0212-066 (SFD) (STRUCTURAL & TRUSS CALCS)®rt"SOF
Y. -
Earth Systems
Southwest
August 17, 2005
Mr. Greg Skjonsby
2551 Vista Drive
Newport Beach, California 92663
Project: Proposed Single -Family Residence
Lot 41; Talking Rock Turn
The Traditions
La Quinta, California
Subject: Geotechnical Engineering Report .
Dear Mr. Skjonsby:
79-81113 Country Club Drive .
Indio, CA 92203
(760)345-1588
(800)924-7015
FAX (760) 345-7315
File No.: 10248-01
05-08-762
We take pleasure in presenting this geotechnical engineering report prepared for the proposed
single-family residence to be located at Lot 41, Talking Rock Turn, within The Traditions, in the
City of La Quinta, California.
This report presents our findings and recommendations for site grading and foundation design,
incorporating the information provided to our office. The site is suitable for the proposed
development, provided the recommendations in this report are followed in design and
construction. The site is subject to strong ground motion from ' the San Andreas fault. This
report should stand as a whole and no part of the report should be excerpted or used to the
exclusion of any other part.
This report completes our scope. of services in accordance with our agreement, dated July 7,
2005. Other services that may be required, such as plan review and grading observation, are
additional services and will be billed according to our Fee Schedule in effect at the time services
are provided. Unless requested in writing, the client is responsible for distributing this report to
the appropriate governing agency or other members of the design team.
We appreciate the opportunity to provide our professional services. Please contact our office if
there are any questions or comments concerning this report or its recommendations.
Respectfully submitted,
EARTH SYSTEMS SOUTHWEST
Hongbin Huo, Ph.D.
Project Engineer
SER/hh/sls/reh
Distribution: 6/Mr. Greg Skjonsby
1/RC File
2BD File
Reviewed by,
Shelton L. Stringer
GE 2266 !`;F�`ES,SS
i, s
No. 2266 y 7 j
V ''�
Exp. 6 su-
a
i
TABLE OF CONTENTS
Page
EXECUTIVE SUMMARY ••
Section1 INTRODUCTION...........................................................................................1
1.1 Project Description .................................................. :......................................... 1
1.2 Site Description
1.3 Purpose and Scope of Work..............................................................................2
Section 2 METHODS OF INVESTIGATION....; ........................................................... 3 .
2.1 Field Exploration.....................:.....................:...................................................3
2.2. Laboratory Testing.............................................................................................3
Section3 DISCUSSION....................................................................................................4.
3.1 Soil Conditions....................:.............................................................................4
3.2 Groundwater ...........:.....:. 4
.........................................................................
3.3 Geologic Setting................................................................................................4
3.4 Geologic Hazards...............................................................................................5 ..
3.4.1 Seismic Hazards ........:........................ 5
.............................................
3.4.2 Secondary Hazards................................................................................6
3.4.3 Site Acceleration and Seismic Coefficients...........................................7
Section4 CONCLUSIONS..............................................................................................9
Section 5 RECOMMENDATIONS..............................................................................10
SITE DEVELOPMENT AND GRADING.................................................................10
5.1 Site Development — Grading............................................................................10
5.2 Excavations and Utility Trenches.................................................................... l l
5.3 Slope Stability of Graded Slopes.....:...............................................................11
STRUCTURES............................................................................................................11
5.4 Foundations.....................................................................................................12
5.5 Slabs-on-Grade................................................................................................13
5.6 Retaining Walls...............................................................................................14
5.7 Mitigation of Soil Corrosivity on Concrete.....................................................15
5.8 Seismic Design Criteria......................................................................:............15
Section 6 LIMITATIONS AND ADDITIONAL SERVICES....................................17
6.1 Uniformity of Conditions and Limitations...............................................:......17
6.2 Additional Services..........................................................................................18
REFERENCES..........................................................................................................19
APPENDIX A
Figure 1 — Site Location Map
Figure 2 — Boring Location Map
Table 1 — Fault Parameters
Terms and Symbols used on Boring Logs
Soil Classification System
Logs of Borings
APPENDIX B
Laboratory Test Results
EARTH SYSTEMS SOUTHWEST
EXECUTIVE SUMMARY
Earth Systems Southwest has prepared this executive summary solely to provide a general
overview of the report.. The report itself should be relied upon .for information about the
findings, conclusions,.recommendations, and other concerns.
The site is located" at Lot 41, Talking Rock Turn, within The Traditions, in the City of La Quinta,
California. The proposed_ development will consist of a single-family residence. We understand
that- the proposed structure will be of wood -frame and stucco construction supported with
perimeter wall foundations and concrete slabs -ori -grade.
The proposed project maybe constructed as planned, provided that the recommendations in this
report are incorporated in the final design and construction. Site 'development will include
clearing and grubbing of vegetation, precise site grading for building pad preparation,
underground utility installation, and concrete driveway and sidewalks placement.
We' consider the most significant geologic hazard to the project to be the potential for severe
seismic shaking that is -likely to occur during the design life of the proposed structures. The
project site is located in the highly seismic Southern .California region within the influence of
several fault systems that are considered to be active or potentially active. The site is located in
Seismic Zone 4 of the 2001 California Building. Code (CBC). Structures should be designed in
accordance with. the values and parameters given_ within the CBC. The seismic design
parameters are presented in the following'table and within the report.
SUMMARY OF RECOMMENDATIONS
Eak'«;vl''�' �,^` - , v:?ti Y'T3:fi`�i,;egjfy. 'agwe> Gu>x• i ss..:.:s--
l z . l r �.�,.f,,,2-".• �'ut".Mc ?i ti ..,rr'%!5 •.dv.^«.v-tiyr3•,'a :•;i"r�:�"„'
Desrgn�;ltemry ,.,, t,�„ R�ommenddarainete�� �• Ieferencereco�nlV ods..:
j y.�.P J •� I�,tl;>f`?. ri�q• dr.� •',,^*.0 .,..•, � �. ice.:. >K^ r._. afi' :�c �•y ysG �x y, x'"•i�-V, ?�
ft!��. �j____j�t-0•••• 4�',3[ ���5•^M�I•#' d " kT. C�1�� 1'Yb �YyY1 rsr RR �. .#; I ��,.,i!° �: 'Yi�1�.14� �i�'Y�.iljtd . }d&' L, r•tK }.hx,- '. �+.�:F:^�N Y
h
�
. 4::.•..) - ti ..���." r tal . i! f•rnhn�Y..w.'-�;.. �,_a:�.:v�ys
Foundations
Allowable Bearing Pressure
Continuous wall footings
Pad (Column) footings
1,500 psf, ,
2,000 psf
5.4
Foundation Type
Spread Footing
5.4
Bearing Materials
En ineered fill
Allowable Passive Pressure
250 pcf
5.4
Active Pressure
,35 pcf
5.6
At -rest Pressure
55 pcf
5.6
Allowable Coefficient of Friction
0.35
5.4
Soil Expansion Potential
Very low EI<20
3.1 '
Geologic and Seismic Hazards
Liquefaction Potential
Negligible'
3.4.2
Significant Fault and Magnitude'
San Andreas, M7.7
3.4.3; 5.8
Fault Type
A
3.4.3; 5.8
Seismic Zone
4
3.4.3; 5.8
Soil Profile Type
SD
3.4.3; 5.8
Near Source Distance
12.8 km
3.4.3; 5.8
Near Source Factor; NA
1.00
3.4.3; 5.8
Near Source Factor, Nv
.1.09
3.4.3; 5.8
Slabs-
Building -Floor Slabs
On en ineered.fill
5.5
Modulus of Sub rade Reaction
200 pci
5.5
.Existing Site Conditions
Existin Fill
N/A
Soil Corrosivity
low sulfates
low chlorides
5.7
Groundwater Depth
Present 2170 feet
3.2
Estimated Fill and Cut
1 foot - fills and cuts
1.1
The recommendations contained within this report are subject to the limitations presented in
Section 6 of this report. We recommend that all individuals using this report read the limitations.
EARTH SYSTEMS SOUTHWEST
n }'
August 17, 2005 1 File No.: 10248-01
05-08-762
GEOTECHNICAL ENGINEERING REPORT -
PROPOSED SINGLE-FAMILY RESIDENCE'
LOT.41; TALKING ROCK TURN
THE TRADITIONS
LA QUINTA, CALIFORNIA
Section 1
INTRODUCTION
1.1 Project Description ,
This geotechnical engineering report has been prepared for the proposed'single-family residence
to be located at Lot' 41, Talking Rock Turn, within The Traditions, in the City of La Quinta,
California.
The proposed single-family residence will be a single- or multi -story structure. We understand
that the proposed structure will be of wood -frame and stucco construction and will be'supported
by conventional shallow continuous or pad footings.
Site development will include clearing and grubbing of ,vegetation, precise site grading for'
building pad preparation, underground utility installation, and concrete driveway and sidewalks
-placement. Based on existing site topography and ground conditions, precise site grading is
expected to consist of fills and cuts of about 1 foot (excluding over -excavation, pool excavation,
utility trenches, or possible basement).
We used maximum column loads of 30 kips and a maximum wall loading of 2 kips per linear
foot as a basis for the foundation recommendations. All loading is assumed to be dead plus
actual live load. If actual structural loading exceeds these assumed values, we would need to
reevaluate the given recommendations.
1.2 Site Description
The proposed single-family residence is to be.constructed at Lot 41, Talking Rock Turn, within
The Traditions, in the City of La Quinta, California. The site location is shown on Figure 1 in
Appendix A.
The project site is presently ,vacant of structures. The history of past use and development of the
property was not investigated as part of our scope of services, although it is known to be a past
date or citrus grove. The site was previously graded as part of the overall mass grading of the
subdivision. No evidence of past development was ' observed on the site during •our
reconnaissance. Nonetheless, some previous development of the site is possible. Buried
remnants of the past grove or structures may exist on the site.
There are underground utilities near and within the building area. These utility lines include, but
are not limited to, domestic water, electric, sewer, telephone, cable, and irrigation lines.
4
EARTH SYSTEMS SOUTHWEST
August 17, 2005 2 File No.: 10248-01
05-08-762
1.3. Purpose and Scope of Work
The purpose for our services was to evaluate the site soil conditions and to provide professional
opinions and recommendations regarding the proposed development of the site. The scope of
work included the following:
➢ A general reconnaissance of the site. - -
➢ Shallow subsurface exploration by drilling three exploratory borings to depths ranging
from 16.5 to 21.5 feet below existing grade.
➢ Laboratory testing of selected soil samples obtained from the exploratory borings.. .
➢ A review of selected published technical literature pertaining to the site.
➢ An engineering analysis and evaluation of the acquired data from the exploration and
testing programs.
➢ A summary of our findings and recommendations in this written report.
This report contains the following:
➢ Discussions on subsurface soil.and groundwater conditions.
➢ Discussions on regional and local geologic conditions.
➢ Discussions on geologic and seismic hazards.
➢ Graphic and tabulated results of laboratory tests and field studies.
➢ Recommendations regarding:
• Site development and grading criteria.
• Excavation conditions and buried utility installations.
• Structure foundation type and design.
• Allowable foundation bearing capacity and expected total and differential settlements.
•Concrete slabs -on -grade.
• Lateral earth pressures and coefficients.
• Mitigation of the potential corrosivity of site soils to concrete and .steel reinforcement.
• Seismic design parameters.
Not Contained in This Report: `Although available through Earth Systems Southwest, the current
scope of our services does not include:
➢ A corrosive study to determine cathodic protection of concrete or buried pipes.
➢ An environmental assessment.
➢ An investigation for the presence or absence of wetlands, hazardous or toxic materials in
the soil, surface water, groundwater, or air on, below, or adjacent to the subject property.
The client did not direct ESSW to provide any service to investigate or detect the presence of
moisture, mold, or other biological contaminates in or around any structure, or any service that
was designed or intended to prevent or lower the risk or the occurrence of the amplification of
the same. Client acknowledges that mold is ubiquitous to the environment, with mold
amplification occurring when building materials are impacted by moisture. Client further
acknowledges that site conditions are outside of ESSW's control and that mold amplification will
likely occur or continue to occur in the presence of moisture. As such, ESSW cannot and shall
not be hel&responsible for the. occurrence or recurrence of mold amplification.
EARTH SYSTEMS SOUTHWEST
August 17, 2005 3 File No.: 10248-01
05-08-762
Section 2
METHODS OF INVESTIGATION
2.1 Field Exploration
.Three exploratory borings were drilled to depths ranging from 16.5 to 21.5 feet below the
existing ground surface to observe the soil profile and to obtain samples for laboratory testing.
The borings were drilled on July 21, 2005 using 8 -inch outside diameter hollow -stem augers,
powered by a CME 55 truck -mounted drilling rig. The boring locations are shown on the boring
location map, Figure 2, in Appendix A. The locations shown are approximate, established by
pacing and sighting from existing topographic features.
Samples were obtained within the test borings using a Standard Penetration (SPT) sampler
(ASTM D 1586) and a Modified California (MC) ring sampler (ASTM D 3550 with shoe similar
to ASTM D 1586). *The SPT sampler has a 2 -inch `outside diameter and a 1.38 -inch inside
diameter. The MC sampler has a 3 -inch outside diameter and a 2.37 -inch inside diameter. The,
samples were obtained by driving the sampler with a 140 -pound automatic hammer, dropping
30 inches in general accordance with ASTM D 1586. Recovered soil samples were sealed in
containers and returned to -the laboratory. Bulk samples were also obtained from auger cuttings,
representing a mixture of soils encountered at the depths noted.
The final logs of the borings represent our interpretation of the contents of the field logs and the
results of laboratory testing performed on the samples obtained during the subsurface'
exploration. The final logs are included in Appendix A of this report. The stratification lines
represent the approximate boundaries between soil types, although the transitions may be
gradational.
2.2 Laboratory Testing
Samples were reviewed along with field logs to select -those that would be analyzed further.
Those selected for laboratory testing include soils that would be exposed and used during grading
and those deemed to be within the influence of the proposed structure. Test results are presented'
in graphic and tabular form in Appendix B of this report. The tests were conducted in general'
accordance with the procedures of the American Society for Testing and Materials (ASTM) or
other standardized methods.as referenced below. Our testing program consisted of the following:
➢ In-situ Moisture Content and'Unit Dry Weight for -the ring samples. ,
➢- Maximum density tests to evaluate the moisture -density relationship of typical soils
encountered.
➢ Particle Size Analysis to classify and evaluate soil composition. The gradation
characteristics of selected -samples were made by hydrometer and sieve analysis
procedures.
➢ Consolidation (Collapse Potential) to evaluate the compressibility and hydroconsolidation
(collapse) potential of the soil.
➢ Chemical Analyses (Soluble Sulfates and Chlorides, pH, and Electrical Resistivity) to,
evaluate the potential adverse effects of the soilon concrete and steel.
EARTH SYSTEMS SOUTHWEST
. r k
August 17, 2005 F
4 File No.: 10248-01
05-08-762
Section 3
DISCUSSION ,
3.1 Soil Conditions
The field exploration indicates that site soils consist generally of medium dense to dense silty
sand with loose silty sand and silt at a depth of about 10 feet (Unified Soils Classification System
symbols of SM and ML).
The boring logs provided in Appendix A include more detailed descriptions of the soils
encountered. The soils are visually classified to be in the very low expansion (EI < 20) category'
in accordance with Table 18A -I -B of the California Building Code.
In and climatic regions, granular soils may have a potential to collapse upon wetting. Collapse
(hydroconsolidation) may occur when the soluble cements (carbonates) in the soil matrix
dissolve, causing the soil to densify from its loose configuration from deposition. Consolidation
testing indicates 0.8% collapse upon inundation and collapse is therefore considered a slight site
risk. The hydroconsolidation potential is commonly mitigated by recompaction of a zone
beneath building pads.
The site lies within a recognized blow sand hazard area. Fine particulate matter (PMIO) can
create an air quality hazard if dust is blowing. Watering the surface, planting grass or
landscaping, or placing hardscape normally mitigates this hazard.
3.2 Groundwater
Free groundwater was not encountered in the borings during exploration. The depth to
groundwater in the area is believed to be over 100 feet based on recent water well data obtained
from the Coachella Valley Water District. However, there is uncertainty in the accuracy of
short-term .water level measurements. Groundwater levels may fluctuate with precipitation,
irrigation, drainage, regional pumping from wells, and site grading. The absence of groundwater
levels detected may not represent an accurate or permanent condition. Groundwater should not
be a factor in design or construction at this site.
3.3 Geologic Setting
Regional Geology:. The site lies within the Coachella Valley, a part of the Colorado Desert
geomorphic province. A significant feature within the Colorado Desert geomorphic province is
the Salton Trough. The Salton .Trough is.a large northwest -trending structural depression that
extends approximately 180 miles from the San Gorgonio Pass to the Gulf of California. Much of
this depression in the area of the Salton Sea is below sea level.
The Coachella Valley forms the northerly part of the Salton Trough. The Coachella Valley
contains a thick sequence. of Miocene to Holocene sedimentary deposits.- Mountains surrounding
the Coachella Valley include the Little San Bernardino Mountains on the northeast, foothills of
the San Bernardino Mountains. on the northwest, and the San Jacinto and Santa Rosa Mountains
on the southwest. These mountains expose primarily Precambrian metamorphic. and Mesozoic
EARTH SYSTEMS SOUTHWEST
August 17, 2005: 5 File No.: 10248-01
05-08-762
granitic,rocks. The San Andreas fault zone within the Coachella Valley, consists of the Garnet
Hill fault, the Banning fault, and the Mission Creek fault that traverse along the northeast margin
of the valley.
Local Geology: The project site is located approximately 60 feet above mean sea level in the La
Quinta cove area of the Coachella Valley. The sediments within the valley consist of fine- to
coarse-grained sands with interbedded clays, silts, gravels, and cobbles of aeolian (wind-blown)
and alluvial (water -laid) origin. The depth, to crystalline basement rock beneath the site is
estimated to be in excess of 2,000 feet (Envicom, 1976).
3.4 Geologic Hazards
Geologic hazards that may affect the region include seismic hazards (ground shaking, surface
fault rupture, soil liquefaction, and other secondary earthquake -related hazards), slope instability,
flooding, ground subsidence; and erosion. A discussion follows on the specific hazards to this
site.
3.4.1 Seismic Hazards
Seismic Sources: Several active faults or seismic zones lie within 62 miles (100 kilometers) of
the project site as shown on Table 1 in Appendix A: The primary seismic hazard to the site is
strong ground shaking from earthquakes along the San Andreas and San Jacinto faults. The
Maximum Magnitude Earthquake (Morax) listed is from published geologic information available
for each fault (Cao et al., CGS, 2003). The M,nax' corresponds to the maximum earthquake
believed to be tectonically possible.
Surface Fault Rupture: The project site does not lie within a currently delineated State of
California, Alquist-Priolo Earthquake Fault Zone (Hart, 1997). Well -delineated fault lines cross
through this region as shown on California Geological Survey (CGS) maps (Jennings, 1994);
however, no active faults are mapped in the immediate vicinity of the site. Therefore, active fault
rupture is unlikely to occur at the project site. While�fault- rupture would most likely occur along
previously established fault traces, -future fault rupture could occur at other locations.
Historic Seismicity: Six historic seismic events (5.9 M or greater) have significantly affected the
Coachella Valley in the last 100 years. They are as follows:
• Desert Hot Springs Earthquake — On December 4, 1948, a magnitude 6.5 ML (6.OMW)
earthquake occurred east of Desert Hot Springs. This event was strongly felt in the Palm
Springs area.'
• Palm Springs Earthquake A magnitude 5.9 ML (6.2MW) earthquake occurred on July 8,
1986 in the Painted Hills, causing minor surface creep of the Banning segment of the San
Andreas fault. This event was strongly felt in the Palm Springs area and caused structural
damage, as well as injuries.
• Joshua Tree Earthquake — On April 22, 1992, a magnitude 6.1 ML (6.1Mw) earthquake .
occurred in the mountains, 9 miles east of Desert Hot Springs. Structural damage and minor
injuries occurred in the Palm Springs area as a result of this earthquake.
EARTH SYSTEMS SOUTHWEST
August 17, 2005
6 File No.: 10248-01
05-08-762
• Landers and Big Bear Earthquakes — Early on June 28, 1992, a magnitude 7.5 Ms (7.3MW)
earthquake occurred near Landers, the largest seismic event in Southern California for
40 years. Surface rupture occurred just south of the town of Yucca Valley and extended
some 43 miles toward Barstow. About three hours later, a magnitude 6.6 Ms (6.4MW)
earthquake occurred near Big Bear Lake. No significant structural damage from these
earthquakes was reported in the Palm Springs area.
• Hector Mine Earthquake - On October 16, 1999, a magnitude 7.1Mw earthquake occurred on
the Lavic Lake and Bullion Mountain faults north of Twentynine Palms. While this event
was widely felt, no significant structural damage has been reported in the Coachella Valley.
Seismic Risk: While accurate earthquake predictions are not possible, various agencies have
conducted statistical risk analyses. In 2002, the California Geological Survey (CGS) and the
United States Geological Survey (USGS) completed the latest generation of probabilistic seismic
hazard maps. We have used these maps in our evaluation of the seismic risk at the site. The
Working Group of California Earthquake Probabilities (WGCEP, 1995) estimated a 22%
conditional probability that a magnitude 7 or greater earthquake may occur between 1994 and
2024 along the Coachella segment of the San Andreas fault.
The primary seismic risk at the site is a potential earthquake along the San Andreas fault.
Geologists believe that the San Andreas fault has characteristic earthquakes that result from
rupture of each fault segment. The estimated characteristic earthquake is magnitude 7.7 for the
Southern Segment of the fault (USGS, 2002). This segment has the longest elapsed time since
rupture of any part of the San Andreas fault. The last rupture occurred about 1690 AD, -based on
dating by the USGS near Indio (WGCEP, 1995). This segment has also ruptured on about 1020,
1300, and 1450 AD, with an average recurrence interval of about 220 years. The San. Andreas
fault may rupture in multiple segments, producing a higher magnitude earthquake. Recent
paleoseismic studies suggest that the San Bernardino Mountain Segment to the north and the
Coachella Segment may have ruptured together in 1450 and 1690 AD (WGCEP, 1995).
3.4.2 Secondary Hazards
Secondary seismic hazards related to ground shaking include soil liquefaction, ground
subsidence, tsunamis, and seiches. The site is far inland, so the hazard from tsunamis is
non-existent. At the present time, no water storage reservoirs are. located in the immediate
vicinity of the site. Therefore, hazards from seiches are considered negligible at this time.
Soil Liquefaction: Liquefaction is the loss of. soil strength from sudden shock (usually
earthquake shaking), causing the soil to become a fluid mass. In general, for the effects of
liquefaction to be manifested at the surface, groundwater levels must be within 50 feet of the
ground surface and the soils within the saturated zone must also be susceptible to liquefaction.
The potential for liquefaction to occur at this site is considered negligible because the depth of
groundwater beneath the site exceeds 100 feet. No free groundwater was encountered in our
exploratory borings. In addition, the project does not lie within the designated liquefaction
hazard zone within the City of La Quinta General Plan.
Ground Subsidence: The potential for seismically induced ground subsidence is considered to be
low at the site. Dry sands tend to settle and densify when subjected to strong earthquake shaking.
EARTH SYSTEMS SOUTHWEST
.August 17, 2005 7 File No.: 10248-01
05-08-762
The amount of subsidence, is dependent on relative density of the soil, ground motion, and
earthquake duration. Uncompacted fill areas may be susceptible to seismically induced
settlement. Based on Tokimatsu and Seed methodology, we estimate that about 0.6 inch of total
ground subsidence may occur in the upper 21 feet of soils for the Design Basis Earthquake
ground motion.
Slope Instability: The site is relatively flat. Therefore, potential hazards from slope instability,
landslides, or debris flows are considered negligible.
Flooding: The project site does not. lie within a designated FEMA 100 -year flood plain. The
project site may be in an area where sheet flooding and erosion could occur. If significant
changes are proposed for the site, appropriate project design, construction, and maintenance can
minimize the site sheet flooding potential.
3.4.3 Site Acceleration and Seismic Coefficients
Site Acceleration: The potential intensity of ground motion may be estimated by the horizontal
peak ground acceleration (PGA), measured in "g" forces. Included in Table 1 are deterministic
estimates of site acceleration from possible earthquakes at nearby faults. Ground motions are
dependent primarily on the earthquake magnitude and distance to the seismogenic (rupture) zone.
Accelerations are also dependent upon attenuation by rock and soil deposits, direction of rupture,
and type of fault. For these reasons, ground motions may vary considerably in the same general
area. This variability can be expressed statistically by a standard deviation about a mean
relationship.
The PGA alone is an inconsistent scaling factor to compare to the CBC Z factor and is generally
a poor indicator of potential structural damage during an earthquake. Important factors
influencing the structural performance are the duration and frequency of strong ground motion,
local subsurface conditions, soil -structure interaction, and structural details.
The following table provides the probabilistic estimate of the PGA taken from the
2002 CGS/USGS seismic hazard maps.
Estimate of PGA from 2002 CGS/USGS
Probabilistic Seismic Hazard Mans
Risk
Equivalent Return
I Period (years)
PGA.(g)
10% exceedance in 50 years
475 '
0.49
Notes:
1. Based on a soft rock site, SB/c, and soil amplification factor of 1.0 for Soil Profile Type So.
2001 CBC Seismic Coefficients: The California Building Code (CBC) seismic design criteria
are based on a Design Basis Earthquake (DBE) that has an earthquake ground motion with a
10% probability of occurrence in 50 years. The PGA estimate given above is provided for
information on the seismic risk inherent in the CBC design. The seismic and site coefficients
EARTH SYSTEMS SOUTHWEST
August 17,•2005 g File-
` No:: 10248-01':
05-08-762
M
" given in Chapter 16 of the 2001 California Building Code are provided in Section 5:8 .of this
report and below.
2001 CBC Seismic Coefficients for Chapter, 16 Seismic Provisions '1
Reference ..�
s Seismic Zone: 4 ," Figure 16-2......._._.. ,
'Seismic Zone Factor, Z: 0.4 Table 16-I
'Soil Profile Type: SD Table 16-J
Seismic.Source Type: A s
YP Table 16-U
Closest Distance to Known Seismic Source: 12.8 km =•7.9 miles !,(San Andreas fault)
Near Source Factor,•Na: �� 1.00 Table 16-S -
Near Source Factor, -Nv: 1.09' t Table 16=T'
Seismic Coefficient, Ca: 0.44 = 0.44Na Table 16-Q
Seismic Coefficient, Cv: 0.70 = 0.64Nv Table 16-R
Seismic Hazard Zones:. The site does not lie within a liquefaction, landslide,. or fault rupture
hazard area or zone established' by the 2002 Riverside. County General Plan. , This part of,
Riverside County has not yet been mapped, by the California Seismic Hazard Mapping Act (Ca.
-PRC 269.0 to 2699):
4 ' . `
T y
a
N
EARTH SYSTEMS SOUTHWEST
August 17, 2005 9 : § File No.: 10248-01
05-08-762
Section 4
CONCLUSIONS
The following is a summary' of our conclusions and professional opinions based on the data
obtained from a review of selected technical literature and the site evaluation.
General
➢ From a geotechnical` perspective, the site is suitable for the proposed development,
provided the recommendations, in this report are followed,in the design and construction
of this project.
Geotechnical Constraints and Mitigation:
➢ The primary geologic hazard is severe ground shaking from .earthquakes originating on
nearby faults. A major. earthquake above'magnitude 7 originating on the local segment of
the San Andreas fault zone would be the critical seismic event that may affect the site
within the design life` of the proposed development. Engineered design and
earthquake -resistant construction increase safety and allow development of seismic areas.
➢ The project site is in seismic Zone 4, is of soil profile Type SD, and is about 12.8 km from
a Type A seismic. source as defined in the California Building Code. A qualified
professional should design any permanent structure constructed on the site. The minimum
seismic design should'comply,with the 2001 edition of the California Building Code.
➢ Ground subsidence from seismic events or hydroconsolidation 'is a potential hazard in the
Coachella Valley area. Adherence to the grading and structural recommendations in this
report should reduce potential settlement problems from seismic forces, heavy rainfall or
irrigation, flooding, and the weight of the intended structures.
➢ The soils are susceptible to wind and water erosion. Preventative measures to reduce
seasonal flooding and erosion should be incorporated into site grading plans. Dust
control should also be implemented during construction. Site grading should be in strict
compliance with the requirements of the South Coast Air Quality Management District
(SCAQMD).
Other geologic hazards, including fault rupture, liquefaction, seismically induced
flooding, and landslides, are considered low or negligible.on this site.
➢ The upper soils were found to'be relatively medium dense to dense silty sand and are
generally suitable in their present condition to support structures, fill, and hardscape. The;.
soils within the building and structural areas will require moisture conditioning and
possible remedial recompaction to improve bearing capacity and reduce the potential for
differential settlement from static loading.
EARTH SYSTEMS SOUTHWEST j,
August 17, 2005 10 File No.: 10248-01
05-08-762
Section 5
RECOMMENDATIONS
SITE DEVELOPMENT AND GRADING
5.1 Site Development — Grading
A representative of Earth Systems Southwest (ESSW) should observe site clearing, grading, and
the bottoms of excavations before placing fill. Local variations in soil conditions may warrant
increasing the depth of recompaction and over -excavation.
Clearing and Grubbing: At the start of site grading, existing vegetation should be removed from
the proposed building, structural, and pavement areas. The surface should be.stripped of organic
growth and removed from the construction area. Areas disturbed during clearing should be
properly backfilled and compacted as described below.
Dust control should also be implemented during construction. Site grading should be in strict
compliance .with the requirements of the South Coast Air Quality 'Management District
(SCAQMD).
Building Pad Preparation: The upper soils are medium dense to dense and are suitable in their
present condition to support foundations; however, some disturbance may occur during stripping
of the vegetation and, therefore, we recommend that 12 inches of the 'subgrade in the building
footprint plus 5 feet beyond'`be moisture conditioned and compacted to at least 90% relative
compaction in accordance with ASTM D 1557-91 test method. Footings excavations should be
tested for the possibility of isolated soft areas. If soft areas are encountered, the bottoms of the
footings should be compacted to a minimum of 90% relative compaction to a depth of at least
12 inches below the bottom of the footing. Compaction should be verified by testing. If the
construction of a basement is contemplated, we recommend over -excavation and recompaction
of the soils in the basement area. The basement area should be over -excavated to a depth. of
2 feet below the proposed bottom of the basement footings. The resulting sub -excavation should
be scarified, moisture conditioned, and compacted to a minimum of 90% relative compaction.
Auxiliary Structures Subgrade Preparation: Auxiliary structures such as garden or retaining
walls should have the foundation subgrade prepared similar to the building pad recommendations
given above. The lateral extent of the over -excavation needs to extend only 2 feet beyond the
face of the footing.
Subgrade Preparation: In areas to receive fill, pavements, or hardscape, the subgrade should be
scarified, moisture conditioned, and compacted to at least 90% relative compaction
(ASTM D 1557) for a depth of 1 foot below finished subgrades. Compaction should be verified
by testing.
Engineered Fill Soils: The native soil is suitable for use as engineered fill and utility trench
backfill, provided it is free of significant organic or deleterious matter. The native soil should be
placed in maximum 8 -inch lifts (loose) and compacted to at least 90% relative compaction
(ASTM D 1557) near its optimum moisture content. Compaction should be verified by testing.
EARTH SYSTEMS SOUTHWEST
August 17, 2005
11 File No.: 10248-01
05-08-762
Imported fill soils (if needed) should be non -expansive, granular soils meeting the
USCS classifications of SM, SP -SM, or SW -SM with a maximum rock size of 3 inches and
5 to 35% passing the No. 200 sieve. The geotechnical engineer should evaluate the import fill
soils before. hauling to the site. However, because of the potential variations within the borrow
source, import soil will not be prequalified by ESSW. The imported fill should be placed in lifts
no greater than 8 inches in loose thickness and compacted to at least 90% relative compaction
(ASTM D 1557) near optimum moisture content.
Site Drainage: Positive drainage should be maintained away from the structures (5% for 5 feet
minimum) to prevent ponding and subsequent saturation of the foundation soils. Gutters and
downspouts should be.considered as a means to convey water away from foundations if adequate
drainage isnot provided. .Drainage should be maintained for paved areas.- Water should not
pond on or near paved areas.
5.2 Excavations and Utility Trenches
Excavations should be made in accordance with CalOSHA requirements. Our site exploration
and knowledge of the general area indicates there is a potential for caving of site excavations
(utilities, footings, etc.). Excavations within sandy soil should be kept moist, but not saturated,
to reduce the potential of caving or sloughing. Where excavations over 4 feet deep are planned,
lateral bracing or appropriate cut slopes of 1.5:1 (horizontal:vertical) should be provided. No
surcharge loads from stockpiled soils or construction materials should be allowed within a
horizontal distance measured from the top of the excavation slope and equal to the depth of the
excavation.
Utility Trenches: Backfill of utilities within roads or public right-of-ways should be placed in
conformance with the requirements of the governing agency (water district, public works
department, etc.). Utility trench backfill within. private property should be placed in conformance
with the provisions of this report. In general, service lines extending inside of property may be
backfilled with native soils compacted to a minimum of 90% relative compaction. Backfill
operations should be observed and tested to monitor compliance with these recommendations.
5.3 Slope Stability of Graded Slopes
Unprotected, permanent graded slopes should not be steeper than 3:1 (horizontal: vertical) to
reduce wind and rain erosion. Protected slopes with ground cover may be as steep as 2:1.
However, maintenance with motorized equipment may not be possible at this inclination. Fill
slopes should be overfilled and trimmed back to competent material. Slope stability calculations
are not presented because of the expected minimal slope heights (less than 5 feet).
STRUCTURES
In our professional opinion, structure foundations can be supported on shallow foundations
bearing on a zone of properly prepared and compacted soils placed as recommended in
Section 5.1. The recommendations that follow are based on very low expansion category soils.
EARTH SYSTEMS SOUTHWEST
August 17, 2005 12 File No.: 10248-01
05-08-762
5.4 Foundations
Footing design of widths, depths, and reinforcing are the responsibility of the Structural
Engineer, considering the structural loading and the geotechnical parameters given in this report.
A minimum footing depth of 12 inches below lowest adjacent grade should be maintained. A
representative of ESSW should observe foundation excavations before placement of reinforcing
steel or concrete. Loose soil or construction debris should be removed from footing excavations
before placement of concrete.
Conventional Spread Foundations: Allowable soil bearing pressures are given below for
foundations bearing on recompacted soils as described in Section 5.1. Allowable bearing
pressures are net (weight of footing and soil surcharge may be neglected).
➢ Continuous wall foundations, 12 -inch minimum width and 12 inches below grade:
1500 psf for dead plus design live loads
Allowable increases of 300 psf per each foot of additional footing width and 300 psf for each
additional 0.5 foot of footing depth may be -used up to a maximum value of 3000 psf.
➢ Isolated pad foundations, 2 x 2 foot minimum in plan and 18 inches below grade:
2000 psf for dead plus design live loads
Allowable increases of 200 psf per each foot of additional footing width and 400 psf for each
additional 0.5 foot of footing depth may be used up to a maximum value of 3000 psf.
A one-third ('/3) increase in the bearing pressure may be used when calculating resistance to wind
or seismic loads. The allowable bearing values indicated are based on the anticipated maximum
loads stated in Section 1.1 of this report. If the anticipated loads exceed these values, the
geotechnical engineer must , reevaluate the allowable bearing values and the grading
requirements.
Minimum reinforcement for continuous wall footings (as specified in the California Building
Code) should be two No. 4. steel reinforcing bars, one placed near the top and one placed near the
bottom of the footing. This reinforcing is not intended to supersede any structural requirements
provided by the structural engineer.
Expected Settlement: Estimated total static settlement should be less than 1 inch, based on
footings founded on firm soils as recommended. Differential settlement between exterior and
interior bearing members should be less than '/2 inch, expressed in a post -construction angular
distortion ratio of 1:480 or less.
Frictional and Lateral Coefficients: Lateral loads may be resisted by soil friction on the base of
foundations and by passive resistance of the soils acting on foundation walls. An allowable
coefficient of friction of 0.35 of dead load may be used. An allowable passive equivalent fluid
pressure of 250 pcf may also be used. These values include a factor of safety of 1.5. Passive
resistance and frictional resistance may be used in combination if the friction coefficient is
reduced by one-third. A one-third ('/3) increase in the passive pressure may be used when
calculating resistance to wind or seismic loads. Lateral passive resistance is based on the
assumption that backfill next to foundations is properly compacted.
EARTH SYSTEMS SOUTHWEST
August 17, 2005 13 File No.: 10248-01
05-08-762
5.5 Slabs -on -Grade
Subgrade: Concrete slabs -on -grade and flatwork should be supported by compacted soil placed
in accordance with Section 5.1 of this report.
Vapor Retarder: In areas of moisture sensitive floor coverings, an appropriate vapor retarder
should be installed to reduce moisture transmission from the subgrade soil to the slab. For these
areas, an impermeable membrane (10 -mil thickness) should underlie the floor slabs. The
membrane ,should be covered with 2 inches of sand to help protect it during construction and to
aid in concrete curing. The sand should be lightly moistened just prior to placing the concrete.
Low -slump concrete should be used to help reduce the potential for concrete shrinkage. The
effectiveness of the membrane is dependent upon its quality, the method of overlapping, its
protection during construction, and the successful sealing of the membrane around utility lines.
The following minimum slab recommendations are intended to address geotechnical concerns
such as potential variations of the subgrade and are not to be construed as superseding any
structural design.
Slab Thickness and Reinforcement: Slab thickness and reinforcement of slabs -on -grade are
contingent on the recommendations of the structural engineer or architect and the expansion
index of the supporting soil. Based upon our findings, a modulus of subgrade reaction of
approximately 200 pounds per cubic inch can be used in concrete slab design for the expected
very low expansion subgrade.
Concrete slabs and flatwork should be a minimum of 4 inches thick (actual, not nominal). We
suggest that the concrete slabs be reinforced with a minimum of No. 3 rebars at 18 -inch centers,
both horizontal directions, placed at slab mid -height to resist cracking. Concrete floor slabs may
either be monolithically placed with the foundations or doweled after footing placement. The
thickness and reinforcing given are not intended' to supersede any structural requirements
provided by the structural. engineer. The project architect or geotechnical engineer should
continually observe all reinforcing steel in slabs during placement of concrete to check for proper
location within the slab.
Control Joints: Control joints should .be provided in all concrete slabs -on -grade at a maximum
spacing of 36 times the slab thickness (12 feet maximum on -center, each way) as recommended
by. American Concrete Institute (ACI) guidelines. All joints should form approximately square
patterns to reduce the potential for randomly oriented contraction cracks. Contraction joints in
the slabs should be tooled at the time of the pour or saw cut ('/4 of slab depth) within 8 hours of
concrete placement. Construction, (cold) joints should consist of thickened butt joints with
'/z -inch dowels at 18 -inches on center or a thickened keyed joint to resist vertical deflection at the
joint. All construction joints in exterior flatwork should be sealed to reduce the potential of
moisture or foreign material intrusion. These procedures will reduce the potential for randomly
oriented cracks, but may not prevent them from occurring.
Curing and Quality Control: The contractor should take precautions to reduce the potential of
curling of slabs in this and desert region using proper batching, placement, and curing methods.
Curing is highly affected by temperature, wind, and humidity. Quality control procedures may be
EARTH SYSTEMS SOUTHWEST
August 17; 2005 14 File No.: 10248-01
05-08-762
used, including trial batch mix designs, batch plant inspection, and on-site special inspection and
testing. Typically, for this type of construction and using 2500 -psi concrete, many of these
quality control procedures are not required.
5.6 Retaining Walls
The following table presents lateral earth pressures for use in retaining wall design. The values
are given as equivalent fluid pressures without surcharge loads or hydrostatic pressure.
Lateral Pressures and Sliding Resistance
Granular Backfill
Passive Pressure
375 pcf - level ground
Active Pressure (cantilever walls)
Use when wall is permitted to rotate 0.1 % of wall height
35 pcf - level ground
At -Rest Pressure restrained walls
55 pcf - level ground
Dynamic Lateral Earth Pressure z
Acting at 016H,
50 pcf .
where H is height of backfill in feet
Base Lateral Sliding Resistance
Dead load x Coefficient of Friction:
0.50
Notes:
1. These values are ultimate values. A factor of safety of 1.5 should be used in stability analysis,
except for dynamic earth pressure, where a factor of safety of 1.2 is acceptable.
2. Dynamic pressures are based on the Mononobe=0kabe 1929 method, additive to active earth
pressure. Walls retaining less than 6 feet of soil and not supporting inhabitable structures need not
consider this increased pressure (reference: CBC Section 1630A.1.F.5).
Upward sloping backfill or surcharge loads from nearby footings can create larger lateral
pressures. Should any walls be considered for retaining sloped backfill or placed next to
foundations, our office should be contacted for recommended design parameters. Surcharge
loads should be considered if they exist within a zone between the face of the wall and a plane
projected 45 degrees upward from the base of the wall. The increase in lateral earth pressure
should be taken as 35% of the surcharge load within this zone. Retaining walls subjected to
traffic loads should include a uniform surcharge load equivalent to at least 2 feet of native soil.
Drainaize: A backdrain or an equivalent system of backfill drainage should be incorporated into
the retaining wall design. Our firm can provide construction details when the specific application
is determined. Backfill immediately behind the retaining structure should be a free -draining
granular material. Waterproofing should be according to the designer's specifications. 'Water
should not be allowed to pond near the top of the wall. To accomplish this, the final backfill
grade should be such that all water is diverted away from the retaining wall.
Backfill and Subgrade Compaction: Compaction on the retained side of the wall within a
horizontal distance equal to one wall height should be performed by hand -operated or other
lightweight compaction equipment. This is intended to reduce potential locked -in lateral
pressures caused by compaction with heavy grading equipment. Foundation subgrade
preparation should be as specified in Section 5.1.
EARTH SYSTEMS SOUTHWEST
August 17, 2005 15 File No.: 10248-01
05-08-762
5.7 Mitigation of.Soil Corrosivity on Concrete
Selected chemical analyses for corrosivity were conducted on soil samples from the project site
as shown in Appendix B. The native soils were found to have a low sulfate ion concentration
(30 ppm) and a low chloride ion concentration (24 ppm). Sulfate ions can attack the
cementitious material in concrete, causing weakening of the cement matrix and eventual
deterioration by raveling. Chloride ions can cause corrosion of reinforcing steel. The California
Building Code does not require any special provisions for concrete for these low concentrations
as tested. Normal concrete mixes may be used.
A minimum concrete cover of three (3) inches should be provided around steel reinforcing or
embedded components exposed to native soil or landscape water. Additionally, the concrete
should be thoroughly vibrated during placement.
Electrical resistivity testing of the soil suggests that the site soils may present a moderate
potential for metal loss from electrochemical corrosion processes. Corrosion protection of steel
can be achieved by using epoxy corrosion inhibitors, asphalt coatings, cathodic protection, ' or
encapsulating with densely consolidated concrete.
The information provided above should be considered preliminary. These values can potentially
change based on several factors, such as importing soil from another job site and the quality of
construction water used during grading and subsequent landscape irrigation.
Earth Systems does not practice corrosion engineering. We recommend that a qualified
corrosion engineer evaluate the corrosion potential on metal construction materials and concrete
at the site to provide mitigation of corrosive effects, if further guidance is desired..
5.8 Seismic Design Criteria
This site is subject to strong ground shaking due to potential fault movements along the
San Andreas and San Jacinto faults. Engineered design and earthquake -resistant construction . .
increase safety and allow development of seismic areas. The minimum seismic design should
comply with the 2001 edition of the California Building Code using the seismic coefficients
given in the table below.
EARTH SYSTEMS SOUTHWEST
August 17, 2005
16
File No.: 10248-01
05-0.8=762
2001 CBC Seismic Coefficients for Chapter 16 Seismic Provisions
Reference
Seismic Zone:
4
Figure 16-2
Seismic Zone Factor, Z:
0.4
Table 16-I
Soil Profile Type:
SD
Table 16-J
Seismic Source Type:
A
Table .16-U
Closest Distance to Known Seismic Source: 12.8 km = 7.9 miles
(San Andreas fault)
Near Source Factor, Na:
1.00
Table 16-S
Near Source Factor, Nv:
1.09
Table 16-T
Seismic Coefficient, Ca:
0.44 = 0.44Na
Table 16-Q
Seismic Coefficient, Cv:
0.70 = 0.64Nv
Table 16-R
The CBC seismic coefficients are based on scientific knowledge, engineering judgment, and
compromise. If -further information on seismic design is needed, a site-specific probabilistic
seismic analysis should be conducted.
The intent of the CBC lateral' force requirements is to'provide a structural design that will resist
collapse to provide reasonable life safety from a major earthquake, but may experience some
structural and nonstructural damage. A fundamental tenet of seismic design is that inelastic
yielding is allowed to adapt to the seismic demand on the structure. In other words, damage is
allowed. The CBC lateral force requirements should be considered a minimum design. The
owner and the designer should evaluate the level of risk and performance that is acceptable.
Performance based criteria could be set in the design. The design engineer should exercise
special care so that all components of the design are fully met with attention to 'providing a
continuous load path. An adequate quality assurance and control program is urged during project,
construction to verify that the design plans and good construction practices are followed. This is
especially important for sites lying close to the major -seismic sources.
EARTH SYSTEMS SOUTHWEST
August'17, 2005
17 File No.: 10248-01
05-08-762
Section 6
LIMITATIONS AND ADDITIONAL SERVICES
6.1 Uniformity of Conditions.and Limitations
Our findings and recommendations in this report are, based on selected points of field
exploration, laboratory testing, and our understanding of the proposed project. Furthermore, our
findings and recommendations are based on the assumption that soil conditions do not vary
significantly from those found at specific exploratory locations. Variations in soil or
groundwater conditions could exist between and beyond the exploration points. The nature and
extent of these variations may not become evident until construction. Variations in soil or
groundwater may require additional studies, consultation, and possible revisions to our
recommendations.
k
Findings of this report are valid as of the issued date of the report. However, changes in
conditions of a property can occur with passage of time, whether they are from natural processes
or works of man, on this or adjoining properties. In addition, changes in applicable standards
occur, whether they result from legislation or broadening of knowledge. Accordingly, findings of
this report may be invalidated wholly or partially by changes outside our control. Therefore, this
report is subject to review and should not be relied upon after a period of one year.
In the event that any changes in the nature, design, or location of structures are planned, the
conclusions and recommendations contained in this report shall not be considered valid unless
the changes are reviewed and the conclusions of this report are modified or verified in writing.
This report is issued with the understanding that the owner or the owner's representative has the
responsibility to bring the information and recommendations contained herein to the attention of
the architect and engineers for the project so that they are incorporated into the plans and
specifications for the project. The owner or the owner's representative also has the responsibility
to verify that the general contractor and all subcontractors follow such recommendations. It is
further understood that the owner or the owner's representative is responsible for submittal of
this report to. the appropriate governing agencies.
As the. Geotechnical Engineer of Record for this project, Earth Systems Southwest (ESSW) has
striven to provide our services in accordance with generally accepted geotechnical engineering
practices in this locality at this time. No warranty or guarantee is express or implied. This report
was prepared for the exclusive use of the Client and the Client's authorized agents.
ESSW should be provided the opportunity for a general review of final design and specifications
in order that earthwork and foundation recommendations may be properly interpreted and
implemented in the design and specifications. If ESSW is not accorded the privilege of making
this recommended review, we can assume no responsibility for misinterpretation of our
recommendations.
Although available through ESSW, the current scope of our services does not include an
environmental assessment or an investigation for the presence or absence of wetlands, hazardous
EARTH SYSTEMS SOUTHWEST
August 17, 2005 - 18 File No.: 10248-01
05-08-762
or toxic materials in tlie, soil, surface water, groundwater, or air on; 'below,' or adjacent to the
subject property. `
6.2 Additional Services
This report is based on .the assumption that an adequate program 'of client ,consultation,
construction monitoring; andtesting will be performed during the final design and construction
phases to check compliance with these recommendations. Maintaining ESSW as the
geotechnical consultant from ;.beginning to end of the project will provide continuity of services.
The geotechnical engineering firm. providing tests and observations shall assume the
responsibility of Geotechnical Engineer of Record.
Construction monitoring and; testing would be additional services provided by our, firm. The' `
costs of these services are not, included in our present fee arrangements, but can be obtained from
our office. 'The recommended review, tests, and observations include, but are not necessarily
limited to, the following:
• Consultation during the final design stages of the project.
• A review of the building and grading plans to observe that recommendations of our report
have been properly implemented' into the design. t _
• Observation and testing during site preparation, grading; and placement of engineered fill
as required by CBC Sections 1701 and 3317 or. local grading ordinances.
• Consultation as needed during construction.-
-000-
Appendices
onstruction:-000-Appendices as cited,are attached and complete this report.
r
i1
r '
i
EARTH SYSTEMS SOUTHWEST. _
ti
August 17, 2005 19 File No.: 10248-01
05-08-762
REFERENCES
Abrahamson, N., and Shedlock, K., editors, 1997, Ground motion attenuation relationships:
Seismological Research Letters, v. 68, no. 1, January 1997 special issue, 256 p.
American Concrete Institute (ACI), 2004, ACI Manual of Concrete Practice, Parts 1 through 5.
American Society of Civil Engineers (ASCE), 2003, Minimum 'Design Loads for Buildings and
Other Structures, ASCE 7-02
California Department of Water Resources, 1964, Coachella Valley Investigation, Bulletin No. -108,
146 pp.
California Geologic. Survey (CGS), 1997, Guidelines for Evaluating and Mitigating Seismic
Hazards in California,. Special Publication 117.
Cao,' T, Bryant, W.A., - Rowhandel; B., Branum. D., and Wills, C., 2003, The Revised 2002
California Probabilistic Seismic Hazard Maps, California Geologic Survey, (CGS), June
2003.
Envicom Corporation and the County of Riverside Planning Department, 1976, Seismic Safety
and Safety General Plan Elements Technical Report, County of Riverside.
Frankel, A.D., et al:, 2002, Documentation for the 2002 Update of the National Seismic Hazard
Maps, USGS Open -File Report 02-420.
Hart, E.W., 1997, Fault -Rupture Hazard Zones in California: California Division of Mines and
Geology Special Publication 42.
International Code Council (ICC), 2002, California Building Code, 2001 Edition.
Jennings, C.W, 1994, Fault Activity Map of California and Adjacent Areas: California Division of
Mines and Geology, Geological Data Map No. 6, scale 1:750,000.
Petersen, M.D., Bryant, W.A.; Cramer, C.H., Cao, T., Reichle, M.S., Frankel, A.D., Leinkaemper,
J.J., McCrory, P.A., and Schwarz, D.P., 1996, Probabilistic Seismic Hazard Assessment for
the State of California: California Division of Mines and Geology Open -File Report 96-08.
Reichard, E.G. and Mead, J.K., 1991,. Evaluation of a Groundwater Flow and Transport Model of
the Upper Coachella Valley, California, U.S.G.S. Open -File Report 914142.
Riverside County Planning Department, 2002, Geotechnical Element, of the Riverside County
General Plan — Hearing Draft.
Rogers, T.H., 1966, Geologic Map of California - Santa Ana Sheet, California Division of Mines
and Geology Regional Map Series, scale 1:250,000.
EARTH SYSTEMS SOUTHWEST
O
fo
0
N
N
M
zo
i^
aN
o M
116°18'45"W ,116°18'0"W 116°17'15"W 116°16'30"W '
564000 565000 f 566000 se7nnn
Lam.-.., ;r-, .--.J.....•::,:—^}--'°"�=-•�' ' - - �•2 `I: 'o I � ` �•le•I ::1:�+-- y
I .. + 'SII - I +•�
... _ .:".. .: • i �' n' . �..;: ��f'' 1 . j,'': j, %iii / :...i.' li; •
O t
i
•. , �i
No
It
,
-
:
( f
l.. —_ �.__ .�• —�.. . .
9
.• It is
, 6 r n i ' •`I
J ;•. ,•:.: .:. I. ur3nr{�d, _s-.. 1�-_. _...__...... q---�—� _`•c=�`>-,_==-�------ Vis...._.._.: —. � u - —
•
„. .I�
SITE* I� S'
__:1.�:. I�. I._ •�'••ll'� — „ � ': 1'1.1.,• '.\._
�I'• ' J •' r ' • 1
.;;;• ,;:I ;� • „• La Quinta•. _ I• �..-•:.:. ./
W.
