06-2634 (CSCS) Geotechnical InvestigationSladden Engineering
. _
6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369
-39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895
February 17, 2004
Project No. 544-4010
04-02-139
Phomas Enterprises, Inc.
300 Village Green Circle ,
Smyrna, Georgia 30080 -
Attention: Mr. Kevin Case
Project: The Pavilion at La Quinta Commercial Complex
NEC Highway 111 and Adams Street
La Quinta, California
Subject: Geotechnical Investigation
Presented herewith is the report of our Geotechnical Investigation conducted at the site of the proposed
Pavilion at La Quinta. commercial complex to be located on the northeast corner of Highway 111 and
Adams Street in the City of La Quinta, California. The investigation was performed in order to provide
recommendations for site preparation and to assist in foundation design for the proposed commercial
development.
This report presents the results of our field investigation and laboratory testing along with conclusions
and recommendations for foundation design and site preparation. This report completes our original
scope of services as described in our proposal dated December 15, 2003.
We appreciate the opportunity to provide service to you on this project. If you have any questions
regarding this report, please contact the undersigned
Respectfully submitted,
SLADDEN ENGIN G
Brett L. Anderso
Principal Engineer `
SER/ma
Copies: 6 / Thomas Enterprises, Inc.
Sladde EnEngineering
GEOTECHNICAL INVESTIGATION
THE PAVILION AT LA QUINTA COMMERCIAL -COMPLEX
NEC HIGHWAY 1 I I & ADAMS STREET
LA QUINTA, CALIFORNIA
February 17, 2004
TABLE OF CONTENTS
NTRODUCTION................................
.................................................
SCOPE OF WORK ........ ... .......
PROJECT DESCRIPTION......................................................................................................... 1
SUBSURFACE CONDITIONS.................................................................................................. l
CONCLUSIONS AND RECOMMENDATIONS........................................................ 2
Foundation Design ........................................ 2
.Settlements................................................................................. 3
Lateral Design .................................................... 3
Retaining Walls ................................. ........ 4
Expansive Soils ............................................................................................... 4
Concrete Slabs -on -Grade .......... ....................... 4
Soluble Sulfates ...............:............................................. 4
Tentative. Pavement Design............................................................... ................. 4
Shrinkage and Subsidence ...... ..... ......................... 5
General Site Grading ......................................... ;...............
1. Clearing and Grubbing............................................................................................. 5
2. Preparation of Building Areas ................................................................................. 5
3. Preparation of Surfaces to Receive Compacted Fill....................................................6
4. Placement of Compacted Fill .........................
6
5. Preparation of Slab and Pavement Areas ............................................
........................ 6
6. Testing and Inspection .................... 6
GENERAL .....................
APPENDIX A - Site Plan and Boring Logs
Field Exploration
APPENDIX B - Laboratory Testing
Laboratory Test Results
APPENDIX C - 1997 UBC Seismic Design Criteria
Sladden Engineering
February 17, 2004
T
INTRODUCTION
,4-7
Project No. 544-4010
04-02-139
this report. presents the results of our Geotechnical Investigation performed in order to provide
recommendations for site preparation and the design and construction of the foundations for the proposed
Pavilion at La Quinta commercial complex. The property is located on the northeast corner of Highway
I I I and Adams Street in the City of La Quinta, California. The preliminary plans provided by Smith
Consulting Architects indicate that the proposed commercial complex will include several major retail
stores along with attached shop buildings and several detached retail pads. The associated site
improvements will include paved driveways and parking lots, underground utilities, and landscape areas.
SCOPE OF WORK
' Fhe purpose of our investigation was to determine certain engineering characteristics of the near surface
soils on the site in order to develop recommendations for foundation design and site preparation. Our
investigation included field exploration, laboratory testing, engineering analysis and the preparation of
this report. Evaluation of environmental issues or hazardous materials was not within the scope of
services provided. Our investigation was performed in accordance with contemporary geotechnical
engineering principles and practice. We make no other warranty, either express or implied.
