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Home My WebLink AboutB14-0349 CR1 Calcs.pdf DESIGN CALCULATIONS Submitted to: RA Nelson for: Betty Ford Alpine Gardens Vail, CO by: SCHNABEL FOUNDATION COMPANY Job No. 07-5046 September 24, 2014 U L L' '�.. . Cr ' of - 40,11 ‘ •, , Irk; '.., •rr M AL , Todd L. Duncan Colorado P.E. #35225 Schnabel FOUNDATION COMPANY Schnabel FOUNDATION COMPANY September 24, 2014 SFC Job number 07-5046 Betty Ford Alpine Garden Soil Nail Wall Design The wall is designed in general accordance with the recommendations of FHWA DP 103, FHWA GEC 7, Schnabel Foundation Company experience, and other generally accepted practices for soil nail wall design. Soil strength parameters used in the design of the wall are based on information in the project Geotechnical Investigation and our experience in similar soil conditions. the strength parameters used in the design of the soil nail wall are: y= 120 pcf = 35 degrees c =200 psf We have used the computer program SnailWin 3.10 for analyzing the soil nail wall using the above strength parameters and an allowable adhesion of 7 psi. We have included the output for typical design case of a 16 foot high wall with a six foot high MSE wall located 3 feet from the face of the soil nail wall. The resulting safety factor of the design is 1.33. The soil nails will be installed using open hole rotary drilling, or casing if necessary. The design is based on an effective drill hole diameter of five inches. For nail testing the design load, based on the actual grouted length, will be 1.3 kips per foot of nail. Proof nail testing may be performed on production nails or sacrificial nails. The work procedure will generally be as follows: Verify top of wall elevation prior to any nail installation. Adjust nail design as required for actual wall height. 1. excavate for the first lift of soil nails 2. install soil nails 3. install reinforcement 4. place shotcrete 5. excavate next lift of soil nails 6. continue excavation and installation to wall subgrade See the attached calculation sheets. 2950 South Jamaica Court, Suite 107,Aurora, CO 80014 303-696-7268 fax 303-745-0887 Atlanta•Boston• Chicago •Denver•Houston•Philadelphia• San Francisco•Washington DC z/!L-1 • 'PROJECT „IliDate: 09-23-2014 Snailliin 3 . 10 File bfag fr I Minimum Factor of Safety = 1 . 33 12.1 ft Behind Wall Crest' At Wall Toe LEGEND: PS= 25.0 Hips H= 16.0 ft FY= 42.0 Hsi Sh= 5.0 ft SU= 5.0 ft GAM PHI COH SIG—' pcf deg psf psi 1_,120..0 35 200' 7.0; Scale = 10 ft D; Surcharge u�k Node ColorZoom Report, Copy Print Graphics 4,0 3/041 File: bfagl6 Page - 1 *************************************************** * CALIFORNIA DEPARTMENT OF TRANSPORTATION * ENGINEERING SERVICE CENTER * DIVISION OF MATERIALS AND FOUNDATIONS * Office of Roadway Geotechnical Engineering * Date: 09-23-2014 Time: 16:16:24 * *************************************************** Project Identification - betty ford alpine garden H=16 WALL GEOMETRY Vertical Wall Height = 16.0 ft Wall Batter = 6.0 degree Angle Length (Deg) (Feet) First