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GRADING & EROSION CONTROL LEGEND ixWR / JUC- 01( Z no WETLAND BOUNDARY UNE _ . ,t F3 sj j° � Q �+'� TTY OS 1 I6�iRD WETLAND BUFFER UNE z C W 240 ER _- _,.eo EXISTING CONTOUR la {g�yyyR�� qs�� W g r^ I0.+A1, ON PROPOSED CONTCR W 1 u4 S PROPOSED BLOCK(KEYSTONE)RETAINING WALLci ■ iT w y 111)1 EXISTING GROUND S r PROPOSED BRICK RETAWINC WAIL g 3 235 t p$ -235PROPOSED ROCKERY RETAINING WALL *Mill— _ k'gs,fi PROPOSED SEDNENT FENCE • "` 4 t5 Ill 8 ! —_ _— PROPOSED TREE PROTECTION FENCE(CHAINLNK) NI^T'Te_ n u � A R 1l FINISHED GRADE - - _$ill, i 4 230 - — -,- --- — -- —230 `.:�t ROCK CONSIRUC110N ENTRANCE REVIEW D FOR CODE COM.PLIANC$ +• — — — — _ � �g 1 FROFB.IER BAG SEDIMENT BARRER 225 Approved: I AT PROPOSED CATCH BASKS OTC:C: y �n�l_y 225 ®- RETNNNG WALL INFORMATION. cc 1 \ n �� ' m „• I TOP WALL WAIL HEIGHT J w 10 V, SU( 80TTOM WALL C� w g W 220_ Permit#:.,,,c OQ �y (�\ 1 , _220 W m o +Do Address: .S W2+03s tV / 3+00 4+00 IE-219.77 5+00 5150 i iii Z N 8 a �� �' �( DITCH PROFILE �j W 3 O O N `"I t7 Suite#: oZ ~ wao ~ BO SCAM 1 inch=20 feet VERTICAL SCALlh 1 Inch=8 feet l- ir) m �' < I- " ' 1(x17 SCALE:HORIZONTAL SCALE: 1 inch=40 feet VERTICAL SCALE: 1 Inch=10 feetIX j Dates a- e e s - " ��� _. , w 225.7 IF - 20.00' _. i -_ �� h !_� ■ �- w w I w � L e© w w w y vl 231.84 ---�� �`"; ��`� iiiii. w Jy I y � I /"231.84 231.44 -1 ..:` — SI (} si µ. w y S' i �. -- .. ... ..w. 7 (�7 7 gZ LZZ 235 z Zt- 41 A I i ‘1,�.. POND BOTTCN_ N I LI I Cr �2 4 �" _.- — TRACT'A' z W J ' � Q� 1 W I xKq \. NOTE 1 \'� 1 N + I ALL WALL HEIGHTS ARE EXPOSED EAU- HEIGHTS. ALL W `�, HEIGHTS PERIMETER OF POND TO BE �' Q) Z y - lar_._ I 1 CAST-IN-PLACE WALL SEE SHEET 29 1 3.52 C7 y w W — / _----_ I FOR WALL SECTIONS.ACCESS ROAD TT �' / _ WALL T NODULAR BLOCK.REFER.TO I 1 .. 00 CO Q ,,H R CAST-O 8pACE WALL DESIGN,GATED _ FREEBOARD 0_ O CC L Ji i t /7�. Sg ,; . e,¢ � MAY 17.2017 AND ALLAN BLOgC WALL - taw FNSH OR EXISTING ��„a:ri ini i � a z i3 iS DE51GN DATED MAY 10,2017 BOTH BY 100.0 iW GRADE PER PLAN 2� ten■ - 2J11 4' 3' `i' ♦ y ,". : I •` MIA MAHEDY-SEXTON. —_ , • Hi H1 — — ` �,'/, ,, /. . \ g r, �S11NG GROUND _ `A ' 225.7 11 : �� '' �1F 225.7 \• © .. RETAINING MASHED GRADE 1 "' '� • II WALL m n `� 1` POND BOTTOM=228.25 �� "+�4 , 93.0 BR @ p� @ Q� / „ c ..} .�� \: x 925 1E N of 5 S // 1... * \\ `'" FINISH OR EXISTING i�iil 2251+� 1+. 22S / `� �,. ` "DE PER PLAN STORM WATER POND SECTION F—F TYPICAL RETAINING WALL DETAIL HORIZONTAL SCALE:1 inch=10 feet VERTICAL SCALE:1 inch=2.5 feet Z s 5 5 `• x 11x17 SCALE:HORIZONTAL SCALE: 1 inch=20 feet VERTICAL SCALE: t inch 5 feet O '� Q \ q \� Circ 5' z�z 5c� e s $ s ;p I _, : m ts g \I g. -4N w z 6 .12w I I I i 2,0�s Y of n In GI 240 Q o Z E l" I it i / 235 --- ��— — �, ISM — . �` \` 0.'-').ii /I ,;,1-N -2zsz �� I ...,,....., . 235 u� I • / I 2301+DD 2+00 ' 3+ao 2� RENEWAL 8/30/2018 Z STORM WATER POND Sc ACCESS ROAD GRADING DETAIL PEDESTRIAN PATH SECTION D-D o o) I SCALE:1 inch=10 feet HORIZOMIL SCALE:1 Inch=EO feet VRIHICAL SCALE:1 inch=2.8 teat 11x17 SCALE: 1 inch=20 feet 11x17 SCALE:HORIZONTAL SCALE: 1 inch=40 feet VERTICAL SCALE: 1 inch=5 feet SU62O16 00006 3 N n A A • A A A A n A A A w A A A A A A " i1 n A A A. AA AAA.-AA A AA AA M A AAA MAAA ISA A AAA".AA-A M-.1 Offi,L.i.- k.,31-1'Y N CC W W Z to z W I ` < LV =a s" WdU � a rF_NE_R_AL NOTES 111 •I R i INTERNATIONAL BUILDING CODE i 8 S STRUCTURAL DESIGN CRITERIA COMPUES WINSOILS REPORT BY RAPID SOILS SOLUTIONS. Mill CONCRETE MIXING AND PLACING OF ALL CONCRETE AND SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH THE IBC AND ACI CODE 31&CONCRETE SLUMP TO BE 5'.DO NOT ADD WATER TO MIX TO INCREASE SLUMP.MINIMUM CONCRETE STRENGTH (28 DAYS)3000 PSI, REINFORCING STEEL: Fy 60,000 psi GENERAL INSPECTIONS ARE REQUIRED PER IBC SECTION 1701 a SPECIAL INSPECTIONS ARE REQUIRED FOR PER IBC 1704 AS FOLLOWS RAPID SOIL SOLUTIONS TO INSPECT FOUNDATION EXCAVATION FOR WALLS,DRAINAGE MATERIALS AND PIPE. a a CONCRETE CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH IBC TABLE 1704.4.TAKE CONCRETE CYLINDERS AS REQUIRED FOR CONCRETE A S z 6 0 STRENGTHS.VERIFY SLUMP.PROVIDE VISUAL INSPECTIONOF ALL REINFORCING. -, w g w CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN FIELD AND CONTRACTOR SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION.DRAWINGS ADDED SHEET W ct 1••• v O SHOW COMPLETED STRUCTURES ONLY.TEMPORARY BRACING DURING CONSTRUCTION IS THE RESPONSIBILITY OF THE CONTRACTOR. _ W o 0 8 ¢.( W 3 0 0•N vi 6 rp m m L% XQ XO u}}' > A O W Q d m 1- �y K M to H o E3 1 1 I o W r "JO`♦ �� ; i ', - _ 'RFs o J a.:. Q 0 LiJ �J� : &,\VIOril I I I� W z 1 I Amo W 0 (n Z CC n n RETAINING WALL SCHEDULE(VEHICLE LOAD) RETAINING WALL SCHEDULE(WITHOUT VEHICLE LOAD) a 'A''RN H T A B W C BAR'A" BAR"B' BAR"C" BAR"D" BAR"E" H T A B W C BAR"A" BAR"8' BAR"C" BAR"D' BAR'E" 0 E n 4'-10" 8" 6" 1' 4'-6" 12" /4 0 12" #4 0 12' #4 0 12" #4 0 12" /4 0 12" 1'-10" 8' 6" 6" 1'-6" 12" /4 0 12" #4 0 12" #4 0 12" #4 0 12" #4 0 12" , 6'-2' 8' 6" 1'-3' 5'-9" 12" #4 0 9' #4 0 12' #4 0 12' #4 0 6' #4 0 12" 2'-10' 8' 6' 9' 2-0' 12" #4 0 12" #4 0 12' /4 O 12" /4 0 12" /4 0 12" 3•-10' 8" 6" 9' 2'-9" 12" #4 0 12" /4 0 12" /4 0 12' #4 0 12' #4 0 12" m v 4'-10" 8" 6" 9" 3'-6" 12" #4 0 12" #4 0 12" /4 0 12" #4 0 12" #4 0 12" 6'-2" 8" 6" 12" 4'-6" 12' /4 0 12" #4 0 12" /4 0 12' /4 0 12" /4 0 12" 1 CAST—IN—PLACE RETAINING WALL — SECTION H—H CAST—IN—PLACE RETAINING WALL — SECTION J—J Z g g ' S N.T.S. N.T.S. 0 IV W r2 3 fl 5. 8 8 8 . - , (4 m V U) CD r W rn n 0 2 3 , . a f NOTES u) 4. 1. SEE SHEET 11 FOR RETAINING WALL LOCATION AND ELEVATIONS. ,v 'it 1 2. SEE SHEET 11 FOR LOCATIONS OF GRADING SECTIONS. ..34N ;..: e 3. SEE SEPARATE CAST-IN-PLACE RETAINING WALL DESIGN BY , i MIA MAHEDY-SEXTON, RAPID SOIL SOLUTIONS, DATED MAY 17, 2017. 3 IIIIIIIIIIIIIIIII Z W CD N 5 SU62016-00006 o N e I Progress Landing Tigard, OR Page Index AttL,..ci ) 1 Specifications qiiii, r 13 Et ! ernaicaicwations '`.'. gillir Section View Internal Calculations r hiSlisbil Section View ICS Results �� Section View ICS Geometry . . 42 Construction Details 46 Worksheet ': •.„ U 41 .:II II W MI Q, a C c Ea PRoF AB Classic N N t(, ' NF .Qs�O M L (e 7 �v cr 19I24 °- t' la l7.— ii r. 0 REG a) -0 = � o ZEEZL.i.,-. �i �Z I hereby certify that these calculations were prepared by me e z 5�" 9�, „�'� or under my direct supervision and that I am a duly licensed = °'ai 41'4HED engineer certified and responsible for the content of these o o o NE�Y' calculations. a �, a o EXPIRES:it.,--'i -4 Of 6 Signature: Engineer: License Number: Date: Y 15.14 Specification Guidelines: Allan Block Modular Retaining Wall Systems The following specifications provide Allan Block Corporation's typical requirements and recommendations. At the engineer of record's discretion these specifications may be revised to accommodate site specific design requirements. SECTION 1: ALLAN BLOCK MODULAR RETAINING WALL SYSTEMS PART 1: GENERAL 1.1 Scope Work includes furnishing and installing modular concrete block retaining wall units to the lines and grades designated on the construction drawings and as specified herein. 1.2 Applicable Sections of Related Work Section 2: Geogrid Wall Reinforcement 1.3 Reference Standards A. ASTM C1372 Standard Specification for Segmental Retaining Wall Units. B. ASTM C1262 Evaluating the Freeze thaw Durability of Manufactured CMUs and Related concrete Units C. ASTM D698 Moisture Density Relationship for Soils, Standard Method D. ASTM D422 Gradation of Soils E. ASTM C140 Sample and Testing concrete Masonry Units 1.4 Delivery, Storage, and Handling A. Contractor shall check the materials upon delivery to assure proper material has been received. B. Contractor shall prevent excessive mud, cementitious material, and like construction debris from coming in contact with the materials. C. Contractor shall protect the materials from damage. Damaged material shall not be incorporated in the project (ASTM C1372). PART 2: MATERIALS 2.1 Modular Wall Units A. Wall units shall be Allan Block Retaining Wall units as produced by a licensed manufacturer. B. Wall units shall have minimum 28 day compressive strength of 3000 psi (20.7 MPa) in accordance with ASTM C1372. The concrete units shall have adequate freeze-thaw protection with an average absorption rate in accordance with ASTM C1372 or an average absorption rate of 7.5 Ib/ft^3 (120 kg/m^3) for northern climates and 10 lb/ft3 (160 kg/m^3) for southern climates. C. Exterior dimensions shall be uniform and consistent. Maximum dimensional deviations on the height of any two units shall be 0.125 in. (3 mm). D. Wall units shall provide a minimum of 110 lbs total weight per square foot of wall face area (555 kg/m^2). Fill contained within the units o x may be considered 80% effective weight. itnn cu ce v 0o s -a a; Ei= a) E o z " E I hereby certify that these calculations were prepared by me tj .o z t c or under my direct supervision and that I am a duly licensed .4) o = �,2)a. engineer certified and responsible for the content of these a o m o au (13 calculations. a - a 0 0 Page #: Signature: i Engineer: i• License Number: Date: v 15.1.6 E. Exterior face shall be textured. Color as specified by owner. F. Freeze Thaw Durability: Like all concrete products, dry-cast concrete SRW units are susceptible to freeze-thaw degradation with exposure to de-icing salts and cold temperature. This is a concern in northern tier states or countries that use deicing salts. Based on good performance experience by several agencies, ASTM C1372 or equivalent governing standard or public authority, Standard Specification for Segmental Retaining Wall Units should be used as a model, except that, to increase durability, the compressive strength for the units should be increased to a minimum of 4,000 psi (28 MPa) unless local requirements dictate higher levels. Also, maximum water absorption should be reduced and requirements for freeze-thaw testing increased. a. Require a current passing ASTM C 1262 or equivalent governing standard or public aurthority, test report from material supplier in northern or cold weather climates. b. Where de-icing chemicals land on a SRW retaining wall consider a more durable capping unit. Durability concerns occur where there are saturated conditions in repeated freezing and thawing conditions. c. In areas where SRW's are exposed to repeated exposure from snow removal equipment, consider sealants or water repelling chemicals periodically applied to the walls (silane and siloxane compounds). G. Freeze Thaw Testing Criteria The need for higher levels of Freeze Thaw durability is primarily a regional requirement. In lieu of written criterion from a local governing body or public authority, the following provides testing criterion for areas considered negligible, moderate or severe (reference National Concrete Masonry Association): Exposure Average Winter Low Temperature Negligible > 32 deg F (0 degrees C) Moderate < 32 deg and >20 deg F (0 and -7 C) Severe < 20 deg F (-7 deg C) a. Negligible: minimum compressive strength per design specifications, No freeze-thaw testing is required. b. Moderate: If block units are not exposed to deicing salts: minimum compressive strength of 4000 psi (28 MPa), Less than 1% weight loss after 100 cycles for 5 of 5 specimens OR less than 1.5% weight loss after 150 cycles for 4 of 5 specimens. Tested using ASTM C1262 in tap water. c. Moderate/Severe: If block units are exposed to deicing salts: minimum compressive strength of 5800 psi (40 MPa), Where units will be exposed to De-Icing Salts: Less than 1% weight loss after 40 cycles for 5 of 5 specimens OR less than 1.5% weight loss after 50 cycles for 4 of 5 specimens. Tested using ASTM C1262 in 3% saline solution. In northern climates that are considered to be more arid, the environment that creates freeze-thaw durability issues may not be present. The local engineer of record needs to evaluate if continued wetting of the facing units creates an environment where durability concerns are warranted. 2.2 Wall Rock A. Material must be well-graded compactable aggregate, 0.25 in. to 1.5 in., (6 mm - 38 mm) with no more than 10% passing the #200 sieve (ASTM D422). B. Material behind and within the blocks may be the same material. 2.3 Infill Soilo, a. A. Infill material shall be site excavated soils when approved by the on-site soils engineer unless otherwise specified in the drawings. c Unsuitable soils for backfill (heavy clays or organic soils) shall not be used in the reinforced soil mass. Fine grained cohesive soils (c)<31) may 0 be used in wall construction, but additional backfilling, compaction and water management efforts are required. Poorly graded sands, expansive o x clays and/or soils with a plasticity index (PI) >20 or a liquid limit (LL) >40 should not be used in wall construction. —' cn a) vce v go r L CL (0 C, cs1 L Ei= cu Ego z •• Ez I hereby certify that these calculations were prepared by me tj .o z c `r' or under my direct supervision and that I am a duly licensed .a),o — .2) ai engineer certified and responsible for the content of theseo o 1a o a calculations. S. aaa Page #: Signature: 2 Engineer: License Number: Date: v 15.1.6 B. The infill soil used must meet or exceed the designed friction angle and description noted on the design cross sections, and must be free of debris and consist of one of the following inorganic USCS soil types: GP, GW, SW, SP, GP-GM or SP-SM meeting the following gradation as determined in accordance with ASTM D422. Sieve Size Percent Passing 1 inch (25 mm) 100 - 75 No. 4 (4.75 mm) 100 - 20 No. 40 (0.425 mm) 0 - 60 No. 200 (0.075 mm) 0 - 35 C. Where additional fill is required, contractor shall submit sample and specifications to the wall design engineer or the onsite soils engineer for approval and the approving engineer must certify that the soils proposed for use has properties meeting or exceeding original design standards. PART 3: WALL CONSTRUCTION 3.1 Contractor Requirements Contractors shall be trained and certified by local manufacturer or equivalent accredited organization. A. Allan Block and NCMA have certification programs that are accredited. Identify when advanced certification levels are appropriate based on complexity and criticality of project application. B. Contractors shall provide a list of projects they have completed. 