PROJECT DESCRIPTION
rhe proposed project is located on the northeast comer of Highway 111 and Adams Street in the City of
La Quinta, California. The preliminary site plan indicates that the project will include a retail complex
}' occupying a total of 170,791 square feet and various associated site improvements. It is our assumption.
that, the proposed commercial buildings will be of relatively lightweight reinforced masonry, steel -frame
or wood -frame construction. The associated site improvements will include paved driveways and parking
areas, landscape areas and various underground utilities.
The project site is presently vacant. and the ground surface is covered with sparse weeds. Prior to our
Field investigation the site was rough graded including cuts and fills that resulted in the creation of
relatively level building pads. The previous rough grading is documented within our previous report
dated May 3, 2000. Highway 11 I and Adams Street are paved adjacent to the site and there are existing
underground utilities along the streets. Commerce Way and Postal Road have also been constructed.
Based upon our previous experience with similar lightweight commercial/industrial structures, we expect
that isolated column loads will be less than 80 kips and wall loading will be less than 4.0 kips per linear
Foot. Future grading is expected to include minor cuts and fills to construct a level building pad and to
accommodate site drainage. This does not include removal and recompaction of the foundation bearing
soils within the building areas. If the anticipated foundation loading or site grading varies substantially
from that assumed, the recommendations included in this report should be reevaluated.
Sladden Engineerilrg
February 17, 2004
-2-
SUBSURFACE CONDITIONS
i
Project No. 544-4010
04-02-139
' The site is underlain primarily by a generally thin profile of artificial fill soils overlying native fine -
rained windblown sands. with scattered sandy silt layers. Recovered ring samples and sampler
penetration resistance (as measured by blowcounts) indicate that the site soils are somewhat inconsistent
in density but density appears to generally increase with depth. Relatively undisturbed samples indicate
4y density varying from 81 to 111 pcf.
7be site soils were found to be generally dry throughout the depth of our borings but some of the silty
hyers were wet. Moisture content varying from 1 to 42 percent was determined for the samples obtained
vithin our borings.
' laboratory classification testing indicates that the near surface soils consist primarily of fine grained silty
sands. Expansion testing indicates that the surface soils are non -expansive and fall within the "very low"
etpansion category in accordance with the Uniform Building Code classification system. The somewhat
1 inconsistent moisture conditions suggest that some of the 'near surface native soils underlying the site may
tie susceptible to settlements due to hydroconsolidation and compression.
Groundwater was not encountered in our borings and groundwater is expected to be in -excess of 100 feet
' below the existing ground surface. Groundwater should not be a factor in foundation design or
construction.
- CONCLUSIONS AND RECOMMENDATIONS
■ Based upon our previous and recent field and laboratory investigations, it is our opinion that the proposed
Pavilion at La Quinta commercial complex is feasible from a soil mechanic's standpoint provided that the
' recommendations included in this report are considered inbuilding foundation design and site
preparation. Due to the somewhat inconsistent conditions of the near surface soils, remedial grading
including overexcavation and recompaction is recommended for the proposed building areas. We
recommend that remedial grading -within the proposed building areas include overexcavation and
recompaction of the primary foundation bearing soils. Specific 'recommendations for site preparation are
presented in the site grading section of this report.
' Groundwater was not encountered within our borings and groundwater is expected to be in excess of 100
feet below the existing ground surface. Due to the depth to groundwater, specific liquefaction analyses
were not performed. Based upon the depth to groundwater, the potential for liquefaction and the related
surficial affects of liquefaction impacting the site are considered negligible.
' - The site is located within an active seismic area of Southern California within approximately 8.7
kilometers of the San Andreas fault. Strong ground motion resulting from earthquake activity along the
' nearby San Andreas or San Jacinto fault systems is .likely to impact the site -during the anticipated lifetime
of the structures. Structures should be designed by professionals familiar with'the geologic and seismic
setting of the site. As a minimum, structure design should conform to Uniform Building Code (UBC)
requirements for Seismic Zone 4. Pertinent seismic design criteria as outlined in the 1997 UBC, is
summarized in Appendix C.
