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MARK WIDTH LENGTH THICKNESS 1. THIS GEORAM6 ENGINEERED AGGREGATE PIER (EAP) PLAN CONSTITUTES A PORTION 5. INDICATES CONTROLLING LONG-TERM LOAD COMBINATION IN kips 13. SITE GRADE AT TIME OF GEOTECHNICAL EXPLORATION = ELEV. 199' TO 201' (PER
OF THE PROPRIETARY DESIGN-BUILD SCOPE OF GEO TECH FOUNDATION COMPANY- (NOT APPLICABLE THIS PROJECT). SHEET C2.02, DATED 02.28.2020, BY WDY).
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F4.0 4'-0" " WEST GTFC-WEST). ITIS PREDICATED ON THE INSTALLATION EQUIPMENT, METHODS 1 -3OQ
F5.5 5'-6" 5'-6" 1 '-3" (INCLUDING HIGH ENERGY VERTICAL RAMMING), PROPRIETARY QUALITY CONTROL, 6. INDICATES CONTROLLING SHORT-TERM LOAD COMBINATION IN kips W U
AND ENGINEERS'OVERSIGHT AS PROVIDED BY GTFC-WEST OR ITS SPECIFICALLY (NOT APPLICABLE THIS PROJECT). 14. ALL PIER DRILL DEPTHS TO REACH 20'BELOW WORKING PAD SURFACE. ''nn
FC18 1 '-6" CONT 1 '-3" DELEGATED REPRESENTATIVES. THEREFORE, THIS PLAN SHALL NOT BE USED BY
ANY COMPANY OTHER THAN GTFC-WEST FOR ANY PURPOSE WHATSOEVER. 7. CXX'.... INDICATES ESTIMATED NET UPLIFT IN kips (NOT APPLICABLE THIS
FC24 2'-0" CONT 1 '-3" PROJECT). 15. INDICATES APPROXIMATE LOCATION OF GEOTECHNICAL DATE: 03/12/2020
FC36 3'-0" CONT 1 '-3" 2. THE SOLE PURPOSE OF THIS DRAWING IS TO INDICATE THE LOCATIONS, ORIENTATION, EXPLORATION. REVISED:
AND OTHER INFORMATION PERTINENT TO THE INSTALLATION OF THIS ENGINEERED 8. INDICATES PIER LAYOUT NUMBER (SEE SHEET GT2.00). REVISED:
FC42 3 -6 CONT 1 '-3" AGGREGATE PIER SYSTEM. ALL OTHER INFORMATION IS FROM SHEET S2.11, DATED 16. B-1 ' INDICATES EXPLORATION REFERENCE NUMBER. REVISED:
FC6 0 5'-0" CONT 1 '-3" 02.28.2020, BY WDY, PORTLAND, OREGON. 9. INDICATES ESTIMATED PIER DRILL DEPTH BELOW �- -�__
BOTTOM-OF-FOOTING ELEVATION. 17. INDICATES APPROXIMATE ELEVATION/DEPTH BELOW FINISH FLOOR DRAWN BY: JJB JJG
m - - - - OF BEARING STRATUM INTERFACE (NOT ENCOUNTERED).
3. THE DESIGNER OF THE ENGINEERED AGGREGATE PIER SYSTEM HAS RELIED ON 10. INDICATES TENSION PIER (NOT APPLICABLE THIS PROJECT). APPROVED BY: JJG
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GEOTECHNICAL DATA AND STRUCTURAL LOADING INFORMATION PROVIDED BY SCALE: 1/8"=1'-O"
OTHERS. NOTWITHSTANDING ANY CONTRACTUAL OR OTHER PROVISIONS, GTFC-W 11. TXXX � INDICATES 30"PIER DRILL DIAMETER FOR FOUNDATION SUPPORT.
HAS NO RESPONSIBILITY TO DETERMINE THE COMPLETENESS OR ACCURACY OF THE
INFORMATION PROVIDED. 12. INDICATES PIER REFERENCE NUMBER.
