HomeMy WebLinkAboutB17-0587 030-020-091 (2)4R
r; 0178 23 OPERATION AND MAINTENANCE DATA
1. 4.410.1. At the time of final inspection, a manual, compact disc, web -
based reference or other media acceptable to the enforcing agency
which includes all of the following shall be placed in the building:
a. Directions to the owner or occupant that the manual shall
remain with the building throughout the life cycle of the
structure.
b. Operation and maintenance instructions for the following:
I ) Equipment and appliances, including water -saving
devices and systems, HVAC systems, photovoltaic
systems, electric vehicle chargers, water -heating
systems and other major appliances and equipment.
2) Roof and yard drainage, including gutters and
downspouts.
3) Space conditioning systems, including condensers
and air filters.
4) Landscape irrigation systems.
5) Water reuse systems.
c. Information from local utility, water and waste recovery
providers on methods to further reduce resource
consumption, including recycle programs and locations.
d. Public transportation and/or carpool options available in the
area.
e. Educational material on the positive impacts of an interior
relative humidity between 30-60 percent and what methods
an occupant may use to maintain the relative humidity in
that range.
f. Information about water -conserving landscape and irrigation
designs and controllers which conserve water.
g. Instructions for maintaining gutters and downspouts and the
importance of diverting water at least 5 feet away from the
foundation.
h. Information on required routine maintenance measures,
including, but not limited to, caulking, painting, grading
around the building, etc.
i. Information about state solar energy and incentive programs.
j. A copy of all special inspection verifications required by the
enforcing agency or this code.
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0181116 FACILITY ENVIRONMENTAL REQUIREMENTS
1. Adhesives, adhesive bonding primers, adhesive primers, sealants,
sealant primers, and caulks shall comply with Section 4.504.2.1 of the
2016 California Green Building Standards Code. `
2. Architectural paints and coatings used on the project shall be in
accordance with Section 4.504.2.2 of the 2016 California Green
Building Standards Code.
3. Aerosol paints and coatings shall comply with the requirements of
Section 4.504.2.3 of the 2016 California Green Building Standards
Code. '
4. Verification of compliance with Section 4.504.2 shall be provided at
the request of the enforcing agency. Documentation may include,
but is not limited to; manufacturer's product specification, or field
verification of on-site product containers. 4.504.2.4.
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01 81 19 INDOOR AIR QUALITY REQUIREMENTS
1. Each bathroom shall be mechanically ventilated.
2. Mechanical exhaust fans which exhaust directly from bathrooms shall
be ENERGY STAR compliant and shall be ducted to terminate outside
the building. Unless functioning as a component of a whole house
ventilation system, fans must be controlled by a humidistat which shall
' be readily accessible. Humidistat controls shall be capable of
adjustment between a relative humidity range of 550 to 80 percent. A
humidity control may utilize manual or automatic means of
adjustment. A humidity control may be a separate component to the
exhaust fan, and is not required to be integral. 4.506.1.
3. Lighting integral to bathroom exhaust fans shall comply with the 2016
California Energy Code.
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0186 16 WATER EFFICIENCY AND CONSERVATION
1. Water closets. The effective flush volume of all water closets shall not
exceed 1.28 gallons per flush.
2. Tank -type water closets shall be certified to the performance criteria
of the US EPA WaterSense Specification for Tank -type Toilets.
3. Single showerhead. Showerheads shall have a maximum flow rate of
not more than 2.0 gallons per minute at 80 psi.
4. Multiple showerheads serving one shower. When a shower is served
by more than one showerhead, the combined flow rate of all
showerheads and/or other shower outlets controlled by a single valve
shall not exceed 2.0 gallons per minute at 80 psi, or the shower shall
be designed to allow only one shower outlet to be in operation at a
time. A hand-held shower shall be considered a showerhead.
5. Showerheads shall be certified to the performance criteria of the US
EPA WaterSense Specification for Showerheads.
6. Residential lavatory faucets. The maximum flow rate of I residential
lavatory faucets shall not exceed 1.2 gallons per minute at 60 psi. The
minimum flow rate of residential lavatory faucets shall not be less than
0.8 gallons per minute at 20 psi.
7. Kitchen faucets. The maximum flow rate of kitchen faucets shall not
exceed 1.8 gallons per minute at 60 psi. Kitchen faucets may
temporarily increase the flow above the maximum rate, but not to
exceed 2.2 gallons per minute at 60 psi, and must default to a
maximum flow rate of 1.8 gallons per minute at 60 psi. Where
complying faucets are unavailable, aerators or other means may be
used to achieve reduction.
8. Plumbing fixtures and fittings shall be installed in accordance with the
California Plumbing Code, and shall meet the applicable standards
referenced in Table 1701.1 of the California Plumbing Code.
07 00 00.1 ENERGY NOTES - BUILDING ENVELOPE MEASURES
1. §150(a) Minimum R-22 insulation in wood frame ceiling. See Drawings
for specific installation.
2. §150(b) When loose -fill insulation is installed, the minimum installed
weight per square foot shall conform with the manufacturer's installed
design weight per square foot at the manufacturers labeled R value.
3. §150(c) Minimum R-13 insulation in 2 x 4 wood framed walls, and
minimum R-19 insulation in 2 x 6 framed walls. See Drawings for
specific installation.
4. §150(d) Minimum R-19 insulation in wood framed raised floors. See
Drawings for specific installation:
5. §150(e) Masonry and factory built fireplaces shall have the following:
a. Closeable metal or glass doors covering the entire opening of
the firebox.
b. A combustion air intake to draw air from the outside of the
building, which is, at least 6 square inches in area and is
equipped with a readily accessible, operable, and tight-
fitting damper or combustion -air control device. If the
fireplace will be installed over a concrete slab floor, and the
fireplace will not be located on an exterior wall, a
combustion air intake is not required.
c. A flue damper with a readily accessible control.
d. Continuous burning gas pilot lights shall be prohibited.
6. If an air retarding wrap is installed to meet the compliance credit
under performance approach, it shall be tested and labeled by the
manufacturer to comply with ASTM E 1677-95, and shall have a
minimum perm rating of 10. The air -retarding wrap shall be installed
per the manufacturers specifications in accordance with the
aforementioned ASTM specification.
7. § 150(f) Slab edge insulation - water absorption rate for the insulation
material alone without facings shall be no greater than 0.3%. Water
vapor permeance rate shall be no greater than 2.0 perm/inch.
8. §110.8(a) Insulation certification�by manufacturers. Any insulation shall
be certified by the Department of Consumer Affairs, Bureau of Home
Furnishing and Thermal Insulation that the insulation conductive
thermal performance is approved pursuant to the California Code of
Regulations, Title 24, Part 12, Chapters 12-13, Article 3, "Standards for
Insulating Material".
9. §1 10.6(a) (1) Fenestration products and exterior doors shall have air
infiltration rates not exceeding 0.3 cfm/ft2 of window area, and 0.3
cfm/ft2 of door area for residential doors when tested in accordance
to NFRC-400 or ASTM E 283.
10. §110.6(a)(2) U -Factor. The fenestration product's U -factor shall be
rated in accordance with NFRC 100, or use the applicable default U -
factor set forth in Table 1 10.6-A.
11. §110.6(a)(3) Solar heat gain coefficient SHGC. The fenestration
product's SHGC shall be rated in accordance with NFRC 200, or use
the applicable SHGC set forth in Table 110.6-B.
12. §110.6(a)(4) Visible Transmittance (VT). The fenestration product's VT
shall be rated in accordance with NFRC 200 or ASTM E972. For tubular
skylights, VT shall be rated using NFRC 203.
13. § 110.7 Exterior doors and windows shall be weather-stripped. All joints
and penetrations shall be caulked and sealed.
14. §150(a)2 Attic access doors shall have permanently attached
insulation using adhesive or mechanical fasteners. The attic access
shall be gasketed to prevent air leakage.
07 00,00.2 ENERGY NOTES - SPACE CONDITIONING EQUIPMENT
1. §1,10.2 Any space -conditioning equipment listed in Section 110.2 may
be installed only if the manufacturer has certified to the Commission
that the equipment complies with all the applicable requirements of
the Section. Equipment shall meet the applicable efficiency
requirements in Tables 1 10.2-A through 1 10.2-K, subject to the notes in
Section 110.2(a).
2. §150(h) Building heating and cooling loads shall be determined using
a method based on any one of the following: The ASHRAE Handbook,
the SMACNA Residential Comfort System Installation Standards`
Manual, or the ACCA Manual J.
3. Heating systems are required to have a minimum heating capacity
adequate to meet the minimum requirements of the CBC.
4. §11 1.2(c) All unitary heating or cooling systems that are not controlled
by a central energy management: control system (EMCS), shall have a
setback thermostat. All thermostats shall have a clock mechanism
that allows the building occupant to program the temperature set .
points for at least four .periods within 24 hours. Refer to Section
�. §1 10.2(6) for thermostats for heat pumps.
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07 00 00.3 ENERGY NOTES - AIR DISTRIBUTION SYSTEM DUCTS,
PLENUMS AND FANS
1.
§ 150(m) l All ducts and plenums shall be installed, sealed and
insulated to meet the requirements of CMC sections 601, 602, 603,
604, 605 and ANSI/SMACNA-006-2006 HVAC Duct Construction
Standards Metal and Flexible 3rd Edition. Portions of supply -air and
return -air ducts and plenums of a space heating or cooling system
shall either be insulated to a minimum installed level of R-6.0 (or any
higher level required by CMC Section 605) or a minimum installed
level of R-4.2 when entirely in conditioned space. Connections of
metal ducts, and the inner core of flexible ducts shall be
mechanically fastened. Openings shall be sealed with mastic, tape,
or other duct -closure system that meets the applicable requirements
of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the
requirements of UL 723. If mastic or tape is used to seal openings
greater than VA inch, the combination of mastic and either mesh or
tape shall be used.
2.
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.
3.
Field -Fabricated duct systems shall be constructed in accordance
with the requirements of § 150(m)3.
4.
§ 150(m)3D. Joints 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.
5.
Insulated flexible duct products shall be labeled in accordance with
§ 150(m)6.
6.
§150(m)7 All fan systems, regardless of v6lumetric capacity, that
exhaust air from the building shall be provided with backdraft or
automatic dampers to prevent air leakage.
7.
§150(m)8 Gravity ventilation systems serving conditioned space shall
have either automatic or readily accessible, manually operated
dampers.
8.
§ 150(m)9 Duct insulation shall be protected from damage, including
that due to sunlight, moisture, equipment maintenance and wind.
Cellular foam insulation shall be protected as above or painted with a
coating that is water retardant and provides shielding from solar
radiation that can cause degradation of the material.
9.
§ 150(m)10 Flexible ducts cannot have porous inner cores.
10.
§ 150(m)1 1 Duct system sealing and leakage testing. Ducts shall be
sealed, as confirmed through field verification and diagnostic testing,
in accordance with all applicable procedures specified in Reference
Residential Appendix RA3.1, and the leakage compliance criteria
specified in Reference Residential Table RA3.1-2, and the leakage
compliance criteria specified in Reference Residential Appendix
Table RA3.1-2, and conforming to Section 150(m)1 1(A), (B), or (C), as
applicable.
11.
Duct system sizing and air filter grille sizing shall meet the requirements
specified in § 150(m)13.
12. § 150(m)13 Space conditioning systems that utilize forced air ducts to
supply cooling to an occupiable space shall:
a) have a hole for the placement of a static pressure probe
(HSPP), or a permanently installed static pressure probe (PSPP)
in the supply plenum downstream of the air conditioning
evaporator coil. The size, location and labeling of the HSPP or
PSPP shall conform to the requirements specified in Reference
Residential Appendix RA3.3.1.1 as confirmed by field
verification and diagnostic testing; and
b) demonstrate, in every control mode, airflow greater than or
equal to 350 CFM per ton of nominal cooling capacity
through the return grilles, and an air handling unit fan efficacy
less than or equal to 0.58 W/CFM as confirmed by field
verification and diagnostic testing in accordance with the
procedures given in Reference Residential Appendix RA3.3.
c) 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 greater than or equal to
350 CFM per ton of nominal cooling capacity, and operating
at an air -handling unit fan efficacy of less than or equal to
0.58 W/CFM as confirmed by field verification and diagnostic
testing in accordance with the applicable procedures
specified in Reference Residential Appendix RA3.3.
13. Air filtration shall be in accordance with Section 150(m)12.
14. Local intermittent exhaust fans are required in all kitchens and .
bathrooms.
07 00 00.4 ENERGY NOTES - INDOOR AIR QUALITY AND
MECHANICAL VENTILATION
1. All, dwelling units shall meet the requirements of ANSI/ASHRAE
Standard 62.2, Ventilation and Acceptable Indoor Air Quality in Low -
Rise Residential Buildings. Window operation is not a permissible
method of providing the Whole Building Ventilation as required in
Section 4 of that Standard.
2. A whole building mechanical ventilation system shall be provided.
Size ducts in accordance with ASHRAE Standard 62.2, Table 5.
3. Kitchens and bathrooms shall have local exhaust systems vented to
the outdoors.
4. Mechanical exhaust fans - refer to 01 81 19.
5. Clothes dryers shall be vented to the outdoors. Condensing units shall
have a clearance of at least 5 feet from the outlet of any dryer vent.
6. Indoor air quality design requirements:
a. Ventilation air shall come from the out of doors and shall not
be transferred from adjacent dwelling units, garages or
crawlspaces.
b. Ventilation system controls shall be labeled and the
homeowner shall be provided. with instructions on how to
operate the system.
c. Combustion appliances shall be properly vented and air
systems shall be designed to prevent back drafting.
d. The wall and openings between the house and the garage
shall be sealed.
e. Habitable rooms shall have windows with a ventilation area of
at least 4 percent of the floor area.
f. Mechanical systems, including heating and air conditioning
systems that supply air to habitable spaces shall have MERV 6
filters or better.
g. Air inlets (not exhaust) shall be located away from known
contaminants.
7. Air moving equipment used to meet either the whole -building
ventilation requirement of the local ventilation exhaust requirement
shall be rated in terms of airflow and sound:
a. All continuously operating fans shall be rated at a maximum
of 1.0 sone.
b. Intermittently operated whole -building ventilation fans shall
be rated at a maximum of 1.0 sone.
c. Intermittently operated local exhaust fans shall be rated at a
maximum of 3.0 sone.
d. Remotely located air -moving equipment (mounted inside of
habitable spaces) need not meet sound requirements if there
is at least 4 feet of ductwork between the fan and the intake
grill.
07 00 00.5 ENERGY NOTES - WATER HEATING SYSTEMS
t §110.3(a) Service water -heating system or equipment may be
installed only if the manufacturer has certified that the system or
equipment complies with all the requirements of Section § 110.3 of the
2016 Building Energy Efficiency Standards for that system or
equipment.
2. § 150(j) l Unfired hot water tanks, such as storage tanks and backup
storage tanks for solar water -heating systems, shall be externally
wrapped with insulation having an installed thermal resistance of R-12
or greater or have internal insulation of at least R-16 and a label on
the exterior of the tank showing the insulation R -value.
3. §110.3(c)2 Service hot water systems with circulating pumps shall be
capable of automatically turning off the system.
4. §150(j)2(A) All domestic hot water system 'piping conditions listed
below, whether buried or unburied, must be insulated and the
insulation thickness shall be selected based on the conductivity range
in TABLE 120.3-A and the insulations level shall be selected from the
fluid temperature range based on the thickness requirements in TABLE
120.3-A.
i. The first 5 feet of hot and cold water pipes from the
storage tank.
ii. All piping with a nominal diameter of 3/," or larger.
iii. All piping associated with a domestic hot water
recirculation system regardless of the pipe diameter.
iv. Piping from the heating source to storage tank or
between tanks.
V. Piping buried below grade.
vi. All hot water pipes from the heating source to the kitchen
fixtures.
5. §150(j)2(B) In addition to insulation requirements, all domestic hot
water pipes that are buried below grade must be installed in a
waterproof and non -crushable casing or sleeve that allows for
installation, removal and replacement of the enclosed pipe and
insulation.
6. Piping installed in interior or exterior walls shall not be required to have
pipe insulation if all of the requirements are met for compliance with
Quality Insulation Installation (QII) as specified in the Reference
Residential Appendix RA3.5. Piping installed in attics with a minimum
of 4 inches of attic insulation on top of the piping shall not be required
to have pipe insulation.
7. Steam hydronic heating systems or hot water systems >15psi shall
meet requirements of TABLE 120.3-A.
8. §150(j)3 Pipe insulation must be protected from damage, including
that due to sunlight, moisture, equipment maintenance and wind.
9. Water heating system. Systems using gas or propane water heaters to
serve individual dwelling units shall include the following components:
A. A 120V electrical receptacle within 3 feet of the water heater
and accessible to the water heater with no obstructions; and
B. A Category III or IV vent, or a Type B vent with straight pipe
between the outside termination and the space where the
water heater is installed; and
C. 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
D. A gas supply line with a capacity of at least 200,000 Btu/hr.
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07 00 00.6 ENERGY NOTES - RESIDENTIAL LIGHTING MEASURES
1. § 150(k)1 A. All installed luminaires shall be high -efficacy in
accordance with CEnC Table 150.0-A.
2.' § 150(k)2J. At least one luminaire in bathrooms, garages, laundry
rooms and utility rooms shall be controlled by a vacancy sensor.
3. §150(k)2K. Dimmers or vacancy sensors shall control all interior
luminaires. -Exception: Luminaires in closets less than 70 sf, and
luminaires in hallways.
4. LED lights shall be certified in accordance with Joint Appendix JAB -
Qualification Requirements for Residential Luminaires Using LED Light
Source.
5. § 150(k)1 C. Luminaires recessed into insulated ceilings shall meet all of
the following requirements: I
a. Be listed, as defined in Section 100.1, for zero clearance
insulation contact (IC) by Underwriters Laboratories of other
nationally recognized testing/rating laboratories; and
b. Have a label that certifies that the luminaire is airtight with air
leakage less than 2.00FM at 75 Pascals when tested in
accordance with ASTM E 283; and
c. Be sealed with a gasket or caulk between the luminaire
housing and ceiling, and shall have all air leak paths between
conditioned and unconditioned spaces sealed with a gasket
or caulk; and I -
d. Shall contain light sources that comply with References Joint
Appendix JAB, including the elevated temperature
requirements, and that are marked "JA8-2016-E" as specified
in Reference Joint Appendix JAB; and
e. Allow ballast maintenance and replacement to be readily
accessible to building occupants from below the ceiling
without requiring the cutting of holes in the ceiling; and
f. Shall not contain screw base sockets.
6. Exhaust fan housings shall not be required to be certified airtight.
7. §150(k)3. For single-family residential buildings, outdoor lighting
permanently mounted to a residential building, or to other buildings
on the same lot shall be:
a. High efficacy in accordance with CEnC Table 150.0-A.
b. Controlled by a manual ON and OFF switch that does not
override to ON the requirements in (c) of (d) below.
c. Controlled by photocell and a motion sensor. Controls that
override to ON shall not be allowed unless the override
automatically reactivates the motion sensor within 6 hours, or
d. Controlled by astronomical time clock. Controls that override
to ON shall not be allowed unless the override shall
automatically return the astronomical clock to its normal
operation within 6 hours, and which is programmed to
automatically turn the outdoor lighting OFF during daylight
hours.
Engineering eJob
3/30/2017
. . This eJob is prepared exclusively for:
Homewood Truss (5824)
PO Box 5010
Marysville, CA 95901-8501
Work Order: 0610217
Job Customer: Chris Lambert
Job Name: Single Family Residence
Job Address: 20th & Nell Road
Oroville Ca.
Alpine ID: T562049.J590889
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
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PERMIT #BUTTE.000NTY DEVELOPMENT SERVICESREVIEWED FOR
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Engineering eJob
3/30/2017
Table of Contents '
Page No. Truss Label Page No. 11 Truss Label I Page No. Truss Label
1 H1 2 H1G 1 3 H2
4 H2A 5 H3 6 HF
7 HG 8 L1 9 IF L2
10 LG 11 P1 12 PG
Page 1
Alpine, a division of ITW Building Components Group Inc.
2820 N. Great Southwest Pkwy.
Grand Prairie, TX 75050
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Engineering eJob '
3/30/2017, '
Truss Engineer Design Responsibilities
14
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
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
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Truss Engineer Design Responsibilities
14
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
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
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* Engineering eJob
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Required Details*, ,
Other Available Details*
http://www.itWbcq.com/trussconnectibns.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
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Job Name: Single Family Residence
Truss ID: H1
Qty: 9
BRG X -LOC REACT SIZE REM,,
TC 2x4 DFL #1 & Btr.
Designed per ANSI/TPI 1-2014
UPLIFT REACTION(S) :
1 0- 1-12 1239 3.50" 1.50"
BC 2x4 DFL #1 & Btr.
Fabrication Tolerance = 20.0%
Support C&C Wind Non -Wind
2 25- 4- 4 1239 3.50" 1.50"
WEB 2x4 DFL STANDARD
Bearingsdesigned for an FcPerp value of the
1 -111 lb
lb
MAX DEFLECTION (span) :
Kcr (creep factor) = 3.00
lesser of the truss chord lumber value or
2 -111
L/999 MEM 6-7 (LIVE) LC 44
Refer to Joint QC Detail Sheets for
625 for all bearings.
This truss is designed using the
L= -0.25" CC= -0.26" CL= -0.51"
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
ASCE7-10 Wind Specification
o joint Locations -
Loaded for 10 PSF non -concurrent BCLL.
testing and approval as required by IBC 1703
Bldg Enclosed - Yes,
Not End Zone
1 0- 0- 0 6 0- 0- o
z 7- o- 0 7 9- o- 0
Loaded for 200# non -concurrent moving BCLL.
and AN and are reported in ESR -1118.
PLATING BASED ON GREEN LUMBER VALUES.
Truss Location _
Exp Category = C
3 12- 9- u a 16- 6- 0
Not designed for attic storage unless
noted otherwise. -
TC SnOw(Pf) 0.00 psf
Bldg Length 70.00 ft, Bldg Width = 25.50 ft
4 18- 6- 0 9 zs- 6- o
Alpine, a division of ITW Building Components Group Inc.. shag not be responsible for any deviation from this drawing, any failure to build the truss in
Mean roof height - 12.36 ft., mph = 110
5 25- 6- 0
CRITICAL MEMBER FORCES:
AN ITW COMPANY
conformance with ANSVTPI 1, or for handling, shipping, installation & bracing of trusses.
A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility
Occupancy Category II, Dead Load = 13.2 psf
WR.) c5I
TC ca+P. (ouR. / TENS.11:60
1.15 / 1.10 / 1.10
2820 N. Great SW Pkwy Grand prairie, TX 75050
Designed as Main Wind Force Resisting System
1-2 -1837(1.253/ 861.60) 0.38
BC Dead 8.00 psf
0. C. Spaci ng 2- 0- 0
- Low-rise and Components and Cladding
2-3 -1631(1.2s)/ 1221.60) o.3z
3-4 -1611C(1.25))/ 1221603 0.32
Tributary Area = 51 sqft
4-5 -1837 1.25 / 86 0.38
For more information we mis job's general nates page and mese web sites:
ALPINE: www aloneitwcom TPt: www tDinst oW WTCA ICC:
Bldg Code: CBC -2016
BC COMP.(WR.)/ TENS.(DUR.) CSI
6-7 -11(1.60)/ 1567((1.25)) 0.64
7-8 / 1OSo(1.25) 0.47
8-9 -17(1.60)/ 1567(1.25) 0.64
WB COMP. / TENS. WR.) CSI
((WR.
2-7 1.
414((1.60
3-7 / 586(1.1.25)) 0.24
4-8 -419(1.25 % 104(1.60) 0.12
12-9-0 12-9-0
1 2 3 4 51
6.00 6.0
5X6
B1
W:308
B2
W:308'yE�l T. rq,�G EL
R:1239
R:1239 y J Cr
U:-111
SUTTE GOUNn"
U:-111 m
z5-6-°
DIVISIGi\f --
No. C 721fi0SlILDNG
rH
-�
6 7 e
APPROVED
9
CtV11-. a�P
FOF CAAUFpP
AB 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
3/30/2017
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates.
268 - Homewood Truss
"*WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
Cust: Chris Lambert
(CA)
'"IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
Dri ve_M_0610217_L00007_]00001
W0: DIR:Dri ve0610217_L000
^
Trusses reguue e>areme care in fabricating, nandting, shipping, installing and bracing. Refer 11 1111 follow the latest edition of SCSI (Budding Component
SCSI.
Dsgnr: BW #LC = 66 WT/PLY : 1450
v V ry
Safety Information, by TPI and VJTCA) for safety practices prior to pertorming these functions. Installers shag provide temporary bracing per Unless
noted otherwise, top chord shall have properly attached Structural sheathing and bottom chord shad have a property attached rigid ceiling. Locations shown
TC Live 20.00 psf
Li r L=1.25 P=1.25
� I�r��\V\IJII
��� r� rr
of webs shad have bracing installed per the sections 83, B7 or 810, as applicable. Apply plates to each face of truss and
for permanent lateral w and
poswomesshown aboveandenmeJoint Details repon,amessmtedomerwise.
TC SnOw(Pf) 0.00 psf
owDu
SnGWDur L=1.15 P=1.15
Alpine, a division of ITW Building Components Group Inc.. shag not be responsible for any deviation from this drawing, any failure to build the truss in
TC Dead 14.00 psf
Rep Mb r Bnd / Comp / Tens
AN ITW COMPANY
conformance with ANSVTPI 1, or for handling, shipping, installation & bracing 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 SW Pkwy Grand prairie, 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 8.00 psf
0. C. Spaci ng 2- 0- 0
Designer per ANSI/TPl 1 Sec.2
TRUSPLUS 6.0 VER: T6.5.21,
For more information we mis job's general nates page and mese web sites:
ALPINE: www aloneitwcom TPt: www tDinst oW WTCA ICC:
Bldg Code: CBC -2016
DEFL RATIO: L/240 TC: L/2421
_N
Q
Job Name: Single Family Residence Truss ID: H1G Qty: 1 1
BRG X -LOC REACT SIZE REQ'D
1 0- 7- S 1056 14.58" 1.50"
2 2- 8- 0 640 3.50" 1.50"
3 4- 0- 0 218 3.50" 1.50"
4 5- 4- 0 264 3.50" 1.50"
5 6- 8- 0 267 3.50" 1.S0"
6 8- 0- 0 234 3.50" 1.50"
7 9- 4- 0 27S 3.50" 1.50"
8 10- 8- 0 273 3.50" 1.50"
9 12- U- U 265 3.50" 1.50"
10 13- 6- 0 296 3.50" 1.50"
11 14-10- 0 259 3.50" 1.50"
12 16- 2- 0 260 3.50" 1.50"
13 17- 6- 0 275 3.50" 1.50"
14 18-10- 0 253 3.50" 1.50"
15 20- 2- 0 248 3.50" 1.50"
16 21- 6- 0 277 3.50" 1.50"
17 22-10- 0 577 3.50 1.50"
18 24-10-11 1284 14.58" 1.50"
MAX DEFLECTION (span) :
L/999 MEM 18-19 (LIVE) LC 40
L= 0.02" CC- 0.00" CL= 0.02"
Joint Locations
1 0- 0- 0 20 0- o- o
2 2- 8- 0 21 2- 8- 0
3 4- o- 0 22 4- 0- 0
4 S- 4- 0 23 5- 4- 0
5 6- 8- 0 24 6- e- 0
6 8- 0- 0 25 8- 0- 0
7 9- 4- 0 26 9- 4- 0
8 10- 8- 027 10- 8- 0
9 12- 0- 0 28 12- 0- 0
10 12- 9- 0 29 13- 6- 0
11 13- 6- 0 30 14-30- 0
12 14-10- 0 31 16- 2- 0
13 16- 2- 0 32 16- 6- 0
14 17- 6- 0 33 17- 6- 0
15 18-30- 0 34 18-10- 0
16 20- 2- 0 35 20- 2- 0
17 21- 6- 0 36 21- 6- 0
18 22-10- 0 37 22-10- 0
19 25- 6- 0 38 25- 6- 0
12-13 -449 1.60 /
13-14 -653 1.60 /
14- 5 es71.60)/
15-I6 -i061'1 .60))/
36-11 -1266 1.60 /
17-18 -1406 Ito
18-19 -1751 1.60)/
BC CoNp-(DUR.)/
20-21 -973(1.60)/
21-22
26-27
27-28 /
29-30 %
30-31 /
31-32 /
32-3333-34
/
34-3S %
35-36 /
36-37 /
37-38 -817(1.60)/
CSI
0.42
n.74
0.13
0.11
0.09
0.01
0.05
0.04
0.04
o.04
0.04
0.01
0.07
0.09
0.11
0.13
0 23
TC 2x4 DFL #1 & Btr.
BC 2x4 DFL #1 & Btr. -
DG SLIDER 2x4 DFL #1 & Btr.
WEB 2x4 DFL STANDARD
Kcr (creep factor) = 3.00
IRC/IBC truss plate values are based on
testi ngg and approval as required by IBC 1703
and ANSI/TPI and are reported in ESR -1118.
Mark all interior bearing locations.
Permanent bracing is required Cu
prevent rotation/toppling. See
SCSI and ANSI/TPI 1.
PLATING BASED ON GREENJUMBER VALUES.
+ + + + + +_+-+1'+-+_+ + +_l+ + + + + + + +
Designed for 3.S K lbs dragload applied
horizontally in either direction to the top
chord panel points, with dead + 0 % live
loads using load duration = 1.60. Partial
continuous bearing (PB) horizontal reaction
= 375 Plf Max. Connection by others.
+ + + + + + + + + + + + + + + + + + + + + +
PB (1) from 0-0-0 to 16-2-0
PB (2) from 16-2-0 to 25-6-0
Not designed for attic storage unless
noted otherwise.
Designed per ANSI/TPI 1-2014
Fabrication Tolerance - 20.0%
Bearings designedfor an FcPerp value of the
lesser of the truss chord lumber value or
625 for all bearings.
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200# non -concurrent moving BCLL.
Install interior Su port(s) before erection.
Building designer shall verify gable loads
and eave loads, if appplicable.
Refer to appropriate VIM's Standard
Gable Details for information regarding
the bracing of this gable truss.