Sladden Engineering
February 17, 2004 -3- Project No: 544-4010
04-02-139
' Cavingdid
occur within each of our exploratory borings and the surface soils will be susceptible to
caving within deeper excavations. All excavations should be constructed in accordance with the normal
' CaIOSHA excavation criteria. On the basis of our observations of the materials encountered, we
anticipate that the subsoils will conform to those described by CaIOSHA as Type C. Soil conditions
Gould be verified in the field by a "Competent person" employed by the Contractor.
' The surface soils encountered during our investigation were found to be non -expansive.
Labratory
testing indicated an Expansion Index of 0, which corresponds with the "very low" category in accordance
with UBC Standard 18-2. If imported soils are to be used during grading, they should have an Expansion
' ladex of less than 20.
_ The following recommendations present more detailed design criteria that have been developed on the
' basis of our field and laboratory investigation.
Foundation Design: The results of our investigation indicate that either conventional shallow
continuous footings or isolated pad footings that are supported upon properly compacted soils
may be expected to provide satisfactory support for the proposed structures. Recompaction
should be performed as described in the Site Grading Section of this report.
Footings should extend at least 12 inches beneath lowest adjacent grade for single -story
structures. Isolated square or rectangular footings at least 2 -feet square may be designed using an
_., allowable bearing value of 2000 pounds per square foot. Continuous footings at least 12 inches
wide may be designed using anallowable bearing value of 1800 pounds per square foot.
Allowable increases of 200 psf for each additional 1 -foot of -width and 200 psf for each additional
6 -inches of depth may be utilized for larger footings. The maximum allowable bearing pressure
should be 3000 psf. The allowable bearing pressures are for dead and frequently applied live
loads and maybe increased by 1/3 to resist wind, seismic or other transient loading.
Because of the hydro ' consolidation potential of some of the soils underlying the site, care should be taken to -see that bearing. soils are not allowed to become saturated- �from the ponding of
rainwater or irrigation. Drainage from the building areas should be rapid and complete.
' The recommendations made in the preceding paragraphs are based on the assumption that all
footings will be supported upon properly compacted engineered fill soils. All grading shall be
performed under the testing and inspection of the Soils Engineer or his representative. Prior to
the placement of concrete, we recommend that the footing excavations be inspected in order to
verify that they extend into compacted soil and are free of loose and disturbed materials.
Settlements: Settlements may result from the anticipated foundation 1oads. These estimated
' ultimate settlements are calculated to be a. maximum :of .f=inch when using the recommended
bearing values. As a practical matter, differential settlements between footings can be assumed as
one-half of the total settlement.
1
Sladden Engineering
4 - 10
February 17, 2004 -4- Project No. 544-4010 .
04-02-139
Lateral Design: Resistance to lateral loads can be provided by a combination of friction acting
at the base of the slabs or foundations and passive earth pressure along the sides of the
' foundations. A coefficient of friction of 0.45 between soil and concrete may be used with dead
load forces only. A passive earth pressure of 275 s per square foot, per foot of depth, may
pound
be used for the sides of footings, which are poured against properly compacted native soils.
Passive earth pressure should be ignored within the upper 1 -foot except where confined(such
beneath a floor slab). When used in combination, either the passive resistance or the coeffici
-' of friction should be reduced by one-third. ent
Retaining Walls: Retaining walls may be required to accomplish the proposed construction.
Cantilever retaining walls may be designed using "active" pressures. Active pressures may be
estimated using an equivalent fluid weight of 35 pcf for native backfill soils with level free -
draining backfill conditions.
' For walls that are restrained, "at rest" pressures should be utilized in design. At rest pressures
may be estimated using an equivalent fluid weight of 55 pcf for native backfill soils with level
free -draining backfill conditions.
