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Specifications
RECEIVED AUG 1 0 cuiO CITY OF TIGARD May 14, 2010 BUILDING DIVISION • STRUCTURAL CALCULATIONS AND DETAILS FOR THE LOCK AND LOAD MSE RETAINING WALL CERBONE RESIDENCE 13611 SW TRACY PLACE TIGARD, OR 97223 PREPARED FOR: BOB CERBONE 13611 SW TRACY PLACE TIGARD, OR 97223 503 -590 -9300 PREPARED BY • ST2HGrNaxe- . DAVID A. HALL /STRUCTURAL ENGINEERING © 42 V/- T -TCled P.O. BOX 82228 I R ,. 0114a-'2f—D PORTLAND, OR 97282 -0228 (503)- 231 -8727 CITY OF TIGARD Approved c1 JOB #CERB0001 3 / (04-' Conditionally Approved u �P See Letter to: Follow [ 1 ` a�` Attached [ cg y� ; h G z-T `�r�ii� °�Dr2I Permit Number: c, a Address:. `r2 � . .. tc 6- J °c Date: J BY M. �=co� EXPIRATION DATE: Jen OFFICE COPY Site Plan for Retaining Wall at 13611 SW Tracy Place, Tigard, OR 97223 -5659 a *�` �' ° Y ! Erosion Control 30' 4 1 / Clii: . \91 • I 1 ‘ Z\ r , fe ' 30' 'o' Sight Easement ;,� �` e•. `) ti, \ r % ,• (Dv- N \ N „ c. o o . ; b 1 4Tli ‘..)* U 153.64' Scale: Sl = 20' r / // Wall to be placed near property line along SW Essex and SW Boxelder Wall height to be from -8 feet to -12 feet so that finish grade is roughly equivalent with existing grade inside fence area Noted Easements: 1. Public Utility Easement: wall to be offset 8 feet from the curb 2. Sight Easement: wall to be set back from intersection of SW Essex and SW Boxelder in accordance with 18.705.030.H.1 3. Sewer Easement: 10 foot easement along property line between lot 101 and 102 (address #13611 and #13620) 4. Erosion Control: one storm /sewer drain r CITY OF'TIG - SITE IPLAt REVIEW ill GI; T €G x - SITE !'LAN VIz�W BUILDING PERMIT NO.: °t - .> 1 . - 7 BUILDING PERMIT NO: PLANNING DIVIS Re wired Sctb�'rc� ION: q ke- ® Approved ® Not Approved ‘Approved 0 Not Side: .�. ...__._. 0 Appeoved Not Approved F r0 -..' .... say. Real -may i rv Date: Q> /1/1) V i uai t. _ ica alil.e. A pvi ov C..; [ INoi :Approved 'Nodes: 1 i , .:i!ding Hi: '!( Af./.i. ..;i �� j tc� vt r fw1 e1 Sul /ol� 3�N V� , , J / 1 n , -rce r i,A-1 e,r(T• l „\- lzJ61 / u1 ENGIN R /NG DEPARI ;VIEN: ; : rV j (I ` j ili- ?l i')7oJ c jet', is Actual S ope: % 0 Approved 0 Not Approved Site Plan: ij Approved 0 Not Approved By: Date: Notes: i Site Plan for Retaining Wall at 13611 SW Tracy Place, Tigard, 0 , 97223 -5659 ,. , s ` � , •,. 1$0412 . j •'s , , i. 1 13995 I3 7 I . I ° o 1 83644 i .,.f ;� • � p al - gyp' `` �,� ` , Sig 018 590 I \ 13609 en < , t , 15� ' �S eR' - P . \gnt _� Erosion Control \ `� ,: '� 7 886 •. Gvti \ \ \� _12' wall height . V54. 13953 , 4 � _ ‹ I \\ 180590 Q J � � , ,, 6. • `,,_ .tiA I -9' wall height , �`+ \ 13611 ` \ i s �a ( 8230 I, Jw � � ../ ' 1 799 4a 1 � 1 13611 / Z. .t, . • i' c, 07p 14 f<,. i r 1 13633 llll 0� ; {_, 1155£ • / \ 1 l(/�y t • • `• \ 13643 r - }� P &.' � �� 13620 "vt 'ti r i' 1 r _ t 13.301 f 183805 p y l • 03& � / �/ ~' *. 13649 -,,� 1 ' 1 _ :.., \Ili •r / -., e 1 79236' 13&52 I i i 1 j p 1.� :� / ■ 1 .•` 13365 ,/ �� _ �r l' r , 180975 s. 7 " ! . / �' / 13531 � IBZJCJiJ • t " 1 .,6 . s..�, f '� ; ° \•,. 180205- 1' '- `�' , � ,. 7 0 f . / Is 1 1 u 30 `s _ /' _ r�80598 tt , f " / '4 • a . "�', ' .� •'v , ;1& •r' 1 -6 - �� ~~,'._ )- 't om! / i \ \ ` / i M. ...--4--. S j -z / 1 j �' r�i3a 7 r r . °1 j /� 13713 181922 r / ' ` 181 r 13716 �' . s 05 -' "s ue ''" F 806 ,3755 Wall to be placed near property line along SW Essex and SW Boxelder Wall height to be from -8 feet to -12 feet so that finish grade is roughly equivalent with existing grade inside fence area Noted Easements: 1. Public Utility Easement: wall to be offset 8 feet from the curb 2. Sight Easement: wall to be set back from intersection of SW Essex and SW Boxelder in accordance with 18.705.030.H.1 3. Sewer Easement: 10 foot easement along property line between lot 101 and 102 (address #13611 and #13620) 4. Erosion Control: one storm /sewer drain 4 1 1 c r �6 :113 /, . 1 j , � Y ./P' ..-.. ', ' ' P'' .. 7-, 1 I V , _. 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". -' ' w�, s r _ . a ` _ , • .�v _ r i 2 f 'r .r 1C I-- 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: CERBONE RESIDENCE 13611 SW TRACY PLACE TIGARD, OR 97223 GEOTECHNICAL REPORT: *Design compliance of these MSE Retaining Walls was prepared using the following Soil Input Design Parameters. A professional Engineer shall verify the parameters after excavation and prior to construction: DESIGN INPUT PARAMETERS: Angle of Friction the Reinforced Zone 34 Degrees Total Unit Weight of Soil 125 pcf Cohesion 0 psf Angle of Friction Retained Zone 30 Degrees Total Unit Weight of Soil 120 pcf Cohesion 0 psf Angle of Friction Foundation Zone 30 Degrees Total Unit Weight of Soil 120 pcf Cohesion 250 psf COMPACTION REQUIREMENTS 92 % Modified Proctor per ASTM D1557 (AASHTO T -180) CERB ❑NE RESIDENCE FENCE 100 psf LIVE LOAD T I G A R D, OREGON BY OTHERS / / PR ❑VIDE 8' OF - 111 — ,111 111 11I 11-4-1 WELL COMPACTED ::: :::.:; .- ::.::::::.�:::: 11I- 1II =11I= NATIVE MATERIAL ` ! AT SURFACE 1 I- - PROVIDE ADEQUATE REINFORCED ZONE DRAINAGE )1, . SEE DESIGN SUMMARY TABLE AWAY FROM WALL I taffirdella .......................... ::;: :: ::;::. 24" OF WELL STD. 10V/1 H f COMPACTED BATTER 3/4" MINUS OR 3" :::::::::::::' BASE ROCK 1 i ll* . ;: . i: .. : . : . : . !: . i . : .:. : .:. : .:. : .:. : .:. : .:. : .:. : .:. : .:. : . . : : .:. : .:. : :: : .:. : .:. : .:. : .:. : .:. : ::. , 10 1- 10 .%::::::::::::::::::::::::::::: . ::::::::::::::::.' GEOGRID SOIL WALL 1 REINF. 