12-9-0 12-9-0
1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19r
6.00 6.0
4X4
1.5X3
1.X3
1.5X3
1.5X3
6-1-9 1.5X3
1.5Xr:
3
1.5X3
1.5X3
4X10
17281.605 0.39 p�� �1 2Xj 5X3 1.5X3 1.5X3 1.5X3 1.5X3 2.5X4 v
TENS. CSI O 1.5X3 1.5X3 1.5X3 1.5X3
929(1.60 0.34: COUN7yX4 1.5X3 1.5X3 1.5X3 1.5X3 2X4
o.D9.►11LD1 Ii ,.5X3 54X6
0.04 `
0.02
0.02 ��
0:o ' D/�ISi�N
0.04 t �®VjE 5-6-0
0.04 20 21 22 23 24 25 26 27 28 29 30 332 33 34 35 36 37 38
0.03
0.04
0.02
0.03
00.004 TYPICAL PLATE: 2X4 OVER CONTINUOUS SUPPORT
0.03
0.09
1111(1.60) 0.39
All 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. Girded plates and false frame plates
are positioned as shown above. ShrB gable stud plates to avoid overlap with structural plates.
UPLIFT REACTION(S) HORIZONTAL REACION(S)
Support C&C Wind Non -Wind support 1 847 lb
1 -8 lb -875 lb support 2 -957 1b
2 -25 lb -423 lb support 3 288 lb
3 -7 lb -53 lb support 4 288 lb
4 -8 lb -14 lb support 5 288 lb
5 -8 lb support 6 288 lb
6 -9 lb support 7 288 lb
7 -9 lb support 8 288 lb
8 -9 lb support 9 306 lb
9 -10 lb support 10 306 16
10 -10 lb support 11 288 lb
11 -9 lb support 12 250 lb
12 -9 lb support 13 500 lb
13 -9 lb support 14 500 lb
14 -8 lb support 15 SOO lb
15 -8 lb -16 lb support 16 500 lb
16 -8 lb -36 lb support 17 -1081 lb
17 -6 lb -498 lb support 18 958 lb
18 -45 lb -654 lb
This truss is designed using the
ASCE7-10 Wind Specification
Bldg Enclosed = Yes,
Truss Location = Not End Zone
Exp Category = C
8119 Length = 70.00 ft, Bldg Width - 25.50 ft
Mean roof height - 12.36 ft, mph = 110
Occupancy Category II, Dead Load = 13.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 86 sqft
Truss designed to support 2-0-0 top chord outlookers
and cladding load not to exceed 10 PSF one face,
and 24" span opposite face. Top chord may be notched
1.5 deep x 3.5' at 48" o/c along top edge. DO NOT
• OVER CUT. No knots or other lumber defects allowed
within 12" of notches. Do not notch in overhang or
heel panel.
7-8-7
SHIP
2
0-4-1OfE3SIO�
No. C 72460
�,9T CtVtL a�P
FOF CAla�O¢
3/30/2017
268 - Homewood Truss
**WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
Cust: Chris Lambert
DIR: Dri ve_jL0610217_L00007_]00001
(CA)
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
W0: Dri ve_M_0610217_L000
^
Trusses requve 1011-1 care in 11161sdng, 11"16"1, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component
BCSI, Unless
Dsgn r: BW #LC = 70 WT/PLY: 245
v V ry
Safety Information, by TPI and WTCA) for safety practices prior o performing mese functions. Installers shag provide temporary bracing per
attached structural have attached rigid ceding. Locations shown
noted otherwise, top chord shall have propertyral sheathing and bottom chord shall a proper
TC Live 20.00 psf
L 1 r L=1.2 5 P=1 . 2 5
[] luj�\vl I
��� ^ n
for permanent lateral restraint of webs shag have bracing installed per Cher sections B3, 87 or B70, as applicable. Appy plates to each face of truss and
posaion as shown above and on the Joint Details report, uNess rated otherwise.
TC SrtOW (Pf) 0.00 psf
owDu
SnowDu r L=1.15 P=1.15
Alpine, a division of iTW Building Components Group Inc., shag not be respon mie for any deviation ham this drawing, any failure to bu td the truss in
TC Dead 14.00 psf
Rep Mb r B nd / Comp / Tens
AN rTW COMPANY
conformance with ANSUTPI 1, or for handling, shipping, installation 8 bracing of trusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance o1 professional engineering responsibility
BC Live 0.00 psf
1.00 / 1.00 / 1.00
2820 N. Great SWPkwy. Grand Prdrf% TX 15050
solely for the design shown.. The suitability and use of this drawing for any structure is the responsibility of the Building
BC Dead 8.00 psf
0. C. Spaci ng 2- 0- 0
Designer per ANSYTPI I Sec.2
TRUSPLUS 6.0 VER: T6.5.21
For more information see this job's general nates page and mesa weD shes:
Blot Code' CBC -2016
9
DEFL RATIO: 1/240 TC: 1/24
ALPINE:)mmeto'neiweomTPl: :TOA: CC: wwwecsateore
Job Name:'Sin le Family Residence
Truss ID: H2
Qty:
17
BRG X -LOC REACT SIZE REQ'D
TC 2x4 'DFL #1 & Btr.
Designed per ANSI/TPI 1-2014
UPLIFT REACTION(S) : -
1 0- 1-12 1358 3.50" 1.50"
BC 2x4 DFL #1 & Btr.
Fabrication Tolerance = 20.0%
Support C&C Wind Non -Wind
-
2 25- 4- 4 1470 3.50" 1.57"
WEB 2x4 DFL STANDARD
Bearings designedfor an FcPerp value of the
- 1 -52 lb
2 lb
MAX DEFLECTION (span) :
Kcr (creep factor) = 3.00
.. lesser of the truss chord lumber value or
-56
L/999 MEM 6-7 (LIVE) LC 44
Refer to Joint QC Detail Sheets for
625 for all bearings.
This truss is designed using the
L= -0.25" CC= -0.28" CL= -0.53"
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
ASCE7-10 Wind Specification
== Joint Locations o
Loaded for 10 PSF non -concurrent BCLL.
testing and approval as required by IBC 1703
Bldg Enclosed - Yes,
Truss Location Not End Zone
..
1 o- 0- 0 6 0- 0- o
2 7- 0- 0 7 9- 0- o
Loaded for 200# non -concurrent moving BCLL.
BASED ON GREEN LUMBER VALUES.
and ANSI/TPI and are reported in ESR -1118.
Permanent bracing is required to
Exp Category C
3 12- 9- 0 8 16- 6- o -
4 18- 6- 0 9 zs- 6- o
.PLATING
Not designed for attic storage unless
pprevent rotation/toppling. See
Bldg Length 70.00 ft, Bldg Width = 25.50
height 12.36 ft, 110
ft
5 21- e- o -
CRITICAL MEMBER FORCES:
noted otherwise. -
Rr$T and ANST/TPT 1.
_ Mean roof = mph
Occupancy Categor II, Dead Load 13.2
y
psf
TC COMP. WR. / TENS.(DUR.) CSI
Designed as Main Wind Force Resisting System
1-2 -2o9z 1.z1 / 0.46
-
- Low-rise and Components and Cladding
2-3 -1867 1.25 / 0.35
- -
Tributary Area 59 sgft
3-4-2o3zf1.25 / 0.59
4-s-2353(l.zs / 0.45
--LOAD CASE #1 DESIGN LOADS ---------------
BC COMP.(WR.)/ TENS UR CSI
Dir L.Plf L.Loc R.Plf R.Loc
7C Vert 84.00 - 2- 0- 0 84.00 O-
0- 0
LL/TL
0.48
6-7 / 1793(1.25)) 0.76
7C Vert 68.00 0- 0- 0 68.00 25-
6- 0
0.59
-'7-8 / 1291(1.25) 0.58
8-9 / 2030(1.25) 0.77
TC Vert 84.00 25- 6- 0 84.00 27-
6- 0
0.48
"
BC Vert 16.00 0- 0- 0 16.00 25-
6- 0
0.00
WB COMP.(DUR.)/ TENS.(OUR. CSI
2-7 -404(1.25)/ 119(1.60 0.12
-
.Type... lbs X.Loc LL/TL
TC Vert 0 D- 1-12 1.00
Fastener
3-7 -29(1.60)/ 171(1.25 0.23
TC Vert 175.0 15- 0- 0 0.00
3-8 / 798(1.25 0.32
TC Vert 1 175.0 19- 0- 0 0.00
4-8 -639(1.25)/ 0.19
TC Vert 0. 25- 4- 4 1.00
6- -9
0-4 ` U77E COUNTY 1
9 UC __"Nd DIVISION
12-9-0 _ 12-9-0
1 2 3 4 5r
6.00 6.0
5X6 17511
B1 B2
W:308 W:308
R:1358 R:1470
U:-52 U:-56
�Q,0�
25-6-0
6 7 8 9
All 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. Shift gable stud plates to avoid overlap with structural plates.
268 - Homewood Truss '"WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
(CA) 'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
/\ Trusses ro4ube wdreme pre in fabricating, handling, shipping, installing end orating. Rete, to and folbw the latest ad.- of SCSI (Budding Component
Safety Information, by Tot and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless
fM noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid piling. Locations shown
��� r� rr fon pe n as sh lateral above
and
of webs shall have bearing installed n per Cher sections B3,87 or 870, as applicable. Apply Wates to each face of truss and
O I�I��\V\IJII positron as shown above and on the Joint Details report, uNess noted otherwise.
Alpine, a division of IT W Budding Components Cxoup Inc., shall rat be responsible for any deviation from this drawing, any failure to build the truss in
AN RW COMPANY conformance with ANSVTPI t, or for handling, shipping, installation 8 bracing of busses.
A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility
2820 N. Great SW Pkwy. Grand Prol io, 7X 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building
Designer per ANSLITPI f Sec.2
TRU S PL U S 6.0 VER T6 . S . 21 Fw none intro etion see thrs job's general nates page and these we es:
ALPINE: www abineinw tom' 7P1: ' WTCA www st draustry ora: ICC: www imc , wa
71 7
SHIP
0-4-1 __oFESSIO
No. C 72160
�9T CIVIL a�P -
FOF FOP
3/30/2017
Cust: Chris Lambert
DIR: Drive_M_0610217_L00007_100001
W0: Drive_M-0610217_L000
Dsgnr: BW #LC = 66 WF/PLY: 1451
TC Live 20.00 psf LiveDur L=1.25 P=1.25
TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15
TC Dead 14.00 psf Rep Mbr.Bnd / Comp / Tens
BC Live 0.00 psf 1.00 / 1.00 / 1.00
BC Dead 8.00 psf O.C.Spacing 2- 0- 0
Bldg Code: CBC -2016 DEFL RATIO: L/240 TC: L/24(
Q
Job Name: Single Family Residence
Truss ID: H2A
Qty:
5
BRG X -LOC REACT SIZE REQ'D
TC 2x4 DFL #1 & Btr.
Designed per ANSI/TPI 1-2014 -
UPLIFT REACTION(S) :
Trusses require a,,,eme care in lab,icating, handling, shipping, installing and bmcing. Rete, to and logo, ehe latest edition of BCSI (Building Component
BCSI. Unless
1 0- 1-12 1190 3.50" 1.50"
BC 2x4 DFL #1 & Btr.
Fabrication Tolerance - 20.0%
Support C&C Wind Non -Wind
L 1 V 2Du r L=1 . 2 5 P=1.25
2 25- 4- 4 1470 3.50" 1.57"
WEB 2x4 DFL STANDARD
Bearings designedfor an Fc Perp value of the.
1 -54 lb
lb
I �\ I I�J
ALMu
MAX DEFLECTION (span) :
Kcr (creep factor) = 3.00
lesser of the truss chord lumber value or
2 -66
C0^t°rtrence with ANSVTPI 1, or for handling, shipping, installation & bracing of trusses.
A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility
L/999 MEM 6-7 (LIVE) LC 44
Refer to Joint QC Detail Sheets for
625 for all bearings.
This truss is designed using the
BC Dead 8.00 psf
L- -0.25" CC= -0.28" CL= -0.53"
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
ASCE7-10 Wind Specification
Joint Locations -
Loaded for 10 PSF non -concurrent BCLL.
testing and approval as required by IBC 1703
Bldg Enclosed - Yes,
Truss Location Not End Zone
1 0- o- 0 6 0- 0- 0
2 7- o- 0 7 9- 0- 0
Loaded for 200# non -concurrent moving BCLL.
PLATING BASED ON GREEN LUMBER VALUES.
and ANSI/TPI and are reported in ESR -1118.
Permanent bracing is required to
Exp Category C
3 12- 9- 0 8 16- 6- 0
4 1R- 6- n 9 25- 6- 0
Not designed for attic storage unless
pprevent rotation/toppling. See
Bldg Length 70.00 ft, Bldg Width =
ft,
25.50 ft
110
noted Lit -i-
BCSI and ANSI/TPI 1.
Mean roof height - 12,36 mph =
CITICAL6MEMBER FORCES:
RTC
Occupancy Categor II, Dead Load 13.2
psf
wMP. oua. / TENS.(DUa.) CS1
Designed as Main Wind Force Resisting
System
1-2 -2092 1.25 / 0.46
- Low-rise and Components and Cladding
2-3 -18673.25 / 0.35
Tributary Area = 59 sgft
3-4 -2032 1.zs / o.s9
4-5 -2353 1.21 / 0.45
_
--LOAD CASE #1 DESIGN LOADS ----
BC COMP.TENS.(DUR.) CSI
Dir L.Plf L.Loc R.Plf
TC Vert 68.00 0- 0- 0 68.00
R.Loc LL/TL
25- 6- 0 0.59
6-7 / 1793 1.25 0.76
TC Vert 84.00 25- 6- 0 84.00
27- 6- 0 0.48
7-e / 1291 l.zs 0.58
8-9 / 2030(1.25) 0.77
0- 0 16.00
BC Vert 16.00 X.
25- 6- 0 0.00
Fastener
WB coMP. DUR. / TENS. WR. CSI
_
TC Vert 175b0 \ 15X 0 -CO 0 00
2-7 -404((1.253/ 120((1.603 0.12
J
TC Vert 175 19- O- 0 0.00
3-7 -36(1.60)/ 571(1.25) 0.23
TC Vert 0 25- 4- 4 1.00
3-8 / 798(1.25) 0.32
4-8 -639(1.25)/ 0.19
-
6-1-9
3X8
0-4-1
,--E COUNTY
i:_J' NG DIVISION
®VE®
12-9-0 12-9-0
1 2 3 4 5'
6.00 I -6.0
5X6 175# W
B1 B2
W:308 W:308
R:1190 R:1470
U:-54 U:-66
I 0-0
i
zs-s-o i
7-8-7
SHIP
2
0-4
T.
a
No. C 72460
SOF CAuVC
All connector plates are ALPINE Wave 20 ga., unless preceded by *H' for High Strength 20 pa., 'S* for Super=�
Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circted plates and false frame plates
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. • 3/30/2017
268 - Homewood Truss
**WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT**
Cust: Chris Lambert
DIR: Dri _L00007_]00001
(C4)
FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
W0: Dri ve_h_M_06610217L0610217_L000
Trusses require a,,,eme care in lab,icating, handling, shipping, installing and bmcing. Rete, to and logo, ehe latest edition of BCSI (Building Component
BCSI. Unless
DSgn r : BW #LC = 66 WT/PLY : 141
v V ry
Safety Infomtation, by TPI and VVTCA) for safety practices prior to performing Nese functions. Installers span provide temporary bracing per
noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown
TC Live 20.00 psf
L 1 V 2Du r L=1 . 2 5 P=1.25
r� ri
[]
for permanent lateral restraintnof webs int D have bracing Unleased per BCSI sections 83, 87 or 870, as applicable. Appy plates to each lace of truss arta
Details
TC Sr10W (Pf ) 0.00 psf
$nOwDu r L=1.15 P=1.1 S
I �\ I I�J
ALMu
otherwise,
posebn as mown above and on the Joint report, uNess noted oinenvise,
Alpine, a division of 1NJ Building Components Group mc., shelf not be responsible for any deviation from this drawing, any failure to build the Wss in
TC Dead 14.00 psf
Rep Mbr Bnd / Comp / Tens
AN f1W COMPANY
C0^t°rtrence with ANSVTPI 1, or for handling, shipping, installation & bracing of trusses.
A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility
BC Live 0.00 psf
1.00 / 1.00 / 1.00
1810 N. Great SW Pkwy. Grand Preide, TX 75050
solely for the design shown. The suitability and use of this drawing for any stNcture is the responsibility of the Building
BC Dead 8.00 psf
0. C .Spacing 2- 0- 0
Designer per ANS11TP/ t Sec.2
TRUSPLUS 6.0 VER: T6.5.21
For more infomationseethajob'sgeneralnotespageandthewwebskes:
'
Bid Code: CBC -2016
9
DEFL RATIO: L/240 TC: L/24
ALPINE: www afoineitw comp TPI: ' WTCA ICC:
Job Name: Single Family Residence Truss ID: H3 Qty: 7
BRG X -LOC REACT SIZE REQ'D
1 0- 1-12 1190 HGR 1.50"
2 25- 4- 4 1470 3.50" 1.57"
BRG HANGER/CLIP NOTE
1 •HUS26
Support Connection(s)/Hanger(s) are
not designed for horizontal loads.
SEE-SIMPSON CATALOG
FOR ADDITIONAL INSTALLATION NOTES
MAX DEFLECTION (span) :
L/999 MEM 6-7 (LIVE) LC 44
L- -0.25" CC= -0.28" CL= -0.53"
Joint Locations -
1 0- 0- 0 6 0- 0- 0
2 7- 0- 0 7 9- 0- 0 `
3 12- 9- 0 8 16- 6- 0
4 18- 6- 0 9 25- 6- 0
5 2S- 6- 0
CRITICAL MEMBER FORCES:
TCCOMP. WR. / 7EN5.(WR.) CSI
1-2 -2092 1.25 / 0.46
2-3 -1867 1.25 / 0.35
3-4 -2032 0.59
4-5 -2353 1.25 / 0.45
Bc Co"'.(OUR.)/ TENS. WR. CSI
6-7 / 1793 1.25 0.76
7-8 / 1291 1.25 0.58
8-9 / 2030 1.25 0.77
We COMP. WR. / TENS. WR. CSI
z-7 404€1.25/ lzo 1.60 0.12
3-7 36 1.60 / 571 1.25 0.23
3-8 / 798 1.25 0.32
4-8 -639(1.25)/ 0.19
TC 2x4 DFL #1 & Btr.
BC 2x4 DFL #1 & Btr.
WEB 2x4 DFL STANDARD
Kcr (creep factor) - 3.00
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200# non -concurrent moving BCLL
PLATING BASED ON GREEN LUMBER VALUES.
Not designed for attic storage unless
noted otherwise.
Designed per ANSI/TPI 1-2014
Fabrication Tolerance - 20.0%
Bearings designed for an FcPerp value of the
lesser of the truss chord lumber value or
625 for all bearings.
IRC/IBC truss platevalues are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in ESR -1118.
Permanent bracing is required to
prevent rotation/toppling. See
SCSI and ANSI/TPI 1.
12-9-0 , 12-9-0
1 2 3 4 5�
6.00 -6.0
5X6 175# 1
€ € COUNW
8u,<€..ONG DIVISION
el�°®VE®
BI
'HUS26
W:308
RA 190
U:-54
25-6-0 t
6 7 8 9r
All 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. Cirded plates and false (tame plates
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates.
Required bearing widths and bearing areas
appl when truss not supported in a hanger.
UPLIFT REACTIONS) :
Support C&C Wind Non -Wind
1 -54 lb
2 -66 lb
This truss is designed using the
ASCE7-10 Wind Specification
Bldg Enclosed - Yes,
Truss Location Not End Zone
Exp Category = C
Bldg Length 70.00 ft, Bldg Width = 25.50 ft
Mean roof height - 12.36 ft, mph=110
Occupancy Category II, Dead Load - 13.2 psf
Designed as Main Wind Force Resisting System
-Low-rise and Components and Cladding
TributaryArea - 59 sqft
----------LOAD CASE #1 DESIGN LOADS ----------------
Dir L.Plf L.Loc R.Plf R.Loc LL/TL
TC Vert 68.00 0- 0- 0 68.00 25- 6- 0 0.59
TC Vert 84.00 25- 6- 0 84.00 27- 6- 0 0.48
BC Vert 16.00 0- 0- 0 16.00 25- 6- 0 0.00
.Type... s X.Loc LL/TL fastener
TC Vert 75.0 15- 0- 0 0.00
TC Vert 175.0 19- 0- 0 0.00
TC Vert 0. 25- 4- 4 1.00
7- -7
SHIP
0-4-1 pFESSIO
B21r�% l� 7 T
W:308
R:1470
U:-66
No. C 72160
t
CIV11.
SOF CAUV:
3/30/2017
268 - Homewood Truss
**WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
'"IMPORTANT'"
Cust: Chris Lambert
DIR: Dri ve_M_0610217_L00007_100001
(C4)
FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
^
Trusses re4uue ebreme care in fabricating, hantlting, shipping, installing and Orating. Refer to and IIIb- the latest edition of BCSI (Building Component
bracing BCSI. Unless
WO: Dri ve_jML061O217_L000
Dsgn r : BW #LC = 66 WT/PLY: 141
V V r„
Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shag provide temporary per
noted otherwise, top chord shall have property attached structural sheathing and bottom chord shag have a property attached rigid ceiling. Locations shown
TC Live 20.00 psf
L1 r L=1.25 P=1.25
O
��� ^ n
for permanent shownab restraint and n webs shag have bracing unstaged per BCSI sections B3. B7 or 810, as eppgcaDle. Appy plates to each face of buss and
position as shown above and on the Joint Details report, umess rrotee otherwise.
TC St10W(Pf) 0.00 psf
owDu
SnoWDur L=1.15 P=1.15
5
u�\vll
Alpine, a division of ITW Budding Components Croup Inc., shag not be responsible for any deviation from this drawing, any failure to build the truss in
TC Dead 14.00 psf
Rep Mbr Bnd / Comp / Tens
AN RW COMPANY
conformance with ANSVIPI f, or for handling, shipping, installation 8 bracing of trusses.
A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility
BC Live 0.00 psf
1.00 / 1.00 / 1.00
2820 N. Great SW Pkwy. Grand Raine, 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 8.00 psf
0. C. Spaci ng 2- 0- 0
Designer per ANS11TPI 1 Sec.2
TRUSPLUS 6.0 VER: T6.5.21
general rotes page and Nese web tes:
For more informatbn see U's pb's site
Bldg Code: ' CBC -2016
DEFL RATIO: L/240 TC: L/24
ALPINE: wwwatone -tom TPI: nern tC:
L
u
u
0
CD
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tr1
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Job Name: Single Family Residence
Truss ID: HF
Qty: 1
SRG
X -LOC REACT SIZE REQ- D
Te 2x4 DFL 01 a Ber.
Designed per ANSI/TPI 1-2014
UPLIFT REACTION(s) :
1
0- 3- 6
6
970 6.75" 1.50"
2x4 DFL al 6 Btr.
-Fabrication Tolerance - 20.0%
support CSC Wind Non -Wind
FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
rewire exbeme care M fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component
2
2- 3-
247 3.50" 1.50"
WFB 2x4 0FL STANDARD
CBL BLK 2x4 DFL STANDARD
Bearings designed for an FcPe value of the
lesser of the truss chord liner value or
1 -23 lb -127 lb
2 -10 lb -79 lb
TC Live 20.00 sf
3
3-11- 4
184 3.50" 1.50
Ncr (creep factor) - 3.00
625 for all bearings.
3 -14 lb
opine, a division of ITN guiding conponam Group Inc.. shall net be respvrsibie for any deviation from this drawing, any failure to build the suss in
4
5- 7- 8
215 3.50" 1.50"
IRC/IBC truss plate values are based on
Refer to )Dint OC Detail Sheets for
4 -1 lb
2820 N. Great SW Pkwy. Grand Pilch, TX 73050
5
7- 3-12
210 3.50" 1.50
tenting nd appproval as required by IBC 1703
AN I/TPI d in ESR-1ll8.
Cg factors one! Rotational Tolerances.
Loaded for 10 PSF non -concurrent BCLL.
5 -1 lb
6 -32 lb
6
7
9- 0- 0
10-10- 8
846 3.50" 1.50"
206 3.50" 1.50"
and are r ported
Mark all interior beari nqi locati ons.
's
Loaded for 2000 non -concurrent moving BOLL.
_
7 -1 lb
8
12- 9- 0
214 3.50" 1.50"
Permanent brad ng red to
raven rotation/topping. Ste -
Install interior suFport(s) before er rtinn.
Building designer shall 'fy gable loads
., a -1 Ib
9 -1 lb
9
14- 7- 8
219 3.50" 1.50"
�ut and ANSI/TPI 1.
and a loads if apu�irable.
10 -3i lb
10
16- 6- 0
646 3.50" 1.50"
PLATING BASED ON GREFN_LUMBER.VALUES.
[.1 cable bracing red 0 48" intervals,
�oad
11 -1 lb
11
18- 2- 4
203 3.50" 1.50"
' I . ' ... ' *
Dezigeed for 4.0 K lbs drag load
ihori
ff Ppoo ed to wind applied to face.
See ITWBCG's Gable Bracing Details.
12 -1 lb
13 -14 lb
12
13
19-10- 8
21-6-12
200 3.50" 1.50"
205 3.50" 1. s0"
applied
onto) ly n either direction -to the top
HORIZONTAL REACTION(5))
14 -10 lb -79 lb
-1271b
14
23- 3- 0
255 3.50" 1.50"
chd'e parol-po'ss,-with-dead-.' Ox live
loads g load duration - 1.60. Partial
support 1 10691b
support 2 -963 76
15 -231b
This truss is designed using the
15
25- 2-10
970 6.75" 1.50"
continuous bearin (PS) horizontal reaction
io
support 6 -1452 lb
ASCE7-10 Wind Specification
MAX DEFLECTION (s
an) :
- s4a Plf Hix. rte tion by others.
support t,0 1453 lb
Bidg Enclosed . Yes,
Truss Location Not End Zone
L/999 MEM 4-5
(LIVE) LC 1
* ...... s ...... ..... a
PB ((1) frac 0-0-0 to 16-6-0
support 14 965 1b
support 1S -1849 Ib
.
Exp Category - C
L- -0.05" CC- -0.09" CL- -0.14"
PB (2) from 16-6-0 to 25-6-0
Not designed for attic storage unless
Bldg Lermth - 70.00 ft Bldg Width - 25.50 ft
Mean roof height - 12. i6 ft rreh - ll0
CRITICAL
Tc
MEMBER FORCES:
COMP. DUR. / TENS. OUR. CSI
Truss designed to support 2-0-0 top chord outlookers
noted otherwise.
Occup.cY Category II, Dead Load. 13.2 psf
1-2
-1286 1.60 /
727 1.60 o. so
NO
and cladding load not to exceed 10 PSF one face,
9
Designed as Maininna Force Resisting system
- Louise Comppnents and Cladding
2-3
3-4
-303 1.25 /
-303 1 /
153 1.60
1s2 1.60 0.50
and 24" span opposite face. Top chord may be notched
and
Tributary Area . 72 s fc
4-5
-1286 1:10, /
7z7 1.60 o. so
1.5" deep X 3.5' AT 48" o/c along top edge. DO NOT
----ar ---
-Lt,AD C E i?i `SIGN LOAR. DS R Loc
LL/TL
BC
CORP.(ouR. /
TENS. (WR.) CSI
OVERCUT. No knots or other lumber defects allowed
in
TC Vert 84.00 - 2- 0- 0 84.00 0- 0- 0
TC vert 68.00 0- o- 0 118.00 12- 9- o
0.48
o.s9
6-7
7-8
-964(1..
/
579(1.60) 0.:3
0.06
within 12" of notches. Do not notch overhang Or
heel panel. Do not cut plates.
P P
rc vert 68.00 u- 9- 0 68.00 12- 9- 8
o.s9
8-9
/
0.23
TC Vert 138.00 32- 9- 8 68.00 25- 6- 0
TC Vert 84.00 25- 6- 0 MIS 27- 6- 0
0.29
0.48
We
COMP. R. /
TENS. R. CSI
BC Vert 16.00 0- 0- 0 16.00 25- 6: 0
0.00
2-7
3-7
-849 1.se /
-981 1.60 /
81 1.60 0.21
494 1.60 0.95
3-8
4-8
-980 1.60 /
-850 1.60 /
495 1.60 0.95
80 1.60 0.25
12-9-0
12-9-0
1 2
3 4 5
6.00
-6.0
'(JTTE COUNTY
' LDING DIVISION
A` PROVEU
5X6
2.5X4 --
25-6-0
6 7 8 9T
X
0-4-1
T.
No. C 72180
TYPICAL PLATE :1.5X3 OVER CONTINUOUS SUPPORT
AD connector plates are ALPINE Wave 20 ga., unless preceded by 'H' for Hi It Stren 20 go., 'S' for Super
Stranglh 18 ga. Plates are to be positioned per Joint Detail Report, Circled dates an false frame plates
5/3/2017
ere positioned as shown above. SAdI gable stud plates to avoid overlap with structural plates.
268 - HomewoodI U s
���
ARNING! READ AND FOLLOWALL NOTES ON THIS DRAWING!
"IMPORTANT"
Cust: Chris Lambert
W0: Dri ve-PL0610217_1-000
^
FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
rewire exbeme care M fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component
ID: Dri ve PL0610217_1-00007_100001
safety information, by TPI and WTCA) for safety practices prior to pedorralng mese functions, Inmates, shall provide temporary bracing per SCSI. Unless
Dsgnr: BW #LC - 70 WT/PLY: 247#
!�Trusses
tr
noted omenviso. top chord shag have property attached structural sheathing And boaam tum shag have a property anad,ed rigid ceigng. Locations shown
face A
TC Live 20.00 sf
Li veDu r L=1.25 P=1.2 5
fo permanent lateral restraint of webs shall hate brag Installed per BCsi seaons B3.87 or Blo, es applicable. Applyplates to each a� ani
ilsrepornlessnotedotherwise.
po9aJoint n
TC Snow(Pf) 0.00 psf
SnowDur L=1.15 P=1.15
opine, a division of ITN guiding conponam Group Inc.. shall net be respvrsibie for any deviation from this drawing, any failure to build the suss in
TC Dead 14.00 psf
Rep Mb r Bnd / Comp / Tens
AN RW COMPANY
conformance with ANsIrtR t, or for handling, shipping. installation 8 bracing of trusses.
