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1996-4802 G/TE ----~-~-~---~ Street Address ~1~_~___---- Category I 5(30]0) Serial # Name /}IlUP Description ~1- -ðt4 Year Plan cK. # Y~"rl^C"" , ~ -f SOUTHERN CALIFORNIA 8 SOIL & TESTING, INC. 6280 Riverdale Street, San Diego. CA 92120 P.O. Box 600627, San Diego, CA 92160-0627 619-280-4321, FAX 619-280-4717 8 January 6, 1999 llE CEI VE .14M no. 'J.) - u ¡GGg CI1'y VI.> l3U/¿OfNG 9: EIVC/N SPtCTtOt! 11' ~ . Of\ltSfON SCS&T 9812212 Report No.4 Toni Leadingham 2052 Galveston St. San Diego, California 92110 Reference: Downing Sea Wall, 790 Neptune Ave., Encinitas, California. Subject: Verification of Special Inspection Ladies/Gentlemen: Special Inspections of Reinforced Concrete were performed at the referenced project by Inspectors employed by Southern California Soil & Testing, Inc. as detailed in Special Inspection Reports No.1 through 5. To the best of my knowledge, the work requiring special inspection was performed in conformance with the approved plans and specifications, and the applicable workmanship provisions of the Uniform Building Code. We appreciate the opportunity to provide our Special Inspection services. cc: (2) Toni Leadingham (1) Soil Engineering Construction (1) City of San Diego ~ SOUTHERN c!UFORNIA SOIL AND TES~G, INC. 6280 RIvERDALE STREET, P. O. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: 9812213 Project Title: Johnson Residence Project Location: 788 Neptune Avenue, Encinitas Architect: Engineer: Contractor: John Niven Soils Engineering Construction Permit No: Plan File No: 6-98- 70-G Location In Structure: Material Supplier: Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Grade beam in rear yard over caissons and soil anchors south 20 feet Escondido Ready Mix 68P Pozz 93 378 GL Slump, Inches: 3-3/4 Ticket Number: 237590 Samples Tested By: NH CC Temp: 780 Air Temp: Air Content: 0 % Laboratory Number: Mark: Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days Required 28 Day Strength, psi Unit Weight, pcf 0673 0674 0675 09-08-98 09-09-98 09-15-98 6.00 28.27 86,750 3,070 7 4,000 10-06-98 10-06-98 124,500 4,400 28 120,750 4,270 28 Specimen sampling, transportation and compressive strength testing were perfonned by this agency in accordance with the applicable ASTM standards. This agency makes no other warranties express or implied. Distribution: (2) Edward & Lorraine Johnson (1) Soil Engineering Construction (1) City of Encinitas (1) Escondido Reaady Mix Reviewed By: 09-08.doc 1017/98 8 8 ~ SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 Riverdale Street, P.O. Box 600627 , San Diego, CA 92160, (619) 280-4321 FIELD INSPECTION REPORT PROJECT TITLE: Johnson Sea Wall SCS4tT FILE NO: 9812213 6-98- 70-G LR. NO: 5 (Pg 1 of 1) PROJECT LOCATION: 788 Neptune Ave., Encinitas PERMIT NO: PLAN FILE NO: ARCHITECT: ENGINEER: Robert Donald Mahony GEN. CONTRACTOR: Soils Engineering Construction SUBCONTRACTOR: Soils Engineering Construction 911 5/98 T. Kriska #508 POST TENSION CONCRETE Time Arrived: 0800 Time Departed: 1630 Post-Tension Tendons: ASTM A416, .06", 7 Strand, 270 ksi Ram and Gauge: #56789, Calibrated 7/14/98, 2000 psig = 33 kips Provided inspection during the stressing of twelve post-tension rock anchors, consisting of four tendons each as follows: A. Each tie back anchor on the end of the grade beam test stressed to 96 kips and held for five minutes. Tendons then locked off at 40 kips. B. Twelve mid span tie back anchor assm. Stress tested at 65 kips for five minutes. Then locked off at 30 kips. Work inspected conforms with project plans. DISTRIBIITION: (1) Edward & Loraine Johnson (1) Soil Engineering Construction (1) City of Encinitas REVIEWED BY: J9I George A. Gavit, R.C.E. # 56564 ~ 8 8 SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 Riverdale Street, P.O. Box 600627 , San Diego, CA 92160, (619) 280-4321 FIELD INSPECTION REPORT PROJECT TITLE: LR. NO: 4 (Pg 1 of 1) PROJECT WCATlON: ARCHITECT: GEN. CONTRACTOR: Johnson Sea Wall 9812213 6-98-70-G PLAN FILE NO: SCS&T FILE NO: 788 Neptune Ave., Encinitas PERMIT NO: ENGINEER: John Niven Soils Engineering Construction SUBCONTRACTOR: Time Departed: 1700 9/08/98 G. Ledbetter #625 DISTRIBUTION: REINFORCED CONCRETE Time Arrived: 1300 Concrete: Escondido Ready Mix, Design #65P Reinforcing Steel: ASTM A615, Grade 60 Inspected the reinforcement and observed the placement of concrete for grade beams to tie together caissons and soil anchors, as per plan details. Made one set of three test cylinders. All work inspected and observed on this date is, to the best of my knowledge, per the plans and workmanship provisions of the UBC. (1) Edward & Loraine Johnson (1) Soil Engineering Construction (1) City of Encinitas REVIEWED BY: . . "'Sc. T SOUTHERN CALIFORNIA 8 SOIL & TESTING, INc. 6280 Riverda1e Street, San Diego, CA 92120 PO. Box 600627, San Diego, CA 92160-0627 619-280-4321, FAX 619-280-4717 8 August 31, 1998 Toni Leadingham 2052 Galveston Street San Diego, California 92110 SCS&T 9812212 Report No. 2(R-l) Reference: Downing Residence - 790 Neptune Avenue, Encinitas, California Permit 6-98-53-6 Subject: Report of Apparent Low Concrete Compressive Strength Test Results Ladies / Gentlemen: Please find attached 56-day compressive strength test results (set 6820-6822 and 6880-6882) for concrete test samples fabricated on July 1 and 2, 1998 during the construction at the referenced project. If you should have any further questions, please contact me. Respectfully Submitted, Southern California Soil & Testing, Inc. ~~~¿:~ MBW:clb cc: (2) Toni Leadingham (1) Soil Engineering Construction (1) City ofEncinitas RECEIVED , '0') 10('(1 '. u c' ,- "'I ,¡ . - , . L. , '-'., ,: . CiTY OF ENCINITAS BUILDING INSPECTION DI'V;SION ~ SOUTHERN ~LIFORNIA SOIL AND TESttNG, INc. 6280 RrVERDALE STREET, P. O. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: 9812212 Project Title: Downing Sea Wall Project Location: 790 Neptune Avenue, Encinitas Architect: Engineer: Contractor: John Niven Soil Engineering Construction Permit No: Plan File No: 6-98-53-6 Location In Structure: Material Supplier: Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Concrete placed in caissons #1 and #4 Escondido Ready Mix 68P Pozz 76 335 GL Slump, Inches: 5-1/2 Ticket Number: 315930 Samples Tested By: NH CC Temp: 770 Air Temp: Air Content: 0 % Laboratory Number: 6820 6821 6822 Mark: Date Made: 07-01-98 Date Received 07-03-98 Date Tested 07-08-98 07 -29-98 08-26-98 Diameter, Inches 6.00 Area, Square Inches 28.27 Maximum Load, Pounds 64,250 103,250 111,500 Compressive Strength, psi 2,270 3,650 3,94P Age Tested, Days 7 28 56 Required 28 Day Strength, psi 4,000 Unit Weight, pet Specimen sampling, transportation and compressive strength testing were perfonned by this agency in accordance with the applicable ASTM standards. This agency makes no other warranties express or implied. Distribution: (2) Toni Leadingham (1) Soil Engineering Construction (1) City of Encinitas Reviewed By: M2;(~~¿~~ 07-01 8/31/98 ,:..~ SOUTHERN ~IFORNIA SOIL AND TES~G, INc. 6280 RIvERDALE STREET, P. O. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: 9812212 Project Title: Downing Residence Project Location: 790 Neptune Avenue, Encinitas Architect: Engineer: Contractor: John Niven Soil Engineering Construction Permit No: Plan File No: 6-98-53-6 Location In Structure: Material Supplier: Mix Designation: Admixture (s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Concrete placed in caissons #3 and #5 Escondido Ready Mix 68P Pozz 91 650 GL Slump, Inches: 6 Ticket Number: 315903 Samples Tested By: NH CC Temp: 760 Air Temp: Air Content: 0 % Laboratory Number: Mark: Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, psi Compressive Strength, psi Age Tested, Days Required 28 Day Strength, psi 6880 6881 6882 07-02-98 07-03-98 07-09-98 6.00 28.27 66,000 2,330 7 4,000 07-30-98 08-27-98 94,000 3,330 28 96,750 3,420 56 Specimen sampling, transportation and compressive strength testing were perfonned by this agency in accordance with the applicable ASTM standards. This agency makes no other warranties express or implied. Distribution: (2) Toni Leadingham (1) Soil Egineering Construction (1) City of Encinitas 07-02 8/31/98 Reviewed By: MiC?::«L. ~¿' ~ SO UTHERN ~LIFO RNIA SOIL AND TES fPN G, IN C. 6280 RIvERDALE STREET, P. O. Box 600627, SAN DIEGO'#t2160 (619) 280-4321 . ~ ~l:'t Concrete Compressive Strength Test Report , , ~l File Number: 9812213 f) CZ,"" '. . ú/1 r .~ Project Title: Johnson Residence ".0//1 (),.. ¡-,,'C,) . . va "". r- './(1 Project Location: 788 Neptune Avenue, Enclnltas ¡'vs' Ç';il,r, .' Pt:' . ">Ì..h. Architect: 'C'!-¡ ,.."r/}1i} No: 6-98-70-G Engineer: John Niven 'OIÞrsF\1f. No: ..5';0 Contractor: Soils Engineering Construction ítr ~ Location In Structure: Material Supplier: Mix Designation: Admixture( s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: Date Made: Date ReCtJJved Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days Required 28 Day Strength, psi Unit Weight, pcf Caissons #8 Escondido Ready Mix 68P Pozz 110 391 GL Slump, Inches: 3-3/4 Ticket Number: 234941 Samples Tested By: NH CC Temp: 780 Air Temp: Air Content: 0 % 7990 7991 7992 07-23-98 07 -24-98 07 -30-98 6.00 28.27 101,500 3,590 7 4,000 08-20-98 08-20-98 127,250 4,500 28 125,250 4,430 28 Specimen sampling, transportation and compressive strength testing were perfonned by this agency in accordance with the applicabfe ASTM standards. This agency makes no other warranties express or implied. Distribution: (2) Edward & Lorraine Johnson (1) Soil Engineering Construction (1) City of Encinitas (1) Escondido Reaady Mix 07-23 8/21/98 Reviewed By: ilk! George Gavit, RCE #56564 ~ SOUTHERN c!LIFO RNIA SOIL AND TES tN G, INC. 6280 RIvERDALE STREET, P. O. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: 9812213 Project Title: Johnson Residence Project Location: 788 Neptune Avenue, Encinitas Architect: Engineer: Contractor: John Niven Soils Engineering Construction Permit No: Plan File No: 6-98-70-G Location In Structure: Material Supplier: Mix Designation: A dmixture (s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Caissons 7 and 13 Escondido Ready Mix 68P Pozz 160 336 GL Slump, Inches: 4 Ticket Number: 191226 Samples Tested By: NH CC Temp: 770 Air Temp: Air Content: 0 % Laboratory Number: Mark: Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days Required 28 Day Strength, psi Unit Weight, pcf 7948 7949 7950 07 -22-98 07-23-98 07 -29-98 6.00 28.27 101,250 3,580 7 4,000 08-19-98 08-19-98 136,750 4,840 28 134,500 4,760 28 Specimen sampling, transportation and compressive strength testing were perfonned by this agency in accordance with the applicable ASTM standards. This agency makes no other warranties express or implied. Distribution: (2) Edward & Lorraine Johnson (1) Soil Engineering Construction (1) City of Encinitas (1) Escondido Reaady Mix 07-22 8/21/98 Reviewed By: ~ George Gavit, RCE #56564 ~ . 8 . SOUTHERN CÃLIFORNIA SOIL AND TESTING, INC. 6280 RIvERDALE STREET, P. O. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: 9812213 Project Title: Johnson Residence Project Location: 788 Neptune Avenue, Encinitas Architect: Engineer: Contractor: John Niven Soils Engineering Construction Permit No: Plan File No: 6-98- 70-G Location In Structure: Material Supplier: Mix Designation: A dmixture (s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Caissons 11 amd 13 Escondido Ready Mix 68P Pozz 70 335 GL Slump, Inches: 4 Ticket Number: 316507 Samples Tested By: NH CC Temp: 740 Air Temp: Air Content: 0 % Laboratory Number: Mark: Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days Required 28 Day Strength, psi Unit Weight, pcf 7737 7738 7739 07-21-98 07 -22-98 07-28-98 6.00 28.27 91,500 3,240 7 4,000 08-18-98 08-18-98 122,500 4,330 28 124,750 4,410 28 Specimen sampling, transportation and compressive strength testing were perfonned by this agency in accordance with the applicable ASTM standards. This agency makes no other warranties express or implied. Distribution: (2) Edward & Lorraine Johnson (1) Soil Engineering Construction (1) City of Encinitas (1) Escondido Reaady Mix 07-21 8120/98 Reviewed By: Ii! George Gavit, RCE #56564 ~ SO UTHERN c!UFO RNIA SOIL AND TES "N G, IN C. 6280 RIvERDALE STREET, P. O. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: 9812213 Project Title: Johnson Residence Project Location: 788 Neptune Avenue, Encinitas Architect: Engineer: Contractor: , John Niven Soils Engineering Construction Permit No: Plan File No: 6-98- 70-G Location In Structure: Material Supplier: Mix Designation: A dmix ture (s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Concrete placed in caisson #11 Escondido Ready Mix 68P Pozz 76 528 GL Slump, Inches: 4-1/4 Ticket Number: 234715 Samples Tested By: NH CC Temp: 740 Air Temp: Air Content: 0 % Laboratory Number: Mark: Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days Required 28 Day Strength, psi Unit Weight, pcf 7722 7723 7724 07 -20-98 07-21-98 07-27-98 6.00 28.27 86,250 3,050 7 4,000 08-17-98 08-17-98 128,750 4,550 28 126,000 4,460 28 Specimen sampling, transportation and compressive strength testing were perfonned by this agency in accordance with the applicable ASTM standards. This agency makes no other warranties express or implied. Distribution: (2) Edward & Lorraine Johnson (1) Soil Engineering Construction (1) City of Encinitas (1) Escondido Reaady Mix 07-208/20/98 Reviewed By: M George Gavit, RCE #56564 <í> SOUTHERN ~LIFORNIA SOIL AND TEtINC, INc. 6280 R¡VERDALE STREET, P. O. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: 9812213 Project Title: Johnson Residence Project Location: 788 Neptune Avenue, Encinitas Architect: Engineer: Contractor: John Niven Soils Engineering Construction Permit No: Plan File No: 6-98- 70-G Location In Structure: Material Supplier: Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Concrete placed in caisson #10 Pre-Mix 68P Pozz 89 342 GL Slump, Inches: 6 Ticket Number: 190782 Samples Tested By: NH CC Temp: 790 Air Temp: Air Content: 0 % Laboratory Number: 7698 7599 7600 Mark. Date Made: 07 -17 -98 Date Received 07-18-98 Date Tested 07 -24-98 08-14-98 08-14-98 Diameter, Inches 6.00 Area, Square Inches 28.27 Maximum Load, Pounds 101,250 126.250 123,750 Compressive Strength, psi 3,580 4,470 4,380 Age Tested, Days 7 28 28 Required 28 Day Strength, psi 4,000 Unit Weight, pet Specimen sampling, transportation and compressive strength testing were perfonned by this agency in accordance with the applicable ASTM standards. This agency makes no other warranties express or implied. Distribution: (2) Edward & Lorraine Johnson (1) Soil Engineering Construction (1) City of Encinitas (1) Pre-Mix Reviewed By: Ai 1 George Gavit, RCE #5t>564 07-178/18/98 ~ SO UTHERN ~LIFO RNIA SOIL AND TES fPN G, IN C. 6280 R¡VERDALE STREET, P. O. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: 9812213 Project Title: Johnson Residence Project Location: 788 Neptune Avenue, Encinitas Architect: Engineer: Contractor: John Niven Soils Engineering Construction Permit No: Plan File No: 6-98- 70-G Location In Structure: Material Supplier: Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Concrete placed in caissons #9 Escondido Ready Mix 68P Pozz 110 403 GL Slump, Inches: 4-1/2 Ticket Number: 190591 Samples Tested By: NH CC Temp: 820 Air Temp: Air Content: 0 % Laboratory Number: Mark: Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days Required 28 Day Strength, psi Unit Weight, pet 7595 7596 7597 07 -16-98 07-18-98 07 -23-98 6.00 28.27 106,500 3,770 7 4,000 08-13-98 08-13-98 136,500 4,830 28 134,250 4,750 28 Specimen sampling, transportation and compressive strength testing were perfonned by this agency in accordance with the applicable ASTM standards. This agency makes no other warranties express or implied. Distribution: (2) Edward & Lorraine Johnson (1) Soil Engineering Construction (1) City of Encinitas (1) Superior Ready Mix 07-168118198 Reviewed By: ød George G"avit, RCE #56564 ~ SOUTHERN ~LIFORNIA SOIL AND TES~NG, INc. 6280 RrvERDALE STREET, P. O. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: 9812213 Project Title: Johnson Residence Project Location: 788 Neptune Avenue, Encinitas Architect: Engineer: Contractor: John Niven Soil,s Engineering Construction Permit No: Plan File No: 6-98-70-G Location In Structure: Material Supplier: Mix Designation: A dmix ture (s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Concrete placed in caissons #2 Escondido Ready Mix 68P Pozz 109 406 GL Slump, Inches: 4 Ticket Number: 316289 Samples Tested By: NH CC Temp: 770 Air Temp: Air Content: 0 % Laboratory Number: Mark: Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days Required 28 Day Strength, psi Unit Weight, pet 7494 7495 7496 07 -15-98 07-16-98 07-22-98 6.00 28.27 91,500 3,240 7 4,000 08-12-98 08-12-98 119,250 4,220 28 121,250 4,290 28 Specimen sampling, transportation and compressive strength testing were perfonned by this agency in accordance with the applicable ASTM standards. This agency makes no other warranties express or implied. Distribution: (2) Edward & Lorraine Johnson (1) Soil Engineering Construction (1) City of Encinitas (1) Superior Ready Mix 07-158/18/98 Reviewed By: George ~ ~ SOUTHERN ~LIFORNIA SOIL AND TES~NG, INc. 6280 RrvERDALE STREET, P. O. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: 9812213 Project Title: Johnson Residence Project Location: 788 Neptune Avenue, Encinitas Architect: Engineer: Contractor: John Niven Soils Engineering Construction Permit No: Plan File No: 6-98-70-G Location In Structure: Material Supplier: Mix Designation: A dmix ture (s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Concrete placed in caissons #3 and #5 Escondido Ready Mix 68P 110 376 GL Slump, Inches: 5 Ticket Number: 190079 Samples Tested By: NH CC Temp: 860 Air Temp: Air Content: 0 % Laboratory Number: 7356 7357 7358 Mark: Date Made: 07 -13-98 Date Received 07 -14-98 Date Tested 07 -20-98 08-10-98 08-10-98 Diameter, Inches 6.00 Area, Square Inches 28.27 Maximum Load, Pounds 97,500 140,750 138,750 Compressive Strength, psi 3,450 4,980 4,910 Age Tested, Days 7 28 28 Required 28 Day Strength, psi 4,000 Unit Weight, pcf Specimen sampling, transportation and compressive strength testing were perfonned by this agency in accordance with the applicable ASTM standards. This agency makes no other warranties express or implied. Distribution: (2) Edward & Lorraine Johnson (1) Soil Engineering Construction (1) City of Encinitas (1) Superior Ready Mix Reviewed By: -øv' George Gavit, RCE #56564 07-138/17/98 ~ SOUTHERN c!LlFO RNIA S OIL AND TES IN G, IN C. 6280 RIVERDALE STREET, P. O. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: 9812212 Project Title: Downing Residence Project Location: 790 Neptune Avenue, Encinitas Architect: Engineer: Contractor: John Niven Soil Engineering Construction Permit No: Plan File No: 6-98-53-6 Location In Structure: Material Supplier: Mix Designation: A dmix ture (s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, psi Compressive Strength, psi Age Tested, Days Required 28 Day Strength, psi Concrete placed in caissons #9 Escondido Ready Mix 68P 110 207 GL Slump, Inches: 4-1/4 Ticket Number: 189501 Samples Tested By: NH CC Temp: 810 Air Temp: Air Content: 0 % 7158 7159 7160 07 -08-98 07-09-98 07 -22-98 6.00 28.27 119,250 4,220 14 4,000 08-05-98 08-05-98 136,250 4,820 28 134,000 4,740 28 Specimen sampling, transportation and compressive strength testing were performed by this agency in accordance with the applicable ASTM standards. This agency makes no other warranties express or implied. Distribution: (2) Toni Leadingham (1) Soil Egineering Construction (1) City of Encinitas 07-088/6/98 Reviewed By: r HJ 1 9 199B CITY OF ENCINITAS BUILDING fNSPfCTJON DIVISION ~ SOUTHERN ~LIFORNIA SOIL AND TES~NG, INC. 6280 RIVERDALE STREET, P. O. Box 600627, SÂN DIEGo, cA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: 9812212 Project Title: Downing Residence Project Location: 790 Neptune Avenue, Encinitas Architect: Engineer: Contractor: John Niven Soil Engineering Construction Permit No: Plan File No: 6-98-53-6 Location In Structure: Material Supplier: Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, psi Compressive Strength, psi Age Tested, Days Required 28 Day Strength, psi Concrete placed in caissons #4 and #7 Escondido Ready Mix 68P 84 547 GL Slump, Inches: 4-1/2 Ticket Number: 189334 Samples Tested By: NH CC Temp: 790 Air Temp: Air Content: 0 o,¡, 7102 7103 7104 07-07 -98 07 -09-98 07-21-98 6.00 28.27 127,250 4,500 14 4,000 08-04-98 08-04-98 139,250 4,930 28 136,750 4,840 28 Specimen sampling, transportation and compressive strength testing were perfonned by this agency in accordance with the applicable ASTM standards. This agency makes no other warranties express or implied. Distribution: (2) Toni Leadingham (1) Soil Egineering Construction (1) City of Encinitas 07-07 8/6/98 Reviewed By: Mì~:::E~~CElr~ 1':;1 ¡~J 1°.98 ~ ,I, CITY OF ENCINITA BUILDING tNSPfCT'O'J Dtvi S ¡ I. .-'. .S/ON ~ SO UTHERN c!LIFO RNIA SOIL AND TES 'N G, INC. 6280 R¡VERDALE STREET, P. O. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 .. Concrete Compressive Strength Test Report File Number: 9812212 Project Title: Downing Residence Project Location: 790 Neptune Avenue, Encinitas Architect: Engineer: Contractor: John Niven Soil Engineering C~nstruction Permit No: Plan File No: 6-98-53-6 Location In Structure: Material Supplier: Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Concrete placed in caissons Escondido Ready Mix 68P Pozz 91 335 GL Slump, Inches: 5-1/2 Ticket Number: 316022 Samples Tested By: NH CC Temp: 760 Air Temp: Air Content: 0 % Laboratory Number: Mark: Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, psi Compressive Strength, psi Age Tested, Days Required 28 Day Strength, psi 7027 7028 7029 07 -07 -98 07 -08-98 07 -20-98 6.00 28.27 104,500 3,700 14 4,000 08-03-98 08-03-98 129,500 4,580 28 126,750 4,480 28 Specimen sampling, transportation and compressive strength testing were perfonned by this agency in accordance with the applicable ASTM standards. This agency makes no other warranties express or implied. Distribution: (2) Toni Leadingham (1) Soil Egineering Construction (1) City of Encinitas 07-06 8/4/98 Reviewed By: -# ,... S'.s-".¡ Michael B. Wheeler, RC /. J:; í 9 1998 CITY OF ENCINITAS BUILDING tNSP[CT:m~ DIVISION AI: T Lã "-1a 5ãt )ate ate am ~a, xim npTI Te; 'Jire, - = ensó is. TI = Ion: ~ead gineE 'Enc. ...... SOUTHERN CALIFORNIA SOIL & TESTING, INc. 8 6280 Riverdale Street, San Diego, CA 92120 P.o. Box 600627, San Diego, CA 92160-0627 619-280-4321, FAX 619-280-4717 RECEIVED AUG 0 5 1998 B~r;v Of ENCINITU NG fNSP(cnON orVISIO~CS& T 9812212 Report No.3 August 4, 1998 Toni Leadingham 2052 Galveston Street San Diego, California 92110 Reference: Downing ReSiden~une Avenue, Encinitas, California Permit 6-98-53-6 Subject: Report of Apparent Low Concrete Compressive Strength Test Results. Ladies / Gentlemen: Please find attached compressive strength test results (set 6880 - 6882) for concrete test samples fabricated on July 02, 1998 during the construction at the refelenced project. Note that the specified 28-day compressive strength of 4,000 psi was not attained. It should be noted that the 1994 Uniform Building Code in Section 1905.6.2.3 classifies concrete test strengths as acceptable if: a) the average of all sets of three consecutive strength tests equal or exceed fc; and, b) no individual strength test (average of two samples) falls below fc by more than 500 psi We have reviewed the test results from this project and find that the subject test results do not comply with these requirements. As we have discussed, we have scheduled to test the last test sample (6882) at 56 days. We recommend that the design engineer evaluate whether further testing of the in-situ concrete should be scheduled. If you should have any further questions, please contact me. Respectfully Submitted, s:;;;z;;~ Michael B. Wheeler, R.c.E. #45358 MBW:nr cc: (2) Toni Leadingham (1) Soil Engineering Construction (I) City of EncinÎtas .~~","-".,-_...,",~.~"",-. 8 , ~ ,,~, _--{"II " 4~t:'Li1 . SOÜì\\tR~ Ct>.LlfOR~\t>. SO\\.- & ltSl\~G, n-K. s' \1 DiegoC~ 92\2Ü 62<¿Ü Riverda\e SHeet, a C ~ 97 \ 6ü-ü621 6()()611 . Sa\1 DIego, ~ P.O.ßO1í- 7 f~')(6\9-1<¿Ü-41\1 6 \ 9-2<¿Ü-43~ \, RECEIVED \: \L' :, ~ , ' ."'. '\99ð cn-v Of ENC'N'" AS aU IlDIHG IHSPf'CTIQt! DIVIS~& í 93 \ 22 \2 Re~ort 1-\0,2 Ju\Y 30, \ 99ß 101\\ l,ead\ngnatn 2052 Ga\veston St1'eet 'J: ' 92\\0 sa" j)ießo. cal"O""" ~.--------------' . ~/-// _.". f~pt E. \n\taS, cahfotnla , ,190 1-\e~tune p.. venue, / . po",ning Res\denee .--/ . ' Reference. - pe{\1\\t 6-9ß-53-6 tn 1 est Resu\ts, crete cotn~ress\ve Streng Re~o" of M~Øt IP" CO" Sub)ect'. "adieS I Gentlemen: 6ß~~) (or concrete test sa",~les . .;h test resultS (set 6ß¡O - . t ~ote tnat tn' d presS'"e stten,,' fereneed ptOjec . I- please find a""che co'" ß d .ng the con""'ct'OO at the r< . d It shonld bE' noted that t e fab,icated on Jtl \~ 0\, \99 . .~':"",,¡¡,th of 4,000 Vsi "ii's n fat att"'::r~te test str",,!',ins as acceptanle 'f d 2ß-da)' cotn~resSl 0 \9056.2.3 c\aSS\ leS cO s~ec\ \e . . code \1\ see"O1\ . \994 \J1\\to{\1\ ßuÙd\1\\b ..1 f c' a1\d .¡- u'\ 0< e~ceeu . ' \ . .coti,e ",eol\'-" testS e<\ ore t"af' 500 1 ,all setS oft",ee cons los) ,aIls belo" f c 'o~ "' a) tOe av",aße 0 ,. veraße 0(,,"0 sa¡t\~ . ., \ "",nil'" te,t ,> t b\ nO \nd\VlUua b' ~ test results do nO " ó " t.ne 5" jeC- this ?to\ecta{\d f\{\ t' »Ied to test the 135t test '" e n.,e ""ie'lled the test tesultS !t~: n.,e discussed. '101 e n"~ scnee~ ,.\u.t. "",.t".' fUr"'.' to' ~ . ",entS as ~ . eno,nee" \ ",ith 1I>ese {e<\~"e c\ that 1I>e c\es\ß~ " com~ ~ 56 Ò ~5 'lie rOCommeo satn~\e (6ß22) at a' \..1 be sc\1edu\ed. . crete snou U 0\ tne \n-sltU con , lease contact tneo furtner o,uesuons, 'Q \t )'ou snou\d nave an)' cttu\\)' sub11\\tted, Res~e .' S' &- 1estin\b, \nc. soutne1:n cah{orn\a Spel ~ sta: T- , an ~n y SPOrtation f71akes and co no oth f71p, erw. arran - . R C £ #56564 George p... GaV\t, , 0 0 Gp..G',nr CCo, (2) 10n\ Lead\n\bnatn . 0 ' con~ruct\on (\) Soil Englneenn\b (\) C\t)' otEnC\n\tas -- . ~. ~o-...rt fJ\. sol &. '{\1S1:\l' ~, ..ß11 ~ C ~ i\U '" - ..:... c." 91-$,0 (619) '.ß9 c.IO S~$~GO, . 5~ @; ;:J . _dt Y O.v,O1. f1III"-1, ')11115' t6\9) 1A(,A Q1Þ ~~ ~'. fø:.°1.<Oß)O, C/>. ~ 1A'1~'-::"--::t 6 1996 0 CO"CI'£!~::..:~ ø'tø~ n~ '. 0 ,,0"""" c,o" -"",ø SøG'tß-v-:I!..V ß lVE D IJ,\ Gl\oú! vo-S'" .'" CO~~ 96 \~~1~ 0 ~~\st'^s ~þ.s"\'t'^ " ~ ,<le~ce O£C 2.., 100 fIe!' .."",6E \)0'1<'" oq e s - r '" vB 0 ",Oj~c:t "'~ 1 gO 1\e~W~e . - .cnf(\tö1...~Eo", .... .c:< \.Dc" ,,0" ""\LDiNG !~~!:!ÇI \11)1 A':> ""oJ. ?û"" ........,.,ÐN DIVISION pg.d<\'tf.c;t . CO~S 10 filet \ O~ ~@ø~ ~\ì ~~~~,~q ca",l\Þ-~a~ ~S {fa'" "af",1> c.a\SSO1\ . 1\ 9fOUt. ",\ 'f.. a1\Ó \1\t.ef~\ast. \ ?Of'- 11>od íjVe \Ì S,,\,~Uc.,,\,U~E \.0c.þ."\'\0~ \~ t'^þ."\'E~\þ.\. sIJPp\.\E~ þ.ot'^\~,,\,u~E\S' t'^\"/.. OES\G~þ.,,\,\O~ t'^\~IJ"\'ES "\'\t'^E \~ t'^\"/..E~' s\.IJt'^P. \~c.\,\ES :'{ ~t.A,~\,.€.S fþ.6~\c.þ."\'EO 6 s""~' 6'i Sþ.t'^p\.ES "\'ES"\'EO ~o~,,\,O~'i ~o. t/lþ.~1- oþ.,,\,E t'^þ.oE oþ.,,\,E ~Ec.E\\lEO' Oþ."\'E "\'ES"\'EO O\þ.t'^€\E~' \~c.\,\ES "", sa.uþ.~E \~c.\,\ES þ.P\~"" ~A ~ '\L\t/lIJt'^ \.01'0. \.6S \'I'oV' E~G"\'\'\' ~S\ Ot'^~~ESS\\lE s"\'~ C. :'(S >.GE ",$'Ie>. 01" "" v.,,' :'( s,,\,~E~G . ~EOIJ\~EO 2,& 0; ~~v-s"\'\c., IJ~\"\' ~ .Ic.u. . ,,\,\c.1-€\ ~o. <2>60.0. ,,\,~uc.1- ~o. \\~\S~96 \'2.~\3~96 \\~\<2>~96 \'2.-\3-96 \\~'2.~~96 0..00 '2.'J,1S0 '2.0.,'2.S0 \1 ,000 6,060 o.,~SO S ,90.0 ~<2> '2.<2> 1 3,000 0\S,,\,~\61J"\'\0~ . . ó\ 1\9na'" \sì \~1\\ \ß..t t1\c.\1\\"tas \\) c.\"t~ 0 SO~ SO ß. s. 't\' ~ ~. - ~~,.~....