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4.12.17_Northampton Pleasant St- Calc Package Compiled
Project 20164277.004A Page i of iv April 12, 2017 © 2017 Kleinfelder DESIGN CALCULATION REPORT NORTHAMPTON DRAINAGE RELOCATION NORTHAMPTON LUMBER YARD PLEASANT STREET NORTHAMPTON, MASSACHUSETTS SUPPORT OF EXCAVATION KLEINFELDER PROJECT #20164277.004A April 12, 2017 Copyright 2017 Kleinfelder All Rights Reserved ONLY THE CLIENT OR ITS DESIGNATED REPRESENTATIVES MAY USE THIS DOCUMENT AND ONLY FOR THE SPECIFIC PROJECT FOR WHICH THIS REPORT WAS PREPARED. Project 20164277.004A Page ii of iii April 12, 2017 © 2017 Kleinfelder Prepared for: CITY OF NORTHAMPTON, MASSACHUSETTS NORTHAMPTON DRAINAGE RELOCATION NORTHAMPTON LUMBER YARD PLEASANT STREET NORTHAMPTON, MASSACHUSETTS SUPPORT OF EXCAVATION KLEINFELDER PROJECT #20164277.004A Calculation Report Prepared by: Stefanie Bridges, PE Staff Geotechnical Engineer Reviewed by: Steven Flowers, PE Project Geotechnical Engineer KLEINFELDER 214 First Street, Suite 320 Cambridge, MA 02142-1245 Phone: 617.497.7800 April 12, 2017 Kleinfelder Project No. 20164277.004A Project 20164277.004A Page iii of iii April 12, 2017 © 2017 Kleinfelder TABLE OF CONTENTS ____________________________________________________________________________ Design Approach Calculations: 1 LATERAL PRESSURES 2 SHORING SUITE CALCULATIONS 3 BRACING CALCULATIONS Project 20164277.004A Calculation #1 April 12, 2017 © 2017 Kleinfelder DESIGN APPROACH This design calculation report presents Kleinfelder’s braced sheet pile support of excavation wall design for the above-referenced project. The design used information provided in the Geotechnical Evaluation, Former Northampton Lumberyard (256 Pleasant St) Drain Relocation (dated August 10, 2016) by Kleinfelder. Supporting design calculations for the proposed sheet pile support of excavation system are enclosed in this report. Full size plans are presented under a separate cover. 1.1 PROJECT DESCRIPTION The Valley Community Development Corporation (CDC) is proposing the construction of a new building on the former site of Northampton Lumberyard at 256 Pleasant Street, in Northampton, Massachusetts. The City of Northampton (City) is relocating an existing drain culvert that would otherwise be below the proposed new building. The proposed relocation includes the abandonment in place of approximately 270 linear feet (ft) of the existing 5-ft by 6-ft culvert, and construction of approximately 340 linear feet of a 6-ft by 6-ft concrete box culvert. The new culvert invert will be approximately 12 ft to 15 ft below existing grades. The new culvert alignment is mostly within the former Northampton Lumberyard property, crosses under Holyoke Street diagonally into Harold’s Garage property at 19 Holyoke Street, and ends adjacent to the building at 300 Pleasant Street. Several utilities exist within Holyoke Street, including two (2) gas lines, a water main, storm drainage, an abandoned underground telecomm line, and overhead wires. It is our understanding that the buried utilities will be taken out of service and/or relocated prior to installation of the support of excavation system. This is to be verified by the Contractor during construction. The purpose of this design report is to provide an overview of the sheet pi le wall system as well as to present a summary of the design calculations. Our supporting design calculations are included in this report. Project 20164277.004A Calculation #1 April 12, 2017 © 2017 Kleinfelder SUBSURFACE CONDITIONS The subsurface conditions used to design the subject support of excavation wall are based on the geotechnical report referenced above. In general, the report indicates that the soil conditions at the site consist of approximately 2 to 6 feet of sandy fill, overlying very loose to medium dense, fine to coarse-grained poorly graded sand or silty sand deposits to 15 to 20 feet below grade. Below the sand is a layer of very soft to soft interbedded silt and clay with occasional to frequent fine sand varves. Based on the geotechnical report, the following soil parameters were used to design the retaining wall: Soil Unit Unit Weight (pcf) Undrained Shear Strength (psf) Soil Friction Angle (deg) Fill 120 N/A 27 Native soil 110 275 N/A Groundwater was measured at depths ranging from about 9.6 to 10.9 feet below ground surface in monitoring wells installed at the site. Our design uses a groundwater level of El. 114, which is approximately 6 to 8 feet below surface grade along the alignment. 1.2 SHEET PILE CONCEPT AND CONSTRUCTION SEQUENCE The sheet pile wall is a type of retaining system that includes a row of interlocking steel sheet piles. In addition, bracing such as tiebacks, cross-braces, or raker braces may also be installed to help support the wall temporarily or permanently. For this project the sheet piles are designed to be supported by two rows of cross-bracing consisted of welded walers and struts. Because of the height of the box culvert that will be constructed in the trench, the bottom level of bracing must be installed below the bottom of the culvert. An intermediate middle bracing level will be installed to temporarily stabilize the wall during excavation to install the bottom brace. The middle bracing level conflicts with the location of the culvert, and must be removed following the installation of the lower brace and prior to installation of the culvert. The excavation will extend to depths of up to 17 feet which is below groundwater level. To provide a groundwater cutoff, the sheets will be installed at least 10 feet into the varved clay layer, for a total length of about 30 feet. The sheet pile wall construction will be accomplished in the following steps: Project 20164277.004A Calculation #1 April 12, 2017 © 2017 Kleinfelder 1. Drive sheet piles to design depth 2. Excavate to 1 foot below upper level of bracing; 3. Install upper level of bracing; 4. Excavate to 1 foot below the middle level of bracing; 5. Install middle level of bracing; 6. Excavate to bottom level of bracing; 7. Install bottom level of bracing; and 8. Remove middle level of bracing. 1.3 SHEET PILE WALL DESIGN APPROACH General Design Procedure: The program Shoring Suite was used to assess the required wall embedment and maximum strut loading during interim and permanent conditions. Earth pressures for design of the wall are based on apparent earth pressure diagrams for braced sheet pile walls, except for the interim cantilevered condition, which used Coulomb’s theory for active earth pressures. The wall design also included hydrostatic pressure, surcharge from construction equipment (approximately 250 psf), and Cooper E-80 loading from the adjacent railroad tracks (a strip load of approximately 1500 psf over a width of 21.5 feet, located a distance of 47 feet from the sheet pile wall). Pile Embedment: Static loading conditions were analyzed to determine the embedment depth of the sheet pile wall. The moments, shear forces, and minimum required pile embedment were calculated via Shoring Suite. The embedment depths at critical pile conditions are attached to this report. The minimum pile embedment computed using Shoring Suite was compared to the minimum pile length recommended for groundwater cutoff (10 feet below the top of the varved clay, for a total length of 30 