Loading...
HomeMy WebLinkAboutB13-0477 REV3 Calcs t � CTL I TH � MPSON � � � j y DESIGN CALCULATIONS � , MICROPILES ; for ; f PROJECT NO.: DN47fl67-131 � PROPOSEC� MICROPILES � FORD AMPf�ITHEATER IMPROVEMENTS " h 530 SOUTH FRONTAGE ROAD EAST VAIL, COLORADO ; Prepared for �� � � NICHOLSON C�NSTRUCTION CQMPANY DENVER OFFICE ;� 156�3 EAS� FREMONT DRIVE, UNIT B ? CE�JTENNIAL, CO 8Q'f 12 ' � ! � Prepared By: C��''�',pF��'!' . 0 0� y-v,�:�o !, ;} �74��;� . �''•� l�`w`�" o �l�.�� .zr � . `SS�ONAI-�G JQHN H. HART, P.E., D.GE CTL I THOMPS�N, INC. DATE; FEBRUARY 3, 2014 1971 West 12'�'Avenue � Denver, Colorado 802U4 � Tele�hone: 303-825-0777 �ax: 3Q3-825-4252 CTLITHOMPS4N , . . , . , DESIGN CALCULATI�NS INDEX - for PROJECT NO. DN47,067-13'! PROJECT: MICROPILES — FQRD AMPHiTHEATER IMPROVEMENTS ITEM NO. DESCRIPTION PAGES 1 GEOTECHNICAL CONDITIONS S1.0-S1.3 2 VERIFICATION LOAD TEST DATA S2.a-S2.2 3 MONROE AND NEWELL MICROPiLE LOAD SUMMARY S3.0 4 MICROPILE AXIAL LOADING S4.0-S4.1 5 MICROPILE LATERAL LOADING S5.0-S5.9 6 MICROPILE PUNCHING AT CAP S6.0-S6.5 1971 West 12�"Avenue � Denver, Colorado 802D4 � Telephone: 303-825-0777 Fax: 303-825-4252 �7�. � Subsur�ace Explorafion Program and - Geotechnical Recommendafions w Ford Amphithea#er lmpro�ements Vail, Colorado S' . . �J� . � _. ' •. 7�•,- �T .y r Prepared fior. Vail Valley Foundation P.D. Box 309 Vaif, Colorado 81658 A�tention; Mr. Geil Folz Job Number 1'I-6029 December 3D, 20'11 �Q�� ' ENGINEERING CONSLILTRNTS INC. ' 379 Indian Road,Gronct Junrtion,Colorado PJ�oue(97U)2�12-430D r�.�(970}2�1243�f +ti�ss�v.groundeog,com I Ofj7ce Lorn!lolis: Engleu�ood . Comn�eree Cily . Lovclnnd . Granby . C}�psum . Grt�nd Junctian . C�per � ' .,a. �.�s,•�,,�_ � � xr� �r �- - +v .. � � ��' � i'F;��'�`a� -.;..'',.?� . .'�r =.����� r �` . � . ... '°q � ... .. � � . . .�a �' � �y�� j ' � -�';• ' . . : . y� 1. i�� �. � p r a.n � . . .. , � i ; �.. ��' . . '�'-��� l r -� � � . ... . .. f " r�{ .� . y ''1 ��}��, W.r�� � , . � ' t'V''+4: 3,.n,T � — J�" ^ '���r.�.•��. .�. , � � . ' . . . . , ' . ��I���. ,� , - . �` . ' , F.! :� , �M^ .. .�tiw � 1 + . . . . . "y � .�� �' � ' . . . .� ere�.. •4a.� . � .� . , � a ♦ � �e • ' t. .T'...' . .. �- ��..-r � �.' , _ . . . ,rq 4'r: ..�^� q �� ' �l� �,• _`�1 r�.�"k ���'}rL� �� . ' . . . . ' i.f�Y . . �'`� �' ��� f�,i t�� � .L . .' �• .�.�' _ ` ' . . �"F 3 r '� ' v�' y° �,T� � �r �?-� � � ' � . �Y L�� � - �` �� ��'.� .1 ' �,� ... �ry w�� "�'�r*���� � h r *,, i �y�.. ,r�°Y„a�� r +'`��^� - - �'�,k� . � �� �.- .a��� �:y� `�u��"�' ru'�wr�'p` , .✓: _ + � . q . ,.. �f �`. r yf5� '?Y� . Y "�f C ,('^,n L .t} aa`.��`"'y ���µ.. � � ,. ��;: � �� t;��� . .�� � � _ � R . - '" ,,�" � ., � �..._ ., �� ,i; .�<' � � �, �. ,�.� � y .i k k �. �.l 1.,.}�i , . -f,. 7 �N} , � °�� �G � .+ � � ' .,� ' _ . _f � . . 1,� ��` ,— ,,.;`' .�r � r,,: '�,,,±'. ' �� �"^ , ��G• _ � � _ - � �+� , ��- i.- � ; :�{� ' . " - '_ �; �� r,� � Cs� � ., . . � . : . .,_; . , : ... � � � i,.��;�' � � `� . . - • . �, 'f ,� .. _�y� � . � ��.,.�' . .r ' � .. ' - . _ . �'r- �� C - ♦ . 1 �: . . . °--� — - � , . -- �;'� ,_ ' . — . r' ,: �; - w � - - , ., • � ��. „-,, . r„�; *. - � !k, _ 'r� ,. - ;— �,��. }� _ . . . ��+ , . .. yA,. rn ..`:, i ,.+.� . •�.� _ .- . } 1� e �-3 1 7 !'�`�'��,�1�F �3. � �.•j.. . � � � .. � � � .�' .� �� ; _ ,- � ��F j I i . t W�3 �� . ".'"" a..��,r , ��'� P � S ' i . I � � ��.�.; , .� �'" �",��.��-°� . � � ' � y� � ? �'� . -� , . . ,�,:�,;� �,�, :.� r ^�` ` ';: � , �z �° f _� �` - •;� ''' � t j�j�' �- � ; ,�i'rf»...� �- - �i; .. � .. �.4sptis+. - - � � :r � :*t. r � -,q`.�'` -� .a�r ���. 'R •i + ` � � � + M w ! ', � .i � - ■� '� •1 `,. s � � � � � � • • � •' • .�i • i • �. � •1 j • • '� •i � ,���� �� st . z y�� - __ Test Hole Test Hole 1 2 0 22112 3D14 12l12 2015 1 Z/12 10l12 71i2 9112 �� 415l7 231'f 2 0.6112 22112 2a � � ,� - � � 2�2�2 o. O 30 - 40 50 �RDU�n ' EPdG�P��ERi�9G COP�SWLY�4P�T5 LOGS OF T�S'�HOLES JOB N�.: 11-G029 FiGURE: 2 CAE}FELE NAM�: BD29LOG.qWG sc. � LEG�Np: - � F3�i:Sand,gravels, and scattered cobbles, loose tn dense,molst to very moist, and dark brown In color. � Sand: 5flty, graveily,fina#o coarse sand itact[ons, nor�-plastic, fo.ose,wet, and brawn 1�color. � GraveE: Sandy;scaEtered cobbfes and passible bouldars, rnedl�m dense to very dense, r�on-plastic, maist#o waE, and brown In color, �7 Dri�e sample, 2-Inch I.D. CaliFornla Ii�er sample � Drive sam}�le, 1-318 fnch I,D. standard sample 23112 �rlve sampfe b]ow count, indicates 23 blows of a 140-pound hammer falling 30 inches were requlred to drlve the samplar 12 Inches, 2D125130 Drlve sarnple bfow cbunt, Ind�ca#es 2R, 25, and 30 b�ows af a 140-pound hammer falling 30 Inches+niere req��red to drive the sampler 18 inches. 0 � Depth to water level and number of days after driflfng that mea5urement was taken. RIg Refusal � �vo�r�s: 1) Test holes were dTil�ed on 11/28/11 with 4-Inch dlameter contlnuaus flighf power augers. 