(
• �,fJ :. ..��%�.�-_, 111 � r�•,''''• (1
��: Y�f��.. C�— � L• _Ir �:4���'r 't .,�' .• `,', J — '.'vl • .:�'.. .:�":::�`r:�:' :� .�G'��1r.' � .^. _ _ ` -
_ .�-:. _ __ i:'..:'C': ,•' Vii/-)�+1 .J. -; .:, +rFd .i � }' •
.i•...1__ •,�..��. .._.�. :Y•:.. :\. '(;, ,:; I':': ;Ili: '/ r. _ _
F.
• r C I _.. �> �'.��7' ��' is .:',�':,.. ,'� _ _ a! _.. __ —..— _—. _-
Nil
'd�i.�i' aorK.RD: ';:. I - :r: •,...;' - �'t.i:.1' ��', •���`'' � :•i; .I r��.
:
.�,:, :• 115 \'.:, r' 1 l'. -a
I %l... _
at>4uuu 565000 566000 567000
116°18'45"W 116°18'1"W 116°17'15"W 116°16'30"W
0 500 1,000 2,000 { 3,000 i 4,000 5,000
Feet
I
Figure 1
~ Site Location Map
Lot 41 `Talking Rock Turn
LEGEND The Traditions
La Quinta, California
Site Boundary Earth systems
Southwest
08/17/05 • File No.: 10248-0'
7
0
0
O
Q
N
M
Z
11601x'31"W -
565450 565500 565550 56560 aasar;n
O
N
N
N
N
r
M
0
0
LO
N
LOr
M
O
N
N
N
n
M
O
Ln
N
LO
N
r
M
565450 565500 565550 565600 565650
116°1731 "W
" 0 50 100 200 300 400 500
Feet
N Figure 2
-LEGEND Boring Location Map
Lot 41 Talking Rock Turn
Boring Location The Traditions
La Quinta, California
! Site Boundary ��, Earth Systems
W \-F Southwest
08/17/05 ° File No.:
O
N
V
N
N
n
M
r
Lot 41 Talking Rock Turn 10248-01
Table 1 -
Fault Parameters
& I■P+PrmI vc+;l. rle+-&- . rXA.. .. D.... 1. 1+-.-__�J ♦ _ _1___.
Fault Name or
Seismic Zone
Reference Notes: 1
Distance
from Site
(mi) (km)
Fault
Type
2 3
Maximum
Magnitude
Mmax
(MN')
4
- Avg
Slip
Rate
(mm./yr)
2
Avg
Return
Period
(yrs)
2
Fault
Length
(kin)
2
Mean
Site '
PGA
(g)
5)
San Andreas - Southern
7.9
12.8
SS
A
7.7
24
220
199
0.37
San Andreas - Banning Branch
8.5
13.7
SS
A
7.2
10
220
98
0.30
San Andreas - Mission Crk. Branch
8.5
13.7
SS
A
7.2
25
220
95
0.30
San Jacinto (Hot Spgs - Buck Ridge)
14.5
23.3
SS
C
6.5
2
354
70
0.14
Blue Cut
16.8
27.1
SS
C
6.8
1
760
30
0.14
San Jacinto -Anna
18.8
30.2
SS
A
7.2
12
250
91
0.16
San Jacinto -Coyote Creek
19.4
31.1
SS
B
6.8
4
175
41
0.13
Burnt Mtn.
19.8
31.8
SS
B
'6.5
0.6
5000
21
0.11
Eureka Peak
20.9
33.6
SS
B
6.4
0.6
5000
19.
0.09
Morongo
30.6
49.3
SS
C
6.5
0.6
1170
23
0.07
Pinto Mountain
32.3
51.9
SS
B
7.2
2.5
499
74
0.10
San Jacinto - Borrego
32.8
52.7
SS
B
6.6
4
175
29
0.07
Emerson So. - Copper Mtn.
34.4
55.4
SS
B
7.0
0.6
5000
54
0.08
Landers
34.9
56.2
SS
B
7.3
0.6 '
5000
83
0.10
San Jacinto -San Jacinto Valley
36.2
58.3
SS
B
6.9
12
83
43
0.07
Pisgah -Bullion Mtn. -Mesquite Lk
36.4
58.6
SS
B
7.3
0.6
5000
89
0.09
Earthquake Valley
37.4
60.3
SS
B
6.5
2
351
20
0.06
Brawley Seismic Zone
40.3
64.9
SS
B
6.4
25
24
42
0.05
North Frontal Fault Zone (East)
40.7
65.6
RV
B
6.7
0.5
1727
27
0.08
Elsinore -Julian
41.6
67.0
SS
A
7.1
5
340
76
0.07
Johnson Valley (Northern)
45.8
73.6
SS
B
6.7
0.6
5000
35
0.05
Elsinore -Temecula
46.1
74.1
SS
B
6.8
5
240
43
0.06
Calico - Hidalgo
47.7
76.8
SS
B
7.3
0.6
5000
95
0.07
Elmore Ranch
48.3
77.7
SS
B
6.6
1
225
29
0.05
Elsinore -Coyote Mountain
48.7
78.3
SS
B
6.8
4
625
39
0.05
Superstition Mtn. (San Jacinto)
51.2
82.5
SS
B .
6.6
5
500
24
0.04
Lenwood-Lockhart-Old Woman Sprgs
51.3
82.5
SS
B
7.5
0.6
5000
145
0.08
North Frontal Fault Zone (West)
51.4
82.7
RV
B
7.2
1
1314
50
0.08
Superstition Hills (San Jacinto)
52.3
84.1
SS
B
6.6 •
4
250
23
0.04
Helendale - S. Lockhardt
58.7
94.5
SS
B
7.3 ;
0.6
5000
97
0.06
San Jacinto -San Bernardino
59.3
95.4
SS
B
6.7
12
100-
36,
0.04
Elsinore -Glen Ivy
60:7
97.6
SS
A
6.8
5
340
36
0.04
IV V ICS:
I. Jennings (1994) and California Geologic Survey (CGS) (2003) -
2. CGS (2003), SS = Strike -Slip, RV =Reverse, DS = Dip Slip (normal), BT = Blind Thrust
3. 2001 CBC, .where Type A faults: Mmax > 7 & slip rate >5 mm/yr & Type C faults: Mmax <6.5 & slip rate < 2 mm/yr
4. CGS (2003)
5. The estimates of the mean Site PGA are based on the following attenuation relationships:
Average of: (1) 1997 Boore, Joyner & Fumal; (2) 1997 Sadigh et al; (3) 1997 Campbell , (4) 1997 Abrahamson & Silva
(mean plus sigma values are about 1.5 to 1.6 times higher)
Based on Site Coordinates: 33.668 N Latitude, 116.293 W Longtude and Site Soil Type D
EARTH SYSTEMS SOUTHWEST
DESCRIPTIVE SOIL CLASSIFICATION
Soil classification is based on ASTM Designations D 2487 and D 2488 (Unified Soil Classification System). Information on each boring
log is a compilation of subsurface conditions obtained from the field as well as from laboratory testing of selected samples. The
indicated boundaries between strata on the boring logs are approximate only and may be transitional.
SOIL GRAIN SIZE
U.S. STANDARD SIEVE
IIA" A .4n An inn
BOULDERS
COBBLES
GRAVEL SAND
SILT CLAY
COARSE FINE COARSE MEDIUM FINE
JVJ rv.c iy. I 4.10 Z.UU U.4Z U.0/4
SOIL GRAIN SIZE IN MILLIMETERS
RELATIVE DENSITY OF GRANULAR SOILS (GRAVELS, SANDS, AND NON -PLASTIC SILTS)
Very Loose
"N=0-4 RD=0-30
Easily push a 1/2 -inch reinforcing rod by hand
Loose
N=5-10 RD=30-50
Push a 1/2 -inch reinforcing rod by hand
Medium Dense
N=11-30 RD=50-70
Easily drive a 1/2 -inch reinforcing rod with hammer
Dense
N=31-50 RD=70-90
Drive. a 1/2 -inch. reinforcing rod 1 foot with difficulty by a hammer
Very Dense
N>50 RD=90-100
Drive a 1/2 -inch reinforcing rod a few inches with hammer
'N=Blows per foot
in the Standard Penetration Test at 60%
theoretical energy. For the 3 -inch diameter Modified California sampler,
140 -pound weight,
I
multiply the blow count by 0.63 (about 2/3) to estimate N. If automatic hammer is used, multiply a factor of
1.3 to 1.5 to estimate N. RD=Relative Density (%). C=Undrained shear strength (cohesion).
-ICONSISTENCY
OF COHESIVE SOILS (CLAY OR CLAYEY SOILS)
Very Soft
'N=0-1 'C=0-250 psf
Squeezes between fingers
Soft
N=24 C=250-500 psf
Easily molded by finger pressure
Medium Stiff
N=5-8 C=500-1000 psf
Molded by strong finger pressure
Stiff
N=9-15 C=1000-2000 psf
Dented by strong finger pressure
Very Stiff
N=16-30 C=2000-4000 psf
Dented slightly by finger pressure
Hard
N>30 C>4000
Dented slightly by a pencil point or thumbnail
MOISTURE DENSITY
Moisture Condition: An observational term; dry, damp, moist, wet, saturated.
Moisture Content: The weight of water in a sample divided by the weight of dry soil in the soil sample
expressed as a percentage.
Dry Density: The pounds of dry soil in a cubic foot.
MOISTURE CONDITION RELATIVE PROPORTIONS
Dry .....................Absence of moisture, dusty, dry to the touch Trace ............. minor amount (<5%).
Damp................Slight indication of moisture with/some...... significant amount
Moist.................Color change with short period of air exposure (granular soil) modifier/and... sufficient amount to
Below optimum moisture content (cohesive soil) influence material behavior
Wet....................High degree of saturation by visual and touch (granular soil) (Typically >30%)
Above optimum moisture content (cohesive soil)
Saturated .......... Free surface water
LOG KEY SYMBOLS
PLASTICITY ' Bulk, Bag or Grab Sample
DESCRIPTION FIELD TEST
Nonplastic A 1/8 in. (3 -mm) thread cannot be rolled Standard Penetration
at any moisture content. Split Spoon Sampler
Low The thread can barely be rolled. (2" outside diameter)
Medium The thread is easy to roll and not much Modified California Sampler
time is required to reach the plastic limit. (3" outside diameter)
High The thread can be rerolled several times
after reaching the plastic limit.
No Recovery
GROUNDWATER LEVEL
Water Level (measured or after drilling)
Terms and Symbols used on Boring Logs
Water Level (during drilling)
Q% Earth Systems
Southwest
GRAPHIC LETTER
MAJOR DIVISIONS
SYMBOL SYMBOL
TYPICAL DESCRIPTIONS
Well-graded gravels, gravel-sand
':•':':':' GW
mixtures, little or no fines
CLEAN
� •' •' •' •'
GRAVELS
r• r• r r rr• r r.•
GRAVEL AND
r.•r.•r.r•r:.�.•r:.r. GP
Poorly-graded gravels, gravel-sand
GRAVELLY
+.+•..•.+•..•.+•..•..-,
mixtures. Little or no fines
I
SOILS
r.•r •r••�`r.r;.�,.
GM
Silty gravels, gravel-sand-silt
COARSE
I
More than 50% of
GRAVELS
mixtures
GRAINED SOILS
coarse fraction
WITH FINES
retained on No. 4
sieve
GC
Clayey gravels, gravel-sand-clay
I
mixtures
SW
Well-graded sands, gravelly sands,
SAND AND
CLEAN SAND
little or no fines
ISANDY
SOILS
(Little or no fines)
SP
Poorly-graded sands, gravelly
More than 50% of
sands, little or no fines
material is larger
than No. 200
sieve size
SM
Silty sands, sand-silt mixtures
SAND WITH FINE
More than 50% of
(appreciable
I
coarse fraction
amount of fines)
passing No. 4 sieve
SC
Clayey sands, sand-clay mixtures
IInorganic
silts and very fine sands,
ML
rock flour, silty low clayey fine sands
or clayey silts with slight plasticity
Inorganic clays of low to medium
IFINE-GRAINED
LIQUID LIMIT
SOILS
LESS THAN 50
CL
plasticity, gravelly clays, sandy
clays, silty clays, lean clays
OL
Organic silts and organic silt
i i
i
i i
i i
i r
i i i
clays of low plasticity
SILTS AND
� �
� �
� �
� �
� �
� �
Inorganic silty, micaceous, or
CLAYS
I
MH
diatomaceous fine sand or
silty soils
More than 50% of
is smaller
LIQUID LIMITH
C
Inorganic clays of high plasticity,
Imaterial
than No. 200
GREATER
fat clays
sieve size
THAN 50
Organic clays of medium to high
I
............
OH
plasticity, organic silts
HIGHLY ORGANIC SOILS
yyyyyyyyyyy
YYYYYYYY'yY
yyyyyyyyyyy
PT
Peat, humus, swam soils with
P
yyyyyyyyyyy
high organic contents
yyyyyyyyyyy
VARIOUS SOILS AND MAN MADE MATERIALS
Fill Materials
MAN MADE MATERIALS
iiiF
Soil Classification
Asphalt and concrete
System
Earth Systems
'-- Southwest
Earth Systems
Southwest
79-811B Country Club Drive, Indio, CA 9220
-5
- 10
- 15
- 20
- 25
- 30
SM
rnone t roup rax tioul u
Boring No:
B-1
Drilling Date: July 21, 2005
Project Name:
Lot 41 Talking Rock
Tum, The Traditions,
La
Quinta, CA
Drilling Method: 8" Hollow Stem Auger
File Number:
10248-01
123 10
Drill Type: CME 55 w/Auto Hammer
Boring Location: See Figure 2 '
X6,14,15
Logged By: Dirk Wiggins
w
Sample
Type
Penetration
°?
Docriptidn of Units
Page 1 of 1
aaResistance
10,16,27
E
117 10
U
q a
•o
Note: The stratification lines shown represent the
q
o>,
S i o
(Blows/6")
rn
q
�`'
� o
approximate boundary between soil and/or rock types Graphic Trend
m n
loose
q
U
and the transition may be radational.
Y g Blow Count Dry Density
-5
- 10
- 15
- 20
- 25
- 30
SM
SILTY SAND: moderate yellowish brown, dense,
moist, fine to medium grained, trace of coarse sand
14,15,21
123 10
X6,14,15
113 13X.
,
dark yellowish brown, fine to coarse grained
10,16,27
117 10
loose
2,2,4
ML
SILT: dark yellowish brown, loose, moist, very fine
3,2,3
to fine grained, lenses of silty sand
2,3,3
,.
Total Depth 21.5 feet
No Groundwater Encountered
• tartn systems
Southwest
Iy ,
y 79.811 B Country Club Drive, Indio, CA 92203
Bonin No: B-2
Drilling Date: July 21, 2005
Project Name: Lot 41 Talking Rock Turn, The Traditions, La Quinta, CA .
Drilling Method:: 8" Hollow Stem Auger
File Number: • 10248-01
Drill Type: CME 55 w/Auto Hammer
Boring Location: See Figure 2
Logged By: Dirk Wiggins
.,
Sample
v
Type
Penetration
Description of Units Page.1 of 1
o
u
Resistance
o
lu�
p n
B .
.o
Note: The stratification lines shown represent the
Q
Y A
N
(BIOws/6")
o
approximate boundary between soil and/or rock types Graphic Trend .
m
U
and the transition may be gradational. Blow Count Dry Density
�..
Slvl
SILTY SAND: dark yellowish brown, medium
dense, moist, fine to coarse grained
6,12,16
117
14
T.5
dense
12,15,24
122:
12
r
10
medium dense, fine to medium grained
3,5,6
94
23
1
A
15
,
l
41.7,7
96 *
16
,
i
Total Depth 16.5 feet
20
No Groundwater Encountered k
25
T
30
E� Earth Systems
Southwest 79-811B Country Club Drive, Indio, CA 92203
-5
- 10
- 15
- 20
- 25
- 30
rnone (YOU) 345-1366, tax (M) 345-7315
Boring No: B-3
SILTY SAND: moderate to dark yellowish brown,
Drilling Date: July 21, 2005
Project Name: Lot 41.Talking Rock Turn, The Traditions,
La Quinta, CA
Drilling Method: 8" Hollow Stem Auger
File Number: 10248-01
Drill Type: CME 55 w/Auto Hammer
Boring Location: See Figure 2
Logged By: Dirk Wiggins
9,10,13
Sample
117 9
w
Types
Penetration
dense
;?Page
Description of Units ] of 1
Resistancer'
U
coo
q
•�'
Note: The stratification lines shown represent the
aai
q
.Y o
75a o
(Blows/6")
T
v5
Z, ¢
Cc:
approximate boundary between soil and/or rock types Graphic Trend
M � ?
q
U
and the transition may be gradational.
y g Blow Count Dry Density
-5
- 10
- 15
- 20
- 25
- 30
w
SM
SILTY SAND: moderate to dark yellowish brown,
medium dense, moist, fine to coarse grained
9,10,13
117 9
dense
10,18,27 .
123 10
dark yellowish brown, loose, very fine to fine grained
12,3
2,2,3
Total Depth 16.5 feet
No Groundwater Encountered
w
48
APPENDIX B
Laboratory Test Results
EARTH SYSTEMS SOUTHWEST
B1
Unit
Moisture
USCS
Sample Depth
, Dry
Content
Group
Location . (feet)
Density (pcf)
(%)
Symbol
B1
1
123
10
SM
B1
3
113
13 -
SM
Bl
.5 i
117
10
SM
B2
2.5
117
14
SM
B2
5
122
12
SM
B2
10
94
23
SM
B2
15
96
16
SM
B3 •
2.5
117
9
SM
B3
5
123
10
SM
EARTH SYSTEMS SOUTHWEST
Fines
USCS
Sample
Depth
Content
Group
Location
(feet)
(%)
Symbol
100
90
80
70
co 60
c
co
° 50
C
N
U
N
a 40
30
20
10
0
100 10 I Particle Size ( mmq.1 0.01 0.001
EARTH SYSTEMS SOUTHWEST
File No.: 10248-01
August 17, 2005
Lab No.: 05-0443
PARTICLE SIZE ANALYSIS
ASTM D-422
Job Name: Lot 41 Traditions, LQ. CA
Sample ID: B1 @ 1-4 Feet
Description: Brown Silty Sand, F to C w/Gravel (SM)
Sieve Percent
Size Passing
1-1/2" 100
1" 100
3/4" 100
1/211 100
3/8" 99
#4 93 '
#8 84
#16 75 % Gravel:
7
#30 65 % Sand:
67
#50 51 % Silt:
17
#100 35 % Clay (3 micron):
9
#200 26 (Clay content by short hydrometer method)
100
90
80
70
co 60
c
co
° 50
C
N
U
N
a 40
30
20
10
0
100 10 I Particle Size ( mmq.1 0.01 0.001
EARTH SYSTEMS SOUTHWEST
File No.: 10248-01 August 1:7; 2005
Lab No.: 05-0443
CONSOLIDATION TEST ASTM D 2435 & D 5333
Lot 41 Traditions, LQ, CA Initial Dry Density: 94.2 pcf
B-2 @ 10 feet Initial Moisture, %: 22.5%
Silty Sand VF (SM) Specific Gravity (assumed): 2.67
Ring Sample Initial Void Ratio: 0.770
Hydrocollapse: 0.8% @ 2.0 ksf
2
1
0
-1
-2
T
% Change in Height vs Normal Presssure Diagram
—9—Before Saturation X111-1-1 ^Hydrocollapse
■ After Saturation Rebound
-8
-9
-10
-I1
-12
0.1 1.0
Vertical Effective Stress, ksf
EARTH SYSTEMS SOUTHWEST
10.0
11 fft t"
File No.: 10248-01 August 17, 2005
Lab No.: 05-0443
MAXIMUM DENSITY / OPTIMUM MOISTURE ASTM D 1557-91 (Modified)
Job Name: Lot 41 Traditions, LQ, CA Procedure Used: A
Sample ID: I Preparation Method: Moist
Location: Bl @ 1-4 Feet Rammer Type: Mechanical
Description: Brown Silty Sand, F to C w/Gravel Lab Number: 05-0443
(SM)
Sieve Size % Retained
Maximum Density: 131 pcf 3/4" 0.0
Optimum Moisture: 9% 3/8" 2.7
#4 6.6
140 . . . . . .
135
130
1.25
120
115
110
05
00
A INN-`
------1-10 Air Voids Lines,
.... ...... — sg =2.65, 2,70, 2,75
0 5 10 15 20 25
Moisture Content, percent
EARTH SYSTEMS SOUTHWEST
30 35
EL\LWIL
I
0 5 10 15 20 25
Moisture Content, percent
EARTH SYSTEMS SOUTHWEST
30 35
General Guidelines for Soil Corrosivity
Chemical Agent
Amount in Soil
Degree of Corrosivity
Soluble
0 -1000 mg/Kg (ppm) [ 0-.1%]
Low
Sulfates
1000-2000 mg/Kg (ppm) [0:1-0.2%0]
Moderate
2000 - 20,000 mg/Kg (ppm) [0.2-2.0%]
File No.: 10248-01
August 17,
2005
Lab No.: 05-0443
Resistivity
14000 ohm -cm
SOIL CHEMICAL ANALYSES
1000-2000 ohm -cm
Severe
2000-10,000 ohm=cm -.
Moderate
Job Name: Lot 41 Traditions, LQ; CA
Low
Job No.: 10248-01
Sample ID: Bl
Sample Depth, feet: 14
DF,
RL
Sulfate, mg/Kg (ppm): 30
1
0.50
Chloride, mg/Kg (ppm): 24
1.
0.20
pH, (pH Units): 8.83
1
0.41
Resistivity, (ohm -cm): 51208
N/A
N/A
'. Conductivity, (µmhos -cm): 192
.
1
2.00
. Note: Tests performed by Subcontract. Laboratory:
Truesdail Laboratories, Inc. R
DF:bilution Factor
14201. Franklin Avenue
RL: Reporting Limit
Tustin, California 92780 Tel: (714) 130-6239'
General Guidelines for Soil Corrosivity
Chemical Agent
Amount in Soil
Degree of Corrosivity
Soluble
0 -1000 mg/Kg (ppm) [ 0-.1%]
Low
Sulfates
1000-2000 mg/Kg (ppm) [0:1-0.2%0]
Moderate
2000 - 20,000 mg/Kg (ppm) [0.2-2.0%]
Severe
> 20,000 m (ppm) >2.0%0]
Very Severe
Resistivity
14000 ohm -cm
Very Severe
1000-2000 ohm -cm
Severe
2000-10,000 ohm=cm -.
Moderate
10,000+ ohm -cm
Low
BISHOP RESIDENCE AT TRADITIONS
La Quinta
CLIMATE ZONE # 15
Revised:
CIN OF LA QUINTA
BUILDING &SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
6T_
Peter Jacobs Homes
Hove Design Alliance Architects
• HERITAGE ENERGY GROUP
February 25, 2003
Title 24 Calculations
(949) 789-7221
CERTIFICATE OF•COMPLIANCE: RESIDENTIAL Page 4' CF -1R
Project Title..:....... Custom Residence Date..02/25/03 11:01:03
-----------------------------------------------------=-------------------------
------------------------------------------------------------------------- ------
This certificate of compliance lists the building features and performance
specifications needed to comply with Title -24, Parts 1 and 6, of the
California Code of Regulations, and the administrative regulations to
implement them. This certificate has been signed by the individual' with
overall design responsibility. When this certificate'of Icompliance is
submitted for a single building plan to be built in multiple orientations,.
any shading feature that is varied is indicated in the Special Features
Modeling Assumptions section.
DESIGNER or OWNER
DOCUMENTATION AUTHOR
Name....
Name....
Sam Maimone
Company.
Pter Jacobs/Pennisula
Company.
Heritage Energy Group
Address.
54-995 Shoal Creek
Address.
15375 Barranca Pkwy, Suite F-101
La Qunita CA 92253.
Irvine,.CA 92618
Phone...
760 777-9921
Phone...
949-789-7221
License.
Signed..
Signed..
GZS63
(date)
e
da )
ENFORCEMENT AGENCY
Name....
Title...
'
Agency..
Phone...
Signed..
(date)
CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF -1R
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
Project Title......... Custom Residence Date..02/25/03,11:01:03
Project Address........ Bishop Residence ******* ---------------------
La Quinta *v6.01*
Documentation Author... Sam Maimone ******* Building Permit
Heritage Energy Group
15375 Barranca Pkwy, Suite F-101 Plan Check / Date
Irvine, CA 92618
949-789-722.1 Field Check/ Date
Climate Zone. ..... 15
----=----------------
Compliance Method...... MICROPAS6 v6.01 for 2001 Standards.by Enercomp, Inc.
-------------------=-----------------------------------------------------------
-------------------------------------------------------------------------------
I MICROPAS6 v6.01 File -22244M11 Wth-CTZ15S92 Program -FORM CF -1R
User#-MP0940 User -Heritage Energy Group Run-
--------------------------------------------------------------------------------
GENERAL INFORMATION
---------------
Conditioned Floor Area..... 5178 sf
Building Type .............. Single Family Detached
Construction Type ......... New
Building Front Orientation. Front Facing•185 deg (S)i-�
Number -of Dwelling Units.... 1
Number of Stories.. ...... 1
Floor Construction Type.... Slab On Grade
Glazing Percentage......... 21.7 % of floor area
Average Glazing U -factor... 0.45 Btu/hr-sf-F
Average Glazing SHGC....... 0.45
Average Ceiling Height..... 11.8 ft
BUILDING SHELL INSULATION
-------------------------
Component Frame Cavity Sheathing Total Assembly
Type Type R -value R -value *R -value U -factor Location/Comments
------------------------------------------------- ------------------------
S1abEdge None R-0 R-n/a F2=0.760
S1abEdge None R-0 R-n/a 'F2=0.510
Wall Wood R-19 R-n/a R-19 0.065
Roof Wood R-38 R-n/a R-38 0.025
Door Wood.. R-0 R-n/a R-0 0.330
FENESTRATION
Over -
Area U- Exterior'hang/
Orientation (sf) Factor SHGC' Shading Fins Location/Comments--------
-------- ----- ------ -------------- ----- --------------------------
Wind Back (N) 312.0 0.380 0.360 Standard Yes wood frame low -e
Door Back (N) 168.0 0.430 0.650 Standard Yes non metal frame clear
Wind Back (N) 37.5 0.380 0.360 Standard None wood frame low -e
Wind Right (E) 81.0 0.380 0.360 Standard Yes wood frame low -e
Wind Right (E) 38.8 1.190 0.820 Standard Yes single pane butt glass
Wind Right (E) 86.5 0.380 0.360 Standard None wood frame low -e
Door Right (E) 40.0 0.430 0.650 Standard Yes non metal frame clear
Wind Front (S) 43.8 1.190 0.820 Standard None single pane butt glass
Wind Front (S) 87.2 0.380 0.360 Standard Yes wood frame low -e
Wind Front (S) 18.0 0.380 0.360 Standard None wood frame low -e
Wind Left (W) 128.3 0.380 0.360 Standard Yes wood frame low -e
Wind Left (W) 48.0 0.380 0.360 Standard None wood frame low -e
Door Left (W) 24.0 0.430 0.650 Standard Yes non metal frame clear
Skyl Front (S) 8.0 0.500 0.420 None None METAL FRAMED DUAL PANE
SLAB SURFACES
Area
Slab Type (sf)
Standard Slab 5178
CERTIFICATE OF COMPLIANCE: RESIDENTIAL
Project Title.......... Custom Residence
-------------------------------=--------
HVAC SYSTEMS
Refrigerant
Equipment Minimum Charge and Duct
Type Efficiency, Airflow Location
------------ ------------ ------- -----------
Furnace 0.800 AFUE n/a Attic
ACSplitTXV 12.00 SEER Yes Attic
Page 2 CF -1R
Date..02/25/03 11:01:03
Tested ACCA
Duct Duct Manual Thermostat
R -value Leakage D Type
------- ------- ------ ----------
R-4.2 Yes No Setback
R-4.2 Yes No Setback
Liv fam flex Br2 br4: Minimum Heating Load: 55,843 Btuh
Cooling Load: 59,515(Sensible),71,418(Total)
masterbed: Minimum Heating Load: 21,254 Btuh
Cooling Load: 18,109(Sensible),21,731(Total)
Guest Sitting: Minimum Heating Load: 9,333 Btuh
Cooling Load: 14,676(Sensible),17,611(Total)
Note: The loads shown are only one of the criteria affecting the selection of
HVAC equipment. Other relevant design factors such as air flow requirements,
outdoor design temperatures, coil sizing, availability of equipment, oversizing
safety margin, etc., must also be considered. It is the HVAC designer's
responsibility to consider all factors when selecting the HVAC.equipment. That
individual is required to provide Form CF -6R, an Installation Certificate,
which must be posted at the building site prior to issuance of the occupancy
permit. The CF -6R is not required for permit submittal. It is intended to
insure installation of equipment that meets the efficiency requirements of the
compliance documentation.
DUCT TESTING DETAILS
Duct Measured Supply
Leakage Target Duct Surface Area
Equipment Type (% fan CFM/CFM25) (ft2)-----------------
------------------------- -----------------
Furnace / ACSplitTXV 6% /
143.3
n/a
Furnace / ACSplitTXV 6% /
47.3
n/a
Furnace / ACSplitTXV 6% /
26.9
n/a
WATER HEATING
SYSTEMS
Number
Tank
External
in
Energy
Size
Insulation
Tank Type Heater Type Distribution Type System
----------
Factor
(gal)
R -value --
------------------------------
Storage Gas Recirc/TimeTemp
--------------
2
------
0.62
----------
50
R- n/a
Rheem Water Heater # REG PRO50-40 (N) (or
equal)
*All piping used to recirculate hot water must be insulated with R-4 insulation
or equivalent. This includes any recirculating piping located in concrete
slabs or underground.
A timer must be permanently installed to regulate pump operation. Timer
setting must permit the pump to be cycled for at least eight hours per day.
lieu of a timer and temperature control.
An automatic thermostatic control must be installed to cycle the pump on and
off in response to the temperature of the water returning to,the water heater
through the recirculation piping. Minimum differential or "Deadband" of the
control shall not be less than 20 degrees F.
SPECIAL FEATURES AND MODELING ASSUMPTIONS ---------------
This building building incorporates Tested Duct Leakage.
This building incorporates either Tested Refrigerant Charge and Airflow (RCA)
or a Thermostatic Expansion Valve (TXV) on the specified air conditioning
system(s).
CERTIFICATE OF COMPLIANCE.: RESIDENTIAL Page 3 CF -1R
Project Title.......... Custom Residence Date..02/25/03 11:01:03
HERS REQUIRED VERIFICATION
''----------------=---------
*** Items'in this section require field testing and/or ***
*** verification by a certified home energy rater under ***
*** the supervision of a CEC-approved HERS provider using ***
*** CEC approved testing and/or verification methods and ***
*** must be reported on the CF -6R installation certificate. ***
This building incorporates Tested Duct Leakage. Target CFM leakage
values measured at 25 pascals are shown in DUCT TESTING DETAILS above
or may be calculated as documented on the CF -6R. If the measured CFM
is above the target, then corrective action must be taken to reduce
the duct leakage and then must be retested. Alternatively, the
compliance calculations could be redone without duct testing.
If ducts are not installed, then HERS verification is not necessary
for Tested Duct Leakage.
This building incorporates either Tested Refrigerant Charge and Airflow (RCA)
or a Thermostatic Expansion Valve (TXV) on the specified air conditioning
system(s). If a cooling system is not installed, then HERS verification
is not necessary for the RCA or TXV.
REMARKS
COMPUTER METHOD SUMMARY Page 1 C -2R
Project Title.......... Custom Residence Date..02/25/03 11:01:03
Project Address........ Bishop Residence ******* ---------------------
La Quinta *v6.01*
Documentation Author ... 'Sam Maimone ******* Building Permit
Heritage Energy Group
15375 Barranca Pkwy, Suite F-101 Plan Check / Date
Irvine, CA 92618
949-789-7221 Field Check/ Date
Climate Zone. .... 15 ---------- 1�
Method...... MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc.
-------------------------------------------------------------------------------
MICROPAS6 v6.01 File -22244M11 Wth-CTZ15S92 Program -FORM C -2R
User#-MP0940 User -Heritage Energy Group Run-
----------------=---------------------------------------------------------------
= MICROPAS6
ENERGY USE
----------------
SUMMARY
=
-----------------------------
= Energy Use
Standard
Proposed
Compliance y=
_ (kBtu/sf-yr)
_-----------------------
Design
----------
Design
----------
Margin _
---------- _
= Space Heating..........
2.83
2.63
0.20 =
- Space Cooling..........
33.87
33.35
0.52 =
= Water Heating..........
5.50
5.67
-0.17 _
= Total
42.20
41.65
0.55 =
_ *** Building complies
-----------------------------------------------------------------
with Computer Performance
GENERAL INFORMATION
Conditioned Floor Area..... 5178 sf
Building Type .............. Single Family.Detached
Construction Type ......... New
Building Front Orientation., Front Facing 185 deg (S)
Number of Dwelling Units.*.; 1
Number of Building Stories. 1
Weather Data Type.......... ReducedYear
Floor Construction Type....
Number of Building Zones...
Conditioned Volume.........
Slab -On -Grade Area...... ..
Glazing Percentage.........
Average Glazing U -factor..:
Average Glazing SHGC.......
Average Ceiling Height.....
Slab On Grade
3
60856 cf
5178 sf
21.7 % of floor area
0.45 Btu/hr-sf-F
0.45
11.8 ft
Vent Vent
Air
.BUILDING
ZONE INFORMATION
(ft) (sf)
Floor
-------------------------
# of
Area
Volume
Dwell
Cond-
Thermostat
Zone Type
(sf) '
(cf)
Units
itioned,
Type
1
Residence
3413
40956
0.66
Yes
Setback
2
Residence
1125
13500
0.22
Yes
Setback
3
Residence
640
6400
0.12
Yes
Setback
Vent Vent
Air
Height Area
Leakage
(ft) (sf)
Credit
2.0 Standard
No
2.0 Standard No
2.0 Standard No
COMPUTER METHOD SUMMARY Page 2 C -2R
Project Title.......... Custom Residence Date..02/25/03 11:01:03
---------------------------------------------------------------=---------------
-------------------------------------------------------------------------------
PERIMETER LOSSES
Form 3 Location/
Reference- Comments
------------ ------- -------
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
k
Length
F2
Insul
OPAQUE
SURFACES
(ft)
Factor
Area
U-
---------------
Insul
Act
--------
Solar
Surface
(sf)
------
factor
-----
R-val
- - -
Azm
- - -
Tilt Gains
----
---1
------------
1
41
0.510
No
2
Azm
---
Tilt
----
3
Wall
353
0.065
19
5
.90
Yes
4
Wall
207
0.065
19.
95
90
Yes
5
Wall
224
0.065
19
185
90
Yes
6
Wall
840
0.065
19
275
90
Yes
7
Wall
340
0.065
19
285
90
No
8
Wall
60
0.065
19
95
90
No
9
Roof
3413
0.025
38
185
23
Yes
10
Door
28
0.330
0
185
90
Yes
11
Door
17
0.330
0
185
90'No
(N)
2
0.360
5
90
Standard
wood frame
low -e
7
13
Wall
.270
0.065
19
5
90
Yes
15
Wall
547
0.065
19
95
90
Yes
17
Wall
192
0.065
19
185
90
Yes
19
Wall
169
0.065
19
275
90
Yes
21
Roof
1125
0.025
38
n/a
0
Yes
3
wood frame
low -e
13
Wind
Right
(E)
31.5.0.380
14
Wall
100
0.065
19
5
90
Yes
16
Wall
260
0.065
19
95
90
Yes
18
Wall
190
0.065
19
185
90
Yes
20
Wall
231
0.065
19
275
90
Yes
22
Roof
640
0.025
38
n/a
0
Yes
PERIMETER LOSSES
Form 3 Location/
Reference- Comments
------------ ------- -------
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
k
FENESTRATION SURFACES
Length
F2
Insul
Solar
Surface
(ft)
Factor
R-val
Gains Location Comments
------------
1
------
--------
-------
----- ----------------------
,
1'S1abEdge
199
0.760
R-0
No
2 SlabEdge
41
0.510
R-0
No
2
Azm
---
Tilt
----
Type
--------
Location/Comments
------------------------
12 SlabEdge
186
0.760
R-0
No
FENESTRATION SURFACES
Exterior
Area U-
Act
Shade
Orientation
------------------
(sf) factor
----- -----
SHGC
-----
Azm
---
Tilt
----
Type
--------
Location/Comments
------------------------
1
1
Wind
Back
(N)
42.0.0.380
0.360
5
90
Standard
wood frame
low -e
2
Door
Back
(N)
48.0.0.430
0.650
5
90•
Standard
non metal
frame clear.
3
Wind
Back
(N)qq 90. 0.380
0.360
5
90
Standard
wood frame
low -e
4
Wind
Back
(N)
37.500.380
0.360
5
90
Standard
wood frame
low -e
5
Wind
Back
(N)
108.0.0.380
0.360
5
90
Standard
wood frame
low -e
6
Wind
Back
(N)
18.0.0.380
0.360
5
90
Standard
wood frame
low -e
7
Door
Back
(N)
60.0.0.430
0.650
5
90
Standard
nonmetal
frame clear
10
Wind
Right
(E)
49.5.0.380
0.360
95
90
Standard
wood frame
low -e
11
Wind
Right
(E)
38.8.1.190
0.820
95
90
Standard
single pane
butt glass
12
Wind
Right
(E)
22.510.380
0.360
95
90
Standard
wood frame
low -e
13
Wind
Right
(E)
31.5.0.380
0.360
95
90
Standard
wood frame
low -e
14
Wind
Right
(E)
10.7.0.380
0.360
95
90
Standard
wood frame
low -e
19
Wind
Front
(S)
43.8 1.190
0.820
185
90
Standard
single pane
butt glass
20
Wind
Front
(S)
18.7.0.380
0.360
185
90
Standard
wood frame
low -e
21
Wind
Front
(S)
8.0.0.380
0.360
185
90
Standard
wood frame
low -e
COMPUTER METHOD SUMMARY Page 3 C -2R
Project Title.......... Custom Residence Date..02/25/03 11:01:03
FENESTRATION.SURFACES
Exterior
Area U- Act Shade
Orientation (sf) factor SHGC Azm Tilt Type Location/Comments
------------------ ----- ----- ----- --- ------------ ------------------------
24 Wind Front (S). 18.0 0.380 0.360 185 90 Standard wood frame low -e
25 Wind Left (W) 42.0 0.380 0.360 275 90 Standard wood frame low -e
26 Wind Left (W) 48.0 0.380 0.360 275 90 Standard wood frame low -e
27 Wind Left (W) 30.0 0.380 0.360 275 90 Standard wood frame low -e
2
8 Door Back (N) 60.0 0.430 0.650 5 90 Standard non metal frame clear
9 Wind Back (N) 54.0 0.380 0.360 5 90 Standard wood frame low -e
15 Wind Right (E) 28.5 0.380 0.360 95 90 Standard wood frame low -e
16 Wind Right (E) 13.5 0.380 0.3.60 95 90 Standard wood frame low -e
17 Wind Right (E) 11.3 0.380 0.360 95 90 Standard wood frame low -e
28 Wind Left (W) 11.3'0.380 0.360 275 90 Standard wood frame low -e
31 Skyl Front (S) 8.0 0.500 0.420 185 23 None METAL FRAMED DUAL PANE
3
18 Door Right (E) 40.0 0.430 0.650 95 90 Standard non metal frame clear
22 Wind Front (S) 52.5 0.380 0.3'60 185 90 Standard wood frame low -e
23 Wind Front (S) 8.0 0.380 0.360 185 90 Standard wood frame low -e
29 Wind Left (W) 45.0 0.380 0.360 275 90 Standard wood frame low -e
30 Door Left (W) 24.0 0.430 0.650 275 90 Standard non metal frame clear
OVERHANGS AND SIDE FINS
-----------------------
---Window-- ------Overhang----- ---Left Fin--- ---Right Fin--
Area Left Rght
Surface (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght
----------- ----- ----- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
1
1 Window 42.0 n/a 8 1.5 1 n/a n/a n/a n/a n/a n/a n/a n/a
2 Door 48.0 n/a 8 1.5 1 n/a n/a n/a n/a n/a n/a n/a n/a
3 Window 90.0 n/a 8 1.5 1 n/a n/a n/a n/a n/a n/a n/a n/a
5 Window 108.0 n/a 8 14 1 n/a n/a n/a n/a n/a n/a n/a n/a
6 Window 18.0 n/a 8 14 1 n/a n/a n/a n/a n/a n/a n/a n/a
7 Door 60.0 n/a 8 14 1 n/a n/a n/a n/a n/a n/a n/a n/a
10 Window 49.5 n/a 8 14 1 n/a n/a n/a n/a n/a n/a n/a n/a
it Window 38.8 n/a 8 1.5 1 n/a n/a n/a h/a n/a n/a n/a n/a
13 Window 31.5 n/a 8 14 1 n/a n/a n/a n/a n/a n/a n/a n/a
20 Window 18.7 n/a 9 10 1 n/a n/a n/a n/a n/a n/a n/a n/a
21 Window 8.0 n/a 8 1.5 1. n/a n/a n/a n/a n/a n/a n/a n/a
25 Window 42.0 n/a 8 1.5 1 n/a n/a n/a n/a n/a n/a n/a n/a
27 Window 30.0 n/a 8 1.5 1 n/a n/a n/a n/a n/a n/a n/a n/a
2
8 Door 60.0 n/a 8 12 1 n/a n/a n/a n/a n/a' n/a n/a n/a
9 Window 54.0 n/a 8 12 1 n/a n/a n/a n/a n/a n/a n/a n/a
28 Window 11.3 n/a 8 1.5 1' n/a n/a n/a n/a. n/a n/a n/a n/a
3
18'Door 40.0 n/a 8 1.5 1 n/a n/a n/a n/a n/a n/a n/a n/a
22 Window 52.5 n/a 8 1.5 1 n/a n/a n/a n/a n/a n/a n/a n/a
23 Window 8.0 n/a 8 1.5 1 n/a n/a n/a n/a n/a n/a n/a n/a
29 Window 45.0 n/a 8 1.5 1 n/a n/a n/a n/a n/a n/a n/a n/a
30 Door 24.0 n/a 8 1.5 1 n/a n/a n/a n/a n/a n/a n/a n/a
COMPUTER METHOD SUMMARY Page 4 C -2R
Project Title.......... Custom Residence Date..,02/25/03 11:01:03
----------------
SLAB SURFACES
-------------
Area
Slab Type (sf)
---------------- ------
1
Standard Slab 3413
2
Standard Slab 1125
3
Standard Slab 640
HVAC SYSTEMS'
WATER HEATING SYSTEMS
Number Tank External.
in Energy Size Insulation
Tank Type Heater Type Distribution Type System Factor (gal) R -value
------_---- ----------------
1 Storage, Gas Recirc/TimeTemp 2 0.62 50 R- n/a
SPECIAL FEATURES AND MODELING ASSUMPTIONS
-----------------------------------------
*** Items in this section should be documented on the plans., ***
*** installed to manufacturer and CEC specifications, and ***
*** verified during plan check and field inspection. ***
This building incorporates Tested Duct Leakage.
This building incorporates either Tested Refrigerant Charge and Airflow (RCA)
or a Thermostatic Expansion Valve (TXV) on the specified air conditioning
system(s).
Refrigerant
Tested
ACCA
System
Minimum Charge
and Duct
Duct
Duct
Manual
Duct
Type
-------------
Efficiency Airflow Location R -value
--------------------------------------
Leakage
D
Eff
-----------------
----
Furnace
0.800 AFUE n/a
Attic
R-4.2
Yes
No
0.815
ACSplitTXV
12.00 SEER Yes
Attic
R-4.2
Yes
No'
0.703
2
Furnace
0.800 AFUE n/a
Attic
R-4.2
Yes
No`
0.815
ACSplitTXV
12.00 SEER Yes
Attic
R-4.2
Yes
No
0.703
3
Furnace
0.800 AFUE _n/a
Attic
R-4.2
Yes
No
0.815
ACSplitTXV
12.00 SEER Yes
Attic
R-4.2
—Yes
No"
0.703
DUCT TESTING DETAILS
Duct
Measured Supply
Leakage Target
Duct Surface Area
Equipment Type
------------------------------------------
(%.fan CFM/CFM25)
-----------------
(ft2)
1
Furnace
/ ACSplitTXV
6% / 143.3
n/a
2
Furnace
/ ACSplitTXV
6% / 47.3
n/a
3
Furnace
/ ACSplitTXV
6% / 26.9
n/a
WATER HEATING SYSTEMS
Number Tank External.
in Energy Size Insulation
Tank Type Heater Type Distribution Type System Factor (gal) R -value
------_---- ----------------
1 Storage, Gas Recirc/TimeTemp 2 0.62 50 R- n/a
SPECIAL FEATURES AND MODELING ASSUMPTIONS
-----------------------------------------
*** Items in this section should be documented on the plans., ***
*** installed to manufacturer and CEC specifications, and ***
*** verified during plan check and field inspection. ***
This building incorporates Tested Duct Leakage.
This building incorporates either Tested Refrigerant Charge and Airflow (RCA)
or a Thermostatic Expansion Valve (TXV) on the specified air conditioning
system(s).
COMPUTER METHOD SUMMARY Page 5 C -2R
Project Title.......... Custom Residence Date..02/25/03.11:01:03
----------------
SPECIAL FEATURES AND MODELING ASSUMPTIONS
----------------------------------------
This building incorporates non-standard Water Heating System
HERS REQUIRED VERIFICATION'
*** Items in this section require field testing and/or ***
*** verification by a certified home energy rater under ***
*** the supervision of a CEC-approved HERS provider using ***
*** CEC approved testing and/or verification methods and ***
*** must be reported on the CF -6R installation certificate. ***
This building incorporates Tested Duct Leakage. Target CFM leakage
values measured at 25 pascals are -shown in DUCT TESTING DETAILS above
or may be calculated as documented on -the CF -6R. If the measured CFM
is abovethe target, then corrective action must be taken to reduce
the duct leakage and then must.be retested. Alternatively, the
compliance calculations could be redone without duct testing.
If ducts are not installed; then HERS verification is not necessary
for Tested Duct Leakage.
This building incorporates either Tested Refrigerant Charge and Airflow (RCA)
or a Thermostatic Expansion Valve (TXV) on the Vpecified air-conditioning
system(s). If a cooling system is not installed, then HERS verification
is not necessary for the.RCA or TXV.
14
' RESIGN CRITERIA
ROOF LOAD'AT 4 TO 12" SLOPE:
ROOF D.L. = 24.00 psf
ROOF L.L. --.16.00 psf ,
TOTAL 40.00 psf '
EXTERIOR WALLS 15:00 psf
INTERIOR WALLS = 10.00 psf
SEISMIC ZONE 4 FAULT TYPE A
Na 1.00 APPROXIMATE 12 'km TO FAULT
SOIL PROFILE TYPE" Sd SEISMIC COEFFICINT Ca = 0.44Na
STRUCTURAL SYSTEM R = 4:5
SEISMIC FACTOR = ( 2.5 x .0. 44 x 1.00 x 1.00 )/( 1.4 x 4.5) = 0.175W..,
SEE CALCULATIONS FOR p FACTOR.
WIND EXPOSURE C
WIND SPEED 70
r MAXIMUM HEIGHT 15 ft WIND FACTOR 17.36 psf . t:
MAXIMUM HEIGHT 20 ft WEND- FACTOR 18.51 psf .
MAXIMUM HEIGHT 25 ft WIND FACTOR 19.49 psf
SOIL BEARING PRESSURE 1500 psf (soils report by Sladden engineering)
1997 UNIFORM BUILDING CODE
PAGE 2 .
JOB NO.: ¢A33
DATE
1 DROP BM. AT REAR COVERED PATIO
BEAM'LENGTH 0.00 29.50
SUPPORTS .00 29.50
APPLIED LOADS
---------------
UNIF LOAD = 350,�eC l�lgo 'f �O I PLF
REACTIONS LEFT: 5162.5 RIGHT:' 5162.5
SECTION PROPERTIES: A = 99.938 IN"2 FV=165. PSI.
-- - -- - - - = - -------- S 324-.797 IN**3 E =1800000. PSI
I = 3166:770 IN**4 DF=1.00
ANALYSIS: CRITICAL SHEAR = .4594. LBS @ 1.6.3
--------- FV= 165. __> 1.5*V/(A*FV*DF) .42
**.SPAN MAX MOM.= 3'8073: FT -LBS @ 14.75 FT
FB=2274. ==> M/(FB*S*DF)= .62
DEFLECTION= -1.05 @ 14.75 (L/240.= 1.48)
+------------------------+
USE 24F GLB 5.125X 19.51,
+:V+DFS/ -- � 5/ a .
2 HDR RIGHT OF COVERED PATIO
BEAM LENGTH 0.00 4.25
SUPPORTS .00 4.25,
APPLIED LOADS
--- -
UNIF LOAD 350', *11 K I y�?' PLF
POINT LOAD = 3275 AT 2.25 ��.�• LBS
REACTIONS LEFT: 2284.9 RIGHT: '2477.6
SECTION PROPERTIES: A = 52.250 IN**2 FV= 85. PSI
------------ ---- S = 82.729 IN**3 E =1600000. PSI
I = 392.964 IN**4 DF=1.25
ANALYSIS: CRITICAL SHEAR = 2200. LBS @ 3.46
------ FV= 85. __> 1.5*V/(A*FV*DF) =' .59
** SPAN MAX MOM.= 4255. FT -LBS- @ 2.25,FT
M/(FB*S*DF) .37
DEFLECTION= -.02 @. 2.17 (L/24.0.= .21)
+.-----------------+
USE NOl DFL 6X10
+----=------------+
PAGE 3
JOB NO. JrD �s3
DATE
3 DROP BM. AT M. BDRM. COVERED PATIO
BEAM LENGTH '0.00 15.25
SUPPORTS .. 00 15.25!
