TX 7SOW
solely for the design shown The suitability and use o1 this draw6lg for any structure is the responsibility of the Building
BC Dead
7.00 psf
0. C .Spacing 2- 0- 0
Designer perANSUTPI t Sec.2
TRUSPLUS 6.0 VER: T6.$.20
For rnoretill°iiiadonsee Ws)ob�sgeneral notes papeand these "ebat=:
ALPINE* �gy,R)OjOrjppLfBm; TPF: WMA: tip Wrod{m .om: ICC: www l=ate aro
Blit Code:
g
CRC -2013
DEFL RATIO: 0/240 7C: 0/24
Job Name: JABORSKI RESIDENCE Truss ID: J06
Qty: 2
BRG X -LOC REAR SIZE REQ'D
TC 2x6 DFL #2 Designed per ANSI/TPI 1-2007
Required bearing widths and bearing areas
1 0- 2-12 437 S. SO" 1.50"
BC 2x4 DFL t1 & Btr. Fab n cation Tolerance = 20.0%
app/ when truss not supported in a hanger.
2 5- 7- 0 410 HER 1.S0"
WEB 2x4 DFL STANDARD Bearings designed for an FcPerp value of the
UPLIFT REACTION(S) :
BRG HANGER/CLIP NOTE
Kcr (creep factor) = 2.00 lesser of the truss chord lumber value or -
Support C&C Wind Non -Wind +
2 SUR24
Refer to Joint QC Detail Sheets for 625 for all bearings. ."
1 -74 lb
Support Connection(Hanger(are
Cq factors and Rotational Tolerances. IRC/IBC truss plate values -are based on
2 -118 lb
not designed for horizontal loads.
SEE SIMPSON CATALOG
Loaded for SO PSF non -concurrent BCLL. - testingg and approval as required by IBC 1703
ASCE7-10 SNOW LOAD DESIGN CRITERIA: ANSI/T.PI in
HORIZONTAL REACTIONS))
FOR ADDITIONAL INSTALLATION NOTES
and and • are reported ESR -1118.
support 1 124 lb•
MAX DEFLECTION (s an)
Pg = 79 psf, Ce = 0.9, I = 1.0, Ct 1.10 Shim bearings (if needed) for req. support.
This truss is designed using the PLATING BASED ON GREEN LUMBER VALUES.
support 2 124 lb
L/999 MEM 1-2 (LIVE) LC 47
L= -0.01' D= -0.01" T= -0.02"
ASCE7-10 Wind Specification Not designed for attic storage unless
.Bldg Enclosed = Yes, - - noted otherwise.
Joint Locations ®
Truss Location Not End Zone
i o- o- 0 5 0- o- o
2 3- 9- 0 6 3- 9- 0
Exp Category = C
3 5- 5-12 7 S- 5-12
Bldg Length = 18.00 ft, Bldg Width 28.00 ft
9
4 5- 7-12 a s- 7-1z
Mean roof height = 10.42 ft, mph 110
-
CRITICAL KEKBER FORCES:
.Occupancy Category II, Dead Load = 9.6 psf
7C COKP. WR. / TENS. WR. CSI
Designed as Main Wind Force Resisting System
1-2 -607 1.15 / 79 1.60 0.11
2-3 -63 1.15 / 28 1.15 0.059
- Law -rise and Components and Clad d1O "
3-4 -19 1.1s / 0 0.90 0.01
Tributary Area = 11 sgft -
BC CWIP. DU0.. / TENS. DU0.. CSI
S-6 -158 1.60 / 480 1.15)) 0.08
6-7 -150 1.60 / 451 1.15) o.22
-
7-8 -29 1.60 / 99 1.153 0.18
`
8-0 -1 1.25 / 0 1.15 0.00
MB COMP. OUR. / TENS.(OUR. CSI
2-6 -6(1.603/ 123(1.253 O.OS
'
2-7 -514 1.15 / 169 1.60 0.07
_
3-7 -105 1.15 / 28 1.60 0.01
1 2 8
1:5X3
-
2.5X4
2-0-9
3-4-2
SHIP
e
2.5X4
,
2X4 1.5X3 1 _19
•
jl
0-66-4
J
•
B1
WURS24
:18
RAID
3.0W
C7FSI
U:-118
508
RA37
R:437
U:-74
• 5.7-12 .