~~ ,,/,.'5C T SOUTHERN CALIFORNIA8 SOIL & TESTING, INc. 8 6280 Riverda1e Street, San Diego, CA 92120 P.o. Box 600627, San Diego, CA 92160-0627 619-280-4321, FAX 619-280-4717 RECEIVED AUG 0 5 1998 8~TV OF ENCINITAa l.DING rNSPfcnON orvls'O~CS&T 9812212 Report No.3 August 4, 1998 Toni Leadingham 2052 Galveston Street San Diego, California 921 10 Reference: Downing ReSidem~:~une Avenue, Eneinitas, California Permit 6-98-53-6 Subject: Report of Apparent Low Concrete Compressive Strength Test Results. Ladies / Gentlemen: Please find attached compressive strength test results (set 6880 - 6882) for concrete test samples fabricated on July 02, 1998 during the construction at the refelenced project. Note that the specified 28-day compressive strength of 4,000 psi was not attained. It should be noted that the 1994 Uniform Building Code in Section 1905.6.2.3 classifies concrete test strengths as acceptable if: a) the average of all sets ofthree consecutive strength tests equal or exceed fc; and, b) no individual strength test (average of two samples) falls below fc by more than 500 psi We have reviewed the test results from this project and find that the subject test results do not comply with these requirements. As we have discussed, we have scheduled to test the last test sample (6882) at 56 days. We recommend that the design engineer evaluate whether further testing of the in-situ concrete should be scheduled. If you should have any further questions, please contact me. Respectfully Submitted, swz;~ Michael B. Wheeler, R.c.E. #45358 MBW:nr cc: (2) Toni Leadingham (1) Soi I Engineering Construction (I) City of Encinitas '~ SOUTHERN ~LIFORNIA SOIL AND TES'NG, INc. 6280 RIVERDALE STREET, P. O. Box 6"00627, SAN DIEGO; CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: 9812212 Project Title: Downing Residence Project Location: 790 Neptune Avenue, Encinitas Architect: Engineer: Contractor: John Niven Soil Engineering Construction Permit No: Plan File No: 6-98-53-6 Location In Structure: Material Supplier: Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, psi Compressive Strength, psi Age Tested, Days Required 28 Day Strength, psi Concrete placed in caissons #3 and #5 Escondido Ready Mix 68P Pozz 91 650 GL Slump, Inches: 6 Ticket Number: 315903 Samples Tested By: NH CC Temp: 760 Air Temp: Air Content: 0 % 6880 6881 6882 07-02-98 07-03-98 07 -09-98 6.00 28.27 66,000 2,330 7 4,000 07 -30-98 94,000 3,330 28 Specimen sampling, transportation and compressive strength testing were perfonned by this agency in accordance with the applicable ASTM standards. This agency makes no other warranties express or implied. Distribution: (2) Toni Leadingham (1) Soil Egineering Construction (1) City of Encinitas 07-028/4/98 Reviewed By: ~ .:L;/~ Michael B. Wheeler, RCE #45358 /'c:r '~~ roT L-f ¡, 4~L/U-7 SOUTHERN CALIFORNIA 8 SOIL & TESTING, INc. 6280 Riverdale Street, San Diego, CA 92120 P.O. Box 600627, San Diego, CA 92160-0627 619-280-4321, FAX 619-280-4717 8 RECEIVED ,I:!L ':, 1 . . 1998 July 30, 1998 CITY OF ENCINITAS BUILDING INSPECTION DfVIS~S&T 9812212 Report No.2 Toni Leadingham 2052 Galveston Street San Diego, California 92110 Downing Residence ¿;:¡:-w;:;:;,~initas, California Pennit 6-98-53-6 ~--'-' Reference: Subject: Report of Apparent Low Concrete Compressive Strength Test Results. Ladies / Gentlemen: Please find attached compressive strength test results (set 6820 - 6822) for concrete test samples fabricated on July 01, 1998 during the construction at the referenced project. Note that the specified 28-day compressive strength of 4,000 psi was not attained. It should be noted that the 1994 Unifonn Building Code in Section 1905.6.2.3 classifies concrete test strengths as acceptable if: a) the average of all sets of three consecutive strength tests equal or exceed f c; and, b) no individual strength test (average of two samples) falls below fc by more than 500 psi We have reviewed the test results from this project and find that the subject test results do not comply with these requirements as we have discussed. We have scheduled to test the last test sample (6822) at 56 days. We recommend that the design engineer evaluate whether further testing ofthe in-situ concrete should be scheduled. If you should have any further questions, please contact me. Respectfully Submitted, Southern California S . & Testing, Inc. George A. Gavit, R.c.E. #56564 GAG:nr cc: (2) Toni Leadingham (1) Soil Engineering Construction (1) City of Encinitas .~ SOUTHERN cfLlFO RNIA SOIL AND TES~ G, IN C. 6280 RIVERDALE STREET, P. O. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: 9812212 Project Title: Downing Sea Wall Project Location: 790 Neptune Avenue, Encinitas Architect: Engineer: Contractor: John Niven Soil Engineering Construction Permit No: Plan File No: 6-98-53-6 Location In Structure: Material Supplier: Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Concrete placed in caissons #1 and #4 Escondido ~eady Mix I 68P Pozz 76 335 GL Slump, Inches: 5-1/2 Ticket Number: 315930 Samples Tested By: NH CC Temp: 770 Air Temp: Air Content: 0 % Laboratory Number: 6810 6821 6822 Mark: Date Made: 07+01-98 Date Received 07r03-98 Date Tested 07~08-98 07 -29-98 I Diameter, Inches 6.ÓO Area, Square Inches 28.27 Maximum Load, Pounds 64,250 103,250 Compressive Strength, psi 2,270 3,650 Age Tested, Days 7 28 Required 28 Day Strength, psi 4,000 Unit Weight, pet Specil1 en sampling, transportation and compressive strength testing were perfonned by this agency in accordance with the applicable ASTM standa ds. This agency makes no other warranties express or implied. Distri Jution: Reviewed B . y (2) Toni Leadingham (1) Soil Engineering Construction (1) City of Encinitas 07-01 7/30/98 ~ SOUTHE~ CALIFO RNIA SO~ & TESTING, INC. 6280 RIVERDALE STREET, P.O.. BOX 600627, SAN DIEGO, CA. 92160 (619) 280-4321 747 ENTERPRISE STREET, ESCONDIDO, CA. 92025, (619) 746-4544 COMPRESSIVE STRENGTII TEST REPORT FilE NUMBER 9612272 PROJECT TITLE Down i ng Res i dence PROJECT lOCATION 790 Neptune ARCHITECT ENGINEER CONTRACTOR Soil Engineering Construction it,,;- - !i~~¡vËD ~ DEC 2 7 ~ l"'iMJ:¡ þN 1996 iI.". J T- o. HiJ'LD~JltfitNI.rAS 0 DIVISION CONCRETE (ASTM C39) MORTAR (UBC 24-22) GROUT (ASTM C1 019) PRISMS (ASTM E447) lOCATION IN STRUCTURE MATERIAL SUPPLIER Caisson #5 from north ADMIXTURE(S) MIX DESIGNATION TIME IN MIXER, MINUTES SLUMP, INCHES SAMPLES FABRICATED BY SAMPLES TESTED BY Portland Type II and Interplast in grout mix GL KN TRUCK No. TICKET No. LABORATORY No. 8642 8643 8644 MARK DATE MADE 11-15-96 DATE RECEIVED 11-18-96 DATE TESTED 11-22-96 12-13-96 12-13-96 DIAMETER, INCHES AREA,SQUAREINCHES 4.00 MAXIMUM LOAD, LBS 17 ,000 23,750 24,250 COMPRESSIVE STRENGTH. PSI 4,250 5,940 6,060 AGE TESTED. DAYS 7 28 28 REQUIRED 28 DAY STRENGTH, PSI 3,000 UNIT WT./CU. FT. (PLASTIC) 4 ~ DISTRIBUTION (5) Toni Leadingham (1) City of Encinitas SOUTHERN CALIFORNIA SOIL & TESTING, INC. REVI1?/~~ Michael B. Wheeler, R.C.E. #45358 _, . ~ sO~ CALIFORNIA soIA TESTING, INC. 6280 RIVERDALE Sl'REET, P.O. BOX 600627, SAN DIEGO, CA. 92160 (619) 280-4321 747 ENTERPRISE STREET, ESCONDIDO, CA. 92025, (619) 7464544 COMPRESSIVE STRENGTII TEST REPORT FILE NUMBER 9612272 PROJECT TITLE Downing Residence Seawall PROJECT LOCATION 790 Neptune Avenue ARCHITECT ENGINEER DATE: Nov. 22, 1996 0 CONCRETE (ASTM C39) IKJ MORTAR (UBC 24-22) 0 GROUT (ASTM C1019) 0 PRISMS (ASTM E447) 0 PERMIT No. CONTRACTOR Soil Engineering Construction PLAN FILE No. LOCATION IN STRUCTURE Taken from farthest to north tie back MATERIAL SUPPLIER ADMIXTURE(S) MIX DESIGNATION Interplast N Grout Mix TIME IN MIXER. MINUTES SLUMP, INCHES SAMPLES FABRICATED BY GL SAMPLES TESTED BY KN TRUCK No. TICKET No. LABORATORY No. 8604 8605 8606 MARK DATE MADE 11-14-96 Discard DATE RECEIVED 11-16-96 DATE TESTED 11-21-96 12-12-96 DIAMETER, INCHES AREA,SQUAREINCHES 4.00 MAXIMUM LOAD,LBS 10 ,000 15,750 COMPRESSIVE STRENGTH, PSI 2,500 3,940 AGE TESTED, DAYS 7 28 REQUIRED 28 DAY STRENGTH, PSI 3,000 UNIT WT./CU. FT. (PLASTIC) . "'" DISTRIBUTION (5) (1) Toni Leadingham City of Encinitas SOUTHERN CALIFORNIA SOIL & TESTING, INC. RE\O~~~ Michael B. Wheeler, R.C.E. #45358 -, ~ SOUTHERN L!LIFORNIA SOIL AND TESING, INC. 6280 RIVERDALE STREET, P. O. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: 9612272 Project Title: Johnson & Downing Sea Wall Project Location: 788 Neptune Avenue Architect: Engineer: Contractor: Permit No: Plan File No: 48026G SEC Location In Structure: Material Supplier: Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Upper level southern 40 feet Pre-Mixed 4033103 111 374 GL Slump, Inches: 3-3/4 Ticket Number: 82793 Samples Tested By: KN CC Temp: 820 Air Temp: Air Content: 0 % Laboratory Number: 7871 7872 7873 7874 Mark: Date Made: 10-25-96 Date Received 10-28-96 Date Tested 11-01-96 11-22-96 11-22-96 Discard Diameter, Inches 6.00 Area, Square Inches 28.27 Maximum Load, psi 131,750 147,500 151,250 Compressive Strength, psi 4,660 5,220 5,350 Age Tested, Days 7 28 28 Required 28 Day Strength, psi 3,000 Specimen sampling, ùansportation and compressive strength testing were performed by this agency in accordance with the applicable ASTM standards. This agency makes no other warranties express or implied. Distribution: (5) Toni Leadingham (1) City of Encinitas (1) SCS&T 9612273 Reviewed 8y: v~~~ Michael B. Wheeler, RCE #45358 10-25.DOC 12/4/96 ~ SO UTHERN CfLIFO RNIA SOIL AND TES~ G, INC. 6280 RIvERDALE STREET, P.O. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: 9612272 Project Title: Johnson & Downing Sea Wall Project Location: 788 Neptune Avenue Architect: Engineer: Contractor: Permit No: Plan File No: 48026G SEC Location In Structure: Material Supplier: Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Southerly 40 feet of footing and lower level Pre-Mixed 4033103 153 381 GL Slump, Inches: 4-1/2 TkketNumbe~ 82005 Samples Tested By: KN CC Temp: 840 Air Temp: Air Content: 0 % Laboratory Number: 7854 7855 7856 7857 Mark: Date Made: 10-23-96 Date Received 10-25-96 Date Tested 10-30-96 11-20-96 11-20-96 Discard Diameter, Inches 6.00 Area, Square Inches 28.27 Maximum Load, psi 109,000 129,500 131,750 Compressive Strength, psi 3,860 4,580 4,660 Age Tested, Days 7 28 28 Required 28 Day Strength, psi 3,000 Specimen sampling, transportation and compressive strength testing were performed by this agency in accordance with the applicable ASTM standards. This agency makes no other warranties express or implied. Distribution: (5) Toni Leadingham (1) City of Encinitas (1) SCS&T 9612273 Reviewed By: ~~~~ Michael B. Wheeler, RCE #45358 10-23.DOC 11/21/96 ~ SOUTHERN CtIFORNIA SOIL AND TES~G, INC. 6280 RIVERDALE STREET, P. O. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: 9612272 Project Title: Johnson & Downing Sea Wall Project Location: 790 Neptune Architect: Engineer: Contractor: SEC Permit No: Plan File No: 48026G1 Location In Structure: Material Supplier: Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Top 3 feet of northerly 30 feet Pre-Mixed 4033103 81 381 GL Slump, Inches: 3-1/2 TkketNumbe~ 81633 Samples Tested By: KN CC Temp: 790 Air Temp: Air Content: % 0 Laboratory Number: Mark: Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, psi Compressive Strength, psi Age Tested, Days Required 28 Day Strength, psi 7719 7720 7721 7722 10-22-96 10-24-96 10-29-96 6.00 28.27 107,250 3,790 7 3,000 11-19-96 11-19-96 Discard 130,750 4,630 28 137,000 4,850 28 Specimen sampling, transportation and compressive strength testing were performed by this agency in accordance with the applicable ASTM standards. This agency makes no other warranties express or implied. Distribution: (5) Toni Leadingham (1) City of Encinitas (1) SCS&T 9612273 10-22.DOC 11/20/96 Reviewed By: ~~~ Michael B. Wheeler, RCE #45358 ~ 8 8 SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 Riverdale Street. P.O. Box 600627 , San Diego, CA 92160, (619) 280-4321 FIELD INSPECTION REPORT PROJECI' TITLE: PROJECT LOCATION: ARCWTECT: GENERAL CONTRACTOR: 11/14/96 G. Ledbetter 625 11/15/96 G. Ledbetter 625 Downing 790 Neptune Ave., Encinitas 9612272 I.R-NO: 4 (Pg 1 of 1) SCS4oT FILE NO: 48026G/48026G 1 PLAN FILE NO: PERMIT NO: ENGINEER: Soil Engineering Construction Soil Engineering Construction SUBCONTRACTOR: REINFORCED CONCRETE Time Arrived: 1700 Reinforcing Steel: ASTM A615 Grout: Portland Type II Cement and Interplast N Grout Mix Time Departed: 2100 Inspected the reinforcing steel and size and depth of the bore holes for the soil anchors, at the Downing residence, just above the seawall. This involved the first three anchors from north to south, per 1 of 2, Detail 2 of 2/C-2. Observed the grouting of the anchors noted. Sampled one set of three test cubes. All work inspected and observed on this date was, to the best of my knowledge, per plans and the workmanship provisions of the UBC. ANCHOR GROUTING Time Arrived: 1700 Grout: Portland Type II Cement and Interplast N Grout Mix Time Departed: 2100 Inspected the reinforcing steel and size and depth of the bore holes for the soil anchors, just above the seawall. This involved anchors 4, 5, 6 and 7 gOin~ north to south, per 1 of 2, Detail 2 of 2/C-2. Observed the grouting of the anchors noted. S~, d ne set of three grout test cubes. All work inspected and observed on this date was, to the best o~~~ wledge, per plans and the workmanship provisions of the UBC. .....~~\ . C<): \ ~~~ ,.' , ~Y ~ oJ ' ":1 '" ,~' ",.) C\ " .~-(.¥f" .;,0' ""~ I\. ~ """, ,'\", ," '\ '\,"i .... /'(. V> ~ ."'S:. ,.,\ ~. "" \. . v ~,~) ~.\. ~':-' -"':0 , --', " ,--,' ,"---, ,-" ",~ .I'.."""'ûd' r", 1'1 \ " ",,', "",'V/(;',O IC,I'\.,."":"",,!~,U',,,: 0' ~'(, Le, 'J: .' ~ ¡ ¡ -,:<'\..,(7 -i? - DÊC 2 I~ ~ 0 i, ; ~~i::S;\~ DEC 3 ' ,'" ,~).:. ENGH~t=t::HI~G J~~ IV...."" ENGIIWIOfi~~~1JT&s CITY OF ENCINITAS DISTRIBUTION: (5) Toni Leadingham, CPA (1) City of Encinitas (1) SCS&T-#9612273 REVIEWED BY: WL/~~ Michael B. Wheeler, RoC.E. #45358 ~ SOUTHERN CtIFORNIA SOIL AND TES..lG, INC. 6280 RIvERDALE STREET, P. O. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: 9612272 Project Title: Johnson & Downing Sea Wall Project Location: 788 & 790 Neptune Architect: Engineer: Contractor: Chia Randall SEC Permit No: Plan File No: 489261 4802GI Location In Structure: Material Supplier: Mix Designation: A dmix ture (s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Seawall - first pour Pre-Mixed 4033103 180 396 LS Slump, Inches: 2-1/2 TkketNumbe~ 80143 Samples Tested By: KN CC Temp: 880 Air Temp: Air Content: 0 % Laboratory Number: 7509 7510 7511 7512 Mark: Date Made: 10-16-96 Date Received 1 0-1 8-96 Date Tested 10-23-96 11-1 3-96 11-1 3-96 Discard Diameter, Inches 6.00 Area, Square Inches 28.27 Maximum Load, psi 107,250 133,250 132,750 Compressive Strength, psi 3,790 4,710 4,700 Age Tested, Days 7 28 28 Required 28 Day Strength, psi 4,000 Specimen sampling, transportation and compressive strength testing were performed by this agency in accordance with the applicable ASTM standards. This agency makes no other warranties express or implied. Distribution: (5) Toni Leadingham (1) City of Encinitas (1) SCS&T 9612273 Reviewed By: W~4'~ Michael B. Wheeler, RCE #45358 10-16.DOC 11/13/96 SOUTHEfN CALIFORNIA SO lL ~ TESTING, INC. ~ 6280 RIVERDALE STREET, P.O. BOX 600627, SAN DIEGO, CA. 92160 (619) 280-4321 747 ENTERPRISE STREET, ESCONDIDO, CA. 92025, (619) 746-4544 COMPRESSIVE STRENGTH TEST REPORT FILE NUMBER 9612272 PROJECT TITLE Johnson/Downi ng Seawa 11 PROJECT LOCATION 788 & 790 Neptune Avenue ARCHITECT ENGINEER CONTRACTOR Soil Engineering Construction LOCATION IN STRUCTURE Pl aced at caisson #6 MATERIAL SUPPLIER ADMIXTURE(S) MIX DESIGNATION TIME IN MIXER. MINUTES SLUMP, INCHES SAMPLES FABRICATED BY GL SAMPLES TESTED BY KN DATE: Oct. 22, 1996 0 0 ŒJ 0 PERMIT No. t}ü026G 0 RÐØEIVED NOV 1 4 1996 ,CITY OF ENCINITAS BUILDING INSPECTION DIVISION CONCRETE (ASTM C39) MORTAR (UBC 24.22) GROUT (ASTM C1019) PRISMS (ASTM E447) TRUCK No. TICKET No. LABORATORY No. 7309 7310 7311 MARK DATE MADE 10-11-96 DATE RECEIVED. 