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Home My WebLink AboutRetaining Wall Design and Calculations - COM Engineering / Geo-Tech Reports - 9/27/2001 Michael F. Wnek, P.E. Consulting Civil Engineer 1665 NW Sherwood Drive, Bremerton,WA 98311, 360-692-3802 (voice &fax) Retaining Wall Design & Calculations JOHNSON CAR WASH Mason County prepared for: JACKJOHNSON JACK JOHNSON CONSTRUCTION P.O. BOX 1119 BELFAIR, WA 98528 (360)-275-5400 September 27, 2001 RECEIVED File: 271\Mall_Report-1.doc ICI AUG 12 2002 426 W. CEDAR ST-i Table of Contents: 1) Mesa Block Wall Design 2) Ultrablock Wall Design of 3) Specifications (- 'A = 4) Design Parameters 5) Design Ala �\ 01� , f ' 6) Design A2b 7) Design E1ONAL 8) Design E2 T23N, R1 W, W.M. a NORTH I �� II 19 20 < 21 o � �G - SANDR�Aa C..)�P�� a z 0 0 SAND HILL ELEMENTARY SCHOOLX.d G Z Z 00 30 29 28 Z 12- O � Q H B ELF I R �P i 3� .... . :::: : ::::: :.::... .. 31:::.:co 32 33 : : ::: dBELFAIR ELEMENTARY SCHOOL HOOD ...... ....................... .. ............C.AN.A... . ................................... .............................:..............:...........:. VICINITY MAP SCALE: 1" = 2000' RIM 140.90 v_ 126 _INV. GRAPHIC SCALE _f 10 0 10 20 40 �.-ii 1�f� . . RIM E I INCH =20 FT. -'/ -_ -- =�- -w INV IL p i FOUND RE ° .Q O i C.B. �6 TYPE -1-. ;/ \ '�• AND RIM EL 141.90 / �-_� j •% F3 \,� S 1f �J .1 12" INV. 138.90/ i ;,� � Z \ .4 N do 0co .+ uj 0. 0 'ROOF StMH A RIM EL 14210 - \ \ \ 8" INV. IN 139.56 I \ \ 8" INV_ OUT 139.46 C.O. e AEIS INV. 140.08 C.O. 4" ABS INV 140.10 PROPOSES RESTAURAN F.0003.5; ATL r - - - - 1 � 0 --` ----143 I 142.10 \'yb \ ` 143.75 144 O 1 - o ,\bo: - - - 1 145 vlo I I I I I I I I I I I SI TE D. dEpcioT. PERM fi ER D.O.T AL pRl REQUIRED. d Q8'18'09" SWAY ACCESS. !:{:_ / Rs1382.39' L� 25 TA TELEPHONE ?00.32 Pj 1`� O`Y. x '`•: PEDESTAL AND -5HQ11(�� _ _ r' �` �/� /• 147 ' UTILITY POLE 14� _CURB %"'�_ _ 146.0 p � L„•�00 . GA _ 148 INSTALL INTERCEPTOR — ;25-TAPER S WALE_. ---- ' GAS --'� MATCH EX. PAVEMENT Q) --- \A MATCH EX PAWMENT -'� MATCH X. PAVEMENT- _. . . . .�• �' ATE 4� L ��,ya,NMI''• 217) so��O Cl.X WA�� - Q9-�-ol MF. 1_N -ToQ OF INAU _ -rop OF... ��pcEs Mo-r 1NcwaS CAP 8 LOT. g' OFFSET - _ f Ar 8.0 47* �-/}Lt "Pic_ L GRi)D_ i. - -� - �pr1 E Rat'D - 'A 5x;_ i 13AS .... . YEA - F., - - - tAL"I'4A or- 2-8 3nLl1T. . 6 j r Y � WAS 201 CA EC4;?j UWF-SA i ��GNE GEoGg-1 NUMBERS CN� -�' uX1�lE5A3 �LEV�}T1D1� A -�►--- EMBEDMENT LEWit" (EwAiL_ r-Lmup wr L F_g6,-4), - r1 oTE: = P�� M ENT /'��Ef�S SU 1 LD 1�1G DoW�15po� �� P,1�D LLLJ Foo7-)),1G DRA)�-4S s"AsL-l- BE T G NXT�-)u j�N j�RJgl)1�33 Ps`N A`� MESA CAP UNIT-\ n x I z I o o STD(7) MESA TENSAR UNIAXIAL GEOGRID UNIT (SEE ELEVATION VIEW FOR TYPE, LOCATION AND EMBEDMENT) i MESA CONNECTORS SHALL j z BE ORIENTED TO PROVIDE n WALL BATTER 1 I i WALL HEIGHT VJAL�- i „ NN.) LIMIT �REINFORCED II RETAINED VARIES ��s� OF U FILL FILL i SOILI 4.0.r3 FINISHED GRADE�\ I I I I ULn Fa.1_Qc1- DF-sKAA - ------------------------- n effbl �J s ILA I`FOUNDATION SOIL LEVELING PAD (SEE DETAILS) GEOGRID EMBEDMENT LENGTH VARIES TYPICAL CROSS-SECTION NOT TO SCALE HEIGHT 8" WIDTH 18" DEPTH 11 " *WEIGHT 75 LBS FACE AREA 1 .0 sgft •WEIGHT MAY VARY BY MANUFACTURER MESA STANDARD UNIT N.T.S. Tensor STANDARD DETAILS EARTH TECHNOLOGIES, INC. MESA STANDARD UNIT AND GEOGRID ORIENTATION ISOMETRIC NOT TO SCALE Tensar EARTH TECHNOLOGIES, INC. 1811 CAP UNIT 4" 8" 1811 i 11 " MESA STANDARD UNIT & CAP UNIT ISOMETRIC NOT TO SCALE Tensar EARTH TECHNOLOGIES, INC. 6" UNREINFORCED CONCRETE (3000 PSI MIN. COMPRESSIVE STRENGTH) OR 6" (MIN.) COMPACTED STRUCTURAL FILL (SEE NOTES) MESA UNIT 6"+ � a a ° e d ° ° 24" _ LEVELING PAD DETAIL NOT TO SCALE NOTES: 1 .) MAXIMUM WALL HEIGHT TO BE FOUNDED ON COMPACTED STRUCTURAL FILL SHALL BE DETERMINED BY THE ENGINEER PRIOR TO CONSTRUCTION. 2.) THE LEVELING PAD FOR THE MESA RETAINING WALL SYSTEM SHALL BE CONSTRUCTED FROM THE SAME MATERIAL FOR THE ENTIRE WALL LENGTH. IN NO CASE SHALL A COMPACTED STRUCTURAL FILL PAD AND CONCRETE PAD BE USED IN THE SAME WALL. Tensar EARTH TECHNOLOGIES, INC. MESA UNIT r--9"--�— 1 g" (227mm) M)l E a EcD, �. 45' CD CD a o LEV ELING PADA 64---- (150mm) TYPICAL LEVELING PAD STEP DETAIL NOT TO SCALE Tensar EARTH TECHNOLOGIES, INC. FENCE (DESIGNED BY OTHERS) 1 MESA CAP UNIT 0.5' MIN. ' CONCRETE INFILL (DESIGNED BY OTHERS) MESA UNIT NL VTENSAR GEOGRID FORM WORK SLOTTED TO RECEIVE POST GEOGRID UNIT FILL FENCE POST ON TOP OF WALL DETAIL TYPICAL NOI TO SCALE Tensar EARTH TECHNOLOGIES, INC. I TENSAR GEOGRID SHALL BE PLACED AS SHOWN ON GEOGRID ORIENTATION TENSAR GEOGRID DETAIL IN ALL OTHER AREAS. i i CONCRETE INFILL (DESIGNED BY OTHERS) FENCE POST (DESIGNED BY OTHERS) d a a a d 11 .0" MESA STANDARD UNIT PLAN VIEW DETAIL OF FENCE POST ON TOP OF WALL NOT TO SCALE STEP 1 : PLACE AND COMPACT FILL TO BOTTOM OF FENCE STEP 2: SET BLOCK TO ELEVATION OF POST GRID STEP 3: SET POST FORM STEP 4: BACK TO POST GEOGRID STEP 5: PLACE POST GRID AND STRUCTURAL WALL GEOGRID STEP 6: SET BALANCE OF BLOCKS STEP 7: PLACE POST AND CONCRETE STEP 8: COMPLETE BACKFILL Tensar EARTH TECHNOLOGIES, INC. G J El UAT1oN vl-"Y CaEOGR)D KE`i L NoRTH ]NEST PROP, L./N£� �Z -- UM IA 0 r � —.Q-- U>C MESAS NOTE: AWEX 4ECC-*JP �S O uxMEs1�4 CAM REPl-ACE I.oWER��S � � CU-t MESAS- cAN REPLACE UXMESAS), Wr Nar L-bvyER -4'S Foil AICA 1E2- -- - EMBEDMENT L-Ef1GT1� NOT EMOAtiL F)ELD GUT ►_F-A&7t\1 , SEE SF.CT)ol-1 DETA)L) m p>,.r FF= 14-2.0 SLR FF= 14-2.p BLS Fr j 142.& 8` Ot"F-SET ,L1' OFFSET 1'� OFFSET TbP OF Z 141 Aol - — o tas i Z — II 130 Pais - — - — - ---- -- 1 _ _ N -� t2s � b I IL 30 60 90 i?.o 150 ISO 2io 240 w EsT � "( R sr� I Nmaa PolNT 1.'' � gyp' PRoP• CR►lA T4P• r� NOTE PAS EMt><JT AR�P,s, SU)t-Dt�l4 -- Dov�tra.sPo�Ts, AVID Foo-r�N G Shear Key D�A)1�S �S?jRL]- 8E "TlCi1}TL)1J�D Qo� mm Soil cap- graded to AND DRA))4ED AWA'1 F2oN& 1N NLJ— (e7 prevent ponding Prefabricated module unit To ps _s01Tp,13� I_Ocomo)4 - Lock-Block (See detail A) 750 m- Swale 0 back elope 19 22 kx ` I Me�tti�} • / f500 mm� Externsible reinforcement. 750 mm ——^ —— ——Mal! ballet (geogrid) — sae detail B `Retained Soil one Detail A L ' — —— — —— LNATN E Footing embedment Reinforced soil mass depth for trod roteetioa T' — — — — — —— [sPEG: 4,0.B 460 mm (fat min. Maximum 005 mm (12-) —bench — ————_ — — — drainage fill placed immediate y behij wall Soil Plug r sPE ' ps ",32Sfrt —— -- — —— — —— Geol a fiker (abr 'anal) L� 155 mm (C) min. F)LTER Fp,BtZy�- \,- r_ Main discharge pipe- Toesto a gravity non to suitabl w 9AP p Foundation receptacle subgrade P ETA)I-- 8 Densely compacted EI-OP'E crushed rock pad leveling pad p a!U (wall foundation QEoGP41> EMBEDMENT p °Ov 4f' PERF. P)PE CSPEc: A%O.P1 LEA(-AT}J Q j o J 6 To PosI�JE OUTLET o o o _ _ _ 13►-OG1= EMSEDM E► 7 MOST BE ADDED—It-1 D ET M)N Ir n t EL,D CAST L.EklkA LEJELiN� PAD Lea-]Bber MSE W&H IIDeBE '.d 17ETPO L- ?I (SEUMA) IYALL COMPONENTS \NAi_j_. D Robt) S, As Shown l V97-014)A 1 12/01/97 J U-K DR RVIDAIE 01/17 98 F'AO'-v97_0140fle FIELD CONSTRUCTION MANUAL EXCAVATION Confirm location and elevation of walls. Width of excavation should allow for width of wall base drainpipe. Note: all excavation should follow OSHA guidelines. If the wall steps up one block in height, the base blocks should be installed at the lowest level in order to establish grade and face location of the second level. BASE PREPARATION Consult engineer's wall design for base material specification including type, width, depth and compaction. It is recommended to start at lowest wall level. Locate the front face of the wall and run a string line one (1) inch in front of the face-- two (2) inches above the base. Use 2X6 or 2x8 pieces of wood, with 18' steel stakes nailed to each end, for forming up the base (see DIAGRAM 1). STRINGUNE FRONT BOARD — BASE WIDTH BASE ELEVATION 1 A WALL BAT7FR BACK BOARD FILL � , ; .