APPLIED LOADS
---------------
POINT LOAD = 24.50 AT 6 ��,7 � LBS
PARTIAL LOAD= ' 350 FROM 0 . TO 6 ¢OK �Lly �' iSoc 6 'e �r'L PLF
PARTIAL LOAD= 810 FROM 6 TO 15. 2 5 ��� 3��y 15bdo PLF
REACTIONS LEFT: 5445.3 RIGHT: 6597.2
-------------
SECTION PROPERTIES: A = 76.875 IN**2 FV --165. PSI
-
---- .---- - - - - -- S 192.188 IN* *3 E =1800000.. PSI
I = 1441.406 IN**4- DF=1.00'
ANALYSIS.: CRITICAL SHEAR = 5585. LBS @ 14.00
FV= 165. __> 1.5*V/(A*FV*DF) _ .,66
** SPAN MAX MOM .= 26866. FT -LBS @ 7.11 FT
FB=2341. __> M/(FB*S*DF)= .'72
DEFLECTION= -.42 @ 7."67,.. .(L/240.= .76)
+---.------------------+
(USE 24F GLB 5.125X 15.01'
4 FL. BM. REAR OF M. BDRM
BEAM LENGTH 0.00 4.00
SUPPORTS .00'4.00
APPLIED LOADS
----
UNIF LOAD -520 dX ;S-/?o'PLF
REACTIONS LEFT: 1040.0. RIGHT: 1040.0
SECTION PROPERTIES:• A- 30.250 IN**2 FV= 85. PSI
------ - =---------- S 27.729 IN**3 E'=1600000. PSI
I 76.255 IN**4- DF=1.00
ANALYSIS: CRITICAL SHEAR = 802. LBS @ .46
------ FV= 85. ==> 1.5*V/(A*FV*DF) _ -.47
** SPAN MAX MbM.= 1040. FT -LBS @ 2.00 FT
FB=1200. __> M/(FB*S*DF)= -.3.8
DEFLECTION= -.02 @ 2.00 _(L/240._: .20)
+------------ - -+
JUSE N01 DFL 6X 61
PAGE 4 -
JOB
JOB NO.:,+03Z
DATE
5 CLG BM REAR OF M. BDRM COVERED PATIO
BEAW LENGTH 0.00 9.25
SUPPORTS .00 9.25
APPLIED LOADS
PARTIAL LOAD= 810 FROM 0 TO 3. 25-D X' Z� ®f PLF
POINT LOAD = 1050.AT 3.25 LBS
PARTIAL LOAD= 110 FROM 3.25 TO 9.25 f 5oc .r- Q �' PLF
REACTIONS LEFT:, 3065.2 RIGHT: 1277.3
SECTION PROPERTIES-: A'= 52.250 IN**2 FV= 85.. PSI
------------------- S = 82.729 IN**3 E=1600000. PSI
I = 392.964 IN**4 DF=1.00
ANALYSIS: CRITICAL SHEAR = 2424. LBS @ .79
-------- FV= 85. __> 1.5*V/(A*FV*DF) .82
** SPAN MAX MOM.= 5684. FT -LBS @ 3.25'FT
FB=1350. ==> M/(FB*S*DF)= .61
DEFLECTION= -.12 @ 4.25 (L/240.= .46)
+------------ - - - - -+
USE N91 DFL 6X10
+-----------------+'
6 DOP BM'. RIGHT OF M. BDRM COVERED PATIO
BEAM LENGTH 0..00 8.50
SUPPORTS .00 8.50
APPLIED LOADS
UNIF LOAD = 350. �-� x t2�y PLF
REACTIONS LEFT: 1487.5 RIGHT: 1487.5
SECTION PROPERTIES: A = 41.250 IN**2 FV=.85. PSI
------------------- S = 51.563 IN**3 E =1600000. PSI
I = 193.-359 IN**4 DF=1.00
ANALYSIS: CRITICAL SHEAR = 1269. LBS @ ..63
------ FV= 85. ==> 1.5*V/(A*FV*DF) _ .54
** SPAN MAX MOM.- 3161. FT -LBS @ 4.25 -FT
FB=1350: ==> M/(FB*S*DF)= .54
DEFLECTION= -.13 @ 4.25 (L/240.= .43)
+--------------- -+
IUSE N01 DFL 6X 81
PAGE .5
JOB NO.: AV
DATE
7 HDR AT REAR OF LIVING ROOM
BEAM LENGTH 0.00.` 6.75
----------------
SUPPORTS .00. 6.75
APPLIED LOADS
---
UNIF LOAD- ,620 400 2�/Z 'r �057� Z t `��V• PLF
REACTIONS LEFT: '2092.5 RIGHT: 2092.'5
-----------
SECTION PROPERTIES: A 41.25.0 IN**2 FV= 85: PSI
------------------- S = 51.563 IN**3 E =1600000. PSI
I 193.359 IN**4 DF=1.00
ANALYSIS: CRITICAL SHEAR= 1705. LBS @ 6.13
----=---- FV= 85. __> 1.5*V/(A*FV*DF) .= .73
** SPAN MAX MOM.= 3531. FT -LBS @ 3.38 FT
FB=1350. ==> M/(FB*S*DF)= .61
DEFLECTION=' -.09 @ 3.38 '(L/240.=. .34)
+------------ - - - - -+
USE N01 DFL 6X „el®
+----.------------+
8 HDR AT REAR OF'LIVING ROOM
BEAM LENGTH.0.00 9.25
SUPPORTS .00 9.25
APPLIED. LOADS
---------------
UNIF LOAD = 620 J��ia;R ��D� �°I"®'�' PLF
REACTIONS LEFT: 2867.5 RIGHT: 2867.5
SECTION PROPERTIES: A" 52.250 IN**2 FV= 85. PSI
------------- -- -- S = 82:729 IN**3 E =1600000.: PSI
I = 392.964 IN**4 DF=1:00
ANALYSIS: CRITICAL SHEAR = 2377. LBS @ .79
--> 1.5 V/(A FV DF) _ .80
**-SPAN MAX MOM.= 66.31.. FT -LBS @ 4'.63 FT
FB=1350. ==> M/(FB*S*DF) .71
DEFLECTION= -.16 @ 4.63 (L/240.= .46)
+-----------------+
IUSE N01 DFL 6X10
+-----------------+
PAGE
JOB NO.: 403 3
DATE
9 HDR AT REAR OF DINING ROOM'
BEAM LENGTH' 0. 0 0_
SUPPORTS 00 5.00'
APPLIED LOADS
--------------
POINT LOAD = 715 AT 4 /ZttQR. LBS
UNIF LOAD = 830�l� a(7s- -r® PLF
REACTIONS LEFT: 2218.0 RIGHT: 2647.0
------------
SECTION PROPERTIES: A = 41.250 IN**2 FV= 85. PSI
-------- .----------- S 51.563 IN**3 E =1600000. PSI
I 193.359 IN**4 DF=1.00
ANALYSIS: CRITICAL SHEAR 2128. LBS @ 4.38
-,> 1.5 V (A FV DF) .91
** SPAN MAX. MOM.= 2964. FT -LBS. @ 2.68 FT
FB=1350. ==> M/(FB*S*DF) .51
DEFLECTION= -.04 @ 2.58 (L/240.= .25)
+--------=------'=-+
USE N01 DFL 6X .811O
+-----------------+
10 HDR AT"REAR OF DINING ROOM
BEAM LENGTH 0..00 6.25
SUPPORTS .00 .1 6251
APPLIED LOADS
---------------
UNIF LOAD 830 A® 4: 1"4 � � f PLF .
REACTIONS LEFT: 2593.8 RIGHT:. 2593.8
SECTION PROPERTIES: A = 41..250 IN**2 FV= 85-: PSI
-------------------- S = 51.563 IN**3 E=1600000.'PSI
I'= 193.359 IN**4 DF=1.00
ANALYSIS: CRITICAL SHEAR = 2075. LBS @ .63
--------- FV= 85. __> 1:5*V/("A*FV*DF) _• .89
** SPAN MAX MOM.= 4053. FT -LBS @ 3.13 FT
FB=1350. ==> M/(FB*S*DF)=. 70
DEFLECTION= -.09 @ 3..13' (L/240.= .31)
+-----------------+
USE N01 DFL 6X Xto
+-----------------+
12 HDR AT REAR OF BAR
BEAM LENGTH 0.00 5.25,
SUPPORTS .00' 5.25
APPLIED LOADS
---,--
UNIF LOAD770 40 �{i`�-���t'�s.'TQ�� PLF
REACTIONS LEFT: 2021.2 RIGHT: 2021.2
SECTION PROPERTIES: A 41.250'IN**2 FV-- 85. PSI
------------------- S = 51.563 IN**3 E =1600000. PSI
I = 193.359 IN**4 DF=1.00
ANALYSIS: CRITICAL SHEAR 1540: LBS.@ 4.63
--------- FV= 85. __> 1.5*V/(A*FV*DF)'= .66
**. SPAN MAX MOM:= ,2653. FT -LBS @ 2.63 FT`
FB=1350. __> M/(FB*S*DF)= .46
DEFLECTION=' -.04 @ '2.63 (L/240.= .26)
+-----------------+
USE NO1 DFL 6X j'11a
+-----------------+
PAGE
JOB NO.: 4033
DATE
11 HDR AT REAR OF.FAMILY ROOM
BEAM LENGTH 0.00
6.75
SUPPORTS .00
6.75
APPLIED LOADS
---------------
UNIF LOAD = 770 4 -UA' 3d/� ��K '����,
PLF
REACTIONS LEFT: 2598.8 RIGHT:
2598:8
SECTION PROPERTIES:. A = 41.250 IN**.2
FV= 85. -PSI
------------ - ------ S = 51.563 IN**3
E =1600000.
PSI
I = 193.359 IN**4-
DF=1.00
ANALYSIS: CRITICAL SHEAR = 2118. -LBS
@ .63.
--------- FV= 85�. __> 1.5*V/ (A*FV*DF) •._
.91
** SPAN MAX MOM.= 4385." FT -LBS
@ 3.38 FT'
FB=1350. __> M/(FB*S*DF)= .76
DEFLECTION= -.12 @ 3.38 (L/240.= .34)
+--.--=------------+
j
USE N01 DFL
6X
+-----------------+
12 HDR AT REAR OF BAR
BEAM LENGTH 0.00 5.25,
SUPPORTS .00' 5.25
APPLIED LOADS
---,--
UNIF LOAD770 40 �{i`�-���t'�s.'TQ�� PLF
REACTIONS LEFT: 2021.2 RIGHT: 2021.2
SECTION PROPERTIES: A 41.250'IN**2 FV-- 85. PSI
------------------- S = 51.563 IN**3 E =1600000. PSI
I = 193.359 IN**4 DF=1.00
ANALYSIS: CRITICAL SHEAR 1540: LBS.@ 4.63
--------- FV= 85. __> 1.5*V/(A*FV*DF)'= .66
**. SPAN MAX MOM:= ,2653. FT -LBS @ 2.63 FT`
FB=1350. __> M/(FB*S*DF)= .46
DEFLECTION=' -.04 @ '2.63 (L/240.= .26)
+-----------------+
USE NO1 DFL 6X j'11a
+-----------------+
PAGE 15
JOB NO.: #P33
DATE
13 HDR LEFT OF OFFICE/BDRM3
BEAM LENGTH 0.00'' 9.00
SUPPORTS .00 9.00
APPLIED LOADS
- - -
UNIF• LOAD1TO 4,t9x-t /6 2 -P® `�" PLF
REACTIONS LEFT: 765.0 RIGHT: 765.0
SECTION PROPERTIES: A = 25.375 IN**2. FV= 95. PSI
------ ------------ - S = 30.6.61 IN**3 E =1700000. PSI
I = 111.148. IN**4 DF=1.00
ANALYSIS: CRITICAL SHEAR 662. LBS @ .60
--------- FV= 95.- __> 1.5*V/(A*FV*DF) .41
** SPAN MAX MOM.=. 1721. FT -LBS @ 4.50 FT
FB=1250. __> M/(FB*S*DF)= .'54
DEFLECTION= -.13 @ 4.50 (L/240.= .45)
+---------------.--+
JUSE NO2 DFL AX 8
+-----------------+
14 HDR LEFT OF OFFICEE/BDRM3
BEAM LENGTH 0.-00 8.25
SUPPORTS .00 8.25
APPLIED LOADS
---
UNIF LOAD= 250 440K/0/;, f ���� ��°� PLF
REACTIONS LEFT: 1031.3 RIGHT: 1031:3
------------
SECTION PROPERTIES: A = 41.250 IN**2 FV= 85. PSI
---------------=--- S = 51.563 IN**3 E =1600000. PSI
:I = 193.359 IN**4 DF=1.00
ANALYSIS: CRITICAL SHEAR = 875. LBS @ 7..63
==----- FV= 85. > 1.5*V/(A*FV*DF);= .37
*'* SPAN MAX MOM.= 2127. FT -LBS @. 4.13 FT
FB=1350. __> M/(FB*S*DF)= ..37
DEFLECTION= -.08 @ 4.13 (L/240. .41)
+-----------------+
USE N01 DFL -6X 81
+------------
-----+
PAGE : I
JOB. NO .: ,403-3
DATE
15 HDR FRONT OF.FAMILY
BEAM LENGTH 0.00 5.50,
SUPPORTS .00 5.50
APPLIED LOADS
UNIF LOAD -----1190D 5�2 PLF
REACTIONS LEFT: .3272.:5 RIGHT:. 3272.5
SECTION PROPERTIES: A = 32.375 IN**2 FV=.95. PSI
------------------- S = 49.911 IN**3 E =1700000. PSI
I = 230.841 IN**4 DF=1.25
ANALYSIS: CRITICAL SHEAR = 2355. LBS @ .71
--------- FV= 95.==>,1.5*V/(A*FV*DF) _ .92
** SPAN MAX MOM.= 4500. FT -LBS @ 2.75 FT
FB=1250. ==> M/(FB*S*DF)= .69
DEFLECTION= -..06 @ 2.75 (L/240. .28)._
+---=-------------+
IUSE NO2 DFL 4X101
16 HDR FRONT OF KITCHEN'
BEAK LENGTH 0.00 3.25
SUPPORTS 00 3.25:
APPLIED LOADS
---------------
UNIF LOAD = 1190 .4DK ���� `` ��� '�"� `� PLF
REACTIONS LEFT: 1933.8 RIGHT: 1933:8
SECTION PROPERTIES: A = 19.250"IN**2 FV= 95. PSI'
------------------- S = 17.646 IN**3 E =1700000. PSI
'I = 48.526 IN**4 -DF=1.25
ANALYSIS: CRITICAL SHEAR 1388. LBS @ :46
FV= 95. __>'1.5*V./(A*FV*DF) _ .91
** SPAN MAX MOM.= 1571. FT -LBS @ 1.63 FT
FB=1250. ==> M/(FB*S*DF)= .68
.DEFLECTION= -.04 @ 1.63 (L/240. .16)
-----------------+
j�USE N62 DFL4X,,61
-------------------
+--- --- ------- ------+
USE N01 DFL 6X 61
+-----------------+
18 HDR FRONT OF LIVING ROOM
BEAM LENGTH 0.00, 12.75
SUPPORTS .00 12.75
APPLIED LOADS
UNIF LOAD = 1010 .3 ®r-6PLF
REACTIONS LEFT: 6438.8 RIGHT: 6438.8
SECTION PROPERTIES: °A = 61.500 IN**2 FV=165. PSI
------------------- S = 123.000 IN**3 E =1800000. PSI,
I = 738.000 IN**4 DF=1.25
ANALYSIS: CRITICAL SHEAR = 5429. LBS @ 1'.00
--------- FV= 165. ==> 1.5*V/(A*FV*DF) _ .64"
** SPAN MAX MOM.= 20524. FT -LBS @ 6.38 FT
FB=2400. ==> M/(FB*S*DF)= .67
DEFLECTION= -:45 @ 6.38 (L/240.= .64)
+------------------------+
USE 24F GLB 5.125X 12.0
+------------------------+
4co-5 XF V 4 0 flop w [swo
�Z
PAGE C�
JOB NO.: #403
DATE
17 ".TYP HDR FRONT OF LIVING
AND M. BDRM..
BEAM LENGTH 0.00
3.50
SUPPORTS .00
3.501.
APPLIED LOADS
---------------
UNI F . LOAD = 1010 Aft �'�/$
t t L-
PLF
REACTIONS LEFT: 1767.5
RIGHT:
1767.5
SECTION PROPERTIES: 'A =
30.250 IN**2
FV= 85.
PSI
----- -------------- S =
27.729 IN**3
E =1600000. PSI
I =
76.255 IN**4
DF=1.25
ANALYSIS: CRITICAL SHEAR =
1305. LBS @
.46
--------- FV= 85. ==> 1.5*V/(A*FV*DF)
_
.61
** SPAN MAX MOM.=' 1547.
FT -LBS @
.1.75 FT
FB=1200. ==> M/(FB*S*DF)=
.45
DEFLECTION= -.03 @
1.75 (L/240.=
' .17)'-
+--- --- ------- ------+
USE N01 DFL 6X 61
+-----------------+
18 HDR FRONT OF LIVING ROOM
BEAM LENGTH 0.00, 12.75
SUPPORTS .00 12.75
APPLIED LOADS
UNIF LOAD = 1010 .3 ®r-6PLF
REACTIONS LEFT: 6438.8 RIGHT: 6438.8
SECTION PROPERTIES: °A = 61.500 IN**2 FV=165. PSI
------------------- S = 123.000 IN**3 E =1800000. PSI,
I = 738.000 IN**4 DF=1.25
ANALYSIS: CRITICAL SHEAR = 5429. LBS @ 1'.00
--------- FV= 165. ==> 1.5*V/(A*FV*DF) _ .64"
** SPAN MAX MOM.= 20524. FT -LBS @ 6.38 FT
FB=2400. ==> M/(FB*S*DF)= .67
DEFLECTION= -:45 @ 6.38 (L/240.= .64)
+------------------------+
USE 24F GLB 5.125X 12.0
+------------------------+
4co-5 XF V 4 0 flop w [swo
�Z
PAGE
JOB NO.: AO
DATE
.19 HDR FRONT OF M. BDRM.
BEAM LENGTH 0.00 4.75
----------------------------------------------
SUPPORTS .00 4.`75
APPLIED LOADS
UNIF LOAD = I&" -k 't' We 3 -tb PLF
REACTIONS LEFT: RIGHT: 23-3--8 ,6g9
SECTION PROPERTIES.: A = 32.375 IN**2 FV=.95. PSI
----------- - ---"---- S = 49.911 IN**3 E-170 0000. PSI
I 230.841 IN**4 DF=1.00
ANALYSIS: CRITICAL SHEAR = 1428. LBS @ .77
------ ..FV= 9'5. __> 1.5*V/ (A*FV*DF)
** SPAN MAX MOM.= 2510. FT -LBS @ 2:38 FT
FB=1250. ==> M/(FB*S*DF)=
DEFLECTION= -.03 @ 2.38 (L/'240.= .24)
+-=--------- -----+
USE NO2 DFL 4X101
+-----------------+
20 DROP BM. FRONT OF ENTRY PORCH
BEAM LENGTH 0.00 14.00
SUPPORTS .00 14.00
APPLIED LOADS
---------------
UNIF LOAD = 710 elf 2�/-y� � � �+ PLF
REACTIONS LEFT: 4970.0 RIGHT: 4970.0
SECTION PROPERTIES : A = 61.500 IN**2 FV=165. PSI -
,
SI
------------------- S = 123.000 IN**3 E =1800000. PSI
I 738.000 IN* *4 1 DF=1.00
ANALYSIS: CRITICAL SHEAR = 4260. LBS @ 1.00
--------- FV= 165.
==> 1.5*V/(A*FV*DF) .63
** SPAN MAX MOM.= 17395. '
7395.. FT -LBS @ 7.00 FT
FB=24.00. ==> M/(FB*S*DF)= .71
DEFLECTION= -.46 @ 7.00 (L/240.= .70)
+------------------------+
USE 24F GLB 5.125X 12.0
+=-------- ---------=+
PAGE / 2
JOB NO.: 4103 3
DATE ,
21 CANT HDR AT 'FRONT OF FLEX SPACE-.
BEAM LENGTH 0.00,
17:00
SUPPORTS :00 11.00
APPLIED LOADS,-.
/�,n,,
POINT LOAD = 5000 AT 17 I�Ci( O) .
LBS
UNIF LOAD = 530 40K z+1.. f Aso44
PLF
REACTIONS LEFT: .-679.5 RIGHT: 14689.5
SECTION PROPERTIES: A = 107.6.25 IN**2 FV=165.
PSI
---•---------=------ S = 376.688 IN**3 E =1800000. PSI
I = 3955:219 IN**4 DF=1.00
ANALYSIS: CRITICAL SHEAR = 7253. LBS @ 12:75
--------- FV= 165.,==> 1:5*V/(A*FV*DF) _ .61
** SPAN MAX MOM.= 39540. FT -LBS @ 11.00 FT
FB=2255. ==> M/(FB*S*DF)=. .56
DEFLECTION= .05' @ 6.75 (L/240.= .55)
** RT CANT. MAX MOM.= 39540. FT -.LBS. @ 11.00 FT
FB=2255. ==> M/(FB*S*DF)= ...56
DEFLECTION= -..28 @ 17.00 (L/180.= .40)'
+-----------------.-------+ .
(USE 24F GLB .5.125X21.01.
: J�Q - - ---n----
---
22 CLG BM. AT LINEN
BEAM LENGTH -0.00
12.75
SUPPORTS .00
12.75
APPLIED.LOADS ;
----
UNIF LOAD-610�f�:2��'I'�®�� �`.
PLF
REACTIONS: LEFT: 3888.8RIGHT: 3888.8
SECTION PROPERTIES: 'A = 63.250 IN**2.' FV= 85.
PSI
--------------.-- --- S-.= 121.229 IN**3 E=1600000.'PSI'
I _ 697.068 IN**4 DF=1.00
ANALYSIS: CRITICAL SHEAR = 3304. LBS @' .96
---------- FV= 85. ==> 1:5*V/(A*FV*DF) = 92
** SPAN MAX MOM.= 12395. FT -LBS @ 6.38 FT'
FB=1350. ==> M/(FB*S*DF)= ..91
DEFLECTION= -:33 @ 6.38 ''(L/.240.=
IUSE-NO1 DFL 6X12]
PAGE
JOB NO.
DATE
23 CLG BM. AT FRONT OF BATH #,2
BEAM LENGTH 0.00 12.50
SUPPORTS .00 12.50
APPLIED LOADS
---------------
POINT LOAD = 1750 AT 8 E
/
PARTIAL LOAD -=610 FROM 8 TO 12.5 4,, 4-P' -+ I �)(; eo rk, PLF
PARTIAL LOAD= 290 FROM 0 TO 8 4 O K f. ��'�.. 4 V PLF '
REACTIONS LEFT:, 2701.7 RIGHT: 4113.3
------------
SECTION PROPERTIES: A = 63.250 IN**2 FV= 85. PSI
--------- - --------- S = 121.229 IN**3 E 1600000. PSI
I = 697.068 IN**4 DF=1.00
ANALYSIS: CRITICAL SHEAR 3529. LBS @ 11.54
--------- FV= 85. __> 1.5*V/(A*FV*DF) _ .98
** SPAN MAX MOM.= 12334. FT -LBS -@ 8.00 FT
FB=1350. ==> M/(FB*S*DF)= .90
DEFLECTION= -.'29 @ 6.50 (L/240.= .63)
+-----------------+
IUSE N01 DFL 6X121
+------------ - - - - -+
2.4 TYP. GARAGE'DOOR HDR.
BEAM LENGTH 0.00 9.50
SUPPORTS .00' 9.50
J
APPLIED LOADS
UNIF LOAD = 210 4-V PLF
REACTIONS LEFT: 997.5 RIGHT: 997.5
SECTION PROPERTIES: A = 32.375 IN**2 FV= 95. PSI
-----------------S = 49.911 IN**3 E =1700000. PSI
I = 230.841 IN**4 DF=1.00
ANALYSIS: CRITICAL SHEAR = 836. LBS '@ .77
--------- FV= 95. __> 1.5*V/(A*FV*DF) _ .41
** SPAN MAX MOM.= 2369. FT -LBS @ 4.75 FT
VB=1250: ==> M/(FB*S*DF) .46.
DEFLECTION= -.10 @ 4.75 (L/2.40.= .47)
+---------------- -+
IUSE NO2 DFL 4X10
PAGE :
JOB NO .: 3A .
DATE
25 TYP DROP BM. FRONT OF GARAGE
BEAM LENGTH 0.00 10.25
-------------
SUPPORTS .00 10.25
APPLIED LOADS
------------
UNIF LOAD 300 4 O 1,, 16$--4 rL000' PLF
REACTIONS LEFT: 1537.5 RIGHT: 1537.5
------------
SECTION PROPERTIES: A = 32.375 IN**2 FV=.95. PSI
------------------- S = 49"..911.IN**3. .'E.=17000.00_. PSI
I 230.841 IN**4 DF=1.00
ANALYSIS: CRITICAL SHEAR = .1306. LBS @ .77
--------- FV= 95. ==> 1.5*V/(A*FV*DF) .64
** SPAN MAX MOM.= 3940. FT -LBS @ 5.13 FT
FB=1250. ==> M/(FB*S*DF)= .76
DEFLECTION= -.19 @ 5.13 (L/240.= .51)
USE NO2 DFL 4X10
+-----------------+
J
26 HDR LEFT. OF BDRM.# 2
BEAM LENGTH .0.00 6.25
SUPPORTS .00 6.25
APPLIED LOADS
---------------
PARTIAL LOAD= 830 FROM 0 TO 2.5 A'���%' �� �'� PLF
PARTIAL LOAD= 770, FROM 2.5- TO 6.25 ��f��'p('Z- ,� PLF
REACTIONS LEFT, 2526.3 RIGHT: 2436.3
SECTION -PROPERTIES: A = 41.250 IN**2 FV= 85. PSI
------------------- S = 51.563 IN**3 E =160000.0. PSI
I = 193.359 IN**4 DF=1.00
ANALYSIS: CRITICAL SHEAR = 2008. LBS @ .63
---------- FV= 85. __> 1.5*V/(A*FV*DF) _ .86
** SPAN MAX.MOM.= 3854. FT -LBS @ 3.08 FT
FB=1350. __> M/'(FB*S*DF) =.. .66
DEFLECTION= -.09 @ 3.08 (L/240.= .31)
+---- ------ -----+
USE N01 DFL 6X 81
+-----------------+
PAGE
JOB N0.:
DATE
27 CLG BM. AT GUEST BATH
BEAM LENGTH 0.00 8.50
----------------------------------------------
SUPPORTS .00 8.50
APPLIED LOADS
---------------
POINT LOAD = 1350 AT 1.75 R4 LBS
UNIF LOAD = 200 PLF
REACTIONS LEFT: 1922.1 RIGHT: 1127.9
SECTION PROPERTIES: A = 30.250 IN**2 . FV= 85. PSI
-=----------------- S 27.729 IN**3 E =1600000. PSI
I = 76.255 IN**4 DF=1.25
ANALYSIS: CRITICAL SHEAR 1830. LBS ,@ .46
--> 1.5 V (A FV .DF) .85
** SPAN MAX MOM.= 3181. FT -LBS @ 2:86 FT
FB=1200. ==> M/(FB*S*DF)= .92
DEFLECTION= -.34 @ 4.00 (L/240.= .43)
+-------------=---+
IUSE NO2 DFL 6X 61
+-----------------+
28 HDR RIGHT.OF DINING
BEAM LENGTH 0.00 6.25
-----------
SUPPORTS .00 6.25
APPLIED LOADS
---------------
POINT LOAD = 2600 AT 1 LBS
UNIF LOAD = 910 PLF
REACTIONS LEFT: 5027.8 RIGHT: 3259.8
SECTION PROPERTIES: A = 63.250 IN*,*2 FV= 85. PSI
-------------------
S = 121.229 IN**3 E 1600000. PSI
1 = 697.068 IN**4 DF=1.25
ANALYSIS: CRITICAL SHEAR 4156. LBS @ - .96
--------- FV= 85. ==> 1.5*V/(A*FV*DF) _ .93
** SPAN MAX MOM.= 5838. FT -LBS @ 2.67 FT
FB=1350. ==> M/(FB*S*DF) .34
DEFLECTION= -.04: @ 3.00 (L/240.= .31)
+-----------------+
USE N01 DFL 6X12
+-----------------+
LATERAL ANALYSIS
Q,SS
SECTION # 1 LONGITUDINAL
PLATE HEIGHT = 12.00 FT. ROOF_ AVERAGE HEIGHT = 21.00 FT,
WIND FORCE 25 FT. MAX. HEIGHT '= 19.49.PSF
WIND LOAD = 19.49 x ( 21.00 - 12.00/2) = 292:35 PLF
SEISMIC LOAD = 0.175 x ((24.00x62.00) + '(15:00x2x6) + (10.00x2x6)) = 312.90 PLF
SEISMIC GOVERNS = 312.90 PLF
MAX, SHEAR = 90.84 PLF
CHORD FORCE = 817.58 LBS.
USE ( 6) 16D'S PER TOP PLATE SPLICE.
SECTION 2 LONGITUDINAL
PLATE HEIGHT = 10.00 FT. ROOF AVERAGE HEIGHT = 15.00 M
WIND FORCE 15 FT, MAX. HEIGHT = 17.36 PSF
WIND LOAD = 17.36 x (15.00 - 10.00/2) = 173.60 PLF'
SEISMIC LOAD = 0.175 x ( (24.00x34.00) + (15.00x2x5) + ( 10.00x 1x5)) = 177.80. PLF
SEISMIC GOVERNS = 177.80 PLF
MAX. SHEAR = 65.37 PLF
CHORD FORCE = 817.09 LBS
USE ( 6) 16D'S PER TOP PLATE SPLICE.
SECTION # 3 LONGITUDINAI,
PLATE' HEIGHT = 10.00 FT. ROOF AVERAGE HEIGHT = 15.00 FT.
WIND FORCE 15 FT. MAX. HEIGHT = 17.36 PSF
WIND LOAD .= 17.36 x ( 15.00 - 10.00/2) =-173.60 PLF -
SEISMIC LOAD = 0.175 x ((24,00x42.00) + (15.00x2x5)) = 211.40 PLF
SEISMIC GOVERNS = 211.40 PLF ti
MAX. SHEAR = 93.12 PLF
CHORD FORCE ='861.33 LBS
USE,.( 6) 16D'S PER TOP PLATE SPLICE,
LATERAL ANALYSIS
SECTION I TRANSVERSE
PLATE HEIGHT = 12. 00, FT. ROOF AVERAGE HEIGHT '21.00 FT.
WIND FORCE 25 FT. MAX. HEIGHT = 19.49 PSF
WIND LOAD 19.49, x ( 21.00 - 12.00/2) =,292.35 PLF'
SEISMIC LOAD - 0.175 x ((24:00x82.00)' + (15.0Ox2x6) + (10.00x3x6)) ="407.40 PLF
SEISMIC -GOVERNS = 407,40-PLF
MAX. SHEAR = 119.24 PLF
CHORD FORCE =.1430.87 LBS, '
USE ( 10) 16D'S PER TOP..PLATE SPLICE.
SECTION # 2 TRANSVERSE
PLATE HEIGHT = 10.00 FT. ROOF AVERAGE HEIGHT = 13,00 M
WIND FORCE 15 FT. MAX. HEIGHT = 17.36 PSF
WIND LOAD = 17.36 x' ( 13.00 10.00/2) = 138.88 PLF'
SEISMIC LOAD = 0.175 x ((24,00x26.00) +. (15.00x2x5) + (10.00x1x5)) = 144.20 PLF
SEISMIC GOVERNS = 144.20 PLF
MAX. SHEAR = 154.40 PLF
CHORD FORCE .= 1239.11 LBS
USE,,( 10.) 16D'S PER TOP PLATE SPLICE. '
SECTION # 3 .TRANSVERSE
PLATE HEIGHT = 10.00 FT. ROOF AVERAGE HEIGHT = 15.00 FT.
WIND FORCE 15 FT. MAX, HEIGHT = 17.36 PSF
WIND LOAD = 17.36 x ( 15.00' - 10.00/2) = 173.60 PLF • ,
SEISMIC LOAD 0.1.75, x ((24.00x38.00) .+ (15,OOx2x5)) 185.585 PLF
SEISMIC GOVERNS = 185.85 PLF
MAX. SHEAR = 68.47 PLF
CHORD FORCE = 479.97.LBS
USE ( 6) 16D'S PER TOP PLATE SPLICE. F
LATERAL ANALYSIS
SHEAR WALL # 1 RIGHT OF M. BDRM AND BATH
TOTAL LOAD = 312.90 -x 22.00/2•= 3441.90 LBS.. '
SHEAR WALL LENGTH =1 8.00 + 8.00 = 16.00 FT.
SHEAR WALL = 3441.90 / 16.00 '= 215.12 PLF
USE SHEAR WALL TYPE 10 WITH 5/8" x 12" A. B. AT 48" 0/C.
MAX. DRAG LOAD = 1290,71.00 LBS. USE ( 1.0 ) 16D'S PER TOP PLATE SPLICE.
MAX. UPLIFT LOAD = 1994.47 LBS. USE SIMPSON HPAHD22. HOLDOWN EACH -END EA. PANEL..
SHEAR WALL # 2 RIGHT OF LIVING
TOTAL LOAD = 312.90 x 45.00/2 = 7040.25 LBS.
SHEAR WALL LENGTH = 20.00 FT.. '
SHEAR WALL = 7040.25 / 20.00 = 347.67 PLF.
USE SHEAR WALL TYPE 11 WITH 5/8" x 12" A. B. AT 32" 0/C.
MAX. DRAG LOAD. 2933.44 LBS. USE. ( 22 ) 16D'S PER TOP PLATE SPLICE.'
MAX' UPLIFT LOAD = 2756.75 LBS. USE SIMPSON HPA28. HOLDOWN EACH END.
SHEAR WALL # 3 LEFT OF LIVING
TOTAL LOAD = 312.90 x 60.00/2 = 9387.00 LBS,. r
SHEAR WALL LENGTH 20.00 FT.
SHEAR WALL = 9387.00 / 20.00 = 469:35 PLF `
USE SHEAR WALL TYPE' 12 WITH 5/8" x 12" A. B. AT 24" 0/C.
MAX. DRAG LOAD 4689.40 LBS USE.( 12 ) 16D'S PER TOP PLATE SPLICE.
MAX. UPLIFT LOAD = 4689.30 LBS. USE SIMPSOM HPA35 HOLDOWN EACH END.
SHEAR WALL # 4 LEFT OF FAMILY AND OFFICE
TOTAL LOAD = 312.90,x 36.00/2 = 5632.20 LBS.
SHEAR WALL LENGTH = 8.00 + 8.00 = 16.00 FT.
SHEAR WALL = 5632,267 16.00 ='347.12 PLF
USE SHEAR WALL TYPE 11 WITH 5/8" x 12 A. B. AT 24" 0/C.
MAX. DRAG LOAD = 2569.08 LBS. USE ( 18 ) 16D'S PER TOP PLATE SPLICE.
MAX. UPLIFT LOAD = 3457.15 LBS. USE SIMPSON HPAHD22 HOLDOWN EACH END EA, PANEL.
II
SHEAR WALL #"5 RIGHT OF M. GUEST HOUSE,
TOTAL LOAD =. 177,80 x 22.00/2 = 1955.80 LBS.
SHEAR WALL LENGTH8:00 FT.
SHEAR WALL = 1955.80 / .8.00 = 244.47, PLF
USE SHEAR WALL .TYPE 10 WITH 5/8" x 12" A. B. AT 48" O/C.
MAX. DRAG LOAD = 782.32 LBS. USE ( 6 ) 16D'S PER TOP PLATE SPLICE. ;
MAX, UPLIFT LOAD = 1778.08 LBS. USE SIMPSON HPAHD22 HOLDOWN EACH END.
SHEAR WALL # 6 LEFT,OF GUEST HOUSE
TOTAL LOAD = 177.80. x 22.00/2 = ,1955.80 LBS, -
SHEAR WALL LENGTH = 8.00 FT.
SHEAR WALL = 1955.80 /.8.00 = 244.47 PLF
USE SHEAR WALL TYPE 10 'WITH 5/8 x 12" A. B: AT 48" 0/C.
MAX. DRAG LOAD = 1043.09 LBS. USE ( 8 ) 16D'S PER TOP. PLATE SPLICE.
MAX. UPLIFT LOAD = 2133.30 LBS. USE SIMPSON HPAHD22 HOLDOWN EACH,END,
SHEAR WALL # 7 RIGHT OF GARAGE
TOTAL LOAD = 211.40 x 37.00/2 = 3910:90 LBS.
SHEAR WALL LENGTH = 12.00.00 FT.
SHEAR WALL '= 3910.90 / 12.00 = 325..91 PLF
USE SHEAR WALL TYPE 11 WITH 5/8" x 12"-A. B. AT.32" 0/C..
MAX. DRAG LOAD = 1251.01 LBS. USE ( 10 ) 16D'S PER TOP PLATE SPLICE,
MAX. UPLIFT LOAD = 1658.28 LBS, USE SIMPSON HPAHD22 HOLDOWN EACH END.
" SHEAR WALL # 8 LEFT_ 'OF GARAGE
TOTAL LOAD = 211.40 x 37.00/2,= 3910.900 LBS.• .
SHEAR WALL LENGTH = 12.00 FT.
SHEAR WALL = 3910.900 / 12.00 = 325:91 PLF
USE SHEAR WALL TYPE l l 'WITH 5/8" x 12" A. B. AT 32 " 0/C.
MAX. DRAG LOAD = 1498.01 LBS. USE ( 12 ) 16D'S PER TOP PLATE SPLICE.
MAX. UPLIFT LOAD = 1658.28 LBS. USE SIMPSON HPAHD22 HOLDOWN EACH END.
"
r
LAT'.RAI. ANALYSIS
SHEAR WALL # 9 STEEL COLUMN AT REAR ELEVATION
TOTAL LOAD = 407.40 x 60.00/2 = 12222.00 LBS.
USE CANTILEVER STEEL COLUMN.
R = 22 FOR CANT. STEEL COLUMN
TOTAL LOAD = 12222.00'x'4,5/2.2 = 25000.00 LBS' .
LOAD EACH COLUMN = 25000 / 5 = 5000.00 LBS = 5.0 K
SEE CANT STEEL COLUMN DESIGN AND FLAG POLE FOOTING.'
SHEAR WALL # 10 FRONT OF WIC, LINEN, FLEX
TOTAL LOAD = 407.40 x 70,00/2 = 14259.00 LBS.
SHEAR WALL LENGTH = 12.00 + 10.75 + 8.00 + 9.00 = 39.75 FT.
SHEAR WALL = 14259.00 / 39.75 = 358.72 PLF
USE SHEAR WALL TYPE 12 WITH 5/8" x 12" A. B. AT 24" 0/C.
MAX. DRAG LOAD = 2072.70 LBS. USE ( 16 ) 16D'S PER TOP PLATE SPLICE.
MAX, UPLIFT LOAD = 3037.80 LBS. USE SIMPSON HPAHD22 HOLDOWN EACH EXTERIOR END
EA PANEL: USE HPA35 'AT INTERIOR ENDS.
• a
SHEAR WALL # 11 - FRONT OF M. BATH
TOTAL LOAD = 177,80 x 45.00/2.= 4000.50 LBS.
SHEAR WALL LENGTH =1 12.00 FT.
SHEAR WALL = 4000.50 / 12.00 = 333.38 PLF
USE SHEAR WALL TYPE 11 WITH 5/8" x 12" A. B. AT 32" 0/C.
MAX. DRAG LOAD .= 854.65 LBS. USE ( 6 ) 16D'S PER TOP PLATE SPLICE,
NO SIGNIFICANT UPLIFT LOAD = 3120.56 LBS. USE SIMPSON HPAHD22 HOLDOWN EACH
EXTERIOR END. USE HPA35 AT INTERIOR END.
SHEAR WALL 12 FRONT OF GUEST .SUITE
TOTAL LOAD = 177.80 x'30.00/2 = 2667.00 LBS.
SHEAR WALL LENGTH = 6.50
SHEAR WALL =- 2667.00 / 6.50: = 410.31
USE SHEAR WALL TYPE, 12 WITH 5/8" x 12" A. B. AT 24" 0/C. '
MAX. DRAG LOAD = 1128.35 LBS. -.USE ( 8 ) 16D'S PER TOP PLATE SPLICE.
MAX. UPLIFT LOAD = 4381.75 LBS. USE SIMPSON BTT22 HOLDOWN EACH END.
To specify your title block on Title : .lob # 4a �►'J
these five lines, use the SETTINGS Dsgnr: Date: 7:40AM, 22 NOV 02
Description
main menu selection, choose the
Printing & Title Block tab, and ent Scope
your title block information.
Rev: 550100 Page 1
User: KW0604868, Ver 5.5.0, 25 -Sep -2001 Steel Column
(c)1983.2001 ENERCALC Engineering Software
Description S.W.# 9 TYP. COLUMN AT REAR ELEVATION
General Information
Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements
Steel Section W12X30
Fy
36.00 ksi X -X Sidesway :
Sway Allowed
Fb:xx : Allow [F1-6]
Duration Factor
1.330 Y -Y Sidesway :
Sway Allowed
Column Height 11.500 ft
Elastic Modulus
29,000.00 ksi
27.00 ksi
End Fixity Fix -Free
X -X Unbraced
11.500 ft Kxx
2.000
Live & Short Term Loads Combined
Y -Y Unbraced
11.500 ft Kyy
2.000
Loads
35.91 ksi
0.00 ksi
0.00 ksi
Axial Load...
Dead Load 3.00 k
Ecc. for X -X Axis Moments 0.000 in
Live Load 3.00 k
Ecc. for Y -Y Axis Moments 0.000 in
Short Term Load k
Point lateral Loads...
DL
LL ST Height
Along Y -Y (strong axis moments)
5.000 k
11.500 ft
Along X -X ( y moments)
k
ft
Applied Moments
X -X Axis Moments DL
LL ST
At TOP
k -ft
Height
Between Ends
k -ft
0.000 ft
At BOTTOM
57.50 k -ft
Section : W12X30, Height = 11.50ft, Axial Loads: DL =
Unbraced Lengths: X -X = 11.50ft, Y -Y = 11.50ft
Combined Stress Ratios Dead
AISC Formula H1 - 1
AISC Formula H1 - 2
AISC Formula H1 - 3 0.0754
Column Design OK
3.00, LL = 3.00, ST = 0.00k, Ecc. = 0.000in
Live DL + LL DL + ST + (LL if Chosen)
0.1508
0.0316
0.0754 0.7742.
XX Axis: Fa calc'd per 1.5-2, K*Ur > Cc
XX Axis : I Beam, Major Axis, (102,000 * Cb / Fy)".5 <= UrT <= (510,000
XX Axis: I Beam, Major Axis, Fb using 1.5-7 Governs, Fb = 12,000 Cb Af /
YY Axis: Fa calc'd per 1.5-2, K*Ur > Cc
YY Axis: I Beam. Minor Axis, Passes 1.5.1.4.1 Para 2.. Fb = 0.75 Fy
Stresses
Allowable & Actual Stresses
Dead
Fa: Allowable
4.53 ksi
fa : Actual
0.34 ksi
Fb:xx : Allow [F1-6]
20.22 ksi
Fb:xx : Allow [F1-7] & [F1-8]
21.60 ksi
fb : xx Actual
0.00 ksi
Fb:yy : Allow [F1-6]
27.00 ksi
Fb:yy : Allow [F1-7] & [F1-8]
27.00 ksi
fb : yy Actual
0.00 ksi
Live
DL + LL
DL + Short
4.53 ksi
4.53 ksi
6.02 ksi
0.34 ksi
0.68 ksi
0.68 ksi
21.60 ksi
21.60 ksi
28.73 ksi
21.60 ksi
21.60 ksi
26.89 ksi
0.00 ksi
0.00 ksi
17.77 ksi
27.00 ksi
27.00 ksi
35.91 ksi
27.00 ksi
27.00 ksi
35.91 ksi
0.00 ksi
0.00 ksi
0.00 ksi
To specify your title block on
Title:
Job '#
these five lines, use the SETTINGS
Dsgnr:
` 'Description:
Date: 7:40AM; 22 NOV 02
main menu selection, choose the
Printing B Title Block tab, and ent
Scope:
your title block information,
'
Rev: 550100
UseKW-0604868, Ver 5.5.0, 25 -Sep -2001
Steel Column
Page 2
(c)1983.2001 ENERCALC Engineering Software
Description S.W.# 9 TYP. COLUMN, AT REAR ELEVATION
f
Analysis Values:
F'ex : DL+LL 53,079 psi , .
Cm:x DL+LL 0.85
Cb:x DL+LL
1:75
F'ey : DL+LL 4,527 psi "
Cm:y DL+LL 0.85
Cb:y DL+LL
1.75
F'ex : DL+LL+ST 70,595' psi
."Cm:x DL+LL+ST 0.85
Cb:x DL+LL+ST
Fey `.'DL+LL+ST 6,021 psi
Cm:y DL+LL+,ST 0.85
Cb:y, DL+LL+ST
1.75
Max X -X Axis Deflection -0.635 in
at 11.500 ft Max "?-Y Axis Deflection
0.000 in at
0.000 ft
Section Properties W1 2X30
Depth 12.34 in
Weight 29.86 #!ft
I-xx
238.00 in4 .
Width6.520 in
Area 8.79 in2'
I -YY
20.30in4
Web Thick 0.260 in
Rt 1:730 in
S-xx
38.574 in3
Flange Thickness, 0.440 in
S -YY
6.227 in3
r-xx
5.2030
.
r -YY
1.520 in
• 1.:4
To specify your title block on Title Job # 010 33
these five lines, use the SETTINGS Dsgnr: Date: 7:43AM; 22, NOV 02
Description
main menu selection, choose the
Printing & Title Block tab, and ent Scope
your title block information.
• Rev: 550100 Page .1
user: KW0604868, Ver 5.5.0,'25-Sep-2001 pole Embedment in Soil
(c)1983-2001 ENERCALC Engineering Software
Description S.W. # 9 CANT COLUMNS FOOTING AT REAR
General Information
Allow Passive 300.00 pcf Applied Loads—,
Max Passive 1,500.00 Psf Point Load 2,500.00 lbs
Load duration factor 1.330 distance from base 11.500 ft
Pole is Rectangular.
Width 52.000 in Distributed Load 0.00 #/ft
No Surface Restraint distance to top, 3.000 It
distance to bottom 0.000 ft
Summary
Moments @ Surface...
Point load. 28,750.00 ft-# Total Moment 28,750.00 ft-#
Distributed load 0.00 Total Lateral 2,500.00 lbs
Without Surface Restraint..
Required Depth 4.980 ft
Press @ 1/3 Embed.:.
Actual 676.08 • psf
Allowable 662.40 psf
X Wl
td/09 K I
D���
FOUNDATION DESIGN
SOIL BEARING PRESSURE =
• .1500PSF
MAXIMUM LOAD = 40.00 x 56/2 + (15.00 x 12) + (150.00 x 12 x 12)/144 = 1420.00 PLF
WIDTH REQUIRED _ (
1420.00%1500 )x 12 = 12"
USE 12" WIDE x 12"
DEEP CONT. FOOTING W/ (1) #4 BAR TOP AND BOTTOM.
FOOTING CAPACITY =
(1500 x 40 x'12) / 12x 12 •= 5000.00 LBS
P -AD DESIGN
BM. # 1 = 5200.00LBS
USE 3'-0" SQ. x 12"
DEEP PAD W/(3) # 4 BARS EA. WAY
BM. # 1 + BM. # 6x6 ''+ BM. # HIP = 6555.00 LBS
USE 3'-0" SQ. x 12"
DEEP -PAD W/ (3) # 4 -BARS EA. WAY
BM. #.2 + BM. # 3 =
9100.00 LBS
USE 3'-0" SQ. x 12"
DEEP PAD W/ (3) # 4 BARS, EA. WAY
BM. # 3 + BM. # 6 +
BM # HIP = 7500.00 LBS
USE 3'-0" SQ. x 12"
DEEP PAD W/ (23 # 4 BARS EA. WAY
BM,,`# 17 + BM. #.18
_ 8250.00 LBS '
USE 3'-0" SQ. x 12"
DEEP PAD W/ (3) # 4 BARS EA. WAY- `
BM. # 19 +' BM. #G.T.
= 7600.00 LBS.' '
USE 3'-0" SQ. x 12''
DEEP PAD W/ (3) `# 4 BARS EA. WAY
BM. # 20 = 5000.00 LBS.
USE 2'-6" SQ, x 12"
DEEP PAD W/ (3) # 4 BARS EA, WAY '
BM. # 21 = 15750.00
LBS. ;
USE' 3'-6" SQ. x 12",
DEEP PAD W/ (4) # 4 BARS EA. WAY
' BM. # 22 + BM. # 23
=7.8100.00 LBS,
• USE 3'-0" SQ. x 12"
DEEP PAD W/ (3) #4 BARS EA. WAY
s
i
f
RAYMOND FRANGIE STRUCTURAL CONSULTANTS
44-100 MONTEREY AVE., SUITE 201C,PALM DESERT, CA. 92260
r . PHONE (760):8364000 FAX (760) 836-0856 r
.47
Ov
00
MUoOAJ
Pur
4 1:550 5tw
0 ;t
LIM -
1 .�-�Ph s -r,
To specify your title block on
Title
Job # -
these five lines, use the SETTINGS
Dsgnr:
Date: 4:25PM, 10 FEB 03
Description
main menu selection, choose the
Printing & Title Block tab, and ent
Scope
your title block information.
Rev...550100Page
user: KW -M4868. Ver 5.5,0, 25•Sep-2001
Pole Embedment
in Soil
1
"
(c)1983.2001 ENERCALC Engineering Software
DescriptionS.W. #.9 FOOTING AT CANTILEVER COLUMNS AT REAR PATIOS
General Information' ,
4
Allow Passive
300.00 pcf
Applied Loads...
Max Passive
1,500.00 .Psf
Point Load
5,000.00 lbs
Load duration factor
1.330
• distance from base
11.500 ft
Pole is Rectangular
Width
48.750 in
Distributed Load
0.00 #/ft +
No Surface Restraint
distance to top
3.000 ft
distance to bottom. -
0.000 ft '
Summary
Moments Q Surface...
Point load .
57,500.00 ft-#
Total Moment' „ '
57,500.00 ft-# .
Distributed load
0.00
Total Lateral
5,000.00 lbs
Without Surface Restraint...
Required Depth
6.648 ft
Press @ 1/3 Embed...
Actual
886.67 psf
Allowable
884.12 psf
,.
y
1
RESIDENTIA4.COMMERCIAL S F1600R.-TRUSSES
85-435 MIDDLETON STREET, THERMAL CALIFORNIA 92274
OFFICE:_ (760) 397-4122 •FAX: (760) 397-4724C� � � �I�A
www.spates com
APPROVED
u 70�
3
r
-u
co
L
M
"
O
O
G-)
(n
O
m
m
z
O
z
F--
z
-0
O
0
••
DESIGNED BY:
O
T o
JOB DESCRIPTION:
BISHOP RESIDENCE
JOB LOCATION:
LA OUINTA, CA
r M r M r r M M r r r r M �■ r r�
(BISHOPT BISHOP RESIDENCE T1) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
TOP CHORD 2x4 SPF 1650f -1.5E
BOT CHORD 2x6 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
#1 HIP SUPPORTS 4-3-0 JACKS WITH NO WEBS. CORNER SETS ARE
CONVENTIONALLY FRAMED.
EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS
.EVERY 6.00 FT TO FLAT TC. SPACING OF SUPPORTS ORIGINATES FROM.#1 HIP.
ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24" OC WITH 2-16d NAILS AND
DIAGONALLY DWG. BRCALHIPHO502. SUPPORT HIP RAFTER WITH CRIPPLES AT
8-5-13 OC.
I** DO NOT TURN TRUSS END FOR END. **
2 Complete Trusses Required
NAILING SCHEDULE: (0.131x3.0_g_nails)
TOP CHORD: 1 ROW @ 6" o.c.
BOT CHORD: 1 ROW, @ 12" o.c.
WEBS : 1 ROW @ 4" o.c.
USE EOUAL SPACING BETWEEN ROWS AND STAGGER NAILS
IN EACH ROW TO AVOID SPLITTING.
3X4; 3 X 4
4 r 3X4= 3X12= 3X16= 3X4=
I I - 3X4= 3X8= - 2X4 III I 3X10=
2X6(A1) = 3X7- 2X4111
4X6=-
13 -9-4
X6=13-9-4 1_I
3-8-0 33-8-13 3-8-13 3-8-13
4
-3-0 3 1 113 3 3-8-13 2-7-10 -1.2 3 8-13
A -1-n I 17 -r -
3X4=
2X4 (A1) _
3-8 13 _I, 3-8-0
3-1 13 1 4-3-0
A -Z -n
1�
*10-0-12
Scale.=.25"/Ft.
REF
26-0-0 Over 3 Supports
DATE
_I
DR W
CAUSR795 03021047
CA -ENG NAH/CWC
SEON
R-1348
W=5.5" R=4229 W=5.5"
R=1266
W=5.5"
1RZM795_Z15
(BISHOPT-BISHOP RESIDENCE -
T1)
PLT TYP. Wave TPI
95 Design Criteria: TPI STD UBCVer:
6.10
CA
2
-
Ipales Fabricators
85-435 �4lddleton Street, Thennal CA
"WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND
BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE. 583 D'ONOFRIO DR..
PERFORMING THESE FUNCTIONS. SUITE MADISON.
ONS. UNLESSOTHERWISEINDICATED. TOP CHORD F
CHORDSHALLOR FHAVEETY PPROPERLY ATTACHED
O
Q G�
y'��p�yC
T C
T C
L L
D L
1 6.0
26.0
P S F
P S F
STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
" IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO
'y
A 02 n+
ra 5 r a
B C
D L
17.0
P S F
ALPINE
_
Alpine Engineered Products, Inc.
Sacramento, CA 95828
'
BUILD THE TRUSSES IN CONFORMANCE WITH TP1: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER
DRAWINGS 160 A -Z. THE SEAL ON THIS ORANING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHONN. THE SUITABILITY AND USE OF THIS
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER
ANSI/TPI 1-1995 SECTION 2.
63a *
s
��i C��. ��V
�71g' w t0
B C
TOT
L L
. L D .
0.0
59.0
P S F
P S F
D U R .FAC . 1 . 2 5
SPACING 24. 0"
Scale.=.25"/Ft.
REF
R7957-83656
DATE
01/21/03
DR W
CAUSR795 03021047
CA -ENG NAH/CWC
SEON
7367
FROM
MC
JREF
1RZM795_Z15
r r 111111M 1 1M11111
(U_OMUFI-ffra-MUF KtSIUtIVLt - 14)
TOP CHORD 2x4 SPF 1650f -1.5E :T2, T3 2x6 SPF 2100f-1.BE:
BOT CHORD 2x8 SP M-23
WEBS 2x4 HF Std/Stud :W4 2x4 SPF 1650f -1.5E:
:W12 2x4 SPF #1/#2:
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
CALCULATED VERTICAL DEFLECTION IS 0.47" DUE TO LIVE LOAD AND 0.94" DUE TO
DEAD LOAD AT X = 21-5-1.