2) Locatlons of ihe test.holes were measured approxlmately by pacing from features sf�own on the sfte plan provided, 3) Elevatlons of khe #est holas were not measured and fhe fogs oi the test holes are drawn to depth, 4) The test hale�oc�tfons and elevations should be considered accurate only to the degree ir��l(ed by the method used. 5) The Ifnes between materiefs shQwn an #E�e test hole logs represent khe ap�roximate boundaries bei�vean materlal fypes and lhe transitlo�s may he graduaf. G) Groundwater fsvel reading shown on the fog was made at the time and under the GondEtions Indicated. FEucfuaflons In the water level r�ay occur with time. 7) Ths�athe��d tgxf�a#�tiils repo�k foegd�sc rlplinns of the s,te�materfals and pelated recorrtmendatlons, � CRt1U.�1t� ��tillN�s�tRtlNCs EOFlSU�'�fOPdYS LEGEN�AND I�OTES JOB NO.: 1i=fiU29 FIGURE: 3 CApFILE NAME: Bp29LEG.�WG ti . � Z, �' �-� �:�i nicHO�son Ford Ampi9heatre MicropiEes Vail CO NCC Job 213052 TEST 7YPE T C=Compression T=Tansion Initial Top of Bar El�v.= 2.00 File Numher Pre•ProduCGOn Test `� 1 Pfla Localion Tast Plata for Q€als e�n Ba � 2 rt Pile�esign Load 50 Kips Test By TA OW Compuled hy: CL p.OD =rap or a�me eiev Checked by�. CL InstalY oate 1 z11?!13 Test Date 12118l13 AGE s days 0.00 Rela�fve�lev Graund SuAace R &70.00 Totaf Dnll Deplh fl 59.00 �.,,-: Botlom mf Hole Elev R 611.00 �.G ��; +}� �, ITEM UNIT CASING 8AR 20NE P�Shealh�unhonc5 zone \ �.� O� in 0 1.26 0 Wall in 0 0.63 0 ID In 9 0 0 NVM f 1 Area in^2 O,pp 1.25 0.00 � �' IniBal Slickup aBOVe�C'iround tl 0,00 2.00 0.00 Grou �y 3,���'� } �'i Casing Lenglh Vaad tl 0,00 30.00 0.00 �� �� Culotl Length ft 0,00 0 6 �} s'g� 15.00 Unband F Len th Sieel Length fl 0.00 30.00 0.00 ��� �-�4 9 :�s Elev.Top ot Steel fl 0.�� 2.09 0.00 FinalStickup fl �fl0 2.00 -15.00 Stael Ti Elev fl 0.00 -2$.Op 0.60 15.0 Bond Length� Pile Tip -39.60 Bond�ia{in)= 6.000 FIGURE'f NOTES: FAM-Pile Loatl 7es1 Sprc�sdsheet(60 lon jack].xls, 12l7 812013. 6:65 PM , � S Z. ( � �- Z � � 0 U F m �9 � LLI LU LLI LlJ Lll Lil W Lll lil 11J Lll LLI 111 LLI LLI lll LLJ LLI Lll LLJ LLI Lll W LLI IL lll lll LLI lll LLl Lll W w LIJ 11.1 a •- Z LL � � � � � � �7 � � � � � � � � � � � � � 7 7 7 � � � � 7 � 5 � � � � 7 a � (� W J J J J J J J J J J .� J J J J � J J J J J J J J J J J J J J �,.J J J J J ¢ Q �C 4 Q Q Q �t Q d Q'd 4 Q Q d Q 4 Q 4 Q Q Q Q 4 Q fi Q Q Q Q 4 ¢ Q 4 � N F U � � � # � � # # � � � � � # � � � � � � 7�2 � � � # � � � � � � # # � ik � � 4k ❑ F } } U � � � Z O � 6 ❑ Q O Q a c -� W W �` � u J O ¢ � (Y� W a w � m�O J a � Q dZ ~ �J= W W W LL! Q, (7 W Q= H¢F- O 1� C(3 N r- CO �+7 N �D V c'� �O r � c? M N N .- O M c'I N � N N N � .-' 1� � � � � � UF� �Z� O O O r N r (7 �' C") [V �r O � O r N M M M; M M N f�! N N N � O O � J J J ,.J w���O w o 0 0 0 0 0 o a o 0 0 o Q Q o 0 0 0 0 0 0 0 o d o 0 o d o o r? j � � � ��J ��J � � � � � O Q Q � Z � W Q � V � V (� � p � 90 N W tn N o3 � M [p N �O c+] M N N O c") c'1 N r CV N N r .- ^ W W W W � 3 � � l$J [ w Z � 0 o O r N r [�] t? c`7 (�! .- [7 r" o C7 � N C'1 (? C') C� M S`J N N lV N �-- O O �. J J J J � m � J � o 0 0 0 0 o d ci ca d o o Q � o ri o d o o ci o 0 0 0 � o o d d o Q d Q �C p Q � � � � � � O u. � J O o N V1 � 0� ap N Q �(] 6� lD I� O <D O N Q ch (V � i�] O C] V] D C] �. W W W W Lq Q LL 4 O �^'� 4 V' 6� h O V (fl 4l 61 � l0 � tl' N 1� CO f� CO O V �1'i � � 7 � � W O O Q `- N SY � h I` tO V] M M.r N � (D � 40 00 � 0Y O O V R � (`? N J J J ,_J m p � o 0 0 0 o ci o ci o 0 0 o d o 0 0 0 0 0 0 0 0 o a o ci 'd Q Q Q � � � � � J � Z "� O O M O � m � N O 47 W (p n 4 dO� O N G S`7 N �(7 ch O O � O O � u3 V � � O t � 4] � V (O N V N � R W F� 07 O V v] u'1 � O 4 � � o 0 o r c� v �n n ti �o �n r� to r c� v �rs ao co w rn rn o o rn r- �n co N � o 0 0 o ci o 6 0 o r� o 0 0 0 0 o d o 0 0 0 o d o 0 0 0 � i11 � O 4� N N OT 06 I� N lSi 00 M V m IR bl � P� N c-- � � 'o � 4? O .- d {V � �� CX1 O O � �y � i'Y 01 V O Y �4 N 6� V <4��(1 (h N d ti f� O V �n uD a �Ur L N V �+? 1� 1� [4 V) [7 M N a lO N W oJ � O) Q � m i� �!] [�7 N 'a �o v �� u � � � � u � � � �C� j lf"i P� If] N 47 �6 .- d� V Co W Ol (O O M C� N ln (+5 R� in d- Ol T o0 i' Q O � Q N O V Cq u7 O V [O q W ctl u7 y N f� a0 1+ OCn O d P M 7 i+7 � � L M hl' tl' � f� f� [O V1 M � (V V �C1 00 UJ UO T 61 � Q 61 h u? (") N ' {1 � '� � N V ,.�+ 7 0 � �D a� o °O o � 0 0 � t] �. co a O u1 J �;j Q d C] O O O O �O O O O q O 4 O d O O 6 o O O O O 6 O O O O O O o O o O O � � 'a M � J � � '� .- � � W � y J o LL LL � � C7 � O Y li �- U J F=- O � 7 Z � � a ua1 � J � � w O � � 4 � x d' � J u� a � � � � � � d M . a p�p o Q o � Q a o � o 0 0 o cj ° Q o 0 0 o us o in o u� in o o vl �t; oo co o ,� � n o o � p Y cv v m w � a m w v N °' [�.�.