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�a,. am,"a a 4. REFER TO SHEET GT2.00 FOR SPECIFICATIONS AND DIMENSIONING OF THE PLOT SCALE VERIFICATION GT1 00 0
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ENGINEERED AGGREGATE PIER LAYOUTS. ALL LAYOUTS CENTERED BENEATH 0 1" 2"
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1 . All Engineered Aggregate Piers to have minimum 30-inch drill diameter, U.N.O. L .U)
2. Allowable individual pier-cell capacity = 140 kips for piers beneath spread footings. Applies to gravity dead plus permanently and/or frequently applied live °0)- C Co o_L O°)m
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loads, and may be increased by 1/3 to include seismic. o° .� roo 6)L a
3. No piers designated for tension loading this project. :E � 6 C) o
4. Allowable design bearing pressure for reinforced soil strength = 6,000 pounds per square foot (psf) for gravity dead plus permanently and/or frequently applied C .o -� �
live loads this design tailored to a maximum applied stress of 2,500 sf . A 1/3 increase may be applied to include edge pressures due to wind and/or ° ° CD f6 °
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5. For lateral force resistance, minimum average allowable coefficient of friction provided by pier-reinforced soils beneath entire spread footing area = 0.5. C LL 0 .� -0
6. Structural loads to be supported by pier-reinforced soil are noted on sheet GT1.0x. a) L 6- 0 E o
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7. All piers to have minimum drill depths as designated on sheet GT1.0x, U.N.O. c� a o cn m E
8. Engineered Aggregate Pier installer may adjust pier locations in the field as needed to accommodate field conditions. The pier designer shall approve O ° q c� ° a) E G)
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adjustments of more than 6" horizontally in any direction. o E 0 o o W CD
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9. U.N.O., the pier reinforcement design is intended to provide bearing capacity protection for collapse prevention in a design-level seismic event as Y o (D o a) ,
characterized in the report referenced in note #13. ° o y .Cn 0
10. U.N.O., the pier reinforcement design is intended to provide settlement control of the structure foundations due to the design static loads only. E C
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11 . U.N.O., for large areal loads (such as site fills and/or heavily loaded slabs/mats) where the depth of stress influence exceeds the pier-reinforced depth, the o `°
pier design is intended to control settlement within the pier-reinforced depth only. Settlements caused by fills placed prior to pier installation should be L Q) o
monitored by the project Geotechnical Engineer-of-Record and should have reached completion before commencement of pier installation. It is not the 0� .° .ro y
responsibility of GeoTech Foundation Company - West (GTFC-W) to confirm that this condition has been met prior to pier installation. a°1 a m ECU >
12. The benefits of lateral soil stress increase and resultant footing settlement performance may be significantly diminished by nearby, temporary excavations ;v o o L
2'-s" (see Detail #2) and/or movement of retaining walls within a 15-foot horizontal distance (see Detail #4) that occur after installation of the aggregate piers.
13. Notwithstanding any contractual or other provision, GTFC-W has no responsibility to determine the subsurface conditions at the site, and has relied upon the
project geotechnical investigation report by Carlson Geotechnical (Tigard, Oregon), dated October 16, 2019 as solely representing subsurface conditions at PA_
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+ I the location where the foundation system is to be installed and to the depths of stress influence from the planned foundations. The Geotechnical d0 N
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Engineer-of-Record is responsible for confirming, during ler construction that subsurface conditions revealed in the ler cavities are generally as expected o 4u 0 0 �` i o
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from their various geotechnical explorations. However, this shall not relieve GI-FC-W of Quality Control responsibility for the pier installation nor from w r o 0
PIER LAYOUT #1-A o (D p u
responsibility for design modifications needed in the event that the Geotechnical Engineer-of-Record advises GTFC-W that subsurface conditions vary from Vd 2 Q- tri
1 - 30° DIAMETER PIER lz� Q- DJ
those indicated by the geotechnical explorations. ra
14. It is not the responsibility of GTFC-W to confirm that work done after pier installation (such as trenching, excavation, elevator casing installation, footing XW
excavation, and footing bottom protection) satisfies the requirements outlined in the Specification and Details presented hereon.
15. U.N.O., the aggregate pier reinforcement system may not mitigate the potential for hydro-collapse or expansion of the matrix soil, if such is identified in the
project geotechnical report as being a potential issue. While the Engineered Aggregate Pier elements themselves are not subject to collapse or swell, if the
matrix soils are prone to these effects (per the geotechnical report) then appropriate precautions should be taken to minimize the exposure of the soils to
water infiltration, per conventional practice and as recommended by the project Geotechnical Engineer.
