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Permit Support Document (2) FOR OFFICE USE ONLY—SITE ADDRESS: Ip$3 S S w C M-4)1k • This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT .�! = r Transmittal Letter i I<,n r t'E 13125 SW Hall Blvd. •Tigard,Oregon 97223 •503.718.2439•www.tigard-or.gov TO: Branden Taggart D DEPT: BUILDING DIVISION _V L. Q FROM: Kurt BikerOCT 2 3 2023 COMPANY: Colas Construction Inc. CITY®F TIGARD BUILDING DIVISION PHONE: 503-4s0-sss2 By.4 f) EMAIL: kurt@colasconstruction.com RE: 6835 aw (441 )..v.r 8t SIT2022-0002s (Site Address) (Permit Number) Dartmouth Crossing-SEG777 (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: I Copies:'. j Description: 1 Copies: I Description: 2 Additional set(s)of plans. Revisions: Cross section(s)and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. 2 Engineer's calculations. Other(explain): RE : DFS#01 +Load Retaining Wall System-Includes plans and calculations 1o�WA Alt A • 20 •000 r FOR OFFICE USE ONLY Route to Permit Technician: Date: J J - . a) Initials: Lin. Fees Du Yes 0 No Fee Description: pi co r v' t Amount Due. 7xa (1 is�xo ,S = 7 . $ a 3 in � �� '� pr o c rSS; $ Special $a06 , 6 3 Instructions: I Reprint Permit(per PE): I ❑Yes HJ No I 0 Done Applicant Notified: r/� Date: i//4/y p Initials: fj , IABoildnieFonns\TransminalLetter-Revisions 073120.doc S1/Nt1: a6Ot V1a.*V{.i„1.1Y4L1V11,1114. 5 ,„,.K V 1419 NW 14th Ave i V�C4l. Yi1W 6 1.Aa Ave'r 1 1 Portland,Oregon 97209 a F.: 11750 SW 9th e Wig,:, t`tg .f P:+15032924025 Tigard,Oregon 97223 Submittal #323223-1.0 - Lock + Load Retaining Wall **Deferred 323223 - Segmental Retaining Walls Submittal** Revision 0 Submittal Manager Kurt Elliker(Colas Construction Inc.) Status Open Date Created Sep 6,2023 Issue Date Sep 6,2023 Spec Section 323223-Segmental Retaining Walls Responsible Key West Retaining Systems Contractor Received From Received Date Submit By RECEIVED Final Due Date Sep 26,2023 Lead Time Cost Code O C T 2 3 2023 Location CITY OF TIGARD Type BUILDING DIVISION Approvers Christian Cutul(BORA Architecture&Interiors) Ball in Court Kurt Elliker(Colas Construction Inc.) Distribution Description Submittal Workflow Name Sent Date Due Date Returned Date Response Attachments General Information Attachments Kurt Elliker Sep 6,2023 Pending Christian Cutul Sep 26,2023 Pending or— COLAS Dartmouth Phase t I IIJI Number NO ION NOTEDPJ MAKE CORRECTIONS NOTED❑ REJECTED ❑ REVISEAND RESUBMITNTitl DE❑SIGN _ ❑Approve0 ❑Re Group,Inc THIS REVIEW IS FOR GENERAL CUNFORMANCF m CONCEPT ONLY AND DEVIATION FROM PLANS OR SPECIFICATIONS f NOT CLEARLY NOTED BY THE CONTRACTOR HAS NOT'BEEN ®Reviewed 0 Furnish as Corrected 0 Revise and Submit REVIEWED_REVIEW SHALL NOT CONSTITUTE A COMPLETE CHECK Run Glitter .t o9Pog/2p23 i IOF ALL DETAILED DIMENSIONS OR COUNT OR SERVE TO RELIEVE l This review Is On for THE CONTRACTOR OF CONTRACTUAL RESPONSIBILny FOR ANY 323223-7.0 0 I de h/ general conformance with the ERROR OR DEVIATION FROM CONTRACT REQUIREMENTS. 