+� r ° o 0 o r� ui c� rn o 0 0 0 � # Z J � C� 111 ' ° � d � � �� � � o o a o a o 0 0 0 0 0 0 0 0 0 o a o 0 0 0 0 o a a o � � � '� O M � O � h �(l �S1 I` V O � r <D P �7 tt7 [fl � � �0 [O 4A W VY O (� � VY � � Q w n v m '" r'�'i v <°o ro `�w � v � �' °�° cv v � `"ro � m rn rn rn rn rn w � � v n � af4i x C� '' a Q � U T u� �fY� cn o o Q ,�, o �n u�� o o T � oo m o va ca r. H Q ¢ 0. p �j C? O O C? O p 0 Q O O O Ol � Q O O W p�t��� Y n1 � m oo eo cn v [� t� �rr n Q h in m rn o 0 0 0 � n ❑ '� C7 ro U. J d C1 W m e J C � Q � �� o 0 0 0 0 0 0 o v o 0 0 o a o 0 0 0 0 .- o .- o .- a .- c+ o 0 0 0 0 0 0 0 � � � x � C � � Z u�. � � w c7 � ^ o � o 0 0 0 o a o 0 o a o 0 o a a o q o 0 0 0 0 0 0 0 0 (} � Q a. a � p Q p � O O O O O o � � Q p 4 O O o O� O O O �1] �'1 O O O ° ° o a o a ,.M „J O � O O N � aU N �O N � 40 N m a� +(1 N t�J. N M M M t� V W O W a � � N N N f�A N N N N (4`! �.'1 Q � O O O O �lr'/ 2 � °' S Z. � � CTL I THOMPSQN SUBJECT: ` PROJECT NO.: 4���' � DATE: � / � � �� i 1 �n�n.0 � wf PL i I-i u���.ti�- ��-[�. BY: PAGE OF �v�E.: D�e,,a... `f���� Z ��- T,�k� � ,ZS� � �,� , i�v � � �� �v����.ti.�� � = I , a 3 � „�. � 1 S� 1�1`� ��.�r�.j 7 Z 4-� �C� ( r `d � � f �"c� � __�.—� ►�7�.'� - (� st�,CF-I E-J ���i L b✓� �� � { f� {� G� � _ . �p�'� 1 ti`.C�l-[ E`-` � _ � � � I G�O b�U �#- � ( I 1 F-r � � ti Z. '`-- ` > _ _ ,Fr~ _�__..._... ! \ �1� � Z� �/ l V � -°�� ,,� Z 1 � � � Z 3 � � �- �-- � 1 i I D� - � ��? � 1"�_�t tC'. [-<-�.=��� � � ��, ( , � o� ��� � ( Z°, u �a� �7��..�- � ( t .2-� � ��� L 4 � lnoc� oa � . . _ � � Z S ?� , „� _� Z � l—' 4 ?j��� 5���7 �� � I � O OO U �'. � — Z°� . � ��` �___ �Tt, � � ���... > � 1 �6D ��� � S� r� VAIL qMPITHEATE R-PROI ECT NUMBER 47067 PILE C0.P Mi PILE[4P p2 PILE CAP#3 PILE CAP i14 TOP dF Cp,p ELEVATION 8198.58 TUP OF CAP ELEVATION 8201.88 8201.22 TOP OP CAP ELEVATIOM 8203.2 TOR OF CAP ELF/AT10N 8201.00 89TT4M OF CAP ELEVATION 8195.06 BpTTOM OF CAP EL€VATION Si98.W �BOTTOM OF CA.P ELEVATIOM 8200.2 BOTTOM Of CAP£IEVATION &197.00 C1SP 51ZE{FTxFfJ 12 2(7 �C.AP SIZE�FTxFT� 8 19 CAF 31ZE�FT'xFTy 5 13 EAP SIZE(FTxFfF 10 lp COMPRESSION 84D KIPS COM7RESSION B00 KIPS C�MPRESSIpN 6 RIPS COMPRE5510N 85 RIPS NORITONTAL{NORYH} 110 KIPS HORIZONTAL[SOUTHJ 360 KIPS HORIZONTALSS9UTH) 5 KIPS HORIZONTAL�SOUTHEAST� 0 KIPS TENSION 0 KIP5 1EN51QN 0 KIPS TENSION 3q0 KIPS HdR120NTAL�50UTHWESTJ 70 KIPS OTM 0 KIP-Ff OTM 1806 KIP�Ff OTM 0 KIP-Ff TEMSION 0 KIPS AI(IAL LOAD FROM pTM 0 KIPS AS(IAl LOAD FROM OTM 30tl KIPS A%IAL LOAD�ROM iDTlld 0 KIPS 4TM 1850 KIP-fT pXIA�EOAO FROM OTM �64�NIPS - — 12 75 KIP EALH MICflOPILE 10 73 KIP EACH MIICROPILE 8 65 KIP EpCH MICROPILE TENSION 4 BATTEREO 60 DEG�V€RTf 65 KIP EACH T€M510N 8 BpTTERE�60 DEG(VERTy 75 K#P EACH COMPRESSEOM1� 8 75 KIP EACH MICROPILE 55 KIF EACH HORIZONTAL 65 KIP FALH HpRIZpNTAL 3 BATTEf2ED 25 DEG(4'I��iT)75 KIP EALH COMPR€SSION 32 KIP EACH HORIZONTAL PILE CAP NS PILE CAP 86 PILE CAP N7 PILE ChP#8 FILE CAP#9 TOP OP fAP ELEWATION 8148.67 TO?OF CAP ELEVATION 8197.83 59P OF G4P ELEVAiiDN 8197.83 TOP OF CAP ELEVATIQN 8198.25 T4P OF CAfi ELEVASiON 8201.00 60TTOM OF CAP fLEVATION 9195.67 BO7TOM OF G4P E�ES/ATIpN 8194.83 BOTTOM OF CAP ELfVATION 8194.83 BOTi'OM OF CAP ELEVATION 8195.25 BOTTOM OF CAP ELEVATION 8197,110 - CAP SIZE(FfxFT) 10 k2 �G4P SIZE[Ff�FT} � 10 12 �SIZE(FTxFT� i0 12 CAP SIZE(FTxFi] 10 12 G4P SIZE(FTKFT,1 SO 10 COMPRESSION 85 KIRS COMPR€SSEON 40 RIPS C�MPRESSION 40 KIPS COMPRESSION 65 KIPS COMPRESSION 85 RIP6 HORIZONTAL[EAST) 0 KiPS �HORI20NTAL[SOUTHEAST� 3Q KlPS HOHIZONTAL{SOIfTHWEST� 3p KIPS HORIZONTAL{NORTHWEST� 0 NIPS HONIZONTAL{SOUTHWEST) 0 KIPS HORIZONTAL NORTH) 50 NIPS HORIZONTAL(NORTHE0.5Ty q KlPS HpRIZQNTpL{NORTHWEST) KIPS HORIZQtJTAI{NORTHEAST] 50 KIPS MOH120NTAL(SOUTNE45T) 70 KIPS TENSE6N 0 KIPS TEN514N 0 KYPS TENSIDN 0 KIPS TENSION 0 KIPS TENSION 0 KIPS OTM 1B50 KIP-Ff OTM 2400 KIP-FT flTM 2400 KIP-Ff` OTM 1650 NIP-Ff OTM 185p KIP-FT A7SIAL LOA�FROM OTM 264 KIPS A%IAL LOACI FROM OTM 3q3 KIPS RXIAL IOAD FROM OTM 343 KIPS lUfIAL LOAD FROM RTM 264 KIPS 0.XIAL LOA�FROM OTM 26A RIP5 8 75 KIP EACH MiCROPIIE 10 75 KIP EACii MICROPI4E-3 KIP EACH HORIZONTAL 1D 75 KIP EACH MICq4PILE-3 KIP EACH MIGRqPILE 8 7S K!P EACH MICROPILE 8�75 KIP EACH MICAOPILE ` 2 BATT€RE�P5 D€G[V€RT}65 KIR EACFt COMPRESSION 2 6ATTERE�25�EG(V€R7�641CIP EACM COMPRESSi4N 3 BATTEREO 25�€G�VERT]65 KIP EACH COMPRESSION s�,� MICRO-PILE D�SlGN SLD DE3lGN PROCEDURE J�B�7ANCE: FORDAMPHITHEATER JOB NUMBER: bN47067 DESIGN $LD SERVICE COMPRESSIQN LfIAD Ki s 75 STRUC.CAP.-CASED LTH. � � � FACTOR OF SAFETY 1.5 Pc-all.= 6.33FCA +.40F-sieel A6er+p�sin ULTIMATE COMPRESSION LpAD K s 413 Pc-all. kl � � 81 TENSION LOAD ki s 65 Pc-ult= 0.68FcA +.gp�--sleal A6ar+ACasi tILTIMflTE TENSION LOAQ Ki s 98 Pc•ult kl� - � � - �� - 164 CASING STRUC.CAP.-64ND ZONE YIEL�STRENGTH ksi 36 Pc-aq.= 0.33FcA + .qpF-steelAbar N�MIM.4L DIA. in. Pc-all. kl 83 OUTSIDE DIA. OD in. 4.500 Po-ult.= 0.6BFcA + .B�F-51eelAbar I�ISIDEOIA. ID in. 3.920 Pc-ult. kl 198 WALL THICKNESS in, 0290 CASINGAREA 5 .in. 3_836 GE07ECH.CAP.80ND ZON� BAR Pc=[(FS BONd}"PI"O1A'LENGTH] YIELd STRENGTH ksi� 450 Fe kl�s 76 DIA. in. 1.000 BARAREA in."2 �, 0.785 GROUT WOTE�GROUT CONFINEM�NT=6900 si TENSION STRUQ CAP.