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THE SQLE PURPtaSE OF Tt�� DRAWING lS TO 1NDlCATE THE LC7CATl Nt�S~���M��"`^��� � � �-- � -� � n � -T -, ,! , >, ; ;� �, , � \ 5'/13' � 1A /PROPE�TY LI�� _���'3 � �A �' � __ _ I ___ ___ ___ ___ _ _ ___ - , _ �s o c.� �4.9KLF 3.2KSF \, �'- � -� �5 �� � �� ___ _ __ _ -_- -- I --�— , � �'-� t 5 16" �'�.9KLF;2.5KSFi---_��, QRIENTATION, AND aTHER /NFORMAT/0N PERTIl�ENT TO THE /NSTALLAT/ON OF TH/S � .� �' `� °' ' ; 1 I - � � I�-----�__�_ ___ ....._._..�„__�{ -l: -----'r-- -�! �� -�--�" _II ,�- �„ , ;-�= p�.,. G I, �I. L I, � � , � � O `� o � � o � � - � 5'/13' I 1A ;.��• ; � , � . � � '� � '� � I� - `� � '' �, ' ,, � �i �,,�- � ` '� � 1 � 1 � ,____ _, 5/13 j 1A ,' ENGfNEER�D AGGREGATE PfER SYSTEM. ALL CJTHER lNF4R ATI�IV /S FRlJM SHEET � � �, � � -�, � :� � � . 1 � r �fi- � - - � � � -_ � � � �.. .. . 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PIER I..ENGTH �ou�oATfo� �tAN �QTES (�r�C�.uQE� �oR RE�E�E�cE o��.v�� ' �m ��� � � �� �.�� A� � ����, � � � �,� .�.�� ���_.��.,����.��,�.�� I F7 -�,_Q„ 7=_Q�= 1 �_�S9 2(�9 k�ps 2D 8' � � �`�� 1. STRUCTUftAL GENERAL NC?TES, GESIGN CRITERIA, ABBREVlATIONS Af�D I.EGEf�D 51.01 THRU S1.03. �F � F7 �'_0" 7'_0" � '_�" 241 kips 3D 8' � �` 2. V E R i F Y A L L D I M E N S I Q N S A N D E L E Y A T I Q N S W I T N T H E A R C H d T E C T U R A L D R A W I N G�. A�I._ E X I S T I N G D I M E N S I O N S ' � IF9 �,��>, �'_�a= �'_Q}� 4t�7 kips 3D 10' i s�+a�� e� Fi��a v�Ri�i�a. T )) l 75 F )9 9 - ��h " F� � -O � -O � -C} �- `�J,�'J �I�S �I-D g � 3. CQ(�TRACTQI� SHAL� LQCATE ANQ VERiFY THE F�QLLQWING WITH OTHERS PRIOR TO POURING CONCRETE: ALL "��"' �� �. � � ���J I�I S Df3QR OPENI(�G� lN FOUNDATION WALLS• aRAINS Af�D SLOPES� BI�QCKOUTS FOR POOI.S SPAS, FREEZERS . F1 � 1 Q,��„ 10,_4,> 29_�sy p 3D 9' � coQ��Rs, ��u�e�Nc, sP�w��G..��s AN� 'Hv�c. a��. �ucTs, c�as�s A�o Pi��s P�R ��cHa,�icA�., ��un��eN�, � ° ; I : ,: � ,s : :: ��'j�} kl S ' ELECTRlCAI. AND SPRINKLER DRAWINGS. iTAIR DETAI�S AND GUARDRAlI.S PER ARCHlTECTURAL DRAWlNGS. DATE 07/�9/20� F1 (� 1 {� —0 1 � —Cl 2 —� P 4D 10 �� . : sp : ,p � :x : 4. TQP QF SLAB (TfSI�AB) EL�VATIQI`�I AS�UMED 0'_0•,. FOR ACTUAL TfSLAB ELEVATION REFER TO CIVIL AND � � �" �r r�'^ ":'""` W . REVISE�. Q8/20j2U9$ I F10 1 C� —0 1 U —a 2 --6 5�� �aps 5D 9 ARc�9�r�c-ru�a�. a�awE�cs. ��ov1�� s ��� v�Po� aA�Ri�� s��ow sLas ai a�T���oR s�aces. ��ovc�E � ��� �-�� � ����� � ���.� ��� � � � R�vis��: F11 11 ,��„ 11 >���, 2�_�!9 68U kips 5D 11 ' ( ����-o�a��ir�c cR��u�.a� �i�.� ��R c�o�rEc� ft��a�T. � �,�', �n���� ����°�� � „�„ REVISED; ! ID 9 SP P ?i 1 � R'��"` � M A T "I � -Q �-Q -(� ,� -6 ��� �I p� SEE P LA� � I 5. TYPICAL TOP QF INTERIOR (T/Ii�TERIOR) Ft}OTING E��VATI�?�! = -Q'-8", UNO. TYPlCAL TOP OF EXTERIOR :� ��°� W�,--,,.-�_�,_. �,��,���«��,y �'. � REVISED: �:; P P A P AN 4.9 KLF 1 A y (�/�x���oR) FooT�r�c ���va�r�or�s = -� -o , u�vo. CONTI�IUOUS SEE LA�I SEE L �l �EE L 5 � o�Awtv e�: �1J8/JJCa {"� ���� I 6. ALL �QOTINGS AND SI,.ABS T4 BEAR 0�1 COMPET�NT NATIVE SOi� ANQ/OR STRUCTURAL FILL. SUBGRADE � APPROV�D BY: �I.IC� I , . _:. .. „ . . .: :.. . . ... .. . ....., .. .. .,.,... _ .:_ _ ��_ � ��� _.. ._ T _... .- .-. .._ NQTED�Ii�TI�H� STRIJC URAL GENEROOTNOT�DRAINS> AND OTHER REQUIRE�IENTS PER GEOTECH REPORT AS . . .. . .. . SC�t.E: 1/8 -7 - _._ - - - u. _... �. I 7. CJ INDl�ATES CQNTROl� JOINT PER PLAN. I ' Q �Xf ry>1 M L( C�Cqpyrrght 2018 Gec�Tech Fourtdatlon Company-Wasf i � NC?TE�: cra � ,� � � i �,_�,°, � 1) �.�g len�ths fcar ho�k bars to be pr�vided by :� .� � o �; � � � ' Structural �ngineer c�f Re�c�rd. ~ � � � Q �Q � �, �:, ��, Q„ � �I C�TE� � . � � � Q � .� � � � � -�? � � •N � t � � �� ,° � -6 ,� � � 1. All Engin�ered Ag�reg�te Piers t�, h�ve minimum 34-inch drill diameter, U. .U, � � � �,.-- � a L �-'-o" . �'-o" , `� 2. All�awabl� in�ividual pier-�el! capacity = 1�� kips far piers beneath spre�d foating�. Appl'res to gravi dead plus permanently and/or frequently applied live �,�� �� o.� � �a J '� ` la�ds, an� m� b� incr��se d b 1/3 t� inc lu de seismic. ° � � � � �- "= �,��„ � �,^Q„ L��-0" � 2,A6„ � �>_�" } --}- _ '. � �` u� aa S o � � � . � '� `` • `- 0 3. Allavv�ble pulla�a� ��pacity af int�ividuai piers d�si+�nated fcar tensia�n ft�ading or� shee# G1.�x is 45 kips, � � � � �� �, �- � 1 ---,.