32 32 23 sign concept of the project and general compliance with the information given in the Contract COLUMBIA WEST ENGINEERING ,� Documents.Corrections or comments made on the DATE9/13/2023 shop drawings during this review do not relieve ev Jason Mertitt. contractor from compliance with the requirements of i the plans and specifications-Approval of a specific Columbia West has ---- horn shall not include approval of an assembly of Nhich the item is a component Contractor is reviewed. Soil parameters rEQUILIBRIUM ENGINEERS WILL correlated at for dimenslc ns to be Anfirme0and some'ated et the j fabrication information that the means, used in design are in general DEFER REVIEW TOsolely to the fabrication processes or to the means: CIVIL AND methods Tee,hc". eo Anrarthe sandpreeedore"f conformance with our report. GEOTECHNICAL ENGINEERS TO and for all fork taaWe sRtradeo; and for performing all work In a sale and satisfactory manner. CONFIRM LAYOUT AND DESIGN Job*Date. BORA ARCHITECTS,INC Per Reviewed for Conformance With Date. os ta'2D23 Design Concept r viUstructuraltgeotech i CRITERIA FOR By AndrewXu ay review. BIDDER DESIGNED WALL. 44 cc(eDra)snza EELLC HDG has reviewed wall No Exceptions Taken 0 layout, please defer review to Make Corrections Noted Nonconforming-Resubmit 0 geotechnical engineer for Phone 503-226-7575 final approval. n.:—e—.:1/1—.n...—/., •11,-in An An.nr1T SUBSTITUTION REQUEST The Construction Specifications Institu. TO: BORA Northwest Regic PROJECT: Darthmouth Crossin SPECIFIED ITEM: Section No. Page Paragraph Description 32 32 23 1 Segmental Retaining Wall Units PROPOSED SUBSTITUTION: Lock+Load Attached data includes product description, specifications, drawings, test data adequate for evaluation of request including identifying applicable port ons,performance and Attached data also includes description of changes to Contract Documents that proposed substitution requires for proper installation. Undersigned certifies that the following items, unless modified by attachments, are correct: 1. Proposed substitution does not affect dimensions shown on Drawings. 2. Undersigned pays for changes to building design, including engineering design, detailing and construction costs caused by proposed substitution. 3. Proposed substitution has no adverse effect on other trades, construction schedule, or specified warranty requirements. 4. Maintenance and service parts are available locally or are readily obtainable for proposed substitution. Undersigned further certifies that function, appearance, and quality of proposed substitution are equivalent or superior to specified item. Undersigned agrees that, if this page is reproduced, terms and conditions for substitutions found in Bidding Documents apply to this proposed substitution. Submitted by Name(Pent) Colas Construction Saman Modaresi General Contractor Of after award of Contract) Signature Sad /1 G42QQG For use by A/E: Firm Name Keywest Retaining Systems Approved Address Not Approved Approved as Noted 25455 SW Grahams Ferry RdReceived Too Late City,State,Zip Wilsonville,OR 97070 By Date 9/8/2023 Date Telephone 503-682-8400 Fax 503-682 4408 Remarks Attachments 1999 Edith KeyWest Retaining Systems Lic. OR#74421, WA#KEYWEJ*099NN, CA#602750, ID# 14751,AZ# 165482& NV#0052726 Po Box 1049■ Wilsonville,OR 97070 503-682-8400,800-354-6353, 503-682-4408 December 13,2022 Retaining Wall Project: Dartmouth Crossing SW Dartmouth ST&SW 68th Parkway Job #467 A. Block/Panel Units Lock+Load See attachment A-1 4 I Vertical per C100 I B. Setback/Batter Lock+Load 1:10 (1'horizontal in 10'vertical) C. Wall Height 11.7' maximum height Lock+Load, see wall shop drawings. D. Embedment 12"minimum. E. Leveling Pad Excavation, supply and