A seal on this drawing or cover page thning this drawing, Indicates acceptance of protess/onsl engineering reaponslbllify
BC Live 0.00 psf
1.00 / 1.00 / 1.00
2820 N. Great SW Pkwy. Grand Pilch, TX 73050
solely for the design shown. The sukablllfy and use of this drawing for any sbucbue is Me resportil I yofMe Building
BC Dead 8.00 psf
O.C.Spacing 2- 0- 0
Des/gnerper ANSV►PI f So"
TRUSPLUS 6.0 VER: T6.5.21
Fa mate information see M'a job's general notes page and Mese web sites:
ALPINE: , Tpt w7rGn cc
Bldg Code: CBC -2016
DEFL RATIO: L 240 TC: L 24
Job Name: Single Family Residence Truss ID: HG Qty: 1
BRC X -LOC REACT SIZE REQ'D
1 0- 7- 5 661 14.58" 1.50"
2 2- 8- 0 242 3.SO" 1.50"
3 4- 0- 0 234 3.50" 1.50"
4 5- 4- 0 263 3.50" 1.50"
5 6- 8- 0 267 3.50" 1.50"
6 8- 0- 0 234 3.50" 1.50"
7 9- 4- 0 276 3.50" 1.50"
8 10- 8- 0 270 3.50" 1.50"
9 12- 0- 0 278 3.50" 1.50"
10 13- 6- 0 309 3.50" 1.5U"
11 14-10- 0 256 3.50" 1.50"
12 16- 2- 0 260 3.S0" 1.50"
13 17- 6- 0 275 3.50 1.50"
14 18-10- 0 253 3.50" 1.50"
15 20- 2- 0 248 3.50" 1.50"
16 21- 6- 0 274 3.50" 1.50"
17 22-10- 0 244 3.50"1.50"
18 24-10-11 663 14.58"
MAX DEFLECTION (span)
L/999 MEM 18-19 (LIVE) LC 40
L- 0.01" CC- 0.00" CL= 0.01"
Joint L.
1 0- 0- 020
-tions o
0- 0- 0
2 2- 8- 021
2- 8- 0
3 4- 0- 0
22 4- 0- 0
4 5- 4- 0
S 6- 8- 0
23 S- 4- 0
24 6- 8- 0
6 8- 0- 0
25 8- 0- 0
7 9- 4- 0
26 9- 4- 0
8 10- e- 0
9 12- 0- 0
27 10- 8- 0
28 12- 0- 0
10 12- 9- 0
29 13- 6- 0
11 13- 6- 0
30 14-10- 0
12 14-30- 0
31 16- 2- 0
13 16- 2- 0
1417- 6- 0
32 16- 6- 0
33 17- 6- 0
15 18-10- 0
34 18-10- o
16 20- 2- 0
17 21- 6- 0
35 20- 2- 0
36 21- 6- 0
18 22-10- 0
19 25- 6- 0
37 22-10- 0
38 25- 6- 0
TC
COMP.(01) / TENS. DUR. CSI
1-2
-644(1.60 /
663 1.60 0.13
2-3
3-4
-512 1.60 /
-462 1.60 /
545 1.60 0.09
492 1.60 O.n6
4-5
-387 1.60 /
417 1.60 O.OS
5-6
-311 1.60 /
341 1.60 0.04
6-7
7-8
-236 1.60 /
-161 1.60)/
266 1.60 0.04
190 1.60 0.03
8-9
-83 1.60)/
119 1.60 0.05
9-10
-69 1.25 /
47 1.60 0.04
10-11
u-12
-69 1.25 /
-8z 1.60 /
47 1.60 0.04
116 1.60 0.05
12-13
-161 1.60 /
190 1.60 0.03
13-14
14-15
-235 1.60 /
-311 1.60 /
266 1.60 0.04
341j1j6o60 0.04
15-16
-386 1.60 /
416 0.05
16-11
-462 1.60 /
4920.06
17-18
18-19
-S12 1.60 /
-643 1.60 /
5441.60 0.09
6631.60 0.13
BCTENS.(DUR.)
9DEFL
cSI
20-21
218(1.60)/
489(1.60) 0.17
21-22
/
0.04
22-23
23-24
/
/
0.03
0.02
24-25
/
0.04
25-26
/
0.04
26-27
27-28
/
/
0.02
0.04
%
29-30
30-31
0.03
0
03
X32-33
%
0.31-32
33-34
34-35
/
/
0.03
0.04
35-36
/
0.03
37-38
-222(1.60)/
493(1.60) 0.17
TC 2x4 DFL #1 & Btr.
BC 2x4 DFL #1 & Btr.
DC SLIDER 2x4 DFL #1 & Btr.
WEB 2x4 DFL STANDARD
Kcr (creep factor) = 3.00
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and AN I/TPI and are reported in ESR -1118.
Mark all interior bearing locations.
Permanent hraring is reyut red to
Prevent rotation/toppling. See
SCSI and ANSI/TPI 1.
PLATING BASED ON GREEN LUMBER VALUES.
+ + + + + + + + + + + + + + + + + + + + + +
Designed for 1'.3'K lbs drag load applied
ho nzontally_in;either..direction to the top
chord pane
lPoints; with dead + 0 % live
loads using load duration - 1.60. Partial
continuous bearing (PB) horizontal reaction
139 Plf Max. Connection by others.
+ + + + + + + + + + + + + + + + + + + + + +
PB (1) from 0-0-0 to 16-2-0
PB (2) from 16-2-0 to 25-6-0
Not designed for attic storage unless
noted otherwise.
Designed per ANSI/TPI 1-2014
Fabrication Tolerance - 20.0%
Bearings designedfor an FcPerp value of the
lesser of the truss chord lumber value or
625 for all bearings.
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200# non -concurrent moving BCLL.
Install interior sugport(s) before erection.
Building designer shall verify gable loads
and eave loads, if applicable.
Refer to appropriate ITWBCG's Standard
Gable Details for information regarding
the bracing of this gable truss.
BUrrE n' ,2.2.0 12-9-0
BU'L®'A1^ DIVISION
"'`^•r' 1 2 3 4 5 6 7 8 911011 12 13 14 15 16 17 18 19'
���YIppV��'ON 6.DD �.D
0 tJ®VE®
6- -9
1 4)
D-4-1
1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3
1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 2.5X4
2.5X4 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3
S=4X6
4X4
1.5X3
1.5X3
1.5X3
1.5X3
1.5X3
1.5X3
1.5X3
1.5X3
1.5X3
.3
UPLIFT REACTION(S) HORIZONTAL REACTION(S)
Support C&C Wind Non -Wind support 1 -452 lb
1 -45 lb -56 lb support 2 483 1b
2 -6 lb -153 lb support 3 107 lb
3 -6 1b support 4 107 lb
4 -6 lb support 5 107 lb
5 -7 lb support 6 107 lb
6 -7 lb support 7 107 lb
7 -8 lb support 8 107 lb
8 -7 lb support 9 113 lb
9 -9 lb suppurL 10 113 lb
10 -9 lb support 11 107 lb
11 -7 lb support 13 185 lb
12 -8 lb support 14 185 lb
13 -7 lb support 15 185 lb
14 -7 lb support 16 185 lb
15 -6 lb support 17 -482 lb
16 -6 lb support 18 452 lb
17 -6 lb -155 lb
18 -45 lb -57 lb
This truss is designedusing the
ASCE7-10 Wind Specification
Bldg Enclosed = Yes,
Truss Location = Not End Zone
Exp Category = C
Bldg Length 70.00 ft, Bldg Width - 25.50 ft
Mean roof height = 12.36 ft, mph 110
Occupancy Category II, Dead Load 13.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 86 sqft
Truss designed to support 2-0-0 top chord outlookers
and cladding load not to exceed 10 PSF one face,
and 24" span opposite face. Top chord may be notched
1.5 deep x 3.S' at 48" o/c along top edge. DO NOT
OVER CUT. No knots or other lumber defects allowed
within 12" of notches. Do not notch in overhang or
heel panel.
1.5X3
5X3
1.5X3 7_8_7
.5X3 X6 SHIP
D-4-1
2-0-0 2-0-0
~H 25-6-0 F�
20 21 22 23 24 25 26 27 28 29 30 332 33 34 35 36 37 38
TYPICAL PLATE: 2X4
OVER CONTINUOUS SUPPORT
All connector plates are ALPINE Wave 20 ga., unless preceded by •H' for High Strength 20 9a., "S' for Super
Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false flame plates
are positioned as shown above. Sh18 gable stud plates to avoid overlap with structural plates.
oFressl0Z�
_e1 L T. TAe,_
No. C 72160
t%9T elvit- a�P
FOF GAUVC:
3/30/2017
268 - Homewood Truss
"WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
Cust: Chris Lambert
(C4)
'"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIR: Dri ve M 0610217_L00007_J00001
/\
Trusses reguue ex,,- pre in fabricating, handling, shipping, instaging and bracing. Refer to and follow the latest edition of BCSI (Budding Component
W0: Drive-ML0610217_L000
Safety Information, by TPI and VJTCA) for safety practices prior to perto n ing these functions. Installers shag provide temporary bracing per BCSI. Unless
Dsgnr: BW #LC = 70 WT/PLY: 249
ry
noted otherwise, top chord shall have property anached structural sheathing and bottom chord shag have a properly attached rigid ceiling. Locations shown
TC Live 20.00 psf
Li veDu r L=1.25 P=1.25
LMNfor
�
permanent lateral restraint of webs shag have bracing installed per BCSI sections 83, 87 or B10, as app�8hle. Appy plates to each face of truss and
position as shown above and on the Joint Details report, unless noted otherwise.
TC Snow(Pf) 0.00 psf
SnowDu r L=1.15 P=1.15
U u
Alpine, a division of ITW Budding Components Coup Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in
TC Dead 14.00 psf
Rep Mbr Bnd / Comp / Tens
AN /TW COMPANY
conlormance with ANSIrnol 1, or for handling, shipping, installation 8 bracing of misses.
BC Live 0.00 psf
1.00 / 1.00 / 1.00
2820 N. Great SW Pkwy. Grand Prairie, TX 75050
A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility
solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building
BC Dead 8.00 psf
0. C. Spaci ng 2- 0- 0
Designerper ANSI/TPI 1 See.2
TRUSPLUS 6.0 VER T6 S 21
For more information see this job's general no es page and Nese webs es:
Bldg Code:CBC-2016
RATIO: L/240 TC: L/24
. .
'
ALPINE: vnvvraloineitwecm:TPI:wwwtoinrioro:WiCA:ww-wsbdnduStNora[ICC:wwwietsafeora
9DEFL
Job Name: Single Family Residence Truss ID: L1 Qty: 2 1
BRG X -LOC REACT SIZE REQ'D
1 0- 1-12 3680 3.50 1.96"
2 12-10- 4 3680 3.50" 1.96"
MAX DEFLECTION (span) :
L/999 MEM 7-8 (LIVE) LC 1
L= -0.04" CC- -0.10" CL= -0.14"
=� Joint Locations
1 0- 0- 0 6 0- 0- 0
2 3- 8- 6 7 3- 8- 6
3 6- 6. 0 R. 6- 6- 0
49- 3-10 9 9- 3-10
5 13- o- 0 10 13- o- 0
CRITICAL MEMBER FORCES:
TC COMP.(WR.)/ TENS. DUR. CSI
1-2 -5844(1.25)/ - 97 1.60 0.27
2-3 -4161(1.25)/ 98 1.60 0.09
3-4 -4161(3.25)/ 98 1.60 0.10
4-5 -5844(1.25)/ 97 1.60 0.27
BC CONP.(WR.)/ TENS. WR. CSI
6-7 -39(1.60)/ 5209 1.25 0.66
7-8 -41(((1.603/ 5145 1.25 0.46
8-9 -41 1.60 / 5145 1.25 0.46
9-10 -39 1.60)/ 5209(1.25) 0.66
I COMP.(DUR.)/ TENS. WR. CSI
2-7 / 1510 1.25 0.31
2-B -1741 1.2s / 64 1.60 o.v
3-8 35 1.60 / 3460 1.25 0.70
4-8 -1747 1.25 / 64 1.60 0.11
4-9 / 1510 1.25 0.31
TC 2x4 DFL #1 & Btr.
BC 2 x 6 DFL #2
WEB 2 x 4 DFL STANDARD
Kcr (creep factor) = 3.00
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200# non -concurrent moving BCLL.
Permanent bracing is required to
Prevent rotation/toppling. See
SCSI and ANSI/TPI 1.
PLATING BASED ON GREEN LUMBER VALUES.
Designed.forr O'S'K,lbs,drag load applied
ho n zontally in,either.directiow to the top
chord panel points, wifh dead + 0 % live
loads using load duration = 1.60.
Horizontal reaction - 0.5 K lbs at each
bearing individually. Connection by others.
+ + + + + + + + + + + + + + + + + + + + + +
2 -PLY! Nail w/lOd COMMON sta22ered(pper NDS)
in: TC- 2 BC- 2 WEBS- 2 PER F00TI-
Cluster screws, if shown, are 3" long.
Not designed for attic storage unless
noted otherwise.
Designed per ANSI/TPI 1-2014
Fabrication Tolerance = 20.0%
Bearings designedfor an FcPerp value of the
lesser of the truss chord lumber value or
625 for all bearings.
IRC/IBC truss plate values are based on
testingg and approval as required by IBC 1703
and ANSI/TPI and are reported in ESR -1118.
+ + + + + + + + + + + + + + + + + + + + + +
Nail pattern shown is for PLF loads and
point loads converted to PLF loads only.
Concentrated loads shall be distributed to
each ply equally. Multi -ply with hangers are
based on hanger nails using 3.0" nails min.
into the carrying member.
If shown, use additional fasteners for point
loads from the back plys, distributed symm.
in the chords, within 12" of hanger flange.
EEE! 1 6-6-0 I 6-6-0 I
2-PLYS 1 2 3 4 5
REQUIRED 6.00 T0
5X6
B1
W'
.368
.-IijT-rE COUNTY
% DIVISION
" OV�D
UPLIFT REACTION(S) :
Support C&C Wind Non -Wind
1 -295 lb
2 -295 lb
HORIZONTAL REACTION(S)
support 1 500 lb
support 2 -500 lb
This truss is designed using the
ASCE7-10 Wind Specification '
Bldg Enclosed Yes, ,
Truss Location NOL End Zone
Exp Category C
Bldg Length 70.00 ft, Bldg Width - 25.50 ft
Mean roof height - 10.79 ft, mph = 110
Occupancy Category II, Dead Load 13.2 psf
Designed as Main Wind Force Resisting System
-Low-rise and Components and Cladding
Tributary Area - 175 sqft
----------LOAD CASE #1 DESIGN LOADS ----------------
Dir L.Plf L.Loc R.Plf R.Loc LL/TL
TC Vert 68.00 0- 0- 0 68.00 13- 0- 0 0.59
BC Vert 498.13 0- 0- 0 498.13 13- 0- 0 0.46
IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER
AMOUNTS SHOWN shall BE INSTALLED FROM THE
FRONT AND BACK FACE EQUALLY(TOTAL NAILS =
DOUBLE THE AMOUNT SHOWN), 3 PLY OR LESS.
ltd - 10d NAILS, SDS = Simpson SDS screws
or equivalent substitute.
(') = Special Connection Req. (by others)
NAIL Pattern shown is based on:
10d BOX 0.128" dia. x 3.0" long nail
10d COMMON - 0.148" dia. x 3.0" long nail
16d BOX 0.135" dia. x 3.5" Long nail
16d COMMON = 0.162" dia. x 3.5" long nail
+ + + + + + + + + + + + + + + + + + + + + +
T
HIP
yZt
B2
U:-29
:3680
l 13-0-0 I
6 7 8 9 10
�S�LL T. Tgly<
No. C 72160
u..
\TFOF cau�o"
All connector plates are ALPINE Wave 20 ga., unless preceded by 'H' for High Strength 20 ga., -S' for Super t_J
Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 3/30/2017
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates.
268 - Homewood Truss
""WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
Cust: Chris Lambert
(cy)
'"`IMPORTANT'"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIR: Dri vel
\\\V
Tmsses require enreme care in fabricating, handling. shipping, installing and bracing. Refer to and follow me latest edition of BCSI (Building Component
06102117_L00007_]00001
WD: Drl Ve�"LD61D217_LDDQ
57 WT/PLY 85
Safety Information, by TPI and WFCA) for safety pacbces prior to perfomung these functions. Insulters shad provide temporary bracing per BCSI. Unless
Dsgn r : BW #LC = :
/i///
ru
noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown
TC Live 20.00 psf
Li veDu r L=1. 2 5 P=1. 2 5
�
for pemtanem lateral restraint of webs shall have bating installed per BCSI sections 03, 87 or BIO, as applicable. Apply plates to each face of buss and
ALM
position assnowsaboveand onmewlatChn a'apart,unlessnotedotherwise.
TC Snow(Pf) 0.00 psf
SnowDur L=1.15 P=1.15
A
Alpine, a division of ITW Building Components Group Inc., shat not be responsible for any deviation from this drawing, any failure to build the buss in
TC Dead 14.00 psf
Rep Mb r Bnd / Comp / Tens
AN l7w COMPANY
wnfonrence wall, ANSIrrP1 i, or for handling, shipping, installation 8 bracing of busses.
A seal on this drawing or cover page listing this drawing, indicates acceptance Of professional engineerfng responsibility
BC Live 0.00 psf
1.00 / 1.00 / 1.00
2820 N. Great SWPkwy. Grand Prairie, TX 75D50
solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building -
BC Dead 8.00 psf
C . C. Spaci ng 2- 0- 0
Designerper ANSVTPI 1 Sec.2
TRUSPLUS 6.0 VER T6.5.21
'
For more information see this job's gen end notes page and these websdes:
ALPINE :wwwaloineimcomgTPI: www toinstam WTCAwwwstxindustNaw ICQwww kcsafewg
Bldg Code CBC -2016
_ 9
DEFL RATIO: L/240 TC: L/24
_ I 6-6-0 I 6-6-0
I
Job Name: Single Family Residence
Truss ID: L2
Qty: 1
BRG X -LOC REACT SIZE REQ'D
TC 2x4 DFL #1 & Btr.
Designed per ANSI/TPI 1-2014
UPLIFT REACTION(S)
1 0- 1-12 714 3.50" 1.50"
BC 2x4 DFL #1 & Btr.
Fabrication Tolerance = 20.0%
Support C&C Wind Non -Wind
2 12-10- 4 714 3.50" 1.50"
WEB 2x4 DFL STANDARD
Bearings designed for an Fc Perp value of the
1 -120 lb
lb
MAX DEFLECTION (span) :
Kcr (creep factor) = 3.00
lesser of the truss chord lumber value or
2 -120
L/999 MEM 4-5 (LIVE) LC 43
Refer to Joint QC Detail Sheets for
625 for all bearings.
This truss is designed using the
L- -0.10" CC= -0.07" CL= -0.17"
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
ASCE7-10 Wind Specification -,
Joint Locations m
Loaded for 10 PSF non -concurrent BCLL.
testing and approval as required by IBC 1703
Bldg Enclosed - Yes, -
End Zone
1 0- o- 0 4 0- 0- 0
2 6- 6- 0 5 6- 6- 0
Loaded for 200# non -concurrent moving BCLL.
and AN and are reported in ESR -1118.
PLATING BASED ON GREEN LUMBER VALUES.
Truss Location Not
Exp Category C
3 .13- o-.0 6 13- 0- o -
Not designed for attic storage unless
noted otherwise. - - •-
Bldg Length 70.00 ft, Bldg Width 25.50 ft -
CRITICAL MEMBER FORCES:
TC CT1MP.(<DIIR.) / TENS.<WR. CSI
•'" -
Mean roof height = 10.79 ft, mph = 110
9 -
-
1-2 •-766(1.2s3/ B4<1.60 o.2s
OfESSI
Occupancy Category II, Dead Load 13.2 psf
2-3 -766C(((1.25 / 94 1.60 0.29
-
Designed as Main Wind Force Resisting System
1
JTTE COLB1
B2
W:308
- Low-rise and Components and Cladding
BC COMP. OUR.)/ TENS. WR. CSI
a -z - 1.60)/ 610 1.25 .11
.41
R:714
u:-120
Tributary Area = 26 sgft
s-6 -7 1.60)/ 610 1.25 0.41
,
WBCOMP.(DUR.)/ TENS.(WR. CSI
o 1 2-0-0
OVED
L 2�-0-01
2-5 / 327(1.25 0.13 _
..
_ I 6-6-0 I 6-6-0
I
-
1 2 3
6.00 -6.0
r
^ 5X6
3_
_1
4-6-15
_
2X4
2X4
SHIP
0-4-1 1.5X3
0-4-1
OfESSI
1
JTTE COLB1
B2
W:308
d�� �Li T. Tgly�L
R:714a
DIVIS10i, U:-120
R:714
u:-120
m
o 1 2-0-0
OVED
L 2�-0-01
No. C 72160
13-0-0
I I
4 5 6
`i Civic- �P
9�OF
-
CAUVrr: L�
All 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. Shift gable stud plates to avoid overlap with structural plates.
l
3/30/2017
268 - Homewood Tru S
'"`WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
'IMPORTANT"
Cust: Chris Lambert
DIR: Dri ve_NL0610217_L00007_J00001
091
FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
^
require extreme rare th 1116111,, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Budding Component:
WO: Drive -A -0610217-L000
WT/PLY 63
Practices Information, by TPI and TCA) for safetyPracticesse es prior to performing thefunctions. Installers shall provide temporary bracing per SCSI. Unless
Dsgn r: BW
#LC = 53 :
v VTrusses
yY
noted otherwise, top chord shall have property attached structural sheathing and bottom chord shad have a property attached rigid ceiling. Locations shown
TC Live
20.00 psf
Li veDu r L=1.25 P=1.25
C� lu�\vl I
��� r� n
for pemas sh lateral above and of webs int have bracing installed per ther sections 83, B7 or 81a, as applicable. Apply plates to each lace of buss and
position as shown above and on me Joint Details report, uNess rated omerwise.
TC Sr10W ( Pf)
0.00 psf
$nOwDu r L=1.15 P=1.15
Alpine, a division of ITW Building Conwrients Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in
TC Dead
14.00 psf
Rep Mbr Bnd /Comp /Tens
AN RDY COMPANY
conformance .9h ANSVTPI 1, or for handling, shipping, installation 8 bracing of trusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility
SC Live
0.00 psf
1.15 / 1.10 / 1.10
2820N. Great SWPAwy. Wand Prairie, TX 7SOSO
solely for the design shown. The suitobiltty, and use of this drawing for any structure is the responsibility of the Building
BC Dead
8.00 psf
0. C. Spaci ng 2- 0- 0
Designer per ANSI/TPI 1 Sec.2
'
TRUSPLUS 6.0 VER: T6.5.21
For more information see thrs job's g =" notes page and Nese weD saes:
ALPINE: wwwatoineitweom TPI: WfCA ICC: wwwi«sa/e as
Bldg Code: CBC -2016
DEFL RATIO: L/240 TC: L/24101
Job Name: Single Family Residence Truss ID: LG Qty: 1
BRC X -LOC REACT SIZE REQ'O
1 0- 1-12 437 3.50" 1.50"
2 2- 8- 0 329 3.50" 1.50"
3 4- 0- 0 215 3.50" 1.50"
4 5- 4- 0 270 3.50" 1.50"
5 7- 3- 0 279 3.50 1.50"
6 9- 0- 0 256 3.50" 1.50"
7 10- 4- 0 325 3.50 1.50"
8 12-10- 4 437 3.50" 1.50"
MAX DEFLECTION (span) :
L/999 MEM 12-13 (LIVE) LC 41
L= 0.00" CC- 0.00" CL= -0.01"
= Joint Locations -
1 0- o- 012 0- 0- 0
2 2- 8- 0 13 2- 8- 0
3 4- 0- 0 14 a- 0- 0
45- 4- 0 15 5- a- 0
5 5- 9- 0 16 5- 9- 0
6 6-6-0 17 7-3-0
7 7- 3- 018 7- 8- 0
8 7- 8- 0 19 9- 0- 0
9 9- 0- 0 20 10- a- 0
10 10- a- 0 2i 13- 0- 0
11 13- 0- 0
CRITICAL MEMBER FORCES:
TC COMP.(OUR.)/ TENS.(DUR.) CSI
1-2 -118 1.25 / 0.06
2-3 -139 1.25 / 0.04
3-4 -143 1.25 / ll3.60 0.02
4-5 -132 1.25 / 11 1.60 0.02
5-6 -123 1.25 / 19 1.60 0.02
6-7 -132 1.25 / 19 1.60 0.02
7-8 -104 1.25 / 18 1.60 0.02
8-9 -148 1.25 / 9 1.60 0.03
9-10 -138 1.25 / 0.04
10-11 -118 1.25 / 0.06
BC COMP.(DUR.)/ TENS.(WR.) CSI
12-13 -190(1.25)/ 32(1.60) 0.08
13-14 / 0.05
15-16 1 % 0.03
16-17 / 0.05
17-18 / 0.04
18-19 / 0.04
05
20-21 -190(1.25)% 32(1.60) 0.08
NB COMP. 11.2111
WR. / TENS. DUR. CSI2-13 -2011.23j/ 13 1.60 0.02
3-14 -149 1.25)/ 15 1.60) 0.02
a-151.25)/ 9 1.603 0.02
5-16 -161.25 /28(1.25 0.01
7-17 -571.25 / 0.01
8-18 24 1.25) 0.01
9-19 -163 1.2/ 16 1.600.0210-20 -1991.25/ 13 1.60 0.02
5-16 16 1.2528 1.25 0.07-17 -57 1.25/ 0.01
TC 2x4 DFL #1 & Btr.
BC 2x4 DFL #1 & Btr.
OG SLIDER 2x4 DFL #1 & Btr.
WEB 2x4 DFL STANDARD
Kcr (creep factor) =3.00
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and AN I/TPI and are reported in ESR -1118.
Mark all interior bearinglocations.
Permanent bracing is required to
grcvcnt rotation/toppling. See
BCSI and ANSI/TPI 1.
PLATING BASED ON GREEN LUMBER VALUES.
This truss is designed using the
ASCE7-10 Wind Specification
Bldg Enclosed = Yes,
Truss Location - Not End Zone
Exp Category = C
Bldg Length 70.00 ft, Bldg Width - 25.50 ft
Mean roof height = 10.19 ft, mph - 110
Occupancy Category II, Dead Load - 13.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 39 sqft
Designed per ANSI/TPI 1-2014
Fabrication Tolerance - 20.0%
Bearings designed for an FcPerp value of the
lesser of the truss chord lumber value or
625 for all bearings.
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200# non -concurrent moving BCLL.
Install interior support(s) before erection.
Building designer shall verify gable loads
and eave loads, if appplicable.
Refer to appropriate ITWBCG's Standard
Cable Details for information regarding
the bracing of this gable truss.
Not designed for attic storage unless
noted otherwise.
1 6-6-0 16-6-0 1
1 2 3 4 5 6 78 9 10 11
6.00
1.5X3
-6.0
' I.JhJ
1.5X3
TTE COUNTY
>.�DINti
G DIVISION � -1
! ' ROVE 12 13 14 1516 001718 19 20 21
268 - /Hoomme\w0000d TrAus s
V iw
ALFONIE
AN r1W COMPANY
2820N. Groat SW Pkwy. Grand Prairie, TX 75050
TRUSPLUS 6.0 VER: T6.5.21
TYPICAL PLATE: 2X4
OVER CONTINUOUS SUPPORT
All 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 posdloned as shown above. Shit gable stud plates to avoid overlap with structural plates.
"WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
Trusses requite extreme pre in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Budding Component
Safety Information, by TPI and WTCA) for safety practices prior to perfomung mese functions. Installers shag provide temporary bracing per BCSI. Unless
noted otherwise, top chord shall have property attached structuml sheathing and bottom chard shag have a property attached rigid citing. Locations shown
for permanent lateral restraint of webs shag have bracing installed per BCSI sections 83, 87 or 870, as applicable. Appy plates to each face of buss and
position as shown above and on the Joint Details report, unless noted otherwise.
Alpine, a division of ITN Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in
conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of trusses.
A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility
solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building
DesignerperANSYTPI T Sec.2
For more information we this job's general rates page and Nese web sites:
ALPINE: www.aloineiM coo: TPI: www toinst ora: WTCA: www sbcindustry oro: ICC: www icxWe ora
0-4-1
UPLIFT REACTIONS) :
Support C&C Wind Non -Wind
2 -21 lb
3 -12 lb
4 -14 lb
5 -16 lb
5 lb
7 -21 lb
8 -57 lb
HORIZONTAL REACTION(S)
support 1 256 lb
support 2 -189 lb
support 7 190 lb
support 8 -256 lb
Truss designed to support 2-0-0 top chord outlookers
and cladding load not to exceed 10 PSF one face,
and 24" span opposite face. Top chord may be notched
1.5 deep x 3.5' at 48" o/c along top edge. DO NOT
OVER CUT. No knots or other lumber defects allowed
within 12" of notches. Do not notch in overhang or
heel panel.
15
SHIP
No. C 72160
t
(%,9j, CIVIL ^a�P
FOF CALa�CI�"
3/30/2017
Cust: Chris Lambert
DIR: Drive_M 0610217_L00007_100001
W0: Drive -M -0610217-L000
Dsgnr: BW #LC = 53 WT/PLY:
TC
Live
20.00
psf
TC
Snow(Pf)
0.00
psf
TC
Dead
14.00
psf
BC
Live
0.00
psf
BC
Dead
8.00
psf
Bldg Code: CBC -2016
LiveDur L=1.25 P=1.25
SnowDur L=1.15 P=1.15
Rep Mbr 8nd / Comp / Tens
1.00 / 1.00 / 1.00
O.C.Spacing 2- 0- 0
TC:
1
Job Name: Single Family Residence
Truss ID: P1
Qty: 2
BRG X -LOC REACT SIZE REQ'D
TC 2x4 DFL #1 & Btr.
Designed per ANSI/TPI 1-2014
UPLIFT REACTIONS) :
1 0- 1-12 588 3.50" 1.50
BC 2x4 DFL #1 & Btr.
Fabrication Tolerance - 20.0%
Support C&C Wind Non -Wind
2 9-10- 4 588 3.50" 1.50"
WEB 2x4 DFL STANDARD
Bearings designed for an FCPerp value of the
1 -126 1b -
MAX DEFLECTION (span) :
Kcr (creep factor) = 3.00
lesser of the truss chord lumber value or
for bearings.