3.2 Excavation A. Contractor shall excavate to the lines and grades shown on the construction drawings. Contractor shall use caution not to over-excavate beyond the lines shown, or to disturb the base elevations beyond those shown. B. Contractor shall verify locations of existing structures and utilities prior to excavation. Contractor shall ensure all surrounding structures are protected from the effects of wall excavation. 3.3 Foundation Soil Preparation A. Foundation soil shall be defined as any soils located beneath a wall. B. Foundation soil shall be excavated as dimensioned on the plans and compacted to a minimum of 95% of Standard Proctor (ASTM D698) prior to placement of the base material. C. Foundation soil shall be examined by the on-site soils engineer to ensure that the actual foundation soil strength meets or exceeds assumed design strength. Soil not meeting the required strength shall be removed and replaced with acceptable material. 3.4 Base A. The base material shall be the same as the Wall Rock material (Section 2.2) or a low permeable granular material. B. Base material shall be placed as shown on the construction drawing. Top of base shall be located to allow bottom wall units to be buried to proper depths as per wall heights and specifications. C. Base material shall be installed on undisturbed native soils or suitable replacement fills compacted to a minimum of 95% Standard Proctor a, a (ASTM D698). D. Base shall be compacted at 95% Standard Proctor (ASTM D698) to provide a level hard surface on which to place the first course of blocks. The base shall be constructed to ensure proper wall embedment and the final elevation shown on the plans. Well-graded sand can be used to m smooth the top 1/2 in. (13 mm) on the base material. to " °C a o� L. CI- CLO (U N N Q1 L '� E1- aErts -0 do zEEz i* I hereby certify that these calculations were prepared by me tj .o Z u r' or under my direct supervision and that I am a duly licensed .a),o — .a;.p1 ai engineer certified and responsible for the content of o these o la o a o calculations. a -J a. 0 0 Signature: Page #: Engineer: License Number: Date: V 15.1.6 E. Base material shall be a 4 in. (100 mm) minimum depth for walls under 4 ft (1.2 m) and a 6 in. (150 mm) minimum depth for walls over 4 ft (1.2 m). 3.5 Unit Installation A. Install units in accordance with the manufacturer's instructions and recommendations for the specific concrete retaining wall unit, and as specified herein. B. Ensure that units are in full contact with base. Proper care shall be taken to develop straight lines and smooth curves on base course as per wall layout. C. Fill all cores and cavities and a minimum of 12 in. (300 mm) behind the base course with wall rock. Use infill soils behind the wall rock and approved soils in front of the base course to firmly lock in place. Check again for level and alignment. Use a plate compactor to consolidate the area behind the base course. All excess material shall be swept from top of units. D. Install next course of wall units on top of base course. Position blocks to be offset from seams of blocks below. Perfect running bond is not essential, but a 3 in. (75 mm) minimum offset is recommended. Check each block for proper alignment and level. Fill all cavities in and around wall units and to a minimum of 12 in. (300 mm) depth behind block with wall rock. For taller wall application the depth of wall rock behind the block should be increased; walls from 15 ft (4.57 m) to 25 ft (7.62 m) should have a minimum of 2 ft (0.61 m) and walls above 25ft (7.62 m) should have a minimum of 3 ft (0.9 m). Spread infill soil in uniform lifts not exceeding 8 in. (200 mm) in uncompacted thickness and compact to 95% of Standard Proctor (ASTM D698) behind the consolidation zone. E. The consolidation zone shall be defined as 3 ft (0.9 m) behind the wall. Compaction within the consolidation zone shall be accomplished by using a hand operated plate compactor and shall begin by running the plate compactor directly on the block and then compacting in parallel paths from the wall face until the entire consolidation zone has been compacted. A minimum of two passes of the plate compactor are required with maximum lifts of 8 in. (200 mm). Expansive or fine-grained soils may require additional compaction passes and/or specific compaction equipment such as a sheepsfoot roller. Maximum lifts of 4 inches (100 mm) may be required to achieve adequate compaction within the consolidation zone. Employ methods using lightweight compaction equipment that will not disrupt the stability or batter of the wall. Final compaction requirements in the consolidation zone shall be established by the engineer of record. F. Install each subsequent course in like manner. Repeat procedure to the extent of wall height. G. As with any construction work, some deviation from construction drawing alignments will occur. Variability in construction of SRWs is approximately equal to that of cast-in-place concrete retaining walls. As opposed to cast-in-place concrete walls, alignment of SRWs can be simply corrected or modified during construction. Based upon examination of numerous completed SRWs, the following recommended minimum tolerances can be achieved with good construction techniques. Vertical Control - +-1.25 in. (32 mm) max. over 10 ft (3 m) distance Horizontal Location Control - straight lines +-1.25 in. (32 mm) over a 10 ft (3 m) distance. Rotation - from established plan wall batter: 2.0 Deg. Bulging - 1.0 in. (25 mm) over a 10 ft (3.0 m) distance Lu w 3.6 Additional Construction Notes a A. When one wall branches into two terraced walls, it is important to note that the soil behind the lower wall is also the foundation soil beneath �a o the upper wall. This soil shall be compacted to a minimum of 95% of Standard Proctor (ASTM D698) prior to placement of the base material. Achieving proper compaction in the soil beneath an upper terrace prevents settlement and deformation of the upper wall. One way is to replaceJ cn the soil with wall rock and compact in 8 in. (200 mm) lifts. When using on-site soils, compact in maximum lifts of 4 in. (100 mm) or as required N to achieve specified compaction. . o0 L f0 a_ 'a i. Q} a n L .Cl Ei— v Ego Z E Z I hereby certify that these calculations were prepared by me u .o z u c or under my direct supervision and that I am a duly licensed .Q,o — o O. 9) ai engineer certified and responsible for the content of these o o v o calculations. a. -J 5 n. 0 0 Signature: Page #: Engineer: License Number: Date: v 15.1.6 B. Filter fabric use is not suggested for use with cohesive soils. Clogging of such fabric creates unacceptable hydrostatic pressures in soil reinforced structures. When filtration is deemed necessary in cohesive soils, use a three dimensional filtration system of clean sand or filtration aggregate. C. Embankment protection fabric is used to stabilize rip rap and foundation soils in water applications and to separate infill materials from the retained soils. This fabric should permit the passage of fines to preclude clogging of the material. Embankment protection fabric shall be a high strength polypropylene monofilament material designed to meet or exceed typical Corps of Engineers plastic filter fabric specifications (CW-02215); stabilized against ultraviolet (UV) degradation and typically exceeding the values in Table 1, page 7 of the AB Spec Book. D. Water management is of extreme concern during and after construction. Steps must be taken to ensure that drain pipes are properly installed and vented to daylight and a grading plan has been developed that routes water away from the retaining wall location. Site water management is required both during construction of the wall and after completion of construction. w w a 4-0c o C X J tl) j, tri i1 -0 p� t L c0 a c(U v (U N ui Di EI E o ro Z E E z I hereby certify that these calculations were prepared by me tj .o z c or under my direct supervision and that I am a duly licensed .v,a = v, a�2 engineer certified and responsible for the content of these o o o calculations. a —J a o 0 Page #: Signature: Engineer: License Number: Date: v 15.1.6 Specification Guidelines: Geogrid Reinforcement Systems The following specifications provide Allan Block Corporation's typical requirements and recommendations. At the engineer of record's discretion these specifications may be revised to accommodate site specific design requirements. SECTION 2 PART 1: GENERAL 1.1 Scope Work includes furnishings and installing geogrid reinforcement, wall block, and backfill to the lines and grades designated on the construction drawings and as specified herein. 1.2 Applicable Sections of Related Work Section 1: Allan Block Modular Retaining Wall Systems. 1.3 Reference Standards See specific geogrid manufacturer's reference standards. Additional Standards: A. ASTM D4595 - Tensile Properties of Geotextiles by the Wide-Width Strip Method B. ASTM D5262 - Test Method for Evaluating the Unconfined Creep Behavior of Geogrids C. ASTM D6638 Grid Connection Strength (SRW-U1) D. ASTM D6916 SRW Block Shear Strength (SRW-U2) E. GRI-GG4 - Grid Long Term Allowable Design Strength (LTADS) F. ASTM D6706 - Grid Pullout of Soil 1.4 Delivery, Storage, and Handling A. Contractor shall check the geogrid upon delivery to assure that the proper material has been received. B. Geogrid shall be stored above -10 F (-23 C). C. Contractor shall prevent excessive mud, cementitious material, or other foreign materials from coming in contact with the geogrid material. PART 2: MATERIALS 2.1 Definitions A. Geogrid products shall be of high density polyethylene or polyester yarns encapsulated in a protective coating specifically fabricated for use as a soil reinforcement material. B. Concrete retaining wall units are as detailed on the drawings and shall be Allan Block Retaining Wall Units. C. Drainage material is free draining granular material as defined in Section 1, 2.2 Wall Rock. D. Infill soil is the soil used as fill for the reinforced soil mass. 0 0 E. Foundation soil is the in-situ soil. J a) 2.2 Products o o0 n. ( h ai L: _o - � Ei= Edo z • EzL � I hereby certify that these calculations were prepared by me u .o 2 u c or under my direct supervision and that I am a duly licensed P12 — .v °1 a engineer certified and responsible for the content of these 15 o a o calculations. o. -J Cl 0 0 Page #: Signature: Engineer: License Number: Date: v 15.1.6 Geogrid shall be the type as shown on the drawings having the property requirements as described within the manufacturer's specifications. 2.3 Acceptable Manufacturers A manufacturer's product shall be approved by the wall design engineer. PART 3: WALL CONSTRUCTION 3.1 Foundation Soil Preparation A. Foundation soil shall be excavated to the lines and grades as shown on the construction drawings, or as directed by the on-site soils engineer. B. Foundation soil shall be examined by the on-site soils engineer to assure that the actual foundation soil strength meets or exceeds assumed design strength. C. Over-excavated areas shall be filled with compacted backfill material approved by on-site soils engineer. D. Contractor shall verify locations of existing structures and utilities prior to excavation. Contractor shall ensure all surrounding structures are protected from the effects of wall excavation. 3.2 Wall Construction Wall construction shall be as specified under Section 1, Part 3, Wall Construction. 3.3 Geogrid Installation A. Install Allan Block wall to designated height of first geogrid layer. Backfill and compact the wall rock and infill soil in layers not to exceed 8 in. (200 mm) lifts behind wall to depth equal to designed grid length before grid is installed. B. Cut geogrid to designed embedment length and place on top of Allan Block to back edge of the raised front lip or within 1 in. (25 mm) of the concrete retaining wall face when using AB Fieldstone. Extend away from wall approximately 3% above horizontal on compacted infill soils. C. Lay geogrid at the proper elevation and orientations shown on the construction drawings or as directed by the wall design engineer. D. Correct orientation of the geogrid shall be verified by the contractor and on-site soils engineer. Strength direction is typically perpendicular to wall face. E. Follow manufacturer's guidelines for overlap requirements. In curves and corners, layout shall be as specified in Design Detail 9-12: Using Grid with Corners and Curves, see page 14 of the AB Spec Book. F. Place next course of Allan Block on top of grid and fill block cores with wall rock to lock in place. Remove slack and folds in grid and stake to hold in place. G. Adjacent sheets of geogrid shall be butted against each other at the wall face to achieve 100 percent coverage. H. Geogrid lengths shall be continuous. Splicing parallel to the wall face is not allowed. 3.4 Fill Placement a_ A. Infill soil shall be placed in lifts and compacted as specified under Section 1, Part 3.4, Unit Installation. c B. Infill soil shall be placed, spread and compacted in such a manner that minimizes the development of slack or movement of the geogrid. p _c �- f0 .. MI N to n Q) d1 L — ri Ei= (D EXro o Z E Ez T-1I hereby certify that these calculations were prepared by me u .o 2 u c `�' or under my direct supervision and that I am a duly licensed v,a — .2.