-BQND ZONE Fc si 400G Pt-all._ .60F-sleelA6ar - - Pt�ll.�klpa}�-- � � �� SS CORROSION NOTE:0.063 in.PER 2065 MANUAL PI.-uH.=j(.BOFy-steelAbar)� CASINGRE�UCTION fn D Pe•ult kf 9q CASING OD m 4.504 CASiNG I� fn 3.920 CASlNG AREA in.^Z 3.838 GROU7 pREA CASING in."2 11383 BOND ZONE In."2 27.000 SOII HOL�DIAMETER in 6 ULT.BONLt STRESS si 33.0 � LENGTH FT -- 2'0.0 W F$=BOND STRE55 si 2 16.5 7 O ��LOAO KIPS 75 HOLE DIAMETER in y U�T.BON�STRESS �si � LENGTH FT � FS=BpN�STRE55 si 4� 0.0 � LOA� itIPS 0.0 � m ORILL LENGTH.{FT}(IGNORE TOP 10 FEETy 3d.0 OUTPUT -� �� PIPE �� � � �� � 10 FEET LENGTH-GRADE 36•3.5 INCH OD=.290 INCH WALL BAR - 33 FEET LENGTH-C�RAOE 150-1.00 INCH OIA,EPDXY COATED DRILL LENGTH - � - - �� ---��--- 30 FEET FRpM BOTTOM QF CAP BEA�RINC�PLA,TE � - B INCH BYB INCH 8Y 1.OQ INCH THICK s�. � CTL I THOMPS4N SUBJ�CT; � / ; ��rr> /.�w��sr��c&varU,�-. � � � PROJECT NO.: ���4� DATE: � / � � `� `�. ��-7T�Zll.�-..7 L��YGvLl7i��'l,4'f� '�1�-L� BY: PAGE OF CpS d — � �s Iv �5� z`� co,�n}J'. T��• , Z �i��-rt_✓��.� ����r-n�--`°� (�t� '��i'1���ti: ��t ovv� ti/�.�r-L2 �n-c� '} z�c� f��"���'t= ��.c�� 14�u�--� (o S !C— \ ---�i' 1c7 ! ° C� S !L_ � 7 0 0 -- ------- � S ( ca 5 ; , o , ; ; 60 \ _ -� S � 5 �1.. �v ��a � t� v ( �� �� --� � Z�S � � - �� « 7�g E�- I� _ �S �. ,� o �� Z5 T�����=Z- T�v���.t V�tti.t`y7�`c� � C�S ��=Z�w�- �u.o�-�3 (J, ��-- _ ____� �s n 3 Z lc� � S � GoS �s � �_ � z� �- �� -�� C � "-- f:GS � t �� �-- �� -_- ,� � �z � z � c �� � Z I� � —� � � , � � c�3 �� -r s �- �S. c7 LATERAL ANALYSIS - 3 KIP HORIZQNTAL.Ipo LPILE Plus for windows, Version 5 .0 (5.0.47) ,4nalys�s of �ndividua� Piles and brilled 5hafts subjected ta �ateral �oading using the p-y Method (c) 1985-201� by Ensoft, Inc. .�11 Rights Reserved Th�s program i s 1 i cer�sed to: ]ohn H. Hart, P.E. , D,GE CTL �"hompsan, Inc. - --------------------�------------------ Files used for Analysis --�---------------------------------___------------------------------------__--�----- Path to fiZe locations: C.\users\jhart\Desktop\FORD MICROPILES\ Name of input data �ile: LATERAL ANALYSIS - 3 KIP HpRIZONTAL.Ipd Name of output file: LATEIZAL ANALYSZS - 3 KIP HOFtTZONTAL.Ipo Name of pla� output file: LATERAL ANALY5IS - 3 KIP HORIZONTAL.Ipp Name of runtime file: LATERAL ANALYSIS - 3 KIP HORIZONTAL.Ip�^ ..�..W---------------------�--------------- �`i me and �ate of ,4na1 ysi s �at�: �ebruary 3, 2014 Time: 8:25:22 ---------------------_--_----------- problem Ti�le -�-----------------�__-�---------------___�------------------------------------- DN47063 - FORD AfN�ZTHEATER ��� G�� �° d � � ,��µ ��.�� - 3 �..t�-' �U�,t����. t a�r� ----------------------------------------�------------------------------------- Program options units used in Computations -- us Custamary units: rnches, Pounds Basic Program Opt7ons: Analysis Type 1: - camputatian of �ateral Pile rtesponse using user-speci�ied Constant �� Computatian options: � anly internal3y-generated p-y curves used in analysis - Analysis daes not use p-y multipliers (individual pile or shaft action only) - Analysis assumes no shear resistance at pile tip - Analysis for fixed-lengt'� pile or shaft only - No computation of foundation sti�finess matrix elements - output pile response for fuil length of pile � Ar�alysis assumes no sail mouements acting on pile - No additional p-y curves to be computed at user-specified depths PagQ 1 ss�, r LATERAL ANALYSIS - 3 KIP HORIZONTAL.lpO 5olution Control �arameters: - tvumber of pile increments = 54 - Maximum number of iCerations allowed = 100 - Deflection tolerance for con�ergence = 1.0000E-05 in - Maximum a�lowable deflection - 1.DOOOE+02 in Printing Options: -- values of pile-head deflection, bending momen�, shear force, and soil reaction are printed for full length of pi�e. - Printing rncrement (spacing of output paints) = 1 ----------------------�------------------------------------T------------------- Pile structural properties and �eome�Cry ---------....__�_..------------------------_----------_�..__------------------------- P�le �ength = 108.00 in �epth of ground surface below top of pile = 0.00 in s�ope angle of ground surface - 0.00 deg. structural properties of pile de�ined using 2 points Point Point Pile Moment of Pile Modulus of No. De�th Diameter Inertia Area Elasticity in in in�°��4 Sq.in lbs/Sq.in ----- ----------_ ----------- ---------- ---------- ----------- 1 0.0000 4.50000000 9.6100000 4.4100000 29000000. 2 108.0000 4.50000000 9.61.00a00 4.4100000 Z9000000. ---------------------------------------__---------------------------------------- 5oi1 and Rock �ayer-ing znformation --__....