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Plans (21) ) 6 ("o2oa qvg y� z SA) gte71 CiS �� 1p0 00i 3 October 18, 2007 0111.046 Go a volo STRUCTURAL CALCULATIONS AND DETAILS FOR THE PROPOSED LOCK AND LOAD MSE RETAINING WALL AMERICAN TIRE HIGHWAY 99 AND SW 68 PARKWAY TIGARD, OREGON • PREPARED FOR: CENTERSTONE CORPORATION 1233 SE 15 AVENUE CANBY, OREGON 97013 (503) 803 -2689 PREPARED BY DAVID A. HALL /STRUCTURAL ENGINEERING P.O. BOX 82228 PORTLAND, OR 97282 -0228 (503)- 231 -8727 JOB #CENT0020 * PRO,z �� G N ee r /Dy r. i 15 .30 mi A.. 0 ` rxT���,S �cwV etare; /C4 . L DAVID A. HALL /STRUCTURAL ENGINEERING PO Box 82228 Portland, OR 97282 -0228 503- 231 -8727 FAX 503 -231 -8726 CELL 503 -502 -7965 DESIGN SUMMARY SHEET PROJECT DESCRIPTION: American Tire Highway 99 and SW 68` Parkway Tigard, OR GEOTECHNICAL REPORT: Prepared By: Geotech Solutions, Inc. Report # americantire- 07 -01 -gl Dated: July 17 2007 DESIGN INPUT PARAMETERS: Angle of Friction Reinforced Zone 34 Degrees Unit Weight of Soil 125 pcf Cohesion 0 psf *Backfill Supplied by Knife River Corporation described as Gresham Fill Sand as described in the attached Sieve Summary is acceptable to use as backfill in the reinforced zone except where gravel is specified in the Typical Wall Section Angle of Friction Retained Zone 30 Degrees Unit Weight of Soil 120 pcf Cohesion 0 psf Angle of Friction Foundation Zone 30 Degrees Unit Weight of Soil 120 pcf Cohesion 50 psf ALLOWABLE BEARING PRESSURE 2500 psf COMPACTION REQUIREMENTS 92 % Modified Proctor per ASTM D1557 • KNIFE RIVER CORP. Report Date: 6/ 5/07 QA /QC Division WASHED SIEVE SUMMARY PC AGGREGATE SAMPLES Page: 1 Product Code: 2023- 00000 -OSAND -001 Product Description: Gresham Fill Sand MBI LOT/ DATE TIME • 50 37.5 31.5 25 19 16 12.5 9.5 8 6.3 4.75 2.36 2 1.18 0.850 0.600 0.425 0.300.0.250 0.150 0.075 SUBLOT SAMPLED SAMPLED LAB ID # 2" 1.5" 1.25" 1" 3/4" 5/8" 1/2" 3/8" 5/16" 1/4" #4 #8 #10 #16 #20 030 #40 #50 #60 #100 #200 1/258 10/26/05 09:30 05 -87632 100 97.3 92.2 80.8 67.3 38.2 10.2 1.9 0.7 1/260 11/08/05 09:30 05 -B7864 100 100 95.9 86.9 69.1 53.9 29.8 8.0 1.3 0.4 1/261 11/15/05 05-B8013 100 95 86.7 68.3 64.2 50.7 26.7 8.4 2.1 1.2 1/262 11/29/05 11:55 05-B8202 100 94.6 83.0 41.5 32.2 14.3 6.6 3.7 2.4 1.6 1/264 01/05/06 11:10 06 -B74 100 100 96.0 88.0 66.7 61.8 47.6 26.4 8.0 1.4 0.3 1/265 01/12/06 10:00 06 -8224 100 100 95.3 87.1 63.2 57.8 42.3 20.6 6.2 1.5 0.7 1/266 01/19/06 10:40 06 -8338 100 95.2 87.6 70.4 66.4 53.7 31.4 10.6 2.1 0.9 1/267 01/23/06 10:40 06-B393 100 96.6 90.0 78.4 75.6 67.0 41.4 13.4 2.3 0.8 1/268 01/31/06 09:20 06-B555 100 100 96.6 89.1 74.3 70.6 58.7 34.0 11.6 3.3 1.7 1/268 02/13/06 11:50 06 -B831 100 96.4 92.1 84.3 82.4 75.0 74.6 44.0 10.0 1.5 0.6 1/269 02/22/06 14:00 06-B1116 100 100 95.7 89.4 76.8 73.8 63.8 35.8 9.4 2.3 1.5 1/270 02/27/06 09:45 06 -B1272 100 96.3 89.4 77.8 74.9 65.0 40.7 14.0 5.0 3.4 1/272 03/08/06 09:45 06 -81533 100 96.9 91.7 80.2 77.2 66.0 36.7 9.2 2.0 1.1 1/273 03/27/06 10:00 06 -82182 100 99 92.7 80.6 54.2 48.9 36.8 21.2 7.2 2.3 1.2 1/274 04/14/06 10:15 06 -03104 100 100 97.9 93.2 82.5 79.8 70.2 44.8 16.6 5.1 2.9 1/275 04/19/06 11:30 06 -B3292 100 95.4 91.0 80.8 78.3 67.2 41.2 14.0 2.9 1.2 1/276 04/27/06 10:00 06-B3602 100 96.8 90.7 78.5 75.6 62.9 36.5 10.8 1.8 0.7 1/277 05/01/06 13:15 06 -B3653 98 92.0 83.9 68.5 65.0 53.5 30.6 10.9 3.2 1.9 1/278 05/15/06 11:10 06 -83934 100 100 96.3 81.1 78.8 70.1 43.4 12.9 2.8 1.2 1/281 07/17/06 10:30 06 -B5192 100 95.1 87.3 72.4 69.3 58.3 33.0 9.8 1.7 0.5 1/282 07/28/06 03:40 06-B5455 100 100 93.5 81.4 53.2 47.3 33.5 18.2 6.8 1.6 0.5 1/283 08/02/06 03:00 06-B5551 100 100 94.8 84.7 56.1 49.3 31.0 15.8 6.2 1.9 1.0 1/284 08/04/06 03:00 06 -85644 100 100 96.0 87.2 63.6 58.6 45.8 27.9 10.6 2.7 1.2 1/285 08/06/06 03:45 06 -85649 100 95.1 85.3 65.0 60.9 49.8 31.5 12.3 3.1 1.3 1/288 08/12/06 02:45 06 -85786 100 95.8 87.0 69.2 65.4 53.0 29.0 8.5 1.8 0.8 1/290 08/28/06 11:45 06 -86145 100 100 96.8 92.2 78.1 74.7 63.4 38.4 13.8 3.1 1.2 1/289 08/30/06 02:45 06 -86144 100 100 96.4 90.7 78.8 75.8 64.6 35.4 8.0 1.2 0.5 1/292 02/08/07 10:15 07 -B599 100 100 92.8 85.8 74.3 71.7 60.4 30.6 7.5 1.3 0.5 1/294 02/26/07 08:45 07 -8886 100 100 96.8 93.2 85.6 83.8 77.2 54.0 16.1 2.7- 1.3 1/295 05/10/07 11:30 07 -B2382 100 100 97.9 94.8 87.1 84.7 73.0 41.0 24.7 11.8 3.9 2.6 AVERAGE 100 100 95.4 87.7 71.9 68.2 56.5 74.6 32.8 24.7 10.2 2.4 1.2 MBI TARGET MBI USL MBI LSL STAND. DEV. 0.0 1.0 2.2 5.2 10.8 12.8 14.4 9.9 3.1 1.0 0.7 2" 1.5" 1.25" 1" 3/4" 5/8" 1/2" 3/8" 5/16" 