2 -126 lb
This truss is designed using the
L/999 MEM 4-S (LIVE) LC 42
L- -0.04" CC- -0.03" CL= -0.07"
Refer to loint QC Detail Sheets for
Cq factors and Rotational Tolerances.
62S all
IRC/IBC truss plate values are based on
ASCE7-10 Wind Specification
o )oinc Locations ®
Loaded for 10 PSF non -concurrent 8CLL.
testing and approval as required by IBC 1703
Bldg Enclosed - Yes,
Truss Location Not End Zone
1 0- o- 0 4 0- 0- o
Loaded for 200# non -concurrent moving BCLL.
and ANSI/TPI and are reported in ESR -1118.
ON GREEN LUMBER VALUES.
Exp Category C
2 s- o- 0 5 s- 0- o
0- 0 6 10- 0- o
Not desi ned for attic storage unless
PLATING BASED
Bldg Length 70.00 ft, Bldg Width 25.50 ft
3 10-
CRITICAL MEMBLK ygxCES:
noted of erwl se.
DEFL RATIO: L 240 TG L 24
e ,
Mean coo height 1U.42 ft, mph 110
TC COMP'. WR. / TENS. WR. CSI
-572 1.25 / 83 1.60 o.ls
Occupancy Category II, Dead Load 13.2 psf
1-2
2-3 -572(1.25 / 83 1.60 0.15
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
BC COMP. (OUR.)/ TENS.(WR. CSI
Tributary Area - 20 sqft
4-s _2.(1.60)/ 455(1.25 0.3o
5-6 20(1.60)/ 455(1.25))) 0.30
WB COMP.(DUR.)/ TENS. (OUR.) CSI
2-5 / 286(1.2s) 0.12
5-0-0 5-0-0
r 1 2 3 '
6.00
5X6
6.0
F
'-1 )QTR COUNT -i
-IG DIVISIC -
.:.:;.: MOVE(,
W:308 W:308
R:588 R:588
U:-126 U:-126
2-0-0
10-0-Q r
4 5 6'
3-9-15
SHIP
011
Q¢OFESSIO �l
T. Tq/y EI
No. C 72160
CIVIL �P
�rFOF CAUV-
All 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 Ina plates �} �}
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 3/30/201 %
268 - Homewood Trus
**WARNINGI ** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT**
THE INSTALLERS.
Cust: Chris Lambert
DIR: Dri ve�L0610217_000007_J00001
(CA)
FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING
W0: Dri vej4_0610217_L000
^
Trusses requ've extrem0 care in taoricatmg, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component
BCSI. Unless
Dsgn r : BW #LC = 50 412/PLY : Sl
v V rs,
Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per
noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling, locations shown
TC Live 20.00 psf
Ll V eDU r L=1.25 P=1.25
rt
[]
for permanent restraint of webs shall have burng but- per SCSI sections B3.87 or 810, as applicable. Appy plates to each face of buss and
TC Snow(Pf) 0.00 psf
SnowDu r L=1.15 P=1.15
���r�
I �\ I Ivl
u v
n
position as snows above and on the Joint Iktails repos, anless noted otherwise.
shown .
Alpine, adirisimoflTWBuddingComponentsGroupInc.,shagnotberesponsibleforanydeviationfromthisdrawing.anyfailuretobuiWlhetrussin
TC Dead 14.00 psf
Rep Mbr Bnd / Comp / Tens
AN f7W COMPANY
conform n with ANSI/TPI 1, or for handling, shipping, installation 8 bracing 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
2820N. Great SWPkwy. Graml Praise, TX 75OW
solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building
BC Dead 8.00 psf
0. C. Spaci ng 2- 0- 0
Designer per ANSI/TP11 Sec.2
TRUSPLUS 6.0 VER: T6.5.211
For more information seethis pb'sgeneral notes page and thew web sRes:
Blit Code: CBC -2016
9
DEFL RATIO: L 240 TG L 24
ALPINE: I TPI: wrcA ICC:
Job Name: Single
Family Residence •
Truss ID: PG
Qty: - 1
BRG X -LOC REACT SIZE
REQ'D
TC 2x4 DFL #1 & Btr.
Designed per ANSI/TPI 1-2014
UPLIFT REACTIONS) : -
1 0- 1-12 781 3.50
1.50
BC 2x4 DFL #1 & Btr.
Fabrication Tolerance - 20.0%
Support C&C Wind Non -Wind
- 2 9-10- 4 781 3.50"
1.50"
DG SLIDER 2x4 DFL #1 & Btr. -
Bearings designed for an FcPerp value of the
1 -88 lb
MAX DEFLECTION (span) :
GBL BLK 2x4 DFL STANDARD
_ lesser of the truss chord lumber value or
2 -, -88 lb
L/999 MEM 6-7 (LIVE) LC
42
Kcr (creep factor) = 3.00
625 for all bearings.
This truss is designed using the
L= -0.04" CC- -0.04" CL= -0.08"
IRC/IBC truss plate values are based on
Referto Joint QC Detail Sheets for
ASCE7-10 Wind Specification
3oinc Locations
testing and approval as required by IBC 1703
Cq factors and Rotational Tolerances.
BCLL.
Bldg Enclosed = Yes,
Truss Location Not End Zone
1 0- o- 0 6 0- o- o
z a- 3- 0 7 4- 3- of
and ANSI/TPI and are reported in ESR -1118.
Permanent bracing is required to
- Loaded for 10 PSF non -concurrent
Loaded for 200# non -concurrent moving BCLL.
_
Exp Category = C
ft
3 =5- 0-0 8 5- 9- o
a 5- 9- 0 9.10-.0- o
=
prevent rotation/toppling. See =- _
Building designer shall verify gable loads
Bldg Length 70.00 ft, Bldg Width = 25.50 _
Mean height 10.42 ft, mph 110
s lo- o- o
SCSI and ANSI/TPI 1.
and eave loads, if ap licable.
pp
Refer ITWBCG Standard
roof -
Occupancy Category II, Dead Load = 13.2 psf
CRITICAL MEMBER FORCES:
Tc CONP. WR. / TENS.(DUR.>
CSI
PLATING BASED ON GREEN LUMBER VALUES.
Not designed for attic storage unless
to appropriate s
: Gable Details for information regarding
Designed as Main Wind Force Resisting System
1-z -ase 1.25 /
0.24
noted otherwise.
the bracing of -this gable truss.
- Low-rise and Components and Cladding
2-3 -745 1.25 /
0.17
Tributary Area 29 sgft -
3-4 745(1.25 /
4-5 -898(1.25 /
0.17
0.24
„
Truss designed to support 2-0-0 top chord outlookers
BC COMP. TENS.(DUR.
CSI
0.34 -
-.
and cladding load not to exceed -10 PSF one face,
6-7, / 763(1. zs
7-8 / 763
0.17
and 24" span opposite face. Top chord may be notched
C(1.25
8-9 / 763 1.25
0.34
1.5 deep x 3.5' at 48" o/c along top edge. DO NOT
.wti COMP.(OUR.)/ TENS. fmR.
CSI
OVER CUT. No knots or other lumber defects allowed
2-7 / 195 l.zs
o.oa
within 12" of notches. Do not notch in overhang or
4-8 / 1951.25
0.08
heel panel.
0T0
4-3-0 . deloi
_ - -4.3.0
5-0-0 5-0-0
I .1 2 13 4 5
6.00 -6.0
2X4
W:308 W:308 -
R:781 R:781
t
U:-88 U:-88
COUNTY
glia DIVISION I--2-0-0 l I--�O�
®� 10-0-0
s 7 I8 s
r; i•�''�:i �; 4-3-0
4-3-0 �11I
TYPICAL PLATE: 1.5X3
All 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. Girded plates and false frame plates
are posdloned as shown above. Shift gable stud plates to avoid overlap with structural plates.
268 - Homewood Trus **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
(G4) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
/\ Trusses re,,ire enreme care in fabricating, handling, shipping, instaeing and hracing. Refer to and 11111, the latest edition of SCSI (Budding Component
Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shad provide temporary bracing per BCS/. Unless
ry noted otherwise, top Chord shall have propedy attached structumt sheathing and bottom chord shag have a property attached rigid ceding. Locations shown
for permanent 1wn a restrain of webs shad have Deportg finless n per BCS! sections 83, B7 or BIO, as applicable. Apply pates N each lace of truss and -
Q lUr��\V\lJll
position as shown above and on the Joint Details repod, unless rated otherwise.
Alpine, a division of ITN Building Components Group Inc., shag not be responsible for any deviation from N¢ wi
drang, any failure to build the buss in
AN !TW COMPANY conformance with ANSUTPI i, or for handling, shipping, installation a bracing of trusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility
2820 N. Groat SWPkwy. Grand Praide, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building
Designerper ANSI/TPI 1 Sec.2 ^F
TRUSPLUS 6.0 VER' T6.5.21 ALPINE: wwFomn WClAn'des page and these w'eb sCt:e
3-9-15
SHIP
oil-
W:308
il-
�pFEss/p�
LT. TA T -
No. C 72160
°?9 CtVtl a�P
SCF Cau�o¢
3/30/2017
Cust: Chris Lambert
DIR: Drive_M_0610217_L00007_300001
W0: Drive-,ML0610217_L000
Dsgnr: BW #LC = 50 WT/PLY: 761
TC Live 20.00 psf LiveDur .L=1.25 P=1.25
TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15
TC Dead 14.00 psf Rep Mbr Blind / Comp / Tens
BC Live 0.00 psf 1.00 / 1.00 / 1.00
BC Dead 8.00 psf O.C.Spacing 2- 0- 0
Bldg Code: CBC -2016 DEFL RATIO: L/240 TC: L/240
BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING
CONSTRUCTION DEBRIS RECOVERY PLAN: Pre -Construction
Building permit will not be issued until completed plan submitted
APN: ®2G— 0 2Cn -- C� G. �
Owner Name: CA�A-R`CSTI4p_-5 LANY��
Building Permit #.
Submit completed form in person or by
mail or fax to: I
Butte County Development Services- ' I
Building
7 County Center Drive
Oroville, CA 95965
Phone: (530)538-7601
Fax: (530)538-2140
Owner Mailing Address:(- S7 I-CTJb �kf� 0-(U CIET 6� ({J Owner Phone: ({Zd)
C) i
Jobsite Address: j�S —L, V N � � Project Sq. Ft.: � S Project Typ I Construe n I Demolition
Jobsite Contact: C LSTi�� Company:" �U- Jobsite Phone: (636)
Brief description of project: 1U U51L
By signing below, I acknowledge that I am responsible for complying with the requirements of Ordinance 2006-3925 (Chapter 31, Article VII) related to recovery of construction and
demolition debris and the lack of compliance may result in delays in issuance of building/demolition permit(s), hold on final inspection(s) and/or penalties.
Applicant:
(Owner 1 Contractor) Signature: Date:
(Circle) (21
MATERIAL 1
Reuse
Recycle
Dispose
FACILITIES/SERVICE PROVIDERS TO BE USED 3
Inert Material (Concrete, asphalt)
t(vll.�Elam N"C-r>T &6/J C
Lumber
vrtc. - P zuS� z CU i :J2`CCti(QC_t0
Plant/Tree Debris
Dry Wall
Metal
Cardboard
PE MIT
Z�Z C-F7(j BUTTE.000NTYDEVELOPMENT SERVICES
Other:
REVIEWED
Other:%JV_
Recovery Plan approved: Date:
,. (Building Division)
Please refer to the Butte County online Recycling Directory for local recycling service providers at:www.RecycleButte.net.
o-_yRG; XNr SM11-15
f:_1 tom_ C.42F y
BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING
CONSTRUCTION DEBRIS RECOVERY FINAL REPORT
Final inspection will not be scheduled until completed report submitted
APN:
Owner Name:
Jobsite Address:
Jobsite Contact:
Building Permit #,
Company:
Submit completed form in person or by
mail to:
Butte County Development Services -
Building
7 County Center Drive
Oroville, CA 95965
Owner Phone:'(
Project Type: ❑ Construction 'D Demolition ' 6 • "y •,'!� .
.Job site yPhon&,(
MATERIAL
Reuse
Tonnage
Recycle
Tonnage
Disposal
Tonnage
ACTUAL FACILITIES/SERVICE PROVIDERS USED
Inert Material (concrete, asphalt)
Lumber
Plant/Tree Debris
Dry Wall
Metal
Cardboard =
Other:
Other:
Total tons of material disposed of (not recycled or reused)
Attach copies of weight receipts, gate tags, or
Total tons of material not disposed (either recycled of reused) other verifying information for all materials
Percent recycled/reused % that were reused; recycled or disposed.
Please sign indicating that the above information is true and correct to the best of your knowledge:
Applicant:
(Owner or Contractor):
Circle which
Final Report returned with comments:
Final Report approved: (Building Inspector)
Date:
(Initial) Date:
Date:
9
°a
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
` Project Name: Custom Home Plan1523 Calculation Date/Time: 14:29, Mon, Feb 20, 2017
Calculation Description: Custom Home Plan1523 Input File Name: Custom Home PIan1523.ribd16
CF1 R -PRF -01
Page 1 of 8
COMPLIANCE RESULTS
01 Building Complies with ;Computer Ferforman-ce-"i y-
} { �^...- S . k�1 } ...rte r . _�X K fi � k w i'"".� ` / �-"
02 This building incorporates featu-resithat require field testing and/ortvenfication,by a�certifiediHERS rater,under the supervision of a CEC-approved HERS provider.
03 This building incorporates onio1mVore Sp1ec:ial- Fel atAreE s3 sl h0 wi-n•-•.be,
U U C:"'`-�)7 U U U �-� 0
ENERGY USE SUMMARY
GENERAL INFORMATION
04
05
01
Project Name Custom Home Plan1523ii;
'08
---_.. --
02
Calculation Description Custom Home Plan1523
Compliance Margin
!'•�'=i' I�, _ _ y �,_ '� �_�
03
Project Location 20Th 8 Nelson
18.08
0.23
04
City Oroville Ca
05
_
Standards Version 'Compliance 2017
06
Zip Code 95965
07
Compliance Manager Version BEMCmpMgr 2016.2.1 (695)
08
Climate Zone CZ11
09
Software Version CBECC-Res 2016.2.1 (868)
10
Building Type Single Family
11
Front Orientation (deg/Cardinal) ,180
12
Project Scope Newly Constructed
13
Number of Dwelling Units 1
14
Total Cond. Floor Area (ft2) 1523
15
Number of Zones 1
16
Slab Area (ft2) 0
17
Number of Stories 1
18
Addition Cond. Floor Area n/a
19
Natural Gas Available No
20
Addition Slab Area (ft2) n/a
21
Glazing Percentage (%) 10.8%
COMPLIANCE RESULTS
01 Building Complies with ;Computer Ferforman-ce-"i y-
} { �^...- S . k�1 } ...rte r . _�X K fi � k w i'"".� ` / �-"
02 This building incorporates featu-resithat require field testing and/ortvenfication,by a�certifiediHERS rater,under the supervision of a CEC-approved HERS provider.
03 This building incorporates onio1mVore Sp1ec:ial- Fel atAreE s3 sl h0 wi-n•-•.be,
U U C:"'`-�)7 U U U �-� 0
REQUIRED SPECIAL FEATURES
The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis.
Insulation below roof deckV✓�„/ ✓
Window overhangs and/or fins
Registration Number: 217-P010055246A-000-000-0000000-0000 Registration Date/ Time: 2017-02-21 09:21:00 HERS Provider: CaICERTS inc.
CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02022017-695 Report Generated at: 2017-02-20 14:30:37
"T
ENERGY USE SUMMARY
04
05
06
07
'08
Energy Use (kTDV/ft2-yr)
Standard Design
Proposed Design
Compliance Margin
Percent Improvement
Space Heating
18.31
18.08
0.23
1.3%
Space Cooling
41.18
44.06
-2.88
-7.0%
IAQ Ventilation
1.42
1.42
0.00
0.0%
Water Heating
21.70
17.49
4.21
-19.4%
Photovoltaic Offset
—
0.00
0.00
_f
R —
Compliance Energy Total
82.61
1 81.05
1.56 �� �%XA
t 1.9%
REQUIRED SPECIAL FEATURES
The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis.
Insulation below roof deckV✓�„/ ✓
Window overhangs and/or fins
Registration Number: 217-P010055246A-000-000-0000000-0000 Registration Date/ Time: 2017-02-21 09:21:00 HERS Provider: CaICERTS inc.
CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02022017-695 Report Generated at: 2017-02-20 14:30:37
"T
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: Custom Home Plan1523
Calculation Description: Custom Home Plan1523
HERS FEATURE SUMMARY
Calculation Date/Time: 14:29, Mon, Feb 20, 2017
Input File Name: Custom Home Plan1523.ribd16
CF1 R -PRF -01
Page 2 of 8
The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is
provided in the building components tables below.
Building -level Verifications:
• IAQ mechanical ventilation
Cooling System Verifications:
• Minimum Airflow
• Refrigerant Charge
Fan Efficacy Watts/CFM
HVAC Distribution System Verifications:
• Duct Sealing
Domestic Hot Water System Verifications:
-- None --
BUILDING - FEATURES INFORMATION
01
02
03
04
05
06
07
Project Name
t, 1.
Conditioned,Floor Area (ft2)
Number of Dwelling
Units
Number of Bedrooms
Number of Zones
Number of Ventilation
Cooling Systems
Number of Water
Heating Systems
Custom Home Plan1523 '
1523--=�"""
_. ._,,,1«
3
1
0
1
ZONE INFORMATIONy —g
01
� t p2!
d/"�
5� 9 031 C
�r
"4R 6 04
g r j
l I i 011 [ �
06
07
Zone Name
Zone Type
V= U
` HVAC System"Name �
Zone•Floo Area
g fl(fl:) f (
Avgl Ce'ng---�—
r,Heigf t
i
Water Heating System 1
Water Heating System 2
Conditioned
Conditioned,
HVAC System 1
1523
9
DHW System
Registration Number: 217-P010055246A-000-000-0000000-0000 Registration Date/Time: 2017-02-2109:21:00
CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF R-02022017-695
HERS Provider: CaICERTS inc.
Report Generated at: 2017-02-20 14:30:37
fn
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: Custom Home Plan1523 Calculation Date/Time: 14:29, Mon, Feb 20, 2017
Calculation Description: Custom Home Plan1523
Input File Name: Custom Home Plan1523.ribd16
CF1 R -PRF -01
Page 3 of 8
OPAQUE SURFACES
tf 4=h I I /
k
`W 1'r r.
f
01 1.02,' 'mal � ��
k,- � - �
g � �
� Af "4`4. 11
q
_)) ter Oil 1!', �� { � .v 06 07 08
01
02
03
04
05
06
07
08
Name
Zone
Construction
Azimuth
Orientation
Gross Area (ft2)
Window & Door Area (ft2)
Tilt (deg)
Front
Conditioned
R19 R4 Stucco Wall
180.
Front
531
105
90
Left
Conditioned
R19 R4 Stucco Wall
270
Left
36
0
90
Back
Conditioned
R19 R4 Stucco Wall
0
Back
531
80
90
Right
Conditioned
R19 R4 Stucco Wall
90
Right
265.5
0
90
GarToHouse Left
Conditioned»Garage
Int Wall R-19
229.5
0
Ceiling (below attic) 1
Conditioned
R38 Ceiling below attic
1523
Cravdspace Fir
Conditioned
R19 2x6 FlrOvrCrawl
1523
Gwall Front
AGarage
Garage Ext Wall
180
Front
180
128
90
Gwall Left
,t Garage
Garage Ext Wall
270
Left
229.5
0
90
GWall Back
l . `Garage
Garage Ext Wall
0
Back
180
1 20
90
Gar Ceiling
Garage.n.
RO ClgBlwAttic Cons
510
ATTIC -r` !r
tf 4=h I I /
k
`W 1'r r.
f
01 1.02,' 'mal � ��
k,- � - �
g � �
� Af "4`4. 11
q
_)) ter Oil 1!', �� { � .v 06 07 08
Name Construction
Type arr sem+
Roof Rise
�-�:. a, -.. .1--W
Roof Reflectance Roof Emittance Radiant Barrier Cool Roof
F... r...
Attic Asphalt High performance `
Ventilated 't` "
5
OM1"` 0.85 No No
Gar Attic Asphalt High performance
Ventilated
5
1 0.1 0.85 No No
Registration Number: 217-P010055246A-000-000-0000000-0000 Registration Date/Time: 2017-02-21 09:21:00
CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02022017-695
HERS Provider: CaICERTS inc.
Report Generated at: 2017-02-20 14:30:37
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: Custom Home Plan1523 Calculation Date/Time: 14:29, Mon, Feb 20, 2017
Calculation Description: Custom Home Plan1523
Input File Name: Custom Home PIan1523.ribd16
CF1 R -PRF -01
Page 4 of 8
FENESTRATION / GLAZING
01
_22
01
02
03
04
05
06
07
08
09
10
Name
Type
Surface (Orientation -Azimuth)
Width (ft)
Height
(ft)
Multiplier
Area
(ft)
U -factor
SHGC
Exterior Shading
F1
Window
Front (Front -180)
--
-
1
24.
0.32
0.25
Insect Screen (default)
F2
Window
Front (Front -180)
.0
"40-
1
24.0
0.32
0.25
Insect Screen (default)
F3
Window
Front (Front -180)
4.
1"0
1
4
0.32
0.25
Insect Screen (default)
F4
Window
Front (Front -180)
0 0
4`0-
J
24
0.32
0.25
Insect Screen (default)
F5
Window
Front (Front -180)
�_=r9.
0
0
0 0
0.32
0.25
Insect Screen (default)
131
Window
Back (Back -0)
6.0
4.0
1
24.0 •
0.32
0.25
Insect Screen (default)
B2
Window
Back (Back -0)
6.0_...-
:0
1
24.0
0.32
0.25
Insect Screen (default)
B3
Window J t
Back (Back -0)
0
B1
1
24.0
0.32
0.25
Insect Screen (default)
B4
Window/
Back (Back -0)
0
0
1
8.6'
0.32
0.25
Insect Screen (default)
J.
OPAQUE DOORS�-
01
_22
03
04�-
Namej ¢(�
02
C=�\ I ff
ISide; of Building
05
Area (ft)U-factor
07
Front Dr ) �.�''%
�� �., Front
ii trr t
20.0
0.50
GDoor
IL.# M ir,
iqGwall-Frontes 1, rvA
*IN W" f-*`
128.0
1.00
GDoor 2
Left Fin
W " A� '� `
"GWall Back`y`
"
20.0
0.50
OVERHANGS AND FINS
01
02
03
04
05
06
07
08
09
10
11
12 13
14
Overhang
Left Fin
Right Fin
Window
Depth
Dist Up
Left
Extent
Right
Extent
Flap Ht.
Depth
Top Up
DistL
Bot Up
Depth
Top Up Dist R
Bot Up
F2
2
1
57
3
0
0
0
0
0
0
0 0
0
F3
2
1
46.5
16.5
0
0
0
0
0
0
0 0
0
F4
2
1
46
27
0
0
0
0
0
0
0 1 0
0
F5
2
1
23
40
0
0
0
0
0
0
0 0
0
B1
2
1
46
27
0
0
0
0
0
0
0 0
0
B2
2
1
28.5
44.5
0
0
0
0
0
0
0 0
0
B3
2
1
16
57
0
0
0 1
0
0
0
0 0
0
B4
2
1
6.5
70.5
0
0
0 1
0
0
0
0 0
0
Registration Number: 217-P010055246A-000-000-0000000-0000 Registration Date/Time: 2017-02-21 09:21:00 HERS Provider: CaiCERTS inc.
CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02022017-695 Report Generated at: 2017-02-20 14:30:37
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: Custom Home Plan1523 Calculation Daterrime: 14:29, Mon, Feb 20, 2017
Calculation Description: Custom Home Plan1523
Input File Name: Custom Home Plan1523.ribd16
CFI R -PRF -01
Page 5 of 8
OPAQUE SURFACE CONSTRUCTIONS
01
02
03
04
OS
06
07
Total Cavity
Winter Design
Construction Name
Surface Type
Construction Type
Framing
R -value
U -value
Assembly Layers
• Inside Finish: Gypsum Board
• Cavity/ Frame: no insul. /2x4
Garage Ext Wall
Exterior Walls
Wood Framed Wall
2x4 @ 16 in. O.C.
none
0.361
Exterior Finish: 3 Coat Stucco
RO CIgBIwAttic Cons
Ceilings (below
attic)
Wood Framed Ceiling
2x4 Bottom Chord of Truss @ 24
in. O.C.
none
0.481
Inside Finish: Gypsum Board
Cavity/Frame: no insul. /2x4 Btm Chrd
• Inside Finish: Gypsum Board
Ceilings (below
2x4 Bottom Chord of Truss @ 24
Cavity/Frame: R-9.1 /2x4 Btm Chrd
R38 Ceiling below attic
attic)
Wood Framed Ceiling
in. O.C.
R 38
0.025
Over Ceiling Joists: R-28.9 insul.
• Inside Finish: Gypsum Board
Cavity/Frame: R -19/2x6
• Sheathing/ Insulation: R4 Sheathing
R19 R4 Stucco Wall
Exterior Walls I
Wood Framed Wall
2x6 @ 16 in. O.C.
R 19
0.053
Exterior Finish: 3 Coat Stucco
Floor Surface: Carpeted
Floors p r
Floor Deck: Wood Siding/sheathing/decking
R19 2x6 FlrOvrCrawl
C-rawlspace
Wood Framed,loor
�„2x6r@ 16 in}O.Chw, f
a
=.� R 19�
0.049
Cavity/Frame: R -19/2x6
(
�✓'
r-�
i}
]
Inside Finish: Gypsum Board
Cavity/Frame: R -1912h:
Int Wall R-19
Interior Walls
Wood Frlm Wal
2x6L@=16;
_
in. O:C.
�
R 19
0:067
Other Side Finish: Gypsum Board
Gypsum
J rr
6
P R� � '�R:
P,''1► �.•f
�� 1, E
- R
Under Roof Joists: 3.0.0 insul.
Cavity/Frame: R -13.0/2x4
Asphalt High performance
Attic Roofs
Wood Framed Ceiling
2x4 @ 16 in. O.C.
R3
0.082
• Roof Deck: Wood Siding/sheathing/decking
Roofing: Light Roof (Asphalt Shingle)
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
Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%)
DHW System DHW Standard Small Instantaneous (1) 1 n/a
Registration Number: 217-PO10055246A-000-000-0000000-0000 Registration DatelTime: 2017-02-2109:21:00 HERS Provider CaiCERTS inc.
CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02022017-695 Report Generated at: 2017-02-20 14:30:37
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: Custom Home Plan1523
Calculation Description: Custom Home Plan1523
Calculation Date/Time: 14:29, Mon, Feb 20, 2017
Input File Name: Custom Home Plan1523.ribd16
CF1 R -PRF -01
Page 6 of 8
WATER HEATERS
01
02
03
04
05
06
07
08
09
10
11
Name
Heater
Element Type
Tank Type
Number
of Units
Tank
Volume
(gal)
Energy
Factor or
Efficiency
Input
Rating/Pilot
Tank Insulation
R -value
(Int/Ext)
Standby Loss /
Recovery Eff
NEEA Heat Pump Type
Tank Location or
Ambient
Condition
Small Instantaneous
Heat Pump
Small Storage
1
50 1
2.9 EF
n/a
n/a
n/a
n/a
Garage
SPACE CONDITIONING SYSTEMS
01
02
03
04
05
06
SC Sys Name
System Type
Heating Unit Name
Cooling Unit Name
Fan Name
Distribution Name
HVAC System 1
Heat Pump Heating and
Cooling System
Heat Pump System 1
Heat Pump System 1
HVAC Fan System 1
Attic Default
HVAC - HEAT PUMPS j ti,
01
Y 02
03
04 05 1 06
07 08
09
10
11
Airflow Target
System
Number of
Heating
Cooling
Zonally
Compressor
HERS
Name
`:�Type r
===Units
HSPF/COP
Cap 47
Cap 17
SEER
EER
Controlled
Type
Verification
Heat Pum System 1
P Y
Pk HeatPum
z
1
8
"k
34400
=
18600
I�!`
rl
14,
_r11.5�
D Not Zonal
Sin le S eed
9 P
Heat Pump System
1 -hers -cool
i.�9
)t If
�I!
HVAC COOLING -HERS VERIFICATION` ! ' 'x"""'30 %," 11 1%.==t LA U O �U U U � � V.
01
Y 02
03? K C
) V [ 04J t F
05
06
Name
Verified Airflow
Airflow Target
Verified EER
Verified SEER
Verified Refrigerant
Charge
Heat Pump System 1 -hers -cool
Required
350
Not Required
Not Required
Required
HVAC - DISTRIBUTION SYSTEMS
01 02 03 04 05 06 07
Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification
Attic Default DuctsAttic Sealed and tested 8 Attic ' None Attic Default -hers -dist
HVAC DISTRIBUTION - HERS VERIFICATION
01
02
03
04
05
06
07
08
Name
Duct Leakage
Verification
Duct Leakage
Target (%)
Verified Duct
Location
Verified Duct
Design
Buried
Ducts
Deeply Buried
Ducts
Low -leakage
Air Handler
Attic Default -hers -dist
Required
5.0
Not Required
I Not Required
Not Required
Not Required
—
Registration Number: 217-P010055246A-000-000-0000000-0000 Registration Date/Time: 2017-02-21 09:21:00 HERS Provider: CaICERTS inc.
CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02022017-695 Report Generated at: 2017-02-20 14:30:37
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: Custom Home Plan1523
Calculation Description: Custom Home Plan1523
Calculation DatelTime: 14:29, Mon, Feb 20, 2017
Input File Name: Custom Home PIan1523.ribd16
CF1 R -PRF -01
Page 7 of 8
HVAC -FAN SYSTEMS
01 02 03 04
Name Type Fan Power (Watts/CFM) HERS Verification
HVAC Fan System 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan System 1 -hers -fan
HVAC FAN SYSTEMS - HERS VERIFICATION
01 02 03
Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM)
HVAC Fan System 1 -hers -fan Required 0.58
IAQ (Indoor Air Quality) FANS
01
02
03
04
05
06
Dwelling Unit
flQ CFM
IAQ Watts/CFM
IAQ Fan Type
IAQ Recovery
Effectiveness(%)
HERS Verification
SFam IAQVentRpt
/f �� 45
0.25
Default
0
Required
CERTSP Inco
"'-A HERS PROVIIED-ER
Registration Number: 217-P010055246A-000-000-0000000-0000 Registration DateTme: 2017-02-21 09:21:00
CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02022017-695
HERS Provider: CaICERTS inc.
