B22-0037 - 27102 VIA CAMINATA 6101/12/23
BUILDING DEPARTMENT
PERMIT APPLICATION -
32400 Paseo Adelanto
San Juan Capistrano, CA 92675
949-493-1171
JOB VALUATION DESCRIPTION OF WORK
$
Name
Address
City/State/Zip
Name
Address
City/State/Zip
Phone Phone ( )
ARCHITECT / ENGINEER / DESIGNER CONTRACTOR
Name
Address
City/State/Zip
( ))
State License #
Phone (
QTY QTY QTY QTY
Light Fixtures/Fans
FAU < 100k BTU's
Fixtures/Hose Bibs
New/Setup
Outlets/Switches
FAU > 100k BTU's
Water Heater
Carport
Meters/Main Panel
AC/Comp BTU=
Water Piping
Sub Panels
Gas Systems
Awning
Signs
Exhaust Fans
Building Sewer
Temp Power
Motors > than 1 HP
Motors < than 1 HP
Duct/Register/Grill
Pool/Spa
Pool/Spa
Extend Plumbing
SIGNATURE DATE
Porch
ISSUANCE
()
ELECTRICAL PLUMBING
Phone
MECHANICAL
Name
City/State/Zip
ISSUANCEISSUANCE
Fireplace
ISSUANCE
Fire Sprinkler Heads
Miscellaneous
()
PROPERTY OWNER
Address
Appliance Vent
MICROFILE
INT. ALT. SF ADDITION SF POOL/SPA SF
MOBILE HOME
JOB ADDRESS
APPLICANT NAME
CONTACT PHONE #
EMAIL ADDRESS
Extend Electrical
Cabana
OCCUPANCY TYPE PATIO SF
PERMIT NUMBER
HOA REQUIREDTARGET DATE
YES
NO
TENANT
Pool/Spa
Mechnical Hood
Miscellaneous
Grease Interceptor
Earthquake Bracing
Electrical Wiring
Gas Piping
Sewage Disposal
Water Piping
State License #
B22 0037
27102 VIA CAMINATA
Letter of Transmittal
3707 W Garden Grove Blvd. Suite 100, Orange, CA 92868
phone 714.568.1010 fax 714.568.1028 www.csgengr.com ORA – BPR - 160801
To: City of San Juan Capistrano Date: 3/21/2022
32400 Paseo Adelanto CSG #: 421896
San Juan Capistrano, CA 92675 Agency Plan Check #: B22-0037
Attn: Building Department Job Address: 27102 Via Caminata
Status: Hours:
X Plan is approved. 1st plan check 2.0
Plan is approved with conditions. See remarks. 2nd plan check 2.0
Plan is approved with redlines. See remarks. 3rd plan check
Plan is approved with redlines and conditions. See remarks. 4th plan check
Plan requires corrections. See attached list. Total:
Other:
We have reviewed the following documents ( Digital review only):
X Plans 1 Energy Calculations
1 Structural Calculations Specifications
Soil Report Special Inspection Form(s)
Geotechnical Letter
Truss Calculations
Special items to note:
X Plan has been stamped and signed by CSG
Environmental Health Services approval required
Special inspection required for
Hardship Form included
Remarks:
Recommend for approval
From: Jensen Ku S.E.
CSG Consultants
MDN 19246
Geotechnical Engineering Investigation Proposed Residential Housing
San Juan Mixed Use Intersection of Calle Arroyo and Paseo Tirador
San Juan Capistrano, California
For
WATT COMMUNITIES, LLC
July 10, 2017 W.O. 7050
GeoSoils Consultants Inc.B22-0037 V2
MDN 19246
July 10, 2017
W.O. 7050
WATT COMMUNITIES, LLC
2716 Ocean Park Boulevard, Suite 2025
Santa Monica, California 90405
Attention: Mr. Efrem Joelson
Mr. Dave Johnson
Subject: Geotechnical Engineering Investigation, Proposed Residential
Housing, San Juan Mixed Use, Intersection of Calle Arroyo and
Paseo Tirador, San Juan Capistrano, California
Reference: Construction Testing and Engineering, Inc. dated March 15, 2007,
“Preliminary Geotechnical Investigation, Proposed Commercial
Development, Ventanas Business Center, Calle Arroyo and Paseo
Tirador, San Juan Capistrano, California”
Gentlemen:
At your request, GeoSoils Consultants, Inc. (GSC) has prepared this geotechnical
engineering report for the proposed residential housing located at the intersection of Calle
Arroyo and Paseo Tirador in San Juan Capistrano, California.
This report has been prepared in accordance with generally accepted geotechnical
engineering practices.
SITE LOCATION AND DESCRIPTION
The subject site is located at the intersection of Calle Arroyo and Paseo Tirador in San Juan
Capistrano, California. Irregular in shape, the site is situated on relatively flat terrain that
covers approximately 16 acres. Currently, the property is vacant. The site is bordered on
the west by Interstate 5 and by San Juan Creek to the east. Paseo Tirador crosses the
property and is currently closed off to public vehicle use. The northwest corner is not a part
of the property and currently is being graded for a proposed 24 Hour Fitness Center as
shown on the Boring Location Map, Plate 1.
6634 Valjean Avenue, Van Nuys, California 91406 Phone: (818) 785-2158 Fax: (818) 785-1548 B22-0037 V2
Page 2
July 10, 2017
W.O.7050
MDN 19246
A buried scour wall was constructed in 2009 in the San Juan Greek Channel and is shown
on the Site Plan, Plate 3. This wall consists of sheet piles with tieback anchors. Plans
prepared by Hughes Construction, indicate the sheet pile wall extends approximately 915
feet on the east side of the property. Anticipated scour height of the wall varies from 16 to
31.5 feet. Tiebacks extend a minimum of 35 feet behind the scour wall.
PROPOSED DEVELOPMENT
It is our understanding 47 single family homes and 89 townhomes are planned for the site.
The proposed construction will entail the demolition of the existing improvements on site
and reconfiguration of the property to include new private streets, low height retaining walls,
and building pads. Detailed plans are not available at this time; however, typical foundation
loads are assumed for recommendations given herein. The Paseo Tirador cul-de-sac will be
abandoned as part of the site development.
PREVIOUS INVESTIGATIONS
A previous investigation was performed by Construction Testing and Engineering, Inc.
(CTE) dated March 15, 2007 for the then proposed business center (see reference). Their
boring locations are shown on the Boring Location Map, Plate 1, and their boring logs are
included in Appendix A, Field Exploration and Laboratory Testing. This report was utilized in
design of the existing scour wall.
GEOLOGIC CONDITIONS
Geologic Setting
The site is located in the northern portion of the Peninsular Ranges Geomorphic Province of
Southern California, which is characterized by northwest-southeast trending mountain
ranges, intervening valleys and fault-block complexes. These mountain ranges extend over
900 miles from the Transverse Ranges Province (east-west trending Santa Monica and San
Gabriel Mountains) southward to the tip of Baja California, Mexico. The Peninsular Ranges
include the Santa Ana Mountains and San Jacinto Mountains of southern California, and the
GeoSoils Consultants Inc.B22-0037 V2
Page 3
July 10, 2017
W.O.7050
MDN 19246
Sierra Juarez, San Pedro Martir, and La Giganta mountains of Baja California. The
mountain ranges are bounded by parallel faults, such as the San Jacinto, Elsinore,
Newport-Inglewood and Rose Canyon.
The Los Angeles Basin lies at the junction of the Peninsular Ranges and the Transverse
ranges Geomorphic Provinces. The Los Angeles Basin began forming in the late Miocene;
subsidence was accommodated by extensional faults including the Whittier-Elsinore fault
system. In mid Pliocene, the tectonic plate motion shifted, causing north-south
compression of the basin folding the sediments and creating blind thrust faults (faults that
do not reach the surface), including the Puente Hills Thrust system. The Coyote Hills,
Santa Fe Springs and Los Angeles faults are blind thrust faults, which make up the Puente
Hills Thrust system. These three faults are east-west striking echelon segments. It is the
Puente Hills Thrust that that is responsible for the 1987 Whittier Narrows earthquake. Blind
thrusts produce near-surface folds that grow during repeated earthquakes.
Earth Units
Fill and Alluvial deposits underlie the property. A brief description of the fill and alluvium is
as follows:
Fill (af): Fill was observed in all of the borings drilled by GSC and CTE. The fill consists
of clayey silty sands to silty sands with rock fragments. This material is not suitable for
structural support and should be removed and recompacted in areas of proposed
development. The depth of this fill, where encountered, varied from 5 to 20 feet.
Alluvium (Qal): Alluvium was observed below the fill. The alluvium consists of dark to
light brown to gray brown, silty sands, sandy silts, clayey silts, and fine to medium sands
that are moist to very moist, moderately dense to dense.
Geologic Structure
The regional geologic structure in the vicinity of the site is that of horizontally stratified
sedimentary deposits.
GeoSoils Consultants Inc.B22-0037 V2
Page 4
July 10, 2017
W.O.7050
MDN 19246
Surface and Subsurface Water Conditions
Surface water on the site is limited to precipitation falling directly on the site.
Groundwater was encountered at a depth as shallow as approximately 17 feet from the
ground surface during the subsurface exploration. However, groundwater maps from the
Seismic Hazard Zone Report for the San Juan Capistrano 7.5 Minute Quadrangle published
by the California Geologic Survey indicate that the historic high groundwater is on the order
of 5 feet below original ground surface. It should be noted that the fill placed on the site may
have altered the original ground elevation.
FAULTING AND SEISMICITY
The proposed site is not within an Alquist-Priolo Earthquake Fault Zone; therefore, there are
no active faults on or adjacent to the property. However, this site has experienced
earthquake-induced ground shaking in the past and can be expected to experience further
shaking in the future. There are some faults in close enough proximity to the site to cause
moderate to intense ground shaking during the lifetime of the existing and proposed
development.
2016 California Building Code (CBC), Seismic Design Criteria
The 2016 CBC (California Building Code) seismic coefficient criteria are provided here for
structural design consideration.
Under the Earthquake Design Regulations of Chapter 16, Section 1613 of the CBC 2016,
the following coefficients apply for the proposed structures at the site.
GeoSoils Consultants Inc.B22-0037 V2
Page 5
July 10, 2017
W.O.7050
MDN 19246
2016 CBC Section 1616, Earthquake Loads
Site Class Definition D
Mapped Spectral Response Acceleration Parameter, Ss (Figure 1613.3.1 for 0.2 second) 1.312
Mapped Spectral Response Acceleration Parameter, S1 (Figure 1613.3.1 for 1.0 second) 0.490
Site Coefficient, Fa (Table 1613.3.3(1) short period) 1.0
Site Coefficient, Fv (Table 1613.3.3(2) 1-second period) 1.5
Adjusted Maximum Considered Earthquake Spectral Response Acceleration Parameter SMS (Eq. 16-37) 1.312
Adjusted Maximum Considered Earthquake Spectral Response Acceleration Parameter SM1 (Eq. 16-38) 0.740
Design Spectral Response Acceleration Parameter, SDS (Eq. 16-39) 0.875
Design Spectral Response Acceleration Parameter, SD1 (Eq. 16-40) 0.493
Notes: Location: Longitude: -117.6569, Latitude: 33.4980
1. Site Class Designation: Class D is recommended based on subsurface condition.
2. Ss, SMs, and SDs are spectral response accelerations for the period of 0.2 second.
3. S1, SM1, and SD1 are spectral response accelerations for the period of 1.0 second.
Conformance to the above criteria for seismic excitation does not constitute any kind of
guarantee or assurance that significant structural damage or ground failure will not occur if
a maximum level earthquake occurs. The primary goal of seismic design is to protect life
and not to avoid all damage, since such design may be economically prohibitive. Following
a major earthquake, a building may be damaged beyond repair, yet not collapse.
Secondary Earthquake Effects
Ground Rupture
Ground rupture occurs when movement on a fault breaks through to the surface.
Surface rupture usually occurs along pre-existing fault traces where zones of
weakness already exist. The State has established Earthquake Fault Zones for the
purpose of mitigating the hazard of fault rupture by prohibiting the location of most
human occupancy structures across the traces of active faults. Earthquake fault
zones are regulatory zones that encompass surface traces of active faults with a
potential for future surface fault rupture. Since the site is not located within a State
established Earthquake Fault Zone, the ground rupture hazard for the site is
considered to be low.
GeoSoils Consultants Inc.B22-0037 V2
Page 6
July 10, 2017
W.O.7050
MDN 19246
Landsliding
Earthquake-induced landsliding often occurs in areas where previous landslides
have moved and in areas where the topographic, geologic, geotechnical and
subsurface groundwater conditions are conducive to permanent ground
displacements. Slopes are present on or near the site; however, the site is not
located in an area defined by the State for earthquake-induced landslides
Seiches and Tsunamis
A seiche is the resonant oscillation of a body of water, typically a lake or swimming
pool caused by earthquake shaking (waves). The hazard exists where water can be
splashed out of the body of water and impact nearby structures. No bodies of
constant water are near the site, therefore, the hazards associated with seiches are
considered low.
Tsunamis are seismic sea waves generated by undersea earthquakes or landslides.
When the ocean floor is offset or tilted during an earthquake, a set of waves are
generated similar to the concentric waves caused by an object dropped in water.
Tsunamis can have wavelengths of up to 120 miles and travel as fast as 500 miles
per hour across hundreds of miles of deep ocean. Upon reaching shallow coastal
waters, the once two-foot high wave can become up to 50 feet in height causing
great devastation to structures within reach. Tsunamis can generate seiches as
well. Since the site is not located near the shoreline or within 50 feet of sea level,
the tsunami hazard is considered low.
Liquefaction
Liquefaction describes a phenomenon where cyclic stresses, which are produced by
earthquake-induced ground motions, creates excess pore pressures in cohesionless soils.
As a result, the soils may acquire a high degree of mobility, which can lead to lateral
spreading, consolidation and settlement of loose sediments, ground oscillation, flow failure,
GeoSoils Consultants Inc.B22-0037 V2
Page 7
July 10, 2017
W.O.7050
MDN 19246
loss of bearing strength, ground fissuring, and sand boils, and other damaging
deformations. This phenomenon occurs only below the water table, but after liquefaction
has developed, it can propagate upward into overlying, non-saturated soil as excess pore
water escapes. Descriptions of each of the phenomena associated with liquefaction is
described below:
Lateral Spreading: Lateral spreading is the lateral movement of stiff, surficial blocks
of sediments as a result of a subsurface layer liquefying. The lateral movements can
cause ground fissures or extensional, open cracks at the surface as the blocks move
toward a slope face, such as a stream bank or in the direction of a gentle slope.
When the shaking stops, these isolated blocks of sediments come to rest in a place
different from their original location and may be tilted.
Ground Oscillation: Ground oscillation occurs when liquefaction occurs at depth but
the slopes are too gentle to permit lateral displacement. In this case, individual
blocks may separate and oscillate on a liquefied layer. Sand boils and fissures are
often associated with this phenomenon.
Flow Failure: A more catastrophic mode of ground failure than either lateral
spreading or ground oscillation, involves large masses of liquefied sediment or
blocks of intact material riding on a liquefied layer moving at high speeds over large
distances. Generally flow failures are associated with ground slopes steeper than
those associated with either lateral spreading or ground oscillation.
Bearing Strength Loss: Bearing strength decreases with a decrease in effective
stress. Loss of bearing strength occurs when the effective stresses are reduced due
to the cyclic loading caused by an earthquake. Even if the soil does not liquefy, the
bearing of the soil may be reduced below its value either prior to or after the
earthquake. If the bearing strength is sufficiently reduced, structures supported on
the sediments can settle, tilt, or even float upward in the case of lightly loaded
structures such as gas pipelines.
GeoSoils Consultants Inc.B22-0037 V2
Page 8
July 10, 2017
W.O.7050
MDN 19246
Ground Fissuring and Sand Boils: Ground fissuring and sand boils are surface
manifestations associated with liquefaction and lateral spreading, ground oscillation,
and flow failure. As apparent from the above descriptions, the likelihood of ground
fissures developing is high when lateral spreading, ground oscillations, and flow
failure occur. Sand boils occur when the high pore water pressures are relieved by
drainage to the surface along weak spots that may have been created by fissuring.
As the water flows to the surface, it can carry sediments, and if the pore water
pressures are high enough create a gusher (sand boils) at the point of exit.
Research has shown that saturated, loose sands with a silt content less than about
25 percent are most susceptible to liquefaction, whereas other soil types are
generally considered to have a low susceptibility. Liquefaction susceptibility is
related to numerous factors, and the following conditions must exist for liquefaction
to occur:
• Sediments must be relatively young in age and must not have developed large
amounts of cementation;
• Sediments must consist mainly of cohesionless sands and silts;
• The sediment must not have a high relative density;
• Free groundwater must exist in the sediment; and
• The site must be exposed to seismic events of a magnitude large enough to
induce straining of soil particles.
At the time of exploration (June, 2017), groundwater was encountered at a depth as
shallow as 17 feet below existing grade. However, according to the Division of
Mines and Geology Seismic Hazard Evaluation of the San Juan capistano 7.5
minute Quadrangle, Seismic Hazard Zone Report, the historical high groundwater
table is 5 feet below original grade. As fill placement has altered the original grader.
GSC considered the in-situ groundwater depths of the individual borings for the
liquefaction analyses.
GeoSoils Consultants Inc.B22-0037 V2
Page 9
July 10, 2017
W.O.7050
MDN 19246
Results of our gradation analyses indicate the soil underlying the site consists of
clays, silts, and sands. The soils possessed silt and clay contents varying from 2 to
84 percent in the samples that were tested. (Plates G-1 to G-11). All liquefaction
analyses were performed in accordance with SCEC (1999).
The method of liquefaction assessment utilized in this report is based on the
“Simplified Procedure” originally developed by Seed et al. (1985). A detailed
description of this procedure is presented in Appendix C. Based on data presented
in the California Seismic Hazard Evaluation Report for the San Juan Capistrano
Quadrangle, a maximum earthquake magnitude of 6.67 and a peak ground
acceleration of 0.501g for alluvium conditions was used in our analysis. The soil
strata encountered in Boring B-4 through B-6 were used in our liquefaction analysis.
The results of our liquefaction analysis indicated that the potential for liquefaction
within the area of study does exist in thin layers. Should liquefaction occur in these
potentially liquefiable layers the surface should not experience any manifestation of
liquefaction due to the fact that these layers would be confined by less permeable
soils above which would prevent the migration of excess pore pressures and thus
the movement of water and surface manifestation.
Detailed results of our analyses are presented in Appendix C.
Settlement Due to Seismic Shaking
Granular soils, in particular, are susceptible to settlement during seismic shaking,
whether the soils liquefy or not. The alluvium underlying the site, in general, consists
of multilayers of medium dense to dense, sandy silts and silty sands, and occasional
beds of dense clean sands.
The potential for seismically-induced settlement was evaluated for site. The seismic
parameters used in the liquefaction analysis were also used for the seismically
GeoSoils Consultants Inc.B22-0037 V2
Page 10
July 10, 2017
W.O.7050
MDN 19246
induced settlement calculations (See discussion on Liquefaction above). Our
seismically-induced settlement analyses were based on the procedures of
Tokimatsu and Seed (1987), as recommended in the SCEC (1999) publication
Recommended Procedures for Implementation of DMG Special Publication 117
Guidelines for Analyzing and Mitigating Liquefaction in California, which provide
separate methodologies for soils above groundwater (Unsaturated method) and for
soils at or below the static groundwater elevation (Saturated method).
Based on subsurface explorations of the site, groundwater encountered at a depth
as shallow as 17 feet below existing grade during our subsurface study. This was
considered in our analyses.
The seismically induced settlement analyses were performed to a depth of 50 feet
below existing ground surface and were based on information from borings B-4
through B-6. The potential seismically-induced settlement was calculated and
ranged from 0.18 to 2.62 inches. A detailed description of the seismically-induced
settlement methodology is discussed in Appendix C.
Total and Differential Settlement
Based upon the consolidation test results, static settlement is expected to be less
than ¼-inch. The above seismically induced settlement amount should be combined
with the anticipated amount of static settlement in order to obtain an estimate of the
amount of differential settlement that may affect the site.
Assuming that the seismic differential settlement is ½ of the total seismic settlement
and static differential is ½ the total static settlement, total differential settlement is
expected to be approximately 2.0 inch.
GeoSoils Consultants Inc.B22-0037 V2
Page 11
July 10, 2017
W.O.7050
MDN 19246
Further, based on experience, this degree of differential settlement can be
accounted for in the foundation/floor system design and, therefore, does not pose a
hazard to site development.
CONCLUSIONS
The proposed development is feasible from a geotechnical engineering viewpoint, provided
that the following recommendations are incorporated into the final design and construction
phase of the proposed development.
RECOMMENDATIONS
Site Grading
Standard grading recommendations and grading details are enclosed in Appendix B. These
recommendations should be incorporated into the development plans, where applicable.
Removals
The subsurface exploration revealed that the existing fill and localized areas of alluvium are
unsuitable for structural support. This unsuitable fill and alluvium should be removed to
competent native alluvium in the areas of proposed development and replaced as
compacted fill. Removals should be excavated down a minimum of five feet below
proposed grades and extend a minimum of five feet laterally outside the areas of proposed
development, or to a distance equal to the depth of fill placement, whichever is great. All the
proposed buildings and low height retaining walls will be founded entirely on certified
compacted fill. The removed material may be processed and replaced as compacted fill.
GeoSoils Consultants Inc.B22-0037 V2
Page 12
July 10, 2017
W.O.7050
MDN 19246
CONVENTIONAL FOUNDATION CRITERIA
The on-site materials have a low expansion index. The following engineering criteria are
recommended for use of non habitable structures only.
1. An allowable soil bearing pressure of 1,500 pounds per square foot can be used for
design of conventional spread foundations founded in compacted fill. A one-third
increase in the above bearing value may be used for transient live loadings such as
wind and seismic forces. Footings should be continuous and be founded a minimum
of 18 inches below the lowest adjacent grade with a minimum width of 12 inches for
both one and two story structures. Footings should be reinforced with a minimum
two, No. 4 rebar, both top and bottom.
2. A friction coefficient for concrete on compacted soil of 0.4, and a lateral bearing
value of 250 pounds per square foot of depth may be employed to resist lateral
loads. When combining passive pressure and frictional resistance, the passive
pressure component should be reduced by one-third. For design of isolated poles,
the allowable passive pressure may be increased by 100 percent.
3. Standard International Building Code structural setback guidelines per Section
1808.7 of the current International Building Code should be followed.
4. Subgrade soil beneath footings should be pre-moistened prior to placement of
concrete.
Post-Tensioned Slab Foundation
The following should be considered for habitable structures
Anticipated surficial differential movement across the building pad areas included in this
report in the form of settlement (seismic and static) could be in the order of 2 inches. These
post-tensioned slabs should be designed in accordance with the recommendations of either
the California Foundation Slab Method or Post-Tensioning Institute. The slabs should be
GeoSoils Consultants Inc.B22-0037 V2
Page 13
July 10, 2017
W.O.7050
MDN 19246
designed for at least two inches of surficial differential movement (i.e., at least 2 inches in a
30-foot span) to accommodate seismically induced settlement. Based on review of
laboratory data for the on-site materials, the average soil modulus of subgrade reaction, K,
to be used for design is 100 pounds per cubic inch. Specific recommendations for the
design of California Foundation Slab and Post Tension Institute methods are presented
below.
A surface bearing value of 1,000 pounds per square foot can also be used in design.
1. California Foundation Slab (Spanability) Method
It is recommended that slabs be designed for a free span of 15 feet. From a soil
expansion/shrinkage standpoint, a common contributing factor to distress of
structures using post-tensioned slabs is fluctuation of moisture in soils underlying the
perimeter of the slab, compared to the center, causing a "dishing" or "arching" of the
slabs. To mitigate this possibility, a combination of soil presaturation and
construction of a perimeter "cut off" wall should be employed.
All slab foundation areas should be moisture conditioned to at least optimum
moisture, but no more than 5 percent above optimum moisture for a depth of at least
12 inches for low EI soil. A continuous perimeter curtain wall should extend to a
depth of at least 12 inches for low EI soil to preserve this moisture. The cut-off walls
may be integrated into the slab design or independent of the slab and should be a
minimum of 6 (six) inches wide.
2. Post-Tensioning Institute Method
Post-tensioned slabs should have sufficient stiffness to resist excessive bending due
to non-uniform swell and shrinkage of subgrade soils. The differential movement
can occur at the corner, edge, or center of slab. The potential for differential uplift
can be evaluated using design specifications of the Post-Tensioning Institute. The
GeoSoils Consultants Inc.B22-0037 V2
Page 14
July 10, 2017
W.O.7050
MDN 19246
following table presents suggested minimum coefficients to be used in the Post-
Tensioning Institute design method.
Suggested Coefficients
Thornthwaite Moisture Index -20 in/yr
Depth to Constant Soil Suction 9 (feet)
Constant Soil Suction: (pf) 3.8
The coefficients are considered minimums and may not be adequate to represent
worst case conditions such as adverse drainage, excess watering, and/or improper
landscaping and maintenance. The above parameters are applicable provided
structures have gutters and downspouts, yard drains, and positive drainage is
maintained away from structure perimeters. Also, the values may not be adequate if
the soils below the foundation become saturated or dry such that shrinkage occurs.
The parameters are provided with the expectation that subgrade soils below the
foundations are maintained in a relatively uniform moisture condition. Responsible
irrigation of landscaping adjacent to the foundation must be practiced since over-
irrigation of landscaping can cause problems. Therefore, it is important that
information regarding drainage, site maintenance, settlements and affects of
expansive soils be passed on to future homeowners.
Based on the above parameters, the following values were obtained from the Post
Tensioning Institute Design manual. If a stiffer slab is desired, higher values of ym
may be warranted.
Expansion Index of Soil Subgrade Low EI
em center lift 9.0 feet
em edge lift 4.7 feet
Ym center lift 0.34 inch
Ym edge lift 0.48 inch
Deepened footings/edges around the slab perimeter must be used as indicated
above to minimize non-uniform surface moisture migration (from an outside source)
beneath the slab. An edge depth of at least 12 inches for low EI soil is
GeoSoils Consultants Inc.B22-0037 V2
Page 15
July 10, 2017
W.O.7050
MDN 19246
recommended. The bottom of the deepened footing/edge should be designed to
resist tension, using cable or reinforcement per the Structural Engineer.
General Recommendations
a. The above parameters are applicable provided the structures have gutters and
downspouts and positive drainage is maintained away from the structure. All slab
foundation areas should be moisture conditioned to at least optimum moisture, but
no more than 5 percent above optimum moisture for a depth of at least 12 inches
below subgrade.
b. The above recommendations assume and GeoSoils Consultants, Inc. strongly
recommends that surface water will be kept from infiltrating into the subgrade
adjacent to the structures foundation system. This may include, but not be limited to
rain water, roof water, landscape water and/or leaky plumbing.
Retaining Walls
As retaining walls may be used in the proposed project, the footings should have a
minimum embedment depth of 18 inches into compacted fill and be designed in accordance
to the recommendations presented herein. On site soils have a low expansion index.
The equivalent fluid pressures recommended are based on the assumption of a uniform
backfill and no build-up of hydrostatic pressure behind the wall. To prevent the build-up of
lateral soil pressures in excess of the recommended design pressures, over compaction of
the fill behind the wall should be avoided. This can be accomplished by placement of the
backfill above a 45-degree plane projected upward from the base of the wall, in lifts not
exceeding eight inches in loose depth, and compacting with a hand-operated or small, self -
propelled vibrating plates. (Note: Placement of free-draining material in this zone could
also prevent the build-up of lateral soils pressures.)
GeoSoils Consultants Inc.B22-0037 V2
Page 16
July 10, 2017
W.O.7050
MDN 19246
1. Conventional (Yielding) Retaining Walls
All recommendations for active lateral earth pressures contained herein assume that
the anticipated retaining structures are in tight contact with the fill soil (or alluvium)
that they are supposed to support. The earth support system must be sufficiently
stiff to hold horizontal movements in the soil to less than one percent of the height of
the vertical face, but should be free-standing to the point that they yield at the top at
least 0.1 percent of the height of the wall.
2. Earth Pressures on Conventional (Yielding) Retaining Walls
The earth pressures on walls retaining permeable material, compacted fill, or natural
soil shall be assumed equal to that exerted by an equivalent fluid having a density
not less than that shown in the following table:
Backfill Slope (Horizontal to Vertical) Equivalent Fill Fluid Density
Level 30 pcf
2:1 43 pcf
3. Restrained (Non-Yielding) Walls
Earth pressures will be greater on walls where yielding at the top of the wall is limited
to less than 1/1000 the height of the wall either by stiffness (i.e., return walls, etc.) or
structural floor network prior to backfilling. Utilizing the recommended backfill
compaction of 90 percent Modified Proctor Density per ASTM D-1557-12, we
recommend the following equivalent fluid density for non-yielding walls:
Backfill Slope (Horizontal to Vertical) Equivalent Fluid Density
Level 45 pcf
2:1 65 pcf
4. Seismic Pressures For Retaining Walls
The following seismic design criteria must be incorporated in to the design of the
retaining walls: over 6 feet in height.
GeoSoils Consultants Inc.B22-0037 V2
Page 17
July 10, 2017
W.O.7050
MDN 19246
From NavFac: Pae =3/8ɤH2kh
H=Height of wall
Kh=0.4SDS=0.35
ɤ=115 pcf
Pe= 3/8(115 pcf)(0.35)H2=15.1 H2
Pe acts at 0.6H above the wall base.
General
Any anticipated superimposed loading (i.e., upper retaining walls, other structures etc.)
within a 45 degree projection upward from the wall bottom, except retained earth, shall be
considered as surcharge and provided in the design.
A vertical component equal to one-third of the horizontal force so obtained, may be
assumed at the application of force.
The depth of the retained earth shall be the vertical distance below the ground surface,
measured at the wall face for stem design or measured at the heel of the footing for
overturning and sliding.
The walls should be constructed with weep holes near the bottom, on five-foot centers or
with perforated drainpipe in a gravel envelope at the bottom and behind the wall. A one-foot
thick zone of clean granular, free-draining material should be placed behind the wall to
within three feet of the surface. On-site soil may be used for the remainder of the backfill
and should be compacted to 90 percent relative compaction as determined by ASTM Test
Designation D-1557-12.
A concrete-lined swale is recommended behind retaining walls that can intercept surface
runoff from upslope areas. The surface runoff shall be transferred to an approved drainage
channel via non-erosive drainage devices.
GeoSoils Consultants Inc.B22-0037 V2
Page 18
July 10, 2017
W.O.7050
MDN 19246
Pavement Sections
The following pavement recommendations assume a Traffic Index of 6 and an assumed R-
value of 35. Preliminary pavement sections should be constructed with 5 inches of base and
4 inches of AC. R-value testing will be performed upon completion of grading to confirm
this pavement section. All base should be compacted to a minimum 95 percent relative
compaction.
Shrinkage
Based upon our field and laboratory test data, the on-site materials are expected to shrink
between 5 to 10 percent.
Temporary Excavations
Where the necessary space is available, temporary unsurcharged embankments may be
sloped back without shoring. The slopes should not be cut steeper than the following
gradient:
Height Temporary Gradient (Horizontal:Vertical)
0-5’ Near Vertical
Above 5’ 1:1
The recommended temporary excavation slopes do not preclude local ravelling or
sloughing. All applicable requirements of the California Construction and General Industry
Safety Orders, the Occupational Safety and Health Act, and the Construction Safety Act
should be met.
