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Report • e • Howard S.Wright Submittal #31 34 30.13-2.0 aMar bung compa" 31 34 30.13 - Engineered Aggregate Piers Balfour Beatty Construction,LLC dba Howard S.Wright Project: 17241000- BMW of Tigard 1455 NW Irving Street,Suite 400 10031 SW Cascade Avenue Portland,Oregon 97209 Tigard,Oregon 97223-4326 Phone:(503)220-0895 Phone:856-663-5200 Engineered Aggregate Piers: Calculations SPEC SECTION: 31 34 30.13-Engineered Aggregate Piers SUBMITTAL MANAGER: Matthew Kania (Balfour Beatty) STATUS: Submitted to AE DATE CREATED: 08/8/2022 ISSUE DATE: 08/8/2022 REVISION: 0 RESPONSIBLE Geotech Foundation Company West(Hillsboro) RECEIVED FROM: Casey Hecht CONTRACTOR: RECEIVED DATE: 08/5/2022 SUBMIT BY: 08/8/2022 FINAL DUE DATE: LOCATION: SUB JOB: COST CODE: APPROVERS: BALL IN COURT: Matthew Kania(Balfour Beatty) DISTRIBUTION: DESCRIPTION: Please reference the attached calculation package to correspond with the shop drawings for Engineered Aggregate Piers. ATTACHMENTS: GT FC-West Calculation Package-BMW of Tigard 2022-08-05 pdf SUBMITTAL WORKFLOW BY DATE COPIES TO Balfour Beatty Construction, LLC dba Page 1 of 2 Printed On:08/08/2022 10:10 AM Howard S.Wright Submittal Howard S.Wright a Balfour Beatty company Project: BMW of Tigard View Date: 08/08/2022 Submittal No./Revision: 31 34 30.13-2 0 Description: Subcontractor/Supplier: Geotech Foundation Company West Engineered Aggregate Piers: Calculations (Hillsboro) Submittal Type: Calculations Required on site by: Spec. Section & Paragraph No.: 31 34 30.13 Required lead time: Status: Submitted to AE Notes: Please reference the attached calculation package to correspond with the shop drawings for Engineered Aggregate Piers. Geotech Foundation Company West(Hillsboro) Balfour Beatty Construction, LLC dba Howard S. Wright Stamp Submittal No./Revision: 31 34 30.13-2 0 Description: Engineered Aggregate Piers: Calculations Subcontractor certifies that review, approval, verification of This submittal has been reviewed for general compliance with products required,field dimensions,adjacent construction the plans and specification. This review and the response work,and coordination of information is in accordance with the indicated below does not relieve subcontractor/supplier of any requirements of the work and contract documents. contractual responsibilities including the furnishing of all items required by the contract documents and the confirmation of all quantities and dimensions. Submittal No.: 31 34 30.13-2 0 Submitted By: Casey Hecht Description: Engineered Aggregate Piers: Calculations Date: 08/05/2022 Reviewed by: Matthew Kania Date: 08/08/2022 Stamp GeoEgnineers, Inc. A/E Response: Date: • Submittal Review Renew is only for general conformance with the specified elements of the contract documents and does not relieve the Contractor of its responsibility for performance of work in conformance with the contract documents. GeoEngineers is not responsible for the specific means,methods,techniques, se nces or procedures selected by the Contractor or others. quV No exceptions taken Make corrections noted,resubmittal not required Amend and resubmit Rejected-see remarks GEOENGINEERS_O eyAdoC.Yasat1:10.,Aa808,2018 Consultant Stamp • Engineer of Record has performed a general of deferred sub—Rai and'Inds tie be: lX1 In general conformance with project design ❑In general conformance with project design.ecoep'.as noted ❑Not in general conformance with project design.Revise&Resubmit Review of deferred submihal is for general