J
s 6 9
No. C 72160
clvly �P
•
�OF CAU
Super
AB connector plates are ALPINE Wave 20 ga., unless preceded by'H' for Hi h Strength 20 game
Strength 18 ga. Plates are to be pos8lonted per Joint Detail RepoX CucIN plgatas end false frame plates
=overlap
12/ 15/.2016
are positioned as shown above. Shia gable stud plates to with structural plates.
268 - Homewood Trus
"WARNING]'" READ AND FOLLOWALL NOTES ON THIS DRAW/NGI
"IMPORTANT"
Cust: JABORSKI
DIR: Dri ve-YL0581116_L00007_J00001
(G4T
FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
Trusses require extreme care in tafxkathg, hanaM. sh0pkng. Instamng and bracing. Refer to and follow the latest edition of SCSI (Bunds g Component
W0: Drive -M-05811.16-1-000
Safety Information, by TPI and WTCA) for safety practices prior to perform6g these functions. Installers shall provide temporary bracing per SCSI. Unless
Ds gn r : AW ALC = 49 WT/PLY : 354
n,
noted otherwise. top chord shall nave properly attached structural sheathirg and bottom chord shall haw a property attschad rigid "ft. I.-."- at.-
tau
TC Live 20.00 psf f
Li ve Du r L=1.25 P=1.25
��O
O
r� rt
IF
for of trues and
pion as sh lateral rve and of webs shat haw reportrdessInstalled par SCSI senlloro Bit, 87 or 810, as app8casb. Apply plates to each
positlonmahownasweeMonthe JoWDetaibrepo4unleasnoted otherwfx.
TC Snow(Pf) 55.00 psf
SnowDur L=1.15 P=1.15
IlLllr�\\\VIJII
Aline, a dNbbn of IiW &ds9np Components crap Mc, ensu net be responsible for any devmttlon from the dravMp, any (allure fa Gnilo the thus N
. TC Dead 13.00 psf
Rep Mb r B nd / Comp / Tens
AN FFW COMPANY
c°nt°n"°"c° with ANSVTPI 1, or far haMbg, shipptrg, Installation & bracing of tn-
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility
BC Live 0.00 psf
1.15 / 1.10 / 1.10
2820 N. cow SW Pkwy. Grand Prams, 7X 75050
solely for the design shown The suitability and use of this drawing for any structure Is the responsibility of the Building
BC Dead 7.00 psf
0. C .Spacing 2- 0- 0
Designer perANSYTPl f Sec.2
TRUS PLUS 6.0 VER: T6. 5.20
For more Information see this Jobb general notes page and these web sites:
Blit Code: CRC -2013
g
DEFL RATIO: 1-/240 TC: 1-/24
I
ALPINE ' TPI: ' WfCA: ' CC:
Job Name: JABORSKI RESIDENCE
Truss ID: J08
Qty: 2
BRG 'X -LOC REACT SIZE REQ D,. TC 2x6 DFL #2.'
Designed per ANSI/TPI 1-2007 _
Required bearing widths and bearing areas
1 0- 2-12 586 5.50" 1.50" BC 2x4 DFL &1 b Btr.
'Fab n cation Tolerance = '20.0%
appl when truss not supported in a hanger.
2 7- 7- 0 560 HGR 1.50" WEB 2x4 DFL STANDARD
Bearings designed for an FcPerc value of the
UPLIFT REACTION(S) : -
BRG HANGER/CLIP NOTE Kcr (creep.factor) = 2.00
lesser of the truss chord lumber value or
Support C&C Wind Non -Wind •'
2 °SUR26 Refer to Joint QC Detail Sheets for
625 for all bearings.
1 -84 lb
Support Connection(s)/Hanger(s) are Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
2 -143 lb a
not designed for horizontal loads. Loaded for 10 PSF non -concurrent BCLL.