Slope from Wallcrest. = 0.0 30.0 Second Slope from 1st slope. = 0.0 0.0 Third Slope from 2nd slope. = 0.0 0.0 Fourth Slope from 3rd slope. = 0.0 0.0 Fifth Slope from 3rd slope. = 0.0 0.0 Sixth Slope from 3rd slope. = 0.0 0.0 Seventh Slope Angle. = 0.0 SLOPE BELOW THE WALL There is NO SLOPE BELOW THE TOE of the wall SURCHARGE THE SURCHARGES IMPOSED ON THE SYSTEM ARE: Begin Surcharge - Distance from toe = 3.0 ft End Surcharge - Distance from toe = 15.0 ft Loading Intensity - Begin = 720.0 psf/ft Loading Intensity - End = 720.0 psf/ft OPTION #1 Factored Punching shear, Bond & Yield Stress are used. SOIL PARAMETERS Unit Friction Cohesion Bond* Coordinates of Boundary Soil Weight Angle Intercept Stress XS1 YS1 XS2 YS2 Layer (Pcf) (Degree) (Psf) (Psi) (ft) (ft) (ft) (ft) 1 120.0 35.0 200.0 7.0 0.0 0.0 0.0 0.0 * Bond Stress also depends on BSF Factor in Option #5 when enabled. L014 File: bfagl6 Page - 2 WATER SURFACE NO Water Table defined for this problem. SEARCH LIMIT The Search Limit is from 0.0 to 0.0 ft You have chosen NOT TO LIMIT the search of failure planes to specific nodes. REINFORCEMENT PARAMETERS Number of Reinforcement Levels = 3 Horizontal Spacing = 5.0 ft Diameter of Reinforcement Element = 0.750 in Yield Stress of Reinforcement = 42.0 ksi Diameter of Grouted Hole = 5.0 in Punching Shear = 25.0 kips (For ALL Levels) Reinforcement Lengths = 12.0 ft Reinforcement Inclination = 15.0 degrees Vertical Spacing to First Level = 3.0 ft Vertical Spacing to Remaining Levels = 5.0 ft _5M File: bfagl6 Page - 3 MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) Toe 2.106 4.7 62.7 7.2 81.6 9.7 Reinf. Stress at Level 1 = 27.198 Ksi (Pullout controls. . . ) 2 = 27.826 Ksi (Pullout controls. . . ) 3 = 32.495 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 2 1.534 7.7 54.0 7.9 72.1 10.1 Reinf. Stress at Level 1 = 20.441 Ksi (Pullout controls. . . ) 2 = 23.538 Ksi (Pullout controls. . . ) 3 = 31.018 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 3 1.350 10.8 49.9 8.4 60.7 11.0 Reinf. Stress at Level 1 = 15.072 Ksi (Pullout controls. . . ) 2 = 21.203 Ksi (Pullout controls. . . ) 3 = 30.263 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 4 1.332 13.8 30.1 3.2 52.5 18.1 Reinf. Stress at Level 1 = 9.830 Ksi (Pullout controls. . . ) 2 = 18.320 Ksi (Pullout controls. . . ) 3 = 26.811 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 5 1.417 16.8 25.4 3.7 46.9 19.7 Reinf. Stress at Level 1 = 4.522 Ksi (Pullout controls. . . ) 2 = 14.788 Ksi (Pullout controls. . . ) 3 = 25.054 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 6 1.532 19.9 38.8 25.5 89.9 0.0 Reinf. Stress at Level 1 = 1.551 Ksi (Pullout controls. .. ) 2 = 14.739 Ksi (Pullout controls. . . ) 3 = 27.927 Ksi (Pullout controls. . . ) 6/1&1 MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 7 1.672 22.9 34.9 27.9 89.9 0.0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 12.126 Ksi (Pullout controls. . . ) 3 = 26.947 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 8 1.831 25.9 31.7 30.5 89.9 