compaction of 3/4" minus crushed stone by others, with final screeding for level block base by Keywest. F. Drainage piping 4"perforated ADS. See attachment F-1 G. Geogrid/Reinforcement Mirafi 5XT See attachment G-1 H. Unit core fill/backfill Unit Core Fill also called drainage zone—Design requires Crushed clean aggregate. Reinforced backfill zone- %"-0 crushed rock Both products supplied by other, placed and compacted by KeyWest. I. Shop drawings See attachment 1-1 Submittal prepared by Tim Mann 971-219-6221 Slope &Stone Engineering, LLC Geotechnical Design&Consulting LOCK+LOAD RETAINING WALL CALCULATIONS Dartmouth Crossing Tigard,Oregon December 28, 2022 Project No. SAS2289 Prepared for: Keywest Retaining Systems PO Box 1049 Wilsonville, Oregon 97070 Prepared by: Slope &Stone Engineering, LLC wrL C N 1y+r`r f(Ak© PNo(j,t vY 111111���Rie.' s•41. ^' lor th o,, +JZpo FA�C . 11` �rEWS: (Z. 3 i+(2022. Eric J. Lim, PE, GE Principal 5908 SW 53rd Ave, Portland,OR 97221 (503)593-8567 slopenstone(a7gmail.com Lock+Load Retaining Wall Calculations Dartmouth Crossing December 28, 2022 Project No.SAS2289 Design Narrative The attached calculations were performed using the 2020 AASHTO LRFD Stiffness Method in MSEW+ software developed by ADAMA Engineering. Lock+Load panels with counterforts overlapping with the specified geogrid provide facing connection strength, and the geogrid reinforcement provides overall stability of the segmental retaining wall system. More information on the Lock+Load Retaining Wall system, including independent test data and IDEA program approval, can be found in the Review Report of Lock+Load Wall System with Ten Cate Geosynthetic Geogrid Reinforcement (https://www.geoinstitute.org/sites/default/files/inline- files/LOCK%2B LOAD%201 DEA%20Submittal%2OV3b.pdf). The following soil parameters were used in the MSE wall design: Table 1 -Soil Parameters Soil Parameter Reinforced Soil (Wall Backfill) Retained Soil Foundation Soil Total Unit Weight(pcf) 140 110 110 Effective Friction Angle (deg.) 34 28 Cohesion 28 (psf) 0 0 50 • Soil parameters above were provided from Geotechnical Site Investigation, Dartmouth Property, Tigard, Oregon, dated March 31, 2021, by Columbia West Engineering, Inc. • Soil conditions to be confirmed during construction by site geotechnical engineer. Slope &Stone Engineering, LLC engineering includes internal and external stability calculations, as well as a courtesy check of global stability in the MSEW+software.Owner is responsible for global stability, static or seismic settlement, or landsliding and site drainage issues. • Traffic surcharges are modeled as 250 psf uniform live loads. No structural surcharges. • Seismic surcharges were modeled using a site class "C" modified peak ground acceleration, PGAm = 0.473 g. To account for flexibility of the MSE wall system, the external stability is reduced to a horizontal seismic coefficient of kh=0.205 g for based on an estimated displacement of"'4 inches. The seismic global stability check utilizes one- half of the PGAm which is kh =0.236 g. • All other design parameters are shown on the attached analysis results. Calculation summaries of the critical height sections for the walls are included below for brevity. Other wall height sections are available upon request. If you have questions regarding the walls or calculations, please contact