6' DIA. DRAIN HORIZONTAL 2.5 ft SEE PIPE SLOPED 1% FRONT SLOPE HEIGHT ( ASSEMBLY WRAPPED IN 18' OF MIN 8" EMBEDMENT - / DETAIL CLEAN 3/4' 1 _ i.::K::;:i:::ggigi:EE:K: FREE - DRAINING MATERIAL AND A a ....=,............._ :i: : : : :-:::. NON-WOVEN FILTER 'MUM FABRIC : :::: :: . (SLOPED) TYP. SECTION J I :::.:. : ::::. : :: r � • � •� `�� 6" OF 3/4" MINUS CLEAN GRAVEL BASE 7' -0, PLACE ON UNDISTURBED 1 1 6' -0' EXISTING SOIL I 1 Ib» SYNTEEN SF35 6' -0' idir Ia» SYNTEEN SF35 11 1 1 5' -0' IZ6..4 SYNTEEN SF35 Ignilw. SYNTEEN SF35 ' SYNTEEN SF35 1 rYiii 1 r rAr•∎ 1 riW■■ 1 iii 'I:, Il■• e. I:�.� SYNTEEN SF55 I ey 1:�.. SYNTEEN SF55 i�ir SYNTEEN SF35 !ia6» l SYNTEEN SF35 . I � i 1�. /. I H =7.8' I I.. I H =6.5' I I.I.I I H =5.2' I lei�yi.. I H =3.9' I I H =2.6' 1 6 STONES 5 STONES 4 STONES 3 STONES 2 STONES OR LESS "- r - I 10• -0' ASSEMBLY DETAIL I �sr SYNTEEN SF35 1 9' -0' lip SYNTEEN SF35 SYNTEEN SF35 1 1 8' -0' I I:eii . 1:e/» Imo» SYNTEEN SF35 7' -0' la � SYNTEEN SF55 I:�� SYNTEEN SF35 ire. SYNTEEN SF35 ;..am SYNTEEN SF35 1 1 'Lips.% Id) 1!/)/. I d1J. • I:eiw.r. SYNTEEN SF35 Iiei» SYNTEEN SF55 1 .e/» SYNTEEN SF55 I:eiiar SYNTEEN SF55 Imo■ SYNTEEN SF35 ILirArAK SYNTEEN SF35 I I I I Vii. I0-. SYNTEEN SF55 I .ra'. SYNTEEN SF55 I I.i. SYNTEEN SF80 I �yi. SYNTEEN SF55 I d��i� SYNTEEN SF55 1 ;p1 . ...... 'l '1:o w," '1 rCiii 'll r ,. ,. .. . �iAK. SYNTEEN SF80 I .a iw I SYNTEEN SF80 �i� SYNTEEN SF80 .e ii■6 SYNTEEN SF55 i I:�w. SYNTEEN SF55 1III '1 ZPAli11 I elyil 1 dAliA I H =14.3' I H =13.0' I I H =11.7' I I H =10.4' I Id/1.•I I H =9.1' I 11 STONES 10 STONES 9 STONES 8 STONES 7 STONES LOCK +LOAD - STONE - FILE 500 1 LOCK +LEJAD Retaining Walls Ltd. MASTER FILE 500 - STONE 16' ti - j FRONT VIEW TOP VIEW ' SIDE VIEW 7' BACK VIEW =T4 111 .11 11 11 \3/ L REAR VIEW TP - DENOTES TRIMMED PANELS -TRIMMED PANELS USED PANEL (665rir) LONG TO ADJUST 'BOND' AT INTERFACES 1, )) ))�,1, )) 11, )) )) ti ti ti 11 ��ti - 11 ��ti - 11 11 1 1 �� 1, )) , 1, )/ 1 I TP / 1, )) ► 1 )/ , 1 ti ti ti ti � �ti )/ )/ 1 -11 )I )/ , )/ )/ 11 ' t 11 - c 11 )'�,) )/ ‘k0) � )) \), )} ' / J 16' _ - TP - T — — ELEVATION VIEW TYPICAL "STONE" LAYOUT VERTICAL INTERFACE nts 1 inch = 25,4rnrn LOCK +LOAD - TOLERANCES -622 LOCK +LOAD Retaining Walls Ltd. nts 1 inch = 25.4mm 3° 1 i# 'I [— PANEL HOTDIP GAL (2 OZ/SF). SIDE VIEW 9.5mm (3/8 ") HS STEEL "A" CLEARANCE - in , a" TOLERANCE 16° SET AT 6 11/16" ff COUNTERFORT " / HEIGHT 2" ( - < - 1 — SIDE VIEW SIDE VIEW I DIST. "A" BETWEEN 1 I ° BEARING AREAS I-4 i ----- 6 is L 1 ° f 8° 1° f 4 as 1 i 26' INDIVIDUALITY ALLOWS VERTICAL .■ AND HORIZONTAL COUNTERFORT VARIATIONS IN PLACEMENT WITH IN EACH ROW & SECTION $44 . PANEL 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 1/4T0 5/16" STAINLESS STEEL 1/4 TO 3/8" DIA. FIBER REINFORCED PLASTIC OVERALL VIEW nts LOCK +LOAD Retaining Walls Ltd. GEOGRID INSTALLATION AROUND OBSTRUCTIONS SCALE: N.T.S. 24" MAX VERTICAL OBSTRUCTION ' ':1 CENTER SEAM OF GEOGRID • ' "'c 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 ►►►►►►►►►►�►�► minim I 1 1111 ■ 1 p►111111um IIIIluuIIII■I �4/����� pWlllllllll 11111111111 ■I � � 111 111111111►► 11111111111 ■1 �� I / ►1111111111111 IIIIIIIIIII ■1 q �4 4/ ��`�` i ii °i►iii °i►i OHOHiii i �1 i �� tI � � � � / ii i i ii���� � ■ F.7. 19 1111111111111111111111 9::::::::EE:::: ■;;....;;.. i iii ; " ":;; :; ;!# 6IIiIIIIIIIIII111IIII .w u= n u.u - . ......... ii �� . � 4 11111111111111111111_ ::: =::: "';, %,,f1: ';','#: , O / i n,iuilumilimi r .,, :: ;:: MINIMUM WALL RADIUS � �'i % '` % '' ( % % • ,1 1111'IIIIIIIIIIIIIIIIIIIL... " " " " " "' '� / ' � �'', °' �� INSIDE CURVE: 4.0 (AT BOTTOM OF WA LL) '- ' �I�;; , " : : : " "�.�������� ' O 4 � � , .: 111 1111mimmuululIIIII " ..;;..: :: OUTSIDE CURV 4.0' (AT TOP OF WALL) , iiim n it i uIIliiiiiiIuluI __ ,,,,:e:::::::::: nI :::::........ GEOGRID INSTALLATION ON CURVES AND CORNERS SCALE: N.T.S. GROUT AND SECURE PANELS AROUND PIPE USE TRIM PANELS OR HALF PANELS TO PICK UP BOND 3 .�: _ � ,:'.�:': ':� '' .'.':'l . �..:' ; ' :�`:: c'• :' � ` :... , PANELS OUT FROM PIPE MAX DIAMETER 24' TP= TRIM PANEL HP= HALF PANEL 1) CUT PANELS TO FIT PIPES OUTSIDE DIAMETER. PIPE DIAMETERS 24" OR LESS 12' MIN ..' 'r: < ''r:. t; 1 (r:. y ( :tom Co • . ' • ' 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 PENETRATI ❑N THROUGH WALL DETAIL TECHNICAL SPECIFICATION FOR MECHANICALLY STABILIZED LOCK +LOAD RETAINING WALLS PART 1: - GENERAL 1.01 It is recommended that field observations be provided 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. All pertinent soil parameters shall be verified during construction. 1.02 The design of these walls was prepared for the exclusive use of Bob Cerbone. The use of these plans by any others shall be approved in writing by The Engineer prior to construction. 1.03 The construction of LOCK +LOAD 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 LOCK +LOAD or a Representative of LOCK +LOAD 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 LOCK +LOAD 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 that stated in the Design Summary Table 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 LOCK +LOAD 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 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 LOCK +LOAD Modules e. supply and installation of reinforced soil fill. f. removal of all deleterious materials to the satisfaction of the Engineer. 1.08 The walls will be constructed on existing, natural, undisturbed soil or placed on a' /." rock base. 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. 