1/4" #4 #8 #10 #16 #20 #30 #40 #50 #60 #100 #200 50 37.5 31.5 25 19 16 12.5 9.5 8 6.3 4.75 2.36 2 1.18 0.850 0.600 0.425 0.300 0.250 0.150 0.075 • AMERICAN TIRE TIGARD, OREGON 100 psf HORIZONTAL SURCHARGE FINISHED GRADE GUARD RAIL BY OTHERS I APR 1 I 1 I I 1 1 1 1 1 1 1 1=1 I I I I I I I aplarma ` REINFORCED ZONE J ``ai`.:::::::�: ' SEE DESIGN SUMMARY TABLE _ I t r E j STD. 10V /1H � j BATTER ' :;:;::;::;::';:;;';:: ::;:;; GEOGRID p ::.: : 12" OF WELL SEE ASSEMBLY WALL HEIGHT � '�' /� COMPACTED DETAIL FOR LENGTHS t i:E:iiiiii::::::::::::::::::::::iiiiiMER 3/4" MINUS ROCK 2H:1V MAX '�`�� FRONT SLOPE ; I A 2.5 ft GEOTECH SHALL ma RETAINED SOIL VERIFY STABILITY ! '- � ( ..:: �:: �:;: �:: �:: �:: �: :�::�:�:�:::�::�:::::::i;:�:;�: 4" DIA. ADS PERF. PIPE *., - • :: PLACED IN 18" OF 3/4" CLEAN FINISHED GRADE - "':'`'" ` '` '' " GRAVEL WRAPPED IN FILTER i • i : :: "�' s:::::: : ? ; ::;;� ::•: II • I. AT WALL FACE fl i Fl P I : <: :: : : : :, :: :::::: :: :: :::: :.-_ . FABRIC _ III ; I = =111 , - _I - III III - I I I I111I I I 11 � 1 I I I= -III IIII I I FOUNDATION 6" OF 4" MINUS DEPTH CLEAN GRAVEL BASE TYPICAL LOCK AND LOAD SECTION SLOPE IN FRONT MINIMUM EMBEDMENT OF WALL DEPTH REQUIRED 2H:1V 2.5 FEET (30 ") 3H:1V 1.67 FEET (20 ") 4H:1V 1.33 FEET (16 ") 5H:1V OR LESS 12" * *THESE EMBEDMENT DEPTHS SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER AFTER EXCAVATION AMERICAN TIRE 12' -0' TIGARD, OREGON �- 11' -0' li-g TYPE 'B' 10' -0' I�i� (If/. TYPE 'B' r I 9' -0' �/ �AP• TYPE B i ���� TYPE 'B' i Iii TYPE 'B' I� I I rlrii ild4rii. 'I f ir ;I ���� TYPE 'B' I � II .. I I 1 �� TYPE 'C' TYPE 'C' lviAE TYPE 'B' � TYPE 'B' I i I i I lailP2V.II . TYPE 'C' Maori■ TYPE 'C' I l raii TYPE 'C' II allm■ TYPE 'C' 1 'I■7r.%S.i4 TYPE D' 'I dl�i�� TYPE 'D' '1 AYA I I i ce'. ' I�i� ,, _ TYPE 'C' � � ��''� TYPE 'C' ! I 1 �►ii I I r9rii j ���' TYPE 'D' i��� TYPE 'D' ��� TYPE 'D' I a6 " r4P% TYPE 'D' I I dlyiA 1 1;16�iA I ) dlaiI 1 I dAriA . I H =15.6' I I H =14.3' I H =13.0' I H =11.7' I 12 STONES 11 STONES 10 STONES 9 STONES 8' -0' r 8' -0' 1 /v2rAg TYPE 'B' 'B 7' -0' ')aA.r� I i4 TYPE . r 7' -0. I _ � I I TYPE 'B' 1'agiri� TYPE 'B' II r 1 I ��� TYPE 'B' I �� li■ ; _ I _ 1 i� �� TYPE 'B' I4� "A TYPE 'C' 1. TYPE ' 1 mo. I. I.f��A ��irA TYPE 'B' � TYPE 'B' 1 1 Zirii II r9►ii II �. ! I �9rii ! 1 ili .6.i". TYPE 'C' Lair. TYPE 'C' '!.Ql�ir. TYPE 'C' !.ty"'4 TYPE 'C' I . I ZiPsrAn d/� I I ■r■ I I &mi, I I Zara I H =10.4' I H =9.1' I H =7.8' I H =6.5' I 8 STONES 7 STONES 6 STONES 5 STONES LOCK & LOAD ASSEMBLY DETAIL 6' -0' r 1 1 EQUIVALENT GEOGRID TABLE I�IJir� i TYPE 'B' GEOGRID ALTERNATIVES I GEOGRID TYPE LIDS SN1EEN MACCAFERRI FORTRAC TENSAR MIRAGRID I) TYPE 'A" 850 . SF 20 WG04 20/13 -20 UX 800115 2XT �� TYPE 'B' 1550 # SF 35 WOOS 35/20 -20 UX1100HS 3XT .^ TYPE 'C' 2250 # SF 55 W009 55/30 -20 UX1500HS 5XT I :gWzr/ r r. TYPE 'B' TYPE 'D' 3500# SF 80 WG12 110/30 -20 UX180014S 10XT TYPE 'E' 4500 # SF 90 WG15 150/ UX170011S 18XT I I dI1ril TYPE -r 5500 # SF 110 WG20 150/ UX1700IS 20XT I H =5.2' I 4 STONES OR LESS LOCK +LOAD — STONE — FILE 500 LOCK +LOAD Retaining Walls Ltd. J MASTER FILE 500 - STONE 16' FRONT VIEW TOP VIEW SIDE VIEW BACK VIEW 7' I J --411211 111111 416111 REAR VIEW 0 - DENOTES TRIMMED PANELS - MMED PA US PANEL C665r+rJ L ONG TO TRI ADJUST 'BOND' AT ED INTERFACES ), )) ), ) J , ), ) J 1- 1)/ ) J � , ), ) J 11 ' ?' •' C = 11 - 11 �� 1 1 ' L% ,), )) %), )J ,) J )J ,) )J ,) )J _ _ TP s s s `� c s , ) , ) J ) , ) ) - % ) J , 1, ) J ) J )J )J , , ))�,), )J , )J 1 n � f � � � = 1 , � - , — f1 rs 1 � , 5 = ELEVATION VIEW TYPICAL "STONE" LAYOUT VERTICAL INTERFACE nts 1 inch = 25,4mm LOCK +LOAD - TOLERANCES -622 LOCK +LOAD Retaining Walls Ltd. nts 1 inch = 25.4mm -- 3 ' 1 �.� PANEL HOTDIP GAL (2 OZ/SF). SIDE VIEW 9.5mm (3/8 ") HS STEEL "A" CLEARANCE -16" , +" TOLERANCE 16' SET AT 6 11/16" COUNTERFORT "B" HEIGHT 4 1/2" (+1"/-- SIDE VIEW SIDE VIEW DIST. "A" BETWEEN 7 BEARING AREAS 6 • I 1 ,� • 2 4• 8' -F--- 4 4 'C- i' / +i') 4 it � 1 � 26' INDIVIDUALITY ALLOWS VERTICAL ._ AND HORIZONTAL COUNTERFORT VARIATIONS IN PLACEMENT WITH IN EACH ROW & SECTION Wi 41 *44•44+ PANEL t,z4;+,441 � � ASSEMBLY DETAIL CONNECTING LOOP - FILE 605 DIA 136mm 5 3/8" TOP VIEW 240mm 9 3/8" (AS PANEL INSTALLED) FRONT VIEW 150mm (AS PANEL INSTALLED) 6 " 550mm 21.5" MATERIAL AND DIAMETER OF LOOP CONNECTING LOOP 3/8" 9.5mm DIA HS STEEL HOT DIP GALVANIZE 1/4TO 5/16" STAINLESS STEEL 1/4 TO 3/8" DIA. FIBER REINFORCED PLASTIC 'OVERALL EW nts LOCK +LOAD Retaining Walls Ltd. GEOGRID INSTALLATION • . AROUND OBSTRUCTIONS SCALE: N.T.S. 24" 'MAX VERTICAL OBSTRUCTION CENTER SEAM OF GEOGRID AT CENTERLINE OF COLUMN NOTE: 1. CHECK WITH MANUFACTURER SPECIFICATIONS ON CORRECT DIRECTION OF ORIENTATION FOR GEOGRID TO OBTAIN PROPER STRENGTH. 