Where sloped embankments are used, the top of the slope should be barricaded to prevent
equipment and heavy storage loads within five feet of the top of the slope. If the temporary
construction embankments are to be maintained for long periods, berms should be
constructed along the top of the slope to prevent runoff water from eroding the slope faces.
The soils exposed in the temporary backcut slopes during excavation should be observed
by our personnel so that modifications of the slopes can be made if variations in the soil
conditions occur.
GeoSoils Consultants Inc.B22-0037 V2
Page 19
July 10, 2017
W.O.7050
MDN 19246
Drainage/Landscape Maintenance
Water should not be allowed to pond or seep into the ground, or flow over slopes in a
concentrated manner. Roof gutters and yard drains should be provided. Pad drainage
should be directed toward the street or any approved watercourse area swale via non-
erosive channel, pipe and/or dispersion devices.
Control of moisture is important in regard to control of mold within the future living
environment. Molds can deteriorate building materials and lead to health problems such as
asthma episodes and allergic reactions in susceptible individuals. Mold spores waft through
both indoor and outdoor continually. When mold spores land on damp areas, they begin
growing and digesting the host material in order to survive. Some molds propagate much
more quickly than others. Molds can grow when moisture is present on and within wood,
paper, carpet, and foods. Mold growth will often occur when excessive moisture
accumulates in buildings or on building materials, particularly if moisture problems remain
undiscovered, or are not addressed.
Obviously, the key to mold control is moisture control. Generally speaking, in the semi-arid
climate of Southern California, we would not have mold problems if we did not have
excessive landscape watering and the occasional leaking water, storm drain, or sewer pipe.
The average annual rainfall in Southern California is less than 15 inches per year; however,
studies have shown that the average Southern California homeowner applies at least 200
inches of equivalent rainfall to their yard each year. It is important than in addition to control
of landscape watering, that pad drainage slopes away from structures. Placement of
planters next to houses can also lead to increased moisture under pad areas.
GeoSoils Consultants Inc.B22-0037 V2
Page 20
July 10, 2017
W.O.7050
MDN 19246
Scour Wall
A sheet pile scour wall is located on the east site of the site at the San Juan Creek Channel.
This wall was constructed with tiebacks extending beneath the subject site. Prior to
performing any grading or proposing any improvements behind this wall, it is recommended
a Structural Engineer be contacted to evaluate this wall.
Review and Inspection
The site foundation and grading plans, including foundation-loading details, should be
forwarded to the Geotechnical Engineer for review and approval prior to finalizing design.
All foundation and bottom excavations shall be observed by an engineering geologist or a
geotechnical engineer prior to the placement of any steel to verify that the proper foundation
material has been encountered. The local governing agency, Department of Building and
Safety Inspector should also observe the excavation.
LIMITATIONS
The findings and recommendations of this report were prepared in compliance with the
current Grading and Building Code of the City of San Juan Capistrano and in accordance
with generally accepted professional geotechnical engineering principles and practices. We
make no other warranty, either express or implied.
GeoSoils Consultants Inc.B22-0037 V2
GeoSoils Consultants Inc.B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
MDN 19246
July 10, 2017
W.O. 7050
APPENDIX A
FIELD EXPLORATION PROCEDURES AND LABORATORY TESTING B22-0037 V2
MDN 19246
July 10, 2017
W.O. 7050
APPENDIX A
FIELD EXPLORATION PROCEDURES AND LABORATORY TESTING
Six borings drilled with an 8-inch diameter hollow-stem auger drill rig explored subsurface
conditions to a maximum depth of 50 feet. The locations of the borings are shown on the
Boring Location Map, Plate 1 and the Site Plan, Plate 3. The borings were continuously
logged and classified by one of our geologists by visual examination in accordance with the
Unified Soil Classification System. The boring logs are included as Plates A-1 through A-9.
Undisturbed soil samples were collected by driving a ring sampler with a 140-pound
hammer weight falling 30 inches. The soil samples were retained in a series of brass rings,
each having an inside diameter of 2.36 (6.0 centimeters) and a height of 1.00 inch (2.54
centimeters). The central portions of the samples were retained in close-fitting, moisture-
tight containers for shipment to our laboratory. Additionally, standard penetration samples
(SPT) were taken to obtain blows per foot to correlate to relative density determinations.
Moisture-Density
The field moisture content and dry unit weights were determined for each undisturbed ring
sample obtained from our subsurface exploration. Once the dry unit weights had been
determined, in-place densities of underlying soil profile were estimated. In those cases
where ring samples were obtained, the moisture content and dry unit weights are presented
on Boring Logs B-1 through B-6 (Plates A-1 through A-9).
Compaction Tests
One compaction tests were performed to determine to moisture density relationships of the
typical surficial soils encountered on the site. The laboratory standard used was in
accordance with ASTM Test Designation D-1557-12. Summaries of the compaction test
results are shown in Table A-1. B22-0037 V2
Page 2
July 10, 2017
W.O. 7050
MDN 19246
Appendix A
TABLE A-1
COMPACTION TEST RESULTS
Boring No. and
Sample Depth Description
Maximum
Dry Density
(pcf)
Optimum
Moisture
(%)
B-1@ 0.5’ Brown clayey silty SAND 128.0 10.5
Direct Shear Tests
Two shear tests were performed in a strain-control type Direct Shear Machine. The sample
was sheared under varying confining loads in order to determine the Coulomb shear
strength parameters: cohesion (c), and angle of internal friction (φ) for peak and residual
strength conditions. The sample was tested in an artificially-saturated condition. The
results are plotted and a linear approximation is drawn of the failure curve. Results are
shown on the Shear Test Diagrams included with this appendix as Plates SH-1 and SH-2.
Consolidation Tests
Six consolidation tests were performed on selected ring samples. The samples were
inundated at an approximate load of one ton per square foot to monitor the
hydroconsolidation. Loads were applied to the samples in several increments in geometric
progression and resulting deformations were recorded at selected time intervals. Results of
the consolidation tests are presented on Plates C-1 through C-6.
Gradation Analysis
Eleven (11) sieve analyses were used to determine the grain size composition of the natural
alluvium at depth to make inferences about the liquefaction potential onsite. The test results
are included at the end of this appendix as Plates G-1 through G-11. B22-0037 V2
Page 3
July 10, 2017
W.O. 7050
MDN 19246
Appendix A
Expansion Index Test
To determine the expansion potential of the on-site native soils, an expansion index test
was conducted in accordance with the ASTD D-4829-07. The test results indicate low
expansion potential.
Sulfate Test
To determine the sulfate content of onsite soils, a sample from B-2 @ 0 to 5 feet was sent
to an outside laboratory. Results exhibit a negligible sulfate content of 320 parts per million
(ppm). Results are included as Plate L-1.
Atterberg Tests
Two Atterberg Limit tests were performed per D-ASTM 4318-10. The results are listed
below:
Sample Liquid Limit Plastic Limit Plasticity Index
B-5@45’ 39.0 20.2 19.4
B-6@40’ 29.8 23.3 6.5 B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
B22-0037 V2
MDN 19246
July 10, 2017
W.O. 7050
APPENDIX B
GRADING GUIDLINES
B22-0037 V2
MDN 19246
July 10, 2017
W.O. 7050
APPENDIX B
GRADING GUIDLINES
These specifications present the minimum requirements for grading operations performed
under the control of GeoSoils Consultants, Inc.
No deviation from these specifications would be allowed, except where specifically
superseded in the preliminary geology and geotechnical report, or in other written
communication signed by the Geotechnical Engineer or Engineering Geologist.
1. General
A. The Geotechnical Engineer and Engineering Geologist are the Owner's or
Builder's representative on the project. For the purpose of these
specifications, supervision by the Geotechnical Engineer or Engineering
Geologist includes that inspection performed by any person or persons
employed by, and responsible to, the licensed Geotechnical Engineer or
Engineering Geologist signing the Geotechnical report.
B. All clearing, site preparation or earthwork performed on the project should
be conducted by the Contractor under the observation of the Geotechnical
Engineer or Engineering Geologist.
C. It is the Contractor's responsibility to prepare the ground surface to receive
the fills to the satisfaction of the Geotechnical Engineer or Engineering
Geologist and to place, spread, mix, water, and compact the fill in
accordance with the specifications of the Geotechnical Engineer or
Engineering Geologist. The Contractor should also remove all material
considered unsatisfactory by the Geotechnical Engineer or Engineering
Geologist. B22-0037 V2
Page 2
July 10, 2017
W.O. 7050
MDN 19246
Appendix B
D. It is also the Contractor's responsibility to have suitable and sufficient
compaction equipment on the jobsite to handle the amount of fill being
placed. If necessary, excavation equipment would be shut down to permit
completion of compaction. Sufficient watering apparatus would also be
provided by the Contractor, with due consideration for the fill material, rate
of placement and time of year.
E. A final report should be issued by the Geotechnical Engineer and
Engineering Geologist attesting to the Contractor's conformance with these
specifications.
F. At all times, safety would have precedence over production work. If an
unsafe job condition is noted by a GeoSoils Consultants, Inc.
representative, it would be brought to the attention of the Grading
Contractor's foreman, the on-site developer's representative or both. Once
this condition is noted, it should be corrected as soon as possible, or work
related to the unsafe condition may be terminated.
2. Site Preparation
A. All vegetation and deleterious material, such as rubbish, should be
disposed of off-site. This removal must be concluded prior to placing fill.
B. The Contractor should locate all houses, sheds, sewage disposal systems,
large trees or structures on the site, or on the grading plan, to the best of his
knowledge prior to preparing the ground surface. B22-0037 V2
Page 3
July 10, 2017
W.O. 7050
MDN 19246
Appendix B
C. Soils, alluvium or rock materials determined by the Geotechnical Engineer
as being unsuitable for placement in compacted fills should be removed
and wasted from the site. Any material incorporated as a part of a
compacted fill must be approved by the Geotechnical Engineer.
D. After the ground surface to receive fill has been cleared, it should be
scarified, disced or bladed by the Contractor until it is uniform and free from
ruts, hollows, hummocks or other uneven features, which may prevent
uniform compaction.
The scarified ground surface should then be brought to approximately 120
percent of optimum moisture, mixed as required, and compacted as
specified. If the scarified zone is greater than 12 inches in depth, the
excess should be removed and placed in lifts restricted to 6 inches.
Prior to placing fill, the ground surface to receive fill should be inspected,
tested and approved by the Geotechnical Engineer.
E. Any underground structures such as cesspools, cisterns, mining shafts,
tunnels, septic tanks, wells, pipelines or other not located prior to grading
are to be removed or treated in a manner prescribed by the Geotechnical
Engineer.
3. Compacted Fills
A. Material imported or excavated on the property may be utilized in the fill,
provided such material has been determined to be suitable by the
Geotechnical Engineer. Roots, tree branches and other deleterious matter
missed during clearing should be removed from the fill as directed by the
Geotechnical Engineer. B22-0037 V2
Page 4
July 10, 2017
W.O. 7050
MDN 19246
Appendix B
B. Rock fragments less than six inches in diameter may be utilized in the fill,
provided:
1. they are not placed in concentrated pockets;
2. there is a sufficient percentage of fine-grained material to surround the
rocks.
3. the distribution of the rocks is supervised by the Geotechnical
Engineer.
C. Rocks greater than six inches in diameter should be taken off-site, or placed
in accordance with the recommendations of the Geotechnical Engineer in fill
areas designated as suitable for rock disposal.
D. Material that is spongy, subject to decay, or otherwise considered
unsuitable should not be used in the compacted fill.
E. Representative samples of materials to be utilized as compacted fill should
be analyzed in the laboratory by the Geotechnical Engineer to determine
their physical properties. If any material other than that previously tested is
encountered during grading, the appropriate analysis of this material should
be conducted by the Geotechnical Engineer as soon as possible.
F. Material used in the compacting process should be evenly spread in thin
lifts not to exceed six inches in thickness, watered, processed and
compacted to obtain a uniformly dense layer. The fill should be placed and
compacted on a horizontal plane, unless otherwise approved by the B22-0037 V2
Page 5
July 10, 2017
W.O. 7050
MDN 19246
Appendix B
Geotechnical Engineer. This includes material placed for slope repairs, and
utility trench backfills on slope areas.
G. Each layer should be compacted to at least a minimum of 90 percent of the
maximum density in compliance with the testing method specified by the
controlling governmental agency (in general, ASTM D-1557-12 would be
used).
If compaction to a lesser percentage is authorized by the controlling
governmental agency because of a specific land use or expansive
geotechnical conditions, the area to receive fill compacted to less than 90
percent should either be delineated on the grading plan or appropriate
reference made to the area in the geotechnical report.
H. All fills must be placed at approximately 120 percent of optimum moisture.
If excessive moisture in the fill results in failing tests or an unacceptable
"pumping" condition, then the fill should be allowed to dry until the moisture
content is within the necessary range to meet above compaction
requirements, or should be removed or reworked until acceptable conditions
are obtained.
I. If the moisture content or relative density varies from that required by the
Geotechnical Engineer, the Contractor should rework the fill until it is in
accordance with the requirements of the Geotechnical Engineer. If a
compaction test indicates that the fill meets or exceeds the minimum required
relative compaction but is below 120 percent of optimum, then the fill should
be reworked until it meets the moisture content requirements. B22-0037 V2
Page 6
July 10, 2017
W.O. 7050
MDN 19246
Appendix B
5. Grading Control
A. Inspection of the fill placement should be provided by the Geotechnical
Engineer during the progress of grading.
B. In general, density tests should be made at intervals not exceeding two feet
of fill height or every 500 cubic yards of fill placed. These criteria would
vary depending on soil conditions and the size of the job. In any event, an
adequate number of field density tests should be made to verify that the
required compaction is being achieved.
C. Density tests should also be made on the surface material to receive fill as
required by the Geotechnical Engineer.
D. All cleanout, processed ground to receive fill, key excavations, subdrains
and rock disposal should be inspected and approved by the Geotechnical
Engineer prior to placing any fill. It should be the Contractor's responsibility
to notify the Geotechnical Engineer when such areas are ready for
inspection. In most jurisdictions, these items must also be inspected by a
representative of the controlling governmental agency prior to fill placement.
6. Construction Considerations
A. Erosion control measures, when necessary, should be provided by the
Contractor during grading and prior to the completion and construction of
permanent drainage controls.
B. Upon completion of grading and termination of inspections by the
Geotechnical Engineer, no further filling or excavating, including that
necessary for footings, foundations, large tree wells, retaining walls, or other B22-0037 V2
Page 7
July 10, 2017
W.O. 7050
MDN 19246
Appendix B
C. features should be performed without the approval and observation of the
Geotechnical Engineer or Engineering Geologist.
D. Care should be taken by the Contractor during final grading to preserve any
berms, drainage terraces, interceptor swales, or other devices of a permanent
nature on or adjacent to the property. B22-0037 V2
MDN 19246
July 10, 2017
W.O. 7050
APPENDIX C
LIQUEFACTION ANALYSES AND SEISMIC SETTLEMENT ANALYSES
B22-0037 V2
MDN 19246
July 10, 2017
W.O. 7050
APPENDIX C
LIQUEFACTION & SETTLEMENT ANALYSIS
Introduction
Liquefaction describes a phenomenon where cyclic stresses, which are produced by
earthquake-induced ground motions, create excess pore pressures in predominately
cohesionless soils. As a result, the soils may acquire a high degree of mobility, which can
lead to lateral spreading, consolidation, and settlement of loose sediments, ground
oscillation, flow failure, loss of bearing strength, ground fissuring, sand boils, and other
damaging deformations. This phenomenon occurs only below the water table, but after
liquefaction has developed, it can propagate upward into overlying, non-saturated soil.
Research has shown that saturated, loose sands with silt content less than about 25
percent are most susceptible to liquefaction, whereas other soil types are generally
considered to have a low susceptibility.
Seismically-included settlement in unsaturated (dry) and saturated soils generally occur due
to the dissipation of pore pressure in a liquefiable soil layer. The controlling factors affecting
settlement in saturated sands consist of the pore pressure drainage path, magnitude and
duration of the seismic event, cyclic stresses, maximum shear strains, and the recorded
normalized SPT blow-counts, (N1)60, of the soils.
The potential for seismically-induced settlement is greatest in loose granular soils (i.e.,
sands and silty sands), whereas cohesive soils (i.e., clays and silts) are generally not prone
to settlement. It should be noted that granular soils are susceptible to settlement during a
seismic event whether the soils liquefy or not. B22-0037 V2
Page 2
July 10, 2017
W.O. 7050
MDN 19246
Appendix C
Procedure
The method of liquefaction assessment in this report is based on the “simplified procedure”
originally developed by Seed and Idriss (1971, 1982), with subsequent refinements by Seed
et al. (1983), Seed and De Alba (1986), and Seed and Harder (1990). As generally defined
by CGS Special Publication 117A: Guidelines for Analyzing and Mitigating Liquefaction
Hazards in California, the procedure compares the cyclic resistance ratio (CRR) with the
earthquake-induced cyclic stress ratio (CSR) at that depth from a specified design
earthquake. The CRR is the ratio required to induce liquefaction for a cohesionless soil
stratum at a given depth and is essentially the capacity of the soil to resist liquefaction. The
CSR is defined generally as the seismic demand placed on a soil layer or the peak ground
surface acceleration and an associated earthquake moment magnitude.
Values of CRR were established that were empirically correlated using extensive databases
for sites that did or did not liquefy during previous earthquakes, values of (N1)60 could be
correlated with the liquefied soil zones. The 1997 version of the baseline chart defines
values of CRR as a function of (N1)60 for a moment magnitude 7.5 earthquake, CSR, and
the percent fines. The factor of safety against liquefaction is obtained by calculating the ratio
of CRR and CSR. The potential for seismically-induced settlement occurs when the factor of
safety is less than 1.0.
The methodology used in estimating probable seismically-induced settlement in unsaturated
and saturated soil deposits from SPT data is based on the procedures suggested by CGS
Special Publication 117A and Tokimatsu and Seed (1987) with a magnitude scaling factor.
The settlement analysis considers very thin layers for the soil deposit and calculates the
settlement for each layer. The total settlement is the sum of these settlements in both dry
(soil above the groundwater table) and saturated soils at their respective depths.
The CRR curves are based on clean sands, necessitating fines content correction to
accurately assess liquefaction potential. Fines content correction for SPT data is generated B22-0037 V2
Page 3
July 10, 2017
W.O. 7050
MDN 19246
Appendix C
using formulas developed by Idriss and Seed (1997). For specific depths where gradation
tests were performed, the value of percent fines (passing the #200 sieve) obtained from
laboratory testing was used in the analysis.
Analysis
The assessment of liquefaction potential provided in this report maintains current code
requirements and generally accepted practice.
The predominant earthquake magnitude used is based on a 2 percent probability of
exceedance in 50 years, obtained from the USGS Unified Hazard Tool. The peak ground
acceleration corresponds to the PGAM without any reductions and was obtained from the
USGS Seismic Design Maps website. Table C-1 shows a summary of the parameters used
in this analysis.
TABLE C-1
ANALYSIS PARAMETERS
Earthquake Magnitude 6.67
Peak Ground Acceleration, PGAM 0.501 g
Design Groundwater Table 17- 28 feet
Energy Ratio, CE 1.25
Borehole Diameter, CB 1.15
Sampling Method, CS 1.0
Site exploration for the assessment of liquefaction potential consisted of Borings B-4, B-5,
and B-6. At the time of exploration, groundwater was encountered at depths below the
historical high groundwater table. The liquefaction analysis considers the in-situ ground
water table for the individual boring analyzed. B22-0037 V2
Page 4
July 10, 2017
W.O. 7050
MDN 19246
Appendix C
Results
Based on the results of this investigation, evaluated from blow count data and laboratory
testing of the borings, the potential for liquefaction does exist within the area of study. If
liquefaction should develop in liquefiable soil layers, the migration of excess pore pressure
within these layers (i.e. the movement of water) and potential settlement would be limited
due to the confinement of these layers by less permeable silts. Therefore, the potential for
liquefaction on the proposed tract poses a low risk to site development, assuming the
conclusions and recommendations provided are incorporated into the final design and
construction of the project.
The liquefaction settlement analysis was performed to a depth of 50 feet below the existing
ground surface and is presented in Table C-2. Differential settlement was taken as 1/2 of
the maximum total settlement. The results of the analysis using the LiquefyPro software are
given below, detailed output is provided at the end of this appendix.
TABLE C-2
LIQUEFACTION SETTLEMENT ANALYSIS
Boring
Unsaturated
Settlement
(in)
Saturated
Settlement
(in)
Total
Settlement
(in)
Differential
Settlement
(in)
B-4 0 2.62 2.62
1.31 B-5 0.25 0.75 1.01
B-6 0.08 0.11 0.18
B22-0037 V2
AMIDENGINEERINGGROUP, INC.
T949.333.5910 C949.922.6976 Mansour@amideng.com
9070 Irvine Center Drive, Suite 210 . Irvine, CA 92618
STRUCTURAL CALCULATIONS FOR:
AVELINA
San Juan Capistrano California
JOB NUMBER 202103
Client: LANDSEA HOMES
Architect : WITHEE MALCOLM ARCHITECTS
CSG 03/21/22B22-0037 V2
GENERAL LOAD INFORMATION
ROOF (MAX PITCH 7.5:12)
ROOFING 10.00 PSF
SHEATHING 1.50 PSF
ROOF FRAMING 2.50 PSF
INSULATION 0.50 PSF
DRYWALL LID 2.50 PSF
MECH/ELEC/MISC 0.50 PSF
SPRINKLERS 0.50 PSF
SOLAR PANELS 4.00 PSF
TOTAL DEAD LOAD 22.00 PSF
LIVE LOAD 20.00 PSF
FLOOR DECK
CARPET & PAD 1.50 PSF FINISH STUCCO, 7/8" THICK 9.00 PSF
UNDERLAYMENT 1.00 PSF UNDERLAYMENT 0.00 PSF
FLOOR SHEATHING 2.25 PSF FLOOR SHEATHING 2.00 PSF
FLOOR FRAMING/I-JOISTS 4.20 PSF FLOOR FRAMING/I-JOISTS 4.00 PSF
INSULATION 0.50 PSF INSULATION 0.00 PSF
DRYWALL LID 2.80 PSF DRYWALL LID 0.00 PSF
MECH/ELEC/MISC 1.75 PSF MECH/ELEC/MISC 0.00 PSF
SPRINKLERS 1.00 PSF SPRINKLERS 0.00 PSF
TOTAL DEAD LOAD 15.00 PSF TOTAL DEAD LOAD 15.00 PSF
LIVE LOAD 40.00 PSF LIVE LOAD 60.00 PSF
EXTERIOR WALL INTERIOR WALL
FINISH STUCCO, 7/8" THICK 9.00 PSF PLYWOOD SHEATHING 1.50 PSF
PLYWOOD SHEATHING 1.50 PSF 2X STUD FRAMING 1.50 PSF
2X STUD FRAMING 1.50 PSF INSULATION 0.50 PSF
INSULATION 0.50 PSF DRYWALL 5.00 PSF
DRYWALL 2.50 PSF MISC 1.50 PSF
MISC 1.00 PSF TOTAL DEAD LOAD 10.00 PSF
TOTAL DEAD LOAD 16.00 PSF
LOADS
LOADS
LOADS LOADS
LOADS
SHEARWALL SCHEDULE
PROJECT : PAGE :
CLIENT : DESIGN BY :
JOB NO. : DATE : REVIEW BY :
One Story Seismic Analysis Based on 2015 IBC / 2016 CBC & ASCE 7-16
Determine Base Shear (Derived from ASCE 7 Sec. 12.8)
V =MAX{ MIN [ SD1I / (RT) , SDS I / R ] , MAX(0.044SDSI , 0.01) , 0.5S1 I / R } W
= MAX{ MIN[ 0.28W , 0.12W ] , 0.04W , 0.00W }^
= 0.12 W, (SD)
(for S1 ≥ 0.6 g only)
=0.09 W, (ASD) =10.60 kips
Where SDS =0.804 (ASCE 7 Sec 11.4)
SD1 =0.562 (ASCE 7 Sec 11.4)
S1 =0.42 (ASCE 7 Sec 11.4)
R =6.5 (ASCE 7 Tab 12.2-1)
I =1 (2015 IBC Tab 1604.5 & ASCE 7 Tab 11.5-1)
Ct =0.02 (ASCE 7 Tab 12.8-2)
hn =38.0 ft
x =0.75 (ASCE 7 Tab 12.8-2)
T = Ct (hn)x =0.306 sec, (ASCE 7 Sec 12.8.2.1)
WIND-1
WIND ANALYSIS
Exposure category (B, C or D, ASCE 7-16 26.7.3)C
Importance factor (ASCE 7-16 Table 1.5-2)Iw =1 for all Category
Basic wind speed (ASCE 7-16 26.5.1)V = 95 mph
Topographic factor (ASCE 7-16 26.8 & Table 26.8-1)Kzt =1 Flat
Building height to eave he =30 ft
Building height to ridge hr =38 ft
Building length L = 80 ft
Building width B = 44 ft
qh(psf) =24.75 q =18.43
ROOF
Cp(wind -)Cp(lee +)Cp(wind +)p(wind -)p(wind +)P(lee)p(total)
-0.62 -0.58 -0.11 -13.1 -2.3 -12.25 9.95
HORIZONTAL WALL
HEIGHT Kz Kd qz Cp(wind) Cp(lee) p(wind) P(lee) p(total)
0-15 0.85 0.85 22.38 0.8 -0.5 15.22 -10.52 25.74
20 0.9 0.85 23.7 0.8 -0.5 16.11 -10.52 26.63
25 0.94 0.85 24.75 0.8 -0.5 16.83 -10.52 27.35
30 0.98 0.85 25.8 0.8 -0.5 17.55 -10.52 28.07
40 1.04 0.85 27.38 0.8 -0.5 18.62 -10.52 29.14
WIND LOADS P x Cd x H LOADS (plf)
(Roof)9.95 0.6 9 53.7
Roof Framing Plan 28.07 0.6 4.5 75.8
130 TOTAL
3rd Framing Plan 26.63 0.6 10 160 TOTAL
2nd Framing Plan 25.74 0.6 10 154 TOTAL
Roof Framing Plan (Typ.)