------_------------------------------------�__----------------------_--_----- The sail profile is modelled using 1 layers �ayer 1 is silt with cohesion and fr�c�ion oistance fram top of pile to top of layer = 0.000 in �istance �rom to� of pi�e to bottom of layer = 108.000 in p-y subgrade modulus k far top of soil layer = 0.000 lbs/inf�*3 p-y subgrade modulus k for bottom of layer = 0.000 lbs/inf�*3 NOTE: Tnterna� de�au�t values for p-y subgrade modulus will be computed for the above soil layer. (�epth of lowest layer extends 0.00 in belaw pile tip) �---------------------------------------------�_------ �ffective unit weight of soil vs. Qepth �ffective unit weight of soil with depth de��ned using 2 points Point Depth X Eff. Unit weigh� No. in lbs/in**3 __---- ----------------- 1 O.aO 0.07200 z ios.00 o.a7zoa Page 2 �7�, � LATERAL. ANALYSIS - 3 KIP HORY�ONTAL.1p0 ,..- --------------�_------------------ shear streng�h of soils ----------------------------------___�_----------------------------------------- Shear strength parameters with depth defined using 2 points Po�nt oepth x Cohesian c angle of Friction E50 ar RQ� No. �n 1 bs/i n��'°2 �eg. k_rm % ----------�----_--_ _--___- ------ 1 0.000 2.000�0 3Z.40 ______ ______ 2 108.000 2.00a0fl 32.00 ------ ___.._� NotE�S: (1.) Cohesion = uniaxial compressiv� streng�h for rock materials. (2) values of E50 are re orted for clay strata. (3) Qefau�t values will �e generat�d for E50 when input values are 0. (4) rtQo and k_rm are reported only for weak rock strata. -------------------------------�-------- �aadinc� Type ------------------w------------------------------------,---_-----------------_-_ Static lo�ding criteria was used for computation o� p-y curves, --------------------..��---------------------------------------------------------- Pile-head �oading and Pile-head Fixity Condit-ions Number c�f loads specified = 1 �o�d case Number 1 Pi�e-head 6oundary conditions are 5hear and Moment (BC Yype 1) Shear �orce at pile head = 300{�.Q00 lbs Bending moment at pile head � 0.000 in-lbs Axial load a� pil� head = 0.000 lbs (zero moment at pile head for this load indicates a free-head corrdition) ----------------------------------------eW-------------------____-------- computed values af �aad o�stribution and oeflection � for Lateral �oading for �oad case �vumber 1 Pi�e-head b�un�ary conditions are Shear and Mom�nt (Pile-head conditian rype 1) 5pecified shear force at pile head = 3040.000 lbs spec�fied moment at pile head - 4.000 �n-lbs specified axial load at pile head = 0.000 lbs �epth �eflect. Mament shear slo e T � atal 5oi1 �es. �s��h x y M v 5 S�ress p F/L page 3 � �ss. s LATERAL ANALY525 - 3 KIP HQRIZONTAL.1p0 i n i n 1 bs-i n 1 bs Rad. 1 bs/i n'�'�2 1 bs/i n lbs/in O.00Q 0.135028 -3.$676E-09 340�.00C10 -0.005�3�F6 9.0553�-1(} 0.0000 o.00ar� Z.QflO 0.124159 6000.fl000 2958.0756 -0.0054131 1404.7&67 -41.9244 675. 3343 4.000 0.113376 11832.30�4 28�2.$139 -0.0053491 2770.3101 -53.3373 940.8928 6.000 �.102763 17�51.2557 2743.4562 --O.OQ52440 4085.8$19 -66.0105 1284.7J.74 $.040 0.092400 22806.1671 2596.9696 -0.0050996 5339.G333 -80.486� 17�2 .1280 �0.000 0.082�64 27839.1339 2419.0002 -O.OQ�9178 6518.0074 -97.4832 2357.1218 12.000 0.072728 32482. 1678 2203.6930 -0.0047014 76Q5.0861 -�17.$240 324Q.1.056 14.000 0.063559 3bb53.9058 1943.30�9 -0.0044533 8581.$198 -142, 5641 4486.Q537 �6.000 4.054915 40255.3873 1628.2867 -0.0041773 9425.0387 --172.4541 6�8(}. 74Q7 18.fl00 0.046849 43167.0524 1246.6087 -0.0038780 101,Q6.7500 -2D9.223$ 8931.7577 20.00(} 0.0394fl3 452�11.$222 785.3832 -0.�035648 10592.51$2 -252.0017 12790.9317 2Z.000 0,0326Q6 46308. 5853 289.4$65 -O.p{�3232� 1fl842.28fl6 -243.$951 1.496fl,ooaa 24.000 0.026474 �16399.7681 -17Q.4370 -0.002899� 10863.6294 -216.p284 16320.QOfl0 26.000 O.az�.oas 45fi26.8372 -572.1746 -0.0025b94 10�582.6622 -Z$5.7091 1768Q.4000 28.00Q 0.016196 44111.p698 -912.0738 -0.0022474 10327.7739 -154.1901 190�Q.OQ4�l 30.000 O.C}1Z�18 41978. 54ZQ -1188.8493 -0.00193$5 9828.4828 -122.5855 �0400,0000 32.040 0.008442 39355.67Z4 -1403.Z$$5 -O.Q01646T 9214.3874 -91.8537 21760.00Op 34.(}00 O.OQ5432 36365.3$$0 -�.�57.9310 -0.0013750 851�.26$8 -62.78gg 23120.U000 36.�00 O.Oa2943 33123,948�1 -1656.7376 -0.0011256 7755.3469 -36.0177 Z44$O.oaoo 38.00(} 0.000929 29738.4377 -170�.7595 -O.OQO�(}OQ 6962.6935 -12.0042 25$40.0000 40.000 -0.00�65$ 26304.9103 -1707.821p -D.fl006990 6158.7979 8.9428 27200.0000 42.00a -a.oass�� 22907.1539 -1672.22Z0 -0.0005224 5363.277�# 26.6562 2856�1.0400 4�1.0�0 -0.002747 19616.0224 -160�4.4703 -0.0003698 4592.7212 �1.0955 29920.aQOfl 46.000 -fl.003345 16489.2728 -1511,0462 -0.0002402 386fl.651$ 52.32$6 31280.OOC}0 48.000 -0.(}03708 13571.8377 -1398.2039 -d.0001324 3177. 5895 60.5137 32640.00OQ 50.000 -0.0�3875 10$96.4573 -1271.81Q4 -4.4567�-05 2551.1997 65.8798 34Q00.0000 52.000 -a.0(}38$6 84$4. 5960 -1137.22�4 2.4976E-45 1986. 5079 6$.7083 3536�.0000 54.0C}0 -O.Ofl3775 6347. 5679 -999.1982 7.8197E-05 1�86.1631 69.3159 36720.(}000 56.fl00 -0.003573 4487.SQ34 --861.8442 O.oaazi�i 1050.7344 68.0381 �808Q.0000 58.000 -0.003307 290�.J.912 -728. 