3" OF SOIL FILL IS REQUIRED BETWEEN OVERLAPPING GEOGRID FOR PROPER ANCHORAGE I I 1 IIIIIIIIIIIII I � ��� ► �������� 1111111111111 N oon • • W11111 n 111111111111 . . / /3 ��� 1 • g111111�11111 11111 .,1/1/4 ; 111pp11111►1 IIIIII111111 �i/ z1 ,��// � 11111111111111 1111111111111 /il �� //� �� // � Muumuu IIIIII1111111 ####////// 11111111111111 IIIIIIIIIIIII /� i����� �i 111:191111-f1 11�I111111111 �i / 1 li�����;�7 11111111111111 IIIIIIIIIIIII / /�����4� iii _? '': ===== Gii�!� �' %�. •= !/; �` II11111111111111111 :•��••�____ i % 111111111111111111111 :::� =i: ii -' ;�, ,P'!iI61i►iu1111111111111111"; MINIMUM WALL RADIUS: iii- ,1 ... S';:�: -:,, !:111111llllllllllllllllllll "' -� INSIDE CURVE: 4.0' AT BOTTOM OF WALL) IIIIIIIIIIIE:;;:E::::: . • ) ' '� • ••• ;::::�;:: OUTSIDE CURVE: 4.0' AT TOP OF WALL) ''''' /III Ij IIIIIl .III1111111IIIIIIIIIIE " == == == !__ 111 1111111111111111111111111 ..... ..,.....,,.. GEOGRID INSTALLATION ON CURVES AND CORNERS SCALE: N.T.S. GROUT AND SECURE PANELS AROUND PIPE USE TRIM PANELS OR HALF �. .' } - : • �; w � f • .1:. { : .` ( ii i • { •.' ( f i,'' PANELS TO PICK UP BOND 3 ? 1 '' �i t(, .. ' • • PANELS OUT FROM PIPE . : :) ,. ,:,+ i ; r• : :)•. " , .4 ( (' •".:6i't ..i'•.(.� 4 t4•; : > :. . •,.::14:•.•. ::xa:,..t• :S :).! ::: z• :. :).!a.• • ; >::):.: 7.Y. :...:'<.-.=.•:(::•c; 5..t :�t::•c •:'(•;• •.;t::•c; i' :'N. .::k i : •:(::•c; MAX DIAMETER 24' TP= TRIM PANEL HP= HALF PANEL 1) CUT PANELS TO FIT PIPES OUTSIDE DIAMETER. PIPE DIAMETERS 24" DR LESS 12' MIN {':'N. =' F..f.; f ;.* : ; :•c; i':'N. =?: i i':'N.f�: •:(::•c; .t. *..=•* -c; t. *:;;::•: c z ; Si•• ; !!:., C » S:•, ..• y ; < ;... ).1:. y'. <..S7 ..) / :: a ,S•••,?!. a'., ( ) '•,�l : a%. � . f / � � f .. � • f ? � • .s i' :;:: (. c; <';� ; •.(:•c; i' • (::•c; i' :'N =c': ( >:c; m ':'h. ;• : ::(::.( i' :��; :•:(::•c; i':'N= : •:(::•c . < , h; ti :•:(:: < ; .. s : :... X , . S�•:)!' ).'. :: � a•:: Z• :S;'•:- Y - } „..:: :C. -5.: f :'h. ; ; : ; : {; ( <p • :. f .:•c; 6 THOCK CAST IN PLACE CONCRETE HEADWALL (f'c = 2500 psi) WITH #4 BARS AT 12' o.c. EACH WAY SECURED TO PIPE BY OTHERS. SPECIAL HEADWALL DESIGN IS REQUIRED FOR PIPE DIAMETERS GREATER THAN 5 FEET. PIPE DIAMETERS GREATER THAN 24" PIPE PENETRATION THROUGH WALL DETAIL TECHNICAL SPECIFICATION FOR MECHANICALLY STABILIZED MODULAR OR SEGMENTALBLOCK RETAINING WALLS PART 1: - GENERAL 1.01 It is recommended that the Geotechnical Engineer provide field observation during construction. This includes the review of the bearing stratum, verification of the specified soil compaction in the reinforcing zone, and the review and verification that the geogrids and drainage system were installed per plan. The Geotechnical Engineer shall evaluate all pertinent soil parameters during construction. 1.02 The design of these walls was prepared for the exclusive use of Centerstone Corporation,. The use of these plans by any others shall be approved in writing by The Engineer prior to construction. 1.03 The construction of Segmental Block retaining walls shall be performed by either a Contractor that has been approved as knowledgeable and experienced in the construction of MSE retaining walls using Segmental Block or a Representative of Segmental Block shall be present at the beginning of construction until it has been determined by them that the Contractor is capable of constructing this type of wall system. 1.04 The design of Segmental Block Mechanically Stabilized Earth Retaining Walls is based on the U.S. Department of Transportation Federal Highway Administration's publication No. FWHA- NHI -00 -043 "Mechanically Stabilized Earth Walls and Reinforced Soil Slopes Design and Construction Guidelines" which has been adopted by the latest American Association of Highway and Transportation Officials (AASHTO) and the National Concrete and Masonry Association (NCMA) codes. 1.05 Design compliance is made with reference to the Geotechnical Report specified in the Design Summary Sheet. The Contractor shall review and adhere to this report in it's entirety. 