� -,-----�,- � ,w, 4. Affowable de�ign bearing press�are far reinfarc�d �oil strength = �,OpO pounds per square fcaot (psfi) far gravity dead plus permanently and/or frequently � � � � -� � � � , �. �, � � � �„�����w ����„�w��� � �, � � �, € #� (��N.), �RAQE �5 applied live Ic��ds. A °�/3 increase may b� �pplied to include edge pressures due tc� wind and/or seisrnic. � Q -� � Q � � --�- � --�- -�- --�- N --{--- -}- -�- � � THREADEo MooK �. F e a r I�t�r a l f c�r c e r�s i s t a n c e, m i n i m u m a v e r a g e a f i c�v u a b l e c a e f f i c i e n t o f f r i c t i o n p r o v i�e d b y p i e r-r e i n f o r c e d s o i l s b e n e a t t� e n t i r e s p r e a d f o o t i n g a r e a = 0,5. O -� � � � � � o `° `� -----�-- � � ,� - � � r��N. �RAp� �5 �. ��ru�tural laad� ta be �upparte� by pier-reinforced soil are ncated an sh��t GT1.ax. o Q � `� � � a � # ( ), Q � .�' .� �u - ,� P��� �aYouT #�-� '� �. .�. .� couP►��R «�� EPC7XY-C❑ATED ?. �!I piers tc� have rnir�imu� dril� d�pths as designated on sheet GT1.ax, U. ,C�. � -� �. � � � � o PIER LAY4UT �2-A PIER LAYQUT �2--D Q CC7UPI�ERS, B❑TTOM ❑F � � Q E- U � � �-`- , - .�o�� DIAMETER PIER . _______ 8. En�in��red Ac��re��t� Pier instalier may adjust pier Ic�eatic�ns in the fie�d as needed ta accommadat� fiefd condififlns. The pier de�igner shall apprave � � Q � � � .� 2 - 3�J" DIAMETER PIERS � - 30" DIAMET�R PIERS p��� L.AYQUT .�3-D CI�UPLER SHQULT� BE BELI�W O p � � '°'' � f---- BQTT[�M ❑� �QOTZr�G; �❑ �dj�stmer�ts c�f m�re th�n �" hc�rizc�ntally in any direction. � � � c� � � � � 3 - 3U" DIAMETEf� PIERS cU C'.5 :� �, c� � c� ______ �,��E s�EE�. IN Cor�T�CT 9. U. .Q., �he pi�r reinforGern�nt design dcaes nt�t address liquefac#�on or other potential seismic hazards. � �- � -� .� o �' � F---- wITH �ar�cR�TE� 10. U. .C�,, th� pier r�infi�arcement design is intended to provide set�lement contrc�l afi the structure faundatior�s due �� the design static loads only. � � Q � ° Q .��, w ����� - 1 1. U. .Q., f�rr lar e area l io�ds suc h as si te fi!!s an�/ar t�eavi l Icaa de d s ia b�/ma ts w here t he de t h o f s tress in fluence excee ds t he ier-r�in force d de t h, t he � �oTfio� o� �QOT��� 9 f Y ) P P� P � � .� o � ,`� °' �, _ �.... i�r desi n i� ir�ten�ed tc► contrc�l settiement within the ter-reinforced de th �nl Settlerrtents caused b fills laced rior to ier inst�llation should be � `� "� � � � ,� c/a ____ p � P� p Y� Y p P � p � � � �� �a� c.� � ,'f g���" ,< #� (r��N,), ��Aa� �� TH��A��� manitor�d by th� pra�ect Gec�t�chnieal Engineer-of ff�ecor� and sk�Quld have r�ached cc�mpletic�n befc�re cc�mmencement of pier installation. It is not the o � � Q � � �Q � �'-�" � _____ TENSfC?N B��s <2 ��� pz��� r�sponsi�ility caf �ec�T�ch Fo�ndatian �amp�ny - West (GTFC- ) to con�rm fihat this ct�nditic�n has been met p�iar to pier installation. � � � -� .o � � �� ,� r 3'-3" 3'-3" L c� c� °� �s, cu .� a� �, a� � �' 1 .._, _T�T� 12. Th� bene�ts raf I�terai sail �tress incre�se �nd resultant fc+oting settlement performance may be significan#ly diminished by nearby, temporary excavatians � � .� -� � �� � � G 2'_6" �, 2' �„ � ., � ,x see C?+�taii #2 and/c�r m�vement �� retainin wall� �rithin a 15-foot hc�rizontai distance see Detaii that accur after installation Qf the a re ate iers. � �� � �� � � � � :�? � 30 DIAMETER AGGREGATE � ) 9 � ) �9 � P � � � � o ° � � � �iER E�EME�vT 13. a ithstanding any cantract�al ar afiher provisiQn, GTFC-W has no resp�nsibility to determine the s�bsurface canditions at the site, and has relied upan the `� � + �-�-� W ����^ pr�j�cfi �e�t�chni�al in�e�tigatian repart by GeoEngineers (Portland, tJregan), dated Jun� 11, 2018 as solely representir�g subsurfiace conditions at the -I- -�- � �, c� _____ loc�tion where the faunda�ion system is to be insta(led and ta the depths of stress inffuence from the planned fflundations. The �eotechnica! PL � rr Engineer-of-Record i� responsible for eonfirming, durrng pier c�an�truction, fihat subsur�ace conditions revealed in the pier cavi#ies are generally as expected ��,��' -r�,, Q � � � Q � _____ frorn th�ir variaus g�otechr�ical exploratic�r�s. Hc►vu�ver, this shall not relieve (�TFC- of Q�ality �ontrol resp�nsibility fc�r the pier installation, rtor from ��� ��' ��``a `�� � -}- �, `i � � _ _____ 2�" QiAM�TE� x 3/�" TH��� respon�ibility �c►r design m�adi�catian� needed in the event that the Geat�chnrcal En�ineer-of-i�ecord advises GTFC- tha# sa�bsurface conditions vary from ° ,� � � � o � � `� � � �TEE�. P�A�r� thase indicated by �h� geote�hnica! exple�rati�ans. y � � � U ; " � � "�"T- �� (MIN.�, CAST HEX NUT ��� A� es not the resporasibiiity c�f GTFC-W t�a confirm that work done after pier installation (such as trenching, excavation, elevator sing instalCation, footing �.