�j• , a . •'- BASE DEPTH a • S UBGRADE COMPACTED BASE MATERIAL Set front board in line with string and at base elevation of wall. Locate the back board at the base width (of wall) distance from the front board. Set elevation of back board to give the proper wall batter. For example, if the wall has a 6:1 batter, and the base of the wail is 30 inches wide (2.5 ft) then the back board should be five (5) inches lower than the front board (See DIAGRAM 2). DIAGRAM 2 30, ',• L 1ATrrR 5' � a • a a • • J Make sure the base material is well compacted. Test if necessary. Be careful not to push out boards during compaction. After compacting, screed off base material, fill in low spots, and screed again. Repeat procedure as necessary to achieve firm, compacted base. Without moving the string line, start leap-frogging the base boards further on down the wall line and continue preparing the base. Do not disturb stringline. It is best to prepare the entire base before setting the blocks. CURVED WALLS BASE PREPARATION Curved walls require many more location points to define the curve (the tighter the curve, the more location points). Use bender boards for the base boards, Set the front boards to the elevation and curve of the walls. Set the back boards to the back width and batter the wall. Fill, compact and screed base material as required. SETTING BLOCKS Before placing blocks, make sure the top and bottom surfaces of the respective blocks are clean. At one end of the wall, or at one end of the lowest base elevation, start the wall. At the start of the wall, mark a line perpendicular to the face of the wall. This line will help place the first block square to the wall face. Place the first block one inch from the string line. Set the next block beside the first block, taking care to align the face. If the base width of the wall requires 2 or more blocks, place the blocks at the back of the wall first (It may help to run a temporary string line). Always place the best face of the blocks on the outside of the wall. (See DIAGRAM 3). DIAGRAM 3 SET BL13CKS AT BACK WALL FIRST Do not set any more than 25 to 30 feet of blocks along the length of base before starting on the second or third row. The block keyways have a limited amount of play which could lead to binding if installed incorrectly. If binding does occur between the first and second row of blocks, leave a 1/4" gap when placing the next base block. Another suggestion to reduce the binding is as follows: When building the base going left to right, after placing each second row block push the second row block right to left until it no longer slides along base block. Make sure the upper row blocks do not slide up on the keys of lower row blocks (See DIAGRAM 4). -+--1�1 R= DIAGRAM 4 BALL rjL,�MKi �T 1�•.---*•-- If building walls with geogrid, make sure geogrid is extended through to the front face of the block. Geogrid reinforced walls require that the backfill and geogrid be compacted and stretched as the wall goes up. Make sure drainpipe, filter fabric, and drain mats (if required) are installed before backfilling. Backfill material and compaction must meet engineer's requirements. Test as necessary. Continue placing blocks being careful to align the face. EQUIPMENT FOR PLACING BLOCKS A track-mounted excavator is the ideal piece of equipment for setting blocks. A wire rigging with swivel hooks, OSHA approved and rated for the weight of the blocks, can be attached to the excavator and used for lifting and moving the blocks. SAFETY FACTORS 1. Never stand underneath a block. 2. Never accept or install blocks with a cold joint (LEAVE ON DELIVERYTRUCK) 3. Avoid getting any part of the body between pinch points while installing blocks (either between two blocks or between a block and the open excavation). 4. Always inspect rigging for lifting the block. Replace all worn out or broken parts. DO NOT USE INFERIOR, INADEQUATE OR UNAPPROVED EQUIPMENT. USEFUL TOOLS 1, Transit- to lay out a level base. 2. Shovels and rakes- for use by the base prep person. 3.A lifting jig- to hold the blocks at the correct batter. 4.A broom- to clean the keyways before placing the next layer. 5.One or more 5 foot pry bars for jostling the blocks into position. CORNERS 1. Vertical walls can be locked at 90-degree corners. 2. Battered walls at 90-degree corners are constructed as follows: Stack a vertical column to fill the cornet, Adjust toe of battered wall to meet with corners of vertical stack (i.e.: kick toe out for outside corner, meet toe at edge for inside corner). For walls higher than 7.5', you ma yy use a stack of full-size, interlocked blocks to make a 5x5' vertical stack, rather than 2 2.50.5' stack with single half blocks (See below). Use Geogrid between the vertical blocks, extending back into the fill. Make the corner stack the same width as the wall base (2.5/5'/7.5'etc.) OUTSIDE CORNER INSIDE CORNER 0 OPTIONAL LARGER CORNER STACK EXCAVATION If the radius of the wall is less than the allowable radius then contact the manufacturer and see if arrangements can be made for special block. Wall Width Minimum Radius of Curve 2.5' 100' 5' 200' 7.5' 300' 10' 400' FINAL LEVELLING OF THE WALL Imperfect or disturbed bases can cause a wall to not run straight or level. It is recommended to shim (asphalt shingle) wall if necessary or place a 4X6 on top of the wall at the high points and pound down with the excavator bucket. Specification for MESA RETAINING WALL SYSTEMS 1.0 GENERAL 1.1 Descri ttion This work shall consist of furnishing and constructing a Mesa Concrete Segmental Retaining Wall System in accordance with these specifications and in reasonably close conformity with the lines, grades and dimensions shown on the plans or established by the Engineer. 1.2 Work Included A. Fumishing engineered plans and calculations, sealed and signed by a registered Professional engineer. B. Furnishing Tensar structural geogrid as shown on the plans. C. Furnishing Mesa Segmental Concrete Facing Units as shown on the plans. D. Furnishing Mesa Standard Connectors as shown on the plans. E. Furnishing geosynthetic drainage composite and erosion control blanket as shown on the plans. F. Storing, cutting and placing Tensar Structural Geogrid as specified herein and as shown on the plans. G. Excavation,placement and compaction of wall unit fill and reinforced backfill material as specified herein and as shown on the plans. H. Erection of the Mesa facing units and placement of Tensar Structural Geogrid. 1.3 Related Work A. Site Preparation B. Earthwork 2.0 REFERENCE DOCUMENTS Geosynthetic Institute: GGI-87 Standard Test Method for Geogrid Rib Tensile Strength GG2-87 Standard Test Method for Geogrid)unction Strength AASHTO Standards: T-289-91 Determining pH of Soil for Use in Corrosion Testing ASTM Standards: C90-85 Specification for Concrete Aggregates C140-90 Methods of Sampling and Testing Concrete Masonry C 150-89 Specification for Portland Cement C331-89 Specification for Lightweight Aggregates for Concrete Masonry Units C331-89 Specification for Lightweight Aggregates for Concrete Masonry Units C618-91 Specification for Fly Ash and Raw or Calcined Natural Pozzolan for use as Mineral Admixture in Portland Cement Concrete C989-91 Specification for Ground Granulated Blast Furnace Slag Z4278Z (Draft)Determining Connection Strength between Geosynthetic Reinforcement and Segmental Concrete Units D-698 Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort 3.0 MESA RETAINING WALL SYSTEM -MATERIALS 3.1 Definitions A. Tensar Structural Geogrid-a polymeric grid formed by a regular network of integrally connected tensile elements with apertures of sufficient size to allow interlocking with surrounding soil, rock or earth and function primarily as reinforcement. B. Mesa Concrete Facing Units-a segmental concrete facing unit, machine made from Portland cement,water and mineral aggregates. C. Standard Connector-a mechanical connection device made of HDPE with fiberglass inclusions, fiberglass, or nylon to positively connect the structural geogrid to the segmental concrete facing units. D. Unit Fill (Core Fill) -granular soil which is within the segmental concrete facing units (optional). E. Drainage Fill -free draining coarse-grained aggregates used as drainage fill to intercept groundwater and thereby relieve hydrostatic pressure or seepage forces. Drainage fill is used between and behind the segmental concrete facing units. F. Reinforced(Infill) Backfill -compacted structural fill placed behind the drainage fill or directly behind the Mesa units as outlined on the plans. G. Long Term Design Strength(T A) -the maximum allowable stress level of the polymeric grid used in the internal stability design calculations of the retaining wall H. Geosynthetic Drainage Composite -a polypropylene non-woven geotextile bonded to both sides of a polyethylene net structure. I. Erosion Control Blanket-a web of polyolefin fibers securely bound by polyolefin thread between two�'-)high strength polyolefin nets. J. Polymeric Materials-shall include structural geogrid, connectors,geosynthetic drainage composite and erosion control blanket. 