10-17-96 DATE TESTED 10-18-96 11-08-96 11-08-96 DIAMETER, INCHES AREA,SQUAREINCHES 4.00 I I 1 MAXIMUM LOAD, LBS 17,250 24,000 22,000 COMPRESSIVE STRENGTH. PSI 4,310 6,000 5,500 AGE TESTED. DAYS I 7 28 28 REQUIRED 28 DAY STRENGTH, PSI 3,000 UNIT WT./CU. FT. (PLASTIC) DISTRIBUTION (5) Tony Leadingham (1) City of Encinitas 1 (1) SCS&T File 9612273 SOUTHERN CALIFORNIA SOIL & TESTING, INC. REV~~~~/ Michael B. Wheeler, R.C.E. #45358 I -' --' ~ so UTHE& C ALIFO RNIA SOIL' TESTING, INC. 6280 RIVERDALE STREET, P.O. BOX 600627, SAN DIEGO, CA. 92160 (619) 280-4321 747 ENTERPRISE STREET, ESCONDIDO, CA. 92025, (619) 746-4544 COMPRESSIVE STRENGTH TEST REPORT FILE NUMBER 9612272 PROJECT TITLE Johnson & Downi ng Seawa 11 PROJECT LOCATION 788/790 Neptune Avenue ARCHITECT ENGINEER CONTRACTOR Chi C Randa 11 Soil Engineering Construction DATE: Oct. 21, 1996 0 0 ŒJ PERMIT No. 4802-G/4802-ßiJ 0 CONCRETE (ASTM C391 MORTAR (UBC 24-221 GROUT (ASTM C1 019) PRISMS (ASTM E4471 PLAN FILE No. LOCATION IN STRUCTURE Placed at caisson #2 from north MATERIAL SUPPLIER ADMIXTURE(SI MIX DESIGNATION TIME IN MIXER. MINUTES SLUMP, INCHES SAMPLES FABRICATEDjBY GL SAMPLES TESTED BY KN TRUCK No. TICKET No. LABORATORY No. 7073 7074 7075 MARK DATE MADE 10-10-96 DATE RECEIVED 10-14-96 DATE TESTED 10-17-96 11-07-96 11-07-96 DIAMETER, INCHES AREA,SQUAREINCHES 4.0 ' ¡ I MAXIMUM LOAD. LBS 20,750 25,500 26,250 COMPRESSIVE STRENGTH. PSI 5,190 6,380 6,560 AGE TESTED, DAYS 7 28 28 REQUIRED 28 DAY STRENGTH. PSI 3,000 UNIT WT./CU. FT. (PLASTIC) ,, ~ DISTRIBUTION (5) Tony Leadingham (1) City of Encinitas I (1) SCS&T 9612273 I I I I I I I SOUTHERN CALIFORNIA SOIL & TESTING, INC. REVI~~~~ Michael B. Wheeler, R.C.E. #45358 ! --' ~ 8 8 SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIvERDALE STREET, P. O. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: 9612272 Project Title: Johnson & Downing Sea Wall Project Location: 788 Neptune Avenue Architect: Engineer: Contractor: Permit No: Plan File No: 48026G SEC Location In Structure: Material Supplier: Mix Designation: A dmix ture (s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Upper level southern 40 feet Pre-Mixed 4033103 111 374 GL Slump, Inches: 3-3/4 TkketNumbe~ 82793 Samples Tested By: KN CC Temp: 820 Air Temp: Air Content: 0 % Laboratory Number: 7871 7872 7873 7874 Mark: Date Made: 10-25-96 Date Received 10-28-96 Date Tested 11-01-96 Diameter, Inches 6.00 Area, Square Inches 28.27 Maximum Load, psi 131,750 Compressive Strength, psi 4,660 Age Tested, Days 7 Required 28 Day Strength, psi 3,000 Soecimen sampling, transportation and compressive strength testing were performed by this agency in accordance with the applicable ASTM standards. This agency makes no other warranties express or implied. Distribution: (5) Toni Leadingham (1) City of Encinitas (1) SCS&T 9612273 Reviewed By: ~~~ Michael B. Wheeler, RCE #45358 TO-25.DOC T1/6/96 ~ 8 8 SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIvERDALE STREET, P. O. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: 9612272 Project Title: Johnson & Downing Sea Wall Project Location: 788 & 790 Neptune Architect: Engineer: Contractor: Chia Randall SEC Permit No: Plan File No: 489261 4802-6 Location In Structure: Material Supplier: Mix Designation: Admixture{s}: Time In Mixer {Minutes}: Truck Number: Samples Fabricated By: Caissons 1 - 8 Pre-Mixed 4033103 90 216 CJH Slump, Inches: 3 TkketNumbe~ 77763 Samples Tested By: KN CC Temp: Air Temp: Air Content: 0 0 % Laboratory Number: 6970 6971 6972 Mark: Date Made: 10-08-96 Date Received 1 0-09-96 Date Tested 10-1 5-96 11-05-96 11-05-96 Diameter, Inches 6.00 Area, Square Inches 28.27 Maximum Load, psi 115,500 134,750 139,750 Compressive Strength, psi 4,090 4,770 4,940 Age Tested, Days 7 28 28 Required 28 Day Strength, psi 4,000 Specimen sampling, transportation and compressive strength testing were performed by this agency in accordance with the applicable ASTM standards. This agency makes no other warranties express or implied. Distribution: (5) Toni Leadingham (1) City of Encinitas (1) SCS&T 9612273 Reviewed By: ~~~ Michael B. Wheeler, RCE #45358 10-0B.DOC 11/6/96 ~ SOUTHERN ~IFORNIA SOIL AND TES~G, 1Ne. 6280 RIvERDALE STREET, P. O. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: 9612272 Project Title: Johnson & Downing Sea Wall Project Locé!ltion: 788 Neptune Avenue Architect: Engineer: Contractor: Permit No: Plan File No: 48026G SEC Location In Structure: Material Supplier: Mix Designation: A c!mixture (s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Southerly 40 feet of footing and lower level Pre-Mixed 4033103 153 381 GL Slump, Inches: 4-1/2 TkketNumbe~ 82005 Samples Tested By: KN CC Temp: 840 Air Temp: Air Content: 0 % Laboratory Number: 7854 7855 7856 7857 Mark: Date Made: 10-23-96 Date Received 10-25-96 Date Tested 10-30-96 Diameter, Inches 6.00 Area, Square Inches 28.27 Maximum Load, psi 109,000 Compressive Strength, psi 3,860 Age Tested, Days 7 Required 28 Day Strength, psi 3,000 Specimen sampling, transportation and compressive strength testing were performed by this agency in accordance with the applicable ASTM standards. This agency makes no other warranties express or implied. Distribution: (5) Toni Leadingham (1) City of Encinitas (1) SCS&T 9612273 Reviewed By: ~~;ifJ~ Michael B. Wheeler, RCE #45358 10-23.DOC 10/31/96 " ~ SOUTHERN c!ÞLIFORNIA SOIL AND TES~G, INC. 6280 RIvERDALE STREET, P. O. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: 9612272 Project Title: Johnson & Downing Sea Wall Project Location: 790 Neptune Architect: Engineer: Contractor: Permit No: Plan File No: 48026G1 SEC Location In Structure: Material Supplier: Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Top 3 feet of northerly 30 feet Pre-Mixed 4033103 81 381 GL Slump, Inches: 3-1/2 TkketNumbe~ 81633 Samples Tested By: KN CC Temp: 790 Air Temp: Air Content: 0 % Laboratory Number: 7719 7720 7721 7722 Mark: Date Made: 10-22-96 Date Received 10-24-96 Date Tested 10-29-96 Diameter, Inches 6.00 Area, Square Inches 28.27 Maximum Load, psi 107,250 Compressive Strength, psi 3,790 Age Tested, Days 7 Required 28 Day Strength, psi 3,000 Specimen sampling, transportation and compressive strength testing were performed by this agency in accordance with the applicable ASTM standards. This agency makes no other warranties express or implied. Distribution: (5) Toni Leadingham (1) City of Encinitas (1) SCS&T 9612273 Reviewed By: ~~~~ Michael B. Wheeler, RCE #45358 10-22.DOC 10/30/96 .( ~ 8 8 SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 Riverdale Street., P.O. Box 600627 , San Diego, CA 92160, (619) 280-4321 FIELD INSPECTION REPORT PROJECT TITLE: SCS4 T FILE NO: PROJECT LOCATION: ARCHITECT: GENERAL CONTRACTOR: Johnson & Downing Seawall 788 & 790 Neptune Ave., Encinitas 3 (Pg 1 of 1) 9612273 1£ NO: 48026G/48026G 1 PLAN FILENO: PERMIT NO: ENGINEER: Soil Engineering Construction SUBCONTRACTOR: Time Arrived: 1230 Time Departed: 1530 10/22/96 G. Ledbetter 625 10/23/96 G. Ledbetter 625 10/25/96 G. Ledbetter 625 REINFORCED CONCRETE Reinforcing Steel: ASTM A615 Concrete: Pre-Mixed, Design #4033103 Inspected the reinforcement for the upper level of the seawall; approximately 50 linear feet at the Downing residence and approximately 10 linear feet at the Johnson residence. Observed the placement of approximately 48 cubic yards of concrete by conveyor at the above locations, with consolidation by mechanical vibrator. Fabricated one set of four test cylinders. Slump = 3 ".. All work inspected and observed on this date was, to the best of my knowledge, per plans and the workmanship provisions of the UBC. REINFORCED CONCRETE Reinforcing Steel: ASTM A615 Concrete: Pre-Mixed, Design #4033103 Time Arrived: 1330 Time Departed: 1730 Inspected the reinforcement for the footings and lower level of the south 40 feet of the seawall, at the Johnson residence. Observed the placement of concrete by conveyor at this location, with consolidation by mechanical vibrator. Fabricated one set of four test cylinders. Slump = 4 %.. REINFORCED CONCRETE Reinforcing Steel: ASTM A61 5 Concrete: Pre-Mixed, Design #4033103 Time Departed: 1730 Time Arrived: 1400 Inspected the reinforcement for the upper level of the south 40 linear feet of the seawall. Observed the placement of approximately 60 cubic yards of concrete by conveyor at this location, with consolidation by mechanical vibrator. Fabricated one set of four test cylinders. Slump = 3 ".. All work inspected and observed on this date was, to the best of my knowledge, per plans and the workmanship provisions of the UBC. DISTIUBtmON: (1) Mr. & Mrs. Johnson ( 1) City of Encinitas (1) SCS&T - #9612272 REVIEWED BY: ~~~ Michael B. Wheeler, R.C.E. #45358 ) ~ SOUTHERN ~LIFO RNIA SOIL AND TEStPN G, IN C. 6280 RIVERDALE STREET, P. O. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: 9612272 Project Title: Johnson & Downing Sea Wall Project Locftion: 788 & 790 Neptune Architect: Engineer: Contractor: Chia Randall SEC Permit No: Plan File No: 489261 4802GI Location In Structure: Material Supplier: Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Seawall - first pour Pre-Mixed 4033103 180 396 LS Slump, Inches: 2-1/2 TkketNumbe~ 80143 Samples Tested By: KN CC Temp: 880 Air Temp: Air Content: 0 % Laboratory Number: 7509 7510 7511 7512 Mark: Date Made: 10-16-96 Date Received 10-1 8-96 Date Tested 10-23-96 Diameter, Inches 6.00 Area, Square Inches 28.27 Maximum Load, psi 107,250 Compressive Strength, psi 3,790 Age Tested, Days 7 Required 28 Day Strength, psi 4,000 Specimen sampling, transportation and compressive strength testing were performed by this agency in accordance with the applicable ASTM standards. This agency makes no other warranties express or implied. Distribution: (5) Toni Leadingham (1) City of Encinitas (1) SCS&T 9612273 Reviewed By: ~~~~ Michael B. Wheeler, RCE #45358 10-16.DOC 10/23/96 ~ . 8 SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIvERDALE STREET, P. O. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: 9612272 Project Title: Johnson & Downing Sea Wall Project Location: 788 & 790 Neptune Architect: Engineer: Contractor: Chia Randall SEC Permit No: Plan File No: 489261 4802-6 Location In Structure: Material Supplier: Mix Designation: A dmixture (s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Caissons 1 - 8 Pre-Mixed 4033103 90 216 CJH Slump, Inches: 3 TkketNumbe~ 77763 Samples Tested By: KN CC Temp: Air Temp: Air Content: 0 0 % Laboratory Number.: 6970 6971 6972 Mark: Date Made: 10-08-96 Date Received 10-09-96 Date Tested 10-1 5-96 Diameter, Inches 6.00 Area, Square Inches 28.27 Maximum Load, psi 115,500 Compressive Strength, psi 4,090 Age Tested, Days 7 Required 28 Day Strength, psi 4,000 Specimen sampling, transportation and compressive strength testing were performed by this agency in accordance with the applicable ASTM standards. This agency makes no other warranties express or implied. Distribution: (5) Toni Leadingham (1) City of Encinitas (1) SCS&T 9612273 Reviewed By: ~~~~~ Michael B. Wheeler, RCE #45358 to-O8.DOC 10/16/96 8 8 ~ SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 Riverdale Street, P.O. Box 600627 , San Diego. CA 92160, (619) 280-4321 FIELD INSPECTION REPORT PERMIT NO: 9612273 4802G/4802G 1 I.R-NO: 2 (Pg 1 of 1) PROJECT TITLE: Johnson & Downing Seawall SCS4oT nLE NO: PROJECT LOCATION: 788 & 790 Neptune Ave., Encinitas PLAN nLENO: ARaDTECT: ENGINEER: Soil Engineering Construction GENERAL CONTRACTOR: Soil Engineering Construction SUBCONTRACTOR: 10/16196 L. Shaw ICBO 60844 REINFORCED CONCRETE Time Arrived: 1830 Time Departed: 2330 Reinforcing Steel: ASTM A615, Grade 60, Epoxy Coated Concrete: Pre-Mixed, Design #4033103, 4000 psi, Type 1 Cement Provided continuous special inspection for the placement and consolidation of concrete for the seawall, first lift. Cast one set of compressive strength samples. Slump = 2 %" - 5. Inspected the reinforcing steel as per the approved plans, Sheets 1 of 2 and 2 of 2. NOTE: All loads placed were in excess of three hours old. Unless noted otherwise, the work inspected is, to the best of my knowledge, in compliance with the approved plans, specifications and applicable sections of the governing building laws. DISTRIBUTION: (1) Mr. & Mrs. Johnson (1) City of Encinitas (1) SCS&T - #9612272 REVIEWED BY: ~~~ Michael B. Wheeler, R.C.E. #45358 "",,,',.-' ~ , .111 JJ tAN CoNc8ft Mm'UTI: 1'IIis ÍI to ..., ... I.- .. B4- """'1 118 ~ - lr- l. ~J l8ll1IIIi&y'" "II .IJ;.' .. ¡If ~"AClllJ - 1 tl ~lir L ..it1lll8y ~ . rd ... ACt ~ PIILD 1WI'ING _liII_DAN - GRADE I ~' ~ ,'I t j ',. ~ q I" . ¡;~ . ......... &.... t.,~- -~-,. '. - ~r.~~ ~7, ~..J """'-.....' ~, '".,~...~....--c'm'~....".""-.,~.,, .._~~_.~ ----¡ 8¡ , International Conference of Building Officials . LANCE M SHAW CERTIFIED SPECIAL INSPECTOR REINFORCED CONCRETE 1994 EDITION UBC lit ASTM STANDARDS The individual named hereon is CERTIFIED in the category shown, having been so certified pursuant to successful completion of the prescribed written examination. Expiration date: NQvem.ør 14. 1998 No. 60844 G;"- ;,' .. 't ¡ Q ,-..... ~' ~ 1 i ~ t ~ ~ ~é ¡ \f' ¡ -ì ¡ î <. (\ , ~ ~ ' 1:1 r \.) ..) - \) ~ ,j' ((ù~ - 8 t ~ - ~ ~ ~ (' ...s t " v (1 " { 1"1 \ ê I/' ~ \J'>o \) \\ ~' t r ~) .t ,.. ~ ,.1' l r I) If' ~I t -V ¡I ( n ~ r ~ t' h ,.1 -+ r' ;::\.-1, n 0 ... "t ' [ 8 8 -- j' ¡In :,';" II :f t. ,,' -~. - - "'- ,- ',~ -' ,-' : i ,..0:.. - ;' oj ;; ;\ ,~ 'j " ,: ;. ;, 8 . --..---, ------ '.. , I ',ì!i: JIJ ",'" , ¡Jig -I I,' nl h i!l~ If, 'I II .{ FIELD REPORT 8 8 DATE:_lD -1)- 9 ft; JOB NUMBER: PRO~~~:=~~~~~ð.