0.0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 9.697 Ksi (Pullout controls. . . ) 3 = 26.036 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 9 1.988 29.0 28.9 33.1 89.9 0.0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 7.435 Ksi (Pullout controls. . . ) 3 = 25.188 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE10 2.143 32.0 26.6 35.8 89.9 0.0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 5.322 Ksi (Pullout controls. . . ) 3 = 24.396 Ksi (Pullout controls. . . ) ******************************************************************** * For Factor of Safety = 1.0 * Maximum Average Reinforcement Working Force: * 4.089 Kips/level ******************************************************************** 7/iLsJ Schnabel FOUNDATION COMPANY Schnabel Foundation Company Betty Ford Alpine Garden September 24,2014 FHWA Design Procedure for Determining Nail Head Strengths for a Specified Soil Nail Wall Facing Version 3.10 (Updated 10/17/2007) Summary: Thisro ram utilizes FHWA's DP103 design p g g guidelines to calculate the nail head strength for a soil nail wall facing. Both temporary and permanent shotcrete or cast-in-place(CIP)concrete facings can be analyzed. The procedure considers earth pressure redistribution on relatively thin temporary construction facings. The program considers three potential failure modes: flexural failure, punching shear failure, and tensile failure of headed studs. Both nominal (ultimate) and allowable nail head loads are given. An empirical earth pressure formula is used to estimate nail head service loads for comparison with the computed allowable loads. The allowable load shall be greater than the load given by the empirical earth pressure formula. The capacity of the upper cantilever portion of the facing is also checked. AASHTO requirements taken from "Standard Specifications for Highway Bridges", 16th Edition, 1996. Tables and figures referred to in the calculations are taken from FHWA's "Manual for Design and Construction Monitoring of Soil Nail Walls-Demonstration Project 103", 1996. Please enter project information: Schnabel"Foundation Company Betty Ford>AlpineeG,arden September 24,2014 Introduction Copyright 2004 Schnabel Foundation Company ghz-1 Schnabel FOUNDATION COMPANY Schnabel Foundation Company Betty Ford Alpine Garden September 24,2014 Enter the following variables: Note:Enter 0 if not applicable AASHTO Load Combination 1,4 or 7:(Table 4.3) 1 . Nail Spacing Horizontal nail spacing: (ft) 5 00 Vertical nail spacing: (ft) 5.00 Shotcrete Thickness and Strength Shotcrete/concrete thickness:(in) 4.00 Shotcrete/concrete compressive strength:(psi) 3000 Welded Wire Mesh Area of mesh:(inA2/ft)(See Table F.1) 0.058° Wire spacing:(in) 6.0Q h Required length of lap splice(in)= 8.00 Yield stress:(ksi) 60 AASHTO,16th Edition,Article 8.32.6.1,p.194 Horizontal Waler Bars Quantity of bars per nail: ;; 2W•• Required length of lap splice(in). 