�, �,� �e�`� ��,�' � --�- -�- �- -f- �-�- '� � ` (►�ocK NUT) excavation, and foc�ting battarn protection) s�ti�fies the requirements outlined in the Specification and Qetails presented hereon. '��,�� ,`� � �, �, 15. U.RI.f�., �h� �ggregate pier reinforcemertt system may not rnitigate the potential fc►r hydra-c�li�pse or expansion of the matrix soil, if such is identifed in the � w � �9 (MIN.), HARDENED WASHER r� ect �c�#�ch�ical re ort as bein a c�ter�tial issue. While the En rneer�d A re ate Pier elerrten#s themselves are nc�t �ub ect to colia se or swell, if the _______ � 1 � p 9 P 9� 99 J J p Pi�� LAYOUT� �-Q mafirix soils are pron� to these efi�ecfis (p�r the geatechnica! rep�rt) ther� appropriate precautions �hould be taken to minimize the expc�sure of the soils to ���� LA�rQUT� �-� ' -------- #� (���.), �Raa� �5 wafier infiltratian, per �onv�nfiional practic� and as recc�mmended k�y the prr�ject Geatechnica! Engineer. 4 - 30" DIAMETE� P1ERS S - 30" QIAMETER PfERS i f-IEX NUTS i f 1�. The pier �esign �resent�d c►n �h��� drawings is capyri�hted by GeoTech Foundation CQmpany - est and is not appficable in any way to any other �oil � �'T_�T�� reinfarcem�nt system. iJse af this design ir� any way for any system other than that designed and eonstructed by GTF�- is an express violation of U.S. P ER LAYOUT� ; _____�_ ��p��'�n� sa,�. � �, � No � SCALE Y4"-1' �' TENSI0�1 PIER DETAIL � � `� ,� � � N.T.S. � d' � p � ---- - - - - - . ._._ - - --- - - _ - __ _ __ _ . .. _ .. _._ . _. i --. . , _ � ['r1 SECT1flN 0236t1/31 34 34.9 3 � f= [L' � , Z C] EN�i�����Q A�����a-r��r�r�s F ' � i� (SQlL REiNFfJRGEMENT ANt?FOl1NDATtC?N SYSTEM) J P���' �����AL �A��� ��o����$ E I E E T F T T L FILL E LE F L 1 Ll lSE S = 1.01 W4RK4NCLUDED 2.01 MATEREALS A,,,�e� �E Vf� EE � E TL �E �i I i �LG � T T T� J 1 � r � � A. Provide a!I equipment,materiai, labor and supervision to design and insta�l Enginsered Aggregate Pisrs for the soil reinforcem�nt. De�ign shail rely on subsurNace information � E T � � t�I presented in the praject geotechni�al report, and structuraf loading pravided by the project S#ructural Enginesr. A. Aggregats for the piers shall typically ctsnsist of materials that are in general confarmance with gsadation requirem�nts for State RQT highway base course andlor drainage B. Provide d�sign submi#tal,including appropriat�:dra�rings and calculations,sealed by a Pro#sssional Engineer€icensed in the state in which the project is located. materials, or as approved by the aggregate pier designer. Wet weather or soil condi#ions may require that The aggregate contain les�than 5 perc�nt fines(silt and Gay particles � I� C. D�sign engineer for the projec#shatl be directly employed by the aggregate pier installer,and shall be readiiy available throughout prr�ject Llesign Development and pier passi��the No.2Q0 sieve). The aggr�gate pier system designer and instalJer shall make the determination of accsptable makerials to be used in pier construction. Q '`�' installatio�to address Request��or[nformation(RFI's). B. A sui#able washed, open graded aggrega#�may be used in wet cor�ditions or as initial lifts where soft soi(s are p�esent at the bottom of the aggregate pier. � D. Enstaller's D�sign Engineer ac�d Quatity Cantrol representativ€�shall each have a minimum of 5 years af documented experience with enginesred aggregate piers constructed C. potable rvater or other suitable source shali be used to increase aggregate maisture contsnt as needed for warkability. Water shall be made available on-site to the installer Qf Mdint�ill 1' t7tinit11ut71 Cl2a1'�nCB � pry with high energy,uerkical ramming of the t ype specified hersin. the aggregats pier system far his uss in moisfure conditioning aggre ga#e fcsr cc�mpaction, as needed. The need for mois#ure cQnditioning aggregate sha!!be made by the (�Clg�o$pipe t0 edge Ofi pser) � ❑ aggregate pier systern installer k�ased an warkability and/or dust control; howevsr, moisture content ofi aggregat�is not a requirement far pier accep#ance. � � 1.(l2 RE�ATED WORK 8Y OTHEFtS � P�RT� Ex�cuTt��v 'i � - . � Stake and Flag cv a A. Prior to any pier instalfation, the Engineered Aggrega#e Pier installer shall be provided with written confirmation#hat settEemsnt caused k�y any fill placed on the site pricrr to pisr ; Bottom of Footing or Floor Slab an-Grade I � � C�i1t�t`{It12 Of Riset`S instailation has stopped. Such conftrmation shail come from or be approved by the project Gec�technical Engineer. � °�� .;- "•..; ' ' �� '� :., ;. ,. _ . � . .,<, ; ,;,, : 1, ;..;. 3.�1 IPISAECTBQN �•.r...�,.:•.�:,.�:« :...,.... ;:.. :..,::,���.::.�•... � Y 9 9 9 99 3 P p 99 8 P P Y Y , � „ , ,, ;; ,; .�. . .