3.1.1 Tensar Structural GeoQrids A. The Tensar Geogrids shall be a regular polymeric grid structure manufactured of select high density polyethylene,polypropylene, or high tenacity polyester resin. B. The minimum allowable junction strength of the Tensar geogrid, as per GR1 GG2, shall be equal to or greater than the long-term design strength of the geogrid. C. The Mesa Retaining Wall System supplier shall provide certification of the ultimate strength and junction strength of the Tensar Geogrid, based on testing in accordance with GG1 (or ASTM D-4595)and GG2. D. The Mesa Retaining Wall System supplier shall provide certification that the ultimate strength of the Tensar Geogrid per GGI (or ASTM D-4595 )is equal to or greater than the ultimate strength called for on the plans. E. The Mesa Retaining Wall System supplier shall furnish the Engineer with written certification that the Tensar Structural Geogrid is produced of virgin resin only. F. The Mesa Retaining Wall System supplier shall submit plans and specifications to the Engineer which have been sealed by a registered Professional Engineer licensed to practice in the project state for approval by the Engineer prior to construction. The Mesa Retaining Wall System supplier shall provide a certificate of Errors and Omissions Insurance to the Engineer with a minimum value of$500,000 per occurrence. The Mesa Retaining Wall System design shall also be specific as to the type, length, and elevations of the Tensar Geogrids used for design and shall be specific as to the type of Mesa segmental concrete facing required. The Mesa Retaining Wall System shall include a drainage system behind the reinforced backfill volume on the project plans whenever the maximum percentage of backfill material passing the no. 200 sieve exceeds 12%. The Mesa Retaining Wall System designer must include a reinforced,polymeric,permanent erosion control matting on all soil structures adjacent to the retaining wall. G. The Long Term Allowable Design Strength (T al )of the geogrid shall be no more that 23 percent of the ultimate strength (23%Tu)using GRI GGI or the ASTM test method D-4595. H. For a wall system in which the geogrid/segmental concrete facing unit combination has not been tested for connection strength or does not meet the requirements of section 3.1.3B of these specifications,the Lang Term Design Strength of the geogrid shall be no greater than 15%of the ultimate strength (15%Tu)using GRI GG i ASTM test method D-4595. Both test should involve use of a minimum of 2 aperatures in 8" gauge length at a test speed of 10%/minute. Tensar Geogrids Creep Limit Strength LTDS INN lbs./ft Mesa 41 900 682 Mesa#2 1,350 881 Mesa#3 1,835 1,748 Mesa#4 2,780 2,648 Mesa#5 3,960 3,500 Mesa#6 4,975 4,414 3.1.2 Mesa Segmental Concrete Facing Wall Units A. The Manufacturer of the Mesa Concrete Facing Units shall be an approved Mesa Licensee and or manufacturer: B. Mesa Modular Block-Materials l. The Mesa Concrete Facing Units shall consisted of the following: Mesa Standard Unit (High Performance) (8x18x11) 82 lbs.* Mesa Standard Unit (8xi8x11) 75 lbs.* Mesa XL (8x18x22) 105 lbs.* Mesa Landscape Unit (8xI8x11) 35 lbs.* Mesa Cap Unit (4x18x11) 401bs.* *Approximate Unit Weights based on the actual density of the Mesa Units. Densities may vary due to local raw materials. 2. The Mesa concrete facing units shall be connected to each other by a mechanical connection device(s)as described in section 3.1 C. 3. Cementatious Materials -materials shall conform to the following application specifications. a) Portland Cement - Specification C 150 b) Modified Portland Cement-Portland Cement conforming to Specification C 150;modified as follows: Limestone-Calcium carbonate, with a minimum 85%(CaCo3) content, may be added to the cement provided these requirements are met: Limitation on Insoluble Residue- 1.5% Limitation on Air Content of Mortar-Volume percent, 22% Limitation on Loss of Ignition -7% c) Blended Cements -Specification C 595 d) Pozzolans- Specification C 618 e) Bast Furnace Slag Cement-Specification C989 4. Aggregates—Aggregates shall conform to the following specifications: a) Normal Weight Aggregates -Specification C 33 b) Lightweight Aggregates- Specification C 331 Other Constituents-Air-entraining agents, coloring pigments, integral water repellents, finely ground silica and other constituents shall be previously established as suitable for use in segmental concrete retaining wall units and shall conform to applicable ASTM Standards or shall be shown by test or experience to not be detrimental to the durability of the segmental concrete facing units or any material customarily used in masonry construction. C. Physical Requirements The Mesa segmental concrete facing units shall have a minimum compressive strength after 28 days of 4,000 psi. The Mesa concrete units shall have the required freeze/thaw protection with a maximum absorption rate of 6 percent by weight. D. Manufacture Tolerance The Mesa Segmental concrete facing units formed dimensions shall not differ more than (1/16 inch (1.6mm)from the manufacturer's published dimension. E. Finish and Appearance All Mesa units shall be sound and free of cracks or other defects that would interfere with the proper placing of the unit or significantly impair the strength or permanence of the construction. Minor cracks incidental to the usual method of manufacture or chipping resulting from shipment and delivery are not grounds for rejection. The exposed surfaces of the Mesa units shall be straight-split and free of chips, cracks or other imperfections when viewed from a distance of 10 feet under diffused lighting. F. Sampling and Testing The Engineer shall be accorded proper facilities to inspect and sample units from lots ready for delivery. Sample and test the Mesa units for compressive strength and absorption in accordance with the applicable provisions of ASTM Method C 140-90. Compressive strength test specimens shall conform to the saw-cut coupon provisions of section 5.2.4 of ASTM C 140-90 with the following exceptions: a) Coupons ons shall have a minimum thickness of 1 1/2 inch (38.1mm). b) Full Mesa unit samples may be used in lieu of coupons. G. Rejection If the shipment fails to conform to the specified requirements,new specimens shall be selected by the Engineer from the retained lot at the expense of the manufacturer. If the second set of specimens fails to conform to the test requirements,the entire lot shall be rejected. 3.1.3 Connectors A. The Mesa Standard Connectors shall be manufactured from high density polyethylene with fiberglass inclusions,fiberglass, or nylon. Segmental Concrete Retaining Wall Systems which do not utilize and incorporate approved connectors will not be approved for use on this project. B. The Standard Connector shall be capable of mechanically transferring 200 percent of the long-term design strength( 150%Tal)of the Tensar Geogrid to the Mesa facing units at no more than 3/4 inch total displacement. Connection strength testing shall be performed at a laboratory accredited and approved by the Geosynthetic Institute and certified to perform such testing. Connection strength testing shall be performed under a normal load of no greater than 5 psi and without unit fill encapsulated within the Mesa segmental concrete facing unit or placed behind the Mesa segmental concrete facing unit. Granular fill may be placed between Mesa segmental concrete facing units or to fill unique shapes in the tails of the Mesa segmental concrete facing units only.The seating load for the testing shall be no greater than 75 PLF per ASTM Z4278Z (Draft). 3.1.4 Geosvnthetic Drainage Composite A. Where required as shown on the plans, geosynthetic drainage composite shall consist of a 6 oz./sy polypropylene non-woven geotextile bonded to both sides of a polyethylene net structure. B. The minimum allowable transitivity as per ASTM 4716 shall be equal to or greater than 1.5 gal./nun./ft width at a confirming pressure of 10,000 lb/ft2 for a gradient of 1.0. C. The minimum allowable peel strength of geotextile from the genie as per ASTM F904-84 shall be equal to or greater than 250 gm/in width. D. The manufacturer shall provide certification of the transitivity as per ASTM 4716 and peel strength per ASTM F904-84, 3.1.5 Erosion Control Blanket A. Where required as shown on the plans, erosion control blanket shall consist of a lofty web of polyolefin fibers between two(2)high strength, biaxially oriented nets and bound securely together by parallel stitching with polyolefin thread. B. Every component shall be inert to chemicals normally encountered in a natural soil environment and shall demonstrate a minimum 80%strength retained after 1,000 hours of UV exposure as determined by ASTM D-4355, C. The erosion control blanket shall have minimum tensile strength of 175 lb/ft x 100 Ib/ft as demonstrated by ASTM D-1882 for a 2" strip. 