#1 HIP SUPPORTS 8-0-0 JACKS WITH NO WEBS. CORNER SETS ARE
CONVENTIONALLY FRAMED.
EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS
EVERY 6.00 FT TO FLAT TC. SPACING OF SUPPORTS -ORIGINATES FROM #1 HIP.
ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24" OC WITH 2-16d NAILS AND
DIAGONALLY DWG. BRCALHIPHO502. SUPPORT HIP RAFTER WITH CRIPPLES AT
8-5-13 OC.
4X12
3 X 4
4X10(A1) = 4
0-7-4
2X4111 4X14=
3X10= 3X10=
T9
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
2 Complete Trusses Required
NAILING SCHEDULE: (0.131x3.0_9—nails)
TOP CHORD: 1 ROW @ 7" o.c.
BOT CHORD: 1 ROW @ 12" o.c.
WEBS : 1 ROW @ 4" o.c.
USE EOUAL SPACING BETWEEN ROWS AND STAGGER NAILS
IN EACH ROW TO AVOID SPLITTING.
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
(ED
3X10=
4X14- 3X4_-
.3 Ab =_
HS812
!C)3!
HS812 =
4X14= 2X4111
L� 2
�3-2-11+3-1-5+--4-9-10ii-j< 4-9-10 + 4-9-10 ��E 4-9-10 4-9-10—+3-1-5 4 -0 -II
1— 7-2-0 _1 I 22-4-0 I 8-0-0 I
37-6-0 Over 2 Supports
R=5237 W=5.5"
R=4941 W=5.5"
PLT TYP. High Stren
th,Wave TPI -95 Design Cri(terFiUa: TPIHSTDESUBCVer: 6.10 CA 2 Scale =.1875" Ft.
Spates Fabricators
85-435 Middleton Street, Themlal CA
A L P I N E
""WARNING"" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING. INSTALLING AND
BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY, TPI (TRUSS PLATE
INSTITUTE, 583 O'ONOFRIO DR.. SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
"'IMPORTANT'" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING. INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPEC If KATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
O�Q
♦ y�
�� ' C�q FyC
` _
Apr r
T C
T C
BC
BC
L L
D L
DL
LL
16.0
26.0
7.0
0.0
P S F
P S F
PSF
P S F
R E F
DATE
DRW
CA -ENG
R795--83657
01/21/03
-
CAUSR795 03021048
N A H/ C W C
Alpine Engineered Products, Inc.
Sacramento, CA 95828
CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER
DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN -SHOWN. THE SUITABILITY AND USE OF THIS
ANSIONENTIFOR ANY
SECTIOICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER
fr CIYf1. �St
tQQ`
OF CA�,`
TOT
. L D ,
49.0
P S F
S E O N
- 7378
D U R FAC. 1 .25 F R 0 M
M C
SPACING 2 4. 0 J R E F
1 R Z M 7
IWI OPTW OP ", ENCEW ) M IWDWG PREPARED FROFt COMPUTE UT (MLOADS DIMENSIONS) SU TED B� SS Mf
TOP CHORD 2x4 SPF 1650f -1.5E :T2, T3 2x6 SPF 2100f -1.8E: DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
BOT CHORD 2x6 SPF 2100f -1.8E
WEBS 2x4 HF Std/Stud :W3, W9 2x4 SPF 2100f -1.8E: 10 PSF BC LIVE LOAD PER UBC.
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
FLAT TOP CHORD DOES NOT SUPPORT TOP LIVE OR DEAD LOADS UNLESS OTHERWISE
SPECIFIED. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24" OC WITH 2-16d
NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG.
BRCALHIPHO502. FASTEN SLOPING TC OF HIP AND JACKS TO HIP RAFTER.
0-7-4 3X8
y
T
2X4- 3X10;
sx/= sx/= 5X6= T33X7=
4X8-- 2X4
4 r T2 4
(B1)
W3 W9
10-0-12
3X12= 3X4= HS614= 3X4= 3X10=
pI 3X10(A1)
2-8-15
3-7-1 ,I_ IE 6-0-0 � 6-0-0 li 6-0-0 �1. 1-5-10-4 � 2-10-11
1
I 6-4-0 - 1 6-0-0 6-0-0 '1` 6 0 0 1' -5-10-4 '71-3-12 - I
L_ 9-2-0 1 _ 21-0-4 _1_ 7-3-12 I
R=1695 W=5.5"
PLT TYP. Hiqh Strem
SPa�es Fabricators -
85 -435 Middleton Street, Thermal CA
ALPINE
Alpine Engineered Products, Inc.
Sacramento, CA 95828
37-6-0 Over 2 Supports
(BISHOPT-BISHOP RESIDENCE -
T3)
th,Wave TPI -95 Design Criteria: TPI STD UBCVer:
6.10
**WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING ANFES
D
I
BRACNG. REFER TO HIB -91 (HANDLNG INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
yyI�
INSTTUTE. 583 O'ONOFRIO OR.. SUITE 200. MADISON. WI 53719), FOR SAFETY PRACTICES PRIOR -TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE NDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING._
**IMPORTANT** - •FURNISH A COPY.OF
S
Apr A
THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY OEVIATION FROM THIS DESIGN: ANY FAILURE TO
K r
BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING. INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN
`H �o-
W�•
- SPECIFICATION PUBLISHED BY THE AMERICANFOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
STEL,E NOTE. APPLY ORS 70
CONNCTREACH•
MADOF2UNL
IRON,
$OFR 4LOCATED
NPERDRAW
FACE TRUSS• ANDAE
ESSTOTHERWISE ONE
THIS. DE$IGNXCET ASPOSIT CONNECTORSN
C��
NGS 16 A -Z.
STHE
RESPONSIBILITY SOLEL YTF OR TR USSI COMPONENT DESIGNT SHOWNCEPTATHE SUITABILITYOAND USEIOFE THIS
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER
ANSI/TPI 1-1995 SECTION 2.
R=1610 W=5.5"
CA/2
TC LL 16.0 PSF
TC DL 26.0 PSF
BC DL 7.0 PSF
BC LL 0.0 PSF
TOT.LD. 49.0 PSF
DUR.FAC. 1.25
SPACING 24.0"
Scale =.1875"/Ft.
REF R795--83658
DATE 01/21/03
D R W CAUSR795 03021049
CA -ENG NAH/CWC
SEON - 7380
FROM MC
JREF - 1RZM795_Z15
m m
imm m
m
SU- TED
(BISHOPT-BISHOP
RESIDENCE T4)
T WG PREPARED FROM COMPUTER INPUT (LO
& DIMENSIONS) BY TRUSS V R_
TOP CHORD 2x4 SPF
1650f -1.5E :T2, T3 2x6 SPF 1650f -1.5E:
DEFLECTION MEETS L/360.LIVE AND L/240 TOTAL
LOAD.
BOT CHORD 2x6 SPF
1650f-1.SE
WEBS 2x4 HF
Std/Stud :W2, W9 2x4 SPF 2100f -1.8E:
CALCULATED VERTICAL DEFLECTION IS 0.23" DUE
TO LIVE LOAD AND 0.79" DUE TO
DEAD LOAD AT X — 19-2-0.
10 PSF BC LIVE LOAD PER UBC.
FLAT TOP CHORD DOES NOT SUPPORT TOP LIVE OR DEAD LOADS UNLESS OTHERWISE
SPECIFIED. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24" OC WITH 2-16d
NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG.
BRCALHIPHO502. FASTEN SLOPING TC OF HIP AND JACKS TO HIP RAFTER.
(*) IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
�ED
2 X 4 III 2 X 4 III
2 X 4 111 2 X 4 111
3X10 % X8
4 r 3X7= T2 3X7= 5X6= 3X7=
T3 — 4
0-7- 4 4X6(81) = (*) (*) (*) !'I
!Wq
3X7= 3X4= HS614= 3X4= 3X7= 3X10(A1)
Its 1
(� 6 4 0
6-0-0 1QE 2 7 6-0-0 I 6_0_
0 0 4 I 4- 7-3-12 �J
5 1004 7 3 12
4 1
11-2-0 I 19-0-4 I 7-3-12 I
37-6-0 Over 2 Supports
R=1695 W=5.5"
(BISHOPT-BISHOP RESIDENCE - T4)
PLT TYP. High Stren th,Wave TPI -95 Design Criteria: TPI STD UBCVer: 6.
Spates Fabricators "WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND
85-435 Middleton Street, Thennal CA BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE. 583 D'ONOFRIO DR.. SUITE 200. MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED 1
STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
'IMPORTANT " FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED W
•PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: AllY FAILURE TO p�
BUILD THE TRUSSES IN CONFORMANCE WITH TP 1: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER
DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER
ANSI/TPI 1-1995 SECTION 2.
Apr 02h
No.043845 r N
L10. 6-3=
R=1610 W=5.5"
CA/2
+10-0-12
TC LL 16.0 PSF
TC DL 26.0 PSF
SC DL 7.0 PSF
BC LL 0.0 PSF
TOT.LD. 49.0 PSF
DUR.FAC. 1.25
SPACING 24.0"
Scale =.1875"/Ft.
REF
R795--84915
DATE
01/22/03
D R W CAUSR795 03022054
CA -ENG NAH/GWH
SEON
83734
FROM
MC
JREF
1RZN795_Z06
r r� � =
(BISHOPT-BISHOP RESIDENCE - T5)
TOP CHORD 2x4 SPF 2100f -1.8E :T2 2x6 SPF 1650f -1.5E:
BOT CHORD 2x4 SPF 2100f -1.8E
WEBS 2x4 HF Std/Stud :W6 2x4 SPF 1650f -1.5E:
:W10 2x4 SPF #1/#2:
:Lt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 2.710'
:Rt Wedge 2x4 HF Std/Stud:
CALCULATED VERTICAL DEFLECTION IS 0.38" DUE TO LIVE LOAD AND 0.71" DUE TO
DEAD LOAD AT X = 21-0-4.
FLAT TC OF STEP-UP HIP TRUSS SUPPORTS JACK EXTENSIONS AND HIP RAFTER
SPANNING 6.00 FT MAX TO BACK SIDE AND 6.00 FT TO FRONT SIDE. THIS DESIGN
MAY BE USED FOR COMMON HIP TRUSSES @ 24" OC. EXTEND AND FASTEN SLOPING
TC OF HIP AND JACKS TO HIP RAFTER. ATTACH 2x4 LATERAL BRACING TO FLAT
TC @ 24" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1
(FIG.33), OR DWG. BRCALHIPH0502.
0-7-4
P
T
'IWWG PREPARED FRO MPUTER INPUT (E0!8 DIMENSIONS) SUBMITTED BY TRUSS MF
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
CALCULATED HORIZONTAL DEFLECTION IS 0.11" DUE TO LIVE LOAD AND 0.21" DUE
TO DEAD LOAD.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
10 PSF BC LIVE LOAD PER UBC.
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
4X14 % , 3X10= 4X4 (R) III 4X14-
(ED
3X4% 3X4 3 X 4
2X4 % 3X4 % 4 NT2
� 4
3X5
W6 W10
10-0-12
HS518= HS518=
6X12 (E1) = 2X4111 4X8= 2X4 III 4X8= 3X4= 2X4111 3X12 (C8) =pI
1 1�
. 7X6 (C8)
44-1-144 4-0-0 44-2-2 44-0-0—�14-0-0—+-4-0-0�;Ei4-2-24-0-0 4-11-14
I 13-2-0 I 10-4-0 I 14-0-0 I
R=3206 W=5.5"
37-6-0 Over 2 Support
R=3219 W=5.5"
(BISHOPT-BISHOP RESIDENCE - T5)
PLT TYP. High Stren th,Wave TPI -95 Design Criteria: TPI STD UBCVer: 6.10 CA/2/-/-/-/-/- Scale =.1875" Ft.
S ates Fabricators
85-435 Middleton Street, Thermal CA
ALPINE
Alpine Engineered Products, Inc.
Sacramento, CA 95828
**WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND
BRACING. REFER TO HIS -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIORTO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
**IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING, INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER
DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER
ANSI/TPI 1-1995 SECTION 2.
Q�
0
��
W
OC
f
7�0 Gj
!0 =
D r*
S r �O
/. s
CIYI�. ��'
CA1.�f��
T C
TC
-B C
p
B C
TOT
L L
DL
DL
L L
. L D .
16.0
26.0
7.0
0.0
4 9
P S F
P S F
P S F
P S F
.0 P S F
R E F
R795-83660
DATE
01/21/03
D R W
CAUSR795 03021050
C A -ENG
N A H/ C W C
S E O N
- 7384
D U R . FAC. 1 .2 5
FROM
M C
SPACING 2 4. 0 "
J R E F
1 R Z M 7 9 5_Z 1 5
"HOPTIROP R ENCE111R) M IW M M M THI DWG PREPARED FROF1 COMPUTERINPUT (LOADS & DIM NS ONS) SUBMITTED By TRUSS An
TOP CHORD 2x4 SPF 2100f -1.8E :T3 2x6 SPF 1650f -1.5E: DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
BOT CHORD 2x4 SPF 210Of-1.8E
WEBS 2x4 HF Std/Stud 10 PSF BC LIVE LOAD PER UBC.
:Lt Stubbed Wedge 2x4 HF Std/Stud:
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
SPECIAL LOADS
Spates Fabricators
85-435 Middleton Street, Thenal CA
ALPINE
Alpine Engineered Products, Inc
Sacramento, CA 95828
"'WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING. INSTALLING AND
BRACING. REFER TO HIB•9I (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE. 583 D'ONOFR10 DR.. SUITE 200. MADISON. NI 53719). FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
"IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENG114EERED
PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH DRAWINGS E16O ARZSS• AND
THEUNLESS
DRAWLOCATED
ON OTHERWISE
I NDOICATESSACCEPTANESIGN 'CEOOF TION CPR OFESSIONAONNECTLRENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER
ANSI/TPI 3.1995 SECTION 2.
FESS
bb
�� ,`�Q`� 7,��
= A T
L 4
w s
�� CIY{1. Q��
Qf C
T C
TC
BC
B C
TOT
L L
DL
DL
L L
. L D .
1 6.0
26.0
7'.0
0.0
49.0
P S F
P S F
PSF
P S F
P S F
R E F
R 7 9 5--83661
------(LUMBER
DATE 01/21/03
DUR.FAC.=1.25
/ PLATE
DUR.FAC.=1.25)
TC
From
84
PLF
at
-0.76
to
84
PLF
at
15.17
TC
From
4
PLF
at
15.17
to
4
PLF
at
21.50
TC
From
84
PLF
at
21.50
to
84
PLF
at
39.09
BC
From
14
PLF
at
0.00
to
14
PLF
at
37.50
FLAT TOP CHORD DOES NOT SUPPORT TOP LIVE OR DEAD LOADS UNLESS OTHERWISE
SPECIFIED. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24" OC WITH 2-16d
NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG.
BRCALHIPHO502. FASTEN SLOPING TC OF HIP AND JACKS TO HIP RAFTER.
0-7-4
T
Teo
3X8- -,V�_ 4X6- 3X4-
L
�6-5-145-10-2—-6-0-0—-5-10-4--5-11-14-13 3-12 —1
I_ 15-2-0 _I_ 9-0-4 _'I_ 13 3-12 _I
R=1695 W=5.5"
37-6-0 Over 2 Supports
1
R-1733 W=5.5"
(BISHOPT-BISHOP RESIDENCE - T6)
PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBCVer: 6.10 CA/2/-/-/-/-/- Scale =.1875" Ft.
Spates Fabricators
85-435 Middleton Street, Thenal CA
ALPINE
Alpine Engineered Products, Inc
Sacramento, CA 95828
"'WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING. INSTALLING AND
BRACING. REFER TO HIB•9I (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE. 583 D'ONOFR10 DR.. SUITE 200. MADISON. NI 53719). FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
"IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENG114EERED
PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH DRAWINGS E16O ARZSS• AND
THEUNLESS
DRAWLOCATED
ON OTHERWISE
I NDOICATESSACCEPTANESIGN 'CEOOF TION CPR OFESSIONAONNECTLRENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER
ANSI/TPI 3.1995 SECTION 2.
FESS
bb
�� ,`�Q`� 7,��
= A T
L 4
w s
�� CIY{1. Q��
Qf C
T C
TC
BC
B C
TOT
L L
DL
DL
L L
. L D .
1 6.0
26.0
7'.0
0.0
49.0
P S F
P S F
PSF
P S F
P S F
R E F
R 7 9 5--83661
DATE 01/21/03
DRW CAUSR795
03021051
C A -ENG N A H/
C W C
S E O N - 7388
D U R . FAC . 1 . 2 5
F R 0 M M C '
SPACING 24.0"
JREF - 1RZM795_Z15
.r .. .■r ..�� r �t ri it rs �rrr r r��.._. r _-- � �r
(BISHOPI-BISHOP REbIUtNCE - 1/)
TOP CHORD 2x4 SPF 1650f -1.5E :T3 2x6 SPF 1650f -1.5E:
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud
:Lt Stubbed Wedge 2x6 SPF 1650f -1.5E:
FLAT TOP CHORD DOES NOT SUPPORT TOP LIVE OR DEAD LOADS UNLESS OTHERWISE
SPECIFIED. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24" OC WITH 2-16d
NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG.
BRCALHIPH0502. FASTEN SLOPING TC OF HIP AND JACKS TO HIP RAFTER.
0-7-4
I
T
f
INI3 UWU rHtrAMtu rKUM turIrUILK Inrui tLUAU3 a cu UT IMU33 19rM.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
10 PSF BC LIVE LOAD PER UBC.
(*)IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
3X7=
2X4 III 2X4 III
2X4 III 2X4 III
8X8(G7) III 2X4111 3X7= DAU= 3X7= 2X4111 3X10(81)
1� 1-2-0 1
6-5-14 5-10-2 6-0-0 2 8 1 4-5-12 �f 5-11-14 7-3-14 ff
1� 6-5-14 5-10-2 1 6-0-0 1— 1 5-10-4 1 5-11-14 SIE 7-3-14 �I
1 17-2-0 I 7-0-4 I 13-3-12 I
R=1857 W=5.5"
37-6-0 Over 2 Support
R=1891 W=5.5"
+10-0-12
(BISHOPT-BISHOP RESIDENCE T7)
PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBCVer: 6.10 CA/2/-/-/-/-/- Scale =.1875" Ft.
Spates Fabricators
85-435 Middleton Street, Thermal CA
"WARNING " TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND
BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE. 583 D'ONOFRIO DR.. SUITE 200, MADISON, W1 53719). FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A.PRO PERLY ATTACHED RIGID CEILING.
"IMPORTANT•` FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
Q
Q
���p y�
W = A�p,r�+�w�02 r�r1
TC
TC
BC
L L
D L
DL
16.0
26.0
-
7.0
P S F
P S F
PSF
R E F R 7 9 5--84916
DATE 01/22/03
DRW CAUSR795 03022055
PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO
OG Gj No. 043845 r
ALPINE
Alpine Engineered Products, Inc.
Sacramento, CA 95828
BUILD THE TRUSSES IN CONFORMANCE WITH TP1: OR FABRICATING. HANDLING, SHIPPING. INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS i0
EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER
DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
COMPONENT FOR
ANSI1-1995 ANY
ANPARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER CTION 2.
[.,. �a2�3
WM1
4p C1Y{1. ���'
w cO
CF CANE
BC
LL
0.0
P S F
CA -ENG
N A H/ G W H
TOT . L D . 49.0 P S F S EON -
83737
D U R .FAC . 1 .2 5 FROM
M C
SPACING 24.0" J R E F
1 R Z N 7 9 5_Z 0 6
m =No
mmm"n �m m.�� �
(BISHOPT-BISHOP RESIDENCE - T8) T DWG PREPARED FROM COMPUTER T (LOADS DIMENSIONS) SUBMITTED BSS MF
TOP CHORD 2x4 SPF 1650f -1.5E
BOT CHORD 2x4 SPF 1650f -1.5E :62 2x4 SPF 2100f -1.8E:
WEBS 2x4 HF Std/Stud :W4 2x4 SPF #1/#2:
:146 2x4 SPF 1650f -1.5E:
:Lt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 2.710'
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
10 PSF BC LIVE LOAD PER UBC,
TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S)
WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER
OF RECORD.
** THE MAXIMUM HORIZONTAL REACTION IS 7500# **
0-7-4
y
T
5X6=
**DRAG**
TS
6X10(E1) = 2X4111
'AO— b 1
2 X 4 III 4X10 (A2)
SHEARWALL 1�
I- 16-0-0
—6-1-5= .
—6-1-5— S 1 FE 6-1-5�6-1-7—�3-1 16-1-7 6-11-3
37-6-0 Over 2 Supports
R=2489 W=5.5" Rh=+/ -469 PLF OVER 16'0" SHEARWALL,
R=2645 W=5,5"
Note: All Plates Are W3X4 Except As Shown. (BISHOPT-BISHOP RESIDENCE - T8)
PLT TYP. Wave TPI -95
Design Criteria: TPI STD UBCVer:
6.10
CA
2
Scale
=.1875" Ft.
Spa[eS FabrlCat ors
85-435 Middleton Street,Tllennal CA
''WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND
BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATEINSTITUTE. 583
PRIOR TO
PERFORMING THESEDFUNCTIONS. UNLESSTOTHERWISE 00. MADINDICATED. TOPICHORDFOR SHALLFETY HAVEPRACTICES PROPERLY ATTACHED
STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
"IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: AIJY FAILURE TO
W =
of CO
N
�r`
`
yC
7�� el
A r O2 .O
p ��
IIO.043945 r a
TC
TC
BC
LL'
D L
DL
16.0
26.0
7.0
P S F
P S F
PSF
R E F
DATE
DRW
R795--83663
01/21/03
CAUSR795 03021052
ALPINE
_
Alpine Engineered Products, Inc.
Sacramento, CA 95828
BUILD THE TRUSSES IN CONFORMANCE WITH T 1: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AFOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 2OGA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER
DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER
ANSI/TPI 1.1995 SECTION 2.
r,,, 00-M2�
*
w s
CIY1�• �V
Qr wf�OQ`
/ Y
B C
T 0 T
L L
. L D .
0.0
49.0
P S F
P S F
C A - E
S E O N
/ C W C
N G N A HMERICAN
- 7391
D U R . FAC . 1 .25 FR0M
MC
SPACING 24.0" JREF
- 1RZM795_Z15
PTOP RErENCEMT9) �1 THIS PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED g -Y TRUSS
- MFR.
TOP CHORD 2x4 SPF 1650f -1.5E
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud :144 2x4 SPF #1/#2:
:W10 2x4 SPF 1650f -1.5E:
:Lt Stubbed Wedge 2x6 SPF 1650f -1.5E:
0-7-4
T
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
10 PSF BC LIVE LOAD PER UBC.
Tti
5X6=
3X4 3 X 4
3X5% 4 r 3 X 5
3X4 4 4X14
W
W10
.10-0-12
5X8 3X4=
8X8(G7) III 2X4111 3X4=
5-5-10 �E7-0-2 �E 5-10-3
5-5-10 7-0-2 5 10-3
1A -a -n
2X4111 3 X 6
3X4(A1)
L<2-8-O3c=�
510 4 _I_ 7-0-3 6 3 10
5 10 4 T 7-0-3E 3-4 9 T. 2 11 1`I
37-6-0 Over 2 Supports ,I
R=1665 W=5.5" R=2171 W=5.5"
(BISHOPT-BISHOP RESIDENCE --T9)
PLT TYP. Wave TPI -95
Design Criteria: TPI STD UBCVer:
6.10
CA/2/-/-/-/-/-
Scale
=.1875" Ft.
Spmates Fabricators
85-435 Middleton Street, Thetal CA
'WARNING " TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND
BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
TO
PERFORMING THE SEDFUNCTIONS. UNLESSSU T0THERWISEDINDNCATED. TOPICHOR0 SHALL 9) FOR FHAVEETYPPROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
p�O
�p�
1
q �+
�p
T C
TC
L L
DL
16.
26.0
0 P S F
PSF
R E F
DATE
R795--83664
OT/21/03
-
ALPINE
Alpine Engineered Products, Inc.
Sacramento, CA 95828
"IMPORTANT"" FURNISH" A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO
BU ILO THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
BRACING OF TRUSSES, THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST ANO PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH FACE OF TRUSS, 'AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER
DRAWINGS 160 A"2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
COMPONENTPARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER
ANSECTU
Ap 2 - T
5 r a
Eq 63a�
Wr
1r}. rr11�,,�Q`
%'f Q
BC
BC
TOT
DL
LL
. L D .
7
0.
49.
. 0 PSF
0 P S F
0 P S F
DRW
CA -ENG
S E O N
CAUSR795
N A H
- 7393
03021053
/ C W C
OUR FAC. 1 . 25 F R 0 M M C
SPACING 2 4, 0" J R E F 1 R Z
M 7 9 5_Z 1 5
OPTONOP MMENCIAMIO) M
apt nr " M w' "! d M. Mm 40 M
TOP CHORD 2x4 SPF 1650f-1.SE :T3 2x4 SPF 2100f -1.8E:
BOT CHORD 2x6 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud :1410 2x4 SPF 1650f -1.5E:
:W12, W15 2x4 SPF #1/#2:
SPECIAL LOADS
32-2-4
Spates Fabricators
85-435 Middleton Street,Themlal CA
ALPINE
"WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND
BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE. 583 O'ONOFRIO OR.. SUITE 200. MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
" IMPORTANT"` FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO
BUILD HOFTRUSSES N GAND
TRUSSES. CONFORTHIISM1)ESIGNANCE ICONFORMSOWITHAAPPLICABLE PROVIS10NSBRIC TI G. HANDLIN .SOFPNOSPING INAT10NALINSTAL L I
BRACING DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
4-10-313-1-13, 5-0-3
5 1 15 5 1 15 5 1 15
5 1 15 5 1 15 5 1 15
------(LUMBER DUR.FAC.=1.25
/ PLATE DUR.FAC.=1.25)
TC From
84 PLF
at -1.59
to
84
PLF
at
8.00
TC From
197 PLF
at 8.00
to
197
PLF
at
49.00
TC From
84 PLF
at 49.00
to
84
PLF
at
57.00
BC From
20 PLF
at -1.59
to
20
PLF
at
0.00
BC From
34 PLF
at 0.00
to
34
PLF
at
56.85
TC 798
LB Conc.
Load at
8.00
TC 806
LB Conc.
Load at 49.00
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
** DO NOT TURN TRUSS END FOR END. **
(H) USE SIMPSON LSSU28 HANGER FOR 2x8 HIP RAFTER CONNECTION TO GIRDER.
CIRCLES INDICATE MINIMUM NUMBER OF 10d COM (0.148"X3.00") NAILS
THROUGH EACH HANGER FLANGE INTO GIRDER. SEE SIMPSON CATALOG C-2002
FOR JOIST NAILING AND OTHER INFORMATION.
5X7=
5 X798#
3X4; (H)
4
3X8=
4X6(A1)
-6
2X4 III
4X12=
3X8= 2X4111 4X6= 4X8=
T3
W1
7X6= 4X12= 7X8= 4X8=
DWG ED F MPUT M UT ( & DI S ONS1 SUBM TTED BY T USS MFR.
2 Complete Trusses Required
NAILING SCHEDULE: (0.131x3.0_9_nails)
TOP CHORD: 1 ROW @ 10" o.c.
BOT CHORD: 1 ROW @ 12" o.c.
WEBS : 1 ROW @ 4" o.c.
USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS
IN EACH ROW TO AVOID SPLITTING.
BEARING BLOCKS: NAIL TYPE: 0.131x3.0_g_nails
BRG X -LOC #BLOCKS LENGTH/BLK #NAILS/BLK WALL PLATE
1 32.042' 2 15" 19 DF -L Standard
BEARING BLOCK TO BE SAME SPECIES, SIZE & GRADE AS BOTTOM CHORD.
REFER TO DRAWING CNBRGBLK1299 FOR ADDITIONAL INFORMATION.
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR.
SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF
TRUSSES. SEE "WARNING" NOTE BELOW.
HS2514 =
014= 2X4111 3X10=
W1
5X7= 8X12= 2X4111
2X4 III
5X6=
X806#
(H) / 3X4-
- 4
�12-0-12
3X8= 2X4111
4X6 (Al)
PLT TYP. High Stren
32-2-4
Spates Fabricators
85-435 Middleton Street,Themlal CA
ALPINE
"WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND
BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE. 583 O'ONOFRIO OR.. SUITE 200. MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
" IMPORTANT"` FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO
BUILD HOFTRUSSES N GAND
TRUSSES. CONFORTHIISM1)ESIGNANCE ICONFORMSOWITHAAPPLICABLE PROVIS10NSBRIC TI G. HANDLIN .SOFPNOSPING INAT10NALINSTAL L I
BRACING DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
4-10-313-1-13, 5-0-3
5 1 15 5 1 15 5 1 15
5 1 15 5 1 15 5 1 15
5-0-3 3-1-13
4-10-3
4-10-3 O_I 5-1-15
L 8-0 03 I
5-1-15 5-1-15 5-1-15
3-6-011-8-115-5-1-15- 5.1-15
5-1-15 3.0. 4-10-3
�-0-0
R795--83665
01/22/03
CAUSR795 03022037
N A H/ C W C
41-0-
CONNECTORS ARE MADE OF 20GA ASTM A653 GR4O GAL V. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER
DRAWINGS 160 A"2. THE SEAL ON THIS ORAING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
ANSIONENT1FOOR ANY
SECTPARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER
I I
S
CA1�E
T 0
T . L D .
49.0
�E
57-0-0 Over
3 Supports
- 7395
D U R . FAC . 1 . 2 5 FROM R
M C
R=2976 W=5.5"
1 R Z M 7 9 5_Z 1 5
R=8431 W=3.5"
R=1708 W=3.5"
PLT TYP. High Stren
(BISHOPT-BISHOP RESIDENCE - T10)
th,Wave TPI -95 Design Criteria: TPI STD UBCVer: 6.10 CA 2 Scale =.125" Ft.
Spates Fabricators
85-435 Middleton Street,Themlal CA
ALPINE
"WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND
BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE. 583 O'ONOFRIO OR.. SUITE 200. MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
" IMPORTANT"` FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO
BUILD HOFTRUSSES N GAND
TRUSSES. CONFORTHIISM1)ESIGNANCE ICONFORMSOWITHAAPPLICABLE PROVIS10NSBRIC TI G. HANDLIN .SOFPNOSPING INAT10NALINSTAL L I
BRACING DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
a QF
Q Q`
A
63020N
S/0`
•4'/`
C �� FyC
fA
5
T C
TC
BC
BC
L L
DL
DL
L L
16.0
26.0
7.0
0.0
P S F
P S F
PSF
P S F
R E F
DATE
DRW
CA -ENG
R795--83665
01/22/03
CAUSR795 03022037
N A H/ C W C
Alpine Engineered Products, Inc.
Sacramento, CA 95828
CONNECTORS ARE MADE OF 20GA ASTM A653 GR4O GAL V. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER
DRAWINGS 160 A"2. THE SEAL ON THIS ORAING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
ANSIONENT1FOOR ANY
SECTPARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER
f� Cnm
or
Q%
S
CA1�E
T 0
T . L D .
49.0
P S F
S E O N
- 7395
D U R . FAC . 1 . 2 5 FROM R
M C
SPACING 2 4. 0" J R E F
1 R Z M 7 9 5_Z 1 5
"HOPTIMOP "ENC� "-I) -
TOP CHORD 2x4 SPF 1650f -1.5E :T2 2x4 SPF 2100f -1.8E:
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud :W8, W10 2x4 SPF #1/#2:
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC
WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR.
SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF
TRUSSES. SEE "WARNING".NOTE BELOW.
THIS DWG PREPARED FRO MPUTER INPUT (LOADS & DIMENSIONS) SUBp1ITTED BUSS MF
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
10 PSF BC LIVE LOAD PER UBC.
(E) BEARING ENHANCERS MUST BE USED ON THIS TRUSS. RECOMMENDED
CONNECTION FOR BEARING TO TRUSS (EACH FACE): SIMPSON TBE4:
REFER TO SIMPSON CATALOG C-2002 FOR NAILING SCHEDULE.
3X4 5X6= 2X4111 4X8= 4X8= 6X12= 3X5= 5X6= 3X4
3X7 (Al) = LA4 111 bXb= 4AIe= 6X12= 4X4111 6X14= 3X8= 2X4 111
+12-0-12
3X5 (A1) =.
1-6-0
32-2-4 _1
_I
�5-4-14-+4-7-2�-7-4-13—��7-4-13 ATE 7-4-13 SIE 7-4-13—�-7-4-13_+4-7-2-+5-4-14-
I I
L. 10-0-0 _1 37-0-0
1
10-0-0
I
57-0-0 Over 3 Supports
-1
R=1508 W=5.5" R=3671 W=3.5"
R-943 W=3.5"
(E)
(BISHOPT-BISHOP RESIDENCE
T11)
PLT TYP. Wave TPI -95 Design Criteria: -TPI STD UBCVer:
6.10
CA 2
Scale
=.125" Ft.
SPa�es Fabricators
85-435 Middleton Street, Thennal CA
'-WARNING'" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND
BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
DFUNCTIONSIO I F OR F ETY P
p
♦Q`O
O
T C L L
16. 0
P S F
R E F R795--83666
R TO
PERFORMING THESE OR UNLE SST OTHERHISEDINDNCATED. TOP CHORD SHALL HAVE PROPERLY ATTRACTICES ACHED
W.
4c
TC DL
26.0
PSF
DATE
01/21/03
STRUCTURAL PANELS. BOTTOM CHORD SHALL NAVE A PROPERLY AT T.A CHED RIGID CEILING.
"IMPORTANT"
Apr 2
- -
-
-
-FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS.
T
BC DL
7.0
PSF
DRW CAUSR795
03021054
INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO
Ea N 5 r �o
ALPINE
BUILDTHE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
6341003
B C L L
0.0
PSF F
C A -ENG
N A H/ C W C
SPECIFICATIONPUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GAL V. STEEL, EXCEPT AS NOTED. AP PLY. CONNECTORS TO
EACH T ON THI PER
ATHEND USEALS0NTTHI
/�
CIVI
T 0 T . L D .
49. 0
P S F
S EON -
7397
DRAWINGSE160 ARZSS CONNECTORS
I NDED
SI DRAWINGSE
IC ATESSACCE PTANC EO OF SIT
PROIONFESSIONAL ENGINEERING
-'Y%�
Alpine Engineered Products, Inc.
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT OE SIGN SHOWN. THE SUITABILITY AND USE OF THIS
t
` OF CAt``O
OUR .FAC.
1 . 25
FROM
M C
Sacramento, CA 95828
1NSI/TP 10 0NT]F0995NSECPATTIONCZLAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER
SPACING
24.0'
R E F
1 R Z M 7 9 5_ Z 1 5
J
a � m m m M, r m m m m m r m m 80 --an m r
kulzmLIVl-01")HUr KtJ1utI4L,t - lie)
TOP CHORD 2x4 SPF 1650f -1.5E
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud :W6, W10 2x4 SPF 1650f -1.5E:
:W8, W13 2x4 SPF 2100f -1.8E:
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
10 PSF BC LIVE LOAD PER UBC.
** DO NOT TURN TRUSS END FOR END. **
(E) BEARING ENHANCERS MUST BE USED ON THIS TRUSS,. RECOMMENDED
CONNECTION FOR BEARING TO TRUSS (EACH FACE): SIMPSON TBE4:
REFER TO SIMPSON CATALOG C-2002 FOR NAILING SCHEDULE.
IN13 uwu rKtYAKtu rAVrl bUMrUItK 11NYU1 tLUAUJ & U1ME— IV1`J1 JUD19111CU MT IMU» PIr K.
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR.
SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF
TRUSSES. SEE "WARNING" NOTE BELOW.
(ED
4X8=
3X4; 5X6= 3X8= 3X7= 5X6= 5X4 (R) III 3X12= 5X6= 3 X 4
3X7 (Al)
1-6-0 ,1
CE 32-2-4
7-0-13 1,4 11 3 I_ 5-7-3 L 5-5-7 15-5-7 15-5-7 15-5-7 5-7-3 1 4 11 3 I 7-0-13
E 3 E E E - E - E
1 7-0-13 T 4 11 3� 5-7-3 5-5-7 ) 5-5-7 T3 -9-10117-1i2 5 5 7 5 7 3 T 4 11 3) 7 0 13
(, 12-0-0 I 33-0-0 I 12-0-0 I
57-0-0 Over 3 Supports . _I
R=1447 W=5.5" R=3828 W=3.5" R=847 W=3,5"
(E)
2X4111 5X10= 2X4111 6X8= 6X4(R) III 4X6= 5X7=
4X6=
3X8= 2X4 III 3X5 (Al)
(BISHOPT-BISHOP RESIDENCE - T12)
PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBCVer: 6.10
Spares Fabricators WARNING ' TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND
85-435 Middleton Street, Thermal CA BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE, 583 D'ONOFRIO DR.. SUITE 200. MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
"IMPORTANT' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING, INSTALLING AND
ALPINE
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER 1P
DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER
ANSI/TPI 1-1995 SECTION 2.
+12-0-12
CA/2/-/-/-/-/-
"
Scale
=.125" Ft.
0.pC43625 r
E* 6302003 *
CIV
CA11E
TC LL
TC DL
BC DL
BC LL
TOT, LD.
16.0 PSF
26.0 PSF
7.0 PSF
0.0 PSF
49.0 PSF
L4%\/
VAA
i ft �mm
' CA -ENG
NAH/CWC
SEAN 7399
OUR . FAC . 1 .25
-
MC
3X7 (Al)
1-6-0 ,1
CE 32-2-4
7-0-13 1,4 11 3 I_ 5-7-3 L 5-5-7 15-5-7 15-5-7 15-5-7 5-7-3 1 4 11 3 I 7-0-13
E 3 E E E - E - E
1 7-0-13 T 4 11 3� 5-7-3 5-5-7 ) 5-5-7 T3 -9-10117-1i2 5 5 7 5 7 3 T 4 11 3) 7 0 13
(, 12-0-0 I 33-0-0 I 12-0-0 I
57-0-0 Over 3 Supports . _I
R=1447 W=5.5" R=3828 W=3.5" R=847 W=3,5"
(E)
2X4111 5X10= 2X4111 6X8= 6X4(R) III 4X6= 5X7=
4X6=
3X8= 2X4 III 3X5 (Al)
(BISHOPT-BISHOP RESIDENCE - T12)
PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBCVer: 6.10
Spares Fabricators WARNING ' TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND
85-435 Middleton Street, Thermal CA BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE, 583 D'ONOFRIO DR.. SUITE 200. MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
"IMPORTANT' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING, INSTALLING AND
ALPINE
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER 1P
DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER
ANSI/TPI 1-1995 SECTION 2.
+12-0-12
CA/2/-/-/-/-/-
Scale
=.125" Ft.
0.pC43625 r
E* 6302003 *
CIV
CA11E
TC LL
TC DL
BC DL
BC LL
TOT, LD.
16.0 PSF
26.0 PSF
7.0 PSF
0.0 PSF
49.0 PSF
REF R795--83667
DATE 01/21/03
DRW CAUSR795 03021056
' CA -ENG
NAH/CWC
SEAN 7399
OUR . FAC . 1 .25
FROM
MC
SPACING SEE ABOVE
JREF 1RZM795_Z15
"
(BISHOPT-BISHr OP RESIDENCEMi - T13) r M
TOP CHORD 2x4 SPF 1650f -1.5E
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud :W8 2x4 SPF 2100f -1.8E:
:W10, W12 2x4 SPF #1/#2: :W13 2x4 SPF 1650f -1.5E:
M an T—DWG PR ED FRO�MPUTEMUT (LO & D.IMENSIONS) SU TED !=TRUSS MF
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR.
SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF
TRUSSES. SEE "WARNING" NOTE BELOW.
** DO NOT TURN TRUSS END FOR END. **
3X4 3X4% 5X6= 3X10=
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD,
10 PSF BC LIVE LOAD PER UBC.
6X10=
2X4111 4X8= 4X10= 5X6= 3 X 4 3X4 -
T�3
P,
"o
F�Fi
Spates Fabricators
85-435 Middleton Street, Thermal CA
ALPINE
Alpine Engineered Products, Inc.
Sacramento, CA 95828
" WARNING " TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND
BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE. 583 D'ONOFRIO DR., SUITE 200. MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
'"IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
8R ACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER
DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILD 114G DESIGNER. PER
ANSI/TPI 1-1995 SECTION 2.
FIAA
T C
T C
BC
BC
TOT
41 sw iphim,
1 6.
26.
7.0
0.0
49.0
0 P S F
0 P S F
-
PSF
P S F
P S F
R E F
R 7 9 5
2X4111 3X4= 3X8= 5X7= 4X12= 2X4111 3X12= 3X4= 2X4111
3X7 (A1) 5X7=-
6X4(R)
X7=6X4(R) III
12-0-12
3X5 (Al)
1-6-0 33-1-14 _1
5 7-14 11
3-10-14 4-5-4 5-10 10 5-8-14 5-8-14 5-8-14 5-10-10 4-5-4 3-10-14 5-7-14
5 7-14 3 to la 4-5-4 5-10-10 5-8-14 5-8-14 1 11 3-9-7 5 10 10 4 5 4 3-10-14 5-7-14
I 14-0-0 I 29-0-0 I 14-0-0 1
57 -0 -0 -Over 3 Supports _1
R=1477 W=5.5" R=3924 W=7.778" R=722 W=3.5"
(BISHOPT-BISHOP RESIDENCE - T13)
PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBCVer: 6.10 CA/2/-/-/-/Scale =.125" Ft,
Spates Fabricators
85-435 Middleton Street, Thermal CA
ALPINE
Alpine Engineered Products, Inc.
Sacramento, CA 95828
" WARNING " TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND
BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE. 583 D'ONOFRIO DR., SUITE 200. MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
'"IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
8R ACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER
DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILD 114G DESIGNER. PER
ANSI/TPI 1-1995 SECTION 2.
Q�I
�1�
GG
�'7F
�A '�/f
,,p, i
r 02 f�'
043845 r
� , ff�p.�pp3
�u
lr C1'i� 3
q tQQ.�
Qf Ca��E
T C
T C
BC
BC
TOT
L L
D L
DL
L L
. L D .
1 6.
26.
7.0
0.0
49.0
0 P S F
0 P S F
-
PSF
P S F
P S F
R E F
R 7 9 5
DATE
01/21/03
DRW
CAUSR795 03021055
CA -ENG
N A H/ C W C
S E Q N
- 7401
D U R .FAC . 1 .25
F R 0 M
M C
SPACING 24.0"
JREF
- 1RZM795_ZlS
(ttlS HOP11WOP "E J"14) M W T- DWG PR�ED fR0 MPUTER INPUT (MLOADS & DIM ONS) MSUBMITTED BY TRUSS MF
TOP CHORD 2x4 SPF 1650f -1.5E :T4 2x4 SPF 2100f -1.8E:
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud :W2, W8, W9 2x4 SPF 1650f -1.5E:
:1413 2x4 SPF 2100f -1.8E:
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
10 PSF BC LIVE LOAD PER UBC.
** DO NOT TURN TRUSS END FOR END. **
BEARING BLOCKS: NAIL TYPE: 0.131x3.0_g_nails
BRG X -LOC #BLOCKS LENGTH/BLK #NAILS/BLK WALL PLATE
1 31.634' 1 12" 4 DF -L Standard
BEARING BLOCK TO BE SAME SPECIES, SIZE & GRADE AS BOTTOM CHORD.
REFER TO DRAWING CNBRGBLK1299 FOR ADDITIONAL INFORMATION.
(A) SCAB BRACE. 80% LENGTH OF WEB MEMBER. SAME SIZE, SPECIES & GRADE OR
BETTER. ATTACH WITH 10d NAILS @ 6" OC.
WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR.
SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF
TRUSSES. SEE "WARNING" NOTE BELOW.
4X8=
5X7= 3X10= 5X4 (R) III 4X10= 5X7=
3X4 % � 3X4
4 r W8 4
T4
W2 (A) W9
( Al ) _ 2X4111 5X12= 2X4111 6X8= 5X4(R) III 5X14= 2X4111 3X5(A1) 12-0-12
3X6(Al)
1-6-0 _I 2X4111
31-10-1
8 4 147 7 2 6-3-0 6-3-0 6-3 0 6-3-0 7-7-2 8-4-14
8 4 14 7 7 2 6-3-0 6 3 0 3 a -I 10 1 6-3-0 7-7-2 8-4-14
1_ 16-0-0 _1_ 25-0-0 h 16-0-0 I
R=1366 W=5.5"
7-0-0 Over 3 Supports
R=3609 W=4.95"
R=772 W=3.5"
PLT TYP. Wave TPI -95 Design Cri(teriDa: TPIH STDESUBCVer: 6.410CA/2/-/-/-/-/- Scale =.125" Ft.
Sppates Fabricators
85-435 Middleton Street, Thermal CA
-
ALPINE
'WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, INSTALLING AND
`BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE. 583 D'ONOFRIO DR.. SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
..IMPORTANT' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE WI7H TPI; OR FABRICATING. HANDLING. $HIPPING. INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NAT IONAI DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
ae
v4_
O "'�
' q��+
A
02 kT r^
C43845 r
G3a2003
W^
T C
T C
BC
B C
L L
D L
DL
L L
16.0
26.0
7.0
0.0
P S F
P S F
PSF
P S F
R E F
R795--83669
DATE
01/21/03
DRW
CAUSRJ95 03022038
C A- E
N G N A H/ C W C
S E O N
- 7409
Alpine Engineered Products,
Sacramento, CA 95H28
CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSIT IDN CONNECTORSNAL E it PERDRAWINGS
RESP RING
ONCOMP SIB[L/TY SOLELY TFORHE STHE EAL OTRU S51COMPONENT DE SIGNS DRAWING IND ATSHOWNCEPTATHE SUITABILITYE OF OAND USEIOFETHIS
ANSI/TpIT1FO595NSEPARTNC 2L AR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER
prt
Gr �,A�,`O��
TOT
. L D .
49.0
P S F
D U R . FAC . 1 .2 5
F R 0 M
M C
SPACING 24. 0"
J R E F
1 R Z M 7 9 5_Z 1 5
�r r M"
�HOPT-
7X8=
M
r�
r�
�■r rs rr
FROM
i rri I r�
SUBMITTED
ISHOP
RESIDENCE 15)
2 X 4 III
THIS DWG
PREPARED
COMPUTER INPUT (LOADS &
DIMENSIONS) BY TRUSS MfR.
TOP CHORD 2x4
SPF 1650f -1.5E :T3,
T4 2x4 SPF 2100f -1.8E:
BEARING
BLOCKS:
NAIL
TYPE: 0.131x3.0_g_nails
5-2-2 -5-3-14- 11-11-3-11-3-
BOT CHORD 2x4
SPF 1650f -1.5E
I_ 18-0-0 _I_
BRG
X -LOC
#BLOCKS
LENGTH/BLK #NAILS/BLK
WALL PLATE
WEBS 2x4
HF Std/Stud :W7, W8
2x4 SPF #1/#2:
1
29.634'
1
12" 7
DF -L Standard
:W10 2x4 SPF 1650f
-1.5E:
BEARING
BLOCK
TO BE SAME
SPECIES, SIZE & GRADE
AS BOTTOM CHORD.
REFER
TO DRAWING
CNBRGBLK1299
FOR ADDITIONAL
INFORMATION.
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
10 PSF BC LIVE LOAD PER UBC.
** DO NOT TURN TRUSS END FOR END. **
3 X 4
4X8=
5X10=
(A) SCAB BRACE. 80% LENGTH OF WEB MEMBER. SAME SIZE, SPECIES & GRADE OR
BETTER. ATTACH WITH 10d NAILS @ 6" OC.
WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR.
SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF
TRUSSES. SEE "WARNING" NOTE BELOW.
3X4,, HS2514 % 5X7= 4X4(R) III T4 4X10= 5X7= 3X4-
2X4 III 5X6= 3X10=
7X8=
5X4 (K) III 6X10= 3X4= 2X4 III
3X5 (A1)
3X5 (A1) =
2X4 III
Spate, Fabricators
85-435 Middleton Street, Thennal CA
-;WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND
BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE, 583 D'ONOFR10 DR., SUITE 200. MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO
`
,Q
2 X 4 III
�T
1-6-0 29-10-1
_I
BUILD THE TRUSSES IN CONFORMANCE WITH T 1: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
7 6 3 5-9-13 4 8 1
5-2-2 5-3-14
5-3-14 5 2 2 4 8 1 5-9-13
7-6-3
7 6 3 5-9-13 4 8 1
5-2-2 -5-3-14- 11-11-3-11-3-
5 2 2 4 8 1 5 9 13
7-6-3
I_ 18-0-0 _I_
21-0-0
1_ 18-0-0
_1
R=1203 W=5.5"
57-0-0 Over 3 Supports—
R=4002 W=4.95"
Lv.630-M J*
R=920 W=3.5"
CA/2
+12-0-12
TC LL 16.0 PSF
TC DL. 26.0 PSF
BC OL 7.0 PSF
BC LL 0.0 PSF
TOT.LD. 49.0 PSF
DUR.FAC. 1.25
SPACING 24.0"
Scale =.125"/Ft.
REF R795--83670
DATE 01/22/03
D R W CAUSR795 03022039
CA -ENG NAH/CWC
SEON 7407
FROM MC
JREF 1RZM795_Z15
(BISHOPT-BISHOP RESIDENCE -
T15)
PLT TYP. High Stren
th,Wave TPI -95 Design Criteria: TPI STD UBCVer:
6.10
Spate, Fabricators
85-435 Middleton Street, Thennal CA
-;WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND
BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE, 583 D'ONOFR10 DR., SUITE 200. MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO
`
,Q
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
�T
STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
..IMPORTANT' + FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS, INC. SHALL NOT BERESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE WITH T 1: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
ALPINE
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
Alpine Engineered Products, Inc.
Sacramento, CA 95828
CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORSTO
EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER
DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER
ANSI/TPI 1-1995 SECTION 2. ,
Lv.630-M J*
R=920 W=3.5"
CA/2
+12-0-12
TC LL 16.0 PSF
TC DL. 26.0 PSF
BC OL 7.0 PSF
BC LL 0.0 PSF
TOT.LD. 49.0 PSF
DUR.FAC. 1.25
SPACING 24.0"
Scale =.125"/Ft.
REF R795--83670
DATE 01/22/03
D R W CAUSR795 03022039
CA -ENG NAH/CWC
SEON 7407
FROM MC
JREF 1RZM795_Z15
"W OPTIMOP NCElW6) " r r M WDWG P ED FRMML`OMPUTER INPUT (L0- & DIME -ONS) SUBMITTED �BYTRLJSS MF
TOP CHORD 2x4 SPF 1650f -1.5E
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud :W4, W7, W14 2x4 SPF 1650f -1.5E:
:W9, W10 2x4 SPF 2100f -1.8E:
WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR.
SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF
TRUSSES. SEE "WARNING" NOTE BELOW.
** DO NOT TURN TRUSS END FOR END. **
HS2514 ; 5X7=
5X4= 4X6 (R) III
�z
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
10 PSF BC LIVE LOAD PER UBC.
5X8=
5X7=
HS2514
"rb
3X5(A1) - 4A4 III SA4= /AIU= 4Ab(K) III 5X4(R) III 6X10= 3X4= 2X4111 3X5 (Al)
1-6-02X4111
E 30-0-5 11
8-7-2 5-7-14 5 9 0 4 11 4 5 1 0 3-6-12 3-5-0 5-9-0 5-7-14 0- -15 7-9-3
8-7-2
5-7-14 5 9°0 4 11 4 5 1 0 3-6-12 3-5-0 5-9-0 4-4-13 12-11-15
L_ 20-0-0 I 17-0-0 I 20-0-0 I
R=1210 W=5.5"
57-0-0 Over 3 Supports
R=3713 W=7.777"
R-823 W=3.5"
CA/2
+12-0-12
TC LL 16.0 PSF
TC DL 26.0 PSF
BC DL 7.0 PSF
BC LL 0.0 PSF
TOTAD. 49.0 PSF
DUR.FAC. 1.25
SPACING 24.0"
Scale =.125"/Ft.