~V:~ ~A-LJ CONTRACTOR: <;a.... L SUPERINTENDENT:_~ TO: :5 rz:..L I eel Tí= £-¡J ú '" \ .-.A- S SEE SKETCH: Personnel Arrival Departure Time Travel Time Subtotal Hours Si~ture fIELD REPORT A v\ \' " \-- 8 DATE: \Ö. \ £\ -9£0 JOB NUMBER: PROJECT NAME:_~J¡.J\,J~ }5ts~';,O N ~vJ-~t.-L- LOCATION: 1~ò~1~~ rJ-mù.JE- ç.~ ./.;., " 1'1': ~ (, , """',~ . , ':- ~ >-- ~ ~~ J V - ~ ~ , ~ 8 ¿' ,/ CONTRACTOR: ~ "- SUPERINTENDENT: f.ð~ L ~ bHr~ ÍI ~TO:~ e--I ç ~ ~ L) ;" V f f €,e.. 1\ d t.(. Ç;;, C .--- ,...... \\"1 a-t-- r-J('I\f\Jì'~ SEE SKETCH: Personnel ro~ ~~~ ~ ~. SU~,~ Hours t¥? j' - 2,')d' Zt>'Ótll,)t!:'t-t.1,5"6 ,;J ~ 8 8 SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 Riverdale Street, P.O. Box 600627 . San Diego, CA 92160, (619) 280-4321 FIELD INSPECTION REPORT PROJECT TITLE: PROJECT LOCATION: ARaIITECT : GENERAL CONTRACTOR: 1 0/8/96 C. Hand C495 1 0/1 0196 G. Ledbetter 625 10/1 1/96 G. Ledbetter 625 DISTRIBUTION: Johnson & Downing Seawall 788 & 790 Neptune Ave., Encinitas PERMIT NO: 961~?3 I.R-NO: . JŸ 1::: 480dlt~~~ E~Jr! nLE NO: Ch;c nand"Df; ?: ~T1l!JlJ SCSAT nLE NO: 1 IPg 1 of 1) ENGINEER: Soil Engineering Construction SUBCONTRACTOR: ,f'\>-- v f'-!Uf.. REINFORCED CONCRETE Time Arrived: 14ðO~~Lr OF £..., ~ Concrete: Pre-Mixed, Design #4033103, 4000 psi ~"VG ¡NSPE,~!.;~"'/iV¡.'f'Ii"" -C/IO,V n ,"'~ U¡"I"¡ . Observed the placement of 1 8 cubic yards of concrete, which was tailgated into the caìs~8f1 for the sea wall. The depths were checked and were found to be acceptable. Fabricated one set of three test cylinders. Slump = 3-. REINFORCED CONCRETE Time Arrived: 1530 Reinforcing Steel: ASTM A615 Grout: Portland Type II Cement and Interplast N Grout Mix Time Departed: 1830 Arrived on site, as requested, to provide special inspection and continuous observation of grouting for the tie backs. Inspected and observed the size and depth of the bore holes and the reinforcement for six tie backs located at caissons and pilings 1, 2, and 3, going south at the Downing residence, 790 Neptune Ave. Observed the grouting for the tie backs at this location. Sampled one set of three test cubes. REINFORCED CONCRETE Time Arrived: 1630 Reinforcing Steel: ASTM A61 5 Grout: Portland Type II Cement and Interplast N Grout Mix Time Departed: 1900 Arrived on site, as requested, to provide special inspection and continuous observation of grouting for the tie backs. Inspected and observed the size and depth of the bore holes and the reinforcement for ten tie backs located at caissons and pilings 4, 5, 6, 7, 8 and 9; two at each caisson and one tie back at 8 and 9). Observed the grouting of the tie back at each of these locations. Sampled one set of three grout cubes. All work inspected and observed was, to the best of my knowledge, per plans and the workmanship provisions of the UBC. œ Œ @ l~ ¡: w: ~..! DEC 2 3 1996 -. ENGINEERING SERVICES CITY OF ENCINITAS 11) Mr. & Mrs. Johnson 11 I City of Encinitas /11 SCS&T - #9612272 2Ø~~ Michael B. Wheeler, R.C.E. #45358 . . JOHNSON & DOWNING RESIDENCES 788 & 790 NEPTUNE AVENUE BLUFF REPAIRS CONSTRUCTION E UIPMENT 1. 2. 3. 4. 5. 6. 7. 8. 9. RUBBER TIRE LOADER RUBBER TIRE BACKHOE AIR COMPRESSORS FLAT BED TRUCK & TRAILERS GENERATORS PORT ABLE LIGHTS PICK-UP TRUCKS CONCRETE TRUCKS CONCRETE PUMP & TRUCK ~ .\ i ~ IVIA} ã> Q) ~ 6 PM 6AM 12 6AM 6 PM 12 6AM 12 6 PM 6 1 SUN 12 Hlse b 0" St1t 1'3°\ 0 223 820 [)~ 4.9 222 0.2 8:39 ~.B :U1O -0.1 9.¡n 2:53 ~() 03 617 8 9 0 \ Ji \, j./ 1:32 5.5 1:58 -09 2:54 7:19 3. 7 2.6 9:10 -06 4:22 8:59 2:53 3.9 27 5.0 /40 ~¡) H..~,'..5 Rlse550S~~t/4ô\\I.l.6.. /""'. I \11 7 //~J 18. . /"\19 -/"--'~O - ..' ;2 . 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Tidelines TM Copyright 2000 Tidelines I . . www.tidelines.com r -e--E-P -A 1:.'ve'~ '1:...~1 (..,.-~ JOB '( öb N ë.:f""V N E... 8 -eAi ~ 't-7 ~ <:::' s:- ~ ~, ~ ~~ J-O+t N s~ J 766 1--1 t;;pT\..l ~ e... -A-'V,. J. ~.Ç-IH (r--A- S; I ~ fO)El~i. ~~~ j ENGINEERING SERVICE& n . .... CITY OF ENCINITAS \5U j(é-ß ". .. SOIL ENGINEERING CONSTR.N, INC. 927 Arguello Street REDWOOD CITY, CALIFORNIA 94063 (650) 367.9595 FAX (650) 367.8139 SHEET NO. AV, \~ DATE ~ - t8 ~ð DATE ~ - z..g - C;e, OF .. CAlCULATED BY CHECKED BY ~~\Cl'i--ol 7i>~ U~~ le::'l4 4- Il'~ ~ITL ~~NNA.1 ~-' A-f-I ec...- ~ r~~ F~~~~~Â ~<O'~~::.~~-:- ='-' Iljc. (¡E~) -t, ~ ,) 20) :. ~ c.., ~ Uv~~ ') .~..\f'Ti', )=4 C)f 4-1'þ~-r~ ........~ - 2.. 6- er(b Irev A1>f'f..,1 ~LÆ- ~~S\~N ~ c.o7"'~/<-'...Jc..:.T/~ "b.=- CA...J Î1 ~ I"-'- ¡- ~ 'F ~t:... w-o þ~ 1>="'1 Eo- ?c .t E. C- \N 'It C! 11'-11 't-'7 Or t-I£...'?IV~t:-'Â\JE...) ~ c..(""11~'-¡ . it~~cL ~1<:.. CIVIl" t..A-ic..I~~,,:£::L ~II/~. / ., .~ ~ .) 40) A:.. 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I tI = . .: .. ..; . ..: . .. .. .. . . .. e . ;: I !! ! I ~ I.. .° ~ .. ;:: : i 1:; 1 1 :.1 t. t .. ..~.1 :. ;1 :i ::- ~ ..- ~ -- ¡~ ... .. .. & .~ ..: ..i ie. ¡~ !~ .Ii .~ d ~ I 8 ~, ! ¡ t. , ,;., j~ Hi m I .. .. . . .: .. . ... r i . J J . : J : .. .. .. .. . . i ~ .. . . . - ; i J I ~ ì r. ~ : -;! .. .... ~ t: it i i u . ' :1 .. : ... :I - 1'<1 i.! I: ;1: .!.. ... ... . .. . i .. .. .. ; ~ ] I r ..; .; .. .. I .. .. I! ! ¡1 f ij r II j Ii '1.1 ¡¡I ¡¡ 'I! 51 !1 .i! .. ..- t.. . ".1';' il ... j- : I ..J r:iJ f: . .: !i ;1 1:1 ,,' (Þ'S ~ I --Ji ii i ~ : j:'1 ;.: ..: ! I ... .. I KA1TAN2(4'-_) a¡=~yZ PaIlK&Y~ "Ju.~~ / lip .p=TM2{45.....,) ~P¡1Cp YZ 'Þ -I(p TH~ 1- ?-CTN! ~~ - / .~'i R~', 8 '?5e,~E.1='1 v Nt::- ~, s ... ... COHESIVE SOL, NO FA ICT1CNAL RDlSTANŒ ACTIVE ~ Zo a HEIGHT OF \...! 1tNSIQN ~ X c ¿", .-0 , C FAI L..IM£ SU8Œ ~ lo :t2C/y G'A=YZ-ZC PA; YH2¡Z-2CH. ~ MSStVE NESSuRES t--f2C / -FIŒ .., CIþ = YZ +tt Gþ 'n 1'IN2 (45+f(z) +ZC'TIN(45+. IÞpI t-rttZ+2CH pp.c ~. TaN2(45+M)t2C1i1M (45+'-) GMPMIC SOUITION fat un.. UCICF1U. PCI8 ~~ a- DLS III'M ~ '= - ~ MaC~,1M&.UES 01" AIm I(p, AIIO POIfrIQNS aF PalLURE .. G1YD18 '-- J A88. "'_rlftLY. IIœ ... 8mI C MIa 4- .1MI1IIOIn'IOIIt o¡",...~ -..œ IS CII:1I8IINED BY MaLrZ- 'nUL .., "R) 8.. .... -- OF .... - -... -- fI1 TIll CAllI INØIIII IMIL; filii ., 11- L MlI8MU .. ~ Z. L. ,..,...... ...'DCII,1JUL.."" ".-...nt _IU'RIE IUIIn 1:8 8 ClllllflLETEu' ~ qq J. -.L . WJI'nCA.... 811M ~ .. .. ~ CI8 8m f1' WIU..fIIeI'! Ð'WT IIM.&a ,. UC8 Df1'M.. . .- 1MIII CD6,........~ ~ JMIT' ,....... ME M:'rM ... ~ WWD. MID ~ !UWIŒ I S A v- All'" IIUIIIE ~ "" NEIL ", """'.!In'" ... f11tUM1lL - M8)"'1IIDWGÐt ......, lIfE. NtJr FIGURE 2 Coaaputat1on of Simple Active and Passive Pres.ures Çhan~e 1. SeDtembe.r 1986 7.2-62 N , 0, . i ::'":::- ~t:.rï-..J N E..- F':- °H a O,lOH'CO.IS +"2 )a (for m ~ 0.4) ~'V, 'M PH '" O.55a~, rftUlUnt force Qp ml n ~ ~ . °H: 1.28 ïï' (mZ + n2 )2 (for m > 0.4) E_,,- é;~I~~.~1 --- Fig. 9 - Lateral pressure due to finellHd (Souøinesq equation modified by experimenU (after Ternghi12 Strip Loads - Highways and railroads are examples of strip loads. When they are parallel to a sheet pile wall, the lateral pressure distribution on the wall may be calculated as shown in Figure 10. a., - 2Q -I - -{ß - sinOcos2 0 I " .-- v.. Fig. 10 - La"...1 pressure due to strip load (Boussinesq equation modified by 8ltperimend (after TØ1t') . Based on the relationships given above, Figure 11 shows plots of the lateral pressure distributions under point and line Joads .nd gives the positions of the resultant force for various values of the parameter m. L-L- ....., L- 0.7 "'" """'-- ,;;;;;. ~ "'. 0.1 ~ r'.....; - ~ ~ - '""' ~...... -. "'..... - ~ \ ...... ':::: ""'.... ,, ~ -- .... - ......"" '. "'.0.'- ~ ) '"" 'r lit' 0.' "' ~, '" /II' 0.7 /, It) K '. ",. 0.2/ ~ ~ ~ ~ ) I Y ~ I 'fZ ;-' "'IoU I V "'. 0."'" .A I ~I J i/ - ~ H ... "MIÕ;I L III L ".. - ø f - ~ I 01 8OH / 0.3 .&OM Q.1 .71 .50H f, / I O. .MH ¡, A... .71 .18"- ø- .-fLU ~ . 0.6 .., ...... /I ,7 (", A - I I I I " 0 .2 :, .. .1 1.0 0 .S 1.0 1.1 11 H' .. 0 z ;:: . . 0.8 c ... 0 ! .. c :. 0.' ..... 0.1 1.0 -~~~~ ~~~~~ Fit. 11 - Horizon..' p.....,r- due to point .nd 4ine leNds (.fter N"'dodc.lI. ; õ I .i / ~ - ~ '/, . ~ ~ ~ .... t¡- I ~ - tf\ ~ 0 I f7 ip- , 0 ~ ~ n- r tJ tJ1 \L "2 P ~ ) . ~ t- r-- ~~ tJ ().. ~ ~ ~.xu UJ "Z tV- ~ cJ. ~ tl d) ~ tu ~ ~ " }- ~ '-t ~ ---.-.--. ....-. '-' / ~ j u.. () . . - ~ ~ ! /YJ t.I \oJ ~ ~ ~ . X .ð '-1 () .t!.. ~ t ~. ~ j ~ '1/ ~ II) 7;'~! '- VJ ~ 0 0 .0 ~ ~ \tI ~ ~ ~ 7\ ~ ~ . ~. ¡II! ?~ / ~ . ~ I '-r-. -' r- ~ ~ ~J I 'Z ~ ~ ~ ~ t; f . j } 3 ~ "'" . cJ. - ! ~ ; .. ~ ~ ~ t ~ ~ ~ 1. J.~v1 8 '" . ì ? " ~ f ~~ - r ~ £) ~~ . ~! ~~ / c "' /' ~'; ~£ ~¡4 ) '- . ~ :[ ~ 9=~ }ß t~ j / ~ ~ \f) ¡' '- I - 0 ~ 0 ~ 0 ~ 0 0 N - c:( ~ ~ oJ ! 01 "'" .J1 < ~ ~' V1 \ ~j \ \,~ l- 8 ~ ; ~~ ~~~ r:;: ~ . ~ ..J ~i z ~ - Q ~ 1 ~- /l ~ L~ ~ 0 ~ . z < - Q ~ C\I 81 0... : . ... ~ ~ < ~ t) tr'l - c/} 'f~ iii A-J ~(L~ -4 k.L~ 01-1 . .d:3'2I ~-'.... . \ . ~ ~ .,.J ~ ::> ~ ¡- ~ ~. ;::: \ ~ ~ - ) d) cü "- \/ 8 Table 1 Threadbar Anchor (Technical Data} ! 5100' TN~m;-1 c"';;' UIIIma.. ¡Grade ' nal section load I dia area Fu- ¡ Ae fu . Ae KSI inen SQ. in. KIP N/mm2 mm mml kN -.. 150 I 1 0.85 835/1030 Ii 26.5 551 150 1'1. 1 .25 83511030 I 32.0 804 I 150 i 1-3/8 1.58 835/1030 I 36.0 1018 I 178 I 1 0.85 1080/1230 26.5 . 551 I 178 i 1 '14 1.25 1080f1230 32.0 804 118 II 1-318 1.58 1080/1230 36.0 1018 ~--- .- ~ ~ 127.5 568 187.5 828 237.0 1048 15~.3 678 222.5 989 281.2 1252 ? . 1-4 £..PI U 'H t.. çij>t. (..... /l.\J. ~ I I -..' -.-.-. ------.""- Wolkin9 load relative to the ultimate load Fu/1.6 Fuf1.7 I Fy/1.8 KIP KIP KIP kN kN kN ._-- ... -- 79.7 355 117.2 518 148.1 655 94_6 424 139.1 618 175.8 183 75.0 334 110.3 I ~87 I 139.4 617 89.0 399 130.9 582 165.4 736 70.8 316 ¡ 104.2 ! 460 131.7 583 84.1 377 123.6 549 156.2 696 ... .- __H__' Yield load Ful2.0 KIP kN Working load relalive to the yield load I I Fy- 0.15Fy 0.6Fy I fv' Ae (Fyl1.33) (FyI16]): Fyl1.75 KIP KIP KIP I¡- KIP kN kN kN kN 104.6 78.5 62.8 I' 59.8 460 345 276 263 153.8 115.4 92.3 I 87.9 671 503 403 384 I 194.3 145.7 ,i "6.6 r 111.0 850 637 510 486, 13!.9 99.7 79.7 75.9! 595 446 357 I 340 195.4 146.6 117.2 I 111.7 868 651 521: 496 246.9 185.2 148.1 ¡ 1411 I 1099 _~2~J_. - 6~~ j-~~~- : Table 2 Multistrand Anchor With 0.6" dia.. 270ksi and $11570/7770 strand respectively (Technical Data} ----'------r=- .--.--. ._.. .--------. --.-. -- .-....- No. of NÇlmi- Cross Ultimate WOrking load relative Working load relative strands nal I section load to the ultimate load to the yield load dia. area Fu- ! 0.75F, . O.6Fy t' l.. . I A. '.' A. F.n.6. Fu/1.7 i Ful1.8 Ful2.0 (Fyl1.33) (Fyl1.6]) Fyl1.75 _.____E.~. .J~':;.~ 0::_- :..: I:: : - :__:- _: 1 0.6 0.217 58.6 36.6 345 32.6 29.3 37.4 29.9 I 28.5: 1 0.6 140 248 155 146 138 124 165 i 132 I 126 I 4 0.6 0.868 234.4 146.5 137.9 1302 111.2 149.4 119.5 I 113.8' 4 0.6 S60 991 619 583 551 496 659; 527: 502 9 0.6 1.953 527.3 329.6 310.2 292.0 263.7 336.2 i 268.9 i 256.1 j 129 0.6 I 1260 2230 1394 1312 1'239 1115 1487 ¡ 1187 ¡ 1130 0.6 2.604 703.1 439.4 413.6 390.6 351.6 448.2 I 358.6. 341.5 r 12 0.6 1680 2974 1858 1749 t 1652 1481 "983 ¡ 1583 : 1507 1,5 0.6 I 3.255 878.9 549.3 51 7.0 488.3 I 439.5 560.3 448.2; 426.9 ¡ 15 0.6 ¡ 2100 3717 2323 I. 2186 2065 1858 2479 I 1978 I 1884 119 0.6 ¡I 412~. 1113.2 695.8 654.8 618.4. 556.6 709.7 567.7: 540.7 ; 19 0.6 2660 4708 2943 ¡ 2769 2616 2354 3132 2506; 2386 . 27 0.6 ¡ 5.857 1582.2 988.9. 930.7 I' 879.0 191.1 tO085 I 8068 7683 i 27 0.6 i 3780 6691 4182: 3936 '3717 3346 445" - 3561 i 339~ 137 0.6 ¡ 8.029 2168.2 1355.1 I 1275.4 ! 1204.6 1084.1 t382.0 : 1105.6 1052.9 .37 0.6 5180 9169 5731 ,. 5393 ¡ 5094 4584 6100 I 4880 4641 ! 61 0.6 /,3.237 3574.6 2:!J4.1; 2102.7 ; 1985.9 1787.3 2278.4 1822.7 1735.9 : 61 0.6. 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'=- , '\ c .p.'~ "f.;;¡ ,'-="" ;\.12-.. r c:; .. o. o'O':t ~ ~ <:::>.<::::>-<:::> 3.:!.. ~ ~..(L{fb}(z,\) .,..::::>, ') ~~~ EAÇ., Â-,{ T- IHc..t..LA::-~ ~ l:¡ . \J .~t-. .{.l!J d' i+-...I/+..,.....<!-.. ~ A-. r--7t- CH- <::::> ~ (~)..ifc¡"¡e .~A.,'.."t=+C-L ~itF-~~/1'-+- r. '-,- : , V ~ y'::' ç. ",~~ ¡V <Z. CJ- !l~-='r s i){4ß)( z.-t-) ~ z,¿¡..-' ~ k.:,~.Ie.., ,.\J\L.....it4 ï I~~.. ..~,. ..t~lr CC~;=-'-.JL.L" . ~ST?+ '. PROOIJCT -1(SonøI8-I:!05-IIPoddodI JOB '166 -I" J ' - 1- t- ~ 'J ~ ~- SOIL ENGINEERING CONSTI810N, INC. 927 Arguello Stre1P" REDWOOD CITY, CALIFORNIA 94063 (650) 367-9595 FAX (650) 367-8139 ";f +- SHEET NO. ~ I ..-:t OF DATE s:- - 2 ß -.::f6 DATE ~ - z..'S - ere: CALCULATED BY CHECKED BY 124. T7 SCALE ( ~) l.E v~v ¡Iv .1 ,'f=, 4 -tr Ill'~ ~ ,r-~ IOE:- ( ") -iF Cf r ~ E- A- "f-,c.-. CL- ~ lit hI! E:-.S ~ Iz.," cc.::t rvll. tfiA+)ï:4- . ) r* '.~I..... c:....c>H C. \.><-A--~ ""ß. 'h. ~ ,t-t-o ..~C-A-~.. {":::»~ ( r7F>.) ./ (~ 204.1(_-1205-1(-1 " . .. JOe lOt::> NtÃ'TI.I'H ~ A-\l, -. - SOIL ENGINEER8 CONSTRUCTION. INC. of ÑKern California 927 Arguello Street REDWOOD CITY. CAUFORNJA 94063 (415) 367.9595 FAX (415) 367.8139 SHEET NO ~ ~1ì OF 19 DATE '\ - Z€- q6 DATE ~- ZS - qß CALCULATED BY CHECKED BY SCALE . . iï~ . ~ v E.. l.,oc::) P"H EA4- T t 'e..." :!. . ~ f:-" " Iz.. U ,~\' t.t411 ~£. ~<;-:n+ ,~ .. f ¿ :- 4. ~ I:. or i 12- 1/ I," ~&h S;"<1" IH ~~ ( (,J..) : , -:It- '" - -rIf-- . ~ - Jt. , - "'I- " - roE:.. ~ 1 ? (.... I c..k..t ('-~ ~r I.~~.L ) . ~- "'h~~ T~ V t c::rp ~~r .Art.£- þ.. ~,?VI~ ~ ~'>~. ~ LÆA-t:=; ~ I~ .'N c..Æ-f7i: { (.~ ~) { c. = 3. - k. ~ , f c:.." . - I=-.r , It- 4'. . I '-'f ,~ " . if- S- - Vro" ~" .. q - t; 611 ~ ò" ... II - B C} " "'7, II v ~ t..... I( " ~ ~~.t ~ ~ P t-1 c.ë...~ ~ ~ l' '-'t ~ \.X.-1~ N .. . . - - ~CI=:... 'H ..... . ~\-è-L ~ ., ~ A-'1.J £+I T l.~At.tHc. "P '-A-IE- ; "P ~-~ ... ~). ~ '=:.. 'tï,~. ~ I=t-'E- Of" "Pt. .: p~", G-\:~I:::.... . ¡. " " A . c:>.ê~(-f'e.). 1...4- k.t.; .. ~ fCo1 :. ~)"- 1'l. cd . ~ , 8 8 SOIL cnC:lncc~lnc: COnSL~UCLIOnmc. . . MAy 29, 1998 OF NORTNERN CALIFORNIA ~ œ Œ J~~ ~::Œ 00 I. TO: Mr. Lee McEachern California Coastal Commission FROM: Mr. Bob Mahony & John Niven Soil Engineering Construction, Inc. RE: Updated Geotechnical Review / Request for Emergency Processing Proposed Upper Bluff Retention System Johnson Residence, 788 Neptune Avenue Encinitas. California Soil Engineering Construction (SEC) has prepared the following, updated geotechnical review in response to recent upper bluff failures at the subject site. As noted in the conclusions of this review, the sudden and unexpected failures occurring during the past 120 days, below the subject property and below the surrounding property to the north, have promoted a level of bluff instability which places the residence on this property under imminent threat of failure. This review includes the results of our most recent subsurface exploration, upper bluff stability analyses, conclusions and recommendations for the upper bluff retention system. This review utilizes, as a base for substantiating revised changes in overall bluff stability, infonnation presented in the following reports: 1. "Geotechnical Report / Request for Emergency Processing, Proposed Lower Bluff Seawall, Johnson & Downing Properties, 788, 790 Neptune Avenue, Encinitas California", prepared by Soil Engineering Construction, Inc., dated July 29, 1996. 