Report Generated at: 2017-02-20 14:30:37
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD
Project Name: Custom Home Plan 1523
Calculation Description: Custom Home Plan1523
Calculation DatelTime: 14:29, Mon, Feb 20, 2017
Input File Name: Custom Home PIan1523.ribd16
CF1 R -PRF -01
Page 8 of 8
DOCUMENTATION AUTHOR'S DECLARATION STATEMENT
1. I certify that this Certificate of Compliance documentation is accurate and complete.
Documentation Author Name:
Documentation Author Signature:
Martin Alvis
Company:
Signature Date:
M & T Energy Analyst
2017-02-21 09:17:58
Address:
CEA/HERS Certification Identification (If applicable):
P.O. Box 534
City/State/Zip:
Phone:
Chico, CA 95927
530-990-0030
RESPONSIBLE PERSON'S DECLARATION STATEMENT
certify the following under penalty of pedury, 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 andperformance 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. %L:-- _ _J / � `L -____=W -
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_withthis-building permit application.
r
/
Responsible Designer Name: 28:?'L
Re'sp'onsible Designer Signature:
�'`� Cl LidlLNi �G ire oP�Lv
Christian lambert
s✓
Company: w.%
Date Signed:
207-0221N 09:211:000
CHRISTIAN JAY LAMBERT
Address:
License:
905 LONG BAR RD
n/a
City/State/Zip:
Phone:
OROVILLE, CA 95965
530-538-9955 X123
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: 217_Po10055246A-000-000-0000000-0000 Registration Date/Time: 2017-02-2109:21:00
CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02022017-695
HERS Provider: CaICERTS inc.
Report Generated at: 2017-02-20 14:30:37
Structural calculations
Date: March 14, 2017
Project description:
Lambert residence
Butte County, California
Additional notes:
Frank M Glazewski - Architect
PO Box 8066
Chico, California 95927
Tel 530.894.5001
Fax 530.894.8164
email: frank@fmgarchitect.com
• PC' I
PERMIT # R - - O r e
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
CODE COMPLIAIVC
DATE S 1 I BY
VAM
Trimmer capacity as limited by bearing perpendicular to grain:
Solid sawn beam (DFL): F'c 625.00 psi
Trimmer
Beam
A
P
2 x 4
4x
5.250
3281
2-2 x 4
4x
10.500
.6563
3-2 x 4
4x
15.750
9844
4 x 4
4x
12.250
7656
2 x 6
6x
8.250
5156
2-2 X 6
6x
16.500
10313
3-2 X 6
6x
24.750
15469
4 x 6
6x
19.250
12031
6 x 6
6x
30.250
18906
6 x 8
6x
39.875
24922
Glu -Lam beam - DF/DF:
F'c :,650.00 " psi
Trimmer
Beam
A
P
2 x 4
3.125"
4.688
3047
2-2 x 4
3.125"
9.375
6094
3-2 x 4
3.125"
14.063
9141
4 x 4
3.125"
10.938
7109
2 x 6
5.125"
7.688
4997
2-2 X 6
5.125"
15.375
9994
3-2 X 6
5.125"
23.063
14991
4 x 6
5.125"
17.938
11659
6 x 6
5.125"
28.188
18322
6 x 8
5.125"
37.156
24152
Versallam beam; F'c 750.00 psi
Trimmer
Beam
A
P
2 x 4
3.5"
5.250
3938
2-2 x 4
3.5"
10.500
7875
3-2 x 4
3.5"
15.750
11813
4 x 4
3.5"
12.250
9188
2 x 6
5.25"
7.875
5906
2-2 X 6
5.25"
15.750
11813
3-2 X 6
5.25"
23.625
17719
4 x 6
5.25"
18.375
13781
6 x 6
5.25"
28.875
21656
6 x 8
5.25"
38.063
28547
0,01Co+ 0,07S
ro
r
q
COMPANY PROJECT
GWoodWorks.
. WOMAMfOA WOOD OfIIGN
Mar. 27, 2017 05:12 H-1
Design Check Calculation Sheet
Woodworks Sizer 11.0
Loads:
Load
Type
Distribution
Pat-
Location [ft]
Magnitude
Unit
Bearing:
fv
= 118
tern
Start End
Start End
fv Fv' = 0.41
wdl
Dead
Full UDL
Fb' =
Beam
257.0
plf
wllr
Roof live
Full UDL
0.54 =
4602
290.0
plf
Self -weight
Dead
Full UDL
0.92
L/240
14.1
plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in)
16.41'
16.25'
Unfactored•
Dead
Roof Live
Factored:
Total
2223
2379
Value
2223
2379
Value
2 Z ZIC'i 79
4602
Bearing:
fv
= 118
Fv' =
285
psi
fv Fv' = 0.41
Capacity
fb
= 1944
Fb' =
Beam
4989
fb/Fb' = 0.78
4989
Support
4602
0.54 =
4602
Des ratio
0.52
Total Defl'n
0.68
Beam
0.92
L/240
0.92
Support
1.00
1.00
Load comb
#2.
#2
Length
1.90
1.90
Min req'd
1.90**
1.90**
Cb
1:00
1.00
Cb min
1.00
1.00
Cb support
1.11
1.11
Fcp sup
6251
625
---rvnnnnurn ueanny wnyin yuverneu Dy ine requireu wmin or me suppornng mem Der.
H-1
Versalam, 2.OE, 3100Fb, 3-1/2°x14°, 1 -ply
Supports: All - Timber -soft Beam, D.Fir-L No.2
Total length: 16.41'; volume = 5.6 cu.ft.;
Lateral support: top= at supports, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using Nos 2015':
Criterion
Analysis
Value
Design
Value
Unit
Analysis/Design
Shear
fv
= 118
Fv' =
285
psi
fv Fv' = 0.41
Bending(+)
fb
= 1944
Fb' =
2502
psi
fb/Fb' = 0.78
Live Defl'n
0.28
= L/686
0.54 =
L/360
in
0.52
Total Defl'n
0.68
= L/285
0.81 =
L/240
in
0.84
' R ' SOFTWARE FOR WOOD DESIGN
W���W�rks� Sizer
' H-1 WoodWorks® Sizer 11.0 Page 2
Additional Data:
' FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci. Cn LC#
Fv' 285 1.00 1.00 1.00 1.00 2
Fb'+ 3100• 1.00 1.00 0.807 1.00 1.00 1.00 2
Fcp' 750 - - 1.00 - - - 1.00 -' - -
' E' 2.0 million _ 1.00 _ _ _ _ 1.00 _ _ 2
Eminy' 1.04 million 1.00 1.00 2
CRITICAL LOAD COMBINATIONS:
Shear LC #2 = D+Lr, V max = 4559, V'design,= 3860 lbs
Bending(+): LC #2 = D+Lr, M = 18521 lbs -ft
Deflection: LC #2- = D+Lr (live)
LC 42 = D+Lr (total)
D=dead L=live S=snow W --wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015 <
CALCULATIONS:
Deflection: EI =- 1601e06 lb-in2
' "Live" deflection = Deflection from all non -dead loads (live, wind,,snow...)
Total Deflection = 1.50(Dead Load Deflection) + Live,Load Deflection.
Lateral stability(+): Lu = 16.25Le = 30.00" RB 20.3
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the
National Design Specification (NDS 2015), and NDS Design Supplement.
' 2. Please verify that the default deflection limits are appropriate for your application.
3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final
member design contact your local SCL manufacturer.
4: Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
' 5. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys.
6. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance.
COMPANY PROJECT
WoodVlWorks®
SOf1WAREFOR WOOD DEWCN -
t
Mar: 27, 2017 05:09 Header at Eft opening
Design Check Calculation Sheet
WoodWorks Sizer 11.0 - 'r
I Loads:
Load
Type.
Distribution
Pat-
Location [ft)
Magnitude
Unit
Bearing:
psi
fv Fv' = 0.30
tern
Start End
Start End
psi
wdl
Dead
Full UDL
0.21 L/360
Beam -
261.0
plf
wll
Roof live
Full UDL
0.25
1901
295.0.
plf
Self -weight
Dead
Full UDL
1.00
9.8
if
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
6.29' .
16
6.25'
Unfactored•
-Dead
Roof Live
Factored:
Total
852
928
Design, Value
852
928
1780
Shear
1780
Bearing:
psi
fv Fv' = 0.30
Bending(+)•
fb = 643
Fb' = 1200 '
psi
Capacity
Live Defl'n
0.03 = <L/999
0.21 L/360
Beam -
1780
Total Defl'n
1780
Support
1901
0.25
1901
Des ratio
Beam
1.00
1.00
Support
0.94
0.94
Load comb
#2
#2
Length
0."52
0.52
Min req'd
0.52
,
0.52
Cb
1.00
1.00
Cb min
1.00
1.00
Cb support
1.07
-
1.07
cp sup
625
625
Header at typical Eft opening
Timber -soft, D.Fir-L, No. 1,6x8 (5 -1/2°x7 -1/2R)
Supports: All - Timber -soft Beam, D.Fir-L No.2
Total length: 6.29% volume = 1.8 cu.ft.; Post and timber;
Lateral support: top= at supports, bottom= at supports;
Analysts vs. Allowable Stress and Deflection using NDS 2015
Criterion
Analysis Value
Design, Value
Unit
Analysis/Design
Shear
fv = 51
Fv' = 170
psi
fv Fv' = 0.30
Bending(+)•
fb = 643
Fb' = 1200 '
psi
fb/Fb' = 0.54
Live Defl'n
0.03 = <L/999
0.21 L/360
in
0.16
Total Defl'n
0.08 = L/963
0.31 = L/240
in
0.25
�•3
' WOodWorkS® Sizer SOFTWARE FOR WOOD DESIGN
' Header at Eft opening WoodWorks® Sizer 11.0 Page 2
Additional Data:
' FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fv' 170 1.00 1.00 1.00 1.00 1.00 1.00 2
Fb'+ 1200 1.00. 1.00 "1.00 1.000 .1.000 1.00 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - _ - 1.00 1.00 - -
t E' 1.6 million 1.00 1.00 - - - 1.00 1.00 - 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+Lr, V max = 1768, V design = 1402 lbs
Bending(+): LC #2 = D+Lr, M = 2763 lbs-ft
' Deflection: LC #2 = D+Lr (live)
LC #2 = D+Lr (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
' Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 309e06 lb-in2
"Live" deflection ='Deflection from all non-dead loads (live, wind, snow...)
' Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
Design Notes:
I. WoodWo*s analysis and design are in accordance with the ICC International Building Code (IBC 2015), the
' National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
1
9�STf j
-��..� 2X6 c� •�'� Z C� 16�? I�
t
0. o 12 K S i-
W�- a.oNo�sf
_
o:ovs Kr (�olsr
o.IPK�Ft
C�neck- co'�. s� q�d� s«..pie S�z,n.
1l t
a
Revised; 3111201L _ woodjo6ts_Map
t•
Wood joists - allowable span; 3114/2017
Desa4ftn;
ITypIcal floor Icift " t } tF
H .Zs•; t- .y :'C..-a
'
'loading date'
General data
Dead load1'70.017"
r
ksf Load duration factor
y
'
Live load
- 2 0.040': +
ksf Joist spacing
Inches
MY-
Total load 0.057 ksf Repetitive 7
Tributary load 0.076 kIf Wet use?
-
_
Concentrated load ' z .0.000+- kips Deflection criteria;
Eq. uniform load r 0.000 klf LL U
'!- 360..^
•,
TL U
2240.
Memberdate• A' Custom U
'
.r"600
•
Member type; Visually graded sawn member - Up to 4 x -T - - •" ..
'
Member used; Zte No 2 Species;, DFL - No 2
�.
r.
Member thickness • 1.500 Indies
Member width 5.500 inches
D4amlalmpin
Section modulus (S) ' 7.56 in,
`t 0.00
in3
a
Area (A) , 825 ins '
'0.00 :r
ire
r -
- Moment of inertia (l) 20.80 ins
10.00
In
a�
.
Lumber design values;
Base values
�
r.Ww a .`aFv� F `.. `...rF
�e ts�'."� F _ ' 1j,
DFL - No 2 800 575 180 625 - ; 1350 - 1600000 �. 560000
Size factor CF _ 1.300 (Apply to Fe)
Size factor CF .. 1.300. (Apply to FJ
~
'
` Size factor CF 1.100 (Apply to Fj
Repetitive member factor G ' - 1.150'
'
IF ` +./. 11518 Fy :. F A 1346 psi ra
CL 0.993 _ {
'-
_
Wet use factors;, Fb. F•1._ffF_Fbc..t:Fo.�, :t.,E�,�.+a
Cm 1.000 1.000 1.000 % 1.000 1.000 " 1.000 , " ^ 1.000
,
'
Adjusted values
1
Y
Gr s W.A w Fe °.sFr F: F, a1 o
DFL - No 2 .1337 . 748 ' 180 625 1485 1600000 560000 .
e
Maximum allowable spans;
_
Input span;
+ F 8.50 .feet
Increment '�;. 9.00' inches
Unbraced length, �,;
100: •
feet Ijd 2.18
• «'
; 25 inches Re l3.
Ninaz 8237 In-lbs M. 101D9 in-pis _ •• 81
'
T
V,aa, 323 ' lbs_ Va„ 990 lbs , _ , 33
4 '
J
Calculated; _ , Uniting values;
.
0.188 • - Inches ' ' 8LL 0283 Indies ' l^
'
8TL L 0268 inches 8TL' 0.425 Indies : 63
'
Span as limited by: i
.. 4
'
r
A -
Bending _ 9.42 feet
«
'
Shear 26.05 feet ! _
t
Span as limited by live load (LL) deflection 9.74 'feet U 380
_
8LL0.325
0.325 inches
Span as limited by total load (TL) deflection 9,91' ' feet' U 240
8TL ; . OA95 inches . - .' . r rY
• '
Span as limited by custom deflection 822 feet U 600
`` ,
8LL r 0.164 Inches
,
'
Y
COMPANY PROJECT
WoodWorks®
Mar. 27, 2017 04:50 FG -1 - One span
Design Check Calculation Sheet
WoodWorks Sizer 11.0
Loads:
Load
Type
Distribution
Pat-
Location [ft]
Magnitude
Unit
Bearing:
psi
fv Fv' = 0.44
tern
Start End
Start End
psi
wdl
Dead
Full UDL
0.23 = L/360
Beam
117.0
plf
wll
Live
Full UDL
.'
1810
340.0
plf
Self -weight
Dead
Full UDL
1.00
6.0
plf
Maximum Reactions (lbs), Bearing Capacities pbs) and Bearing Lengths (in) :
7.06'
i
Unfactored•
Dead
Live
Factored:
Total
434
1201
Design Value
434
1201
1635
Shear
1635
Bearing:
psi
fv Fv' = 0.44
Bending(+)
fb = 1110
Fb',= 1159
psi
Capacity -
Live Defl'n
0.10 = L/813
0.23 = L/360
Beam
1635
Total Defl'n
1635
Support
1810
.'
1810
Des ratio
. '
'
Beam
1.00
1.00
Support
0.90
0.90
Load comb
#2
#2
Length
0.75
0.75
Min req'd
0.75
0.75
Cb
1.00
1.00
Cb min
1.00
1.00
Cb support
1.11
1.11
Fcp sup
625
625
FG -1 - One span
Lumber -soft, D.Fir-L, No -2,4x8 (3-1/20x7-1140)
Supports: All - Timber -soft Beam, D.Fir-L No.2
Total length: 7.06'; volume =1.2 cu.ft.;
Lateral support: top= at supports, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using Nos 2015':
Criterion
Analysis Value
Design Value
Unit.
Anal sis/Desi n
Shear
fv = 78
Fv' = 180
psi
fv Fv' = 0.44
Bending(+)
fb = 1110
Fb',= 1159
psi
fb/Fb' = 0.96
Live Defl'n
0.10 = L/813
0.23 = L/360
in
0.44
Total Defl'n
0.16 = L/527
0.35 = L/240
in
0.46
i
F-11
Woodworks® Sizer SOFTWARE FOR WOOD DESIGN
FG -1 - One span WoodWorks® Sizer 11.0 Page 2
COMPANY PROJECT
WoodWorks '
Mar. 27, 2017 04:51 FG -1 - TWO spans
Design Check Calculation Sheet
WoodWorks Sizer 11.0
I Loads:
Load
Type
Distribution
Pat-
Location [ft]•
Magnitude
Unit
Fv' = 180
psi
fv Fv' = 0.56
tern
Start End
Start End
psi
wdl
Dead
Full UDL
No
psi
117.0
plf
wll
Live
Full UDL
No
Total Defl'n
340.0
plf
Self -weight,
Dead
Full UDL
No
6.0
plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
14.05'
0' 7' 14'
Unfactored•
Dead
Live
Factored:
Total
326
900
Design Value
1076
2975
Anal sis/Desi n
326
900
1226
Fv' = 180
psi
fv Fv' = 0.56
1226
Bearing:
Fb' = 1159
psi
fb/Fb' = 0.54
Bending(-)
fb = 1110
Fb' = 1159
psi
fb/Fb' = 0.96
Live Defl'n
"0.04 = <L/999
Capacity
in
0.18
Total Defl'n
0.07 = <L/999
0.35 = L/240
Beam
1226
4480
1226
Support
1357
4051
1357
Des ratio
Beam
1.00
0.90
1.00
Support
0.90
1.00
0.90
Load comb
#2
#2
#2
Length
0.56
1.67
0.56
Min req'd
0.56
1.67**
0.56
Cb
1.00
1.22
1.00
Cb min
1.00
1.22
1.00
Cb support
1.11
1.11
1.11
Fcp sup
625
625
625
--minimum oeanng iengtn governed oy the requirea wiatn or the supporting memoer.
FG -1 - Two spans
Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/20x7-1/40)
Supports: All - Timber -soft Beam, D.Fir-L No.2
Total length: 14.05'; volume = 2.5 cu.ft.;
Lateral support: top= at all supports, bottom= at all supports;
Analysis vs. Allowable Stress and Deflection using NDS 2015:
Criterion
Analysis Value
Design Value
Unit
Anal sis/Desi n
Shear
fv = 101
Fv' = 180
psi
fv Fv' = 0.56
Bending(+)
fb = 624
Fb' = 1159
psi
fb/Fb' = 0.54
Bending(-)
fb = 1110
Fb' = 1159
psi
fb/Fb' = 0.96
Live Defl'n
"0.04 = <L/999
0.23 = L/360
in
0.18
Total Defl'n
0.07 = <L/999
0.35 = L/240
in
0.19
4
IZ
FWOodWOrkS® Sizer SOFTWARE FOR WOOD DESIGN
FG -1 - Two spans WoodWorks® Sizer 11.0 Page 2
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fv' 180 1.00 1.00 1.00 - - - 1.00 1.00 11.00 2
Fb'+ 900 1.00 1.00 1.00 0.991 1.300 1.00 1.00 1.00 1.00 - 2
Fb'- 900 1.00 1.00 1.00 0.991 1:300 1.00 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - 1.00 1.00 - -
E' 1.6 million 1.00 1.00 - - - 1.00 1.00 - 2
Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+L, V max = 2026, V design = 1716 lbs
Bending(+): LC #2 = D+L, M = 1595 lbs -ft
Bending(-): LC #2 = D+L, M = 2836 lbs -ft
Deflection: LC #2 = D+L (live)
LC #2 = D+L (total)
D=dead L=live S=snow W=wind I=impact'Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI 178e06 lb -int
"Live" deflection = Deflection from all non -dead loads (live, wind, snow...)
Total Deflection = 1.50(Dead Load Deflection),+ Live Load Deflection.
Lateral stability(+): Lu = 7.00' Le = 13.25' RB = 9.7; Lu -based on full span
Lateral stability(-): Lu =. 7.00' Le =.13.251, RB = 9.7; Lu based on full span
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the
National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the
middle 2/3 of 2 span beams and to the full length of cantilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
� �
t
'
1
�
l3
7"
Wind design criteria
1-
3/14/2017
Description;
JChd9 Lambert •. ° � �' t ur- , �
r
BiMb'..Cou` ,Caiifomia-r 2 t .+. '�•
a
'
Wind design based on ASCE 7-10; Chapter 28 - Wind Loads on Buildings - MWFRS - Envelope Procedure
- Risk Category, I (Wind loads) Table 1.4-1 w
Select: Category I [W-1 Reference Figure 26.5-1C
'
.'
Basic Wind Speed, V �x
'
- Reference Figure 26.5-1 C r V
mph
Wind Directlonal ty factor, Kd :" Table 26.6-1 ' •" '
Buildings,- Main Wind Force Resisting System � , � ' Kd
.0.85 ' �• 1
Exposure Category ` "Ref. Sectlon 26:7
'
Exposure C
Topographic Factor,, Kt Reference Section 26.8 and Table 26,84 ,
Factors transferred from Topographic Factor worksheet
F t'
•
K, 0.000 F
`
",
1
0000
000 1
1.00
' is '':� ,:' -
.' Gust Effect factor Ref Section 26.91 G •
•
; i� = .0.85 • '
t t ..
- Enclosure Classi8cetlon ;`� Ref Section 26. 10 and 26.11
,
Enclosed ,� •
„
•
Internal Pressure Coefficient, GCa
Poe Neg
4 Ref. Tab/e 26.11-1 , GCa
0.18 , -0.18
Velocity Pressure Exposure Coefficient, K,, K„ Ref. Table 28.3-1
_
Note: z shall be not taken less than 30 feet In exposure B
w
'. Height of exterior wall at windward side, z i:15 ft;' • KZ.. n , ;. -
0.850 '
Mean roof height h; ` 4415 ft . Kh . i
. 0.850
' Input height, z, w. '15:ft K.
'0.850'
Velocity Pressure, q:, qn _* Ref, Eq. (28.3-1)
'
qi
22.38 pet ;
-
• 4n + 22.38 psf
22.38 psf
Reference figure 28.4-1;
+ r
Calculate 2a distances;
�-
Case 1; lControllinji.condlillow
Mean roof height;"
30.0«:
feet
2a J
Building v✓idth - x dimension; •
E x78:00;:,,,
feet
15.80 feet.
r
r
;Building width - z dimension;
-29.00
feet
6.00 ; feet
`
-
Case 2; -� T
..;„t •
z r , r. : a t
r
'
Mean roof height;
E 0.00 `Y
feet
2a
.1
Building width, -x dimension
` .-10. 00 ,feet
6.00, feet `
Building width z dimension;
O�;r_y,
feet
,M
6.00 feet '
case 3;
`
Mean roof helght;
70.00`
feet
} 2a
-
Building width - x dimension;C
, .000,
feet
6.00 •. `feet ;
'
Building width - z dimension,
Y+ 0.00,1
feet
•
6.00 feet
r
Ir
• •
t ..
.
.t ,
.. Y � f
TLS,. �, 1 Y
.
'
r S
Note: Positive pressures act toward the surface.
F'
Low-Rlse Building - Design wind pressures FMea, -roof height h
Case 1 - a poifte value of GCPI applied to all Irdernal surfaces;
Ir
LOAD CASE A
TO
,
I
0- r
-
Pitch 01. - U-
z� f--S-j0,'IE-- 44 2E- 't,I' 3E:.'V
4E:
0.
�hV 6:12 '- 27* 55 -0.10 -0.45 :2 39 0.73 -0.19 1 -0-58 1
-0.53
i�--.3:121 K 14* 6.48 _O!y
:02..69 0.72 -1.07 1 -0.63 1
-0.56
12:12 -. 45* 0.56 21 -0.43 1 -0.37 MO: i: i: 10:00i:i:1 049 0.27 1 .0.53 1
-048
+.:::OiQQ::;::112.19psf
12.26 PS f
----T-
I-e.29psf -17.12 sf -moopst
.
3:12
LOAD CASE B
-19.47PH,
6.68 pst 4
k5nf -13.79 -1 . I . . ...
Of 122!T I
1-27.98 Pat 1-18.05 psf 1-16.48 psf
12:12
.s T
I * '2.
1!',,,'3 1, ',.
A', I
V,,- 6,`-b-
i -,S,
3E'--- b
4EI. -5E;' 1, 6E.
0 !01
-0 .45
1 -0.69
1 -0.37 1
-0.45
1 0.40
1 -0.29
1 -0.48
1 -1.07
1 -0.53 1
-0.48 1 0.61 1 .0.43
MIR prMres
1-10.07 psf j -15.44 pstj
-8.28 pet 1-10.07 psf
j 8.95 psf
1 -6.1.49 psf 1-10.74 psf l -23.95 pstj
-11.86 psfl -10.74 pall 13.65 oaf 1 -9.62 nsf
Note: Positive pressures act toward the surface.
F'
Low-Rlse Building - Design wind pressures FMea, -roof height h
Case 1 - a poifte value of GCPI applied to all Irdernal surfaces;
Ir
TO
,
I
0- r
-
Case 1 - a poifte value of GCPI applied to all Irdernal surfaces;
Ir
WW wall
WW -roof LW -roof LW -wall
Pitch
A 2 t 3 -�-5
h4le 6o
T. IE,:7r
-r2EI-A. 3E "lk '4FI".,-
6:12
8.27 PSF 2 14.04 77 Sit
1
+.:::OiQQ::;::112.19psf
12.26 PS f
----T-
I-e.29psf -17.12 sf -moopst
.
3:12
-19.47PH,
6.68 pst 4
k5nf -13.79 -1 . I . . ...
Of 122!T I
1-27.98 Pat 1-18.05 psf 1-16.48 psf
12:12
8.50 psf 0.67 psf 1-13.65 psf 1-12.31 psf
1.41 sf
12.01 M 89 sf 1-14.77 sf
Case 2 -a negative value of GCS applied to all internal surfaces`
WW -wall
WW -roof LW -roof LW -wall
Pitch
01� 2, % �L, '3z- 5,-
-6-
IEL I ,:2E 3E'� 4E
6:12' f
j 7 :::::0:00:::::
16.33 psf 1.81 psf I sf
5!L sf x.71
242ii�i�
20.32 psf
-0.23 psf -9.06 psf -7.94 psf
3:12
14.73 psf -11.41 Psf
nL 74 if _4!55
E?:.:OQ:::
20.24 DSf
.19.92 psf -9.99 psf -8.43 psf
12:12
16.56 psf 8.73 pst -5.60 psf 1-4.25 f
19.47 psf
10.07 psf -7.83 psf -6.71 ps!
Case 3 - external pressure only;
WW -wall
WW -roof LW -roof LW -wall
Pitch
2, 3)) 4,f. A k-..5
6-
-IE� -,
1!-,'-,2E 3E,,.
6:12
1 0
2. 2.22 sf -10.
f
1:1374
sf
-4.26 psf -13.09 psf -11.97
3:12
0. 7 -15.44
0 -9.76215 SW 8 DO
IIIIII§6!2HI
FSI
-23.95 PSI -14.02 psf -12.45 sf
12:12
12.53 psf 4.70 -9.62 p- 1-8.2i ps f 0.
::115.44
psf
16.04 psf -11.86 psf
Wall Roof
Wall
Roof
y
21.04 psf 7.79 psf
28.26 psf
8.83 pit
'
19.08 psf -5.68 psf
28.67 pat,
-9.93 psf
20.81 p 14.32 psf
S!
26.18 pat
17.90 psf
Roof overhangs,
Main WInd-Force Resisting System
LL
G
0.85
CP
0.80
p
15.22 psf Applied to surface 2
A
Ir
sf
-10.74
Ib
Chris Lambert - Butte County, California
9/14/2017
' Components and Cladding - Chapter 30
4
Risk category; Category i
1.00
Basic wind speed; 110 mph
-1.10
Wind directionality factor, Buildings - Components and Cladding
Kd; 0.85
-0.18
Exposure category; Exposure C
0.18
Topographic factor, K.; 1.00,
Table 26.11-1
-1.28
'Positive;
Negative;
30.4 psf
Enclosure classification; Enclosed GC,,0.18
-0.Is
Velocidty pressure exposure coefficient,
Mean root height h, 30 ft K=;
0.98 Table 30.3-1
Velocity pressure, qz; 25.8 psf
Eq. 30.3-1
' External pressure coefficients, GCP; Area considered;
10 ft2
Wind pressures at wall surfaces•
Figure 30.4-1
Zone;
` GCP;
GCP,
' Total;
Wind pressure;
Positive inward Negative outward
4
5
4
5
1.00
1.00
-1.10
-1.40
-0.18
-0.18
0.18
0.18
1.18
1.18
-1.28
-1.58
30.4 Psf
30.4 psf
1 -33.0 psf
-40.8 psf
Interior pressure,
E
W/nd pressures at roof surfaces;
Roof pitch; 6:12 8 26.57 degrees Area considered; 10 ft2
Roof type; Gable
Minimum T tall parapet around roof with 0:9 7 degrees? No
Takan from Flrnorne In A -9d An d -9R _In d-9!` In d -Rd an d4R ne nnnfi-hln
Zone;
GCp;
GC,,
Total;
Wind pressure;
W/nd pressures at overhangs;
Taken from Figures 30.4-2A, 30.4-2B, 30.4-2C as applicable
Zone;
GCp;
Wind pressure;
Positive inward
30.4 psf
1 2 3 1
--- -- 0.00
&kh�
Nenative outward
30.4 psf
1
2
3
2'
3'
1
2
3
2'
3'
0.50
0.50
0.50
0.00
0.00
-0.90
-1.70
-2.60
0.00
0.00
-0.18
-0.18
-0.18
0.00
0.00
0.18
0.18
0.18
0.00
0.00
0.68
0.68
0.68
0.00
0.00
-1.08
-1.88
-2.78
0.00
0.00
17.5 psi
17.5 psf
17.5 psf
0.0 psf
0.0 psf
-27.9 psf
-48.5 psf
-71.7 psf
0.0 psf
0.0 psf
W/nd pressures at overhangs;
Taken from Figures 30.4-2A, 30.4-2B, 30.4-2C as applicable
Zone;
GCp;
Wind pressure;
Positive inward Ne ative outward
30.4 psf
1 2 3 1
--- -- 0.00
&kh�
- - - 0.0 psf
Wlnd pressures at parapet walls; Figure 30.9-1
Wall height at top of parapet; 25.00 ft qp
Load Case A; Monoslooe roof Load Case B:
P,;
30.4 psf
30.4 psf
0.0 psf
0.0 psf
P3;
30.4 psf
30.4 psf
P2:
-48.5 psf
-71.7 psf
0.0 psf
0.0 psf
P4;
-33.0 psf
-40.8 psf
Ps:
30.4 psf
30.4 psf
0.0 psf
0.0 psf
P8;
-33.0 psf
-40.8 psf
P7;
-48.5 psf
-71.7 psf
0.0 psf
0.0 psf
P,;
-48.5 psf
-71.7 psf
Parapet;
79.0 psf
102.2 psf
0.0 psf
0.0 psf
Parapet;
63.5 psf
71.2 psf
Calculate 'a' distance;
a;
Building x -dimension;
74.67
feet
7.5 ft
Building y -dimension;
57.00
feet
5.7 It
Zo
Revised; 111312015
Chris Lambert - Butte County, California
Chris Lembert - Butte County, California 3/14/2017
Summary of wind loads;
Modeled direction
Windward and leeward reversed
Design values•
Total load to grid
Level
Level
Level
Level
Grid;
Direction
3
2.