REF R795--83671
DATE_ 01/21/03
DR W CAUSR795 03021057
CA -ENG NAH/CWC
SEON 7411
FROM MC
JREF 1RZM795_Z15
(BISHOPT-BISHOP RESIDENCE -
T16)
PLT TYP. High Stren
th,Wave TPI -95 Design Criteria: TPI STD UBCVer:
6.10
Spares Fabricators
"WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND
BRACING. REFER TO H18-91 INSTALLING
85-435 Middleton Street, Thennal CA
(HANDLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE. 583 D'ONOFRIO OR., SUITE 200. MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTIONS, UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
'IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
+PRODUCTS.
INC. SHALL NOT BERESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO
OWC
BUILD THE TRUSSES IN CONFORMANCE WITH T 1: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
ALPINE
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO
Alpine Engineered Products, Inc.
Sacramento, CA 95828
EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER
DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER
ANSI/TPI 1-1995 SECTION 2.
J
R-823 W=3.5"
CA/2
+12-0-12
TC LL 16.0 PSF
TC DL 26.0 PSF
BC DL 7.0 PSF
BC LL 0.0 PSF
TOTAD. 49.0 PSF
DUR.FAC. 1.25
SPACING 24.0"
Scale =.125"/Ft.
REF R795--83671
DATE_ 01/21/03
DR W CAUSR795 03021057
CA -ENG NAH/CWC
SEON 7411
FROM MC
JREF 1RZM795_Z15
"WHOPTIMOP MENCE!M7) - M M M M M MWDWG WED J"I1PIITM IIT n n -k niMF-0NS1 511- Trn D-iCC earD
TOP CHORD 2x4 SPF 1650f -1.5E :T3 2x4 SPF 2100f -1.8E:
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud :W4, W8, W15 2x4 SPF #1/#2:
:W6, W13 2x4 SPF 1650f -1.5E:
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
WARNING: FURNISH A COPY- OF THIS DWG TO THE INSTALLATION CONTRACTOR.
SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF
TRUSSES. SEE "WARNING" NOTE BELOW.
** DO NOT TURN TRUSS END FOR END. **
7X6 (R) III 6X8=
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
(A) SCAB BRACE. 80% LENGTH OF WEB MEMBER. SAME SIZE, SPECIES t GRADE OR
BETTER. ATTACH WITH 10d NAILS @ 6" OC.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
10 PSF BC LIVE LOAD PER UBC.
7X6 (R) III
(ZD
3X6(A1) = JA/ — '+AIU— bAu— 6X4(R) III 5X7— 3X4= ZX4111 3
1-6-0 I 3X5=
32-0-5
5-3-13 5-7-13 6 4 7ai� 4-7-15 6-6-0 6-6-0 a-7-15 6 4 7 5-7-13 5 3-13
5-3-13
5-7-13 6-4-7 4 7-15 6-6-0 3-6-5 11 11 4-7-15 6-4-7 5-7-13 5-3-13
L_ 22-0-0 I 13-0 _I_ 22-0-0
+12-0-12
X5 (A1)
57-0-0 Over 3 Supports
R=1257
W=5.5" R=3884 W=7.778"
R=605
W=3.5"
PLT TYP. Wave TPI 95
(BISHOPT-BISHOP RESIDENCE -
T17)
Design Criteria: TPI STD UBCVer:
6.10
-CA/2/-/-/-/-/-
Scale
=.125" Ft.
Sppales Fabricators
85-435
*'WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING. INSTALLING AND
BRACING. REFER TO HIB -91
Q�
TC ILL
Middleton Street, Thermal CA
(HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
1 6.0 P S F
R E F R795--83672
INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON. WI 53719), FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS, BOTTOM
�� • C C
TC DL
26.0 P S F
DATE
01/21/03
CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
**IMPORTANT— FURNISH A COPY OF THIS
h =
D R W CAUSR795
03021058
DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO
� Rf
4rJ
B C D L 7.0 P S F
ALPINE
BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING, SHIPPING. INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORMS
r
C,,. �0,
B C L L
WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST
Wn
*
0, 0 P S F
CA -ENG
N A H/ C W C
AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV, STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER
DRAWINGS 160 A -Z. THE SEAL ON THIS
w `
T 0 T. L D .
4 9.0 P S F
_S E O N -
7413
D U R .FAC .
1 . 2 5
FROM
M C
Alpine Engineered Products, Inc.
DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
` t
Of O�
Sacramento, CA 95828
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER
SPACING
2 4, 0"
J R E F -
1 R Z M 7 9 5_Z 1 5
ANSI/TPI 1.1995 SECTION 2,
"OPT "OP R"ENCEI"-8) M ` M rM Mi � _
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR.
TOP CHORD 2x4 SPF 2100f -1.8E :T3 2x4 SPF 1650f -1.5E: ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud (A) SCAB BRACE. 80%, LENGTH OF WEB MEMBER. SAME SIZE, SPECIES & GRADE OR
:W4, W6, W8, W10, W11, W12, W14 2x4 SPF #1/#2: BETTER. ATTACH WITH 10d NAILS @ 6" OC.
:W7 2x4 SPF 1650f -1.5E:
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR.
10 PSF BC LIVE LOAD PER UBC. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF
TRUSSES. SEE "WARNING" NOTE BELOW.
** DO NOT TURN TRUSS END FOR END. **
7X10= 6X12=
T3 5X8=
2 X 4 III
2 X 4 III
3 X 4 s
3X6 (A1) =
6X4 (R) III
3X5 (Al) =
1-6-0 ,I
34-0-5
5-10-14 6 0 26-2-20 7 2
I, _I, 5 10-14 _1,4-6 0_I 4_5 10 14 I 6 2 2 I 5 3 13
1 5-10-14 6-0-2 ' 6-2-2 T 5 10 14 T 4-6-0 �5-3-12 5 1 2 6 2-2 6-0-1 0 7-25 3 13 l
I. 24-0-0 I 9-0-0 I 24-0-0 I
f 57-0-0 Over 3 Supports
R=1380 W=5.5" R=3886 W=7.778"
R=481 W=3.5"
+12-0-12
(BISHOPT-BISHOP RESIDENCE - T18)
PLT TYP. High Stren
th,Wave TPI -95 Design Criteria: TPI STD UBCVer:
6.10
CA/2/-/-/-/-/-
Scale
=.125" Ft.
Spates Fabricators
85-435 Middleton Street, Thermal CA
""WARNING'" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND
BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE. 583 O'ONOFRIO DR.. SUITE 200. MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
"IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS. INC. SHALL NOT BE RESPONSIBLEFOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO
Q� O
�� '` Cy
%
W
yc
_
T
r
I
T C
T C
8 C
L L
D L
D L
16.0
26.0
7.0
P S F
P.S F
P S F
R E F
R 7 9 5-83673
DATE
01/21/03
•-
D R W
CAUSR795 03021059
CA -ENG
N A H/ C W C
ALPINE
BRIC A TING. HH. PP NG AND
BRACBUILOINGHOFTTRUSSESUSSES !N COTHISM0ESIGNICONFORMS WITHAAPPLICABLE PROVISIONSS0, NOSG(NATIONAL�STALLIDESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST ANI PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER
fA CIV
*
s
B C
T 0 T
L L
. L D .
0.0
49.0
P S F
P S F
S E O N
- 741 5
D U R
FAC.
1 .
2 5
FROM
M C
Alpine Engineered Products, Inc.
DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROF ESSIDUAL ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
��V"
Jg'Qf wA"�Q
Y
Sacramento, CA 95828
'COMPONENT FOR ANY.PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER
ANSI/TPI 1-1995 SECTION 2.
SPACING
24
. 0 "
J R E F
- 1 R Z M 7 9 5_Z 1 5
r m r i m
(BISHOPT-BISHOP RESIDENCE - T19)
TOP CHORD 2x4 SPF 1650f -1.5E
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud
:W6, W8, W9, W10, W11, W12 2x4 SPF #1/#2:
:W7, W14 2x4 SPF 1650f -1.5E:
:Rt Wedge 2x4 HF Std/Stud:
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
10 PSF BC LIVE LOAD PER UBC.
** DO NOT TURN TRUSS END FOR END. **
2X4 III
HS2514
4
THISWG PREPARED FROM COMPUTER INPUT (LO & DIMENSIONS) SUTED 6- SS MFm
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
(A) SCAB BRACE. 80% LENGTH OF WEB MEMBER. SAME SIZE, SPECIES & GRADE OR
BETTER. ATTACH WITH 10d NAILS @ 6" OC.
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR.
SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF
TRUSSES. SEE "WARNING" NOTE BELOW.
5X7 (R) ///
7X10= 7X6(R) III
3X6
W9/
T7//( 14
(W1//](A)A)4 /
:!!��jW6 JVW8
AV12 W14 12-0-12
3X7 (Al) -=2X4 III 5X14= 4X4 (R) III 5X6 (R) III 6X4 (R) III 2X4 III 3X5 (Al) _
1-6-0 35-7-4 6X8= _1 5X6= 3X7111 0-10-0
35-4-334-5-035-5-63-6-7-8-- + -1 15+5-0-0-+4-7-1 6-2-1 05-5-6-+4-4-1 35-4-3-�
I_ 26-0-0 _1_5-0-0 _1_ 26-0-0 _I
57-0-0 Over 3 Supports -I
R=1570 W=5.5 R=3713 W=5.5" R=464 W=5.5"
Note: All Plates Are W3X4 Except As Shown. (BISHOPT-BISHOP RESIDENCE - T19)
PLT TYP. High Stren th,Wave TPI -95 Design Criteria: TPI STD UBCUer: 6.10 CA/2/-/-/-/-/- Scale =.125" Ft.
85-435
=z
Alpine
Sppates Fabricators
N4lddleton Street, Thennal CA
ALPINE
Engineered Products, Inc.
Sacramento, CA 95828
"WARNING"" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND
BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED B1' TPI (TRUSS PLATE
INSTITUTE, 583 D'0NoFRIO DR.. SUITE 200. MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID'CE ILING.
"IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE NI TH TP 1: OR FABRICATING. HANDLING. SHIPPING, INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORHS WITH APPLICABLE PROVISIONS OF NO (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
DRAWINGSEACH FACE 160 ARZ.OF aTHEU SEAL NLESS0NT THISI DRAWINGT INDICATE SSACCE P T A N C E OOF T PROI ONFESSIONACONNECTLR ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER
ANSI/TPI 1-1995 SECTION 2.
eQFE
Q�
1y
�� n� r''
Na r�
6342003
* *
s
f� c Q�v
T C
T C
BC
B C
T 0 T
L L
D L
DL
L L
. L D .
16.0
26.0
7.0
0.0
.4 9.0
P
P
PSF
P
P
S F
S F
S F
S F
REF F
R 7 9 5--83674
DATE 01/21/03
DRW CAUSR795
03021060
C A -ENG N A H/
C W C
S E O N - 7417
D U R .FAC . 1 . 2 5
FROM M C
SPACING 24.0"
J R E F 1 R Z
M 7 9 5_Z 1 5
r i M M M M M M M M M M M M L M M
(BISHOPT-BISHOP RESIDENCE - T20) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MrFR.
TOP CHORD 2x4 SPF 1650f -1.5E
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud
:W6, W8, W9, W10, W11, W12, W14 2x4 SPF #1/#2:
:Rt Wedge 2x4 HF Std/Stud:
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
10 PSF BC LIVE LOAD PER UBC.
1** DO NOT TURN TRUSS END FOR END. **
4X4
7X6 (R) III
7X6 (R) III
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
(A) SCAB BRACE. 80% LENGTH OF WEB MEMBER. SAME SIZE, SPECIES & GRADE OR
BETTER. ATTACH WITH 10d NAILS @ 6" OC.
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR.
SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF
TRUSSES. SEE "WARNING" NOTE BELOW.
5X7 (R) ///
3X7 (A1) =
6X4(R) III
1)
6-0 5X6= _I 3X7111
35-7-4 0-10-0
e
�-5-7-14—+-6-0-6—+4-10-8+4-10-0 —6-7-3i- —6 7 4---r4 10-0+4-10-8-+-6-0-7-- 5 7 13-�
28-0-0 1_I—I_ 28-0-0 _I
7-0-0 Over 3 Supports
R=1567 W=5.5"
R=3724 W=5.5"
Note: All Plates Are W3X4 Except As Shown. (BISHOPT-BISHOP RESIDENCE - T20)
PLT TYP. High Stren th,Wave TPI -95 Design Criteria: TPI STD UBCI 6.10
Spate, Fabricators WARNING " TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND
85-435 Middleton Street, Thenllal CA BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE. 583 D'ONOFRIO DR., SUITE 200. MAOI SON, NI 53719). FOR SAFETY PP.ACTICES PRIOR TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHOP SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
IMPORTANT "FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALP114E ENGINEERED yr
PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO K
BUILD THE TRUSSES IN CONFORMANCE WITH T 1: OR FABRICATING. HANDLING. SHIPPING. INSTALLING ANO
A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS IN
DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER
DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER
ANSI/TPI 1-1995 SECTION 2.
R=456 W=5.5"
CA/2
TC LL 16.0 PSF
TC OL 26.0 PSF
BC DL 7.0 PSF
BC LL 0.0 PSF
TOT.LD. 49.0 PSF
DUR.FAC. 1.25
SPACING 24.0"
12-0-12
Scale =.125"/Ft.
REF
R795--83675
DATE
01/21/03,
DR W
CAUSR795 03021061
CA ENG
NAH/CWC
SEQN
7419
FROM
JREF
MC
1RZM795_Z15
m m m= m m m== m= m .= == r m m Im
(BISHOPT-BISHOP RESIDENCE - T21) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
TOP CHORD 2x4 SPF 1650f -1.5E
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud
:W4, W6, W9, W10, W12, W14 2x4 SPF #1/#2:
:W8, W11 2x4 SPF 1650f -1.5E:
:Rt Wedge 2x4 HF Std/Stud:
(A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER.
WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR.
SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF
TRUSSES. SEE "WARNING" NOTE BELOW.
** DO NOT TURN TRUSS END FOR END. **
(E) BEARING ENHANCERS MUST BE USED ON THIS TRUSS. RECOMMENDED
CONNECTION FOR BEARING TO TRUSS (EACH FACE): SIMPSON TBE6:
REFER TO SIMPSON CATALOG C-2002 FOR NAILING SCHEDULE.
7X6 (R) III
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
10 PSF BC LIVE LOAD PER UBC.
3X7 (Al) = 2X4 III 5X7= 3X5= 6X10= 6X4 (R) III 5X7= 2X4 III
+12-0-12
3X5 (Al) =
176-0 _i 3X7111 0-10-0
35-7-4
5-4-8 -5-11 6-11-1 _I, 6-11-1 6-5-11 �I 5-04A'5-11-0
5-11-0
5 4 6111 5 -0-3 I
1— 28-6-0 _I_ 28-6-0 _I
7-0-0 Over 3 Supports
R=1536 W=5.5"
R=3777 W=5.5"
(E)
Note: All Plates Are W3X4 Except As Shown. (BISHOPT-BISHOP RESIDENCE - T21)
PLT TYP. High Stren th,Wave TPI -95 Design Criteria: TPI STD UBCVer: 6.10
Spates Fabricators "WARNING " TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND
85-435 Middleton Street, Thenal CA BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE, 583 D'ONOFRIO OR.. SUITE 200. MADISON. HI 53719). FOR SAFETY PRACTICES PRIOR TO Q`
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. Vf
IMPORTANT -FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE WITH TP1: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
A L P I N E 8R ACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATIONI AND TPI. ALPINE
CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER
DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER
ANSI/TPI 1-1995 SECTION 2.
R=434 W=5.5"
Scale =.125"/Ft.
REF R795--83676
DATE 01/21/03
D R W CAUSR795 03021062
CA -ENG NAH/CWC
SEON - 7424
FROM MC
JREF - 1RZM795_Z15
A 2
CA/2/-/-/-/-/-
-
W.
ZFy
TIC
TC LL
16.0
PSF
TC DL
26.0
PSF
00,C
pr o 5'r
T
BC DL
7.0
PSF
630-2003
BC LL
0.0
P S F
*
TOT .LD.
49.0
PSF
DUR.FAC .
1.25
CA1.�f0�`
SPACING
24.0"
Scale =.125"/Ft.
REF R795--83676
DATE 01/21/03
D R W CAUSR795 03021062
CA -ENG NAH/CWC
SEON - 7424
FROM MC
JREF - 1RZM795_Z15
�HOPT"-OP
M M M M
M M
3 Supports
RRPENCE - T22)
THIS DWG PREPARED FRMOMCOMPUTEMRINPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
TOP
CHORD 2x4 SPF
1650f -1.5E
NEGATIVE REACTION(S) OF -20020 MAX. (SEE BELOW) REQUIRES UPLIFT
BOT
CHORD 2x4 SPF
1650f -1.5E
CONNECTION.
WEBS 2x4 HF
Std/Stud :142, W8, W10 2x4 SPF 1650f -1.5E:
R=1278/-336
:W4,
W7, W9, W12,
W14 2x4 SPF #1/#2:
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
:146,
W11 2x4 SPF
2100f -1.8E:
:Rt
Wedge 2x4 HF
Std/Stud:
10 PSF BC LIVE LOAD PER UBC.
(A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER.
WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR.
SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF
TRUSSES. SEE "WARNING" NOTE BELOW.
(E) BEARING ENHANCERS MUST BE USED ON THIS TRUSS. RECOMMENDED
CONNECTION FOR BEARING TO TRUSS (EACH FACE): SIMPSON TBE6:
REFER TO SIMPSON CATALOG C-2002 FOR NAILING SCHEDULE.
7X6(**)
TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S)
WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER
OF RECORD.
** THE MAXIMUM HORIZONTAL REACTION IS 9560# **
(**) 1 PLATE(S) HAVE BEEN REPOSITIONED BY THE TRUSS DESIGNER.
SPECIAL POSITIONING REQUIRED.
5X4(R) \0 5X6=
5X4 (R) p\ 5X8 (R)
q 3X4
5 X 6 % W9
7X6 (**) III W4 (A) VAJ'
AWT W7 ( )3-4-10 W6WS W12
**DRAG**
(E:�
3X6
4
36--
X4s
3 X 7 III
W14
�
12-0-12
5X8- 6X6= 5X4= 7X10= n 5X6= 3X4= 2X4111
4X4 III SHEARWALL 5X6 (R) III 3X5 (A1) _
20-0-0
IE 26-5-4 —1 0-10-0
14-3-3 3-5-3 1-4-8-9-1 6 11 1 - I 6-11-1 —14-8-9�TE 6-5-11 I 1 6-5-11 5-1001419 11 0
3-5-3
1— 19-4-0 I 28-6-0 1
47-10-0
Over
3 Supports
R=3324/-2003 W=5.5"
R=4490/-439 W=5.5"
R=1278/-336
W=5.5"
Rh=+/ -478 PLF OVER 20'0" SHEARWALL
(E)
(BISHOPT-BISHOP RESIDENCE -
T22)
PLT TYP. Wave TPI -95
Design Criteria: TPI STD UBCVer:
6.10
CA/2/-/-/-/-/-
Scale
=.125" Ft.
SpPates Fabricators
85-435 �9lddleton Street, Thenal CA
"WARNING " TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND
BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
00. MAD F OR F RACTICES PRIOR TO
INSTITUTE. 583 DFUNCTIONS.
ETY PPROPERLY
�Q��`
F
w
C cy
T C
L L
16.0
P S F
R E F
R795--83677
DATE
01/21/03
PERFORMING THESE UNLE SSTOTHERWISEE INDICATED. TOPI CHORD SHALL HAVE ATTACHED
��p v;
TC DL 26.0 PSF
STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.-
" IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN:, ANY FAILURE TO
r
B C
D L
7.0
P S F
D R W
CAUSR795
03022029
ALPINE
BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORM$ WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
y
7C
�a *
B C
-
L L
0.0
P S F
C A E
N G
N A H/ C W C
S EON
-
7426
Alpine Engineered Products, Inc.
Sacramento, CA 95828
CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO�'��
EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER
DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
RESP 0N$IBILI TY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER
ANSI/TPI 1-1995 SECTION 2.
S
V
O! wlQ�
! Y
T 0 T
. L D .
49.0
P S F
D U R . FAC. 1 .25
FROM
MC
SPACING 24.0"
JREF
1RZM795_Z15
OPT OP R ENCS 23) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BYTRUSS MFR.
TOP CHORD 2x4 SPF 1650f -1.5E
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud
:W6, W7, W8, W11, W13 2x4 SPF #1/#2:
:Rt Wedge 2x4 HF Std/Stud:
10 PSF BC LIVE LOAD PER UBC.
T
3-4-10
5X6=
(A) SCAB BRACE. 80% LENGTH OF WEB MEMBER. SAME SIZE. SPECIES & GRADE OR
BETTER. ATTACH WITH 10d NAILS @ 6" OC.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR.
SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF
TRUSSES. SEE "WARNING" NOTE BELOW.
2X4111 bXb= bX6—= 4X41// 5X6= 2X4111 3X5(A1)
24-6-12
_1 3X5= 0-110-00--0
7-8-64-8-9 1 6-11-1 6-11-1 4-8-9 6-5-11 5-0-3 5-4-8
7-8-6 4-8-9 1 6-11-1 5-2-12 -B- 4-8-9 6-5-11 5-0-3 5-4-8
1_ 19-4-0 I 28-6-0 1
R=859 W=5.5"
7-10-0 Over 3 Supports -
R=3005 W=5.5"
Note: All Plates Are
W3X4 Except As Shown.
(BISHOPT-BISHOP RESIDENCE -
T23
PLT TYP. High Stren
th,Wave TPI -95 Design Criteria: TPI STD UBCVer:
6.
Spates Fabricators
"WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND
85-435 Middleton Street, T1lennal CA
BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE. 583 D'ONOFRIO OR.. SUITE 200. MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
4
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
" IMPORTANT—FUR N ISM A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS. INC. SHALLNOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO
4
BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
Cie
ALPINE
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GAL V. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
Alpine Engineered Products, Inc.
Sacramento, CA 95828
EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER
DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER
ANSI/TPI 1-1995 SECTION 2.
R=954 W=5.5"
+12-0-12
CA/2
TC LL 16.0 PSF
TC DL 26.0 PSF
BC DL 7.0 PSF
BC LL 0.0 PSF
TOT.LD. 49.0 PSF
DUR.FAC. 1.25
SPACING 24.0"
Scale =.125"/Ft.
REF R795--83678
DATE 01/22/03
D R W CAUSR795 03022001
CA -ENG NAH/CWC
SEON - 7433
FROM MC
JREF - 1RZM795_Z15
" OPTI"OP R"ENCEE1k) r wM M MTHIS DWG WD FROF1 COMPUTER PUT (LOADS & DIMENSIONS) S BM TTED 8YRRUSS MF -
TOP CHORD 2x4 SPF 1650f -1.5E (A) SCAB BRACE. 80% LENGTH OF WEB MEMBER. SAME SIZE, SPECIES & GRADE OR
BOT CHORD 2x4 SPF 1650f -1.5E BETTER. ATTACH WITH 10d NAILS @ 6" OC.
WEBS 2x4 HF Std/Stud :W6, W7, W8, W11 2x4 SPF #1/#2:
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
10 PSF BC LIVE LOAD PER UBC.
T
3-4-10
4X
5X6=
2X4111 3X5= 6X8= 2X4111
le 24-6-12 _I
7-8-6 _I_ 4 8 9 _I, 6 11 1 _I 6-11-1 1 4-8-9 IE 7-2-6 �J
I 7 8 6 'r 4 8 9 T 6 11 1 5-2-12 T1-8-� 4-8-9 7-2-6 1
I 19 4-0 I 18-10-0 I
R=1152 W=5.5"
8-2-0 Over 3 Supports
R=2015 W=5.5" R=573 W=5.5"
Note: All Plates Are W3X4 Except As Shown. (BISHOPT-BISHOP RESIDENCE - T24)
PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBCVer: 6.10 2 - - Scale =.1875" Ft.
SPates
WARNINBRACING. TRUSSREFER TOEHIBE911RE EXTREME CARE INSTALLING AND(
QQ`
O
ICA/2/-/-/-/-/-
DA
TC
LL
16.0
PSF
REF
R795 83679
85-435 Middleton Street, Thermal
etonStreet,Ts
CA
(HANDLING INSTALILINGBAND BRIACING). PLUBLISHEDIBYITPI (TRUSS PLATE
INSTITUTE. 583 D'ONOFRIO DR.. SUITE 200. MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO
40
yC
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED
��
TC
D L
26.0
P S F
DATE
01/22/03
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIG CEILING.
i
"IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
W
r T
BC
DL
7.0
PSF
DRW
CAUSR795 03022002
PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO
o[
S r a
BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
�42�
B C
L L
0.0
P S F
CA -ENG
N A H / C W C
A LPINE
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF N 0 S (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AILD TPI. ALP ItIE
CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
s
TOT
L D
4 9.0
P S F
S E O N
- 7437
Alpine Engineered Products, Inc.
Sacramento, CA 95828
EACH FACE OF TRUSS. ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSIE OFTION CONNECTORS PER
RESPONSIBILDRAWINGSOITY SOLELYTHE FORSTHE TRUSSiCOMPONENT DESIGNDRAWINGTES SHOWN�EPTATHE SUITABILITYOAND USE IOFETHIS
COMPONENT FORPARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER
CCOMPONEEN1 ANSECTION U
Qf
C /�,.INGt '
yAO�
. .
D U R .FAC . 1 . 2 5 FROM
SPACING 24.0" J R E F
M C
1 R Z M 7 9 5_ Z 1 5
10 PSF BC LIVE LOAD PER UBC.
5X4:
5X6=
T2s
2X4111 3X8 5X6= 6X8= 2X4111
'E 24-6-12
f5-3-9 _I, 5-3-9 5-3-9 I, 5-3-9 5-4-9 5-4-9 5-4-9
5-3-9 =1 5-3-9 -1 5-3-9 T 5 3 9 3-4-8 T2 -0—I r 5-4-9 5-4-9
I_ 21-2-4 _I_ 16-1-12 _I
37-4-0 Over 3 Supports �I
R=1336 W=5.5" R=2534 W=5.5" R=536 W=5.5"
Note: All Plates Are W3X4 Except As Shown. (BISHOPT-BISHOP RESIDENCE - T25)
PLT TYP. Wave TPI -95
Design Criteria: TPI STD UBCVer:
6.10
(BISHOPT-BISHOP RESIDENCE - T25)
THIS DWG PREPARED FROM COMPUTER INPUT
(LOADS & DIMENSIONS)
S BMITTED BY TRUSS MFR.
TOP CHORD 2x4
SPF 1650f -1.5E
(A) CONTINUOUS LATERAL BRACING EQUALLY
SPACED ON MEMBER.
pFESS/
QQ`
��y 'y`f
fq
(; A 02 rr+
6 E,.
02003
BOT CHORD 2x4
SPF 1650f -1.5E
16.0
26.0
17.0
0.0
5 9.0
P S F
P S F
PSF
PSF F
P S F
R E F
WEBS 2x4
HF Std/Stud :W8, W9, W10, W11 2x4 SPF #1/#2:
DEFLECTION MEETS L/360 LIVE AND L/240
TOTAL LOAD.
CAUSR795 03022003
10 PSF BC LIVE LOAD PER UBC.
5X4:
5X6=
T2s
2X4111 3X8 5X6= 6X8= 2X4111
'E 24-6-12
f5-3-9 _I, 5-3-9 5-3-9 I, 5-3-9 5-4-9 5-4-9 5-4-9
5-3-9 =1 5-3-9 -1 5-3-9 T 5 3 9 3-4-8 T2 -0—I r 5-4-9 5-4-9
I_ 21-2-4 _I_ 16-1-12 _I
37-4-0 Over 3 Supports �I
R=1336 W=5.5" R=2534 W=5.5" R=536 W=5.5"
Note: All Plates Are W3X4 Except As Shown. (BISHOPT-BISHOP RESIDENCE - T25)
PLT TYP. Wave TPI -95
Design Criteria: TPI STD UBCVer:
6.10
CA/2/-/-/-/-/-
Scale
=.1875" Ft.
S ate5 FabrlcatorS
85-435 Middleton Street,Themlal CA
ALPINE
'WARNING " TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND
BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE. 583 D'ONOFRIO DR.. SUITE 200. MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING,
"IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TP1, ALPINE
CONNECTORS ARE MADE OF 2OGA ASTM A653 GR 4O GAL V. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
pFESS/
QQ`
��y 'y`f
fq
(; A 02 rr+
6 E,.
02003
T C
TC
BC
B C
T 0 T
L L
DL
DL
L L
. L D .
16.0
26.0
17.0
0.0
5 9.0
P S F
P S F
PSF
PSF F
P S F
R E F
R795--83680
DATE
01/22/03
DRW
CAUSR795 03022003
C A -ENG
N A H C W C
S E O N
- 7440
Alpine Engineered Products, Inc.
Sacramento, CA 95828
EACH DRAWINGS OF 16O ARCSS. AND T HE UNLESS
SEAL 0NTTHI SISE DRAWINGTED ]NO/N THI CA TE SSACCE PTANCE POSITION
TPROFESSIONALR ENGINPEREERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
AC OMP NSIONENT1FOR ANSECTRTICION ULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER
}y
�q �'
TE
OF yA,\`
s
Q.�v
p
DUR.FAC.
1.25
FROM
J R E F
MC
1 R Z M 7 9 5_Z 1 5
SPACING 24.0"
�SHOPT-BISHOP R"ENCE"26) —
TOP CHORD 2x4 SPF 1650f -1.5E
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud :W8, W9, W10, W11 2x4 SPF #1/#2:
:W12, W14 2x4 SPF 1650f -1.5E:
:Rt Wedge 2x4 HF Std/Stud:
WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR.
SPECIAL CARE MUST BE TAKEN DURING HANDLING. SHIPPING AND INSTALLATION OF
TRUSSES. SEE "WARNING" NOTE BELOW.
K�7I
T
2-1-12
12-1-12
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
(A) SCAB BRACE. 80% LENGTH OF WEB MEMBER. SAME SIZE, SPECIES & GRADE OR
BETTER. ATTACH WITH 10d NAILS @ 6" OC.
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
10 PSF BC LIVE LOAD PER UBC.
5X6= 5X6= T2.So
2X4111 5X6= 3X10= 5X4(R) III
3X5=
5X6=
2X4111
3X5 (Al)
I— 24-6-12 —I
3X7111 0-44---0
5-1 10 5 1 10 5 1 10 5 1 10 3 6-3-9
6-3-9
6 3-9
7-1-5
5-1 10 5 1 10 5-1-10 4-11-14 3-g 2 0 3 6 13
6-3-9
6 3 9
7-1-5
(, 20-6-8 _1-3-A-2-0
._1_
26-0-0
_I
47-10-0 Over 3 Supports
_1
R=833 W=5.5" R=3087 W=5.5"
R=767 W=5.5"
Note: All Plates Are W3X4 Except As Shown. (BISHOPT-BISHOP RESIDENCE -
T26)
PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBCVer:
6.10
CA/2/Scale
=.1875" Ft.
Spates Fabricators
85-435 Middleton Street, Thennal CA
"WARNING " TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND
BRACING. REFER TO HIS -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATEINSTITUTE.
QQ.
tY
TC LL
16.0
P S F
R E F R795--83681
583 WII OR RACTICES PRIOR TO
ETY PPROPERLY
DFUNCTIONS OR
n•
`
PERFORMING THESE UNLE SSTOTHERWISED INDICATED. TOPSON.
CHORDF SHALLF HAVE ATTACHED
1 ��
,o G,
TC DL
26.0
PSF
DATE 01/22/03
-
STRUCTURAL PANEL S.. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
"IMPORTANT"
=
2 T
FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
W
BC DL
7.0
PSF
DRW CAUSR795 03022004
PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO
Cm
r 70
CA -ENG N A H/ C W C
ALPINE
BUILD THE TRUSSES IN CONFORMANCE WITH TP1: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
BRACING OF TRUSSES. THIS DTHESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
BC ILL 0.0 P S F
SPECIFICATION PUBLISHED BY E AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER
I
CIY11.
TOT . L D . 49.0
P S F
S E O N - 83432
.
OUR R FAC
. 1. 25
Alpine Engineered Products, Inc.
Sacramento, CA 95828
DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
COMPONENTANSECTRTTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ION 2.
CAu�C�
FROM M C
SPACING 24. 0"
J R E F 1 R Z M 7 9 5_Z 1 5
(B�ISHOPT OP RErENCEM 7) M M M M M MTHIS DWG PR -ED FRO�MPUTE UT (LO & DIME NS) SUBMITTED B� SS MF
TOP CHORD 2x4 SPF 1650f -1.5E
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud :W8
:W12 2x4 SPF 1650f -1.5E:
:Rt Wedge 2x4 HF Std/Stud:
T3, T4 2x4 SPF 2100f -1.8E:
W10, W14 2x4 SPF #1/#2:
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
10 PSF BC LIVE LOAD PER UBC.
3X5-
T
2-1-12
5X6=
5X6=
AXd;
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
(A) SCAB BRACE. 80% LENGTH OF WEB MEMBER, SAME SIZE, SPECIES & GRADE OR
BETTER. ATTACH WITH 10d NAILS @ 6" OC.
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO.BRACE ALL FLAT TC @ 24" OC.
WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR.
SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF
TRUSSES. SEE "WARNING" NOTE BELOW.
2X4111 6X8 4X4(R) III 5X6= 2X4111
3X5 (Al)
24-6-12 _I 3X5= 3X7111 0-4-0-0
2-4-2 1 5 9 5 5
-1-7 -4
a 7 lo�� 5-3-8
�4-7-10�1E 5-9 7 �1E 5-9-5 2 7 5 7 3 �I
12--4-2T 5 9 5 5 -9-7 4.5 is j 6-3-8 I`3-9-6 I 5 9 7 1 5 9 5 -71 5-7 3 1
I_ 18-6-8 _1_5-3-8.1_ 24-0-0 _1
R=859 W=5".5"
7-10-0 Over 3 Supports -
R=3040 W=5.5"
Note: All Plates Are W3X4 Except As Shown. (BISHOPT-BISHOP RESIDENCE - T27)
PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBCI 6.10
Spaces Fabricators *'WARNING'" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND
85-435 Middleton Street, Themlal CA BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE �1
INSTITUTE, SB3 D'ONOFRIO OR., SUITE 200. MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS, BOTTOM CH ORO SHALL HAVE A PROPERLY ATTAC HED RIGID CEILING. - C
"
IMPORTANT* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO OC
BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING. INSTALLING AND
ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS HITH APPLICABLE PROVISIONS OF NDS (NATIONAL OE SIGN
SPECIFICATION PUBLISHED 8Y THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER - f�
THE SEAL ON THIS DRAWING IND ICATES ACCEPTAN CE OF PROFESSIONAL ENGINEERING
Alpine Engineered Products, Inc. RESP ONSIBILIDRAWINGS 160 A•2.TY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER
ANSI/TPI 1.1995 SECTION 2. -
R=950 W=5.5"
E* 6-31WD3 /*
-7- 0-12
CA/2
TC LL
16.0
PSF
TC DL
26.0
PSF
BC DL
7.0
PSF
BC LL
0.0
PSF
TOT.LD.
49.0
PSF
DUR.FAC.
1.25
SPACING
24.0"
Scale =.125"/Ft.
REF R795--83682
DATE 01/22/03
DR W CAUSR795 03022005
CA -ENG NAH/CWC
SEON - 7131
FROM MC
JREF - 1RZM795_Z15
1"HOPTIMOP IMENCWB) ' DWG MED F"MPUT"PUT (LOADS & DIMENSIONS) SUBMITTED TED R USS MF
TOP CHORD 2x4 SPF 1650f -1.5E
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud :142, W4, W11 2x4 SPF 210Of-1.8E:
:146, W13, W15 2x4 SPF 1650f -1.5E: `148 2x4 SPF #1/#2;
:Rt Wedge 2x4 HF Std/Stud:
NEGATIVE REACTIONS) OF -1884# MAX. (SEE BELOW) REQUIRES UPLIFT
CONNECTION.
(A) SCAB BRACE. 80% LENGTH OF WEB MEMBER. SAME SIZE, SPECIES & GRADE OR
BETTER. ATTACH WITH 10d NAILS @ 6" OC.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
10 PSF BC LIVE LOAD PER UBC.
TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S)
WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER
OF RECORD.
** THE MAXIMUM HORIZONTAL REACTION IS 9570# **
6X8(**)
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR.
SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF
TRUSSES. SEE "WARNING" NOTE BELOW.
(E) BEARING ENHANCERS MUST BE USED ON THIS TRUSS. RECOMMENDED
CONNECTION FOR BEARING TO TRUSS (EACH FACE): SIMPSON TBE4:
REFER TO SIMPSON CATALOG C-2002 FOR NAILING SCHEDULE.
(**) 1 PLATE(S) HAVE BEEN REPOSITIONED BY THE TRUSS DESIGNER.
SPECIAL POSITIONING REQUIRED.
4X4; 5X6= 7X8= 5X6=
4X4 (R)
q � W11
6X8(**) = W6
T W2 W /W8
2-1-12
**DRAG**
Tv�:�3X5-
3X4-- 3 X 6
13
3X4111 3X12= 4X4= 6X14= 2X4111 1. 3X5=
SHEARWALL
17-0-0 4X6 (R) III 5X6=
24-5-12 _I
5-6-3 6 4-6 4-7-14 4-7-12 4-7-12 4-7-13
5 6 3 6 4 6 4-6-2 4-9-8 3 3 11 6 4-6-1
o -z -Q
4
3 X 4
W1�
. �=� { 12-0-1
3X4= 2X4111
3X7 (A1)
3X7111 0-1-6-0
6-4-6 3-6-15
7-4-14
6-4-6 3 -15 7-4-14
47-10-0
Over 3 Supports
R=2987/-1885 W=5.5"
R=3948 W=3.5"
R=1567/-296
W=5.5"
Rh=+/ -563 PLF OVER 17'0" SHEARWALL (E)
PLT TYP. Wave TPI -95
Design Criteria: TPIHSTDESUBCVer:
)
6$10
CA/2/-/-/-/-/-
Scale =.125"
Ft.
Spades Fabricators
85-35 Middleton Street, Thermal CA
ALPINE
Alpine Engineered Products, Inc.
Sacramento, CA 95828
"WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND
BRACING. REFER TO HI8-91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE. 583 O'ONOFRIO DR.. SUITE 200. MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTIONS: UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
" IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING, INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GAL V. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER
DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
FORANPARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER
COMPONENTI99SECTION U
�QQ�
�� �p
.O =
r 2
OWL P 5
CV. 00=3 *
�+W
s
cnm. �V
w
��F CA1.�f�a
T C L L
T C D L
BC DL
BC LL
TOT . L D.
16.0
26.0
7.0
0.0
49.0
P S F
P S F
PSF
P S F
P S F
R E F R795--83683
DATE 01/22/03
DRW CAUSR795
03022030
CA -ENG N A H
/ C W C
S E O N - 7152
D U R .FAC . 1 .2 5
F R 0 M M C
SPACING 2 4, 0"
J R E F 1 R Z
M 7 9 5 Z 1 5
I
�r rr rr r r rir r r r �■r rr rr rr rr r . r r rr �r
biZ)N I I-t51J)hIIr KtJ1UtINL,t - IZV
TOP CHORD 2x4 SPF 1650f -1.5E
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud :W9 2x4 SPF 2100f -1.8E:
:W12, W14 2x4 SPF 1650f -1.5E: :W13 2x4 SPF #1/#2:
:W15 2x6 SPF 1650f -1.5E:
:Lt Bearing Leg 2x6 SPF 1650f -1.5E:
SPECIAL LOADS
------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25)
TC From 70 PLF at -0.54 to 70 PLF at 47.50
BC From 14 PLF at -0.08 to 14 PLF at 47.50
BC 75 LB Conc. Load at 29.66, 30.66
(B) CONTINUOUS LATERAL BRACING LOCATED AS SHOWN ON MEMBER.
T
1-6-2
1 06-1
C.Ao=
IMIJ UNu rMLrAMt:u rKUrl LurlruILK 1NrUI (LVAUJ a Uil-ILI iVno) JUDnII ItU t5T IHUJJ IMrM.
H = RECOMMENDED CONNECTION BASED ON MANUFACTURER TESTED CAPACITIES AND
CALCULATIONS. CONDITIONS MAY EXIST THAT REOUIRE DIFFERENT CONNECTIONS THAN
INDICATED. REFER TO MANUFACTURER PUBLICATION FOR ADDITIONAL INFORMATION.
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR.
SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF
TRUSSES. SEE "WARNING" NOTE BELOW.
10 PSF BC LIVE LOAD PER UBC.
5X6=
5X6= 3X10= 5X8= (T-Zq
JAV= 4X10= �„�, UAIU= �"I
OAU (MI) _
0-6-8. 23 11 12 '1
2-1-6
6-9-2 5-9-0 4-7-4 4-9-0 3-11-4 5-11-10 6-8.3 7-0-3
8-10 8 5-9-0 4-7-4 4.9-0 3-11-4 0j9_ -j4 5-1-12 6-8-3 7-0-3
I_ 14-7-8 _1_ 13-3-8 _1_ 19-8-0 _I
8-0-8 Over 3 Supports��
R=814 W=5.5" R=2703 W=5.5"
R=757 H—Simpson LU26
Girder is (2)2X6 min. SPF
0-5
Note: All Plates Are W3X4 Except AS Shown. (BISHOPT-BISHOP RESIDENCE - T29)
PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10 CA/2/-/-/-/-/- Scale =.1875" Ft.
Spares Fabricators
85-435 Middleton Street, Thermal
ALPINE
Alpine Engineered Products,
Sacramento, CA 95828
CA
In C.
" HARNING`" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND
BRACING. .PUBLISHEDDOR EBY PRACTI(TRUSS
ITUTE.RE5ER TOOHIS-91NOFRIO D(HANDLING 200INSTALLING
MAD AND BRACING).
CES PRIORPLATE
TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
•'IMPORTANT*' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ALPINE ENGINEERED
PRODUCTS, INC. SHALL NOT aE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE NITH TP 1; OR FABRICATING, HANDLING. SHIPPING. INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 20GA ASTM A653 GR 40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER
DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER
ANSI/TPI 1-1995 SECTION 2.
` p�Q Q
�vo ` N w C
�� '`�� yq,, y
W = Apr 02
09 V No. 04384
[� �O
E
CIV
CA1`�
T! C
TC
BC
B C
T 0 T
L L
DL
DL
L L
. L D .
16.0
19.0
7.0
0.
42.0
0
P S F
P S F
PSF
P S F
P S F
R E F
R795--93994
DATE
03/28/03
DRW
----
CAUSR795 03087061
C A- E
N G N A H/ G W H
S EON
- 12256
D U R .FAC 1 2 5
FROM
M''
SPACING 24.0"
JREF-
1S1F001_ZO3
rr ri rr r rr rr rr rr rr rr rr rr rr rr rr r rr rte. rr
(131JHUf I-bl1 HUF KLJ1uLNct - SSU)
TOP CHORD 2x4 SPF 1650f -1.5E :T2 2x4 SPF 2100f -1.8E:
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud :W11, W14 2x4 SPF 1650f -1.5E:
:W13 2x6 SPF 1650f -1.5E:
:Lt Bearing Leg 2x6 SPF 1650f -1.5E:
SPECIAL LOADS
------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25)
TC From 70 PLF at -0.46 to 70 PLF at 47.58
BC From 14 PLF at -0.46 to 14 PLF at 47.58
BC 75 LB Conc. Load at 29.74, 30.74
(8) CONTINUOUS LATERAL BRACING LOCATED AS SHOWN ON MEMBER.
1-6-2
T
2 X 4 III
3 X 4
4 r- ,
4 X 8
5X7=
4X6�
5X6= 3X4= T2 3X10= 2X4 III
IM1z� uwu rKtrAKLU rmun lul—UlCn 11YrUl (LUAU) C U11.1L ) ICU DI 11— Ilr n.
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR.
SPECIAL CARE MUST BE TAKEN. DURING HANDLING, SHIPPING AND INSTALLATION OF
TRUSSES. SEE "WARNING" NOTE BELOW.
10 PSF BC LIVE LOAD PER UBC.
W14 4 X 4
2X6= 3X4= 3X8= 6X8 5 X 4 3X6= 5X10-= 2X4111 3 X 5 (A1)
0-5-e 23-11-12 _I
I,6 11 13 IE 5 11 7 _I, 5-5-13 5 7 8 _I,4 6 9;IS 5-3-8 _I, 6-11-3 6 `I
6 11 13 -I 5-11-7 T 5-5-13 5-7 8 T 5 6-11 T 11-2-9 6-9 3 j
I 12-11-4 I 16-8-0 I 17-11-12 I
eE 48-0-8 Over 3 Supports -
R=949 W=5.5" R=2308 W=5.5"
R=929 W=5.5"
Tao
0-5-4
T x _12 6 4 +12-0-12
(BISHOPT-BISHOP RESIDENCE - T30)
PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10 CA/2/-/-/-/-/- Scale =.125" Ft.
Spares Fabricators
85-435 Middleton Street, Thermal CA
A L P I N E
Alpine Engineered Products, Inc.
Sacramento, CA 95828
"WARNING " TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND
BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE. 583 0* NOFRIO OR., SUITE 200, MADISON. WI 53119). FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
-IMPORTANT' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY fA1LURE TO
BUILD THE TRUSSES IN CONFORMANCE. WITH TPI; OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL. EXCEPT AS NOTED, APPLY CONNECTORS TO
EACH DRAWINGS OF 16O A -Z. AND
PROFESSIIONAL ENGINEERING ECTORS PER
ACDESIGN.
THEUNLESS
CEPTANCEPOSITION
INDOICATESTHIS
SE AL_ 0NTTHISISE DRAWINGLOCATED
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER
1.1995 SECTION 2.
�F SIQ
OQ� W. �'�
^ G
�����C7 A �f
` �y
Li' Apr 2
Ge V No. 4 y
bw 0•
fr� `'V'Y` tt Q.�`\�
}� CIVIL
QF CA```O
TC
TC
BC
BC
T 0 T
L L
D L
DL
LL __
. L D .
16.0
19.0
7.0
0.0
42.0
P S F
P S F
PSF
P S F
P S F
R E F_
R795-93995
DATE
03/28/03
-
DRW
CAUSR795 03087062
CA -ENG
N A H/ G W H
S E 0 N
- 12258
D U R FAC. 1 .2 5
FROM
M C
24. 0"
SPACINGANSI/TPI
J R E F
1 S 1 F 0 0 1 _Z 0 3
(BISHOPT-BISHOP RESIDENCE - T31) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
TOP CHORD 2x4 SPF 2100f -1.8E :T2 2x4 SPF 1650f -1.5E: ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud :142, W8 2x4 SPF 1650f -1.5E: H = RECOMMENDED CONNECTION BASED ON MANUFACTURER TESTED CAPACITIES AND
:144, W6, W11 2x4 SPF #1/#2: :W10 2x6 SPF 1650f -1.5E: CALCULATIONS. CONDITIONS MAY EXIST THAT REQUIRE DIFFERENT CONNECTIONS THAN
INDICATED. REFER TO MANUFACTURER PUBLICATION FOR ADDITIONAL INFORMATION.
SPECIAL LOADS
T31)
------(LUMBER DUR.FAC.=1.25
/ PLATE
DUR.FAC.=1.25)
(A) SCAB
BRACE. 80% LENGTH OF WEB MEMBER. SAME SIZE, SPECIES & GRADE OR
TC From 76 PLF
at -1.59
to
76 PLF at 52.96
BETTER.
ATTACH WITH 10d NAILS @ 6" OC.
BC From 22 PLF
at -1.59
to
22 PLF at 0.00
P S F
.PSF
PSF
P S F
P S F
R E F R795--93996
BC From 15 PLF
at 0.00
to
15 PLF at 52.96
IN LIEU
OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
BC.- 75 LB Conc.
Load at
35.11,
36.11
---
D U R . FAC . 1 .25
_—_—_ —,----
FROM M C
SPACING 26 . 0
---��
J R E F 1 S 1 F
0 0 1_ Z 0 3
TRUSSES
TO BE SPACED AT 26.0" OC MAXIMUM.
DEFLECTION MEETS L/360 LIVE
AND L/240
TOTAL LOAD.
WARNING:
FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR.
10 PSF BC LIVE LOAD
PER UBC.
SPECIAL
CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF
TRUSSES.
SEE "WARNING" NOTE BELOW.
2X4 III T3�
5X6= 3X10= HS2514= 3X5- 5X6-
I V A i O V A ui
3X8(A1) 2X4111 5X8= ZX4III 3X10= 5X8= 3X4= 3x5= 3X/(61)
1 6 0 29-4-4 _I
1 8-4-14 1 7-3-6 I, 6-8-15 6-10-10 _1,_4-7-13 _1 3-7.10. 7-3-6 1, 8-0-14
1 8-4-14 - IE 7-3-6 1 6-8-15 6-10-10 1 8-3.7 1 7-3-6 1 8-0-14
1 15-8-4 I 21-11-0 I 15-4-4 I
52-11-8 Over 3 Supports
R=1665 W=5.5'• R=2177 W=5.5"
0-5-4
-' +12-0-12
R-1328 H=Simpson HUS26
Girder is (2)2X6 min. SPF
PLT TYP. High Strength,(BISHOPT-BISHOP RESIDENCE -
T31)
Wave TPI 95
Design Crit: UBC STD UBC 6.10
CA/2/-/-/-/-/-
Scale =.125" Ft.
Spates Fabricators
85-435 Middleton Street, Thennal CA
ALPINE
Alpine Engineered Products, Inc.
Sacramento, CA 95828
-*WARNING " TRUSSES REOUIRE EXTREME CARE IN'FABRICATION. HANDLING. SHIPPING. INSTALLING AND
TNSTRACITUTE.RE583 DFER �ONOFRIO DRHANSUITE NG 200TAMADNSONNDWBRAC53719) PUBORSSA0 HE BY
PRI ICES(TRUPRIORSS ATO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SMALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
"IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 20GA ASTM A653 GRCO GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
EACHFACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER
DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER
ANSI/TPI 1.1995 SECTION 2.
OFESS/0
0TE � w
�.`�� ���
Q Apr 02 y
V N�, C4.4
6J4
*
f clvii ��
w QQ�
,c QF yA,��
T C
T C
8C
B C
T 0 T
L L
D L
DL
L L _
. L D .
16.0
19.0
7.0
0.0
42.0
P S F
.PSF
PSF
P S F
P S F
R E F R795--93996
DATE 03/28/03
DRW CAUSR795
03087065
C A -ENG N A H/
G W H—
S E O N - 12260
---
D U R . FAC . 1 .25
_—_—_ —,----
FROM M C
SPACING 26 . 0
---��
J R E F 1 S 1 F
0 0 1_ Z 0 3
M r r M M M== M== M= M= r== M
(tl l JnUr I- 013MUr KtaLUt11kt - IdLJ
TOP CHORD 2x4 SPF 1650f -1.5E :T3 2x4 SPF 2100f -1.8E:
BOT CHORD 2x4 SPF 1650f -1.5E :83 2x4 SPF 2100f -1.8E:
WEBS 2x4 HF Std/Stud :W6 2x4 SPF #1/#2:
:1410 2x6 SPF 1650f -1.5E:
SPECIAL LOADS
Spares Fabricators
85-435 Middleton Street, Thennal CA
A L P I N E
—WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND
BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
PERFORMING THE SE TUTE. 583 DF UN CT ION S. UNLE S STOTH ERW I S E 00. 14AD I NDI C ATED. TOPI CHORDOR SHALLETY HA V EPRACTICES PRIOR TO PROPE RLY ATTACHED
STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
"IMPORTANT"" FURNISH A COPY OF THIS DESIGN. TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE WITH TP1; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN ONWITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
O eaF SIQ `
Q�` LXY,
�� �C�7 Fy
1 w' 9
W = Apr 02
cc V No. 0438 r a
CMO
W^
* *
TC LL
TC DL
BC. DL
B C L L
----
------
(LUMBER
DUR.FAC.=1.25
/ PLATE
DUR.FAC.=1.25)
TC
From
70 PLF
at -1.59
to
70 PLF at 52.96
BC
From
20 PLF
at -1.59
to
20 PLF at 0.00
BC
From
14 PLF
at 0.00
to .