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 Lock +Load retaining wall "Modules ". Modules are to be purchased from a licensed LOCK +LOAD manufacturer. The LOCK +LOAD trademark on each pallet identifies LOCK +LOAD products. Information on the purchase of LOCK +LOAD and a complete list of components can be Obtained through: Lock & Load Retaining Walls Ltd. Tel. (877) 901 -9990 Website www.lock- toad.com 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 LOCK +LOAD 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 3/4 inch rock per Section 200 -1 -2 of the Standard Specifications for Public Work Construction and with less than 2% passing the #200 Sieve. 2.05 Reinforced Backfill. As shown on the Plans or as approved by the Design Engineer. The Reinforced backfill shall have an angle of internal friction as stated in the Design Summary Table and compacted as stated within. PART 3 - EXECUTION 3.01 The Contractor shall excavate to the lines and grades shown on the construction drawings. The excavation shall be reviewed and the foundation approved prior to the placement of the levelling pad or retaining modules. 3.02 Over - excavation of deleterious soil or rock shall be replaced with Reinforced and Retained Backfill meeting the specifications of Section 2.04 above, and compacted to that stated in the Design Summary Table within 2% of the optimum moisture content of the soil. 3.03 The first course of concrete Lock +Load 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 LOCK +LOAD panels and the top of the counterfort. The geogrid soil reinforcement shall be placed so that a minimum of 2 inches remains vertical and in contact with the panel after backfill is placed and compacted. 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 Tight 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 stated in the Design Summary Table or equivalent. 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 (5 %) ** Plasticity Index (PI) <15 Liquid Limit <40 per ASTM D -4318. ** Soils having more than 5% passing a 200 sieve must be approved by the project Design 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 tum 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 Final grading in front of and behind the wall shall be achieved such that surface water is directed away from the structure and the reinforcement zone. 3.16 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. U.S. Department of Transportation Publication No. FHWA- NHI -00 -043 Federal Highway Administration NHI Course No. 132042 MECHANICALLY STABILIZED EARTH WALLS AND REINFORCED SOIL SLOPES DESIGN & CONSTRUCTION GUIDELINES _, ::4:: : — — I ri : ,, - - so — r � _ V - a_�ra° to :aG«r �" r ., s-- '4.V -,, i `�'"'",, - fah i t�' ,,'.' ; 3-'" , �.. v , x� ,....,.i , d - ,i 'i � , j f;/,, � f / u ' � i t ` `� r p ro' 1 s r; P . ',,,,N.,.......„, yS�f r,R !i ' J ./ .. ., ,1,,py 't 1 +L _ � r ' i � r •'X y r — ' - rr .. NHI — National Highway Institute Office of Bridge Technology March 2001 may occur, armored slopes using natural or manufactured materials may be the only choice to reduce future maintenance. For additional guidance see chapter 6, section 6.5. c. Performance Criteria Performance criteria for MSE structures with respect to design requirements are governed by design practice or codes such as contained in Article 5.8 of 1996 AASHTO Specifications for Highway Bridges. These requirements consider the required margins of safety with respect to failure modes. They are equal for all types of MSEW structures. No specific AASHTO guidance is presently available for RSS structures. With respect to lateral wall displacements, no method is presently available to definitely predict lateral displacements, most of which occur during construction. The horizontal movements depend on compaction effects, reinforcement extensibility, reinforcement length, reinforcement -to -panel connection details, and details of the facing system. A rough estimate of probable lateral displacements of simple structures that may occur during construction can be made based on the reinforcement length to wall- height ratio and reinforcement extensibility as shown in figure 10. This figure indicates that increasing the length -to- height ratio of reinforcements from its theoretical lower limit of 0.5H to 0.7H, decreases the deformation by 50 percent. It further suggests that the anticipated construction deformation of MSE structures constructed with polymeric reinforcements (extensible) is approximately three times greater than if constructed with metallic reinforcements (inextensible). Performance criteria are both site and structure- dependent. Structure- dependent criteria consist of safety factors or a consistent set of load and resistance factors as well as tolerable movement criteria of the specific MSE structure selected. Recommended minimum factors of safety with respect to failure modes are as follows: External Stability Sliding : F.S. >_ 1.5 (MSEW); 1.3 (RSS) Eccentricity e, at Base • <_ L/6 in soil L/4 in rock Bearing Capacity • F.S. >_ 2.5 Deep Seated Stability • F.S. >_ 1.3 Compound Stability • F.S. >_ 1.3 Seismic Stability F.S. >_ 75% of static F.S. (All failure modes) Internal Stability Pullout Resistance : F.S. > 1.5 (MSEW and RSS) Internal Stability for RSS : F.S >_ 1.3 Allowable Tensile Strength for steel strip reinforcement • 0.55 F for steel grid reinforcement: 0.48 F (connected to concrete panels or blocks) for geosynthetic reinforcements : T - See design life, below -36- (5) Calculate the factor of safety with respect to sliding and check if it is greater than the required value, using equation 21. (6) If Not: - Increase the reinforcement length, L, and repeat the calculations. f. Bearing Capacity Failure Two modes of bearing capacity failure exist, general shear failure and local shear failure. Local shear is characterized by a "squeezing" of the foundation soil when soft or loose soils exist below the wall. General Shear To prevent bearing capacity failure, it is required that the vertical stress at the base calculated with the Meyerhof-type distribution, as discussed in (d) above, does not exceed the allowable bearing capacity of the foundation soil determined, considering a safety factor of 2.5 with respect to Group I loading applied to the ultimate bearing capacity: . ` q ' ulr (26) a FS A lesser FS of 2.0 could be used if justified by a geotechnical analysis which calculates settlement and determines it to be acceptable. \ Cale ation st.