20.52 Bar size#:(3-9) "4 AASHTO,16th Edition,Article 8.32.1.4,p.193 Yield stress:(ksi) 60;: - Non-contact lap splices see Article 8.32.1.3 Vertical Bearing Bars Quantity of bars per nail: 0 Bar size#:(3-9) 4 :; Yield stress:(ksi) 60 Bearing Plate Details Bearing plate width:(in) 8 00 Bearing plate thickness:(in) '-0 75 Diameter of nail tendon hole:(in) Yield Stress:(ksi) Drill Hole Diameter:(in) Temporary Facing Copyright 2004 Schnabel Foundation Company 9/iy Minimum and Maximum Reinforcement Ratio Check AASHTO Requirements: —►To Ensure Ductile Failure: Minimum reinforcement ratios: (requirement waived per FHWA, DP 103,Section 4.7.1,p. 106) Maximum horizontal reinforcement ratio: /t ® f#0 AASHTO,16th Edition,Article 8.16.3.1.1,Eq.8-18 Maximum vertical reinforcement ratio: b 14617 AASHTO,16th Edition,Article 8.16.3.1.1,Eq.8-18 Checking AASHTO maximum steel requirement... OK —►Shrinkage and Temperature Reinforcement: None required per FHWA,DP 103,Section 4.7.1,p. 106 FHWA Requirements: A reinforcement ratio(based on gross area)of no more than 0.0035 should be considered if Cf>1. FHWA,DP 103,Section 4.5.2,p.89 Checking FHWA maximum steel requirement... OK Flexural Strength Calculations Flexure Pressure Factor,Cf,(Table 4.2)= 2.0 Horizontal Positive Moment Capacity(kip-ft/ft)= 1.29 Horizontal Negative Moment Capacity(kip-ft/ft)= 1.29 Vertical Positive Moment Capacity(kip-ft/ft)= 0.56 Vertical Negative Moment Capacity(kip-ft/ft)= 0.56 Nom.Nail Head Strength for Flexure,Tfri(kips)= 18.03 **Vertical moment capacities govern. Allowable Nail Head Load for Flexure,Tf(kips)= " e **See Table 4.4 == CONTROLS Punching Shear Calculation Internal Punching Shear Strength,Vn(kips)= 33.04 Do you wish to consider soil reaction contribution to punching capacity? Yes Shear Pressure Factor,Cs, (Table 4.2)= 2.0 Nominal Punching Shear Strength,Tf„(kips)= 36.76 Allowable Nail Head Load for Punching,Tf(kips)= `.h24 63 *"See Table 4.4 Empirical Minimum Allowable Nail Head Service Load Check Enter the following variables: Empirical coefficient F: (0.3-0.7, use 0.5) 0.5 • Active earth pressure coefficient Ka:* 0,33 Soil Unit Weight:(pcf) '420c41 Wall Height: (ft) 25.0 *If Ka is not known,enter Ka=0 above and estimate active load Pa:(kips/ft of wall) Estimated Nail Head Service Load(kips)= ,_; 138, Facing design fails to meet estimated service load requirements. Revision required. Temporary Facing Copyright 2004 Schnabel Foundation Company Schnabel FOUNDATION COMPANY Schnabel Foundation Company Betty Ford Alpine Garden September 24,2014 Enter the following variables: Note:Enter 0 if not applicable AASHTO Load Combination 1,4 or 7: (Table 4.3) 1 Nail Spacing Horizontal nail spacing: (ft) Vertical nail spacing: (ft) Facing Properties and Thickness: Material:shotcrete or CIP concrete? Shofcrete Shotcrete/concrete thickness: (in) 6 00;' For minimum cover requirements,see Shotcrete/concrete compressive strength: (psi) 3000 x, AASHTO,16th Edition,Article 8.22.1,p.188 Horizontal Reinforcement Bar spacing: (in) 12 "', AASHTO:max spacing=1.5*T,or 18 in. Bar size#: (3-9) ,A2*-- Required length of lap splice(in)= 20.52 Yield stress: (ksi) 6Q '` AASHTO,16th Edition,Article 8.32.1.4,p.193 