1
3
2
1
3
2 1
1
3
1 2
1
1
RIM
AS
0
0
0
0
0
0
0
0
0
Left
0
0
5787
0
0
5020
` 0
0
5787
0
0
5787
2
Right
NS
0
0
0
0
0
0
0
0
0
Left
0
0
0
0
0
0
0—
0
0—
0
0
0
3
Ri M
NS,
0
0
4771
0
0
4495
0
0
4771
Left
0
0
1762
0
0
1762 `
0
0
1762
0
0
6533
4
Right
NS
0
0
2031
0
0
`
2031
0
2031
Left
0
0
0
0
0
0
N0
0`
0
0
0
0
2031
A
Right
EW-
0
0
0
0
0
0
0
0
0
-
Left
0
0
0
0
0
0
0`
0
0�
0
0
0
B
Right
EW
0
0
2875
0
0
2_959
0
0
Left
0
0
0
0
0
0
0`
0
_2959
0
0
0
2959
C
Riaht
EW
0
0
0
0
0
0
0
0
0
Left
0
0
2344
0—
0
2377—
0
0
2977
0
0
2377
Right
0
0
`
0
0
0 _
0
0
0
0
Left
0
0
0
0
0
0
0
0
0
0
0
0
Ri td
0
0
0
0
0
0
0
0
0
Left
0
0`
0
0
0
0
0
` 0
0
0
0
0
Ri td
0
0
0
0
0
0
0
0
0
Left
0
0
0
0
0
0
0
0
0
0
0
0
Right
0
0
0
0
0
0
0
0
0_
Left
0
0
0
0
_
0
0
0"
0
0
0
0
0
RIM
0
0
0
0
0
0
0
0
0
Left
0
0
0
0
0
0
0
0
0
0
0
0
Ri It
0
0
0
0
0
0
0
0
0
Left
0
0
0
0
0
0
0
0
0
0
0
0
Right
0
0
0
0
0
0
0
0
0
Left
0
0
0
0
0
0
0
0
0
0
0
0
Right
0
0
0
0
0
0
0
0
0
Left
0
0
0
0
0
0
0
0
0
0
0
0
Right
0
0
0
0
0
0
0
0
0
Left
0
0
0
0
0
0
0
0
0`
0
0
0
Right
0
0
0
0
0
0
0
0
0
Left
0
0
0
0
0
0
0
0
0
0
0
0
Right
0
0
0
0
0
0
0
0
0
Left
0
0
0
0
0
0
0
0
0
0
0
0
Riatit
0
0
0
0
0
0
0
0
0
Left
0
0
0
0
0
0
0
0
0
0
1 0
0
Right
0
0
0
0
0
0
0
0
0
Left
0
0
0
0
0
0
0
0
0
0
0
0
Right
0
0
0
0
0
0
0
0
0
Left
0
0
0
0
0
0
0
0
0
0
0
0-
RISt
0
0
0
0
0
0
0
0
0
Left
0
0
0
0
0
0
0
0
0
0
0
0
Might
0
0
0
0
0
0
0
0
0
Left
0
0
0
0
0
0
0
0
0
0
0
0
Right
0
0
0
0
0
0
0
0
0
Left
0
0
0
0
0
0
0
0
0
0
0
Ri
-
0
0
0
0
0
0
0
0
0
jo
Left
0
0
0
0
0
0
" 0
0
0
0
0
Ri td
0
0
0
0
0
0
0
0
0
Left
0
0
0
0
0
0
0
0`
0
0
0
F
Design Maps Summary Report https://earthquake.usgs.gov/cnl/designmaps/us/si,mTnary.php?templa...
'MUM Design Maps Summa Report
P �'Y P
' User -Specified Input
Report Title_ Lambert
Thu March 9, 2017 16:38:45 UTC
' Building Code Reference Document ASCE 7-10 Standard -
(which utilizes USGS hazard data available In 2008)
Site Coordinates 39.52460N, 121.608aW
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III r
r;U r"� ..o ra% 't ��,°c�+y��•-%�}''lj '� _ !� •^I•fit ,�. '$ 'f .
�` t ►et C r rf w j i 6� N_
1 41
01
At
y M1 x .�� G• '`: � w'�0�. :i 11�1_h �a_lit �� ,��-,� s�� � \ ^3�'i �d
sFire-
AA
' {T� "� 't" , �'t `` •�.. � u , I '' �,,,;.WWII !�: r� .c -6� ^"*�z��',�rr• r,�+'�I"!w .�:,a i
Y. y+ vttIrDiI4rROMM ,� '_ f,"
' o t
�
4 rs F' •F�'K. ',' '1�}. Yif�-L -k r„ 3 - ;- i"Y .L Fc.
�i ; • '� , �. "' �r rti.'. tc1 `+j`Cj];x' j i r �'�' ,,.?�,. ''tier% 1fc�.t,�jy"'P'�:� �Ys. a y''" ,,146,. .{
' USGS-Provided Output
SS = 0.597 g S66s = 0.789 g _ Sos = 0.526 g
' S, =. 0.262 g S61i = 0.492 g Sol = 0.328 g
For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
' select the 2009 NEHRP" building code reference document.
MCIERResponse. Spectrum ' Deg-rgnResponse Spectrum -
aaa
Qa0 a as4 ,
QYz a 4a
QG6
Q $z
aw
am
a iB z
am
v, a w
Q
' ass Z4
QW—
Q10
z6' Qw atz
008 QGD
' nm nm `
am am aaa acQ am I.m i.m I.aa I.m I.m zm am am aw aGa am I.m 1. 1.- I.w 1.w I.m zm
Period, T (see) Peri" r (see)
' For PGA,,, T, CRS, and CRI values, please view the detailed report.
9 /n MA1'7 0.70 ♦ 1!
Revised;
' SEISMIC DESIGN
•
Desa"W; lambeR _ +
• Butte Cp, , � .
Data from USGS tables; (When used)
""7
zip Code State Area Latitude Longitude zip S. Zip S, Max. Max S, Min %
Min S,
'
User CA User 0 0 0.000 0.000 0.000 0.000 0.000
0.000
When using data from USGS Tables. hOwt Max. S. and S,
Mapped Spectral Aeederstionsfor short perfods(02.)
Determine S.; S. ; i'0687 Fgwa22-SASCE 7--f0
Mapped Spectral Accelerations for a 1 -sec period
Determine S„ S, ;OFlgure223ASCE 7--10
'
20.1 Site Classification Reference CBC Figure 161352
D Stiff Boll profile '
Siteaoefflderd, F. 1322 Table 11.41 ASCE 7-10
SR0000flident, F„ 1.878 Table 11.4-2 ASCE 7-f0
11 A.3 Site Coefficients and Adjusted Maximum Considered Earthquake (MCE) Spectral Response Acceleration Paramours
Sus = F. S8 0.789 (11.41) ASCE 7-10
'
SM, = F. Se 0A92 (11.42) ASCE 7-f0
r
1 11 A-4 Design Spectral Acceleration Parameters
•
•ry
?
_
SOS 0.628 (11.4-3)ASCE7-f0
.
3
` 2
Sol _ — Sr, ; 0=6 (11.4.4) ASCE 7-10
3
e
Table 1151 importance factor
OOMPU cy category tors . 6 1.00 (11.5.1) ASCE 7-f0
11.6 Seismic Design Category
-V Seismic design category based on short period response acceleration parameter D
Tabla 11.6-1 ASCE 7-10
' Seismic design category based on 1 S period response acceleration parameter D
Table 11.6.2ASCE 7- 10
S, Is less Oran 0.75?
TRUE
Fundamental Period, T. 0.162 seconds < (0^8) To . =
0.498 seconds
In each of One two orthogonal directions, the fundamental period of the structure used to calculate story drtR Is less than T8?
TRUE
Equation 12.8-2 Is used to determine the seismic response coeflident C.?
TRUE
'
Dk OuMms are rigid, or for diaphragms 0nal are flexible, max. distance between vertical elements does not exceed 40ft?
1 FALSE
Seismic design category to be the most Severe category as determined by Table 11.6-1 and 11.62
Seismic Design Category to be used for design D
' 12.2 STRUCTURAL SYSTEM SELECTION
Bearing Wall Systems ;
UgM-frame vnlls dmdwd with wood seumsrd panels rated for shew4eshtarxe or stat sheet
n t
Response Modification Coefficient, R
8.60
Table 122-1, ASCE 7.10
System OvereVength Factor, Do
3.00
Table 122-1, ASCE?-f0
'
Deflection Amplification Factor, Cd
0.00
Table 122-1, ASCE 7-f0
l/ser defined vahma;
Response Modification Coefficient, R
3.00..+-
System Overstrength Factor, O,
Deflection Amplification Factor, Cd
2.60.
t 12.8 Equlvelenrt Lateral Force Procedure
y ,
V = C.W - 0.081
W
(12.8-1)ASCE 7-f0
For drill calculations=
VMS .- C.W OAet
W
(128-1)ASCE7-f0
_
Veyr C. W &M
W
(128.1) ASCE 7-10
12.8.1.1 Calculation of Sefatnic Response Coefficient
,
'
Cr=SRs = 0.081
g
(12.iMASCE 7-f0 "
s�
-
Where T 5 Tc The value of C. need rot exceed;
'
C, =T
°R` for T'S Ti = 0331
T./1
g
(1284)ASCE7-10
Where T > Tc The value of G need not exceed;
'
tCr = SosRr.` for > Ti = 39.710
g
Not applicable
(1283) ASCE 7-10
T=
C. shall not be less than;
' C. = 0.094S951, Z 0.01 = 0.023
g
For structures with S,Z 0.6g, C. shall not be less than;
(0-5) S,
.
' C. _ 0.020
g
Notepplieabfe
(12.8.8)ASCE7-10
(R /'U
12.8.2.1 Approximate Fundamental Period
' Structure type from Table 12.8-2 All other stnrctumml systems
!-
t
h.
1600 feet
Structure height
G
CAM
Table 12.8-2 ASCE 7.10
x
0.750
Table 12.8.2ASCE7--f0
' -
T. GIS'
-
0.152 seconds
(128.7) ASCE?--f0
To =
0.623 seconds
(11.4.5) ASCE 7.10
' Input calculated building period; T.
; '0:000 sero ds
NOM -south
T.b.000
'
seconds
East -west
Long -period transition period. Tc
1800 seconds
(11.4.5)ASCE 7-f0
' The upper limit on calculated periods above shah not exceed C.'T.
C. 1A Table 12.8-1
ASCE 7-f0
T
O213 secads
C.T. 0213 seconds
Tae NS
0.162 seconds
'
Tee EW
0.162 seconds
1210 DlaphnWns, Chords and Collectors
Minimum diaphragm farces;
'
_
Fp. = 0.2Spslew'p: 0.106
wp,
(1210.2)ASCE7--10 ' ^
Diaphragm force need not exceed;
Fp. = 0.4ScS1.Wpx = 0211
wp,
(12103)ASCE 7-f0
Descripbon;
3/8/20117
Lambert
ButteI Butte County, CA
Assembly description;
Roof assemblies;
WnL (ksf)
RI
Trussed roof =-Comp' ;T4,7�--.L v r ^ -i 0.016 t� y.
R2
Typical roof with ,'cement plaster Ild
0.0211
R3
;i,;: :-10.000"
R4
V. 1 f- -T
,,0.000!.-,
R5
OH5
A.000,1
R6
IExterior wall,with cultured,,iitone;veneer,..,,-,.:
0.000 4
R7
A000",
RS
0.000,
R9
z
0.000
RIO
L
10.000i
Overhang assemblies;
Wog (kSf)
OM
TWIcal Overhang,, --x
A.016
OH2
L,..0.000
,'
OH3
0.000.J.
OH4
ii
'O.000,;.
OH5
Exterior, deck with plaster Ild'A0.032-
O.M
Floor assemblies;
F1
Typical floor -ovarpet
'0.01C
F2
Typical floor with - plaster lld..-
.0.020
F3
Radiant with wood w tar et."" 0.026
F4
Radiant with Mle
0.034'
FS
Exterior, deck with plaster Ild'A0.032-
F6
IExterior wall,with cultured,,iitone;veneer,..,,-,.:
0.000
F7
0.000 -
FS
0.000,
Wall assemblies;
W1
Wall,dead,load '--. Case, &-'..
W2
Wall dead load"- Cese2..--,,.
0.010,
W3
Wali'dead load' ->Case 3-0.015
W4
Wall dead load= Case'41 -
- .,,,0.020!-
W5 .
WS.
Typical exterior, plastered,wal-l-t..--.-.. Z1:.sMv, -.0.020c.'
W6
IExterior wall,with cultured,,iitone;veneer,..,,-,.:
'I ,0.032
VV7
-'10.000
W8O.OW
r
.1 ZI
3/9/2017
Description; Lambert -
I Butte County, CA
r
NS EW yl..
p 1':00 '1:00
Summary of seismic dead loads;
Seismic Dead Loads at each level - unfactored- '
Level
Grid; Directlon;
6
5
4
3
2
1-
`,,1ii rF . " _ .' ` NSA _'":
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
27.29 k
y T . 42 '�- "NS: , !
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
: 3'_. _ I - 7 4 NS -"T
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
33.98 k
K;4 , Z! NS t it:
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
9.32 k
. A ' " EW ,s
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
B", - ,` c .Y EW • GR; 0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
37.91 k
�.�,-,iC ` -,4EW:>;..
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
33.34 k
't
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
V
0.00 k
0.00 k
0.00 k
0.00 It
0.00 k
0.00 k
^'"a= "• : t ;hv..-irt: +-
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
-+' .+` ':�►'�ii_-s
0.00 k
0.00 k -
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
*+ ..
0.00k
0.00k
0.00k
0.00k
0.00k
0.00k
r
0.00k
0.00k
0.00k
0.00k
0.00k
0.00k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
' 0.00 k
0.00 k
0.00 k
r�4 w
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00k
0.00k
0.00k
0.00k
0.00k
0.00k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
. � .- : -
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00k
0.00k
0.00k
0.00k
0.00k
0.00k
a
0.00k
0.00k
0.00k
0.00k
0.00k
0.00k
a ":r
0.00k
0.00k
0.00k
0.00k
O.00k
O.00k
a; ,,
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00k
0.00k
0.00k
0.00k
0.00k
0.00k
,•'s
OAO k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
.`
0.00k
0.00k
0.00k
0.00k
0.00k
0.00k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
r: `" _ '*' ` ' t
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00k
0.00k
0.00k
0.00k
0.00k
0.00k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
OAO k
._ - •''' �'
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00k
0.00k
0.00k
0.00k
0.00k
0.00k
0.00 k
0.00 It
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
P t z
0.00k
0.00k
0.00k
0.00k
0.00k
0.00k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
0.00 k
'' ;,cin y " .k - ++' � , r• - ., ,r ` • •
Factored Distributed Seismic Forces - summed at each level - For shearwall design;
re Level
CB
Grid;
Direction;
6
5 -
4
3
2'
1 1
p
50:081'
1
NS
0.000
0.000
0.000
0.000
0.000
.2.210
1.00
t k0:081a.�':
2 :
NS
0.000
0.000
0.000
0.000
0.000
0.000
1.00
-tio:081P;°
3
NS
0.000
0.000
0.000
0.000
0.000
2.752
1.00
E .0.08V,1!1
4
NS
0.000
0.000
0.000
0.000
0.000
0.754
1.00
j.1, 0:081.,,.1
A
EW
0.000
0.000
0.000
0.000
0.000
0.000
1.00
X0.081 . T
B
EW
0.000
0.000
0.000
0.000
0.000
3.070
1.00
d`0:081.'
C
EW
0.000
0.000
0.000
0.000
0.000
2.699
1.00
0.
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
0
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
0
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
`...` `
0
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
0
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
0
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
0 r
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
" .,_."'-'t
0
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
0
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
." • " €
0
0
0.000
0.000
0.000
0.000
0.000.
0.000
1.00
0
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
,i
0
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
0
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
0
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
0
0
0.000
0.000
0.000 "
0.000
0.000
0.000
1.00
0.
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
0
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
0
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
►r
0
0
0.000
0.000
0.000
0,000
0.000
0.000
1.00
0
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
0
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00 -
m
0
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
0
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
10
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
0
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
0
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
S_'• n
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
+
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
"
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
'-
0
0.000
0.000
.0.000
-0.000
0.000
0.000
1.00
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
0
0.000
0.000
0.000
0.000,
0.000
0.000
1.00
t T_
'
0
0.000
0.000
0.000
0.000
0.000
0.000
1.00
Y :. ,•`
0
0.000
0.000 1
0.000
0.000
0.000
0.000
1.00
_ , 1 4, - . l
e
•
4
I
Summary of shearwall types used in this project;
Shearwall Types
Job No: 17-015
Reference Tables 4.3A
Designer: FMG
Edition. All design capacities
Des-IDes-Ian In accordancelith 2016C C 2015 NDS
Checker: FMG
Notes: lambert residence
WSP material;
Date: 3/14/2017
Summary of shearwall types used in this project;
Reference Tables 4.3A
and 4.38 In Special Design Provisions for Wind and Seismic - 2015
Edition. All design capacities
noted are nominal.
Shearwall type;
Sheathing
WSP material;
OSB
1 Mark;
Seismic; Wind;
G,;
Nall pen. h/b, limit;
'
SW -1
318" WSP - Sheathing with 8d nails at 6",12" o1c
0.520 k/ft 0.730 k/ft
17-
1.375 in 3.50
Shearwall type;
Sheathing '
WSP material;
OSB
2 Mark;
t
Seismic; Wind;
G,;
Nail pen. h/b, limit;
SW -2
318" WSP - Sheathing with 8d nails at 4",12" o1c
0.760 k/ft 1.065 k/ft
25
1.375 In 3.50
' Shearwall type; -
Sheathing '
WSP material;
OSB
3 Mark;
Seismic; Wind;
G,;
Nail pen. h/b, limit;
SW -3
318" WSP - Sheathing with 8d nails at 3",12" o1c
0.980 k/ft 1.370 k/ft
31
1.375 in 3.50
Shearwall type;
Sheathing
WSP material;
OSB
4 Mark;
Seismic; Wind;
G,;
Nail pen. h/b, limit;
SW -4
318" WSP - Sheathing with 8d nails at 2",12" o1c.
1.280 k/ft 1.790 k/ft
45
1.375 In 3.50
Shearwall type;
Sheathing
WSP material;
OSB
5 Mark;
Seismic; Wind;
G,;
Nail pen. h/b, limit;
'
N/A
None
0.000 k/ft 0.000 k/ft
0
0.000 in 3.50
Shearwall type;
Sheathing
WSP material;
OSB
6 Mark;
Seismic; Wind;
G,;
Nail pen. h/b, limit;
N/A
None
0.000 k/ft 0.000 k/ft
0
0.000 In 3.50
Shearwall type;
Sheathing
WSP material;
OSB
'
7 Mark;
Seismic; Wind;
G,;
Nail pen. h/b, limit;
N/A
None
0.000 k/ft 0.000 k/ft
0
0.000 In 3.50
Shearwall type;
Sheathing
WSP material;
OSB
8 Mark;
Seismic, Wind;
G,;
Nall pen. h/b, limit;
N/A
None
0.000 k/ft 0.000 k/ft
0
0.000 In 3.50
' - Shearwall type;
Sheathing
WSP material;
OSB
9 Mark;
Seismic, Wind;
G,;
Nail pen. h/b, limit;
' N/A
None'
0.000 k/ft 0.000 k/ft
0
0.000 in 3.50
Shearwall type;
Sheathing
WSP material;
OSB
10 Mark,
Seismic; Wind;
G,;
Nall pen. h/b, limit;
'
N/A
None
0.000 k/ft 0.000 k/ft _
0
0.000 in - 3.50
Page 1 of 1
+,
Wall Line Ana ysislob
No: 17-015
Summary of shearwall fine
Designer: FMG
Description; Level;
Design In accordance with 2016 CBC, 2015 NOS
Checker: FMG
Proect Lambert residence
"
Date:' 3/14 2017
Description; Level;
I
Grid; 8
Wall framing species;
DFL
Specific gravity, G;
0.50
Specific gravity adjustment factor, 0.930
'
Top plate species;
HF
Specific gravity, G;
0.43
Wall framing spacing;
16" o/c or less
WSP orientation;
Vertical
' Seismic design category; r
D
Load combinations;
Seismic; 0.6D+0.7E
Co; 1.60
Wind; 0.6D+0.6W
'
Connection -diaphragm to top plate;
Seismic;
Wind;
Applicable?: Yes
Length of attachment;
66.00 ft
2.149 k
1.462 k
v design; 0.033 k/ft Plater HF
Use either fastener, as occuring
Spacing;
v cap;
Fastener 1; RBC -Case 1- Typical
FI; 0.385 k
48 In o/c
0.096 k/ft
Fastener2; A35
Fl; 0.600 k
48 in o/c
0.150 k/ft
v cap; 0.096 k/ft OK
Summaryof shearwalls;
ID; Number;
Effective length;
'
1 P-1 1
14.88 ft
2— 1
0.00 ft
3— 1
0.00 ft
-
4— 1
0.00 ft
S — 1
0.00 ft
'
6— 1
0.00 ft
7— 1
0.00 ft
8- 1
0.00 ft
9— 1
0.00 ft
10— 1
0.00OO ft
'
11 — 1
0.00 ft
12 — 1
0.00 ft
. •
14.88 ft
r
Page I of I
ZI
Description;
Wall Une Analysis
lob No: 17-015
'
Summary of shearwoll line
Designer: FMG
Wall framing species;
Design In accordance with 1016 CBC, 2015 NDS
1Project;
Checker: FMG
Lambert residence
Specific gravity adjustment factor; 0.930
Date: 3/14/2027
Description;
Level; 1
Grid; B
'
Wall framing species;
DFL
Specific gravity, G;
0.50
Specific gravity adjustment factor; 0.930
Top plate species;
HF
Specific gravity, G;
0.43
Wall framing spacing;
16" o/c or less
WSP orientation;
Vertical
Seismic design category;
D
Load combinations;
Seismic; 0.6D+0.7E
CO; 1.60
Wind; 0.6D+0.6W
t
Connection -diaphragm to top
plate; -
Seismic;
Wind;
Applicable?: Yes
Length of attachment;
66.00 ft
2.149 k
1.775 k
v design; 0.033 k/ft Plate: HF
Use either fastener, as occuring
Spacing;
_ ' v cap; '
Fastener 1;
RBC -Case 1- Typical
Fl; 0.385 k
48 In o/c
r 0.096 k/ft
Fastener 2;
A35
Fl; .0.600 k
48 In o/c
0.150 k/ft
v cap; 0.096 k/ft OK
Summary of shearwalls;
'
ID; Number;
Effective length;
-
I P-1 1
14.88 ft
2 — 1
0.00 ft
3 — 1
0.00 ft
4'— 1
0.00 ft
S— 1
0.00 ft
6— 1
0.00 ft
7— 1
0.00 ft
'
8— 1
0.00 ft
9— 1
0.00 ft
10— 1
0.00 ft
11 — 1
0.00 ft
'
12 — 1
0.00 ft
14.88 ft
3
4
' S
6
7
8
' 9
10
11
12
' 13
14
15
16
' 17
' 18
19
20
21
' 22
23
24
25
Segment; w/o?
1
2
Line Geometry
Job No: 17-015
Mark with'x'if applicable
Input loads and calculate collector forces
lProject;
Designer. FMG
Lambert residence - Level: 1- Grid: B
Design accordance 6 CBC 2VIS NOS
Checker: FMG
Lambert residence
W,
Date: 3/14/2017
3
4
' S
6
7
8
' 9
10
11
12
' 13
14
15
16
' 17
' 18
19
20
21
' 22
23
24
25
Segment; w/o?
1
2
Wall
Opng
Mark with'x'if applicable
E;
Description;
Lambert residence - Level: 1- Grid: B
2.00 ft
o
E,
W,
x
0.000 k
Maximum collector force;
0.989 k
0.817 k
Design top plate for collector forces co; 1.60
Top plate splice hardware;
16d sinkers - HF plates
x
%p; 0.138 k fastener
'
Number of fasteners required;
8
16d sinkers - HF plates
5.00 ft
Input lateralforces,
V1;
I V2; I V3;
I V4;
Load factors,
o
Seismic, E;
3.070 It
0.000 k 0.000 k
1 0.000 It
0.700
0.000 k
Wind, W;
t
2.959 k
0.000 It 0.000 It
1 0.000 It
0.600
-0.058 k -0.048 k
S Modfied for load combinations;
5.00 ft
o
0.00 ft
5.00 ft
Seismic;
2.149 k
0.000 k 0.000 k
0.000 k
6.50 ft
Wind;
1.775 k
0.000 k 0.000 k
0.000 k
0.320 k
'
'JW=k;
0.027 k
0.000 k 0.000 k
1
0.000 k
'
vw„d;
0.023 k
0.000 k 0.000 k
0.000 k
Collector force;
3
4
' S
6
7
8
' 9
10
11
12
' 13
14
15
16
' 17
' 18
19
20
21
' 22
23
24
25
Segment; w/o?
1
2
Wall
Opng
Mark with'x'if applicable
E;
W; Ignore? Strap
Capacity;
2.00 ft
o
0.00 ft
2.00 ft
x
0.000 k
0.000 k
0.000 k
16.00 ft
o
0.00 ft
16.00 ft
x
-0.055 k -0.045 k
0.000 k
5.00 ft
w
5.00 ft
0.00 ft
x
-0.491 k -0.406 k -
0.000 k
3.00 ft
o
0.00 ft
3.00 ft
x
0.024 k
0.019 k
0.000 k
5.00 ft
w
5.00 ft
0.00 ft
x
-0.058 k -0.048 k
0.000 k
5.00 ft
o
0.00 ft
5.00 ft
x
0.456 k
0.377 k
0.000 k
6.50 ft
w
6.50 ft
0.00 ft
x
0.320 k
0.264 k
0.000 k
3.00 ft
o
0.00 ft
3.00 ft
x
0.989 k
0.817 k
0.000 It
1.00 ft
o
0.00 ft
1.00 ft
x
0.907 k
0.750 k
0.000 k
4.00 ft
o
0.00 ft
4.00 ft
x
0.880 k
0.727 k
0.000 k
6.50 ft
o
0.00 ft
6.50 ft
x
0.771 k
0.637 k -
0.000 k
6.00 ft
o
0.00 ft
6.00 ft
x
0.594 k
0.490 k -
0.000 k
2.75 ft
o
0.00 ft
2.75 ft
x
0.430 k
0.355 k -
0.000 k
13.00 ft
o
0.00 ft
13.00 ft
x
0.355 k
0.293 k CS16 -1.25x
1.705 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 It
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft ..
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k --
0.000 k
0.00 ft
0.00 ft
0.00 ft
8000 k
0.000 k -
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
' E 16.50 62.25
1 -
' Page 1 of 1
4
0
I
Page 1 of 2
Perforated shearwall
Job No:
17-015
l
Designer:
FMG
Desli
i =6
COC 2015
NDS'
FIG
Notes:
Lambert residence
'
Dae:
3/14 2017
Description; P-1
Lambert residence - Level: 1- Grid: B
,
' Wall height;
9.00 ft Wall type;
Perforated
shearwall (no straps)
r
Elements; Width(ba;
Helght(h);
Lr
h/b,
2 • b,/h
1 Wall; 5.00 ft
9.00 ft
5.00 ft
1.80
1.00
Window; O(1)w; 3.00 ft
•O(1)ht;
4.00 ft Area;
12.00
ft`
' 2 Wall; S.W ft
9.0O ft
r
5.00 ft
1.80
1.00
Window; O(2)w; 5.00 ft
0O(2)ht,
4.00 ft Area;
20.00
fe
3 Wall; 6.5O ft
9.00 ft
6.50 ft
1.38
1.00
- O(3)w; 0.00 ft
•O(3)ht;
0.00 ft Area;
0.00
ft'
4 Wall; 0.00 ft
0.00 ft
0.00 ft
0.00
1.00
'
O(4)w; 0.00 ft
•O(4)ht;
0.00 ft Area;
0.00
ft`
5 Wall; 0.00 ft
0.00 ft
0.00 ft
0.00
1.00
- O(5)w; 0.00 ft
•O(5)ht;
0.00 ft Area;
0.00
fe
6 Wall; 0.00 ft
0.00 ft
0.00 ft
0.00
1.00
- O(6)w; 0.00 ft
0O(6)ht;
0.00 ft Area;
0.00
fe
7 Wall; 0.00 ft
0.00 ft
0.00 ft
0.00
1.00
'
O(7)w; 0.00 ft
•0(7)ht;
0.00 ft Area;
0..00
ft`
8 Wall; 0.00 ft
0.00 ft
0.00 ft
-
0.00
1.00
O(8)w; 0.00 ft
•O(8)ht;
0.00 ft Area;
0.00
ft`
9 will;0.00 ft
0.00 ft
0.00 ft
0.00
1.00
-- O(9)w; 0.00 ft
•O(9)ht;
0.00 ft Area;
0.00
ft'
'
10 Wall; 0.00 ft
0.00 ft
0.00 ft
-
0.00
1.00
Lot; 24.50 ft
EL,;
16.50 ft
• If height of opening is less than h/3, use h/9 for
height of opening.
Length of wall base;
24.50 ft
r= 1A =
0.82 (4.3-5)
l fh L
t
r
Co _ ( r L10t
0.90 (4.3-6)
Effective shearwall length;
14.88 ft
1
3-2r ELr
Side 1;
Seismic; Wind;
G,;
Penet.