feet). Pile Deflection Analyses: We used the computer program Shoring Suite to estimate the expected maximum deflection at the top of the sheet piles. The maximum deflection will occur during the interim construction condition, just prior to installation of the upper level of bracing. The attached Shoring Suite output file indicates that the horizontal deflection at the top of the design length pile is less than 1 inch when using SZ14.5 steel sheet piles. It should be noted that the horizontal movements computed by Shoring Suite program represents estimated deflection based on theoretical analysis of a single pile, using somewhat conservative input soil strength and loading parameters.. Bracing Sizing and Design: The upper level of struts will be spaced typically at 14 feet on center to allow for installation of the cast-in-place box culvert sections. The middle and lower level braces will be spaced typically 10 feet on center. Tighter spacing will be required at areas where there are bends in the walls of Project 20164277.004A Calculation #1 April 12, 2017 © 2017 Kleinfelder the trench. The axial loading in the struts was computed using Shoring Suite. The structural design of the struts is based on the maximum computed axial load considering both the final and interim conditions. The design of the walers is based on the distributed lateral load acting on the waler (due to earth pressures, hydrostatic pressures, and construction and railroad surcharge), and based on the maximum strut spacing of 14 feet. The waler at the end of the trench is designed to act as a strut in compression. Lateral loading perpendicular to the end walls of the trench will be carried by the longitudinal walers. The walers will be welded with a 5/6” fillet weld at each sheet pile/waler contact, and, by inspection, can support the lateral loading acting perpendicular to the end walls of the trench. Continuous joint penetration (CJP) welds will be installed to connect the walers at the angle points of the trench. The table below provides a summary of the Shoring Suite results: Computed Value Controlling Stage Notes Maximum Required Sheeting Length 23 ft Construction Stage 2 Use 30ft for design for GW cutoff Maximum Axial load- Upper Brace 9.5 kip/l.f. Final Condition (Design Section A) Brace at D = 4ft Maximum Axial Load- Middle Brace 15 kip/l.f. Construction Stage 3 Brace at D = 10ft Maximum Axial load- Lower Brace 10.2 kip/l.f. Final Condition (Design Section A) Brace at 1-foot below bottom of drain Minimum Required Section Modulus for Sheet Pile 9.4 in^3/ft Construction Stage 3 Select SZ14.5 sheeting or approved equal to control deflections Maximum Deflection 0.85 in Construction Stage 1 <1.0 in OK 1.4 CLOSURE The conclusions and recommendations provided in this calculation report are based, in part, on the current project conditions provided to us, our review of available geotechnical documents for the project site, our site reconnaissance, and our interpretations and assumptions regarding subsurface conditions. If variations in subsurface conditions are discovered during earthwork, we may need to modify this report. Project 20164277.004A Calculation #1 April 12, 2017 © 2017 Kleinfelder The future performance and integrity of the temporary shoring systems will depend largely on proper initial site preparation, drainage, and construction procedures. Monitoring by experienced geotechnical personnel should be considered an integral part of the construction process. Kleinfelder is available to provide geotechnical inspection and testing services during the earthwork phases of the project. If variations in the subgrade conditions are observed at that time, we would be able to provide additional geotechnical engineering recommendations, thus minimizing delays as the project develops. We are also available to review preliminary plans and specifications before construction begins. Project 20164277.004A Calculation #1 April 12, 2017 © 2017 Kleinfelder CALCULATION 1: LATERAL PRESSURES ___________________________________________________________________________________ Project Number: 20164277.004A Project Name: Northampton- Pleasant St Drain Relocation Calc Task: Lateral Pressures Calc Num.: Calc-1 Objective:Calculate lateral pressures for design of steel sheeting support of excavation for the culvert trench excavation. References:1. AASHTO LRFD Bridge Design Specifications, Seventh Edition - 2014 2. Goldberg et al. 1976. Lateral Support Systems and Underpinning. Publication No. FHWA-RD-75-128. Federal Highway Administration, Washington, D.C. 3. Steel Sheet Piling Design Manual.1984. United States Steel. 4. “Manual for Railway Engineering.” (2010). American Railway Engineering and Maintenance-of-Way Association (AREMA). 5. “Railroad Operations Directorate.” (1994). Massachusetts Bay Transit Authority (MBTA). 6. “Guidelines for Load Rating Transit Bridges.” (2003). Massachusetts Bay Transit Authority (MBTA). Assumptions: Refer to the memorandum "Geotechnical Evaluation-Former Northampton Lumberyard (256 Pleasant St) Drain Relocation", dated August 10, 2016 and prepared by Kleinfelder. Soil conditions at the site consist of approximately 2 to 6 feet of sandy fill, overlying very loose to medium dense, fine to coarse-grained poorly graded sand or silty sand deposits to 15 to 20 feet below grade. Below the sand is a layer of very soft to soft interbedded silt and clay with occasional to frequent fine sand varves. Sheeting will be internally braced . Assume the sheets extend 10 feet into the clay for groundwater cutoff. The maximum depth of the top of the clay encountered in the borings is 20 feet. Assume 30 foot long sheets. Methodology: Assume two design sections: "Design Section A" from about 0+00 to 2+07 runs northeast to southwest and is roughly parallel to the railroad tracks at approximately El. 122. The ground is flat for a length of about 13 feet or more, and then slopes upward to the rail bed at approximately El. 135. Sloped embankment does not impact active earth pressures. "Design Section B" from about 2+07 to 3+40 runs north to south and the adjacent ground is flat. Use coulomb theory to estimate active earth pressure coefficient. Use Rankine theory to estimate passive pressure coefficient. Calculation: Calc By: S. Bridges, 3/29/2017 Check By: Page 1 of 16 S. Flowers, 4/11/2017 Project Number: 20164277.004A Project Name: Northampton- Pleasant St Drain Relocation Calc Task: Lateral Pressures Calc Num.: Calc-1 Calculation: Layer 1 (to 15 to 20 feet below grade)- Fill and Native Sand: ≔γ1 120 Unit weight Friction angle of existing fill (Refer to Geotechnical Memorandum)≔ϕ1 27 Layer 2 (below ~15-20 feet below grade) -Varved Clay and Silt ≔γ2 110 Unit weight ≔c2 275 cohesion = undrained strength ≔Overex 2 Allow for 2 feet of incidental overexcavatio ≔HA 17 Maximum height of cut, Section A ≔TopA 122 Max Ground surface elevation, Section A ≔GWLA 114 Groundwater Elevation, Section A ≔TopA_1 122 Elevation of top of Soil 1 (sand), Section A ≔BotA_1 106 Elevation of bot of Soil 1 (sand), Section A ≔TopA_2 106 Elevation of top of Soil 2 (clay), Section A ≔BotA_2 0 Elevation of bot of Soil 2 (clay), Section A Calc By: S. Bridges, 3/29/2017 Check By: Page 2 of 16 S. Flowers, 4/11/2017 Project Number: 20164277.004A Project Name: Northampton- Pleasant St Drain Relocation