Eric Lim at Slope & Stone Engineering, LLC at 503-593-8567 or slopenstone@gmail.com. Slope Bz Stone Engineering, LLC Page 2 Slope Igz Stone Stiffness Method 2020 Dartmouth Crossing MSEW+: U date#2022.20 PROJECT IDENTIFICATION Title: Dartmouth Crossing Project Number: SAS2289 Client: Keywest Designer: EJL Station Number: 9 modules Description: 11.7'high Lock+Load wall supporting parking lot with 250 psf traffic live loads.Relatively flat ground at base in section with the wall. Company's information: Name: Slope&Stone Engineering,LLC Street: 5908 SW 53rd Ave Portland,OR 97221 Telephone#: 503-593-8567 Fax#: E-Mail: slopenstone@gmail.com File path and name: C:\Users\jeewh\OneDrive\01 Slope&Stone\Projects\SAS22 Original date and time of creating this file: 9 modules.l3E 1228/2022 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. artmouth Crossing8 opyright©1998-2022 ADAMA Engineering,Inc. License number...MSEW-401033 SOIL DATA REINFORCED SOIL 'nit weight, y 140.0 lb/ft' resign value of internal angle of friction, 4) 34.0° RETAINED SOIL nit weight, y 110.0 lb/ft s 'esign value of internal angle of friction, di 28.0° FOUNDATION SOIL(Considered as an equivalent uniform soil) quivalent unit weight, ycqui,,, 110.0 lb/ft quivalent internal angle of friction, ON. 28.0° quivalent cohesion, c Num. 50.0 lb/ft 2 ,ater table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS a(internal stability)=0.2827 (if batter is less than 10°,Ka is calculated from eq. 15. Otherwise,eq. 38 is utilized) Iclination of internal slip plane, yr=62.00° (see Fig.28 in DEMO 82). a(external stability)=0.3213 (eq. 17 is utilized to calculate Ka for all batters) For external stability user specified S= 18.60°) BEARING CAPACITY earing capacity is controlled by general shear. earing capacity factors(calculated by MSEW): Nc=25.80 N y= 16.72 SEISMICITY (using AASHTO 2017-2020) eak ground acceleration coeff,A=PGA=0.394 and Site Factor,Fpga= 1.200.Maximum ground acceleration coeff.,As=0.473 resign acceleration coefficient in Internal Stability: Kh=Am=0.205 resign acceleration coefficient in External Stability: Kh d=0.205 => Kh=Am=0.205 Kh(ext.)(Displ.=4.00 in. AASHTO Al 1.5.1-1) a=0.3213 Kae=0.4912 In Coulomb equation for Ka,Omega was taken as ZERO and backslope inclined at angle I. M-0 equation foreismic soil-geogrid friction coefficient,F*is 80.0%I on fiitts specified static valuae,e. Omega is always set to ZERO. artmouth Crossing opyright t3 1998-2022 ADAMA Engineering,Inc. Page 2 of 8 License number MSEW-401033 INPUT DATA: Geogrids (Analysis) DATA Geogrid Geogrid Geogrid Geogrid Geogrid type#1 type#2 type#3 type#4 type#5 ult [1b/ft1 4700.0 7400.0 9500.0 djusted Reinf.Stiffness:J=J(2%)x Rc[lb/ft) 32249 50234 64221 ourability reduction factor,RFd 1.30 1.30 1.30 tstallation-damage reduction factor,RFid 1.15 1.15 1.15 reep reduction factor,RFc 1.45 1.45 1.45 N/A N/A DR for strength N/A N/A N/A overage ratio,Rc 1.000 1.000 1.000 riction angle along geogrid-soil interface, p 24.22 24.22 24.22 ullout resistance factor,F* 0.67•tan 0 0.67•tan 0 0.67•tan 4) N/A N/A cale-effect correction factor, a 0.8 0.8 0.8 Variation of Lateral Earth Pressure Coefficient With Depth Z K/Ka K/Ka Oft 1.000.0 1.0 2.0 3.0 3.3 ft 1.00 Z[ft] 6.6 ft 1.00 6.6 9.8 ft 1.00 13.1 ft 1.00 9.8 16.4 ft 1.00 19.7 ft 1.00 16.4 26.2 32.8 artmouth Crossing opyright CO 1998-2022 ADAMA