1.06 Design Compliance is made with the following Factors of Safety: Sliding FS > 1.5 Bearing Capacity FS > 2.0 Overturning FS > 2.0 Internal Stability FS > 1.5 Seismic Stability FS > 75% of Static FS 1.07 The work described and shown involves the supply and installation of reinforced soil retaining walls. The concrete wall panel and counterfort create a Segmental Block Retaining Module. Counterfort and Geo -grid are the types of soil reinforcement. The work includes but is not limited to: a. excavation to the lines and grades shown on the drawing; (or as required by the Geotechnical Engineer, to obtain adequate bearing capacities) excavation to be coordinated with the General Contractor. b. supply and installation of geogrid reinforcement; c. supply and installation of drainage fill and piping; d. supply and installation of Segmental Block Modules e. supply and installation of reinforced soil fill. f. removal of all deleterious materials to the satisfaction of the Geotechnical Engineer. 1.08 The walls will be installed in existing, natural, undisturbed soil or placed on a' /," rock base as determined by the Geotechnical Engineer. 1.09 The Contractor shall confirm the locations and conditions of all man -made elements which may be affected or damaged by the Work. Elements which may be affected or damaged by the Work must be reported to the Engineer in advance of the work beginning. The Engineer may modify the design or approve of changes to installation techniques proposed by the Contractor to preclude damage or conflict with existing elements. 1.10 The Contractor shall verify all dimensions and report discrepancies to the Engineer. 1.11 A Global Slope Stability or a Differential Settlement analysis has not been completed by the Engineer. The Geotechnical Engineer shall be consulted if such analysis is required. PART 2 - MATERIALS 2.01 Concrete Panels and Counterforts are locked together to form a "Retaining Module ". The retaining walls have been designed on the basis of Segmental Block retaining wall "Modules ". Modules are to be purchased from a licensed Segmental Block manufacturer. The Segmental Block trademark on each pallet identifies Segmental Block products. 2.02 Geogrid - The retaining walls have been designed to be erected as shown on the Plans. Other geogrid materials may be considered suitable provided that they meet the specification and requirements of the design and are approved in advance by the Engineer. 2.03 Modular Fill — The fill immediately behind the Segmental Block panel and surrounding the counterfort shall be "dense graded" select free draining material. 2.04 Drainage Fill. Drainage fill placed around and above the perforated drainage pipe shall be granular aggregate composed of inert, clean, tough, durable particles of crushed rock capable of with standing the deleterious effects of exposure to water, freeze -thaw, handling, spreading and compacting. The aggregate particles shall be uniform in quality and free from an excess of flat or elongated pieces. The drainage fill shall consist of round or angular rock between 3/4 inch and 1 inch. 2.05 Reinforced Backfill. As shown on the Plans or as approved by the Geotechnical Engineer. The Reinforced backfill shall have an angle of internal friction as stated in Section 1.05 when compacted to the specification herein. PART 3 - EXECUTION 3.01 The Contractor shall excavate to the lines and grades shown on the construction drawings. A Geotechnical Engineer shall inspect the excavation and approve the foundation prior to the placement of the levelling pad or retaining modules. 3.02 Over - excavation of deleterious soil or rock as recommended by the Geotechnical Engineer shall be replaced with Reinforced and Retained Backfill meeting the specifications of Section 2.04 above, and compacted to that specified in the Design Summary Table within 2% of the optimum moisture content of the soil. 3.03 The first course of concrete Segmental Block Modules shall be placed on the level compacted foundation and the alignment and level checked. 3.04 Modules shall be placed with the top of the panel level and parallel to the wall face. The counterfort base installs horizontal and perpendicular to the face of the retaining wall. 3.05 Geogrid shall be oriented with the highest strength axis perpendicular to the wall alignment. 3.06 Geogrid reinforcement shall be placed at the elevations and to the extent shown on the Plans beginning at the back of the Segmental Block panels and the top of the counterfort. 3.07 The geogrid shall be laid horizontally in the direction perpendicular to the face of the retaining wall and parallel to the alignment of the "Modules ". The geogrid shall be pulled taut, free of wrinkles and anchored prior to backfill placement on the geogrid. 