` . • � B. i.a out af faotin s,mats, rade beams and stakin of a!i a re ate ier locations rior to a re ate ier installation shall be the res ansibslit of the General Contractor. If ia out ,>.. . � '. ;:: :::;:;,';.;:.::. ,, ______ � and �er stakin �s aot c,t�nducted b a licensed surve or,ihen General Contractor shall assume full res ansibili Infarmation rovided sha(1 include existin round sur#ace `�`','-'`a:`•'::: ;':'... ..:.�' ,,•..:;°: :� �"'"�,,' P� 9� Y Y P �Y� p 9 9 . • � Y A. Examine areas and conditions under�hich a re ate ier elements are to be insta!►ed. Plumbing R'tser Pipe with top elevations{±3»)wiihin 50 feei of sach aggregate pier element. General Contractor sha11 assume full responsibility fcar any and ail costs assaciated with piers that may be found 99 9 P �` .. , �:r.:, ;� .. :`;�,' ______ `.• ��'• ...': � ' `: �' 1 � capped at least 6""belaw subgrade. E3. Noti General Contractor of conditions detrimental to ro er and timel com letian of Work, �`'`` '� '�'' ' `�" " ' later ta have been mislocated or constructed ta ihe wror�g elevation control. fY R P Y P ''��•.;�.:;<:•;... �::.• '„.::•,'" C. Ail above and belovv ground utilities shal#be located, clearly rr�arked, and relacated as necessary prior to inst�llatian of aggregafie piar eleenents. C. Do not procsed with Work until unsatisf�ctory canditians have been corrscted in an acceptable manner. `�;� �r".':�'::;: ,,�,; � ______ (111St�ll�d pfipf t0 �i�f) � �. ..� .....^ ,; � C?. Ps�r aggregate, if supplied or placed by the Qw�ner's representatives c�r Contractors,shaii be placed vuithin 50 feet of the pier consiruckic�n area and in sufficient iocations as to EC1 ineered A I'B c'��@ PI2f ______ facilitats unhindered,continuous pier constructian,deterrnined in coortiination with the aggregate pier ins#alier. 3A2 PREPARAT40N 1'-6"� minirnum _^���_ 9 �g g E. Removal of driH spails from the si#e, ar�d fiugitive dust control,are nat included. ° Constructed AFTER installation of �"� �i F. Founda#ion excavations to expase tha tops of aggregate piers shal!be made in a vuorkmaniike manner, and shall be protected until concrets placement,with procedurEs and A. The Gsneral Contractor shall locate and protect undergraund and above graund utilities, and ather structures from damags during installation of the enginsered aggregate pier ______ StC'UCtUfal �II{ SIlOUICJ CfJfISISt pf ��4 equipment best suited to{1}preventing softening of the mairix soii between and arc�und aggregate piers pric�r to pouring structura!concre2e,and{�)achieving suiTable contact sys#sm. QC �° minus crushed rock Adjacent Plumbing Pipes and Risers ______ �/ � ------ ,�'' i r a e �ers and the concrete foo#in _ b let as foliows: between ths dense,und stu bed aggreg t p g B. Insta(!aggregate pier elements after Earthwork in the instaliation area has een corrtp ed conforming to the State DQT ------ P�umb�ng �me Pr4cedurss #hat can be employ�d for the pur�ose of achieving fihsss goals include hut are not limited to (1) excavate using a smoo#h bucke#, (2) prevent excaua#ian below a) Site subgrade sstablished by General Contractar shaRl be v�ithin B inches of finish subgrade,or as approveci by instalter of the aggregate pier system. ------- �,/� (Inst�llEd pri0r t0 pie�) scheduled bottom-of-#ot�iing elevation,(3)place#ooting car�crete or suitabEe concrete seal{"mud matu)irnmediatety after faoting excavation is made and approved. b An fills needed to establish finish sub rade have been installed a�d settlsment re�ultin from fiil loads is com lete unless s ecificall a raved in writit� b the requirements for bas� aggregate, ------ .,.--'" � ) Y 9 � 9 P ( R Y Rp 9 Y + } + � Foating excavatic�ns �hal{ be inspeeted by #he project Geotschnical Engineer. The foilov�ing criteria shail apply, and a written inspection report sealed by the project 8i,��f��2I�F}i�f'(��Sf�nBf pfl0f TO I(1S�aII2�lOfi�. ______ CC}CY�pC�.�itPrd LO C�6 ��C�SL ��°lo of ______ Geoiechniea{Engirteer shali be fiarnished the aggregate pier instailes cor�firm`sng that: # i c) A working surface has been estabiished by General Contractor to provids vuet weather protection af subgrade and to pravide a base for efficient aperatian of pier ------ CYtaX1111UCT1 (��C1SI�/ aS d��It1�C� I�}/ a)water(which may have safteneci unc�snfined matrix sail betv�een and araund aggregate piers,and may have detrimental effecis Qn the supparting capabifity of the instaktatis�n equipment. � � " pisr-reinfc�rced subgradej has not been allowed to pond in any faoting�xcavation at any time; --____ ASTM D1557. (Alternatively, on '�-----' b)al!aggregate pier eiemants designed for each f�o�ing have been exposed in the footi�rg excavati�n; �.os a�sT���-r�orv ______ approval of the pier designer, (E��Il c)immediateiy prior#o fioating construction,t�e tops of all�ggregate piers exposed in each footing sxcavation have