' Expansive Soils: Due to the prominence of non -expansive soils on the site, special expansive
soil design criteria should not be necessary for the design of foundations and concrete slabs -on -
grade. Final design criteria should be established by the Structural Engineer.
Concrete Slabs -on -Grade: All surfaces to receive concrete slabs -on -grade should be underlain
by recompacted soils as described in the Site Grading Section of this report. Where slabs are to
receive moisture sensitive floor coverings or where dampness of the floor slab is not desired,. we
recommend the use of an appropriate vapor barrier. Vapor barriers should be protected by at least
two inches of sand in order to reduce the possibility of damage and to aid in obtaining uniform
' concrete curing.
Reinforcement of slabs -on -grade in order to resist expansive soil pressures may not be required,
however reinforcement will have a beneficial effect in containing . cracking due to concrete
' shrinkage. Temperature and shrinkage related cracking should be anticipated in all concrete
slabs -on -grade. Slab reinforcement and the spacing of control joints should be determined by the
Structural Engineer.
' Soluble Sulfates: The soluble sulfate concentrations of the surface soils were determined to
approximately 555 parts per million (ppm). Soluble sulfate concentration will likely change as
result of the recommended site grading. Soluble sulfate content should be determined after
t grading and appropriate concrete mix designs should be selected in accordance with UBC Table
19-A-3.
Sladden Engineering
February 17, 2004 -5- Project No. 544-4010
04-02-139
Tentative Pavement Design: All paving should be underlain by a minimum ,compacted fill
thickness of 12 inches (excluding aggregate base). This may be performed as described in the
Site Grading Section of this report. R -Value testing performed during our previous investigation
resulted in an R -Value of 62. On this basis, a pavement section of 3.0 inches of asphalt on 4.0
inches of base material should be applicable for the design of the majority of the onsite pavement.
The appropriate pavement sections for off site improvements will be dependent upon traffic
' indices determined by the City of La Quinta, California.
Aggregate base should conform to the requirements for Class 2 Aggregate base in Section 26 of
CalTrans Standard Specifications, January 1992. *Asphaltic concrete should conform to Section
39 of the CalTrans Standard Specifications. The recommended sections should be provided with
a uniformly compacted subgrade and precise control of ' thickness and elevations during
placement.
Pavement and slab designs are tentative and should be confirmed at the completion of site
grading when the subgrade soils are in-place. This will include sampling and testing of the actual
=' subgrade soils and an analysis based upon the specific traffic information
Shrinkage and Subsidence: Volumetric shrinkage of the material that is excavated and replaced
as controlled compacted fill should be anticipated. We estimate that this shrinkage could vary
' from 15 to 20 percent. Subsidence of the surfaces that are scarified and compacted should be
between 0.1 and 0.2 tenths of a foot. This will vary depending upon the type of equipment used,
the moisture content of the soil at the time of grading and the actual degree. of compaction
attained.
These values for shrinkage and subsidence are exclusive of losses that will occur due to the
stripping of the organic material from the site, the removal of deleterious materials and the
l' removal of debris, and other subsurface obstructions.
General Site Grading: All grading should be performed in accordance with the grading
ordinance of the City of La Quints; Califgrnia. The following recommendations have been
t developed on the basis of our field investigation and laboratory testing:
1. Clearing and Grubbing: Proper clearing of any existing vegetation and debris will
be very important. All surfaces to receive compacted fill should be cleared of roots,
vegetation, debris, and other unsuitable materials which should be removed from the site.
Soils that are disturbed due to the removal of the surface vegetation, previous
improvements or artificial fill material should be replaced as controlled compacted fill
under the direction of the Soils Engineer.