• s for a 1 '. 4 SE w. ' ith a ing s • r_ e - NOTE: Lock and load panels Obtain the eccentricity e of the resulting force at the base of the wall. Remember do not stack - therefore that under preliminary sizing if the eccentricity exceeded L /6, the reinforcement settlement is not an ength at the base was increased. issue and using an ( Calculate the vertical stress a, at the base assuming Meyerhof-type distribution: FS = 2.0 is acceptable, a V +V +F 27 ( ) L -2e (3) Determine the ultimate bearing capacity q using classical soil mechanics methods, e.g. for a level grade in front of the wall and no groundwater influence: gurr - c f N + 0.5 (L)y N (28) -95- LOCK +LOAD Retaining Wall Design Procedure Disclaimer: The information and applications depicted herein accurately represent the use and design of LOCK +LOAD retaining walls but the applicability to any specific project is the sole responsibility of the user. LOCK +LOAD assumes no responsibilities for the drawings and calculations provided, as they are intended to be only general examples of the proper use of the LOCK +LOAD product. Forward: Presented here are the locations of recommended references and software suitable for use in the design of LOCK +LOAD retaining structures. General Background: LOCK +LOAD "modules" are used either by themselves or with soil reinforcement (i.e. geogrids, metal mats, etc.) to erect mechanically stabilized earth (MSE) retaining walls where the stabilized earth mass acts as a traditional gravity retaining structure. The two most general parameters governing retaining wall design are: soil strength and geometry. The design goal being to satisfactorily balance the "driving forces" from the retained earth with the "resistive forces" the MSE mass to give suitable factors of safety for the required design criteria. LOCK +LOAD recommends that MSE retaining walls using its "modules" be designed using the procedures presented in the U.S. Dept. of Transportation Federal Highway Administration Publication No. FHWA NHI -00 -043 Titled: "Mechanically Stabilized Earth Walls and Reinforced Soil Slopes Design and Construction Guidelines" The FHWA design procedures are implemented in computer software by the program MSEW 3.0 by ADAMA Engineering (www.geoprograms.com) the use of which is presented within the FHWA document. A copy of FHWA NHI -00 -043, which can be downloaded as a PDF from: http: / /www.fhwa. dot .qov /engineering /qeotech /library sub.cfm ?keyword =020 Titled: Mechanically Stabilized Earth Walls and Reinforced Soil Slopes Design and Construction Guidelines 2000 Document No.: FHWA - NHI -00 -043. For specific questions regarding the application of the above FHWA manual to the design of LOCK +LOAD retaining walls or for MSEW(3) "start" files with LOCK +LOAD and geo -grid data pre- entered please Email technical support at: rwormus @lock- load.com Printed from "Mechanically Stabilized Earth Walls and Reinforced Soil Slopes Design and Construction Guidelines" Publication No. FHWA -SA -96 -071 Dated June 1999. Relatively large earthquake shaking (i.e. A z 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 cam) A reduced Kb 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 1 A, 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 c "> 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: A 0.25 Kh = 1.66A,,( (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 Cerbone Residence: 11 Stone Wall 1 Present Date/Time: Fri May 14 14:19:52 2010 Velma 0MSEw`� MEW `� o `an 30 w` � o. ;w CND MEW p 0M 0MSEW o F: a1 2010 \Cerbonee res \Cerbone_I 1 Stone WaII�BEN 301ASEW Vow.. 30 MSEW Vasa. 0 hISEW AASHTO DESIGN METHOD Cerbone Residence: 11 Stone Wall PROJECT IDENTIFICATION Title: Cerbone Residence: 11 Stone Wall Project Number: CARM0001 Client: C.A. Rasmussen, Inc. Designer: DAH Station Number: Description: 11 Stone Wall (14.3') Horizontal Front slope Horizontal Backslope - Seismic Coefficient = 0.30 Company's information: Name: DAH /SE Street: PO Box 82228 Portland, OR 97282 Telephone #: 503- 231 -8727 Fax #: 503- 231 -9726 E -Mail: structbear @earthlink.net Original file path and name: F: \Projects 2010 \Cerbone res \Cerbone_l 1 Stone Wall.BEN Original date and time of creating this file: 4/8/10 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. Venom 3 OMSEW V�3.0 NSEW , 0 AISEW Vax.3301ASEIV . �30 „S„V�30Ma Venn. JOAISEW Vasa, 0 AM, Verson 30NSEwV�3o hISEW V�3o.SVona,a MEW ,.