SEE SIMPSON CATALOG
testingg and approval as required by IBC 1703
HORIZONTAL REACTION(S)
ASCE7-10 SNOW LOAD DESIGN CRITERIA:
FOR ADDITIONAL INSTALLATION NOTES Pg n 79 psf, Ce ,= 0.9, I = 1.0, Ct a 1.10
MAX DEFLECTION (span) :
and AN and are reported in ESR -1118.
Shim bearings (if needed) for req support.
support 1 157 b
support 2 1S7 lb
.This truss is designed using the - -
PLATING BASED ON GREEN LUMBER VALUES.
o.01
L/999 MEN 1-2 (LIVE) LC 47 ASCE7-10 Wind Specification
Not designed for attic storage unless
.COMP. (((DUR. / TENS.(DUR.)
L= -0.03' D= -0.02" T= -0.04" Bldg Enclosed = Yes,
noted otherwise.
'
®
Joint Locations ®
Truss Location Not End Zone
1
0- o- 0 5 0- o- o
Exp Category = C
'
2
3
4- 9- 0 6 4- 9- 0
7- 5-12 7 7- 5-1z-
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates.
Bldg Length 18.00 ft, Bldg Width,= 28.00 ft
4
7- 7-12 8 7- 7-12
Mean roof height a 10.92 ft, mph 110
CRITICAL MEMBER FORCES:
FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
Occupancy Category II, Dead Load 9.6 psf
TC
CpIP. DUR. / TEAK. dirt.
CSI
Designed as Main Wind Force Resisting System -
1 -2
2-3
-976 1.15 / 118 1.60
-97 1.15 / 54 1.15
0.18
0.10
- Low-rise and Components and Cladding
9
3-4
-19 1.15 / 0 1.1s
o.01
Tributary Area 15 sgft
BC
.COMP. (((DUR. / TENS.(DUR.)
CSI
5-6
-223(1.603/ 794(1.15)
0.14
e3. BT an Btg, as applicable. Appy plow co each race of truss and
anew tale al resvaim of webs shag nave rbrabVeport s�sed per Sher otherwise.
posiBonasshownabove-onthe wmtDafaBsreparLunless rofeeon,en�e.
6-7
-z17 1.60 / .765 1,1S
0.33
7-8
35 1.60 / 136 1.15
0.25
*0.00
8-0
1 1.25 / 0 1.60
TC Dead 13.00 psf
'
.
Cd1P. (DUR.)/ TENS. d1R.
CSI
BC Live 0.00 psf
2-6
/ 158 1.25
0.06
3-7
247
Designer per ANSMI1 Seat
-162(1.15)/ 1.60
0.02
i
For mare Information see this lob's general rotes page and these web sdes:
ALPINE TPI: Wycn wwws Indus"am lcc:
Bldg Code: CRC -2013
IDEFL RATIO: L/240 TC: L/24
r6.00
1.5X3
2.5X4 2-4 ;-9
4-4-2 JSHIP
2.5X4'
" 2.5X4 1.5X3 1-9-9
0-6-4 SUR26
VV:108
W:508 3.00I U: 143
R:586
U:-84
7-7-12
t 5 6 81
t ^
K
OFMS1
Fy T. rq,�,,
414NO.0
72160
q�OF�
'for for
Ali connector plates are ALPINE Wave 20 ga., unless preceded Dy'W for High Strength 20 fram'S'
Strength 18 ga. Plates are to be positioned per Joint Detail Repoft Circled plates and false frame
12/15/2 016
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates.