Non-contact lap splices see Article 8.32.1.3 Vertical Reinforcement Bar spacing: (in) 12 AASHTO:max.spacing=1.5*T,or 18 in. Bar size#: (3-9) ,zW.1', Required length of lap splice(in)= 20.52 Yield stress: (ksi) 6Q AASHTO,16th Edition,Article 8.32.1.4,p.193 Non-contact lap splices see Article 8.32.1.3 Bearing Plate Details Bearing plate width: (in) ;8.00 Bearing plate thickness: (in) 0.75 Yield Stress: (ksi) Headed Stud Details(See Table F.3) Note: Design assumes 4 studs per plate Stud spacing(cc): (in) Stud length(after weld): (in) "3:00 Diameter of stud body: (in) 0 50,;,••'; Diameter of stud head: (in) Head thickness: (in) 0.312 Ultimate Stress: (ksi) 60„, Drill Hole Diameter:(in) Permanent Facing Copyright 2004 Schnabel Foundation Company /,/,y Minimum and Maximum Reinforcement Ratio Check AASHTO Requirements: -*To Ensure Ductile Failure: Minimum horizontal reinforcement ratio: (requirement waived per FHWA, DP 103, Section 4.7.1, p. 106) Maximum horizontal reinforcement ratio: Attaa Maximum vertical reinforcement ratio: ® (ai Checking AASHTO maximum steel requirement... OK Shrinkage and Temperature Reinforcement: Minimum reinforcement=0.125 in2 per foot, regardless of wall thickness. AASHTO.16th Edition.Article 8.20.1.o.187 Checking AASHTO minimum steel requirement for shrinkage and temperature... OK FHWA Requirements: No additional requirements for permanent walls. Flexural Strength Calculations Flexure Pressure Factor, Cf, (Table 4.2)= 1.0 Horizontal Positive Moment Capacity(kip-ft/ft)= 2.80 Horizontal Negative Moment Capacity(kip-ft/ft)= 2.80 Vertical Positive Moment Capacity(kip-ft/ft)= 2.80 Vertical Negative Moment Capacity(kip-ft/ft)= 2.80 Nom. Nail Head Strength for Flexure,Tfn(kips)= 44.86 **Both vertical and horizontal moment capacities govern. Allowable Nail Head Load for Flexure,Tf(kips)= 30 **See Table 4.4 Punching Shear Calculation Internal Punching Shear Strength,V„(kips)= 24.78 **Individual stud pullout governs. Do you wish to consider soil reaction contribution to punching capacity? Yes **No effect if individual stud pullout governs Shear Pressure Factor, Cs, (Table 4.2)= 1.0 Nominal Punching Shear Strength,Tfn(kips)= 24.78 Allowable Nail Head Load for Punching,Tf(kips)= _= CONTROLS **See Table 4.4 Headed Studs Tensile Strength Calculation Nominal Headed Stud Tensile Strength,Tfn, (kips)= 47.12 Allowable Nail Head Load for Tension,Tf(kips)_ Empirical Minimum Allowable Nail Head Service Load Check Enter the following variables: Empirical coefficient F: (0.3-0.7, use 0.5) 0.5 Active earth pressure coefficient Ka:* 0.33 Soil Unit Weight: (pcf) 120, Wall Height: (ft) *If Ka is not known,enter Ka=0 above and estimate active load Pa: (kips/ft of wall) ,(;(....L„,„,, ,,, Estimated Nail Head Service Load(kips)= Facing design exceeds estimated service load requirements. No revision required. Permanent Facing Copyright 2004 Schnabel Foundation Company /2/Ki Schnabel FOUNDATION COMPANY Schnabel Foundation Company Betty Ford Alpine Garden September 24, 2014 gi ram P?? Table 4.2 Facing Pressure Factors