3rd Floor Framing
2nd Floor Framing
Pg LAT1-1
SEISMIC - PLAN 1
LATERAL STRIP X1R
Roof (Length)22 psf x 26 ft.x 1 =572 plf
Exterior Wall (Ht)16 psf x 9 ft.x 1 =144 plf
Interior Wall (Ht.)10 psf x 9 ft.x 3 =225 plf
Floor (Length)0 psf x 0 ft.x 0 =0 plf
Deck (Length)0 psf x 0 ft.x 0 =0 plf
941 plf
x 0.117 W
Vs =110 plf
LATERAL STRIP X1-2F
Roof (Length)0 psf x 0 ft.x 0 =0 plf
Exterior Wall (Ht)16 psf x 9 ft.x 1 =144 plf
Interior Wall (Ht.)10 psf x 9 ft.x 1 =90 plf
Floor (Length)15 psf x 24 ft.x 1 =360 plf
Deck (Length)0 psf x 0 ft.x 0 =0 plf
594 plf
x 0.117 W
Vs =69 plf
LATERAL STRIP X1-1F
Roof (Length)0 psf x 0 ft.x 0 =0 plf
Exterior Wall (Ht)16 psf x 9 ft.x 1 =144 plf
Interior Wall (Ht.)10 psf x 9 ft.x 1 =90 plf
Floor (Length)15 psf x 24 ft.x 1 =360 plf
Deck (Length)0 psf x 0 ft.x 0 =0 plf
594 plf
x 0.117 W
Vs =69 plf
Pg LAT1-2
SEISMIC - PLAN 1
LATERAL STRIP Y1R
Roof (Length)22 psf x 28 ft.x 1 =616 plf
Exterior Wall (Ht)16 psf x 9 ft.x 2 =288 plf
Interior Wall (Ht.)10 psf x 9 ft.x 3 =270 plf
Floor (Length)0 psf x 0 ft.x 0 =0 plf
Deck (Length)0 psf x 0 ft.x 0 =0 plf
1174 plf
x 0.09 W
Vs =106 plf
LATERAL STRIP Y1-2F
Roof (Length)0 psf x 0 ft.x 0 =0 plf
Exterior Wall (Ht)16 psf x 9 ft.x 2 =288 plf
Interior Wall (Ht.)10 psf x 9 ft.x 2 =180 plf
Floor (Length)15 psf x 28 ft.x 1 =420 plf
Deck (Length)0 psf x 0 ft.x 0 =0 plf
888 plf
x 0.09 W
Vs =80 plf
LATERAL STRIP Y1-1F
Roof (Length)0 psf x 0 ft.x 0 =0 plf
Exterior Wall (Ht)16 psf x 9 ft.x 2 =288 plf
Interior Wall (Ht.)10 psf x 9 ft.x 1 =90 plf
Floor (Length)15 psf x 28 ft.x 1 =420 plf
Deck (Length)0 psf x 0 ft.x 0 =0 plf
798 plf
x 0.09 W
Vs =72 plf
Pg LAT1-3
SEISMIC - PLAN 2
LATERAL STRIP X2R
Roof (Length)22 psf x 21 ft.x 1 =462 plf
Exterior Wall (Ht)0 psf x 0 ft.x 0 =0 plf
Interior Wall (Ht.)10 psf x 9 ft.x 3 =270 plf
Floor (Length)0 psf x 0 ft.x 0 =0 plf
Deck (Length)0 psf x 0 ft.x 0 =0 plf
732 plf
x 0.117 W
Vs =86 plf
LATERAL STRIP X2-2F
Roof (Length)0 psf x 0 ft.x 0 =0 plf
Exterior Wall (Ht)0 psf x 0 ft.x 0 =0 plf
Interior Wall (Ht.)10 psf x 9 ft.x 3 =270 plf
Floor (Length)15 psf x 21 ft.x 1 =315 plf
Deck (Length)0 psf x 0 ft.x 0 =0 plf
585 plf
x 0.117 W
Vs =68 plf
LATERAL STRIP X2-1F
Roof (Length)0 psf x 0 ft.x 0 =0 plf
Exterior Wall (Ht)0 psf x 0 ft.x 0 =0 plf
Interior Wall (Ht.)10 psf x 9 ft.x 3 =270 plf
Floor (Length)15 psf x 21 ft.x 1 =315 plf
Deck (Length)0 psf x 0 ft.x 0 =0 plf
585 plf
x 0.117 W
Vs =68 plf
Pg LAT1-4
SEISMIC - PLAN 2
LATERAL STRIP Y2R
Roof (Length)22 psf x 39 ft.x 1 =858 plf
Exterior Wall (Ht)16 psf x 9 ft.x 2 =288 plf
Interior Wall (Ht.)10 psf x 9 ft.x 3 =270 plf
Floor (Length)0 psf x 0 ft.x 0 =0 plf
Deck (Length)0 psf x 0 ft.x 0 =0 plf
1416 plf
x 0.09 W
Vs =127 plf
LATERAL STRIP Y2-2F
Roof (Length)0 psf x 0 ft.x 0 =0 plf
Exterior Wall (Ht)16 psf x 9 ft.x 2 =288 plf
Interior Wall (Ht.)10 psf x 9 ft.x 1 =90 plf
Floor (Length)15 psf x 39 ft.x 1 =585 plf
Deck (Length)0 psf x 0 ft.x 0 =0 plf
963 plf
x 0.09 W
Vs =87 plf
LATERAL STRIP Y2-1F
Roof (Length)0 psf x 0 ft.x 0 =0 plf
Exterior Wall (Ht)16 psf x 9 ft.x 2 =288 plf
Interior Wall (Ht.)10 psf x 9 ft.x 2 =180 plf
Floor (Length)15 psf x 39 ft.x 1 =585 plf
Deck (Length)0 psf x 0 ft.x 0 =0 plf
1053 plf
x 0.09 W
Vs =95 plf
Pg LAT1-5
SEISMIC - PLAN 3
LATERAL STRIP X3R
Roof (Length)22 psf x 22 ft.x 1 =484 plf
Exterior Wall (Ht)16 psf x 9 ft.x 1 =144 plf
Interior Wall (Ht.)10 psf x 9 ft.x 3 =270 plf
Floor (Length)0 psf x 0 ft.x 0 =0 plf
Deck (Length)0 psf x 0 ft.x 0 =0 plf
898 plf
x 0.117 W
Vs =105 plf
LATERAL STRIP X3-2F
Roof (Length)0 psf x 0 ft.x 0 =0 plf
Exterior Wall (Ht)16 psf x 9 ft.x 1 =144 plf
Interior Wall (Ht.)10 psf x 9 ft.x 2 =180 plf
Floor (Length)15 psf x 22 ft.x 1 =330 plf
Deck (Length)0 psf x 0 ft.x 0 =0 plf
654 plf
x 0.117 W
Vs =77 plf
LATERAL STRIP X3-1F
Roof (Length)0 psf x 0 ft.x 0 =0 plf
Exterior Wall (Ht)16 psf x 9 ft.x 1 =144 plf
Interior Wall (Ht.)10 psf x 9 ft.x 1 =90 plf
Floor (Length)15 psf x 22 ft.x 1 =330 plf
Deck (Length)0 psf x 0 ft.x 0 =0 plf
564 plf
x 0.117 W
Vs =66 plf
Pg LAT1-6
SEISMIC - PLAN 3
LATERAL STRIP Y3R
Roof (Length)22 psf x 42 ft.x 1 =924 plf
Exterior Wall (Ht)16 psf x 9 ft.x 2 =288 plf
Interior Wall (Ht.)10 psf x 9 ft.x 3 =270 plf
Floor (Length)0 psf x 0 ft.x 0 =0 plf
Deck (Length)0 psf x 0 ft.x 0 =0 plf
1482 plf
x 0.09 W
Vs =133 plf
LATERAL STRIP Y3-2F
Roof (Length)0 psf x 0 ft.x 0 =0 plf
Exterior Wall (Ht)16 psf x 9 ft.x 2 =288 plf
Interior Wall (Ht.)10 psf x 9 ft.x 1 =90 plf
Floor (Length)15 psf x 42 ft.x 1 =630 plf
Deck (Length)0 psf x 0 ft.x 0 =0 plf
1008 plf
x 0.09 W
Vs =91 plf
LATERAL STRIP Y3-1F
Roof (Length)0 psf x 0 ft.x 0 =0 plf
Exterior Wall (Ht)16 psf x 9 ft.x 2 =288 plf
Interior Wall (Ht.)10 psf x 9 ft.x 2 =180 plf
Floor (Length)15 psf x 42 ft.x 1 =630 plf
Deck (Length)0 psf x 0 ft.x 0 =0 plf
1098 plf
x 0.09 W
Vs =99 plf
Pg LAT1-7
SEISMIC DISTRIBUTION
PLAN 1
STRIP Hx Wx WxHx Fx
X1R 29 110 3190 154 plf
X1-2F 19 69 1311 63 plf
X1-1F 9 69 621 30 plf
248 5122 248 plf
STRIP Hx Wx WxHx Fx
Y1R 29 99 2871 142 plf
Y1-2F 19 80 1520 65 plf
Y1-1F 9 72 648 31 plf
251 5039 251 plf
Pg LAT1-8
SEISMIC DISTRIBUTION
PLAN 2
STRIP Hx Wx WxHx Fx
X2R 29 86 2494 126 plf
X2-2F 19 68 1292 65 plf
X2-1F 9 68 612 31 plf
222 4398 222 plf
STRIP Hx Wx WxHx Fx
Y2R 29 127 3683 184 plf
Y2-2F 19 87 1653 83 plf
Y2-1F 9 95 855 43 plf
309 6191 309 plf
Pg LAT1-9
SEISMIC DISTRIBUTION
PLAN 3
STRIP Hx Wx WxHx Fx
X3R 29 105 3045 148 plf
X3-2F 19 77 1463 71 plf
X3-1F 9 66 594 29 plf
248 5102 248 plf
STRIP Hx Wx WxHx Fx
Y3R 29 133 3857 192 plf
Y3-2F 19 91 1729 86 plf
Y3-1F 9 99 891 44 plf
323 6477 323 plf
L3 - 1
BLDG 3-PLEX
Shear Wall Line 1R
SEISMIC WIND
LATERAL SECTION X1R ==130 lb/ft WIDTH =42 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =
WIND LOAD FROM ABOVE =
TOTAL SEISMIC LOAD =422 x 42' / 2 +0 ' / 2 +0 =8862 lbs CONTROLS
TOTAL WIND LOAD =130 x 42' / 2 +0 ' / 2 +0 =2730 lbs
TOTAL PANEL LENGTH =41.517 ft
SHEAR = ( 8862 # /41.5166666666667' )= 213 plf Use Shear Wall Type 10
Vallow x (1.25 - 0.125 x h/w)=273 plf
SHEAR PANEL DESIGN (x2) (x2) (x2)
Panel Lengths, w (ft) =3.67 3.67 7 3.67 2.83 3.17 3.17
Panel Height, h (ft) =9 9 9 9 9 9 9
Opening Height, h (ft) =5 5 9 5 5 9 9
Check Shear Panel, h/w = 2.45232 2.452316 1.28571 2.45232 3.17647 2.84211 2.84211
h/w>2:1 =0.82 0.82 1.00 0.82 0.63 0.70 0.70
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 3917 3917 13448 3917 3024 6084 6084
Uplift Load from Level Above,Pu (lbs) =0
Max Distance from End of Wall, d (ft) =0
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =3916.93 3916.926 13447.8 3916.93 3023.97 6083.51 6083.51
RESISTING MOMENT
Dead Load from Roof = 252 252 252 32 252 252 252
Dead Load from Floor =
Dead Load from Exterior Wall = 135 135 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 387 387 387 167 387 387 387
RM (ft*lb) =(wdlxLw
2/2)x 0.45 1162 1162 4229 502 693 865 865
Length between holdowns, Lw(eff) (ft) = 3.7 3.7 7.0 3.7 2.8 3.2 3.2
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 751 751 1317 931 823 1648 1648
Holdown Type CS16 CS16 CS16 CS16 CS16 CS16 CS16
1705 1705 1705 1705 1705 1705 1705
FRAMING ANCHOR SPACING
diaph. length =64 ft
diaph. Shear = 5801 lbs
diaph. Shear from Above = 0 lbs
Vdiaph = 91 plf
USE A-35's @ 24''o.c.
(2*148+1*126)
L3 - 2
BLDG 3-PLEX
Shear Wall Line 2R
SEISMIC WIND
LATERAL SECTION X1R ==130 lb/ft WIDTH =42 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =
WIND LOAD FROM ABOVE =
TOTAL SEISMIC LOAD =422 x 42' / 2 +0 ' / 2 +0 =8862 lbs CONTROLS
TOTAL WIND LOAD =130 x 42' / 2 +0 ' / 2 +0 =2730 lbs
TOTAL PANEL LENGTH =29.89 ft
SHEAR = ( 8862 # /29.89' )= 296 plf Use Shear Wall Type 11
Vallow x (1.25 - 0.125 x h/w)=350 plf
SHEAR PANEL DESIGN (x2) (x2) (x2)
Panel Lengths, w (ft) =2.91 2.91 3.5 3 2.5 5.75
Panel Height, h (ft) =9 9 9 9 9 9
Opening Height, h (ft) =5 5 5 5 5 5
Check Shear Panel, h/w = 3.09278 3.092784 2.57143 3 2 1.56522
h/w>2:1 =0.65 0.65 0.78 0.67 1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*Lw*H (ft*lbs) 4314 4314 5189 4447 3706 8524
Uplift Load from Level Above,Pu (lbs) =0
Max Distance from End of Wall, d (ft) =0
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =4313.89 4313.888 5188.52 4447.31 3706.09 8524
RESISTING MOMENT
Dead Load from Roof = 22 22 22 22 22 22
Dead Load from Floor =
Dead Load from Exterior Wall = 135 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 157 157 157 157 157 157
RM (ft*lb) =(wdlxLw
2/2)x 0.45 299 296 429 315 219 1158
Length between holdowns, Lw(eff) (ft) = 2.9 2.9 3.5 3.0 2.5 5.8
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 1380 1381 1360 1377 1395 1281
Holdown Type (2) CS16 (2) CS16 (2) CS16 (2) CS16 (2) CS16 CS16
3410 3410 3410 3410 3410 3410
FRAMING ANCHOR SPACING
diaph. length =64 ft
diaph. Shear = 6099 lbs
diaph. Shear from Above = 0 lbs
Vdiaph = 95 plf
USE A-35's @ 24''o.c.
(2*148+1*126)
L3 - 3
BLDG 3-PLEX
Shear Wall Line AR
SEISMIC WIND
LATERAL SECTION Y1R ==130 lb/ft WIDTH =22 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =
WIND LOAD FROM ABOVE =
TOTAL SEISMIC LOAD =192 x 22' / 2 +0 ' / 2 +0 =2112 lbs CONTROLS
TOTAL WIND LOAD =130 x 22' / 2 +0 ' / 2 +0 =1430 lbs
TOTAL PANEL LENGTH =14.5 ft
SHEAR = ( 2112 # / 14.5' ) = 146 plf Use Shear Wall Type 9
Vallow x (1.25 - 0.125 x h/w)=204 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =8 3.5 3
Panel Height, h (ft) =9 5 5
Check Shear Panel, h/w = 1.125 1.428571 1.66667
h/w>2:1 =1.00 1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 10487.2 2548.966 2184.83
Uplift Load from Level Above,Pu (lbs) =0
Max Distance from End of Wall, d (ft) =0
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =10487.2 2548.966 2184.83
RESISTING MOMENT
Dead Load from Roof = 22 22 22
Dead Load from Floor =
Dead Load from Exterior Wall = 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 157 157 157
RM (ft*lb) =(wdlxLw
2/2)x 0.45 2241 429 315
Length between holdowns, Lw(eff) (ft) = 8.0 3.5 3.0
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 1031 606 623
Holdown Type CS16 CS16 CS16
1705 1705 1705
FRAMING ANCHOR SPACING
diaph. length =22 ft
diaph. Shear = 2112 lbs
diaph. Shear from Above = 0 lbs
Vdiaph = 96 plf
USE A-35's @ 24''o.c.
192
L3 - 4
BLDG 3-PLEX
Shear Wall Line BR
SEISMIC WIND
LATERAL SECTION Y1R ==130 lb/ft WIDTH =22 ft
LATERAL SECTION Y1R ==130 lb/ft WIDTH =21 ft
SEISMIC LOAD FROM ABOVE =
WIND LOAD FROM ABOVE =
TOTAL SEISMIC LOAD =192 x 22' / 2 +184 21' / 2 +0 =4044 lbs CONTROLS
TOTAL WIND LOAD =130 x 22' / 2 +130 21' / 2 +0 =2795 lbs
TOTAL PANEL LENGTH =23.09 ft
SHEAR = ( 4044 # /23.09' )= 175 plf Use Shear Wall Type 10
Vallow x (1.25 - 0.125 x h/w)=320 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =6.34 11 5.75
Panel Height, h (ft) =9 9 9
Check Shear Panel, h/w = 1.41956 0.818182 1.56522
h/w>2:1 =1.00 1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 9993.53 17338.93 9063.53
Uplift Load from Level Above,Pu (lbs) =0
Max Distance from End of Wall, d (ft) =0
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =9993.53 17338.93 9063.53
RESISTING MOMENT
Dead Load from Roof = 20 20 20
Dead Load from Floor =
Dead Load from Exterior Wall =
Dead Load from Interior Wall = 90 90 90
Dead Load Sub Total = 110 110 110
RM (ft*lb) =(wdlxLw
2/2)x 0.45 986 2968 811
Length between holdowns, Lw(eff) (ft) = 6.3 11.0 5.8
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 1421 1306 1435
Holdown Type CS16 CS16 CS16
1705 1705 1705
FRAMING ANCHOR SPACING
diaph. length =44 ft
diaph. Shear = 4044 lbs
diaph. Shear from Above = 0 lbs
Vdiaph = 92 plf
USE A-35's @ 24''o.c.
192
184
L3 - 5
BLDG 3-PLEX
Shear Wall Line CR
SEISMIC WIND
LATERAL SECTION Y1R ==130 lb/ft WIDTH =21 ft
LATERAL SECTION Y1R ==130 lb/ft WIDTH =22 ft
SEISMIC LOAD FROM ABOVE =
WIND LOAD FROM ABOVE =
TOTAL SEISMIC LOAD =184 x 21' / 2 +192 22' / 2 +0 =4044 lbs CONTROLS
TOTAL WIND LOAD =130 x 21' / 2 +130 22' / 2 +0 =2795 lbs
TOTAL PANEL LENGTH =23.09 ft
SHEAR = ( 4044 # /23.09' )= 175 plf Use Shear Wall Type 10
Vallow x (1.25 - 0.125 x h/w)=320 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =6.34 11 5.75
Panel Height, h (ft) =9 9 9
Check Shear Panel, h/w = 1.41956 0.818182 1.56522
h/w>2:1 =1.00 1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 9993.53 17338.93 9063.53
Uplift Load from Level Above,Pu (lbs) =0
Max Distance from End of Wall, d (ft) =0
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =9993.53 17338.93 9063.53
RESISTING MOMENT
Dead Load from Roof = 20 20 20
Dead Load from Floor =
Dead Load from Exterior Wall =
Dead Load from Interior Wall = 90 90 90
Dead Load Sub Total = 110 110 110
RM (ft*lb) =(wdlxLw
2/2)x 0.45 986 2968 811
Length between holdowns, Lw(eff) (ft) = 6.3 11.0 5.8
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 1421 1306 1435
Holdown Type CS16 CS16 CS16
1705 1705 1705
FRAMING ANCHOR SPACING
diaph. length =44 ft
diaph. Shear = 4044 lbs
diaph. Shear from Above = 0 lbs
Vdiaph = 92 plf
USE A-35's @ 24''o.c.
184
192
L3 - 6
BLDG 3-PLEX
Shear Wall Line DR
SEISMIC WIND
LATERAL SECTION Y1R ==130 lb/ft WIDTH =22 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =
WIND LOAD FROM ABOVE =
TOTAL SEISMIC LOAD =192 x 22' / 2 +0 ' / 2 +0 =2112 lbs CONTROLS
TOTAL WIND LOAD =130 x 22' / 2 +0 ' / 2 +0 =1430 lbs
TOTAL PANEL LENGTH =13.8 ft
SHEAR = ( 2112 # / 13.8' ) = 153 plf Use Shear Wall Type 9
Vallow x (1.25 - 0.125 x h/w)=204 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =8 3.5 2.3
Panel Height, h (ft) =9 5 5
Check Shear Panel, h/w = 1.125 1.428571 2.17391
h/w>2:1 =1.00 1.00 0.92
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 11019.1 2678.261 1760
Uplift Load from Level Above,Pu (lbs) =0
Max Distance from End of Wall, d (ft) =0
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =11019.1 2678.261 1760
RESISTING MOMENT
Dead Load from Roof = 22 22 22
Dead Load from Floor =
Dead Load from Exterior Wall = 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 157 157 157
RM (ft*lb) =(wdlxLw
2/2)x 0.45 2241 429 185
Length between holdowns, Lw(eff) (ft) = 8.0 3.5 2.3
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 1097 643 685
Holdown Type CS16 CS16 CS16
1705 1705 1705
FRAMING ANCHOR SPACING
diaph. length =22 ft
diaph. Shear = 2112 lbs
diaph. Shear from Above = 0 lbs
Vdiaph = 96 plf
USE A-35's @ 24''o.c.
192
L3 - 7
BLDG 3-PLEX
Shear Wall Line 1F-2F
SEISMIC WIND
LATERAL SECTION X2F ==160 lb/ft WIDTH =42 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =8862
WIND LOAD FROM ABOVE =2730
TOTAL SEISMIC LOAD =207 x 42' / 2 +0 ' / 2 +8862 =13209 lbs CONTROLS
TOTAL WIND LOAD =160 x 42' / 2 +0 ' / 2 +2730 =6090 lbs
TOTAL PANEL LENGTH =19.427 ft
SHEAR = ( 13209 # /19.4266666666667' )= 680 plf Use Shear Wall Type 14
Vallow x (1.25 - 0.125 x h/w)=742 plf
SHEAR PANEL DESIGN (x2) (x2)
Panel Lengths, w (ft) =3 2.5 3.67 2.42 2.34
Panel Height, h (ft) =9 9 9 9 9
Opening Height, h (ft) =7 7 5 5 7
Check Shear Panel, h/w = 3 2.8 2.45232 2.06897 2.99145
h/w>2:1 =0.67 0.56 0.82 0.54 0.52
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 14279 11899 12477 8216 11137
Uplift Load from Level Above,Pu (lbs) =0 931 823
Max Distance from End of Wall, d (ft) =0 3.67 2.83
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =14278.8 11898.98 15892.3 10544.4 11137.4
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor =15 15 15
Dead Load from Exterior Wall = 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 135 150 135 150 150
RM (ft*lb) =(wdlxLw
2/2)x 0.45 271 209 405 195 183
Length between holdowns, Lw(eff) (ft) = 3.0 2.5 3.7 2.4 2.3
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 4669 4676 4220 4282 4681
Holdown Type (2) CS14 (2) CS14 (2) CS14 (2) CS14 (2) CS14
4980 4980 4980 4980 4980
FRAMING ANCHOR SPACING
diaph. length =64 ft
diaph. Shear = 13209 lbs
diaph. Shear from Above = 8862 lbs
Vdiaph = 68 plf
USE A-35's @ 24''o.c.
(2*71+1*65)
L3 - 8
BLDG 3-PLEX
Shear Wall Line 2F-2F
SEISMIC WIND
LATERAL SECTION X2F ==160 lb/ft WIDTH =42 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =8862
WIND LOAD FROM ABOVE =2730
TOTAL SEISMIC LOAD =207 x 42' / 2 +0 ' / 2 +8862 =13209 lbs CONTROLS
TOTAL WIND LOAD =160 x 42' / 2 +0 ' / 2 +2730 =6090 lbs
TOTAL PANEL LENGTH =35.2 ft
SHEAR = ( 13209 # /35.1566666666667' )= 376 plf Use Shear Wall Type 12
Vallow x (1.25 - 0.125 x h/w)=620 plf
SHEAR PANEL DESIGN (x2) (x2) (x2)
Panel Lengths, w (ft) =2.91 6.17 3.25 8 2.50
Panel Height, h (ft) =9 9 9 9 9
Opening Height, h (ft) =5 5 5 9 5
Check Shear Panel, h/w = 3.09278 1.459459 2.76923 1.125 2
h/w>2:1 =0.65 1.00 0.72 1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 5467 11585 6105 27052 4696
Uplift Load from Level Above,Pu (lbs) =1380
Max Distance from End of Wall, d (ft) =2.91
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =9482.5 11584.64 6105.42 27051.7 4696.48
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor =
Dead Load from Exterior Wall = 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 135 135 135 135 135
RM (ft*lb) =(wdlxLw
2/2)x 0.45 255 1145 318 1927 188
Length between holdowns, Lw(eff) (ft) = 2.9 6.2 3.3 8.0 2.5
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 3171 1693 1781 3141 1803
Holdown Type (2) CS16 (2) CS16 (2) CS16 (2) CS16 (2) CS16
3410 3410 3410 3410 3410
FRAMING ANCHOR SPACING
diaph. length =64 ft
diaph. Shear = 13209 lbs
diaph. Shear from Above = 8862 lbs
Vdiaph = 68 plf
USE A-35's @ 24''o.c.
(2*71+1*65)
L3 - 9
BLDG 3-PLEX
Shear Wall Line AF-2F
SEISMIC WIND
LATERAL SECTION Y1F-2F ==160 lb/ft WIDTH =22 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =2112
WIND LOAD FROM ABOVE =1430
TOTAL SEISMIC LOAD =86 x 22' / 2 +0 ' / 2 +2112 =3058 lbs
TOTAL WIND LOAD =160 x 22' / 2 +0 ' / 2 +1430 =3190 lbs CONTROLS
TOTAL PANEL LENGTH =22.51 ft
SHEAR = ( 3190 # /22.5133333333333' )= 142 plf Use Shear Wall Type 10
Vallow x (1.25 - 0.125 x h/w)=300 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =2.17 3.5 2.17 7.34 7.34
Panel Height, h (ft) =5 5 5 9 9
Opening Height, h (ft) =5 5 5 9 9
Check Shear Panel, h/w = 2.30769 1.428571 2.30769 1.22616 1.22616
h/w>2:1 =0.87 1.00 0.87 1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 1535 2480 1535 9360 9360
Uplift Load from Level Above,Pu (lbs) =623
Max Distance from End of Wall, d (ft) =2.17
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =1535 2480 2887 9360 9360
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15 15 15 15
Dead Load from Exterior Wall = 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 150 150 150 150 150
RM (ft*lb) =(wdlxLw
2/2)x 0.67 157 410 157 1802 1802
Length between holdowns, Lw(eff) (ft) = 2.2 3.5 2.2 7.3 7.3
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 636 591 1260 1030 1030
Holdown Type (2) CS16 (2) CS16 (2) CS16 CS16 CS16
3410 3410 3410 1705 1705
FRAMING ANCHOR SPACING
diaph. length =26 ft
diaph. Shear = 3190 lbs
diaph. Shear from Above = 2112 lbs
Vdiaph = 41 plf
USE A-35's @ 24''o.c.
86
L3 - 10
BLDG 3-PLEX
Shear Wall Line BF-2F
SEISMIC WIND
LATERAL SECTION Y1F-2F ==160 lb/ft WIDTH =22 ft
LATERAL SECTION Y1F-2F ==160 lb/ft WIDTH =21 ft
SEISMIC LOAD FROM ABOVE =4044
WIND LOAD FROM ABOVE =2795
TOTAL SEISMIC LOAD =86 x 22' / 2 +83 21' / 2 +4044 =5862 lbs
TOTAL WIND LOAD =160 x 22' / 2 +160 21' / 2 +2795 =6235 lbs CONTROLS
TOTAL PANEL LENGTH =26 ft
SHEAR = ( 6235 # / 26' ) = 240 plf Use Shear Wall Type 10
Vallow x (1.25 - 0.125 x h/w)=320 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =11 15
Panel Height, h (ft) =9 9
Check Shear Panel, h/w = 0.81818 0.6
h/w>2:1 =1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*Lw*H (ft*lbs) 23741 32374.04
Uplift Load from Level Above,Pu (lbs) =1435 1306
Max Distance from End of Wall, d (ft) =11 15
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =39526 51964.04
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15
Dead Load from Exterior Wall =
Dead Load from Interior Wall = 90 90
Dead Load Sub Total = 105 105
RM (ft*lb) =(wdlxLw
2/2)x 0.67 2833 5268
Length between holdowns, Lw(eff) (ft) = 11.0 15.0
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 3336 3113
Holdown Type (2) CS16 (2) CS16
3410 3410
FRAMING ANCHOR SPACING
diaph. length =44 ft
diaph. Shear = 6235 lbs
diaph. Shear from Above = 4044 lbs
Vdiaph = 50 plf
USE A-35's @ 24''o.c.
86
83
L3 - 11
BLDG 3-PLEX
Shear Wall Line CF-2F
SEISMIC WIND
LATERAL SECTION Y1F-2F ==160 lb/ft WIDTH =21 ft
LATERAL SECTION Y1F-2F ==160 lb/ft WIDTH =22 ft
SEISMIC LOAD FROM ABOVE =4044
WIND LOAD FROM ABOVE =2795
TOTAL SEISMIC LOAD =83 x 21' / 2 +86 22' / 2 +4044 =5862 lbs
TOTAL WIND LOAD =160 x 21' / 2 +160 22' / 2 +2795 =6235 lbs CONTROLS
TOTAL PANEL LENGTH =26 ft
SHEAR = ( 6235 # / 26' ) = 240 plf Use Shear Wall Type 10
Vallow x (1.25 - 0.125 x h/w)=320 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =11 15
Panel Height, h (ft) =9 9
Check Shear Panel, h/w = 0.81818 0.6
h/w>2:1 =1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*Lw*H (ft*lbs) 23741 32374.04
Uplift Load from Level Above,Pu (lbs) =1435 1306
Max Distance from End of Wall, d (ft) =11 15
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =39526 51964.04
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15
Dead Load from Exterior Wall =
Dead Load from Interior Wall = 90 90
Dead Load Sub Total = 105 105
RM (ft*lb) =(wdlxLw
2/2)x 0.67 2833 5268
Length between holdowns, Lw(eff) (ft) = 11.0 15.0
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 3336 3113
Holdown Type (2) CS16 (2) CS16
3410 3410
FRAMING ANCHOR SPACING
diaph. length =44 ft
diaph. Shear = 6235 lbs
diaph. Shear from Above = 4044 lbs
Vdiaph = 50 plf
USE A-35's @ 24''o.c.
83
86
L3 - 12
BLDG 3-PLEX
Shear Wall Line DF-2F
SEISMIC WIND
LATERAL SECTION Y1F-2F ==160 lb/ft WIDTH =22 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =2112
WIND LOAD FROM ABOVE =1430
TOTAL SEISMIC LOAD =86 x 22' / 2 +0 ' / 2 +2112 =3058 lbs
TOTAL WIND LOAD =160 x 22' / 2 +0 ' / 2 +1430 =3190 lbs CONTROLS
TOTAL PANEL LENGTH =22.51 ft
SHEAR = ( 3190 # /22.5133333333333' )= 142 plf Use Shear Wall Type 10
Vallow x (1.25 - 0.125 x h/w)=300 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =2.17 3.5 2.17 7.34 7.34
Panel Height, h (ft) =5 5 5 9 9
Opening Height, h (ft) =5 5 5 9 9
Check Shear Panel, h/w = 2.30769 1.428571 2.30769 1.22616 1.22616
h/w>2:1 =0.87 1.00 0.87 1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 1535 2480 1535 9360 9360
Uplift Load from Level Above,Pu (lbs) =623
Max Distance from End of Wall, d (ft) =2.17
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =1535.02 2479.642 2886.93 9360.29 9360.29
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15 15 15 15
Dead Load from Exterior Wall = 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 150 150 150 150 150
RM (ft*lb) =(wdlxLw
2/2)x 0.67 157 410 157 1802 1802
Length between holdowns, Lw(eff) (ft) = 2.2 3.5 2.2 7.3 7.3
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 636 591 1260 1030 1030
Holdown Type (2) CS16 (2) CS16 (2) CS16 CS16 CS16
3410 3410 3410 1705 1705
FRAMING ANCHOR SPACING
diaph. length =44 ft
diaph. Shear = 3190 lbs
diaph. Shear from Above = 2112 lbs
Vdiaph = 25 plf
USE A-35's @ 24''o.c.
86
L3 - 13
BLDG 3-PLEX
Shear Wall Line 1F-1F
SEISMIC WIND
LATERAL SECTION X1F ==154 lb/ft WIDTH =20 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =13209
WIND LOAD FROM ABOVE =6090
TOTAL SEISMIC LOAD =91 x 20' / 2 +0 ' / 2 +13209 =14119 lbs CONTROLS
TOTAL WIND LOAD =154 x 20' / 2 +0 ' / 2 +6090 =7630 lbs
TOTAL PANEL LENGTH =27.507 ft
SHEAR = ( 14119 # /27.5066666666667' )= 513 plf Use Shear Wall Type 14
Vallow x (1.25 - 0.125 x h/w)=683 plf
SHEAR PANEL DESIGN (x2) (x2) (x2)
Panel Lengths, w (ft) =2.75 2.42 2.42 3 6.17 3.17
Panel Height, h (ft) =9 6 6 9 9 9
Opening Height, h (ft) =6 6 6 6 9 6
Check Shear Panel, h/w = 3.27273 2.482759 2.48276 3 1.45946 2.84211
h/w>2:1 =0.61 0.81 0.81 0.67 1.00 0.70
OVERTURNING ANALYSIS
OTM at Level =Vwall*Lw*H (ft*lbs) 8469 7443 7443 9239 28488 9753
Uplift Load from Level Above,Pu (lbs) =0 4122
Max Distance from End of Wall, d (ft) =0 3
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =8469 7443 7443 21606 28488 9753
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15 15 15 15 15
Dead Load from Exterior Wall = 135 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 150 150 150 150 150 150
Point Load (dL) = 0 0 0
Dist from wall end, d (ft) = 0 0 0
RM (ft*lb) =(wdlxLw
2/2+Pdlxd))x 0.45 253 195 195 301 1272 335
Length between holdowns, Lw(eff) (ft) = 2.8 2.4 2.4 3.0 6.2 3.2
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 2988 2999 2999 7102 4413 2974
Holdown Type HDU2 HDU2 HDU2 HDU8 HDU5 HDU2
3075 3075 3075 7890 5625 3075
FRAMING ANCHOR SPACING
diaph. length =64 ft
diaph. Shear = 14119 lbs
diaph. Shear from Above = 13209 lbs
Vdiaph = 14 plf
USE A-35's @ 24''o.c.
(2*31+1*29)
L3 - 14
BLDG 3-PLEX
Shear Wall Line 2F-1F
SEISMIC WIND
LATERAL SECTION X1F ==154 lb/ft WIDTH =20 ft
LATERAL SECTION X1F ==154 lb/ft WIDTH =22 ft
SEISMIC LOAD FROM ABOVE =
WIND LOAD FROM ABOVE =
TOTAL SEISMIC LOAD =91 x 20' / 2 +91 22' / 2 +0 =1911 lbs
TOTAL WIND LOAD =154 x 20' / 2 +154 22' / 2 +0 =3234 lbs CONTROLS
TOTAL PANEL LENGTH =24 ft
SHEAR = ( 3234 # / 24' ) = 135 plf Use Shear Wall Type 11
Vallow x (1.25 - 0.125 x h/w)=410 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =8 8 8
Panel Height, h (ft) =9 9 9
Check Shear Panel, h/w = 1.125 1.125 1.125
h/w>2:1 =1.00 1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 9702 9702 9702
Uplift Load from Level Above,Pu (lbs) =0
Max Distance from End of Wall, d (ft) =0
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =9702 9702 9702
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15 15
Dead Load from Exterior Wall = 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 150 150 150
Point Load (dL) = 0
Dist from wall end, d (ft) = 0
RM (ft*lb) =(wdlxLw
2/2+Pdlxd))x 0.67 2141 2141 2141
Length between holdowns, Lw(eff) (ft) = 7.5 7.5 7.5
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 1008 1008 1008
Holdown Type HDU2 HDU2 HDU2
3075 3075 3075
FRAMING ANCHOR SPACING
diaph. length =64 ft
diaph. Shear = 3234 lbs
diaph. Shear from Above = 0 lbs
Vdiaph = 51 plf
USE A-35's @ 24''o.c.