Calc Task: Lateral Pressures Calc Num.: Calc-1 ≔HB 15 Maximum height of cut, Section B ≔TopB 120 Max Ground surface elevation, Section B ≔GWLB 114 Groundwater Elevation, Section B ≔TopB_1 120 Elevation of top of Soil 1 (sand), Section B ≔BotB_1 106 Elevation of bot of Soil 1 (sand), Section B ≔TopB_2 106 Elevation of top of Soil 2 (clay), Section B ≔BotB_2 0 Elevation of bot of Soil 2 (clay), Section B ≔β 0 Min slope adjacent to trench wall (horizontal slope) ≔θ 90 Assume sheeting is vertical ≔δ 14 wall interface friction (refer to Table 4 from US Steel Sheet Piling manual, below) Calc By: S. Bridges, 3/29/2017 Check By: Page 3 of 16 S. Flowers, 4/11/2017 Project Number: 20164277.004A Project Name: Northampton- Pleasant St Drain Relocation Calc Task: Lateral Pressures Calc Num.: Calc-1 Estimate Ka for fill/sand: Use Coulomb theory for computing active earth pressure for drained material. Refer to AASHTO Figure 3.11.5.3-1 for notation. Compute Coulomb Active Pressure Coefficient for horizontal backfill (applies to both design sections) ≔Ka ―――――――――――――――――― ⎛⎝sin ⎛⎝+ϕ1 θ⎞⎠⎞⎠ 2 ⋅⋅((sin ((θ)))) 2 sin ((−θδ)) ⎛ ⎜ ⎝ +1 ‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾2 ―――――――― ⎛⎝⋅sin ⎛⎝+ϕ1 δ⎞⎠sin ⎛⎝−ϕ1 β⎞⎠⎞⎠ ⋅sin ((−θδ))sin ((+θβ)) ⎞ ⎟ ⎠ 2 =Ka 0.339 ≔Eq_Fluid =⋅γ1 Ka 40.655 Estimate Kp for fill/sand: Use Rankine method: ≔Kp =――――― ⎛⎝+1sin⎛⎝ϕ1⎞⎠⎞⎠ −1sin⎛⎝ϕ1⎞⎠ 2.663 Calc By: S. Bridges, 3/29/2017 Check By: Page 4 of 16 S. Flowers, 4/11/2017 Project Number: 20164277.004A Project Name: Northampton- Pleasant St Drain Relocation Calc Task: Lateral Pressures Calc Num.: Calc-1 Final Condition: In the final condition, assume 2 levels of bracing- one at D = 4ft, and one at D ~ 16ft (1-foot below the bottom of culvert). For final condition, conservatively ignore passive pressure developed within the soft clay and silt deposits. Soils above bottom of excavation will be fill/sand, use apparent earth pressures for internally braced wall in loose sands, per USS Steel manual, page 57: ≔γe_A =――――――――――――――――――――――― ⎛⎝+⋅⎛⎝−TopA GWLA⎞⎠γ1 ⋅⎛⎝−GWLA ⎛⎝−TopA ⎛⎝+HA Overex⎞⎠⎞⎠⎞⎠⎛⎝−γ1 62.4 ⎞⎠⎞⎠ +HA Overex 83.874 =⋅0.2 ⎛⎝+HA Overex⎞⎠3.8 ≔Papparent_A =⋅⋅⋅⋅0.8 Ka γe_A ⎛⎝+HA Overex⎞⎠cos ((δ))419.088 ≔γe_B =――――――――――――――――――――――― ⎛⎝+⋅⎛⎝−TopB GWLB⎞⎠γ1 ⋅⎛⎝−GWLB ⎛⎝−TopB ⎛⎝+HB Overex⎞⎠⎞⎠⎞⎠⎛⎝−γ1 62.4 ⎞⎠⎞⎠ +HB Overex 79.624 =⋅0.2 ⎛⎝+HB Overex⎞⎠3.4 ≔Papparent_B =⋅⋅⋅⋅0.8 Ka γe_B ⎛⎝+HB Overex⎞⎠cos ((δ))355.973 Calc By: S. Bridges, 3/29/2017 Check By: Page 5 of 16 S. Flowers, 4/11/2017 Project Number: 20164277.004A Project Name: Northampton- Pleasant St Drain Relocation Calc Task: Lateral Pressures Calc Num.: Calc-1 Compute Hydrostatic Pressures: (assume GWL at El 114 outside of trench, and dewatering to 2 feet below bottom of excavation.) ≔PwGWL 0 Hydrostatic pressure at groundwater table (El. 114) ≔Pw2ft_A =⋅⎛⎝−114 ⎛⎝−−TopA HA 2 ⎞⎠⎞⎠62.4 686.4 Hydrostatic pressure at 2 feet below BOE (El. 104) ≔PwGWL 0 Hydrostatic pressure at groundwater table (El. 114) ≔Pw2ft_B =⋅⎛⎝−114 ⎛⎝−−TopB HB 2 ⎞⎠⎞⎠62.4 686.4 Hydrostatic pressure at 2 feet below BOE (El. 104) Compute Surcharge Pressures: Construction Surcharge: Apply construction surcharge equal to one half of the vertical load applied over the height of the wall. ≔Const_Load 250 Vertical Construction Surcharge ≔Pconst =⋅0.5 Const_Load 125 Uniform Lateral Construction Surcharge (over height of wall) Calc By: S. Bridges, 3/29/2017 Check By: Page 6 of 16 S. Flowers, 4/11/2017 Project Number: 20164277.004A Project Name: Northampton- Pleasant St Drain Relocation Calc Task: Lateral Pressures Calc Num.: Calc-1 Railroad Surcharge: Per MBTA RR Operations Directorate Section VII (Temporary sheeting and shoring), the railroad surcharge must be applied if the excavation falls within the “zone of influence” of the track, which is a line extending horizontally 5.5 feet from the track centerline and then downward at a slope of 2H:1V. Based on this criteria, the surcharge will be applied on the east trench wall for design Section A (station 0+00 to 2+07). There are 2 adjacent tracks. Per AREMA Section 2.3.3, assume both tracks to be fully loaded. Assume the following geometry: Elev. of rail bed: 135 ft Elev. of top of trench: 122 ft Horiz. distance from trench wall to track CL: 47 ft Methods:Compute lateral pressures based on Boussinesq strip loading (see figure below from US Steel Sheet Pile Manual) Determine uniform E-80 strip loading: The critical distributed load will be a single axis load distributed over the longitudinal spacing given in AREMA Figure 8-2-1. Cooper E-80 Maximum Axle Load: ≔Axle_Load =⋅280 160 (From Arema Vol II Figure 8-2-1, assuming both tracks are fully loaded) Longitudinal Load Distribution: ≔Long 5 Per "Guidelines for Load Rating MBTA bridges" Section E.2.b.1, longitudinal load distribution may be no more than the axle spacing. Per AREMA Figure 8-2-1, the minimum axle spacing is 5ft) Calc By: S. Bridges, 3/29/2017 Check By: Page 7 of 16 S. Flowers, 4/11/2017 Project Number: 20164277.004A Project Name: Northampton- Pleasant St Drain Relocation Calc Task: Lateral Pressures Calc Num.: Calc-1 Lateral Load Distribution = width of tie + twice the ballast depth: ≔Lat =+++12.5 4 4 ⋅20.5 21.5 (Per AREMA Vol II Section 2.3.3.b. Assume 12.75 feet between the centerlines of the tracks as shown in Attachment 1. Assume both tracks have standard 8-ft wide ties and 6-inches of ballast) ≔Strip_Load =――――Axle_Load ((⋅Lat Long )) 1488.372 (See spreadsheet computation of Boussinesq Loading Distribution, Attachment 2) ≔PRR_0 200 Lateral RR surcharge at D = 0ft ≔PRR_9 290 Lateral RR surcharge at D = 9ft ≔PRR_BOT 290 Lateral RR surcharge at bottom of wall Design Lateral Pressures (including surcharge loads) for final condition: Earth Pressures for Interim Construction Stages: Calc By: S. Bridges, 3/29/2017 Check By: Page 8 of 16 S. Flowers, 4/11/2017 Project Number: 20164277.004A Project Name: Northampton- Pleasant St Drain Relocation Calc Task: Lateral Pressures Calc Num.: Calc-1 Earth Pressures for Interim Construction Stages: Stage 1- Excavate for Top Brace Level: ≔Dbrace 4 Top brace Level ≔Cantmax +Dbrace 1 Maximum cantilever (maximum 1 foot excavation below top brace level) ≔Dclay 17.5 Assumed top of clay (for interim analysis) ≔Lsheet 30 Length of sheeting ≔DGWL 8 Depth to Groundwater ≔σ'v_active =+⋅DGWL γ1 ⋅⎛⎝−Dclay DGWL⎞⎠⎛⎝−γ1 62.4 ⎞⎠1507.2 effective vertical stress at top of clay layer (on the active side) ≔σ'v_passive =+⋅⎛⎝−DGWL ⎛⎝Cantmax⎞⎠⎞⎠γ1 ⋅⎛⎝−Dclay DGWL⎞⎠⎛⎝−γ1 62.4 ⎞⎠907.2 effective vertical stress at top of clay layer (on the passive side) ≔Patop 0 ≔PaGWL =⋅⋅DGWL γ1 Ka 325.24 Active pressure at GWL ≔Pasand_bot =⋅σ'v_active Ka 510.626 Active pressure at bottom of sand ≔Paclay_top =−σ'v_active ⋅2 c2 957.2 Active pressure at top of clay ≔Pabot =−⎛⎝+σ'v_active ⎛⎝−Lsheet ⎛⎝Dclay⎞⎠⎞⎠⎛⎝−γ2 62.4 ⎞⎠⎞⎠⋅2 c2 1552.2 Active pressure at bottom of sheet Calc By: S. Bridges, 3/29/2017 Check By: Page 9 of 16 S. Flowers, 4/11/2017 Project Number: 20164277.004A Project Name: Northampton- Pleasant St Drain Relocation Calc Task: Lateral Pressures Calc Num.: Calc-1 (NOTE: A FS of 1.5 is applied to passive pressures in Shoring Suite analysis) ≔Pptop 0 ≔PpGWL =⋅⋅⎛⎝−DGWL ⎛⎝Cantmax⎞⎠⎞⎠γ1 Kp 958.658 Passive pressure at GWL ≔Ppsand_bot =⋅σ'v_passive Kp 2415.819 Passive pressure at bottom of sand layer Sketch 1 below illustrates that