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, r I EXISTING DRIVEWAY — I MATCH WIDTH & GRADE A R W LINE 1 SEE NOTE 4 VARIES .••:- SEE NOTE 3 1 SEE / 5' MIN 2% NOTE 3 2% SEE NOTE 2 J SIDEWALK 6, A 6' 30' MAX 6' v vv o v 10' MIN PLAN 3/4" 2% , z _ STREET °— _ �' � � 3 11111MI 2" OF AGGREGATE SECTION A-A (3/4 " -0 ") COMPACTED 6" X 6" 10 GA MESH SEE NOTE NO. 4 NOTES: 1. CONCRETE COMPRESSIVE STRENGTH SHALL BE A MINUMUM OF 3000 PSI AFTER 28 DAYS. 2. CURB JOINT SHALL BE TROWELED WITH A MIN 1/2" RADIUS ALONG BACK OF CURB. 3. EXPANSION & CONTRACTION JOINTS SHALL BE 1/2" PREMOLDED ASPHALT IMPREGNATED MATERIAL OR EQUAL EXTENDING FROM SUBGRADE TO FINISH GRADE. 4. 6" X 6" 10 GA MESH REQUIRED FOR COMMERCIAL DRIVEWAYS ONLY. IT1/OFTIGARD Approved LIAQILITY: The City of Tigard, Oregon, or For only the work as described in: its employees, shall not be responsible for PERMIT NO.049 -20 - D 0 376 discrepancies which may appear hereon. Job Address: Id! bSo .S w RI D � id L n BY:_fi Date. /0.22 -0 APPROVED BY: NO SCALE AGUS N DUENAS ENGINEERING DEPARTMENT STANDARD DWG. NO. cry ENGNEER a, , ; 6 UIU�I�� , . , 13125 S.W. HALL BLVD. • OREDO 9 723 1 4 2 �!� --L!!� HOARD. (503 - 41 2 71 MARCH 1998 DRIVEWAY CITY OF MAR() X' 503 684-7297 OREGON APPROVAL DATE 08/13/2001 15:24 5035988705 GECPACIFI.: ENG PAGE 02109 • GeoPacific Engineering, Inc. Real-World Geotechnical Solutions Investigation • Design • Construction Support August 13, 2001 Project No. 01 -2249 REMCO P.O. Box 60051 Shoreline, OR 98160 Attn: Joseph Layman (Fax 206- 542 -2759) SEGMENTAL RETAINING WALL DESIGN ALONG DRIVEWAY FOR ELKHORN ESTATES LOTS 37 AND 38 TIGARD, OREGON At your request we have presented alternative designs for new wall at the base of Lots 37 and 38. The proposed retaining wall is up to 9 feet high (retained height) and is to be vertically stacked with no batter. A paved driveway will be supported above this wall. The wall can be constructed using standard (8 -inch tall and 21.5 -inch deep) Keystone block or larger 30x30x60 -inch Lock Block (previously Ultra Block). The proposed wall layouts, front views, and section detail are shown on Figures 1 through 3. The proposed alignments are approximately 130 feet long for option 1 and 190 feet long for Option 2, See Figure 2. Both options are straight and taper to shorter walls at each end. Currently, a temporary log buttress exists at the proposed location of the wall. The logs laterally support several feet of very soft and uncompacted fill. The old fill should be removed in the backcut for the new wall. A subdrain is shown on Figures 1 and 2. It may be possible to substitute Contech C -drain 11K or equal geocomposite drain for this subdrain if the fill removal cut face lies near the back of the grid. The drainage blanket at the base of the wall should be a minimum of 6 inches thick. The site soils consist of loess deposited silt that is stiff. The soils are sensitive to moisture and should not be allowed to become oversaturated; therefore, recommended subdrainage is necessary for adequate wall performance. Based on our observations, wall design soil parameters were assumed as follows: Angle of internal friction for reinforced fill — 32 Angle of internal friction for retained soil (stiff silt)— 26 Traffic Surcharge — 200 psf Unit Wt. of Reinforced Fill — 130 pcf The Keywall 2000 segmental block wall design program was utilized for our analysis with the Rankine pressure distribution option. Strata 500 reinforcing geogrid was used for design at the top of every Lock Block or every three rows of Keystone blocks, except at the top of the uppermost block. Factors of safety against sliding and overturning are well in excess of 1.5 as shown in the attached calculations The infill material should consist of 2 " -0 reject rock or similar material preapproved by the wall engineer and should be Compacted to a minimum of 90 percent of the maximum dry density obtained from the modified Proctor. 17700 SW Upper Booms Ferry Road, Suite 100 Portland, Oregon 87224 Tel (503) 598-8445 Fax (503) 598 -8705 Page 1 i j s . 41° )4,t 3i} ,( j i ; .• . .... OO O : : • : : .. • 1932 E. Merman Drive, yden Lake, Idaho 83835 (208)762 -3920 S■R■VV ENGINE ' • • ••• . • I • • • • • : • GeotdehniCal engineering • • • • $egrnen!alJ2etaining Wall Design • • 'Geologic H'algrds Evaluation Construction Monitoring I • Jul 30 2002 � • • ••• ••• •� • • r July , • • •••.•••. I File No.: 1087.01 O � T Mr. Tim Mann AY J- - v AUG � 1 2002 Key West Retaining Systems, Inc. i Y Of " jj�� I 25455 SW Grahams Ferry Road BUILDING DIVISION Sherwood, OR 97140 1 SUBJECT: LOCK & LOAD SEGMENTAL RETAINING WALL DESIGN DRIVEWAY FOR LOTS 37 AND 38 I ELKHORN ESTATES TIGARD, OREGON I Dear Mr. Mann: INTRODUCTION I As requested, we have prepared the attached calculation package for the Lock & Load segmental retaining walls to be constructed at the site of the driveway for Lots 37 and 38 of the Elkhorn Estates I project in Tigard, Oregon. We have completed our design in accordance with our Engineering Services Agreement dated July 29, 2002 which was verbally authorized by you on that date. PROJECT DESCRIPTION I We understand from our discussions with you that the project consists of constructing two segmental retaining walls with maximum heights ranging from 2 to 15 feet. You have requested a segmental wall I facing of Lock & Load System having nominal face dimensions of 32" x 16 ". You provided us the following information upon which to base our design: I 1. Excerpt from geotechnical report titled, "Segmental Retaining Wall Design Along Driveway for Elkhorn Estates Lots 37 and 38, Tigard, Oregon ", by GeoPacific Engineering, Inc. dated August I 13, 2001. 