(2*31+1*29)
(2*31+1*29)
L3 - 15
BLDG 3-PLEX
Shear Wall Line 3F-1F
SEISMIC WIND
LATERAL SECTION X1F ==154 lb/ft WIDTH =22 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =13209
WIND LOAD FROM ABOVE =6090
TOTAL SEISMIC LOAD =91 x 22' / 2 +0 ' / 2 +13209 =14210 lbs CONTROLS
TOTAL WIND LOAD =154 x 22' / 2 +0 ' / 2 +6090 =7784 lbs
TOTAL PANEL LENGTH =12.347 ft
SHEAR = ( 14210 # /12.3466666666667' )= 1151 plf Use Shear Wall Type 15
Vallow x (1.25 - 0.125 x h/w)=1554 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =2.34 3.83 3.83 2.34
Panel Height, h (ft) =7 7 7 7
Opening Height, h (ft) =7 7 7 7
Check Shear Panel, h/w = 2.99145 1.826087 1.82609 2.99145
h/w>2:1 =0.67 1.00 1.00 0.67
OVERTURNING ANALYSIS
OTM at Level =Vwall*Lw*H (ft*lbs) 18852 30883 30883 18852
Uplift Load from Level Above,Pu (lbs) =3171 3171
Max Distance from End of Wall, d (ft) =2.34 2.34
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =26272 30883 30883 26272.2
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15 15 15
Dead Load from Exterior Wall = 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 150 150 150 150
Point Load (dL) = 0 3196 3196
Dist from wall end, d (ft) = 0 3.83 3.83 2.34
RM (ft*lb) =(wdlxLw
2/2+Pdlxd))x 0.45 183 5951 5951 183
Length between holdowns, Lw(eff) (ft) = 2.3 3.8 3.8 2.3
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 11149 6561 6561 11149
Holdown Type HDU11 HDU8 HDU8 HDU11
11175 6970 970 11175
HDU8 @ NON STRAP ABV HDU8 @ NON STRAP ABV
FRAMING ANCHOR SPACING
diaph. length = 64 ft
diaph. Shear = 14210 lbs
diaph. Shear from Above = 13209 lbs
Vdiaph = 16 plf
USE A-35's @ 24''o.c.
(2*31+1*29)
(1) WSWH 12x7 FOR ADD'L SUPPORT
L3 - 16
BLDG 3-PLEX
Shear Wall Line AF-1F
SEISMIC WIND
LATERAL SECTION Y1F-1F ==154 lb/ft WIDTH =22 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =3058
WIND LOAD FROM ABOVE =3190
TOTAL SEISMIC LOAD =44 x 22' / 2 +0 ' / 2 +3058 =3542 lbs
TOTAL WIND LOAD =154 x 22' / 2 +0 ' / 2 +3190 =4884 lbs CONTROLS
TOTAL PANEL LENGTH =20 ft
SHEAR = ( 4884 # / 20' ) = 244 plf Use Shear Wall Type 11
Vallow x (1.25 - 0.125 x h/w)=410 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =20
Panel Height, h (ft) =9
Check Shear Panel, h/w = 0.45
h/w>2:1 =1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*Lw*H (ft*lbs) 43956
Uplift Load from Level Above,Pu (lbs) =2310
Max Distance from End of Wall, d (ft) =20
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =90156
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15
Dead Load from Exterior Wall = 135
Dead Load from Interior Wall =
Dead Load Sub Total = 150
Point Load (dL) = 0
Dist from wall end, d (ft) = 0
RM (ft*lb) =(wdlxLw
2/2+Pdlxd))x 0.67 13380
Length between holdowns, Lw(eff) (ft) = 19.5
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 3937
Holdown Type HDU4
4565
FRAMING ANCHOR SPACING
diaph. length =26 ft
diaph. Shear = 4884 lbs
diaph. Shear from Above = 3058 lbs
Vdiaph = 70 plf
USE A-35's @ 24''o.c.
44
L3 - 17
BLDG 3-PLEX
Shear Wall Line BF-1F
SEISMIC WIND
LATERAL SECTION Y1F-1F ==154 lb/ft WIDTH =22 ft
LATERAL SECTION Y1F-1F ==154 lb/ft WIDTH =21 ft
SEISMIC LOAD FROM ABOVE =5862
WIND LOAD FROM ABOVE =6235
TOTAL SEISMIC LOAD =44 x 22' / 2 +43 21' / 2 +5862 =6797 lbs
TOTAL WIND LOAD =154 x 22' / 2 +154 21' / 2 +6235 =9546 lbs CONTROLS
TOTAL PANEL LENGTH =34 ft
SHEAR = ( 9546 # / 34' ) = 281 plf Use Shear Wall Type 11
Vallow x (1.25 - 0.125 x h/w)=410 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =16 18
Panel Height, h (ft) =9 9
Check Shear Panel, h/w = 0.5625 0.5
h/w>2:1 =1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*Lw*H (ft*lbs) 40430.1 45483.88
Uplift Load from Level Above,Pu (lbs) =3378 1861
Max Distance from End of Wall, d (ft) =16 18
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =94478.1 78981.88
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15
Dead Load from Exterior Wall =
Dead Load from Interior Wall = 90 90
Dead Load Sub Total = 105 105
Point Load (dL) =
Dist from wall end, d (ft) =
RM (ft*lb) =(wdlxLw
2/2+Pdlxd))x 0.67 5994 7586
Length between holdowns, Lw(eff) (ft) = 16.0 18.0
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 5530 3966
Holdown Type HDU5 HDU4
5625 4565
FRAMING ANCHOR SPACING
diaph. length =44 ft
diaph. Shear = 9546 lbs
diaph. Shear from Above = 6235 lbs
Vdiaph = 75 plf
USE A-35's @ 24''o.c.
44
43
L3 - 18
BLDG 3-PLEX
Shear Wall Line CF-1F
SEISMIC WIND
LATERAL SECTION Y1F-1F ==154 lb/ft WIDTH =21 ft
LATERAL SECTION Y1F-1F ==154 lb/ft WIDTH =22 ft
SEISMIC LOAD FROM ABOVE =5862
WIND LOAD FROM ABOVE =6235
TOTAL SEISMIC LOAD =43 x 21' / 2 +45 22' / 2 +5862 =6808 lbs
TOTAL WIND LOAD =154 x 21' / 2 +154 22' / 2 +6235 =9546 lbs CONTROLS
TOTAL PANEL LENGTH =34 ft
SHEAR = ( 9546 # / 34' ) = 281 plf Use Shear Wall Type 11
Vallow x (1.25 - 0.125 x h/w)=410 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =18 16
Panel Height, h (ft) =9 9
Check Shear Panel, h/w = 0.5 0.5625
h/w>2:1 =1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*Lw*H (ft*lbs) 45483.9 40430.12
Uplift Load from Level Above,Pu (lbs) =1861 3336
Max Distance from End of Wall, d (ft) =18 16
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =78981.9 93806.12
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15
Dead Load from Exterior Wall =
Dead Load from Interior Wall = 90 90
Dead Load Sub Total = 105 105
Point Load (dL) = 0 0
Dist from wall end, d (ft) = 0 0
RM (ft*lb) =(wdlxLw
2/2+Pdlxd))x 0.67 7586 5994
Length between holdowns, Lw(eff) (ft) = 18.0 16.0
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 3966 5488
Holdown Type HDU4 HDU5
4565 5625
FRAMING ANCHOR SPACING
diaph. length =44 ft
diaph. Shear = 9546 lbs
diaph. Shear from Above = 5862 lbs
Vdiaph = 84 plf
USE A-35's @ 24''o.c.
43
44
L3 - 19
BLDG 3-PLEX
Shear Wall Line DF-1F
SEISMIC WIND
LATERAL SECTION Y1F-1F ==154 lb/ft WIDTH =22 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =3058
WIND LOAD FROM ABOVE =3190
TOTAL SEISMIC LOAD =44 x 22' / 2 +51 ' / 2 +3058 =3542 lbs
TOTAL WIND LOAD =154 x 22' / 2 +0 ' / 2 +3190 =4884 lbs CONTROLS
TOTAL PANEL LENGTH =20 ft
SHEAR = ( 4884 # / 20' ) = 244 plf Use Shear Wall Type 12
Vallow x (1.25 - 0.125 x h/w)=640 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =20
Panel Height, h (ft) =9
Check Shear Panel, h/w = 0.45
h/w>2:1 =1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*Lw*H (ft*lbs) 43956
Uplift Load from Level Above,Pu (lbs) =2310
Max Distance from End of Wall, d (ft) =20
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =90156
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15
Dead Load from Exterior Wall =
Dead Load from Interior Wall = 90
Dead Load Sub Total = 105
Point Load (dL) = 2000
Dist from wall end, d (ft) = 16
RM (ft*lb) =(wdlxLw
2/2+Pdlxd))x 0.67 23638
Length between holdowns, Lw(eff) (ft) = 20.0
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 3326
Holdown Type HDU4
4565
FRAMING ANCHOR SPACING
diaph. length =26 ft
diaph. Shear = 4884 lbs
diaph. Shear from Above = 3058 lbs
Vdiaph = 70 plf
USE A-35's @ 24''o.c.
44
L4 - 1
BLDG 4-PLEX
Shear Wall Line 1R
SEISMIC WIND
LATERAL SECTION X1R ==130 lb/ft WIDTH =42 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =
WIND LOAD FROM ABOVE =
TOTAL SEISMIC LOAD =530 x 42' / 2 +0 ' / 2 +0 =11130 lbs CONTROLS
TOTAL WIND LOAD =130 x 42' / 2 +0 ' / 2 +0 =2730 lbs
TOTAL PANEL LENGTH =51.677 ft
SHEAR = ( 11130 # /51.6766666666667' )= 215 plf Use Shear Wall Type 10
Vallow x (1.25 - 0.125 x h/w)=273 plf
SHEAR PANEL DESIGN (x2) (x2) (x2) (x2)
Panel Lengths, w (ft) =13 13 3.67 2.83 3.17 3.17
Panel Height, h (ft) =9 9 5 5 5 5
Check Shear Panel, h/w = 0.69231 0.692308 1.3624 1.76471 1.57895 1.57895
h/w>2:1 =1.00 1.00 1.00 1.00 1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*Lw*H (ft*lbs) 25199.2 25199.19 3952.18 3051.18 3410.15 3410.15
Uplift Load from Level Above,Pu (lbs) =0
Max Distance from End of Wall, d (ft) =0
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =25199.2 25199.19 3952.18 3051.18 3410.15 3410.15
RESISTING MOMENT
Dead Load from Roof = 252 252 252 252 32 32
Dead Load from Floor =
Dead Load from Exterior Wall = 135 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 387 387 387 387 167 167
RM (ft*lb) =(wdlxLw
2/2)x 0.45 14585 14585 1162 693 373 373
Length between holdowns, Lw(eff) (ft) = 13.0 13.0 3.7 2.8 3.2 3.2
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 816 816 760 832 959 959
Holdown Type CS16 CS16 CS16 CS16 CS16 CS16
1705 1705 1705 1705 1705 1705
FRAMING ANCHOR SPACING
diaph. length =80 ft
diaph. Shear = 8365 lbs
diaph. Shear from Above = 0 lbs
Vdiaph = 105 plf
USE A-35's @ 24''o.c.
(2*139+2*126)
L4 - 2
BLDG 4-PLEX
Shear Wall Line 2R
SEISMIC WIND
LATERAL SECTION X1R ==130 lb/ft WIDTH =42 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =
WIND LOAD FROM ABOVE =
TOTAL SEISMIC LOAD =530 x 42' / 2 +0 ' / 2 +0 =11130 lbs CONTROLS
TOTAL WIND LOAD =130 x 42' / 2 +0 ' / 2 +0 =2730 lbs
TOTAL PANEL LENGTH =36.98 ft
SHEAR = ( 11130 # /36.98' )= 301 plf Use Shear Wall Type 11
Vallow x (1.25 - 0.125 x h/w)=335 plf
SHEAR PANEL DESIGN (x2) (x2) (x2) (x2) (x2)
Panel Lengths, w (ft) =5 3.5 5.75 2.58 2.58
Panel Height, h (ft) =9 9 9 9 9
Opening Height, h (ft) =5 5 5 5 5
Check Shear Panel, h/w = 1.8 2.571429 1.56522 3.48837 3.48837
h/w>2:1 =1.00 0.78 1.00 0.57 0.57
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 7524 5267 8653 3883 3883
Uplift Load from Level Above,Pu (lbs) =0
Max Distance from End of Wall, d (ft) =0
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =7524 5267 8653 3883 3883
RESISTING MOMENT
Dead Load from Roof = 176 176 176 22 22
Dead Load from Floor =
Dead Load from Exterior Wall = 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 311 311 311 157 157
RM (ft*lb) =(wdlxLw
2/2)x 0.45 1749 850 2293 233 233
Length between holdowns, Lw(eff) (ft) = 5.0 3.5 5.8 2.6 2.6
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 1155 1262 1106 1415 1415
Holdown Type (2) CS16 (2) CS16 (2) CS16 (2) CS16 (2) CS16
3410 3410 3410 3410 3410
FRAMING ANCHOR SPACING
diaph. length =80 ft
diaph. Shear = 5842 lbs
diaph. Shear from Above = 0 lbs
Vdiaph = 73 plf
USE A-35's @ 24''o.c.
(2*139+2*126)
L4 - 3
BLDG 4-PLEX
Shear Wall Line AR
SEISMIC WIND
LATERAL SECTION Y1R ==130 lb/ft WIDTH =24 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =
WIND LOAD FROM ABOVE =
TOTAL SEISMIC LOAD =142 x 24' / 2 +0 ' / 2 +0 =1704 lbs CONTROLS
TOTAL WIND LOAD =130 x 24' / 2 +0 ' / 2 +0 =1560 lbs
TOTAL PANEL LENGTH =6.67 ft
SHEAR = ( 1704 # / 6.67' ) = 255 plf Use Shear Wall Type 10
Vallow x (1.25 - 0.125 x h/w)=265 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =4 2.67
Panel Height, h (ft) =9 9
Opening Height, h (ft) =5 5
Check Shear Panel, h/w = 1.25 3.370787
h/w>2:1 =1.00 1.07
OVERTURNING ANALYSIS
OTM at Level =Vwall*Lw*H (ft*lbs) 5109 3411
Uplift Load from Level Above,Pu (lbs) =0
Max Distance from End of Wall, d (ft) =0
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =5109 3411
RESISTING MOMENT
Dead Load from Roof = 22 22
Dead Load from Floor =
Dead Load from Exterior Wall = 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 157 157
RM (ft*lb) =(wdlxLw
2/2)x 0.45 560 250
Length between holdowns, Lw(eff) (ft) = 4.0 2.7
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 1137 1184
Holdown Type (2) CS16 (2) CS16
3410 3410
FRAMING ANCHOR SPACING
diaph. length =22 ft
diaph. Shear = 1704 lbs
diaph. Shear from Above = 0 lbs
Vdiaph = 77 plf
USE A-35's @ 24''o.c.
142
L4 - 4
BLDG 4-PLEX
Shear Wall Line BR
SEISMIC WIND
LATERAL SECTION Y1R ==130 lb/ft WIDTH =24 ft
LATERAL SECTION Y2R ==130 lb/ft WIDTH =21 ft
SEISMIC LOAD FROM ABOVE =
WIND LOAD FROM ABOVE =
TOTAL SEISMIC LOAD =142 x 24' / 2 +184 21' / 2 +0 =3636 lbs CONTROLS
TOTAL WIND LOAD =130 x 24' / 2 +130 21' / 2 +0 =2925 lbs
TOTAL PANEL LENGTH =21.75 ft
SHEAR = ( 3636 # /21.75' )= 167 plf Use Shear Wall Type 10
Vallow x (1.25 - 0.125 x h/w)=320 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =10.75 11
Panel Height, h (ft) =9 9
Check Shear Panel, h/w = 0.83721 0.818182
h/w>2:1 =1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*Lw*H (ft*lbs) 16173.9 16550.07
Uplift Load from Level Above,Pu (lbs) =0
Max Distance from End of Wall, d (ft) =0
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =16173.9 16550.07
RESISTING MOMENT
Dead Load from Roof = 20 20
Dead Load from Floor =
Dead Load from Exterior Wall =
Dead Load from Interior Wall = 90 90
Dead Load Sub Total = 110 110
RM (ft*lb) =(wdlxLw
2/2)x 0.45 2835 2968
Length between holdowns, Lw(eff) (ft) = 10.8 11.0
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 1241 1235
Holdown Type (2) CS16 (2) CS16
3410 3410
FRAMING ANCHOR SPACING
diaph. length =44 ft
diaph. Shear = 3636 lbs
diaph. Shear from Above = 0 lbs
Vdiaph = 83 plf
USE A-35's @ 24''o.c.
142
184
L4 - 5
BLDG 4-PLEX
Shear Wall Line CR
SEISMIC WIND
LATERAL SECTION Y2R ==130 lb/ft WIDTH =21 ft
LATERAL SECTION Y1R ==130 lb/ft WIDTH =21 ft
SEISMIC LOAD FROM ABOVE =
WIND LOAD FROM ABOVE =
TOTAL SEISMIC LOAD =184 x 21' / 2 +184 21' / 2 +0 =3864 lbs CONTROLS
TOTAL WIND LOAD =130 x 21' / 2 +130 21' / 2 +0 =2730 lbs
TOTAL PANEL LENGTH =20 ft
SHEAR = ( 3864 # / 20' ) = 193 plf Use Shear Wall Type 10
Vallow x (1.25 - 0.125 x h/w)=320 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =10 10
Panel Height, h (ft) =9 9
Check Shear Panel, h/w = 0.9 0.9
h/w>2:1 =1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*Lw*H (ft*lbs) 17388 17388
Uplift Load from Level Above,Pu (lbs) =0
Max Distance from End of Wall, d (ft) =0
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =17388 17388
RESISTING MOMENT
Dead Load from Roof = 20 20
Dead Load from Floor =
Dead Load from Exterior Wall =
Dead Load from Interior Wall = 90 90
Dead Load Sub Total = 110 110
RM (ft*lb) =(wdlxLw
2/2)x 0.45 2453 2453
Length between holdowns, Lw(eff) (ft) = 10.0 10.0
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 1494 1494
Holdown Type (2) CS16 (2) CS16
3410 3410
FRAMING ANCHOR SPACING
diaph. length =44 ft
diaph. Shear = 3864 lbs
diaph. Shear from Above = 0 lbs
Vdiaph = 88 plf
USE A-35's @ 24''o.c.
184
184
L4 - 6
BLDG 4-PLEX
Shear Wall Line DR
SEISMIC WIND
LATERAL SECTION Y1R ==130 lb/ft WIDTH =21 ft
LATERAL SECTION Y1R ==130 lb/ft WIDTH =24 ft
SEISMIC LOAD FROM ABOVE =
WIND LOAD FROM ABOVE =
TOTAL SEISMIC LOAD =184 x 21' / 2 +142 24' / 2 +0 =3636 lbs CONTROLS
TOTAL WIND LOAD =130 x 21' / 2 +130 24' / 2 +0 =2925 lbs
TOTAL PANEL LENGTH =21.75 ft
SHEAR = ( 3636 # /21.75' )= 167 plf Use Shear Wall Type 10
Vallow x (1.25 - 0.125 x h/w)=320 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =10.75 11
Panel Height, h (ft) =9 9
Check Shear Panel, h/w = 0.83721 0.818182
h/w>2:1 =1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*Lw*H (ft*lbs) 16173.9 16550.07
Uplift Load from Level Above,Pu (lbs) =0
Max Distance from End of Wall, d (ft) =0
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =16173.9 16550.07
RESISTING MOMENT
Dead Load from Roof = 22 22
Dead Load from Floor =
Dead Load from Exterior Wall = 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 157 157
RM (ft*lb) =(wdlxLw
2/2)x 0.45 4046 4236
Length between holdowns, Lw(eff) (ft) = 10.8 11.0
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 1128 1119
Holdown Type CS16 CS16
1705 1705
FRAMING ANCHOR SPACING
diaph. length =44 ft
diaph. Shear = 3636 lbs
diaph. Shear from Above = 0 lbs
Vdiaph = 83 plf
USE A-35's @ 24''o.c.
184
142
L4 - 7
BLDG 4-PLEX
Shear Wall Line ER
SEISMIC WIND
LATERAL SECTION Y1R ==130 lb/ft WIDTH =24 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =
WIND LOAD FROM ABOVE =
TOTAL SEISMIC LOAD =142 x 24' / 2 +0 ' / 2 +0 =1704 lbs CONTROLS
TOTAL WIND LOAD =130 x 24' / 2 +0 ' / 2 +0 =1560 lbs
TOTAL PANEL LENGTH =6.67 ft
SHEAR = ( 1704 # / 6.67' ) = 255 plf Use Shear Wall Type 10
Vallow x (1.25 - 0.125 x h/w)=265 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =4 2.67
Panel Height, h (ft) =9 9
Opening Height, h (ft) =5 5
Check Shear Panel, h/w = 1.25 3.370787
h/w>2:1 =1.00 1.07
OVERTURNING ANALYSIS
OTM at Level =Vwall*Lw*H (ft*lbs) 9197 6138.999
Uplift Load from Level Above,Pu (lbs) =0
Max Distance from End of Wall, d (ft) =0
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =9197 6138.999
RESISTING MOMENT
Dead Load from Roof = 22 22
Dead Load from Floor =
Dead Load from Exterior Wall = 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 157 157
RM (ft*lb) =(wdlxLw
2/2)x 0.45 560 250
Length between holdowns, Lw(eff) (ft) = 4.0 2.7
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 2159 2206
Holdown Type CS16 CS16
1705 1705
FRAMING ANCHOR SPACING
diaph. length =22 ft
diaph. Shear = 1704 lbs
diaph. Shear from Above = 0 lbs
Vdiaph = 77 plf
USE A-35's @ 24''o.c.
142
L4 - 8
BLDG 4-PLEX
Shear Wall Line 1F-2F
SEISMIC WIND
LATERAL SECTION X2F ==160 lb/ft WIDTH =42 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =11130
WIND LOAD FROM ABOVE =2730
TOTAL SEISMIC LOAD =282 x 42' / 2 +0 ' / 2 +11130 =17052 lbs CONTROLS
TOTAL WIND LOAD =160 x 42' / 2 +0 ' / 2 +2730 =6090 lbs
TOTAL PANEL LENGTH =44.107 ft
SHEAR = ( 17052 # /44.1066666666667' )= 387 plf Use Shear Wall Type 14
Vallow x (1.25 - 0.125 x h/w)=742 plf
SHEAR PANEL DESIGN (x2) (x2) (x2) (x2) (x2)
Panel Lengths, w (ft) =3 10.34 2.34 3.67 2.42
Panel Height, h (ft) =9 9 9 9 9
Opening Height, h (ft) =5 9 7 5 5
Check Shear Panel, h/w = 3 0.870406 2.99145 1.3624 2.06897
h/w>2:1 =0.67 1.00 0.67 1.00 0.97
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 5799 35978 6333 7094 4672
Uplift Load from Level Above,Pu (lbs) =762 762 898 790
Max Distance from End of Wall, d (ft) =3 10.34 3.67 2.83
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =8085 43857 9627 9330 4672
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15 15 15
Dead Load from Exterior Wall = 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 150 135 150 150 150
RM (ft*lb) =(wdlxLw
2/2)x 0.45 301 3219 183 451 195
Length between holdowns, Lw(eff) (ft) = 3.0 10.3 2.3 3.7 2.4
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 2595 3930 4036 2419 1852
Holdown Type (2) CS14 (2) CS14 (2) CS14 (2) CS14 (2) CS14
4980 4980 4980 4980 4980
FRAMING ANCHOR SPACING
diaph. length =80 ft
diaph. Shear = 17052 lbs
diaph. Shear from Above = 11130 lbs
Vdiaph = 74 plf
USE A-35's @ 24''o.c.
(2*76+2*65)
L4 - 9
BLDG 4-PLEX
Shear Wall Line 2F-2F
SEISMIC WIND
LATERAL SECTION X2F ==160 lb/ft WIDTH =42 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =11130
WIND LOAD FROM ABOVE =2730
TOTAL SEISMIC LOAD =282 x 42' / 2 +0 ' / 2 +11130 =17052 lbs CONTROLS
TOTAL WIND LOAD =160 x 42' / 2 +0 ' / 2 +2730 =6090 lbs
TOTAL PANEL LENGTH =44.8 ft
SHEAR = ( 17052 # /44.82' )= 380 plf Use Shear Wall Type 12
Vallow x (1.25 - 0.125 x h/w)=513 plf
SHEAR PANEL DESIGN (x2) (x2) (x2) (x2) (x2)
Panel Lengths, w (ft) =5 4.00 2.58 8 2.58
Panel Height, h (ft) =9 9 9 9 9
Opening Height, h (ft) =5 5 5 9 5
Check Shear Panel, h/w = 1.8 2.25 3.48837 1.125 3.48837
h/w>2:1 =1.00 0.89 0.57 1.00 0.57
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 9511 7609 4908 27393 4908
Uplift Load from Level Above,Pu (lbs) =1234 1312
Max Distance from End of Wall, d (ft) =5 2.58
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =15681.4 7609.103 8292.83 27392.8 4907.87
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15 15 15 15
Dead Load from Exterior Wall = 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 150 150 150 150 150
RM (ft*lb) =(wdlxLw
2/2)x 0.45 836 535 223 2141 223
Length between holdowns, Lw(eff) (ft) = 5.0 4.0 2.6 8.0 2.6
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 2969 1768 3128 3156 1816
Holdown Type (2) CS14 (2) CS16 (2) CS14 (2) CS16 (2) CS16
4980 3410 4980 3410 3410
FRAMING ANCHOR SPACING
diaph. length =80 ft
diaph. Shear = 17052 lbs
diaph. Shear from Above = 11130 lbs
Vdiaph = 74 plf
USE A-35's @ 24''o.c.
(2*76+2*65)
L4 - 11
BLDG 4-PLEX
Shear Wall Line BF-2F
SEISMIC WIND
LATERAL SECTION Y1F-2F ==160 lb/ft WIDTH =24 ft
LATERAL SECTION Y2F-2F ==160 lb/ft WIDTH =21 ft
SEISMIC LOAD FROM ABOVE =3636
WIND LOAD FROM ABOVE =2925
TOTAL SEISMIC LOAD =65 x 24' / 2 +83 21' / 2 +3636 =5288 lbs
TOTAL WIND LOAD =160 x 24' / 2 +160 21' / 2 +2925 =6525 lbs CONTROLS
TOTAL PANEL LENGTH =27 ft
SHEAR = ( 6525 # / 27' ) = 242 plf Use Shear Wall Type 10
Vallow x (1.25 - 0.125 x h/w)=320 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =12 15
Panel Height, h (ft) =9 9
Check Shear Panel, h/w = 0.75 0.6
h/w>2:1 =1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*Lw*H (ft*lbs) 26100 32625
Uplift Load from Level Above,Pu (lbs) =0 0
Max Distance from End of Wall, d (ft) =0 15
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =26100 32625
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15
Dead Load from Exterior Wall =
Dead Load from Interior Wall = 90 90
Dead Load Sub Total = 105 105
RM (ft*lb) =(wdlxLw
2/2)x 0.67 3372 5268
Length between holdowns, Lw(eff) (ft) = 12.0 15.0
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 1894 1824
Holdown Type (2) CS16 (2) CS16
3410 3410
FRAMING ANCHOR SPACING
diaph. length =44 ft
diaph. Shear = 6525 lbs
diaph. Shear from Above = 3636 lbs
Vdiaph = 66 plf
USE A-35's @ 24''o.c.
65
83
L4 - 12
BLDG 4-PLEX
Shear Wall Line CF-2F
SEISMIC WIND
LATERAL SECTION Y2F-2F ==160 lb/ft WIDTH =21 ft
LATERAL SECTION Y2F-2F ==160 lb/ft WIDTH =22 ft
SEISMIC LOAD FROM ABOVE =4044
WIND LOAD FROM ABOVE =2795
TOTAL SEISMIC LOAD =83 x 21' / 2 +86 22' / 2 +4044 =5862 lbs
TOTAL WIND LOAD =160 x 21' / 2 +160 22' / 2 +2795 =6235 lbs CONTROLS
TOTAL PANEL LENGTH =29 ft
SHEAR = ( 6235 # / 29' ) = 215 plf Use Shear Wall Type 10
Vallow x (1.25 - 0.125 x h/w)=320 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =14.5 14.5
Panel Height, h (ft) =9 9
Check Shear Panel, h/w = 0.62069 0.62069
h/w>2:1 =1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*Lw*H (ft*lbs) 28057.5 28057.5
Uplift Load from Level Above,Pu (lbs) =
Max Distance from End of Wall, d (ft) =
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =28057.5 28057.5
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15
Dead Load from Exterior Wall =
Dead Load from Interior Wall = 90 90
Dead Load Sub Total = 105 105
RM (ft*lb) =(wdlxLw
2/2)x 0.67 4923 4923
Length between holdowns, Lw(eff) (ft) = 14.5 14.5
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 1595 1595
Holdown Type (2) CS16 (2) CS16
3410 3410
FRAMING ANCHOR SPACING
diaph. length =44 ft
diaph. Shear = 6235 lbs
diaph. Shear from Above = 4044 lbs
Vdiaph = 50 plf
USE A-35's @ 24''o.c.
83
83
L4 - 13
BLDG 4-PLEX
Shear Wall Line DF-2F
SEISMIC WIND
LATERAL SECTION Y1F-2F ==160 lb/ft WIDTH =24 ft
LATERAL SECTION Y2F-2F ==160 lb/ft WIDTH =21 ft
SEISMIC LOAD FROM ABOVE =3636
WIND LOAD FROM ABOVE =2925
TOTAL SEISMIC LOAD =65 x 24' / 2 +83 21' / 2 +3636 =5288 lbs
TOTAL WIND LOAD =160 x 24' / 2 +160 21' / 2 +2925 =6525 lbs CONTROLS
TOTAL PANEL LENGTH =27.00 ft
SHEAR = ( 6525 # / 27' ) = 242 plf Use Shear Wall Type 10
Vallow x (1.25 - 0.125 x h/w)=300 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =12 15
Panel Height, h (ft) =9 9
Opening Height, h (ft) =9 9
Check Shear Panel, h/w = 0.75 0.6
h/w>2:1 = 1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 26100 32625
Uplift Load from Level Above,Pu (lbs) =
Max Distance from End of Wall, d (ft) =
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =26100 32625
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15
Dead Load from Exterior Wall = 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 150 150
RM (ft*lb) =(wdlxLw
2/2)x 0.67 4817 7526
Length between holdowns, Lw(eff) (ft) = 12.0 15.0
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 1774 1673
Holdown Type (2) CS16 (2) CS16
3410 3410
FRAMING ANCHOR SPACING
diaph. length =26 ft
diaph. Shear = 6525 lbs
diaph. Shear from Above = 3636 lbs
Vdiaph = 111 plf
USE A-35's @ 24''o.c.