Shearwall; SW -1
3/8" WSP - Sheathing with 8d nails at 6",12" o/c
0.520 k/ft 0.730 k/ft
17
1375 In
'
Side 2;
Seismic; Wind;
G„
Penet.
Shearwall; N/A
None
0.000 k/ft 0.000 k/ft
0
0.000 in
Nominal shear capacity (Aspect ratio factor applied);
Total;
0.520 k/ft 0.730 k/ft
17
ASD shear capacity,
C =
2.00 (4.3.3)
0.260 k/ft 0.365 k/ft
' Forces toshearwall,*
Seismic;
Wind;
Seismic;
Wind;
Seismic;
Wind;
Total design force at grid;
3.070 k
2.959 k Load factors;
0.700
0.600
Factored design force at grid;
2.149 k
1.775 k
Available length of shearwall;
14.88 ft
Nominol,•
Seismic;
Wind;
ASO;
Seismic;
Wind;
'
Required strength, v at shearwall;
0.206 k/ft
0.199 k/ft
0.144 k/ft
0.119 k/ft
Shearwall capacity;
0.260 k/ft
0.365 k/ft
MY attachment at woodJloar,
Applicable?:
Yes
Fasteners used;
16d sinkers -
DFL plate
Cc;
0.00
Fastener capacity;
0.154 k
'
Maximum fastener spacing;
131n o/c
Number of
rows;
1
Anchorbolb;
Applicable?:
Yes
Mudsill;
PTDF 2 x
Anchor bolts;
112" dia.
Fastener capacity;
0.814 k
' Maximum anchor bolt spacing;
721n o/c
Spacing module;
16 in
Connectonr of rfm Joist to top plate at wall below
Applicable?:
No
Fastener, A35
Plate;
DFL
F3;
0.695 k
Maximum fastener spacing;
-
Spacing module:
sin
4
0
I
Page 1 of 2
Stability o shear 11;
Wall OL
Floor DL .
Roof Dl
Seismic; SF;
Wind; SF;
OTM;
1
19.34 ft -kips
15.98 ft -kips
0.018 ksf
0.000 laf
0.000 ksf
DLRM - force acting from left;
29.17 ft -kips 1.51
29.17 ft -kips 1.83
Left:
No holdown required.
DLRM - force acting from right;
29.17 ft -kips . 1.51
Tributary length
Right: "
wOL
Seismic
Wind
Load, Description;
Start x
End x
Wall
Floor
Roof
Seismic
Wind
ML
Mx
Mi
Mx
wl; Uniform loading
0.00 ft
24.50 ft
9.00 ft
0.00 ft
0.00 ft
0.097 k/ft
0.097 kilt
29.17 ft -kips 29.17 ft -kips 29.17 ft -kips 29.17 ft -kips
w2;
0.00 ft
0.00 ft
0.00 ft
0.00 ft
0.00 ft
0.000 k/ft
0.000 k/ft
0.00 ft-klps
0.00 ft -kips
0.00 ft -kips
0.00 ft -kips
w3;
0.00 ft
0.00 ft
0.00 ft
0.00 ft
0.00 ft
0.000 k/ft
0.000 k/ft
0.00 ft4dps
0.00 ft -kips
0.00 ft -kips
0.00 ft -kips
w4;
0.00 ft
0.00 ft
Additional setback;
0.000 k/ft
0.000 k/ft
0.00 ft -kips
0.00 ft -kips
0.00 ft -kips
0.00 ft -kips
WS;
0.00 ft
0.00 ft
'
1 Left end;
Seismic;
0.000 k/ft
0.000 kik
0.00 ft4dps
0.00 ft -kips
0.00 ft -kips
0.00 ft4dps
Pl;
0.00 ft
-
0.000 It
1 0.000 It
I 0.00 ft -kips 1
0.00 ft -kips
0.00 ft -kips
0.00 ft -kips
P2;
0.00 ft
-
0.000 k
Anchor dia. req'd;
- Anchor dia.
0.000 It
0.000 Is
0.00 ft-klps0.00
ft -kips
0.00 ft -kips
0.00 ft -kips
P3;
0.00 ft
-
Cir dimension;
0.00 in
0.000 Is
0.000 k
0.00 ft -kips
0.00 ft -kips
0.00 ft - s
0.00 ft -kips
P4;
0.00 ft
-
Anchorage condition;
Concrete stemwall - Two pour Anchor,
0.000 k
0.000 k
0.00 ft -kips
1
0.00 ft -kips
0.00 Rki"kI
0.00 ft -taps
P5;
0.00 ft
-
1
0.000 k
0.000 k
0.00 ft -kips
0.00 ft -kips
0.00 k klDs
0.00 ft -kips
' 29.17 ft -kips 29.17 ft -kips 29.17 ft -kips 29.17 ft -kips
Stability summary;
Seismic; SF;
Wind; SF;
OTM;
1
19.34 ft -kips
15.98 ft -kips
DLRM - force acting from left;
29.17 ft -kips 1.51
29.17 ft -kips 1.83
Left:
No holdown required.
DLRM - force acting from right;
29.17 ft -kips . 1.51
29.17 ft -kips 1.83
Right: "
No holdown required.
Holdownr
Left end;
1
Seismic,
Wind;
77e force from above;
0.000 k
0.000 k
Design tie force;
-0.408 k
-0.547 k
Holdown; N/A,
End stud;
2-Zx Capacity;
0.000 k OK
Anchor capacity, •
0.000 k
0.000 It
Anchor dia. req'd;
- Anchor dia.
selected; N/A
1 Calculate moment arm for overturning calculations;
End stud thickness;
'3.00 in
Wall length;
294.00 In
Cir dimension;
0.00 in
Effective length;
289.50 in . a
24.125 ft
Additional setback;
1.SO in
Anchorage condition;
Concrete stemwall -Two pour Anchor,
None
Location;
Corner
'
1 Left end;
Seismic;
Wind;
0.000 k
0.000 it
Design tie force;
-OAO8 k
-0.547 k
Holdown; N/A
End stud;
2-2x Capacity;
O.ODO It OK
Anchor capacity,
0.000 k
0.000 k
Anchor dia. req'd;
- Anchor dia.
selected; N/A
1 Calculate moment arm for overturning calculations;
End stud thickness;
3.00 In
Wall length;
294.00 In
,
Cir dimension;
0.00 in
Effective length;
289.50 In a
Z4.1Z5 ft
Additional setback;
1.501n
Anchorage condition;
Concrete stemwall - Two pour Anchor,
None
Location;
Midwall
1
Page 2 of 2
Wall Line Analysis _
lob No: 17-01S
Summary ojshearwallline
Designer: FMG
Level; t
Design in accordance with 2016 CBC, 2015 NDS
1Project; JDate:
Checker: FMG
Lambert residence
Wall framing species;
2017
3/W2027
Description;
Level; t
Grid; C
Wall framing species;
DFL
Specific gravity, G;
0.50
Specific gravity adjustment factor; 0.930
'
Top plate species;
HF
Specific gravity, G;
0.43
Wall framing spacing;
16" o/c or less
WSP orientation; ,
Vertical
' Seismic design category;
D
Load combinations;
' Seismic; 0.6D+0.7E
Ce; 1.60
Wind; 0.6D+0.6W
-
Connection - diaphragm to top
plate;
Seismic;
Wind;
Applicable?: Yes
'
Length of attachment;
79.00 ft
1.889 k
1.426 k
v design; 0.024 k/ft Plate: HF
Use either fastener, as occuring
Spacing; v cap;
Fastener 1;
RBC -Case 1- Typical
Fl; 0.385 k
48 in o/c 0.096 k/ft
'
Fastener 2;
A35
Fl; 0.600 k
48 in o/c 0.150 k/ft
v cap; 0.096 k/ft OK
Summary of shearwalls,
'
ID; Number;
Effective length;
'
1 P-11 1
29.05 ft
2 — 1
0.00 ft
~
3 — 1
0.00 ft '
4 = 1
0.00 ft
5— 1'
0.00 ft
'
6— 1
0.00 ft
7— 1
0.00 ft
8— 1
0.00 ft
9— 1
0.00 ft
y,
10— 1
0.00 ft
r
' 11 — 1
0.00 ft
,
12 — 1
0.00 ft
29.OS ft
• i J
•
Pagel of t
.
f
3q
1
1 ]
e
E
f
' 1(
1]
1:
t 13
X14
15
U
' 17
SE
15
2C
21
' 23
23
24
25
Description;
Une Geometry
Job No: 17-015
Opng
Input loads and calculate collector forces
Designer: FMG
Capacity;
accordanceD-esian In
Checker: FMG
Project; Lambert residence
0.590 k
Date: 3/14/2017
1
1 ]
e
E
f
' 1(
1]
1:
t 13
X14
15
U
' 17
SE
15
2C
21
' 23
23
24
25
Description;
Lambert residence- Level: i - Grid: C
Wall
Opng
E;
W;
Capacity;
3.50 ft
Maximum collector force;
0.782 It
0.590 k
Design top plate for collector forces
Top plate splice hardware;
16d sinkers - HF plates
17.00 ft
V.,; 0.138 k fastener
Number of fasteners required;
8
16d sinkers - HF plates
-0.084 k -0.064 k -
Input lateral forces;
Vi;
V2; V3;
V4;
Load factors;
x
Seismic, E;
2.699 It
0.000 k 0.000 k
0.000 k
0.700
3.00 ft
Wind, W;
2.377 It
1 0.000 k 0.000 It
0.000 It
0.600
0.00 ft
Modfied for load combinations;
x
-0.638 k -0.481 k
0.000 k
11.50 ft
Seismic;
1.889 k
0.000 k 0.000 k
0.000 k
-0.782 k -0.590 k -
Wind;
1.426 k
0.000 k 0.000 k
0.000 k
6.00 ft
'J.bmk;
0.024 k
0.000 k 0.000 k
0.000 k
w
V-:
0018k
0.000 k 0.000 k
0.000 k
I Collector force:
Co; 1.60
Segment;
w/o?
Wall
Opng
Mark with' x' if applicable
E; W; Ignore? Strap
Capacity;
3.50 ft
o
0.00 ft
3.50 ft
x
0.000 k 0.000 k -
0.000 k
17.00 ft
o
0.00 ft
17.00 ft
x
-0.084 k -0.064 k -
0.000 It
3.00 ft
o
0.00 ft
3.00 ft
x
-0.493 It -0.372 k
0.000 k
3.00 ft
o
0.00 ft
3.00 ft
x
-0.566 k -0.427 k -
0.000 k
6.00 ft
o
0.00 ft
6.00 ft
x
-0.638 k -0.481 k
0.000 k
11.50 ft
w
11.50 ft
0.00 ft
x
-0.782 k -0.590 k -
0.000 k•
6.00 ft
o
0.00 ft
6.00 ft
x
-0.380 k -0.287 k
0.000 k
6.50 ft
w
6.50 ft
0.00 ft
x
-0.524 k -0.396 k
0.000 k
6.00 ft
o
0.00 ft
6.00 ft
x
-0.297 k -0.224 k
0.000 k
7.50 ft
w
7.50 ft
0.00 ft
x
-0.441 k -0.333 k -
0.000 k
2.00 ft
o
0.00 ft
2.00 ft
x
-0.179 k -0.135 k
0.000 k
6.50 ft
w
6.50 ft
0.00 ft
x
-0.227 k -0.172 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k 0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k 0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k 0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k 0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k 0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 it
0.000 k 0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 It 0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k 0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k 0.000 k -
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k 0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k 0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k 0.000 k
AO.00OO
0.00 ft
0.00 ft
0.00 ft
0.000 k 0.000 k --
E 32.00 46.50
Page 1 of 1
3s
Description; P-1 Lambert residence - Level: 1- Grid: C
Wall height; 9.00 ft Wall type; Perforated shearwall (no straps)
Elements;
Perforated shearwall
lob No: 17-015
-
Height(h);
Designer: FMG
Penet.
Design in accords ce with 2016 CBC 2015IVDS
Checker: FMG
Notes: Lambert residence
2 • b,/h
Date: 3/14/2017
Description; P-1 Lambert residence - Level: 1- Grid: C
Wall height; 9.00 ft Wall type; Perforated shearwall (no straps)
Elements;
Wldth(bj;
-
Height(h);
G,;
Penet.
0.00
4
h/b,
2 • b,/h
1 Wall;
0.730 k/ft
11.So ft
1.375 in
9.00 ft
'
Side 2, 4
11.50 ft
0.78
1.00
Window;
0(1)w;
6.00 ft
•0(1)ht;
4.00 ft
Area;
24.00
ft'
0.000 in
Nominal shear capacity (Aspect ratio factor applied);
2 Wall;
0.520 k/ft
6S0 ft
17
9.00 ft6.50
F3; 0.695 k
ASD shear capacity;
=
ft
1.38
1.00
Window,
0(2)w;
6.00 ft
10(2)ht;
4.00 ft
Area;''
24.00
ft`
Seismic;
Wind;
3 Wall;
2.699 k
7.50 ft
Factored design force at grid;
9.00 ft
1.889 k
1.426 k
Available length of shearwall;
7.50 ft
1.20
1.00
Window;
0(3)w;
LOO ft
•0(3)ht;
4.00 ft
Area;
8.00-
ft`
Seismic;
4 Wall;
'
Required strength, v at shearwall;
6.50 ft
•ASD;
0.082 k/ft0.065
9.00 ft
Wft
6.50 ft
1.38
.1.00
-
0(4)w;
0.00 ft
•0(4)ht;
0.00 ft
Area; ,
0.00
ft'
5 Wall;
0.00 ft
0.00 ft
0.00 ft0.00
1.00
-
0(5)w;
0.00 ft
•0(5)ht,
0.00 ft
Area;
0.00
ty
6 Wall;
0.00 ft
0.00 ft
0.00 ft
0.00
1.00
-
0(6)w;
0.00 ft
00(6)ht;
0.00 ft
Area;
0.00
ft'
7 Wall;
0.00 ft
0.00 ft
0.00 ft
0.00
1.00
-
0(7)w;
0.00 ft
00(7)ht;
0.00 ft
Area;
0.00
• ft`
8 Wall;
0.00 ft
0.00 ft
0.00 ft
0.00
1.00
-
0(8)w;
0.00 ft
40(8)ht;
0.00 ft
Area;
0.00
ftp
9 Wall;
0.00 ft
0.00 ft
0.00 ft
0.00
1.00
-
0(9)w;
0.00 ft
00(9)ht;
0.00 ft
Area;
0.00
ft`
10 Wall;
0.00 ft
0.00 ft
0.00 ft
0.00
1.00
L,•,;
46.00 ft
XL,;
32.00 ft
• if height of opening
is less than "/a, use °/3 for
height of opening.
Length of wall base; 46.00 ft
T _ 1A 0.84 (4.3-5)
1+ ;
r
C° -`3 r
2r)L1O0 = 0.91 (4.3-6j Effective shearwall length; 29.05 ft
-ELr
Side 1;
Seismic;
Wind;
G,;
Penet.
0.00
Shearwall; SW -1
3/8" WSP -
Sheathing with 8d nails at 6",12" o/c
0.520 k/ft
0.730 k/ft
17
1.375 in
Anchor bolts;
'
Side 2, 4
Seismic;
Wind;
G,;
Penet.
Fastener capacity;
Shearwall; N/A
None
721n o/c
0.000 k/ft
0.000 k/ft
0
0.000 in
Nominal shear capacity (Aspect ratio factor applied);
Total;
0.520 k/ft
0.730 k/ft
17
F3; 0.695 k
ASD shear capacity;
=
2.00 (4.3.3)
0.260 k/ft
0.365 k/ft
' Forces tosheorwall,•
Seismic;
Wind; Seismic, Wind;
Seismic;
Wind;
Total design force at grid;
2.699 k
2.377 k Load factors; 0.700 0.600
Factored design force at grid;
1.889 k
1.426 k
Available length of shearwall;
29.05 ft
Nominal;
Seismic;
Wind;
Seismic;
Wind;
'
Required strength, v at shearwall;
0.093 k/ft
•ASD;
0.082 k/ft0.065
Wft
0.049 k/ft
Shearwall capacity;
0.260 k/ft
0.365 k/ft
Sill attachment at woodlloor,
Applicable?: Yes
Fasteners used;
16d sinkers - DFL plate CD;
0.00
Fastener capacity; -
0.154 It
Maximum fastener spacing;
161n o/c
Number of rows;
1
Anchor bolts;
Applicable?: Yes
Mudsill;
PTDF 2 x Anchor bolts;
112" dia.
Fastener capacity;
0.814 k
Maximum anchor bolt spacing;
721n o/c
Spacing module;
161n
connectors at rim Joist to top plate at wall below
Applicable?: No
Fastener;
A3S
Plate; DFL
F3; 0.695 k
Maximum fastener spacing;
Spacing module;
In,
Page I of 2 1
Stoll! shearwall
-
Wall D •
Floor DL
Roof DL•
Seismic; SF;
Wind; SF;
OTM;
17.00 ft -kips
0.018 ksf 0.000 ksf I
0.000 ksf
'
DLRM - force acting from left;
102,84 ft -kips 6.05
102.84 ft-k4n 8.01
Left:
No holdown required.
Tributary length
wO
Seismic
Wind
Load; Description;
Start
End
Wall
Floor
Roof
Seismic
Wind
Mi
Ms •E101.84ft-kips
Ms
wl; Uniform loading
0.00 ft
46.00 ft
9.00 ft
0.00 ft
0.00 ft
0.097 k/ft
0.097 k/ft
102.84 ftfips 102.84 ft -kips 102.84 ft-klps
w2;
0.00 ft
0.00 ft
0.00 ft
0.00 ft
0.00 ft
0.000 k/ft
0.000 k/ft
0.00 ftadps
0.00 ft-kips0.00
-1.973 k
ft -kips
w3;
0.00 ft
0.00 ft
0.00 ft
0.00 ft
0.00 ft
0.000 k/ft
0.000 k/ft
0.00 ft -kips
0.00 ft -kips
N/A
0.00 ft-klps
w4;
0.00 ft
0.00 ft
Wall length;
552.00 In
0.000 k/ft
0.000 k/ft
0.00 ft -kips
0.00 ft -kips
0.00 In
0.00 ft -kips
w5;
0.00 ft
0.00 ft
Additional setback;
0.000 k/ft
0.000 k/ft
0.00 ft -kips
1 0.00 ft -kips
0.00 ft -kips
0.00 ft -kips
PI;
0.00 ft
-
Corner
0.000 It
0.000 It
0.00 ft4dps
0.00 ft -kips
0.00 ft -kips
P2;
0.00 ft
0.000 k
0.000 It,
0.000 k
0.000 k
0.00 ft -kips
0.00 ft -kips
0.00 ft -kips
ft -k1
P3;
0.00 ft
-
2-2x
Capacity;
0.000 k OK
0.000 k
0.000 k
0.00 ft -kips
0.00 ft -kips
0.00 ft -kips
!00..COO
P4;
0.00 ft
-
End stud thickness;
3.00 In
Wall length;
0.000 k
0.000 k
0.00 ft-Idps
0.00 ft -kips
0.00 ft -kips
Cir dimension;
P5;
0.00 ft
-
a
45.625 ft
0.000 k
0.000 k
0.00 ft-klps
0.00 ft -kips
0.00 ft -kips
-
102.84 ft4dps 102.84 ft -kips 102.84 ft -kips 102.84 ft -kips
Stability summary;
Seismic; SF;
Wind; SF;
OTM;
17.00 ft -kips
12.84 ft -kips
'
DLRM - force acting from left;
102,84 ft -kips 6.05
102.84 ft-k4n 8.01
Left:
No holdown required.
DLRM - force acting from right;
102.84 ft -kips 6.05
102.84 ft#Ips 8.01
Right:
No holdown required.
Holdowns;
Left end;
Seismic;
Wind;
'
Tle force from above;
0.000 k
0.000 It
Design tie force;
-1.881 k
-1.973 k
Holdown; N/A
End stud;
2-2x
Capacity;
0.000 k OK
Anchor capacity, •
0.000 k
0.000 k
Anchor dia. req'd;
- Anchor dia.
selected;
N/A
Calculate moment arm for overturning calculations;
End stud thickness;
3.00 In
Wall length;
552.00 In
Cir dimension;
0.00 In
Effective length;,
547.50 in
a
45.625 ft
Additional setback;
1.50 in
Anchorage condition;
Concrete stemwall - Two pour Anchor;
None
Location;
Corner
' Leh end;
Seismic;
Wind;
j1
0.000 k
0.000 It,
Design tie force;
-1.881 k
-1.973 k
Holdown; N/A
End stud;
2-2x
Capacity;
0.000 k OK
Anchor capacity;
0.000 k
0.000 k
Anchor dia. req'd; , ,
- Anchor dia.
selected;
N/A
' Calculate moment arm for overturning calculations;
End stud thickness;
3.00 In
Wall length;
552.00 In
Cir dimension;
0.00 In
Effective length;
547.50 in
a
45.625 ft
Additional setback;
1.501n
' Anchorage condition;
Concrete stemwall -Two pour Anchor;
None
Y Location;
Midwall
'
Page 2 of 2
6
Description; Level;
Wall Line Analysis
lob No: 17-015
Summary ojshearwaY line
1Project;
Designer: FMG
DFL
Design U accordance with 2016 CBC, 2015 NDS
Checker: FMG
Lambent residence
Top plate species;
Date: 3 14/2017
Description; Level;
1
Grid; 1
Wall framing species;
DFL
Specific gravity, G;
0.50
Specific gravity adjustment; factor; 0.930
Top plate species;
HF
Specific gravity, G;
0.43.
Wall framing spacing;
16" o/c or less
WSP orientation; Vertical -
ry
Seismic design category;
D
Load combinations;
Seismic;- 0.6D+0.7E -
Co; 1.60. �
Wind; 0.6D+0.6W
Connection - diaphragm to top plate;
Seismic,
Wind;
Applicable?: Yes
Length of attachment;
29.00 ft •
1.547 k
3.472 k
4 v design; 0.120 k/ft Plate: HF
Use either fastener, as occuring
Spacing; v cap;
Fastener 1; RBC -Case 1- Typical
FI; 0.385 k
24 in o/c 0.193 k/ft
Fastener 2; A35
Fl; 0.600 k .,
48 in o/c, 0.150 k/ft
r
v cap; 0.150 k/ft OK
Summary ojshearwalls;
ID; Number;
Effective length;
-
1 W-1 1
29.00 ft
<
ti
2— 1
0.00 ft
3— 1
0.00 ft
4— 1
0.00 ft
5 — 1
0.00 ft
6— 1
0.00 ft
`
7— 1
0.00 ft
'
8— 1
0.00 ft
9— 1
0.00 ft
10— 1
0.00 ft
11 — 1
0.00 ft
12— 1
0.00 ft
29.00 ft
Page f of 1
Description;
Maximum collector force;
Top plate splice hardware;
Number of fasteners required;
Input lateral forcer
Lambert residence - Level:1- Grid:1
E; W.
0.000 It 0.000 k Design top plate for collector forces
16d sinkers - HF plates Vn,; 0.138 It fastener
8 16d sinkers - HF plates
Seismic, E;
Line Geometry
Job No: 17-015
0.000 k
Input loads and calculate collector forces
lProject;
Designer: FMG
5.787 k
Design In accordance with 2016 CBCChecker:
FMG
Lambert residence
Modfied for load combinations;
Date: 3/14/2017
Description;
Maximum collector force;
Top plate splice hardware;
Number of fasteners required;
Input lateral forcer
Lambert residence - Level:1- Grid:1
E; W.
0.000 It 0.000 k Design top plate for collector forces
16d sinkers - HF plates Vn,; 0.138 It fastener
8 16d sinkers - HF plates
Seismic, E;
2.210 It
0.000 It
0.000 k
0.000 k 0.700
Wind, W;
5.787 k
0.000 k
0.000 k 1
0.000 It 0.600
Modfied for load combinations;
0.000 k
0.00 ft
0.00 ft
0.00 ft
Seismic;
1.547 k
0.000 k
0.000 k
0.000 k
Wind;
3.472 k
0.000 k
0.000 k
0.000 k
v„y,,,k;
0.053 k
0.000 k
0.000 k
0.000 k
11- -.:
n.12n k
annn
n.nnn k
n.nnn [nlladnr fnrea
Co;. 1.60
Segment;
w/o? Wall
Opng Mark with Y if applicable
E;
W; Ignore? Strap
Capacity;
29.00 ft
w 29.00 ft
0.00 ft x
0.000 k
0.000 It
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k -
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k -
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k -
0.000 k
0.00 ft
0.00 k
0.00 ft
0.000 k
0.000 It -
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k --
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k -
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 It
0.000 k
0.000 k
0.00 ft
0.00 k
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 It
0.000 It
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 It -
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 It
0.000 k -
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 It
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k -
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 It --
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k -
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k -
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k -
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 It
E 29.00 0.00
Page 1 of 1
1
1
1
1
1
1
1
1
1
1
1
Shearwall summary Job No: 17-015
• Designer: FMG
Desh 1016 COC. 20AS NOS Checker: FMG
Notes: Lambert residence Date: 3114/2017
Description; W-1
Lambert residence - level:I- Grid:l
Tributary length
40.87 ft4dps 40.87 ft -Ups 40.87 ft -Ups 40.87 ft -Ups
wa,
'Seismic
Length of panel, b„
29.00 R Height of panel, h;
9.00 ft
h/b,;
0.31
OK'
Roof
Aspect Ratio Factor;
1.000 (2'b,/h - 4.3.3.4.1 Exception 2)
M,
M,
M,
M,
wl• Uniform loading
Side 1;
29.00 ft
9.00 R
Seismic; Wind;
G,;
Penet.
h/b, Ilmit
Shearwall; SW -1
3/8' WSP - Sheathing with Od nags at 6',12' o/c
0.520 k/ft 0.730 k/ft
17
1375 In
3.500
Side 2,
0.00 R
0.000 k/ft
Seismic; Wind;
G,;
Penet.
h/b, limit;
Shearwall, N/A
None
0.00 ft
0.000 k/ft 0.000 k/8
0
0.000 In
3.500
Nominal shear capacity (Aspect ratio factor appliedl;
0.000 klft
0.520 k/ft 0.730 k/ft
17
0.00 ft#Ips
0.00 ft#Ips
ASD shear capacity;
O = 2.00 (4.3.3)
0.00 R
0.260 k/ft 0.365 k/ft
End stud;
2-2x
0.000 k/ft
Forces toshearwall,• -
Seismic; Wind;
Seismic; Wind;
0.00 ft -k1
0.00 ft -kips
Seismic;
Wind;
Total design force at grid;
2.210 k 5.787 It Load factors;
0.700 0.600 r
Factored design force at grid;
1.547 It
3.472 It
0.00 ft4d s
0.00 ft -Ups
0.00 ft4dp3
0.00 ft4lps
Pl;
0.00 ft
a 28.625 R
Available length of shearwall;
29.00 R
Additional setback;
O.Ow k
0.000 It
0.00 ft -kips
0.00 R -U s
•
Nominal, •
Seismic; Wind;
- -
0.00 R
ASD;
_ Seismic;
Wind,
Required strength, v at shearwall;
0.076 k/ft 0.200 k/ft
0.000 k
0.00 ft -U
0.00 ft -U
0.053 k/ft 0.120 WR
Shearwall capacity;
P3;
0.00 ft
0.260 k/ft
0.365 k/ft
Sig attachment at woodRoor,
0.000 k
0.00 ftdd s
0.00 ft4d s
Applicable?:
0.00 ft -kips
Yes
Fasteners used;
16d sinkers • DFL plate Ca;
1.60
Fastener capacity;
0.185 It
0.000 k
0.000 k
Maximum fastener spacing;
161n o/c
Number of rows;
1
P5;
0.00 R
-
Anchor baits;
Clr dimension;
0.00 in
OAW k
Applicable?:
0.00 ft -Ups
Yes
Mudsill;
PTDF 2 x Anchor bolts; ,
t1Y' die.
Fastener capacity;
0.814 It
Anchorage condition;
Maximum anchor bolt spacing;
72 In o/c
Spacing module;
161n
Connectors at rfm Jolst to top plate at wall below
Applicable?:
No
Fastener;
A35
Plate; DFL
F3;
0.69S It
Maximum fastener spacing;
-
Spacing module;
161n
Stability o sheanvall•
Wall DL Floor D
Roof DL•
n Ma ke} nnnn kd 1, kc}
s
Tributary length
40.87 ft4dps 40.87 ft -Ups 40.87 ft -Ups 40.87 ft -Ups
wa,
'Seismic
Wind
Load; Description;
Start is
End x
Wall
Floor
Roof
Seismic
Wind
M,
M,
M,
M,
wl• Uniform loading
0.00 R
29.00 ft
9.00 R
0.00 ft 1
0.00 R
0.097 Vft
0.097 Wit
40.87 ft -k1
40.87 ft -kips 40.87 ft -Ups 40.87 ft -kips
w2;
0.00 ft
0.00 ft
0.00 ft
0.00 R
0.00 R
0.000 k/ft
0.000 k/ft
0.00 ftadps
0.00 ft -kips
0.00 ft-klps
0.00 ft -Ups
w3;
0.00 ft
0.00 ft
0.00 R
0.00 ft
0.00 R
0.000 k/ft
0.000 klft
0.00 ft -Ups
0.00 ft -kips
0.00 ft#Ips
0.00 ft#Ips
W4•
0.00 ft
0.00 R
Holdown; N/A
End stud;
2-2x
0.000 k/ft
0.000 k/ft
0.00 ft -kis
0.00 ft -kips
0.00 ft -k1
0.00 ft -kips
w5;
0.00 R
0.00 R
End stud thickness;
3.00 In
Wall length;
OAA kpt
0.000 Mft
0.00 ft4d s
0.00 ft -Ups
0.00 ft4dp3
0.00 ft4lps
Pl;
0.00 ft
a 28.625 R
Additional setback;
O.Ow k
0.000 It
0.00 ft -kips
0.00 R -U s
0.00 ft -kips
0.00 ft#I
P2;
0.00 R
-
Left end;
Seismic;
0.000 k
0.000 k
0.00 ft -U
0.00 ft -U
0.00 ft -U
O.OD ftil
P3;
0.00 ft
amok
0.000 k
0.00 ftdd s
0.00 ft4d s
0.00 ft -kips
0.00 ft -kips
P4;
0.00 R
-
0.000 k
Anchor dia. req'd;
- Anchor dia.