16. The pier design presented on these drawings is copyrighted by GeoTech Foundation Company - West and is not applicable in any way to any other soil
PIER LAYOUTS reinforcement system. Use of this design in any way for any system other than that designed and constructed by GTFC-W is an express violation of U.S. N o
SCALE Y4"=1' copyright law. Z �
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SECTION 02360 1 31 34 30.13 V ❑ ❑
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ENGINEERED AGGREGATE PIERS
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(SOIL REINFORCEMENT AND FOUNDATION SYSTEM) X
PART1 GENERAL PART2 PRODUCTS REQUIREMENTS FOR STRUCTURAL FILL WHEN CLEARANCES FOR PLUMBING LINES AND RISERS OW _
1.01 WORK INCLUDED 2.01 MATERIALS PLACED OVER ENGINEERED AGGREGATE PIERS INSTALLED PRIOR TO CONSTRUCTION OF ADJACENT �3 N 0
A. Provide all equipment, material, labor and supervision to design and install Engineered Aggregate Piers for the soil reinforcement. Design shall rely on subsurface information ENGINEERED AGGREGATE PIERS LL !- In
presented in the project geotechnical report, and structural loading provided by the project Structural Engineer. A. Aggregate for the piers shall typically consist of materials that are in general conformance with gradation requirements for State DOT highway base course and/or drainage
B. Provide design submittal, including appropriate drawings and calculations, sealed by a Professional Engineer licensed in the state in which the project is located. materials, or as approved by the aggregate pier designer. Wet weather or soil conditions may require that the aggregate contain less than 5 percent fines(silt and clay particles = Z ❑
C. Design engineer for the project shall be directly employed by the aggregate pier installer, and shall be readily available throughout project Design Development and pier passing the No. 200 sieve). The aggregate pier system designer and installer shall make the determination of acceptable materials to be used in pier construction. Q It
installation to address Requests For Information(RFI's). B. A suitable washed, open graded aggregate may be used in wet conditions or as initial lifts where soft soils are present at the bottom of the aggregate pier. W <
D. Installer's Design Engineer and Quality Control representative shall each have a minimum of 5 years of documented experience with engineered aggregate piers constructed C. Potable water or other suitable source shall be used to increase aggregate moisture content as needed for workability. Water shall be made available on-site to the installer of Maintain T minimum clearance �- ix]
with high energy,vertical ramming of the type specified herein. the aggregate pier system for his use in moisture conditioning aggregate for compaction, as needed. The need for moisture conditioning aggregate shall be made by the (edge of pipe to edge of pier) O w O
aggregate pier system installer based on workability and/or dust control, however, moisture content of aggregate is not a requirement for pier acceptance. id to N
1.02 RELATED WORK BY OTHERS
PART 3 EXECUTION Stake and Flag _
A. Prior to any pier installation, the Engineered Aggregate Pier installer shall be provided with written confirmation that settlement caused by any fill placed on the site prior to pier Bottom of Footing or Floor Slab On-Grade Centerline of Risers N D.
installation has stopped. Such confirmation shall come from or be approved by the project Geotechnical Engineer. �••. - .; . . ,• ,•..,
B. Layout of footings, mats, rade beams and staking of all aggregate ier locations prior to aggregate ier installation shall be the responsibility of the General Contractor. If layout
3.01 INSPECTION
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and pier staking is not conducted by a licensed surveyor, then General Contractor shall assume full responsibility. Information provided shall include existing ground surface \•;" ,.:. " '
elevations(±3")within 50 feet of each aggregate pier element. General Contractor shall assume full responsibility for any and all costs associated with piers that may be found A. Examine areas and conditions under which aggregate pier elements are to be installed. Plumbing Riser Pipe with top
j 1 capped at least 6" below subgrade.
later to have been mislocated or constructed to the wrong elevation control. B. Notify General Contractor of conditions detrimental to proper and timely completion of Work.
