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Home My WebLink AboutCT 2018-0005; VILLAGE WALK; MEMORANDUM RESPONSE, PLAN CHECK REVIEW; 2018-11-11M srnr--rc I-i, IN4—,- C N S U C T C N 310. 968. 2999 stratatech(dWahoo. corn December 11, 2018 W.O. 284018 TMS Highland Investments 8, LLC Tony Sfreddo 29250 Paseo Sedano San Juan Capistrano, California 92675 tsfreddo@icloud.com RECEWD DEC 15 2OI LAND DEVELOPMENT ENGt1EERJNG Subject: Memorandum Response , Plan Check Review Proposed 8 Townhouse Development, "Village Walk", 341-347 Oak Avenue, Carlsbad, California. Ref: 1. STRATA-TECH, Inc.; Preliminary Geotechnical Engineering Investigation, Proposed 8 Townhouse Developments, 341-347 Oak Avenue, Carlsbad, California. January 18, 2018 2. HETHERINGTON ENGINEERING, INC.; Third Party Review, Proposed 8 Townhouse House Development, 341-3-47 Oak Avenue, Carlsbad, California, September 11, 2018 3. STRATA-TECH, Inc. ; Memorandum Response , Third Party Review (Sept 11, 2018),Proposed 8 Townhouse Development, "Village Walk", 341-347 Oak Avenue, Carlsbad, California. (10/15/18) Gentlemen: Pursuant to your request and authorization, Strata-Tech, Inc., provides response to RFI from DMS Consultants, Inc. Surender Dewan, addressing Pavement section and geotechnical parameters for proposed shoring. 1920 Pacific Avenue, #16060, Long Beach, CA 90806 Ii STRATA - TECH,INC. GE 0 CONSULTANTS TMS Highland Investments, LLC 2 W. 0. 284018 Plan Check Memorandum December It, 2018 Geotechnical parameters for the shoring are based on six foot spacing , center to center, for a mm one foot diameter piles. Before any shafts are drilled a photo log of adjacent wall together with survey monuments (points) shall be conducted. The shafts will be drilled and wide flange cast into the shaft in 2-sach slurry mix to create the piles. As the excavation is made lagging will be installed and follow the excavation downward to the intended level under continuous observation of the geotechnical consultant in orser to verify acceptable conditions. The top of pile, in the calculation has a negative moment of (-0.2kipsf) therefore no deflection is expected under the design criteria. With regards to pavement for drive surface, P.C.0 Pavement is planned. Given the R-Value, of a representative sample with R = 49 and an signed Traffic Index (TI =5.0) and using the Portland Cement Association P.C.C. PAVEMENT DESIGN CHART it is concluded that a mm 6-inch slab cast on firm unyielding smooth subgrade compacted to a min of 95% relative compaction Per (ASTM: D1557) is required. This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are called to the attention of the Architects and Engineers for the project and incorporated into the plans and that the necessary steps are taken to see that the contractors and subcontractors carry out such recommendations in the field. This report is subject to review by the controlling authorities for this project. V STRATA - TECH,INC. 0 ED CONSULTANTS TMS Highland Investments, LLC 3 W. 0. 284018 Plan Check Memorandum December 11, 2018 We appreciate this opportunity to be of service to you. Respectfully submitted, STRATA-TECH, INC. ,1 Roland Acuna, PG CEG 2113 President Enclosures: Revised soldier pile calculation Larry Finley, PE RCE 46606 I I SOLDIER PILE DESIGN Bearing Material: Terrace Section: F-F Properties of Bearing Material: Wet Density (g) = 120 pcf Cohesion (C) = 110 psf Angle of Friction (f ) = 34 degrees Ka = 0.283 Kp = 3.537 Design Parameters: g 1 = 120.0 pcf Hi = 6.5 feet H2 = 0.0 foot Design EFP = 20.0 pcf Spacing = 6.0 D Solve M and N by Trial and Error Method: M = 5.740 feet N = 0.992 foot Active Pressures at C, D, E, F, per Diameter of Pile: C = 77.8 psf D = 111.4 psf E = 103.5 psf F = 298.3 psf Passive Pressures at A, B, G, H, per Diameter of Pile: A = 413.8 psf B = 2850.1 psf G = 5609.1 psf H = 6030.2 psf Check Shear Force, per Diameter of Pile: RHS = 9.5 psf LHS = 9.5 psf Unbalanced Force = 0.0 psf Check Moment at Tip of Pile, per Diameter of Pile: RHS = 29.3 kips-ft LHS = 29.5 kips-ft Unbalanced Moment = -0.2 kips-ft Maximum Moment Occurs at Point of Fixity, Where V = 0 Point of Fixity from Top of Bearing Material = 2.9 feet Maximum Moment per Diameter of Pile = 10.0 kips-ft Embedment Depth into Bearing Material = 7.0 feet Total Depth of Pile = 13.5 feet Geotechnical Engineering Investigation I Work Order 284018 I I 341-347 Oak Ave I I i I Carlsbad, California Plate No. STRATA - TECH, INC. STRATA-TECH,INC. GE DC ON S LTA NT 8 TMS Highland Investments, LLC 3 W. 0. 284018 Plan Check Memorandum December 11, 2018 We appreciate this opportunity to be of service to you. Respectfully submitted, STRATA-TECH, INC. Roland Acufla, PG CEG 2113 President Enclosures: Revised soldier pile calculation Larry Finley, PE RCE 46606