3.08 The geogrid reinforcement shall be continuous throughout their embedment lengths. Spliced connections between shorter pieces of geogrid are not permitted. 3.09 The drainage pipe discharge points shall be free and clear to allow drainage from the pipes. 3.10 Reinforced and Retained backfill shall be placed, spread and compacted in such a manner that minimizes the development of slack in the geogrid. 3.11 Connection, Reinforced and Retained backfill shall be placed and compacted in lifts not to exceed 8 inches where light compaction equipment (less than 1000Lb vibrating plate) is used and not more than 16 inches where heavy compaction equipment is used. First — compact over tail of counterfort then to the panel back and finally away from the retaining wall structure toward the end of the geogrid. 3.12 All backfill shall be compacted to that specified in the Design Summary Table. The moisture content of the backfill material prior to and during compaction shall be uniformly distributed throughout each layer and shall be within 2 percent of the optimum moisture content. Reinforced backfill shall be free of debris and meet the following gradation tested in accordance with ASTM D-422: Sieve Size (Percent Passing) 2 inch (100 %) 3/4 inch (75 %) No. 40 (60 %) No. 200 (15 %) per Geotech. Plasticity Index (PI) <15 Liquid Limit • <40 per ASTM D -4318. ** Soils having more than 15% passing a 200 seive must be approved by the project Geotechnical Engineer and have an engineered drainage system to insure that a hydrostatic pressure is not built up behind the reinforced soil zone. The maximum aggregate size shall be limited to 3/4 inch unless field tests have been performed to evaluate potential strength reductions to the geogrid design due to damage during construction. Material can be site excavated soils where the above requirements can be met. Unsuitable soils for backfill (high plastic clays or organic soils) shall not be used in the backfill or in the reinforced soil mass. 3.13 Tracked construction equipment shall not be operated directly upon the geogrid reinforcement. A minimum fill thickness of 6 inches is required prior to operation of tracked vehicles over the geogrid. Tracked vehicles should not turn while on the geogrid to prevent tracks from displacing the fill and geogrid and damage or slack to result in the geogrid. 3.14 Rubber tired equipment may pass over the geogrid reinforcement at slow speeds less than 5 mph. Sudden braking and sharp turning shall be avoided. 3.15 At the end of each day of operation, the Contractor shall slope the last lift of reinforced backfill away from the wall units to direct runoff away from the wall face. The Contractor shall not allow surface runoff from adjacent areas to enter the wall construction site. Relatively large earthquake shaking (i.e. A 0.29) could result in significant permanent lateral and vertical wall deformations even if limit equilibrium criteria are met. In seismically active areas where such strong shaking could exist, a specialist should be retained to evaluate the anticipated deformation response of the structure. The use of the full value of A for Kb in the Mononobe -Okabe method assumes that no wall lateral displacement is allowed. When using the Mononobe -Okabe method, this assumptions can result in excessively conservative wall designs. To provide a more economical structure, design for a small tolerable displacement rather than no displacement may be preferred. The 1996 AASHTO Specifications for Highway Bridges (with 1998 Interims), Article 5.2.2.4, in combination with Division 1A, Articles 6.4.3 and 7.4.3, allow Mononobe -Okabe earth pressure to be reduced to a residual seismic earth pressure behind the wall resulting from an outward lateral movement of the wall. This reduced seismic earth pressure is calculated through the use of reduced acceleration coefficient for Kb, which accounts for the allowance of some lateral wall displacement. This reduced Kb can be determined through a Newmark sliding block analysis, though the complexity of this type of analysis is beyond the scope of this manual a8) A reduced K can be used for any gravity or semi - gravity wall if the following conditions are met: The wall system and any structures supported by the wall can tolerate lateral movement resulting from sliding of the structure. The wall is unrestrained regarding its ability to slide, other than soil friction along its base and minimal soil passive resistance. If