�> MEW Vann” . W Verson 30 Ma,' Vowel ONSEVI Yaw. OkISEW V�.,o I Cerbone Residence: 11 Stone Wall Page 1 of 11 Copyright © 1998 -2008 ADAMA Engineering, Inc. License number MSEW - 301377 MSEW -- Mechanically Stabilized Earth Walls Cerbone Residence: 11 Stone Wall Present Date/Time: Fri May 14 14:19:52 2010 F:1Projects 2010 \Cerbone res \Cefione 11 Stone Wa11.BEN Sae 3 MEW Vomm 3 0 IISEW Vamon 30 MSCW Veman JD IASEIV Versa MEM Velmn )0 NSEW Venal 30 ■ISEW al° MSEW Wrenn o LISEW Venun IASEW Vemon OWEII/ Venom 3 0 1.15M ...cm 3 MUM Vermeil. AISEW Venal 10 MSEW Verara 30 MEW Velum 0 ItSEW Venom 10 MEW Vera) 0 W. VemonJONTSEW Venom 30 MEV ',ewe) 0 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 Design value of internal angle of friction, 30.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, y equiv. 120.0 lb /ft Equivalent internal angle of friction, (i)eQeiv. 30.0 ° Equivalent cohesion, c equiv. 250.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) = 0.2827 (if batter is Tess 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 = 30.14 N y= 22.40 SEISMICITY Maximum ground acceleration coefficient, A = 0.150 • Design acceleration coefficient in Internal Stability: Kh = Am = 0.195 Design acceleration coefficient in External Stability: Kh = 0.195 (Am = 0.000) 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. Version 3 OM./ ...on P MSEW Vernon le, � l l Stone Wal � oM � M SEW`'a � M W`'a � � � W`a,o MEW Cerbone Residence: Page 2 of 11 Copyright ©1998 1998-2008 ADAMA Engineering, Inc. License number MSEW - 301377 • MSEW -- Mechanically Stabilized Earth Walls Cerbone Residence: 11 Stone Wall Present Date/rime: Fri May 14 14:19:52 2010 F:\Projects 2010\Cerbone res \Cerbone 11 Stone Wall .BEN Ven.3 0 IM1V Vernon] 0 MEW Wrenn.) 0 P.M Verson JO INSEW Versm 3 0 IASEW Vesion3 11 USE.' Vervan 3 0 4SEW Version 30 MSEW Venial 10IASEW Verson )0 MU,/ Van 3 0 IASSY Verrn 30 P.M Von= 3 01ASTIV Vemon 3 014SM Verem 10 MEV Vemon 3 0 ILSIN/Venorn IP MSEIV Vasa:40 WIN Verson .10 MSFIV Velum 30 LISEW Veram 3 0 IISEM Verzon 3 0 INPUT DATA: Geogrids (Analysis) DATA Geogrid Geogrid Geogrid Geogrid Geogrid type #1 type #2 type #3 type #4 type #5 Tult [1b /111 3055.0 4200.0 7400.0 10250.0 27397.0 Durability reduction factor, RFd 1.15 1.15 1.15 1.15 1.15 Installation- damage reduction factor, RFid 1.10 1.10 1.10 1.10 1.10 Creep reduction factor, RFc 1.55 1.55 1.55 1.55 1.55 Fs- overall for strength N/A N/A N/A N/A N/A Coverage ratio, Re 1.000 1.000 1.000 1.000 1.000 Friction angle along geogrid -soil interface, p 24.22 24.22 24.22 24.22 24.22 Pullout resistance factor, F* 0.67•ta$ 0.67•tan4 0.67-tan• 0.67•tattI 0.67-tani) Scale -effect correction factor, a 0.8 0.8 0.8 0.8 0.8 Variation of Lateral Earth Pressure Coefficient With Depth K /Ka Z K / Ka 0.0 1.0 2.0 3.0 Oft 1.00 0 3.3ft 1.00 Z[ft] 6.6 ft 1.00 6 ' 6 9.8ft 1.00 _ 13.1 ft 1.00 9 ' 8 I_ 16.4 ft 1.00 19.7 ft 1.00 16.4 26.2 32.8 Yawn >0 MEW Vernon 3.1SEW Vartno , eM, 1w DAMP' Yews, ,oIASEW Nan ,o.�ewV� 0M� Vemon ,o�� Vamon 10 MEW .� o MSEW .em 3.1SEW Veseon ID LEEN Venno 1 (IMSEW V�, o WtwVam„o.,SEwV®1a,�.,.an.0M� ® Vera]. 0 MEM Venom ,a MEW venom 3 o NUM V�,o Cerbone Residence: 11 Stone Wall Page 3 of 11 Copyright © 1998 -2008 ADAMA Engineering, Inc. • License number MSEW- 301377 MSEW -- Mechanically Stabilized Earth Walls Cerbone Residence: 11 Stone Wall Present Datefrime: Fri May 14 14:19:52 2010 F:\Projects 2010\Cerbone res\Cetbone 11 Stone Wall -BEN INPUT DATA: Facia and Connection (according to revised Demo 82) (Analysis) FACIA type: Facing enabling frictional connection of reinforcement (e.g., modular concrete blocks, gabions) Depth/height of block is 2.50/1.30 ft. Horizontal distance to Center of Gravity of block is 1.25 ft. Average unit weight of block is yr = 135.00 lb /ft Z / Hd To- static / Tmax Top of wall or To- seismic / Tmd Z / Hd 0.00 I _ 1 0.25 0.00 1.00 0 50 I 1 1 0.25 1.00 1 0.50 1.00 0.75 1 0.75 1.00 100 1.00 1.00 1.00 0.90 0.80 0.70 0.60 0.50 To- static / Tmax or To- seismic / Tmd Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 Geogrid Type #4 Geogrid Type #5 a (') CRult (2) a CRult a CRult a CRult a CRult 104.0 0.26 250.0 0.23 250.0 0.14 1000.0 0.22 2000.0 0.16 522.0 0.38 668.0 0.34 814.0 0.20 2500.0 0.54 5000.0 0.40 1388.0 1.00 1909.0 1.00 3364.0 1.00 4660.0 1.00 12341.0 1.00 Geogrid Type #P> Geogrid Type #2 Geogrid Type #3 Geogrid Type #4 Geogrid Type #5 a CRcr a CRcr a CRcr a CRcr a CRcr 104.0 0.26 250.0 0.23 250.0 0.14 1000.0 0.22 2000.0 0.16 522.0 0.38 668.0 0.34 814.0 0.20 2500.0 0.54 5000.0 0.40 902.0 0.65 1241.0 0.65 2185.0 0.65 3028.0 0.65 8022.0 0.65 (1) a = Confining stress in between stacked blocks [1b/ft 1 (2) CRuIt = Tc -ult / Tult (3) CRcr = Tcre / Tult In seismic analysis, long term strength is reduced to 100% of its static value. D A T A (for connection only) Type #1 Type #2 Type #3 Type #4 Type #5 Product Name SF35 SF55 SF80 SF 110 SF350 Connection strength reduction factor, RFd 1.00 1.00 1.00 1.00 1.00 Creep reduction factor, RFc N/A N/A N/A N/A N/A Cerbone Residence: 1 1 Stone Wall Page 4 of 11 Copyright © 1998 -2008 ADAMA Engineering, Inc. License number MSEW - 301377 MSEW -- Mechanically Stabilized Earth Walls Cerbone Residence: 11 Stone Wall Present Datte.I•ime: May 1414:19:522010 0 MEW Va,c,.,0N Velum 0MRVVera 0MSEW a.�10NU.W M.SEW �e ,N „� 0MEW,� ON F:\ Projects 2010 \Cerbon \Cerbone StooneWalI JO NSEW Verso= 30 INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 14.27 [ft] { Embedded depth is E = 0.67 ft, and height above top of finished bottom grade is H = 13.60 ft } Batter, co 5.8 [deg] Backslope, 13 0.0 [deg] Backslope rise 0.0 [ft] Broken back equivalent angle, 1 = 0.00° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [lb /ft 2 ], and live Toad is 100.0 [lb/ft 2 ] ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6 8 10 [ft] Cerbone Residence: I I Stone Wall Page ,�„aM�,�,o„nwv�,o.,g„,�,o,� � ,o Page 5 of 11 Copyright CO 1998 -2008 ADAMA Engineering, Inc. License number MSEW - 301377 .