Engineering,Inc. Page 3 of 8 „_:....w „_...... . _..,., ,._... . .._ License number MSEW-401033 INPUT DATA: Facia and Connection (according to revised Demo 82) (Analysis) ACIA type: Facing enabling frictional connection of reinforcement(e.g.,modular concrete blocks,gabions) tepth/height of block is 2.50/1.301t. Horizontal distance to Center of Gravity of block is: 1.25 ft. verage unit weight of block is: yf= 135.00 lb/ft 3 Z/Hd To-static/Tmax Top of wall or To-seismic/Tmd Z/Hd 0.00 0.25 0.00 1.00 0.25 1.00 0.50 0.50 1.00 0.75 0.75 1.00 1.00 1.00 1.00 1.00 0.90 0.80 0.70 0.60 0.50 To-static/Tmax or To-seismic/Tmd onnection strength,T-lot,is related to T-ult reogrid Type#1 Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 N-1 Tult-conn N-2 Tult-conn N-3 Tult-conn N-4 Tult-conn N-5 Tult-conn 50.0 648.00 250.0 710.00 250.0 699.00 813.0 4698.00 2605.0 7390.00 4511.2 9499.00 N/A N/A 000.0 4699.00 7500.0 7399.00 10000.0 9499.00 reogrid Type#1 Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 CRu rt CRu 6 CRu 6 CRu cr CRu 00.0 0.14 100.0 0.10 100.0 0.07 25.0 1.00 1042.0 1.00 1375.0 1.00 N/A N/A 000.0 1.00 3000.0 1.00 4000.0 1.00 ' 6 =Confining stress in between stacked blocks[lb/ft 2] 'CRult-Tc-ult/Tult ' CRcr=Tcre/Tult i seismic analysis,long term strength is reduced to 80%of its static value. D A T A (for connection only) Type#1 Type#2 Type#3 Type#4 Type#5 roduct Name Miragrid.. Miragrid.. Miragrid.. N/A N/A onnection strength reduction factor,RFd 1.15 1.15 1.15 N/A N/A reep reduction factor,RFc N/A N/A N/A N/A N/A artmouth CrossingPage 4 of 8 opyright 0 1998-2022 ADAMA Engineering,Inc. License number MSEW-401033 INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) sign height,Hd 11.70 [ft] {Embedded depth is E= 1.00 ft,and height above top of finished bottom grade is H= 10.70 ft} it in front of wall is Horizontal. tter, co 0.0 [deg] ckslope, (3 0.0 [deg] ckslope rise 0.0 [ft] Broken back equivalent angle,I=0.00° (see Fig.25 in DEMO 82) VIFORM SURCHARGE Uniformly distributed dead load is 0.0[lb/ft 2],and live load is 250.0[1b/ft 2] ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6 8 10 [ft] artmouth .,s IIS,.� ,5,„.,.,.., ,or.r. � „sue-,.,,o,.wa,. ,,,,sue ,.,,,.sue .� ,sa xm.u, 5�v �.,,� vo...,Crossing opyright 0 1998-2022 ADAMA Engineering,Inc. Page of 8 _a.. License number MSEW-401033 Stiffness Method 2020—Load and Resisting Factors INTERNAL STABILITY Load factor for vertical earth pressure,EV: Load factor for prediction of Tmax for the soil failure limit state: Yp-F 1.35 Load factor for earthquake loads,EQ: Yp-EV fs 1.20 YP-FQ 1.00 Load factor for live load surcharge,LS: Yp-rs 1.75 (Same as in External Stability). Load factor for dead load surcharge,ES: Yp-Fs 1.50 (Same as in External Stability). Resistance factor for reinforcement tension Static Combined static/seismic Geogrid: 0.80 1.00 Resistance factor accounting for uncertainty in measurement of geosynthetic stiffness J at 2%strain 5r 1.000 Facing stiffness factor(recommended by AASHTO for flexible facing as 1.0) (D 1.000 Resistance factor for reinforcement tension in connectors (I) Static Combined static/seismic Geogrid: 0.80 1.00 Resistance factor for geosynthetic pullout 0 0.70 1.00 EXTERNAL STABILITY Load factor for vertical earth pressure,EV Static Combined Static/Seismic Sliding and Eccentricity Yp-EV 1.00 Yp-FQ 1.00 Bearing Capacity 7p-1V 1.35 Yp-FQ 