the wall functions as an abutment, the top of the wall must also be unrestrained, e.g., the superstructure is supported by sliding bearings. The 1996 AASHTO Specifications for Highway Bridges (with 1998 Interims), Division 1A, Articles 6.4.3 and 7.4.3, provide an approximation of this reduction to account for lateral wall displacement. The Kb used for Mononobe - Okabe analysis of gravity and semi - gravity free standing and abutment walls may be reduced to 0.5A, provided that displacements up to 250 A mm are acceptable. Kavazanjian et al . (29) developed an expression for Kb (i.e., N, the peak seismic resistance coefficient sustainable by the wall before it slides), and further simplified the Newmark analysis by assuming the ground velocity in the absence information on the time history of the ground motion, to be equal to 30A. For MSE walls the maximum wall acceleration coefficient at the centroid of the wall mass, A (eq. 30), is used with this expression, and Kb is computed as: K = 1.66An,( '" )°.25 (37b) where, "d" is the lateral wall displacement in mm. It should be noted that this equation should not be used for displacements of less than 25 mm (1 inch) or greater than approximately 200 mm (8 inches). It is recommended that this reduced acceleration value only be used for external stability calculations, to be consistent with the concept of the MSE wall behaving as a rigid block. Internally, the lateral deformation response of the MSE wall -101- ..-- - - -. -. MSEW -- Mechanically Stabilized Earth Walls American Tire 12P Wall Present Date/Time: Thu Oct 18 15:27:16 2007 F: \Centerstone Corporation\American Tire\American Tire I2P waII.BEN .,..,o . �.,., a.,,...., o, x�..—., o, �. ..—.> on.. ..e>. �ry.. .., o, �e... m,.w, e. .. �,. ery.. �,., �n, .e,.me....- ,e,•,....e,.,a�..e ions. �>. wr.. �., e, �.. .. e, onw. .e,.,oe...— .,.,an�.e,.�.�..�., o,e�.s,o AASHTO DESIGN METHOD American Tire 12P Wall PROJECT IDENTIFICATION Title: American Tire 12P Wall Project Number: CENT0018 Client: Centerstone Corporation Designer: dh Station Number: Description: 12 panel Wall (15.6 feet) - horizontal sloped - backslope with 250 psf surcharge- 2H:1 V max frontslope Company's information: ' Name: DAH/SE Street: P.O. Box 82228 Portland, OR 97282 Telephone #: (503) 231 -8727 Fax #: (503) 231 -8726 E -Mail: structbear @earthlink.net Original file path and name: F: \Centerstone Corporation\American Tire\American Tire an Tire 12P wall.BEN Original date and time of creating this file: 10/18/07 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. American Tire 12P Wall Page 1 of 5 Copyright C 1998 -2007 ADAMA Engineering, Inc. License number MSEW- 301377 MSEW -- Mechanically Stabilized Earth Walls American Tire 12P Wall Present Datelrime: Thu Oct 18 15:27:21 2007 F: \Centerstone Corporation\American Tire \American Tire I2P walI.BEN • ...., o n�.m, o �e.,.�, a Me...�.,.,eev...., a,e� .e , o,o�..e ,.,mow....., e,e�..�, o,ae...,� ,.,an e.�., o,ee.,.e, a �rv.�, e,ary..a,. wer.�, <wer..�.,.,e....e,. ew .e,. �n.�, a er •.e, a �....., o,o....e,. SOIL DATA REINFORCED SOIL Unit weight, y 125.0 lb /ft 3 Design value of internal angle of friction, 4) 34.0 ° RETAINED SOIL Unit weight, y 120.0 lb /ft 3 Design value of internal angle of friction, 4) 30.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, y e 120.0 lb/ft' Equivalent internal angle of friction, • 30.0 ° Equivalent cohesion, c eQ w 50.0 lb /ft 2 Ultimate bearing capacity of foundation is given. LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) = 0.2827 (if batter is less than 10 °, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, ty= 62.00° (see Fig. 28 in DEMO 82). Ka (external stability) = 0.3333 (if batter is less than 10 °, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Nc = 0.00 N y= 4.00 SEISMICITY Maximum ground acceleration coefficient, A = 0.150 Design acceleration coefficient in Internal Stability: Kh = 0.195 Design acceleration coefficient in External Stability: Kh = 0.195 • Kae ( Kh > 0 ) = 0.4320 Kae ( Kh = 0) = 0.2961 A Kae = 0.1359 (see eq. 37 in DEMO 82) Seismic soil - geogrid friction coefficient, F* is 80.0% of its specified static value. • American Tire I2P Wall Page 2 of 5 Copyright C 1998 -2007 ADAMA Engineering, Inc. License number MSEW- 301377 MSEW -- Mechanically Stabilized Earth Walls American Tire 12P Wall Present DaterTime: Thu Oct 18 15:27:21 2007 F: \Centerstone Corporation\ American Tire\American Tire 12P wa11.BEN INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 