conformance with the design concept and nnormatton contained in EngineerolRecords Plans 8 Specifications on y.Any noted nonconlormines or errors are marked. Deviations from plans or specifications not clearly indicated by the Contractor have not been reviewed. Engineer of Record',review does not include engineering calculations unless expressly noted herein.Design of members and framing systems contained in deferred submirsl is solely the responsiblliy of the manufacturer and the professional engineer whose professional stamp appears on this deferred submbtel. Grimm e-Chen Structural Engineering,inc. SY: Ss Dale:canancaa £+ww.gffcwest.c V' -easim ® Y c____ c- ,... - FOUNDATION CDMP AN • WEST - DESIGN CALCULATIONS BMW of Tigard Tigard, Oregon August, 2022 Included Calculations: Soil Model 0 Footing Settlement CZ1 Footing Bearing Capacity 2 Pier Compression Capacity El Pier Tension Capacity 0 Slab On-Grade Support CI Slope Stabilization O Liquefaction El By GE❑TECH FOUNDATION COMPANY - WEST® 214 SE WALNUT STREET HILLSBORO, OR 97123 4,r .D PROjzp a 65.14PE r ...I..-- ORE •N 13,I:111CHP� GeoRam EXPIRES: 06/30/2023 �q/ fg ' VA, �"�'^ _ -- OD \ a �\ $$ a ry . 9..„ t L$\ ,t yak t; �� ' � rB-3 r jr f...^..- , .e , - ..ti«an 85 9 + ti s i / r I, - + s x Notes_ {!gain, me n.»ne w. B A Boring Number and Approximate Location Existing Ste Conditions Y § .x000�<a7;1.1,ei0 n„:::::,`.px e`'-4ZW BMW of Tigard c Tigard,Oregon so o 60 GEOENGINEERS Feet Figure 2 e��<..o,,.m.orwwnwmn rt End By Drilled 12/29 2021 12/29/2021 Total 31.5 LoggedMD Driller PLi Systems,Inc. Drilling Mud Rotary Depth(fit) Checked By TNG Method Surface Elevation(ft) 198 Hammer Autohammer Drilling Mobile Drill International B58 Vertical Datum NAVD88 Data 140(lbs)/30(in)Drop Equipment Latitude 45.449012 System Decimal Degrees See"Remarks"section for groundwater observed Longitude -122.78603 Datum WGS84 Notes: Dames and Moore N-values reduced using Lacroix-Horn Equation to approximate SPT N-values FIELD DATA 413 E to s MATERIAL — w d 0 cn Z 0 DESCRIPTION REMARKS S.O = N > y 1.d — G L O.'- j c c N YJ N O O N w 2 `R e= 8= W o C ce m 0 031- C7 ra Q n U L,o D AC -.Approximatey 5 inches of asphalt concrete pavement GM App(fill) tey 12 inches of gray silty gravel with sand (fill) - F ML _p.„ _n/ 11 4 1 = Dark brown fine sandy silt(soft to medium stiff,moist) = 32 53 AL(LL=36;PI=7) 'XVI 96F;AL 5 12 4 2 _ - Groundwater observed at approximately Grades to mottled 41 feet during drilling o - - _ti. _X 17 4 3 - Grades to darts grayish brown Grades with fine sand and occasional fine gravel - 10 ` / 16 4 4 - 53 85 X SA b _ - 15 -x 18 6 5 — _ Grades to dark gray,medium stiff - �o - - d 5— - 'A',- - - 20 16 5 6 36 81 DD=88 pounds per cubic foot %F;MD - - V m,_'Y _ _ u - 25 X18 14 7 — — - ''o / CL Dark brown medium sandy clay with occasional coarse - gravel(hard,moist) - L- 30 _ 18 36 8 �, - - LEI- X\ - e r 0 v 8 i m Note:See Figure A-1 for explanation of symbols. Coordinates Data Source:Horizontal approximated based on Google Earth.Vertical approximated based on Google Earth. F. Log of Boring B-1 Project: BMW of Tigard G EOENGINEERS,g Project Location:Tigard,Oregona. Figure A-2 Project Number: 24789 003 00 Sheet 1 of 1 x 2r F Total Logged By MD Drilling Drilled 12/29/2021 12/29/2021 Dew(ft) 3E 5 Checked By TNG Driller PLi Systems,Inc. Method Mud Rotary Surface Elevation(ft) 202 Hammer Autohammer Drilling Mobile Drill International 858 Vertical Datum NAVD88 Data 140(Ibs)/30(in)Drop Equipment Latitude 45.44919 System Decimal Degrees Longitude -122.78526 Datum