�, ai engineer certified and responsible for the content of these o o 76o a v calculations. a. -J 5. °- o 0 Signature: Page #: Engineer: License Number: Date: V 15.1.5 C. Only hand-operated compaction equipment shall be allowed within 3 ft (0.9 m) behind the wall. This area shall be defined as the consolidation zone. Compaction in this zone shall begin by running the plate compactor directly on the block and then compacting in parallel paths to the wall face until the entire consolidation zone has been compacted. A minimum of two passes of the plate compactor are required with maximum lifts of 8 in. (200 mm). Section 1, Part 3.4 E, Page 3 of the AB Spec Book. D. When fill is placed and compaction cannot be defined in terms of Standard Proctor Density, then compaction shall be performed using ordinary compaction process and compacted so that no deformation is observed from the compaction equipment or to the satisfaction of the engineer of record or the site soils engineer. E. Tracked construction equipment shall not be operated directly on the geogrid. A minimum fill thickness of 6 in. (150 mm) is required prior to operation of tracked vehicles over the geogrid. Turning of tracked vehicles should be kept to a minimum to prevent tracks from displacing the fill and damaging the geogrid. F. Rubber-tired equipment may pass over the geogrid reinforcement at slow speeds, less than 10 mph (16 Km/h). Sudden braking and sharp turning shall be avoided. G. The infill soil shall be compacted to achieve 95% Standard Proctor (ASTM D698). Soil tests of the infill soil shall be submitted to the on-site soils engineer for review and approval prior to the placement of any material. The contractor is responsible for achieving the specified compaction requirements. The on-site soils engineer may direct the contractor to remove, correct or amend any soil found not in compliance with these written specifications. H. An independent testing firm should be hired by the owner to provide services. I. Independent firm to keep inspection log and provide written reports at predetermined intervals to the owner. 3. Testing frequency should be set to establish a proper compaction protocol to consistently achieve the minimum compaction requirements set by the design requirements. If full time inspection and testing at 8 inch (20 cm) lifts is not provided, then the following testing frequency should be followed: a. One test for every 8 inches (20 cm) of vertical fill placed and compacted, for every 25 lineal feet (7.6 m) of retaining wall length, starting on the first course of block. b. Vary compaction test locations to cover the entire area of reinforced zone; including the area compacted by the hand-operated compaction equipment. c. Once protocol is deemed acceptable, testing can be conducted randomly at locations and frequencies determined by the on-site soils engineer. K. Slopes above the wall must be compacted and checked in a similar manner. 3.5 Special Considerations A. Geogrid can be interrupted by periodic penetration of a column, pier or footing structure. B. Allan Block walls will accept vertical and horizontal reinforcing with rebar and grout. C. If site conditions will not allow geogrid embedment length, consider the following alternatives: Masonry Reinforced Walls - Soil Nailing -Increased Wall Batter - Earth Anchors - Double Allan Block Wall - Rock Bolts -No-Fines Concrete See Design Details Page 16 and 17 of the AB Spec Book. D. Allan Block may be used in a wide variety of water applications as indicated in Section 3, Part 1.8. a c C c 4-0 J a) cn N > ami o -c L ((U a 0 CO N a) p1 ._ ,-i EP (DEX zEEz - I hereby certify that these calculations were prepared by me t, .o 2 u c or under my direct supervision and that I am a duly licensed .0),i — .a,.2' a, engineer certified and responsible for the content of these o oTo o a o calculations. a J 5. a o 0 Signature: Page #: Engineer: License Number: Date: v 15.1,6 Specification Guidelines: Water Management The following specifications provide Allan Block Corporation's typical requirements and recommendations. At the engineer of record's discretion these specifications may be revised to accommodate site specific design requirements SECTION 3 PART 1: GENERAL DRAINAGE 1.1 Surface Drainage Rainfall or other water sources such as irrigation activities collected by the ground surface atop the retaining wall can be defined as surface water. Retaining wall design shall take into consideration the management of this water. A. At the end of each day's construction and at final completion, grade the backfill to avoid water accumulation behind the wall or in the reinforced zone. B. Surface water must not be allowed to pond or be trapped in the area above the wall or at the toe of the wall. C. Existing slopes adjacent to retaining wall or slopes created during the grading process shall include drainage details so that surface water will not be allowed to drain over the top of the slope face and/or wall. This may require a combination of berms and surface drainage ditches. D. Irrigation activities at the site shall be done in a controlled and reasonable manner. If an irrigation system is employed, the design engineer or irrigation manufacture shall provide details and specification for required equipment to ensure against over irrigation which could damage the structural integrity of the retaining wall system. E. Surface water that cannot be diverted from the wall must be collected with surface drainage swales and drained laterally in order to disperse the water around the wall structure. Construction of a typical swale system shall be in accordance with Design Detail 5: Swales, of the AB Spec Book. 1.2 Grading The shaping and re-contouring of land in order to prepare it for site development is grading. Site grading shall be designed to route water around the walls. A. Establish final grade with a positive gradient away from the wall structure. Concentrations of surface water runoff shall be managed by providing necessary structures, such as paved ditches, drainage swales, catch basins, etc. B. Grading designs must divert sources of concentrated surface flow, such as parking lots, away from the wall. 1.3 Drainage System The internal drainage systems of the retaining wall can be described as the means of eliminating the buildup of incidental water which infiltrates the soils behind the wall. Drainage system design will be a function of the water conditions on the site. Possible drainage facilities include Toe °1 and Heel drainage collection pipes and blanket or chimney rock drains or others. Design engineer shall determine the required drainage facilities o to completely drain the retaining wall structure for each particular site condition. x J N rn > cpN � fC0 a c ru it; cny. .a .am ,--i E E G O .Z E Z i7 I hereby certify that these calculations were prepared by me tJ .o Z u c r' or under my direct supervision and that I am a duly licensed a? o - .a;2' ai engineer certified and responsible for the content of these o o To o a o calculations. a J > a o 0 Signature: Page #: Engineer: License Number: Date: v15.1.6 A. All walls will be constructed with a minimum of 12 in. (300 mm) of wall rock directly behind the wall facing. The material shall meet or exceed the specification for wall rock outlined in Section 1, 2.2 Wail Rock. B. The drainage collection pipe, drain pipe, shall be a 4 in. (100 mm) perforated or slotted PVC, or corrugated HDPE pipe as approved by engineer of record. C. All walls will be constructed with a 4 in. (100 mm) diameter drain pipe placed at the lowest possible elevation within the 12 in. (300 mm) of wall rock. This drain pipe is referred to as a toe drain, Section 3, 1.4 Toe Drain. D. Geo9rid Reinforced Walls shall be constructed with an additional 4 in. (100 mm) drain pipe at the back bottom of the reinforced soil mass. This drain pipe is referred to as a heel drain, Section 3, 1.5 Heel Drain. 1.4 Toe Drain A toe drain pipe should be located at the back of the wall rock behind the wall as close to the bottom of the wall as allowed while still maintaining a positive gradient for drainage to daylight, or a storm water management system. Toe drains are installed for incidental water management not as a primary drainage system. A. For site configurations with bottoms of the base on a level plane it is recommended that a minimum one percent gradient be maintained on the placement of the pipe with outlets on 50 ft (15 m) centers, or 100 ft (30 m) centers if pipe is crowned between the outlets. This would provide for a maximum height above the bottom of the base in a flat configuration of no more than 6 in. (150 mm). B. For rigid drain pipes with drain holes the pipes should be positioned with the holes located down. Allan Block does not require that toe drain pipes be wrapped when installed into base rock complying with the specified wall rock material. C. Pipes shall be routed to storm drains where appropriate or through or under the wall at low points when the job site grading and site layout allows for routing. Appropriate details shall be included to prevent pipes from being crushed, plugged, or infested with rodents. D. On sites where the natural drop in grade exceeds the one percent minimum, drain pipes outlets shall be on 100 foot (30 m) centers maximum. This will provide outlets in the event that excessive water flow exceeds the capacity of pipe over long stretches. E. When the drain pipe must be raised to accommodate outlets through the wall face, refer to the Design Detail 4: Alternate Drain, Page 13 of the AB Spec Book 1.5 Heel Drain The purpose of the heel drain is to pick up any water that migrates from behind the retaining wall structure at the cut and route the water away from the reinforced mass during the construction process and for incidental water for the life of the structure. A. The piping used at the back of the reinforced mass shall have a one percent minimum gradient over the length, but it is not critical for it to be positioned at the very bottom of the cut. Additionally the entire length of the pipe may be vented at one point and should not be tied into the toe drain. B. The pipe may be a rigid pipe with holes at the bottom with an integral sock encasing the pipe or a corrugated perforated flexible pipe with a Lu sock to filter out fines when required based on soil conditions. For infill soils with a high percentage of sand and/or gravel the heel drain pipe does not need to be surrounded by wall rock. When working with soils containing fine grained cohesive soils having a PI of greater than 6 and a LL of 30 or greater, 1 cubic foot (0.03 cubic meter) of drainage rock is required around the pipe for each 1 ft. (30 cm) of pipe length. c o c +J a) 1.6 Ground Water N ami ° L f0 aas L- CU D1 L E � ESO Z .. E Z I hereby certify that these calculations were prepared by me e, .o z u or under my direct supervision and that I am a duly licensed a;o — .0,.2 hi engineer certified and responsible for the content of these o o a o calculations. a _J 5. a. 0 0 Signature: Page #: Engineer: 0 License Number: Date: v 15,1,6 Ground water can be defined as water that occurs within the soil. It may be present because of surface infiltration or water table fluctuation. Ground water movement must not be allowed to come in contact with the retaining wall. A. If water is encountered in the area of the wall during excavation or construction, a drainage system (chimney, composite or blanket) must be installed as directed by the wall design engineer. B. Standard retaining wall designs do not include hydrostatic forces associated with the presence of ground water. If adequate drainage is not provided the retaining wall design must consider the presence of the water. C. When non-free draining soils (soils with friction angles less than 30 degrees) are used in the reinforced zone, the incorporation of a chimney and blanket drain should be added to minimize the water penetration into the reinforced mass. Refer to Design Detail 6: Chimney and Blanket Drain, Page 13 of the AB Spec Book. a. Drain material to be consistent with wall rock material. For more information on wall rock material see Specification Guidelines: Allan Block Modular Retaining Wall Systems, section 2.1. b. Manufactured chimney and blanket drains to be approved by the geotechnical and/or the local engineer of record prior to use. 1.7 Concentrated Water Sources All collection devices such as roof downspouts, storm sewers, and curb gutters are concentrated water sources. They must be designed to accommodate maximum flow rates and to vent outside of the wall area. A. All roof downspouts of nearby structures shall be sized with adequate capacity to carry storm water from the roof away from the wall area. They shall be connected to a drainage system in closed pipe and routed around the retaining wall area. B. Site layout must take into account locations of retaining wall structures and all site drainage paths. Drainage paths should always be away from retaining wall structures. C. Storm sewers and catch basins shall be located away from retaining wall structures and designed so as not to introduce any incidental water into the reinforced soil mass. D. A path to route storm sewer overflow must be incorporated into the site layout to direct water away from the retaining wall structure. 