65
83
L4 - 15
BLDG 4-PLEX
Shear Wall Line 1F-1F
SEISMIC WIND
LATERAL SECTION X1F ==154 lb/ft WIDTH =20 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =17052
WIND LOAD FROM ABOVE =6090
TOTAL SEISMIC LOAD =126 x 20' / 2 +0 ' / 2 +17052 =18312 lbs CONTROLS
TOTAL WIND LOAD =154 x 20' / 2 +0 ' / 2 +6090 =7630 lbs
TOTAL PANEL LENGTH =64.677 ft
SHEAR = ( 18312 # /64.6766666666667' )= 283 plf Use Shear Wall Type 14
Vallow x (1.25 - 0.125 x h/w)=683 plf
SHEAR PANEL DESIGN (x2) (x2) (x2) (x2) (x2)
Panel Lengths, w (ft) =9 11 3 6.17 3.17
Panel Height, h (ft) =9 9 6 6 6
Opening Height, h (ft) =6 9 6 6 6
Check Shear Panel, h/w = 1 0.818182 2 0.97297 1.89274
h/w>2:1 =1.00 1.00 1.00 1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 15289 28030 5096 10476 5385
Uplift Load from Level Above,Pu (lbs) =0 3886 4089
Max Distance from End of Wall, d (ft) =0 11 6.17
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =15289 70771 5096 35705 5385
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15 15 15 15
Dead Load from Exterior Wall = 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 150 150 150 150 150
Point Load (dL) = 0 0 0
Dist from wall end, d (ft) = 0 0 0
RM (ft*lb) =(wdlxLw
2/2+Pdlxd))x 0.45 2709 4047 301 1272 336
Length between holdowns, Lw(eff) (ft) = 9.0 11.0 3.0 6.2 3.17
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 1398 6066 1598 5584 1593
Holdown Type HDU2 HDU8 HDU2 HDU5 HDU2
3075 6970 3075 5625 3075
HDU2 @ NON STRAP ABV
HDU2 @ NON STRAP ABV
FRAMING ANCHOR SPACING
diaph. length =80 ft
diaph. Shear = 18312 lbs
diaph. Shear from Above = 17052 lbs
Vdiaph = 16 plf
USE A-35's @ 24''o.c.
(2*32+2*31)
L4 - 16
BLDG 4-PLEX
Shear Wall Line 2F-1F
SEISMIC WIND
LATERAL SECTION X1F ==154 lb/ft WIDTH =20 ft
LATERAL SECTION X1F ==154 lb/ft WIDTH =22 ft
SEISMIC LOAD FROM ABOVE =
WIND LOAD FROM ABOVE =
TOTAL SEISMIC LOAD =126 x 20' / 2 +126 22' / 2 +0 =2646 lbs
TOTAL WIND LOAD =154 x 20' / 2 +154 22' / 2 +0 =3234 lbs CONTROLS
TOTAL PANEL LENGTH =32 ft
SHEAR = ( 3234 # / 32' ) = 101 plf Use Shear Wall Type 11
Vallow x (1.25 - 0.125 x h/w)=410 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =8 8 8 8
Panel Height, h (ft) =9 9 9 9
Check Shear Panel, h/w = 1.125 1.125 1.125 1.125
h/w>2:1 =1.00 1.00 1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*Lw*H (ft*lbs) 7276.5 7276.5 7276.5 7276.5
Uplift Load from Level Above,Pu (lbs) =0
Max Distance from End of Wall, d (ft) =0
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =7276.5 7276.5 7276.5 7276.5
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15 15 15
Dead Load from Exterior Wall = 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 150 150 150 150
Point Load (dL) = 0
Dist from wall end, d (ft) = 0
RM (ft*lb) =(wdlxLw
2/2+Pdlxd))x 0.67 2141 2141 2141 2141
Length between holdowns, Lw(eff) (ft) = 7.5 7.5 7.5 7.5
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 685 685 685 685
Holdown Type HDU2 HDU2 HDU2 HDU2
3075 3075 3075 3075
FRAMING ANCHOR SPACING
diaph. length =80 ft
diaph. Shear = 3234 lbs
diaph. Shear from Above = 0 lbs
Vdiaph = 40 plf
USE A-35's @ 24''o.c.
(2*32+2*31)
(2*32+2*31)
L4 - 17
BLDG 4-PLEX
Shear Wall Line 3F-1F
SEISMIC WIND
LATERAL SECTION X1F ==154 lb/ft WIDTH =22 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =17052
WIND LOAD FROM ABOVE =6090
TOTAL SEISMIC LOAD =126 x 22' / 2 +0 ' / 2 +17052 =18438 lbs CONTROLS
TOTAL WIND LOAD =154 x 22' / 2 +0 ' / 2 +6090 =7784 lbs
TOTAL PANEL LENGTH =20.66 ft
SHEAR = ( 18438 # /20.66' )= 892 plf Use Shear Wall Type 15
Vallow x (1.25 - 0.125 x h/w)=1472 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =5.00 5.00 3.83 3.83 3
Panel Height, h (ft) =9 9 9 9 9
Opening Height, h (ft) =7 7 7 7 7
Check Shear Panel, h/w = 1.4 1.4 1.82768 1.82768 3
h/w>2:1 =1.00 1.00 1.00 1.00 0.67
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 31236 31236 23927 23926.6 18741.4
Uplift Load from Level Above,Pu (lbs) =0 3126 3126
Max Distance from End of Wall, d (ft) =0 3.83 3.83
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =31236 31236 35899 35899.1 18741.4
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15 120 120 15
Dead Load from Exterior Wall = 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 150 150 255 255 150
Point Load (dL) =8258 8258 4724
Dist from wall end, d (ft) =3.83 3.83 3
RM (ft*lb) =(wdlxLw
2/2+Pdlxd))x 0.45 836 836 14940 14940 6622
Length between holdowns, Lw(eff) (ft) = 5.0 5.0 3.8 3.8 3.0
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 6080 6080 5589 5589 4040
Holdown Type HDU8 HDU8 HDU8 HDU8 HDU8
7870 7870 7870 7870 7870
FRAMING ANCHOR SPACING
diaph. length =80 ft
diaph. Shear = 18438 lbs
diaph. Shear from Above = 17052 lbs
Vdiaph = 17 plf
USE A-35's @ 24''o.c.
(2*32+2*31)
(1) SWS12x7 FOR ADD'L SUPPORT
L4 - 18
BLDG 4-PLEX
Shear Wall Line AF-1F
SEISMIC WIND
LATERAL SECTION Y1F-1F ==154 lb/ft WIDTH =24 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =2484
WIND LOAD FROM ABOVE =3480
TOTAL SEISMIC LOAD =31 x 24' / 2 +0 ' / 2 +2484 =2856 lbs
TOTAL WIND LOAD =154 x 24' / 2 +0 ' / 2 +3480 =5328 lbs CONTROLS
TOTAL PANEL LENGTH =21 ft
SHEAR = ( 5328 # / 21' ) = 254 plf Use Shear Wall Type 14
Vallow x (1.25 - 0.125 x h/w)=761 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =9.00 12
Panel Height, h (ft) =9 9
Check Shear Panel, h/w = 1 0.75
h/w>2:1 =1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*Lw*H (ft*lbs) 20550.9 27401.14
Uplift Load from Level Above,Pu (lbs) =
Max Distance from End of Wall, d (ft) =
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =20550.9 27401.14
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15
Dead Load from Exterior Wall = 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 150 150
Point Load (dL) = 0 0
Dist from wall end, d (ft) = 0 0
RM (ft*lb) =(wdlxLw
2/2+Pdlxd))x 0.67 2709 4817
Length between holdowns, Lw(eff) (ft) = 9.0 12.0
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 1982 1882
Holdown Type HDU4 HDU4
4565 4565
FRAMING ANCHOR SPACING
diaph. length =26 ft
diaph. Shear = 5328 lbs
diaph. Shear from Above = 3480 lbs
Vdiaph = 71 plf
USE A-35's @ 24''o.c.
31
L4 - 19
BLDG 4-PLEX
Shear Wall Line BF-1F
SEISMIC WIND
LATERAL SECTION Y1F-1F ==154 lb/ft WIDTH =22 ft
LATERAL SECTION Y1F-1F ==154 lb/ft WIDTH =21 ft
SEISMIC LOAD FROM ABOVE =5862
WIND LOAD FROM ABOVE =6235
TOTAL SEISMIC LOAD =44 x 22' / 2 +43 21' / 2 +5862 =6797 lbs
TOTAL WIND LOAD =154 x 22' / 2 +154 21' / 2 +6235 =9546 lbs CONTROLS
TOTAL PANEL LENGTH =35 ft
SHEAR = ( 9546 # / 35' ) = 273 plf Use Shear Wall Type 11
Vallow x (1.25 - 0.125 x h/w)=410 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =19 16
Panel Height, h (ft) =9 9
Check Shear Panel, h/w = 0.47368 0.5625
h/w>2:1 =1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*Lw*H (ft*lbs) 46639 39274.97
Uplift Load from Level Above,Pu (lbs) =1282
Max Distance from End of Wall, d (ft) =16
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =46639 59786.97
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15
Dead Load from Exterior Wall =
Dead Load from Interior Wall = 90 90
Dead Load Sub Total = 105 105
Point Load (dL) =
Dist from wall end, d (ft) =
RM (ft*lb) =(wdlxLw
2/2+Pdlxd))x 0.67 8453 5994
Length between holdowns, Lw(eff) (ft) = 18.5 15.5
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 2064 3470
Holdown Type HDU4 HDU4
4565 4565
FRAMING ANCHOR SPACING
diaph. length =44 ft
diaph. Shear = 9546 lbs
diaph. Shear from Above = 6235 lbs
Vdiaph = 75 plf
USE A-35's @ 24''o.c.
44
43
L4 - 20
BLDG 4-PLEX
Shear Wall Line CF-1F
SEISMIC WIND
LATERAL SECTION Y1F-1F ==154 lb/ft WIDTH =21 ft
LATERAL SECTION Y1F-1F ==154 lb/ft WIDTH =22 ft
SEISMIC LOAD FROM ABOVE =5862
WIND LOAD FROM ABOVE =6235
TOTAL SEISMIC LOAD =43 x 21' / 2 +45 22' / 2 +5862 =6808 lbs
TOTAL WIND LOAD =154 x 21' / 2 +154 22' / 2 +6235 =9546 lbs CONTROLS
TOTAL PANEL LENGTH =38 ft
SHEAR = ( 9546 # / 38' ) = 251 plf Use Shear Wall Type 11
Vallow x (1.25 - 0.125 x h/w)=410 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) = 19.0 19
Panel Height, h (ft) =9 9
Check Shear Panel, h/w = 0.47368 0.473684
h/w>2:1 =1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*Lw*H (ft*lbs) 42957 42957
Uplift Load from Level Above,Pu (lbs) =1943 1961
Max Distance from End of Wall, d (ft) =19 19
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =79874 80216
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15
Dead Load from Exterior Wall =
Dead Load from Interior Wall = 90 90
Dead Load Sub Total = 105 105
Point Load (dL) = 2027 2027
Dist from wall end, d (ft) = 17.5 18.5
RM (ft*lb) =(wdlxLw
2/2+Pdlxd))x 0.67 24274 25178
Length between holdowns, Lw(eff) (ft) =18.5 18.5
Total Uplift (lbs) = (OTM - RM) / Lw(eff) =3005 2975
Holdown Type HDU4 HDU4
4565 4565
FRAMING ANCHOR SPACING
diaph. length =44 ft
diaph. Shear = 9546 lbs
diaph. Shear from Above = 5862 lbs
Vdiaph = 84 plf
USE A-35's @ 24''o.c.
43
44
L4 - 21
BLDG 4-PLEX
Shear Wall Line DF-1F
SEISMIC WIND
LATERAL SECTION Y1F-1F ==154 lb/ft WIDTH =22 ft
LATERAL SECTION Y1F-1F ==154 lb/ft WIDTH =21 ft
SEISMIC LOAD FROM ABOVE =5862
WIND LOAD FROM ABOVE =6235
TOTAL SEISMIC LOAD =44 x 22' / 2 +51 21' / 2 +5862 =6881 lbs
TOTAL WIND LOAD =154 x 22' / 2 +154 21' / 2 +6235 =9546 lbs CONTROLS
TOTAL PANEL LENGTH =33 ft
SHEAR = ( 9546 # / 33' ) = 289 plf Use Shear Wall Type 11
Vallow x (1.25 - 0.125 x h/w)=410 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =17 16
Panel Height, h (ft) =9 9
Check Shear Panel, h/w = 0.52941 0.5625
h/w>2:1 =1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*Lw*H (ft*lbs) 44258.7 41655.27
Uplift Load from Level Above,Pu (lbs) =1282
Max Distance from End of Wall, d (ft) =16
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =44258.7 62167.27
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15
Dead Load from Exterior Wall =
Dead Load from Interior Wall = 90 90
Dead Load Sub Total = 105 105
Point Load (dL) =
Dist from wall end, d (ft) =
RM (ft*lb) =(wdlxLw
2/2+Pdlxd))x 0.67 6767 5994
Length between holdowns, Lw(eff) (ft) = 16.5 15.5
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 2272 3624
Holdown Type HDU4 HDU4
4565 4565
FRAMING ANCHOR SPACING
diaph. length =44 ft
diaph. Shear = 9546 lbs
diaph. Shear from Above = 5862 lbs
Vdiaph = 84 plf
USE A-35's @ 24''o.c.
44
43
L4 - 22
BLDG 4-PLEX
Shear Wall Line EF-1F
SEISMIC WIND
LATERAL SECTION Y1F-1F ==154 lb/ft WIDTH =24 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =2484
WIND LOAD FROM ABOVE =3480
TOTAL SEISMIC LOAD =31 x 24' / 2 +0 ' / 2 +2484 =2856 lbs
TOTAL WIND LOAD =154 x 24' / 2 +0 ' / 2 +3480 =5328 lbs CONTROLS
TOTAL PANEL LENGTH =12.91 ft
SHEAR = ( 5328 # /12.91' )= 413 plf Use Shear Wall Type 14
Vallow x (1.25 - 0.125 x h/w)=816 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =4.00 6.91 2
Panel Height, h (ft) =9 9 5
Check Shear Panel, h/w = 2.25 1.30246 2.5
h/w>2:1 =0.89 1.00 0.80
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 14857.3 25666.02 4127.03
Uplift Load from Level Above,Pu (lbs) =
Max Distance from End of Wall, d (ft) =
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =14857.3 25666.02 4127.03
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15 15
Dead Load from Exterior Wall = 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 150 150 150
Point Load (dL) = 0 0 0
Dist from wall end, d (ft) = 0 0 0
RM (ft*lb) =(wdlxLw
2/2+Pdlxd))x 0.67 535 1597 134
Length between holdowns, Lw(eff) (ft) = 15.5 15.5 15.5
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 924 1553 258
Holdown Type HDU4 HDU4 HDU4
4565 4565 4565
FRAMING ANCHOR SPACING
diaph. length =26 ft
diaph. Shear = 5328 lbs
diaph. Shear from Above = 3480 lbs
Vdiaph = 71 plf
USE A-35's @ 24''o.c.
31
L5 - 1
BLDG 5-PLEX
Shear Wall Line 1R
SEISMIC WIND
LATERAL SECTION X1R ==130 lb/ft WIDTH =42 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =
WIND LOAD FROM ABOVE =
TOTAL SEISMIC LOAD =696 x 42' / 2 +0 ' / 2 +0 =14616 lbs CONTROLS
TOTAL WIND LOAD =130 x 42' / 2 +0 ' / 2 +0 =2730 lbs
TOTAL PANEL LENGTH =69.357 ft
SHEAR = ( 14616 # /69.3566666666667' )= 211 plf Use Shear Wall Type 10
Vallow x (1.25 - 0.125 x h/w)=320 plf
SHEAR PANEL DESIGN (x2) (x2) (x3) (x2) (x4) (x2) (x2)
Panel Lengths, w (ft) =3.67 3.67 7 4.00 3.17 3.67 2.83
Panel Height, h (ft) =9 9 9 9 9 9 9
Opening Height, h (ft) =5 5 9 9 5 5 5
Check Shear Panel, h/w = 2.45232 2.452316 1.28571 2.25 2.84211 2.45232 3.18021
h/w>2:1 =0.82 0.82 1.00 0.89 0.70 0.82 0.63
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 3867 3867 13276 7587 3337 3867 2982
Uplift Load from Level Above,Pu (lbs) =0
Max Distance from End of Wall, d (ft) =0
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =3867 3867 13276 7587 3337 3867 2982
RESISTING MOMENT
Dead Load from Roof = 252 252 252 252 32 32 32
Dead Load from Floor =
Dead Load from Exterior Wall = 135 135 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 387 387 387 387 167 167 167
RM (ft*lb) =(wdlxLw
2/2)x 0.45 1162 1162 4229 1381 373 502 298
Length between holdowns, Lw(eff) (ft) = 3.7 3.7 7.0 4.0 3.2 3.7 2.8
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 737 737 1293 1551 936 917 948
Holdown Type CS16 CS16 CS16 CS16 CS16 CS16 CS16
1705 1705 1705 1705 1705 1705 1705
FRAMING ANCHOR SPACING
diaph. length =100ft
diaph. Shear = 5902 lbs
diaph. Shear from Above = 0 lbs
Vdiaph = 59 plf
USE A-35's @ 24''o.c.
(3*148+2*126)
L5 - 2
BLDG 5-PLEX
Shear Wall Line 2R
SEISMIC WIND
LATERAL SECTION X1R ==130 lb/ft WIDTH =42 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =
WIND LOAD FROM ABOVE =
TOTAL SEISMIC LOAD =530 x 42' / 2 +0 ' / 2 +0 =11130 lbs CONTROLS
TOTAL WIND LOAD =130 x 42' / 2 +0 ' / 2 +0 =2730 lbs
TOTAL PANEL LENGTH =40.82 ft
SHEAR = ( 11130 # /40.82' )= 273 plf Use Shear Wall Type 11
Vallow x (1.25 - 0.125 x h/w)=384 plf
SHEAR PANEL DESIGN (x6) (x2) (x2) (x4)
Panel Lengths, w (ft) =3 3.5 2.75 2.58
Panel Height, h (ft) =9 9 9 9
Opening Height, h (ft) =5 5 5 5
Check Shear Panel, h/w = 3 2.571429 3.27273 1.93798
h/w>2:1 =0.67 0.78 0.61 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*Lw*H (ft*lbs) 4090 4772 3749 3517
Uplift Load from Level Above,Pu (lbs) =0
Max Distance from End of Wall, d (ft) =0
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =4090 4772 3749 3517
RESISTING MOMENT
Dead Load from Roof = 176 176 176 22
Dead Load from Floor =
Dead Load from Exterior Wall = 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 311 311 311 157
RM (ft*lb) =(wdlxLw
2/2)x 0.45 630 850 524 233
Length between holdowns, Lw(eff) (ft) = 3.0 3.5 2.8 2.6
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 1153 1121 1173 1273
Holdown Type (2) CS16 (2) CS16 (2) CS16 (2) CS16
3410 3410 3410 3410
FRAMING ANCHOR SPACING
diaph. length =100ft
diaph. Shear = 3226 lbs
diaph. Shear from Above = 0 lbs
Vdiaph = 32 plf
USE A-35's @ 24''o.c.
(3*148+2*126)
L5 - 3
BLDG 5-PLEX
Shear Wall Line 1F-2F
SEISMIC WIND
LATERAL SECTION X2F ==160 lb/ft WIDTH =42 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =14616
WIND LOAD FROM ABOVE =2730
TOTAL SEISMIC LOAD =343 x 42' / 2 +0 ' / 2 +14616 =21819 lbs CONTROLS
TOTAL WIND LOAD =160 x 42' / 2 +0 ' / 2 +2730 =6090 lbs
TOTAL PANEL LENGTH =33.083 ft
SHEAR = ( 21819 # /33.0833333333333' )= 660 plf Use Shear Wall Type 14
Vallow x (1.25 - 0.125 x h/w)=742 plf
SHEAR PANEL DESIGN (x3) (x3) (x2) (x2)
Panel Lengths, w (ft) =3 2.58 2.5 3.67 4
Panel Height, h (ft) =9 9 9 9 9
Opening Height, h (ft) =5 5 5 5 5
Check Shear Panel, h/w = 3 3.483871 2 2.45232 2.25
h/w>2:1 =0.67 0.57 1.00 0.82 0.89
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 9893 8519 8244 12102 13190
Uplift Load from Level Above,Pu (lbs) =737 737 936 917
Max Distance from End of Wall, d (ft) =3 2.58 2.5 3.67
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =12104 10420 10584 15468 13190
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15 15 15
Dead Load from Exterior Wall = 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 150 135 150 150 150
RM (ft*lb) =(wdlxLw
2/2)x 0.45 301 201 209 451 535
Length between holdowns, Lw(eff) (ft) = 3.0 2.6 2.5 3.7 4.0
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 3934 3956 4150 4092 3164
Holdown Type (2) CS14 (2) CS14 (2) CS14 (2) CS14 (2) CS14
4980 4980 4980 4980 4980
FRAMING ANCHOR SPACING
diaph. length =100ft
diaph. Shear = 21819 lbs
diaph. Shear from Above = 14616 lbs
Vdiaph = 72 plf
USE A-35's @ 24''o.c.
(3*71+2*65)
L5 - 4
BLDG 5-PLEX
Shear Wall Line 2F-2F
SEISMIC WIND
LATERAL SECTION X2F ==160 lb/ft WIDTH =42 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =14616
WIND LOAD FROM ABOVE =2730
TOTAL SEISMIC LOAD =343 x 42' / 2 +0 ' / 2 +14616 =21819 lbs CONTROLS
TOTAL WIND LOAD =160 x 42' / 2 +0 ' / 2 +2730 =6090 lbs
TOTAL PANEL LENGTH =63.6 ft
SHEAR = ( 21819 # /63.5766666666667' )= 343 plf Use Shear Wall Type 12
Vallow x (1.25 - 0.125 x h/w)=646 plf
SHEAR PANEL DESIGN (x6) (x3) (x2) (x2) (x2)
Panel Lengths, w (ft) =3 6.42 2.58 8 2.58
Panel Height, h (ft) =9 9 9 9 9
Opening Height, h (ft) =5 5 5 9 5
Check Shear Panel, h/w = 3 1.402597 1.93798 1.125 1.93798
h/w>2:1 =0.67 1.00 1.00 1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 5148 11011 4427 24710 4427
Uplift Load from Level Above,Pu (lbs) =1153 1153
Max Distance from End of Wall, d (ft) =3 2.58
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =8606.88 11010.74 7401.92 24709.8 4427.18
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15 15 15 15
Dead Load from Exterior Wall = 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 150 150 150 150 150
RM (ft*lb) =(wdlxLw
2/2)x 0.45 301 1377 223 2141 223
Length between holdowns, Lw(eff) (ft) = 3.0 6.4 2.6 8.0 2.6
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 2769 1501 2783 2821 1630
Holdown Type (2) CS14 (2) CS16 (2) CS14 (2) CS16 (2) CS16
4980 3410 4980 3410 3410
FRAMING ANCHOR SPACING
diaph. length =100ft
diaph. Shear = 21819 lbs
diaph. Shear from Above = 14616 lbs
Vdiaph = 72 plf
USE A-35's @ 24''o.c.
(3*71+2*65)
L5 - 5
BLDG 5-PLEX
Shear Wall Line 1F-1F
SEISMIC WIND
LATERAL SECTION X1F ==154 lb/ft WIDTH =20 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =21819
WIND LOAD FROM ABOVE =6090
TOTAL SEISMIC LOAD =149 x 20' / 2 +0 ' / 2 +21819 =23309 lbs CONTROLS
TOTAL WIND LOAD =154 x 20' / 2 +0 ' / 2 +6090 =7630 lbs
TOTAL PANEL LENGTH =47.443 ft
SHEAR = ( 23309 # /47.4433333333333' )= 491 plf Use Shear Wall Type 14
Vallow x (1.25 - 0.125 x h/w)=761 plf
SHEAR PANEL DESIGN (x3) (x6) (x2) (x2) (x2)
Panel Lengths, w (ft) =2.75 2.42 3 6.17 3.17
Panel Height, h (ft) =9 9 9 6 6
Opening Height, h (ft) =6 6 6 6 6
Check Shear Panel, h/w = 2.18182 2.482759 3 0.97297 1.89274
h/w>2:1 =0.61 0.54 0.67 1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 8106 7124 8843 18178 9345
Uplift Load from Level Above,Pu (lbs) =0 4089
Max Distance from End of Wall, d (ft) =0 6.17
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =8106 7124 8843 43407 9345
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15 15 15 15
Dead Load from Exterior Wall = 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 150 150 150 150 150
Point Load (dL) = 0 0 0
Dist from wall end, d (ft) = 0 0 0
RM (ft*lb) =(wdlxLw
2/2+Pdlxd))x 0.45 253 195 301 1272 336
Length between holdowns, Lw(eff) (ft) = 2.8 2.4 3.0 6.2 3.17
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 2856 2867 2847 6833 2842
Holdown Type HDU2 HDU2 HDU2 HDU8 HDU2
3075 3075 3075 7980 3075
FRAMING ANCHOR SPACING
diaph. length =100ft
diaph. Shear = 23309 lbs
diaph. Shear from Above = 21819 lbs
Vdiaph = 15 plf
USE A-35's @ 24''o.c.
(3*29+2*31)
L5 - 6
BLDG 5-PLEX
Shear Wall Line 2F-1F
SEISMIC WIND
LATERAL SECTION X1F ==154 lb/ft WIDTH =20 ft
LATERAL SECTION X1F ==154 lb/ft WIDTH =22 ft
SEISMIC LOAD FROM ABOVE =
WIND LOAD FROM ABOVE =
TOTAL SEISMIC LOAD =149 x 20' / 2 +149 22' / 2 +0 =3129 lbs
TOTAL WIND LOAD =154 x 20' / 2 +154 22' / 2 +0 =3234 lbs CONTROLS
TOTAL PANEL LENGTH =40 ft
SHEAR = ( 3234 # / 40' ) = 81 plf Use Shear Wall Type 11
Vallow x (1.25 - 0.125 x h/w)=410 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =8 8 8 8 8
Panel Height, h (ft) =9 9 9 9 9
Check Shear Panel, h/w = 1.125 1.125 1.125 1.125 1.125
h/w>2:1 =1.00 1.00 1.00 1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 5821.2 5821.2 5821.2 5821.2 5821.2
Uplift Load from Level Above,Pu (lbs) =0
Max Distance from End of Wall, d (ft) =0
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =5821.2 5821.2 5821.2 5821.2 5821.2
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15 15 15 15
Dead Load from Exterior Wall = 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 150 150 150 150 150
Point Load (dL) = 0
Dist from wall end, d (ft) = 0
RM (ft*lb) =(wdlxLw
2/2+Pdlxd))x 0.67 2141 2141 2141 2141 2141
Length between holdowns, Lw(eff) (ft) = 7.5 7.5 7.5 7.5 7.5
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 491 491 491 491 491
Holdown Type HDU2 HDU2 HDU2 HDU2 HDU2
3075 3075 3075 3075 3075
FRAMING ANCHOR SPACING
diaph. length =100ft
diaph. Shear = 3234 lbs
diaph. Shear from Above = 0 lbs
Vdiaph = 32 plf
USE A-35's @ 24''o.c.
(3*29+2*31)
(3*29+2*31)
L5 - 7
BLDG 5-PLEX
Shear Wall Line 3F-1F
SEISMIC WIND
LATERAL SECTION X1F ==154 lb/ft WIDTH =22 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =21819
WIND LOAD FROM ABOVE =6090
TOTAL SEISMIC LOAD =149 x 22' / 2 +0 ' / 2 +21819 =23458 lbs CONTROLS
TOTAL WIND LOAD =154 x 22' / 2 +0 ' / 2 +6090 =7784 lbs
TOTAL PANEL LENGTH =18.343 ft
SHEAR = ( 23458 # /18.3433333333333' )= 1279 plf Use Shear Wall Type 15
Vallow x (1.25 - 0.125 x h/w)=1525 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =2.34 3.83 3.00 3.00 3.83 2.34
Panel Height, h (ft) =9 9 9 9 9 9
Opening Height, h (ft) =7 7 7 7 7 7
Check Shear Panel, h/w = 2.99145 1.827676 2.33333 2.33333 2.34783 2.99145
h/w>2:1 =0.67 1.00 0.86 0.86 0.85 0.67
OVERTURNING ANALYSIS
OTM at Level =Vwall*Lw*H (ft*lbs) 20947 34285 26855 26855.4 34315.3 20947
Uplift Load from Level Above,Pu (lbs) =2769 2769
Max Distance from End of Wall, d (ft) =2.34 2.34
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =27427 34285 26855 26855.4 34315.3 27427
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15 120 120 15 15
Dead Load from Exterior Wall = 135 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 150 150 255 255 150 150
Point Load (dL) = 0 4724 8258 8258 4724 0
Dist from wall end, d (ft) =0.00 3.83 2.34 2.34 3.83 0.00
RM (ft*lb) =(wdlxLw
2/2+Pdlxd))x 0.45 183 8560 9130 9130 8561 183
Length between holdowns, Lw(eff) (ft) = 2.3 3.75 2.8 2.8 3.75 2.3
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 11065 6860 6446 6446 6868 11065
Holdown Type HDU11 HDU8 HDU8 HDU8 HDU8 HDU11
11175 7870 7870 7870 7870 11175
HDU8 @ NON STRAP ABV HDU8 @ NON STRAP ABV
FRAMING ANCHOR SPACING
diaph. length =100ft
diaph. Shear = 23458 lbs
diaph. Shear from Above = 21819 lbs
Vdiaph = 16 plf
USE A-35's @ 24''o.c.
(3*29+2*31)
(3) WSWH 12x7 FOR ADD'L SUPPORT
L6A - 1
BLDG 6a-PLEX
Shear Wall Line 1R
SEISMIC WIND
LATERAL SECTION X1R ==130 lb/ft WIDTH =44 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =
WIND LOAD FROM ABOVE =
TOTAL SEISMIC LOAD =530 x 44' / 2 +0 ' / 2 +0 =11660 lbs CONTROLS
TOTAL WIND LOAD =130 x 44' / 2 +0 ' / 2 +0 =2860 lbs
TOTAL PANEL LENGTH =39.013 ft
SHEAR = ( 11660 # /39.0133333333333' )= 299 plf Use Shear Wall Type 11
Vallow x (1.25 - 0.125 x h/w)=340 plf
SHEAR PANEL DESIGN (x2) (x2) (x2) (x2) (x2) (x2)
Panel Lengths, w (ft) =2.67 4 3.67 2.83 3.17 3.17
Panel Height, h (ft) =9 9 9 9 9 9
Opening Height, h (ft) =5 5 5 5 5 5
Check Shear Panel, h/w = 3.37079 2.25 2.45232 3.18021 2.84211 2.84211
h/w>2:1 =0.59 0.89 0.82 0.63 0.70 0.70
OVERTURNING ANALYSIS
OTM at Level =Vwall*Lw*H (ft*lbs) 3990 5977 5484 4229 4732 4732
Uplift Load from Level Above,Pu (lbs) =0
Max Distance from End of Wall, d (ft) =0
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =3989.94 5977.444 5484.3 4229.04 4732.14 4732.14
RESISTING MOMENT
Dead Load from Roof = 252 252 252 252 32 32
Dead Load from Floor =
Dead Load from Exterior Wall = 135 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 387 387 387 387 167 167
RM (ft*lb) =(wdlxLw
2/2)x 0.45 621 1381 1162 691 373 373
Length between holdowns, Lw(eff) (ft) = 2.7 4.0 3.7 2.8 3.2 3.2
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 1262 1149 1178 1250 1376 1376
Holdown Type (2) CS16 (2) CS16 CS16 CS16 CS16 CS16
3410 3410 1705 1705 1705 1705
FRAMING ANCHOR SPACING
diaph. length =64 ft
diaph. Shear = 5829 lbs
diaph. Shear from Above = 0 lbs
Vdiaph = 91 plf
USE A-35's @ 24''o.c.