WGS84 See"Remaks"section for groundwater observed Notes: Dames and Moore N-values reduced using Lacroix-Horn Equation to approximate SPT N-values FIELD DATA w MATERIAL a c ° o DESCRIPTION a REMARKS g •o o 2 2 = � p <p<p W 10 cc m U f 0 co(7.) U ILLU 0 AC Approximately 5 inches of asphalt concrete pavement ,- ryo- o : :i GM Approximatey8 inches of gray silty gravel with sand f (fill) _ _X 16 7 1 SM _ Dark brown silty fine (loose,moist) - Grades to grayish brown - 5 — — Groundwater observed at approximately 4' feet during drilling 9y y - 18 10 3 P Becomes loose to medium dense 31 46 - 10 0 6 — — • • 90 Becomes loose ti _ _ - - rat - Gray silt with occasional fine sand(medium stiff,moist) - - I 16 7 4 - 30 86 SA 47 —1 _ 3 g, ^595M Gray fine sand with coarse gravel and sift(loose,moist) 0 20 x18 9 ¢ — 24 17 mi—_ - 0 1$o o I �o GP Very dark gray coarse gravel with medium sand(very - D 0 - dense,moist) - 0 a- 25 3 50/3•, 6 p 0 c _ — c 0 0 c o - LL' 0 c D c z- 30—= o 0 38/2" 7 c 0 A o 0 0 0 0 3 0 c 5 8 ' — — iii 5 50/5" � w o o m Note:See Figure A-1 for explanation of symbols. 8 Coordinates Data Source:Horizontal approximated based on Googe Earth.Vertical approximated based on Google Earth. 7 Log of Boring B-2 c Project: BMW of Tigard G EO E N G I N E E RJ //J Project Location:Tigard,Oregon Figure A-3 _.iii Project Number: 24789-003-00 Sheet 1 of 1 Start Drilled 12/29/2021 12/29�/2021 Total 46 Logged MD Driller PLi Systems,Inc. Drilling Mud Rotary Depth(ft) Checked By TNG Method Surface Elevation(ft) 198 Hammer Autohammer Drilling Mobile Drill International B58 Vertical Datum NAVD88 Data 140(Ibs)/30(in)Drop Equipment Latitude 45.44875 System Decimal Degrees See"Remarks'section for groundwater observed Longitude -122.7859 Datum WGS84 Notes: Dames and Moore N-values reduced using Lacroix-Horn Equation to approximate SPr N-values • FIELD DATA d w y o s MATERIAL o N z J DESCRIPTION REMARKS O -7- N O y na U w E x✓[,, jC (IN�C N N N O O R y @ Q 0 o f C C w cc m U H c. U' V 20 MV 0 Approximately inches of por[land cement concrete - - 01 GM ' with aggregate section /- h - Approximately23 inches of gray silty gravel with sand - -b9 _x 14 11 1 ML - (fill) Dark gray to dark brown fine sandy sift(stiff,moist) 14 5 %F Grades to dark brown,medium stiff 36 56 ra —^r 3 _ _ Groundwater observed at approximately 71/2 feet during drilling - 10— 14 4 4 — Grades to mottled dank gray,soft to medium stiff — $y -'r _ _ 16 5 5 %F;MD Grades to with 80 DD=87 h fine sand,medium stiff poun ds per cubic foot - ul S- 20 \v^AII18 10 6 cl Grades to dark gray,stiff - 0, ' Y V W 1y 'm —ti _ a m- 25 -� / 18 9 - - 33 98 .7,' Grades to with occasional fine sand S - sP Mottled gravelly medium sand with decomposed rock - - - (dense,moist) - 30 16 36 8 — E_ • _ —''' - - 0 - 35 x 14 47 9 Grades to dark reddish brown medium sand with 8- - coarse gravel and decomposed rock - 8 - y 0 Note:See Figure A-1 for explanation of symbols. 8 Coordinates Data Source:Horizontal approximated based on Google Earth.Vertical approximated based on Google Earth. cc e Log of Boring B-3 La Project: BMW of Tigard P G EO E N G I N E E RS...0 Project Location:Tigard,Oregon Figure A-4 Project Number: 24789-003-00 Sheet 1 of 2 Dale:1/19/22 Path:P.\24\24789003\GINT\2478900300.GPJ DELibrary/LibraryGEOENGINEERS_DF_STD US JUNE_2017.GLB/GEIB_GEOTECH STANDARD_SF_NO_Ow I I I 1 1 1 1 1 ^ <ss Elevation(feet) 1.i / fl7 01 o Depth(feet) 0 XInterval Z o co Recovered(in) GI o 0 Blows/foot m Z Collected Sample 0 m D m Sample Name y xi Testing L.N ' Graphic Log \-61 Group Classification l 1 1 i 1 i 1 - ;CP - YK g g. g g o a a m m s CP r�-F .