1.8 Water Application Retaining walls constructed in conditions that allow standing or moving water to come in contact with the wall face are considered water applications. These walls require specific design and construction steps to ensure performance. Refer to Design Detail 7 and 8: Water Applications, Page 13 of the AB Spec Book. A. The wall rock should be placed to the limits of the geogrid lengths up to a height equal to 12 inches (30 cm) higher than the determined high water mark. If the high water mark is unknown, the entire infill zone should be constructed with wall rock. B. The drain pipe should be raised to the low water elevation to aid in the evacuation of water from the reinforced mass as water level fluctuates. C. Embankment protection fabric should be used under the infill mass and up the back of the infill mass to a height of 12 inches (30 cm) higher than the determined high water mark. i.) Embankment protection fabric is used to stabilize rip rap and foundation soils in water applications and to separate infill materials from the retained soils. This fabric should permit the passage of fines to preclude clogging of the material. Embankment protection fabric shall be a higha. strength polypropylene monofilament material designed to meet or exceed typical NTPEP specifications; stabilized against ultraviolet (UV) c degradation and typically meets or exceeds the values in Table 1. c 2 Table 1: Embankment Protection Fabric Specifications J o� � L (0 h a; D Ei= v Ego Z ' E Z L, I hereby certify that these calculations were prepared by me .o z u c `' id or under my direct supervision and that I am a duly licensed o — .a;.`27' a, engineer certified and responsible for the content of these o o (a o a o calculations. a - Signature: Page #: Engineer: License Number: Date: v 15.1.6 Mechanical Property Determination Method Tensile Strength = 225 lbs/ft (39.4 kN/m) ASTM D-4595 Puncture Strength = 950 lbs (4228 N) ASTM D-6241 Apparent Opening Size (AOS) = U.S Sieve #70 (0.212 mm) ASTM D-4751 Trapezoidal Tear = 100 lbs. (445 N) ASTM D-4533 Percent Open Area = 4% COE-02215 Permeability = 0.01 cm/sec ASTM D-4491 D. For walls having moving water or wave action, natural or manufactured rip-rap in front of the wall to protect the toe of the wall from scour effects is recommended. w a. w C C o J (1) U a) 00 i a -0 .. CU (0 -• Ei= au EZo z Ez' I hereby certify that these calculations were prepared by me u .o z u c or under my direct supervision and that I am a duly licensed .cu,o — .a;•9) u; engineer certified and responsible for the content of theseo o (a o a a calculations. a. -) a o 0 Signature: Page #: 12 Engineer: License Number: Date: v 15.1.6 General Notes Construction Notes 1 - Soil loading considered in this design and calculations are based on the following parameters: Friction Angle Cohesion Unit WT Soil Type Infill Soil 30 0 120 Well compacted silty, sandy clay Retained Soil 30 0 120 Well compacted silty, sandy clay Foundation Soil 30 0 120 Well compacted silty, sandy clay 2 - Seismic loading considered in this design is based on the following parameters: Seismic Coefficient A = 0.29 Allowable Lateral Deflection External 3 in Allowable Lateral Deflection Internal 3 in 3 - The Seismic Acceleration Coefficient used in the analysis of the different modes of performance, External, Internal, and Internal Compound shall be comparable in magnitude to the coefficient used by the owner or owner's representative for any slopes above the retaining wall. 4 - Actual soil parameters must meet or exceed these listed conditions to be used in wall construction. In general, granular soils (friction angle greater than or equal to 32 degrees) are recommended as infill soil. Fine grained cohesive soils (friction angle less than 32 degrees) with low plasticity (PI less than 20) may be used in wall construction, but additional backfilling and compaction efforts are required. Allan Block Corporation has not verified these design conditions, and if required the soil parameters shall be confirmed by the Site Geotechnical Engineer or others prior to wall construction. 5 - Substitution of Infill Soils are strictly prohibited unless approved by the engineer of record. 6 - In this analysis the effective friction angle without the addition of cohesion is used to determine the design strength of the soil when calculating lateral forces. At the discretion of the engineer of record, cohesion may be used when calculating the ultimate bearing capacity even though it is typically ignored. 7 - Global stability is not considered in this design. Seismic loading is considered in this design. 8 - Hydrostatic loading is not considered in this analysis. Sufficient drainage must be provided such that hydrostatic loading (pore pressure) does not develop in the reinforced zone. 9 - Analysis assumes fill placement in 8 inch (200 mm) lifts compacted to 95% Standard Proctor Density. For any wall over 10 feet (3 meters), with a surcharge or contains cohesive soils, compaction test frequency and location shall be determined by the engineer of record or as otherwise specified. 10 - All fill placed above walls shall be placed and compacted in accordance with the requirements for all other reinforced material. 11 - Retaining wall units and installation shall conform to the Allan Block Modular Retaining Wall Systems Specification Guidelines, Geogrid c Reinforcement Systems Specification Guidelines, and Water Management Specification Guidelines as published in the AB Spec Book and the AB =a Engineering Manual. 4-1 12 - Retaining walls must be installed and constructed according to the contract drawings. The retaining wall plan view is for wall identification cu only. v 00 _a " to .. o m ,o "a; rn � _ - r"4 EP (D E2o ro zEEz � „ I hereby certify that these calculations were prepared by me u .o z t, c or under my direct supervision and that I am a duly licensed .a),v — a;•°1 a, engineer certified and responsible for the content of theseo o To o a o calculations. a - a o 0 Signature: Page #: Engineer: 13 License Number: Date: v 15.1.6 13 - Geogrid spacing is determined by structural cross-section design requirements. To insure proper geogrid placement, contractor must review both elevation view and cross sections prior to wall construction. 14 - Suggested Quality Assurance Requirements: A qualified engineer or technician shall supervise the wall construction to verify field and site soil conditions. In the event that the Site Geotechnical Engineer does not perform this work, a qualified Geotechnical Engineer/Technician shall be consulted to assure the Allan Block Wall is constructed with proper soil parameters. Surface Drainage Notes 1 - Rainfall and other water sources such as irrigation activities can be defined as surface water. The retaining wall design shall take into consideration the management of this water. 2 - Site grading shall be designed to route surface water around and away from the wall. 3 - The internal drainage system of the retaining wall is designed to remove incidental water that infiltrates into the soil behind the wall. Adequate storm water drainage systems are required to completely drain the area around the retaining wall structure. 4 - Drain piping, toe drain, should be located at the back of the rock drain field behind the wall as close to the bottom of the wall as allowed while still maintaining a positive gradient for drainage to daylight, or to a storm water management system. 5 - A heel drain may be required at back of the cut to route water away from the reinforced soil mass during the construction process. 6 - Ground water can be present within the soil due to surface infiltration or water table fluctuation. If ground water is encountered during construction, an adequate drainage system must be installed or the wall design must consider the presence of water within the soil mass. ? - All water collection devices such as roof downspouts, storm sewers, and curb gutters must be designed to accommodate maximum flow rates and outlet outside the retaining wall area. 8 - Retaining walls in conditions that allow standing water to overlap the wall face are considered water applications. These walls require specific design and construction steps to ensure performance. Lu Lu a c � v o c +� J a) N }, I- c 00CL .. N (0 N a) rn ` .o — � EEgo` z E z I hereby certify that these calculations were prepared by me u .o Z c or under my direct supervision and that I am a duly licensed ) o — .� •°1 a; engineer certified and responsible for the content of these o o, a o calculations. a. -I s n. 0 0 Signature: Page #: 14 Engineer: License Number: Date: v 15.1.5 0 14.7 29.4 44.1 ' 235.6' 235.6 232.3 232.3 LIMIIIIIIIII 229 __ .............. .................rmmm term wwwwww irmenrommemmorwralersrarorrrot•••••••" 229 + d' 1 ~ I ..a arr a 1Yi WO wna� te .. .lr .a .a. .a. r o w to w to in 225.8 W. ' 225.8 I I. 222.5 0 14.7 29.4 44.1 222.5 231.67 231.67 228.2 228.2 228.39 227.74 0 19.83 Top: Grade: Bottom: Station: Elevation View Section 1 2 3 Top 231.67 231.67 230.36 r Grade 228.2 228.2 227.69 Bottom 227.74 227.74 227.08 Sta.Cut 16.16 16.16 47.01 W Sta. End 16.16 47.01 75.65 C7 Lu cs, a C C o J 0) In N > N L 03 L o.. as N as N G) G1 i - +-1 EP (1) EX z " Ez ,- I hereby certify that these calculations were prepared by me t o z t c `r' or under my direct supervision and that I am a duly licensed .�,a - .� .p1 i engineer certified and responsible for the content of these o o To o, a a 2,calculations. a a o 0 Page #: Signature: 15 Engineer: License Number: Date: v15.1.6 55.1 69.8 84.5 99.2 235.6 235.6 4 232.3 232.3 1101* 229 ) I 229 0 f , 225.8ti_ w ._ _ 1 F, 225.8 LI, F in 11 iv I 222.5.1 222.5 69.8 84.5 99.2 227.08 226.5 225.77 110.17 Top: Grade: Bottom: Station: Elevation View Section 3 4 5 Top 230.36 229.05 227.74 Grade 227.69 227.15 226.69 Bottom 227.08 226.42 225.77 Sta.Cut 47.01 75.65 99.89 W Sta. End 75.65 99.89 110.17 V, uJ CT) a C c 0 (1) U) U) o 0 r ins a -o i. z (ti (1) its 1- N 01 L, .0 \ Ei= ,,co Edo •-- z c" E z , Ln I hereby certify that these calculations were prepared by me tj .o z t c or under my direct supervision and that I am a duly licensed ^ = v,•p1 engineer certified and responsible for the content of these o o To ° u calculations. - J a Page #: Signature: 16 Engineer: License Number: Date: v151.6 Wall Design Variables AB Classic Section Height 3.94 ft Total Panel Height 3.94 ft Block Height 0.656 ft Angle of Setback 6 Deg. Depth of Block 0.99 ft Length of Block 1.47 ft Surcharge Parameters 250 psf Live Load @ 2 ft (Distance measured from toe of wall) Safety Factors Static External Actual Sliding 2.65 >= 1.5 0.4 ftAil. 7 ft �} Actual Overturning Oft 1 1 6.66 >= 2 Safety Factors Seismic External Seismic Coefficient = 0.29 250 psf Live Load Actual Sliding 1.88 >= 1.125 Actual Overturning 4.5 >= 1.5 ,) Infill Soil I rrr•rfrrrr`: �� Friction Angle 30 Deg. e Unit WT 120 pcf N IIS>- Retained Soil "' 4 r Friction Angle 30 Deg. K.�, Unit WT 120 pcf l' i ;' � �� 4, Foundation Soil _' Friction Angle 30 Deg. Unit WT 120 pcf '7 '` ';? Cohesion 0 psf Bearing Capacity •---'Miragrid 3XT Factor of Safety 6.09 Sigmault- 4013.16 psf •••Miragrid 5XT Sigma__max-659.16 psf • Miragrid 7XT Internal Compound Stability Factor of Safety 2.59 Section 1 of 5 Base Information: Geogrid Information: Course Number 0 Base Width: 2 ft 1 x Miragrid 3XT @ 7 ft Wall Rock Requirements Section 0 ft- 16.2 ft Base Depth: 0.5 ft 2 x Miragrid 3XT @ 4 ft Variable Depth Base From Toe: 0.5 ft Number Of Geogrid 3 Height Depth W Bottom 3.28 ft 1 ft (9 W on a Allan Block Disclaimer: Allan Block provides this software as a service for its clients. The sole purpose of this software is to assist c C engineers in the design of mechanically stabilized retaining walls. The software uses evaluation techniques and 1' engineering prindpleys found in the Allan Block EngineeringManual. ((Refer to R0904 acnd supportingpreferences.) C �O It is review and responsibility the coorrectthe nineer of esss of the resdults determine BLOCKtCORPORATION,ITS LIy CENSEES OR AGENTand J a) DO NOT ASSUME ANY LIABILITY OR RESPONSIBILITY FOR DAMAGES WHICH MAY RESULT FROM THE USE OR MISUSE OF THIS SOFTWARE. t/) (n This software only considers Internal,external and internal compound stability of the reinforced composite mass. C >� The internal compound stability calculations are limited to an evaluation zone above the base material and bad* I_ ce 13 no further than 2.H or He+L,whichever is greater. This program DOES NOT address global stability defined a) as soil stability below the base aterial and beyond the limits for internal compound stability. Global Stability - should be evaluated to determine if the overall site is stable. It is the responsibility of the owner to ensure the L O global stability is analyzed. The engineer of record must evaluate the project site for proper water management and all potential modes of failure within the segmental retaining wall evaluation zone. The geotechnical Cl- "O engineering firm contracted by the owner should provide a full global stability opinion of the site including the L L effects on the segmental retaining wall. f0 Q) f0 N. v . ,—I AB Walls 15 contains DEFAULT values for all data inputs that the user MUST change or verify as appropriate for \ the project conditions being analyzed. These DEFAULT values do NOT ensure a conservative design for any site l-- d) C) condition.The final design must provide for proper wall drainage to prevent the buildup of hydrostatic pressures f0 D '-,I over the service life of the structure. In the event additional water is introduced Into the general wall area,either L \ above or below grade,any designs from this software would be invalid unless otherwise noted by the engineer of z E z record. It Is also recommended that an Independent assessment of the foundation soil for settlement potential C and wall deflections for the proposed structure be performed. Changes in the subsoil conditions are not induded I hereby certify that these calculations were prepared by me i O z t c in this software. These