(2*139+2*126)
L6A - 2
BLDG 6a-PLEX
Shear Wall Line 2R
SEISMIC WIND
LATERAL SECTION X1R ==130 lb/ft WIDTH =44 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =
WIND LOAD FROM ABOVE =
TOTAL SEISMIC LOAD =530 x 44' / 2 +0 ' / 2 +0 =11660 lbs CONTROLS
TOTAL WIND LOAD =130 x 44' / 2 +0 ' / 2 +0 =2860 lbs
TOTAL PANEL LENGTH =33.99 ft
SHEAR = ( 11660 # /33.9933333333333' )= 343 plf Use Shear Wall Type 11
Vallow x (1.25 - 0.125 x h/w)=335 plf
SHEAR PANEL DESIGN (x2) (x2) (x2) (x2) (x2) (x2)
Panel Lengths, w (ft) =2.67 4 2.58 2.58 2.58 2.58
Panel Height, h (ft) =9 9 9 9 9 9
Opening Height, h (ft) =5 5 5 5 5 5
Check Shear Panel, h/w = 3.37079 2.25 3.48387 3.48387 3.48387 3.48387
h/w>2:1 =0.59 0.89 0.57 0.57 0.57 0.57
OVERTURNING ANALYSIS
OTM at Level =Vwall*Lw*H (ft*lbs) 4579 6860 4431 4431 4431 4431
Uplift Load from Level Above,Pu (lbs) =0
Max Distance from End of Wall, d (ft) =0
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =4579 6860 4431 4431 4431 4431
RESISTING MOMENT
Dead Load from Roof = 176 176 176 22 22 22
Dead Load from Floor =
Dead Load from Exterior Wall = 135 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 311 311 311 157 157 157
RM (ft*lb) =(wdlxLw
2/2)x 0.45 499 1110 463 234 234 234
Length between holdowns, Lw(eff) (ft) = 2.7 4.0 2.6 2.6 2.6 2.6
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 1528 1438 1536 1625 1625 1625
Holdown Type (2) CS16 (2) CS16 (2) CS16 (2) CS16 (2) CS16 (2) CS16
3410 3410 3410 3410 3410 3410
FRAMING ANCHOR SPACING
diaph. length =96 ft
diaph. Shear = 5832 lbs
diaph. Shear from Above = 0 lbs
Vdiaph = 61 plf
USE A-35's @ 24''o.c.
(2*139+2*126)
L6A - 3
BLDG 6a-PLEX
Shear Wall Line 1F-2F
SEISMIC WIND
LATERAL SECTION X2F ==160 lb/ft WIDTH =44 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =11660
WIND LOAD FROM ABOVE =2860
TOTAL SEISMIC LOAD =282 x 44' / 2 +0 ' / 2 +11660 =17864 lbs CONTROLS
TOTAL WIND LOAD =160 x 44' / 2 +0 ' / 2 +2860 =6380 lbs
TOTAL PANEL LENGTH =38.197 ft
SHEAR = ( 17864 # /38.1966666666667' )= 468 plf Use Shear Wall Type 14
Vallow x (1.25 - 0.125 x h/w)=742 plf
SHEAR PANEL DESIGN (x2) (x2) (x2) (x2) (x2) (x2) (x2)
Panel Lengths, w (ft) =3 3 2.67 2 3.67 2.42 2.34
Panel Height, h (ft) =9 9 9 9 9 9 9
Opening Height, h (ft) =5 5 7 5 5 5 7
Check Shear Panel, h/w = 3 3 3.37079 2.5 2.45232 2.06897 2.99145
h/w>2:1 =0.67 0.67 0.59 0.80 0.82 0.97 0.67
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 7015 7015 8741 4677 8582 5651 7661
Uplift Load from Level Above,Pu (lbs) =762 762 898 790
Max Distance from End of Wall, d (ft) =3 10.34 3.67 2.83
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =9301 14894 12036 6912 8582 5651 7661
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15 15 15 15 15
Dead Load from Exterior Wall = 135 135 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 150 135 150 150 150 150 150
RM (ft*lb) =(wdlxLw
2/2)x 0.45 301 271 238 134 451 195 183
Length between holdowns, Lw(eff) (ft) = 3.0 3.0 2.7 2.0 3.7 2.4 2.3
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 3000 4874 4418 3389 2216 2258 3196
Holdown Type (2) CS14 (2) CS14 (2) CS14 (2) CS14 (2) CS14 (2) CS14 (2) CS14
4980 4980 4980 4980 4980 4980 4980
FRAMING ANCHOR SPACING
diaph. length =64 ft
diaph. Shear = 17864 lbs
diaph. Shear from Above = 11660 lbs
Vdiaph = 97 plf
USE A-35's @ 24''o.c.
(2*76+2*65)
L6A - 4
BLDG 6a-PLEX
Shear Wall Line 2F-2F
SEISMIC WIND
LATERAL SECTION X2F ==160 lb/ft WIDTH =44 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =11660
WIND LOAD FROM ABOVE =2860
TOTAL SEISMIC LOAD =282 x 44' / 2 +0 ' / 2 +11660 =17864 lbs CONTROLS
TOTAL WIND LOAD =160 x 44' / 2 +0 ' / 2 +2860 =6380 lbs
TOTAL PANEL LENGTH =43.9 ft
SHEAR = ( 17864 # /43.9133333333333' )= 407 plf Use Shear Wall Type 12
Vallow x (1.25 - 0.125 x h/w)=437 plf
SHEAR PANEL DESIGN (x2) (x2) (x2) (x2) (x2) (x2)
Panel Lengths, w (ft) =3 3 2.67 2 8.00 2.58
Panel Height, h (ft) =9 9 9 9 9 9
Opening Height, h (ft) =5 5 5 5 5 5
Check Shear Panel, h/w = 3 3 3.37079 2.5 1.125 3.48387
h/w>2:1 =0.67 0.67 0.59 0.80 1.00 0.57
OVERTURNING ANALYSIS
OTM at Level =Vwall*Lw*H (ft*lbs) 6102 6102 5431 4068 16272 9458.13
Uplift Load from Level Above,Pu (lbs) =1234 1312
Max Distance from End of Wall, d (ft) =5 2.58
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =12272 6102.019 8815.76 4068.01 16272.1 9458.13
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15 15 15 15 15
Dead Load from Exterior Wall = 135 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 150 150 150 150 150 150
RM (ft*lb) =(wdlxLw
2/2)x 0.45 301 301 238 134 2141 223
Length between holdowns, Lw(eff) (ft) = 3.0 3.0 2.7 2.0 8.0 2.6
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 3990 1934 3212 1967 1766 3575
Holdown Type (2) CS14 (2) CS14 (2) CS14 (2) CS16 (2) CS16 (2) CS16
4980 4980 4980 3410 3410 3410
FRAMING ANCHOR SPACING
diaph. length =64 ft
diaph. Shear = 17864 lbs
diaph. Shear from Above = 11660 lbs
Vdiaph = 97 plf
USE A-35's @ 24''o.c.
(2*76+2*65)
L6A - 5
BLDG 6a-PLEX
Shear Wall Line 1F-1F
SEISMIC WIND
LATERAL SECTION X1F ==154 lb/ft WIDTH =22 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =17864
WIND LOAD FROM ABOVE =6380
TOTAL SEISMIC LOAD =126 x 22' / 2 +0 ' / 2 +17864 =19250 lbs CONTROLS
TOTAL WIND LOAD =154 x 22' / 2 +0 ' / 2 +6380 =8074 lbs
TOTAL PANEL LENGTH =50.16 ft
SHEAR = ( 19250 # /50.1566666666667' )= 384 plf Use Shear Wall Type 14
Vallow x (1.25 - 0.125 x h/w)=761 plf
SHEAR PANEL DESIGN (x2) (x2) (x2) (x2) (x2) (x2)
Panel Lengths, w (ft) =2.00 6.91 4 3.00 6.17 3.00
Panel Height, h (ft) =10.5 10.5 10.5 9 9 9
Opening Height, h (ft) =5 9 5 5 5 5
Check Shear Panel, h/w = 2.5 1.519537 2.625 3 1.45946 3
h/w>2:1 =0.80 1.00 0.76 0.67 1.00 0.67
OVERTURNING ANALYSIS
OTM at Level =Vwall*Lw*H (ft*lbs) 3838 23868 7676 5757 11834 5757
Uplift Load from Level Above,Pu (lbs) =3389 1376 2216
Max Distance from End of Wall, d (ft) =2 3 3
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =10616 23868 7676 9885 11834 12405
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15 15 15 15 15
Dead Load from Exterior Wall = 135 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 150 150 150 150 150 150
Point Load (dL) = 0 0 0
Dist from wall end, d (ft) = 0 0 0
RM (ft*lb) =(wdlxLw
2/2+Pdlxd))x 0.45 134 1597 535 301 1272 301
Length between holdowns, Lw(eff) (ft) = 2.0 6.9 4.0 3.0 6.17 3.00
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 5241 3223 1785 3195 1713 4035
Holdown Type HDU5 HDU4 HDU4 HDU8 HDU5 HDU8
5625 4565 4565 6970 5625 6970
HDU2 @ NON STRAP ABV HDU2 @ NON STRAP ABV
HDU2 @ NON STRAP ABV
FRAMING ANCHOR SPACING
diaph. length =64 ft
diaph. Shear = 19250 lbs
diaph. Shear from Above = 17864 lbs
Vdiaph = 22 plf
USE A-35's @ 24''o.c.
(2*32+2*31)
L6A - 6
BLDG 6a-PLEX
Shear Wall Line 2F-1F
SEISMIC WIND
LATERAL SECTION X1F ==154 lb/ft WIDTH =22 ft
LATERAL SECTION X1F ==154 lb/ft WIDTH =22 ft
SEISMIC LOAD FROM ABOVE =
WIND LOAD FROM ABOVE =
TOTAL SEISMIC LOAD =126 x 22' / 2 +126 22' / 2 +0 =2772 lbs
TOTAL WIND LOAD =154 x 22' / 2 +154 22' / 2 +0 =3388 lbs CONTROLS
TOTAL PANEL LENGTH =64 ft
SHEAR = ( 3388 # / 64' ) = 53 plf Use Shear Wall Type 11
Vallow x (1.25 - 0.125 x h/w)=410 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =8 8 12 12 12 12
Panel Height, h (ft) =9 9 9 9 10.5 10.5
Check Shear Panel, h/w = 1.125 1.125 0.75 0.75 0.875 0.875
h/w>2:1 =1.00 1.00 1.00 1.00 1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*Lw*H (ft*lbs) 3811.5 3811.5 5717.25 5717.25 6670.13 6670.13
Uplift Load from Level Above,Pu (lbs) =0
Max Distance from End of Wall, d (ft) =0
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =3811.5 3811.5 5717.25 5717.25 6670.13 6670.13
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15 15 15 15 15
Dead Load from Exterior Wall = 135 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 150 150 150 150 150 150
Point Load (dL) = 0
Dist from wall end, d (ft) = 0
RM (ft*lb) =(wdlxLw
2/2+Pdlxd))x 0.67 2141 2141 4817 4817 4817 4817
Length between holdowns, Lw(eff) (ft) = 8.0 8.0 12.0 12.0 12.0 12.0
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 209 209 75 75 154 154
Holdown Type HDU2 HDU2 HDU2 HDU2 HDU2 HDU2
3075 3075 3075 3075 3075 3075
FRAMING ANCHOR SPACING
diaph. length =64 ft
diaph. Shear = 3388 lbs
diaph. Shear from Above = 0 lbs
Vdiaph = 53 plf
USE A-35's @ 24''o.c.
(2*32+2*31)
(2*32+2*31)
L6A - 7
BLDG 6a-PLEX
Shear Wall Line 3F-1F
SEISMIC WIND
LATERAL SECTION X1F ==154 lb/ft WIDTH =22 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =17864
WIND LOAD FROM ABOVE =6380
TOTAL SEISMIC LOAD =126 x 22' / 2 +0 ' / 2 +17864 =19250 lbs CONTROLS
TOTAL WIND LOAD =154 x 22' / 2 +0 ' / 2 +6380 =8074 lbs
TOTAL PANEL LENGTH =23 ft
SHEAR = ( 19250 # / 23' ) = 837 plf Use Shear Wall Type 15
Vallow x (1.25 - 0.125 x h/w)=1472 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =3.25 3.75 2.25 2.25 2.25 2.25 3.25 3.75
Panel Height, h (ft) =10.5 10.5 10.5 10.5 9 9 9 9
Opening Height, h (ft) =7 7 7 7 7 7 7 7
Check Shear Panel, h/w = 2.15385 1.866667 3.11111 3.11111 3.11111 3.11111 2.76923 2.4
h/w>2:1 =0.93 1.00 0.64 0.64 0.64 0.64 0.72 0.83
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 19041 21970 13182 13182 13182 13182 19041 21970
Uplift Load from Level Above,Pu (lbs) =0 3126 3126 3126 3126
Max Distance from End of Wall, d (ft) =0 2.25 2.25 2.25 2.25
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =19041 21970 20216 20216 20216 20216 19041 21970
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15 120 120 15 15 15 15
Dead Load from Exterior Wall = 135 135 135 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 150 150 255 255 150 150 150 150
Point Load (dL) =8258 8258 4724 4724 4724 4724
Dist from wall end, d (ft) = 3.25 3.75 2.25 2.25 2.25 2.25 3.25 3.75
RM (ft*lb) =(wdlxLw
2/2+Pdlxd))x 0.45 353 470 8575 8575 4910 4910 7201 8371
Length between holdowns, Lw(eff) (ft) = 3.3 3.8 2.3 2.3 2.25 2.25 3.25 3.75
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 5750 5733 5174 5174 6803 6803 3643 3626
Holdown Type HDU8 HDU8 HDU8 HDU8 HDU8 HDU8 HDU8 HDU8
7870 7870 7870 7870 7870 7870 7870 7870
FRAMING ANCHOR SPACING
diaph. length =64 ft
diaph. Shear = 19250 lbs
diaph. Shear from Above = 17864 lbs
Vdiaph = 22 plf
USE A-35's @ 24''o.c.
(2*32+2*31)
(4) WSWH 12x7 FOR ADD'L SUPPORT
L6B - 1
BLDG 6b-PLEX
Shear Wall Line 1R
SEISMIC WIND
LATERAL SECTION X1R ==130 lb/ft WIDTH =42 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =
WIND LOAD FROM ABOVE =
TOTAL SEISMIC LOAD =844 x 42' / 2 +0 ' / 2 +0 =17724 lbs CONTROLS
TOTAL WIND LOAD =130 x 42' / 2 +0 ' / 2 +0 =2730 lbs
TOTAL PANEL LENGTH =86.583 ft
SHEAR = ( 17724 # /86.5833333333333' )= 205 plf Use Shear Wall Type 10
Vallow x (1.25 - 0.125 x h/w)=273 plf
SHEAR PANEL DESIGN (x4) (x4) (x4)(x2) (x2)
Panel Lengths, w (ft) =4.00 4.00 7.00 3.00 3.00 3.17 3.17 7.91
Panel Height, h (ft) =9 9 9 5 5 7 7 9
Check Shear Panel, h/w = 2.25 2.25 1.28571 1.66667 1.66667 2.21053 2.21053 1.1378
h/w>2:1 =0.89 0.89 1.00 1.00 1.00 0.90 0.90 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 7369.36 7369.363 12896.4 3070.57 3070.57 4537.62 4537.62 14572.9
Uplift Load from Level Above,Pu (lbs) =0
Max Distance from End of Wall, d (ft) =0
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =7369.36 7369.363 12896.4 3070.57 3070.57 4537.62 4537.62 14572.9
RESISTING MOMENT
Dead Load from Roof = 40 40 252 40 252 40 40 252
Dead Load from Floor =
Dead Load from Exterior Wall = 135 135 135 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 175 175 387 175 387 175 175 387
RM (ft*lb) =(wdlxLw
2/2)x 0.45 624 624 4229 351 777 391 391 5400
Length between holdowns, Lw(eff) (ft) = 4.0 4.0 7.0 3.0 3.0 3.2 3.2 7.9
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 1686 1686 1238 906 765 1309 1309 1160
Holdown Type CS16 CS16 CS16 CS16 CS16 CS16 CS16 CS16
1705 1705 1705 1705 1705 1705 1705 1705
FRAMING ANCHOR SPACING
diaph. length =125ft
diaph. Shear = 5595 lbs
diaph. Shear from Above = 0 lbs
Vdiaph = 45 plf
USE A-35's @ 24''o.c.
(4*148+2*126)
L6B - 2
BLDG 6b-PLEX
Shear Wall Line 2R
SEISMIC WIND
LATERAL SECTION X1R ==130 lb/ft WIDTH =42 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =
WIND LOAD FROM ABOVE =
TOTAL SEISMIC LOAD =844 x 42' / 2 +0 ' / 2 +0 =17724 lbs CONTROLS
TOTAL WIND LOAD =130 x 42' / 2 +0 ' / 2 +0 =2730 lbs
TOTAL PANEL LENGTH =58.18 ft
SHEAR = ( 17724 # /58.18' )= 305 plf Use Shear Wall Type 11
Vallow x (1.25 - 0.125 x h/w)=350 plf
SHEAR PANEL DESIGN (x2) (x2) (x2) (x2) (x2) (x2) (x4)
Panel Lengths, w (ft) =2.91 2.91 3.5 3 7.34 2.75 3.34
Panel Height, h (ft) =9 9 9 9 9 9 9
Opening Height, h (ft) =5 5 5 5 9 5 5
Check Shear Panel, h/w = 3.09278 3.092784 2.57143 3 1.22616 3.27273 2.69461
h/w>2:1 =0.65 0.65 0.78 0.67 1.00 0.61 0.74
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 4433 4433 5331 4570 20125 4189 9157.5
Uplift Load from Level Above,Pu (lbs) =0
Max Distance from End of Wall, d (ft) =0
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =4432.52 4432.523 5331.21 4569.61 20124.6 4188.81 9157.5
RESISTING MOMENT
Dead Load from Roof = 40 40 40 40 40 40 40
Dead Load from Floor =
Dead Load from Exterior Wall = 135 135 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 175 175 175 175 175 175 175
RM (ft*lb) =(wdlxLw
2/2)x 0.45 333 330 478 351 2102 295 435
Length between holdowns, Lw(eff) (ft) = 2.9 2.9 3.5 3.0 7.3 2.8 3.3
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 1409 1410 1387 1406 2455 1416 2611
Holdown Type (2) CS16 (2) CS16 (2) CS16 (2) CS16 (2) CS16 (2) CS16 (2) CS16
3410 3410 3410 3410 3410 3410 3410
FRAMING ANCHOR SPACING
diaph. length =125ft
diaph. Shear = 7844 lbs
diaph. Shear from Above = 0 lbs
Vdiaph = 63 plf
USE A-35's @ 24''o.c.
(4*148+2*126)
L6B - 3
BLDG 6b-PLEX
Shear Wall Line 1F-2F
SEISMIC WIND
LATERAL SECTION X2F ==160 lb/ft WIDTH =42 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =17724
WIND LOAD FROM ABOVE =2730
TOTAL SEISMIC LOAD =414 x 42' / 2 +0 ' / 2 +17724 =26418 lbs CONTROLS
TOTAL WIND LOAD =160 x 42' / 2 +0 ' / 2 +2730 =6090 lbs
TOTAL PANEL LENGTH =40.673 ft
SHEAR = ( 26418 # /40.6733333333333' )= 650 plf Use Shear Wall Type 14
Vallow x (1.25 - 0.125 x h/w)=742 plf
SHEAR PANEL DESIGN (x2) (x4) (x2) (x2)
Panel Lengths, w (ft) =3 2.58 5.34 3 7.91
Panel Height, h (ft) =9 9 9 9 5
Opening Height, h (ft) =5 5 5 5 5
Check Shear Panel, h/w = 3 3.483871 1.68539 3 0.63211
h/w>2:1 =0.67 0.57 1.00 0.67 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 9743 8390 17342 9743 25688
Uplift Load from Level Above,Pu (lbs) =0 898 1309
Max Distance from End of Wall, d (ft) =0 5.34 3
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =9743 8390 22136 13670 25688
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15 15 15 15
Dead Load from Exterior Wall = 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 150 150 150 150 150
RM (ft*lb) =(wdlxLw
2/2)x 0.45 301 223 954 301 2093
Length between holdowns, Lw(eff) (ft) = 3.0 2.6 5.3 3.0 7.9
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 3147 3161 3967 4456 2983
Holdown Type (2) CS14 (2) CS14 (2) CS14 (2) CS14 (2) CS14
4980 4980 4980 4980 4980
FRAMING ANCHOR SPACING
diaph. length =125ft
diaph. Shear = 26418 lbs
diaph. Shear from Above = 17724 lbs
Vdiaph = 70 plf
USE A-35's @ 24''o.c.
(4*71+2*65)
L6B - 4
BLDG 6b-PLEX
Shear Wall Line 2F-2F
SEISMIC WIND
LATERAL SECTION X2F ==160 lb/ft WIDTH =42 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =17724
WIND LOAD FROM ABOVE =2730
TOTAL SEISMIC LOAD =414 x 42' / 2 +0 ' / 2 +17724 =26418 lbs CONTROLS
TOTAL WIND LOAD =160 x 42' / 2 +0 ' / 2 +2730 =6090 lbs
TOTAL PANEL LENGTH =75.7 ft
SHEAR = ( 26418 # /75.69' )= 349 plf Use Shear Wall Type 12
Vallow x (1.25 - 0.125 x h/w)=620 plf
SHEAR PANEL DESIGN (x2) (x2) (x2) (x2) (x2) (x2) (x2) (x2)
Panel Lengths, w (ft) =2.91 6.34 3 3 7.00 2.75 3.34 7.67 3.67
Panel Height, h (ft) =9 9 9 9 5 9 9 9 9
Opening Height, h (ft) =5 5 5 9 5 5 5 5 5
Check Shear Panel, h/w = 3.09278 1.419558 3 3 0.71429 3.27273 2.69461 1.1734 2.45232
h/w>2:1 =0.65 1.00 0.67 0.67 1.00 0.61 0.74 1.00 0.82
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 5078 11064 5235 9424 12216 4799 5829 13385 6405
Uplift Load from Level Above,Pu (lbs) =1380 2611
Max Distance from End of Wall, d (ft) =2.91 3.34
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =9094 11064 5235 9424 12216 4799 14550 13385 6405
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15 15 15 15 15 15 15 15
Dead Load from Exterior Wall = 135 135 135 135 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 150 150 150 150 150 150 150 150 150
RM (ft*lb) =(wdlxLw
2/2)x 0.45 283 1345 301 301 1639 253 373 1968 451
Length between holdowns, Lw(eff) (ft) = 2.9 6.3 3.0 3.0 7.0 2.8 3.3 7.7 3.7
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 3028 1533 1645 3041 1511 1653 4244 1489 1622
Holdown Type (2) CS14 (2) CS14 (2) CS14 (2) CS14 (2) CS14 (2) CS14 (2) CS14 (2) CS14 (2) CS14
4980 4980 4980 4980 4980 4980 4980 4980 4980
FRAMING ANCHOR SPACING
diaph. length =125ft
diaph. Shear = 26418 lbs
diaph. Shear from Above = 17724 lbs
Vdiaph = 70 plf
USE A-35's @ 24''o.c.
(4*71+2*65)
L6B - 5
BLDG 6b-PLEX
Shear Wall Line 1F-1F
SEISMIC WIND
LATERAL SECTION X1F ==154 lb/ft WIDTH =20 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =26418
WIND LOAD FROM ABOVE =6090
TOTAL SEISMIC LOAD =182 x 20' / 2 +0 ' / 2 +26418 =28238 lbs CONTROLS
TOTAL WIND LOAD =154 x 20' / 2 +0 ' / 2 +6090 =7630 lbs
TOTAL PANEL LENGTH =55.177 ft
SHEAR = ( 28238 # /55.1766666666667' )= 512 plf Use Shear Wall Type 14
Vallow x (1.25 - 0.125 x h/w)=683 plf
SHEAR PANEL DESIGN (x2) (x2) (x2) (x2) (x2) (x2)
Panel Lengths, w (ft) =2.75 2.42 6.00 4 3.17 6.25 6
Panel Height, h (ft) =9 6 6 9 9 9 9
Opening Height, h (ft) =6 6 6 6 9 6
Check Shear Panel, h/w = 3.27273 2.482759 1 2.25 2.83912 1.44 1.5
h/w>2:1 =0.61 0.81 1.00 0.89 0.70 1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 8444 7421 18424 12283 14601 19192 27635.8
Uplift Load from Level Above,Pu (lbs) =0 4089
Max Distance from End of Wall, d (ft) =0 3
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =8444 7421 18424 24550 14601 19192 27635.8
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15 15 15 15 15 15
Dead Load from Exterior Wall = 135 135 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 150 150 150 150 150 150 150
Point Load (dL) = 0 0 0
Dist from wall end, d (ft) = 0 0 0
RM (ft*lb) =(wdlxLw
2/2+Pdlxd))x 0.45 253 195 1204 535 336 1307 1204
Length between holdowns, Lw(eff) (ft) = 2.8 2.4 6.0 4.0 3.2 6.3 6.0
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 2979 2990 2870 6004 4500 2862 4405
Holdown Type HDU2 HDU2 HDU2 HDU8 HDU5 HDU2 HDU2
3075 3075 3075 7890 5625 3075 3075
HDU2 @ NON STRAP ABV
FRAMING ANCHOR SPACING
diaph. length =125ft
diaph. Shear = 28238 lbs
diaph. Shear from Above = 26418 lbs
Vdiaph = 15 plf
USE A-35's @ 24''o.c.
(4*31+2*29)
L6B - 6
BLDG 6b-PLEX
Shear Wall Line 2F-1F
SEISMIC WIND
LATERAL SECTION X1F ==154 lb/ft WIDTH =20 ft
LATERAL SECTION X1F ==154 lb/ft WIDTH =22 ft
SEISMIC LOAD FROM ABOVE =
WIND LOAD FROM ABOVE =
TOTAL SEISMIC LOAD =182 x 20' / 2 +182 22' / 2 +0 =3822 lbs CONTROLS
TOTAL WIND LOAD =154 x 20' / 2 +154 22' / 2 +0 =3234 lbs
TOTAL PANEL LENGTH =48 ft
SHEAR = ( 3822 # / 48' ) = 80 plf Use Shear Wall Type 11
Vallow x (1.25 - 0.125 x h/w)=410 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =8 8 8 8 8 8
Panel Height, h (ft) =9 9 9 9 9 9
Check Shear Panel, h/w = 1.125 1.125 1.125 1.125 1.125 1.125
h/w>2:1 =1.00 1.00 1.00 1.00 1.00 1.00
OVERTURNING ANALYSIS
OTM at Level =Vwall*Lw*H (ft*lbs) 5733 5733 5733 5733 5733 5733
Uplift Load from Level Above,Pu (lbs) =0
Max Distance from End of Wall, d (ft) =0
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =5733 5733 5733 5733 5733 5733
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15 15 15 15 15
Dead Load from Exterior Wall = 135 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 150 150 150 150 150 150
Point Load (dL) = 0
Dist from wall end, d (ft) = 0
RM (ft*lb) =(wdlxLw
2/2+Pdlxd))x 0.45 2141 2141 2141 2141 2141 2141
Length between holdowns, Lw(eff) (ft) = 7.5 7.5 7.5 7.5 7.5 7.5
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 479 479 479 479 479 479
Holdown Type HDU2 HDU2 HDU2 HDU2 HDU2 HDU2
3075 3075 3075 3075 3075 3075
FRAMING ANCHOR SPACING
diaph. length =100ft
diaph. Shear = 3822 lbs
diaph. Shear from Above = 0 lbs
Vdiaph = 38 plf
USE A-35's @ 24''o.c.
(4*31+2*29)
(4*31+2*29)
L6B - 7
BLDG 6b-PLEX
Shear Wall Line 3F-1F
SEISMIC WIND
LATERAL SECTION X1F ==154 lb/ft WIDTH =22 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =26418
WIND LOAD FROM ABOVE =6090
TOTAL SEISMIC LOAD =182 x 22' / 2 +0 ' / 2 +26418 =28420 lbs CONTROLS
TOTAL WIND LOAD =154 x 22' / 2 +0 ' / 2 +6090 =7784 lbs
TOTAL PANEL LENGTH =21.343 ft
SHEAR = ( 28420 # /21.3433333333333' )= 1332 plf Use Shear Wall Type 15
Vallow x (1.25 - 0.125 x h/w)=1491 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =2.34 3.83 3.00 3.00 3.00 3.83 2.34
Panel Height, h (ft) =7 7 7 7 7 7 7
Opening Height, h (ft) =7 7 7 7 7 7 7
Check Shear Panel, h/w = 2.99145 1.826087 2.33333 2.33333 2.33333 1.82768 2.99145
h/w>2:1 =0.67 1.00 0.86 0.86 0.86 1.00 0.67
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 21811 35730 27963 27963 27963 35699 21811
Uplift Load from Level Above,Pu (lbs) =1781 0 1781
Max Distance from End of Wall, d (ft) =2.34 0 2.34
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =25979 35730 27963 27963 27963 35699 25979
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15 150 150 150 15 15
Dead Load from Exterior Wall = 135 135 135 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 150 150 285 285 285 150 150
Point Load (dL) = 4724 3196 3196 3196 3196 3196 3196
Dist from wall end, d (ft) = 2.34 3.83 3 3 3 3.83 2.34
RM (ft*lb) =(wdlxLw
2/2+Pdlxd))x 0.45 5113 5951 4848 4848 4848 5950 3519
Length between holdowns, Lw(eff) (ft) = 2.3 3.8 3.0 3.0 3.0 3.8 2.3
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 8917 7775 7705 7705 7705 7767 9598
Holdown Type HDU11 HDU8 HDU8 HDU8 HDU8 HDU8 HDU11
9535 7870 7870 7870 7870 7870 9535
HDU8 @ NON STRAP ABV HDU8 @ NON STRAP ABV
FRAMING ANCHOR SPACING
diaph. length =125ft
diaph. Shear = 28420 lbs
diaph. Shear from Above = 26418 lbs
Vdiaph = 16 plf
USE A-35's @ 24''o.c.
(4*31+2*29)
(6) SWS12x7 FOR ADD'L SUPPORT
L7 - 1
BLDG 7-PLEX
Shear Wall Line 3F-1F
SEISMIC WIND
LATERAL SECTION X1F ==154 lb/ft WIDTH =22 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =22658 =(26,376# * (75.7 - 10.67) FT / 75.7 FT)
WIND LOAD FROM ABOVE =5232 =(6090# * (75.7 - 10.67) FT / 75.7 FT)
TOTAL SEISMIC LOAD =181 x 22' / 2 +0 ' / 2 +22658 =24649 lbs CONTROLS
TOTAL WIND LOAD =154 x 22' / 2 +0 ' / 2 +5232 =6926 lbs
TRY (14) WSW 12x7 SIMPSON WOOD SHEARWALL ON 3000PSI MIN CONCRETE
Vs = 1780# EACH
V = 24,920# >24,649#OK
USE (14) WSW 12x7 SIMPSON WOOD SHEARWALL ON 3000PSI MIN CONCRETE
FRAMING ANCHOR SPACING
diaph. length = 100ft
diaph. Shear = 24649 lbs
diaph. Shear from Above = 22658 lbs
Vdiaph = 20 plf
USE A-35's @ 24''o.c.