Sladden Engineering
February 17, 2004 -6-
Project No. 544-4010
` 04-02-139
' 2. Preparation of Building Areas: Within the building areas, .removal and
recompaction of the primary foundation bearing soils is recommended. As a.minimutn
removals within the building areas should extend to a depth of at least 3 feet below
' existing grade or 3 feet below the bottom of the footings, whichever is deeper.' The
exposed surface should be scarified, moisture conditioned and compacted so that a
Minilllunl of 90% relative compaction is attained. Once deleterious materials are
removed, the native soils and artificial fill materials may be placed as controlled -
compacted fill. Overexcavation should be observed by a representative of Sladden
Engineering and compaction should be verified by testing. Overexcavation should
extend at least 5 feet laterally beyond the footings.
3. Preparation of Surfaces to Receive Compacted Fill: Other areas to receive
compacted fill should be brought to near optimum moisture content and compacted to a
' minimum of 90% relative compaction.
4. Placement of Compacted Fill: Fill materials consisting of on-site soils or approved
imported granular soils, .should be spread in thin lifts, and compacted at near optimum
moisture content to a minimum of 90% relative compaction. Imported material shalt
have an Expansion Index not exceeding 20. The contractor shall notify the Soils
Engineer at least 48 hours in advance of importing soils in order to provide sufficient
time for the evaluation of proposed import materials.
The contractor shall be responsible for delivering material to the site that complies with
the project specifications. Approval by the Soils Engineer will be based upon material
delivered to the site and not the preliminary evaluation of import sources.
Our observations of the material encountered during our investigation indicate that
' compaction will be most readily obtained by means of heavy rubber -wheeled equipment
and/or vibratory compactors. At the time of our investigation, the subsoils were found to
be quite dry. A more uniform moisture content should be attained during recompaction
' and fill placement.
5. Preparation of Slab and Pavement Areas: All surfaces to receive asphalt concrete
' pavement or concrete slabs -on -grade should be underlain by a minimum compacted fill
thickness of 12 inches. This may be accomplished by a combination of scarification and
recompaction of the surface soils and placement of the fill material as controlled
compacted fill. Compaction of the slab and pavement areas should be to a minimum of
90 percent relative compaction.
6. Testing and Inspection: During grading tests and observations should be performed
by the Soils Engineer or his representative in order to verify that the gradng is being
performed in accordance with the project specifications. Feld density rtes ing hall be
performed in accordance with acceptable ASTM test methods. The minimum acceptable
degree of compaction should be 90 percent of the maximum dry density as obtained by
the ASTM D1557-91 test method. Where testing indicates insufficient density,
additional compactive effort shall be applied until retesting indicates satisfactory
compaction.
Sladden Engineering
x'-13
kbruary 17, 2004 -7- - Project No. 544-4010
04-02-139.
GENERAL
the findings and recommendations presented in this report are based upon an interpolation of the soil
conditions between the exploratory boring locations and extrapolation of these conditions throughout the
proposed building area. Should conditions encountered during grading appear different than those
indicated in this report, this office should be notified.
this report is considered to be applicable for use by Thomas Enterprises, Inc. and its consultants for the
specific site and project described herein. The use of this report by other parties or for other projects is'
not authorized. The recommendations of this report are contingent upon monitoring of the grading
operations by a representative of Sladden Engineering. All recommendations are considered to be
tentative pending our review of the grading operations and additional testing, if indicated. If others are
employed to perform any soil testing, this office should be notified prior to such testing in order to
coordinate any required site visits by our representative and to assure indemnification of Sladden
Engineering.
Our investigation was conducted prior to the completion of plans for the project. We recommend that a
pre job conference be held on the site prior to the initiation of site grading. The purpose of this meeting
will be to assure a complete understanding of the recommendations presented in this report as they apply
to the actual grading performed. ;
Sladden Engineering
1
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North
Approximate Boring Locations.
1997 UNIFORM BUILDING CODE SEISMIC DESIGN INFORMATION
The International Conference of Building M '
b Officials 1997 Uniform Building Code contains substantial
revisions and additions to the earthquake engineering section in Chapter 16. New concepts contained in
ke updated code that will likely be relevant to construction of the proposed structures are summarized
lelow.