2. "ADDENDUM, Geotechnical Report / Request tor Emergency Processing, Proposed Lower Bluff Seawall, Johnson & Downing Properties, 788, 790 Neptune Avenue, Encinitas California", prepared by Soil Engineering Construction, Inc., dated August 19, 1996. 3. "Addendum to Geotechnical Report, Johnson & Downing Lower Seawall, 788 & 790 Neptune Avenue, Encinitas, California", prepared by Soil Engineering Construction, Inc., dated May 20, 1997. 4. "Addendum No.2, Geotechnical Report, Johnson & Downing Lower Seawall, 788 & 790 Neptune Avenue, Encinitas, California", prepared by Soil Engineering Construction, Inc., dated September 11, 1997. 927 Arguello Street, P.edwood City, California 94063 (650) 367-9595 . FAX (650) 367-8139 11'1 8 It Mr. Lee McEachern California Coastal Commission May 29, 1998 Page 2 Some geotechnical infonnation presented in the above referenced reports, are not included herein; therefore, the prior reports should be utilized in conjunction with this review. Specific recommendations provided under the purview of this review supersede those presented in the referenced documents. PROJECT DESCRIPTION The proposed project will consist of 108 lineal feet of upper bluff retaining system, utilizing drilled steel reinforced concrete caissons, approximately 37 feet in depth with a grade beam and tieback retaining system along the existing top of bluff (100 lineal feet) and along the southern property line (8 lineal feet), see construction plans. The proposed upper bluff retaining system will be built in a similar fashion to the existing upper bluff retention systems located at other similar projects along Neptune Avenue. SUBSURFACE EXPLORATION BoringB-l@788 Nep. was drilled to a maximum depth of approximately 85 feet on May 22, 1998. The location of the boring is shown on Plate 2. An engineer from this office logged the boring, collected relatively "undisturbed" soil samples, performed Standard Penetration Tests (SPT's), continuously sampled the Ardath formation and a portion of the Torrey formation and oversaw the drilling operation. The boring was advanced using a CME 75 High Torque truck mounted drilling rig, equipped with 8 inch hollow-stem augers and a 140 pound automatic hammer for soil sampling. The drill rig and operator were supplied by Tri-County Drilling, Inc., of San Diego, California. Subsurface soils were visually classified in the field in general accordance with the procedures of ASTM D2488-84 and the Unified Soil Classification System (USCS). The boring was backfilled, but not compacted, upon the completion of logging and sampling. Logs of the boring are presented on Plate 1. SUBSURFACE CONDITIONS Fill Soils Fill materials were encountered in Boring B-l@788 Nep. to a maximum depth of about 2 feet. The leducst1.rpt 8 8 Mr. Lee McEachern California Coastal Commission May 29, 1998 Page 3 fill consisted of brown, moist, loose to medium dense, silty sand. Based on a review of available topographic maps and our subsurface exploration, it appears that the fiH may vary in thickness across the site. Terrace De.POSits Terrace deposits were encountered in Boring B-1 @788 Nep.. These deposits consisted of light brown, yellow brown and orange brown, dry to slightly moist, medium dense to very dense, slightly silty, fine to medium grain sands. Based on the observations during the field exploration, it appears that the terrace deposits have a thickness of about 68 feet. Ardath Formation This formational material was encountered underlying the terrace deposits in the exploratory boring B-l@788 Nep.. The Ardath formation encountered consists of grey, dry to slightly moist, hard, silt/claystone, with occasional lenses of sandstone. These formational materials were continuously sampled to observe any clay seams and/or shear zones. No clay seams or shear zones were observed from the recovered samples. Torrey Formation The Torrey formation was encountered underlying the Ardath formation at a depth of approximately 83 feet form the ground surface. This formation consists of gray to brown, very dense, sandstone. As observed form the continuous core sample, no shear zone or clay seam was encountered at the contact with the Ardath formation. Groundwater A trace of groundwater was observed, perched over the Ardath formation at a depth of about 70 feet from the ground surface. SLOPE STABILITY ANALYSES Presented herein are the results of our upper bluff slope stability analyses for the subject site. The leducstl.rpt 8 8 Mr. Lee McEachern California Coastal Commission May 29, 1998 Page 4 purpose of the analyses was to find the minimum factors of safety with respect to sliding for the existing (before construction) and the post construction conditions. The analyses was performed for both static and pseudo static conditions utilizing the Modified Bishops Method of Slices (ST ABL5M computer program) and the results are discussed herein. The location of the assumed most critical bluff cross section A-A', shown on the attached Plate 2, represent the bluff slope used in our analyses. Cross section A-A' is presented on Plate 3. The computer printouts are included in this review and are attached. Assumed design soil parameters used for our analysis are as follows: Cohe!lion Fridion An81e d 120 270 35 110 1000 25 116 1000 40 Terrace Deposits (Upper- BI Ardath Formation Torrey Sandstone Seismic criteria are included in the slope stability analyses. The slope stability analysis uses a pseudo- static method with a Seismic Coefficient of 0.15 gravity. The calculated factor of safety with respect to sliding for each load case are presented below: ...... ....... ... .. .. -::- .. Bluff Conclitiøn Minimum Caltlflafed X..seedonA-A' Fado.'olSatetv Upper Bluff Analysis Before Construction Static Analysis- 1.28 Pseudo-Static Analysis- 1.02 Upper Bluff Analysis After Construction Static Analysis- 1.54 Pseudo-Static Analysis- 1.20 leducst1.rpt . . 8 Mr. Lee McEachern California Coastal Commission May 29, 1998 Page 5 CONCLUSIONS AND RECOMMENDATIONS Based on the findings presented above, it is recommended that a upper bluff retaining system be constructed at the site. Our engineering analyses, supported by the recent observations, by the owner of 788 Neptune Avenue, of upper bluff failures at the north and south ends of the property, indicates that the recommended construction of the upper bluff retaining system proceed immediately and it's presence is imperative to prevent imminent substantial failure of a degree sufficient to impact the residential structures on the site. In addition, we have included a cross-section (Plate 3) depicting the existing bluff conditions and a projected slope configuration assuming that the upper terrace sands lay at their angle of repose, approximately 35 degrees. It is our opinion that if the upper blutfretention system proposed is not constructed, imminent failure of the upper bluff will occur and loss of the existing residence will also occur. If the proposed seawall project is delayed, we recommend that the City ofEncinitas and the California Coastal Commission provide SEe and the owners assurance that these conditions will not adversely effect the subject property. Thank you, in advance, for providing your immediate attention, review and comments to this review. If you have any questions, require additional materials, or would desire an on-site meeting, please call me a (760) 633-3470. Sincerely, -c¡,L John W. Niven, Rc.E. 57517 Project Engineer leducstl.rpt , 4 ' 1 8 8 . DRIWNG COMPANY: TRI-COUNTY DRIWNG BORING DIAMETER: 8 Inch HoIow St8m DATE: 5122198 Auger Blow DIy MoIIIure Sol CI8I8. Depth (ft) Coun18 ~.:r Content (%) (U.S.C.S) BorIng No. 1 - 788 NEFSOIL DESCRIPTION EIøv8IIon 94'+. M.S.L 0 TIC CONCRETE PAVEMENT - APPROx. 4" iN THICKNESS 8M FiI: Brown IIiIly und, moiIt, Iooee to meet den8e SPISM .. 'Z Terrace Depoe/t8: Brown IIItyftneto med. sand, moist, med. dense 5 SPT 1(1 27 .. 10' EIecome8 yellow brown, .. moIItu.. 15 0 15' 881M - 8bove I 20 I RINGS 2! 54 025' 881M, dIy to ~ moIIt, /IMId. den8e to den8e I I I 30 LOG OF BORING Plate No. 1 SOIL ENGINEERING CONSTRUCTION 560 N. Highway 101, Suite 5, Encinita8, CA 92024 NOTE: SPT- SI8nderd Pentration Test RINGS- 2.5 . Drive Semple , ~ ) I e 8 DRILLING COMPANY: TRI COUNTY DRILLING BORING DIAMETER: 8 Inch Holow Stem DATE: 5I22J98 Auaer Blow Dry MoiIture Sol CI88. i Depth (ft) Counta Demity Content (") (U.S.C.S) BorIng No. 1-788 NEP SOIL DESCRIPTION {DCfÍ Elevation 94' +1- M.S.L I 30 SPISM Yellow brown 8/ightly 8iIty 88I'Id, dry to IIIigtIfIY moi8t, m8diuiï. den8e I I I SPT 3~ 63 0 35' Grey & Yelowi8h brown, 8IightIy 1Ity, tinge to mec:lum eand, dry, VfKY den8e I I 40 l81'li8 . 8bove RINGS M 70 0 45' becom. yeIowiIh to greyiIh brown, VfKY den8e I I I 50 I I SPT 51 72 055 bec:omeI brown I I I I I 60 I LOG OF BORING Plate No. 1 confd I I SOIL ENGINEERING CONSTRUCTION 560 N. Highway 101, Suite 5, Encinitas, CA 92024 I NOTE: SPT- Slandard Pentrelion T8It RINGS- 2.5" Drive Sample . 8 8 DRIWNG COMPANY: TRI COUNTY DRIWNG Blow Dry DepIh (ft) Countll DenIity { DCfÍ MoiIIure Soil CI88. Contønt (%) (U.S.C.S) BorIng No. 1-788 NEP SOIL DESCRIPTION BORING DIAMETER: 8 Inch Holow Stem Auger DATE: 5122/98 60 SPISM Grey & yeIIowieh brown 8iIty earia;díY,"WHy denee -~-- EI8YaIion 94' +1- M.S.L I .-J I I I I I I I I I I I I I r 65 CONT. 7 SAMPLE 2.5" DIA. 41 69.5'+1- Groundw8ter enc:outered (perched CMII' Ardlllh formation) MUCL 41 70' Ardath Formation: Grey 8i1t/day11Dne, 8Iightty moiIt, lirm 10 sIiIf, 0CC8Ii0naI1en8e of 88I1d81Dne Formation continUOUlly cored for ill fuI depIh/IhickneIs. No clay I88nIII8h8' zones oÞ8elved through out its entire thicknees SPISM 4183' Torrey Formation: Grey - brown eend8tone, 8IIghtIy moI8t, very dense I I I I I I I , I I , I I I I I I 75 80 85 ContIuou8 coring ended 8t 85' BORING ENDED 41 APPROx. 85' +/- I I I I I ! 90 LOG OF BORING Plate No. 1 cont'd SOIL ENGINEERING CONSTRUCTION 560 N. Highway 101, Suite 5, Enclnilas, CA 92024 NOTE: SPT- Standard Pentration Teøt RINGS- 2.5 " Drive Sample ) \ \ \ \ \ \ \ I \ \ , W :: ,:::~ ;: ~y PROLO ArlON OF ~HE NORTHE LY LINE t:VV'\,...,..,..,"""""""""""""""""""""""........"""""""""""""""""""""""",,, """""""""""""vo..JV""""""""""""""""""""""""""""""""""""""""'< ,\ l' BUilDING FOOTPRiNT JOHN'SON ~;-c:¡n~N("'~ " ' , ~ -.J ' L.I .... I '-' "- 788 NEPTUNE AVENUE \ ---\J >n ':.----: /(\ y¡ \.. 0 (J «\ ~A ... ~ :: II ......... W.ESIERL y ~~O~O. ~GA,TI~~ OC ,HE SOIHER" Y dNo II: 94.Jl ~ "'-I èJ Vj SITE PLAN -? ¿;...-- \'l U ---\ C --;7 ¿;;..-- \'l ~ \'l ~ ~ ~ L-- ~ì ~ \ 'I ' s~ 6-{ e 788~-p SCALE 1 "=20' .~ TE 2- . ('{) uJ tr (i ~ I '" I~ \ '" V' ~ I~ u. "( \ 0 ' "1 \ I 0 '. ':! 0 \ ~ \, " \D ~ '. '1 ~ ./' \ ~ ~ ~ ~ \ ~ x ~ 0 ~ \-- Æ: ~ ~ \ ~ " \ -e. '" \~ 1;- ~ l1J , ~ , " ~ " ~ ' " " '\\ ,, ~ ""',\, \ \ '\~ \j ~/ \ \ \ I ~ <::( ~ < 0 --- ~ u J: ~o ~~ 0 - ~ -~. ù-:r '", \. 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SimpIiÏied Bishop or Spencer's Method of Slices Run Date: Time of Run: Run B~': Input Data Filename: Output Filename: Plotted Output Filename: PROBLEM DESCRIPTION BOUNDARY COORDINATES ~ Top Boundaries 9 Total Boundaries Boundary No. X-Left ( f t ) 2 J 100.00 141.00 151.00 175.00 179.00 203.00 267.00 175.00 151 .00 4 " 6 - I 8 9 05-29-98 8:37am JWN C:ED4.DAT C:ED4.0UT C:ED4.PLT JOHNSON RESIDEN~E - 788 NEPTUNE AVE. BEFORE CONSTRUCTION STATIC ANALYSIS Y-Left ( f t ì 101.00 105.00 110.00 12J.OO 126.00 130.00 193.00 123.00 110.00 X-Right ( f t ) 141.00 151 .00 175.00 179.00 203.00 267.00 367.00 367.00 367.00 V-Right ( f t ) Soil Type Below Bnd 10S.00 110.00 123.00 126.00 IJO.OO ¡93.00 193.00 123.00 liO.OO 1 1 2 J 3 J , J j -------------------------------------------------------------------------------- ISOTROPIC SOIL PARAMETERS 3 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pef) (psf) (deg) Paramo (psf) No. 116.0 128>. 1000.0 -1-0.0 ', .8 .() 0 , " 1 lO . 0 120.0 1000.t) 25.0 .00 .() () - J 120.0 130.0 270.0 J5.0 .()() .0 0 --- ---------------------------------------------------------------------------- A rritical Failure Surface Search¡n~ Merhort. Usin£ A Random Tc;chnt:";uc For Generatin2 Circular Surfaces. Has De,,::n s!)/:cif;c(!. 12~ Trial Surfaces Have Been Generated. 25 Surfaces Initiate From Each nf 5 Points Equal jv ~D~ceJ A j t) n C! The G r a un d Sur fa c e Be [\\1 e e n X = l 4 ! . () 0 f t. and .\ = 20.1.00 ft. E;icl1:>L;rr'ctce Tt:òrminates Between and x = 275.00 it. " = 360.00 ft. C!:iç~» Furthl:Òf Limitations 'Nere ImPl)Se(Ì. The Minimum Elevation At 'YÌì"ch :\ Surface Extends Is y' = .'.10 ft. 23.t:\) ft. Line Segments Define Each Trial failure Surface. --- ---------------------------------------------------------------------------- Following Are Displayed The Ten Most Critical Of The Trial Fa i ¡ u reS u r f DC e s Examined. The ,,\ [e 0 rde red - \10 S t f~ r j t i cat First. * * Safety Factors Are Calculated Bv The Mortified Bishop Method * ~ Fai!ure Surface Specified Bv h Coordinate Points ;-,;) 1 I; [ \-,:>ur.'f ( f t ) \0. ~ '::0.1.00 225.01 244.97 261.88 ... - 274.S~\ h 278.95 Circle Center At X = * * ;!: 1.280 '(-Surf ( f t ) 1JO.OO 136.68 1 .¡. () . 1 ¡ 1(.3.-(: lSl.b' 193.00 185.4 : 228.5 100. 1 and Radius. y = *** 8 . Individual data on the 6 slices Water Water Tie Tie Earthquake force force Force Force Force Surchar£e S 1 . ce Width Weight Top Bot Norm Tan Hor Ver Load N Ft (m) Lbs(kg) Lbs(kg) Lbs(k£) Lbs(k£) Lbs(kg) Lbs(kg) Lbs(k£1 Lbs(k£) 22.0 19730. 1 .0 .0 .0 .0 .0 . () .0 20.0 45730.4 .0 .0 .0 .0 .0 . () .0 16.9 431'+5.5 .0 .0 .0 .0 .0 .f) .0 5 . 1 14162.9 .0 .0 .0 .0 .0 .0 .0 7.9 15199.4 .0 .0 .0 .0 .0 .0 .0 4. 1 2524.0 .0 .0 .0 .0 .0 .0 .0 Failure Surface Specified Bv 6 Coordinate Points Point No. X-Surf ( ft ) 2 203.00 224.99 245.44 263.'2 279.27 288.67 ... .) .