Recommended for Design Temporary Facings Permanent Facings Nominal Facing Flexure Pressure Shear Pressure Flexure Pressure Shear Pressure Thickness(in) Factor CF Factor Cs Factor CF Factor Cs 4 2.0 2.5 1.0 1.0 6 1.5 2.0 1.0 1.0 8 1.0 1.0 1.0 1.0 Table 4.3 Load Combinations in AASH TO Specifications Group D L E B RST EQ % I 1 1 1 1 0 0 100 IV 1 1 1 1 1 0 125 VII 1 0 1 1 0 1 133 Notes: D=dead load L=live load E=earth pressure B=buoyancy RST=rib shortening,shrinkage,temperature EQ=earthquake Table 4.4 Nail Head Strength Factors-SLD Failure Mode Nail Head Strength Nail Head Strength Nail Head Strength Factor Factor aF(Group I) Factor aF(Group IV) aF(Group VII) Facing Flexure 0.67 1.25(0.67)=0.83 1.33(0.67)=0.89 Facing Punching Shear 0.67 1.25(0.67)=0.83 1.33(0.67)=0.89 Headed Stud Tensile Fracture ASTM A307 Bolt Material 0.50 1.25(0.50)=0.63 1.33(0.50)=0.67 ASTM A325 Bolt Material 0.59 1.25(0.59)=0.74 1.33(0.59)=0.78 Tables Copyright 2004 Schnabel Foundation Company /3/iq Table F.1(modified) Common Stock Styles of Welded Wire Fabric Style Designation Steel Area(int/ft) Metric Style Designation New Old 6x6-W1.4xW1.4 6x6- 10x10 0.029 152x152MW9.1 xMW9.1 6x6-W1.7xW1.7 6x6-9x9 0.034 6 x6-W2.1 xW2.1 6x6-8x8 0.041 152x152MW13.3xMW13.3 6x6-W2.5xW2.5 6x6-7x7 0.050 6 x 6-W2.9 x W2.9 6x6-6x6 0.058 152 x 152 MW18.7 x MW18.7 6x6-W3.4xW3.4 6x6-5x5 0.067 6 x6-W4.0 x W4.0 6x6-4x4 0.080 152 x 152 MW25.8 x MW25.8 6x6-W4.7xW4.7 6x6-3x3 0.094 6x6-W5.4xW5.4 6x6-2x2 0.108 152 x 152 MW34.9 x MW34.9 6x6-W6.3xW6.3 6x6-1x1 0.126 6x6-W7.4xW7.4 6x6-Ox0 0.148 4x4-W1.4xW1.4 4x4- 10x10 0.043 102x102MW9.1 xMW9.1 4x4-W1.7xW1.7 4x4-9x9 0.052 4 x4-W2.1 x W2.1 4x4-8x8 0.062 102 x 102 MW13.3 x MW13.3 4x4-W2.5xW2.5 4x4-7x7 0.075 4 x4-W2.9 xW2.9 4x4-6x6 0.087 102x102MW18.7xMW18.7 4x4-W3.4xW3.4 4x4-5x5 0.101 4x4-W4.OxW4.0 4x4-4x4 0.12 102 x 102 MW25.8 x MW25.8 4x4-W4.7xW4.7 4x4-3x3 0.140 4x4-W5.4xW5.4 6x6-2x2 0.162 4x4-W6.3xW6.3 6x6-1x1 0.189 4x4-W7.4xW7.4 6x6-Ox0 0.221 Tables Copyright 2004 Schnabel Foundation Company ►LJ/fL4 Table F.3 Dimensions of Stock Size Headed Studs Anchor Size Nominal Area(in2) After Weld Length(in) Head Diameter(in) Head Thickness(in) 1/4 x 2 11/16 0.049 2 9/16 0.500 0.187 1/4 x 4 1/8 0.049 4 0.500 0.187 3/8 x 4 1/8 0.110 4 0.750 0.281 3/8 x 6 1/8 0.110 6 0.750 0.281 1/2 x 2 1/8 0.196 2 1.000 0.312 1x31/8 0.196 3 1.000 0.312 1/2 x 4 1/8 0.196 4 1.000 0.312 1/2 x 5 5/16 0.196 5 3/16 1.000 0.312 1/2 x 6 1/8 0.196 6 1.000 0.312 1/2 x 8 1/8 0.196 8 1.000 0.312 5/8 x 2 11/16 0.307 2'/2 1.250 0.312 5/8 x 6 9/16 0.307 6 3/8 1.250 0.312 5/8 x 8 3/16 0.307 8 1.250 0.312 3/4 x 3 3/16 0.442 3 1.250 .375 3/4 x 3 11/16 0.442 3 %2 1.250 .375 3/4 x 4 3/16 0.442 4 1.250 .375 3/4 x 5 3/16 0.442 5 1.250 .375 3/4 x 6 3/16 0.442 6 1.250 .375 3/4 x 7 3/16 0.442 7 1.250 .375 3/4 x 8 3/16 0.442 8 1.250 .375 7/8 x 3 11/16 0.601 3 1/2 1.375 .375 7/8 x 4 3/16 0.601 4 1.375 .375 7/8 x 5 3/16 0.601 5 1.375 .375 7/8 x 6 3/16 0.601 6 1.375 .375 7/8 x 7 3/16 0.601 7 1.375 .375 7/8 x 8 3/16 0.601 8 1.375 .375 Tables Copyright 2004 Schnabel Foundation Company