been'snsp�cted by fihe Geatechnical Engineer ar+d cancrete may be substituted on a rscc�mpacted,as necessary,with mechanical{nQf vibrafory)compaction equipmsnt;and#h�t the tops of any pier elements which may have been disturbed by faoting A, The locations,size and s acin of a re ate ier elements are described on the a ra riate drawin s or details. An modifications in size and s aain of the a re ate ier ' �'��� P 9 99 9 P PR P 9 Y P 9 99 9 P + + case-b -case basis. excavat€on ar�d related ac#ivity have been reeompacied t�a dry density equivalent to at{east 95°!0 of#he maximum dry density abtainab4e by ih�modified AASHTO element layout shall bs appraved by the system designer. �� �� � compaction procedure{ASTM p15�7}; ��,^_ � ^�-.�, d an struc2ural flll laced beiHreen th�to s Qf a re ate i�r elsments and the b�ttorns c�t foundatis,ns consists of fhe same quality and gradati�sn ma#erial,or better,as used in B. Should any abstructifln,including but not limited to boulders,timber,cancrete, asphalt, larg�raots etc., be encauntered which prevents placing the elements to the required � � � � �� � p depth,or causes the aggregate pier ta drift fram the required locatiQn,the obstruction shall be resnoved by the General Gon#ractor. The excavatian sha11 be backfilled by NOT�, B�Ckfill fOC lUl7?b!n /ft7eS�nd r1S�1'S fOt a ccjnstructing the piers;and that the fill has been campar.ted to a dry density equivalent io at least 95°10 of the maximum dry density obtainable by the modifssd 1aASHTO A 9 General Contractor with suitabfe materials and sufficiently campacted, in arder to continue with instailation of the aggregate pier elament. Piers may be termina#ed short af 1�CI �ING�NEERS hOCiZt�J�tal dJStanG�Of af l��St 4'ffOCt�fhe ed @8 compactifln procsdur�(ASTNI D1557j;and � e no excavations or dri4ted shaf�s have been made after insta€la#ic�n of a r ate ier elements wlthin a horizonta!distance of 9 i3'#rom the edge of any pier,without the wrritten design depth on rock,gravel or ather suitabie materials. Addftional aggregate pier elements shall be installed when re�uired by the presence af obstacles. � ��� � C. S ecla!hi h-ener fm act a aratus shall be used to canstruct the a re afe fer elements. S eciall desi r,ed rammers er ara ra h 1.03 of this s ecification shall be ; Of th�pi2t i!�al1 dit�Ct1U1�S f0 b�COm,DaGf�d t0 c�t approvai af ihe a re ate ier instailer. R 9 9Y P PP 99 9 p P Y 9 P P 9 P P � No Exceptians Taken o �g � � used. Approva!of constructed pier lifts shall be based on observed rarnmer modulus achieved over the last several blows of ramming, /��5t 90%Of thG!'r)�Xitl7ul»dry d�nSity�S G. Failur�#o provide the above items,wh'sch are beyond the responsibility ofi the aggregate pisr insta{ier, may void ar�y written or irnplied warranty c�n the performanc�of the p. �}��bottam of ths ier excavaiion shai!be rammed rior to the lacement of a re ate.!f wet,soft or sensitive so91s are resent,o en raded a re ate shall be laced and Nate Markin s d2f�1'min2d by th�ASTM 1�9557 tBsf pt'OC2dUt'2. aggregate pier sys#em. A� P P 99 9 P P 9 99 9 P 9 rammed to stabitize the pier bottom and may serve as the initial pier iift. 9.03 QIJALiTY C{)NTFtO�/QUAL4TY ASSLIRANCE E. The center ofi each constructed aggregate pier element shafl be within B inches of the design bcation,as ioca#ed and staked in accordance with Article'I.Q2.6. Faunda#ion Revise&{2esubmit elements instatled autside of the above tolerance and deemed not to be acceptable,shall be either rebuilt or othsr remedial measures ta�en as approved t�y fhe aggregate pier system designer. �Y� mercuria [}ate: 07J20/20i 8 A. U c�n re ue�t fhe installer of the a rs ate ier s stem shall rovide evidence�fi satisfacto ex erience with the desi n and ins2ailation of A re ate Pier Soil Rsinforcement ....._.....__.........._�.,_...__...................._....._..._..__._...__.. ._..__......._._._...__...._........_....__....__.. p � { �� � �° y � ry � � �� � F. Casing for elevator jack shafts located within 10 feet horizontaily of any aggregate elernent shall be instailed by athers prior to aggregate pier ins#allatic�n, and shall be grouted Tt��s REv�Ew�s FOR G�ra�RA�Cor��oRti�ANCE TO THE DESlGN C4i�CEPT AND syst�ms using high energy vsrtical rarrtming with r�o vibratson,in�luding examp9es of at least 3 previous pro�ects for which the installer has supported r.amparable structural ir�-place for the full length of ths cassng. CONTRACT DOGUMENTS AS TO THE STRt�GTURAL ELEMENTS DE5IGNED BY DGI loads,c�ntrolled setk3ement to ihs proj�ct tateranc�s,and utilized rea!