because the trench is narrow, we can assume that some passive resistance is developed from the soil wedge extending beyond the opposite trench wall. Assumed top of clay is deep enough below BOE, therefore use overburden from the ground surface outside the trench to compute passive pressure within the clay: ≔Ppclay_top =+σ'v_active ⋅2 c2 2057.2 Passive pressure at top of clay layer (assume overburden from ground surface) ≔Ppbot =+⎛⎝+σ'v_active ⎛⎝−Lsheet ⎛⎝Dclay⎞⎠⎞⎠⎛⎝−γ2 62.4 ⎞⎠⎞⎠⋅2 c2 2652.2 Passive pressure at bottom of sheeting Calc By: S. Bridges, 3/29/2017 Check By: Page 10 of 16 S. Flowers, 4/11/2017 Project Number: 20164277.004A Project Name: Northampton- Pleasant St Drain Relocation Calc Task: Lateral Pressures Calc Num.: Calc-1 Design Lateral Pressures (including surcharge loads) for Construction Stage 1: Calc By: S. Bridges, 3/29/2017 Check By: Page 11 of 16 S. Flowers, 4/11/2017 Project Number: 20164277.004A Project Name: Northampton- Pleasant St Drain Relocation Calc Task: Lateral Pressures Calc Num.: Calc-1 Stage 2- Excavate for Temporary Middle Brace Level: A temporary middle bracing level will be installed to provide support to excavate to bottom of trench to install bottom bracing. The temporary middle bracing level will be removed following installation of the bottom brace to allow for installation of the culvert. ≔Dbrace_mid 10 Middle brace Level ≔Exvmax +Dbrace_mid 1 Excavation height (maximum 1 foot excavation below middle brace level) ≔Dclay 17.5 Assumed top of clay (for temporary construction analysis) ≔Lsheet 30 Length of sheeting ≔DGWL 8 Depth to Groundwater ≔σ'v_active =+⋅DGWL γ1 ⋅⎛⎝−Dclay DGWL⎞⎠⎛⎝−γ1 62.4 ⎞⎠1507.2 effective vertical stress at top of clay layer (on the active side) Calc By: S. Bridges, 3/29/2017 Check By: Page 12 of 16 S. Flowers, 4/11/2017 Project Number: 20164277.004A Project Name: Northampton- Pleasant St Drain Relocation Calc Task: Lateral Pressures Calc Num.: Calc-1 ≔γe =―――――――――――――――― ⎛⎝+⎛⎝⋅DGWL ⎛⎝γ1⎞⎠⎞⎠⋅⎛⎝−Exvmax DGWL⎞⎠⎛⎝−γ1 62.4 ⎞⎠⎞⎠ Exvmax 102.982 average effective unit weight =⋅0.2 Exvmax 2.2 Depth to bottom of triangular portion ≔Papparent =⋅⋅⋅⋅0.8 Ka γe Exvmax cos ((δ))297.906 Apparent earth pressure (const. stage 2) ≔Pasand_1 =⋅⋅γe Exvmax Ka 383.783 Active pressure at BOE ≔Pasand_2 =⋅⎛⎝+⎛⎝⋅γe Exvmax⎞⎠⋅⎛⎝−Dclay Exvmax⎞⎠⎛⎝−γ1 62.4 ⎞⎠⎞⎠Ka 510.626 Active pressure at bottom of sand layer ≔Paclay_1 =−⎛⎝+⎛⎝⋅γe Exvmax⎞⎠⋅⎛⎝−Dclay Exvmax⎞⎠⎛⎝−γ1 62.4 ⎞⎠⎞⎠⋅2 c2 957.2 Active pressure at top of clay layer ≔Paclay_2 =+Paclay_1 ⋅⎛⎝−Lsheet Dclay⎞⎠⎛⎝⎛⎝−γ2 62.4 ⎞⎠⎞⎠1552.2 (NOTE: A FS of 1.5 is applied to passive pressures in Shoring Suite analysis) ≔Ppsand_1 0 Active pressure at BOE ≔Ppsand_3 =⋅⎛⎝⋅((2 ))⎛⎝γ1⎞⎠⎞⎠Kp 639.106 Passive pressure at 2-ft below BOE (dewatering depth) ≔Ppsand_2 =⋅⎛⎝+⎛⎝⋅2 γ1⎞⎠⎛⎝⋅⎛⎝−−Dclay Exvmax 2 ⎞⎠⎛⎝−γ1 62.4 ⎞⎠⎞⎠⎞⎠Kp 1329.34 Passive pressure at bottom of sand layer ≔Ppclay_1 =+⎛⎝+⎛⎝⋅2 γ1⎞⎠⎛⎝⋅⎛⎝−−Dclay Exvmax 2 ⎞⎠⎛⎝−γ1 62.4 ⎞⎠⎞⎠⎞⎠⋅2 c2 1049.2 Passive pressure at top of clay layer Ah iSkth1b i d th85ftbl th Calc By: S. Bridges, 3/29/2017 Check By: Page 13 of 16 S. Flowers, 4/11/2017 Project Number: 20164277.004A Project Name: Northampton- Pleasant St Drain Relocation Calc Task: Lateral Pressures Calc Num.: Calc-1 As shown in Sketch 1 above, passive pressure deeper than 8.5 feet below the bottom of excavation can account for overburden from the ground surface from behind the opposite wall of the trench: ≔Ppclay_2 +−⎛⎝+⋅⎛⎝−Dclay Exvmax⎞⎠γ1 ⎛⎝⋅⎛⎝−8.5 ⎛⎝−Dclay Exvmax⎞⎠⎞⎠⎛⎝γ2⎞⎠⎞⎠⎞⎠((⋅6.5 62.4 ))⋅2 c2 =Ppclay_2 1144.4 Passive pressure at 8.5ft below BOE (accounting for overburden from bottom of trench) ≔Ppclay_3 +−⎛⎝+⋅⎛⎝Dclay⎞⎠γ1 ⎛⎝⋅⎛⎝−+Exvmax 8.5 Dclay⎞⎠⎛⎝γ2⎞⎠⎞⎠⎞⎠⎛⎝⋅⎛⎝−+Exvmax 8.5 DGWL⎞⎠62.4 ⎞⎠2 c2 =Ppclay_3 2152.4 Passive pressure at 8.5ft below BOE (accounting for overburden from ground surface) ≔Ppclay_4 =+Ppclay_3 ⋅⎛⎝−γ2 62.4 ⎞⎠⎛⎝−Lsheet ⎛⎝+Exvmax 8.5 ⎞⎠⎞⎠⎛⎝⋅2.652 10 3 ⎞⎠ Passive pressure at bottom of sheet Design Lateral Pressures (including surcharge loads) for Construction Stage 2: Calc By: S. Bridges, 3/29/2017 Check By: Page 14 of 16 S. Flowers, 4/11/2017 Project Number: 20164277.004A Project Name: Northampton- Pleasant St Drain Relocation Calc Task: Lateral Pressures Calc Num.: Calc-1 Construction Stage 3- Excavate for Bottom Brace Level: In this stage, assume 2 levels of bracing- one at D = 4ft, and one at D ~ 10ft, conservatively ignore passive pressure developed within the soft clay and silt deposits. ≔Dbrace_bot 16 Bottom brace Level ≔Exvmax =+Dbrace_bot 1 17 ≔Dclay 16 Assumed top of clay (assume at bot. of excavation for temporary construction analysis) ≔Lsheet 30 Length of sheeting ≔DGWL 8 Depth to Groundwater ≔σ'v_active =+⋅DGWL γ1 ⋅⎛⎝−Dclay DGWL⎞⎠⎛⎝−γ1 62.4 ⎞⎠1420.8 effective vertical stress at top of clay layer (on the active side) Calc By: S. Bridges, 3/29/2017 Check By: Page 15 of 16 S. Flowers, 4/11/2017 Project Number: 20164277.004A Project Name: Northampton- Pleasant St Drain Relocation Calc Task: Lateral Pressures Calc Num.: Calc-1 ≔γe =―――――――――――――――― ⎛⎝+⎛⎝⋅DGWL ⎛⎝γ1⎞⎠⎞⎠⋅⎛⎝−Exvmax DGWL⎞⎠⎛⎝−γ1 62.4 ⎞⎠⎞⎠ Exvmax 86.965 average effective unit weight =⋅0.2 Exvmax 3.4 Depth to bottom of triangular portion ≔Papparent =⋅⋅⋅⋅0.8 Ka γe Exvmax cos ((δ))388.793 Apparent earth pressure (const. stage 3) The pressures computed herein were used as input to Shoring Suite analysis. A FS of 1.5 was applied to passive pressures for interim construction stages. (Refer to Calc-002) Calc By: S. Bridges, 3/29/2017 Check By: Page 16 of 16 S. Flowers, 4/11/2017 OHWOHWOHWOHWOHWOHW OHW OHW OHW OHWOHWOHWOHWOHWOHWOHWOHWSD D D D D D D D D S S GGGGGGGGGGGGGGGGTTTTTTTTTTTTTDDDDDDS S S S S S S S D D D D D D DWWT T D D D DPPP T T DGGGGGGDDD D D D DGD D D D D OH W OH W OH W OH W OH WOHWOHWOHWOHWOHWOHWOHW GGGWWWWTTTTTTTUELUELUELUELUELTTTOHW OHW OHW OHW OHW GGG EOHW P P D D G OHW OHW G TG O H W O H W OH W OH W GEGOHWOHW GGGGGGGGGG G WWWWWWWWWWWWWWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHW OHW OHW OHW OHW OHW OHW D D D D D D D WEXISTING CATCH BASIN TO REMAIN OPERATIONAL RELOCATED CULVERT 6'X6' BOX CULVERT LIMIT OF WORK LINE P-MH2 - 4' Ø RIM = 119.83 INV. = 114.58 (1) INV. = 114.6 (2) INV. = 114.48 (3) DEMOLISH AND REMOVE EXISTING BRICK CULVERT TO ALLOW INSTALLATION OF PROPOSED 24" RCP DRAIN P-MH3 - 4' Ø DROP MANHOLE RIM= 119.53 INV. = 113.84 (1) INV. = 114.01 (2) INV. = 108.16 (3) INV. = 108.12 (4) P-MH5 - 4' Ø RIM= 122.45 INV. = 118.40 (1) INV. = 117.22 (2) INV. = 115.2 (3) INV. = 115.3 (4) -0 + 1 0 0+ 0 0 1+00 2+00 3+003+40 CONSTRUCTION BASELINE LIMIT OF WORK LINE P-CB2 - 4' Ø RIM= 119.08 INV.= 115.3 (1) INV. = 114.83 (2) TIE INTO 24" RCP STUB AT BOX CULVERT AT INVERT EL. 108.08 UPON COMPLETION OF PROPOSED DRAINAGE IMPROVEMENT, REMOVE INFLATABLE PLUG AT OUTLET OF 24" RCP. SEE DETAIL SHEET C-12. PROPOSED 24" RCP TO TIE-IN INTO EXISTING 24" RCP AT INVERT EL. 108.17 EXISTING BRICK CULVERT TO BE ABANDONED IN PLACE WITH FLOWABLE FILL 1 4 3 1 2 1 2 3 2 1 3 1 2 1 2 3 4 2 3 60 " X 6 8 " B R I C K A R C H C U L V E R T CUT AND CAP EXISTING CULVERT P-CB1 - 4' Ø RIM= 119.00 INV. = 114.92 (P-MH1) 1 2 "RCP12" RCP 15"RCP12" RCP 24" RCP 24"RCP12" RCP 12" RCP EXISTING BRICK CULVERT TO BE ABANDONED IN PLACE WITH FLOWABLE FILL EXISTING CB 10 RIM= 121.60 INV. = 117.8 EXISTING CB 9 RIM= 122.24 INV. = 118.74 10" PVC 10"PVCP-MH6 - 5' Ø DROP MANHOLE INV. = 114.84 (1) INV. = 108.91 (2) INV.