C. All above and below ground utilities shall be located, clearly marked, and relocated as necessary prior to installation of aggregate pier elements. C. Do not proceed with Work until unsatisfactory conditions have been corrected in an acceptable manner. ------ (installed prior to pier)
D. Pier aggregate, if su lied or laced b the Owner's representatives or Contractors, shall be laced within 50 feet of the pier construction area and in sufficient locations as to
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facilitate unhindered, continuous pier construction,determined in coordination with the aggregate pier installer. 3.02 PREPARATION 1'-6" minimum Engineered Aggregate Pier ------
f �I i from site and fugitive dust control are not included. ------
E. Removal o drill spoils f o the g Constructed AFTER installation of O
F. Foundation excavations to expose the tops of aggregate piers shall be made in a workmanlike manner,and shall be protected until concrete placement,with procedures and A. The General Contractor shall locate and protect underground and above ground utilities,and other structures from damage during installation of the engineered aggregate pier _____- Structural fill Should COnSISt Of 3/4" � R
equipment best suited to(1)preventing softening of the matrix soil between and around aggregate piers prior to pouring structural concrete, and(2)achieving suitable contact system. ______ orr1" minus crushed rock (Adjacent Plumbing Pipes and Risers) ------ V
between the dense, undisturbed aggregate piers and the concrete footing. B. Install aggregate pier elements after Earthwork in the installation area has been completed as follows: Conforming t0 the State DOT - g
Procedures that can be employed for the purpose of achieving these goals include but are not limited to (1) excavate using a smooth bucket, (2) prevent excavation below a) Site subgrade established by General Contractor shall be within 6 inches of finish subgrade, or as approved by installer of the aggregate pier system. ----- Plumbing Line
------ (installed prior to pier) IZ
scheduled bottom-of-footing elevation, (3)place footing concrete or suitable concrete seal("mud mat')immediately after footing excavation is made and approved. b requirements for base aggregate, ------
Any fills needed to establish finish subgrade have been installed, and settlement resulting from fill loads is complete (unless specifically approved in writing by the O
Footing excavations shall be inspected by the project Geotechnical Engineer. The following criteria shall apply, and a written inspection report sealed by the project aggregate pier designer prior to installation). ------ Compacted to at least 95% Of O
Geotechnical Engineer shall be furnished the aggregate pier installer confirming that: c A workingsurface has been established b General Contractor to provide wet weather protection of subgrade and to provide a base for efficient operation of pier ------ ( )
Y P P 9 P P P maximum density as defined by
a)water(which may have softened unconfined matrix soil between and around aggregate piers, and may have detrimental effects on the supporting capability of the installation equipment.
pier-reinforced subgrade)has not been allowed to pond in any footing excavation at any time; ____-_ ASTM D1557. (Alternatively, On
b)all aggregate pier elements designed for each footing have been exposed in the footing excavation; 3.03 INSTALLATION ------ approval of the pier designer, lean
c)immediately prior to footing construction, the tops of all aggregate piers exposed in each footing excavation have been inspected by the Geotechnical En gineerand
concrete may be substituted on a Q
recompacted, as necessary, with mechanical (not vibratory)compaction equipment; and that the tops of any pier elements which may have been disturbed by footing A. The locations, size, and spacing of aggregate ier elements are described on theappropriate drawin s or details. An modifications in size and spacing of theaggregate ter
excavation and related activity have been recompacted to a dry density equivalent to at least 95%of the maximum dry density obtainable by the modified AASHTO P 9P9 Y P 9P ( ) case-by-case basis.)
element layout shall be approved by the system designer.
compaction procedure(ASTM D1557); -__, W
d an structural fill laced between the tops of aggregate ier elements and the bottoms of foundations consists of the same qualityand gradation material,or better,as used in B. Should any obstruction, including but not limited to boulders, timber, concrete,asphalt, large roots etc., by encountered which prevents placing the elements to the required W rn
) y p Pp s depth,or causes the aggregate pier to drift from the required location,the obstruction shall be removed by the General Contractor. The excavation shall be backfilled by Y/
constructing the piers,and that the fill has been compacted to a dry density equivalent to at least 95%of the maximum dry density obtainable by the modified AASHTO NOTE: Backfill for plumbing lines and risers for L
General Contractor with suitable materials and sufficiently compacted, in order to continue with installation of the aggregate pier element. Piers may be terminated short of Iii-
compaction
compaction procedure(ASTM D1557),and horizontal distance of at least 4'from the edges
e)no excavations or drilled shafts have been made after installation of aggregate pier elements within a horizontal distance of 10'from the edge of any pier,without the written design depth n rock,gravel or other suitable used to Additional aggregate pier elements shall be installed when required by the presence Of obstacles.
approval of the aggregate pier installer. C. Special high-energy impact apparatus shall be used to construct the aggregate pier elements. Specially designed yammers per paragraph 1.03 of this specification shall be of the pier in all directions to be compacted to at CI
used. Approval of constructed pier lifts shall be based on observed rammer modulus achieved over the last several blows of ramming. least 90%Of the maximum dry density as ` Q
G. Failure to provide the above items,which are beyond the responsibility of the aggregate pier installer, may void any written or implied warranty on the performance of the D. The bottom of the pier excavation shall be rammed prior to the placement of aggregate. If wet, soft or sensitive soils are present,open graded aggregate shall be placed and determined by the ASTM D 1557 test procedure.
aggregate pier system. rammed to stabilize the pier bottom and may serve as the initial pier lift.