14 PLF at 52.96
BC
75 LB.Conc.
Load at
35.11,
36.11
10 PSF BC LIVE LOAD PER UBC.
In1J UNU FKLrAKtU YKUM LUMrUILK 1NFUI (LUAU) S U Pith ZI1 UIN�) JubmIIItU BY IRUSS MFR.
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
H = RECOMMENDED CONNECTION BASED ON MANUFACTURER TESTED CAPACITIES AND
CALCULATIONS. CONDITIONS MAY EXIST THAT REQUIRE DIFFERENT CONNECTIONS THAN
INDICATED. REFER TO MANUFACTURER PUBLICATION FOR ADDITIONAL INFORMATION.
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR.
SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF
TRUSSES. SEE "WARNING" NOTE BELOW.
CALCULATED VERTICAL DEFLECTION IS 0.34" DUE TO LIVE LOAD AND 0.94"
DUE TO TOTAL LOAD AT X = 39-4-0. .
HS2514
5X6= 3X8= 2X4 III 4X4= T3 5X6=
Axa;
3X1O(B1) _ !DAd— Jh°— 5A/=
2X4 111 .5 A4=
ZA.4111 . 3X/(bl)
1-6-� 3X8= _1 3X4- 5X7=
31-8-12
�7-4-14 6-7-26-3-14 6-3-14 5-1-0 _I. 7-6-12 _I 6-7-2 I 7-0-14
I 7-4-14 1- 6-7-2 � 6-3-14 � 6-3-14 � 5-1-0 T 7-6-12 1 6-7-2 - I - 7-0-14 I
1— 14-0-0 I 25-3-8 I 13-8-0 I
R=1786 W=5.5`'
52-11-8 Over 3 Supports
R=1620 W=3.5"
0-5-4
T+12-0-12
R=1375 H=Simpson HUS26
Girder is (2)2X6 min. SPF
PLT TYP. High Strength, (BISHOPT-BISHOP RESIDENCE - T32)
Wave TPI 95 Design Crit: UBC STD UBC 6.10 CA/2/-/-/-/-/- Scale
Spares Fabricators
85-435 Middleton Street, Thennal CA
A L P I N E
—WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND
BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
PERFORMING THE SE TUTE. 583 DF UN CT ION S. UNLE S STOTH ERW I S E 00. 14AD I NDI C ATED. TOPI CHORDOR SHALLETY HA V EPRACTICES PRIOR TO PROPE RLY ATTACHED
STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
"IMPORTANT"" FURNISH A COPY OF THIS DESIGN. TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE WITH TP1; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN ONWITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
O eaF SIQ `
Q�` LXY,
�� �C�7 Fy
1 w' 9
W = Apr 02
cc V No. 0438 r a
CMO
W^
* *
TC LL
TC DL
BC. DL
B C L L
----
16.0
19.0
7.
0.
P S FINST
PSF
0 PSF
0 P S F
R E F R795--93997
DATE
03/28/03
DRW CAUSR795 03087063
CA -ENG
N A H/ G W H
—----
---
S E O N -
F R 0 M
1REF-
12262
MC
iS1F001_Z03
Alpine Engineered Products, Inc.
Sacramento,—
CA 95828
CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER
DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN, THE SUITABILITY AND USE OF THIS
COMPONENT FOR ANY PARTICULAR BUILDING 15 THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER
ANSI/TPI 1.1995 SECTION 2.
f C,v'�
�%� OQ'
OF CA`��
TOT . L D . 42.0 P S F
D U R .FAC . 1 .25
---AC — —`—
SPACING 24.0"
M r M M M M M M M M r M M M M r M r M
koi,murl-bl.JMUr KtJ11JtNLt - 133)
TOP CHORD 2x4 SPF 1650f -1.5E :T2, T3 2x4 SPF 2100f -1.8E:
BOT CHORD 2x4 SPF 2100f -1.8E :81 2x4 SPF 1650f -1.5E:
WEBS 2x4 HF Std/Stud :W4 2x4 SPF #1/#2:
:W8 2x4 SPF 1650f -1.5E: :W11 2x6 SPF 1650f -1.5E:
SPECIAL LOADS
------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25)
TC From 70 PLF at -1.59 to 70 PLF at 52.96
BC From 20 PLF at -1.59 to 20 PLF at 0.00
BC From 14 PLF at 0.00 to 14 PLF at 52.96
BC 75 LB Conc. Load at 36.11, 38.11
WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR.
SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF
TRUSSES. SEE "WARNING" NOTE BELOW.
CALCULATED VERTICAL DEFLECTION IS 0.26" DUE TO LIVE LOAD AND 0.71"
DUE TO TOTAL LOAD AT X = 41.7-0.
5X6= HS2514
3X4 3X4= T2 3X10=
Ctrl
IH1D UWG PKtPAKtU YKUM LUMPUTER INPUT (LOADS & U1MtN�.1UN�)) �)UbMIFTED BY TRUSS MFR.
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
H = RECOMMENDED CONNECTION BASED ON MANUFACTURER TESTED CAPACITIES AND
CALCULATIONS. CONDITIONS.MAY EXIST THAT REOUIRE DIFFERENT CONNECTIONS THAN
INDICATED. REFER TO MANUFACTURER PUBLICATION FOR ADDITIONAL INFORMATION.
(A) SCAB BRACE. 80% LENGTH OF WEB MEMBER. SAME SIZE, SPECIES & GRADE OR
BETTER. ATTACH WITH 10d NAILS @ 6" OC.
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
10 PSF BC LIVE LOAD PER UBC.
3X5= 5X6=
T3 3X4 -
Bi
3X8 (AI) 3X8=_ 5X12= 2X4111 3X6= 3X4= 2X4111 3X6(B1)
2X4 III
5X6= 3X4=
1-6-0 ,1
31-8-12
6-4-14 5-7-2 7-3-14 7-3-14 1, 7-3-14 1, 7-3-14 1, 5-7-2 1, 6-0-14
6-4-14 5-7-2 7-3-14 1 7-3-14 5-1-0 2-1 7-3-14 5-7-2 6-0-14
L 12-0-0 _I 29-3-8 I 11-8-0 I
R=1645 W=5.5"
2-11-8 Over 3 Supports
R=1929 W=3.5"
X33
0-5-4
T+12-0-12
R=1175 H=Simpson HUS26
Girder is (2)2X6 min. SPF
PLT TYP. High Strength, (BISHOPT-BISHOP RESIDENCE - T33)
Wave TPI 95 Design Crit: UBC STD UBC 6.10 CA/2/-/-/-/-/- Scale =.125" Ft.
$Pates Fabricators
85-435 1`1i dleton Street, Thermal CA
" WARNING.' TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND
BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE. SBS D DR.. SUITE 200. MADISON, 53719), FOR SAFETY PRACTICES PRIOR TO
U.
TC
L L
16.0
P S F
R E F R7951-93998
DATE
Bi
3X8 (AI) 3X8=_ 5X12= 2X4111 3X6= 3X4= 2X4111 3X6(B1)
2X4 III
5X6= 3X4=
1-6-0 ,1
31-8-12
6-4-14 5-7-2 7-3-14 7-3-14 1, 7-3-14 1, 7-3-14 1, 5-7-2 1, 6-0-14
6-4-14 5-7-2 7-3-14 1 7-3-14 5-1-0 2-1 7-3-14 5-7-2 6-0-14
L 12-0-0 _I 29-3-8 I 11-8-0 I
R=1645 W=5.5"
2-11-8 Over 3 Supports
R=1929 W=3.5"
X33
0-5-4
T+12-0-12
R=1175 H=Simpson HUS26
Girder is (2)2X6 min. SPF
PLT TYP. High Strength, (BISHOPT-BISHOP RESIDENCE - T33)
Wave TPI 95 Design Crit: UBC STD UBC 6.10 CA/2/-/-/-/-/- Scale =.125" Ft.
$Pates Fabricators
85-435 1`1i dleton Street, Thermal CA
" WARNING.' TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND
BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE. SBS D DR.. SUITE 200. MADISON, 53719), FOR SAFETY PRACTICES PRIOR TO
oe QFESS�
`�` �N
W.
TC
L L
16.0
P S F
R E F R7951-93998
DATE
03/28/03
ALPINE
UNOFRIOCTION
PERFORMING THESE FUNCTIONS. UNLESS OT HERNISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
TE
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
"•IMPORTANT•• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE WITH T 1: OR FABRICATING, HANDLING. SHIPPING. INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
���fX.V `p� �7
Cy�y
(7 Apr 02
V N0. C438
E, 630
T C
BC
B C
D L
DL
L L
19.0
7.0
O.O
'
P S F
PSF
PSF F
DRW CAUSR795 03087064
C A- E N G
N A H G W H
/
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
* *
------------
--------------
S E Q N -
F R 0 M
--'--"
JREF-
--
12264
M C
'"-"-"""---""'-"
1S1F001_ZO3
Alpine Engineered Products, Inc.
Sacramento, CA 95828
CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER
DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE Of PROFESSIONAL ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER
ANSI/TPI 1.1995 SECTION 2.
�� C'Y'� �s
CIVIL
T 0 T . L D . 42.0 P S F
..-...___.____...__...._______..__-..-_„__,_._—_____-__-__._-.---,_-__
D U R . FAC . 1 . 2 5
----'-'” -" "'--'—'----
SPACING 24.0"
"HOPTINiOP IMENC E 4) M M M ' TAI DWG MED F"MPUT" IIT fl10- R niM� NSl SU� Trn ancc MCD
TOP CHORD 2x4 SPF 1650f -1.5E :T3 2x4 SPF 2100f -1.8E:
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud :W8, W14 2x4 SPF #1/#2:
:W12 2x4 SPF 1650f -1.5E:
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
(A) SCAB BRACE. 80% LENGTH OF WEB MEMBER. SAME SIZE, SPECIES & GRADE OR
BETTER. ATTACH WITH 10d NAILS @ 6" OC.
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR.
SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF
TRUSSES. SEE "WARNING" NOTE BELOW.
HS2514 =-
3X4sF 5X6= 3X10= 2X4111
H = RECOMMENDED CONNECTION BASED ON MANUFACTURER TESTED CAPACITIES AND
CALCULATIONS. CONDITIONS MAY EXIST THAT REOUIRE DIFFERENT CONNECTIONS THAN
INDICATED. REFER TO MANUFACTURER PUBLICATION FOR ADDITIONAL INFORMATION.
DEFLECTION MEETS L1360 LIVE AND L1240 TOTAL LOAD.
10 PSF BC LIVE LOAD PER UBC.
(E) BEARING ENHANCERS MUST BE USED ON THIS TRUSS. RECOMMENDED
CONNECTION FOR BEARING TO TRUSS (EACH FACE): SIMPSON TBE4:
REFER TO SIMPSON CATALOG C-2002 FOR NAILING SCHEDULE.
r
3�
HS2514 =
4X8= T3 3X8= 3X8= 2X4111
3X7 (Al) - GA4III 5Xb ZX4111 6X12= 4X6= 5X6= 2X4111 3X4=
1-6-0
d E 31-8-12 I
5-4-144-7-2 7-1-15 _ I 7-1-15 7-1-15 � 7-1-15
,E SI -4-5-6 �� IF 7-1-15 I, 7-1-15
1 5-4-14 1 1 7-3-11 1 7-1-15 -1 7-1-15 7-1-15 �
7-1-15 7-1-15 11
L_ 10-0-0 I 42-11-8 I
T
3-6-6
+1A 0-12
52-11-8 Over 3 Supports
R=1465 W=5.5" R=3230 W=3.5" R=656 H=Simpson LU26
(E) Girder is (2)2X6 min. SPF
PLT TYP. Hi h Stren
(BISHOPT-BISHOP RESIDENCE T34)
th,Wave TPI -95 Design Criteria: TPI STD UBCVer: 6.10 CA 2 - Scale =.125" Ft.
Spaces Fabricators
85-435 Middleton Street, Thenal CA
A L P I N E
Alpine Engineered Products, Inc.
P g.
Sacramento, CA 95$2$
—WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND
BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE. 583 D'ONOFRIO DR., SUITE 200. MADISON, WI 53719), FOR SAFETY PRACTICES PR 1OR TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
-IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER
DRAWINGS 160 A -Z. THE SEAL ON THIS ORAHING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN, THE SUITABILITY AND USE OF THIS
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER
ANSI/TPI 1-1995 SECTION 2.
t
eeQFE S�Q
Q�`
�4, �' F'!`f
4� R
w D
5 r�
E106 6302000 *
w�` s
Iii 4 V V
�J� F CA1.�EO��l►
Q Y
T C LL
TC DL
BC DL
8C L L
TO . L D .
1 6.
26.0
7.0
0.0
4 9.0
0 P S F
P S F
PSF
P S F
P S F
R E F
R795--83689
DATE 01/22/03
-
DRW CAUSR795
03022011
CA -ENG N A H/
C W C
S E A N - 7274
OUR . FAC. 1 .25
FROM M C
SPACING 24, 0"
J R E F 1 R Z
M 7 9 5_ Z 1 5
M M M M M M M M M M M M M M M M r i M
(BISHOPT-BISHOP RESIDENCE - T35) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
TOP CHORD 2x4 SPF 1650f -1.5E :T3 2x4 SPF 2100f -1.8E:
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud :W10, W15 2x4 SPF #1/#2:
SPECIAL LOADS
------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25)
TC From 84 PLF at -1.59 to 84 PLF at 8.00
TC From 197 PLF at 8.00 to 197 PLF at 52.96
BC From 20 PLF at -1.59 to 20 PLF at 0.00
BC From 34 PLF at 0.00 to 34 PLF at 52.96
TC 798 LB Conc. Load at 8.00
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
H = RECOMMENDED CONNECTION BASED ON MANUFACTURER TESTED CAPACITIES AND
CALCULATIONS. CONDITIONS MAY EXIST THAT REQUIRE DIFFERENT CONNECTIONS THAN
INDICATED. REFER TO MANUFACTURER PUBLICATION FOR ADDITIONAL INFORMATION.
WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR.
SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF
TRUSSES. SEE "WARNING" NOTE BELOW.
2 Complete Trusses Required
NAILING SCHEDULE: (0.131x3.0_g_nails)
TOP CHORD: 1 ROW @ 11" o.c.
BOT CHORD: 1 ROW @ 12" o.c.
WEBS : 1 ROW @ 4" o.c.
USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS
IN EACH ROW TO AVOID SPLITTING.
BEARING BLOCKS: NAIL TYPE: 0.131x3.0_g_nails
ERG X -LOC #BLOCKS LENGTH/BLK #NAILS/BLK WALL PLATE
1 31.583' 2 23" 16 DF -L Standard
BEARING BLOCK TO BE SAME SPECIES, SIZE & GRADE AS BOTTOM CHORD.
REFER TO DRAWING CNBRGBLK1299 FOR ADDITIONAL INFORMATION.
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
(H) USE SIMPSON LSSU28 HANGER FOR 2x8 HIP RAFTER CONNECTION TO GIRDER.
CIRCLES INDICATE MINIMUM NUMBER OF 10d COM (0.148"X3.00") NAILS
THROUGH EACH HANGER FLANGE INTO GIRDER. SEE SIMPSON CATALOG C-2002
FOR JOIST NAILING AND OTHER INFORMATION.
S
�HjB# 3
HS2514 = HS2514 = �3
5X6= 3X8= 3X12= 5X12= T3 4X12= 3X8= 3X4=
4
W10 W1 / 2-10-8
la --0-12
3X8 Al _ 3X4= 6X8= 4X14= 5X6- 5X6= 4X10= 3X8=
) -
176670 -�
31-8-12
8-0 0 4-3 4-5-15 4-5-15 �,4 5 15��,4-5-15 4-5-15 j,4-5-15_1
5-R 15
4-7-13
E4
1-2 a-5 151<1
7 10 4 4 5 154-5-15- 15 T 4_5_15 T -4-5-15-_l T3 --1--
14.13
-5 -IH -115-r 15�
4 7-13
1. 8-0-0 _I_ 44-11-8
,I
i �- 52-11-8 Over 3 Supports
R=2959 W=5.5" R=7926 W=3.5"
R=1400
H=Simpson HHUS26-2
Girder
is (2)2X6 min. SPF
Note: All Plates Are W2X4 Except As Shown. (BISHOPT-BISHOP RESIDENCE - T35)
PLT TYP. High Stren th,Wave TPI -95 Design Criteria: TPI STD UBCVer: 6.10
CA/2/-/-/-/-/-
Scale
=.125" Ft.
SPatesFabricators
85-435 MidG
dleton Street, Thennal
AND
gRACINGIG{REFER TO TRUSSEH IBE9IIR(HANOLING INSTALE EXTREME CARE ILINGBAND BRI ALINGIN. HANDPUBLISHEDIBPITPI III(TRUSSNPLATE
e
Q� O
TC LL
16.0 PSF
REF R795--83690
CA
INSTITUTE. 583 D'ONOFRIO DR.. SUITE 200. MADISON. WI 53719), FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
yC
TC D L
26.0 P S F
DATE
01/22/03
STRUCTURAL PANELS. BOT To M. CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
.'IMPORTANT' * FURNISH A COPY OF THIS DESIGN TO ALPINE
_
A 2
THE INSTALLATION CONTRACTOR. ENGINEERED
=
B C D L
7. 0 P S F
D R W CAUSR795 0302ZD4D
PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO
�.5
BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
�a
BC LL
0.0 P S F
CA -ENG
N A H/ C W C
ALPINE
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
* *
CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GAL V. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
T 0 T . L D .
4 9 .0 P S F
S E 0 N -
7442
EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER
f C��
Alpine Engineered Products, Inc.
P g
DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
'Y%r Qf CA1�E�Q.
a
D U R .FAC .
1 .25
FROM
M C
Sacramento, CA 95828
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER
ANSI/TPI SECTION z.
SPACING
2 4. 0 "
J R E F
1 R Z M 7 9 5_Z 15
1-1995
kb1JMl/rl-b1JrUN KtJ1UtI1L,t - 13b)
TOP CHORD 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E:
BOT CHORD 2x8 SP M-23
WEBS 2x4 HF Std/Stud :W4, W10 2x4 SPF #1/#2:
:Rt Wedge 2x4 HF Std/Stud:
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC
#1 HIP SUPPORTS 8-0-0 JACKS WITH NO WEBS AND NO CANTILEVER.
CORNER SETS ARE CONVENTIONALLY FRAMED.
** DO NOT TURN TRUSS END FOR END. **
4X10 (A
IM1Z� UNe FKLFAKtU rKU11 t-VMFUItK 1NYU1 (LUAUZ) b Ulru131Vn�) JUDI'11I Itll BY IKU» MI -K
2 Complete Trusses Required
NAILING SCHEDULE: (0.131x3.0_g_nails)
TOP CHORD: 1 ROW @ 6" o.c.
BOT CHORD: 1 ROW @ 12" o.c.
WEBS : 1 ROW @ 4" o.c.
USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS
IN EACH ROW TO AVOID SPLITTING.
EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS
EVERY 6.00 FT TO FLAT TC. SPACING OF SUPPORTS ORIGINATES FROM #1 HIP.
ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24" OC WITH 2-16d NAILS AND
DIAGONALLY DWG. BRCALHIPHO502. SUPPORT HIP RAFTER WITH CRIPPLES AT
8-5-13 OC.
3X4; 4X14 % 3X8= 3X8= 3X10= 3X16
4 A 4 m 4x 1u=
T3�
5X4 (R)
3 X 7 III
T2 4
14 W10 4X6 (Al)
-,�L-14-0-12
3X4= HS812= 3X4= 4X12= 2X4111
1-6-0
1`6 0j 1 4� �E .
—4-4-1_+2-9 15 4-7-8—*E4-7-8—+ 4-7-8 4-7-8-2 9 154-4-1�
8-0-0 1 16-10-0 I 8-0-0 I
R=4931 W=5.5"
32-10-0 Over 2 Supports
R=5368 W=5.5"
PLT TYP. High Stren th,Wave TPI -95 Design Cri(teriDa: TPIHOSTDESUBCVer:
6610
CA/2/Scale
=.1875" Ft.
Sppates Fabricators
8$-43$ MICldIet011Street, Thermal CA
A L P I N E
' WARNING " TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND
BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE. 583 D'ONOFR IO OR., SUITE 200. MADISON, NI 53719). FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTION$. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
" IMPORTANT " FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE WITH TP1: OR FABRICATING. HANDLING, SHIPPING. INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISION$ OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHEO BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AN TPI. ALPINE
CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
epFESS/
Q�
�� �� 'fn
V'
Y V --
1 E* 630-=*
7�
T C
T C
B C
BC
T 0 T
L L
D L
D L
LL
L D
1 6.
26.0
17.0
0.0
59.0
0 P S F
P S F
P S F
P S F
P S F
R E F
R 7 9 5--83691
DATE
01/22/03
D R W
CAUSR795 03022012
CA -ENG
N A H/ C W C
S E 0 N
- 7222
Alpine Engineered Products, Inc.
Sacramento, CA 95828
DRAWINGSEACH OF 16O A,Z. ATHE USEAL SO NTTHISISE DRAWINGTE 0IN0 CATETHISSACCEP TA NC EO OF TPROI ONFESSIONACONNECTCR ENGINEER I NG
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
COMPONENT FOR ANY PARTICULAR BUILOING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER
ANSI/TPI 1.1995 secs oN z.
w
f� C/Y�1.
t Of lot!
s
. .
F R 0 M
M C
OUR . FAC. 1 .25
S PACING 2 4.0 "
J R E F
1 R Z M 7 9 5_ Z 1 5
rr r rr rr r rr r �r �r rr rr �r rr rr rr r _� rr rr
(bl1)HUYl-blJnUr KtJ1UtNUt - IS/)
TOP CHORD 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E:
BOT CHORD 2x8 SP M-23
WEBS 2x4 HF Std/Stud :W4, W10 2x4 SPF #1/#2:
:Rt Wedge 2x4 HF Std/Stud:
FLAT TOP CHORD DOES NOT SUPPORT TOP LIVE OR DEAD LOADS UNLESS OTHERWISE
SPECIFIED. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24" OC WITH 2-16d
NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG.
BRCALHIPHO502. FASTEN SLOPING TC OF HIP AND JACKS TO HIP RAFTER.
I** DO NOT TURN TRUSS END FOR END. **
N4% - 4X8
IMI,) UWU KKtMAKtU tKUrl 1.U19MUItK IIYKUI (LUAU.) & UII'ICIYJIVINJI —0I-I4I ICU CST IKU.).) MYK.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
10 PSF BC LIVE LOAD PER UBC.
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
3X10-
3X5-
4X6(A1)
6A4III ) A I U = ,)A 4+= 1OX10= 3A4= .SAIV= CA4III 3X7 III
1-6-0
Lu 1-4-8
2-9-15 2-11-11
4-4-1 `I' � 4 4-7-8 I, 4-7-8 _I, 4-5-12 �I_ � 4-4-1 _I
4-4-1 jC2 9 5 -, 4 7 8 4 7 8 T 4 7-8 T 2-9 15 4-4-
4-Z-: 1
(. 10 0-01 15-6-4 _I_ 7-3-12 _I
32-10-0 Over 2 Supports _I
R=1743 W=5.5" R=1898 W=5.5"
�
14-0-12
Scale =.1875"/Ft.
REF R795--83692
DATE 01/22/03
D R W CAUSR795 03022013
CA -ENG NAH/CWC
SEON - 7446
FROM MC
JREF - 1RZM795_Z15
(BISHOPT-BISHOP RESIDENCE -
T37)
PLT TYP. Wave TPI -95
Design Criteria: TPI STD UBCVer:
1
6.0
CA/2/-/-/-/-/-
Spates Fabricators
85-435 Middleton Street, Themial CA
ALPINE
Alpine Engineered Products, Inc.
SaCramento, CA 95828
"WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND
BRACING. REFER TO HIS -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
PERFORMING THESEINSTI UTE 83DFUNCCTIONSDRUNLESSTOTHERWISEDISONINDICATED. TOP, WIICHOR0 SHALL. FORFETY HAVEPRACTICES PRIOR TO
PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
" IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE WITH T 1: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER
DRAWINGS 160 A-2. THE SEAL ON THIS DRAIIING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEER114G
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER
ANSI/TPI 1.1995 SECTION 2.
�OVt
`OQ Y1
�� ^� �S'qA �yC
` y
A 02
aoe 5 a
E* �a *
s
1%&CIVIC. ��A
Ig' Q
OF CA��f
-
T C
TIC
B C
B C
T 0
L L
D L
OIL
L L
T . L D .
1 6 .
26.0
1 7 .
O.O
59.0
0 P S F
P S F
0 P S F
P S F
P S F
OUR . FAC . 1 .25
SPACING 24.0
II
Scale =.1875"/Ft.
REF R795--83692
DATE 01/22/03
D R W CAUSR795 03022013
CA -ENG NAH/CWC
SEON - 7446
FROM MC
JREF - 1RZM795_Z15
M M M M M M MM r M r M M MM MUM M M M
(bt1 )HUF'1 -bl1 ,HUF KtJ1UtN(:t - 13b)
TOP CHORD 2x4 SPF 2100f -1.8E :T2 2x6 SPF 2100f -1.8E:
BOT CHORD 2x6 SPF 2100f -1.8E
WEBS 2x4 HF Std/Stud
:Rt Stubbed Wedge 2x6 SPF 1650f -1.5E:
*** ADD'L LOADS PER TRUSS MFR ***
---------------------------------
BC - From 12 PLF at 0.00 to 12 PLF at 31.46
FLAT TC OF STEP-UP HIP TRUSS SUPPORTS JACK EXTENSIONS AND HIP RAFTER
SPANNING 6.00 FT MAX TO BACK SIDE AND 4.00 FT TO FRONT SIDE. THIS DESIGN
MAY BE USED FOR COMMON HIP TRUSSES @ 24" OC. EXTEND AND FASTEN SLOPING
TC OF HIP AND JACKS TO HIP RAFTER. ATTACH 2x4 LATERAL BRACING TO FLAT
TC @ 24" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1
(FIG.33), OR DWG. BRCALHIPHO502.
IM13 UWO 1'KteAKtV hKUM I,UMYUItK INFU I tLUAVD & U01C I' -V—) aUDMII ItU by IKUJJ MI -K.
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
(A) SCAB BRACE. 80% LENGTH OF WEB MEMBER. SAME SIZE, SPECIES & GRADE OR
BETTER. ATTACH WITH 10d NAILS @ 6" OC.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
10 PSF BC LIVE LOAD PER UBC.
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC
3X16 sr- T2 3X10= 4X10_- 3 X 4
"E
3 X 4
4 r 4
3 X 4
3X4%
(A) 0-9-7
T -7- 0-12
4X10(A1)
2X4111 3X4= 3X7— HS614= 3X10= 3X4= 2X4111
1-U 1OX10(G7) III
�_3-7-10-3>c2-10-15+-4-7-73- 1 5-3-0 1 5-3-0 4-7-7--+2-8-3:3-P - 5 - 14�
1_ 12-0-0 _I_ 8-10-0 _I_ 10-7-8 _I -
31-5-8 Over 2 Supports
R=2618 W=5.5" R=2431 W=5.5"
(BISHOPT-BISHOP RESIDENCE T38)
PLT TYP. High Stren th,Wave TPI -95 Design Criteria: TPI ST.D UBCVer:
6.10
CA/2/-/-/-/-/-
Scale
=.1875" Ft.
Spates Fabricators
85-435 Middleton Street, Thenal CA
"BWARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND
RACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE RACTICES PRIOR TOp�`�(T�Q�`
.INSTITUTE. 583 PERFORMING THESEDFUNCTIONS- UNLESSTOTHERWISEE 200. DINDICATED . TOPISON, Wi ICHOR0 SHALL FHAVE ETY P
PROPERLY ATTACHED
eeQF
1u
bq� Fs�,
TC
T C
LL
D L
16.0
26.0
P S F
P S F
R E F
R795--83693
DATE
01/22/03
-
ALPINE
STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED -RIGID CEILING.
"IMPORTANT*` FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS, INC. $HALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PURL(SHED BY THE AMERICAN FOREST AND PAPER A$SOC[ATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GAL V. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
y
C7 A 2
V 0, C43B45 r
6342003
BC
B C
1'0 T
DL
L L
. L D .
7.0
0.0
4 9.0
PSF
P S F
P S F
DRW
CAUSR795 03022014
C A E
N G N A H/ C W C
S EON
- 7456
Alpine Engineered Products, Inc.
Sacramento, CA 95828
DRAWINGSEACH OF 16O ARZ. AND
THEUNLESS
DRAWINGED ON INDICATE STHI $ACCEPTANC EO0FTPROI ONFESS IONACR ENGIIIIEER I NG PER
ONOTHERWISE
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
COMPONENTPARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER
NENTFOR ANSECTION U
ANSI1
s
� C w� `� OQ,�v
C �F ya``�
D U R
.FAC .
1 .2
5
FROM
M C
SPACING 24.0"
J R E F
1 R Z M 7 9 5_ Z 1 5
M M M M M M! M M M M M M M M =1 M M M
(b 1 SMU1' I- b 1 SMUY KtJIUtNUt - IJ`J)
TOP CHORD 2x4 SPF 2100f -1.8E
BOT CHORD 2x4 SPF 2100f -1.8E
WEBS 2x4 HF Std/Stud :W6 2x4 SPF #1/#2:
:Rt Slider 2x4 SPF #1/#2: BLOCK LENGTH = 3.500'
SPECIAL LOADS
------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25)
TC From 84 PLF at -1.59 to 84 PLF at 14.00
TC From 4 PLF at 14.00 to 4 PLF at 18.83
TC From 84 PLF at 18.83 to 84 PLF at 31.46
BC From 14 PLF at 0.00 to 14 PLF at 31.46
FLAT TOP CHORD DOES NOT SUPPORT TOP LIVE OR DEAD LOADS UNLESS OTHERWISE
SPECIFIED. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24" OC WITH 2-16d
NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG.
BRCALHIPHO502. FASTEN SLOPING TC OF HIP AND JACKS TO HIP RAFTER.
IMIS UWU rKtHAKLU FKUM UUMMUILH 1NFU1 (LUAUS & UIMtN31UNJ) Z>UnM111EU BY TRUSS MFR.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
10 PSF BC LIVE LOAD PER UBC.
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
3X7 3X7-
3X7= 3X4 _
3X4,
4 r 4
3 X 4
W6 0-9-7
14-0-12
3X7(A1) 2X4111 3X7= 5X6= 3X7= 2X4111 3X4(E3)
2X8 (E3) III
6-6-9_I, 1-
10 5-0-0 1 4-10-4 1 5 0 3 I 5-2-1
6-6-9 j 4-10 7 '� 5-0-0 �T 5-0-0 1 4-10-7 '�E 5-2-1
1_ 14-0-0 , I- 7-3-4 _1_ 10-2-4 . _I
31-5-8 Over 2 Supports
R=1504 W=5.5" R=1337 W=5.5"
PLT TYP. Wave TPI -95
Design Cri(teriDa: TPIHSTDESUBCVer:
6.910
CA
2
-
Scale
=.1875" Ft.
Spates Fabricators
85-435 Middleton Street, Thennal CA
-
—WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND
'BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE
INSTTUTE. 583 D'ONOFRIO OR., SUITE 200, MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS.. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
"IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO
QQ.
N `,
�p y'O�p yC
1 i
A 02 VD ren
845 r
TC
T C
BC
LL
D L
DL
16.0
26.0
7.0
P S F
P S F
PSF
R E F
R795--83694
_ DATE
01/22/03
DRW
CAUSR795 03022015
ALPINE
.BUILD THE TRUSSES IN CONFORMANCE WITH TP 1: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF No INDESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
* E* 63042003 *
BC
L L
0.0
P S F
CA -ENG
N A H / C W C
SEAN
- 7242
Alpine Engineered Products, Inc.
Sacramento, CA 95828
CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORSTO
EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER
RESP ONSI.KIDRAWINGS 1 '0TY SOLELYTFORHE STHE EAL TRUSSTH ICOMPONENT DESIGNI DRAWING I NO TSHOWN�EPTATHE SUITABILITYOAND USEIOFEIHIS
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER
ANSI/TPI 1-1995 SECTION 2.
s
f CMIL �V
of CA1�E��
TOT
. L D .
49.0
P S F
OUR .FAC. 1 . 2 5
FROM
MC
SPACING 24.0"
JREF
- 1RZM795_Z15
OPT- OP ENC 0 DWG P A ED FROM COMPUTER INPUT (LOADS R DIMENSIONS) SUBMITTED BY TRUSS MFR.
TOP CHORD 2x4 SPF 2100f -1.8E
BOT CHORD 2x4 SPF 2100f -1.8E
WEBS 2x4 HF Std/Stud :W7 2x4 SPF #1/#2:
:Rt Slider 2x4 SPF #1/#2: BLOCK LENGTH = 3.500'
FLAT TOP CHORD DOES NOT SUPPORT TOP LIVE OR DEAD LOADS UNLESS OTHERWISE
SPECIFIED. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24" OC WITH 2-16d
NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG.
BRCALHIPHO502. FASTEN SLOPING TC OF HIP AND JACKS TO HIP RAFTER.
3X7=
2X4 III 2X4 III
2 X 4 111
2 X 4 III
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
10 PSF BC LIVE LOAD PER UBC.
(*)IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
3X4% 3X7% 3X7
3 X 4
4 r (*) (*) 4
3 X 4
W 0-9-7
14-0-12
3X8 (AI) = 2X4111 3X7= 5X6= 3X7= 2X4111 3X4(E3)
2X8 (E3) III
6-6 9 I 4 10-7 al 5-0-0 i e �8 13-7-4 5-0-3 -I 5-2 1 J
I� 6 6 9 4 10 7 1` 5-0-0 h" 4-10-4 5 0- 3 )� 5-2-1
L 15-4-8 I 5-10-12 I 10-2-4 I
31-5-8 Over 2 Supports
R=1475 W=5.5"
R=1441 W=5.5"
(BISHOPT-BISHOP RESIDENCE - T40)
PLT TYP. Wave TPI -95' Design Criteria: TPI STD UBCVer: 6.10 CA/2/-/-/- Scale =.1875" Ft.
Spates Fabricators
85-435 Middleton Street, Thennal CA
BRACINIGG REFER TOEHIBE911R(HANOLINGE INSTALLING BAND BRIACING). PUBLISHEDIBP
YITN
PGI IN(TRUSS PLATE
TC
LL
16.0
PSF
REF
R795-
-84917
ALPINE
INSTITUTE. 583 D'ONOFRIO DR.. SUITE 200. MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
-IMPORTANT'" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING. INSTALLING DESIGN
BRACING OF TRUSSES . THIS DESIGN CONE ORMS WITH APPLICABLE PROVISION$ OF NDS (NATIONAL DESIGN
SPEC IFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) ANO TPI. ALPINE
F,l,
,p C
A =
02 Rf
at: Q 5 r �o
Cv. 630=3 *
�N^
TC
BC
B C
D L
DL
L L
26.
7.0
0.
0 P S F
PSF
0 P S F
DATE
-
DRW
CA -ENG
01/22/03
CAUSR795
N A H/
03022056
G W H
Alpine Engineered Products,
Sacramento, CA 95828
CONNECTORS ARE MADE OF 2OGA ASTM A653 GR40 GAL V. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER
DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER
ANSI/TPI 1.1995 SECTION 2.
/�
ff CIV A&
�A&
/�
Of �At���a
TOT
. L D .
49 .0
P S F
S E O N
- 83739
D U R . FAC. 1 .25 FROM M C
SPACING 24.0" JREF - 1RZN795_ZO6
wren u r i �rlrl u r 1!L JTDt N 1, t�l'41)
TOP CHORD 2x4 SPF 1650f -1.5E :T2 2x6 SPF 21OOf-1.,8E:
BOT CHORD 2x6 SPF 2100f -1.8E
WEBS 2x4 HF Std/Stud
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
#1 HIP SUPPORTS 8-0-0 JACKS WITH NO WEBS. CORNER SETS ARE
CONVENTIONALLY FRAMED.
EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS
EVERY 2.00 FT TO FLAT TC. SPACING OF SUPPORTS ORIGINATES FROM #1 HIP.
ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24" OC WITH 2-16d NAILS AND
DIAGONALLY DWG. BRCALHIPHO502. SUPPORT HIP RAFTER WITH CRIPPLES AT
2-9-15 OC.
3X14 % 3X8=
T
—r=DWG PR'E'P'iTXED FMIT=MPUT7r77I5UT (TSh'6'S & DIFITTSTONS) TUBMITTED BY TRUSS MFR.
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
3X14--
E
2
4 3 X 4 3X4
—1 4
12-0-12
2X4111 3X8= HS614= Y
3X12(A1) = — 3X12(A1) _
L_1 -6-O j �-1-6-0 j
—4-0-14 3+- 3-1-2 —3-4-12 —3-4-12 3-1-2– + 4-0-14�
1, 8-0-0 I 5-1-8 1 8-0-0 I
21-1-8 Over 2 Supports
R=2428 W=5.5" R=2428 W=5.5"
PLT TYP. High Stren
(BISHOPT-BISHOP RESIDENCE - T41)
th,Wave TPI -95 Design Criteria: .TPI STD UBCVer: 6.10 CA 2 Scale =.3125" Ft.
Spates Fabricators
85-435 Middleton Street, Thernlal CA
.
ALPINE
Alpine Engineered Products, Inc.
Sacramento, CA 95828
"WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND
BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE. HES3 D-ONOFRIO OR,. SUITE 200. MADISON, TE 53719). FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.-
"IMPORTANT—FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, $HIPPING. INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO/���
EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER
DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER
ANSI/TPI 1-1995 SECTION 2.
♦
tO ��
Qy- GG� �f
�� 7'� y
y�j R�,r�+�fiQn• T
OC U NO. 0436 r a
c�a
20
* W" *
{. V_
�S
�•� OF CA1.��OQ•
4
T C
TC
BC
B C
T 0 T
L L
D L
DL
L L
. L D .
1 6
26
7
0.0
49
. 0
.0
.0
.0
P S F
P S F
PSF
P S F
P S F
R E F
DATE
DRW
CA -ENG
S E 0 N
R795--83696
01 / 2 2 / 0 3
CAUSR795 03022016
N A H/ C W C
- 7458
.
D U R FAC. 1 . 25 FROM
M C
S P A C I N G 2 4.0 " J R E F
TR Z M 7 9 5_Z 1 5
PT -BOP RESIDENCE 2
TOP CHORD 2x4 SPF 1650f -1.5E
BOT CHORD 2x6 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud
*** ADD'L LOADS PER TRUSS MFR ***
BC
773
LB
Conc.
Load
at
1.00
BC
877
LB
Conc.
Load
at
3.00
BC
867
LB
Conc.
Load
at
5.00
BC
545
LB
Conc.
Load
at
7.00
BC
607
LB
Conc.
Load
at
9.00
BC
656
LB
Conc.
Load
at
11.00
BC
1400
LB
Conc.
Load
at
13.00
FLAT TC OF STEP-UP HIP TRUSS SUPPORTS JACK EXTENSIONS AND HIP RAFTER
SPANNING 2.00 FT MAX TO BACK SIDE AND 2.00 FT TO FRONT SIDE. THIS DESIGN
MAY BE USED FOR COMMON HIP TRUSSES @ 24" OC. EXTEND AND FASTEN SLOPING
TC OF HIP AND JACKS TO HIP RAFTER. ATTACH 2x4 LATERAL BRACING TO FLAT
TC @ 24" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIS -91 13.2.1
(FIG.33), OR DWG. BRCALHIPHO502.
5X7% 3X7= 4X8 -
THIS DWG PREPARED FROM COMPUTER MUT UT GiOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
2 Complete Trusses Required
NAILING SCHEDULE: (0.1310.0_9_nails)
TOP CHORD: 1 ROW @ 12" o.c.
BOT CHORD: 1 ROW @ 5" o.c.
WEBS : 1 ROW @ 4" o.c.
USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS
IN EACH ROW TO AVOID SPLITTING.
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
10 PSF BC LIVE LOAD PER UBC.
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
** DO NOT TURN TRUSS END FOR END. **
3X12(41) JAJ NI RAIU= - �+Ao= CAw III 3X10 (A1)
�_1-6-0:::j
4-2-15 4-1-1 �+E2-2-12 2-2-12�4-1-1 4-2-15
L 8-11-0 _1_ 3-3-8 _1_ 8-11-0 _I
21-1-8 Over 2 Supports _1
R=4868 W=5.5" R=3289 W=5.5"
+12--0-12
(BISHOPT-BISHOP RESIDENCE 'T4210
PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBCVer: 6.10 CA/2/-/-/-/-/- Scale =.3125" Ft.
Spates Fabricators
WARNING " TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND
BRACING. REFER TO HIB•91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
eQFESSIQ
QQ`
T C
LL
16.0
P S F
REF
R795--83697
85-435 MiddletonStreet, Tllenlal CA
INSTITUTE. 583 0'ONOOR.. SUITE 200. MADISON. WI 53719), FOR SAFETY PRACTICES PRIOR TO
�' F��
T
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
,`h, .` r
C
D L
26.0
P S F
DATE
01/22/03
-
"IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
BC
DL
7.0
PSF
DRW
CAUSR795
03022017
PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO
OWC V 5
BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING, SHIPPING. INSTALLING AND
6302003
B C
L L
0.0
P S F
CA -ENG
N A H/
C W C
ALPINE
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN
TOT
. L D.
49.0
P S F
S E Q N
- 7460
$PEC;F(CATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALY, STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
* *
Alpine Engineered Products, Inc.
Sacramento, CA 95828
EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER
DRAWINGS 160 A•2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT OE SIGN SHOWN. THE SUITABILITY AND USE OF THIS
ANSIONENT1FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER
M
f CIM
a OF CA��F
D U R
SPACING
.FAC .
1 .
24.
2 5
0 ".
FROM
J R E F
M C
- 1 R Z
M 7 9 5_Z 1 5
(t31')MLIV I -01')nut' KC')lUCIVI.t - 143J
TOP CHORD 2x4 SPF 1650f -1.5E
BOT CHORD 2x6 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud :W4, W6 2x4 SPF 1650f -1.5E:
SPECIAL LOADS
R795--93999
DATE
03/28/03
DR W CAUSR795
03087066
CA -ENG NAH/GWH
SEON-
11887
------(LUMBER DUR.FAC.=1.25
/ PLATE DUR.FAC.=1.25)
TC
From
84
PLF
at
-1.59
to
84
PLF
at
2.04
TC
From
84
PLF
at
2.04
to
210
PLF
at
6.50
TC
From
210
PLF
at
6.50
to
84
PLF
at
10.96
TC
From
84
PLF
at
10.96
to
84
PLF
at
14.59
BC
From
20
PLF
at
-1.59
to
20
PLF
at
0.00
BC
From
167
PLF
at
0.00
to
167
PLF
at
13.00
BC
From
20
PLF
at
13.00
to
20
PLF
at
14.59
T
2-3-15
1
4 X 6 (R) \\\
4 3X4
3X12=
i n ncrnn[v rnvrl wnruirn .r , X'unuo . of i.r .
TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S)
WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER
OF RECORD.
** THE MAXIMUM HORIZONTAL REACTION IS 2402# **
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
3X4- 4X6 (R) ///
� 4
W6 2-3-15
W4
3X4 111 I 3X4 11111-0- 12
6X8= 2X8111 6X8=
1-6-0 >J L, 1-6-0 J
1�1 5 8 _I, 5-0.8 _I, 5-0-8 1-5-5-8
<1 -5-8 T 5-0-8 T- 5-0-8 1-1-5-8 I
1_ 2-0-8 J_ 8-11-0 _I, 2-0-8 _1
R-2074 W=5.5"
Rh=2403/-2403
13-0-0 Over 2 Supports
R=2074 W=5.5"
(BISHOPT-BISHOP RESIDENCE - T43)
PLT TYP. Wave TPI 95 Desi n Crit: UBC STD UBC 6.10
Spaces Fabricators 'BWARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND
85-435 Middleton Street, Thennal CA BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATEINSTITUTE -583 ttQQ�``JJ
RACTICES PRIOR TO
PERFORMING THESE DFUNCTI ON SDR UNLES S SUITOTHERW I SEDE 200. T ND I CATED. TOPI CHO5379) -RD SHALL OR F HAVE PROPE PLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
-IMPORTANT " FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED W
PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO cc V No.
BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER
DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS 01
Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER
ANSI/TPI 1.1995 SECTION 2.
**DRAG**
C573"'ft�
TC LL 16.0 PSF
TC DL 26.0 -PSF
BC DL 7.0 PSF
BC LL 0_0 PSF
TOT.LD. 49.0 PSF
DUR.FAC. 1.25
SPACING 24.0"
Scale =.375"/Ft.
REF
R795--93999
DATE
03/28/03
DR W CAUSR795
03087066
CA -ENG NAH/GWH
SEON-
11887
FROM
MC
JREF-
1S1F001_Z03
M M M M M M M■ r M M �����■ 4"
(BISHOPT-BISHOP RESIDENCE - T44) H S DWG PREPARED FRO COMPUTER RUT (l0 S & DIM NS ONS) IS"UM 7TED IBMUSS M
TOP CHORD 2x4 SPF 1650f -1.5E
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud
4X4=
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
1-6-0 3J
PLT TYP. Wave TPI -95
Spares Fabr Gators
85-435 Middleton Street, Thennal CA
ALPINE
Alpine Engineered Products, Inc.
Sacramento, CA 95828
-7-2-10-
7-2-10
fE 14-5-8 Over 2. Supports
R=869 W=5.5"
1< 1.-6-0'
7-2-14
7-2-14 _I
(BISHOPT-BISHOP RESIDENCE - T44
Design* Criteria: TPI(STD)/UBCVer: 6.10
BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE. 593 D'ONOFRIO DR., SUITE _200. MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESEFUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. -
'IMPORTANT`• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPEC FICAT,
ON PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 2OGA ASTM A653 GR40 GAL V. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER
DRAWINGS 160 'A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER
ANSI/TPI 1.1995 SECTION 2.
R=869 W=5.5"
4 6-30mo3 I*
Eqq
10-9-8
CA/2/-/-/-/-/-
TC LL 16.0 PSF
TC DL 26.0 PSF
BC DL 7.0 PSF
BC LL 0.0 PSF
TOT.LD. 49.0 PSF
DUR.FAC. 1.25
SPACING 24.0"
Scale
=.375"/Ft.
REF R795--83699
DATE-
01/22/03
D R W CAUSR795 03022018
CA -ENG
NAH/CWC
SEON
7462
FROM
MC
JREF -
1RZM795_Z15
(IS IJNUI- I-bi,)MVV KtJIUt IN L,t - 14D)
TOP CHORD 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E:
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
#1 HIP SUPPORTS 8-0-0 JACKS WITH NO WEBS. CORNER SETS ARE
CONVENTIONALLY FRAMED.
EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS
EVERY 2.00 FT TO FLAT TC. SPACING OF SUPPORTS ORIGINATES FROM #1 HIP.
ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24" OC WITH 2-16d NAILS AND
DIAGONALLY DWG. BRCALHIPHO502. SUPPORT HIP RAFTER WITH CRIPPLES AT
2-9-15 O.C.
is uwu rui[n L 11r iir n.
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
4X10 % _ 3X7= 4X10-
coorffl,47�
4X8 (A2) = _...... _... _...... _... 4X8 (A2) _
�-1-6-0:::j
4-5-1 2-8-15 2-6-8—-2-6-82-8-154-5-1
I_ 8-0-0 _I_ 3-5-0 _I_ 8-0-0 _I
19-5-0 Over 2 Supports
R=2275 W=5.5"
R=2096 W=5.5"
(BISHOPT-BISHOP RESIDENCE - 1 T45)
PLT TYP. Wave TPI -95 Design Criteria, TPI STD UBCVer: 6.0
SpPates Fabricators "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND ��FESSIQ
85-435 Middleton Street, Tllenllal CA BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATEQ CIF
INSTITUTE. 583 O'ONOFRIO DR., SUITE 200. MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO y
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A -PROPERLY ATTACHED RIGID CEILING.
'"IMPORTANT " FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED tW pr
PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO 5 r a
BUILD THE TRUSSES IN CONFORMANCE WITH TP1: OR FABRICATING, HANDLING. SHIPPING,
INSTALLING AND `M $a
A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN EW
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE '*
CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO s
EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER f C�� V
DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING w t
Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS OF yA��`O
Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER
ANSI/TPI 1-1995 SECTION 2.
�
10 0 12
/2/-/-;-/-/-
Scale
=.3125" Ft.
-CA
TC LL
16.0
PSF
REF. R795--83700
TC DL
26.0
PSF
DATE
01/22/03
BC DL
7.0
PSF
DRW CAUSR795
03022019
BC LL
0.0
PSF
CA -ENG
NAH/CWC
TOT.LD.
49.0
PSF
SEON
83523
DUR.FAC.
1.25
FROM
MC
SPACING
24.0"
JREF
1RZM795_Z15 li
(bl1 HUN l -bl1 ,HUF KtJ1UtNU - 14b
TOP CHORD 2x4 SPF 1650f -1.5E
BOT CHORD 2x4 SPF 1650f -1..5E
WEBS 2x4 HF Std/Stud
:Rt Stubbed Wedge 2x8 DF -L #3:
In1J UWu rmcr—cu rnVrl l.urlrUlcK 11VYU1 (LUMUJ q VaJ 01 InUJJ rirn.
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
10 PSF BC LIVE LOAD PER UBC.
4X4=
K:)
4 3X4; 4
r—
0 11-4
V +10-0-12
2X4 111 3X4
2X6(A1) = 5X12(67) 111
L< 1-6-0
5 3 24( 6 7 10 8
�E 5-3-2 4 6�6 2 3 1. 7 10-1-15
a_Q_a , 7-10-9 I
i 1 17-7-0 Over 2 Supports
R=1047 W=5.5"
(BISHOPT-BISHOP RESIDENCE - T46
PLT TYP. Wave TPI -95
Design Criteria: TP.I STD UBCVer:
6. 0
Spates Fabricators
" WARNING " TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND
REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
slQ
85-435 Middleton Street, Thennal CABRACING.
INSTITUTE. 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO
^�
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
"IMPORTANT " FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
Pr 02
.
PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR .ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO
Q, 043845 r a
BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
ria
E* 63
A L P I N E
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE -
7R
CONNECTORS ARE MADE OF 20GA ASTM A653 G 4 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
f
s
Cm
Alpine Engineered Products, Inc.
Sacramento, CA 95828
EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER
DRAWINGS 160 A -i. THE SEAL ON THIS DRANING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER
ANSI/TPI 1-1995 SECTION 2.
�V
QF C.%`���Q,
R=837 W=3.5"
CA/2/-/-/-/-/- Scale =.375" Ft.
TC LL 16.0 PSF REF R795--83701
TC DL 26.0 PSF DATE 01/22/03
BC DL 7.0 PSF DRW CAUSR795 03022020
BC LL 0.0 PSF CA -ENG NAH/CWC
TOT.LD. 49.0 PSF SEON 7464
OUR . FAC . 1.25 FROM MC
SPACING 24.0" JREF 1RZM795_Z15
tD 13nur i- of Jnur Kt33Utl4Lt - 114
TOP CHORD 2x4 SPF 1650f -1.5E
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
#1 HIP SUPPORTS 6-0-0 JACKS WITH NO WEBS. CORNER SETS ARE
CONVENTIONALLY FRAMED.
EXTEND SLOPING TC OF TRUSS_ AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS
EVERY 2.00 FT TO FLAT TC. SPACING OF SUPPORTS ORIGINATES FROM #1 HIP.
ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24" OC WITH 2-16d NAILS AND
DIAGONALLY DWG. BRCALHIPHO502. SUPPORT HIP RAFTER WITH CRIPPLES AT
2-9-15 OC.
3 X 8
Wm
IMIS UWU FKtPAKtU YKUM CUMPUTER INPUT (LOADS & UIMLNSIUNS) SUUM1ITED BY TRUSS MFR.
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
4t— —�4
12-0-12
3X4= 3X4=
2X10(61) = 2X10(61
I-6-0 0-2-0
LE 5-5-0 2-1-0 ,1_ 2-1-0 _I 5-5-0
r 5-5-0 T 4-2-0 5-5-0
_6-0-0 _1_ 3-0-0 _1_ 6-0-0 i
15-070 Over 2 Supports
R=1531 W=5.5"
R=1350 W=3.5"
(BISHOPT-BISHOP RESIDENCE - T47)
PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBCVer: 6.10 CA 2 Scale =.375" Ft.