+ , . 6 Circle Center At X = *** 1.315 V-Surf ( ft ) 130.00 136.76 147.27 161.23 178.18 193.00 176.6 ; Y = 255.6 and Radius. 12~.4 *** --- ---------------------------------------------------------------------------- Failure Surface Specified By 6 Coordinate Points Point No. X-Surf ( f t ) 203.00 ; 224.33 J 245.30 263.72 279.65 289.90 4 5 6 Circle Center At X = *** 1.318 V-Surf ( f t ) 130.00 137.11 l47.69 161.46 178.05 193.00 171.4; Y = 265.1 138. - and Radius. *** 8 . Failure Surface Specified Bv 6 Coordinate PointR Point No. V-Surf ( f t ) X-Surf ( f t ) 1 "') 130.00 134.40 143.51 156.91 174.00 193.00 3 203.00 225.58 246.70 2b5.38 4 - 280.78 29 1.63 6 Circle Center At X = 194.0 : Y = *** 1.385 *** 23fJ.5 and Radius. JO6.:) --- ---------------------------------------------------------------------------- Failure Surface Specified By 7 Coordinate Points Point ~o. "'{-Surf ( f t ) \-Surf ( f t ) 1 127.42 127.99 133.56 143.86 158.39 176.45 193.00 2 J 18'7.50 210.49 232.81 253.38 271.20 285.44 293.38 4 - 6 Circle Center At X = 196.4 : Y = ;~ * * 1.455 *** 232.0 and Radius. Failure Surface Specified By 7 Coordinate Points Point X-Surf V-Surf );0. ( f t ) ( f t ) 1 187.50 127.42 2 210.48 128.31 J 232.85 133.68 4 253.73 143.32 5 272.33 156.86 b 287.92 173.77 104.9 299.8 Circle Center At X = "'** 1.490 193.00 194.5:Y= *** 244.3 ;. . 11/". l --- ---------------------------------------------------------------------------- and Radius. Failure Surface Specified By - ¡:¡;urclinate Points Po i nt :Jo. X-Surf ( f t ) ~ .) -!- 203.00 225.99 247.81 266.57 280.67 288.90 289.06 - 6 Circle Center At X = *** 1.529 V-Surf (ft ) 130. Ot) 130.65 137.94 151.24 169.41 190.89 193.00 212.3 : Y = *** Failure Surface Specified By Point X-Surf ( f t ) >Jo. ì 187.50 210.40 233.04 253.77 271.09 283.75 290.00 ~ .J 4 ~ b CircIe Center At X = '" ok * 1.538 207.9 and Radius. 7 Coordinate Points V-Surf ( f t} 127.42 125.29 129.35 ] 39.:3 J 154.44 ]73.6S 193.00 206.8 : Y = *** 210.6 and Radius. 78.5 85.4 --- ---------------------------------------------------------------------------- Failure Surface Specified By 7 Coordinate Points Point No. ., :; 4 - 6 X-su' ( f t ) 203.00 226.00 247.99 267.11 281. 74 290.67 291. 14 Circle Center At X = *** 1 .565 Y-Surf ( f t i 130.()() 130. 15 136.90 149.69 167.43 188.62 193.00 214.0 : Y = *** Failure Surface Specified By Point :-¡o. .2 ~ .J ..1. - c, 8 X-Surf ( f t ) 172.00 194.94 217.34 233.68 258.45 276.18 291.45 299.53 Circ]e Center At X = *** 1.599 208.4 " ;, 8 and Radius. 8 Coordinate Points Y-Surf ( f t ) 121. 38 12.3.07 128.27 136.85 148.61 163.26 180.46 193.00 172.8 : Y = *** 269.3 and Radius. -Q.2 147.9 , . ! ¡ - (." 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Sim"J ified Bishop or Spencer's ~ethod of Slices Run Date: Time of Run: Run B '" ; Input Data Filename: Outpu~ filename: Plotted ,jutput Filename: PROBLEM DESCRIPTION BOC?\D.-\RY COORD I NATES - Top Boundaries 9 Total Boundaries Boundary No. X-Left ( ft ) 2 J 100.00 141.00 151.00 175.00 179.00 203.00 267.00 175.00 151.00 4 " 6 Q '-' 9 05-29-'18 8:36a.m JWN C:EDJ.DAT C:ED3.0UT c:: EDJ . PLT JOHNSON RESIDENCE - 788 NEPTUNE AVE. BEFORE CONSTRUCTION PSEUDOSTATIC ANALYS V-Left ( f t ) 101 .00 105.00 110.00 123.00 126.00 130.00 193.00 123.00 110.00 X-Right ( ft ) 141.00 151.00 175.00 179.00 203.00 267.00 367.00 367.00 367.00 V-Right ( f t ) So i 1 Type Below Bnd 105.00 110.00 12J.O(J 126.00 IJO.()() 193.00 I (j J . () 0 123.00 110.UO 1 1 ., J .., J 3 3 .2 --- ---------------------------------------------------------------------------- ISOTROPIC SOIL PARAMETERS .3 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Paramo (psf) No. 116.0 1"8 1000.0 .to.O ,. . .0 0 ., 1 10.0 120.0 1000.0 25.0 .0 0 - J 120.0 130.0 270.0 .35.0 .00 .0 0 A Horizontal Earthquake Loading Coefficient Of .150 Has Been Assigned A Vertical Earthquake Loading Coefficient Of .000 Has B~en Assigned Cavitation Pressure = .0 psf --- ---------------------------------------------------------------------------- A Critical Failure Surface Searchin~ ~ethod. Csinz A Random Technique For Generating Circu1ar Surfaces. Has Been Specified. [25 ~rl~l Surfaces Have Been Generated. 25 Surfaces Initiate From Each CJf :; Points Equal!\" Spaced Alon2 The Ground Surface Between X = 141.00 ft. and X = 203.00 ft. Each Surface Terminates Between and x = 275.00 ft. = J6¡).UU ft. Unless Further Limitations Were fmnosed. The Minimum Elevation At Which A Surface Extends lb Y = .on ft. 2.:J.OO it. Line Segments Define Each Trial Failure Surface. --- ---------------------------------------------------------------------------- Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered - Most Critical first. :~ ') il f e t y Fa c tor s Are C ale u I ale d B v The Mod i fie d 13 ish 0 P :v1 e tho d * :1: Failure Surface Specified B\" 6 Coordinate Points Point X-Surf V-Surf No. ( f t ) ( f t ) 203.00 130.00 ., 225.01 136.68 - 3 244. At 148.11 4 261. 163.70 5 274.88 182.67 6 278.95 193.00 Circle Center At X = 185.4 : Y = 228.5 * *~, 1.016 8 and Radius. 100. 1 *** Individual data on the 6 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharze S 1 ce Width Weight Top Bot Norm Tan Hor Ver Load N Ft(m) Lbs(kg) Lbs(k~) Lbs(kg) Lbslkg) Lbs(kg} Lbslkg) Lbslkg) Lbs(k£i 22.0 19780.1 .0 .0 .0 .0 2967.0 .0 .0 20.0 45730.4 .0 .0 .0 .0 6859.6 .0 .0 16.9 48145.5 .0 .0 .0 .0 7221.8 .0 .0 5 . 1 14162.9 .0 .0 .0 .0 2124.4 .0 .n 7.9 15199.4 .0 .0 .0 .0 2279.9 .0 .0 4. 1 2524.0 .0 .0 .0 .0 378.6 .0 .0 Failure Surface Specified By 6 Coordinate Points Point X-Surf No. ( f t ) 1 203.00 ., 224.88 3 245.30 4 263.72 5 279.65 6 289.90 Circle Center At X = *** 1.028 V-Surf ( ft ) 130.00 137.11 147.69 161.46 178.05 193.00 171.4 : Y = 265.1 and Radius. 138.7 * *:~ --- ---------------------------------------------------------------------------- Failure Surface Specified By 6 Coordinate Points Point X-Surf V-Surf No. ( f t ) ( f t ) 1 203.00 130.00 2 224.99 136.76 3 245.44 147.27 ~ 263. :8 279.21 288.67 5 6 Circle Center At X = *** 1.028 161.23 178.18 193.00 176.6 : Y = *** Failure Surface Specified BY Point No. X-Surf ( ft ) ... 203.00 225.58 246.70 265.38 280.78 291.63 .. J ~ 5 [) Circle Center At X = *** l.036 255.6 8 and Radius. 6 Coordinate Points V-Surf ( f t ) 130.00 134.40 143.51 156.91 174.00 193.00 194.0: y= *** 236.5 and Radius. 128.+ 106.:::; --- ---------------------------------------------------------------------------- failure Surface Specified By Point No. X-Surf ( f t ) 1 137.50 210.49 232.81 253.38 271.20 285.44 293.38 2 J 4 :::; 6 Circle Center At X = *** 1 . 146 7 Coordinate Points Y-Surf ( f t ) 127.42 127.99 133.56 143.86 1S8.3Y 176.45 193.00 196.4 : Y = *** Failure Surface Specified By 232.0 and Radius. 7 Coordinate Points 104.9 Point No. X-su' ( f t ) 1 2 187.50 210.48 232.85 253.73 3 I "T - 2i2.33 (, 287.92 299.66 Circle Center At X = *** 1 . 161 V-Surf ( f t ) 127.42 128.31 133.68 ]43.32 156.86 173.77 193.00 194.5 : Y = **'1' 244.3 . . 8 11 7 . 1 --- ---------------------------------------------------------------------------- and Radius. Failure Surface Specified Bv 7 Coordinate Points Point :\0. X-Surf ( f t ) 1 .., 203.00 225.99 247.81 266.57 280.67 288.90 289.06 , .J 4 - 6 Circle Center At X = *** 1.221 V-Surf ( f t ) 130.00 130.65 137.94 151.24 169. .q 190.89 193.00 212.3 : Y = *** Failure Surface Specified By Point No. X-Surf ( f t ) 1 Î 187.50 210.40 233.04 3 -+ 253.77 - 271.09 283.75 290.00 6 Circle Center At X = 207.9 and Radius. 7 Coordinate Points V-Surf ( f t ) 127.42 125.29 129.35 139.31 154.44 173.65 193.00 206.8 : Y = 210.6 and Radius. 78.5 85.4 8 *** 1.228 *** . ., 8 --- ---------------------------------------------------------------------------- Failure Surface Specified Bv Point :";0. X-Surf ( f t ) 1 2 172.00 194.94 217.34 238.68 258.45 276.18 291.45 299.53 3 -+ - f\ 8 Circle Center At X = *** 1.246 K Coordinate Points V-Surf ( f t ) 121.38 123.07 128.27 136.35 148.61 163.26 180.46 193.00 172.g : Y = *** Failure Surface Specified Rv Point No. X-Surf ( ft ) ., 203.00 226.00 247.99 267.11 281 . 7-+ 290.67 291.14 3 -+ .:; 6 Circle Center At X = *** 1.247 269.3 and Radius. 7 Coordinate Points V-Surf ( f t ) 130.00 J 30. 15 136.90 149.69 167.43 188.62 193.00 214.0 : Y = *** 208.4 and Raclius. ]47.9 79.2 8 . a ~, " 1- p ~ h ~ " ,- = '-' " ,= -." ~ r- "t!', ~ ""'" " " , -~ ~" 7'... H . ' ,. " ,',.. ~ == ~ " . ~T =; ,-~, Y." "" , ~, 7',~ " '~- " ,', "'- il ~~,: =~ " . 11 "o!;l; - " ~, = ~ ~~ÇÇQ ¡¡ ¡¡ x~ ~.... 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Simplified Bishop or Spencer's Method of Slices Run Date: Time of Run: Run By: Input Data Filename: Output Filename: Plotted Output Filename: PROBLEM DESCRIPTION BOUNDARY COORDINATES 7 Top Boundaries 9 Tota] Boundaries Boundary X-Left No. ( f t ) 1 100.00 .; 141.00 J 151.00 4 175.00 5 179.00 6 203.00 ï 267.00 8 175.00 9 151.00 05-29-98 8:34am JWN C:ED2.DAT C:ED:2.0UT C:ED2.PLT JOHNSON RESIDENCE - 788 NEPTUNE AVE. AFTER CONSTRUCTION STATIC ANALYSIS V-Left X-Ri£ht V-Right Soil Type ( f t ) ( f t ) ( ft) Below Bnd 101.00 141.00 105.00 1 105.00 151.00 110.00 1 110.00 175.00 123.00 .., - 123.00 179.00 126.00 J 126.00 203.00 130.00 3 130.00 267.00 193.00 3 193.00 367.00 193.00 3 123.00 367.00 123.00 :2 110.00 367.00 110.00 1 --------------------------------------------------------------------------- ISOTROPIC SOIL PARAMETERS 3 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Paramo (psf) No. 1 .2 116.0 110.0 120.0 p8 120.0 130.0 1000.0 1000.0 270.0 40. 0 ~, 25.0 35.0 . .00 .0 .0 .0 0 0 0 . . J --- ---------------------------------------------------------------------------- Searching Routine Will Be Limited To An Area Defined Bv 1 Boundaries Of which The First 0 Boundaries Wi! 1 Deflect Surfaces Upward Boundary X-Left Y-Lcft ,{-Ri2:ht Y-Ri2:ht No. ( f t ) ( f t ) ( ft ) ( f t ) 1 270.00 155.00 270.10 t93.00 --- ---------------------------------------------------------------------------- A C[icieal Failure Surface Searching Method. Usine A Random Technique For Generating Circular Surfaces. Has Been Specified. 125 Trial Surfaces Have Been Generated. 25 Surfaces Initiate From Each Of 5 Points Equallv Spaced Along The Ground Surface Between X = 141.00 ft. and X = 203.00 ft. Each Surface Terminates Between and x = 2"'5.00 ft. X = 360.00 ft. Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is y = .00 ft. 23.00 ft. Line Segments Define Each Trial Failure Surface. --- ---------------------------------------------------------------------------- Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated Bv The Modified Bishop Method * * Failure Surface Specified Bv , Coordinate Points Point No, X-Surf ( f t ) Y-Surf ( ft ) 1 203.00 130,00 . . ,~ .2 225. cA 247.'!f' 267.79 284.79 298.05 301.54 > 8 J 132.02 138.93 150.40 165.89 184.68 193.00 4 5 6 Cjrcl~ Center At X = 236.2 205.2 ; Y = and Radius. 106.2 *** 1. 543 *** Individual data on the ': slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge S 1 ce Width Weight Top Bot Norm Tan Hor Ver Load N Ft(m) Lbs(kg) Lbs(kg} Lbs(kg) Lbs(kg} Lbs(kg) Lbs(kg) Lbs(kg} Lbs(kg) ,..".., q 23224.2 .0 .0 .0 .0 .0 .0 .0 .....;.. 21.<:J -3386.+ .0 .0 .0 .0 .0 .0 .0 19.2 89938.2 .0 .0 .0 .0 .0 .0 .0 -; 4041.2 .0 .0 .0 .0 .0 .0 .0 . '-' 17.U - I 102.' .0 .0 .0 .0 .0 .0 .0 13.3 2S19Î.O .0 .0 .0 .0 .0 .0 .0 3.5 1744.5 .0 .0 .0 .0 .0 .0 .0 Failure Surface Specified By - Coordinate Points Point ?>'¡o. X-Surf ( f t ) Y-Surf ( f t ) 1 203.00 226.00 247.93 266.30 280.90 130.00 130.0"7 13-.00 150.15 168.32 189.::37 193.00 .., , .J -+ ;) 2:38.93 289.10 Circl~ Center At X = 214.3 ; Y = 205.4 and Radius. 76.3 ,¡, ::, * 1.561 *** -------------------------------------------------------------------------------- Failure Surface Specified By 8 Coordinate Points Point No. X-Surf ( ft ) Y-Surf ( f t ) . , 8 1 187.50 127.42 2 210.47 126.25 3 233.13 130.20 4 254.36 139.06 5 273.10 152.39 6 288.43 169.53 ., 299.60 189.64 I 8 300.58 193.00 Circle Center.:\t X = 204.3 : Y = *** 1.564 *** Failure Surface Specified By 228.7 8 and Radius. 8 Coordinate Points Point No. X-Surf ( f t ) V-Surf ( f t ) 1 2 187.50 210.48 233.04 254.62 274.69 292.76 308.37 314.98 127.42 128.31 132.79 140.75 151.98 166.22 183.11 193.00 .. J 4 5 6 7 8 Circle Center At X = 193.6 : Y = *** 1.636 *** 272.2 and Radius. 102.7 144.9 --- ---------------------------------------------------------------------------- Failure Surface Specified By 8 Coordinate Points Point No. X-Surf ( ft ) V-Surf ( ft ) 1 172.00 194.98 217.54 239.13 259.23 277.36 293.08 304.06 121.38 122.31 126.80 134.72 145.90 160.05 176.84 193.00 2 .. J 4 5 6 7 8 Circle Center At X = 177.6 ~ Y = 268.6 and Radius. 147.3 , . 8 *** 1 .647 *** Failure Surface Specified BY Point No. X-Surf ( f t ) 1 ") 203.00 225.47 J 4 247.31 268.30 288.23 306.87 324.05 325.16 5 6 7 8 Circle Center At X = *** 1. 691 8 8 Coorrlinate Points Y-Surf ( f t ) 130.00 134.93 142.13 15t.53 163.02 176.48 191. 78 193.00 166.3 : Y = *** 351 .0 and Radius. 224. 1 --- ---------------------------------------------------------------------------- Failure Surface Specified By Point X-Surf No. ( ft ) 1 156.50 2 179.50 3 202.24 4 224.29 5 245.23 6 264.65 282.17 8 297.47 9 308.09 Circle Center At X = *** 1.724 9 Coordinate Points Y-Surf ( f t ) 112.98 1]3.22 116.65 123. 18 132.71 145.03 159. en 177.10 193.00 166.2 : Y = *** Failure Surface Specified By 278.6 and Radius. 8 Coordinate Points 165.9 ~ , .' , Point X - S u' V-Surf No. ( f t ( f t ) 1 172.00 121.38 2 194.80 118.32 3 217.67 120.77 4 239.30 12S.SR 5 258.45 141.31 ö 274.03 158.23 .., 285. 15 178.37 8 "289.11 193.00 Circle Center At X = 196.2 : Y = *** 1.731 *** 213.4 " 8 q 5 . 1 --- ---------------------------------------------------------------------------- and Radius. Failure Surface Specified By 8 Coordinate Points Point X-Surf No. (ft) 1 187.50 2 210.37 , 233.26 J 4 255.23 .::: 275.36 6 292.83 .., 306.92 8 314.13 V-Surf ( f t ) 127.42 124.99 127.23 134.05 145.17 160. 12 178.30 193.00 Circle Center At X = 210.9 : Y = *** 1.742 *** 237.2 and Radius. Failure Surface Specified By 10 Coordinate Points Point Ko. V-Surf ( ft ) X-Surf ( f t ) 1 156.50 179.36 202.33 224.79 246.15 265.85 283.36 298.21 112.98 110.47 111.71 116.66 125. 19 137.06 151.98 169.54 2 3 ... 5 6 7 S 112.3 9 10 310., 311.5 circle center At X ::: *** 1.74-7 189.27 193.00 183.4 : y ::: *** ~ 251- . 