1.03 QUALITY CONTROL/QUALITY ASSURANCE E. The center of each constructed aggregate pier element shall be within 6 inches of the design location, as located and staked in accordance with Article 1.02.B. Foundation W
elements installed outside of the above tolerance and deemed not to be acceptable, shall be either rebuilt or other remedial measures taken as approved by the aggregate pier
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A. Upon request, the installer vertical ramming with no vibration, including examples of at least 3 previous projects for which the installer has supported comparable structural system designer.
systems using high energy vthe aggregate pier system shall provide evidence of satisfactory experience with the design and installation of Aggregate Pier Soil Reinforcement F. Casing for elevator jack shafts located within 10 feet horizontally of any aggregate element shall be installed by others prior to aggregate pier installation,and shall be grouted
in-place for the full length of the casing. � U
loads, controlled settlement to the project tolerances,and utilized real-time quality control monitoring of rammer deflections. The design and installation shall be conducted and .�1.
overseen b a registered professional engineer employed b the installer. G. Acceptable constructed lift thickness shall be established by the aggregate pier designer and confirmed by the aggregate pier installer for each lift installed. DETAIL ri` 1
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B. The installer of the aggregate pier system shall use exclusively high energy, low frequency vertical ramming to construct the piers. No vibratory energy shall be used in H. Required ramming time per lift, or acceptable terminal rammer deflection per blow, shall be established by the aggregate pier designer, and (if a test pier is constructed)shall be
constructing the piers.The installer shall provide credible research data to confirm that the rammer design to be used for constructing the aggregate piers develops nearly full consistent with the time or deflection criteria used for the test pier construction.
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passive lateral pressure in the soil surrounding the aggregate pier for a distance of at least 4 feet horizontally beyond the edge of the pier.
C. The installer of the engineered aggregate pier system shall provide a full time Quality Control(QC)representative on-site during pier construction to maintain QC records during 3.04 AGGREGATE PIER ELEMENT MODULUS TESTING ` U
pier installation. This work shall be conducted under the supervision of a registered professional engineer employed by the pier designer. A testing agency or Geotechnical 1..1
Engineer shall be retained by the Architect/Owner for Quality Assurance(QA)services. A. Real-Time Modulus Testing of Multiple Piers and Multiple Lifts: Q W
D. Quality Control observations shall include: 1. See section 1.03 regarding real-time modulus testing to be conducted during the ramming of pier lifts.
a)rammer force determination; 1,1
b)rammer stroke deflection measurements; B. Post-Construction, Single Pier Modulus Testing: ( NOT APPLICABLE THIS PROJECT) LY
c)confirmation that piers are constructed at staked locations and within established tolerances, 1. At the aggregate pier designer's discretion, Post-Construction, Single Pier Modulus Testing may be omitted if Real-Time Modulus Testing (as described in Section 1.03) is CLEARANCES FOR TEMPORARY UTILITY TRENCH EXCAVATIONS CLEARANCES FOR PRE-EXISTING RETAINING WALLS CONCRETE OR Un
d)confirmation that aggregate lifts 3 feet or more above the bottom of the pier have been constructed to the design criteria established by the aggregate pier design engineer. performed. However,when specifically required, a single pier modulus test may be conducted on a specific aggregate pier element after it is constructed and has cured for at '
e)all other observations required for completing the Daily Aggregate Pier Progress Report(DAPPR), as noted below. least 3 days so that excess pore water pressures developed in the surrounding soils during ramming have dissipated. The pier to be tested shall be constructed in the same MADE ADJACENT TO PREVIOUSLY CONSTRUCTED ENGINEERED CORRUGATED METAL PIPES AND OTHER STRUCTURES SENSITIVE TO W
E. A Daily Aggregate Pier Progress Report(DAPPR)shall be completed by the installer during each day of installation, and shall consist of the following: manner and with the same ramming equipment as used on the project production piers, and rammer deflection monitoring shall be employed on each lift of the test pier.