• ,�� .,�,a„ ,V.1� S„.,�,o , 1.0,1,,, , - ®,a. -rte „ .,..,a.1.� , ®� MEW ,®., ,,Y ,.aW. ®,.0 �..Y__ �,.w ; -V®,o. -.®,O MSEW -- Mechanically Stabilized Earth Walls Cerbone Residence: 11 Stone Wall Present Date/Time: Fri May 14 14 :19:52 2010 F:\Prgects 2010 \Cerbone res \Cerbone_11 Stone Wa11.BEN o MsEw �, o �.,nw v,m, o wu9,.,�o Mgwve,o, ro Mgw v�„o Msswv� iomuw vm„ o Msew.,.m >o �Ew ,m„ o M�wv„m,o..mv v„m„o Msw,�.av+,�wv�„ o.,�w v�,,.,uw.•,� o Mswv�„, wuw v,�,o M�wv„o„o M�� v,�o Mswv,�,o�w v,�o ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 9.79, Meyerhof stress = 2057 lb /ft Foundation Interface: Direct sliding, Fs = 2.719, Eccentricity, e/L = 0.0809, Fs- overturning = 4.71 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 11.00 3 4.09 3.89 3.886 12.972 1.897 0.0727 SF80 2 3.25 11.00 3 2.87 3.48 3.475 8.762 2.315 0.0443 SF80 3 5.85 11.00 2 3.04 2.62 2.615 7.842 2.948 0.0231 SF55 4 8.25 11.00 2 2.94 3.58 3.581 6.740 3.913 0.0096 SF55 5 10.85 11.00 1 3.54 4.97 4.975 6.213 5.985 0.0013 SF35 6 12.15 11.00 1 4.46 7.28 7.284 5.138 8.089 - 0.0005 SF35 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 6.22, Meyerhof stress = 2735 lb/ft Foundation Interface: Direct sliding, Fs = 1.625, Eccentricity, e/L = 0.1921, Fs- overturning = 2.37 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 11.00 3 3.27 3.36 3.357 8.341 1.136 0.1737 SF80 2 3.25 11.00 3 2.39 3.09 3.086 5.863 1.400 0.1096 SF80 3 5.85 11.00 2 2.47 2.28 2.279 5.105 1.811 0.0607 SF55 4 8.25 11.00 2 2.30 3.04 3.041 4.228 2.463 0.0286 SF55 5 10.85 11.00 1 2.45 3.86 3.862 3.435 3.976 0.0073 SF35 6 12.15 11.00 1 2.79 5.26 5.261 2.575 5.693 0.0018 SF35 GLOBAL /COMPOUND STABILITY ANALYSIS (Using Bishop method and ROR = 0.0) STATIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 2.079 (it corresponds to a critical circle at Xc = 0.00, Yc = 21.41 and R = 23.56 [ft] ). SEISMIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.626 (it corresponds to a critical circle at Xc = 0.00, Yc = 24.26 and R = 26.18 [ft] ). • Verson 3.13i, Venn. 0 LfSFY, Verson 30 Cerbone Residence: 11 Stone Wall ow aM a � Page 6 of 11 Copyright © 1998 -2008 ADAMA Engineering, Inc. License number MSEW - 301377 MSEW -- Mechanically Stabilized Earth Walls Cerbone Residence: 11 Stone Wall Present Date/Time: Fri May 14 14:19:52 2010 F:\Projects 2010 \Cerbone res \Cerbone 11 Stone Wa11.BEN Vmon °MEW Version JO IAR,V Vernon 3 NISEW Version 0 P.M Venom J 0 NISEW Venom 3 0 MEW Verson "NSEW Venom 30 MSEW Veram 3 0 ASEW Verson] AISEW an] IASEW Verson 30 P.M Veram101.1SEW Verson 3 0 AMEN Version 0 ALIEV,M0 0 NIS. Sam, 0 NSEW Vemon3 0 MSEW Venom 50 IISEW Vemon 30 IZENV Venom 3 MS./ BEARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC UNITS (Water table does not affect bearing capacity) Ultimate bearing capacity, q -ult 20142 17017 [lb /ft 21 Meyerhof stress, 6v 2057.0 2735 [Ib /ft 2 ] Eccentricity, e 0.81 1.97 [ft] Eccentricity, e/L 0.074 0.179 Fs calculated 9.79 6.22 Base length 11.00 11.00 [ft] SCALE: 0 2 4 6 8 10 [ft] Verson AO MSEW Moe MISEIV VerlIon3.13EW Van= JO ■ISEW Vramon 3 0 NS./ I I Cerbone Residence: 11 Stone Wall � ]O NgWV��'aMSEW Vernon 3 Page 7 of 11 Copyright © 1998 -2008 ADAMA Engineering, Inc. License number MSEW- 301377 MSEW -- Mechanically Stabilized Earth Walls Cerbone Residence: 11 Stone Wall V Present Dat&Time: Fri May 14 14:19:52 2010 V V� absr,0�, 03, •0�30.Fw „� 0.3=EwO�„ 03, .w0.m.30.,gw ON V � 0 0 ..6 �_ .....Projects 2010 \Cetboneeres\CerboneI 1 Stone WaJI DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs- static = 2.719 and Fs- seismic = 1.625 # Geogrid Geogrid Fs Fs Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 1 0.65 11.00 1.897 1.136 3 SF80 2 3.25 11.00 2.315 1.400 3 SF80 3 5.85 11.00 2.948 1.811 2 SF55 4 8.25 11.00 3.913 2.463 2 SF55 5 10.85 11.00 5.985 3.976 1 SF35 6 12.15 11.00 8.089 5.693 1 SF35 ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static = 0.0809, e/L seismic = 0.1921; Overturning: Fs- static = 4.71, Fs- seismic = 2.37 # Geogrid Geogrid e / L e / L Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 1 0.65 11.00 0.0727 0.1737 3 SF80 2 3.25 11.00 0.0443 0.1096 3 SF80 3 5.85 11.00 0.0231 0.0607 2 SF55 4 8.25 11.00 0.0096 0.0286 2 SF55 5 10.85 11.00 0.0013 0.0073 1 SF35 6 12.15 11.00 - 0.0005 0.0018 1 SF35 Verson 3aIA Yeoman 3 owSEwVas 0 MSEW 3 Vea 30M Venom 3 0 M wV�3o 164EW Vernon 30W V�30Ma.V,�,0MSEw Yawn 3owa, AGM Residence: 11 Stone Wall a Page 8 of 11 Copyright © 1998 -2008 ADAMA Engineering, Inc. License number MSEW - 301377 >- _,�- .,..,,_.. _.._ ,... , , . y�3o,�,,..�,,.�w,.....,.... ..,._..,o,�.� ... , , ... ...,.,,,,,� .... _ ,�•�,��,. _ 4 _ __ y _ MSEW -- Mechanically Stabilized Earth Walls Cerbone Residence: 11 Stone Wall Present Daate /Time:: Fri May 1414:19:522010 a � 30V � 30N5 V�o o oNS��.o 30 oM F:\ Projects2010\ Cerboneeres \Cerbone RESULTS for STRENGTH Live Load included in calculating Tmax # Geogrid Tavailable Tmax Tmd Specified Actual Specified Actual Elevation [Ib /ft] [lb/ft] [Ib /ft] minimum calculated minimum calculated Product [ft] Fs- overall Fs- overall Fs- overall Fs- overall name static static seismic seismic 1 0.65 3774 971.31 237.14 N/A 3.886 N/A 3.357 SF80 2 3.25 3774 1086.05 212.36 N/A 3.475 N/A 3.086 SF80 3 5.85 2142 818.99 187.58 N/A 2.615 N/A 2.279 SF55 4 8.25 2142 598.12 164.70 N/A 3.581 N/A 3.041 SF55 5 10.85 1558 313.20 139.92 N/A 4.975 N/A 3.862 SF35 6 12.15 1558 213.89 127.53 N/A 7.284 N/A 5.261 SF35 RESULTS for PULLOUT