=114.02 (3) ABANDONED EXISTING DRAIN BY CUT AND CAP ABANDONED EXISTING DRAIN BY CUT AND CAP ABANDONED EXISTING DRAIN P-MH1 - 4' Ø RIM= 119.50 INV. = 114.77 (1) INV. = 114.69 (2) INV. = 114.05 (3) EXISTING RAILROAD TRACK ELEV 134.7± (SEE NOTE 6) KNOCKOUT - - KNOCKOUT (SEE NOTE 6) EXISTING CATCH BASIN TO BE CORED TO ACCEPT PROPOSED 10" PVC PIPE. INSTALL BRICK AND MORTAR PLUG TO SEAL EXISTING OUTLET AABBSEE SECTION SHEET C-7 SEE SECTION SHEET C-7 C-6 6 MCT MCT RJK DRAINAGE IMPROVEMENT PLAN JJMCAD FILE: G:\_clients\Northampton MA\20164277.003 – Pleasant St Drain Relocation 100%\Drawings\C-6 Drain Improvement Plan.dwg LAYOUT: C-6 DrainagePLOTTED: 3/10/2017 2:02 PM BY: matt tremblayN0 SCALE IN FEET 20 40 SCALE: 1" = 20' NOTES: EARTHWORK 1.ALL EXCAVATIONS SHALL BE COMPLETELY CLOSED AT THE END OF EACH WORKING DAY BY BACKFILLING OR BY COVERING WITH STEEL PLATES OR OTHERWISE PROTECTED IN MANNER CONSISTENT WITH THE SPECIFICATION AND WHEN APPROVED BY THE OWNER AND ENGINEER. 2.ALL TRENCHING, PIPE LAYING, AND BACKFILLING SHALL BE PERFORMED IN ACCORDANCE WITH LOCAL AND FEDERAL OSHA REGULATIONS. 3.THE OWNER AND ENGINEER SHALL BE NOTIFIED IF CONTAMINATED OR SUSPECTED CONTAMINATED SOIL IS ENCOUNTERED AT ANYTIME DURING CONSTRUCTION PERIOD. UTILITIES 4.CONTRACTOR SHALL REFER TO UTILITIES NOTES ON SHEET C-4 5.EXISTING CATCH BASINS, DRAINAGE STRUCTURES, AND DRAIN PIPES SHALL BE FUNCTIONAL AT ALL TIMES. CONTRACTOR TO SUBMIT A SEQUENCING PLAN TO THE ENGINEER AND CITY OF NORTHAMPTON THAT DETAILS HOW THE EXISTING DRAINAGE WILL REMAIN OPERATIONAL THROUGHOUT CONSTRUCTION AND WHAT TEMPORARY STRUCTURES AND/OR DEVICES ARE PROPOSED TO KEEP THE SYSTEM FULLY FUNCTIONING UNTIL THE CONSTRUCTION IS COMPLETED. THE SEQUENCING PLAN SHALL INCLUDE ANY BY-PASS PUMPING REQUIRED TO KEEP THE DRAINAGE FUNCTIONING. 6.PROPOSED MANHOLE PENETRATIONS REFERENCED TO THIS NOTE ARE PROPOSED KNOCKOUTS RESERVED FOR FUTURE WORK. THEREFORE, THESE PENETRATIONS SHALL BE FABRICATED AS A CONCRETE KNOCK-OUT TO ALLOW FOR FUTURE PIPE CONNECTION AT A LATER DATE. CONTRACTOR SHALL COORDINATE WITH ENGINEER FOR ADDITIONAL DETAIL OF SPECIFIC ORIENTATION OF THE PROPOSED KNOCKOUT. BELOW IS A REFERENCE TO THE KNOCK OUT SIZE AND APPROXIMATE ORIENTATION: 15 03/01/2017 20164277.003 CITY OF NORTHAMPTON, MA NORTHAMPTON DRAINAGE RELOCATION REV DESCRIPTION DSN CHK DATE DWN APP 215 First Street, Suite 320 Cambridge, MA 02142 Phone: 617-497-7800 www.kleinfelder.com SHEET of DESIGNED BY ISSUE DATE CURRENT REVISION DRAWN BY CHECKED BY PROJECT NO. REVISIONS SCALE VERIFICATION THIS BAR IS 1 INCH IN LENGTH ON ORIGINAL DRAWING IF IT'S NOT 1 INCH ON THIS SHEET ADJUST YOUR SCALES ACCORDINGLY APPROVED BY ORIGINAL DRAWING SIZE IS 24 x 36 NORTHAMPTON LUMBER YARD PLEASANT STREET NORTHAMPTON, MA 100% D R A F T NOT F O R C O N S T R U C TI O N ·P-MH5 - INLET(4) = 12" RCP (ORIENT BETWEEN INLET(1) & INLET(2) ·P-MH6 - INLET(3) = 12" RCP (ORIENT 180° FROM INLET(1) EXISTING 8" NATURAL GAS EXISTING 4" NATURAL GAS EXISTING GRADE EXISTING 12" WATER MAIN (SEE RELOCATION DETAIL SHEET C-13) PROPOSED 6' X 6' BOX CULVERT S=.0017 CONNECT TO EXISTING 60" RCP EXISTING 60" X 68" BRICK CULVERT AT STATION 0+03.66 CONNECTION INVERT EL: EXISTING 60" X 68" BRICK CULVERT = 107.821 PROPOSED 6' X 6' BOX CULVERT = 107.821 AT STATION 3+31.79 CONNECTION INVERT ELEVATION EXISTING 60" RCP = 107.259 PROPOSED 6' X 6' BOX CULVERT = 107.259 HOLYOKE STREET ROW 4' DIA ACCESS MANHOLE 4' DIA ACCESS MANHOLE FILL SILT, SAND AND SOME ORGANICS FINE SAND VARVED SILT AND CLAYSTA. = 0+03.5OFFSET = 20.053 NL-3 EL.122.5 BOE = 24' FINE SANDSTA. = 1+21.55OFFSET = 23.875NL-4 EL.121.0 BOE = 22' MEDIUM TO COARSE SAND FINE SAND VARVED SILT AND CLAY FILLSTA. = 2+50.81OFFSET = 52.988 NL-7 EL.119.5 BOE = 17' FINE SAND VARVED SILT AND CLAY FILLSTA. = 1+10.33OFFSET = 2.430NL-10 EL.121.5 BOE = 9'STA. = 2+89.1OFFSET = 2.45B-1 EL.119.0 BOE = 22' FILL SAND SILT AND CLAYSTA. = 0+39.78OFFSET = 2.16B-3 EL.122.0 BOE = 22' SAND WITH SILT STA. = 1+95.20OFFSET = 1.931B-2 EL.120.0 BOE = 27' SAND WITH GRAVEL SAND SILT AND CLAY SAND SILT SAND SILT AND CLAY SEE SHEET C-14 FOR DOWNSTREAM TRANSITION COLLAR DETAIL SEE TO SHEET C-14 FOR UPSTREAM TRANSITION COLLAR DETAIL FILL SILT, SAND AND SOME ORGANICS FINE SAND VARVED SILT AND CLAYSTA. = 0+03.5OFFSET = 20.053 NL-3 EL.122.5 BOE = 24' FINE SANDSTA. = 1+21.55OFFSET = 23.875NL-4 EL.121.0 BOE = 22' MEDIUM TO COARSE SAND FINE SAND VARVED SILT AND CLAY FILLSTA. = 2+50.81OFFSET = 52.988 NL-7 EL.119.5 BOE = 17' FINE SAND VARVED SILT AND CLAY FILLSTA. = 1+10.33OFFSET = 2.430NL-10 EL.121.5 BOE = 9'STA. = 2+89.1OFFSET = 2.45B-1 EL.119.0 BOE = 22' FILL SAND SILT AND CLAYSTA. = 0+39.78OFFSET = 2.16B-3 EL.122.0 BOE = 22' SAND WITH SILT STA. = 1+95.20OFFSET = 1.931B-2 EL.120.0 BOE = 27' SAND WITH GRAVEL SAND SILT AND CLAY SAND SILT SAND SILT AND CLAY VERTICALSECTION ASEE C-6EXISTING 6" VC DRAIN LINE (UNKNOWN ELEVATION AT CULVERT))VERTICALSECTION BSEE C-66" SAND 6" SAND RELOCATED 12" DI WATER W/ INSULATION JACKET AND 6" SAND AROUND THE PIPE EXISTING GRADE PROPOSED BUILDING FF = 119.80' BUILDING INFLUENCE ZONE 1:1 WIDTH OF TRENCH (TYP.) PROPOSED 6'x6' CONC BOX CULVERT EL. 134.7'± EXISTING RAIL ROAD TRACKS EXIS TI N G E M B A N K M E N T RAIL ROAD INFLUENCE ZONE 2:1 5.50' EXISTING GRADE EL. 135.0'± EXISTI N G E M B A N K M E N T RAIL ROAD INFLUENCE ZONE 2:1 EXISTING RAIL ROAD TRACKS PROPOSED 6'x6' CONC BOX CULVERT WIDTH OF TRENCH (TYP.) EXISTING 60" WIDE x 68" HIGH CULVERT WITH BRICK ARCH ROOF AND WOOD PLANK FLOOR TO BE ABANDONED IN PLACE PROPOSED BUILDING FF-124.40' BUILDING INFLUENCE ZONE 1:1 PROPOSED 12" RCP 5.50' 15 03/01/2017 20164277.003 CITY OF NORTHAMPTON, MA NORTHAMPTON DRAINAGE RELOCATION REV DESCRIPTION DSN CHK DATE DWN APP 215 First Street, Suite 320 Cambridge, MA 02142 Phone: 617-497-7800 www.kleinfelder.com SHEET of DESIGNED BY ISSUE DATE CURRENT REVISION DRAWN BY CHECKED BY PROJECT NO. REVISIONS SCALE VERIFICATION THIS BAR IS 1 INCH IN LENGTH ON ORIGINAL DRAWING IF IT'S NOT 1 INCH ON THIS SHEET ADJUST YOUR SCALES ACCORDINGLY APPROVED BY #Signed By: ORIGINAL DRAWING SIZE IS 24 x 36 NORTHAMPTON LUMBER YARD PLEASANT STREET NORTHAMPTON, MA 100% D R A F T NOT F O R C O N S T R U C TI O N 8 MCT MCT RJK DRAINAGE PROFILES JJMCAD FILE: G:\_clients\Northampton MA\20164277.003 – Pleasant St Drain Relocation 100%\Drawings\C-7 8 Profiles.dwg LAYOUT: C-7 ProfilePLOTTED: 3/10/2017 1:55 PM BY: matt tremblayC-7 PROPOSED BOX CULVERT ALIGNMENT HORIZONTAL 1" = 20' VERTICAL 1" = 4' SECTION A-A HORIZONTAL 1" = 10' VERTICAL 1" = 10' SECTION B-B HORIZONTAL 1" = 10' VERTICAL 1" = 10' Attachment 3: Rail Lateral Surcharge on Northeast Trench Wall E‐80 Maximum Axle Weight 160 kip Longitudinal load distribution 5 ft Lateral load distribution 21.75 ft Equivalent Strip Load = q 1.5 ksf Approx distance from wall to center of load = x47ft Approx depth from rail bed to top of trench wall 12 ft (AREMA Vol II Part 20.3.2.2) Depth below top of excavation Depth Below Track Bed (ft) Angle α (radians) Angle radians)Ps (ksf) 0 12 1.32081771 0.1162657 0.20425 1 13 1.30094717 0.1244784 0.21635 2 14 1.28129265 0.1323806 0.22747 3 15 1.26186558 0.1399629 0.2376 4 16 1.24267643 0.1472183 0.24674 5 17 1.22373472 0.154142 0.2549 6 18 1.20504903 0.160731 0.2621 7 19 1.18662696 0.1669846 0.26835 8 20 1.16847523 0.1729034 0.27368 9 21 1.15059961 0.17849 0.27813 10 22 1.13300502 0.1837481 0.28173 11 23 