-time qualit}a cflntroi monitoring o#rammer deflectians. The design and installation shall be conducted and { ENGINEERS. REVIEW OF ANY NQN-STRU;TURA�ELEMENTS DEPICTED IN THIS overseen by a registered professional engineer emplayed by fihe ins#ailer. G. Accsptabie constructed lift thickness shall be established by the aggregate pier designer and confirmed by the aggregate pier installer far each lift installed. Cj ETA1 L � 1 SUBMITTAI.H�S BEEN SQLELY FOR 7NE�URPpSE OF EVALUATIIdG THE IMPACT ON T �t,,, �� B. The insta(ler of the aggregate pier sys#em shall use exclusiveiy high ensrgy, low freques�cy uertical ramming t4 construct the piers. (Uo vibratory eaergy shall be used in �1. Required ramming tirne per(ift, or acceptable terminal rammer de#lection per b{ow,shall be established by the aggrega#e p'ter designer,and{if a test pief is constructed)shafl be THE BTRUCTURAL E�.EMENTS OESIGNED�3Y DCi ENGINEERS. REVIEW OF THE cansis#eni with ttte time or deflection criteria used far the test pier canstruction. SPEGIAITY STRUCTUR�I.ENGtNEERS{SSE)DESIGN IS FOR CQN�ORMANCE TO �nstructing the piers.The installer shafl provide credibls research data ta confirm that ihe ramrner design to be used for ccanstructing the aggregate piers deve�ops nearly full DESIGN GRITERiA AND COMPATI8ILITY W TH THE DESIGN 0�TNE BU1lDiNfi�AND DQES passive lateral pressure in#he soil surrounding the aggregate pier fc�r a distance af at least 4 teet hcarizontaily beyond ths edge of the pier. NOT RELIEVE THE SSc 0�RESPONSIBIU'Y�OR THAT DESIGN.A9,�RKINGS OR C. The insta[!sr of th�engineered aggreg�te p'ser systern shatl provide a full time�uality Con#rol{QC}represer�tative on-site during pier canstriaction to maintain QC records during 3.04 AGGftEGATE FIE#i ELEMENT MODULUS TESTING CQt�MENTS SHA�L NOT BE CONSTRUED;:S REUEVING THE CONTR,aCTOft FROM rnn i � � r � �n�Tc ru�rn��,r��anin�c pier instailation. This work st�all be conducted under the supenrision of a regis#ered professi�nal engineer employed by the pier designer. A testing agency or Geotechnical � RESPQNSiBLE FQR DETAI�S AND AGCUR;..CY;FOR CQNFIRMING AND CORRELATING Engineer shall ba retained by the Architeci/Ownsr for Quatity A�surance�QA}services. A. Real-Time Modulus Tes#inq of Multipl2 Piers and Multiple Lifts: � ALL QUANTlTIE5 AND DIMENSIQNS;FQR QELECTING FA6RIGATION PROCESSES;FQR D_ Qua1i#y Contro!observati�ns shall include: 1. See section 1.03 regarding real-#ime modulus testing to be conducted during the rammsng af pisr lifts. TECHNIQUES OF ASSEMB�Y;AND FOR PERFORMING WQRK IN A�+FE�ANNER. a}rarr�mer force detsrminatian; b}rammer stroke dsfl�ctifln measur�ments; B. Post-Construction, Si�qte Pier Modulus Testing:(NOT APPLlCABLE THIS PROJECT) c)�onfirmation that piers are ccsnstructed at siaksd EQca#'sons and within established#tslerances; 1.Post-construction,single pier modulus testing is nat required if Real-Time Modulus l'esting{as describeci in Sectian 1.03)is performed. ttow�ver,when specifscalfy rsquired, CLEARANCES Ft�R TE1VlPORARY UT1Lt TY Tf3;ENCH EXCAVAT/ONS V LEA �V G�7 FQiI 1�'�i�-�A��7TJ � TA1 � LL� � T d}cc�nfirmatian tha#aggr�gate lifts 3 feet or more ak�ove#he bc�ttom csf the pisr have be�n cons#rueted to the design criteria established by the aggrega#e pier design engineer. a sin le ser modulus test ma be conducted on a s ecific a re ate ier element after it is constructed and has cured for at least 3 da s so that excess ore water ressures � � s�� � ��� sy p g� � A v p � � MADE ADJACENT TO PREVIC)USLY CC)RISTRUCTED ENGl1vEERED CORRUGATED ETAL P1PES A T �T CT ES SE ITIVE T e)all othsr observaYsQns required for completing the I�aii A r ate Pier Pro ress Rsport{DAFPR), as noted beic�w_ develo ed in the surroundin soils during ramming have dissipated. The pier to be tested shall be canstructed in#he same manner and with the same rammin equipment as E. A Cfaily A9gcegate Pier Pragress Report{DAPFR)shall be completsd by the installer during�ach dsy ofi"snstallatifln,and sha!{consist of the faliQwing: used on the projec;t production piers,and rammsr deflection monitoring shall be employsd on each lift of the tes#pie�. A p�+ -�~ pq pp �+ T �^+t A T ajDate of installation and summary of ins#allation equipmsnt and instalfa�ion procedures. 2.Aggregate pier elements used for single pier modulus testing which are lacated within#oierance and provide a safe design capacity may, upon approva{of the aggr�gate pier /'���R��ATE PI Ef 1ti7 ! �r1t1L f"i 1E��.7 U E E� L 1 � � F E L'�1 EE E /-1.