Sppates Fabricators
85-435 Middleton Street, Thermal CA
*WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND
BRACING. REFER TO HIB - (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE
91
INSTITUTE. 583 O'ONOFRIO OI– SUITE 200. MADISON, HI 53719). FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
�QF $
OQ y�
ww1
N W.4
�4, ���- 'Gf
T C
/�
TC
L L
D L
16
26.0
. 0 P S F
P S F
R E F
R795--83702
DATE 01/22/03
ALPINE
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
"IMPORTANT` -FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED 8Y THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
W = T
V r y
`M �a
1 W^
7C *
BC
B C
DL
L L
7.0
0,
PSF
0 P S F
—
DRW cnusR/95
03022021
CA -ENG N A H/
C W C
S EON
- 7341
Alpine Engineered Products,
Sacramento, CA 95828
CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO
EACHFACDRAWIE OF TRUSS.
NGS160 AZ.AUS
THESEAL O TIISE T NTHSDRAWINGIND/SD
CATESACCEP TANCEOT
OFPI
ROFESSIONALR ENGINEER PER I Nr,
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PEP.
ANSI/TPI 1-1995 SECTION 2.
%y /�
-'Y%� y'`
` QF CAY`�O
TOT
. L D .
49.0
P S F
D U R .FAC . 1 . 25
FROM
M C
SPACING 24.0"
JREF - 1RZM795_Z15
Tervnvr I--m-,�rivr -rFlTSUWU PREPAREU FRUK-COMPUTER-TNPUT (T -TA 03 & DIMENSIONS) SUBMITTED BY TRUSS MFR.
TOP CHORD 2x4 SPF 1650f -1.5E ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
4X4=
41— —IA
12-0-12
2 X 4 111
2X4 (A = 2X4(A1)
LiE 1-6-0 3J
7-6-0-2-1-0 9-7-0
7-6-0 _I_ 7-6-
1570-0 Over .2 Supports
R=908 W=5.5"
R=723 W=5.5"
(BISHOPT-BISHOP RESIDENCE - T48)
PLT TYP. Wave TPI -95 Design Criteria: TPI STD' UBCVer: 6.10 CA/2/-/-/-/-/- Scale =.375" Ft.
S atesFa6reet,T5
85-435 Middleton Street, TIIen»al CA
NOO
BRACING. REFER TOTRUSSEHIBE911R(HANDLING INSTALE EXTREME CARE ILINGBAND BRIACING).N. PUBLISHEDIBY TPI IN(TRUSS PLATE
INSTITUTE. 583 O'ONOFRIO DR.. SUITE 200. MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO
Q�IN
/O�
N Y1
^�
TC
LL
16.0
PSF
REF
R795-
-83703
DATE
--- 01/22/03
A L P I N E
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. -
"IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION 'FRON THIS DESIGN: ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE WITH TP1: OR FABRICATING. HANDLING. SNIPPING. INSTALLING AIJD
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
1��'`��" .�� c
�� _
Joe L.7 N r
r� aI�
Wa
TC
-
BC
B C
DL
DL
L L
26.0
7.0
0.0
P S F
PSF
P S F
DRW
CAUSR795
03022022
CA -ENG N A H
/CWC
S EON
- 7343
-
Alpine Engineered Products, Inc.
Sacramento, CA 95828
CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GAL V. STEEL. EXCEPT AS NOTED. APPLY COIJHECTORS TO PER%j
DRAWINGSEACH EOF 160 ARZ. ANDUNLESS
SEAL ONTTNJ SHERWISE DRAWING INDICATESN TH SACCE P TANCEOOF TP ROFESSIONALR ENGINEER I NG
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILD114G DESIGNER. PER
ANSI/TPI 1-1995 SECTION 2.
c'��t
Qf CA,�{Q
TOT
. L D .
49.0
P S F
OUR . FAC. 1 .25
FR0M
MC
SPACING 24.0"
JREF - 1RZM795_Z15
(BI HOPI BISHOP R SIDENCE T49) THIS DWG PREPARED FROhI COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
TOP CHORD 2x4 SPF 1650f -1.5E
BOT CHORD 2x4 SPF 2100f -1.8E
WEBS 2x4 HF Std/Stud
*** ADD'L LOADS PER TRUSS MFR ***
---------------------------------
BC - 288 LB Conc. Load at 2.73
#1 HIP SUPPORTS 6-0-0 JACKS WITH NO,WEBS. CORNER SETS ARE
CONVENTIONALLY FRAMED.
EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS
EVERY 2.00 FT TO FLAT TC. SPACING OF SUPPORTS ORIGINATES FROM #1 HIP,
ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24" OC WITH 2-16d NAILS AND
DIAGONALLY DWG. BRCALHIPH0502. SUPPORT HIP RAFTER WITH CRIPPLES AT
2-9-15 OC.
** DO NOT TURN TRUSS END FOR END. **
3X10 % 3X8-
3X4=
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
a
4 4
+12-0-12
3X4= 3X4=
3X7 (Al) = 2X10(81)
�--- 1-6-0 3J
(c 5-5-0 _ 2-1-0 _I, 2-1-0 SIE 5-5-0 �I
I 5-5-0 4-2-0 T 5-5-0
L_ 6-0-0 I 3-0-0 I 6-0-0 I
15-0-0 Over 2 Support
R=1772 W=5.5"
R=1397 W=5.5"
(BISHOPT-BISHOP RESIDENCE -
T49
PLT TYP. Wave TPI -95
Design Criteria: TPI STD UBCVer:
6.�0-
CA
2
-
Scale
=.375"
Ft.
Spates Fabricators
85-435 Middleton Street, Thennal CA
"WARNING " TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND
BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
R TO
INSTITUTE. 583 PERFORMING THESED*ONOFRIO DR.. FUNCTIONS. UNLESSTE 200. OTHERWISEDINDICATED. TOPICHORDFOR SHALLFETY HAVEPRACTICES PROPERLY ATTACHED
o�QT�-341C�I
`0 ` �!�
1y4,o�yG�
TC
T C
LL
D L
16.0
2 6.
P S F
0 P S F
R E F R
7 9 5
83704
D A T E 01/22/03
$TRUCTUR AL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED. RIGID CEILING. -
"IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEEP.ED
PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILUP.E TO
00
W 2 T
aC 45 r a
BC
DL
7
0 PSF
'
DRW CAUSR795
03022023
ALPINE
Alpine Engineered Products, Inc.
Sacramento, CA 95828
BUILD THE TRUSSES IN CONFORMANCE WITH T 1: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (HAT ZONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH FACE OF TRUSS. AND UNLESSOTHERWISELOCATED ON THIS DESIGN. POSITION CONNECTORS PER
16A,Z. NERING
CESCCEPTATHE SUITABILITYN E OF PRO ESSONAL AND USEIOFETHIS
RESPONSIBILITY SoLELYTFORSTHE IRUSSICOMPONENT OES:GNTSHOW
ANSIONENT1FOR ANSECTIOPARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER
b;.630.2003 *
s
CIVIDRAWINGS
ci bA
B C
TOT
L L
. L D .
0.0
49.0
P S F
P S F
C A -ENG
N A H/
C W C
S E O N - 7357
OUR . FAC. 1 .25
F ROM MC
SPACING 24.0"
J R E F 1 R Z
M 7 9 5_Z 1 5
M M M M M M M M M M M M M M M.W.-On M M
(ti15HUf I -bl1 )HUN KtJ1ULN.Ut - 15U)
TOP CHORD 2x4 SPF 1650f -1.5E
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud
SPECIAL LOADS
------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25)
TC From 84 PLF at -1.59 to 84 PLF at 5.97
BC From 20 PLF at -1.59 to 20 PLF at 0.00
BC From 14 PLF at 0.00 to 14 PLF at 6.00
BC 288 LB Conc. Load at 2.73
2X4111 R=293
IMI,) UWU rMtrAMtU rMUr1 LUMFUItH 1NrUI [LUAU,) 6 U11-IL14 1-1 JUo1911ICU IST IMUJJ MrM,
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
H = RECOMMENDED CONNECTION BASED ON MANUFACTURER TESTED CAPACITIES AND
CALCULATIONS. CONDITIONS MAY EXIST THAT REOUIRE DIFFERENT CONNECTIONS THAN
INDICATED. REFER TO MANUFACTURER PUBLICATION FOR ADDITIONAL INFORMATION.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
SHIM ALL SUPPORTS TO SOLID BEARING.
14-0-14
0-3-8
12-0-12
1-6-0 9�e 5-10-8 0-0-5 -
` 5-9-15 0-2-1
IE 6-0-0
�-6-0-0 Over 3 Supports--�
R=661 W=5.5"
R=80 H=Simpson LU24
Girder is (1)2X6 min. DF -L
(BISHOPT-BISHOP RESIDENCE - T50)
PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBCVer: 6.10
Sppates Fabricators "WARNING " TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING- SHIPPING, INSTALLING AND
85-435 Middleton Street, Thenal CABRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBO SHED BY TPI (TRUSS PLATE
INSTITUTE. 583 0'ONO
OR., SUITE 200. MADISON. HI 53719). FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED- TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. 4j
- IMPORTANT' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED (j O
PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO c V
BUILD THE TRUSSES IN CONFORMANCE WITH TP 1: OR FABRICATING, HANDLING. SHIPPING. INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
ALPINE
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 20GA ASTM A653 GR
40 GALV. STEEL. EXCEPT AS NOTE O. APPLY CONNECTORS TO
EACH FACE OF TRUSS, ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN - POST T 10N CONNECTORS PER
DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DE,
IGNER. PER
ANSI/TPI 1-1995 SECTION 2.
CA 2 - - - Scale =.375" Ft.
Q�VESS/pH'
�\0 yc
s
E, 630-2003 *
CIV11. �@
�OFCAI�E��
TC LL
TC OL
BC DL
BC LL
TOT.LD.
16.0
26.0
7.0
0.0
49.0
PSF
PSF
PSF
PSF
PSF
REF R795--83705
DATE 01/22/03
DRW CAUSR795 03022024
CA -ENG NAH/CWC
SEON - 7361
FROM MC
JREF - 1RZM795_Z15
OUR . FAC . 1.25
SPACING 24.0"
OPT BISHOP RESIDENCE - T51)
THIS DWG PREPARED FROM MPUTE UT (LOADS & DIME NS) SU TED BY TRUSS MFR.
TOP CHORD 2x4 SPF 1650f -1.5E
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
2X4 III 3X4=
1-1-2 1-1-2
LD12
3X4= 2.X4111
0-1112 4-5-11
1 4-7-7 1
4-7-1 Over 2 Supports
R=288 W=5.5" R=288 W=5.5"
IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
GIRDER SUPPORTS: 3-0-0 SPAN TO TC ONE FACE AND 2-0-0 SPAN TO TC/BC SPLIT
OPPOSITE FACE.
THE TC OF THIS TRUSS SHALL BE BRACED WITH ATTACHED SPANS AT 24" OC IN LIEU
OF STRUCTURAL SHEATHING.
(BISHOPT-BISHOP RESIDENCE - T51
PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBCVer: 6. 0 CA/2/-/-/-/-/- Scale =.375" Ft.
Spates Fabricators "WARNING " TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, 114STALLING AND Q�OFL3,01D'rI T C L L 20.0 P S F R E F R 7 9 5 8 3 7 0 6
85-435 Middleton Street, Thenal CA BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE
PERFORMING THES
EINSTITUTE 583
DFUNOCTIONSORUNLESSSTOTHERWISEDINDICATI TOPICHOROFSHALLFHEAT VEPPROPERLY ATTACHED ��� '��p�yC T C D L 2 6. 0 P S F D A T E 01/22/03
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. r -
..IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED 8C DL 7.0 PSF DRW CAUSR795 03022025
PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO 39 5 r
BUILD THE TRUSSES IN CONFORMANCE WITH TP1: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND X0.2003 B C L L 0. 0 P S F CA -ENG N A H
ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS IN
DESIGN * * / C W C
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) ANO TPI. ALPINE
CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO s TOT . L D . 53.0 P S F S E O N - 7354
EACHFACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER
DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING D U R FAC. 1 . 2 5 FRO M M C
Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER
ANSI/TPI 1.1995 SECTION 2. SPACING 24.0" JREF - 1RZM795_Z15
koI ->mur I-D1JrIVr KtJ1Ut1w-t: - I D4
TOP CHORD 2x4 SPF 1650f -1.5E
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud
SPECIAL LOADS
------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25)
TC From 84 PLF at 0.00 to 84 PLF at 9.97
BC From 26 PLF at 0.00 to 26 PLF at 8.38
BC - From 20 PLF at 8.38 to 20 PLF at 9.97
04=
4 r--
—�4
Li
2 X 4 III
2X4(A1) = 2X4(A1)
L 1-6-0
4-2-4 14-2-4
4-2-4 0 3 7 3-10-13
I_ 4-2-4 _1_ 4-2-4 _I
�8-4-8 Over 2 Supports—
R=439
upportsR=439 W=5.5" R=643 W=5.5"
i n — RU1-I iii LR III U i k-- v.--1,,....... ...— U I UJJ .
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD,
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
10-0-12
T5Z
(BISHOPT-BISHOP RESIDENCE -T521
PLT TYP. Wave TPI -95
Design Criteria.: TPI STD UBCVer:
6. 0
CA/2/Scale
=.375" Ft.
Spates Fabricators
85-435 Middleton Street, Thenal CA
A L P I N E
=z
Alpine Engineered Products, Inc.
Sacramento, CA 95828
';WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND
RACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE
INSTITUTE. 583 D'ONOFRIO DR., SUITE 200. MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CE ILING.
'^IMPORTANTNC FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED
PRODUCTS. INC. SHALL NOT BE RESPONSIBLEFOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE WITH TP 1: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER
160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER
ANSI/TPI 1-1995 SECTION 2.
Qf ES.St
Q� 7
G
�� ����
C7 P
r V Na r
�, G3GI003
Cine. 1k.DRAWINGS
�7f� �Q'
QF CA,�`
T C
TC
BC
B C
T 0 T
L L
DL
DL
L L
. L D .
16.0
26.0
7.0
0.
49.0
P S F
P S F
P S F
0 P S F
P S F
R E F
R 7 9 5--83707
-DATE 01/22/03
D R W CAUSR795
03022026
C A -ENG N A H/
C W C
S EON - 7466
D U R . FAC. 1 .25
FROM M C
SPACING 24.0"
JREF - 1RZM795_Z15
1WHOPTEMOP 0WENCffl01k3) MWDWG RMED FMMPUTI"UT ("I& DI NSIONS) SS-TTED �BYTRIJSS MF•R
TOP CHORD 2x4 SPF 1650f -1.5E ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
BOT CHORD 2x6 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
:Lt Wedge 2x4 HF Std/Stud::Rt Wedge 2x4 HF Std/Stud:
#1 HIP SUPPORTS 6-0-0 JACKS WITH NO WEBS AND NO CANTILEVER. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING.
CORNER SETS ARE CONVENTIONALLY FRAMED. IN LIEU OF STRUCTURAL PANELS USE PURLINS: TO BRACE ALL FLAT TC @ 24" OC.
EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS
EVERY 4.00 FT TO FLAT TC. SPACING OF SUPPORTS ORIGINATES FROM #1 HIP.
ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24" OC WITH 2-16d NAILS AND
DIAGONALLY DWG. BRCALHIPHO502. SUPPORT HIP RAFTER WITH CRIPPLES AT
5-7-14 OC. -
-�S 3
3 X 7 ; 3 X 7
3X8= 3X7111
41—
-14
3 X 7 III
Li
15-0-12
3X5= 2X6111 3X5=
3X6(A1) = 3X6(A1)
1-6-0 0-11-8
5-5-0 +-2 - 7 - 0 SFE 2-7-0 E 5-5-0
L 6-0-0 I 4-0-0 I 6-0-0
16-0-0 Over 2 Supports
R=1953 W=5.5"
0-11-8 1-6-0
R=1913 W=5.5"
PLT TYP. Wave TPI 95 (BISHOPT-BISHOP RESIDENCE - T53)
Design Criteria: TPI STD UBCVer: 6.10 CA 2 - - Scale =.375" Ft.
Spates Fabricators "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND QFESS�
85-435 Middleton Street, Thennal CA BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE QQ` oA�� TIC L L 16 . 0 P S F R E F R795--83708'
INSTITUTE. 583 O'ONOFRIO DR.. SUITE 200. MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO 1u T C p L 2 6 . p P S F DATE 01122103
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED y<y �.`��� W. C/y,���'l�,
STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
'IMPORTANTNC -FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED ` 25 T B C D L 1 7 . 0 P S F D R W CAUSR795 03022027
•PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING. INSTALLING AND ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN * EW 63P= � BC L L 0.0 P S F CA -ENG N A H/ C W C
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO �� CIY11. �s T 0 T . L D . 59 . 0 P S F S E 0 N - 83058
EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER 4 V -
DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING % Of CQ. D U R .FAC . 1 .25 FR0M MC
Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS C
Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER
ANSI/TPI 1-1995 SECTION 2. SPACING 24. 0 J R E F 1 R Z M 7 9 5_ Z 1 5
–ru=nvr 1–orr1vr RC -=r IV L, C --TJ 4)
TOP CHORD 2x4 SPF 1650f -1.5E
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud
:Lt Wedge 2x4 HF Std/Stud::Rt Wedge 2x4 HF Std/Stud:
SPECIAL LOADS
------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25)
TC From 84 PLF at -,1.59 to 84 PLF at 17.59
BC From 20 PLF at -1.59 to 20 PLF at 0.00
BC From 26 PLF at 0.00 to 26 PLF at 16.00
BC From 20 PLF at 16.00 to 20 PLF at 17.59
2X4(A1)
3X7111
(E
8-0-
8-0-
R=880 W=5.5"
— TMTSUWG PRFPARLU hFUM—CUMPUTFR—TNPUT (TUTDS & UIMLn�>IUNS) SUBMITTED BY TRUSS MFR.
.ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
4X4= (ED
16-0-0 Over 2 Supports
-8-0-0-
8-0-0
+15-0-12
�X4(Al )
oI ii I -
R=880 W=5.5"
(BISHOPT-BISHOP RESIDENCE - T54)
PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBCVer: 6.10 CA/2/Scale =.375" Ft.
Spates Fabricators "WARNING`" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND 4-
85-435 Middleton Street, Thennal CA BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE %1Y T C L L 16.0 P S F R E F R795--83709
STITUTE 583 PERFORMING THESE DFUNCT 10N SFRIO DR UNLES S TSUIE 200. OTHERW I SE INDICATED. TOP CHOR DF SHALLOR FETY HAVE PPROPERLY ATTACHED ���'`�W. C T C D L 26.0 P S F DATE 01/22/03
STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ` �� ,Q e
`"IMPORTANT'" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED W S Pr T BC DL 7.0 PSF DRW CAUSR795 D3022o2$
PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO p� V r y
-BUILD THE TRUSSES IN CONFORMANCE WITH TP1: OR FABRICATING. HANDLING. SHIPPING, INSTALLING AND
ALPINE
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN BC LL 0.0 P S F CA -ENG N A H/ C W C
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE * Or —
CONNECTORS ARE MADE OF ZOGA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO %� /� TOT . L D . 49.0 P S F S E O N - 7252
DRAWINGSEACH E160 ARCSS. AND
EUNLE SEALSONTTHT SISE DR AWINGTED INDOI CATESSACCE P TANESIGN -CEOOF TPR OFESSIONALTORS
ENGINEER I NG �'1� `�'Q.��
AIPIrIe Engineered PFOCIUCIS,InC. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOW N. THE SUITABILITY AND USE OF THIS Qf CA`` O D U R .FAC . 1 .25 FR0M M C
Sacramento, CA 95828 COMPONENT
T1FOR ANSECTTOICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER SPACING 24. 0" J R E F 1 R Z M 7 9 5_ Z 1 5
"RHOPTIMOP OPENCAWS) _ = = = = = 'WDWG WED FMMPUTIMUT (M & DIM NS) WTFn a�ucc MC -
TOP CHORD 2x4 SPF 1650f -1.5E
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud :W4 2x4 SPF #1/#2:
:W10 2x4 SPF 2100f -1.8E:
:Lt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.710'
TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S)
WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER
OF RECORD.
** THE MAXIMUM HORIZONTAL REACTION IS 7500# **
0-7-4
y
T
5X6=
ROOF OVERHANG SUPPORTS 10.00 PSF SOFFIT LOAD.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
10 PSF BC LIVE LOAD PER UBC.
** DO NOT TURN TRUSS END FOR END. **
xytUKflG��r
'r55
6X10(E1) = 2X4111 3X4= LA0— 5X4 (R) III 2X4111 3X7' 3X5( Al) —
1-s o SHEARWALL
12-0-0 �z s o
5-5-10 7-0-2 5-10-3 5-10-4 7-0-3 6-3-10
5-5-10 1 7-0-2 1 5-10-3 1 5-10-4 7-0-3 3-4-9 2-117
L _ 18-4-0 1 1Q -g -n
7-6-0 Over 2 Support
R-2600 W=5.5" R=2879 W=5.5"
Rh=+/ -625 PLF OVER 12'0" SHEARWALL
+10-0-12
(BISHOPT-BISHOP RESIDENCE - T55
PLT TYP. Wave TPI 95 ) -
Design Criteria: TPI STD UBCVer: 6.10 Scale =.1875" Ft.
CAZ2/
Spates Fabricators
85 435 Middleton Street, Tllennal CA
A L P I N E
Alpine Engineered Products, Inc.
Sacramento, CA 95828
G* TRUSSES IIHAND G AND
RACING. TO EHIB-91IRFABRICATION.
(HANDLING INSTALLING AND RACING)VUBLISHEDIBYITPI IN(TRUSS NPLATE
INSTITUTE. 583 D'ONOFRIO DR.. SUITE 200. MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.
"IMPORTANT•` FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ALPINE ENGINEERED
PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO
DRAWINGSFACOF 16O ARZSS AND PER
THEUSEALLESS
ONTTHISISE DRAWINGED INDICATESTHI SACCE P TANC EPOSITION
PROFESSIONALNNECT ORS ENGINEER I NG
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER
ANSI/TPI 1.1995 SECTION 2.
W
G.i
O �0
♦
iO
r r T
5 r a
E>m 6302000
w ` s
QF CA,�{0
TC
TC
BC
B C
TOT
LL
OIL
DL
L L
. 1-6.
16.0
26.0
7.0
0.0
4 9 .
_
0
PSF
P S F
PSF
P S F
P S F
REF
DATE
DR W.
CA -ENG
S E Q N
R795-84919
_ . 01/22/03
CAUSR795
N A H/
- 83745
03022058
G W H
OUR . FAC. 1 .25 FR0M MC
SPACING 24 . 0 " J R E F 1 R Z
N 7 9 5_Z 0 6
(131SHUNl-U1bNUN KLJ>WtN(a - Ibb)
TOP CHORD 2x4 SPF 1650f -1.5E
BOT CHORD 2x4 SPF 1650f -1.5E
WEBS 2x4 HF Std/Stud
SPECIAL LOADS
------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25)
TC From 179 PLF at 0.00 to 149 PLF at 6.00
TC From 84 PLF at 6.00 to 84 PLF at 8.00
BC From 14 PLF at 0.00 to 14 PLF at 8.00
2X4 III
IM1') UWU HKLrAKtU rKVM LUI`IYUItK INFU I tLUNU3 b U11-1— 1 U-1 JU01-1II ICU 1ST IKUJJ MrK.
(U) NEGATIVE REACTION(S) OF -1077# MAX. (SEE BELOW) REQUIRES UPLIFT
CONNECTION.
DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD.
TRUSS TRANSFERS -490.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S)
WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER
OF RECORD.
** THE MAXIMUM HORIZONTAL REACTION IS 3920# **
2 X 4
14-9-0
" WARNING" TRUSSES REQUIRE ExTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING ANO
BRACING. REFER TO HIB -91 INSTALLING AND BRACING). PUBLISHED BY TPI PLATE
4
R=145
(HANDLING (TRUSS
INSTITUTE, 583 O'ONOFR IO DR., SU TE 200, MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO
DATE 01/22/03
DRW CAUSR795 03022031
2-11-15
3X10(131) =
12-0-12
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY AT TACH ED RIGID CEILING.
iq
" IMPORTANT' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEEREO
W
R=389
PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO
(U)1077# 3X4
-0-1
4-0-14 _I_ 3-9-6 0-}-,12
i8-0-0 Over 3 Supports
R=210/-139 PLF W=7-9-0
Rh=+/ -490 PLF OVER 8'0" SHEARWALL
(BISHOPT-BISHOP RESIDENCE - T561
PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBCVer: 6.0
Spates Fabricators
" WARNING" TRUSSES REQUIRE ExTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING ANO
BRACING. REFER TO HIB -91 INSTALLING AND BRACING). PUBLISHED BY TPI PLATE
16.0
26.0
7.0
0.0
49.0
85-435 Middleton Street, Tllennal CA
(HANDLING (TRUSS
INSTITUTE, 583 O'ONOFR IO DR., SU TE 200, MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO
DATE 01/22/03
DRW CAUSR795 03022031
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED
SEON 7336
FROM MC
JREF 1RZM795_Z15
DUR . FAC . 1 .25
STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY AT TACH ED RIGID CEILING.
iq
" IMPORTANT' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEEREO
W
PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO
BUILD THE TRUSSES IN CONFORMANCE WITH TP1; OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND
09
ALPINE
BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN
SPECIFICATION PUBLISHED 8Y THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE
CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GAL V. STEEL. Ex CE PT AS NOTED. APPLY CONNECTORS TO
Alpine Engineered Products, Inc.
Sacramento, CA 95828
EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER
DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESS1014AL ENGINEERING
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS
COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER
ANSI/TPI 1-1995 SECTION 2.
f
CA/2/-/-/-/-/- Scale =.375" Ft.
ESS/p,�i�
w'
0s
45
630.2003 *
CA��EOQ`
TC LL
TC DL
BC DL
BC LL
TOT.LD.
16.0
26.0
7.0
0.0
49.0
PSF
PSF
PSF
PSF
PSF
REF R795--83711
DATE 01/22/03
DRW CAUSR795 03022031
CA -ENG NAH/CWC
SEON 7336
FROM MC
JREF 1RZM795_Z15
DUR . FAC . 1 .25
SPACING 24.0"
I{ M D
I
GENERAL -
iliari ty
with the CONSTRUCTION DEI N DOCUMENTS the TRUSS DESIGN DRAWINGS,
S and TRU
SSaLmACEMENT PLANS (if required by the CONSTRUCTION DESIGN DOCUMENTS) is required to properly
erect, brace, and connect the trusses to the building system.
All of the care and quality involved in the design and manufacture of wood trusses can be jeopardized if the
cusses are not properly handled, erected, and braced. THE CONSEQUENCES OF IMPROPER HANDLING,
T BEST IS A SUB-
RECTING AND BRACING MAY BE A COLLAPSE OF THE STRUCTURE WHICH A S
MAJORITY F
A WORST IS A LOS OF LIFE. THE O
TANTIAL LOSS OF TIME AND MATERIALS AND T O S
TRUSS ACCIDENTS OCCUR DURING TRUSS INSTALLATION AND NOT AS A RESULT OF IMPROPER
DESIGN OR MANUFACTURE.
f
rior to truss erection, the builder/erector shall meet with the erection crew for a safety and planning meeting,
.king sure each crew member understands his or her roles and responsibilities during the erection process.
TEMPORARY ERECTION BRACING
TRUSSES ARE NOT MARKED IN ANY WAY TO IDENTIFY THE FREQUENCY OR LOCATION OF
VEMPORARY ERECTION BRACING. All temporary bracing shall comply with the latest edition,
commenclations and options as described in the Wood Truss Council of America's Warning Poster
ascribed herein. Additional important safety information can be found in the Truss Technology in Building series -
of publications including Always Diagonally Brace for Salety; Web Member Permanent Bracing: Brace it for.
Stability, and Construction Loading, and/or as specified in the CONSTRUCTION DESIGN DOCUMENTS
[repared by the building designer.
PERMANENT TRUSS BRACING
Permanent bracing for the roof or floor trusses is the responsibility of the building designer and should be
shown on the CONSTRUCTION DESIGN DOCUMENTS. Permanent bracing locations for individual compres-
ion members of a wood truss are shown on the TRUSS DESIGN DRAWINGS, and shall be installed by the
uilding or erection contractor. This bracing is needed for the proper performance of individual trusses within
he roof or floor system. The design and connection of the bracing to the truss and then to the overall building
ystem is the responsibility of the building designer, and is in addition to the permanent bracing plan, which is
also specified by the building designer.
0
SPECIAL DESIGN REQUIREMENTS
,ecial design requirements, such as wind bracing, portal bracing, seismic bracing, diaphragms, shear walls,
other load transfer elements and their connections to wood trusses must be considered separately by the
ilding designer, who shall determine size, location, and method of connections for all bracing as needed to
;ist these forces.
UNLOADING & LIFTING
AVOID LATERAL BENDING
NEVER HANDLE TRUSSES FLAT
Beginning with the unloading process, and throughout all phases of construction,
care must be taken to avoid LATERAL BENDING of trusses, which can
cause damage to the lumber and metal connector plates at the joints.
USE SPECIAL CARE IN WINDY WEATHER.
IF USING A CRANE WITHIN 10 FEET OF AN ELECTRIC LINE,
CONTACTTHE LOCAL POWER COMPANY.
IF USING A CRANE WITHIN 5 MILES OF AN AIRPORT,
CONTACT THE AIRPORT 30 DAYS PRIOR TO ERECTION TO LEARN ABOUT
ANY SAFETY REGULATIONS THAT MUST BE FOLLOWED.
JOB SITE HANDLING
Spreader bar for
larger trusses �..
ALL TRUSSES SHOULD BE PICKED UP AT THE TOP CHORDS IN A VERTICAL POSITION ONLY
Proper banding and smooth round allow for unloading of without damage. This should be
cusses thout da
P 9 9 9 9
done as close to the building site as possible to minimize handling. DO NOT break banding until instal-
lation begins. Hand erection of trusses is allowed, provided excessive lateral bending is prevented.
�j
A&
t
DO NOT STORE UNBRACED BUNDLES UPRIGHT DO NOT STORE ON UNEVEN GROUND
rr�u
-
d�Ili
It trusses are stored vertically, they shall be braced in a If trusses are stored horizontally, blocking should be used
manner that will prevent tipping or toppling. Generally, on eight to ten foot centers, oras required, to minimize
cutting of the bantling is done just prior to installation. lateral bending and molsture-gain.
CARE SHOULD BE EXERCISED WHEN REMOVING BANDING TO AVOID DAMAGING TRUSSES.
During long term storage, trusses shall be protected from the environment in a manger t provides
for adequate ventilation of the trusses. If tarpaulins or other mateHal is used, the ends shall be left open
for ventilation. Plastic is not recommended, since it can trap moisture.
HO,{ISTI,ING
ALL TRUSSES THAT ARE ERECTED ONE AT A TIME SH L E HELD SAFELY IN POSITION
BY THE ERECTION EQUIPMENTU�YILSUCH TIME A�ALL ECESSARY BRACING HAS BEEN
INSTALLED AND THE ENDS OFTHETRUSSES ARE.SECURELY FASTENED TO THE BUILDING
AVOID LATERAL B
60"
60* 1
o less L o
1/2 truss len 9,th 1/2 trui
up to 30 feet up to
Truss sling is acceptable where these criteria are met.
SPREADER BAR
SPREADER BAR
TOE IN TOE IN
TOE IN TOE IN
�. Approx. 1/2 to 2/3_.I i
Approx. 1/2 to 2/3 _j truss length i i►j
buss length �I up to 60 feet ..I
up to 60 feet Tagline
Use spreader bar in ALL other cases. It should be noted that the lines from the ends of the spreader
bar "TOE IN"; if these lines should "TOE OUT" the truss may fold in half.
STRONGBACW
SPREADER BAR STRONGBACK/
SPREADER BAR
Approx. l2/3 ento 3l4 ( �_ Approx. 2/3 to 3/4
truss length ��—'�— truss length
over 60 feet over 60 feet
Tagline Taglir
For lifting trusses with spans in excess of 60 feet, it is recommended that a strongback/spreader
bar
be used as Illustrated. The strop ba r r r h
ck/s tact ba host h the to cord and
should be attached to
9 P P
web members at intervals of approximate) 10 feet. Further, the strop bacWs reader bar should
be at or above the mid -height of the truss to prevent overturning. The strongback/spreader bar
can be of any material with sufficient strength to safely carry the weight of the truss and sufficient
rigidity to adequately resist bending of the truss.
f�
Z
4
T
Cn
w
O)
6�
Lu
cc,
Z
g
Y
U
CP
¢,
.
w,
n�
Z{
o Oi
BEGINNING THE ERECTION PROCESS .
It is important for the builder or erection contractor to provide substantial bracing for the first truss erected. The two or more
trusses making up the rest of the first set are tied to and rely upon the first truss for stability. Likewise, after this first set of miss-
es Is adequately cross -braced, the remaining trusses installed rely upon this first set for stability. Thus, the performance of the
truss bracing system depends to a great extent on how well the first group of trusses is braced.
GROUND BRACE - EXTERIOR GROUND BRACE - INTERIOR
Another satisfactory method where height f building or
One satisfactory method ties the first unit of Trusses off toe ry e otl e eo bu g
series of braces that are attached to a stake driven into the ground conditions prohibit bracing from the exterior is to lie
ground and securely anchored. The ground brace Itself should the first truss rigidly in place from the Interior at the floor
be supported as shown below or It is apt to buckle. Additional level, provided the floor is substantially completed and
ground braces in the opposite direction, inside the building, are capable of supporting the ground bracing forces. Securely
also recommended. fasten the first truss to the middle of the building. Brace the
Note: Locate ground braces for bracing similar to exterior ground bracing shown at left. Set
firs) truss directly in line with all
y
Trusses from the middle toward the end of the building.
rows of lop chord continuous let- g
eral bmcing (either temporary or Property, cross -brace the first set of trusses before remov-
permanent). ing floor braces and setting remaining trusses.
✓ 2nd, 3rd & 4th trusses
f First truss
2 x 4 minimum Temporary support
wall or temporary
45• scaffolding (helps
First truss to be well when installing long
braced before erection clear span trusses)
Ground Draw of additional units.
Brace the brewing Ground bracing
Latera
Bearing for trusses tAk%4
Ground stakes + t�
Minimum Two t6d 2�,1% 4prP
Double Headed Nails s 20 00�
2x4 b mun
minimum size +a+�
End dlegonato gd ekxkex This level represents
1 1/2' enetretion Ground floor on single
story applications
Chord
INADEQUATE SIZE'OF BRACING MATERIAL OR INADEQUATE FASTENING IS A MAJOR CAUSE OF
TT ERECTION TOLERANCE
-
Length Length
o � " 9
1 +1 •
Lesser of Length
D/so or 2' Length 16' to 32' - 1- Length 16' to 32' = V
�it'R- -Plumb Bob1,eZflft 32'& over = 2' Length 32'8, over = 2 -
Complying with erection tolerances is critical to achieving an acceptable roof or Boor line, AND TO ACCOMPLISHING EFFEC-
TIVE BRACING. Setting trusses within tolerenee�he-lirst time will prevent the need for the hazardous practice of respacing or
adjusting trusses when roof sheathing or roof purlins ere installed. Trusses leaning or bowing can cause nails to miss the top
chords when sheathing is applied, and create cumula irw �itstres`a on the bracing, which is a frequent cause of dominoing.
WHEN SHEATHING. MAKE.SURE-NAILS.ARE'.DRIV..EN.INT.O THE TOP GHORD OF THE TRUSSES.
NOT INSTALL TRUSSES
ONTEMPORARILY -
All and
ledgers.
shall be
rnently a
trusses:
have ter
i rsH�i11V u
f
I DO NOT WALK ON TRUSSES
DO NOTyWALK.ON OFi GABLE ENDS LYING FLAT
UNBRACEDTRUSSES direction
" of nailing
hangers, tie -downs, seats, bearing nails
that are part of the supporting structure �� brace
irately and properly placed and perms -
ad before truss installation begins. No
ever be instelledonanchors Or lies that
ary connections to the supporting strut- direction
NAILING SCABS TO THE END OF
THDRAWAL TO BRACE THE FIRST jrRUSS IS
TO FORCE) MENDED. All nailing of bracing sho
that nails are driven perpendicular to
force, as shown at right. I _
of torte
:BUILDING
IT RECOM• WELL NAILED
done s
direction off (PERPENDICULAR TO FORCE)
di
BRACING REQUIREMENTS FOR 3 PLANES OF ROOF
mporery erection bracing must be applied to threeplanes of the roof system to ensure stability: Plane 1) Top Chord (sheathing), Plane 2)
rttom Chord (ceiling plane), and Plane 3) Web Member plane or vertical plane perpendicular to trusses.
TOP CHORD PLANE. Most important to the builder or erection con- 2) BOTTOM CHORD PLANE. In order to hold proper spacing on the
clor is bracing in the plane of the top chord. Truss top chords are bottom chord, temporary bracing is recommended on the top of the bot-
weptible to lateral buckling before they are braced or sheathed. tom chord.
Top Chord Diagonal Bracing continuous
antinuous latera Web Web members lateral bracing
acing . Not to scale.
Bottom Chord 2" x 4" x 10' Length
. _ _ •R- Spans 45' • 60': Use spacing n0 greater than 6'. -- Bosom Chord -
'- Spans between 3D - 46: Use g spacing.
or -la. Spans up to 30: Use 10' spacing.
Temporary Diagonal r�(where possice place at
Bracing every 20' \each to. ch, d joint)
Temporary Di2gonal�� �2" z 4" x 10' Length 'Long spans, heavy loads or other spacing configurations
Bracing every 20' lapped over two trusses. may require closer spacing between lateral bracing and
closer intervals between diagonals. Consult the building
XACT SPACING BETWEEN,TRUSSES SHOULD BE -MAINTAINED designer, HIS, DSS (Recommended Design Specification
S BRACING IS INSTALLED to avoid the hazardous practice of removing for Temporary Bracing of Metal -Plate Connected Wood
racing to adjust spacing. This act of -adjusting spacing" can cause trusses to Trusses) or WTCA's Truss Technology in Building Always
1pple if connections are removed at the wrong time. Diagonally Brace for Safety document.
DIAGONAL OR CROSS -BRACING IS VERY IMPORTANT!
SEE WTCA'S TRUSS TECHNOLOGY IN BUILDING ALWAYS DIAGONALLY
BRACE FOR SAFETY DOCUMENT FOR ADDITIONAL BRACING OPTIONS.
3) WEB MEMBER PLANE. "X• bracing, as shown, is critical in DO NOT USE SHORT BLOCKS TO BRACE'
preventing t minoin . Re
p g cusses from leaning or eo g peat as INDIVIDUAL TRUSSES WITHOUT A
shown to create a succession of rigid units. SPECIFIC BRACING PLAN
Continuous x -bracing DETAILING THEIR USE
lateral Drecing ,-
Webmembers I -15'4-15' 4
max. max.
X -bracing should be installed on vertical web members
wherever possible, at or near lateral bmcing. Plywood sheathing
may be substituted for X -bracing. '
Web members
See WTCA's Truss Technology in Building
o
Brace the
PaQeo�N2 bracing Always Diagonally Brace /or Safety document
for short block use options
BRACING REQUIREMENTS USING THE SAME
PRINCIPLES APPLY TO .
PARALLEL CHORDTRUSSES
Bottom chords
Note: Top chords and some web members are not shown, - �4✓
In order to make drawings more readable.
r
'STACKING MATERIALS,
DO NOT PROCEED WITH BUILDING COMPLETION UNTIL
ALL BRACING IS SECURELY AND PROPERLY IN PLACE
Platform must
- .c=�11�`1L-�YYLI✓� i be rigidly braced
NEVER STACK MATERIALS ON UNBRACED
Proper distribution of construction materials is a must during
OR INADEQUATELY BRACED TRUSSES construction. See WTCA's Truss Technology in Building
Construction Loading for additional information
Acceptable
- against out -
aide load
bearing wall
Acceptable
overload
bearing wall
NEVER STACK MATERIALS NEAR A PEAK
Always stack materials over two or more trusses.
NEVER STACK MATERIALS ON THE
CANTILEVER OF A TRUSS Not to exceed 4'0' maximum from bearing
4�4 0 q
Yr
singlse Roofing and mechanical contractors are cautioned to stack
5s materials only along outside supporting members or directly
NEVER OVERLOAD SMALL GROUPS over Inside supporting members. Trusses are not designed for
OR SINGLE TRUSSES. POSITION LOAD dynamic loads (i.e., moving vehicles). Extreme care should be
taken when loading and stacking construction materials
OVER AS MANY TRUSSES AS POSSIBLE. (rolled roofing, mechanical equipment, etc.) on the roof or
' floor system. - -
sleeps
kmURd
Panel point
Sleepers for mechanical equipment should be located at
NEVER CUT ANY STRUCTURAL panel points (joints) or over main supporting members, and
'MEMBER OF A TRUSS. only on trusses that have been designed for such loads. '
CAUTION NOTES
Errors In building lines and/or dimensions, or errors by others shall. be corrected by the
contractor or responsible construction trade subcontractor or supplier BEFORE erection of
trusses begins.
Cutting of nonstructural overhangs is considered a part of normal erection and shall be done by
the builder or erection contractor.
Any field modification that Involves the cutting, drilling, or relocation of any structural truss
member or connector plate shall not be done without the approval of the truss, manufacturer of
a licensed design professional.
The methods and procedures outlined are intended.to ensure that the overall construction
techniques employed will put floor and roof trusses SAFELY in place in a completed structure.
These recommendations for bracing wood trusses originate from the collective experience
of leading technical personnel in the wood truss Industry, but must, due to the nature o1
responsibilities involved, be presented only,as a GUIDE for use by a qualified building designer,
builder, or erection contractor. Thus, .the Wood Truss Council of America expressly
disclaims any responsibility for damages arising from, -the use, _application,•or reliance
on the recommendations and Information contained herein.
Selected text and ngures referenced or reproduced from HIB and OSB by
permission of the Trues Plate Institute, Madison, Wl.�
kill WOOD TRUSS COUNCIL OF AMERICA
rATM
One WTCA Center
6300 Enterprise Lane
Madison, WI 53719
608/274-4849. 608/274-3329 fax
wtca®woodtruss.com www.woodtruss.com
Copyright O 198&2002 Wood Truss Courxxl of America xo wem rm. oxcae
BEARING BLOCK NAIL SPACING DETAIL MAXIMUM NUMBER OF NAIL LINES PARALLEL TO GRAIN
MINIMUM SPACING FOR SINGLE BEARING BLOCK IS SHOWN. DOUBLE NAIL SPACINGS
AND STAGGER NAILING FOR TWO BLOCKS. GREATER SPACING MAY BE REQUIRED
TO AVOID SPLITTING.
A - EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS
OF NAILS (6 NAIL DIAMETERS)
B - SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS)
C - END DISTANCE (15 NAIL DIAMETERS)
IF NAIL HOLES ARE PREBORED, SOME SPACING
MAY BE REDUCED BY THE AMOUNTS GIVEN BELOW:
* SPACING MAY BE REDUCED BY 50% /
** SPACING MAY BE REDUCED BY 33%
BEARING BLOCK TO BE SAME SPECIES,
SIZE AND GRADE AS BOTTOM CHORD.
C**
NAIL
LINE
A
T T
�--__ll T T 1 1 1 1 B
B/2*
A
lAlAlAl
DIRECTION
OF LOAD AND
NAIL ROWS
LENGTH OF BLOCK SPECIFIED ON SEALED DESIGN
(12" MINIMUM - 24" MAXIMUM)
MINIMUM NAIL SPACING DISTANCES
CHORD SIZE
DISTANCES
NAIL TYPE
2X4
2X6
I 2X8
2X10
2X12
8d BOX 0.113"X2.5"
3
6
9
12
15
10d BOX 0.128"X3"
3
5
7
10
12
12d BOX 0.128"X3.25"
3
5
7
10
12
16d BOX 0.135"X3.5"
3
5
7
10
12
20d BOX 0.148"X4"
2
4
5
6
8
8d COMMON .131"X2.5")
3
5
7
10
12
10d COMMON 0.148"X3"
2
4
6
1 8
10
12d COMMON 0.148"X3.25"
2
4
6
1 8
10
16d COMMON 0.162"X3.5"
2
4
6
8
10
0.120"X2.5" GUN
3
6
8
11
14
0.131"X2.5" GUN
3
5
7
10
12
0.120"X3.0" GUN
3
6
8
11
14
.0.131"x3.0" GUN
3
5
1 7
10
12
MINIMUM NAIL SPACING DISTANCES
THIS DRAWING REPLACES DRAWING B139 AND CNBRGBLK0699 7 DRAWINGS
xxwARN[NGxx TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING,
INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED E REF BEARING BLOCK
BY TPI (TRUSS PLATE INSTITUTE, 583 O'ONOFRIO DR., SUITE 200, MADISON, W[. 53719) FOR DATE 12/16/99
SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS, UNLESS OTHERWISE INDICATED, Q t^r
TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL
• HAVE A PROPERLY ATTACHED RIGID CEILING.
xxIMPpRTANTxx FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE DRWG CNBRGBLK1299
ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS y 5 �
ALPINE DESIGNS ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPIi OR FABRICATING,
HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH W V
I -ENG SJP/KAR
APPLCABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE d
AMERCAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA
ASTM A653 GR40 GAL V. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF (i
ALPINE ENGINEERED PRODUCTS. INC. TRUSS ANO, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER
POMPANO BEACH, FLORIDA ENG[NEERINIGORESPONSIBILITYSEAL
SOLELY SFORATHIEGTRUSS
DISTANCES
NAIL TYPE
A
B*
C**
8d BOX 0.113"X2.5
3/4"
1
3/8"
1 3/4-
4"10d
10d BOX 0.128"X3"
7/8"
1
5/8"
2"
12d BOX 0.128"X3.25"
7/8"
1
5/8
"
2"
COMPpNENEi➢ESIGNp$HDWN.E$THDNAL
SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE
RESPONSIBILITY ❑F THE BUILDING DESIGNER, PER ANSI/TPI I-1995 SECTION 2.
16d BOX 0.135"X3.5"
7/8"
1
5/8"
2 1/8
20d BOX 0.148"X4"
1"
1
7/8"
2 1/4"
8d COMMON (0.131"X2.5")
7/8"
1
5/8"
2"
10d COMMON 0.148"X3"
1"
1
7/8"
2 1/4"
12d COMMON 0.148"X3.25
1"
1 1
7/8"
2 1/4"
16d COMMON 0.162"X3.5"
1'
1
2"
2 1/2"
0.120"X2.5" GUN
3/4"
1
1/2"
1 7/8"
0.131"X2.5" GUN
7/8"
1
5/8"
2"
0.120"X3.0" GUN
3
4"
1
1/2"
1 7/8"
0.131"x3.0" GUN
7/8"
1
5/8
2"
THIS DRAWING REPLACES DRAWING B139 AND CNBRGBLK0699 7 DRAWINGS
xxwARN[NGxx TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING,
INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED E REF BEARING BLOCK
BY TPI (TRUSS PLATE INSTITUTE, 583 O'ONOFRIO DR., SUITE 200, MADISON, W[. 53719) FOR DATE 12/16/99
SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS, UNLESS OTHERWISE INDICATED, Q t^r
TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL
• HAVE A PROPERLY ATTACHED RIGID CEILING.
xxIMPpRTANTxx FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE DRWG CNBRGBLK1299
ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS y 5 �
ALPINE DESIGNS ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPIi OR FABRICATING,
HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH W V
I -ENG SJP/KAR
APPLCABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE d
AMERCAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA
ASTM A653 GR40 GAL V. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF (i
ALPINE ENGINEERED PRODUCTS. INC. TRUSS ANO, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER
POMPANO BEACH, FLORIDA ENG[NEERINIGORESPONSIBILITYSEAL
SOLELY SFORATHIEGTRUSS
COMPpNENEi➢ESIGNp$HDWN.E$THDNAL
SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE
RESPONSIBILITY ❑F THE BUILDING DESIGNER, PER ANSI/TPI I-1995 SECTION 2.
r �
s'iTE OF CP\E
—
TYP.
trongback
2X4*
tNOTCH
(J 24 0. C.
hall to ledger
9
13-6-0--
3.5" Max.
.
12" (1.C.)
\_
2�
A3S
�i"\
011'I'1.001(i:lt
I.t:tltiet: _.._.._.
s1'tEIrrEA11aII ran w111111 C1„,IIn1E11ut1
SPACING - - - - - -
CR 1_fCItIA
(nttl.l to vert.
w/'2.-10(1 Halls)
\-•-114(K)
----Gable
�c
common
common
trusses.
trusses.
NOTE:
This detail
trusses with
II
Max.��
UETAIL
/
%�.,•� (T)
•A'
r GableSYM
ABOUT l \� End
24" Flax.
P1 12" Min. Outlooker...l
--( ) 24" Max.
T�\ r- (Si) ,
A•. 10,1 what
ImIt-S
- - 3- I•I.1
IIAILS
8t n.ax EAC.11 uu
(v-Tn II •n,
(G) Gable end design based on 00 MPII
wind load, exposure "C". at 0-20 I't.
mean height.
(C) 1X4 continuous lateral bracing for
brace (strongback) member longer than
72". Attach at midpoint of each brace
14/2-8d common nails.
-0 1 (0) Option to web plating: -use' M-2"
(N) 2X4 F.L. 112. or BTR wire staples (0.072 Dia./15 GA. ) Loc'_
\ Strongback brace nalled thnE chord into web & thru web
into chord on one face for a total of
\\IVaries 6 staples. (P1), (S1), & (II1) must
be plated.
LUIuU
Detail
`
Roof l.Bit
Ma1.er l.a -
Outluoker
(C) r
Gable end.
_ 2X4 FL112
Ar better
Detail "A"
95°
7.X Ledger
Strongback COMM N
braced at 60" O.C. 'TRUSSES
BRACING DETAIL
/ .
(0)
1(sI 1.1 (T) Refer to Simpson Catalog C-9211-1 for
Ledger product attachment specification (attach
16"O.C., I (N) {) A35 in F1 direction) .
Max. * 2X4
lum
g
d
STAN -
p) qt_e_
Max. Web Length _--
1X3*
2-8-0 -
2X4*
8-1-0
3X4*
13-6-0--
8_6-0 --
TC LL 30.0 PSF
1C DL 15 .0 PSF
1C OL (U) 5.0 PSF
50 .0 PSF
GATE 7/20/93
- ---
OnWG CD108
....... _....
CA -ENG l'•(/:
CONTINUOUS
SUPPORT'
t1•I In1r53 n„I( II SII1111f, IVIS - 1!1!)1 r1AtInnA1 11rSIG11
s1'tEIrrEA11aII ran w111111 C1„,IIn1E11ut1
SPACING - - - - - -
(P1)
(S1)
Peak plate to
Splice plate
match
to match
common
common
trusses.
trusses.
NOTE:
This detail
trusses with
may be used for
p.ltched B.C. also.
(111)
flee) plate to
match
common
trusses.
(K)
Spacing for 114
= 71.0" o.c.
Span
to match common trusses
p) qt_e_
Max. Web Length _--
1X3*
2-8-0 -
2X4*
8-1-0
3X4*
13-6-0--
SPF
er
STAND
Max. Length
without
Max. Length
W/strongback
e
bracing (N)
brace (S)
N�//
C fy
.`\�` y%eA �i.