1.11569552 0.188683 0.28452 12 24 1.09867434 0.1933009 0.28655 13 25 1.08194397 0.1976091 0.28787 14 26 1.06550614 0.2016156 0.28851 15 27 1.04936189 0.2053292 0.28852 16 28 1.03351161 0.2087592 0.28795 17 29 1.01795511 0.2119154 0.28685 18 30 1.00269159 0.2148078 0.28526 19 31 0.98771979 0.2174467 0.28322 20 32 0.97303794 0.2198425 0.28078 21 33 0.95864383 0.2220057 0.27798 22 34 0.94453489 0.2239469 0.27485 23 35 0.93070817 0.2256762 0.27143 24 36 0.91716043 0.2272042 0.26777 25 37 0.90388812 0.2285407 0.26388 26 38 0.89088747 0.2296957 0.2598 27 39 0.87815448 0.2306788 0.25556 28 40 0.86568498 0.2314993 0.25119 29 41 0.85347462 0.2321664 0.24671 30 42 0.84151895 0.2326887 0.24214 31 43 0.82981338 0.2330748 0.2375 32 44 0.81835326 0.2333327 0.23281 Two E‐80 axle loads from adjacent tracks (AREMA figure 8‐2‐1) AREMA Figure 8‐2‐1 Assume bottom of ballast at El. 134 and top of trench wall at El. 122 0.20 0.22 0.23 0.24 0.25 0.25 0.26 0.27 0.27 0.28 0.28 0.28 0.29 0.29 0.29 0.29 0.29 0.29 0.29 0.28 0.28 0.28 0.27 0.27 0.27 0.26 0.26 0.26 0.25 0.25 0.24 0.24 0.23 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Lateral Load (ksf)Depth Below bottom of Slab (ft)Rail Load Surcharge Series1 Recommended Lateral Pressures for Design Page 1 of 1 Project 20164277.004A Calculation #2 April 12, 2017 © 2017 Kleinfelder CALCULATION 2: SHORING SUITE CALCUL ATIONS ___________________________________________________________________________________ Section A- Final Condition <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsoftware.com 1 2 Depth(ft)0 5 10 15 20 0 1 ksf Licensed to Stefanie Bridges Kleinfelder Date: 4/7/2017 File Name: C:\Users\SBridges\Desktop\Pleasant St\Section A R2.sh8 Wall Height=19.0 Pile Diameter=1.0 Pile Spacing=1.0 Wall Type: 1. Sheet Pile MOMENT IN PILE: Max. Moment=14.44 per Pile Spacing=1.0 at Depth=11.54 PILE SELECTION: Request Min. Section Modulus = 5.3 in3/feet, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 SZ14.5 has Section Modulus = 13.0. It is greater than Min. Requirements! BRACE FORCE: Strut, Tieback, Plate Anchor, and Deadman No. & Type Depth Angle Space Total F.Horiz. F.Vert. F.N/A N/A 1. Strut 4.0 0.0 14.0 132.4*132.4 0.0 0.0 0.0 2. Strut 17.0 0.0 10.0 101.9 101.9 0.0 0.0 0.0 * Top Brace increased by 15% (DM7.2-103) UNITS: Width,Diameter,Spacing,Length,Depth,and Height - ft; Force - kip; Bond Strength and Pressure - ksf DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): No.Z1 P1 Z2 P2 Slope 1 0.0 0.00 3.8 0.42 0.110 2 3.8 0.42 19.0 0.42 0.000 3 19.0 0.00 30.0 0.00 0.000 4 8.0 0.00 19.0 0.69 0.062 5 0.0 0.13 20.0 0.13 0.000 6 0.0 0.20 9.0 0.29 0.010 7 9.0 0.29 19.0 0.29 0.000 PASSIVE PRESSURES: No.Z1 P1 Z2 P2 Slope ACTIVE SPACING: No.Z depth Spacing 1 0.00 1.00 2 19.00 1.00 Northampton Pleasant St SOE 4-10-2017 Calc by: S. Bridges Check By: S. Flowers, 4/11/2017 PASSIVE SPACING: No.Z depth Spacing 1 19.00 1.00 UNITS: Width,Spacing,Diameter,Length,and Depth - ft; Force - kip; Moment - kip-ft Friction,Bearing,and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in Northampton Pleasant St SOE 4-10-2017 Calc by: S. Bridges Check By: S. Flowers, 4/11/2017 Date: 4/7/2017 File Name: C:\Users\SBridges\Desktop\Pleasant St\Section A R2.sh8 Licensed to Stefanie Bridges Kleinfelder<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsoftware.com PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Based on pile spacing: 1.0 feet or meter Pile: SZ14.5 meet Section Requirements. Properties: E (ksi)=29000.0, I (in4)/foot=61.4 132.4* kip 101.9 kip 0 1 ksf Pressure Diagram * Top Brace increased by 15% (DM7.2-103) Depth(ft) 0 5 10 15 20 0 5 10 15 20 Depth(ft)Max. Shear=7.25 kip 7.25 kip 0 Shear Diagram Max. Moment=14.44 kip-ft 14.44 kip-ft 0 Moment Diagram Top Deflection=-0.08(in)Max Deflection=0.17(in) 0.171(in)0 Deflection Diagram Northampton Pleasant St SOE 4-10-2017 Calc by: S. Bridges Check By: S. Flowers, 4/11/2017 Section B- Final Condition <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsoftware.com 1 2 Depth(ft)0 5 10 15 0 1 ksf Licensed to Stefanie Bridges Kleinfelder Date: 4/7/2017 File Name: C:\Users\SBridges\Desktop\Pleasant St\Section B R1.sh8 Wall Height=16.0 Pile Diameter=1.0 Pile Spacing=1.0 Wall Type: 1. Sheet Pile MOMENT IN PILE: Max. Moment=7.88 per Pile Spacing=1.0 at Depth=8.83 PILE SELECTION: Request Min. Section Modulus = 4.0 in3/feet, Fy= 36 ksi = 248 MPa, Fb/Fy=0.66 SZ14.5 has Section Modulus = 13.0. It is greater than Min. Requirements! BRACE FORCE: Strut, Tieback, Plate Anchor, and Deadman No. & Type Depth Angle Space Total F.Horiz. F.Vert. F.N/A N/A 1. Strut 2.0 0.0 14.0 56.1*56.1 0.0 0.0 0.0 2. Strut 14.0 0.0 10.0 65.4 65.4 0.0 0.0 0.0 * Top Brace increased by 15% (DM7.2-103) UNITS: Width,Diameter,Spacing,Length,Depth,and Height - ft; Force - kip; Bond Strength and Pressure - ksf DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): No.Z1 P1 Z2 P2 Slope 1 0.0 0.00 3.2 0.34 0.107 2 3.2 0.34 16.0 0.34 0.000 3 16.0 0.00 30.0 0.00 0.000 4 6.0 0.00 16.0 0.62 0.062 5 0.0 0.13 16.0 0.13 0.000 PASSIVE PRESSURES: No.Z1 P1 Z2 P2 Slope 1 17.0 0.00 18.0 0.00 0.000 2 18.0 0.00 23.7 0.44 0.077 3 23.7 0.44 25.6 0.51 0.036 4 25.6 1.23 30.0 1.31 0.019 Northampton Pleasant St SOE 4-10-2017 Calc by: S. Bridges Check By: S. Flowers, 4/11/2017 ACTIVE SPACING: No.Z depth Spacing 1 0.00 1.00 2 16.00 1.00 PASSIVE SPACING: No.Z depth Spacing 1 16.00 1.00 UNITS: Width,Spacing,Diameter,Length,and Depth - ft; Force - kip; Moment - kip-ft Friction,Bearing,and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in Northampton Pleasant St SOE 4-10-2017 Calc by: S. Bridges Check By: S. Flowers, 4/11/2017 Date: 4/7/2017 File Name: C:\Users\SBridges\Desktop\Pleasant St\Section B R1.sh8 Licensed to Stefanie Bridges Kleinfelder<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsoftware.com PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Based on pile spacing: 1.0 feet or meter Pile: SZ14.5 meet Section Requirements. Properties: E (ksi)=29000.0, I (in4)/foot=61.4 56.1* kip 65.4 kip 0 1 ksf Pressure Diagram * Top Brace increased by 15% (DM7.2-103) Depth(ft) 0 5 10 15 0 5 10 15 Depth(ft)Max. Shear=4.47 kip 4.47 kip 0 Shear Diagram Max. Moment=7.88 kip-ft 7.88 kip-ft 0 Moment Diagram Top Deflection=-0.02(in)Max Deflection=0.08(in) 0.083(in)0 Deflection Diagram Northampton Pleasant St SOE 4-10-2017 Calc by: S. Bridges Check By: S. Flowers, 4/11/2017 Interim Construction Stage 1 (Excavate for upper level of bracing) Date: 4/4/2017 File Name: C:\Users\SBridges\Desktop\Pleasant St\Interim_Brace_1.sh8 Licensed to Stefanie Bridges Kleinfelder<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsoftware.com PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Based on pile spacing: 1.0 feet or meter Pile: SZ14.5 meet Section Requirements. Properties: E (ksi)=29000.0, I (in4)/foot=61.4 Balance Force 0 1 ksf Pressure Diagram Depth(ft) 0 5 10 15 20 25 0 5 10 15 20 25 Depth(ft)Max. Shear=5.11 kip 5.11 kip 0 Shear Diagram Max. Moment=17.02 kip-ft 17.02 kip-ft 0 Moment Diagram Top Deflection=0.85(in)Max Deflection=0.85(in) 0.848(in)0 Deflection Diagram Northampton Pleasant St SOE 4-10-2017 Calc by: S. Bridges Check By: S. Flowers, 4/11/2017 Date: 4/4/2017 File Name: C:\Users\SBridges\Desktop\Pleasant St\Interim_Brace_1.sh8 Licensed to Stefanie Bridges Kleinfelder<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsoftware.com PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Based on pile spacing: 1.0 feet or meter Pile: SZ14.5 meet Section Requirements. Properties: E (ksi)=29000.0, I (in4)/foot=61.4 Balance Force 0 1 ksf Pressure Diagram Depth(ft) 0 5 10 15 20 25 0 5 10 15 20 25 Depth(ft)Max. Shear=5.11 kip 5.11 kip 0 Shear Diagram Max. Moment=17.02 kip-ft 17.02 kip-ft 0 Moment Diagram Top Deflection=0.85(in)Max Deflection=0.85(in) 0.848(in)0 Deflection Diagram Northampton Pleasant St SOE 4-10-2017 Calc by: S. Bridges Check By: S. Flowers, 4/11/2017 Interim Construction Stage 2 (Excavate for temporary middle brace) <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsoftware.com 1 Depth(ft)0 5 10 15 20 25 0 1 ksf Licensed to Stefanie Bridges Kleinfelder Date: 4/7/2017 File Name: C:\Users\SBridges\Desktop\Pleasant St\Interim_Brace_2.sh8 Wall Height=11.0 Pile Diameter=1.0 Pile Spacing=1.0 Wall Type: 1. Sheet Pile PILE LENGTH: Min. Embedment=11.68 Min. Pile Length=22.68 MOMENT IN PILE: Max. Moment=10.94 per Pile Spacing=1.0 at Depth=10.36 PILE SELECTION: Request Min. Section Modulus = 4.0 in3/feet, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 SZ14.5 has Section Modulus = 13.0. It is greater than Min. Requirements!, Top Deflection = -0.18(in) BRACE FORCE: Strut, Tieback, Plate Anchor, and Deadman No. & Type Depth Angle Space Total F.Horiz. F.Vert. F.N/A N/A 1. Strut 4.0 0.0 14.0 94.4 94.4 0.0 0.0 0.0 UNITS: Width,Diameter,Spacing,Length,Depth,and Height - ft; Force - kip; Bond Strength and Pressure - ksf DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): No.Z1 P1 Z2 P2 Slope 1 0.0 0.00 2.2 0.30 0.135 2 2.2 0.30 11.0 0.30 0.000 3 11.0 0.38 17.5 0.51 0.020 4 17.5 0.96 40.0 2.03 0.048 5 8.0 0.00 13.0 0.31 0.062 6 0.0 0.13 11.0 0.13 0.000 7 0.0 0.20 11.0 0.29 0.008 PASSIVE PRESSURES: Pressures below will be divided by a Factor of Safety =1.5 No.Z1 P1 Z2 P2 Slope 1 11.0 0.00 13.0 0.64 0.319 2 13.0 0.64 17.5 1.33 0.153 3 17.5 1.05 19.5 1.14 0.047 4 19.5 2.15 40.0 3.13 0.048 Northampton Pleasant St SOE 4-10-2017 Calc by: S. Bridges Check By: S. Flowers, 4/11/2017 ACTIVE SPACING: No.Z depth Spacing 1 0.00 1.00 2 11.00 1.00 PASSIVE SPACING: No.Z depth Spacing 1 11.00 1.00 UNITS: Width,Spacing,Diameter,Length,and Depth - ft; Force - kip; Moment - kip-ft Friction,Bearing,and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in Northampton Pleasant St SOE 4-10-2017 Calc by: S. Bridges Check By: S. Flowers, 4/11/2017 Date: 4/7/2017 File Name: C:\Users\SBridges\Desktop\Pleasant St\Interim_Brace_2.sh8 Licensed to Stefanie Bridges Kleinfelder<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsoftware.com PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Based on pile spacing: 1.0 feet or meter Pile: SZ14.5 meet Section Requirements. Properties: E (ksi)=29000.0, I (in4)/foot=61.4 94.4 kip 0 1 ksf Pressure Diagram Depth(ft) 0 5 10 15 20 25 0 5 10 15 20 25 Depth(ft)Max. Shear=4.51 kip 4.51 kip 0 Shear Diagram Max. Moment=10.94 kip-ft 10.94 kip-ft 0 Moment Diagram Top Deflection=-0.18(in)Max Deflection=0.26(in) 0.261(in)0 Deflection Diagram Northampton Pleasant St SOE 4-10-2017 Calc by: S. Bridges Check By: S. Flowers, 4/11/2017 Interim Construction Stage 3 (Excavate for lower brace) <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsoftware.com 1 2 Depth(ft)0 5 10 15 20 0 1 ksf Licensed to Stefanie Bridges Kleinfelder Date: 4/7/2017 File Name: C:\Users\SBridges\Desktop\Pleasant St\Interim Brace_3.sh8 Wall Height=17.0 Pile Diameter=1.0 Pile Spacing=1.0 Wall Type: 1. Sheet Pile MOMENT IN PILE: Max. Moment=25.92 per Pile Spacing=1.0 at Depth=17.01 PILE SELECTION: Request Min. Section Modulus = 9.4 in3/feet, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 SZ14.5 has Section Modulus = 13.0. It is greater than Min. Requirements! BRACE FORCE: Strut, Tieback, Plate Anchor, and Deadman No. & Type Depth Angle Space Total F.Horiz. F.Vert. F.N/A N/A 1. Strut 4.0 0.0 14.0 36.6*36.6 0.0 0.0 0.0 2. Strut 10.0 0.0 10.0 148.5 148.5 0.0 0.0 0.0 * Top Brace increased by 15% (DM7.2-103) UNITS: Width,Diameter,Spacing,Length,Depth,and Height - ft; Force - kip; Bond Strength and Pressure - ksf DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): No.Z1 P1 Z2 P2 Slope 1 0.0 0.00 3.4 0.39 0.114 2 3.4 0.39 17.0 0.39 0.000 3 17.0 0.00 40.0 0.00 0.000 4 8.0 0.00 17.0 0.56 0.062 5 0.0 0.13 17.0 0.13 0.000 6 0.0 0.20 9.0 0.29 0.010 7 9.0 0.29 17.0 0.29 0.000 PASSIVE PRESSURES: No.Z1 P1 Z2 P2 Slope ACTIVE SPACING: No.Z depth Spacing 1 0.00 1.00 2 17.00 1.00 Northampton Pleasant St SOE 4-10-2017 Calc by: S. Bridges Check By: S. Flowers, 4/11/2017 PASSIVE SPACING: No.Z depth Spacing 1 17.00 1.00 UNITS: Width,Spacing,Diameter,Length,and Depth - ft; Force - kip; Moment - kip-ft Friction,Bearing,and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in Northampton Pleasant St SOE 4-10-2017 Calc by: S. Bridges Check By: S. Flowers, 4/11/2017 Date: 4/7/2017 File Name: C:\Users\SBridges\Desktop\Pleasant St\Interim Brace_3.sh8 Licensed to Stefanie Bridges Kleinfelder<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsoftware.com PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Based on pile spacing: 1.0 feet or meter Pile: SZ14.5 meet Section Requirements. Properties: E (ksi)=29000.0, I (in4)/foot=61.4 36.6* kip 148.5 kip 0 1 ksf Pressure Diagram * Top Brace increased by 15% (DM7.2-103) Depth(ft) 0 5 10 15 20 0 5 10 15 20 Depth(ft)Max. Shear=10.02 kip 10.02 kip 0 Shear Diagram Max. Moment=25.92 kip-ft 25.92 kip-ft 0 Moment Diagram Top Deflection=0.07(in)Max Deflection=0.28(in) 0.285(in)0 Deflection Diagram Northampton Pleasant St SOE 4-10-2017 Calc by: S. Bridges Check By: S. Flowers, 4/11/2017 Computed Value Controlling Stage Notes Maximum Required Sheeting Length 23 ft Construction Stage 2 Use 30ft for design for GW cutoff Maximum Axial load- Upper Brace 9.5 kip/l.f. Final Condition (Design Section A) Brace at D = 4ft Maximum Axial Load- Middle Brace 15 kip/l.f. Construction Stage 3 Brace at D = 10ft Maximum Axial load- Lower Brace 10.2 kip/l.f. Final Condition (Design Section A) Brace at 1-foot below bottom of drain Minimum Required Section Modulus for Sheet Pile 9.4 in^3/ft Construction Stage 3 Select SZ14.5 sheeting or approved equal to control deflections Maximum Deflection 0.85 in Construction Stage 1 <1.0 in OK Northampton Pleasant St SOE 4-10-2017 Calc by: S. Bridges Check By: S. Flowers, 4/11/2017 Project 20164277.004A Calculation #3 April 12, 2017 © 2017 Kleinfelder CALCULATION 3: BRACING CALCULATIONS ___________________________________________________________________________________ Project #: 20164277.004A Project: Northampton - 256 Pleasant St SOE Subject: Strut Design Date: 4/12/2017 Calc By: EAM Checked By: NV Page 1 of 2 References: AISC "Steel Construction Manual", 14th Edition.1. Strut Inputs: lstrut 14ft:=Unbraced Length of Strut W 14ft:=Width of Excavation Strut "HSS 6.625x0.500":=Strut Fy 42ksi:=Yield Strength E 29000ksi:=Modulus of Elasticity Gv 11200ksi:=Shear Modulus A 9.00in2:=Cross-Sectional Area d 6.625in:=Depth of Section t 0.465in:=Thickness D_t 14.2:=D / t I 42.9in 4:=X Moment of Inertia S 13.0in3:=Section Modulus r 2.18in:=Radius of Gyration (weak) Z 17.7in 3:=Plastic Section Modulus J 85.9in4:=Torsional Constant Cw 25.9in6:=Warping Constant Loads on Strut: Interim Construction Condition-Only: Level 