2. AutoCAD drawing of wall profile, by Key West Retaining Systems, Inc. dated July 29, 2002. I Based on the above information, your proposed wall profile layout, and our previous discussions, we understand that the walls will be located along driveways at the proposed lots. The longer wall, Wall B I has a length of 156 feet, and the shorter wall, Wall A, has a length of 23 feet. The walls will have maximum heights ranging from 2 feet to 15 feet, and will retain driveways areas for Lots 37 and 38. It is assumed that the base of each wall will be located in relatively level ground. I © 2002 SRW Engineering Page 1 of 3 108701t.doc(07/30/02) • • • • • • . • • • • II • • . • • • • • • • • • • • • • • .. Based on our review of Reference #1, and our .xperence inthe of this project, the soils consist of 1 stiff silty clay. The native soils are not sQitab?e, To; ?else :as structural fill during wet weather conditions, when moisture conditioning of the sons be omen �v, ry.cciffictil liyported crushed rock soils are recommended for retaining wall backfill during wet weather conditions. ...•..• •.•.• • • DESIGN ASSUMPTIONS • ... • • • • • • . •.. . 1 The design of Lock & Load segmental retaining wall system provided herein is based on the following design assumptions: I • Long term friction angle for reinforced granular soils of 32 degrees is appropriate; • Cohesion value of zero; • Foundation preparation will consist of overexcavation of any soft, loose or unsuitable soils and replacement with approved structural fill. A minimum of 6 inches of compacted crushed rock shall be placed below the segmental units. • Maximum allowable Bearing Pressure of 2500 psf • A moist unit weight of 130 pounds per cubic foot for imported reinforced soils; • A moist unit weight of 115 pounds per cubic foot for native retained soils.; • Fully drained backfill conditions, i.e., no hydrostatic surcharge; • Surcharge consists of a 250 psf traffic load. • Relatively level or gently sloping ground at the toe; • A maximum face batter of 1H:10V; • Seismic loading equivalent to the effects of an additional 200 psf surcharge. I We have assumed for design purposes that the subgrade conditions along the entire length of the wall footings and reinforced zones will be observed by the Geotechnical Engineer of Record for conformance with our recommendations. Further, it is assumed that all backfill behind the retaining wall will be I compacted to at least 92 percent of ASTM D -1557. Our scope of work consisted of providing supporting calculations for the Lock & Load segmental wall I system from 2 to 15 feet in height. Our scope of work did not include providing a global stability evaluation of the retaining wall. We recommend that the Geotechnical Engineer of Record perform this analysis. SRW Engineering can provide these analyses if requested, for an additional fee. I USE OF THIS DESIGN I This design should be considered valid only for the assumed conditions described in this report, and only for the specific retaining walls discussed. Use of this design for site improvements other than the discussed retaining walls is not permitted. I We have prepared this design in accordance with generally accepted practice of the engineering profession as it exists in the area of the project at the time of service. No other warranty, express or I implied, is made as to the professional advice included in this report. The recommendations provided in this report are based on the assumption that an adequate program of monitoring will be conducted by the Geotechnical Engineer of Record and SRW Engineering during construction to evaluate compliance I with our recommendations. Required observations include verifying the block construction pattern, © 2002 SRW Engineering Page 2 of 3 108701t.doc(07/30/02) I .. S. •• • • • • •• I •' • • • • • • • • • • • • • • • • • • • • ••• • • ••• • • • • I • • • • • • • • • • • • • foundation preparation, position, elevation, lgngtli and xype.af geogrid,. and results of backfill I compaction tests. SRW Engineering should be:cdpid on•ansuc ►•inspegtign rgports. SRW Engineering cannot be held responsible for confirming the. prier copstruttian of fie: sotaining wall unless this documentation is collected during construction. I •.• ••• • • •• •• This design is intended for the exclusive use of ley We Refa.in Systems, Inc., and its designated agents, and only for the purposes stated herein, whin a r ea;vna�blc tt f=ait its issuance. I We appreciate the opportunity of working with you on this project. If you have questions regarding this design or require additional information, please contact the undersigned. I Sincerely, I SRW Engineering c�� . V / ' I I l i'/oZ N 40 OP 0 0 r 25.. �P • R BER •S I Scott R. Ward, P.E. / 3(11°41 Principal Engineer I Attachments: Reinforcing Schedule Calculations Specifications I ICBO ES Report I I I 1 I I © 2002 SRW Engineering Page 3 of 3 108701t.doc(07 /30/02) 1 _ ' - ~ ----- 1 2C r _ ~_,�` { 1..... T.---- � -----_1 _ .. _- - | `~ ' . ' • / � ` �. 1 1%O Air _ Alisi I 9 0 -----------______________:" if...-.; - „ ,,"...1- - ; I:1-., - i n - - c . 1 72 i - , -- ______1--- - ..___ _ _ _ - - ,_ ,11,11/Am I p I,1 N 4Wile :i „ .■7 4 . : . . 1 ' .. _ - " . ._ .. 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