Ground shaking is expected to be the primary hazard most likely to affect the site, based upon proximity
a significant faults capable of generating large earthquakes. Major fault zones considered to be most
likely to create strong ground shaking at the site are listed below.
Approximate Distance Fault Type
Fault Zone From Site 1997 UBC
San Andreas 8.7 km A
San Jacinto 32 km A
Based on our field observations and understanding of local geologic conditions, the soil profile type
judged applicable to this site is Sp, generally described as stiff or dense soil. The site is located within
UBC Seismic Zone 4. The following table presents additional coefficients and factors relevant to seismic -
mitigation for new construction upon adoption of the 1997 code.
Near -Source Near -Source Seismic Seismic
Seismic Acceleration Velocity Coefficient Coefficient
Source Factor Na Factor NY Ca Cv
San Andreas 1.1 1.3 0.44 Na
• 0.64 Nv
San Jacinto 1.0 1.0 0.44 N. _ 0.64 N„ . .
Sladden Engineering .
07/06/2006 02:37 13107877835 GUTHRIE PAGE
O
EQUIPMENT SCHEDULE N
I
AIR CONDITIONING UNITS c
U -E aa
pTi CARRIER MODEL 48HJDOOB GAS/ELECT. DOWNSHOT
V V
90,000 BTU/HR TOTAL COOLING, 2 STAGES W O 0
' 7.5 TON 68,400 BTU/HR SENSIBLE COOLING �� O N ,N
CEDB = 957 EWB = 67'F Q
125,000/102,500 BTU/HR HEATING INPUT, 1 STAGE N - c
EER = 11.0 AFUE = 82% N N
' 3000 CFM SUPPLY AIR ® 0.5" ESP
208 VOLTS, 3 PHASE, 60 CYCLES
UNIT FULL LOAD AMPS = 33.7
' MCA = 38.2 MOCP = 45
FACTORY ECONOMIZER WITH BAROMETRIC RELIEF
AIR DAMPER, FACTORY CURB, FACTORY FILTER RACK
FACTORY OUTSIDE AIR HOOD
UNIT TOTAL WT. = 1060 LBS.
tE UNIT HEIGHT (INCL. CURB) = 55"
DUCT WORK c:l
SHE -T METAL (WHERE SHOWN)
GALVANIZED IRON FABRICATED & ,..�
INSTALLED AS PER 2001 CALIFORNIA MECHANICAL
CODE & 2001 CALIFORNIA TITLE 24 STANDARDS.
SUPPLY & RETURN MAINS
' 1. SPIRAL DUCT FABRICATED, INSTALLED,
& INSULATED AS PER CODE.
' OR � —
2. FLEXIBLE ALUMINUM DUCT &
ACCESSORIES FOR LOW PRESSURE
U.L. CLASS I APPLICATION
WITH 1" TK. FIBERGLASS INSULATION N
t WITH VAPOR BARRIER.
OR
3. RECTANGULAR OR ROUND, FABRICATED
& INSTALLED AS PER UMC CODE, & s
INSULATED PER INSULATION SCHEDULE.0 AIR DEVICES U.
—
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1. FLEXIBLE FIBERGLASS DUCT. QO N
MAXIMUM 7'-0" LONG, 1 1/2" TK. E
HEAVY DENSITY FIBERGLASS WITH Ln CL
LINER & VAPOR JACKET, CLASS U)
' 1, STANDARD 181.
v
TITLE 24 (VOTES Goma
GUTHME & ASSC
TITLE 24 FOR AC ENERGY CONSERVATION 370 S. CRENSHAW. SUM
7ORRANCE, CALIFORNIA
IEL (310) 787-782
FAR (3 10) 7B7-713:
1. ALL DUCTWORK, INCLUDING INSULATION, SHALL EMAIL omcuoCulheng.
CONFORM TO CALIFORNIA ADMINISTRATIVE CODE, 2001
' A098 T11LE 24, AND THE CMC LOW VELOCITY DUCT
CONSTRUCTION STANDARDS, LATEST 2001 EDITION.