1.35 Load factor of active lateral earth pressure,EH Load factor of active lateral earth pressure during earthquake(does not multiply Yp FII , 1.50 Load factor for earthquake loads,EQP y nF and,R ): (Yp-FII ,EQ 1.50 (multiplies PAF and P,R ): Y p-ro 1.00 Resistance factor for shear resistance along common interfaces Static Combined Static/Seismic Reinforced Soil and Foundation 4)t 1.00 1.00 Reinforced Soil and Reinforcement 4), 1.00 1.00 Resistance factor for bearing capacity of shallow foundation Static Combined Static/Seismic 4)b 0.65 0.90 artmouth Crossing opyright 0 1998-2022 ADAMA Engineering,Inc. Page 06 of 8 __,_.,,,,. „_..,.-� „__...,.,,.—....,<,.�.,,_: ..,n..,_._.,�.�.— ,,.,n.,,_._ License number MSEW 41033 ANALYSIS:CALCULATED FACTORS(Static conditions) Bearing capacity,CDR=oundation Interface:Direct sliding,CDR=2.206,Eccentricity,e/L=0.0613,CDR overtumjngo� 5.22actored bearing load=3040 Ib/ft2. GEOGRID CONNECTION CDR Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection strength resistance sliding e/L name [ft] [ft] # strength] CDR CDR CDR 1 1.95 11.00 1 2.58 1.987 7.846 1.983 0.0407 Miragrid 5XT 2 4.55 11.00 1 3.06 2.352 5.868 2.366 0.0180 Miragrid 5XT 3 7.15 11.00 1 2.93 2.661 3.544 2.950 0.0010 Miragrid 5XT 4 9.75 11.00 1 1.44 3.042 1.403 3.953 -0.0100 Miragrid 5XT ANALYSIS: CALCULATED FACTORS(Seismic conditions) Bearing capacity,CR=oundation Interface:Direct sliding,CDR= 1.583,Eccentricity.e/L=0. 922.Fs overturning=2 78'factored bearing load=35861b1ft2. GEOGRID CONNECTION CDR Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection strength resistance sliding e/L name [ft] [ft] # strength] CDR CDR CDR 1 1.95 11.00 1 2.33 2.244 7.052 1.448 0.1511 Miragrid 5XT 2 4.55 11.00 1 2.60 2.504 4.897 1.782 0.1022 Miragrid 5XT 3 7.15 11.00 1 2.38 2.702 2.789 2.334 0.0607 Miragrid 5XT 4 9.75 11.00 1 1.11 2.922 1.032 3.427 0.0268 Miragrid 5XT GLOBAL/COMPOUND STABILITY ANALYSIS (Using Bishop method and ROR=0.0) TATIC CONDITIONS:For the specified search grid, the calculated minimum Fs is 1.651 t corresponds to a critical circle at Xc=-5.85,Yc=21.06 and R=21.86[ft]). EISMIC CONDITIONS:For the specified search grid, the calculated minimum Fs is 1.152 t corresponds to a critical circle at Xc=-5.85,Yc=29.25 and R=29.83[11]). artmouth Crossing opyright©1998-2022 ADAMA Engineering,Inc. License numbr Page of 8 e MSEW-401033 GLOBAL/COMPOUND STABILITY ANALYSIS (Using Bishop method and ROR=0.0) horizontal seismic coefficient,Kh=half of'A',equal to 0.236 has been applied. he seismic force is applied at the center of the sliding mass. STATIC CONDITIONS: or the specified search grid, the calculated minimum Fs is 1.651 t corresponds to a critical circle at Xc=-5.85,Yc=21.06 and R=21.86 rill where(x=0,y=0)is taken at the TOE or c=59.75,Yc= 1021.06 and R=21.86[ft]when the terrain coordinate system is used as shown in the table below.) SEISMIC CONDITIONS: or the specified search grid, the calculated minimum Fs is 1.152 t corresponds to a critical circle at Xc=-5.85,Ye=29.25 and R=29.83 rill where(x=0,y=0)is taken at the TOE or c=59.75,Yc= 1029.25 and R=29.83[FL]when the terrain coordinate system is used as shown in the table below.) ERRAIN/WATER PROFILE 'oint #1 #2 #3 #4 #5 #6 #7 #8 #9 #10 #11 oil layer#1: y = 110.00[lb/ft 3] =28.0° c=50.00[lb/ft 2] fill 0.0 35.0 45.0 55.0 65.0 275.6 282.1 288.7 295.3 311.7 328.1 [ft] 1001.0 1001.0 1001.0 1001.0 1001.0 1000.0 1000.0 1000.0 1000.0 1065.6 1065.6 Calculated Critical Circles-Static X zif Calculated Critical Circles -Seismic x 1 � + r I ; i � f I l I r 4, "AS Crossing wfiw,.1s/1,.v.,,...,1<nV.v.,.nms a.u...tom„V..,b,RA.