�y
W r A
"` No. C043845
6191 T
f y1V1� p
o� ���\[t.�s`
\
4-2-0 -
8_6-0 --
NOTE: Chords to be 2X4 Fir -Larch 112 Minimum
SEON-- 50006 nEV 15.6.5 SCALE - 0.5000
=3 •r -n o -� 1=1 1�
O c_I 1= O
11 L_ L=1 t-1
L7 O L1 L
ALPINE (�
� 1 C=)TOT.LO.
rJ TRUSS L�
TRUSS
(-1 LJ 11
1"- r� O f-1 r- ��
AlnnrC EIw:"IEtnrn rlunnwas. uc
xx IMPOnTnNTxx SrnLL 11-11 II( nEGI'nlrslntE ran A11/
n(vlAltnn rnnq nuS u(SICI1 on nn[sE sr[uncAltan. On AM
IAILUItF IO OulLn tt-c muss tri Cnar OnwAICE wit,, uslnn BY Irl
ALrIIIE COIAIECIOIIS Alrf HOE or TOGA GALV• SIE(L 111.E1111c A5I4
A446 cn A EACEnI AS nulEL. Anr1Y r(I ICE Inn-; 111 [AC.It rAC( Lr
nnKs Art) Uq[SS unl(nnsE uKueO nn nus uFl:ICu, ro511uu1
L'inat(C10nS Pin anAm InGS 130. 1�0 C IGOA-r• LESIGII SIArltAIItIS
CIY110nN w/Anrl1UOLE rnOvil 14-15 Ur qIG t n•1. All ulc un(n•s
SEAL 011 11115 0,11""" Anitl(3 IO IHC CI1Nn011[111 11WIC-111 IQnC
111 UtIl 1, IIEI Sr1/Ll Irtll 0( Ittl1C0 1-1•1111 111 A111 1111 �,n MAT.
nluss(s ntuuult ttu¢Ilr: un[
WAnNING Irl IIAIgS11A., tn[r.11prl Ar61
OnACnIG. stE nin•UI n1 Irl. sE( nus urslcn
ran AWITIOn1L SPCC14L I-En-1Anlnl Iw1AC 114 nE
OtIMEwE111S. WLES3 Or11Enw1st 11(IICAI(n. 1
Cnunn SHILL Of LAIEI'ALLY 1161ACEII MI nI Ivtn n
U AIIAC11Et1 PLYN000 su[(nnlr., notnw G6
WOO rnnnEll/ AIIAC110 nIc10 L•C 11 Irrr. •- SEE
AlnhlE I[O rllC4 IlI'UA1[ ll/V011 rOn rnol'En
OnYwILI. 1"I.CA .n. IWIISII A Itis" Ur 11115
u(SICII IU IIt( InUSS (nEC11Un r.11111nAf.I nli.
N�//
C fy
.`\�` y%eA �i.
�y
W r A
"` No. C043845
6191 T
f y1V1� p
o� ���\[t.�s`
\
OESIG14 CnIT: UDC -
REF R384 49442
TC LL 30.0 PSF
1C DL 15 .0 PSF
1C OL (U) 5.0 PSF
50 .0 PSF
GATE 7/20/93
- ---
OnWG CD108
....... _....
CA -ENG l'•(/:
0/A LEN. VARIES
PI TCI -I VARIES !
TYPE GABLE ENO
Wn.FAC. 1. 15
t1•I In1r53 n„I( II SII1111f, IVIS - 1!1!)1 r1AtInnA1 11rSIG11
s1'tEIrrEA11aII ran w111111 C1„,IIn1E11ut1
SPACING - - - - - -
2X6 HIP RAFTER DETAIL
LUMBER GRADES
TCLL/TCDL IMAX SETBK
TCLI_ TCDL
MAX SETBK
SPF 16501-1.5E
16/7=231
16/14=30J
8-0-0
SPF 21001-1.8
23b 8-10-0
16/14=30#
8-4-0
• NOTE: MAXIMUM SETBACK IS FROM INSIDE OF BEARINGS.
DEFLECTION CRITERIA:
LIVE LOAD L/240
TOTAL LOAD L/180
2.82-6.0
(A)
VARIES WITH SETBACK
R=347# MAX. W=1.5*' MIN.
PLATING PITCH
2.82-3.00
3.00-4.50
4.50-6.00
(A)
3X8
3X7
3X6
(B)
3X5
3X5
3X5
(C)
3X8
3X8
3X8
EXTENSIUN MUST BE SUPPORTED
EVERY 4-0-1) MAX. EXTENSIONS
MAY BC PLATED FOR ADDIIIONAL
LENGTH. USE 3X8 PLATES FOR 2X4
LUMBER, 5X8 PLATES FOR 2X6
LUMBER, ETC.
(C) /(SS)
R=694// MAX. W=1.5" MIN.
VARIES
WITH 1111CH
CONVENTIONAL FRAMING IS NOT THE RESPONSIBILITY OF THE TRUSS
DESIGNER, PLATE MANUFACTURER, NOR TRUSS FABRICATOR. PERSONS
ERECTING TRUSSES ARE CAUTIONED TO SEEK THE ADVICE OF A LOCAL
PROFESSIONAL ENGINEER REGARDING CONVENTIONAL FRAMING.
(SS) SHIM ALL SUPPORTS SOLID TO BEARING
(NO) NO QVERCUTIING ALLOWED ON RIPPED CHORD.
THIS HIPJACK DESIGNED TO SUPPORT CONVENTIONALLY FRAMED RAFTERS.
CANTILEVER HEELI RAISED HEEL
2X4 I I
3X4 PLATE OVER SUPPORT
2X4. 2X6. 2X8. 2X10 BLOCK FL GRADE
I (P)
(A)
3X4 TIE
PLATE
(B)
/ / 8 P
BLOCK PLATE
2X4 —2X6
2X6 —2X8
2X8 —2X10
'2X10 -2X12
18" MIN. I
p O p p p p '•WARNING•• TRUSSES RC OUIRC CXIRCML CARE IN IIANIIL INC, SHIPPING, INSIM.1,INfi M1f1 UF.'ACING.to
TC LL PSF REF
R[r(R 10 HIB -91 (HANDLING INSTALLING AND BRALING). PUBO SHOD BY IPI (TRUSS 1'LAIE p p p p p INSTITUTE, 597 D'ONOFRIO DR., SUIIC 200. MADISON. VI 5.1719). FOR SAFETY PRAi:III:ES PRIORLOADING rev 7 16 98
O O TO PERFORMING THESE FUNCTIONS. UNLESS 01111RVISE INDICATED. TOP CHORD SHALL HAVE PROPERLYTC DL PSF DATE //ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY A11AC11ED RIGID CEILING. SEE
p p p p ••IMPORTANT•• FURNISH A COPY OF THIS DESIGN 10 THC INSTALLAIIUN CONTRAC.IOP ALPINE 9C DL ABOVE PSF DRWG CD119
p p ENGINEERED PRODUCTS, INC. SHALL N01 BE R(SPONSIBLE FOR ANY DCVIA110N FPUM THIS DESIGN,ANY FAILURE TO BUILD IHC TRUSSES IN CONFORMANCE WITH 1PII OR HANDLING. SHIPPING. BC LL PSF ALPINE O INSTALLING AND BRACING OF TRUSSES. 1CSIGN CUtII'URMS WITH APPLICADLC PROVISIONS OC FIDS
(NATIONAL DESIGN SPECIFICATION PUIILISIICD BY IHC AMCRICAN FOREST AND PAI-EIT ASSICIAIIUN) TC7T.LDPSFo TRUSS p AND IPI. ALPINE CONNECTORS ARC MADE Or 20GA ASTM A653 GP37 GALV. SIF.r.I. CXCEPI AS 110111. HIP JACK
APPLY CONNECTORS TO EACH -FACE OF TRUSS AND. I1NT.CSS OTHERWISE LOCAIEI) UN THIS DESIGN.O p O POSITION CONNECTORS PER DRAWINGS 170. 150 ANTI 160 A -r. AN ENGIrCCR'S SCAT IDT THIS DUR.FAC. 1.25 RAFTER DETAIL
Q O p p p p DRAWING APPLIES ONLY 10 IHC UCSIGN OF INE TRUSS DEPICIED HERE AND SHALL NOT UE.RELIED
UPON IN ANY OTHER WAY. SPACING 24 0.C.
d1AW StlWd .W
STANDARD JACK DETAIL (REPLACES 00101, CD101A)
DESIGN CRITERIA: (l)
•
( ) LIVE (CONSTRUCTION) LOAD DEFLECTION LIMITED TO L/180.
• LIVE (SNOW) LOAD DEFLECTION LIMITED TO L/240.
IRUSSES SPACED AT 24" ON CENTER.
EPETITIVE MEMBER INCREASE (1.15) USED FOR BENDING STRESS.
IVE LOAD OF 16 PSF APPLIES ONLY TO ROOF PITC" AT LEAST 4:12
IVE AND DEAD LOAD APPLIED TO IIORIZONTAL PROJECTION.
•) 21114 STD, STUD, /3 OR BETTER END VERTICAL NEB WIT11 W1.5X4
CONNECTORS REQUIRED IF UPPER BEARING POINT IS NOT USED.
IT IS THE RESPONSIBILITY OF T11E BUILDING DESIGNER AND TRUSS
FABRICATOR TO REVIEW TIIIS ONG PRIOR TO CUTTING LUMBER TO VERIFY
THAT ALL DATA, INCLUDING DIMENSIONS AND LOADS, CONFORM TO TIIE
4RC111TECTURAL PLANS/SPECIFICATIONS AND FABRICATOR'S TRUSS LAYOUT.
_ InlM'ul.rkWnuN MOIR IMMtnAnMMEN
12
P1tch ��
RAFTER
sun► 01 I_"', M
11
11
(•i 1
I
I.
Vt. 5X4 In
W2X4(A1) CEILING JOIST
W3X4 FOR
SPAN>8'0"
L-2-6-0 1-! -9 SPAN VARIES
MAXIMUM
Maximum Rafter Span Table
(Ilorizontal measure 1n FT -IN -SX)
telling
Joist
W Ari
Rafter
(Plt004)
Rafter
(Pitch>4)
Rafter
Rafter
Rafter
Rafter
nr I.I.
�ltfiq w
101 LI).
r9� CIVIL �ti`P
OFC:AIIF
SPACING
Live Load (psf)
10
16
16
20
20
_30
40
Dead Load ( sf)
5
_
10
15
10
15
10
15
Duration Factor
1.15
1.25 ••
1.25 `"
1.25 ""
1.25 ""
1.15
1.15
-117-1-2
2X4 SPF #2 (S)
8-8-0
8.1 0
1 5 0
7-6-4
6
_T _5_
6-0-4
5 5 8
2X4 SPF /i_(S)
8.11-4
_
8-4.12
7 7-8
7-9-8
-_F_
6-2-4
5-7-8
2X4 SPF#1/T2 (Calladlan)
9.4-12
_
B-7-4
8-0-0
8-0-0
8-0.0
6-6 4
5-11-0
2X4 Ilem-Fir #2
9-2-0
_
_
8-5-12
_9-0-1_2
9 2-4
8 0-0
8.0.0 _
8 0 0
6-8-0
5-9-4
_
2X4 Ilem__Flr_#1 _
ZX4_Uoug.Flr-Larcll 01
2X4_0oug Flr-Larch SS
2X4 MSR 16_50(.I.SE
8 2 12
8-4.12_
8-6-12
8-0-0_
-8-6-0
8.6-0 _
__6.11.8
6.11-8
6-0.12
_9-7.8
10-0-4
_
6-3.12
10-5•0
_
9-9-8
-8.-5-0
9-0.4
10 0
9-1-0 _
7-2.8
_67-87-0-
6-6-12
9.7_
_
8 4-12
__ 8-3 12_
6 0 12
_
2x4 MSR 2100f-I.8E
10-2-12
9-7-6
9 7 8
8-11 -4
8.11 4
7-1.0
6.5-4
-117-6 -4
2X6 _SPF T2/Ilem-FIr 12
2X6 UF -L #2Lllem_r1rd1
2X6 Uoug.Flr-Larch /1
_ 2X6 Uoug.F_1r arc SS
2X6 MSR 1650f -1.5E
2X6 MSR 2100f -1.8E
13-7.12
11-10-0
_12_7 0
13-5-8
15•_4_-12
14-2-12
10 10 0
!1 4 4_
12-3-12
IO -2.8
_10 10-_ 0
11.7-0
14 i_:_8_
_13-0.12
9-1-12
8-2-4
16 1 8_
_
_
_
_
11 8 8_
12-6-4
9 8 IZ
10-4- t2
-11-4-0
10 5-12
8-8.4_
15-9-4
_16-0.0
_9-3.8 _
10 3 12
-j5j 0
13-10-8
15 1 8
14 3 8 _
13-2-8
_9-6-4
_15-1-8
16-0-0
_
15-1-8
14-0-8
14.0.8
1 11-1-12
1 10-1-8
PLT TYP. Wave 1111 95 _
'WAn"I JIG ' IAll Stilt 11141111"1 Il I"1111 CAlt I IY IAnn I., A 1111", nANUI IN,;, `.111rrING, 111-0AI 1 111r. A11U
111111:1111,, 1111111 111 11111 11 pIANUI TNG 111SIAI1 IMG ANP 11N Al 1451, 1.1,111 1,1111. 111 II.1 (101ISS "I All
INS1111111, sPl 11'1111111 "101111„ S"I 11 100, OMISUN, vl S.1/171, Inn .1,II/ 1•A 11,1111 •: 1'1111111 IU
1.111111"111 Nr; 1111 SI InNl:lln"�. II NII SS 111111 "YI!.1 INn II All U, 1111. 111.11111 !.11AI1 11 All 1.111111"11 Al l AI VIII
`. 1111111110 At 1'1"11), 1111111111111111111 ':II -II IIA/I A 1.11.11.1"11 Al l A. Ill 11 NII: In •1111.1:,
1111'1111 I ANI" Itin" I III A 1.11'1 111 1111\ 111'•11•" 111 1111 111'.1111 A 11.111 '.1" IN 111114 AII'INI INI.IIII1.111
1'1111(11111\, INC. SII All ""1sl'11NS11111 In" ANI III /1 A11r" 1"1111 11111111)11;11; ANI IAll 11"1 IU
0111111 1'It 111113 SIS IN fn11111"IIA 111:1 01111 1►I: 1111 I A1111 If All"f., IIA NPI I11�, \Illrl'I"�, I"St 1111111; ANII
ZZA L II N L I 1 rlor, of
INIISS,%. IVIS III SIr1N ul"1110"s Yt 111 A1'rl 11 AII11 1'1111113111113 111 N11S (11411.1"11 III SIr,11
Sr1E11 ICA1 tON ►(11111SIIln (11 1"1 AIII"IEAN 1(111131 ANP ►Art" AS+111.1AllU"1 Alit 11'1, AIr111I
\ nl""11111"E 1"1 NA UI .. )0111 ASIN ALS] G110 1A1►. SIM . 111:11'1 Al 11011 U. AI'►11 1;11""1 r1U11S IU
IAEA IAC1 01 INIISS, AN11 II NII SS OIIII Nv 131 Illr,A A.
U" IVIS III 31f., I'I131111IN 1:11""11:111"S 1'I"
111 AY INGS 11.0 A I. 1111 SI AI 1311 IVIS IINAYING I"111CAllS AI.Cl►lA"11 UI 1"111151•1 n"AI 1"1,1 NII"IOf.
Alpinc l[IIsi11Cf1rtl Pludllr►1, 1116. NI 31'P"11011Th stn lit 111" 1111 I""" fIDII."I'lt Ul sir." SnPY". 1111 sltl lA11 t1 lir """I
''Ill
`1101 UII1C1du, 1:A 7311111 1:, 1•b"1111 111" A"1 ►11111'111 A.1111t1111"6 IS 1111 "I 01.11"::111II 111 UI 1111 null bl11. 111 slf."1". 1111
AN SIIt01 I 17',5 11111(1" A.
W1 .5X4 III
"OLD
IC I.I.
W Ari
vP q�
-�
II-
SIA:
I.
No 5 005
Iic ILL A1A116111'
F .N. . I
nr I.I.
�ltfiq w
101 LI).
r9� CIVIL �ti`P
OFC:AIIF
SPACING
1J Itev, n I nn GIII
IlI I
1? 7'11, I1 t''
IIA II III/II/1111
II It 11 1 A11-,11 /'1'• 1111 I'1 I 1 111
(.A I NG /(;1111
SIANIIARII JA(I' III IAII
REPI.ACCS JIRll C11101A
W4X4, MIN.
W1.5X3
TYP.-��
2x4 CHORDS
W3X4, MIN
IIIP FRAME( DETAILS
24"
Ul °' I'o
-- ' -----
- ------
-
1.111' FRAME•, 'R'
HIP FRAME STOPS AT PLUMB CUT OF
JACKS TO MAINTAIN PITCH CONT'INUIT'Y.
2x4 PURLINS
HIP FRAME
PPED 1 -IIP
TEM 'TRUSSES
T N) J C'Wi-,P,FP-
/J 1 1-I I P
SET BACK _ TCHED AND SHEATHED
—ORD AREA
FRAME*
l� D BOTTOM CHORD
HIP FRAME* LUMBER IS SPF, SO. PINE, IIF,
OR DFL STANDARD, STUD GRADE, OR BE'TT'ER.
SCE ENGINEER'S SEALED DESIGN FOR SE'T'BACK, LUMBER, PLATINC,
LOADING AND DURA'T'ION FAC'T'OR REQUIRED.
• THIS HIP FRAME MAY BE USED WITH A MAXIMUM 120 PSF WITH
TOP CHORD LOADING.
'R' 1-111` FRAME CHORDS MAY BE 'TRIMMED UP TO 2" TO r-,rr.
PURLINS MUST BE INTACT AND PROPERLY A'T'TACHED.
0 - ATTACH
HIP FRAME TO FLAT
CHORDS OF
STEPPED HIPS
W3X4, MIN.
AT ALL
OVERLAPPING POINTS
WITH 3-6d
(0.131"X2.5") OR
SYSTEM
2-I0d
(0.146"X3") COMMON NAILS.
BOTTOM CHORD OF HIP
BY 'TRUSS MANUFAC'T'URER.
FRAME
TO BE ATTACHED TO
#I. HIP WITH 10d COMMON
T'0 PROVIDE BRACING FOR
NAILS @ 6" O.C. MAXIMUM SPACING.
TOP CHORDS
OF HIP FRAME SYSTEM WHERE INDICATED.
STRUCTURAL
PANELS MUST
1-II1"
FRAME
-
SEC`IIION
B-' B
a,r
HIP FRAME* LUMBER IS SPF, SO. PINE, IIF,
OR DFL STANDARD, STUD GRADE, OR BE'TT'ER.
SCE ENGINEER'S SEALED DESIGN FOR SE'T'BACK, LUMBER, PLATINC,
LOADING AND DURA'T'ION FAC'T'OR REQUIRED.
• THIS HIP FRAME MAY BE USED WITH A MAXIMUM 120 PSF WITH
TOP CHORD LOADING.
'R' 1-111` FRAME CHORDS MAY BE 'TRIMMED UP TO 2" TO r-,rr.
PURLINS MUST BE INTACT AND PROPERLY A'T'TACHED.
nND ABRACING. IREFERSI UES IIB -91 0 ANDLINGAINSTALL NG IANDI BRACING), HANDLING PUBLISIIEDIIB'Y IIPIT T
(TRUSS �O w <<P REF 1-1113 FRAME
PLATE INSTITUTE, 593 D'ONOFRIU DR., SUITE 200, MADISON, V1. 53719) FOR SA06/�
/
FETY PRACTICES �cJ (�(3
PRIOR 10 PERFORMING THESE FUNCTIONS. UNLESS OIIIERVISE INDICATED. TBI' CHORD SHALL IIAVE DATE
PRIIPERLY ATTACHED STRUCTURAL PANELS AN DUIIUM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
CEILING. 1* IMPORTANT— FURNISH A COPY Of THIS DESIGN TO THE INSTALLATION CONTRACTOR. � - � DRWG f11PFR AME0691
ALPINE ENGINCERED PRO IS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS cr INO w
TIES GEN, ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE VITH 71`11 OR FABRICATING. -ENG DLJ/KAR
HANDI-ING, SHIPPING, INSIALLING AND BRACING OF TRUSSES. DESIGN CONFORMS VITH APPLICABLE
PROVISIONS Hr NDS (NATIONAL DESIGN SPECIFICATION PUBLISIIED BY THE AMERICAN FOREST A14D
PAPER ASSUCIA7 ION) AND TPI. ALPINE CONNCCTORS ARE MADE or 2OGA ASTM A653 GRAD GALV. STEEL _ ^
E%CCP1 AS NOTED. APPLY CONNECIURS IU EACH FACE Or TRUSS AND, UNLESS O111ERVISE LOCATED ON 1/
mis DESIGN, POSITION cnt4Nr.clnRs PER
PSEAL ON THIS DRAVING
TCS TrT9jF l
7A1 AC C E I AICOFPRjrNENGIEERINGCSUCSDILITYSLEFORIIITRUSS COMPONENT
DESIGN SE SUII LINI ICL PARTICULAR NGFip`\E���`\
I5_11L..-SC2U!i$IWLITY Or 111[_ WLDIB i115WRC3.CCR ANSI11121 1-1795 SECTION
�—
SETBACK
_h—
sTEPPD HIP
CTRUSSES —�
SYSTEM
HIP FRAME*
- PROVIDED
BY 'TRUSS MANUFAC'T'URER.
HTP FRAME*
IS DESIGNED
T'0 PROVIDE BRACING FOR
FLAT
TOP CHORDS
OF HIP FRAME SYSTEM WHERE INDICATED.
STRUCTURAL
PANELS MUST
131", PROPERLY ATTACHED
DIRECTLY
TO HIP FRAME PURLINS.
'11IIS DRAWING RBPL.ACES
DRAWING CD126
nND ABRACING. IREFERSI UES IIB -91 0 ANDLINGAINSTALL NG IANDI BRACING), HANDLING PUBLISIIEDIIB'Y IIPIT T
(TRUSS �O w <<P REF 1-1113 FRAME
PLATE INSTITUTE, 593 D'ONOFRIU DR., SUITE 200, MADISON, V1. 53719) FOR SA06/�
/
FETY PRACTICES �cJ (�(3
PRIOR 10 PERFORMING THESE FUNCTIONS. UNLESS OIIIERVISE INDICATED. TBI' CHORD SHALL IIAVE DATE
PRIIPERLY ATTACHED STRUCTURAL PANELS AN DUIIUM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
CEILING. 1* IMPORTANT— FURNISH A COPY Of THIS DESIGN TO THE INSTALLATION CONTRACTOR. � - � DRWG f11PFR AME0691
ALPINE ENGINCERED PRO IS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS cr INO w
TIES GEN, ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE VITH 71`11 OR FABRICATING. -ENG DLJ/KAR
HANDI-ING, SHIPPING, INSIALLING AND BRACING OF TRUSSES. DESIGN CONFORMS VITH APPLICABLE
PROVISIONS Hr NDS (NATIONAL DESIGN SPECIFICATION PUBLISIIED BY THE AMERICAN FOREST A14D
PAPER ASSUCIA7 ION) AND TPI. ALPINE CONNCCTORS ARE MADE or 2OGA ASTM A653 GRAD GALV. STEEL _ ^
E%CCP1 AS NOTED. APPLY CONNECIURS IU EACH FACE Or TRUSS AND, UNLESS O111ERVISE LOCATED ON 1/
mis DESIGN, POSITION cnt4Nr.clnRs PER
PSEAL ON THIS DRAVING
TCS TrT9jF l
7A1 AC C E I AICOFPRjrNENGIEERINGCSUCSDILITYSLEFORIIITRUSS COMPONENT
DESIGN SE SUII LINI ICL PARTICULAR NGFip`\E���`\
I5_11L..-SC2U!i$IWLITY Or 111[_ WLDIB i115WRC3.CCR ANSI11121 1-1795 SECTION
� ClIII RMTA TI MNMITTTRnIM lTErMLm
PERMANENT BRACING CRIPPLES SPACED FROM HIP CRIPPLE SUPPORT LAYOUT
SET----- �'I.AT_ n0 CHORD / �O OUS 2x4) I * I CK H -� BETHA I
START OF TOP CHORD
EXTENSI NS SLOPING
TO FLATg
III I
1411 til■ININE, 0 ■'► i�■1'Imumms
�\
ROOF
SHEATHING.
PERMANENT DIAGONALS FORM BRACED HAY. REPEAT AT ALL HIP ENDS. MAXIMUM
rTERVAL EQUALS 20'. OTE: THE IST BAY OF PERMANENT DIAGONALS FORMING
BRACED BAY AT THE #1 HIP CAN BE EXCLUDED WHEN ALL OF THE FOLLOWING
CONDITIONS ARE MET: 1 THE CONTINUOUS TOP CHORD PURLINS ARE ATTACHED TO
THE FLAT TOP CHORD OF THE #1HD?. 2.THE END JACKS ARE SHEATHED WITH
PROPERLY ATTACHED STRUCTURAL P
SECTION A -A _
FIZ' IPPLE 0 BUILT—IN SE PLES
OF TRUSSES
SPACLE
ING COMMON
(C)
(C) CRIPPLES SPACED 48' O.C. TYP.
(D) BUILT—IN FILL CRIPPLES
(HORIZONTAL MEMBER OPTIONAL)
ALPIN
�IaNITs IITaNITND7
HIM Fsnrrlm
NN&CRMUM. CAUMMU
(D)
COMMON
TRUSSES
CALIFORNIA HIP
SYSTEM TRUSSES
1HIP
PITCHED AND SHEATHED
B CHORD AREA
O —CRIPPLE (C). SUPPORT LOCATIONS. SUPPORTS EXTENDED MCMHERS TO FLAT TOP
CHORD (4. O.C. CRIPPLE SPACING SHOWN.) CONNECT CRIPPLE TO FIAT TOP CHORD
AND EXTENDED TOP CHORD, USING 3 - 8d COMMON TOE NAILS OR 2 - 10d
COMMON NAILS THROUGH FACE.
# 1 HIP GIRDER
SECTION B -B
BUILT—IN CRIPPLES OR
FIELD CRIPPLE SPACING
REFER TO ORIGINAL DRAWING
FOR CRIPPLE SPACING. K(B)
11
SEE CA—HIP ENGINEERING
FOR JACK TYPE USED
*NOTE: SEE ORIGINAL DESIGN FOR SETBACK, LUMBER, PLATING, LOADING AND DURATION FACTOR REQUIRED.
THIS DRAWING REPIACES DRAWING CD110 AND BRCALEI POO99
ARE IN FANWA�pN� TC LL PSF REF CALIF. BRACE
i OIANDl1IK DNS�l
TNIDNG AND
DUCnJVLaPM SUITE 80NELS ssD � �n r TC DL PSF DATE 05/01/02
mm TO Tw INSTALLATM ampAcTDR. AI.Pmrffl/1A4 / I HC DL PSF I DRWG BRCALHWH0502
AiSPONSIILE FOR ANY OEVIATM FROM TM
x >H cf?FO MANE VITHN7<t FABtICATM
BC LL PSF
ENG TSB/CWC
NG OF TRUSSES. DE'SM VITN
»ESIM SPECIFICATM N�NxNm m THE
ALPINE ARE
�
TOT. LD. • PSF
QTTEEIL APPTPL LY TO FACE
� ff
�
3 `
►T s �T� PROFESSIONAL
�"
DUR. FAC. +
HE TRUSS COMPONENT DESIGN S1aVK TW
TON ANY PARTICULAR WILMG IS THE
OE AL1
SPACING +
, PER ANSVTPI 1-1993 SECTION Nr
m m m m m m
CONVENTIONALLY FRAMED VALLEY DETAIL
(A) 2X6
OR LARGER SP #2 OR SPF #1/#2 VALLEY RAFTER
(B) 2X4
SP OR SPP #3 CRIPPLE (MAX HEIGHT 6'-3")
(C) 2X4
SP OR SPF #3 CRIPPLE (MAX HEIGHT 6'-3")
(D) 2X6
OR LARGER SP #2 OR SPF #1/#2 RIDGE BOARD
COMMON
TRUSSES
NOTE:
RIDGE BOARD (D) MUST NOT BE OF LESS SIZE THAN
AT 24" 01
THAT OF VALLEY RAFTER (A).
NOTE:
REFER TO VALLEY DETAIL VALTRUSS1001 FOR
VALLEY
SUPPORTING TRUSS BRACING DETAILS.
RAFTERS
AT 24" 01
(B), (C)
MAX HEIGHT WITH 114 "T" BRACE IS W-10".
(B), (C)
MAX HEIGHT WITH 2X4 "T" BRACE IS 11'-2".
RIDGE
BOARD
FOR 1X4
AND 2X4 "T" BRACING, BRACE TO BE SAME GRADE AS CRIPPLE.
FASTEN
1X4 "T" BRACE TO CRIPPLE WITH Bd BOX (0.113" x 2.5") NAILS AT 4" OC.
FASTEN
2X4 "T" BRACE TO CRIPPLE WITH 16d BOX (0.135" x 3.5") NAILS
AT 4" OC.
TOP CHORD OF TRUSS BENEATH VALLEY SET MUST BE BRACED WITH
PROPERLY ATTACHED RATED SHEATHING OR PURLINS AT 24" O.C.
PARTIAL FRAMING PLAN
%.vmmvi'q lL%uoor.o Hl ,G -k kit,
(3) 16d BOX NAILS, (3) 16d BOX
(2) 16d BOX NAILS, TOE -NAILED THRU TOE -NAILED �2) 16d BOX NAILS, NAILS, TOE -NAILED
CRIPPLE INTO RIDGE BOARD OE -NAILED
(3) 16d BOX NAILS
'(D) (A)
(3) 16d BOX NAILS RATED (D) (A)
(C) (B SHEATHING
4.0.. TYP 2.O„
(B) (3) 16d BOX TYP• (C) GIRDER
NAILS, TOE -NAILED
(2) 16d BOX NAILS, TOE -NAILED (TYPICAL) SUPPORTING TRUSSES
PROPERLY .ATTACHED RATED SHEATHING AT 24" OC MAX SPACING
(3) 16d BOX NAILS, TOE -NAILED THRU
CRIPPLE INTO RATED SHEATHING
THIS DRAWING REPLACES DRAWING V105-CONV
"VARNINGns TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING TC LL 30 30 40 PSF REF CONV. VALLEY
AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS
PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, VI. 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE TC DL 20 15 7 PSF DATE 02/18/03
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED
RIGID CEILING.
4BC DL 10 10 10 PSF DRWG VALCONVF0203
PRODUCTS, INC. ■MPORTANT�■ FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED
Y FAILURE
ALPINE TO BUILD THE TRUSS IN NOT
WITH TPI; ORYFABRICATING, DEVIATION HANDLING, SHIPPIROM THIS NG, rABC LL 0 0 OPSF -ENG MLH/KAR
L BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL * t� 63
DESIGN SPEC, BY AFLPA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/16GA(W,HS/K) ASTM 9* TOT. LD. 60 55 57 PSF
7 A653 GRADE {0/60(W,K/HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS
ALPINE ENGINEERED PRODUCTS, INC. OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATESFOLLOWED BY (1)
RAWING
POMPANO BEACH, FLORIDA INDICATES ACCEPTANCELOFEPROFESSIO AL ENGINEERING SEC.PER NEX A3 [IF TPIO02 RESPONSBILITY SOLELY FOR THE TRUSS "' 4ry1` ��\! DUR.FAC. 1.25/1.331.151.15
THEPR
COMPONENT
ILI Y OF THE BUILDING SHOW THE BILITY DESIGNERDPEREANSI/TPI l SECUSE OF THIS NT FOR ANY BUILDING IS SOF O�UF� SPACING SEE ABOVE
(K uet:all - JCUIILL UtIA1L)
DETAIL FOR TRUSSES OFFSET FOR 30" SCUTTLE OPENING.
TRUSSES EACH SIDE OF SCUTTLE OPENING.SHALL BE DESIGNED TO SUPPORT
THEIR FULL TRIBUTARY LOAD. FOR AN OPENING OF 30", WITH TRUSS SPACING
OF 24" ON CENTER, TRUSSES EACH SIDE SHALL BE DESIGNED FOR 28" O/C.
(30 + 1.5 + 24) / 2 = 27.75.
ADEQUATE SPAN -RATED DECKING SHALL BE USED. BLOCKING AS SHOWN SHALL BE
INSTALLED IF THE TRUSS SPACING EXCEEDS THE SPAN -RATING OF THE DECKING
MATERIAL, OR AT THE DISCRETION OF THE BUILDING DESIGNER.
THIS DETAIL IS NOT TO BE USED IN CONJUNCTION WITH PULL-DOWN OR
PERMANENT STAIRS.
(B) BLOCKING LUMBER DF -L STUD (GREEN) OR SPF #2.
ATTACH BLOCKING WITH TWO 10d COMMON (0.148X3") NAILS, TYPICAL.; -
PARTIAL ROOF TRUSS -LAYOUT
— -- -- -- -- -- -- -- -- —
24" 124" 124" ,I 24"1 31 .5" I 24" I 24" I 24"
PLT TYP. High Strength,Wave TPI -95
(R—Detail T12A)
$)ales Fabricators "WARNING " TRUSSES REDIRE EXTREME CARE IN rADRICAIIOII. HANDLING. SHIPPING. INSIAII TNG AND
85.435MijdletonStreet, '1'liennalCA BRACING. REFER 10 1110 -91 (11ANULING IIISTALLING AND BRACING). PUBLiSIICO 8Y TPI GROSS PLATE
INSTITUTE, 583 D'ONOFRIO DR., SUITE 200. MADISON. NI 53719), TOR SAT E. IY PRACTICES PRIOR 10
PCRf ORMINfi THESE FUNC1 IONS. UNLESS OINCRWISE INDICATED, TOP CIIORD SIIA I. I. HAVE PROPCRL'YS AI TAC HED
STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY AIIACHID RIGID CEILING.
IMPOR TAN I'" FUAIT SII A COPY OF THIS DESIGN TO THE INSTALLATION CON 1R ACiOR. ALPINE ENGINE ER EO
PRODUCTS, INC. SHALT. NOT BE RESPONSIBLE FOR ANY DEVIATION FROM III IS OF. SIGN; ANY FA IL UR F. TO
BUILD THE TRUSSES IN CONFORMANCE NIT11 TPI; OR FABRICATING, II A N DL III G, SIIIPP ING. INS7 AL1. I Nr, AHD
AL P I N E BRACING OF USS ES
TIIIS OESIGiI C@If OR MS NIM APPLICABLE PR(IVISION5 OF NUS (NAISIAI DESIGN
SP EC ICAlION PUBLI SITED BY INE AFIER IC To IT AND PAPER ASSOCIAIIOU) AND IPI. .ALPIIIE
C0"NE CIORS ARE MADE OF 20GA ASn1 A653 GR40 GALV. STEEL, EXCEPT AS NO1ED. APPLY CONNECTORS 10l
CAC11 FAC I. Of IRUSS, AND UNLESS OTHER NIS,
LOCA IED ON TIIIS DESIGII.`POSI TION CONNECIORS PER
ORAN RIGS 160 A -Z. 111E SEAL ON 11IIS-.ORANING INDICAICS ACCEPTANCE 01' PROFESSIONAL ENGINEERING
Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR IIIE TRUSS COFIPONEITI DESIGN SHOWN. INE SUITABILITY AND USE OF THIS
Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS TIIC RCSP011 SI O I LI T Y OF IIIE BU ILDIIIG DESIGNER, PER
AIISI/TPI I'1995 SECTION 2.
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR
SEE ORIGINAL DRAWING FOR LUMBER, CONFIGURATION, CONNECTOR SIZES, AND
SPACING AND LOADING INFORMATION.
TOP VIEW
31.5"
24"I
TYPICAL
W. 4
No. /5/005
.BOTTOM VIEW
CIVIL a�P
of CALIF��
L
X30"
ESS OPENING
31.5"
CA/2/1/-/-/R/F
TC
LL
TC
DL .
BC
DL
BC
LL
TOT.LD.
SPACING See above
REF R795--77901
DATE 01/04/02
DR W CAUSR795 02004021
CA -ENG /GWH
SEON - 27046
FROM PS
_ vNSPECTIpN A .
4�S FJ'
n
o I jJ i
qJ
l.� /4N0. ORO'
��f
JeedA
TIMBER PRODUCTS INSPECTION, INC.
dba
( GENERAL TESTING AND INSPECTION AGENCY
' T
;�. 105 SE 124 AVENUE
(' VANCOUVER, WA 98684
' I We are an inspection agency recognized by the International Conference'
of Building Officials. Council of American Building Officials NER — QA275.
j This is to verify that.-
' SPATES FABRICATORS, INC I,
85-435. MIDDLETON STREET
THERMAL, CA 92274
is under our Audited Quality Control Program and has been since:
' JUNE, 1990
.. We audit the production Quarterly under the Uniform Building Code
J Section 2304.4.4.
` TONY LEWIN
f MANAGER OF WESTERN TRUSS DIVISION
C � \
is �''�v. ,'�` .L; , ....:�, �. r, v':..1.� .. .�. :ev.• ' \:' a`,.....r..:� y� ./ � ., ;;�� /
i
:c��.:��a�s=�' Ccs>��:.:; 5�C1t��� � `. �c:. '�'`� .� �7y�.' •_`���bv}�� :,1•' % : �!��� �;:5.�
I 'REPORT TM
ICBO Evaluation Service, Inc. • 5360 Workman Mill Road, Whittier, California 90601
Filing Category: DESIGN -Wood (038)
WAVE" METAL CONNECTOR PLATE
FOR WOOD TRUSSES
ALPINE ENGINEERED PRODUCTS, INC.
1950 MARLEY DRIVE
HAINES CITY, FLORIDA 33844
1.0 SUBJECT
WAVE - Metal Connector Plate for Wood Trusses.
2.0 DESCRIPTION
2.1 General:
The WAVE plate is a metal connector plate for wood trusses.
The plates are manufactured from galvanized steel in various
lengths and widths and have integral teeth that are designed
to laterally transmit loads between truss wood members.
Plans and calculations must be submitted to the building offi-
cial for the trusses using metal connector plates described in
this report.
2.2 Materials:
The WAVE plate is manufactured from No. 20 gage [0.0356
inch (0.90 mm)], ASTM A 653-94 SQ, Grade 40, structural -
quality steel with a hot -dipped galvanized coating designated
G60. The WAVE plate has slots approximately 0.50 inch (12.7
mm) long by 0.12 inch (3.0 mm) wide that have been punched
along the longitudinal axis of the plate. Each punched slot
forms two opposite -facing, sharply pointed teeth protruding at
right angles from the parent metal. The punched slots are
spaced approximately 1/4 inch (6.4 mm) on center across the
width of the plate and approximately 1 inch (25.4 mm) on cen-
ter along the length of the plate, with adjacent longitudinal
rows staggered 0.06 inch (1.5 mm). Connector plates are
available in 1 -inch (25.4 mm) increments of width and length.
Minimum plate width and length are 1 inch (25.4 mm) and 2
inches (51 mm), respectively. See Figure 5 for details of plate
dimensions.
There are 8 teeth per square inch (1.24 teeth per square
centimeter) of plate surface. The length of each tooth• includ-
ing the thickness of the parent metal, is approximately 0.41
inch (10.4 mm), and the width of each tooth is approximately
0. 12 inch (3.05 mm). The shank of each tooth is concave and
the tip of each tooth is twisted approximately 40 degrees with
respect to the plate width.
2.3 Allowable Loads:
Tables 1, 2 and 3 show allowable lateral loads, tension loads
and shear loads for the WAVE metal plate connectors. Also,
refer to Figures 1, 2 and 3 for load conditions. These values
are based on the National Design Standard for Metal Plate
Connected Wood Truss Construction, ANSI/TPI 1-1995. A
copy of the ANSI/TPI 1-1995 standard must be supplied to the
building department when requested by the building official.
2.3.1 Lateral Resistance: Each metal connector plate must
be designed to transfer the required load without exceeding
the allowable load per square inch of plate contact area, as
ER -5352
Reissued July 1, 2001
• www.icboes.org
determined by species. the orientation of the teeth relative to
the load. and the direction of load relative to grain. Design for
lateral resistance must be in accordance with Section 11.2.1
of ANSI/TPI 1-1995. Table 1 shows allowable lateral loads for
the metal connector plates.
2.3.2 Tension Resistance: Each metal connector plate
must be designed for tension capacity, based on the orienta-
tion of the metal connector plate relative to the direction of the
load. Design for tension must be in accordance with Section
11 .2.2 of ANSI/TPI 1-1995. Table 2 shows allowable tension
loads (in units of pounds per lineal inch per pair of plates) for
the metal connector plates, based on the net section of the
metal connector plates for tension joints, which is the allow-
able tensile stress of the metal multiplied by the metal con-
nector plate tensile effectiveness ratio.
2.3.3 Shear Resistance: Each metal connector plate must
be designed for shear capacity, based on the orientation of
the plate relative to all possible lines of shear. Design for
shear must be in accordance with Section 11.2.3 of ANSI/TPI
1-1995. The net section of the metal connector plates for heel
joints and otherjoints involving shear must be designed using
the allowable shear values (shown in Table 3 in units of
pounds per lineal inch per pair of plates) forthe metal connec-
tor plates, which is the allowable shear stress of the metal
multiplied by the shear resistance effectiveness ratios shown
in Table 3.
2.3.4 Metal Plate Reductions: Several allowable -load re-
duction factors for the metal plates must be considered cumu-
latively, when applicable, in the design of metal connector
plates used in fabricated wood trusses. The reduction factors
to be considered cumulatively are as follows:
1. Allowable lateral resistance values for the WAVE metal
connector plates must be reduced by a strength reduction
factor. OR, shown in Table 4, when the plates are installed
in lumber with a single -pass, full -embedment roller sys-
tem having minimum roller diameters equal to 18 inches
(457 mm). This reduction does not apply to embedment
hydraulic -platen presses• multiple. roller presses that use
partial embedment followed by full embedment rollers, or
combinations of partial embedment roller/hydraulic-plat-
en presses that feed trusses into a stationary finish roller.
When trusses are fabricated with single -pass roller press-
es, the calculations for the truss design submitted to the
building department for approval must specify the mini-
mum diameter of the roller press and the appropriate
strength -reduction factor from this report.
2. Allowable lateral resistance values for the WAVE metal
connector plates must be reduced by 15 percent when the
plates are installed on the narrow face of truss lumber
members.
3. Allowable lateral resistance values must be reduced by
20 percent when the WAVE metal connector plates are
installed in lumber having a moisture content greater than
19 percent at the time of truss fabrication.
S REPORTS'%,, •tot ro he rnn.'tnted os representing te•sihetics „r anv other attributes not specs icuilr addrescerl. nor arc ;hev to i•c
eons7rued rer on nriorcrtnew „t ,'i+e .ruh'ee'r / \\ ,
l of the report or ;r rec'ummendation for its use. rl+erc' rs nn n'urr our ;t1' C30 Eroi+uuton Ser -vice.
Inc.. r.Ywzs.c or ;mp/Wo..r.r :n .un' tindin! or outer mutter in rh+s epurt. or
us to unv product c'urerc•d , r rlre rc_;.nrr. I �•���,.�
�.upynync : 2001
1
Page 1 of 5
Page 2 of 5
4. Allowable lateral resistance values for WAVE metal con-
nector plates installed at the heel joint of a fabricated
wood truss must be reduced by the heel -joint reduction
factor, HR, as follows:
HR =0.85-0.05(12 tan 6-2.0)
where:
0.65 <_ HR < 0.85
8 = angle between lines of acticn of the top and
bottom chords shown in Figure 4.
This heel -joint reduction factor does not apply to conditions
with top chord slopes greater than 12:12.
2.3.5 Combined Shear and Tension: Each WAVE metal
connector plate must be designed for combined shear and
tension capacity, based on the orientation of the metal con-
nector plate relative to the directions of loading. Design for
combined shear and tension must be in accordance with Sec-
tion 11.2.4 of ANSI/TPI 1-1995.
2.3.6 Combined Flexure and Axial Loading: Metal con-
nector plates designed only for axial forces are permitted as
splices in the top and bottom chord located within 12 inches
(305 mm) of the calculated point of zero moment. Design of
metal connector plates located at splices in the top and bot-
tom chord not located within 12 inches (305 mm) of the calcu-
lated point of zero moment must include combined flexure
and axial stresses.
2.4 Truss Design:
Plans and calculations must be submitted to the building offi-
cial for the trusses using metal connector plates described in
this report. The truss design must show compliance with the
code and accepted engineering principles. Allowable loads
for the metal connector plates may be increased for duration
of load in accordance with Section 2335.5 of the code. Cal-
culations need to specify the deflection ratio or the maximum
deflection for live and total load. For each truss design draw-
ing, the following information, at a minimum, should be speci-
fied by the design engineer:
1. Truss slope or depth, span and spacing.
2. Dimensioned location of truss joints.
3. Model. size and dimensioned location of metal connector
plates at each joint.
4. Truss chord and web lumber size, species and grade.
5. Required bearing widths at truss supports.
6. Top and bottom chord live and dead loads, concentrated
loads and their locations, and controlling wind or earth-
quake loads.
7. Design calculations conforming to ANSI/TPI 1-1995 and
any adjustments to lumber -and -metal -connector -plate al-
lowable values for conditions of use.
2.5 Truss Fabrication:
Plate connectors shall be installed by an approved truss fabri-
cator who has an approved quality assurance program cover-
ing the wood truss manufacturing and inspection process in
accordance with Sections 2343.7 and 2343.8 of the code and
Section 4 of ANSI/TPI 1-1995, National Design Standard for
Metal Plate Connected Wood Truss Construction. The allow-
able loads recognized in this report are for plates that are
pressed into wood truss members using hydraulic or pneu-
ER-5352
matic embedment presses; multiple roller presses that use
partial embedment followed by full embedment rollers; com-
binations of partial embedment roller/hydraulic or pneumatic
presses that feed trusses into a stationary finish roller press;
or, if the adjustment factors given in Table 4 are used, single -
pass roller presses.
When truss fabricators use single -pass roller presses, the
rollers must have minimum 18 -inch (457 mm) diameters.
Plates embedded with a single -pass, full -embedment roller
press must be preset before passing through the roller press
by striking at least two opposite corners of each plate with a
hammer.
2.6 Identification:
Each WAVE metal connector plate is embossed with the iden-
tifying mark "WAVE" stamped into the parent metal.
3.0 EVIDENCE SUBMITTED
Test data in accordance with National Design Standard for
Metal Plate Connected Wood Truss Construction, ANSI/TPI
1-1995.
4.0 FINDINGS
That the WAVE metal connector plate for wood trusses
complies with the 1997 Uniform Building Code", subject
to the following conditions:
4.1 For the trusses using metal connector plates de-
scribed in this report, plans and calculations must
be submitted to the building official.
4.2 The metal connector plates are designed to trans-
fer the required loads in accordance with the de-
sign formulae in ANSI/TPI 1-1995. A copy of the
ANSUTPI 1-1995 standard must be supplied to the
building department when this is requested by the
building official.
4.3 The allowable loads for the metal connector plates
must comply with this evaluation report.
4.4 Teeth of metal connector plates placed in knots,
bark, pitch pockets, holes, and joint gaps are con-
sidered ineffective.
4.5 Metal connector plates are installed in pairs on op-
posite faces of truss members connected by the
plates.
4.6 Trusses using metal connector plates described in
this report must be fabricated by a truss fabricator
approved by the building official in accordance
with Sections 2311.6 and 2343.8 of the code.
4.7 Allowable loads shown in the tables in this report
may be increased for duration of load in accord-
ance with Section 2335.5 of the code.
4.8 Application of the allowable loads (shown in the
tables in this report) for metal connector plates em-
bedded in lumber treated with fire -resistive chemi-
cals is outside the scope of this report.
4.9 Where one-hourfire-resistive rating is required for
trusses using WAVE connectors, see evaluation re-
ports ER -1632 and ER -5640.
This report is subject to re-examination in one year.
'
Page 3 of 5
ER -5352
TABLE 1—ALLOWABLE. LATERAL RESISTANCE VALUES FOR THE WAVE" METAL CONNECTOR PLATEr
1 1 1 1 1 I' I I I I I I
LUMBER SPECIES IDIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE2•3
.
AA EA AE
PLATE MODEL Species Specific Gravity Allowable Load Per Plate (pounds per square inch of plate contact areal]
EE
METAL PLATE VALUES RATED BY GROSS AREA METHOD
Douglas tir 0.49 206 156 145
'
Hem -lir 0.43 164 109
163
Southern pine 0.55
• 206 153 � 163
124
WAVE— Spruce -pine -fir 0.42 159 109 106
1.70
118
METAL
METAL PLATE VALUES RATED BY SEMI
-NET AREAVIETHOD4
Douglas fir 275 195 145
Hem -fir n.43 .218 134 106
153
I Southern pine I 0.5j
275
- 195 163
124
'
Spruce-pine-tir0.42 208 130 106
170-
For SI: I inch = 2 5.4 mm. I psi = 6.39 kPa.
118
�
'See Figure I for a description of plate orientation.
'The tabulated values are for a single plate. The values are doubled for plates installed on both faces of a joint if area is calculated for a single plate.
3Metal connector plates must be installed in
pairs on opposite faces of truss members connected by plates. a
'tFor metal plates rated by the semi -net area method, the end distance of 1/7 inch, measured
parallel to grain, must be excluded when determine the metal plate
for each member of a joint. See- Figure 2 for examples ofjoints affected by the mandatory reduction of plate covemee.
coverage
Load
P
AA Orientation , EA Orientation
}
' Load Load
111111 — _
' Load
Load
AE Orientation
' EE Orientation
' ,FIGURE 1—PLATE ORIENTATIONS
1'V 7141T -El
1 1 1 1 1 I' I I I I I I
Load
P
AA Orientation , EA Orientation
}
' Load Load
111111 — _
' Load
Load
AE Orientation
' EE Orientation
' ,FIGURE 1—PLATE ORIENTATIONS
Page 4 of 5
For SI: I inch= 35.1 mm.
FIGURE 2—END DISTANCE REDUCTION REQUIREMENTS FOR SEMI -NET AREA METHOD
ER -5352
TABLE 2—ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY RATIOS FOR THE WAVE- METAL CONNECTOR PLATEI
DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE _
0° 90° 0°
90'
Allowable Tension Load
PLATE MODEL (pounds per linear inch per pair of plates) Tension Load Efficiency Ratio
WAV E " 395 349 0.512 10.436
For SI: I psi = 6.39 kPa.
'See Figure 3 for a description of plate orientation.
'-The length of plate refers to the dimension of the longitudinal axis of the area of the plate from which the plate teeth were sheared during plate fabrication.
Length
Load Load
Width
L _
1
(a) 0° Plate Orientation (b) 90° Plate Orientation
FIGURE 3—PLATE LENGTH AND WIDTH FOR TENSION ORIENTATION
Load
TABLE 3—ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR THE WAVE' METAL CONNECTOR PLATE
DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE
PLATE 0' 130' 1 60° 1 90° 1 120° 1 750° 0° 1 30° 60° 1 9o° 120° 150°
MODEL Allowable Shear Load (pounds per linear Inch per pair of plates) Shear Load Efficiency Ratio
PAVE" 656 861 969 1 567 1 529 1 556 0.563 1 0.7339 1 0.3.'_ 0.1$7 0.1;4 0.477
AA,
(a) 0° Plate Orientation (b) 90° Plate Orientation
FIGURE 3—PLATE LENGTH AND WIDTH FOR TENSION ORIENTATION
Load
TABLE 3—ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR THE WAVE' METAL CONNECTOR PLATE
DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE
PLATE 0' 130' 1 60° 1 90° 1 120° 1 750° 0° 1 30° 60° 1 9o° 120° 150°
MODEL Allowable Shear Load (pounds per linear Inch per pair of plates) Shear Load Efficiency Ratio
PAVE" 656 861 969 1 567 1 529 1 556 0.563 1 0.7339 1 0.3.'_ 0.1$7 0.1;4 0.477
1
1
fl
Page 5 of 5 ER -5352
TABLE 4—ALLOWABLE LATERAL LOAD ADJUSTMENT FACTOR, QR, FOR THE WAVE- METAL CONNECTOR PLATE
INSTALLED WITH MINIMUM 18 -INCH -DIAMETER SINGLE -PASS ROLLER PRESSES
LUMBER SPECIES , DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE
PLATE MODEL SPECIFIC GRAVITYr I AA EA- AE . - EE
WAVE' 0.49 0.815 0.885 0.815 0.885
0.500.870 0.905 " 0.870 0.905
For SI: I inch = 25.4 mm.
The QR value for the lumber species specific gravity of 0.49 applies to all wood species combinations with average published specific gravity of 0.49 or lower, and the
QR value for the lumber species specific gravity of 0.50 applies to all lumber species combinations with average published specific gravity of 0.50 or higher.
1
1
Plote Width
E) 14 0 0
FIGURE 4—HEEL JOINTS TO WHICH THE REDUCTION FACTOR, HR, APPLIES
�3/8 in
Plate Length
b
0.25 in
(6.35 ")0.c.
between slots
. L
r
' in nn>
slot
F1 f \\ I 1 Slot widthth 0.0356 in (nininun)
I 1 in (25.4' nn) o.c.
0.5 in 62.7 nn) between slots
uffset between slot length )
adjacent slots
0.06;in (1.52 nn)
PLATE AVAILABLE - IN INCREMENTS OF I IN (25.4 rlrt).
For SI: I inch = 25.4 mm.
FIGURE 5—WAVE PLATE " DIMENSIONS