07/06/2006 02:37 13107877835 GUTHRIE PAGE A -17
• l a '
' INSTALL SMOKE DETECTOR IN S
DUCT INTERLOCKED WITH UNIT
CONTROLS FOR SHUTDOWN
' A/C SYSTEMS WITH 2000 CFM
AIR CONDIT10NINg UNIT AND HIGHER
SEE EQUIPMENT SPECS.
FRESH AIR INTAKE
' W/ BACKDRAFf
DAMPER
FACTORY ROOF CURB
' BY A/C CONTR.
SEE DETAIL
THIS SHEET
CONDENSATE DRAIN -
SEE PLUMBING
DRAWINGS FOR
CONT,
SUPPLY AIR
DUCT sMOKE
' DETECTORS
IN SA DROP
1 GALVANIZED IRON
LINED SUPPLY &
RETURN AIR
' PLENUMS
NOTE:
AIR CONDITIONING UNIT SHOWN IS FOR
INFORMATION ONLY. VERIFY ALL UTILITIES
' WITH AIR CONDITIONING UNITS FURNISHED.
AIR CONDITIONING UNIT (DOWN DISCHARGE)
V
1 07/05/2006 02:37 13107877835
nAA
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GUTHRIE
PAGE A ,• �
Cil
RTnUi-0 RTU -0m
7.5 ON I 7.5 TON
360 SA� 360 05A
SHFLL ONLY
D
Threaded
Systems
1411
Splicing DAYTON/ RICHMOND"
CONCRETE ACCESSORIES
Dowel Bar Splicer System
D -101-A Straight Dowel Bar Splicer DB -SAE, D -102-A 900 Hooked
Dowel Bar Splicer, D -103-A 180° Hooked Dowel Bar Splicer,
D -104-A Double -Ended Dowel Bar Splicer
The Dayton/Richmond Dowel Bar Splicer is a one-piece unit, integrally forged from ASTM A615 grade 60 deformed rebar
material. The splicers are available in #4 through #11 rebar sizes to be -used in conjunction with the corresponding size
dowel -in to accomplish a mechanical splice designed to achieve 160% of specified yield (full mechanical ultimate).
The splicer can be furnished straight (D-101-A)cut to length, 90° and 180° hooked (D-102-Aand D -103-A) and double -
ended (D -104-A) in plain or epoxy coated finish. The splicer can also be special -ordered with a reduced diameter washer
flange or with the washer flange clipped (in more than one direction, if required) to provide adequate concrete cover, or to
avoid interference.
The D -104-A Double -Ended Dowel Bar Splicer is used to establish a direct load path through a concrete section, thus
avoiding multiple hooked rebar and eliminating rebar congestion. The double -ended unit can be configured in a "U" shape for
special applications.
Bar
Size
Thread
Size
A
B
D
IE
Flange
Diameter
Minimum Palt Range =
95% F„ Actual or 160%
Fy Specified"
#4 [#13]
518-11 UNC
1-1/8"
1/8"
11/16"
55/64"
1"
1-718"
19,200 lbs.
#5 [#16]
3/4"-10 UNC
1-9/16"
1/8"
13/16"
1-3164"
1-1/8"
2-1/16"
29,760 lbs.
#6 [#19]
7/8"-9 UNC
1-11/16"
1/8"
=15/16"
1-15/64"
1-114"
2-1/4"
42,400 lbs.
#7 [#22]
1"-8 UNC
1-27/32".
1/8"
1-1/16"
1-27/64"
1-3/8"
2-7/16"
57,600 lbs.
#8 [#25]
1-1/8"-8 UN
2-1/16"
1/8".