additional potential failure inspection should be evaluated by the engineer of record prior to conformt all construction and may require Spec Book. site iR0901)on by the on-site soils engineer. All installations must or under my direct supervision and that I am a duly licensed .,), fp _y .,_.I•' MathCAD files for hand calculations to support the software's consideration of internal,external and internal engineer certified and responsible for the content of these a. J } a.00 0 GI compound stability of the reinforced composite mass are provided on the software disc. These files are to be calculations. configured so that the engineer of record can evaluate the output of the software. Individual equations may be altered at the discretion of the engineer of record. Signature: Page #: 17 Engineer: License Number: Date: , v 15.1.6 Wall Design Variables Kai = Active Earth Pressure Coefficient Infill = 0.253 Setback = 90 - Beta Angle = 6.52 Deg. Kar = Active Earth Pressure Coefficient Retained = Wf = Weight of Facing = 502.69 plf 0.253 Wt = Total Weight = 2011.64 DIf - H = Wall Height = 3.94 ft Fa = Active Force = 235.73 plf ' ,i` = He = Effective Height = 3.94 ft Fav = Vertical Force = 80.62 plf x II* , , , He i = Effective Heig• ht = 3.94 ft Fah = Horizontal Force_ 221.51 plf • rt i = Slope = 0 Deg Fr = Resistance Force = 1207.97l = !PI g i_int = Effective Slope = 0 Deg. ' ' . ! � i_ext = Effective Slope = 0 Deg. ! I r , Internal Design Calculations (Static) ` : Section: 1 _ , . °� . � s __ Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Efficiency Number Elevation ft Length ft plf Load plf Overstress Pullout Block Pullout Soil 3A 231.02 7 102.74 1332.67 19.46 18.09 3.06 7.71 2A 229.71 4 151.96 1332.67 13.15 13.15 2.87 11.4 1A 228.39 4 201.19 1332.67 9.94 10.63 4.57 15.1 ILL 0 w cm a c c 0 C x J a) co N > E 0o f 1- IO 1Z -0 i_ co (1) (0 n N Di L .D f- � Ego E Z(13 E Z ,n C L 111 I hereby certify that these calculations were prepared by me .o Z c or under my direct supervision and that I am a duly licensed �,o - a; °1 a; engineer certified and responsible for the content of these o ° a) �o calculations. a a o 0 Geogrid Legend Page #: A - Miragrid 3XT Signature: B - Miragrid 5XT Engineer: 18 C - Miragrid 7XT Min. Length of Geogrid: 4 ft License Number: Date: �is.l.b Wall Design Variables u Ao = Seismic Coefficient = 0.29 dl = Allowable Lateral Deflection Internal = 3 in d2 = Allowable Lateral Deflection External = 3 in ;,, Kaei = Dynamic Earth Pressure Coefficient Infill = 0.33 Kaer = Dynamic Earth Pressure Coefficient Retained = 0.33 k Khi = Horizontal Seismic Coefficient Internal = 0.12 't Khr = HorizontalSeismic Coefficient Retained = 0.124' ; = '' DFdyn = Dynamic Earth Force = 74.6 ! ,� ' '' DFdynh = Dynamic Earth Force Horizontal = 70.1 � . DFdynv = Dynamic Earth Force Vertical = 25.52 ilii! �,' „- Pir = Seismic Internal Force = 125.87 plf Hir = Seismic Internal Force Location = 1.97 ft ' Internal Design Calculations (Seismic) Section: i Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Efficiency Number Elevation ft Length ft plf Load plf Overstress Pullout Block Pullout Soil 3A 231.02 7 146.16 3034.85 22.84 12.72 1.8 4.82 2A 229.71 4 195.38 3034.85 17.09 10.23 1.92 6.44 1A 228.39 4 244.61 3034.85 13.65 8.74 3.62 8.06 w (7 Lu a, a c c 0 J a) En to y, LJ cc 0 0 -c as a v X la a) rp N N _n L. -0 EP a) Edo U E z '� I hereby certify that these calculations were prepared by me u .2 z u c `n . or under my direct supervision and that I am a duly licensed a?,o = n;°1 ai engineer certified and responsible for the content of these o o o a o calculations. a a 0 0 Geogrid Legend 19 A - Miragrid 3XT Signature: Page #: B - Miragrid 5XT Engineer: C - Miragrid 7XT Min. Length of Geogrid: 4 ft License Number: Date: X5.1.6 Internal Compound Stability Results: �� The calculated values listed below are the worst case slip arcs for each block course. The ?' ` highlighted is the worst case of all courses. To improve the internal compound stability } safety factors the designer can lessen grid spacing, increase the infill soil strength ,` requirements, increase geogrid strength or consider lengthening the geogrids. These N -4, 'calculations in no way represent a global stability analysis. If a global stability analysis is • deemed necessary, a global stability program must be used. .414 tri) - ' I iii ' �° e ,, •` n r i.k ' Internal Compound Stability Results: 5., .t. >. Section: 1 Course Factor of Factor of SFr SVu : SFs SFgrid SDyynF SWt SQf) Number Safety Safety (plf) SConn (plf) (plf) (plf) (plf) (plf) (plf) (Static) (Seismic) (plf) 5 14.02 12.52 569.95 1938.15 178.83 0 21.4 193.93 780.28 0 4 8.78 7.84 1043.03 2317.44 404.04 187.59 48.35 569.64 1202.78 0 3 6.38 5.69 1227.97 2780.95 643.25 93.94 76.97 848.61 1202.78 0 2 4.51 4.02 1529.69 2588.66 922.24 41.08 110.36 1214.21 1343.62 0 1 3.44 3.06 1572.49 2396.36 1167.04 43.58 139.65 1375.23 1202.78 0 0 2.59 2.3 2202.06 1713.31 1508.92 0 180.56 2187.86 1484.45 0 w (7 LU a, a c c v 0 c 4-• J Q) N cn A a cv cu p O L L (0 0_ , L (LO N fa n 6cs, i . Ei- a, Ego z E z 'r) I hereby certify that these calculations were prepared by me .o z ; c `�' or under my direct supervision and that I am a duly licensed a - �,�' a; engineer certified and responsible for the content of these o a m calculations. a - a o 0 Signature: page #: Engineer: 20 License Number: Date: V 15.1,6 • Internal Compound Stability Geometry: -'- .''fC T..,„ geometry information listed below represents the worst case slip arc entrance and exipoints and the accociated acr radius and center of arc coordinates for each block , 11 1111F1:17, .fk-:!414:1°.„ ' ' ' '''':::' •; ,„ course. The user could use these corrdinates in a drawing program such as AutoCAD to recreate the individual slip arcs. y r Internal Compound Stability Geometry: -`•-,,,t'-..1;," Section: 1 m „tib.,; _ . 5r Course Factor of Factor of Arc Center Arc Center Arc Radius Arc Exit Arc Exit Arc Enter Arc Enter Number Safety Safety Xc (ft) Yc (ft) R (ft) X2 (ft) Y2 (ft) X1 (ft) Y1 (ft) (Static) (Seismic) 5 14.02 12.52 1.26 14.96 11.68 1.29 3.28 5.12 3.94 4 8.78 7.84 1.18 15.38 12.75 1.21 2.63 6.81 3.94 3 6.38 5.69 0.7 12.4 10.44 1.14 1.97 6.81 3.94 2 4.51 4.02 -0.23 13.33 12.09 1.06 1.31 7.37 3.94 1 3.44 3.06 -0.67 10.41 9.89 0.99 0.66 6.81 3.94 0 2.59 2.3 0.91 8.25 8.25 0.99 0 7.94 3.94 Lu x 0 Lu �, a = c` 2 ci) y, 1.13 Lu � ami o0 L (0 2CL L E N N ea ai0L � Ei= a) EEo z " Ez Ln I hereby certify that these calculations were prepared by me .o z u c `f' or under my direct supervision and that I am a duly licensed o = .�,.9 a engineer certified and responsible for the content of these o o o a o calculations. a J a o 0 Signature: Page #: Engineer: License Number: Date: 15.1.6 Wall Design Variables AB Classic Section Height 3.94 ft Total Panel Height 4.59 ft Block Height 0.656 ft Angle of Setback 6 Deg. Depth of Block 0.99 ft Length of Block 1.47 ft Surcharge Parameters 250 psf Live Load © 2 ft (Distance measured from toe of wall) 0.5 ft 011.- 7 ft Safety Factors Static External lir 4 ft Actual Sliding 2.47 >= 1.5 Actual Overturning 5.51 >= 2 250 psf Live Load Safety Factors Seismic External Seismic Coefficient = 0.29 Actual Sliding um I 7 7 1.71 >= 1.125 11 �� `° Actual Overturning "� g, a .. 3.63 >= 1.5 . 3 Infill Soil t) �� ;; Friction Angle 30 Deg. v � ' ' ' , Unit WT 120 pcf r x Retained Soil II' I Friction Angle 30 Deg. Unit WT 120 pcf h g'' + Foundation Soil Friction Angle 30 Deg. , ty Unit WT 120pcf Cohesion 0 psf Bearing Capacity Miragrid 3XT Factor of Safety 4.71 ..—Miragrid 5XT Sigmault-4013.16 psf Sigma__max-852.7 psf *Total Panel Height Shown— - Miragrid 7XT Internal Compound Stability Factor of Safety 2.42 Section 2 of 5 Base Information: Geogrid Information: Course Number 0 Base Width: 2 ft 1 x Miragrid 3XT @ 7 ft Wall Rock Re Section 16.2 ft-47 ft Base Depth: 0.5 ft 2 x Miragrid 3XT @ 4 ft quirements Variable Depth Base From Toe: 0.5 ft Number Of Geogrid 3 Height Depth W Bottom 3.94 ft 1 ft (9 UJ a,Allan Allan Block Disclaimer: Allan Block provides this software as a service for its clients. The sole purpose of this software is to assist .— C engineers in the design of mechanically stabilized retaining walls. The software uses evaluation techniques and MI engineering principles found in the Allan Block Engineering Manual.propriety to R0904 acnyd suppof portiing references.) C 40-r to review anIt is the dverify the oof rectnineer of esss of the results tlALLANne the BLOCK CORPOtyRATION,ITS LICENSEES ORA AGENut parameters TS f0 x DO NOT ASSUME ANY LIABILITY OR RESPONSIBILITY FOR DAMAGES WHICH MAY RESULT FROM THE USE OR J 0) MISUSE OF THIS SOFTWARE. fJ1 This software only considers Internal,external and internal compound stability of the reinforced composite mass. fn y„ The internal compound stability calculations are limited to an evaluation zone above the base material and back a) -C no further than 2;H or He+L whichever is greater. This program DOES NOT address global stability defined as soil stability below the base material and beyond the limits for internal compound stability. Global StabilityL Q1 0 a1 should be evaluated to determine if the overall site is stable. It Is the responsibility of the owner to ensure the o L global stability is analyzed. The engineer of record must evaluate the project site for proper water management d fp and all potential modes of failure within the segmental retaining wall evaluation zone. The geotechnical engineering firm contracted by the owner should provide a full global stability opinion of the site including the f. effects on the segmental retaining wall. CO 01 to AB Walls 15 contains DEFAULT values for all data inputs that the user MUST change or verify as appropriate for a) Cil i_ .0 the project conditions being analyzed. These DEFAULT values do NOT ensure a conservative design for any site C 0 C O F- condition.The final design must provide for proper wall drainage to prevent the buildup of hydrostatic pressures a ZG .record.over the service life of the structure. In the event additional water is introduced into the general wall area,either above or below grade,any designs from this software would be invalid unless otherwise noted by the engineer of Z .. record. It is also recommended that an independent assessment of the foundation soil for settlement potential C C and wall deflections for the proposed structure be performed. Changes in the subsoil conditions are not included 0 in this software. These additional potential failure nodes should be valuated by the engineer of record prior to I hereby certify that these calculations were prepared by me V 0 Z V C Initiating wall construction and may require site inspection by the on-site soils engineer. All installations must or under my direct supervision and that I am a duly licensed a, }' — a, — conform to the Allan Block Spec Book.(Refer to R0901. O t0 O MathCAD files for hand calculations to support the software's consideration of internal,external and internal engineer certified and responsible for the content of these L y a) (0 compound stability of the reinforced composite mass are provided on the software disc. These files are to be calculations. 0.. J 7 d 0 0 configured so that the engineer of record can evaluate the output of the software. Individual equations may be altered at the discretion of the engineer of record. Page #: Signature: 22 Engineer: License Number: Date: v 15.1.6 Wall Design Variables Kai = Active Earth Pressure Coefficient Infill = 0.253 Setback = 90 - Beta Angle = 6.52 Deg. °'' Kar = Active Earth Pressure Coefficient Retained = Wf = Weight of Facing = 586.48 plf , 0.253 Wt = Total Weight = 2346.92 olf H = Wall Height = 4.59 ft Fa = Active Force = 320.85 olf , t x a He = Effective Height = 4.59 ft Fav = Vertical Force = 109.74 plf �: He_i = Effective Height = 4.5� ft Fah = Horizontal Force = 301.5 pIf1 , . ''. i = Slope = 0 Deg. Fr = Resistance Force = 1418.35 plfP' n i_int = Effective Slope = 0 Deg. * 1 t � Y i_ext = Effective Slope = 0 Deg. ' 1 " ' IX* ,,, ,, „,:,,,,,:.,„ ,I 3 • r � Internal Design Calculations (Static) Section: 2 Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Efficiency Number Elevation ft Length ft plf Load plf Overstress Pullout Block Pullout Soil 3A 231.02 7 172.571332.67 11.58 11.18 3.45 12.95 2A 229.71 4 176.58 _� 1332.67 11.32 11.71 3.29 13.25 1A 228.39 4 225.8 1332.67 8.85 9.78 4.89 16.94 w (7 w rn a c 55 0 eaX J (n U) L cc b o O .c L (0 d "d i. 16 a) ea n Q) a1 L .o d Ei= cp Eo co _aZ E E Z I hereby certify that these calculations were prepared by me u .o z u c or under my direct supervision and that I am a duly licensed o = .(t)u,2 ai engineer certified and responsible for the content of these o a) m calculations. a J > a o 0 Geogrid Legend Page #: A - Miragrid 3XT Signature: B - Miragrid 5XT Engineer: 23 C - Miragrid 7XT - Min. Length of Geogrid: 4 ft License Number: Date: v 15.1.6 Wall Design Variables Ao = Seismic Coefficient = 0.29 x dl = Allowable Lateral Deflection Internal = 3 in $` d2 = Allowable Lateral Deflection External = 3 in Kaei = Dynamic Earth Pressure Coefficient Infill.= 0.33j ' ' e Kaer = Dynamic Earth Pressure Coefficient Retained = 0.33 66111 Khi = Horizontal Seismic Coefficient Internal = 0.12 Khr = Horizontal Seismic Coefficient Retained = 41.12 DFdyn = Dynamic Earth Force = 101.54 DFdynh = Dynamic Earth Force Horizontal = 95.4285 DFdynv = Dynamic Earth Force Vertical = 34.73 s F g . s .,.„, ,- , Pir = Seismic Internal Force = 168.49 plf `' r Hir = Seismic Internal Force Location = 2.3 ft r P r .'w.. Ka,.,.