�-R g m 6 v * = a tJ CD o QG - m m =I D 00 a E. 8 O r- o O = Z O 3 a O I 1 I 1 I I I Moisture Content(%) Fines Content(%) 7:1 m > aC N(N N 4. I Logged By Drilled 12/30/2021 12/30/2021 Total 25.5 MD Driller PLi Systems,Inc. Drilling Mud Rotary Depth(ft) Checked By TNG Method Surface Elevation(ft) 202 Hammer Autohammer Drilling Mobile Drill International B58 Vertical Datum NAVD88 Data 140(lbs)/30(in)Drop Equipment Latitude 45.44908 System Decimal Degrees Groundwater not observed at time of exploration Longitude -122.78466 Datum WGS84 Notes: Dames and Moore N-values reduced using Lacroix-Horn Equation to approximate SPt N-values FIELD DATA to o MATERIAL REMARKS a ` w " - Z .2 DESCRIPTION ° e -� C dy t > - — c t a-- c c d a d ;o o E m o m c= c T., c c, ro V H 00 2. LLo 0 IIIIC_-\Approximately 5 inches of asphalt concrete pavement - o GM Approximately 8 inches of gray silty gravel with sand tit - - (fill) r - - _\/ 14 5 1 ML _ Dark brown fine sandy silt(medium stiff,moist) _, 27 59 - 5 _/ \ 12 5 2 <P _4 - _ _v 12 3 3 - - 35 93 /l�\ %F Grades to with occasional fine sand,soft - - 10 I 11 16 2 4 — — _tiG3 - - Becomes very soft to soft - 95 v — — 16 5 5 Becomes medium stiff 3e 94 - �� / - -1 - _ 3 C, o' - 20 -\/ 18 9 6 Becomes stiff w-Y�O _ _ _ a •• SP Black sand with decomposed rock(very dense,moist) . N- 25 4 _50/4. 7 - — — `; d 0 i B i7 it N z 3 m a P. P. z z i Note:See Figure A-1 for explanation of symbols. F. Coordinates Data Source:Horizontal approximated based on Google Earth.Vertical approximated based on Google Earth. Log of Boring B-4 / , /► Project: BMW of Tigard G EO E N G I N E E RAJ / // Project Location:Tigard,Oregon Figure A-5 g —•`/ Project Number: 24789-003-00 Sheet 1 of 1 + Start End Total By MD Drilling Drilled 12/29/2021 12/30/2021 Depth(ft) 36.5 CC�kkeed By TNG Driller PLi Systems,Inc. Method Mud Rotary Surface Elevation(ft) 198 Hammer Autohammer Drilling Mobile Drill International B58 Vertical Datum NAVD88 Data 140(lbs)/30(in)Drop Equipment Latitude 45.44836 System Decimal Degrees Groundwater not observed at time of exploration Longitude -122.78579 Datum WGS84 Notes: Dames and Moore N-values reduced using Lacroix-Horn Equation to approximate SPi N-values FIELD DATA g a 1 c MATERIAL REMARKS w .1' g N z `r DESCRIPTION ur F 4'..-' N N \ v ''to U w aa: L Z O N — = .0 = V= N > E. Co U 3 Co E" E• Sin w. N Co N O N .7 O .p io pCc t gG W c G 0_ tt] 3 N H (7 C7 CJ U it U 0 7 AC --.\Approximately 5 inches of asphalt concrete pavement GM Approximately 10 inches of gray silt and gravel with sand(fill) - , _'�/ 5 4 AL1 ct-ML _ Very dark grayish brown clayey silt with fine sand and _ 24 AL(LL=27;PI=5) /n\ fine gravel(soft to medium stiff,moist) ML Mottled dark gray fine sandy silt(medium stiff,moist) - 5 — — 10 5 2 —6, -X 16 10 3 _ Becones stiff = 31 61 k,F - 101 4 �- � - - - 15 15 5 5 34 77 DD=92 %5 MD Grades to with fine sand,medium stiff pounds per cubic foot - - 0� - - - d 1 - - z M- - - - o' z°- 20 -\/� 18 11 6 Becomes stiff xVl V k_ 1h 1 _ - - Co N i \ 25 15 13 7 - an - - O 30 / u X 18 5 Grades to with occasional fine sand,medium stiff 37 92 a Co n 60 SP Dark brown medium sand with coarse gravel and Co -- - - decomposed rock(dense to very dense,moist) - Co 3 16 50 9 2 M Note:See Figure A-1 for explanation of symbols. 