1-3116"
1-19/32"
1.1/2"
2-5/8"
75,840 lbs,
#9 [#29]
1-114"-8 UN
2-3/.16"
1/8"
1-5/16"
1-25/32"
1-5/8"
2-13/16"
96,000 lbs.
#10 [#32]. 1-7/16"-8 UN
2-7/16"
1/8":T1-1/2"
2"
1-13/16"
3"
121,920 lbs.
#11 [#36]
1 1-9/16-8 UN
2-9/16" 1
1/8"
1 1-5/8"
2-7/32"
1 1-15/16"
3-1/4"
149,760 lbs.
Loaas snown Dasea on IbU% ty specified
Length As Specified
Smooth+0.125
Transition (Approx. E -0.000
1/2" Fillet Radius)
250 Typ.
Rebar Size �.
D-101 -A Dowel Bar Splicer
A
Nail Holes
1/2" Less
Than Q '1 Q 017 O
Flange
O.D.
Flange Optional Clipped
Diameter ±1/8 Clipped Flange
Flange
Note: No. 4, 5 and 6 splicers, 18", 24"
and 36" long will usually have a stamped
metal plug to protect threads; all other
sizes will have a plastic cap plug.
14 2/04
i
Threaded Splicing
S stems `� 4 ; - DAYTON%RICHMOND`°
Y 4 CONCRETE •ACCESSORIES
Dowel Bar Splicer -System, t
Sp.e.`cified
or Required Dowel Bar ,,
Recommended Dowel Bar Splicer
and:Dowel-In
Bar
Size
Grade 60 Rebar Loads (lbs.)
System
Thread
Size"
DB -SAE
Bar
Size
Dowel -In
Bar
Size
System
Stress
Area
(min.)
Completed Splice (lbs.)
Py 1.25 Py Puu
Py
1.25 Py
Minimum Pult
Range = 95%
Fu Actual or
160% F
Specified..
#4 [#13]
12,000 15,000 18,000
518"-11
#4
#4
;20
12,000
1 15,000
19,200
#5 [#16]
18,600 23,250 27,900
3/4"-10
#5
#5
.31
18,600
23,250
29,760
26,400 33,000 39,600
718"-9
#6
#6
44
26,400
33,000
42,400
#7 [#22]
36,000 45,000 54,000
1"-8
#7
#7
60
36,000
45,000
57,600
47,400 59,250 71,100'
1-118"-8
18
#8
79
47,400
59,250
`, 75,840
#9 [#29]
60,000 75,000 90,000
1-1/4"-8
#9
#9
1.00
60,000
75,000
96,000
110 [#32]
76,200 95,250 114,000:
1-7/16"-8
::#10
#10
1.27
76,200
' 95250
121,920
#11 [#36]
93,600 117,000 140,400
1-9/16"-8
#11
#11
1.56
93,600 1
117,000
149,760
ry=ivnrnmum rneia strengtn or oar.
'5/8", 3/4", 7/8" and 1" sizes have UNC Threads. 1-1/8" and larger sizes are equipped with UN Threads.
'"Loads shown based on 160% f,, specified.
r - A
R
B
D -102-A 90° Hooked
Dowel Bar Splicer
O(See chart below)
verall Length
Double -Ended
Dowel Bar Splicer
D -104-A Double -Ended Min. Lengths
Tolerance
Overall Length_
#4 [#13]
12" O.A.
+0 - 3/8"
#5'.[#16]
12" O.A.,+0
_.
- 3/8"
#6 [#19]
14" O.A.
+0 - 1/2"
#7
A61, O.A.
.._.
+0.-,5/8
#8 [#25]
16" O.A.
+0 - 3/4"
#9 [#29]
16" O.A.
#10 [#321
16" O.A.
+0-1"
2/04
in A 1
�--- C --�
D -103-A 180° Hooked Dowel
Bar Splicer
Overall Length
_ccv_v_c5i-
D -101-A Dowel Bar Splicer
0
See D-108 Headed Dowel Bar Splicer on page 17.
15