+Vm.�.�.� ,. .x.,A... .V.o.. .,.......,5,1.,.A.,.USN.._,.,,�.,s�_,��.,z�._,.,,..Ms�-,._.. s�-,,o. <.W- -Vcnm, - �UV,art opyright CO 1998-2022 ADAMA Engineering,Inc. Page 8 of 8 �_.A_:....,,�_ _:......w.. :._.,.. .._._.,.�..._....., ...,_ ..�..,._...,, .,.:_ .m._.:. License number MSEW-401033 ECM %4,-a------, '-....t-,--:-. , 1.4-- : - .'—— , N,,,, 4 it TECHNICAL NOTE Single Wall HDPE Perforation Patterns TN 1. October 2i Maximum Slot Maximum Minimum Inlet Type Diameter Slot Width Area Pattern Nominal I.D. Perforation Length or Type in mm in mm in mm in2/ft cm2/m 3 75 Slot 0.875 22 0.120 3 1.0 21 A 4 100 Slot 0.875 22 0.120 3 1.0 21 B 5 125 Slot 0.875 22 0.120 3 1.0 21 B 6 150 Slot 0.875 22 0.120 3 1.0 21 B 8 200 Slot 1.18 30 0.120 3 1.0 21 B 10 250 Slot 1.18 30 0.120 3 1.0 21 B 12 300 Slot 1.50 38 0.118 3 1.5 32 B 12 300 Circular 0.313 8 - - 1.5 32 C 15 375 Circular 0.313 8 - - 1.5 32 C 18 450 Circular 0.313 8 - - 1.5 32 C 24 600 Circular 0.313 8 - - 2.0 42 D TYPE A PATTERN TYPE B PATTERN 45' 45' k 120' 720' 2 SLOT PATTERN // PERFORATIONS 3 SLOT PATTERN ROTATED 90' EVERY PERFORATIONS OTHER VALLEY ROTATED 60' EVERY OTHER VALLEY TYPE C PATTERN TYPE D PATTERN 60' (rl . 45' 1 � 1 LJ ,, 8 HOLE PATTERN 6 HOLE PATTERN I4640 TRUEMAN BLVD. HILLIARD,OH 43026 (800)821-6710 www.ads-pipe.com I TENCATE ■ ® Mirafi Miragrid® 5XT Miragrid® 5XT geogrid is composed of high molecular weight, high tenacity polyester multifilament yarns which are woven in tension and finished with a PVC coating. Miragrid® 5XT geogrid is inert to biological degradation and resistant to naturally encountered chemicals, alkalis, and acids. Mechanical Properties Minimum Average pe Test Method Unit Roll Value Tensile Strength (at ultimate) ASTM D 6637 kN/m (Ibs/ft) Ma 68i 6(44 00 Dct ion Tensile Strength (at 5%strain) ASTM D 6637 kN/m (Ibs/ft) 25.4 (1740) Creep Reduced Strength ASTM D 5262 kN/m (Ibs/ft) 43.4 (2975) Long Term Allowable Design Load' GRI GG-4(b) kN/m (lbs/ft) 37.6 (2575) ' NOTE: Long Term Allowable Design values are for sand, silt and clay Physical Properties Test Method Unit Typical Value Grid Aperture Size (machine direction) '- mm (in) 30.5 (1.2) Grid Aperture Size (cross machine direction) -' mm (in) 25.4 (1.0) Mass/Unit Area ASTM D 5261 g/m2 (oz/yd2) 305.1 (9.0) Roll Dimensions (width x length) m (ft) 3.6 (12)x 45.7 (150)m Roll Area (yd2) 164.5 (200) Estimated Roll Weight --- kg (Ibs) 63 (140) Disclaimer: TenCate assumes no liability for the accuracy or completeness of this information or for the ultimate use by the purchaser. TenCate disclaims any and all express, implied, or statutory standards, warranties or guarantees, including without limitation any implied warranty as to merchantability or fitness for a particular purpose or arising from a course of dealing or usage of trade as to any equipment, materials, or information furnished herewith. This document should not be construed as engineering advice. ©2010 TenCate Geosynthetics North America Miragrid is a registered trademark of Nicolon Corporation .010.1/7:0°.°11Y°111; TEN Made in USA CATE, materials that make a difference FGS000531 ETQR13