3.2 Delivery.Storage and Handling A. Tensar Structural Geogrid, Mesa Standard Connectors, Geosynthetic Drainage Composite and Erosion Control Blanket. Contractor shall check the polymeric materials upon delivery to ensure that the proper material has been received. Polymeric materials shall be stored above-20(F(-29(Q. Contractor shall prevent excessive mud,wet concrete, epoxy and like materials from coming in contact with and affixing to the polymeric material. Rolled polymeric material may be laid flat or stood on end for storage. B. Mesa Segmental Concrete Facing Units and Standard Connectors Contractor shall check the Mesa segmental concrete facing units and connectors upon delivery to ensure that proper materials have been received. Contractor shall prevent excessive mud, wet cement, epoxy and like materials from coming in contact with and affixing to the Mesa facing units. Contractor shall protect the Mesa units from damage(i.e. cracks, chips and spalls). Damaged units shall be evaluated for usage in the wall according to ASTM C90-75 (1981 Rev.) and ASTM C 145-75 (1981 Rev.). 4.0 Backfill Materials A. Unit Fill - shall consist of well graded 3/4" minus crushed stone or granular fill meeting the following gradation requirements: Sieve Size % Passing Unit Fill 1 inch 100-75 3/4 inch 50-75 No, 4 0-60 No. 40 0-50 No. 200 0-5 B. Reinforced Backfill - shall consist of granular fill meeting the following gradation requirements: Sieve Size %. Passing Unit Fill 2 inch 100-75 3/4 inch 100-75 No. 4 100-20 No. 40 0-60 No. 200 0-35 pH Range 5-9 Contractor shall furnish the Engineer with samples and gradation test results of potential reinforced backfill materials. The Engineer shall determine the suitability and acceptance of such reinforced backfill materials prior to construction. Recycled concrete meeting the gradation requirements may be used for reinforced backfill only with Mesa Concrete Retaining Wall Systems using Tensar-High Density polyethylene or polypropylene geogrid. All pH acceptance requirements for reinforced backfill shall be waived for Mesa Segmental Retaining Wall Systems using Tensar-High Density polyethylene or polypropylene geogrid. 5.0 CONSTRUCTION 5.1 Subgrade Preparation A. Subgrade shall be excavated as required for placement of leveling pad as shown on the construction drawings, or as directed by the Engineer. B. Subgrade shall be examined by the Engineer to insure that the actual foundation conditions meet or exceed assumed design assumptions. As a minimum, soil shall be proof-rolled before construction proceeds. Subgrade conditions not meeting the required strength shall be removed and replaced with acceptable material. 5.2 Mesa Segmental Concrete Facing Unit Installation A. Leveling Pad -material for leveling pad shall consist of unreinforced concrete and shall be placed at the elevation(s) and to the dimension(s) shown on the construction plans. B. The first course of Mesa segmental concrete facing units shall be placed on top of and in full contact with the leveling pad. The Mesa segmental concrete facing units shall be checked for proper elevation and alignment. C. The Mesa Segmental concrete facing units shall be placed side by side for the full length of the wall. Proper alignment may be achieved with the aid of a string line or offset from baseline. D. Standard Connectors shall be installed and the voids in and/or around the units filled with tamped unit fill. E. All excess material shall be swept from the tap of the units prior to installing the next course. F. The Mesa Segmental concrete facing units shall be laid to create the minimum radius possible, or as otherwise shown on the construction drawings. Mesa Segmental concrete facing units shall be installed such that only the front face of the units shall be visible. 5.3 Tensar Structural Geogrid Installation A. Tensar Geognds shall be oriented within the highest strength axis perpendicular to the wall alignment. B. Tensar Geogrids shall be placed at the elevation(s) and to the length(s) shown on the construction drawings or as directed by the Engineer. C. Connect the Tensar Geogrid to Mesa facing units using the Standard Connectors as shown on the construction plans. D. Tensar geogrids shall be laid horizontally on compacted backfill. Place the next course of Mesa facing units over Tensar Geogrid. The Tensar Geogrid shall be pulled taut and anchored prior to backfill placement on the geogrid. 5.4 Reinforced Backfll Placement A. Reinforced backfill shall be placed, spread and compacted in such a manner so as to minimize the development of slack in the geogrid. B. Reinforced backfill shall be placed and compacted in lifts not to exceed 6 inches where hand compaction equipment is used, or 10 inches where heavy compaction equipment is used. C. Reinforced backfill shall be compacted to 95%of the maximum density as determined by ASTM D-698. The moisture content of the backfill material prior to and during compaction shall be uniformly distributed throughout each layer and shall be dry of optimum. D. Only lightweight hand-operated compaction equipment shall be allowed within 3 feet of the segmental concrete facing units. E. Tracked construction equipment shall not be operated directly upon the geogrid. A minimum fill thickness of 6 inches is required prior to operation of tracked vehicles over the geogrid. Tracked vehicle turning should be kept to a minimum to prevent tracks from displacing the fill and damaging the geogrid. F. Rubber tired equipment may pass over geogrid at slow speeds, less than 10 MPH. Sudden braking and sharp turning shall be avoided. G. At the end of each day's operation the Contractor shall slope the last lift of reinforced backfill away from the wall facing to rapidly direct runoff away from the wall face. In addition,the Contractor shall not allow surface runoff from adjacent areas to enter the wall construction site. JOHNSON CAR WASH DESIGN PARAMETERS USDA class = Everett ravel) sand loam Soils: gravelly y Unified Class = GM or SM Soil Properties: PROPERTY SYMBOL VALUE COMMENT Batter n/a 1:12 Backfill Sloe nla Level Angle of Internal 9 34' Clean Gravel Friction Wall Friction S 29' Hard Rock Coefficient of It 0.45 Foundation on Rock & Sand Friction Soil Bearing Q 1,500 psf SM Cohesion c 1,050 psf SM Geogrid Embedment Length: Mesa Block = 0.5 * Height of Wall (or 4-foot minimum) Ultrablock = 0.7 * Height of Wall (or 8-foot minimum) Geogrid vertical spacing: Mesa Block = 2.0' maximum (blocks are 0.67' high) Ultrablock = 2.5' maximum (blocks are 2.50' high) Other data and safety factors shown in attached sample calculations. Note: Wall calculations were accomplished for all wall heights. Typical calculations for two Mesa Block wall designs, and two Ultrablock wall designs, are attached. All wall calculations are available by contacting the engineer. L� y..,,.unr....r,.n�un.,..,,w.,.uY.n.N�rr.Nr.n�u.,.w.Nrr�nr.w•uw.r..u.rwuurrdr.w•ii:ur iTiivi,:a�„�,,,,a-�i o.�,;,i e.e,n,.i o.ei..i..i...n,.i o u...n..o u,..n..�v,.. MESA--Tensar Earth Technologies, Inc. Car Wash Retaining Wall Present Date/Time.Thu Sep 27 09:19:44 2001 Copyright(c)1998 ADAMA Engineering,Inc. m.onie.n.i�uM.JP_Mrei�wwi.:J:. lei.,rw.,.. 1.e41+",.r..n.tr.r.=ur.w,..ur.u�rn.,.r.w.u,rw.urau_i ,.r.wuv�t.y..noi.N..n,i..w.r»r._w..io i.er.wi.m.....ieu..n.,. i DESIGN DATA , DESIGN OBJECTIVES Minimum factor of safety against pullout, Fs-po 1.50 Minimum factor of safety against direct sliding, Fs-sliding 1.50 Maximum allowable eccentricity ratio at each reinforcement level,e/L 0.1667 Minimum factor of safety against compound and overall failure, Fs-comp 1.30 Prescribed minimum resistive length to prevent pullout, Le=3.28 ft. Prescribed minimum normalized length of each layer is: L/Hd=0.60 -->L=8.80 ft. Prescribed minimum absolute total length of each layer is: L=7.00 ft. BEARING CAPACITY Bearing capacity is controlled by general shear. Maximum permissible eccentricity ratio(soil),e/L 0.1667 Minimum factor of safety with respect to ultimate bearing capacity(Meyerhof approach) 2.50 Bearing capacity coefficients: Nc=42.16 N g=41.06 SOIL DATA REINFORCED SOIL Unit weight, g 120.0 lb/ft 3 Design value of internal angle of friction, f 37.00 RETAINED SOIL Unit weight, g 125.0 lb/ft 3 I Design value of internal angle of friction, f 34.00 FOUNDATION SOIL(Considered as an equivalent uniform soil) Equivalent unit weight, g„ j,, 125.0 lb/ft 3 Equivalent internal angle of friction, feqni,,. 