a)Date of installation and summary of installation equipment and installation procedures. 2.Aggregate pier elements used for single pier modulus testing which are located within tolerance and provide a safe design capacity may, upon approval of the aggregate pier AGGREGATE PIERS LATERAL PRESSURE RESULTING FROM ENGINEERED AGGREGATE W O LV
b)Pier location, length, and diameter. designer, be used in the finished work. PIERCONSTRUCTION Z
c)Final depths of the pier top and bottom. 3.Compressive load test procedures shall be conducted in general accordance with ASTM D1143 and D1194, as appropriate. A test pier shall be loaded to 150 percent of the
d)Documentation of any unusual subsurface conditions encountered. estimated element design pressure. Alternatively, at the discretion of the aggregate pier designer, the modulus test may be terminated when a modulus equal to 150 percent 1' (min)
e)Soil and groundwater observations, if any. of the modulus used in the design is achieved. u
0 The results of any field Quality Control testing or deflection monitoring done. 4.The post-construction,single pier modulus test shall be conducted as follows: I_ _ LU
F. The aggregate pier installer shall confirm pier modulus based on the dynamic rammer modulus achieved during ramming of aggregate lifts. The modulus shall be evaluated by a) ASTM D1143 general test procedures shall be used as a guide to establishing load increments, load increment duration, load decrements, and total applied load.
measuring the dynamic force delivered by each rammer stroke, and applying that to the measured deflection of the rammer foot per stroke. Ramming of each aggregate lift shall b In order to evaluate bulging of theaggregate ier element itself under loading, the test pier shall be constructed in such a manner that deflections at both the bottom and 1' (min) 3' min 7 N `/ J O_
9 9P 9. p ------ ) (min)
be continued until the"design"pier modulus has been achieved. top of the pier can be measured at each increment of loading. J O
G. Prior to installing production piers,the aggregate pier installer shall measure on-site the energy output per stroke for the rammer being used. "Rated"energy provided by the o ------ 3� Maximum * * On approval of pier _
rammer manufacturer shall not be used. During lift ramming, deflection of the rammer foot accompanying each stroke shall be monitored with instrumentation capable of c) With the exception of the load increment representing approximately 112/o of the design maximum aggregate pier element stress, all load increments shall beheld for pp p designer On W
minimum of 15 minutes, a maximum of 1 hour, and until the rate of deflection reduces to 0.01 inch per hour, or less. -\ QZ
recording rammer deflection to a precision of at least 0.001 inch per rammer stroke. Rammer-blow deflection monitoring shall be performed randomly in at least 5%of the piers ______ a case-by-case basis.
installed for the project to confirm that terminal rammer-blow deflections on pier lifts meet the established acceptance criterion and that the"design pier modulus has been d) The load increment which represents approximately 112%of the design maximum aggregate pier element stress shall be held for a minimum of 15 minutes,a maximum ------ Q
achieved. of 4 hours, and until the rate of deflection reduces to 0.01 inch per hour,or less. Engineered Aggregate Pier ------ \\
______ 4' Minimum ------ 1 \ T
I prior to application of load increments and riot to measurement ofdeflections \
H. A calibrated dynamic penetration test(ASTM STP 399)may be performed on representative aggregate pier elements as a supplement to rammer modulus values obtained e) A seating load equal to 5 percent of the total load shall be applied to the loaded steelplate p o pp oa P d Installed prior to making i \
during lift ramming. A minimum of 15 blows per 1.75 inch vertical movement shall be the minimum average penetration resistance of compacted, graded aggregate base course to compensate for surficial disturbance. ------ W
stone. On lifts of open graded aggregate, lower values may be approved by the system designer as appropriate. f) The test data shall be presented as a graph showing deflection of the pier top and bottom under each load increment. the adjacent Excavation ------
I. The testing agency/Geotechnical Engineer providing QA services,shall monitor installation procedures relative to these specifications, and shall confirm that subsurface At the design load, deflection measured at the to of the pier shall not exceed the design settlement for theaggregate pier-reinforced soil zone, and the ratio of bottom
conditions across the installation area as revealed by the pier drilling are in general agreement with the project geotechnical explorations. 9) s p s ______ I W
plate deflection to top plate deflection shall not exceed 0.25 unless specifically approved by the aggregate pier designer. i Temporary Utility Trench