5907 0.00(?1436 679.0250 65.2154 Page 4 �. � LATERAL ANALYSIS - 3 KIP NORIZpNTAL.1p0 39�44.QOQ0 60.000 -0.042999 1573.4405 -602.1940 0.0001596 368.3914 61.1813 40800.00Ofl 6Z.000 -O.d02669 491.4152 -484.7604 0.0001670 115.fl556 56.25Z3 42160.0000 64.000 -0.402331 -365.6411 �377.7879 0.0001675 85. 5986 5�.7Z02 4352Q.0400 66,000 -0.001999 -1fl19.7365 -28Z.2210 D.Qfl01625 238.75Z1 44.8467 44880.00a0 68.00f} -0.00�.681 -1494.4851 -198. 5147 0.0001535 349.9055 38.8596 462�0.�J000 70.Ofl0 -O.Q01384 -1$13.7954 -1Z6.7043 O.Q001416 424.6659 3Z.9508 47600.0000 7Z.000 --O.Od1114 -20Q1.3023 -66.4770 q.�001�79 ��$. 5671 27.2764 4$960.�fl00 74.000 -O.Ofl0873 �2p79. 7(334 -17.2433 O.OQ01133 4$6.9233 21.9572 5D320.0000 76.000 -0.000661 -2070.2757 21. 7946 9.841ZE-05 484. 7160 17.08Q8 51680.0000 78.00� -0.000479 -�1992. 5248 51. 58Q0 8.3834�-05 466. 5121 12.7045 5�040.(}CIOQ 8�,000 �Q.000326 -1863.9558 73.1431 6.9996�-05 436.4141 8.8587 54400.0(}00 82.000 -0.000199 -1599.9522 87. 5519 5.7208�-05 398.0117 5. 5501 55760.OQ00 84.Ofl0 -9.69E-05 -1513. 7483 95.8681 4. 5676E�05 354.4156 2.7662 57120.0000 $6.00{? -1.64F-05 -1316.4797 99.1.128 3. 5521E-OS 3�18.2289 0.4785007 58480.040a 88.000 4.52E-05 -1117.2972 98.2380 2.678$E-05 261. 594fl -1.3533 59840.00Ofl 9Q.000 9.Q8E-0� -923. 5277 94.10b6 1.94�5E-05 216.2266 -2.77$� 612�0.0000 9z.fl�(} Q.00OIZ3 -740.87fl7 87,4783 1,3493E-�5 1.73.4609 -3.85q3 62560.OQQ0 94.fJ00 O.00D145 -573.6147 79.p015 8.7763E-06 �34. 3010 -4.6Z65 63920,0000 96.00Q O.QQ0158 -�FZ4.8�48 69.2115 S.J.935E-06 99.4741 -5.1635 65280.0000 98.000 D.�0016C -296.7G8$ 58. 5324 2.6041E-06 69.4828 -5, 515b 6f 640.0000 10�.000 0.000169 -19�.7352 47.2$40 8. 5487E--�T 44.6570 �-5.7328 6�000.(}000 1p2 .0(�0 0.000169 -107.63Z8 35.6919 -2.1574E-07 25.2002 -5.8593 6g360.0400 104.00a O,fl00168 -47.9676 23.9010 -7.7407E-OT 11.2307 -5.9315 7072�.fl000 1Q6.�00 0.000156 -1.2.OZ89 11.9919 -9.8935E-07 2.8163 �5.9775 ��o$o.000a 10�.00o a.000l�4 0.0000 o.00ao -�.03�5E-06 o.00a� -6.0144 36720.Ofl00 output verification: Compu�ed forces and moments are within specif`ied con�ergence limits. output summary for Laad case No. 1: Pile-h�ad deflection = 0.1350281.8 in Computed slope at p�le head � -0.00543�61 �laximum bending moment = 46399.768Q9 �bs-in Maximum shear force = 3000.00OOD ��s Page 5 ��• � LATEFtAL A�lALYSIS - 3 KIP HORIZONTAL.lpO pepth of maximum bending mamen� = 2�.00000000 in oepth of maximum shear force = 0.00000 in I�umE�er of iterat-ions = 18 �umber of zero deflection �oints T 2 -- ----------------------------------------____ Summary of Pile Response(s) ------------------......-----------------------------------------�------------------- �e�init�on o� symbols for Pile-Head �aading conditions: Type � = shear and Moment, y = p-ile-head displacmen� in Type 2 = 5hear and slope, M = Pile-head Moment lbs-in Type 3 = shear and Ro�. stiffness, v = Pile-head shear Force lbs Type 4 = oeflec�ion and Moment, 5 = Pile-head slope, rad�ans Type 5 = pef�ection and siope, R = Rot, stiffness af Pile-head in-lbs/rad toad Pile-Hea� Pile-Heac{ Axial Pile-Head Maximum Maximum Type Condition condltion �oad aeflection Moment 5hear 1 2 1 bs i n i n--1 bs 1 bs ---- ------------ -------------- ------------ ----------- ------------ ------------ 1 v= 3000.000 M= 0.000 0.0000 0.13502$Z 46399.76$1 3000.0000 The analysis ended normally. Page 6 ��� � Lateral I7ellcrtia�i(in) -0.0] 0 0.01 0.02 D.03 0.�� 0.05 O.Ob fl.07 0.08 0.09 0.1 0.l1 0.12 0.13 ° �rr-r-rr-rr�rr-�-r�r�r�rr-r��r�r r r r r r-r-rr-r-r-r-�r r r r r-rrrrrr-r-r�r-�rrr�rr-rr-rrr-r-rrr�r�rr- - r r, O ----- --- �---,-------- -�---- - - --� �----- ------ --- ------ ------ ------ � , � , , � � ----- -�-- ----- �---��--��-� ----� --��-- -�---- - ------ ------ --------- -------- --------- ------- , ; �- , � -- -- �-�- --�- --'� ---- 'r- � N .______ .."'._ _.________ __ . ...'____ ____-__ "'.'. ....." ________ _______ __"_:_ ..."" """ '__.'_ "____ �r------ ' - -' ....---' ------- --- ' - - ------ -------- - ------ ------ - ,. L , , M """""" --______"_"""" """____ ________ '""""`_____'_______________ """""" "_"_____________�_______ __'""""_ """"'"____"°"""___ � i i � i i �i . � rn °---' -------- ----°-- - ---------�-°--..- -�,-------- ------ ------- ------- -"---- ---------�----- ------ � �------ ------- � � -- - � '------- ----"' -"----- ---------� ""_- - --------- -....-' -�--------- -----' ....-- -� -------- -------- , -....--- -..'---- � a --- --- ..--"--,--------- '--"' '------,----'- °�----- ------ � '-"'- - --------- -'_"' , "----- ---------------�'-- -----" � I I I r � "' ------ -""'--, ------- -------- ------- '------- ------ _--" '------ ------ ...." - ------� --------- � � . � � ----- ' ." -----'-��' � ' `�--' --�-- "'-"'-p - -----.. -��----- ------- � � V� _ ____________"�.. � � � � . ' " "'_________"__'_' """_____'""""__ L r I I � , ; , � ...