34.00 Equivalent cohesion, ceq„i,,. 0.0 lb/ft 2 Water table does not affect bearing capacity ' M LATERAL EARTH PRESSURE COEFFICIENTS a � Ka(internal stability)=0.2827 (if batter is less than 100,Ka is calculated from eq. 15. Otherwise,eq. 38 is utilized) 271 Ka(external stability)=0.2486 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise,eq. 17 is utilized) o Inclination of internal slip plane, y=63.500 (see Fig.28 in DEMO 82). SEISMICITY Not Applicable i f r r W oven iuu...n o,,...na ove.n•iouM�ia M...no ou-.noo,b.n. eNe.n� Car Wash Retaining Wall Page 2 ,..,uu,..yvuuo.m,a u.Ws.w.wnv,avwn,uaww uu.wu�uYo✓r r,u,wwur..nq NMwJ,Nry Nl4n.u.yi,MJ,M�B.N!`xte N�}/yl#y�Iy.N.y.n.uyouso�aue.m.io ao.m uw.w.nu.W„iauo.n+�oumu uaw.aW,nu.,.e, ewww c,e.n.,,�v.ew,uu..e+�.u.uw i�vwr.,,�u...i InIAW/ISU1r.In1aY.AlIW.1..1111.M.1�1Y/�IIWr11WIu1.Y�If.IIY�..UH�/ol1Y%�1 II�I�IIN�bIAIYWI.IY/n IAY�I�IAWWI.IrIP.IAW�IAYM.1.11�11.I.Y�i..l11r/�IIY�IIr1�.Yii�I�Y�iwl�u.w••is.e.n.ieN�lk•ieu..lr•I..u.n.•i o.ww.iow..w•I .k.J MESA--Tensar Earth Technologies,Inc. Car Wash Retaining Wall Prey a Deterrime: Thu Sep 27 09:19:44 2001 Copyright(c)1998 ADAMA Engineering Inc. I _ArwwL.�J 1=�'?�.----'•n.ie_rrrel�n..n._�r.i..ur..-I.�f±.loy�.+ I.rr�u.rw.uu.rel.rrii�..Rllrrrl�!-��.I.IbP'I_�.rrsll�sl uyr.).r�i•itNL-_L�ftI�Y��ie�...n..io�...n.iaw..r...load.ro.io�r...w..iore...n,.iau,.n,.l o�ww„I.u...i INPUT DATA: Geogrids (Multiple type reinforcement) i D A T A Geogrid Geogrid Geogrid Geogrid Geogrid type#1 type#2 type#3 type#4 type#5 UXMESAI UXMESA2 UXMESA3 UXMESA4 UXMESA5 Tult (lb/ftl 2195.0 2695.0 4395.0 6895.0 8995.0 Durability reduction factor,RFd 1.0 1.0 1.0 1.0 1.0 Installation-damage reduction factor, RFid 1.20 1.18 1.32 1.20 1.23 Creep reduction factor,RFc 2.93 2.91 2.40 2.48 2.45 Fs-overall for strength 1.50 1.50 1.50 1.50 1.50 Coverage ratio, Rc 1.00 1.00 1.00 1.00 1.00 Friction angle along geogrid-soil interface, r 31.08 31.08 31.08 31.08 31.08 Pullout resistance factor,F* 0.8•tan f 0.8•tan f 0.8•tan f 0.8•tan f 0.8•tan f Scale-effect correction factor, a 1.0 1.0 1.0 1.0 1.0 Variation of Lateral Earth Pressure Coefficient With Depth Z K/Ka K/Ka 0.0 1.0 2.0 3.0 0 ft 1.00 0 3.3 ft 1.00 Z[ft] 6.6 ft 1.00 6.6 9.8 ft 1.00 13.1 ft 1.00 9. j 16.4 ft 1.00 - 19.7 ft 1.00 16. _.-.---� 26.L _ -- - _--- -_..- _-- 32.8 _ - - -- I I I i i i _._________._._._ ..__---- o..lo,l�.,,l..l.+..1.�....I.11�11+r.WA•I..✓IUI.IY�MI.IW�,.Y�Ibr.W/IrI.Y�InI.L�141.11YwI.N�I�I.Y�.IAY�M1eI.Hs.OI.Y./oI.Y�R.I.IYd�I.IYibI.WI�1.11�nI.lYIM1.1✓�.I.MM.I.WNI.YM•is.:i.Ys/lri.W�M1•In.lrw.lu,i...n..luw.n..i+ Car Wash Retaining Wall Page 3 I ', �-- -A1011AI1NMeleY�Iwi1M.Il4rA•�II�Io 11�e1,N..A 11 v.1WNelON�P�111YMr1�1Y�I�1.M.�.1111Y1.IDY�1�111WleI�IW.e1,IrIw1�11�.ID1Y.1e ID11Mu1.W.Iw 1111M.IDY�Ie 111Y.A1.lYM•11NrFuloY�In•-IONM.I.MaNIO W.1i••IoN�M.IeNwJo.la4W ! MESA--Tensar Earth Technologies, Inc. Car Wash Retaining Wall Present Daterritne: Thu Sep 27 09:19:44 2001 Copyright(c)1998 ADAMA Engineering.Inc. e.i.wr.i.lw.o ie_w..l._t..1�A_ll�r._u uy.n.l..rr.�,u.}..I.r.A1.1u�w.11u�AI.u.lA1Dr.A1..u..Al,ur.1.lw.l..ur.ulw..rl..wl.11�.1.w..�._leui+o1.11r..i•wmt5.�1_ursy.w.i.wr.••I.w.•lew..1,.o.,+n.•iou.-.w..o.l.-....inwr,.,leuv. INPUT DATA: Facia and Connection i. (Design) FACIA type: MESA Standard I (setback=0.0625 inch,batter=0.45 °) Depth/height of block is 1.500/0.667 ft. Horizontal distance to Center of Gravity of block is 0.411 ft. Average unit weight of block is gf=82.0 lb/ft' Top of wall Z/Hd To-static/Tmax Z/Hd 0.00 0.25 ! 0.00 1.00 0.50 0.25 1.00 - 0.50 1.00 0.75 0.75 1.00 1.00 1.00 1.00 1.00 0.90 0.80 0.70 0.60 0.50 To-static/Tmax To-static,To-seismic=connection force, static and superimposed dynamic component,respectively. ' Geogrid Type#1 Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 s (1) CRu (2) s CRu s CRu s CRu s CRu 480.0 1.00 480.0 1.00 480.0 1.00 480.0 1.00 480.0 1.00 Geogrid Type#1 Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 s CRs (') s CRs s CRs s CRs s CRs 480.0 0.39 480.0 0.39 480.0 0.39 480.0 0.39 480.0 0.39 (1) s =Confining stress in between stacked blocks[lb/ft 2] (2)CRu=Tult-connection/Tult-geogrid (1)CRs=Tpo-connection/Tult-geogrid D A T A (for connection only) Type#1 Type#2 Type#3 Type#4 Type#5 i ! Durability reduction factor,RFd 1.00 1.00 1.00 1.00 1.00 Creep reduction factor,RFc 2.93 2.91 2.40 2.48 2.45 Overall factor of safety:connection break,Fs 1.50 1.50 1.50 1.50 1.50 Overall factor of safety:connection pullout, Fs 1.50 1.50 1.50 1.50 1.50 i i i Car Wash Retaining Wall Page 4 suygiy.pluyD,yl'wlolb.I.le 11..Yula.VNt..lAaurw.l➢4WwlAYW'uIAfWMe 1D�.1,ulDYOYf+1DYoJf.•l➢W.Pu.lDlb.A1DIHuM11DlWflu l,lY.p.lAlle.YeilaN..1a•l➢ueJfu l➢Yw.Nluuw.IrolaNa.iwl➢!W'wiA u..IwlaaW'wlu4ndf.luYsiwluu.11wiDn'•.Iwla y..IL luu...Yu luLLJf.luu�.N.W W! MESA--Tensar Earth Technologies, Inc. Car Wash Retaining Wall Present Date/Time: Thu Sep 27 09:19:44 2001 Copyright(c)1998 ADAMA Engineering,Inc. . .A.w.a=.o.r.,.e.�.n.�e.��..��.u�ne�._.,,�..,....n..�r�...,e...�..,m..,�—_..�rer,...�.yr.e.rw�.yew,,.,,.�,�..a.your.,�..�...rr.-7.....�.......Y..,.,,,.v.....u�...o....»....b.., o.w..» .....». ..._». ..... I INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height,Hd 14.66 [ft] { Embedded depth is E= 1.33 ft,and height above top of finished bottom grade is H= 13.33 ft } Batter, w 4.8 [deQl NOTE: Specified batter combined with MESA block setback implies the LEVELING PAD is inclined at+4.310'to the horizontal. Backslope, b 0.0 [deg] Backslope rise 0.0 [ft] Broken back equivalent angle, I=0.00' (see Fig.25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [lb/ft 2] OTHER EXTERNAL LOAD(S) [S] Strip Load,Pv= 1000.0 []b/ftl. Footing width,b=1.5 [ft]. Distance of center of footing from wall face,d=32.0 [ft] DESIGNED REINFORCEMENT LAYOUT: I S] i I SCALE: 0 2 4 6 8 10 [ft] Car Wash Retaining Wall Page 5 ».,.,.,.».�y.e.�.,,.....w,➢,,.,.,,�,� �,o.......,a,...„ ..e.»..,y.�,..,d.�,u.a,�,.»..,�.�,.�,�o,�,.,�.b.a.,�,�»,,a,�.».�..�.»..,.,�,,,..,�.,�.,o.».,.,�.�,..e.W,a.�,P..a.»�,..e»...,�..,�u..,Y�.�..,L,�,.,a.�.. o,�,�..,....,...� m..I.Y.rn.laly.lruew.i.wr..leu:.r.l..r...u.+.l.usr..le.1.wurrrlir�n.uY.w,lir�w.liw:n:lilrw.in`w,.Yuw.lr�.i.:irrrolrr.i.iiy:r..uu.wliu:wei:ud.r.�i:iv MESA--Tensar Earth Technologies,Inc. Car Wash Retaining Wall Present DateTme: Thu Sep 27 09:19:44 2001 Copyright(c)1998 ADAMA Engineering,Inc. IeI.Na/In IOt.,=1r1.MglrYrlblaY_.Ie_I.YM.Y..Y_InYIiM_rl .:, ..�rY_Y �I�N�eY.I.�.IrY�I.eYYY1b Y.�11.Y.�eY11M.H.J.�o_YNM�Yy�I�YY�1 I�WIIIw•Ir.fAIn11 Y.aMlob...miune.n..io.t..n.iou...mio.w..m•I.u,.A.iou...mlu.wl REINFORCEMENT LAYOUT AND DESIGN CRITERIA GEOGRID type: LEGEND: ( 1 )Connection strength O Satisfactory Type#1:UXMESAI (2)Geogrid strength ,A Unsatisfactory Type#2:UXMESA2 (3 )Pullout resistance Type#3: UXMESA3 (4)Direct sliding Type#4: UXMESA4 (5 )Eccentricity Type#5: UXMESA5 Bearing capacity: Foudation Interface: Direct sliding () Eccentricity G e o g r i d G e o g r i d # Elevation Length Type( 1 ) (2) (3 ) (4) (5 ) # Elevation Length Type( 1 ) (2) (3 ) (4) (5) [ft] [ft] # [ft] [ft] # 1 0.67 8.80 3 O O d O O 5 8.67 8.80 2 d b 0 b b 2 2.67 8.80 4 O O O O b 6 10.67 8.80 2 b b b b O 3 4.67 8.80 3 b b O O O 7 12.67 8.80 1 b O b b O 4 6.67 8.80 2 O O O b O i i i i i i Car Wash Retaining Wall Page 6 �JOLYµHI�1 _ 41MM aM�41I11r1►M✓14.hi/Yr.bHIWH+YWrYlulaL.I�AIN.�rNllbtl,4Mllhy6�Y�a1+ti.AYl.1.r�11M1MIMYNr�.a-IfYl�.!HNw�+YY.1MYlypnlYl{y(w1a.Wlu YLrIbYWYb HII..IIuIa WYb IaIWY.YW ——i..,rn..u.r..,w..rrr.ar...v..,w..rr..ur..nrni:r'.w.r.r..,rr:;:i`,�r..,rw..r.w.,r..ar►.�r..ar,.:rr`.�.ire�Ar�ir nrw::u�w:i�,rn.i.ur+�i n,e.n.. w.. ,e.r.. ,e.n..u.,�.n...u�w. ,..... u... MESA--Tensar Earth Technologies,Inc. Car Wash Retaining Wall Pment Daterritne: Thu Sep 27 09:19:44 2001 Copyright(c)1998 ADAMA Engineering,Inc. iIwiau-RJ:WwI.!1�.?lAww.iaEwn._{,Irn.��.r.w�,_r=iaur.iAN�wp�., w__w,rwt.,,�lr1��4!Lw!!�2�lAIrM.,�a.