„ .,, }:I-„,, ,,,,,,,l' " �E ,y Internal Design Calculations (Seismic) � Section: 2 Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Efficiency Number Elevation ft Length ft plf Load plf Overstress Pullout Block Pullout Soil 3A 231.02 7 243.54 3034.85 13.71 7.92 2.17 8.02 2A 229.71 4 223.89 3034.85 14.91 9.24 2.23 7.38 1A 228.39 _ 4 273.11 3034.85 12.22 8.08 3.89 9 w w c, a c c v 0 c +� _f1 w tn 0 >. ED. cc 13u 01 o� L (6 d L x ns a) CO N E H N E O Z L E Z ,� I hereby certify that these calculations were prepared by me u .o z c `r' or under my direct supervision and that I am a duly licensed .a;a _ .G) .2 m engineer certified and responsible for the content of these o a, �o calculations. o- n- o 0 Geogrid Legend A - Miragrid 3XT Signature: Page #: B - Miragrid 5XT 24 C - Miragrid 7)<TEngineer: Min. Length of Geogrid: 4 ft License Number: Date: v 15,1,6 e. ....A ovon Internal Compound Stability Results: „opt .. The calculated values listed below are the worst case slip arcs for each block course. The . highlighted is the worst case of all courses. To improve the internal compound stability # safety factors the designer can lessen grid spacing, increase the infill soil strength [ vq., ; : -4-":'1,"'4Ittl rA-1 requirements increase geogrid strength or consider lengthening the geogrids. These calculations in no way represent a global stability analysis. If a global stability analysis is k !:1::? k,,,f,(.:•,,t,'*':',',„ ' '- ,1 1 `-', deemed necessary, a global stability program must be used. g KK Iliiia °' ,: l:1. fills 7,6=1.:,74,-, :,:.I6.-,, Internal Compound Stability Results: ' __ Section: 2 . ff _ x Course Factor of Factor of SFr SVu : SFs SFggrid SDyynF SWt SQ SQpt Number Safety Safety (plf) SConn (plf) (pif) (plf) (plf) (plf) (p ) (Static) (Seismic) (plf) 6 4.05 3.61 584.84 . 145.47 180.3 0 21.58 198.09 820.89 0 5 7.18 6.41 736.12 2008.9 382.08 0 45.72 405.04 820.89 0 4 6.37 5.68 1765.82 2400.57 682.33 180.99 81.65 1218.86 1797.05 0 3 5.03 4.48 1825.05 2890.48 957.4 95.43 114.56 1445.86 1634.36 0 2 3.78 3.37 2029.4 2701.74 1264.56 49.75 151.32 1782.27 1634.36 0 1 3 2.66 2060.16 2513 1539.33 41.27 184.2 1950.9 1471.66 0 0 2.42 2.14 2849.06 1808.85 1925.5 0 230.4 3007.37 1797.05 0 w w o, a c c v o X J ((t) 0 N ce >.L DI L L (0 °- -P.:' t0 N t0 a) aL .0 °' \ EE- Ego Z E I hereby certify that these calculations were prepared by me u .a z u k! or under my direct supervision and that I am a duly licensed �,a = v, a; engineer certified and responsible for the content of these ° o '� ° a, �o calculations. a a o 0 Page #: Signature: 25 Engineer: License Number: Date: 15.1.6 Internal Compound Stability Geometry: ,.X, •t;Fd The geometry information listed below represents the worst case slip arc entrance and exit points and the accociated acr radius and center of arc coordinates for each block course. The user could use these corrdinates in a drawing program such as AutoCAD to recreate the individual slip arcs. ,iiiiii.liti,i14::, ., ,, ,,,Iir„.,:: ,_ „ m ,. f , . , ` Internal Compound Stability Geometry: �� Section: 2 Course Factor of Factor of Arc Center Arc Center Arc Radius Arc Exit Arc Exit Arc Enter Arc Enter Number Safety Safety Xc (ft) Yc (ft) R (ft) X2 (ft) Y2 (ft) X1 (ft) Y1 (ft) (Static) (Seismic) 6 4.05 3.61 1.33 16.19 12.25 1.36 3.94 5.28 4.59 5 7.18 6.41 1.15 10.45 7.17 1.29 3.28 5.28 4.59 4 6.37 5.68 1.16 19.98 17.35 1.21 2.63 9.19 4.59 3 5.03 4.48 0.15 16.5 14.56 1.14 1.97 8.54 4.59 2 3.78 3.37 -0.77 15.63 14.44 1.06 1.31 8.54 4.59 1 3 2.66 -1.04 12.23 11.75 0.99 0.66 7.89 4.59 0 2.42 2.14 0.88 9.81 9.81 0.99 0 9.19 4.59 w 0 WI c, a c 0 (UX J a) in in cu c p 0 L Lf0 r - -p L 2 N a fp L -o N ip N EF- arES �O z E E z ,-1I hereby certify that these calculations were prepared by me t; .2 z u c or under my direct supervision and that I am a duly licensed 5 = .�,•N'a; �ao engineer certified and responsible for the content of these 2 o 2 � calculations. a J 5 ar°- O a Page #: Signature: 26 Engineer: License Number: Date: v 15.1.6 Wall Design Variables AB Classic Section Height 3.28 ft Total Panel Height 3.94 ft Block Height 0.656 ft Angle of Setback 6 Deg. Depth of Block 0.99 ft Length of Block 1.47 ft Surcharge Parameters 250 psf Live Load @ 2 ft (Distance measured from toe of wall) Safety Factors Static External Actual Sliding 2.65 >= 1.5 0.4 ftei. 7 ft Actual Overturning Oft `� 7 6.66 >= 2 Safety Factors Seismic External Seismic Coefficient = 0.29 250 psf Live Load Actual Sliding 1.88 >= 1.125 Actual Overturning M 4.5 >= 1.5 N � ••••• Infill Soil � .I '::L::t. ....•:::: Friction Angle 30 Deg. Unit WT 120 pct in m : Retained Soil "' . �� 4 Friction Angle 30 Deg. • I� N Unit WT 120 pd II .;Av Foundation Soil Friction Angle 30 Deg. �� -.s Unit WT 120 pcf Cohesion 0 psf Bearing Capaacity Fac6.57 •-•,Miragrid 3XT Sigmault of54331.99 psf • Miragrid 5XT Sigma_max- 659.16 psf *Total Panel Height Sh • Miragrid 7XT Internal Compound Stability Factor of Safety 2.59 Section 3 of 5 Base Information: Geogrid Information: Course Number 0 Base Width: 2 ft 1 x Miragrid 3XT @ 7 ft Wall Rock Requirements Section 47 ft- 75.7 ft Base Depth: 0.5 ft 2 x Miragrid 3XT @ 4 ft Variable Depth Base From Toe: 0.5 ft Number Of Geogrid 3 Height Depth W Bottom 3.28 ft 1 ft (.9 LL a Allan Block Disclaimer: c Allan Block provides this software as a service for its clients. The sole purpose of this software is to assist _ C enggineers in the dineering pesiign of mechanically stabilized retaining walls. The software uses ecvvaluatipon tut echniques ues and -0 0 entoring Manual. (Refer to R0904 and supporting references.) C 4-0 It is review and verify the correctlity of the nessr of record to ofthe essults.dles found in the Allan Block ALLAN BLrmine the OCK CORPORATIOand N accuracy LICENSEES ORA AGENTS andarameters J DO NOT ASSUME ANY LIABILITY OR RESPONSIBILrIY FOR DAMAGES WHICH MAY RESULT FROM THE USE OR N MISUSE OF THIS SOFTWARE. U-1 (f) This software only considers Internal,external and internal compound stability of the reinforced composite mass. N >` The internal compound stability calculations are limited to an evaluation zone above the base material and back a) 'a no further than 2.H or He+L,whichever is greater. This program DOES NOT address global stability defined a) as soil stability below the base aterial and beyond the limits for internal compound stability. Global Stability Q should be evaluated to determine If the overall site is stable. It is the responsibility of the owner to ensure the 0 fD global stability is analyzed. The engineer of record must evaluate the project site for proper water management d „� and all potential modes of failure within the segmental retaining wall evaluation zone. The geotechnical Z engineering firm contracted by the owner should provide a full global stability opinion of the site including the L L effects on the segmental retaining wall. is N iQ .-i L.AB Walls 15 contains DEFAULT values for all data inputs that the user MUST change or verify as appropriate for \ the project conditions being analyzed. These DEFAULT values do NOT ensure a conservative design for any site E I— Cl) Q condition.The final design must provide for proper wall drainage to prevent the buildup of hydrostatic pressures (0 .{� = ,.1 over the service life of the structure. In the event additional water is Introduced Into the general wall area,either above or below grade,any designs from this software would be invalid unless otherwise noted by the engineer of Z C 1= z Lin record. It is also recommended that an Independent assessment of the foundation soil for settlement potential a) and wall deflections for the proposed structure be performed. Changes In the subsoil conditions are not induded I hereby certify that these calculations were prepared by me V O z U C in this software. These additional potegntial failure modes should be evaluated by the engineer of record prior to 4.1 C conform to the Allan Block Spec Boyok.(Refers to inspection ns a ion by the on-site soils engineer. All installations must or under my direct supervision and that I am a duly licensed .a; u — a•- MathCAD files for hand calculations to support the software's consideration of internal,external and internal engineer certified and responsible for the content of these o o o a) fo compound stability of the reinforced composite mass are provided on the software disc. These files are to be calculations. C. J >, d 0 0 configured so that the engineer of record can evaluate the output of the software. Individual equations may be altered at the discretion of the engineer of record. Page #: Signature: 27 Engineer: License Number: Date: v 15.1.6 Wall Design Variables Kai = Active Earth Pressure Coefficient Infill = 0.253 Setback = 90 - Beta An le = 6.52 Deg. Kar = Active Earth Pressure Coefficient Retained = Wf = Weight of Facing 9 502.69 plf I ,3 0.253 Wt = Total Weight = 2011.64 plf H = Wall Height = 3.94 ftFa = Active Force = 235.73 plf 1` He = Effective Height =.....3.94 ft Fav = Vertical Force = 80.62 plf 'i� , :::„.....1.--,;:„„4,,,,, ,,,.,,,�, He_i = Effective Height 3.�4 ft Fah = Horizontal Force = 221.51 plf li J� i = Slope = 0 Deg Fr = Resistance Force = 1207.97 plf i_int = Effective Slope = 0 Deg. " i � L i_ext = Effective Slope = 0 Deg. i illi $ y !SIPS ,, ,: " Internal Design Calculations Static Section: 3 Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Efficiency Number Elevation ft Length ft plf Load plf Overstress Pullout Block Pullout Soil 3A 230.36 7 102.74 1332.67 19.46 18.09 3.06 7.71 2A 229.05 4 151.96 1332.67 13.15 13.15 2.87 11.4 1A 227.74 4 201.19 1332.67 9.94 10.63 4.57 15.1 w 0 Li, o) a o C v o fpX J N tn ul U) >. o O t L Cp CL "C3 L E c(U 4) CO n 4) a1 L.: -° \ EH v Ego zEEzL t`i I hereby certify that these calculations were prepared by me u o z u c or under my direct supervision and that I am a duly licensed �,o = a;.2 „ engineer certified and responsible for the content of these o o 1a o a, �o calculations. a - °- O Geogrid Legend Pa a #: A - Miragrid 3XT Signature: g ZV B - Miragrid 5XT C - Miragrid 7XT Engineer: Min. Length of Geogrid: 4 ft License Number: Date: v 15.1.6 Wall Design Variables Ao = Seismic Coefficient = 0.29 „ 'x dl = Allowable Lateral Deflection Internal = 3 in , � d2 = Allowable Lateral Deflection External = 3 in �� x: Kaei = Dynamic Earth Pressure Coefficient Infill = 0.33 Kaer = Dynamic Earth Pressure Coefficient Retained = 0.33 %: 1 w , " Khi = Horizontal Seismic Coefficient Internal = 0.12 1 1' Khr = Horizontal Seismic Coefficient Retained = 0.12 1 ' 'a DFdyn = Dynamic Earth Force = 74.6 I k - DFdynh = Dynamic Earth Force Horizontal = 70.1 , , .ter ���. }� � �� � DFdynv = Dynamic Earth Force Vertical = 25.52 i , 1 ,, s Pir y Seismic Internal Force = 125.87 plf .. Hir = Seismic Internal Force Location = 1.97 ft }° Internal Design Calculations (Seismic) Section: 34 Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Efficiency Number Elevation ft Length ft plf Load plf Overstress Pullout Block Pullout Soil 3A 230.36 7 146.16 3034.85 22.84 12.72 1.8 4.82 2A 229.05 4 195.38 3034.85 17.09 10.23 1.92 6.44 1A 227.74 4 244.61 3034.85 13.65 8.74 3.62 8.06 w 0 w cm C o C X J a) N N U) >. 00 t iro CL 'p i. E a rn .a ,� (0 CL i?.;I hereby certify that these calculations were prepared by me u .2 z u c ., or under my direct supervision and that I am a duly licensed a;o = a;.2 ai engineer certified and responsible for the content of o these 2 m 2 a) calculations. a. J s a. 0 0 Geogrid Legend Page #: A - Miragrid 3XT Signature: g B - Miragrid 5XT 29 C - Miragrid 7XT Engineer: Min. Length of Geogrid: 4 ft License Number: Date: v 15.1.6 Internal Compound Stability Results: z..-opt The calculated values listed below are the worst case slip arcs for each block course. The { highlighted is the worst case of all courses. To improve the internal compound stability safety factors the designer can lessen grid spacing, increase the infill soil strength .O f '- s,, requirements, increase geogrid strength or consider lengthening the geogrids. These calculations in no way represent a global stability analysis. If a global stability analysis is We ,M ''. ) ',' . a deemed necessary, a global stability program must be used. t ` i 11 i1 ggy No'; *. . . ,'j � } .' con 1l( k x Internal Compound Stability Results: Section: 3 Course Factor of Factor of SFr SVu : SFs SFgrid SDynF SWt SQ S pt Number Safety Safety (plf) SConn (plf) (plf) (pif) (plf) (plf) (p f) (Static) (Seismic) (plf) 5 14.02 12.52 569.95 1938.15 178.83 0 21.4 193.93 780.28 0 4 8.78 7.84 1043.03 2317.44 404.04 187.59 48.35 569.64 1202.78 0 3 6.38 5.69 1227.97 2780.95 643.25 93.94 76.97 848.61 1202.78 , 0 2 4.51 4.02 1529.69 2588.66 922.24 41.08 110.36 1214.21 1343.62 0 1 3.44 3.06 1572.49 2396.36 1167.04 43.58 139.65 1375.23 1202.78 0 0 2.59 2.3 2202.06 1713.31 1508.92 0 180.56 2187.86 1484.45 0 w C7 Li) Cr, a Cla c 0 cX J (1) N In p L L cMI - L G (0 aJ (0 N a1 p1L .a - -(` Z E Z I hereby certify that these calculations were prepared by me .o Z d c "' or under my direct supervision and that I am a duly licensed a;o - .0,•°1 a engineer certified and responsible for the content of these o o 2o Lai _r calculations. a -' °' o 0 Page #: Signature: Engineer: 3 License Number: Date: v1516 Internal Compound Stability Geometry: NitiikkX .Yc The geometry information listed below represents the worst case slip arc entrance and exit points and the accociated acr radius and center of arc coordinates for each block course. The user could use these corrdinates in a drawing program such as AutoCAD to � ` � f recreate the individual slip arcs. :�� :: a g .ter fi Internal Compound Stability Geometry: � Section: 3 � . . m Course Factor of Factor of Arc Center Arc Center -Fir(ft) rc Radius Arc Exit Arc Exit Arc Enter Arc Enter Number Safety Safety Xc (ft) Yc (ft) R (ft) X2 (ft) Y2 (ft) X1 (ft) Y1 (ft) (Static) (Seismic) 5 14.02 12.52 1.26 14.96 11.68 1.29 3.28 5.12 3.94 4 8.78 7.84 1.18 15.38 12.75 1.21 2.63 6.81 3.94 3 6.38 5.69 0.7 12.4 10.44 1.14 1.97 6.81 3.94 2 4.51 4.02 -0.23 13.33 12.09 1.06 1.31 7.37 3.94 1 3.44 3.06 -0.67 10.41 9.89 0.99 0.66 6.81 3.94 0 2.59 2.3 0.91 8.25 8.25 0.99 0 7.94 3.94 LL., L7 w o, a c d o J U a) ce a) O s o 76 GI a3 n .6 cm L 2 f� 1= � 0 z " Ez '� I hereby certify that these calculations were prepared by me .o z c `r' or under my direct supervision and that I am a duly licensed v = t,. a. engineer certified and responsible for the content of these o o ;? a, �v calculations. a a (2'4 0 Page #: Signature: 3 1 Engineer: License Number: Date: v 15 1.6 Wall Design Variables AB Classic Section Height 2.63 ft Total Panel Height 3.28 ft Block Height 0.656 ft Angle of Setback 6 Deg. Depth of Block 0.99 ft Length of Block 1.47 ft Surcharge Parameters 250 psf Live Load @ 2 ft (Distance measured from toe of wall) Safety Factors Static External Actual Sliding 2.86 >= 1.5 0.4 ft 7 ft Actual Overturning r Oft 11 8.31 >= 2 Ir Safety Factors Seismic External Seismic Coefficient = 0.29 Actual Sliding 250 psf Live Load 2.07 >= 1.125 Actual Overturning i 5.79 >= 1.5 ..pvtk' Infill Soil Friction Angle 30 Deg. I :'::'-;*.7..,,,, ...,rir. ..: , Unit WT 120 pcf •••.