8 Coordinates Data Source:Horizontal approximated based on Goode Earth.Vertical approximated based on Google Earth. Log of Boring B-5 Project: BMW of Tigard G EO E N G I N E E R S /// Project Location:Tigard,Oregon Figure A-6 _.f� Project Number: 24789-003-00 Sheet 1of1 Start Drilling Drilled 12/30/2021 12/30/2021 Depth(ft) 26.5 Clerked B' TNG Driller PLi Systems,Inc. Method Mud Rotary Surface Elevation(ft) 202 Hammer Autohammer Drilling Mobile Drill International B58 Vertical Datum . NAVD88 Data 140(Ibs)/30(in)Drop Equipment Latitude 45.44859 System Decimal Degrees Longitude -122.78479 Datum WGS84 See^Remarks"section for groundwater observed Notes: Dames and Moore N-values reduced uing Lacroix-Horn Equation to approximate SPI N-values FIELD DATA a� n E c MATERIAL REMARKS N Z DESCRIPTION o N .E N o0 w w.. N u 2 p N 0 L O.-- c W d NNN o 0 N N 9 o N a E e- o p C p W o 5 cc m U NH co c.1 U 20 LLU 0 CC Approximately 6 inches of pordand cement concrete ryo- o - GM with aggregate section ML Approximately 12 inches of gray silty gravel with sand _X 12 5 1 (fill)/A\ r eu —1 VLfir dark gotfinesan silt medium stiff moist _/— - Dark brown fine sandy lean clay(very soft to soft,_ moist) _ Groundwater observed at approximately - 5 14 2 2 32 70 41/4 feet during drilling _ %F;AL / _ AL(LL=46;PI=19) h _ _�] 16 7 3 ML - park mown fine sandy sift(medium stiff,moist) - 10 _v 15 7 a — 34 63 Q %F 00 ti _ - - 15 — v 18 3 F h Q Grades to gray to brown,with fine sand,soft 35 73 $ 3 u zo_ Grades to dark gray,stiff §- 20 _X 16 10 6 - -N. _ _ _ 0 -x V o- 25 _�/ 18 11 7 — A /�VI C C T 2 C U oO O C z m Note:See Figure A-lfor explanation of symbols. it Coordinates Data Source Horizontal approximated based on Google Earth.Vertical approximated based on Google Earth. v 5 Log of Boring B-6 Project: BMW of Tigard I G EO E N G I N E E R S ///2. Project Location:Tigard,Oregon Figure A-7 2 _.f'� Project Number: 24789-003-00 Sheet lofl , • , r ECG Total I ned By MD Drilling Drilled 12/30/2021 12/30/2021 Depth(ft) 31-25 Checked By TNG Driller PLi Systems,Inc- method Mud Rotary Surface Elevation(ft) 201 Hammer Autohammer Drilling Mobile Drill International B58 Vertical Datum NAVD88 Data 140(Ibs)/30(in)Drop Equipment Latitude 45.44893 System Decimal Degrees Groundwater not observed at time of exploration Longitude -122.78469 Datum WGS84 Notes: Dames and Moore N-values reduced using Lacroix-Hom Equation to approximate SPT N-values FIELD DATA o c o c MATERIAL REMARKS ` LD E 8 N Z o `° DESCRIPTION O N N \ N d0 U w 2 L > a — c c 0..- rt N O O 0 m £ N O 5 g v E W o ce m U V)F= C9 (7t3 20 iiU 00 0 7 Ac —.Approximately 5 inches of asphalt concrete pavement �-- - GM \Approximately 10 inches of gray silty gravel with sand / (fill) _R 14 7 1 ML - Dark brown fine sandy silt(medium stiff,moist) - 5 _ygFo _V 15 8 %F Becomes medium stiff to stiff _ 32 52 -L\/� 17 5 3 - Becomes medium stiff 10 / `� - _ti90 18 1 hF Grades towithfinesand,verysoft 77 - 15 - -y4, 14 11 5 Grades to dark gray,stiff o z_ _ _ a •., 4 20 -\ � 18 9 6 17, • V O 1,_ O 5 el 25 - _e \/ 18 7 7 Grades to sandy,medium stiff w- _ F�__� la' --• Dark gray to black silty medium sand with decomposed a- - - rock and coarse gravel(very dense,moist) z AO 30 V 13.5 100/8" 8 C, z 0 v g 8 S z_ Note:See Figure A-lfor explanation of symbols- % Coordinates Data Source:Horizontal approximated based on Google Earth.Vertical approximated based on Google Earth. a Log of Boring B-7 5 //, �/� Project: BMW of Tigard G EO E N G IN E E RJ /// Project Location:Tigard,Oregon Figure A-8 �� Project Number: 24789-003-00 sheet 1 of 1 ! ! arƒ...._.aeaaaG ! ; • / \ay& eMMUFHigRRg!/ ] : � % ,/ . \ � • [.z.� ��. ±v...± ....—0¥vwa { ; g9eg!/R!