-- �-- -----� ----— � —� —--� ---------------- � - ------ --------- ------- --... k� , , ---------- ���k------- - ----- -<<< . ------ - ------ - ---... - ' ------ ------ ------ ----- - -- ---�-� � -- -- - � �— ----- —, ------ - --------- -----— — .. - ------, ------ ---- -------- -------- ------ - -- , . , �� � . . ' � ------ � ' :- _ "'-----��----.....�...--'- �--------- ------- - r ----. _ .. -�.-- - ------- , -- � ------- , . . , . � � � ' �F------ — -��--- -------------- -- --.... -- �--- --°�-- ---------r------- --- - -`-------- °' - _ v Case 1 S�. � Shear Force(kips) -1.5 -1 -D.5 Q 0.5 l 1.5 2 2.5 3 ° �7��r-�--r-r�����r-r-���r--r--r-�-�--�-�-�-�--r�r��r�r�r r-�r-r����m�r7-r--� ,L , , , , ; , . , � � , , , , , • �--...-�-�----,----- -------�-��--�----- - � � ----------- --------��- - -- , o ---------- -------------------------- -�� ---�- , , � � ; , , � ; r , , . , . ; - � I .- � ! � � � ' ' � � � � � ` � � � � i � : � � � � , N I � , i � -"'""""'"".'_____""""."""______'_"""'"" _`""._______"'""';"""""'_'_•________'_""""""""""""'"'""_"'______•__""_____""'" i� N �_""""____ _."' ' ___-___""' "' __""""" '_'____-___ _ _"""""' "' __"'_"__" "_"'...____ r , , � � M:..."""""""' ____!__"'"'""""'"'�_ � � � '""'""""" _'"'.� � �______"""'""""� _____ � � I f'_'_ _"_""�""""'""""""""� """�"""""'________'__"'""""""�.. � � ; � � , � � , , � � � � � � i '""'" '_'_E_""'" � � ' "' '""""___�____... �_____""""""�' M � ..""'__i '"�"""""""____`__" �_______" � , � � . � ; ' � � � � � 7 � iL""_________`' """_____;___""""'__ `____'"""""""i` "_"'�"""""'____•__""""""'_`________'"""'._.. �, ' � � '"'""'"" _ _'...______" t � A v-� � � � � , � , ' � ----------�- -------��- ---'-� , , � r-�- - --- --^------------ � ' -----------;�------------^------ -- � --------'---��----- r I I � � '^ , - ----------- ---- ------------- ----------- ----------•-----�----- : v� � � , . �----------�- ' --- � , , ,� . � - --�-------------�- ----r-------------'--------------' ---�-' ' �------- � � , � , , , , , � �o h�------ -� -��---------'------------ -` ---- -`-- -`--------- -� --------'---------------`--��---�--- ��-------- � I I � , , � , . � , � --- ----------- ---��-- ------------- ---- ----- - -- ------------- -------- -- -� -�------ � I I � � - --------- ------------ - ---------- - ----- --------- ----- ------------- ----------� , �------------ n�---� - ---�---------,----------- -��--- -------- ---- ------------- ----------- - - , ------�-� , , � , , , I , � , , , , , � , , , � , � � � -------------------- ---------� �----- � --�-��---��------� -�----------; �- , � ---------�- � � ""f" __�_"._____._____�� ____."".___ � i ' i r i � � ; i i N ' i i i i � . � _..;_____.__�_ i ..__________'..."________ � _____""".____�______________l___ ..l__ _______ _-_ _______". ...___""_______�-.. � k - , ----...._ � � v C1se l '�S�GP Bcuding AEomcnt(in-ki�SS) -i0 -5 0 5 10 l5 2p 25 30 35 40 45 5p Q � -- - - -— r� �-�—� �--�-,- � �r-�-n-r�-r r i-r_�_r_�_r_i_r_i__i_�__r_i__r_i__r����r-i-r�-r � r � �r n-r-�-n-r�-r� ; r I p�__,.."" '_________r_.__....... ......... ____________ ______ _ '_________��_____--_________-_______-_______-___�r__."""_ __""____ �- I I � � ,_. �i • . L ...._.....�..�...__"'_�_'___"____'__'""_'....". __________ _"'_______ __'__'____ _'___ _'___ "____"'___ '__'...."_ _____""'__ � I I 'n F I I I N __________ ""'...' _ __-___-.__ _'...,"'.___ ________" ""'__'_-,__.______' __"""" "."..'__, ___________ ____'_,_'. __ _"'____ ii I I N � -____""_ '_________ ___________ ________'__ _ """" , `__'______ __"'..." , _'______ _ ___ _____ _______"__ � , � � � I , � ' mr --.-�._ , , � ------�----------- - -------- -- - -----------— -------u� ------�------ � I -- I . � , ri �-` - - -'- ----- - ------- r � -- -------- -- - - -`°---- ----------- --------..- —� -------- �- I � v ----------- -------- ---------- ---- -- — ----- ----------- ---------- —- ------- ° � � A ��---------- ----------,-- -�- — ------- ---°--- ---------- ---------- --... — — -- 1 I I ,� �..------- ------- -- — -------- ------—� - ------- - -----��-- --------- -°-- vr�--------- —----- -----�-------��-------... ---------- -------------------- , ------------------- ---------------------- ----�----- - � . � , , . � �----------`---._. "--'-----------''-"- ' "----------------"' ------------ . � --------'---------'--'-----—-- '�... ' "-'----�-------.' � � ��`-------- ---'- - -------- --------- ----"'----�--------' ----------�---"'-.'- ---------- -"---'--- ---------- --------- � I I r . � , � , r r'�_____'.'. "____ ___,"'_________ _______'.' __"""" , __________ _-______" ,__"____"_' ""'""'__ -____`.."'" "___-_____ � � 1 � ' , ' . i � � . i M1 "_"'""' __-___-_ _�_-...."____ __"_"....' _ _______"'" '_"____'___ ""__'"'" ' "'""____ '_"""°°'__ "'"__'""' I� pp�__________ ___.._..'_ ____""."'__________'" "__________"_"_-_"' ___'___"' ...'"_-___ ___......" '�-'_"_______ _____-'_'_ �� .�...""____�"__"_""' ' p�j � -________' ....""