� 1 b)Pssr loca#�on,leng#h,and d'sametsr. designer,be used in the finished work. P�E �V �T V VT� c)F'snal clepths of tl�e pier t�p and bc�ttom. 3.Compressive load tes#proeedures shail be conducted in generai accardance wi#h ASTM D1143 and D1194, as appropriate. A tsst pser shall be(oaded to 150 percent of the d)[3c�cumen#ation of any unusual subsurf�ce conditions encountersd. es#imated element design pressure. Aiternatively,at the di�cretion of the aggregate pier desigfler, the modulus test may be terminated when a moduius equal to 150 percent 1' (min) e}Soii and groundwafier observ�tions,if any. of the madulus used in the design is achieved. � � Ths resufts of any fieid Qualit�+Contrc�l tes#ing or deflection moni#oring d�ns. 4.Ths past-ccrostruction,singis pier modulus iest sha(1 be canducted as foiiows: F. Ths aggr�gate pier installer shall confirm pier rtaodulus based c�rs#he dynamic rammer modulus achieved during ramming of aggrsgate lift�. 7hs mcadulus shall be evaluated by a) ASTNI D1143 gsneral test procadures shall be used as a guide to es#ablishing load incremen#s, load increment dura#ion,load decrements,and total applied lflad. -,' measuring tl�e dynamic force dslivered by each rammsr strotce,and applying tha##o the measured def3eetion of#he rarrtmer foot per stroke_Ramrrsing of each�geegate lift shatl b3 1n order to evaluate bu{ging of the aggregate pier element itself under loading,the test pier shall be constructed in such a manner that deflections at bo#h the battom and ______ 1' (mit1) 3' (tllift) � be continueti until the"des'sgn"pier mc�duEus has besn achiev�d. top af the pier can be measured at each incremen#of loading. - G. Prior#o insta[lirsg prt�dt�ction piers,the aggregate pier in�tallsr sha33 measure on-site the energy�utput psr str�ke far the rammer being used."Ra#ed"sner9Y Provided by#he 9 ------ 3' M�cimUm * * On a !'OVa10f iet d�Sl hef 017 � � rammer manu�ctufer shati ng#bs used. During!ift ramm�nc�,deflect�fln ofi the r�mme�foot a�companying each stroke s#�all be mani#ored With fnstrumenta�ion capable of c) With the exception of the laad increment representing approximately 112/o of the design maximum aggregate pier element s#ress, a(I toad increments shalf be held for a PA 1� � recording rarrimer deflectit�n#a a prscisic�n c�f afi Eeast O.OD1 inch psr rammer s#roks. Rammee-biow deflection monitoring shali be performed randomfy in a#least 5%of the piers minimurn of 15 minutes,a maximum of 1 hour,and until the rate of defiiectian reduces to OA1 inch per hour,or less. ------ a Gasa-by-c�se basis. instalied f�r ths projec#to conficm tha#terminat rammer-blt��+dsflections an pier tifts meet#he esiab(ished acceptance cri#erion and that#he"dssign"pier mQdui�s has been d) The ioad incremenY which represen#s a�proximateiy 112°l0 of the design maximum aggregata pier element stress shal!be held for a minimum of 15 minutes, a maximum ---,-- ' ---_-- \\�\ � achieved. of 4 haurs,and until the rate af deflection reduces to 0.01 inch per hour,o���SS. Engineered Aggregate Pier ' ______ 1 � � Fi. A calibrated dynamic pene#ra#ion test{AST#�1 STP 399}rr�ay be perform�d on representative aggregate pier elements as a supp{ement to rammer modutus values 4btained e) A seating load equal to 5 percent af the totai load shaA be applied to the laaded stee!plate prior to application of ioad increments and prior to measurement of deflectians ______ _ 4' Minimum _� �, Installed rior to makin ______ �� during lift ramrriing. A minimum of 1�b(ovrs per 1.7�inch vertica�movement sha11 he the minimum average pene�ration resi�tance o#compacted,graded aggregate base course to campensate for surficial disturhance. � g � � stone. CJn lifts af a{�n graded aggregate,lower values may be approved by the system designer as apprc�pria#e. �} The tes#data shall be presented as a graph showing daflection af the pisr top and bottom under each load inerement. tI1G adjaC2tlt EXC�VaCIOtI "'�'"--- � �_T��T '1 L The testing agency/Geotechnica#Er�gineer providing QA services,sha(1 monitor ir�stallatsar�procedures relative to tt�ese sp�cifications,and shall confirm that subsurface pt the desi n load, deflectian measured at the#o of the �er shall not exceed the desi n settlement fos the a re ate ier-rainforced sail zane, and the ratio of battam ------- s) � p � � as g � � I conditions acrass ttre instaflation�rea as revealed by the pier drilling are in general agreemen#with the projec#geo#echnicai explorati�ns, i ______ plate deftectiQn to top ptate de#lection shaN not exceed 025 unless specificatly approved by the aggregate pier designer. i Temporary Utility Trench i J. The designer of the aggregate pier sys#em shall carry Errc�rs and Omissions 1 Profiessional Liahilsty Insurance with coverage ot at aeast�2 t����[on. ; ------ i ,� �� ���������� 3.