J. The designer of the aggregate pier system shall carry Errors and Omissions/Professional Liability Insurance with coverage of at least$2 Million. ------ i
3.05 AGGREGATE PIER ELEMENT UPLIFT TESTING (NOT APPLICABLE THIS PROJECT) _----_
1.04 REFERENCES Excavation (made after pier ------ I N
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' construction) ------ � O
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t
- - 7 shall serve osis. Uplift deflections shall be measured for both the reaction late
A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only. A. When field uplift tests are performed on aggregate pier elements,ASTM D 3689 0 s a se a as a b p p �-__ , ______ Unless specific approval is granted W
installed at the bottom of the aggregate pier element shaft and for a steel plate installed at the top of the element. Dial gages accurate to at least 0.001"shall be used and shall I W Z
1. ASTM D1143 Pile Load Test Procedures be supported on independent reference supported beams. Unloading shall be in at least four equal decrements, if possible. ---- I by the Engineered Aggregate Pier W111101
2. ASTM D1194 Spread Footing Load Test t t I designer, retaining Walls, concrete 1.1 ('y1
B. The following procedure shall be followed in performance of field tests to confirm uplift design parameters for aggregate pier elements designed to resist seismic uplift,as t t I g g u `LJ
3. ASTM D1557 Aggregate Densification required. �` Or corrugated metal pipes, and
4. ASTM D1241 Aggregate Quality 1. The pier shall be constructed in such a manner that deflections at each load increment can be measured for the top of the pier as well as the bottom of the pier. NOTES: -- I g P P
5. ASTM STP 399 Dynamic Penetrometer Testingother structures sensitive to lateral
2.Apply a seating load to the top plate not to exceed 5 kips. DATE: 03//2/2020
6. ASTM D3689 Uplift Load Test 1. Trench side wall within at least 4' (horizontal) to pressure should not be located
3.Zero dial gages following application of seating load. REVISED:
1.05 SUBMITTALS
4. Rapidly apply loads in approximately equal increments of at least 5 kips each, with a maximum of 6 increments between the seating load and 200 percent of the element pier t0 be protected from caving and Softening. within this zone. REVISED:
design load. Record deflections at each load increment.
5.The final increment of loading shall be equal to at least 200 percent of the design load. 2. Trench backfill within at least 4' (horizontal) of REVISED:
A. Make submittals in accordance with requirements of Division 1 and as specified in this section. 9 q P 9
B. A Daily Aggregate Pier Progress Report(DAPPR)shall be furnished by the installer to the General Contractor. The final DAPPR shall include select graphs of the rammer 6. Unload to approximately 5 kips in 4 approximately equal increments,and record rebound for each increment. peer in all directions Shaft be Compacted to at REVISED:
deflection data and modulus determinations for constructed piers. 7.Repeat the load-unload cycle at least 3 times. least 90%of thee maximum dry density as DRAWN BY: JJB
C. When load tests are performed, the installer shall furnish within 5 working days of the completion of the test, a report including a description of the installation, test data, and an C. For tests conducted to evaluate performance under sustained uplift conditions(such as hydrostatic),the loading procedure shall be generally as described in B, above,except determined by the ASTM D1557 test procedure.
p g y p p g p Y APPROVED BY: JJG
changes in design parameters based on the load test results. The report shall be prepared by or under the direct supervision of a registered professional engineer experienced that only one load-unload cycle is required. Additionally, each load shall be maintained for a minimum of 10 minutes and until the rate of deflection equals 0.01 inch per hour,or SCALE: NTS
in performance and analysis of the aggregate pier system. less.
D. The deflections recorded during the test shall be averaged, and a load vs. deflection curve plotted for the top plate and the bottom plate. The ultimate uplift capacity for the
1.06 DELIVERY, STORAGE,AND HANDLING
aggregate pier element shall be defined as the load at which the rate of deflection measured at the top of the element is approximately equal to the rate of deflection at the
bottom of the element. Loading beyond 200 percent of the design load is not required.
A. Any materials ordered or delivered to the project site before approval will at the aggregate pier installer's risk.
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T^ ■ 00B. Deliver materials to project site in quantities and at times to assure conformimity of activities with the installation schedule for the aggregate pier system. SPEC11-2018.DOC DETAIL #2 DETAIL #4 I L
C)Copyrght 2019 Ge Txh Rmndation Camp ny-Wast