Live Load included in calculating Tmax NOTE: Live load is not included in calculating the overburden pressure used to assess pullout resistance. # Geogrid Coverage Tmax Tmd Le La Avail.Static Specified Actual Avail.Seism. Specified Actual Elevation Ratio [lb /ft] [1b/ft] [ft] [ft] Pullout, Pr Static Static Pullout, Pr Seismic Seismic [ft] (see NOTE) [Ib /ft] Fs Fs [Ib /ft] Fs Fs 1 0.65 1.000 971.3 237.1 10.72 0.28 12599.9 N/A 12.972 10079.9 N/A 8.341 2 3.25 1.000 1086.0 212.4 9.60 1.40 9515.7 N/A 8.762 7612.6 N/A 5.863 3 5.85 1.000 819.0 187.6 8.48 2.52 6422.6 N/A 7.842 5138.1 N/A 5.105 4 8.25 1.000 598.1 164.7 7.45 3.55 4031.5 N/A 6.740 3225.2 N/A 4.228 5 10.85 1.000 313.2 139.9 6.33 4.67 1945.9 N/A 6.213 1556.7 N/A 3.435 6 12.15 1.000 213.9 127.5 5.77 5.23 1099.0 N/A 5.138 879.2 N/A 2.575 • Cerbone Residence: 11 Stone Wall Page 9 of 11 Copyright © 1998 -2008 ADAMA Engineering, Inc. License number MSEW - 301377 MSEW -- Mechanically Stabilized Earth Walls Cerbone Residence: 11 Stone Wall Present DaterTime: Fri May 14 14:19:52 2010 F:\Projects 2010 \Cerbone res \Cerbone 11 Stone Wa11.BEN RESULTS for CONNECTION (static conditions) Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Fs -overall Fs-overall Elevation force, To factor for factor for connection Geogrid connection Geogrid Product [ft] [lb /ft] connection connection strength strength, strength strength name (short-term (long -term Tavailable strength) strength) [1blft] Specified Actual Specified Actual CRult CRcr [Iblft] 1 0.65 971 0.52 0.54 3969 3774 N/A 4.09 N/A 3.89 SF80 2 3.25 1086 0.41 0.42 3116 3774 N/A 2.87 N/A 3.48 SF80 3 5.85 819 0.59 0.59 2493 2142 N/A 3.04 N/A 2.62 SF55 4 8.25 598 0.42 0.42 1757 2142 N/A 2.94 N/A 3.58 SF55 5 10.85 313 0.36 0.36 1108 1558 N/A 3.54 N/A 4.97 SF35 6 12.15 214 0.31 0.31 954 1558 N/A 4.46 N/A 7.28 SF35 RESULTS for CONNECTION (seismic conditions) Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Fs -overall Fs -overall Elevation force, To factor for factor for connection Geogrid connection Geogrid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long -term Tavailable strength) strength) [Iblft] Specified Actual Specified Actual CRult CRcr [lb/ft] 1 0.65 1208 0.52 0.54 3969 3774 N/A 3.27 N/A 3.36 SF80 2 3.25 1298 0.41 0.42 3116 3774 N/A 2.39 N/A 3.09 SF80 3 5.85 1007 0.59 0.59 2493 2142 N/A 2.47 N/A 2.28 SF55 4 8.25 763 0.42 0.42 1757 2142 N/A 2.30 N/A 3.04 SF55 5 10.85 453 0.36 0.36 1108 1558 N/A 2.45 N/A 3.86 SF35 6 12.15 341 0.31 0.31 954 1558 N/A 2.79 N/A 5.26 SF35 Cerbone Residence: 11 Stone Wall �10N5E Mss Page 10 of 11 Copyright © 1998 -2008 ADAMA Engineering. Inc. License number MSEW - 301377 • MSEW -- Mechanically Stabilized Earth Walls Cerbone Residence: 11 Stone Wall Present Date/Time: Fri May 14 14:19:52 2010 F:\Projects 2010 \Cerbone res\Cerbone Stone WaII.REN 0� .m+ 30M0� 30 M �0M.3 sEw.,3EW Venom...sEw�Vasco V.30 /MEW 3 30 M:EW Verson MEW 30 MSEW Vemon MEW Verson ISEw0�30 Mw sEV�3a MsE..3 3oM � :EwE30 MSEW Yawn 30 M � sEW 3 30 M � SEw 0 30 MsEw0�10 MSEW 3 30 MSEW Verson 30 MsEW Vera.) 0 MgwV� 30 MEM 0� 30 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 2.079 (it corresponds to a critical circle at Xc = 0.00, Yc = 21.41 and R = 23.56 [ft] where (x =0, y =0) is taken at the TOE or Xc = 90.67, Yc = 1021.41 and R = 23.56 [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 1.626 (it corresponds to a critical circle at Xc = 0.00, Yc = 24.26 and R = 26.18 [ft] where (x =0, y =0) is taken at the TOE or Xc = 90.67, Yc = 1024.26 and R = 26.18 [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 [1b/ft;] 4) = 30.0° c = 250.00 [Ib /ft 21 x [ft] 30.0 45.0 60.0 75.0 90.0 228.5 233.9 239.4 244.8 258.4 272.0 y [ft] 1000.7 1000.7 1000.7 1000.7 1000.7 1000.0 1000.0 1000.0 1000.0 1054.4 1054.4 Cerbone Residence: 11 Stone Wall � oMEw�3oMgw.�3aM�,.e,.,oE�E� ,oME Page I 1 of 11 Copyright © 1998 -2008 ADAMA Engineering, Inc. License number MSEW 301377 MSEW -- Mechanically Stabilized Earth Walls Cerbone Residence: 8 Stone Wall Present Date/Time: Fri May 14 14:23:32 2010 F:\Projects 2010 \Cerbone res\Cerbone 8 Stone Wa11.8EN *3 0 MEW Yawn 3 0 145EW Vervon 0 1.1SEIV Vemon10 /A.SEW Venom 3 0 hISEW Vance 3 0 MEW Venal 10 1.{SEN• Vearam3 0 Mal., Nan OKSEW Yawn 3 0 PASEW Mt., Ian 30 NRSEW Vassal NISEW Mum= 0 NM,/ Yawn 0 ASSEW ALS£VI Verson 3 0 LiSkW Verson, 0 ?MEW ...an 0 MS., Yocum) 0 14STW Yawn 30 P.LSEW ',cram 0 • AASHTO DESIGN METHOD Cerbone Residence: 8 Stone Wall PROJECT IDENTIFICATION Title: Cerbone Residence: 8 Stone Wall Project Number: CARM0001 Client: C.A. Rasmussen, Inc. Designer: DAH Station Number: • Description: 8 Stone Wall (10.4') Horizontal Front slope Horizontal Backslope - Seismic Coefficient = 0.30 Company's information: Name: DAH /SE Street: PO Box 82228 Portland, OR 97282 Telephone #: 503- 231 -8727 Fax #: 503- 231 -9726 E -Mail: structbear @earthlink.net Original file path and name: F: \Projects 2010 \Cerbone res \Cerbone_8 Stone Wall.BEN Original date and time of creating this file: 5/16/10 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. • • exam JO LISENV Vas. ,aMIstw,�30M,EW Vernon 30 MEW Verson 3,,,S Venom', MSEW Venom] 01.4 .�,o MOM '�,o.ISE, Velum 1a„ 30.4S, AISEW Velem 39 L1SEW ..En 1 (0.ISEW Vemon V,. °. ,(11.1.SFIVVenum1011SEW V�3o. d,.ow.3 0 61S•V�30MEWY�.0ME 0 Cerbone Residence: 8 Stone Wall Page 1 of 11 Copyright © 1998 -2008 ADAMA Engineering, Inc. License number MSEW- 301377 MSEW -- Mechanically Stabilized Earth Walls Cerbone Residence: 8 Stone Wall Present Datte/Time: Fri May 14 14:23:32 2010 al W V,� n ew Verson ',MEWV o� o NIS� Verson Vim, 0 MSE -__ WVa.