•••.:...•• Retained Soil N Y w, � , "'� Friction Angle 30 Deg. IUnit WT 120 pcf Foundation Soil >.,• -., Friction Angle 30 Deg. Unit WT120pcf Cohesion 0 psf Bearing Capacity • Mlragrid 3XTFactor of Safety9.19 Sigma_ult-4592.84 psf • Mlragrid 5XT Sigma_max -499.53 psf *Total Panel Height Iowa Mlragrid 7XT Internal Compound Stability Factor of Safety 2.95 Section 4 of 5 Base Information: Geogrid Information: Course Number 0 Section 75.7 ft-99.9 ft Base Width: 2 ft 1 x MtFagrid 3XT @ 7 ft Wall Rock Requirements Base Depth: 0.5 ft 1 x Mlragrid 3XT @ 4 ft Variable Depth Base From Toe: 0.5 ft Number Of Geogrid 2 Height Depth W Bottom 2.63 ft 1 ft (9 W 0l Allan Allan Block Disclaimer: Allan Block provides this software as a service for its clients. The sole purpose of this software is to assist .- C engineers in the design of mechanically stabilized retaining walls. The software uses evaluation techniques and 0 engineering prindpleVss found in the Allan Block EngineeringManual.propriety to R0904 acnyd suppof portiing references.) C 4.0 It is the X to review andIXverify the correctof the nessr of record toofthe results. ALLANne the BLOCK CORPORATION,ITS LICENSEES OR AGENTS andut parameters DO NOT ASSUME ANY LIABILITY OR RESPONSIBILITY FOR DAMAGES WHICH MAY RESULT FROM THE USE OR —r 0 MISUSE OF THIS SOFTWARE. to (i r This software only considers internal,external and internal compound stability of the reinforced composite mass. N > The internal compound stability calculations are limited to an evaluation zone above the base material and back -0 no further than 2'H or He+L,whichever is greater. This program DOES NOT address global stability defined 0 o as soli stability below the base aterial and beyond the limits for internal compound stability. Global Stability 01 0 should be evaluated to determine if the overall site is stable. It is the responsibility of the owner to ensure the 0 = global stability is analyzed. The engineer of record must evaluate the project site for proper water management L co and all potential modes of failure within the segmental retaining wall evaluation zone. The geotechnical n. " engineering firm contracted by the owner should provide a full global stability opinion of the site including the 1_ 1_ effects on the segmental reta ring wall. 0 N 0 h AB Walls 15 contains DEFAULT values for all data inputs that the user MUST change or verify as appropriate for N 01 1. -fl '-1 the project conditions being analyzed. These DEFAULT values do NOT ensure a conservative design for any site ER- ,...4) E -8 condition.The final design must provide for proper wall drainage to prevent the buildup of hydrostatic pressures . ,--1 over the service life of the structure. In the event additional water is Introduced Into the general wall area,either f0 above or below grade,any designs from this software would be invalid unless otherwise noted by the engineer of z c E Z t.. '`r record. It is also recommended that an Independent assessment of the foundation soil for settlement potential 1. N .." and wall deflections for the proposed structure be performed. Changes in the subsoil conditions are not included I hereby certify that these calculations were prepared by me t O z u C in this software. These additional potential failure modes should be evaluated by the engineer of record prior to Initiating wall construction and may require site inspection by the on-site soils engineer. All installations must or under my direct supervision and that I am a duly licensed a) — a) fn conform to the Allan Block Spec Book.(Refer to R0901). 7 •� •�'— MathCAD files for hand calculations to support the software's consideration of internal,external and internal engineer certified and responsible for the content of these 3 o �o o a, fo compound stability of the reinforced composite mass are provided on the software disc. These files are to be calculations. n. J 5. n- 0 0 configured so that the engineer of record can evaluate the output of the software. Individual equations may be . altered at the discretion of the engineer of record. Signature: Page #: 32 Engineer: License Number: Date: v 15.1.6 Wall Design Variables Kai = Active Earth Pressure Coefficient Infill = 0.253 Setback = 90 - Beta Angle = 6.52 Deg. u : Kar = Active Earth Pressure Coefficient Retained = Wf = Weight of Facing = 418.91 plf "- 0.253 Wt = Total Weight = 1676.37 plf -, l' H = Wall Height = 3.28 ft Fa = Active Force = 163.7 plf + y 13 He = Effective Height = 3.28 ft Fav = Vertical Force = 55.99 plf ' tt He_i = Effective Height = 3.28 ft Fah = Horizontal Force = 153.83 plf Ir i = Slope = 0 De Fr = Resistance Force = 1000.18 plf l 1,-' .. F �$ Deg. � i int = Effective Slope = 0 Deg. F4 1 �i i_ext = Effective Slope = 0 Deg. N WINN ) e Internal Design Calculations (Static) Section: 4 Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Efficiency Number Elevation ft Length ft plf Load plf Overstress Pullout Block Pullout Soil 2A 228.39 7 172.57 1332.67 11.58 11.18 3.9 12.95 1A 227.08 4 176.58 1332.67 11.32 11.71 4.17 13.25 Lu Lu a, a a c- 0 J 41 Ul 1_ ,2 p 0 t Lfa d E .. x co N ra N Nal L .0 .-1 Ei= � Ewa zEEz' � ; I hereby certify that these calculations were prepared by me t o z s c or under my direct supervision and that I am a duly licensed .v,5 — .�,.2 a, engineer certified and responsible for the content of these 2 o 2 aJ m calculations. a. - aaa Geogrid Legend Page #: A - Miragrid 3XT Signature: g B - Miragrid 5XT 33 C - Miragrid 7XT Engineer: Min. Length of Geogrid: 4 ft License Number: Date: Y 15.1.6 Wall Design Variables Ao = Seismic Coefficient = 0.29x dl = Allowable Lateral Deflection Internal = 3 in d2 = Allowable Lateral Deflection External = 3 in Kaei = Dynamic Earth Pressure Coefficient Infill.= 0.33 1` , f , 3 Kar = Dynamic Earth Pressure Coefficient Retained = 0.33 ; I ' �� Khi = Horizontal Seismic Coefficient Internal = 0.12 Khr = Horizontal Seismic Coefficient Retained = 0.12 Y;� m , DFdyn = Dynamic Earth Force = 51.81Hi ,E y1 � DFdynh = Dynamic Earth Force Horizontal = 48.68 $ DFdynv = Dynamic Earth Force Vertical = 17.72 Pir = Seismic Internal Force = 89.43 plf ) '� 7 ;' ' '''', Hir = Seismic Internal Force Location = 1.64 ftI , - k Internal Design Calculations (Seismic) w ; � Section: 4 , , M Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Efficiency Number Elevation ft Length ft plf Load plf Overstress Pullout Block Pullout Soil 2A 228.39 7 231.85 3034.85 14.4 8.32 2.73 7.64 1A 227.08 4 216.1 3034.85 15.45 9.57 3.28 7.12 w UJ rn a c c � J a) N > 1J ce 4) o if0 Cl. ( a) RS a) Cil ` .0 EI v Edo z -- Ez � ,� I hereby certify that these calculations were prepared by me. u .o z u c _, or under my direct supervision and that I am a duly licensed ,,o —_ .�,.9 a engineer certified and responsible for the content of these o o to ! v o calculations. a .� S - o 0 Geogrid Legend Page #: A - Miragrid 3XT Signature: 3 4 B - Miragrid 5XT C - Miragrid 7XT Engineer: Min. Length of Geogrid: 4 ft License Number: Date: v 15.1.6 Internal Compound Stability Results: " The calculated values listed below are the worst case slip arcs for each block course. The highlighted is the worst case of all courses. To improve the internal compound stability safety factors the designer can lessen grid spacing, increase the infill soil strength �a requirements, increase geogrid strength or considr lengthening the geogrids. These calculations in no way represent a global stability analysis. If a global stability analysis is , . deemed necessary, a global stability program must be used. ., � � iliati '1a... Hix ,L i, VII lit . II:L Internal Compound Stability Results: Section: 4 Course Factor of Factor of SFr SVu : SFs SFgrid SDynF SWt SQ SQpt Number Safety Safety (plf) SConn (plf) (plf) (plf) (plf) (Pit) (p r) (Static) (Seismic) (pif) 4 3.9 3.47 547.52 145.47 177.66 0 21.26 193.88 760.64 0 3 7.36 6.57 701.45 2065.63 376.01 0 44.99 400.93 760.64 0 2 6.12 _ 5.46 1354.69 2163.4 654.99 489.23 78.38 957.81 1320.37 0 1 4.4 3.92 _ 1553.39 2261.16 918.27 222.04 109.88 1268.37 1320.37 0 0 2.95 2.62 1796.38 1617.78 1182.72 78.72 141.52 1665.91 1320.37 0 w L9 w C a C c 15 0 C X J (n U Na L tu 0 0 _c L fo eL as N to ~ Q} e1 L 1, 7,1 I- v E o Z " E Z r+ C L Lf) I hereby certify that these calculations were prepared by me u .o z u or under my direct supervision and that I am a duly license• d ?.,,o = .a;•N' engineer certified and responsible for the content of these o o '� o au 10 calculations. a -J Q. Page #: Signature: 35 Engineer: License Number: Date: v 15.1.6 Internal Compound Stability Geometry: XCNC The geometry information listed below represents the worst case slip arc entrance and exit points and the accociated acr radius and center of arc coordinates for each block course. The user could use these corrdinates in a drawing program such as AutoCAD to4. recreate the individual slip arcs. �� c Internal Compound Stability Geometry: -4;i c Section: 4 � � �. Course Factor of Factor of Arc Center Arc Center Arc Radius Arc Exit Arc Exit Arc Enter Arc Enter Number Safety Safety Xc (ft) Yc (ft) R (ft) X2 (ft) Y2 (ft) X1 (ft) Y1 (ft) (Static) (Seismic) 4 3.9 3.47 1.19 14.26 11.63 1.21 2.63 5.04 3.28 3 7.36 6.57 1.09 8.56 6.59 1.14 1.97 5.04 3.28 2 6.12 5.46 1.02 12.25 10.93 1.06 1.31 7.28 3.28 1 4.4 3.92 0.5 10.67 10.03 0.99 0.66 7.28 3.28 0 2.95 2.62 0.92 7.8 7.8 0.99 0 7.28 3.28 Li., C7 Li, a, a. c c ii o J a) in(n >. ce p o s L- to - E ;.: E ro a)L '0N ar! tri -Q ' Ei- 0) Edo Z E z I hereby certify that these calculations were prepared by me .o z c "' or under my direct supervision and that I am a duly licensed �,o - .a; 2 a. 36 engineer certified and responsible for the content of these o ;? ar �a calculations. a. a o 0 Page #: Signature: Engineer: License Number: Date: 15.1.6 Wall Design Variables AB Classic Section Height 1.97 ft Total Panel Height 1.97 ft Block Height 0.656 ft 0.2 ft I I ADepth of Block 0.99 Deg.nle of Setback 6 ft Length of Block 1.47 ft Surcharge Parameters 250 psf Live Load @ 2 ft (Distance measured from toe of wall) 250 psf Live Load Safety Factors Static External Actual Sliding 4.72 >= 1.5 Actual Overturning 14.31 >= 2 Safety Factors Seismic External 0 ' Seismic Coefficient = 0.29 Actual Sliding 2.15 >= 1.125 w Actual Overturning 4.96 >= 1.5 Infill Soil Friction Angle 30 Deg. } x Unit WT 120 pcf s. Retained Soil Friction Angle 30 Deg. Unit WT 120 pcf Foundation Soil Friction Angle 30 Deg. Unit WT 120 pcf Cohesion 0 psf Bearing Capacity Factor of Safety 27.37 Sigma_ult- 5027.6 psf Sigma_max - 183.67 psf Internal Compound Stability Factor of Safety 1.24 Section 5 of 5 Base Information: Base Width: 2 ft Course Number 0 Section 99.9 ft 110.2 ft Wall Rock Requirements Base Depth: 0.5 ft Variable Depth Base From Toe: 0.5 ft Height Depth LV Bottom 1.31 ft 1 ft 0 w Allan Block Disclaimer: a Allan Block provides this software as a service for Its clients. The sole purpose of this software is to assist C engineers in the design of mechanically stabilized retaining walls. The software uses evaluation techniques and .13 engineering prindples found in the Allan Block Engineering Manual.o(Refer to R0904 acnyd supportingpreferences.) 4Q.+ It review responsibility the the engineer of the results.dALtANnBLOCK CORPORATIOand N,IITS LICEf NSEES OR AGENTSnd (0 X DO NOT ASSUME ANY LIABILITY OR RESPONSIBILITY FOR DAMAGES WHICH MAY RESULT FROM THE USE OR J (1) MISUSE OF THIS SOFTWARE. (n This software only considers internal,external and internal compound stability of the reinforced composite mass. to 1y„ The Internal compound stability calculations are limited to an evaluation zone above the base material and back (I) .0 no further than 2'H or He+L,whichever is greater. This program DOES NOT address global stabilityy,defined as soil stability below the base aterial and beond the limits for internal compound stability. Global StL ability C1 O N should be evaluated to determine if the overall site is stable. It is the responsibility of the owner to ensure the 0 .0 global stability is analyzed. The engineer of record must evaluate the project site for proper water management y_ RI and all potential modes of failure within the segmental retaining wall evaluation zone. The geotechnical a MS engineering firm contracted by the owner should provide a full global stability opinion of the site including the L effects on the segmental retaining wail. f0 N f0 N AB Walls 15 contains DEFAULT values for all data inputs that the user MUST change or verify as appropriate for Q Cl L .r� 1-4 the project conditions being analyzed. These DEFAULT values do NOT ensure a conservative design for any site G C � Q C E O condition.The final design must provide for proper wall drainage to prevent the buildup of hydrostatic pressures C over the service life of the structure. In the event additional water is Introduced Into the general wall area,either f0 -CI C ,..1 above or below grade,any designs from this software would be invalid unless otherwise noted by the engineer of z • C Z L record. ft is also recommended that an Independent assessment of the foundation soil for settlement potential C Ln and wall deflections for the proposed structure be performed. Changes in the subsoil conditions are not included I hereby certify that these calculations were prepared by me '� Q Z u c in this software. These additional potential failure modes should be evaluated by the engineer of record prior to Initiating wall construction and may require site inspection by the on-site soils engineer. All installations must or under my direct supervision and that I am a duly licensed a) e' — N 'm conform to the Allan Block Spec Book.