/ggR■3Agg I ' ( \ /9lggRgaHgggg4g ° \\®1 1 I I , 1 agli A , i ' ! ; \ . > , /\ ©*;awwa a ' a « ,,,,��,,,�,.,,,,,,,, ,a1 g� ,ll; 001010010101010100001000�000,0101010,,,,00 (` ow ! ! ?n. ® _ ' \ { { /{ - © " w iii -- - - uli . . . . . . . . . . . . . . . . . ) » � ! . . Aga/R;G R4/°R° � g - b19a/2gGw»w�Oggaw6 - z : . glppypa�co«wJa0�9#! ( / / / « +©�&e22G§Ql9awm , ^! ! ! \ 1 1 \ ~ 2 r .0-,,..,-.,:=,=,r;===:;:;;:;�::m . : , ® _ \ ` } / « 1/RRARR,awwRaa,wa g ] * |];RFA'A ;:S,",g. §;§g'fl, Pr.11 Project BMW of Third (4.X1..114450. y e�� Location:Tigard OR �1' � Date; 8/5V200018.11 &FFFRFHpE 8161410333 All us,.. ....ws.. BEd31F05050 AMU L' 2 Pie,amalameler jai• 3D In E70005 Overburden removal. 0 prl rapt below Fi lO'End Bee4A l2ye1= 38 teal E11ecicedi.mebr[a.,7 35 I p0ryen Pinto= IS5 Pier Oi..., er Yy.• Zm pot HSoV of Bottom Bulb. 3.13 R Matrix 51l R.m- 20 Poi MOO PWwade 553em55= 100 in Fier Vnl1W03111 per- +Y lastly ... Pier ale kYr- AB degrees Mm.Searing Caged),Caged),Fso..im• nI.6 'Hole.So=mg as Ra=>0.I4.Ne--S'.anaenlsr O nal e0012 WN modulus I Or ammorlorcPAe0etbn F S51.0 Paton = 100 Min.Bearing Capacity FBeer.3 1.1 mm2efitly,=One dvlg pp' rtn✓,,,,,F5=s.600m1..0=.db'Sn...,,,,Ml.f to BWpnp' Canpmeelan Ca0Nlly Selhmenl bei043el P•an,n Sl R Load et Pio Eno Check SIMR L00311,9100.0mn9 _MAMMA 31•E7ored Ime,Zoos Me..PlIonable=11n FIg O110 ColomNWYl Bearing Osten to Pl0r5n011 Ptl"b1Gd Oe8P Rebut Number PlmCell Area ]op cl Weis ]up of Support 0s.vs Per 8b9Fndwn a Ern Bearing lot B.peme. 01.15E.LZ 8.1113mm1 CAM.. Loa fmAinn 03l0.0ig0$ Pressure BOP Length Depth FF to P9=I 0As BZ703 of piers LOUR 4M10 pier soil pier CenINen use. Bowel Mµ,t Ile.l S.W1e8t C.s Er S..e'ui 5M1Sa..' a o,,,, t0L.u1 w 0. I.... 0, H. 3e+.1sa ve,, un.Mreu1M3'peenly. Dr R. n.. a. 4` our,roe Lev, 107u oir.0 .w0Fw w rn seeR. A. b' 0' +ms 41 e. # a. o n 19.15 +0 MA -FM - M.- MM. 3.5' x5r Me- .11.R SS- AM M. Ja M. L. a. in F5ll 150 5.00 dot RAO 3.5 155 ne RS.1 rem 393 1 1600 ea 10027 1103 174E hoer* 2001 323 13A x+5 6019 13 10 333 0!B Ms OM N. OOB FFF0.0 219 COO AM 5000 40 150 II 231 3.10 2 108.0 OM 15232 3E3 913 lollop 3900 32.3 1u Btle 91.E ep 410 Vs 0B0 N. O FF7.0 b1 ]m 700 WOO R9 156 18.0 23.1 IM 9 10➢ 09➢ 15N2 I,R1 117 b9 300 2 8 g 32.3 13.7 me, 5mw .p IA 0 u N OM 5l7 au xi, om n, 0.2 PSM am 0 gu] 50 +0.0 +sal b.l q 1A] 3. t311 0.14 1n55] I.W9 iris F..MM 955 3xd 39 n+5 55.1 4• R4 NJ 017 N. 0.M /. 0.79 FA AI e 1 b 0 IS]y IAM 1151 SWrp Ia5 S 15 . ]I n'e e/a 0.79 a. :0,.1°100,,�,w .5.0 515.7 , 181 ,, 1.1 . .1r. .242,0 .0�.dSW. astp.,58.9e,,.5 .Vt 13B 331. :5%ik T .,e.. .! . .I.,* � P9 .F1.73 C,SFFIIW w +yn not not we SO 1s0 I0 .. 1.51 1310 0n Eaazs EaZ3 155.0 Itooling-s ]]3 ]e 22 }3Y u 99 0a1 0 001 w. 1]F `) a F131 i e 1E a 1100i 1400 S.spin e yew)i e1a01 Y.170•3 9 23Y Vma 134.5 5 5 a 050.0 020 lo17377 >>560•Ono its a323\l;Vr 2246 07%La•/l •ism.5. 49 A aO.53 Sns OM .. .. 5050 b f F15.0 1295 I5M 150 5755 5. 150 III 23.1 111 8 143.9 0a ]3n �0 a 1140 big 05 323 b4 2310 m N, 4.7 No OM 00,0.42 5/. i19.0 1M t5W tSAJ 575e 50 +RO I51 3]1 ..µ 111 0 M59 OM ISiil tAN tta.S MYp 1Wb 3]] 13B ]31J 501E N. 51 142 ON N9 QU n/e 0316 l s -9'noa09.•••=.aSw,R.gn I.Swewwvlurr NOY..bow*pa Sra s•.+9 s Rr.ro.yr>a MIFwr pw ow RRF.m SR.. piers io NMw.D00 Design ring stratum II.54 lelO. . f m0ap..p.rrm.gr C..e.1m.1.10 ^e•,0e,e0,11ima 1y.nl03a.m-a,xem lots OTOS378010080 Prated:PMW of Tigard Location:Tigard.OR n1 vk Date: 8IS120221e11 PEFEREBCF BORINGS:Av0 all ^error. aaaru�ravnunex we....w... 9504F0112E0 ZONE 10W92706F Pb1022E111n13ur 110= 90111Eller/Pe Overburden removal= 0 @f Dew beiow FF lo'end eeenng'?eye-. 03 let EOeOivc dum0lm(4e) % it Bunco Bulb= 125 Fier 0lemnen Pier ply.