(3*31+2*29)
L7 - 2
BLDG 7-PLEX
Shear Wall Line 3.1F-1F
SEISMIC WIND
LATERAL SECTION X1F ==154 lb/ft WIDTH =22 ft
LATERAL SECTION ==lb/ft WIDTH =ft
SEISMIC LOAD FROM ABOVE =3718 =(26,376# * (75.7 - 65.03) FT / 75.7 FT)
WIND LOAD FROM ABOVE =858 =(6090# * (75.7 - 65.03) FT / 75.7 FT)
TOTAL SEISMIC LOAD =30 x 22' / 2 +0 ' / 2 +3718 =4048 lbs CONTROLS
TOTAL WIND LOAD =154 x 22' / 2 +0 ' / 2 +858.4 =2552 lbs
TOTAL PANEL LENGTH =10 ft
SHEAR =( 4047.72681638045 #/ 10' ) = 405 plf Use Shear Wall Type 15
Vallow x (1.25 - 0.125 x h/w)=1491 plf
SHEAR PANEL DESIGN
Panel Lengths, w (ft) =2.25 2.25 3.25 2.25
Panel Height, h (ft) =7 7 7 7
Opening Height, h (ft) =7 7 7 7
Check Shear Panel, h/w = 3.11111 3.111111 2.15385 3.11111
h/w>2:1 = 0.64 0.64 0.93 0.64
Perforated Shear Wall?
OVERTURNING ANALYSIS
OTM at Level =Vwall*L w*H (ft*lbs) 6375 6375 9209 6375
Uplift Load from Level Above,Pu (lbs) =1781 0
Max Distance from End of Wall, d (ft) =2.25 0
Total OTM (ft*lbs) = Vwall*L w*H+Pu*d =10382 6375 9209 6375
RESISTING MOMENT
Dead Load from Roof =
Dead Load from Floor = 15 15 150 150
Dead Load from Exterior Wall = 135 135 135 135
Dead Load from Interior Wall =
Dead Load Sub Total = 150 150 285 285
Point Load (dL) = 4724 3196 3196 3196
Dist from wall end, d (ft) = 2.34 3.83 3 3
RM (ft*lb) =(wdlxLw
2/2+Pdlxd))x 0.45 5099 5629 4948 4598
Length between holdowns, Lw(eff) (ft) = 2.3 2.3 3.0 2.3
Total Uplift (lbs) = (OTM - RM) / Lw(eff) = 2258 319 1420 759
Holdown Type HDU8 HDU8 HDU8 HDU8
7870 7870 7870 7870
FRAMING ANCHOR SPACING
diaph. length =25 ft
diaph. Shear = 4048 lbs
diaph. Shear from Above = 3718 lbs
Vdiaph = 13 plf
USE A-35's @ 24''o.c.
30
BM1 - 1
LENGTH =6 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(4/2)=84 44 plf 0 6
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =252 132 lbs
RRT =252 132 lbs
Check Trial Beam: DF#2 Determine Moment and Shear
b =5.5 in S =11.2 in3 M = 0 ft*kips
d = 3.5 in I = 20
in4 = 5 in*kips
A =19.25 in2 E =1600 ksi 1.5*V(at L-d) =341 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 18 psi < F'v = 180 SATISFACTORY
Bending Stress :fb = M / S = 404 psi < F'b = 900 SATISFACTORY
Check Deflection
TL deflection : -0.08 in L/ 924 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.04 in L/ 1941
DL deflection : -0.04 in L/ 1764
LENGTH =4 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(4/2)=84 44 plf 0 4
W == 0 0 plf 0 0
W == 0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =168 88 lbs
RRT =168 88 lbs
Check Trial Beam: DF#2 Determine Moment and Shear
b =5.5 in S =11.2 in3 M =0 ft*kips
d = 3.50 in I = 20
in4 =2 in*kips
A =19.25 in2 E =1600 ksi 1.5*V(at L-d) =215 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =11 psi <F'v =180 SATISFACTORY
Bending Stress :fb = M / S =180 psi <F'b =900 SATISFACTORY
Check Deflection
TL deflection : -0.02 in L/ 3119 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.01 in L/ 6550
DL deflection : -0.01 in L/ 5955
4 x 4
6 x 4 DF#2
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#1
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
4 x 4
6 x 4 DF#2
#2
BM1 - 2
LENGTH =3 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(38/2)=798 418 plf 0 3
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =1197 627 lbs
RRT =1197 627 lbs
Check Trial Beam: DF#2 Determine Moment and Shear
b =5.5 in S =11.2 in3 M = 1 ft*kips
d = 3.5 in I = 20
in4 = 11 in*kips
A =19.25 in2 E =1600 ksi 1.5*V(at L-d) =1446 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 75 psi < F'v = 180 SATISFACTORY
Bending Stress :fb = M / S = 959 psi < F'b = 1125 SATISFACTORY
Check Deflection
TL deflection : -0.05 in L/ 778 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.02 in L/ 1634
DL deflection : -0.02 in L/ 1486
LENGTH =6 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(38/2)=798 418 plf 0 6
W == 0 0 plf 0 0
W == 0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =2394 1254 lbs
RRT =2394 1254 lbs
Check Trial Beam: DF#1 Determine Moment and Shear
b =5.5 in S =51.6 in3 M =4 ft*kips
d = 7.50 in I = 193
in4 =43 in*kips
A =41.25 in2 E =1600 ksi 1.5*V(at L-d) =2,843 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =69 psi <F'v =170 SATISFACTORY
Bending Stress :fb = M / S =836 psi <F'b =1200 SATISFACTORY
Check Deflection
TL deflection : -0.08 in L/ 957 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.04 in L/ 2010
DL deflection : -0.04 in L/ 1827
6 x 8
6 x 8 DF#1
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#3
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
4 x 4
6 x 4 DF#2
#4
BM1 - 3
LENGTH =5 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(4/2)+16*9+(15+40)*(2/2)=283 203 plf 0 5
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =708 508 lbs
RRT =708 508 lbs
Check Trial Beam: DF#1 Determine Moment and Shear
b =5.5 in S =27.7 in3 M = 1 ft*kips
d = 5.5 in I = 76
in4 = 11 in*kips
A =30.25 in2 E =1600 ksi 1.5*V(at L-d) =867 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 29 psi < F'v = 170 SATISFACTORY
Bending Stress :fb = M / S = 383 psi < F'b = 1200 SATISFACTORY
Check Deflection
TL deflection : -0.03 in L/ 1839 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.01 in L/ 6507
DL deflection : -0.02 in L/ 2564
LENGTH =7 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(42/2)+16*9+(15+40)*(2/2)=1081 621 plf 0 7
W == 0 0 plf 0 0
W == 0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =3784 2174 lbs
RRT =3784 2174 lbs
Check Trial Beam: LSL Determine Moment and Shear
b =3.5 in S =114.3 in3 M =7 ft*kips
d = 14.00 in I = 800
in4 =79 in*kips
A =49 in2 E =1500 ksi 1.5*V(at L-d) =3,784 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =77 psi <F'v =285 SATISFACTORY
Bending Stress :fb = M / S =695 psi <F'b =2250 SATISFACTORY
Check Deflection
TL deflection : -0.05 in L/ 1727 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.02 in L/ 4058
DL deflection : -0.03 in L/ 3006
3 1/2 x 14
3 1/2 x 14 LSL
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#5
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
6 x 6
6 x 6 DF#1
#6
BM1 - 4
LENGTH =5 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(15+40)*(4/2)=110 30 plf 0 5
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =275 75 lbs
RRT =275 75 lbs
Check Trial Beam: DF#1 Determine Moment and Shear
b =5.5 in S =27.7 in3 M = 0 ft*kips
d = 5.5 in I = 76
in4 = 4 in*kips
A =30.25 in2 E =1600 ksi 1.5*V(at L-d) =337 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 11 psi < F'v = 170 SATISFACTORY
Bending Stress :fb = M / S = 149 psi < F'b = 1200 SATISFACTORY
Check Deflection
TL deflection : -0.01 in L/ 4732 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.01 in L/ 6507
DL deflection : 0.00 in L/ 17352
LENGTH =4 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(16/2)+16*9+(15+40)*(16/2)=920 440 plf 0 4
W == 0 0 plf 0 0
W == 0 0 plf 0 0
POINT LOADS
P =GT = (22+20)*(38/2)*(14/2)=5586 2926 lbs 3
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =3237 1612 lbs
RRT =6030 3075 lbs
Check Trial Beam: DF#1 Determine Moment and Shear
b =5.5 in S =82.7 in3 M =6 ft*kips
d = 9.50 in I = 393
in4 =67 in*kips
A =52.25 in2 E =1600 ksi 1.5*V(at L-d) =7,952 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =152 psi <F'v =170 SATISFACTORY
Bending Stress :fb = M / S =808 psi <F'b =1350 SATISFACTORY
Check Deflection
TL deflection : -0.02 in L/ 2120 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.01 in L/ 4300
DL deflection : -0.01 in L/ 4181
6 x 10
6 x 10 DF#1
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#7
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
6 x 6
6 x 6 DF#1
#8
BM1 - 5
LENGTH =3.5 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(4/2)+16*9+(15+40)*(22/2)=833 353 plf 0 3.5
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =1458 618 lbs
RRT =1458 618 lbs
Check Trial Beam: DF#1 Determine Moment and Shear
b =5.5 in S =27.7 in3 M = 1 ft*kips
d = 5.5 in I = 76
in4 = 15 in*kips
A =30.25 in2 E =1600 ksi 1.5*V(at L-d) =1614 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 53 psi < F'v = 170 SATISFACTORY
Bending Stress :fb = M / S = 552 psi < F'b = 1200 SATISFACTORY
Check Deflection
TL deflection : -0.02 in L/ 1822 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.01 in L/ 3162
DL deflection : -0.01 in L/ 4299
LENGTH =7 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(15+40)*(17/2)+10*9 =558 218 plf 0 7
W == 0 0 plf 0 0
W == 0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =1951 761 lbs
RRT =1951 761 lbs
Check Trial Beam: LSL Determine Moment and Shear
b =1.75 in S =57.2 in3 M =3 ft*kips
d = 14.00 in I = 400
in4 =41 in*kips
A =24.5 in2 E =1500 ksi 1.5*V(at L-d) =1,951 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =80 psi <F'v =285 SATISFACTORY
Bending Stress :fb = M / S =717 psi <F'b =2250 SATISFACTORY
Check Deflection
TL deflection : -0.05 in L/ 1674 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.03 in L/ 2745
DL deflection : -0.02 in L/ 4291
1 3/4 x 14
1 3/4 x 14 LSL
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#9
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
6 x 6
6 x 6 DF#1
#10
BM1 - 6
LENGTH =20 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(15+40)*(4/2)=110 30 plf 0 20
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P =RXN FROM BM 10 =1951 761 lbs 4
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =2661 909 lbs
RRT =1490 452 lbs
Check Trial Beam: LSL Determine Moment and Shear
b =3.5 in S =114.3 in3 M = 10 ft*kips
d = 14 in I = 800
in4 = 121 in*kips
A =49 in2 E =1500 ksi 1.5*V(at L-d) =3799 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 78 psi < F'v = 285 SATISFACTORY
Bending Stress :fb = M / S = 1060 psi < F'b = 2250 SATISFACTORY
Check Deflection
TL deflection : -0.60 in L/ 401 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.40 in L/ 595
DL deflection : -0.19 in L/ 1232
LENGTH =20 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(15+40)*(4/2)=110 30 plf 0 20
W == 0 0 plf 0 0
W == 0 0 plf 0 0
POINT LOADS
P =RXN FROM BM 10 =1951 761 lbs 4
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =2661 909 lbs
RRT =1490 452 lbs
Check Trial Beam: LSL Determine Moment and Shear
b =3.5 in S =114.3 in3 M =10 ft*kips
d = 14.00 in I = 800
in4 =121 in*kips
A =49 in2 E =1500 ksi 1.5*V(at L-d) =3,799 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =78 psi <F'v =285 SATISFACTORY
Bending Stress :fb = M / S =1060 psi <F'b =2250 SATISFACTORY
Check Deflection
TL deflection : -0.60 in L/ 401 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.40 in L/ 595
DL deflection : -0.19 in L/ 1232
3 1/2 x 14
3 1/2 x 14 LSL
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#11
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
3 1/2 x 14
3 1/2 x 14 LSL
#12
BM1 - 7
LENGTH =18.5 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(15+40)*(22/2)=605 165 plf 0 18.5
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P =RXN FROM BM 12 =1490 452 lbs 3
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =6845 1905 lbs
RRT =5838 1600 lbs
Check Trial Beam: PSL Determine Moment and Shear
b =7 in S =228.7 in3 M = 28 ft*kips
d = 14 in I = 1601
in4 = 338 in*kips
A =98 in2 E =2000 ksi 1.5*V(at L-d) =9209 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 94 psi < F'v = 290 SATISFACTORY
Bending Stress :fb = M / S = 1478 psi < F'b = 2900 SATISFACTORY
Check Deflection
TL deflection : -0.55 in L/ 405 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.40 in L/ 559
DL deflection : -0.15 in L/ 1471
LENGTH =5 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(2/2)+16*9+(15+40)*(2/2)=241 181 plf 0 5
W == 0 0 plf 0 0
W == 0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =603 453 lbs
RRT =603 453 lbs
Check Trial Beam: DF#1 Determine Moment and Shear
b =5.5 in S =27.7 in3 M =1 ft*kips
d = 5.50 in I = 76
in4 =9 in*kips
A =30.25 in2 E =1600 ksi 1.5*V(at L-d) =738 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =24 psi <F'v =170 SATISFACTORY
Bending Stress :fb = M / S =326 psi <F'b =1200 SATISFACTORY
Check Deflection
TL deflection : -0.03 in L/ 2160 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.01 in L/ 8676
DL deflection : -0.02 in L/ 2876
6 x 6
6 x 6 DF#1
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#13
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
7 x 14
7 x 14 PSL
#14
BM1 - 8
LENGTH =5.5 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(2/2)+16*9+(15+40)*(2/2)=241 181 plf 0 5.5
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =663 498 lbs
RRT =663 498 lbs
Check Trial Beam: DF#1 Determine Moment and Shear
b =5.5 in S =27.7 in3 M = 1 ft*kips
d = 5.5 in I = 76
in4 = 11 in*kips
A =30.25 in2 E =1600 ksi 1.5*V(at L-d) =828 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 27 psi < F'v = 170 SATISFACTORY
Bending Stress :fb = M / S = 394 psi < F'b = 1200 SATISFACTORY
Check Deflection
TL deflection : -0.04 in L/ 1623 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.01 in L/ 6519
DL deflection : -0.03 in L/ 2161
LENGTH =3 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(2/2)+16*9+(15+40)*(2/2)=241 181 plf 0 3
W == 0 0 plf 0 0
W == 0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =362 272 lbs
RRT =362 272 lbs
Check Trial Beam: DF#1 Determine Moment and Shear
b =5.5 in S =27.7 in3 M =0 ft*kips
d = 5.50 in I = 76
in4 =3 in*kips
A =30.25 in2 E =1600 ksi 1.5*V(at L-d) =377 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =12 psi <F'v =170 SATISFACTORY
Bending Stress :fb = M / S =117 psi <F'b =1200 SATISFACTORY
Check Deflection
TL deflection : 0.00 in L/ 10000 GENERAL BEAM SIZE INFORMATION
LL deflection : 0.00 in L/ 40167
DL deflection : 0.00 in L/ 13315
6 x 6
6 x 6 DF#1
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#15
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
6 x 6
6 x 6 DF#1
#16
BM1 - 9
LENGTH =3 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(38/2)+16*9+(15+40)*(2/2)=997 577 plf 0 3
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =1496 866 lbs
RRT =1496 866 lbs
Check Trial Beam: DF#1 Determine Moment and Shear
b =5.5 in S =27.7 in3 M = 1 ft*kips
d = 5.5 in I = 76
in4 = 13 in*kips
A =30.25 in2 E =1600 ksi 1.5*V(at L-d) =1558 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 51 psi < F'v = 170 SATISFACTORY
Bending Stress :fb = M / S = 485 psi < F'b = 1200 SATISFACTORY
Check Deflection
TL deflection : -0.01 in L/ 2417 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.01 in L/ 5738
DL deflection : -0.01 in L/ 4177
LENGTH =4 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(2/2)+16*9+(15+40)*(2/2)=241 181 plf 0 4
W == 0 0 plf 0 0
W == 0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =482 362 lbs
RRT =482 362 lbs
Check Trial Beam: DF#2 Determine Moment and Shear
b =3.5 in S =30.7 in3 M =0 ft*kips
d = 7.25 in I = 111
in4 =6 in*kips
A =25.38 in2 E =1600 ksi 1.5*V(at L-d) =505 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =20 psi <F'v =180 SATISFACTORY
Bending Stress :fb = M / S =189 psi <F'b =900 SATISFACTORY
Check Deflection
TL deflection : -0.01 in L/ 6149 GENERAL BEAM SIZE INFORMATION
LL deflection : 0.00 in L/ 24700
DL deflection : -0.01 in L/ 8188
4 x 8
4 x 8 DF#2
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#17
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
6 x 6
6 x 6 DF#1
#18
BM1 - 10
LENGTH =5 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(15+40)*(4/2)=110 30 plf 0 5
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =275 75 lbs
RRT =275 75 lbs
Check Trial Beam: DF#1 Determine Moment and Shear
b =5.5 in S =27.7 in3 M = 0 ft*kips
d = 5.5 in I = 76
in4 = 4 in*kips
A =30.25 in2 E =1600 ksi 1.5*V(at L-d) =337 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 11 psi < F'v = 170 SATISFACTORY
Bending Stress :fb = M / S = 149 psi < F'b = 1200 SATISFACTORY
Check Deflection
TL deflection : -0.01 in L/ 4732 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.01 in L/ 6507
DL deflection : 0.00 in L/ 17352
LENGTH =17 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(15+40)*(4/2)=110 30 plf 0 17
W == 0 0 plf 0 0
W == 0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =935 255 lbs
RRT =935 255 lbs
Check Trial Beam: LSL Determine Moment and Shear
b =1.75 in S =57.2 in3 M =4 ft*kips
d = 14.00 in I = 400
in4 =48 in*kips
A =24.5 in2 E =1500 ksi 1.5*V(at L-d) =1,210 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =49 psi <F'v =285 SATISFACTORY
Bending Stress :fb = M / S =834 psi <F'b =2250 SATISFACTORY
Check Deflection
TL deflection : -0.34 in L/ 592 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.25 in L/ 815
DL deflection : -0.09 in L/ 2172
1 3/4 x 14
1 3/4 x 14 LSL
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#19
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
6 x 6
6 x 6 DF#1
#20
BM1 - 11
LENGTH =3.5 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(15+40)*(16/2)=440 120 plf 0 3.5
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =770 210 lbs
RRT =770 210 lbs
Check Trial Beam: LSL Determine Moment and Shear
b =1.75 in S =57.2 in3 M = 1 ft*kips
d = 14 in I = 400
in4 = 8 in*kips
A =24.5 in2 E =1500 ksi 1.5*V(at L-d) =385 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 16 psi < F'v = 285 SATISFACTORY
Bending Stress :fb = M / S = 141 psi < F'b = 2250 SATISFACTORY
Check Deflection
TL deflection : 0.00 in L/ 16970 GENERAL BEAM SIZE INFORMATION
LL deflection : 0.00 in L/ 23333
DL deflection : 0.00 in L/ 62222
LENGTH =17 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(15+40)*(4/2)=110 30 plf 0 17
W == 0 0 plf 0 0
W == 0 0 plf 0 0
POINT LOADS
P =RXN FROM BM 21 =770 210 lbs 1
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =1660 453 lbs
RRT =980 267 lbs
Check Trial Beam: LSL Determine Moment and Shear
b =1.75 in S =57.2 in3 M =4 ft*kips
d = 14.00 in I = 400
in4 =52 in*kips
A =24.5 in2 E =1500 ksi 1.5*V(at L-d) =2,297 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =94 psi <F'v =285 SATISFACTORY
Bending Stress :fb = M / S =917 psi <F'b =2250 SATISFACTORY
Check Deflection
TL deflection : -0.38 in L/ 531 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.28 in L/ 730
DL deflection : -0.10 in L/ 1947
1 3/4 x 14
1 3/4 x 14 LSL
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#21
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
1 3/4 x 14
1 3/4 x 14 LSL
#22
BM1 - 12
LENGTH =20.5 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(15+40)*(4/2)=110 30 plf 0 20.5
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P =RXN FROM BM 21 =770 210 lbs 4.5
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =1728 471 lbs
RRT =1297 354 lbs
Check Trial Beam: LSL Determine Moment and Shear
b =3.5 in S =114.3 in3 M = 8 ft*kips
d = 14 in I = 800
in4 = 92 in*kips
A =49 in2 E =1500 ksi 1.5*V(at L-d) =2400 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 49 psi < F'v = 285 SATISFACTORY
Bending Stress :fb = M / S = 802 psi < F'b = 2250 SATISFACTORY
Check Deflection
TL deflection : -0.49 in L/ 505 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.35 in L/ 694
DL deflection : -0.13 in L/ 1851
LENGTH =2 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(4/2)+16*9+(15+40)*(13/2)=586 286 plf 0 2
W == 0 0 plf 0 0
W == 0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =586 286 lbs
RRT =586 286 lbs
Check Trial Beam: LSL Determine Moment and Shear
b =1.75 in S =57.2 in3 M =0 ft*kips
d = 14.00 in I = 400
in4 =4 in*kips
A =24.5 in2 E =1500 ksi 1.5*V(at L-d) =0 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =0 psi <F'v =285 SATISFACTORY
Bending Stress :fb = M / S =61 psi <F'b =2250 SATISFACTORY
Check Deflection
TL deflection : 0.00 in L/ 68346 GENERAL BEAM SIZE INFORMATION
LL deflection : 0.00 in L/ 133389
DL deflection : 0.00 in L/ 140163
1 3/4 x 14
1 3/4 x 14 LSL
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#23
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
3 1/2 x 14
3 1/2 x 14 LSL
#24
BM1 - 13
LENGTH =16 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(40/2)+16*9+(15+40)*(4/2)=1094 614 plf 0 5.5
W =(15+40)*(4/2)=110 30 plf 5.5 16
W ==0 0 plf 0 0
POINT LOADS
P =RXN FROM BM 24 =586 286 lbs 5.5
P =Uplift from Line 2-R (2.5/(1.6X1.2))=0 1771 lbs 5.5
P ==0 0 lbs 0
RLT =5746 4249 lbs
RRT =2011 1499 lbs
Check Trial Beam: GLB Determine Moment and Shear
b =5.125 in S =155.7 in3 M = 15 ft*kips
d = 13.5 in I = 1051
in4 = 181 in*kips
A =69.19 in2 E =1800 ksi 1.5*V(at L-d) =6773 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 98 psi < F'v = 210 SATISFACTORY
Bending Stress :fb = M / S = 1163 psi < F'b = 2400 SATISFACTORY
Check Deflection
TL deflection : -0.33 in L/ 584 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.04 in L/ 4356
DL deflection : -0.28 in L/ 675
LENGTH =5.5 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =16*9+(15+40)*(2/2)=199 159 plf 0 5.5
W == 0 0 plf 0 0
W == 0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =547 437 lbs
RRT =547 437 lbs
Check Trial Beam: DF#1 Determine Moment and Shear
b =5.5 in S =51.6 in3 M =1 ft*kips
d = 7.50 in I = 193
in4 =9 in*kips
A =41.25 in2 E =1600 ksi 1.5*V(at L-d) =634 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =15 psi <F'v =170 SATISFACTORY
Bending Stress :fb = M / S =175 psi <F'b =1200 SATISFACTORY
Check Deflection
TL deflection : -0.01 in L/ 4984 GENERAL BEAM SIZE INFORMATION
LL deflection : 0.00 in L/ 24793
DL deflection : -0.01 in L/ 6237
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#25
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
5 1/8 x 13 1/2
5 1/8 x 13 1/2 GLB
#26
6 x 8
6 x 8 DF#1
BM1 - 14
LENGTH =13 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(2/2)+16*19+(15+40)*(2/2)+(15+60)*(4/2)=551 371 plf 0 13
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =3582 2412 lbs
RRT =3582 2412 lbs
Check Trial Beam: PSL Determine Moment and Shear
b =3.5 in S =73.8 in3 M =12 ft*kips
d =11.25 in I =415 in4 =140 in*kips
A =39.38 in2 E =2000 ksi 1.5*V(at L-d) =4597 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =117 psi <F'v =290 SATISFACTORY
Bending Stress :fb = M / S =1892 psi <F'b =2900 SATISFACTORY
Check Deflection
TL deflection : -0.43 in L/ 366 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.14 in L/ 1120
DL deflection : -0.29 in L/ 543
LENGTH =4 ft
CANTILEVER LENGTH =2 ft
DISTRIBUTED LOADS
W =(22)*(16/2)+16*19+(15)*(16/2)+(15)*(2/2)=615 615 plf 0 4
W = (22+20)*(16/2)+16*19+(15+40)*(16/2)+(15+60)*(2/2) = 1155 615 plf 4 6
W == 0 0 plf 0 0
POINT LOADS
P =RXN FROM BM 6 =3784 2174 lbs 1
P =GT = (22+20)*(38/2)*(14/2)=5586 2926 lbs 1
P =Uplift from Line 1-R (2.5/(1.6X1.2))=0 1975 lbs 6
P =RXN FROM BM 27 =3857 2597 lbs 6
RLT =5751 3449 lbs
RRT =12245 7938 lbs
Check Trial Beam: LSL Determine Moment and Shear
b =3.5 in S =114.3 in3 M =5 ft*kips
d =14.00 in I =800 in4 =65 in*kips
A =49 in2 E =1500 ksi 1.5*V(at L-d) =8,041 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =164 psi <F'v =285 SATISFACTORY
Bending Stress :fb = M / S =1052 psi <F'b =2250 SATISFACTORY
Check Deflection
TL deflection : 0.00 in L/ 14929 GENERAL BEAM SIZE INFORMATION
LL deflection : 0.00 in L/ 34806
DL deflection : 0.00 in L/ 26141
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#27
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
3 1/2 x 11 1/4
3 1/2 x 11 1/4 PSL
#28
3 1/2 x 14
3 1/2 x 14 LSL
BM1 - 15
LENGTH =3 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(8/2)+16*9+(15+40)*(6/2)=477 277 plf 0 3
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =716 416 lbs
RRT =716 416 lbs
Check Trial Beam: DF#1 Determine Moment and Shear
b =5.5 in S =27.7 in3 M = 1 ft*kips
d = 5.5 in I = 76
in4 = 6 in*kips
A =30.25 in2 E =1600 ksi 1.5*V(at L-d) =745 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 25 psi < F'v = 170 SATISFACTORY
Bending Stress :fb = M / S = 232 psi < F'b = 1200 SATISFACTORY
Check Deflection
TL deflection : -0.01 in L/ 5052 GENERAL BEAM SIZE INFORMATION
LL deflection : 0.00 in L/ 12050
DL deflection : 0.00 in L/ 8701
LENGTH =6 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(15+60)*(6/2)=225 45 plf 0 6
W == 0 0 plf 0 0
W == 0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =675 135 lbs
RRT =675 135 lbs
Check Trial Beam: DF#1 Determine Moment and Shear
b =5.5 in S =27.7 in3 M =1 ft*kips
d = 5.50 in I = 76
in4 =12 in*kips
A =30.25 in2 E =1600 ksi 1.5*V(at L-d) =858 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =23 psi <F'v =170 SATISFACTORY
Bending Stress :fb = M / S =351 psi <F'b =1200 SATISFACTORY
Check Deflection
TL deflection : -0.05 in L/ 1339 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.04 in L/ 1674
DL deflection : -0.01 in L/ 6695
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#29
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
6 x 6
6 x 6 DF#1
#30
6 x 6
6 x 6 DF#1
BM1 - 16
LENGTH =10 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =16*9+(15+40)*(18/2)+(15+60)*(5/2)=827 317 plf 0 10
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P =RXN FROM BM 28 =5751 3449 lbs 7
P =Uplift from Line 1-2F (2.5/(1.6X1.2))=0 5911 lbs 6
P ==0 0 lbs 0
RLT =5858 4982 lbs
RRT =8158 7543 lbs
Check Trial Beam: GLB Determine Moment and Shear
b =5.125 in S =155.7 in3 M = 21 ft*kips
d = 13.5 in I = 1051
in4 = 249 in*kips
A =69.19 in2 E =1800 ksi 1.5*V(at L-d) =10843 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 157 psi < F'v = 210 SATISFACTORY
Bending Stress :fb = M / S = 1600 psi < F'b = 2400 SATISFACTORY
Check Deflection
TL deflection : -0.19 in L/ 647 GENERAL BEAM SIZE INFORMATION
LL deflection : 0.01 in L/ 10802
DL deflection : -0.20 in L/ 610
LENGTH =3 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(15+40)*(18/2)+10*9 =585 225 plf 0 3
W == 0 0 plf 0 0
W == 0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =878 338 lbs
RRT =878 338 lbs
Check Trial Beam: DF#2 Determine Moment and Shear
b =3.5 in S =17.6 in3 M =1 ft*kips
d = 5.50 in I = 49
in4 =8 in*kips
A =19.25 in2 E =1600 ksi 1.5*V(at L-d) =914 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =47 psi <F'v =180 SATISFACTORY
Bending Stress :fb = M / S =448 psi <F'b =900 SATISFACTORY
Check Deflection
TL deflection : -0.01 in L/ 2622 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.01 in L/ 4260
DL deflection : -0.01 in L/ 6816
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#31
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
5 1/8 x 13 1/2
5 1/8 x 13 1/2 GLB
#32
4 x 6
4 x 6 DF#2
BM1 - 17
LENGTH =17 ft
CANTILEVER LENGTH =1.5 ft
DISTRIBUTED LOADS
W =(15+40)*(4/2)+10*9 =200 120 plf 0 18.5
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P =Uplift from Line A-2F (2.5/(1.6X1.2))=0 1341 lbs 18.5
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =1687 894 lbs
RRT =2013 2667 lbs
Check Trial Beam: LSL Determine Moment and Shear
b =3.5 in S =114.3 in3 M = 7 ft*kips =
d = 14 in I = 800
in4 = 85 in*kips
A =49 in2 E =1500 ksi 1.5*V(at L-d) =2220 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 45 psi < F'v = 285 SATISFACTORY
Bending Stress :fb = M / S = 747 psi < F'b = 2250 SATISFACTORY
Check Deflection
TL deflection : -0.31 in L/ 664 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.17 in L/ 1168
DL deflection : -0.13 in L/ 1540
LENGTH =4 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(15+40)*(20/2)+10*9 =640 240 plf 0 4
W == 0 0 plf 0 0
W == 0 0 plf 0 0
POINT LOADS
P =RXN FROM BM 10 =1951 761 lbs 1.5
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =2500 956 lbs
RRT =2012 765 lbs
Check Trial Beam: LSL Determine Moment and Shear
b =1.75 in S =57.2 in3 M =3 ft*kips
d = 14.00 in I = 400
in4 =36 in*kips
A =24.5 in2 E =1500 ksi 1.5*V(at L-d) =2,629 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =107 psi <F'v =285 SATISFACTORY
Bending Stress :fb = M / S =636 psi <F'b =2250 SATISFACTORY
Check Deflection
TL deflection : -0.01 in L/ 3689 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.01 in L/ 5979
DL deflection : 0.00 in L/ 9632
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#33
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
3 1/2 x 14
3 1/2 x 14 LSL
#34
1 3/4 x 14
1 3/4 x 14 LSL
BM1 - 18
LENGTH =1.5 ft
CANTILEVER LENGTH =1 ft
DISTRIBUTED LOADS
W =(22)*(14/2)+16*19+(15)*(22/2)=623 623 plf 0 1.5
W =(22+20)*(14/2)+16*19+(15+40)*(22/2)=1203 623 plf 1.5 2.5
W ==0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =66 260 lbs
RRT =2071 1298 lbs