0.000 k
0.000 k
0.00 ft -Ups
0.00 R-Mps
0.00 ft-kl
0.00 ft4dps
P5;
0.00 R
-
Clr dimension;
0.00 in
OAW k
0.000 k
0.00 ft -Ups
0.00 &4dp-
0.00 ft -kips
0.00 ft4dps
s
40.87 ft4dps 40.87 ft -Ups 40.87 ft -Ups 40.87 ft -Ups
Stcbilitysummory;
Seismic; SF;
Wind; SF,
OTM;13.92
ft -kips -
31.25 ft -kips -
DLRM - force acting from left;
40.87 ft -kips 2.94
40.87 ft -kips 131
Left:
No holdown required.
DLRM - force acting from right;
40.87 ft -kips 2.94
40.87 ft -kips 1.31
Right:
No holdown required.
Noldownr
Lefend,•
Seismic;
Wind;
Tie force from above,
0.000 It
0.000 It
Design tie force;
-0.941 k
-0.336 k
Holdown; N/A
End stud;
2-2x
Capacity; 0.000 k OK
Anchor capacity;
0.000 It
0.000 k
Anchor dia. req'd;
- Anchor dia.
selected;
N/A
Calculate moment arm for overturning calculations;
End stud thickness;
3.00 In
Wall length;
348.00 In
Clr dimension;
0.00 in
Effective length;
343.SO In
a 28.625 R
Additional setback;
1.50 In
Anchorage condition;
- Concrete stemwali -Tvvo pour Anchor;
None
Location;
Mldwall
Left end;
Seismic;
Wind;
0.000 k
0.000 It
Design tie force;
-0.941 It
-0.336 It
Holdown; N/A
End stud;
2-2x
Capacity; 0.000 It OK
Anchor capacity;
0.000 It
0.000 k
Anchor dia. req'd;
- Anchor dia.
selected;
N/A
Calculate moment arm for overturning calculations, •
End stud thickness;
3.00 in
Wall length; •
348.00 in
Clr dimension;
0.00 in
Effective length;
343.50 In
a " I8.62S R
Additional setback;
1.S0In
Anchorage condition;
Concrete sternwall -Two pour Anchor,
None
Location;
Midwall
Page t of i
s
Wall Line Analysis ,
lob No: 17-015
Summary ofshearwollline
1Project;
Designer: FMG ,
Description;
Design In accordance with 2016 CBC, 2015 NDS
Checker; FMG
Lambert residence
Date: 314 2017
Description;
level;
1
Grid; 9
Wall framing species-,
DFL
Specific gravity, G; :
0.50
Specific gravity adjustment factor; 0.930
'
Top plate species;
HF
Specific gravity, G; '
0.43
Wall framing spacing;
16" o/c or less
WSP orientation;
Vertical
' Seismic design category;
D'
'
Load combinations;
Seismic; 0:6D+0.7E
4
Co; 1.60
Wind; 0.6D+0.6W
Connection - diaphragm to top
plate;
l Seismic,
Wind;
- ' Applicable?: Yes '
Length of attachment; ,
25.50 ft
1.926 k
3.920 k
v design; 0.154 k/ft Plate: HF
Use either fastener, as occuring'
Spacing; v cap;
Fastener 1;
RBC -Case 1- Typical
Fl; 0.385 It
241n o/c . 0.193 k/ft
Fastener 2;
A35
Fl; 0.600 k
321n a/c 0.225 k/ft
v cap; 0.193 k/ft OK
Summary o)shearwalls,
ID; Number;
Effective length;
'
1 W-1, 1
10.00 ft
2 W-2 1
11.00 ft
-
3— 1
0.00 ft
r '
4— 1
0.00 ft
5 — i
0.00 ft
6— 1
0.00 ft
7— i _
0.00 ft
,
8— 1
0.00 ft
9— 1
0.00 ft
10— 1
0.00 h
'
11 — 1
0.00 ft
-
12. — 1
0.00 ft
21.00 ft
t
'
Page 1 of 1
,
]
4
' E
E
IC
1]
li
' 13
14
1s
H
' 17
IE
1s
2C
21
2
233
24
' 25
t
Description;
Line Geometry
Job No: 17-015
E;
Input loads and calculate collectorforces
lProject;
Designer: FMG
10.00 ft
Design CB[ 2015 NDS
Checker: FMG
Lambert residence
0.257 k
Date: 3/14/2017
]
4
' E
E
IC
1]
li
' 13
14
1s
H
' 17
IE
1s
2C
21
2
233
24
' 25
t
Description;
Lambert residence - Level:1- Grid: 3
Ong Mark with Y If applicable
E;
E;
W;
10.00 ft
w 10.00 ft
Maximum collector force;
0.126 k
0.257 k
Design top plate for collector forces
Top plate splice hardware;
16d sinkers - HF plates
3.00 ft x
V.'; 0.138 k fastener
Number of fasteners required;
8
16d sinkers - HF plates
w 11.00 ft
input lateral orcer
V1;
V2;' V3;
V4; •
Load factors;
0.00 ft
Seismic, E;
2.752 k
0.000 It 0.000 It
0.000 k
0.700
0.00 ft
Wind, W;
6.533 k
0.000 k 0.000 It
0.000 It
0.600
0.00 ft
Modfied for load combinations,
0.000 k
0.000 It
0.00 ft
0.00 ft
Seismic;,
1.926 k
0.000 k 0.000 k
0.000 k
0.00 ft
Wind;
3.920 k
0.000 k 0.000 k
0.000 k
0.000 k
U..h.lc;
0.080 It
0.000 It 0.000 k
0.000 k
0.000 k
U--:
0.163 k
n.nnn k n nnn k
n.nnn k
rellector farce:
Co; 1.60
Segment;
w/o? Wall
Ong Mark with Y If applicable
E;
W; Ignore? Strap
Capacity;
10.00 ft
w 10.00 ft
0.00 ft x
0.000 k
0.000 k
0.000 k
3.00 ft
o 0.00 ft
3.00 ft x
0.115 k
0.233 k
0.000 k
11.00 ft
w 11.00 ft
0.00 ft x.
-0.126 k -0.257 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 It
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 It
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
. 0.00 ft
0.000 k
0.000 k -
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k -
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 It
0.000 It
E 21.00 3.00
Page 1 of 1
y(
Description; w-1,
Shearwall summary
lob No: 17-015
Tributary length
Designer: FMG
wa
Oestan In accordance �h 206 CBC, 2015 NOSChecker.
FMG
Notes: lambert residence
h/b,;
Date: 3/14/2017
Description; w-1,
Lambert residence - Level: I- Grid: 3
Wind;
Tributary length
270 n-klps
wa
Length of panel, b,;
10.00 ft Height of panel, h;
9.00 ft
h/b,;
0.90. OK
. Wall Floor
Aspect Ratio Factor;
1.000 (1"b,/h - 4.3.3.4.1 Exceptlon 1)
Wind
Ms
Mk
Mi
M
Side 1;
0.00 R
10.00 It
Seismic; Wind;
G,;
Penet.
h/b, limit,
Shearwall; SW -1
3/8" WSP-Sheathing with ad nails at 6",12' o/c
0.520 k/ft 0.730 k/R
17
1.3751n
3.500
Side 2,
0.00 R 0.00 R
0.00 ft -
Seismic; Wind;
G,;
Penet.
h/b,limit,
Shearwall; N/A
None
w3;
0.000 k/ft 0.000 k/ft
0
0.000 In
3.500
Nominal shear capacity (Aspect ratio factor applied);
D.ODO Wit
0.520 k/ft 0.730 k/ft
17
'
0.00 R-Wps
ASD shear capacity;
O = 2.00 (4.3.3)
c
0.00 R
0.260 k/ft 0.365 k/ft
O000 k/ft
0.000 k/ft
Forces tosheanvoll;.
Seismic; Wind;
Seismic; Wind;
w5•
0.00 ft
Seismic,
Wind;
Total design force at grid;
2.752 k 6.533 k Load factors;
0.700 0.600
Factored design force at grid;
1.926 k
3.920 k
Available length of shearwall;
21.00 ft
0.00 ft
5/8" Anchor dia.
selected;
5/8"
0.000 k
Nominal;
Seismic; Wind;
0.00 Radps
1
ASO, •
Seismk;
Wind;
Required strength, v at shearwall; 0.131 k/ft 0.311 k/ft
Cir dimension;
1.2S in
0.000 k
0.092 k/ft 0.187 k/ft
Shearwall capacity;
0.00 RAW 1
0.00 ft -CPS 1
0.00 ftadps
P3;
0.260 k/ft
0.365 k/ft
Sill attachment at woodAoor,
0.000 k
0A00 k
Applicable?:
0.00 Radps
Yes
Fasteners used;
16d sinkers - DFL plate Ca;
1.60
Fastener capacity,
0.185 It
0000 It
Maximum fastener spacing;
12 in o/c
Number of rows;
1
0.00 R-klps
PS;
0.00 R
Androrbolts;
O000 k
Applicable?:
0.00 ft -W ,
Yes
Mudsiil;
PTDF 2 x Anchor bolts;
112' dia.
Fastener capacity,
0.814 It
Maximum anchor bolt spacing;
48 In o/c
Spacing module;
16 In,
Connectors at rim Joist to top plate
of wall below
Applicable?:
No
Fastener;
A35
Plate, DFL
FI;
0.695 k
Maximum fastener spacing;
Spacing module;
16 In
Stabil a sheanvall-
Wali D Floor D •
Roof DL;
a_Mn k<f Is_nnn kd 0-000 kef I'
Anchorage condition; Concretestemwall Anchor; SST616 Location; Comer
GZ
Left end;
Seismic,
Wind;
Tributary length
270 n-klps
wa
Seismic
Wind
Load; Description;
Start x
End x
. Wall Floor
Roof
Seismic
Wind
Ms
Mk
Mi
M
wl; Uniform loading
0.00 R
10.00 It
9.00 R 0.00 ft
0.00 R
0.054 k/ft
0.054 k/ft
2.70 R -kips
2.70 ftadps
270 Radps
2.70 Radps
w2;
0.00 R
0.00 R
0.00 R 0.00 R
0.00 ft -
0.000 k/ft
0.000 k/ft
0.00 R-Wps
0.00 ft4dps
0.00 R -W s
0.00 Radps
w3;
0.00 R
0.00 R
0.00 ft 0.00 R
0.00 R
0.000 k/ft
D.ODO Wit
0.00 ft-klps
0.00 Ra<Ips
0.00 ft-Wps
0.00 R-Wps
w4;
0.00 ft
0.00 R
Tie force from above;
O000 k/ft
0.000 k/ft
0.00 R -tips
0.00 ftadps
0.00 ftadps- 0.00 ft4dps
w5•
0.00 ft
0.00 R
0.584 It
1.481 k
0.000 WR
0.000 k/ft
0.00 ft-klps
0.00 ftAlps
0.00 ft4dPs
0.00 ftadps
PI;
0.00 ft
5/8" Anchor dia.
selected;
5/8"
0.000 k
0.000 It
0.00 ft -
0.00 Radps
0.00 Radps
0.00 Radps
P2' 1
0.00 R
-
Cir dimension;
1.2S in
0.000 k
I 0=0 It
1 0.00 ft -Ups 1
0.00 RAW 1
0.00 ft -CPS 1
0.00 ftadps
P3;
0.00 ft
0.000 k
0A00 k
0.00 ft -UP,
0.00 Radps
0.00 ft -Ups -1
0.00 Radps
P4'
0.00 R
-
0000 It
4000k
0.00 ft-lus
0.00 Rad
0.00 R
0.00 R-klps
PS;
0.00 R
O000 k
OAW k
0.00 ft -W ,
0.00 ft4dps
0.0oft4dw
0.00 Radps
Anchorage condition; Concretestemwall Anchor; SST616 Location; Comer
GZ
Left end;
Seismic,
Wind;
270 n-klps
270 R•Wps
270 ft -kips 2.70 ft -kips
Stability summary;
Seismic;
SF;
Wind; SF;
Design tie force;
0.584 It
1.481 It
Holdown; HDU2-5D52.5 End stud;
OTM;
8.26 ft -kips
-
16.80 ft -kips -
Anchor dia. req'd;
5/8" Anchor dia.
selected; 5/8"
"
Calculate moment arm for overturning calculations;
DLRM - force acting from left
2.70 ft -kips
0.33
2.70 ft -kips 0.16
Left:
Holdown Is required.
Cir dimension;
1.25 In
DLRM - force acting from right;
2.70 ft -kips
0.33
2.70 ft -kips 0.16
Right:
Holdown Is required.
Noldownr,
Concrete stemwall
Anchor;
SM16
Location;
Midwall
left end;
Seismic,
Wind;
Tie force from above;
0.000 It
0.000 k
Design tie force;
0.584 It
1.481 k
Holdown; HDU2-5D52.5 End stud,
2.2x
Capacity, 3.075 k OK
Anchor capacity;
2.550 k
3.610 k
Anchor dia. req'd;
5/8" Anchor dia.
selected;
5/8"
Calculate moment arm for overturning calculations;
End stud thickness;
3.00 In
Wall length;
120.00 In
'
Cir dimension;
1.2S in
Effective lemtth: .
114.25 in
s 9.521 R
Anchorage condition; Concretestemwall Anchor; SST616 Location; Comer
GZ
Left end;
Seismic,
Wind;
0.000 k
0.000 It
Design tie force;
0.584 It
1.481 It
Holdown; HDU2-5D52.5 End stud;
2-2x Capacity; 3.075 k OK
Anchor capacity;
2.550 k
3.610 k
Anchor dia. req'd;
5/8" Anchor dia.
selected; 5/8"
"
Calculate moment arm for overturning calculations;
End stud thickness;
3.00 in
Wall length;
120.00 In
Cir dimension;
1.25 In
Effective length;
114.251n 0 9.521 R
Additional setback;
1.501n
Anchorage condition;
Concrete stemwall
Anchor;
SM16
Location;
Midwall
1
1
1
1
1
1
1
1
1
1
1
1
1
1
F X13
Description; W-2
Shearwall summary
Job No: 17-015
Tributary length
Designer: FMG
Length of panel, b,;
Desi 2016 COC. 201S NDS
Checker: FMG
Notes: Lambert residence
0.82 OK `
Date: ' 3/14/2017
Description; W-2
Lambert residence - Level: l - Grid: 3
Tributary length
wa
Length of panel, b,;
11.00 R Height of panel, h;
9.00 R
h/b,;
0.82 OK `
Aspect Ratio Factor;
1.000 (2•b,/h -4.3.3.4.1 Exception 1)
Seismic
Wind
M
M
Side 1;
Mr
wl; Uniform loading
Seismic; Wind;
G,;
Penet. h/b, Omit;
Shearwall; SW -1
3/8" WSP - Sheathing with 8d nails at 6',12' o/c
0.520 k/ft 0.730 k/ft
17
1.3751n 3.500
Side 2;
3.27 ft-ldps
w2;
Seismic; Wind,
G,;
Penet. ' h/b, limit,
Shearwall; N/A
None
0.000 k/ft
0.000 WR 0.000 WR
0
0.000 in 3.500
Nominal shear capacity (Aspect ratio factor applied);
w3;
0.520 k/ft 0.730 WR
17
0.00 R 0.00 R
ASD shear capacity;
0 = 2.00 (4.3.3)
0.000 k/ft
0.260 k/ft 0.365 k/ft
0.00 ft4dps
0.00 ft -kips
Forces tosheorwall;
Seismic;. Wind;
Seismic; Wind;
-
.
seismic; Wind;
Total design force at grid;
2.752 k 6.533 It Load factors;
0.700 0.600
Factored design force at grid; .
1.926 k 3.920 k
Available length of shearwall;
21.00 ft
0.00 ft
0.00 R
Midwall
Nominal;
Seismic; Wind;
O.DO ft -ups
0.00 ft-Mps
ASD;
Seismic; Wind;
Required strength, v at shearwall;
0.131 k/ft 0.311 k/ft
0.000 k
0.092 k/ft 0.187 k/ft
Shearwall capacity;
0.00 ft -kips
0.00 ft -kips
0.00 R -kips
0.00 ft -kips
0.260 k/ft 0.365 k/ft
Sill attachment at woodAow;
1.446 k
I
2-2x
Applicable?:
Yes
Fasteners used;
16d sinkers - DFL plate Cp;
1.60
Fastener capacity;
0.185 k
0.00 ft
Maximum fastener spacing;
121n o/c
Number of rows;
1
0.000 k
0.00 ft4dps
Anchorbo8s;
0.00 ft-Mps
0.00 ft-Mps
P4;
Applicable?:
Yes
Mudsill;
PfDF 2 x Anchor bolts;
1@" dia.
Fastener capacity;
0.814 k
0.00 ft4dps
Maximum anchor bolt spacing;
481n o/c
Spacing module;
161n
-
Connectors at rim joist to top plate of wall below
0.000 It
0.000 It
Applicable?:
No
Fastener;
A3S
Mate; DFL
Fl;
0.695 k
Maximum fastener spacing;
-
Spacing module,
161n
Stability o shearwall•
Wali OL.• I floor OL
Roof D
'
e_ete ksf e.eee ksf a -00e its/
i.ir n-dps i.zr rt -ops a.zr n-rops ial n -MPs
Stobilitysummory,• Seismic; SF; Wind; SF;
OTM; 9.08 ft -kips - 18A8 ft -kips -
DLRM - force acting from left;' 3.27 ft -kips 0.36 3.27 ft -kips 0.18 • ' Left: Holdown Is required.
DLRM - force acting from right; 3.27 ft-kim 0.36 3.27 ft -kips 0.18 Right: Holdown Is reauired.
Holdown,
Tributary length
wa
Seismic
Wind
Load; Description;
Startx
End
Wall Floor
Roof
Seismic
Wind
M
M
M,
Mr
wl; Uniform loading
0.00 ft
12.00ft
9.00 ft 0.00 R
0.00 ft
0.054 k/ft
0.050 Vit
3.27 ft4dps
3.27 ft -ups
3.27 ft -kips
3.27 ft-ldps
w2;
0.00 ft
0.00 R
0.00 ft 0.00 R
0.00 R
0.000 k/ft
0.000 k/ft
0.00 RddPs
0.00 ft -MPs
0.00 ft4dP3
0.00 ft-klps
w3;
0.00 ft
0.00 R
0.00 R 0.00 R
0.00 ft
0.000 k/ft
0.000 k/ft
0.00 ft4dps
0.00 ft4dps
0.00 ft -kips
0.00 ft -MPs
w4•
0.00 ft
0.00 ft
.
LSO In
0.000 Wit
0.000 k/ft
0.00 ft -kips
0.00 ft4dps
0.00 84d
0.00 ft -kips
W5;
0.00 ft
0.00 R
Midwall
0.000 k/ft
0.000 k/ft
O.DO ft -ups
0.00 ft-Mps
1 0.00 ft -ups
0.00 R#Ips
PI;
0.00 R
0.000 k
0.000 It
0.000 It
0.00 ft -kips
0.00 ft -kips
0.00 R -kips
0.00 ft -kips
P2; I
1 0.00 R
1.446 k
I
2-2x
0.000 It
0.000 k
0.00 ft -Ups
0.00 ft -kips
0.00 ft -kips
0.00 ft4dps
P3;
0.00 ft
Calculate moment arm for overturning calculations;
End stud thickness;
0.000 k
0.000 k
0.00 ft4dps
0.00 ft -MPs
0.00 ft-Mps
0.00 ft-Mps
P4;
Cir dimension;
1.25 in
Effective length;
126.25 In
0.000 k
0.000 k
0.00 It
0.00 ft4dps
0.00 ft -kips
0.00 ft Mps
P5;
0.00 R
-
Anchorage condition;
0.000 It
0.000 It
0.00 ft-Mps
0.00 ft4dps
0.00 ft -kips
0.00 ft -kips
i.ir n-dps i.zr rt -ops a.zr n-rops ial n -MPs
Stobilitysummory,• Seismic; SF; Wind; SF;
OTM; 9.08 ft -kips - 18A8 ft -kips -
DLRM - force acting from left;' 3.27 ft -kips 0.36 3.27 ft -kips 0.18 • ' Left: Holdown Is required.
DLRM - force acting from right; 3.27 ft-kim 0.36 3.27 ft -kips 0.18 Right: Holdown Is reauired.
Holdown,
Left end;
Seismic;
Wind;
Tie force from above;
0.000 It
0.000 It
Design tie force;
0.553 It
1.446 It
Holdown; HDU2-5D52.5 End stud,
2-2x
Capacity;
3.075 It OK
Anchor capacity;
2.550 It
3.610 It
Anchor dia. req'd;
5/8" Anchor dia. selected;
S/8"
Calculate moment aim for overturning cofculotions;
End stud thickness;
3.00 In.
Wall length;
132.00 In
Clr dimension;
1.25 in
Effective length;
126.25 in
r
30.S21 R
Additional setback;
LSO In
Anchorage condition;
Concrete stemwall
Anchor,
SSTB16
Location;
Midwall
left end,•
Seismic;
Wind;
0.000 k
0.000 It
Design tieforce;
O.SS3 It
1.446 k
Holdown; HDU2-5D52.5 End stud;
2-2x
Capacity,
3.075 k OK
Anchor capacity;
2.550 It
3.610 k
Anchor dia. req'd;
5/8" Anchor dia. selected;
5/8"
Calculate moment arm for overturning calculations;
End stud thickness;
3.00 In
Wall length;
132.00 In
Cir dimension;
1.25 in
Effective length;
126.25 In
s
10.521 R
Additional setback;
1.501n
Anchorage condition;
Concrete stemwall
Anchor;
SSTS16
Location;
Comer ,
t
• Page 1 of 1
Wall Line Analysis
Job No: 17-01S
IProject;
Summary ofshearwaY line
Designer: FMG
Level; 1
Design in accordance with 2016 CBC; 2015 NDS -
Checker: FMG
Lambert residence
Wall framing species;
Date: 3/14/2017
Description;
Level; 1
Grid; 4
Wall framing species;
DFL
Specific gravity, G;
0.50
Specific gravity adjustment factor; 0.930
Top plate species;
HF
Specific gravity, G;
0.43
j
Wall framing spacing;
16" a/c or less
WSP orientation;
Vertical
' Seismic design category;
D
Load combinations;
Seismic, 0.6D+0.7E
CD; 1.60
Wind; 0.6D+0.6W
Connection -diaphragm to top
plate;
Seismic;
Wind;
Applicable?: Yes
Length of attachment;
25.50 ft
0.528 k
1.219 k
v design; 0.048 k/ft Plate: HF
Use either fastener, as occuring
y
Spacing; v cap;
Fastener 1;
RBC -Case 1- Typical
Fi; 0.385 k
48 in a/c 0.096 k/ft
' Fastener 2;
A35
Fl; 0.600 k
48 In a/c • 0.150 k/ft
v cap; 0.096 k/ft OK
Summary of shearwalls,
ID; Number,
Effective length;
1 W-1 1
25.50 ft
2 — 1
0.00 ft
3 — 1
0.00 ft
-�
4 _ 1
0.00 ft
5— 1
0.00 ft
6— 1
0.00 ft
7— 1
0.00 ft
'
8— 1
0.00 ft
9— 1
0.00 ft
10— 1
0.00 ft
'
11 — 1
0.00 ft
12— 1
0.00 ft
25.50 ft
S
' -
Page 1 of 1
y
Segment;
Une Geometry
lob No: 17-015
E;
Input loads and calculate collector forces
lProject;
Designer: FMG
Lambert
Desian in accordance with 1016 CBC 2025 NDS
Checker: FMG
Lambert residence
E,
Date: 3 14/2017
Segment;
w/o? Wall
Opng Mark with Y if applicable
E;
W; Ignore? Strap
Description;
Lambert
residence - Level: 1- Grid: 4
0.00 ft x
0.000 k
E,
W;
0.00 ft
0.00 ft
Maximum collector force;
0.000 k
0.000 k
Design top plate. for collector forces CD;• 1.60
Top plate splice hardware;
16d sinkers - HF plates
`
Vuo; 0.138 k fastener ;
' Number of fasteners required;
8
16d sinkers - HF plates
0.00 ft
Input lateral forces
F V3;
V2; V3;
V4;
Load factors;
0.00 ft
Seismic, E;
0.754 k
0.000 k 0.000 It
1 0.000 k
0.700
0.00 ft
Wind, W;
2.031 k
0.000 k 0.000 k
10.000 k
0.600
0.00 ft
Modfred for load combinations;
0.000 k
0.000 k
0.000 k
0.00 ft
Seismic;
0.528 k
0.000 k 0.000 k
0.000 k
0.000 k
Wind;
1.219 k
0.000 k 0.000 k
0.000 k
0.000 k
'
Unt-k;
0.021 k
0.000 k 0.000 k
0.000 k
..
U.&d;
0.048 k
0.000 k 0.000 k
0.000 k
Collector force;.
Segment;
w/o? Wall
Opng Mark with Y if applicable
E;
W; Ignore? Strap
Capacity;
25.50 ft
w 25.50 ft
0.00 ft x
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k -
0.000 k
0.00 It
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 It
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 It
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k -
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k -
0.000 k
0.00 ft
0.00 ft .
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k -
0.000 k
0.00 It
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
0.00 ft
0.00 ft
0.00 ft
0.000 k
0.000 k -
0.000 k
0.00 It
0.00 ft
0.00 ft
0.000 k
0.000 k
0.000 k
' Page 1 oft ,
L
Description; W-1
Shearwall summary
Job No: 17-015
35.1111 -kips 35.11 ft -kips 35.11 ft -kips 35.11 ft -kips
Designer: " FMG
Seismic; SF;
COC. .7015 NDS
Checker: FMG
Notes: Lambert residence
h/b,7
Date: 3/14/2017
Description; W-1
Lambert residence - Level: I- Grid: 4
35.1111 -kips 35.11 ft -kips 35.11 ft -kips 35.11 ft -kips
Stability summary;
Seismic; SF;
Length of panel, b,;
25.50 ft Height of panel, h;
10.00 R
h/b,7
0.39 • OK
OTM;
Aspect Ratio Factor;
1.000 (2•b,/h-4.3.3.4.2Exceptfon1)
OLRM - force acting from left;
Side 1;
35.11 ft -kips 2.88
Left:
Seismic; Wind;
G,;
Penet.
h/b, limit;
Shearwall; SW -1
3/8' WSP - Sheathing with 8d nalls at 6",12'
o/c
0.520 k/ft 0.730 k/ft
17
1.375 in
3.500
Side A;
Seismic; Wind;
G,;
Penet.
h/b,limit;
Shearwall; N/A
None
0.000 k/ft 0.000 k/ft
0
0.000 in
3.500
Nominal shear capacity (Aspect ratio factor applied);
0.000 It
0.520 k/ft 0.730 k/ft
17
ASD shear capacity;
C3 = 2.00 (4.3.3)
-0.913 k
0.260 k/ft 0.365 k/ft
End stud;
2-2x
Capacity; 0.000 k OK
Forces toshearwall;
Seismic; Wind;
Seismic; Wind;
Anchor dia. req'd;
- Anchor dia.
Seismic;
Wind,
Total design force at grid;
0.754 It 2.031 k Load factors;
0.700 0.600
Factored design force at grid;
0.528 k
1.219 k
Available length of.shearwall;
25.50 It
Cr dimension;
0.00 in
Effective length;
301.50 In
o 25.125 ft
-Nominal;
Seismic; Wind;
Additional setback;
1.501n
ASD;
Seismic,
Wind;
Requlred strength, v at shearwall;
0.030 k/ft 0.080 k/ft
None
Location;
Mldwell
0.021 k/ft 0.048 k/ft
Shearwall capacity;
Seismic;
Wind;
0.260 k/ft
0.365 k/ft
Sill attachment at woodRoor,
0.000 k
0.000 k
Appllcable7:
No
Fasteners used;
16d sinkers - DFL plate co;
1.60
Fastener capacity,,
0.185 It
2-2x
Capacity, 0.000 It OK
Maximum fastener spacing;
0.000 k
Number of rows;
.1
- Anchor dia.
selected;
N/A
Anchor WAIF;
End stud thickness;
3.00 in
Wall length;
Appllcable7:
Yes
Mudsill;
PfDF 2 x Anchor bolts; 11/2'
dia.
Fastener capacity,
0.814 It
a 25.125 ft
Maximum anchor bolt spacing;
721n o/c
Spacing module,
161n
Anchorage condition;
Connectors at din joist to top plate at wall below
None
Location;
Applicable7:
No
Fastener;
A3S
Plate; DFL
Fl;
0.695 It
Maximum fastener spacing;
Spacing module;
161n
Seismic I Wind
I Wad. I Description; I Start x I End x I Wall I Floor I Roof I Seismic I Wind I M. I Me I M. I Me I
0.00 ft
i
Page 1 of 1 '
35.1111 -kips 35.11 ft -kips 35.11 ft -kips 35.11 ft -kips
Stability summary;
Seismic; SF;
Wind; SF;
OTM;
5.28 ft -kips -
12.19 ft -kips -
OLRM - force acting from left;
35.11 ft -kips 6.65
35.11 ft -kips 2.88
Left:
No holdown required.
DLRM - force acting from right;
35.11 ft -kips 6.6S
35.11 ft -kips 2.88
Right:
No holdown required.
.Holdown
Left end;
Seismic;
Wind;
"
Tle force from above;
0.000 k
0.000 It
Design tie force;
-1.187 k
-0.913 k
Holdown; N/A
End stud;
2-2x
Capacity; 0.000 k OK
Anchor capacity;
0.000 It
0.000 k
Anchor dia. req'd;
- Anchor dia.
selected;
N/A
Calculate moment arm for overturning calculations;
End stud thickness;
3.00 in
Wall length;
306.00 in
Cr dimension;
0.00 in
Effective length;
301.50 In
o 25.125 ft
Additional setback;
1.501n
Anchorage condition;
Concretestemwall -Two pour Anchor;
None
Location;
Mldwell
Left end;
Seismic;
Wind;
0.000 k
0.000 k
Design tie force;
-1.187 k
-0313 k.
Holdown; N/A
End stud,
2-2x
Capacity, 0.000 It OK
Anchor capacity;
0.000 k
0.000 k
Anchor dia. req'd;
- Anchor dia.
selected;
N/A
Calculate moment arm for overturning calculations;
End stud thickness;
3.00 in
Wall length;
306.00 in
Clr dimension;
0.00 In
Effective length;
301.50 In
a 25.125 ft
Additional setback;
1.S0 In
Anchorage condition;
Concrete stemwa0-Two pour Anchor;
None
Location;
Midwall
i
Page 1 of 1 '
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