268 - Homewood Tr S
WARNING[** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
''`IMPORTANT*"
Cust: 7ABORSKI
DIR: Dri v
FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
�pL0581116_L00007�00001
Trussesregwra ememe care in tabdwurg, handling, anippirg, iosmmro and bracing. Refer to and follow the latest edition of SCSI (Building Component
WO: D ri ve A 0581116_1-000
4LC 49 VT/PLY: 47
safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall prwide temporary bracing per BCSL Unless
Dsg n r : AW -
ry
mted .,W-. top chord - have properly attached structural sheathing and bottom chord shall have a properly attached rigid calling. Locations shown
TC Live 20.00 psf
Li veDu r L-1.25 P=1.25
e3. BT an Btg, as applicable. Appy plow co each race of truss and
anew tale al resvaim of webs shag nave rbrabVeport s�sed per Sher otherwise.
posiBonasshownabove-onthe wmtDafaBsreparLunless rofeeon,en�e.
TC 5now(Pf) 55.00 psf
P=1.15
Alpine, a dhisbn al I TW Bulkfi g Camponenm Group Inc., shall not be responsible far any devWWn from this drawing. any failure to build the truss In
TC Dead 13.00 psf
Rep Mb r Bell /Comp /Ten s
RepSnowDur ell / C
AN fTW C08tPANY
conformance wnh ANSVTPI 1, or for hanasrg, shlppirg, InstzBzUon 8 bracing of trusses.
A seal on this drawling or cover page listing this drawing, Indicates acceptance of professional engineering responsibility
BC Live 0.00 psf
1.15 / 1.10 / 1.10
2820 N. Great SWPhry. Grand Pral'i% TX TWW
solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building
BC Dead 7.00 psf
0. C. Spaci ng 2- 0- 0
Designer per ANSMI1 Seat
TRUSPLUS 6.0 VER: T6.S.20
For mare Information see this lob's general rotes page and these web sdes:
ALPINE TPI: Wycn wwws Indus"am lcc:
Bldg Code: CRC -2013
IDEFL RATIO: L/240 TC: L/24
Job Name: JABORSKI RESIDENCE
BRG ' X -LOC REACT SIZE REQ'D TC 2x6 DFL #2
1 N/A BC 2x4 DFL #1 6 Btr.
2 3- 9-12 499 1.50" 1.50" WEB 2x4 DFL •STANDARD
3 3- 9-12 83 HGR 1.S0" Kcr (creepp factor) - 2.00
BRG HANGER/CLIP . NOTE Refer to ]dint QC Detail Sheets for
3 LUS26. Cq factors and Rotational Tolerances.
Support Connection(s)/Hanger(s) are Loaded for 10 PS
non-concurrent BCLL.
not designed for horizontal loads. ASCE7-10 SNOW LOAD DESIGN CRITERIA:
SEE SIMPSON CATALOG Py e 79 psf, Ce - 0.9, I - 1.0, Ct 1.10.
FOR ADDITIONAL INSTALLATION NOTES Pm a 20 psf
MAX DEFLECTION (span) : PLATING BASED ON GREEN LUMBER VALUES.
L/890 MEM 3-4 (LIVE) LC S4 Not designed for attic storage unless
L- -0.05" D= 0.00" T- -0.05" noted otherwise.
EX.WB DEF CRITERIA:L/120
IN MEM 4- 2; T- 0.00"
Joint Locations
2 3-10- B 4 3-10- 8
CRITICAL MEMBER FORCES:
TC COMP. OUR. / TENS. OUR. CSI
1-2 -279 1.603/ 1121((1.153 0.38
2-0 -304 1.603/ 1121 Ell 3 0.19
0-0 -1 1.15 / 1(1.60 0.00
BC COMP. OUR.)/ '261. OUR.) CSI
3-4 -1034 1.153/ 263(1.603 0.17
4-0 -1034 1.15 / 2S1 1.60 0.03
0.0 / (( )) 0.80
2-4 _89(1W.60)/ '61(01%2 02
E
Truss ID: M03
Designed per ANSI/TPI 1-2007
Fabrication Tolerance - 20.0%
Bearingsdesigned for an FcPerp value of the.
lesser of the truss chord lumber value or
62S for all bearings.
IRC/IBC truss plate values are based on
testingy and approval as required by IBC 1703
and ANSI/TPI and are reported in ESR -1118.
Mark all interior bearing locations.
Install interior support(s) before erection.
Shim bearings (if needed) for req. support.