15.60 [ft] ( Embedded depth is E = 2.00 ft, and height above top of finished bottom grade is H = 13.60 ft ) Batter, w 5.8 [deg] Backslope, (3 0.0 [deg] Backslope rise 10.0 [ft] Broken back equivalent angle, I = 0.00° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [Ib /ft 2 ], and live load is 250.0 [Ib /ft 2 ] ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6 8 10 [ft] American Tire 12P Wall Page 3 of 5 Copyright ® 1998 -2007 ADAMA Engineering, Inc. License number MSEW - 301377 • ' MSEW -- Mechanically Stabilized Earth Walls American Tire 12P Wall Present Date/rime: Thu Oct 18 15:27:21 2007 F:1Centerstone CorporationWmerican TireWmerican Tire 12P waJI.BEN ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 2.03, Meyerhof stress = 2458 lb /ftz. Foundation Interface: Direct sliding. Fs = 2.144. Eccentricity, e/L = 0.1031. Fs- overtuming = 3.94 GEOGRID CONNECTION Fs- overall Fs- overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection [geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs 1 0.65 12.00 3 3.32 3.29 3.294 15.801 1.984 0.0945 SF80 2 3.25 12.00 3 2.39 2.86 2.857 10.695 2.323 0.0643 SF80 3 5.86 12.00 2 2.33 1.98 1.985 9.226 2.791 0.0400 SF55 4 8.45 12.00 2 2.34 2.55 2.553 7.686 3.469 0.0217 SF55 5 11.05 12.00 1 2.24 2.59 2.589 5.903 4.554 0.0091 SF35 6 13.65 12.00 1 2.28 3.74 3.742 3.093 6.562 0.0019 SF35 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 2.01, Meyerhof stress = 3236 Ib /ftz. Foundation Interface: Direct sliding. Fs = 1.346, Eccentricity, e/L = 0.2148. Fs- overtuming = 2.16 GEOGRID CONNECTION Fs- overall Fs- overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection [ geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs 1 0.65 12.00 3 2.67 2.85 2.846 10.159 1.249 0.1968 SF80 2 3.25 . 12.00 3 2.01 2.54 2.543 7.180 1.487 0.1332 SF80 3 5.86 12.00 2 1.94 1.75 1.748 6.102 1.828 0.0824 SF55 4 8.45 12.00 2 1.90 2.21 2.214 4.967 2.352 0.0443 SF55 5 11.05 12.00 1 1.75 2.18 2.184 3.668 3.271 0.0181 SF35 6 13.65 12.00 1 1.69 3.05 3.051 1.831 5.294 0.0035 SF35 GLOBAL/COMPOUND STABILITY ANALYSIS (Using Bishop method and ROR = 0.0) STATIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.308 (it corresponds to a critical circle at Xc = -7.80, Yc = 23.40 and R = 29.31 [ft] ). SEISMIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.040 (it corresponds to a critical circle at Xc = -7.80, Yc = 24.96 and R = 30.57 [ft] ). American Tire 12P Wall Page 4 of 5 Copyright © 1998 -2007 ADAMA Engineering, Inc. License number MSEW - 301377 MSEW -- Mechanically Stabilized Earth Walls American Tire 12P Wall Present Date/Time: Thu Oct 18 15:27:21 2007 F: \Centerstone Corporation\American Tire\Amencan Tire I2P walI.BEN ..e,.n.......,.n....e > . Inn/ .. >., ery .. �>.> ee...o,.. se.. ....,.l.ae...e>.�r..e>.>o�..e,. 1421•.. e>.,.,n.. we.,.> �.... e>. e[V Yowl >. KIM Yawl . ne... wc....s,.> aM ..e "MEW V.e,.ne. -., GLOBAL/COMPOUND STABILITY ANALYSIS (Using Bishop method and ROR = 0.0) A horizontal seismic coefficient, Kh ='A', equal to 0.150 has been applied. The seismic force is applied at the center of the sliding mass. STATIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.308 (it corresponds to a critical circle at Xc = -7.80, Yc = 23.40 and R = 29.31 [ft] where (x=0, y =0) is taken at the TOE or Xc = 82.87, Yc = 1023.40 and R = 29.31 [ft] when the terrain coordinate system is used as shown in the table below.) SEISMIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.040 (it corresponds to a critical circle at Xc = -7.80, Yc = 24.96 and R = 30.57 [ft] where (x), y =0) is taken at the TOE or Xc = 82.87, Yc = 1024.96 and R = 30.57 [ft] when the terrain coordinate system is used as shown in the table below.) TERRAIN /WATER PROFILE Point #1 #2 #3 #4 #5 #6 #7 #8 #9 #10 #11 Soil layer #1: y = 120.00 [lb /ft 3 ] 4 = 30.0° c = 50.00 [lb /ft 2 ] x [ft] 10.0 30.0 • 50.0 70.0 90.0 228.5 233.9 239.4 244.8 258.4 272.0 y [ft] 962.0 972.0 982.0 992.0 1002.0 1000.0 1000.0 1000.0 1000.0 1054.4 1054.4 • • • American Tire 12P Wall Page 5 of 5 Copyright m 1998 -2007 ADAMA Engineering, Inc. License number MSEW- 301377 • MSEW -- Mechanically Stabilized Earth Walls American Tire 8P Wall Present Date/Time: Thu Oct 18 15:29:58 2007 F: \Centerstone Corporation\American Tire \American Tire 8P waJI.BEN • AASHTO DESIGN METHOD American Tire 8P Wall PROJECT IDENTIFICATION Title: American Tire 8P Wall Project Number: CENT0020 Client: Centerstone Corporation Designer: dh Station Number: Description: 8 panel Wall (10.4 