(Refer to R0901). •r-1 .,--h•- engineer certified and responsible for the content of these 4-1 MathCAD files for hand calculations to support the software's consideration of internal,external and internal 1- Q •1fl 1- Q f0 conn nd stability of the reinforced composite mass are provided on the software disc. These files are to be calculations. a —) 5 a 0 0 configured so that the engineer of record can evaluate the output of the software. Individual equations may be altered at the discretion of the engineer of record. Signature: Page #: Engineer: 37 License Number: Date: v 15.1.6 4 Wall Design Variables Kai = Active Earth Pressure Coefficient Infill = 0.253 Setback = 90 - Beta Angle = 6.52 Deg. ,41 Kar = Active Earth Pressure Coefficient Retained = Wf = Weight of Facing = 133.21 plf 0.253 Wt = Total Weight = 133.21 plf "� ' >_ H = Wall Height = 1.97 ft Fa = Active Force = 16.55 pIf i 1 a k V , He = Effective Height = 1.04 ft Fav = Vertical Force = 5.66 plf e- i ` .M . He_i = Effective Height = 1.97 ft Fah = Horizontal Force = 15.56 plf 1 1 i = Slope = 0 Deg Fr = Resistance Force = 80.18 p f i_int = Effective Slope = 0 Deg. H i �� � 3 i_ext = Effective Slope = 0 Deg. ) i ri -' iimin ? 1111 ;, Internal Design Calculations (Static) Section: 5 ' a. . . ., F� , Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Efficiency Number Elevation ft Length ft plf Load plf Overstress Pullout Block Pullout Soil w w 0) a c o c i< J (1) N >„ Crio L a. -0 r0 ns a) ra N E a) Edo z " Ez Lam. I hereby certify that these calculations were prepared by me u .o z u c "' or under my direct supervision and that I am a duly licensed .a;m — .v,.9 a) engineer certified and responsible for the content of these o o ., o v o calculations. a > a 0 0 Geogrid Legend A - Miragrid 3XT Signature: Page #: B - Miragrid 5XT 38 Engineer: C - Miragrid 7)(T Min. Length of Geogrid: 0 ft License Number: Date: v 15,1.6 Wall Design Variables Ao = Seismic Coefficient = 0.29 _t_ dl = Allowable Lateral Deflection Internal = 3 in d2 = Allowable Lateral Deflection External = 3 in Kaei = Dynamic Earth Pressure Coefficient Infill = 0.33 I:M Kaer = Dynamic Earth Pressure Coefficient Retained = 0.33 bl `1 u � s Khi = Horizontal Seismic Coefficient Internal = 0.12 ---1"-----;:e: ill .� y Khr = Horizontal Seismic Coefficient Retained = 0.12 DFdyn = Dynamic Earth Force = 5.24 H l� l .° '�, k DFdynh = Dynamic Earth Force Horizontal = 4.92 DFdynv = Dynamic Earth Force Vertical = 1.79 Pir = Seismic Internal Force = 15.94 plf Hir = Seismic Internal Force Location = 0.52 ft gi,_.,. : ,,,, , , , , ti..,,t.. Internal Design Calculations (Seismic) Section: 5 u .M _ . .�s Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Efficiency Number Elevation ft Length ft plf Load plf Overstress Pullout Block Pullout Soil w C9 w cn a c c o 4' J a) U v) 1n >. 1 � a! p o s L roo a -a G to a) fa N ai cn .fl ER a, EXo I hereby certify that these calculations were prepared by me t .o z u c `.. or under my direct supervision and that I am a duly licensed .v,o — .�,. o; engineer certified and responsible for the content of these o a v o calculations. a J a o 0 Geogrid Legend Signature: Page #: A - Miragrid 3XT g B - Miragrid 5XT 39 C - Miragrid 7XT Engineer: Min. Length of Geogrid: 0 ft License Number: Date: v 15.1.6 Internal Compound Stability Results: lapt The calculated values listed below are the worst case slip arcs for each block course. The highlighted is the worst case of all courses. To improve the internal compound stability , ,,_ safety factors the designer can lessen grid spacing, increase the infill soil strength ` n 4; requirements, increase geogrid strength or consider lengthening the geogrids. These calculations in no way represent a global stability analysis. If a global stability analysis is deemed necessary, a global stability program must be used. it , .„_, %� * , ISI ILrif .4 ': Her a 'tl i. `mss„,.: ` $S ' a � COO ISI ,,, Internal Compound Stability Results: € 4 , Section: 5 .' w .. Course Factor of Factor of SFr SVu : SFs SFgrid SDyynF SWt SQ SQpt Number Safety Safety (plf) SConn( plf) (p ) (plf) (plf) (p f) (p ) (Static) (Seismic) (pif) 2 2.28 2.02 158.22 116.28 120.49 0 14.42 86.32 184.74 0 1 1.96 1.73 324.6 232.57 284.14 0 34 222.19 334.6 0 0 1.24 1.08 525.62 76.91 485.33 0 58.07 469.17 484.45 0 w C9 w c» a c c la 0C CO v in m y, i2cc cu Q10 L ,_ a (U Q) to N ov d1 L .0 .•-I Z(0 '" Ez .-i in I hereby certify that these calculations were prepared by me u 2 z u c I da,m = a; 9 a calculations. a i engineerorunder my certifieddirect and responsiblesupervisionand forthat the contentama olfuly theselicensed o . o o . v o s a o 0 Signature: Page #: Engineer: 40 License Number: Date: .15.1.5 Internal Compound Stability Geometry: Xtt.Ye The geometry information listed below represents the worst case slip arc entrance and exit points and the accociated acr radius and center of arc coordinates for each block course. The user could use these corrdinates in a drawing program such as AutoCAD to recreate the individual slip arcs. " 1111 Internal Compound Stability Geometry: fl -, Section: 5 Course Factor of Factor of Arc Center Arc Center Arc Radius Arc Exit Arc Exit Arc Enter Arc Enter Number Safety SafetyXc (ft) Yc (ft) R (ft) X2 (ft) Y2 (ft) X1 (ft) Y1 (ft) (Static) (Seismic) _ 2 2.28 • 2.02 1.03 3.86 2.55 1.06 1.31 2.74 1.97 1 1.96 _ 1.73 0.33 4.59 3.99 0.99 0.66 3.34 _ 1.97 0 1.24 1.08 0.94 3.27 3.27 0.99 0 3.94 1.97 w w _C i eo (o x J co N (i) U >. tT r O O r0 aL. a) (� Ei— v E - o Z E E Z I hereby certify that these calculations were prepared by me 2 1 c "' or under my direct supervision and that I am a duly licensed .g,a _ a;.2 i engineer certified and responsible for the content ofis these 2 o o v o calculations. a. ...J 55 a. 0 0 Signature: Page #: 41 Engineer: License Number: Date: v 15.1.6 ALLAN BLOCK WALL BATTER 3 ft(1 m) COMPACTION ME FROM VERTICAL -CONSOLfDAT ON BAcIc OF CUT) r. ZONE 1.4*--° ANGLE, NG LE,I FINISHED GRADE OPTIONAL.ALLAN m' Nir BLOCK CAPSTONE f'rl�il♦ ►N�! 1 HEIGHT�. lly _,.. LOW PERMEABLE FILL TO '/ ; ;* ,, EXTENDED LENGTH MAY 1,0" 044 Skiii,,4 41%,,,1 k ---T _ _ 44' $.04,-.#0,./. - pe MINIMUM THICKNESS OF if BE REQUIRED DUE TO 8 I i TO L.2In(200 mm•300 nm) e SITE OR SEISMIC CONDITIONS _ Kr,rig$'C _■ 12 h(300 mm) ' 1 ti i 4 . FILTER FABRICTO BE /�j411°.'..11 ,l 'r` PI.AGED BETWEEN TOPSOIL, ALLAN BLOCK / ' ` •_•� is �• AND WALL ROCK UNIT II lig f ., * • 1NF'1LL$OIL EXPOSED ► __� I WALL HEIGHT f/ � ' , * IL (� RETAINED SOIL " ! � . ' / f * t. GRANULAR WALL. // : ' - * ROCK 025InfO15in /! - (5 mm TO 35mm) 41 .- , LESS THAN 10%FINES /�'% i - ID REINFORCEMENT TYPE AND �' •• , •• LENGTH VARIES PER WALL DESIGN ,"... __ —. _— __ LLJ FINISHED GRADE • t� •! �/ ,/ +%moi GEOGRID LENGTH ' 'N ,:+�y��. I / / 4 In(104 mm HEEL DETAIN 1 '� W o :i/ . PIPE VENTED TO DAYLIGHT v1 a -o 0 TOE DRAIN —EI EDMENT DERTH .r* PIPEIVENTED TO DAYLIGHT (0 X 8 In(150 mm) V) v) (MIN) InN L ce Q) o0 t L (U a L K3 CU Typical Reinforced Wall E x N QI L. 1 L .Q ZEEZ ,-1I hereby certify that these calculations were prepared by me t g z i c `r' or under my direct supervision and that I am a duly licensed .v,0 — .a,.p1 if) engineer certified and responsible for the content of these o o Ta o a o calculations. o. -J s o. 0 0 Signature: Page #: - Engineer: 42 Note: Details Not To Scale License Number: Date: v 15.1.6 • rr—NNy 1 ' ALLAN BLOCK FLTER FABRIC TO BE ' FWALL ROM VERTIRAL PLACED BETWEEN TOPSOIL SUeaEG�NTGEOGRw �0 AND WALL ROCK LAYERS SHOULD RO EXTEND .. ONE GIEIGMT OP TIE � PRNCIP& WALL HEIGHT PMT IN DIRECTION CION CORNER LOCATION IN OMECIKIN ALLAN BLOCK ����� f/" /•////\\.//\�f�/\�/\` A�.TEaxATERwEGTnNs = UNIT j °�/�/ /�. A \/\� j 111 t "1,1.: 12&IWOOmmI LU 4 12 in(300 mm) 1 ! :f s )t_Ai RAMIE 4ROn1! .. LLJ EXPOSED WALL HEIGHT omit �*'� utNeIa �G RETAINED SOIL ( AOCHUNIT =1 55 C FINISHED GRADE ��/ . . . v s aopero ORAIDAAR is» uxnu X / WELL-GRADED GRANULAR WALT . EMBEDMENT DEPTH / /Aa ''VFAM/ �/ ��� (S mm TO 38 mn)0 25 in TO 1.5 in ,'Si Lieu tommxlsaaEs to ,,\ LESS THAN 109E FINES L N 4 in(100 mm) 4 in(100 mm)TOE DRAINI �) 0 O PIPE VENTED TO DAYLIGHT , d -a fQ L.: Typical Gravity Wall Typical Inside Corner E F i.: E z c E z � L.i` I hereby certify that these calculations were prepared by me u .2 z v c or under my direct supervision and that I am a duly licensed d;15 _ .44 O1 ai engineer certified and responsible for the content of these o o o v o calculations. a JS a 0 0 Signature: Page #: Engineer: 43 Note: Details Not To Scale License Number: Date: v 15.1.6 PRINC 64. l REKIFORCEMEKT DIRECTION GEOGRO LAYER MUST 6E INSUTSmCORNERRWWITH I H . ' rrr X . �•+rl RUNNING PE55E, AAR I ..-DIE PRINCIPAL DIRECTION `� 1*rirs%r+�s+fit WELL-GRADED ��' •Y. GEOGRID TNE MOOVE OR •0Ii•i*'r"••+p', ROCKO 26 in TIAR O 15 In . .. YER ON _ . ONROWEII IMI SIDE NHACENT OP THE SPECIFIED REIT ii;. O'a�t*l', LESS TO O3 IO%)FINES .,`- - CORNER TOEMNLTE EL,EVATKW ♦44 +r 1 r+ r+ }.▪ ,.l ♦!!�. rr rrr Ty t n1 rEaawDcwr�cT ♦!!�!. r rr r+At AOOMOI4 L WALL !!!!!�!!!�P*!�� +rr y�M+�*t�+�rllt NOCK TO EXTEND H4 III f ^ AOORKINAL REINFORCEMENT !r:44.!!!li 00. r+I:AS+r�+rtt 1 y~ i TO EA !••...•4.4*oar wO ti !!r!l,.�! I f„ft !.1 Cr) 'r • iii#o°;:tiff'a- y+s�a,�, TmMREBsoRceuaeNrro .n . r��jai#ijKi, ii�ijf�+it ...:° FIT CtXtVE.MKM,RRI QRD C t.c y REST 414:44:::::::14.14?ffJ /P LENGTH 10 MATCH OESK3N 0 . DIRECTION tfi4fi f#y t RLENGTH (O a f P.°.41iii iii;if1afW (/) I • r a i • . iff;ffififf:rRd� I ,�f "fid. •; _/•E •`' WALL ROCK OEPTH j ifffa**Mi ej� ALLAN BLOCK IApT VARIES IN CORNER A f17i,, w/ 71 *AM MCO( r i r dm b l�r l'ale r �I✓ I ,@. O O .a) cGR&RUMT 1- 'fi rliii rirn �' Ii 'Iiir t :1. a ea , N2 °r„. i_ Typical Outside Corner Typical Inside Curve ALL*,BLOCK NM f•A E a;RI E o z •• Ez P-1 I hereby certify that these calculations were prepared by me 6' .o z u c ”' or under my direct supervision and that I am a duly licensed a;a — f .°) ai engineer certified and responsible for the content of these o o m o a o calculations. a -JS a o 0 Signature: Page #: Engineer: 44 Note: Details Not To Scale License Number: Date: Y 15.1,6 PRINCIPAL REINFORCEMENT WALL.ROCK DEPTH DIRECTION VARIES IN CURVE 'j 1 lE ... r■ f! tnal Sal PSmml OF SOIL ALLAN BLOCK _ ALLAN BLOCK WINGS MBWIThBACK_ yiallri 01i�i11 OVERLAPPING NF NEMENT UNIT%B � TO AVOID GEOGRID CONTACT6ai1: ►iittef" lmaig *��� \/1 toag>g/0 1 MDOITI NNL WALL �L..'� w-�1..',♦♦ �ROGC TO EMEND Hue W . FM INE11 I LU V W.44441"c#4`. .i'•'UI L CD a. la C ,9t�4®6d�,�i•,��iVC,dgp�►��� � O • • �®�4®!•4Ad1►e0110ir RENFoacEMENT J TRIM MENT TO \\#ice Iloge�il044•�r►"�r DIRECTION En to ti i?AAi•i a1N�.�.. w nrCURVE.MINIMUM '`meq,an S,tB *il►ii/LIN9 • WELL-GRADED GRANULAR N 0GRID E9IDNiErTMIDTriND MATCH-( 4V„k140,4LPCn111B • - - MINIMUM OF ONE BURIED CL \ i,►,,14�Ai, WALL ROCK 0.75 in TO 1.5 in L !4,:i. =4s I (5 mm TO 38 mm} BLOCK EXTENDED INTO O�O L SF_ �. -"QE.r SLOPE TO PREVENT EROSION OL LESS THAN 10%FINES a RI un RS 4) I Typical Outside Curve Step-Up at Base Course E F- E 2 z •• Ezi: - I hereby certify that these calculations were prepared by me o Z l a `f' or under my direct supervision and that I am a duly licensed ,a — .W,°' a engineer certified and responsible for the content of these o o o v o calculations. a —I > o. o 0 Page #: Signature: Engineer: 45 Note: Details Not To Scale License Number: Date: v IS 1.6 AB Wall Material and Labor Estimate Worksheet r Material Estimate (Using Elevation View): Quantity Unit Overage Quantity Cost Total AB Classic 321 Blocks 0 % 321 $0.00 _ $0.00 Wall Caps 75 Blocks 0 % 75 $0.00 $0.00 Filter Fabric 24.48 yd^2 0 % 24.5 $0.00 $0.00 Miragrid 3XT 94.8 yd^2 0 % 94.8 $0.00 $0.00 Base Rock 6.61 ton 0 % 6.6 $0.00 $0.00 Wall Rock 22.1 ton 0 % 22.1 $0.00 $0.00 1 Soil Type 21.1 yd^3 0 % 21.1 $0.00 $0.00 Drain Pipe 220.35 ft 0 % _ 220 $0.00 $0.00 Cost $0.00 Labor Estimate Length / Area Unit Cost / Hour Total Base Crew 110.2 ft 0 ftlhr $0.00 $0.00 Wall Crew 237 ft^2 0 ft^2/hr $0.00 $0.00 Labor Total $0.00 Engineering Estimate Wall Area Cost/ft^2 Total Subtotal $0.00 I Engineering Cost' 309.5 ft^2 I $0.00 I $0.00 Profit 0 0/0 Engineering Total $0.00 Overhead 0 0/0 Block overage has not been added to the total wall area. Project Total $0.00 The accuracy and use of numbers contained in this document and program are the sole responsibility of the user of Cost / ft^2 $0.00 this program. Man Block Corp. assumes no liability for the use or misuse of this worksheet.The user must verify each estimate and calculation for accuracy as they pertain to their particular project. Please note that the quantities of AB Corner units are not estimated automatically. The user must manually determine the number of AB Corner units needed for their particular project. W (9 W 01 a c = co J a) v) N cu 13 L. a) oO = L f0 d "a .. E 10 a) r0 a) i _ a al L. *-1 EP ) Exo . z E g Z ...-1 toz ' c "+ no- '^ U) aa) la o a) to Page #: 46 v 15.1.6