�iS. w=J��R!I��_net.l{i._w�r,lM•.I�II�RISi�r,.wu.w.i.Y.Jw�srrova,w.n,iou.ww.iou.w..io.wn.iu,ti.n„io,wi BEARING CAPACITY for DESIGNED LAYOUT STATIC SEISMIC UNITS Ultimate bearing capacity,q-ult 17488 N/A [Ib/ft 21 Meyerhof stress, s 2113.37 N/A [lb/ft 2] Eccentricity, e 0.99 N/A [ft] Eccentricity, e/L 0.113 N/A Fs calculated 8.27 N/A Base length 8.80 N/A [ft] I [S] i I i I 1 i SCALE: 0 2 4 6 8 10 [ft] I Car Wash Retaining Wall Page 7 fW.u.aru.N..r.w+,, to,wn,+,.uo.w,nuwr,,nve.n,in vo.n.t wu...pu w�e.e.�wues w+ieq.�.w+ei+R•sllli/+.1.f.1wL_l1M✓�l±lr..ru—+Wr�am+winvsa�,iuu.�.w,a.i.,.o�,nudw�a v..+w�uu�,.,nu..nr.,o.u,.i..�..,y.,eu..�++io�w+.ieud,.,�u,�,..,oumw,+ewe .�___ e.�-io�e-w.m.i o.W�alYAieAV.o Ie W.Mni Allele l.YM...11.......uYMe1JM�M1eYMr ..M.i o.�-.n.•i o.b.n..o,m�i o.w.n.• u.rn.uerr.l errrliir�.l�ei it ieri:l:lue�iirioi:i�.ie•i.i o�iu�w,.i�e'u:.ia�e�.i.:ie.i a.�.:r:i ew...i eY.w,4" MESA--Tensar Earth Technologies, Inc. Car Wash Retaining Wall Prams Date(rime: Thu Sep 27 09:19:44 2001 Copyright(c)1998 ADAMA Engineering.Inc. �14II Il1Y�leleMrl..ie.Y.IwUIIMe�IY�llsli11�11_LI�eLY ^19N�i.Il Yli�1111�Ib�e��IlY�lee leYMell Wl.. Wible Ar Ie.M�1�Y��LY�Iu IIy�.J IYMe_I_a AY.Ir I eY�Io�1 e Ww_I e_Y�1w1 eYww I OYa/b I a.W DIRECT SLIDING for DESIGNED LAYOUT (for GEOGRID reinforcements) Specified Fs-static= 1.500 I Along reinforced and foundation soils interface: Fs-static=2.558 # Geogrid Geogrid Fs Fs Geogrid Elevation Length Static Seismic Designation 1 0.67 8.80 2.404 N/A UXMESA3 2 2.67 8.80 2.833 N/A UXMESA4 3 4.67 8.80 3.434 N/A UXMESA3 4 6.67 8.80 4.337 N/A UXMESA2 5 8.67 8.80 5.841 N/A UXMESA2 6 10.67 8.80 8.855 N/A UXMESA2 7 12.67 8.80 17.926 N/A UXMESAI ECCENTRICITY for DESIGNED LAYOUT Along reinforced and foundation soils interface: e/L static=0.1127 # Geogrid Geogrid e/L e/L Geogrid Elevation Length Static Seismic Type # [ft] [ft] 1 0.67 8.80 0.1006 N/A UXMESA3 2 2.67 8.80 0.0689 N/A UXMESA4 3 4.67 8.80 0.0432 N/A UXMESA3 4 6.67 8.80 0.0234 N/A UXMESA2 5 8.67 8.80 0.0094 N/A UXMESA2 6 10.67 8.80 0.0009 N/A UXMESA2 7 12.67 8.80 -0.0022 N/A UXMESAI I i Car Wash Retaining Wall Page 8 bL7YOTI9Jl�y�/y�1.lN�1W}A�yi/g..19.,�W1RySA�1/1MKe.layry�ui4e.F.c 10.M�#a/9�411A91!leJl49.LIWK1pMIP9x1flISlIY¢LYY]4L�y�DpHIM.TW�INpeuLlW?I_Dy�1yJY4eL1{�y.4114W>°/_lA1MfIs1l91M�uy..Irlpj9�l.uLy�Ili MN�yPu�n)wv,��eu....lp i ou..Vw�u v...i - Ib I.......�N 1111�I.elele�e UYrIr Ie11�.I�WI�i.,.eY.Nlele�M1sleY.Ierlewe.I ll A11YSI.n---le-,eeM.,ew.pulew�I�ie �•��•�-Iw/blelYiwleY�I..IlW�1`Illri..leYMwlo.,..nw.ie.I..l..bl..•Ie WMnowrw..l e.4M•ieua.lr..lausn..iow MESA--Tensar Earth Technologies,Inc. Car Wash Retaining Wall Present Datefrime. Thu Sep 27 09:19 44 2001 Copyright(c)1998 ADAMA Engineering,Inc. oaewwi._wr._�.w.ew.w .�e�r...�e.en.t.��,...,.�..e.n,.iew.T.o.a.�,.e.b.m.e«..M1�e.b.T..w.r,eou..r,,.e.�e.�..moo..,.M1..e.,...,,,,..d,.,,..,.,.......,...�.,.e.k..��.....�.,e.rr...,w...�...e.,....ew..M1..ie�-....e.,..................,. I RESULTS for STRENGTH # Geogrid Tavailable Tmax Tmd Specified Actual Specified Actual Geoerid Elevation [lb/ft] [lb/ft] [lb/ft] minimum calculated minimum calculated Designation [ft] Fs-overall Fs-overall Fs-overall Fs-overall static static seismic seismic 1 0.67 1390 688.7 N/A 1.500 2.019 N/A N/A UXMESA3 2 2.67 2317 715.3 N/A 1.500 3.239 N/A N/A UXMESA4 3 4.67 1390 596.0 N/A 1.500 2.333 N/A N/A UXMESA3 4 6.67 785 476.7 N/A 1.500 1.646 N/A N/A UXMESA2 5 8.67 785 357.4 N/A 1.500 2.196 N/A N/A UXMESA2 6 10.67 785 238.0 N/A 1.500 3.297 N/A N/A UXMESA2 7 12.67 625 133.3 N/A 1.500 4.687 N/A N/A UXMESAI RESULTS for PULLOUT # Geogrid Coverage Tmax Tmd Le La Avail.Static Specified Actual Avail.Seism. Specified Actual Elevation Ratio [lb/ft] [lb/ft] [ft] [ft] Pullout,Pr Static Static Pullout, Pr Seismic Seismic [ft] [lb/ft] Fs Fs [lb/ft] Fs' Fs 1 0.67 1.00 689 N/A 8.52 0.28 16640.7 1.500 24.162 N/A N/A N/A 2 2.67 1.00 715 N/A 7.69 1.11 14160.6 1.500 19.796 N/A N/A N/A 3 4.67 1.00 596 N/A 6.86 1.94 9906.0 1.500 16.621 N/A N/A N/A 4 6.67 1.00 477 N/A 6.03 2.77 6964.2 1.500 14.610 N/A N/A N/A 5 8.67 1.00 357 N/A 5.20 3.60 4502.4 1.500 12.599 N/A N/A N/A I 6 10.67 1.00 238 N/A 4.36 4.43 2517.7 1.500 10.577 N/A N/A N/A 7 12.67 1.00 133 N/A 3.53 5.26 1017.0 1.500 7.627 N/A N/A N/A I I i ti1:.v.1�u�nelerr.law..r.ler.w.uiu.la.rr.leiwle.wlerr.1.errrlerrw.l..rr.uu.w..ler..n.le.w.ler.r.l.erw.•lew..irn.low.w•lor.w>le.,.w•1e..r..ler..n.leu.+..le.w.w•Ieu.r..leu.r..ler.w•leww•I.ww1e..,e.M1 4�,n..u.... Car Wash Retaining Wall Page 9 p,,•••_�.-«,reww�,nou.ar�r. �+wewwu,a.ne,nwe.e.in,r.ev,n.�..w,nwerw,nwew„�n,w.�w,uwo.w.,<we.r..pow.w=..aw.ww,a,r..,nw�..w,o,�miou�w,n,�.w,ow�.w,uw�.n.wv�.a.w,en,,.owo.wow.r,.,a,e.n.,o,.,n,,..,,.,.r.,,o,e.,.,,o,enw,.,...,�,�,ee en.,1 u.re,e,•usHOIIIW,e1JY�eu 11YSM1llll�lrllll�les 11YM.Il.Y�1!IJtl�11el1Y�ne IJMUIe IJeYIn IIY�I�IIM�M1,IJYrM 1 e"--,OIISNn I OIWT.I Olu�em,lelsM•,a�uN�,0 elm•IJ aMe I0 W W,o,o e,,..n,.i o�x•.h„i o u,,.,w•,Ou...n,•i 0 u..n.•i 0 ue.n.•,oue.P..,0 u...,r..i o w..n..i u.,..., MESA--Tensar Earth Technologies,Inc. Car Wash Retaining Wall Present Daterrime:Thu Sep 27 09:19:44 2001 Copyright(e)1999 ADAMA Engineering,Inc no 0 udv,.•a.wm•IJ.Y.ne I11e�A.1_1�}u�_I..uleC�1.1_I,e llr.rI re,JMw,rr�I,e rrrrY�n.u�✓e l�rw.l>rr�rs,_I�Y�..Ilse�Yi�I.�}1✓,s114�w. y�lwl e_r.wr,.O N.ww.,0 u..m.,o ua RESULTS for CONNECTION (static conditions) # Geogrid Connection Reduction Reduction Available Available Available Fs-overall Fs-overall Fs-overall Elevation force,To factor for factor for connection connection Geogrid connection connection Geogrid [ft] [Ibtft] connection connection strength, strength, strength, break pullout strength break, pullout, Tc-break Tc-pullout Tavailable CRu CRs criterion criterion pb/ft] Specified Actual Specified Actual Specified Actual pb/ft] [lb/ft] I 1 0.67 689 1.00 0.39 1835 1714 1390 1.50 2.66 1.50 2.49 1.50 2.02 2 2.67 715 1.00 0.39 2780 2689 2317 1.50 3.89 1.50 3.76 1.50 3.24 3 4.67 596 1.00 0.39 1835 1714 1390 1.50 3.08 1.50 2.88 1.50 2.33 4 6.67 477 1.00 0.39 926 1051 785 1.50 1.94 1.50 2.20 1.50 1.65 5 8.67 357 1.00 0.39 926 1051 785 1.50 2.59 1.50 2.94 1.50 2.20 6 10.67 238 1.00 0.39 926 1051 785 1.50 3.89 1.50 4.42 1.50 3.30 7 12.67 133 1.00 0.39 750 856 625 1.50 5.62 1.50 6.42 1.50 4.69 I . I i illl i i n`•iui,.:n.i.u:.ro•I:urn�.rwauiirol.urr,ill:+.l.u.r.l.u..n.l.l�.r.liiwlwi. ivirw..i.u..n.1.ew..ull.rri.lw.1.r.r.1.eww.1.r..i.�i�oeiwle"Ile.n'-,n.wr`,•.�:r.".r,ei..r..r,.l�u::��i.irwo�au:aa l..v::-I.,wv.;i.lwiw+moll.:i:.:lau.,r,,.l.u..lw.,.u,rn Car Wash Retaining Wall Page 10 a••iuvn+m.a,rn.ln.,..n.,w+w..u,e.n.,w,,.r.,,u.lr..lun.+>„n.we.�u.la.n.u.l..r inwwiau.aww.,,.n.,<,I..neua...4uu.+c�<.,..�.,,<.I.w....u..e,....w+w.n.,..n.,nn.a•,u,a.o,,,Jwa..n,u,.�cu.s..le.e...l�al.aw,.c,w,.•,e.,..,.,eu...n.,,e.�,.,uuo.,..,�..,. - ,.:..��..,, .;w:,:N. o.�:� �..M .y..w..-- - .�.•. Nam, e.,�.�..w.,�:o.k.J,o-- MESA--Tensar Earth Technologies,Inc. Car Wash Retaining Wall p Present Daterritne Wed Sep 26 17:02.49 2001 Copyright(c)1998 ADAMA Engineering,Inc. i..rw•..uw�i..w..�.i.._rn..is..w.i .i._...n..�,w�n..i..�w..._y..w,fern.i.ur.i._u.ftf.yrw!gM.W.&gNft'._ft'L ..._n.9.�� Car Wash Retaining Wall 1 r F. Y Y i R i PROJECT IDENTIFICATION Title: Car Wash Retaining Wall Project Number: 271 Client: Jack Johnson,Belfair Designer: MFW Station Number: Description: q Mesa Standard Block/Geogrid Reinforced Wall *Design:A2b Companys information: Name: Michael F Wnek PE PS Street: 1665 NW Sherwood Drive Bremerton, WA 983 1 1-894 1 � Telephone#: 360-692-3802 Fax#: 360-692-3802 EE-Mail: mikewnek@tscnet.com Original date and time of creating this file: Wed Sep 19 13:24:07 2001 ff r PROGRAM MODE: DESIGN of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. C E Y h fl. i r 1 MI.W.R.laYwrlo-.M�ieioiwM.�iOvwn�OMM.Ii.1�Re1'�.I�.w.liY ruli.%.sii 1 w i.Y��IU IiYMe�eNwl.lYle1.I1�IV 1iY�I�II WInI.Y.Ie1l.1�I�I.W/�I.IMi�1..W11.1.Y�Ir1.MCI.r�—li11�ti1�11w1.1a�1�Ie.-.iwi.�i.-.Ww.•..fMM.IeYMoi.Nrlw•�a.�eWr•l ufb.i Car Wash Retaining Wall Pase I f . Ilrgnu.apyloW�minarA+.luaW.n14W.M�na...rv.�nLe.n...n+e.eq�uiweW.oa�y.nuynnwb.mNJ.e.pgLLlM+e.11�LsM�•IM..��LJI�W1lM!Y1P_MM+.t9�.��nat...w i.�uuwuiau..h�.u.w.n.•u uew.,uuu.e��.u-d+.,�e u..�w��...+w i nuww i c.i..us..au...v.,i e au+..��uo.r�i.,v...� -...�...,,,.c..,.,.,..-,.r.,. •„_...�:c::w..,....,,,,...p.:,...,,.•-�:,,r.ro: :::�—.,:,.,,�,.,,,,..,..,,,,_,.,:�.:,.,,_,..,�...,.„�.�.�:�:,w...,:,,.,,..,,..,.,-w::,.r:,,�:;r..,,:.�,ro,�o.�,..,:..,a�:•.�:,:o.�:,,.,e:;...,r.,,..