° EW 0 M a n uSEW a MEW F:\Projecls 2010 \Cerb n ores \Cerbone8 Stone WaII�BEN SOIL DATA REINFORCED SOIL Unit weight, y 125.0 lb /ft' Design value of internal angle of friction, • 34.0 ° RETAINED SOIL Unit weight, y 120.0 Ib /ft Design value of internal angle of friction, 4) 30.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, y equiv. 120.0 lb /ft Equivalent internal angle of friction, +equiv. 30.0 ° Equivalent cohesion, c e 250.0 lb/ft 2 Water table does not affect bearing capacity 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, ti= 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 = 30.14 N y= 22.40 SEISMICITY Maximum ground acceleration coefficient, A = 0.150 Design acceleration coefficient in Internal Stability: Kh = Am = 0.195 Design acceleration coefficient in External Stability: Kh = 0.195 (Am = 0.000) 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. Cerbone Residence: 8 Stone Wall oM�WVV�'OM�V�'oMS�VQ�'a�EW Page 2 of 11 Copyright © 1998 -2008 ADAMA Engineering, Inc. i Wv_ u - 301377 License number MSEW-301377 MSEW -- Mechanically Stabilized Earth Walls Cerbone Residence: 8 Stone Wall Present Date/Time: Fri May 14 14:23:32 2010 F:\Projects 2010 \Cerbone res \Cerbone 8 Stone Wa11.BEN Yawn MEW Veown 3 0 ALSEW Vernon 3 0 11SEW Version 3 0,1SEW Verson 3 01.1.1V VaErrn NISEW Verevon, VASFW Version 3 0 MSEW Vernon 30 KSEW Vepum 0 'WV", Veceart IA., Venon 10 MEN ',cram SO MSEVVicrsion 3 0 NM, Vorzon 3 0 ■ISEW Venaon 3 0 AISEW Verson 10 hISEW Woe 3 0 MSTW Vence 3 0 N1SEW Ian 3 0 MEW Vas.. 3.1.4, Vols., 0 INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 10.40 [ft] { Embedded depth is E = 0.67 ft, and height above top of finished bottom grade is H = 9.73 ft } Batter, w 5.8 [deg] Backslope, (3 0.0 [deg] Backslope rise 0.0 [ft] Broken back equivalent angle, 1= 0.00° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [lb /ft 2 ], and live load is 100.0 [Ib /ft 2 ] ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6 8 10 [ft] Yarn ,o,��Vervon Wawa ,o wSrw Wm. „a AMY/ Version, o MEW Yemen] o, �w, �, aM�ran, o., � Venice , o MSEW Vamp , oMSEa Venom , a ALCM Version , o "SEW Venial , o VIM/ Vcracn „ oM�Verso., o.01., Mon , o MSEW Yoram, om=t w Yemen , oNaVasco ,o.,s�a >eN�Vcron,o,�EW,.�,o Cerbone Residence: 8 Stone Wall Page 5 of 11 Copyright © 1998 -2008 ADAMA Engineering, Inc. License number MSEW - 301377 MSEW -- Mechanically Stabilized Earth Walls Cerbone Residence: 8 Stone Wall Present Date/Time: Fri May 14 14:23:32 2010 F:\Projects 2010 \Cerbone res \Cerbone 8 Stone WaII.BEN Versx130.4SEIV Verson, 01ASEW Vas., 30 MISEW Venaa00 NISEW Verson 30 Ma,/ Venam3OMSEWVac.301ASEW .mm30145E4, Versen30 NISFW Vesraun 30 hISEW Veracm JO h1SEW Veson 30 MSEW Vetalm 3 0 ALSEW Vat. hISEW Yam, 3 OhISEW Vesoll 0 MS. Yemen. M.SEIV Varian 7 OMSENV Yawn) 0 OASEW VermOMSEW *3 014SEW Yawn" ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 10.79, Meyerhof stress = 1540 lb /ft Foundation Interface: Direct sliding, Fs = 2.612, Eccentricity, e/L = 0.0876, Fs- overturning = 4.45 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 1 0.65 8.00 2 3.87 3.04 3.040 9.297 1.849 0.0760 SF55 2 3.25 8.00 2 2.88 2.93 2.932 5.811 2.436 0.0380 SF55 3 5.85 8.00 1 2.85 3.27 3.266 4.702 3.515 0.0133 SF35 4 8.25 8.00 1 3.27 5.32 5.318 2.933 5.814 0.0017 SF35 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 7.04, Meyerhof stress = 2044 Ib /ft Foundation Interface: Direct sliding, Fs = 1.585, Eccentricity, e/L = 0.1993, Fs- overturning = 2.30 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 3.12 2.61 2.608 5.919 1.126 0.1737 SF55 2 3.25 8.00 2 2.37 2.58 2.580 3.837 1.514 0.0897 SF55 3 5.85 8.00 1 2.25 2.78 2.783 2.964 2.267 0.0339 SF35 4 8.25 8.00 1 2.41 4.33 4.326 1.731 4.084 0.0062 SF35 GLOBAL /COMPOUND STABILITY ANALYSIS (Using Bishop method and ROR = 0.0) STATIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 2.116 (it corresponds to a critical circle at Xc = -5.20, Yc = 26.00 and R = 26.51 [ft] ). SEISMIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.510 (it corresponds to a critical circle at Xc = -5.20, Yc = 26.00 and R = 26.51 [ft] ). Cerbone Residence: 8 Stone Wall Page 6 of 11 Copyright © 1998 -2008 ADAMA Engineering, Inc. License number MSEW - 301377 MSEW -- Mechanically Stabilized Earth Walls Cerbone Residence: 8 Stone Wall Present Date/Time: Fri May 14 14:23:33 2010 F:\Projects 2010 \Cerbone res \Cerbone 8 Stone Wa11.BEN \an" AISEIV Yawn 0 WM Vmaan 0 NSFIV Version 30 MS./ Veman OMSFO/ lawn 30 MEW Vereon OMSEWVergagnI0 PASIIV Verson ”NISEW Veruan 01ASFW Vcrav 10 MSFW Yawn hISEW Venaon 1 0 %SEW Venion 0 MEW ValaInl 0 %MEW Version] 0 MEV/Venom 0 PASEW Venom 30 %ISM Vemoe JO MEW Vernon JOASEW Yawn JO IASEW Venal 0 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 2.116 (it corresponds to a critical circle at Xc = -5.20, Yc = 26.00 and R = 26.51 [ft] where (x =0, y =0) is taken at the TOE or Xc = 85.47, Yc = 1026.00 and R = 26.51 [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 1.510 (it corresponds to a critical circle at Xc = -5.20, Yc = 26.00 and R = 26.51 [ft] where (x =0, y =0) is taken at the TOE or Xc = 85.47, Yc = 1026.00 and R = 26.51 [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 [Ib /ft • = 30.0° c = 250.00 [Ib /ft 2 ] x [ft] 30.0 45.0 60.0 75.0 90.0 228.5 233.9 239.4 244.8 258.4 272.0 y [ft] 1000.7 1000.7 1000.7 1000.7 1000.7 1000.0 1000.0 1000.0 1000.0 1054.4 1054.4 V Cerbone Residence: 8 Stone Wal � o~�V�'o�`�'oM� � a� Page 11 of 11 Copyright ©1998'2 gh ADAMA Engineering, inc. License number MSEW 301377 008