(l5 AGGREGATE PIER ELE�tIEIUT UPLlFT TESTWG (NOT APPLIGABLE THiS PR0.3ECT) ------ ; Excavation (made after pier ------ � � C01lStt'UC�i0C1� ______ � r i i � � � A. UVV(ien fieid up![ft tests are perfarmed on aggregate pier elements,ASTM D-3689-07 shall serve as a basis. Uplift daflections shail be measured fior bath the reaction pla#e ��,_ ^ % i Unless s�aeci#ic approual is granted A. The publicatic�ns listed below form a past of this specification#a tha e�ent referenced.The pubiications are referred t�a wi#hin the teact by the basic designa#ion oNy. -- ------ 1. ASTM D3143 Pile Load Test Pro�dures ir�stalled at the bottom of the aggregate pier e(emen#shaft and fQr a s#eei ptate installed at#he top of the eisment. Qial gages accurate to at least 0.001"shall be usad and shall � � �} ��1@ EC1 ineered A C8 a#e Pier be supported on independent reference supported beams. Unloading shatl be in at least four equal decrements,if possibfe. ______ 1 }y g gg g 2. ASTNi D1194 Spread Foating Lt�ad Test � � � B. Ttie following procedure shall be fallo�ved in perfarmance of field tests to confirm upiift design parameters for aggregate pier elsments designed to resist seismic uplift,as , f � designer, (��alClEtlg WaIIS, C�f1Gt'�t� 3. ASI�tA D1557 Aggregaie Densifica#ion required. `, •" or corrugated metai pipes, at1C� 4. AST�tt D9241 Aggregate Quality 1. The pier shail be canstructed in such a manner ttiat deflections at each load incremen#can be measured for the tog of the pier as well as the bottom of the pier. NOTES: �-'� � 5. ASTM STP 399 Dynamic Pen�trame#er Testing {7�nE�t' S�1"UC�UCE;S S�C1SIt1V@ �U �G3�C�;t`a.) 2.App1y a ssating load to the tap p(ate nat to sxceed 5 ki�s. DATE: �7�?�/2Q3� s. As�tu�s�as u�t���oad�rest 1. Trench side wall within at least 4'(horizontal) to pressure should not be located 3.Zero dial gages follawing application of seating ioad. REVISED: 3.05 SUBMtTTA�.S 4.Rapidly apply loads in approximately equai increments of at least 5 kips each, with a maximum af 8 incr�ments between the saating load and 200 percent of the element pier to be protected fram caving and saftening. Withitl thi� zt��1e. ����E�e design(oad. Record defleetiorrs at each toad increment. 5.The finaE incremeni ot laadin shaU be e uat to at least 200 ercent of the desi n�oaa. 2 Trench backfrll within at least 4' (horizonta() of R�����' A. NlaEce submifta#s in accordance vvith requirements c�f Division 1 antf as spscified in#hi�section. 9 R P 9 8. A t3ail A re ate Pier Pro ress Re c�rt DRPPR shall b�furnished b the insta!(er to the Generaf Con#ractor. The final DAPPR shalt include se[ect ra hs of the rammer 6. Unload io a roxirr�atst 5 Ki s in 4 a roximatei e ual increments,and record rebound for each increment. pler In al/di�ections Shall be CompaCted t0 af ft�����= � �g � � �' { } � � � �� Y �' �p � � leasf 9U%of the ma�imum dry densiiy as �RAwr� s�r: JJB/JJG dsflectian data and modulus determinatir�ns fQr constructed piers. 7,Repea#the load-unEaad cycle at least 3 times. C. 1fUt�en te�ad tests are�rformed,the installer shall fumish wi#hin 5 working days ot the completion of ths test,a report inc#u8ing a description of the insta!lation,tes#data,and any determined by fhe ASTM D1557 test prflcedure. APP�o,�� �Y: .1JG C. For fiests conducted to evaluate per#ormance under sustained uplift conditions(such as hydrosta#ic),the loading procedure shall be generaliy as described in B,abave,except chang�s in design pararrteters based on the toad test resutts. The report shall be prepared by or under the direct supervision o#a registered professional engineer e�erienced that only one load-unlaad cycle is required. Additionally,each koad shall be maintained for a minimum o#14 rr�inut�s and until the rate of deflection equals 0.01 inch per hour,or gCALE: �(.7.�. in perfarmance and analysis c�f the aggregate pisr system. less. D. The deflections recorded during the test shall be averaged,and a[oad vs.deflection curve plotted for the top plate and the bottam plate. The ultima#�uplift capacity for the 1.06 DE�.IVERY, SiC}FtRGE,AND HANDL€NG aggregafe pier eler►�ent sha8 be defined as the Ic�ad a#which the rate of deflection measured at the tap of the efement is approximately equai to the rate of da�ectian at the bottom of the element. Laading beyond 200 percent of the design toad is not required. A. Any rnaterials ordered or defiver�d to the project sifi�bsfrar�appraval will be at the aggregate pier insta[fer"s risk. B. Detiver m�terials to project sife in quantities and at times ta assure conformitjr of actiui#ies with ths instaltatic�n schedute for the aggregate pier system. SPECQ9-2016.DOC Q�""�"�'L �� D E"1'"At L ,�,4 ■ O Copyright 2018 Ge�Tech Foundation Com�any-WesS