� MESA--Tensar Earth Technologies, Inc. Car Wash Retaining Wall Present Daterrime: Wed Sep 26 16:59:37 2tI Copyright(c)1999 ADAMA Engineering,Inc. , i• ,ern., I DESIGN DATA DESIGN OBJECTIVES Minimum factor of safety against pullout, Fs-po 1.50 Minimum factor of safety against direct sliding,Fs-sliding 1.50 Maximum allowable eccentricity ratio at each reinforcement level,e/L 0.1667 Minimum factor of safety against compound and overall failure,Fs-comp 1.30 Prescribed minimum resistive length to prevent pullout, Le=3.28 ft. Prescribed minimum normalized length of each laver is: L/Hd=0.60 —>L=7.20 ft. Prescribed minimum absolute total length of each layer is: L=7.00 ft. BEARING CAPACITY Bearing capacity is controlled by general shear. Maximum permissible eccentricity ratio(soil),e/L 0.1667 Minimum factor of safety with respect to ultimate bearing capacity(Meyerhof approach) 2.50 Bearing capacity coefficients: Nc=42.16 N g=41.06 SOIL DATA REINFORCED SOIL Unit weight, g 120.0 lb/ft 3 Design value of internal angle of friction, f 37.00 RETAINED SOIL Unit weight, g 125.0 lb/ft 3 Design value of internal angle of friction, f 34.00 FOUNDATION SOIL(Considered as an equivalent uniform soil) Equivalent unit weight, gqn i,, 125.0 lb/ft 3 Equivalent internal angle of friction, feq„i,,. 34.00 Equivalent cohesion, ceq i„ 0.0 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) Ka(external stability)=0.2486 (if batter is less than 10°,Ka is calculated from eq. 16. Otherwise,eq. 17 is utilized) Inclination of internal slip plane, y=63.50' (see Fig.28 in DEMO 82). SEISMICITY Not Applicable I i i i :,i�i..i.,,r,.i•,,...,.r.................n.,.n.wie:,..,.uu.n..inn....,.u..,.,.,,....,.�,::,;i.,,:...,ie.....:Feu....,i.,,..,..ia.w.....,.W,....�e,..o.,..e Car Wash Retaining Wall Page 2 On�I.IrJM11,i►.LL1le.Ae1R3Y,lt3NWe 41wP1AIk�414Y,FeKIMMNNIwbFY„MI�W,IfaNll�lL�NMb4MY.eeelSMnl4 UJIM•inu...,„oeaw.nuuPw,n}W✓uW�MW.M,P+,sera+ia+..nr„1,�e+,ev-nw i0�4•oveerou.. w inn• i:...w.J.......1V.....rlr.....ale.....Y�Ii...1�N�r�..W..YMa.Y�.iY�1u...........J1✓��_JY�.ri:i.�.�.rY.r�.u.✓e.uu..n.•....✓w. us... .wno e.✓.•nu..v....w.w..u..w..v.. MESA--Tensar Earth Technologies, Inc. Car Wash Retaining Wall Present Date/1'ime: Wed Sep 26 16.59:37 2001 Copyright(c)1998 ADAMA Engineering,Inc. r..1,ur.n...sr,.l•.Iel.,.i•u.w•r,.w.n.�.Wei..I�I�oi..Y�i..�i=s�.MM.S.1.ACrS J. A.—_L.��..1�� J=.Y�.bi�i..l�U�.Y�M1,�.�iJ.4.L=i.�.�.R.JY�1,.!•�1�11.I..I..Inr,Mslri..r�I_re_i•N.n..i.ugR'i...�.M.Y�N i..or�i..Wi INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height,Hd 12.00 [ft] { Embedded depth is E= 1.33 ft,and height above top of finished bottom grade is H= 10.67 ft} Batter, w 4.8 [deal NOTE: Specified batter combined with MESA block setback implies the LEVELING PAD is inclined at+4.3100 to the horizontal. Backslope, b 0.0 [deg] Backslope rise 0.0 [ft] Broken back equivalent angle, I=0.00' (see Fig.25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [lb/ft 2] OTHER EXTERNAL LOAD(S) [S] Strip Load,Pv= 1000.0[lb/ftl. Footing width,b=1.5 [ft]. Distance of center of footing from wall face,d=32.0[ft] DESIGNED REINFORCEMENT LAYOUT: � S] I I SCALE- 0 2 4 6 8 10 [ft] M��M'--.1�.1 1eli.../.r•11�.1.1✓w11.✓.II.IV.ri1YM.��1y�.l.Ir.I..l�Y�1.rl11YIe 1�11�Ib IJYnI..l..l�lb1. v��—__ ..... ��Y—�..�l..l.Y./el.Y./bl.l.�.e1.Y✓n II.Y/..l.Y•I�IIYJI�l.Y�1�I.IYAI.I.�I..I..Yie U Wlru I.YMe I�WIu1..1�1..i o.l.�..1..1�I.I.�wA�I•fu Car Wash Retaining Wall Page 3 .,n,e.l,.�,�,..,�,m.l,..,a,�,.rJ,,�,ylJ,e.,:<>b.,,.,J>�,..r..�.:,�,a,�,,,..e.a..r.,e..wJ,.,.,,.,rJ..,.,..r.,e.g.,r�.�.r:w�•.,�n..,n,�.r,..,J.e.a.,n,�,�,..e.�.,,y.�,..➢.�,.,�,�,u:,.,..rr.,n�:.,�.r,.:n....,.�,e,,. n,�.1..�,..�,.,J,...e,..d.,.ln.e.,:�,..� MESA--Tensar Earth Technologies,Inc. Car Wash Retaining Wall Present Datelrime: Wed Sep 26 16:59:37 2001 Copyright(c)1999 ADAMA Engineering.Inc. n.,�res - DESIGN: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs=8.90, Foundation Interface: Direct sliding,Fs=2.647, Eccentricity, e/L=0.1043. GEOGRID CONNECTION Fs-overall Fs-overall Fs-overall Geogrid Pullout Direct Eccentricity # Elevation Length Type (pullout [connection [geogrid strength resistance sliding e/L [ft] [ft] resistance] break] strength] Fs Fs Fs 1 2.00 7.43 UXMESA4 2.86 2.96 2.47 2.466 10.798 2.873 0.0666 2 4.00 7.43 UXMESA2 2.20 1.94 1.64 1.644 13.996 3.634 0.0375 3 6.00 7.43 UXMESA2 2.94 2.59 2.19 2.193 11.977 4.902 0.0165 4 8.00 7.43 UXMESA2 4.40 3.88 3.29 3.289 9.967 7.438 0.0034 5 10.00 7.43 UXMESAI 6.38 5.59 4.66 4.655 7.065 15.047 -0.0020 GLOBAL/COMPOUND STABILITY ANALYSIS For the specified search grid, the calculated minimum Fs is 1.540 (it corresponds to a critical circle at Xc=-8.00,Yc=25.27 and R=0.00 [ft]). c I I I I Car Wash Retaining Wall Page 4 M..w.' 0"P <a .w i;ice MESA--Tensar Earth Technologies,Inc. Car Wash Retaining Wall Present Daterrinte: Thu Sep 27 09:45:49 2001 Copyright(c)1998 ADAMA Engineering.Inc. .y�.n.�.�.r.�..,w...i.,..n.i..,w.u,r.n.i.��.dui.�.,w.un.�..i.,w.ii,...ei.uw,•rr.u,v__.i._r,.reurr.,.,r..,..r..._rr.,.,,.w.i.��w�i„�r�.i.u..r.i.,w..i..,,�w.i.,v..i.rwi.r.....�..n.w.,.wn.,.....,.......n.i.,..p 1 i Car Wash Retaining Wall 1 t PROJECT IDENTIFICATION i Title: Car Wash Retaining Wall + Project Number: 271 Client: Jack Johnson,Belfair Designer: MFW Station Number: Description: Ultrablock/Geogrid Reinforced Wall * Design E1 i s Company's information: Name: Michael F Wnek PE PS I Street: 1665 NW Sherwood Drive Bremerton,WA 98311-8941 I Telephone#: 360-692-3802 Fax#: 360-692-3802 E-Mail: mikewnek@tscnet.com P Original date and time of creating this file: Wed Sep 19 13:24:07 2001 , a 4 PROGRAM MODE: DESIGN of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. a C d a !i Y I k i t I i.,i....w•i:■'+eiv..n:iaiw.n.i•u:+.i.0 i.oii�..n.urr.iirwiiirie,i�ri.,.iw'-i,✓`.�.irnoiir:w.iirr..,.. '....�� .i•rrr,•u.w.,.,rw.,.,,.w,.rr..urrr,.u.w�i•u.w:i•iri.i i'rr..,irr.•i eww.i a.w,..i.ww,...m.,..o,w Car Wash Retaining Wall Page I MESA--Tensar Earth Technologies,Inc. Car Wash Retaining Wall Present Date/Titne: Thu Sep 27 09:45:49 2001 Copyright(c)1998 ADAMA Engineering,Inc. DESIGN DATA DESIGN OBJECTIVES Minimum factor of safety against pullout, Fs-po 1.50 Minimum factor of safety against direct sliding,Fs-sliding 1.50 Maximum allowable eccentricity ratio at each reinforcement level,e/L 0.1667 Minimum factor of safety against compound and overall failure,Fs-comp 1.30 Prescribed minimum resistive length to prevent pullout, Le=3.28 ft. Prescribed minimum normalized length of each laver is: L/Hd=0.70 -->L= 10.50 ft. Prescribed minimum absolute total length of each layer is: L=7.00 ft. BEARING CAPACITY Bearing capacity is controlled by general shear. Maximum permissible eccentricity ratio(soil),e/L 0.1667 Minimum factor of safety with respect to ultimate bearing capacity(Meyerhof approach) 2.50 Bearing capacity coefficients: Nc=42.16 N g=41.06 SOIL DATA REINFORCED SOIL Unit weight, g 120.0 lb/ft 3 Design value of internal angle of friction, f 37.00 RETAINED SOIL Unit weight, g 125.0 lb/ft 3 Design value of internal angle of friction, f 34.00 FOUNDATION SOIL(Considered as an equivalent uniform soil) Equivalent unit weight, 9-6. 125.0 lb/ft 3 Equivalent internal angle of friction, feq„i�. 34.00 Equivalent cohesion, cequiv. 0.0 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) Ka(external stability)=0.2486 (if batter is less than 10°,Ka is calculated from eq. 16. Otherwise,eq. 17 is utilized) Inclination of internal slip plane, y=63.50" (see Fig.28 in DEMO 82). SEISMICITY Not Applicable I i i i t Car Wash Retaining Wall Page w,,>r.,ew,+wwurwo.+,••_.�..^ -•-aaw.ow a.wne�..wi.uo.rw.u..��.n...waowe „..a.waw+.wsuaWrt,.u.w.ww,eyiaa..+.n_u..wi,+wrouu,.m.a.wwww.e.uu.wwwe.r.pia,e.wio.,.n..uu.r-au..n,i,u.,., .awW i.u,nwu.,,, MESA--Tensar Earth Technologies, Inc. Car Wash Retaining Wall Present Date/Time: Thu Sep 27 09:45:49 2001 Copyright(c)1998 ADAMA Engineering,Inc. rri.u..n.i.yew•i�...��i.�iw�.ieryn.�:s,L�_u�we.sYil.�i.1L.�1..J.4Rl�q!�PJ•ywR)JtM1M_�sr�Ll.�rIa114.t�.�•y!Ia'1!MIS«�.rr.i.rr.t..�I..).u.w��rr.�.r.w iNrN.t.rr..�.rrui..�..w�it—�.rr..iuu...,..i>.�..n..iuu..n,.ie,,.n INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height,Hd 15.00 [ft] { Embedded depth is E= 1.50 ft,and height above top of finished bottom grade is H= 13.50 ft } Batter,w 4.8 [degl NOTE: Specified batter combined with MESA block setback implies the LEVELING PAD is inclined at+4.310'to the horizontal. Backslope, b 0.0 [deg] Backslope rise 0.0 [ft] Broken back equivalent angle,I=0.00' (see Fig.25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0[lb/ft Z] OTHER EXTERNAL LOAD(S) [S] Strip Load, Pv= 1000.0 [lb/ftl. Footing width,b=1.5 [ft]. Distance of center of footing from wall face,d= 11.0 [ft] DESIGNED REINFORCEMENT LAYOUT: I S] i i I SCALE: i 0 2 4 6 8 10 [ft] Car Wash Retaining Wall Page 3 r-- n,.r.r✓.u.r+.r..'