• no pp 000M of BOUm Bulb= 3.13 0 Mama Soli Nu.• 20 pc, Mar Mown.Salesmen= 100 In PwUnilWeigLt puler= 195 IIbS1 - Pler FoollmSaple IMrr= 40 degrees MIn.Ban erg Capadry FSrry,a= o3.3 NM'So long es 17s.=.020He=+5',and Baler e0Yluyb mo0Wre.W1 or remrrerbrce4eflvlmn S1i1-1n04s Rollo = 10.0 Min.ecedn9 Cepaery FSo,gy= 1.1 mo0orm9u dma dump Per cansnuemn,;SO 5 can Meppmdb'550.10g'snd t.lh'B q' eShen 1.1 11 by Ceiry Lew Zane Fry Gnd C urrnMall Ind1.all ey,or M B TOE 2160 of Supas ort Cner,S0Shenpinby Gmd Seaeng Wl70.0. 646emene tap RS4Max LI3001388 tm Bearing Ceplab Pbr1+5 Re Depth Depth Blow 01820 RLe13 Ana T010, Ma1M Topof Support Oe..V4 Pier 5beR Ffttllone End SmTB ions r.: ' Total 500+OmeM CmNrebs Lwd Fpow llimsrv.pet Pressure 60F L I.lri Oe.2 PP 111 Plane YFp Fs3.3 dlpien Inea Raub Now a. pier Cmd�lm n..r 1.1 srl0*0 y0*10 Pllgealnl Qe E.r 6pre50y Sal$�' uelO mart IeI.LL) w L 000. Or IL Na-3- Platy gals 035*S WFy O6 B. Now ryw Orr sear.. Fes. 111 NWa. 36. .F6. Yoe .0- ae 4 Su nn s'rm J.n 00 5.2 -0. 3. Fat la'109 YN. W 9M' 1097 JYn LV YW 2354 .201 {6 f.1 F& im 0. Am an- iF F/70 1.10 16W 16.W 5212 60 15.0 111 DI C0 1t 1A5 020 15.3tl 15t9 116.E hWq 10a9 9Z] N.5 AI 5215 n/a 50 I5a 0.54 Na 060 *Pe 1W 6160 LSIS 1]W 1800 5]b 50 150 15.1 2J1 108 12 1a0.5 03) 1SV5 19A 110.4 lWq l[d 114 2419 SAr n/e 1] 102 0;1 Ne 0.W s/a 1.01 000.0 140 1lW I000 0100 60 in0 1B1 IIl 106 150.0 035 IIAT1 1135 100.4 S+Y% 211.7 3d.1 112 244.0 lt% n/a 0@ Ns. 0% CFSO 96.'1 2.00 50W 6LW ;0 I]-0 10,1 211 Iy I0W 3 110.0 0� 341 IAy IUIa n/e "lr 1.01 0 d0 >W ]0W MW 6 I6,{ lOb Alul% S11) 325 112 2M0 SNI lJ 6al Ob0 nY OW n/a 0M 0,'n SR /.ae 210C 5000 e60 155 1l1 ,9 Z. It 2 ;°as. 0 2 -'. lie ". 01 662.2 'I5 1B ;Z- :. le' ,1; St; Na 825 ". Y0 C£100 UV 10011 54,50 %M 4.5 17-0 20B 25,1 ns 206 26 118.3 0.31 117B 1526 11111 Wire 219.5 961 112 207.4 WA e/a ea 101 0.5 Ns 0.12 n/a 1.Ja GF1il Leal 12.50 24.56 6002 BO 20 15.1 23.1 reet 121 16 115.1 037 I3200 1.300 063 b!y 1)0.2 24.7 121 O.2 5015 e/e 6.6 let 065 Ns 051 11/a 1.03 IA 710 13.70 10761 319) 50 15.0 101 Ht ea 1]1 7 1052 021 10.234 1,O53 2.3 1162516 1105 32.1 191 231.0 22% nh le 21.2 036 W 1122 n/a O.W 2A 600 1620 33,56 1402 50 150 101 331 Ise 007 a 200 011 TOMS 701 MB *W. 199.5 32.3 130 231B TN a/. 15.2 97..7 014 Ns 023 IIa 0.4 1 "+w.pew w wog wawsw P as.41100 e L'aalem 9nm .....0" Yn 00P Yam.. 2 Wei taw� Ytnq .OFrd01wt.F0YXs01 wow All piers.to achieve Design Shalt Len9IM1 noted above rinlasa mnrougrman.e.rmauge bearing atraN0 le encountered at shallower 80210. 01100.iuu-1+=wave11nn'SWI.c9.1119Nwd16.202Ldl.mb mn 181 rr005300.lOADS Project,BMW of Tiaard Location:Tiaard.OR Date: 8/51202218:19 5EFERENCE BORINGS:AVGAII mnwm. seen..ra,..e.m.as...wo. 202 6R 201115 Pier Mll diameter(4). 30 in EOecOve Oee,b24e,nlmea- 0 pal Deg,below FF lo'End B•ennp'k,1'= 38 MI 01,02226 Llameler($nl 38 in Bolton.Bub. 125 Per Dlamelwa Pier 19,,• 200 pd Harr of Bonin,Bulb= 3.13 II 1.1608011 R., 20 poi Max Allowable Seaamenl= 1.00 In Vier sill we101 rpw,5 135 (Self 0$. Pier Fran Angle 1µr- 99 degrees On.Beating Capacity F3�n= 1S Nop:So lup as Re->020 NF+5,one a7nw002.01e0 m0r1N3 WV o,remla,lortedefa4rvn 310.104,Ratio + 100 Mn,Baas Caps*F3a.v= 1.1 mangwmp fs eme2uaing pier can+lw'1kn,F5=l5 von be app4Mto Snealn0.one 1.l to'mep Cnm ......Capac3y 100lameM eendie 9 00 0 00 510 63 L64 e1 Pie,Ene 0,6,65l6.Lase,05,CnmpaMO 6 }1'.�f y11 5662one Ma,.Nluwa0a 011n Fg Carla Column/WagBeanep 000,I115Ral0n00 RBlnlare0d 0000.Dalas Numb P03.14 Area Top of Ma'a0 Top of SUPomI 0..