_-____��"""'"_ "_"'""""""" '""_""____ ""__"_"_ � � � � �� v Case f ��� � � - . ._ '__ '_ __ --_".__ ___- _—_'—__ _ _ __- �i � � ... _. ___ .__" M r Q ��""".......', ____'_'__""' __-____-` '_"________ '""___... ....""_""""'_'_'___'___' "_""'""" '"""'""_ ' ..."""" ___"'___'°___ N� �____--____ """"__ _________ ____""__ __________ _________. ....__...__ _________ __________ __..__..__ ___,-____ Q _ ' _' " _ _ __ _,_ _ _ ' ____ _ _ � O "___""" """'__'___ ___"'"""°" ".....___'_ ' ""�_�_.. ..'____________________' "'_""_' _____'______'_____________ .____""___ � F- .-. • �i�_________-_'_....."_'___�________"_"_'_ � ""' '_"_'_'____"___'_' . � � p �. "'°"'_____;___"' "`' � � ____________________________.�""' _ _"'_____ �r r � q �_____""' `__________ ___""...." � ___'____'__ "__'____- __-__--_'_ ""'_"" '____"" """'"'."...""""_'"____-_ _ : � , r '�'" � "" � _ _ __ ' .i � ��� - � � '___"_" O� oa r oQ�..""----- -----'-'--"- ----------- , ' .-'-----------------"' ------------- ..��------- ----------. �, .'-'-------, -----'-°--- e � '� °o �-- -�...- -- � �-------- ----..... � -- ------ - - - ------- -, ---------- - -� � L , I I a� o -- ------- ------------ --------- -�----t- --------- - - ----- --------- - - -----� � ------ e�. � I v,� , , , 0 , , o -------- - ----- ------- -------�-� -- - ��--------- ��---��- -��----- '-----------� ... ---- Q� -- - -- - ----- --- ,- --��-�--- ---------- - ----- ---- ------------- ----------- � I I ' ' I � M � � � , � � '""""' ___-______". _____'_' � � "'.,"_'__ ,""""" � _______` '_'___�'__"' ' � , i ' "' " ",'____________ __'.-_'"""' _______'__' "_________ _____""' O '� , ', '� '� � , , � Ir � � � Qf�l � � � ' , ________ -__"""' "_""___' ' ""-__-___- ...""'__'_�__""""' '_________ _'___""_ , "'_________ ________"° -.- OI _'___"""'_,________."" ' "°_________ __"`"."""___ _""'_______',-__"........ ' __"""'__' """"__'__�____-'"°"'_' _ '__________ r , i-� , a i�l � i i p i � i I 3 i i__ , v Case ] 0 l0 20 30 40 5� 60 7D 80 90 IQO llQ Pile LcngtlE(in) S 6•C� � CTLITHOMPSON SUBJECT: �,��v �-,�rl�„��r,T�� � _ rJ � � Wf�L,.Lp��-�. -- I vYL�t-{s��c_> PROJECTNO.: �ATE: i, j SY: PAGE OF �V yv C-t a fl,c..-+ �t��'n:�._.- �o�`-' � ��,c.t-1 1C $ �.1�(4 ��� zZ- � �S � Co�f�u�f'�}r-� �s - J Gl1E C lc� l��c��-� o wTZ�.� 7� Wp...r->Z C+A`-rC `'1CL.�vl��-r.�?`'- � ' �� � � �4 c�o v ~-'" �o����.� � �- J �' '� �'�� ; � � �� ,i ,��� i�� , ��� 1��.:� � c� , = 4 � �4 ��.�" � _ `� .02- ��-- � � , �o � �" �'Z- '" �1� � � � �u � - � .O � �- ( 2 � � � i v�.� _ �� ��— i r� / Z 2 � �C.�� _ � � J! �� � � � �� I_� � ' �-} h �J I I 6 �� � l+- L~ '-t l J _____��---.___._..� _S I____...�----_ � GPN�U�? � �-- yl �vpa �.4L 22U ,�n..� � S� � �f ���4� _ � � �� U c�-�= i l �� [[..� St� �c.- L l l � � , w�-Z�- �✓a v�=� -r u - �S� �v��--f4- y��'�v�J�� -ra -�,��.a v�S F�� l_�✓a v"� f 1 �a �. r �� � S7 � --�__-.-.-"'� S7 �OC7 � v Lt' � 4�Oc� #/'�w� � l°� �z��� C 7�- � - � � � �l y�1�GCi-<.�_s;. N �'-�`� 42 L'ti-C.C-��� �i���J� Y-lc.� iC� 4����Jt�a��r� �-.(�d� 1, , {� � S�� � CTLITH4MPSON suB�ECr: � 1�fa�'L ��(yT�k�Y��i.+�� � �� �y�--Ly�� (�rt�(;� �- �J,VC.�a"P--��-� pROJ�CT NO.: �ATE: ! BY: €'AGE Q� `�"�1�5 -t��`"� O�' t = °� i7'��t k�—'`� C�-L: °�I ��-- -f Z ( �! �v� � � 2� i v� � � � z �c-;� _ 'L � _ � ; _ �o� ��--- 2 ��u � � ��.. 4 � � �� �� z. � � � � cou�: ����'� - �- � 4Daa���v�-z- � S�v � ��`-_ � 2 ,� � ����:�.._ �° ��'" I� u L C� --- �"��� � � i lZ°1 ��- y °9 `a }C_. , , C� �c._. .:�-- �i Ca• �i -} `� � a. a. 66 6 � �-, ;,, � � � , r - -- - - - --- �� � - � ��� � � - - - - - - - - - - - - - =� � - - - __ _ ._ - - - _- - -- - � _ , � \ -��i I 1 � I I I I I I - � - - - � - - - - �,'�• � 6. � � � � � � � i - - -- - --- -- � I -� - �. � i ; � - - - - - - - - - � - - - - - - - - --- - - - ` _ I � I — ���.--�� � e F I I I I I I _ .� - - - � - - ---- — ��i. � 66 � - � - - - � - - - - I ��- I - -�� I i I � I I _ - - - - - - - - � - - - - - - - - I I L �. _ - - - - - � � � � � y �. �-� CTLITHOMPS4N SUBJ�GT: � VI��L l�wi�i��ATL'� � � � V"4L�I.�J��'L� JYLG�aEL� PROJECTNO.: �A7E: BY: PAGE OF G I-�-L�ICv �C'A�{.rt ld Cm��ca i l-S - -------------_ . _._—_..-----.._... � � � , � s- ��� � � � � ��, � � �6 , , �a- Ft� � _ � � � , �� � � � �s � � s- � ���� -�T.��� � C 6� ���. Z � � � � _ ��- , � � �- � ��- � 1 � � �� ,� , o t�..— � ���L i� �. bf i"C.�C-��k:L�� `-> i � .___..._._....__ -..-- - _ . ---- 1 1 �e��t�-��c� � ��t s�iL_.�� src� _ ��.�i E l� ap� � �- - _ ��� � �� �4 �uL i' � ,�z 4UA� v�o�L�Cr..�- / g_'� 4 . s � �- � VUM�-� - �3�I r�s �"�,,� � � � ��� l Z ) ( 1 �t--- = 2�vZ�-'.�-�-- �,��o w Pc i'�c�� �C-y�-rn� �ilti-igv� �I7 � . �o �y — ( , � > ( ?7� �� ,.i.._ � � � �� (� ��� 4� �— ; L:�-r� �l�v��,�� 2�� , �Z`� Vvl„�.�� � _ Z�v Z �- - �`-� _ , �2 S� �, � � � r � � Z4 �c�o � .,� � �[�L(� �1..W I�L- �4 �Z�,C-Y�.."'�s,� �__�_.____ � v��- �o C S�2 e�z (� , E�S '�I��' '�L�l'� '��� _ — - _ , �� ' �� � � �. 1 � ,' . U r--...-.