1 and Level 2 struts installed, total wall height = 17-feet Fint_strut1 133kip:=Force on Strut Level 1 (D=4ft) Fint_strut2 150kip:=Force on Strut Level 2 (D=10ft) Final Condition-Only: Level 1 and Level 3 struts installed, total wall height = 19-feet Ffinal_strut1 133kip:=Force on Strut Level 1 (D=4ft) Ffinal_strut3 105kip:=Force on Strut Level 3 (D=17ft) Project #: 20164277.004A Project: Northampton - 256 Pleasant St SOE Subject: Strut Design Date: 4/12/2017 Calc By: EAM Checked By: NV Page 2 of 2 Check Structural Capacity of Bracing Using AISC ASD Method Chapter E: Design of Members for Compression Ωc 1.67:= k 1.0:=Pinned-pinned connection SR k lstrut⋅ r 77.1=:=Slenderness ratio Checkslenderness if D_t 0.11 E Fy ⋅≤"NONSLENDER", "SLENDER", "NONSLENDER"=:=Table B4.1a Fe π2 E⋅ SR2 48.2 ksi⋅=:=Elastic critcal buckling stress (Eqn E3-4) Eqn E3-2Fcr0.658 Fy Fe Fy⋅SR 4.71 E Fy ⋅≤if 0.877 Fe⋅( ) SR 4.71 E Fy ⋅>if 29.2 ksi⋅=:= Eqn E3-3 Pn Fcr A⋅262.5 kip⋅=:=Eqn E3-1 Pn Ωc 157.2 kip⋅= Check Design Loading Conditions: Interim Construction Condition-Only: Level 1 and Level 2 struts installed, total wall height = 17-feet Cint max Fint_strut1 Fint_strut2, ( ) 150 kip⋅=:= Checkinterim if Pn Ωc Cint≥"OKAY", "REDESIGN", "OKAY"=:= Final Condition-Only: Level 1 and Level 3 struts installed, total wall height = 19-feet Cfinal max Ffinal_strut1 Ffinal_strut3, ( ) 133 kip⋅=:= Checkfinal if Pn Ωc Cfinal≥"OKAY", "REDESIGN", "OKAY"=:= Project #: 20164277.004A Project: Northampton - 256 Pleasant St SOE Subject: Waler Design Date: 4/12/2017 Calc By: EAM Checked By: NV Page 1 of 6 References: AISC "Steel Construction Manual", 14th Edition.1. Waler Properties: Waleri "W14x120":= Fy 50ksi:=Yield Strength E 29000ksi:=Modulus of Elasticity k 1.54in:= A 35.3in2:=Cross-Sectional Area d 14.5in:=Depth of Section tw 0.590in:=Web Thickness bf 14.7in:=Flange Width AISC Part 16, Table B4.1btf0.940in:=Flange Thickness Ix 1380in4:=X Moment of Inertia λw d 2 k⋅− tw 19.356=:=λf bf 2 tf⋅7.819=:= Iy 495in4:=X Moment of Inertia λpw 3.76 E Fy ⋅90.553=:=λpf 0.38 E Fy ⋅9.152=:=Sx 190in3:=Section Modulus ry 3.74in:=Radius of Gyration (weak)λrw 5.70 E Fy ⋅137.274=:=λrf 1 E Fy ⋅24.083=:=rx 6.24in:=Radius of Gyration (strong) λw λpw<Zx 212in3:=Plastic Section Modulus λf λpf< ho 13.6in:=Distance Btwn Centroids COMPACT WEBCOMPACT FLANGE J 9.37in4:=Torsional Constant c 1:= Cw 22700in6:=Warping Constant G 11200ksi:=Shear Modulus rts Iy ho⋅ 2 Sx⋅4.209 in⋅=:=(F2-7 for I-shapes) h d 2 k⋅( )−11.42 in⋅=:= Project #: 20164277.004A Project: Northampton - 256 Pleasant St SOE Subject: Waler Design Date: 4/12/2017 Calc By: EAM Checked By: NV Page 2 of 6 Interim Construction Condition-Only: Rint_max 150kip:=Max Reaction on Strut for this condition lint_waler 10ft:=Waler Span (strut spacing) Back out uniformly distributed load on walerwint 2 Rint_max⋅ lint_waler 30 klf⋅=:= z Mint_max wint lint_waler 2⋅ 8 375 kip ft⋅⋅=:=Waler maximum moment Vint_max Rint_max 150 kip⋅=:=Waler maximum shear Bending Moment Capacity of Waler for Compact Web and Noncompact Flanges per AISC: AISC F2 and F3: 1.YIELDING Mp Fy Zx⋅883.333 kip ft⋅⋅=:=Ωb 1.67:=F2 1−( ) Mn_y Mp:= 2.LTB Lb lint_waler 10 ft⋅=:=Cb 1:=conservative( ) F2 5−( )Lp 1.76 ry⋅E Fy ⋅13.21 ft⋅=:= F2 6−( )Lr 1.95 rts⋅E 0.7 Fy⋅ ⋅J c⋅( ) Sx ho⋅ J c⋅( ) Sx ho⋅ 2 6.76 0.7 Fy⋅( ) E 2 ++⋅:= Lr 52.007 ft⋅= Mn_ltb min Mp Lb Lp≤if Cb Mp Mp 0.7 Fy⋅Sx⋅( ) − Lb Lp− Lr Lp− ⋅ − ⋅Lp Lb<Lr≤if Cb π2⋅E⋅ Lb rts 2 1 0.078 J c⋅( ) Sx ho⋅( ) ⋅ Lb rts 2 +⋅ Sx⋅Lb Lr>if := Mn_ltb 883.333 kip ft⋅⋅= 3. FLANGE LOCAL BUCKLING Mn_flb Mp Mp 0.7 Fy⋅Sx⋅( ) − λf λpf−( ) λrf λpf−( ) −912.707 kip ft⋅⋅=:=F3 1−( ) Mn min Mn_y Mn_ltb, Mn_flb, ( ) 883.333 kip ft⋅⋅=:= Mn Ωb 528.9 kip ft⋅⋅=Design Flexural Capacity Project #: 20164277.004A Project: Northampton - 256 Pleasant St SOE Subject: Waler Design Date: 4/12/2017 Calc By: EAM Checked By: NV Page 3 of 6 Shear Capacity of Waler per AISC: AISC G2: Ωv if h tw 2.24 E Fy ⋅≤1.5, 1.67, 1.5=:= Aw d tw⋅8.555 in 2⋅=:= kv 5:= Cv if h tw 1.10 kv E⋅ Fy ⋅≤1.0, "See AISC", 1=:= Vn 0.6 Fy⋅Aw⋅Cv⋅256.65 kip⋅=:= Vn Ωv 171.1 kip⋅=Design Shear Capacity Deflection of Waler: ∆int_waler 5 wint⋅lint_waler 4⋅ 384 E⋅Ix⋅0.1687 in⋅=:=Max Deflection Okay Summary of Interim Construction Condition: Checkbending if Mn Ωb Mint_max>"OKAY", "REDESIGN", "OKAY"=:= Checkshear if Vn Ωb Vint_max>"OKAY", "REDESIGN", "OKAY"=:= Checkdefl if ∆int_waler lint_waler 360 >"REDESIGN", "OKAY", "OKAY"=:= Project #: 20164277.004A Project: Northampton - 256 Pleasant St SOE Subject: Waler Design Date: 4/12/2017 Calc By: EAM Checked By: NV Page 4 of 6 Final Condition-Only: Final Condition-Only: Level 1 and Level 3 struts installed, total wall height = 19-feet Rfinal_max 133kip:=Max Reaction on Strut for this condition lfinal_waler 14ft:=Waler Span (strut spacing) Back out uniformly distributed load on walerwfinal 2 Rfinal_max⋅ lfinal_waler 19 klf⋅=:= Mfinal_max wfinal lfinal_waler 2⋅ 8 465.5 kip ft⋅⋅=:=Waler maximum moment Vfinal_max Rfinal_max 133 kip⋅=:=Waler maximum shear Bending Moment Capacity of Waler for Compact Web and Noncompact Flanges per AISC: AISC F2 and F3: 1.YIELDING Mp Fy Zx⋅883.333 kip ft⋅⋅=:=Ωb 1.67:=F2 1−( ) Mn_y Mp:= 2.LTB Lb lfinal_waler 14 ft⋅=:=Cb 1:=conservative( ) F2 5−( )Lp 1.76 ry⋅E Fy ⋅13.21 ft⋅=:= F2 6−( )Lr 1.95 rts⋅E 0.7 Fy⋅ ⋅J c⋅( ) Sx ho⋅ J c⋅( ) Sx ho⋅ 2 6.76 0.7 Fy⋅( ) E 2 ++⋅:= Lr 52.007 ft⋅= Mn_ltb min Mp Lb Lp≤if Cb Mp Mp 0.7 Fy⋅Sx⋅( ) − Lb Lp− Lr Lp− ⋅ − ⋅Lp Lb<Lr≤if Cb π2⋅E⋅ Lb rts 2 1 0.078 J c⋅( ) Sx ho⋅( ) ⋅ Lb rts 2 +⋅ Sx⋅Lb Lr>if := Mn_ltb 876.634 kip ft⋅⋅= 3. FLANGE LOCAL BUCKLING Mn_flb Mp Mp 0.7 Fy⋅Sx⋅( ) − λf λpf−( ) λrf λpf−( ) −912.707 kip ft⋅⋅=:=F3 1−( ) Mn min Mn_y Mn_ltb, Mn_flb, ( ) 876.634 kip ft⋅⋅=:= Mn Ωb 524.9 kip ft⋅⋅=Design Flexural Capacity Project #: 20164277.004A Project: Northampton - 256 Pleasant St SOE Subject: Waler Design Date: 4/12/2017 Calc By: EAM Checked By: NV Page 5 of 6 Shear Capacity of Waler per AISC: AISC G2: Ωv if h tw 2.24 E Fy ⋅≤1.5, 1.67, 1.5=:= Aw d tw⋅8.555 in 2⋅=:= kv 5:= Cv if h tw 1.10 kv E⋅ Fy ⋅≤1.0, "See AISC", 1=:= Vn 0.6 Fy⋅Aw⋅Cv⋅256.65 kip⋅=:= Vn Ωv 171.1 kip⋅=Design Shear Capacity Deflection of Waler: ∆final_waler 5 wfinal⋅lfinal_waler 4⋅ 384 E⋅Ix⋅0.4104 in⋅=:=Max Deflection Okay Summary of Interim Construction Condition: Checkbending if Mn Ωb Mfinal_max>"OKAY", "REDESIGN", "OKAY"=:= Checkshear if Vn Ωb Vfinal_max>"OKAY", "REDESIGN", "OKAY"=:= Checkdefl if ∆final_waler lfinal_waler 360 >"REDESIGN", "OKAY", "OKAY"=:= Project #: 20164277.004A Project: Northampton - 256 Pleasant St SOE Subject: Waler Design Date: 4/12/2017 Calc By: EAM Checked By: NV Page 6 of 6 End Waler Condition-Only: Rcomp_max 75kip:=Max Reaction Compression in Waler lcomp_waler 12ft:=Waler Span (strut spacing) Compressive Capacity of Waler per AISC: AISC E3: Ωc 1.67:= K 1:= F3 4−( ) Fe π2 E⋅ K lcomp_waler⋅ ry 2 193.071 ksi⋅=:= F3 2−( ) Fcr 0.658 Fy Fe Fy⋅ K lcomp_waler⋅ ry 4.71 E Fy ⋅≤if 0.877 Fe⋅( ) K lcomp_waler⋅ ry 4.71 E Fy >if 44.864 ksi⋅=:= F3 3−( ) F3 1−( )Pn3 Fcr A⋅1583.7 kip⋅=:= AISC E4: F4 4−( ) Fe π2 E⋅Cw⋅ K lcomp_waler⋅( ) 2 G J⋅+ 1 Ix Iy+⋅223.078 ksi⋅=:= F3 2−( ) Fcr 0.658 Fy Fe Fy⋅ K lcomp_waler⋅ ry 4.71 E Fy ⋅≤if 0.877 Fe⋅( ) K lcomp_waler⋅ ry 4.71 E Fy >if 45.523 ksi⋅=:= F3 3−( ) F3 1−( )Pn4 Fcr A⋅1607 kip⋅=:= Summary of Compression Condition: Checkcomp if max Pn3 Pn4, ( ) Ωc Rcomp_max>"OKAY", "REDESIGN", "OKAY"=:=