„,„va her Shall F,IO = on+tne Besnn0 I B.Aanl1 6615men, Telal R.2 aleani Load foIl200 0imen1rnr Pressure BOF LersO Dept, FFlo RZ/2 AF1a 62A4 algart Load Ratio plan w pier boo IBp6 i r Coation s 1.O.1.4BM�� 0�1 E: 5aa•5tic.' 6>a+$s� Or F1MO0 (0L•L11 W L ga,l 05 IN Na+136a Pena a.p0+llyw ps5lo B•1 0. 9. L BF teem, EMOM, TOTAL 5.vm YW.11M Yrea II.., 0, to 5'w 542. a .0. * -n. n .0, w a aey,i 426' 'Pl S< 4V 406 418e %a .a. .Y f6 i8 F& # 82100 1291 10.00 7323 3500 05 14.0 17.1 23.1 sea 1.71 20 01A 0.10 6,123 413 HA Nip 611 223 14.4 2234 71% If. 11.5 202 022 nea 5.32 nf a 664 511111 2910 1000 8000 3700 BA 140 17.1 231 aey 1.71 Y 1569 0.10 1403 1489 105.9 MOP 1011 329 14.4 923.1 53% ufa 52 Ill 032 Na OM eta 1.00 62120 3.616 1200 4004 600 7D 15.0 161 25..1 me 1211 32 100.0 0.32 13412 1,111 04.8 11666 3113 27.6 11.6 2308 WZ 0/e 047 a DEA n/a 104 SF150 1910 1100 1010 MOD 60 140 17.1 23.1 at 142 E 1621 0.20 14016 1,202 127.4 9026l 1011 223 441 2231 43% Ifs 53 132 063 n\ 0.41 n/a 1.N 51150 712.�006 1600 62.]5 IW9 0.0 112.0 151 g31 eey qqaa {{32 5l 015 pp26aa {{pp qqB Np1y ry �2 12q BBqq6 1ryg% NµF 11 2a0 0pp3 Na 0,D3p0 n/a 04.�04 .......55118..0 Ib10 1200 54. IB40 1A 120 15.1 23.1 q 064 15 032 0.11 A.630 !03• 81.8 NOT IMP 6..7 12.i 141.9 16% a% 1x.5 349 030 N1 031 001 SF18.0 I4N I600 50.12 1b3 BD 120 151 23.1 DN 15 1pA O12 3.]4] 615 SOD Na6p in, 247 127 IW9 N% ISA 94.0 0M Na 0.t0 n/e 0.31 SF190 1.633 1000 7132 1BW 40 16.0 15.1 22.1 040 M 163 013 3Sb 720 609 Nap 2002 256 11.7 16.0 11% Ella 143 10.6 025 Ne 042 O81 6720.0 5)1p4 30W )IL 400J 20 HA 11.1 S.1 q 0.20 OS 10 026 12.051 1208 4S2 OBa6% 2a 28.6 11.3 236.E 62% n/a 10.9 105 042 n% 0.62 n/a 1.04 0 00 0a ,u 020 00 001 0 0 0.0 M Na Na IA rµ l/a PO •/e •/• 0.00 Na Ns n/a M 1 -616•61.4.1•10a q ad 00•04 I.as an Sarin 2M a1wo01•nye�saw 6aaa alaa 0..lrl a am.arnhrrsa 6N Al plan to aalave Deny,snot10001N n01e6 abaft unless own.•rmwr+aerne.pa butlnO.O4Lvm Is aneaon0.rld al alnllawar at), C..8n.On:.I0100nw100100..03„1aa4wa„0ealpa-na,emm ,an, 70014705.L0.,s LIQUEFACTION MITIGATION LIFE-SAFETY PREMISE (GTFC-W) As with bearing capacity improvement, liquefaction mitigation using Engineered Aggregate Piers creates a composite soil mass with an increased shear strength via the introduction of highly densified, high friction-angle aggregate into the matrix soil. Additionally: • Geotechnical Engineering Soil And Foundation Principles And Practice, Fifth Edition,by Handy and Spangler,indicates that lateral pressure increases in soils surrounding piers in a zone extending at least 6' radially beyond the centerline of the pier. This occurs during pier construction using vertical ramming force,which triggers localized liquefaction in susceptible soils surrounding piers. Rammer deflection monitoring by GTFC-West during pier construction supports that finding so long as the rammer force per blow is sufficiently high and ramming of aggregate lifts is sustained for a sufficient length of time to reach near- terminal rammer deflection. • Field testing of piers following construction has shown that shear wave velocities across the composite pier-soil cell extending several feet beyond the centerline of the pier are sufficient to resist triggering of liquefaction. • Based on these various findings,it can be reasonably assumed that during a seismic event no degradation of the pier-cell support capacity will occur for a radial distance of at least 6' beyond the center of the pier, and,by extension,that the bearing capacity life-safety considerations of the pier-supported foundation elements are fulfilled. Geo Ram