Check Trial Beam: LSL Determine Moment and Shear
b =3.5 in S =114.3 in3 M = 0 ft*kips =
d = 14 in I = 800
in4 = 0 in*kips
A =49 in2 E =1500 ksi 1.5*V(at L-d) =212 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 6 psi < F'v = 285 SATISFACTORY
Bending Stress :fb = M / S = 63 psi < F'b = 2250 SATISFACTORY
Check Deflection
TL deflection : 0.00 in L/ 260654 GENERAL BEAM SIZE INFORMATION
LL deflection : 0.00 in L/ 250396
DL deflection : 0.00 in L/ ####
LENGTH =3 ft
CANTILEVER LENGTH =1.5 ft
DISTRIBUTED LOADS
W =(15)*(4/2)=30 30 plf 0 3
W =(22+20)*(20/2)+16*19+(15+40)*(2/2)= 779 539 plf 3 4.5
W == 0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =-247 -157 lbs
RRT =1506 1056 lbs
Check Trial Beam: LSL Determine Moment and Shear
b =3.5 in S =114.3 in3 M =0 ft*kips
d = 14.00 in I = 800
in4 =0 in*kips
A =49 in2 E =1500 ksi 1.5*V(at L-d) =453 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =9 psi <F'v =285 SATISFACTORY
Bending Stress :fb = M / S =92 psi <F'b =2250 SATISFACTORY
Check Deflection
TL deflection : 0.00 in L/ 52622 GENERAL BEAM SIZE INFORMATION
LL deflection : 0.00 in L/ 160447
DL deflection : 0.00 in L/ 78303
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#35
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
3 1/2 x 14
3 1/2 x 14 LSL
#36
3 1/2 x 14
3 1/2 x 14 LSL
BM1 - 19
LENGTH =19 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(15+40)*(5/2)=138 38 plf 0 19
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P =RXN FROM BM 36 =-247 -157 lbs 17.5
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =1287 344 lbs
RRT =1079 212 lbs
Check Trial Beam: LSL Determine Moment and Shear
b =3.5 in S =114.3 in3 M = 6 ft*kips
d = 14 in I = 800
in4 = 72 in*kips
A =49 in2 E =1500 ksi 1.5*V(at L-d) =1689 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 34 psi < F'v = 285 SATISFACTORY
Bending Stress :fb = M / S = 632 psi < F'b = 2250 SATISFACTORY
Check Deflection
TL deflection : -0.32 in L/ 704 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.24 in L/ 950
DL deflection : -0.08 in L/ 2714
LENGTH =9 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(15+40)*(20/2)+10*9 =640 240 plf 0 5
W =(15+40)*(16/2)+10*9 = 530 210 plf 5 9
W == 0 0 plf 0 0
POINT LOADS
P =RXN FROM BM 33 =1687 1012 lbs 6
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =3344 1391 lbs
RRT =3662 1661 lbs
Check Trial Beam: LSL Determine Moment and Shear
b =3.5 in S =114.3 in3 M =9 ft*kips
d = 14.00 in I = 800
in4 =105 in*kips
A =49 in2 E =1500 ksi 1.5*V(at L-d) =4,566 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =93 psi <F'v =285 SATISFACTORY
Bending Stress :fb = M / S =918 psi <F'b =2250 SATISFACTORY
Check Deflection
TL deflection : -0.10 in L/ 1033 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.06 in L/ 1873
DL deflection : -0.05 in L/ 2303
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#37
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
3 1/2 x 14
3 1/2 x 14 LSL
#38
3 1/2 x 14
3 1/2 x 14 LSL
BM1 - 20
LENGTH =20 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(15+40)*(20/2)+10*9 =640 240 plf 0 20
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P =RXN FROM BM 38 =3662 1661 lbs 5.5
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =9055 3604 lbs
RRT =7407 2857 lbs
Check Trial Beam: GLB Determine Moment and Shear
b =5.125 in S =324.8 in3 M = 43 ft*kips
d = 19.5 in I = 3167
in4 = 514 in*kips
A =99.94 in2 E =1800 ksi 1.5*V(at L-d) =12023 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 120 psi < F'v = 210 SATISFACTORY
Bending Stress :fb = M / S = 1584 psi < F'b = 2400 SATISFACTORY
Check Deflection
TL deflection : -0.54 in L/ 443 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.33 in L/ 732
DL deflection : -0.21 in L/ 1121
LENGTH =6 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(15+40)*(14/2)+10*9 =475 195 plf 3.5 6
W == 0 0 plf 0 0
W == 0 0 plf 0 0
POINT LOADS
P =RXN FROM BM 34 =2012 765 lbs 3.5
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =1086 421 lbs
RRT =2114 832 lbs
Check Trial Beam: DF#1 Determine Moment and Shear
b =3.5 in S =73.8 in3 M =4 ft*kips
d = 11.25 in I = 415
in4 =46 in*kips
A =39.38 in2 E =1700 ksi 1.5*V(at L-d) =2,502 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =64 psi <F'v =180 SATISFACTORY
Bending Stress :fb = M / S =617 psi <F'b =1000 SATISFACTORY
Check Deflection
TL deflection : -0.03 in L/ 2513 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.02 in L/ 4108
DL deflection : -0.01 in L/ 6475
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#39
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
5 1/8 x 19 1/2
5 1/8 x 19 1/2 GLB
#40
4 x 12
4 x 12 DF#1
BM1 - 21
LENGTH =20 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(4/2)+16*9+(15+40)*(4/2)=338 218 plf 0 9.5
W =(15+40)*(4/2)=110 30 plf 9.5 16
W ==0 0 plf 0 0
POINT LOADS
P =((22+20)*(14/2)+16*9+(15+40)*(14/2))*(1/2)=412 202 lbs 9.5
P =Uplift from Line 2-R (2.5/(1.6X1.2))=0 1771 lbs 9
P ==0 0 lbs 0
RLT =2924 2730 lbs
RRT =1414 1509 lbs
Check Trial Beam: LSL Determine Moment and Shear
b =3.5 in S =114.3 in3 M = 13 ft*kips
d = 14 in I = 800
in4 = 152 in*kips
A =49 in2 E =1500 ksi 1.5*V(at L-d) =3794 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 77 psi < F'v = 285 SATISFACTORY
Bending Stress :fb = M / S = 1327 psi < F'b = 2250 SATISFACTORY
Check Deflection
TL deflection : -0.71 in L/ 336 GENERAL BEAM SIZE INFORMATION
LL deflection : 0.10 in L/ 2497
DL deflection : -0.81 in L/ 296
LENGTH =16.5 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =16*19+(15+40)*(22/2)=909 469 plf 0 8
W =(22+20)*(2/2)+16*19+(15+40)*(22/2)= 951 491 plf 8 16.5
W == 0 0 plf 0 0
POINT LOADS
P =((22+20)*(14/2)+16*9+(15+40)*(14/2))*(1/2)=412 202 lbs 8
P =RXN FROM BM 37 =1079 212 lbs 15
P =RXN FROM BM 41 =2924 1756 lbs 4
RLT =10116 5370 lbs
RRT =9653 4724 lbs
Check Trial Beam: PSL Determine Moment and Shear
b =5.25 in S =283.5 in3 M =40 ft*kips
d = 18.00 in I = 2552
in4 =482 in*kips
A =94.5 in2 E =2000 ksi 1.5*V(at L-d) =13,129 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =139 psi <F'v =290 SATISFACTORY
Bending Stress :fb = M / S =1699 psi <F'b =2900 SATISFACTORY
Check Deflection
TL deflection : -0.39 in L/ 510 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.15 in L/ 1290
DL deflection : -0.24 in L/ 842
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#41
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
3 1/2 x 14
3 1/2 x 14 LSL
#42
5 1/4 x 18
5 1/4 x 18 PSL
BM1 - 22
LENGTH =4.5 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(5/2)=105 55 plf 0 4.5
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =236 124 lbs
RRT =236 124 lbs
Check Trial Beam: DF#2 Determine Moment and Shear
b =3.5 in S =7.1 in3 M = 0 ft*kips
d = 3.5 in I = 13
in4 = 3 in*kips
A =12.25 in2 E =1600 ksi 1.5*V(at L-d) =308 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 25 psi < F'v = 180 SATISFACTORY
Bending Stress :fb = M / S = 446 psi < F'b = 900 SATISFACTORY
Check Deflection
TL deflection : -0.05 in L/ 1115 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.02 in L/ 2342
DL deflection : -0.03 in L/ 2129
LENGTH =3 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(42/2)+16*19+(15+40)*(8/2)=1406 826 plf 0 3
W == 0 0 plf 0 0
W == 0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =2109 1239 lbs
RRT =2109 1239 lbs
Check Trial Beam: DF#1 Determine Moment and Shear
b =5.5 in S =27.7 in3 M =2 ft*kips
d = 5.50 in I = 76
in4 =19 in*kips
A =30.25 in2 E =1600 ksi 1.5*V(at L-d) =2,197 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =73 psi <F'v =170 SATISFACTORY
Bending Stress :fb = M / S =685 psi <F'b =1200 SATISFACTORY
Check Deflection
TL deflection : -0.02 in L/ 1714 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.01 in L/ 4155
DL deflection : -0.01 in L/ 2918
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#43
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
4 x 4
4 x 4 DF#2
#44
6 x 6
6 x 6 DF#1
BM1 - 23
LENGTH =4.5 ft
CANTILEVER LENGTH =2 ft
DISTRIBUTED LOADS
W =(22+20)*(12/2)+16*19+(15+40)*(22/2)+(15+60)*(2/2)=1236 616 plf 0 6.5
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P =GT = (22+20)*(38/2)*(12/2)=4788 2508 lbs 2
P =Uplift from Line 1-R (2.5/(1.6X1.2))=0 1975 lbs 6.5
P ==0 0 lbs 0
RLT =4892 1628 lbs
RRT =7930 6860 lbs
Check Trial Beam: LSL Determine Moment and Shear
b =3.5 in S =114.3 in3 M = 7 ft*kips =
d = 14 in I = 800
in4 = 88 in*kips
A =49 in2 E =1500 ksi 1.5*V(at L-d) =6025 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 123 psi < F'v = 285 SATISFACTORY
Bending Stress :fb = M / S = 767 psi < F'b = 2250 SATISFACTORY
Check Deflection
TL deflection : -0.02 in L/ 3014 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.02 in L/ 3518
DL deflection : 0.00 in L/ 21047
LENGTH =5.5 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(4/2)+16*19+(15+40)*(2/2)+(15+60)*(8/2)=743 423 plf 0 5.5
W == 0 0 plf 0 0
W == 0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =2043 1163 lbs
RRT =2043 1163 lbs
Check Trial Beam: DF#1 Determine Moment and Shear
b =5.5 in S =51.6 in3 M =3 ft*kips
d = 7.50 in I = 193
in4 =34 in*kips
A =41.25 in2 E =1600 ksi 1.5*V(at L-d) =2,368 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =57 psi <F'v =170 SATISFACTORY
Bending Stress :fb = M / S =654 psi <F'b =1200 SATISFACTORY
Check Deflection
TL deflection : -0.05 in L/ 1335 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.02 in L/ 3099
DL deflection : -0.03 in L/ 2345
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#45
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
3 1/2 x 14
3 1/2 x 14 LSL
#46
6 x 8
6 x 8 DF#1
BM1 - 24
LENGTH =11 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(15+40)*(20/2)=550 150 plf 0 11
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P =RXN FROM BM 45 =4892 2506 lbs 10.5
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =3247 939 lbs
RRT =7694 3217 lbs
Check Trial Beam: GLB Determine Moment and Shear
b =5.125 in S =155.7 in3 M = 10 ft*kips
d = 13.5 in I = 1051
in4 = 115 in*kips
A =69.19 in2 E =1800 ksi 1.5*V(at L-d) =10613 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 153 psi < F'v = 210 SATISFACTORY
Bending Stress :fb = M / S = 739 psi < F'b = 2400 SATISFACTORY
Check Deflection
TL deflection : -0.11 in L/ 1172 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.08 in L/ 1696
DL deflection : -0.03 in L/ 3792
LENGTH =11 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(15+40)*(14/2)+16*9+(15+60)*(6/2)=754 294 plf 0 11
W == 0 0 plf 0 0
W == 0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =4147 1617 lbs
RRT =4147 1617 lbs
Check Trial Beam: GLB Determine Moment and Shear
b =5.125 in S =155.7 in3 M =11 ft*kips
d = 13.50 in I = 1051
in4 =137 in*kips
A =69.19 in2 E =1800 ksi 1.5*V(at L-d) =4,948 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =72 psi <F'v =210 SATISFACTORY
Bending Stress :fb = M / S =879 psi <F'b =2400 SATISFACTORY
Check Deflection
TL deflection : -0.13 in L/ 1005 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.08 in L/ 1648
DL deflection : -0.05 in L/ 2578
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#47
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
5 1/8 x 13 1/2
5 1/8 x 13 1/2 GLB
#48
5 1/8 x 13 1/2
5 1/8 x 13 1/2 GLB
BM1 - 25
LENGTH =3 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(15+40)*(20/2)=550 150 plf 0 3
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =825 225 lbs
RRT =825 225 lbs
Check Trial Beam: DF#1 Determine Moment and Shear
b =5.5 in S =27.7 in3 M = 1 ft*kips
d = 5.5 in I = 76
in4 = 7 in*kips
A =30.25 in2 E =1600 ksi 1.5*V(at L-d) =859 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 28 psi < F'v = 170 SATISFACTORY
Bending Stress :fb = M / S = 268 psi < F'b = 1200 SATISFACTORY
Check Deflection
TL deflection : -0.01 in L/ 4382 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.01 in L/ 6025
DL deflection : 0.00 in L/ 16067
LENGTH =8 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(15+40)*(22/2)+10*9 =695 255 plf 0 8
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P =RXN FROM BM 20 =935 255 lbs 2
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =3481 1211 lbs
RRT =3014 1084 lbs
Check Trial Beam: LSL Determine Moment and Shear
b =1.75 in S =57.2 in3 M =7 ft*kips
d = 14.00 in I = 400
in4 =78 in*kips
A =24.5 in2 E =1500 ksi 1.5*V(at L-d) =4,006 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =163 psi <F'v =285 SATISFACTORY
Bending Stress :fb = M / S =1372 psi <F'b =2250 SATISFACTORY
Check Deflection
TL deflection : -0.13 in L/ 759 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.08 in L/ 1172
DL deflection : -0.04 in L/ 2156
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#49
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
6 x 6
6 x 6 DF#1
#50
1 3/4 x 14
1 3/4 x 14 LSL
BM1 - 26
LENGTH =20.5 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(15+40)*(24/2)=660 180 plf 0 20.5
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P =RXN FROM BM 50 =3191 1067 lbs 3.5
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =9412 2730 lbs
RRT =7310 2027 lbs
Check Trial Beam: GLB Determine Moment and Shear
b =5.125 in S =324.8 in3 M = 40 ft*kips
d = 19.5 in I = 3167
in4 = 486 in*kips
A =99.94 in2 E =1800 ksi 1.5*V(at L-d) =12509 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 125 psi < F'v = 210 SATISFACTORY
Bending Stress :fb = M / S = 1496 psi < F'b = 2400 SATISFACTORY
Check Deflection
TL deflection : -0.55 in L/ 451 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.39 in L/ 628
DL deflection : -0.15 in L/ 1596
LENGTH =8.5 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(15+40)*(20/2)=550 150 plf 0 8.5
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P =RXN FROM BM 25 =5746 3087 lbs 4.5
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =5042 2090 lbs
RRT =5380 2272 lbs
Check Trial Beam: GLB Determine Moment and Shear
b =5.125 in S =123.0 in3 M =17 ft*kips
d = 12.00 in I = 738
in4 =205 in*kips
A =61.5 in2 E =1800 ksi 1.5*V(at L-d) =7,244 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =118 psi <F'v =210 SATISFACTORY
Bending Stress :fb = M / S =1670 psi <F'b =2400 SATISFACTORY
Check Deflection
TL deflection : -0.14 in L/ 709 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.08 in L/ 1285
DL deflection : -0.06 in L/ 1584
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#51
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
5 1/8 x 19 1/2
5 1/8 x 19 1/2 GLB
#52
5 1/8 x 12
5 1/8 x 12 GLB
BM1 - 27
LENGTH =8.5 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(38/2)+16*19+(15+40)*(4/2)=1212 752 plf 0 8.5
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =5151 3196 lbs
RRT =5151 3196 lbs
Check Trial Beam: DF#1 Determine Moment and Shear
b =5.5 in S =121.2 in3 M = 11 ft*kips
d = 11.5 in I = 697
in4 = 131 in*kips
A =63.25 in2 E =1600 ksi 1.5*V(at L-d) =5984 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 95 psi < F'v = 170 SATISFACTORY
Bending Stress :fb = M / S = 1083 psi < F'b = 1350 SATISFACTORY
Check Deflection
TL deflection : -0.13 in L/ 799 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.05 in L/ 2106
DL deflection : -0.08 in L/ 1288
LENGTH =3.5 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(30/2)=630 330 plf 0 3.5
W == 0 0 plf 0 0
W == 0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =1103 578 lbs
RRT =1103 578 lbs
Check Trial Beam: DF#1 Determine Moment and Shear
b =5.5 in S =27.7 in3 M =1 ft*kips
d = 5.50 in I = 76
in4 =12 in*kips
A =30.25 in2 E =1600 ksi 1.5*V(at L-d) =1,221 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =40 psi <F'v =170 SATISFACTORY
Bending Stress :fb = M / S =417 psi <F'b =1200 SATISFACTORY
Check Deflection
TL deflection : -0.02 in L/ 2409 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.01 in L/ 5059
DL deflection : -0.01 in L/ 4599
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#53
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
6 x 12
6 x 12 DF#1
#54
6 x 6
6 x 6 DF#1
BM1 - 28
LENGTH =3.5 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(30/2)+16*9+(15+40)*(8/2)=994 534 plf 0 3.5
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =1740 935 lbs
RRT =1740 935 lbs
Check Trial Beam: DF#1 Determine Moment and Shear
b =5.5 in S =27.7 in3 M = 2 ft*kips
d = 5.5 in I = 76
in4 = 18 in*kips
A =30.25 in2 E =1600 ksi 1.5*V(at L-d) =1926 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 64 psi < F'v = 170 SATISFACTORY
Bending Stress :fb = M / S = 659 psi < F'b = 1200 SATISFACTORY
Check Deflection
TL deflection : -0.03 in L/ 1527 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.01 in L/ 3299
DL deflection : -0.01 in L/ 2842
LENGTH =5 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(30/2)+16*9+(15+40)*(8/2)=994 534 plf 0 5
W == 0 0 plf 0 0
W == 0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =2485 1335 lbs
RRT =2485 1335 lbs
Check Trial Beam: DF#1 Determine Moment and Shear
b =5.5 in S =51.6 in3 M =3 ft*kips
d = 7.50 in I = 193
in4 =37 in*kips
A =41.25 in2 E =1600 ksi 1.5*V(at L-d) =2,796 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =68 psi <F'v =170 SATISFACTORY
Bending Stress :fb = M / S =723 psi <F'b =1200 SATISFACTORY
Check Deflection
TL deflection : -0.05 in L/ 1328 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.02 in L/ 2870
DL deflection : -0.02 in L/ 2472
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#55
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
6 x 6
6 x 6 DF#1
#56
6 x 8
6 x 8 DF#1
BM1 - 29
LENGTH =5 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(15+40)*(28/2)=770 210 plf 0 5
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =1925 525 lbs
RRT =1925 525 lbs
Check Trial Beam: LSL Determine Moment and Shear
b =3.5 in S =114.3 in3 M = 2 ft*kips
d = 14 in I = 800
in4 = 29 in*kips
A =49 in2 E =1500 ksi 1.5*V(at L-d) =1540 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 31 psi < F'v = 285 SATISFACTORY
Bending Stress :fb = M / S = 253 psi < F'b = 2250 SATISFACTORY
Check Deflection
TL deflection : -0.01 in L/ 6652 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.01 in L/ 9147
DL deflection : 0.00 in L/ 24391
LENGTH =5 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(15+40)*(28/2)=770 210 plf 0 5
W == 0 0 plf 0 0
W == 0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =1925 525 lbs
RRT =1925 525 lbs
Check Trial Beam: DF#1 Determine Moment and Shear
b =5.5 in S =27.7 in3 M =2 ft*kips
d = 5.50 in I = 76
in4 =29 in*kips
A =30.25 in2 E =1600 ksi 1.5*V(at L-d) =2,358 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =78 psi <F'v =170 SATISFACTORY
Bending Stress :fb = M / S =1041 psi <F'b =1200 SATISFACTORY
Check Deflection
TL deflection : -0.09 in L/ 676 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.06 in L/ 930
DL deflection : -0.02 in L/ 2479
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#57
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
3 1/2 x 14
3 1/2 x 14 LSL
#58
6 x 6
6 x 6 DF#1
BM1 - 30
LENGTH =7 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(4/2)+16*9+(15+40)*(2/2)=283 203 plf 0 7
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =991 711 lbs
RRT =991 711 lbs
Check Trial Beam: DF#1 Determine Moment and Shear
b =5.5 in S =27.7 in3 M = 2 ft*kips
d = 5.5 in I = 76
in4 = 21 in*kips
A =30.25 in2 E =1600 ksi 1.5*V(at L-d) =1291 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 43 psi < F'v = 170 SATISFACTORY
Bending Stress :fb = M / S = 750 psi < F'b = 1200 SATISFACTORY
Check Deflection
TL deflection : -0.13 in L/ 670 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.04 in L/ 2371
DL deflection : -0.09 in L/ 935
LENGTH =3 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(30/2)+16*9+(15+40)*(21/2)=1352 632 plf 0 3
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =2027 947 lbs
RRT =2027 947 lbs
Check Trial Beam: DF#1 Determine Moment and Shear
b =5.5 in S =27.7 in3 M =2 ft*kips
d = 5.50 in I = 76
in4 =18 in*kips
A =30.25 in2 E =1600 ksi 1.5*V(at L-d) =2,112 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =70 psi <F'v =170 SATISFACTORY
Bending Stress :fb = M / S =658 psi <F'b =1200 SATISFACTORY
Check Deflection
TL deflection : -0.02 in L/ 1783 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.01 in L/ 3347
DL deflection : -0.01 in L/ 3816
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#59
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
6 x 6
6 x 6 DF#1
#60
6 x 6
6 x 6 DF#1
BM1 - 31
LENGTH =3.5 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(15+40)*(10/2)+16*9 =419 219 plf 0 3.5
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =733 383 lbs
RRT =733 383 lbs
Check Trial Beam: DF#1 Determine Moment and Shear
b =5.5 in S =27.7 in3 M = 1 ft*kips
d = 5.5 in I = 76
in4 = 8 in*kips
A =30.25 in2 E =1600 ksi 1.5*V(at L-d) =812 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 27 psi < F'v = 170 SATISFACTORY
Bending Stress :fb = M / S = 278 psi < F'b = 1200 SATISFACTORY
Check Deflection
TL deflection : -0.01 in L/ 3622 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.01 in L/ 7588
DL deflection : -0.01 in L/ 6930
LENGTH =6 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(15+40)*(2/2)+16*9+(15+60)*(9/2)=537 227 plf 0 6
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =1610 680 lbs
RRT =1610 680 lbs
Check Trial Beam: LSL Determine Moment and Shear
b =3.5 in S =114.3 in3 M =2 ft*kips
d = 14.00 in I = 800
in4 =29 in*kips
A =49 in2 E =1500 ksi 1.5*V(at L-d) =1,475 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =30 psi <F'v =285 SATISFACTORY
Bending Stress :fb = M / S =253 psi <F'b =2250 SATISFACTORY
Check Deflection
TL deflection : -0.01 in L/ 5525 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.01 in L/ 9562
DL deflection : -0.01 in L/ 13087
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#61
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
6 x 6
6 x 6 DF#1
#62
3 1/2 x 14
3 1/2 x 14 LSL
BM1 - 32
LENGTH =10 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(15+40)*(21/2)+16*9+(15+60)*(2/2)=797 317 plf 0 10
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =3983 1583 lbs
RRT =3983 1583 lbs
Check Trial Beam: LSL Determine Moment and Shear
b =3.5 in S =114.3 in3 M = 10 ft*kips
d = 14 in I = 800
in4 = 119 in*kips
A =49 in2 E =1500 ksi 1.5*V(at L-d) =4580 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 93 psi < F'v = 285 SATISFACTORY
Bending Stress :fb = M / S = 1045 psi < F'b = 2250 SATISFACTORY
Check Deflection
TL deflection : -0.15 in L/ 804 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.09 in L/ 1334
DL deflection : -0.06 in L/ 2023
LENGTH =5 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(15+60)*(10/2)=375 75 plf 0 5
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =938 188 lbs
RRT =938 188 lbs
Check Trial Beam: DF#1 Determine Moment and Shear
b =5.5 in S =27.7 in3 M =1 ft*kips
d = 5.50 in I = 76
in4 =14 in*kips
A =30.25 in2 E =1600 ksi 1.5*V(at L-d) =1,148 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =30 psi <F'v =170 SATISFACTORY
Bending Stress :fb = M / S =406 psi <F'b =1200 SATISFACTORY
Check Deflection
TL deflection : -0.04 in L/ 1388 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.03 in L/ 1735
DL deflection : -0.01 in L/ 6941
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#63
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
3 1/2 x 14
3 1/2 x 14 LSL
#64
6 x 6
6 x 6 DF#1
BM1 - 33
LENGTH =8 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(15+40)*(42/2)+10*19 =1345 505 plf 0 8
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =5380 2020 lbs
RRT =5380 2020 lbs
Check Trial Beam: GLB Determine Moment and Shear
b =3.125 in S =75.0 in3 M = 11 ft*kips
d = 12 in I = 450
in4 = 129 in*kips
A =37.5 in2 E =1800 ksi 1.5*V(at L-d) =6053 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 161 psi < F'v = 210 SATISFACTORY
Bending Stress :fb = M / S = 1722 psi < F'b = 2400 SATISFACTORY
Check Deflection
TL deflection : -0.15 in L/ 627 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.10 in L/ 1004
DL deflection : -0.06 in L/ 1671
LENGTH =3 ft
CANTILEVER LENGTH =0.5 ft
DISTRIBUTED LOADS
W =(22+20)*(14/2)+16*19+(15+40)*(18/2)=1093 593 plf 0 3.5
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =1594 865 lbs
RRT =2232 1211 lbs
Check Trial Beam: LSL Determine Moment and Shear
b =3.5 in S =114.3 in3 M =1 ft*kips
d = 14.00 in I = 800
in4 =14 in*kips
A =49 in2 E =1500 ksi 1.5*V(at L-d) =615 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =13 psi <F'v =285 SATISFACTORY
Bending Stress :fb = M / S =122 psi <F'b =2250 SATISFACTORY
Check Deflection
TL deflection : 0.00 in L/ 23246 GENERAL BEAM SIZE INFORMATION
LL deflection : 0.00 in L/ 50815
DL deflection : 0.00 in L/ 42846
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#65
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
3 1/8 x 12
3 1/8 x 12 GLB
#66
3 1/2 x 14
3 1/2 x 14 LSL
BM1 - 34
LENGTH =7 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(4/2)+16*19+(15+40)*(4/2)=498 378 plf 0 7
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P =RXN FROM BM 66 =2232 1211 lbs 3.5
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =2859 1928 lbs
RRT =2859 1928 lbs
Check Trial Beam: DF#1 Determine Moment and Shear
b =5.5 in S =121.2 in3 M = 7 ft*kips
d = 11.5 in I = 697
in4 = 83 in*kips
A =63.25 in2 E =1600 ksi 1.5*V(at L-d) =3572 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 56 psi < F'v = 170 SATISFACTORY
Bending Stress :fb = M / S = 688 psi < F'b = 1350 SATISFACTORY
Check Deflection
TL deflection : -0.05 in L/ 1720 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.02 in L/ 4908
DL deflection : -0.03 in L/ 2649
LENGTH =4 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(4/2)+16*19+(15+40)*(4/2)=498 378 plf 0 4
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P ==0 0 lbs 0
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =996 756 lbs
RRT =996 756 lbs
Check Trial Beam: DF#1 Determine Moment and Shear
b =5.5 in S =27.7 in3 M =1 ft*kips
d = 5.50 in I = 76
in4 =12 in*kips
A =30.25 in2 E =1600 ksi 1.5*V(at L-d) =1,152 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =38 psi <F'v =170 SATISFACTORY
Bending Stress :fb = M / S =431 psi <F'b =1200 SATISFACTORY
Check Deflection
TL deflection : -0.02 in L/ 2042 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.01 in L/ 8473
DL deflection : -0.02 in L/ 2690
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#67
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
6 x 12
6 x 12 DF#1
#68
6 x 6
6 x 6 DF#1
BM1 - 35
LENGTH =16.5 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(30/2)+16*19+(15+40)*(25/2)=1621.5 821.5 plf 0 16.5
W ==0 0 plf 0 0
W ==0 0 plf 0 0
POINT LOADS
P =Uplift from Line 2-2F (2.5/(1.6X1.2))=0 3866 lbs 12
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =13377 7832 lbs
RRT =13377 9589 lbs
Check Trial Beam: PSL Determine Moment and Shear
b =7 in S =378.0 in3 M = 55 ft*kips
d = 18 in I = 3402
in4 = 662 in*kips
A =126 in2 E =2000 ksi 1.5*V(at L-d) =16418 lbs
Check for Bending and Shear Capacities
Shear Stress : fv' = 1.5*V / A = 130 psi < F'v = 290 SATISFACTORY
Bending Stress :fb = M / S = 1752 psi < F'b = 2900 SATISFACTORY
Check Deflection
TL deflection : -0.40 in L/ 498 GENERAL BEAM SIZE INFORMATION
LL deflection : -0.13 in L/ 1545
DL deflection : -0.27 in L/ 735
LENGTH =20.5 ft
CANTILEVER LENGTH =0 ft
DISTRIBUTED LOADS
W =(22+20)*(4/2)+16*9+(15+40)*(4/2)=338 218 plf 0 8
W =(15+40)*(4/2)=110 30 plf 8 20.5
W ==0 0 plf 0 0
POINT LOADS
P =Uplift from Line A-R (2.5/(1.6X1.2))=0 1542 lbs 10
P ==0 0 lbs 0
P ==0 0 lbs 0
RLT =2596 2308 lbs
RRT =1483 1353 lbs
Check Trial Beam: GLB Determine Moment and Shear
b =5.125 in S =155.7 in3 M =10 ft*kips
d = 13.50 in I = 1051
in4 =120 in*kips
A =69.19 in2 E =1800 ksi 1.5*V(at L-d) =3,323 lbs
Check for Bending and Shear Capacities
Shear Stress :fv' = 1.5*V / A =48 psi <F'v =210 SATISFACTORY
Bending Stress :fb = M / S =768 psi <F'b =2400 SATISFACTORY
Check Deflection
TL deflection : -0.39 in L/ 632 GENERAL BEAM SIZE INFORMATION
LL deflection : 0.06 in L/ 4344
DL deflection : -0.45 in L/ 552
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
#69
TOTAL
LOAD
DEAD
LOAD
START
(ft)
END
(ft)
7 x 18
7 x 18 PSL
#70
5 1/8 x 13 1/2
5 1/8 x 13 1/2 GLB