+ + + + + + + + + + + + + + + + + + + + + +
THIS TRUSS HAS BEEN DESIGNED WITH PINNED
SUPPORTS AS INDICATED BY THE HORIZONTAL
REACTIONS. THE SUPPORTING STRUCTURE SHALL
BE DESIGNED TO ACCOMMODATE THE VERTICAL AND
HORIZONTAL REACTIONS SHOWN. THE BUILDING
DESIGNER IS RESPONSIBLE FOR THE CONNECTIONS
AND ADEQUATE DESIGN OF THE STRUCTURE.
+ + + + + + + + + + + + + + + + + + + + + +.
3.00
2
B2
W:108
R:499
U:-161
Qty: 42
Rpegqpuiired bearing widths and bearing areas
UPLIVIrenCTION�truss not supported in a hanger.
Support C& -161 Wind
Non-Wind lb
,
HORIZONTAL REACTION(S)
support 2 1034 1b
support 3 -1034 lb
This truss is designed using the
ASCE7-10 Wind Specification
Bldg Enclosed - Yes,
Truss Location Not End Zone
Exp Category = C
Bldg Length T 18.00 ft, Bldg Width 28.00 ft
Mean roof height a 9.49 ft, mph 110
Occupancy Category II, Dead Load a 9.6 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area - 8 sgft
Vertical members exposed to wind: 4- 2
T.
B3
3-104
LUS26
3 4
W:108
R:83
U:-29
No. C 72160
AD *H*
�OF �V
connector plates are ALPINE Wave 20 ga., un ess preceded by for High Siren Oth 20 ga., S' for Super
Strength 18 ga. Plates are to be positioned Joint Detail Report Circled false frame
per plates and plates
are positioned as shown above. Shift gable stud plates to avoid overlap Will structural plates.
268 - Homewood Tr S
(X
WARNINGI** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
Cust: JABORSKI
DIR: Drive-M-0581116_L00007_JO0001
Tnmsaa require eodreme are In fabricating. Iwdliig, d0pvtg, Instamrg and bracing. Refer to aM follow the latest edition of SCSI (BuWbV Component
W0: Drive -M05811161-000
as" InformaboR by TPI and WrCA) for safety practices prior to perfomnbg these functions, tmtelens aha0 provide temporary braWa per SCSI. Unlet
Dsgn r: AW
#LC = 59 VT/PLY: 2 041
>v
noted otherwise, top chord shati have properly attached structural sheatNng and bottom chord shat have a property aftachW ripk ce ft. Locations shown
�r-��
d �ILII��--
r� n
�Uj\\\J�
for P.Mam ra lateral restraint of webs shall have bracing; bnta0ed pm BCSI sections B3, B7 or B10, as applicable. Apply plates o each face of tons and
pwiflon as shown ebwe and on tM Joint Deole report unless noted otherwhe.
TC Live
TC SnOW (Pf)
20.00 psf
5 5.00
Li veDu r L-1.25 P=1.25
SnowDu r L=1.15 P=1.15
AN
/TINCOMPANY
Alpha, a mvhmn of IiW Suipinp Components Group Inc, arae not be responsible ton any deviation from this drawing, arty failure to build the fora. H
condormareewith ANSVTPll,offor handling, shipaM.Instailatlonabraatrgoftrusaea.
TC Dead
psf
13.00 psf
Rep Mbr Bind /"Comp / Tens
A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility
BC Live
0.00 psf
1.15 / 1.10 / 1.10
2820 N. Gaeaf S W Pkwy. Grand Pratrfq TX 75050
solely for the design shown. The suitability and use of fila drawing for any structure Is fire responsibility of the Building,
BC Dead
7.00
0. C. S i ng 2- 0- 0
Designer per ANSYMII Sec.2
psf
pac
TRUSPLUS 6.0 VER' T6.5.20
For more information see thisjobs general rotes page and these web ekes:
ALPINE: TPI: WTCA [rC:
Bldg Code:
CRC -2013
IDEFL RATIO: L/240 TC: L/24