feet) - horizontal sloped - backslope with 250 psf surcharge- 2H:1 V max frontslope Company's information: Name: DAH/SE Street: P.O. Box 82228 Portland, OR 97282 Telephone #: (503) 231 -8727 Fax #: (503) 231 -8726 E-Mail: structbear@earthlink.net Original file path and name: F: \Centerstone Corporation\American Tire\American Tire can Tire 8P wall.BEN Original date and time of creating this file: 10/18/07 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. American Tire 8P Wall Page I of 4 Copyright ® 1998 -2007 ADAMA Engineering, Inc. License number MSEW- 301377 • MSEW -- Mechanically Stabilized Earth Walls American Tire 8P Wall Present Date/rime: Thu Oct 18 15:29:58 2007 F:1Centerstone Corporation\American Tire'American Tire 8P walI.BEN SOIL DATA REINFORCED SOIL - Unit weight, y 125.0 lb /ft' Design value of internal angle of friction, 4) 34.0 ° RETAINED SOIL Unit weight, y 120.0 lb /ft' Design value of internal angle of friction, 4) 30.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, y i 120.0 lb /ft' Equivalent internal angle of friction, (1)e 30.0 ° Equivalent cohesion, c eq 50.0 lb /ft 2 • Ultimate bearing capacity of foundation is given. LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) = 0.2827 (if batter is less than 10 °, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, W= 62.00° (see Fig. 28 in DEMO 82). Ka (external stability) = 0.3333 (if batter is less than 10 °, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Nc = 0.00 N y= 4.00 SEISMICITY Maximum ground acceleration coefficient, A = 0.150' Design acceleration coefficient in Internal Stability: Kh = 0.195 Design acceleration coefficient in External Stability: Kh = 0.195 Kae (Kh > 0 ) = 0.4320 Kae (Kh = 0) = 0.2961 Kae = 0.1359 (see eq. 37 in DEMO 82) Seismic soil - geogrid friction coefficient, P is 80.0% of its specified static value. • American Tire 8P Wall Page 2 of 4 Copyright © 1998 -2007 ADAMA Engineering, Inc. License number MSEW - 301377 ■• KIM Vas, 11 10111, 1601I Vow.. Vaa II MEV Vas MEV Vasa 0 heir. Valres10 Voss 1.01■16.1Ves usavv........,...,p1113.VamelOKIVVVerelOYLIIVVenel0161•Vo.AUSZVVemalelln. ye." MSEW -- Mechanically Stabilized Earth Walls American Tire 8P Wall Present Date/Time: Thu Oct 18 15:29:58 2007 F: \Centerstone CorporationWmerican Tire\American Tire 8P waII.BEN INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 10.40 [ft] ( Embedded depth is E = 2.00 ft, and height above top of finished bottom grade is H = 8.40 ft ) Batter, co 5.8 [deg] Backslope, 13 0.0 [deg] Backslope rise 10.0 [ft] Broken back equivalent angle, I = 0.00° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Unifonnly distributed dead load is 0.0 [Ib /ft 2 ], and live load is 250.0 [Ib /ft 2] ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6 [ft] American Tire 8P Wall Page 3 of 4 Copyright ® 1998 -2007 ADAMA Engineering, Inc. License number MSEW - 301377 ■ ' • MSEW -- Mechanically Stabilized Earth Walls American Tire 8P Wall Present Date/Time: Thu Oct 18 15:29:58 2007 F: \Centerstone Corporation\American TirMAmerican Tire 8P waI1.BEN ..e,. pe.•.....,.pry..e, e,,,e...e, e.m...e,.,ee...e,. ee...e, a pe...m, a �,e..-.e, o prv..e, o pr..e,. �,.,....., a pry....., o pry...., o ee...�., o pr..�.,. p....�, a pr..e „p�..e, o pe...e,.,......�., o p� •.e,. ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 2.84, Meyerhof stress = 1763 lb/ft Foundation Interface: Direct sliding, Fs = 1.984, Eccentricity. e/L = 0.1224. Fs- overturning = 3.45 GEOGRID CONNECTION Fs- overall Fs- overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection [geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs I 0.65 8.00 2 3.20 2.72 2.721 9.980 1.820 0.1085 SF55 2 3.25 8.00 2 2.33 2.54 2.544 6.045 2.277 0.0614 SF55 3 5.86 8.00 1 2.24 2.59 2.591 4.459 3.010 0.0279 SF35 4 8.45 8.00 1 2.29 3.75 3.751 2.208 4.357 0.0074 SF35 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 2.83, Meyerhof stress = 2300 Ib /ft Foundation Interface: Direct sliding, Fs = 1.291, Eccentricity, e/L = 0.2341, Fs- overturning = 2.00 GEOGRID CONNECTION Fs- overall Fs- overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection [ geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs 1 0.65 8.00 2 2.62 2.37 2.368 6.488 1.192 0.2062 SF55 2 3.25 8.00 2 1.98 2.27 2.273 4.084 1.544 0.1131 SF55 3 5.86 8.00 1 1.85 2.28 2.276 2.938 2.163 0.0483 SF35 4 8.45 8.00 1 1.84 3.24 3.236 L417 3.515 0.0111 SF35 • American Tire 8P Wall Page 4 of 4 Copyright © 1998 -2007 ADAMA Engineering, Inc. License number MSEW- 301377