_'i..r.m...rr.::.. n.r..rn.i.r:w.urrwurr.rurn:riw�n:iiirwurrrurr..u.w.urrrurwrurrrur.rr.ur.w.r .'.�"..."'-_�..-._. ..r.n.u.rri.u.rw.urr..u.r..u....w.i..u_.n..i..b.�..i o u,w,:i:d.i..;.au..•i.u,_.r...i o.wr..i.....i MESA--Tensar Earth Technologies, Inc. Car Wash Retaining Wall Present Deterrime: Thu Sep 27 09:45A9 2001 Copyright(c)1998 ADAMA Engineering,Inc � �.r..r....�..r...�._�:r.�..r��...r..rrr.r..t:.r.ur.....r.�� „�rre•�ereees�.rye.��•�e��t,rr.iea�.�±r�,,r�rurara�.ra+�.sleai��.-r..rr.r.�r-i.......�a�.t..r�.�..,..»..w_...�.r..M.�..r...,.�.,...r..�.r...�...<.,.......r,:.. DESIGN: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs=8.27, Foundation Interface: Direct sliding, Fs=2.558, Eccentricity, e/L=0.1127. GEOGRID CONNECTION Fs-overall Fs-overall Fs-overall Geogrid Pullout Direct Eccentricity # Elevation Length Type [pullout [connection [geogrid strength resistance sliding e/L [ft] [ft] resistance] break] strength] Fs Fs Fs 1 0.67 8.80 UXMESA4 2.49 2.66 2.02 2.019 24.162 2.404 0.1006 j 2 2.67 8.80 UXMESA3 3.76 3.89 3.24 3.239 19.796 2.833 0.0689 3 4.67 8.80 UXMESA3 2.88 3.08 2.33 2.333 16.621 3.434 0.0432 4 6.67 8.80 UXMESA2 2.20 1.94 1.65 1.646 14.610 4.337 0.0234 5 8.67 8.80 UXMESA 1 2.94 2.59 2.20 2.196 12.599 5.841 0.0094 6 10.67 8.80 UXMESA5 4.42 3.89 3.30 3.297 10.577 8.855 0.0009 7 12.67 8.80 UXMESA5 6.42 5.62 4.69 4.687 7.627 17.926 -0.0022 i j i i i i ..•......•u..run.n.ur.w.urr►r.rr...rrr..rrrr.r..uu...u.rw.ur.w.u. .rwr.rw.r.....rr.r......w.....rn...r.n.r.r..r.r..rr..r. ..rr ......r.w uur i:.r.w i.u:+.i.r:w'i:u i.�r.r.r✓.i.ur Car Wash Retaining Wall Page �w..,�.,.�,.,....,�.„o,�,.�..�...�,�..�..wr�,W..w,.,, w�...�.,,.,,�..,.,�.,�.,,wr.�,.�,�..e..,.,..,�,.o,,,ou....ur...ur..w,...,.,,..w�,..r..r..,.,�.�...,.�o.r...,r..rw.�..r..o.,..�w..,�.....r..,..,...,...�,.,�.....�,.,,..r..tiw.r...,.:�.....r,.r.,.....�.,,..r.,r..,.. -�� - ImI.WIe1.Y..MIA1.siol.NSIu1.Y�Ie 111✓oIA.IMs1AY..I.+1..YW 11.YA.11Y�11.11N�I..11.1�Ib1.1Y�11Wb1.Y�141IY�1�1A11�In UY�Ir 1.1Y�U11�\I.IYdIr 1111�Ib UY�I..1.Y�1..1.I11db111Yw.111.01-1111�Ib I.Y�Ib1:Iw.Ir1.MYr1.Y../rl.Y.M.1.� MESA--Tensar Earth Technologies, Inc. Car Wash Retaining Wall i Present Detelrltne: Thu Sep 27 10:45:56 2001 Copyright(c)1998 ADAMA Engineering,Inc �..13 u1y.le�AYw1_._ t.?4�!SoY.�woi�lYJr.1.1�I._I.urn.l__.... ._w......yu1.a►iI.11M.u1✓I.I.Yin.lAll�n.ulwf.�l_1Y.wr1AWr�1�Vy�.1.�..i�lYi1!SiV!11�t. i t t fyy 'j Car Wash Retaining Wall i c t j PROJECT IDENTIFICATION Title: Car Wash Retaining Wall Project Number: 271 Client: Jack Johnson,Belfair Designer: MFW Station Number: Description: Ultrablock/Geogrid Reinforced Wall " Design E2 Companys information: j w Name: Michael F Wnek PE PS Street: 1665 NW Sherwood Drive yI Bremerton, WA 98311-8941 ! Telephone#: 360-692-3802 Fax#: 360-692-3802 E-Mail: mikewnek@tscnet.com p Original date and time of creating this file: Wed Sep 19 13:24:07 2001 i PROGRAM MODE: DESIGN of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. 1 e I I i i Car Wash Retaining Wall Page I .�,I.>�..s.�..,w.�,1�..�.,---w,1.�.,..l..l>o�..�.�,..�.1>a...l..11..,..Ie.l„„y..n�a.u..wl�yd„,�...a.I.m.Po,I.,�.I,�.�.1..1..�.✓,.,I..I,.,a,_s Io>�,..�.I,,.I...yl,.l.,�,.l,.I�»ly�lo,e.w.l�,.�,,�,�..,�I�.�,�Io>�I�,I.�,yI..�I�,__I�>w ---- In1A1Wn..IlNrr-IlY�1e IlY�II.IIY�I-IJ1Y.I,n IIII�I,.II.WeIIY�II.IJY�Il.IJ11-I-IA.WelA11�IOI.WNoIo.W.,olouu.l,el01WO1JY�n1911�1..1.Y�le ll.Ir11.I.WM.lAM�11o1lYM�l11W��lA.WM1. ... ..iYNeMw I.N�lleio�lr�eloue.roioue.n••lo�wn.in.l•.i MESA--Tensar Earth Technologies,Inc. Car Wash Retaining Wall Present Datelrirne: Thu Sep 27 10:45:56 2001 Copyright(c)1998 ADAMA Engineering,Inc. n,•,o.l...n.lnwlmie.l.wi..p.n„I.u�n,url_rr�._rr,._.r.I�ww,.I.yY-_I3.rr.+��—�I..Ir..r..r,.A.v.A.rr,.I...w.I.rr.I.rr.lAr.w.i�r.=.u_rt�•_I>.u..r..1.rr�.ti=:_i�r..io.y.i.u..�..l..w,..,nusw.l.w..nel.e...n..l..rw.iuw. DESIGN DATA DESIGN OBJECTIVES Minimum factor of safety against pullout,Fs-po 1.50 Minimum factor of safety against direct sliding,Fs-sliding 1.50 Maximum allowable eccentricity ratio at each reinforcement level,e/L 0.1667 Minimum factor of safety against compound and overall failure, Fs-comp 1.30 Prescribed minimum resistive length to prevent pullout, Le=3.28 ft. Prescribed minimum normalized length of each layer is: L/Hd=0.70 -->L=8.75 ft. Prescribed minimum absolute total length of each layer is: L=8.00 ft. BEARING CAPACITY Bearing capacity is controlled by general shear. Maximum permissible eccentricity ratio(soil),e/L 0.1667 Minimum factor of safety with respect to ultimate bearing capacity(Meyerhof approach) 2.50 Bearing capacity coefficients: Nc=42.16 N g=41.06 SOIL DATA REINFORCED SOIL Unit weight, g 120.0 lb/ft' Design value of internal angle of friction, f 37.00 RETAINED SOIL Unit weight, g 125.0 lb/ft' Design value of internal angle of friction, f 34.00 FOUNDATION SOIL(Considered as an equivalent uniform soil) Equivalent unit weight, g-ni 125.0 lb/ft 3 Equivalent internal angle of friction, fw„i,,, 34.00 Equivalent cohesion, ceq i,,_ 0.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka(internal stability)=0.2827 (if batter is less than 100,Ka is calculated from eq. 15. Otherwise,eq. 38 is utilized) Ka(external stability)=0.2486 (if batter is less than 100,Ka is calculated from eq. 16. Otherwise,eq. 17 is utilized) Inclination of internal slip plane, y=63.50' (see Fig.28 in DEMO 82). SEISMICITY Not Applicable i I i i Car Wash Retaining Wall Page 2 nulu,w.e.,,s.dn.,u,lo+wW,lo,I,ow,I..m,n.I..m.wY+N+.M.K�>IJM..r..LJY.n..uueiu,nudwl4,la,1,.•In.bJ,..ln,w.4„w LUJ,o 9N...ia.ww„cy,.Pulu,wno wlweW lu,b.ru,u,b.l.•lu.io.l,.•I�,I.,.n.,luurXulu..Wnln,w.,alulxwtl�v..nm,o Y.,d MESA--Tensar Earth Technologies, Inc. Car Wash Retaining Wall Pra t Date(Time: Thu Sep 27 10:45:56 2001 Copyright(c)1998 ADAMA Engineering Inc. r.— 4.w 4--A ""ftF„00hem m--E M-fti..rr. INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 12.50 [ft] { Embedded depth is E= 1.50 ft,and height above top of finished bottom grade is H= 11.00 ft } Batter, w 4.8 [degl NOTE: Specified batter combined with MESA block setback implies the LEVELING PAD is inclined at+4.310'to the horizontal. Backslope, b 0.0 [deg] Backslope rise 0.0 [ft] Broken back equivalent angle,I=0.00" (see Fig.25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [lb/ft 2J OTHER EXTERNAL LOAD(S) [S] Strip Load,Pv= 1000.0 [Ib/ftl. Footing width,b=1.5 [ft]. Distance of center of footing from wall face,d= 11.0 [ft] DESIGNED REINFORCEMENT LAYOUT: S] I SCALE: 0 2 4 6 8 10 [ft] Car Wash Retaining Wall Page 3 1 m•IaMCJn�ieflMnlOY.uIn1>-i1..�m,olblmlDu..A�i1KM•IA1Yw.i0Wl�+lo.vr�lousw.olsNn.Ib�o.Ir el1.�I�ll ••^"_ ._.__ ��-�._._�.�-.�,.�..��_�. ._ _ .. Y1iYIIYl�lb1111�.1.Y�I�IAYM•I.IWaIA.YiuI.11�1�1.YaI�1.WIle IAY�I�l1YM�1.Y�IISI.IwM.I YM.�I.u�.Iu uM+I.u...I++.u..In IOYMolu14J MESA--Tensar Earth Technologies, Inc. Car Wash Retaining Wall Present Daterrinne: Thu Sep 27 10:45:56 2001 Copyright(c)1998 ADAMA Engineering,Inc. n..io.I.+n..I.Y.Ie.L.MYI=Y�I,ellY�ldlllwllnt.ilj��l.1✓�I.Y�InulYIr1.Y./�I.Y�.I�.. . I.Y�I�I. . u ,. a __ISm o.IYlI!I.Y_r1.Y1I�,.11�oI.�..dr111Y.q.I.H�I�,..Y.WI.W..n.�.u.ww.I.uW DESIGN: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs=8.27, Foundation Interface: Direct sliding, Fs=2.558,Eccentricity, e/L=0.1127. GEOGRID CONNECTION Fs-overall Fs-overall Fs-overall Geogrid Pullout Direct Eccentricity # Elevation Length Type [pullout [connection [geogrid strength resistance sliding e/L [ft] [ft] resistance] break] strength] Fs Fs Fs I 1 0.67 8.80 UXMESA4 2.49 2.66 2.02 2.019 24.162 2.404 0.1006 2 2.67 8.80 UXMESA3 3.76 3.89 3.24 3.239 19.796 2.833 0.0689 i 3 4.67 8.80 UXMESA2 2.88 3.08 2.33 2.333 16.621 3.434 0.0432 4 6.67 8.80 UXMESAI 2.20 1.94 1.65 1.646 14.610 4.337 0.0234 5 8.67 8.80 UXMESA5 2.94 2.59 2.20 2.196 12.599 5.841 0.0094 6 10.67 8.80 UXMESA5 4.42 3.89 3.30 3.297 10.577 8.855 0.0009 7 12.67 8.80 UXMESA5 6.42 5.62 4.69 4.687 7.627 17.926 -0.0022 I. I i I i i NI.L�Il1.�I�1.W I�Y�1F1111�1..1.f1 s1.11��I.YrISI.Yw/..I.IrAUIYi�l11YMr11.Ir.11Y/�I.W.i�1.Y�I�1.Y�I�IJ1Y.1e1..1��1If1�If.lAll�In11Y�.111.�Ir111YJM11Yl/�I�IY/�I�YM.11Y./41�WAII.Y.I.r11Y�IhIAY.J1e1.IW1.YM�1.Yw.l Car Wash Retaining Wall Page 4