1 .~ ! . and Rad 'US. 140.7 , " . . 8 8 .. .... ,"" ,'oil ,""' : ... .. , ". Ii ~ æ~~~~~~~~~~ : h , i¡ '; I" J #.-1 \'H1j tt ~'i '.0 ~ (0 C\ 0 n ~ .. " T' ;,;; , ~ ... = f- i i ! ! I - =~ ...'" =- ""'" ~N ~j.. ~,~ "'"". ~ =< =0 " :~ ~'" '"= ",;,," ¡;¡'¡ í¡ .... ,¡ '"" " '.. ;¡ ri"'" ... 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Simplified Bishop or Spencer's Method of Slices Run Date: Time of Run: Run By: Input Data Filename: Output Filename: Plotted Output filename: PROBLEM DESCRIPTION BOUNDARY COORDINATES 7 Top Boundaries 9 Total Boundaries Boundary No. X-Left ( f t ) 2 100.00 141.00 151.00 175.00 179.00 203.00 267.00 175.00 151.00 3 4 5 6 8 9 05-29-98 8:29am JWN C: ED 1 . DAT C : ED 1 . OUT C : ED 1 . PL T JOHNSON RESIDENCE - 788 NEPTUNE AVE. AFTER CONSTRUCTION PSEUDOSTATIC ANALYSIS Y-Left ( f t ) 101.00 105.00 110.00 123.00 126.00 130.00 193.00 123.00 110.00 X-Right ( f t ) 141.00 151.00 175.00 179.00 203.00 267.00 367.00 367.00 367.00 V-Right ( f t ) Soil Type Below Bnd 105.00 110.00 123.00 126.00 130.00 193.00 193.00 123.00 110.00 1 1 :2 .. , 3 3 3 2 --- ---------------------------------------------------------------------------- ISOTROPIC SOIL PARAMETERS 3 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Paramo (psf) No. .- . , . 3 116.0 110.0 120.0 12. 120~ 130.0 1000.0 1000.0 270.0 40. a ;. 25.0 35.0 :. .00 .0 . a .0 0 0 0 . 1 2 A Horizontal Earthquake Loading Coefficient of .150 Has Been Assigned A Vertical Earthquake Loading Coefficient Of .000 Has Been Assigned Cavitation Pressure = .0 psf --- ---------------------------------------------------------------------------- Searching Routine Will Be Limited To An Area Defined Bv 1 Boundaries Of Which The First a Boundaries wi 11 Deflect Surfaces Upward Boundary X-Left Y-Left X-Right Y-Right No. ( f t ) ( ft ) ( ft ) ( f t ) 1 270.00 155.00 .2"'0. 1 0 193.00 --- ---------------------------------------------------------------------------- A Critical Failure Surface Searching Method. Using A Random Technique For Generating Circular Surfaces. Has Been Specified. 125 Trial Surfaces Have Been Generated. 25 Surfaces Initiate From Each Of 5 Points Eauallv Spaced Along The Ground Surface Between X = 141.00 ft. and X = 203.00 ft. Each Surface Terminates Between and X = 275.00 ft. X = 360.00 ft. Unless Further Limitations Were Imposed. The Minimum Elevation At Which A Surface Extends Is Y = .00 ft. 23.00 ft. Line Segments Define Each Trial Failure Surface. -------------------------------------------------------------------------------- Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Bishop Method * * .' . . " . . 8 ~L ¡ 8 Failure Surface Specified Bv Point X-Surf No. ( f t ) 203.00 2 225.91 J 247.85 4 267.79 5 234.79 6 298.05 7 301.54 Circle Center At X = *** 1.198 7 Coordinate Points V-Surf (f t) 130.00 132.02 138.93 150.40 165.89 184.68 193.00 205.2 ; Y = 236.2 106.2 and Radius. *** Individual data on the , , slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Sl ce Width Weight Top Bot Norm Tan Hor Ver Load N Ft(m¡ Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg} Lbs(kg) Lbs ( b:?:J 22.9 28224.2 .0 .0 .0 .0 4233.6 .0 .0 21.9 73386.4 .0 .0 .0 .0 11008.0 .0 .0 19.2 S9~38.2 .0 .0 .0 .0 13490.7 .0 .0 .3 4041. 2 .0 .0 .0 .0 606.2 .0 .0 17.0 71102.7 .0 .0 .0 .0 10665.4 .0 .0 13.3 28197.0 .0 .0 .0 .0 4229.5 .0 .0 ., - 1744.5 .0 .0 .0 .0 261 . - .0 .0 .).;) Failure Surface Specified By 8 Coordinate Points Point No. X-Surf ( ft ) 1 187.50 210.47 233.13 254.36 273.10 288.43 299.60 300.58 .., - ., .) 4 5 6 ï 8 Circle Center At X = V-Surf ( f t ) 127.42 126.25 130.20 139.06 152.39 169.53 189.64 193.00 204.3 : Y = 228.7 and Radius. 102.7 , ,c . " . ) *** 1.28 ~ *** 8 --- ---------------------------------------------------------------------------- Failure Surface Specified By Point No. X-Surf ( f t ) 1 187.50 210.48 233.04 254.62 274.69 292.76 308.37 314.98 '1 ... 3 4 5 6 ¡ 8 Circle Center At X = *** 1.240 8 Coordinate Points Y-Surf ( ft ) 127.42 128.31 132.79 140.75 151.98 166.22 183.11 193.00 193.6 : Y = *** Failure Surface Specified By Point No. X-Surf ( f t ) 1 2 3 4 5 6 203.00 225.47 247.31 268.30 288.23 306.87 324.05 325. 16 .., I 8 Circle Center At X = *** 1.245 272.2 and Radius. 8 Coordinate Points 144.9 224.1 --- ---------------------------------------------------------------------------- Y-Surf ( ft ) 130.00 134.93 142.13 151.53 163.02 176.48 191.78 193.00 166.3 : Y = *** Failure Surface Specified By Point No. X-Surf ( f t ) 351.0 and Radius. 7 Coordinate Points V-Surf ( f t ) ,I . " . . 203.. 226.00 247.93 266.80 280.90 288.93 289.10 1 2 3 4 5 6 7 Circle Center At X = *** 1.249 130.00 130.07 137.00 150.15 168.32 189.87 193.00 214..1 : Y = *** Failure Surface Specified By Point X-Surf No. ( ft) 172.00 2 194.98 3 217.54 4 239.13 5 259.23 6 277.36 .., 293.08 8 304.06 Circle Center At X = *** 1.277 205.4 8 and Radius. 8 Coordinate Points Y-Surf ( f t ) 121 .38 122.31 126.80 134.72 145.90 160.05 176.84 193.00 177.6 : Y = *** 268.6 and Radius. 76.3 147.3 --- ---------------------------------------------------------------------------- Failure Surface Specified By Point X-Surf No. ( f t ) 1 203.00 2 225.91 3 248.27 4 269.5ï 5 289.32 6 307.09 7 322.48 8 324.74 Circle Center At X = 8 Coordinate Points Y-Surf ( f t ) 130.00 131.99 137.39 146.08 157.86 172.46 189.56 193.00 201.5 : Y = 282.0 and Radius. 152.0 . I - . . 1.31' *** *** Failure Surface Specified By Point X-Surf No. ( f t ) 1 156.50 j 179.50 - 3 202.24 4 224.29 5 245.23 6 264.65 ... 282.17 8 297.47 9 308.09 Circle Center At X = *** 1.331 " " , 8 278.6 9 Coordinate Points 165.9 -------------------------------------------------------------------------- V-Surf ( f t ) 112.98 113.22 116.65 123. 18 132.71 145.03 159.93 177.10 193.00 166.2 : Y = *** Failure Surface Specified By Point X-Surf No. ( f t ) 1 187.50 2 210.37 3 233.26 4 255.23 5 275.36 6 292.83 7 306.92 8 314.13 Circle Center At X = *** 1.338 and Radius. 8 Coordinate Points V-Surf ( ft ) 127.42 124.99 127.23 134.05 145.17 160. 12 178.30 193.00 210.9 : Y = *** Failure Surface Specified By Point X-Surf 237.2 and Radius. 8 Coordinate Points V-Surf 112.3 .. . "-.. (ft)8 .. No. ( f t ) 1 203.00 130.00 .., 225.66 133.95 .... 3 247.85 140.00 4 269.38 148.07 5 290.08 158.12 6 309.74 170.05 .., 328.22 183.75 I 8 338.53 193.00 Circle Center At X = 172.6 ; Y = *** 1.348 *** 372.8 . 8 and Radius. 244.7 . SOIL ENGINEERING CONSTRlrlON1 INC. 927 Arguello Street REDWOOD CITY, CALIFORNIA 94063 (650) 367-9595 FAX (650) 367-8139 JOB '1 e::r~ ~v N t.., '1 t::.+t ~ 't-¡ - c::.4 ð -Av. OF I~ DATE ~-4- <:::1~ DATE ~-l.(-et~ SHEET NO. CALCULATED BY CHECKED BY ì1e.., 1.o4-1..J D~ u<'-'N (tiC) J "7e::r..:::J N~Tv~e.... 'Â'\/,) E-fic..-('H {~5¡ I ~ .. -eÆ.-'P -A lJ=- ~ I -=» v,?? Þ1? èt.-- u ÞF - 1:. \Je... I ~ ~ E... I L--~ l' , ~ ULA-V\.¡ \JU I ( ( é-b~ .ßt- ~ . ~~ ~ \ C. ¡i--l 7r..~ U b c:.... l ~ 4 1+ I ~ Vt:.. ~ 1 TL 12. ~ N N A. , .c.c A-t-I ~ ~) ~~Il,., ;:::.'¡'l'~../.",,-:ç..=L-tlt-'-') C-.o~~¡-~yc..::r/<::>~ '.~c., (~EC:-) ~ -p¡.z 12-Lk ~ C,.;£-.¡ ~... Þ1:..~1Ju : þ. r=, : I -) :. ~ c.... ~ Uv~~ ') ~~. 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Ir?-E.-.A. \)V ~ "'þ~ ~ =h ~ F ~- , -;--. r; . ----~~-"" Ir. ":t'I.:7:r.... ""._1205.,,_, 8 SOIL ENGINEERING CONSTRUCTION, INC. 927 Arguello Street REDWOOD CITY. CALIFORNIA 94063 (650) 367-9595 fAX (650) 367-8139 SHEET NO. ¡e::r<4!Þ NE:-PlvNE- AV, ~ Œ I~ ~ DATE ~ -4- -e!!'f(b 12<h77 DATE ~ -4 -ere:, JOB CALCULATED BY CHECKED BY SCALE v~~ 1>~ìï~I~~ * S-=>Iv c:.F v1'1>~ ~.L-'-J,F-F I I r f'-I'=I 1::> t.!;. ¡,--- ~~~ I I ~ ~ N oS. [ ~ ~~ -r -- "'ß. t.- 'b E:--f-, ...) F- ! ~-~ E-~ ~ C- LÆ...- A-1.J I \..I(...;tL~ ~t>P.::.t;.~ J ~ . (SE.:é- j\f1'. 4:) . y~ I~ \ ref- H-; z-o ('t7~ x- .) 1= :1"3..° C .:...-c::> . ',t k. \.t¡ . ..:;::>. z.. '1 s.\'tïrav'r(~ ~v-"?L rE..c--II.c>~ Is.. 1,\:1'7- 1',I,:t (~~ ':L~') , ~ c;.f 4-) . t -q~ ~ J... I<.. ¡ +- (E )þv {L- "'74<::> ~ ~ v 1--l c..." (E) 5(." q'-t t"1H So o,<:);:t;. h', -t1. - -+:- : ~ -r /' ~ ~ \ ~---- l~ ~ TEÆ.-~ CÆ- 1'1&ot>o~ tÃ:::o. Bv""e.-I E.4:::. _/ , 1::. è-P~S I¡-~ . "~'" -, .. 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FIGURE 2 Computation of Simple Active and Passlve Pre..ures r)..1anRe 1. SeDtember 19G6 7.2-62 8 ~I H L: I . - 111M . 0, ~ ~ '- ~ o¿;p-r-.., 1'\ E..- oH a 0 20 Or . n < . H (0.16 + nJ 13 (for m - 0.4) AÅJ , 'M PH = O.55Q~, raul"nt force Q¡? ml n q;:- :v DH. 1.28 "if" 1m2 + nJ)2 (for m> 0.4) 1_"'- .-"-- - ".å'.~-~~ CH . (ml + t» r""l~ fon:c F~. 9 - Lateral pressure due to fin.l~d (BouDinlsq equltion modifi8d by experiment} (,fter Terzaghj22 Strip Loads - Highways and railroads are examples of strip loads. When they are parallel to a sheet pile wall, the lateral pressure distribution on the waJl may be calculated as shown in Figure 10. f1¡( = 2Q {ß - sinOcos 2 Q I " 1-- v.. Fig. 10 - La'iral pressure. due.1D strip load (Bausaif18lCl equation modified bYlxperimend (after Teng') . Based on the relationships given above, Figure 11 shows plots of the lateral pressure distributions under point and line loads .nd gives the positions of the resultant force for various values of the parameter m. L-L- ...., '-- 0 01 ~ ,,- ... -.0.1 ~ --, -- ~ ~ ........ ~... - "', - ~ ' ......... ~ roo, ~ -- '" '.... " .....' " ... -0.'- ~I / " '~ . ...01 "' ~, . III' 0.7" ~\ ~ " \ lit. 03/ r; , .-¡II I,;:? ) I Y ~ ~ , ~ ~" ... . a.~ I " '" . 0... A I I .. ~ ~I I V M III '""Iä;' L ... ~ ,., ~ ~ .. ~ I 0' 80M / 0.3 .&OM IU .71 5Ð" If, / / 05 MH I, a.. .71 M" - fo.J .".." D.I .f! .... I . II 1'/ , V"J {¡~ I I I t, a 2 :f .1 .1 1.0 0 .. 1.0 1.6 J! H' ... z ;: . . o. c .. 0 ! ~ c :> 0.1 ...... 0.8 1.0 v.."u( o~ "'Q~' VALUE Of 8N ~' Fig. 11 - HoriIDnu':pl'llaures due to poi," end lin.ICNds (after Navdodrsll) cL '" . ~ J ~ ~ ". '2 ~ A- }- u 2 n.. A.. - It w ' - ~~ "? 'II I.. ~ ~ \,, <.) \ 'i 0" \, £ -J '" ~J ot I rI A.. A ~ ~ . " . \ , .. 8 .'\ . ) ~ ( ""l 0 I u ¡:. . ~ "1 1 ~ 1: lU ~ If If I ~ ~ 0/ ~ ~ . ¡ -' \ .. \ OM / \ t/J .... l II d ~~ ~ ~ ~i þ/l ~ ~ ß -- 0 cj) 0 ....J g. ,. ¡ I I , 1 J".. UJ ~ Q( ~ ~ <' I <t z 0 IT ~(f ~i ZV Q - .-/' . - ~! . - ~ P- ~ci.J 0 0 J ::r \.i.- c." ð < . 'II . ~ ~ . ~ ';'Ul '- 0 N 0 ~ J 2 ç- ::> . )- . ~ ~ 7 c)! Q ~ ç- EID . ÞI1 ~ Þ4 t ~ ~ J ~ ~ Uj ~ VI 1:.. 8') '7 8 ø .::. ~J ( "t t ~ '-0"> ø ~i 0 C: - ...,J ill g ~ ~ \f 1 l r-¡ji] 2 ' I ;;: t- ÐI ~ :z: ~ .£ ~ ~ ? \u "Z II -x ~~ ~ c, 0 \ ~. \,z ~ '. ~ \' ~ '-> ~ , ~ .( j <{ ð "'---.---.- '--- -- - ~ uJ (..,~ L¡.. , I 0 ' J 'I- z '-'f ~~ c{ 0 - ~~ 5~ i; 1'1 t <[0 r¡ . ' 4: .- ,.5 t- 4.1 . '. ~ ~~ 'fl1~ . Íi~ -..¡.U 1:. .J w~ +\.l . ~ j '-..... - '1 ~ 0 J,ù f/) ;¡: 0 0 0 0 - tD » ÀJ :;.u Pl .- --."" ,-.- .:.u U~'21'98 12: -!J 'ð'ï606JJJ-4ïO 'ACJFIC r - ~ L c~ ..,~ -I~ .1: .', r" IA < g t 1~ M r- ¿~4.a1 ~9 .°,- þ < ..." ,. I ~ñ ;¡o .... MZ o~ a . ','0 :Ð 0 UI UI;¡¡ 1 SEC . 4,(JOOl . ~<:::. uN t..-t>"'IV J4 L, A-'v, ~~. 9 DC t.AN --- -~ - 7."'O=t a .u,., %1 a en ~, '"" --:r.o..,.... /'01 ..:: Jtt ;Oar" õþ< < .., ,. Õ -2 Z ,., (,) .-t - ~I ~~ t "1 :r. '" à .¿gil . :-" Z. .... ~ñ .... a ;x:¡ '-JOCD~ <cce 0 :;; r- 20 z.- .- rTiZZ -nC)C') ¡ 17'ð \1 f~r 'r-1¡i tI~ -r:J ~ I ""'- 8 Table 7 Threadbar Anchor (Technical Data) ISteel N~.~ Grade nal I ~~ dia. I KSI inch I N/mm2 mm I I-.. . . .....- 150 I 1 835/1030 " 26.5 I 150 w. . I 835/1030 I 32.0 150 I' 1.3/8 835/1030 36.0 178 I 1 '11080/1230 I 26.5 ,178 1 Y. i 1080/1230 32.0 I 118 1'-318 1080/1230. 36.0 . ----L-- --- - Cross Ultimate W section load to area F,,- Ae Iv. Ar: Fvl SQ. in. KIP KI mm2 kN kN ._~-_.. 0.85 127.5 551 568 1.25 187.5 1 804 828 1.58 237.0 1 ! 1018 1048 0.85 151.3 551 678 1.25 222.5 1 80~ 989 1.58 281.2 1 1018 1252 .- .c:::r! ~~\JML ç ij>t. ( ... ,fJ,\J. .. .-.-.-. ------.,...- orking load relative the ultimate load 1.6 P FuI1.7 KIP kN --- -- --. Table 2 Multistranå Anchor with O.õ' dia., 270ksi and 5"570/7770 strand respectively (Techntcal Data) ---.-.------'-- .--..-. .__.. ..--------.. -_.. -- .-....- r No. or NÇlml- Cross WOrking load relative Working load relative I strands n~1 , seetio to the ultimate load to the yield load d18. areil ! 0.75Fy . 0.6Fy '~. : I Ae Ful1.6 Fu/l.1 i Fv/1.8 F./2.0 (Fyl1.33) (Fyl1.67) FylU5 l.__.;~. J~~~ =...: /:: -=-- ~:_._. : ..: . 1 0.6' 0.21 36.6 34 5 32.6 29.3 37.4 29.9 I 28.5. ; 1 0.6 140 155 146 138 124 165 i 132 , 126 I 4 0.6 0.86 146.5/, 131.9 130.2 117.2 149.4 119.5 1 113.8 I 4 0.6 560 619 583 551 496 659. 527: 502 r , I 9 0.6 1.95 329.6/ 310.2 292.0 263.7 336.2 i 268.9 i 256.1 9 0.6 I 1260 1394 1312 I 1239 1115 1487' 1187 I 1130 ! 12 0.6 2.60 439.4 413.6 390.6 351.6 448.2 358.6 341.5 12 0.6 / 1680 lS58 1149, 1652 1487 1983 1583 i '507 /15 0.6 r 3.25 549.3 51 7.0 488.3 / 439.5 560.3 I 448.2; 426.9 15 0.6 ¡ 2100 2323 I. 2186 2065 1858 2479 i 1978 I 1884 ! 19 0.6 ¡I 412 695.8 654.8 618.4 ¡ 556.6 709.7 I 567.7 i 5401 ; 19 0.6 2660 2943 , 2769 2616 I 2354 3132 . 2506 : 2386 .27 0.6 5.85 988.9' 930.7 i 879.0 I 791.1 1008.5 I 8068 768.3 127 0.6 3780 4182 ¡ 3936. i 3717 3346 4451 ¡ 3561 3391 137 0.6 i 8.02 1355.1 I 1275.4 ; 1204.6 1084.1 1382.0 1105.6 1052.9 I 37 00.'66 1,53'.283° 2:..7_.,:'., i 5393 i 5094 4584 6100 4880 4647 ! 61 .. ; 2102.7 . 1985.9 1797.3 2278.4 1822.7 1735.9 61 0.6 I 8540 9448 .'. 88.92 .; - 839~. . [ 7558 10056. 8045 7662 NOle' By 0"',IIIn9 ane or mOrp' Slrancs frnm Ine !.!a~dard SIzes qiven abov~ anchor tenCfons 01 3n I'll '. .. Alsc ,1Vt!I<'IOff: are élr~C!'1(,' le"(1ons fmm diNer!!n: SIZe! st""ntt "",.h ".. ;... ~ an,. n t:; ò... .t... II, e,m.al..t. "Z8 c:Jn bt"l tormed ~ .... I Ultimate n load F,,- rll . Ae KIP kN - '-.'- 7 58.6 248 8 234.4 991 3 527.3 2230 4 703.1 2974 5 878.9 3717 ~. 1113.2 4108 7 1582.2 6691 9 2168.2 - 9169 7 3574.6 1511 e - 79.7 355 17.2 518 48.1 655 946 424 39.1 618 75.B 783 75.0 334 110.3 I ~87 I 139.4 617 89.0 399 130.9 582 165.4 736 Fu/1.8 KIP kN 70.8 316 104.2 460 131.7 583 84.1 377 123.6 549 156.2 696 Ful2.0 KIP kN 63.8 284 93.8 414 118.5 524 75.7 339 111.3 495 140.6 626 ~ Yield load Fy- 1.,' A. KIP kN ...---------... ï Working load relative to the yield load 1 0.75Fy 10.6Fy CF/'.33) ¡ (FI'.67) KIP KIP kN kN / I , Fyl17S i KIP! kN J 104.6 78.S . 62.8 59.8! "60 345 276 263. I I 153.8 115.4/1 92.3 87.9: 671 503 403 384: I . I 194.3 145.7 Ii 116.6 ' 111.0 : 850 637 510 486 I 13!.9 99.7 I 797 75.9 I 595 446 357 340! 195.4 146.6 117.2 I 111.7 ! 868 651 521 I 496; 246.9 185.2 148.1; 141.1 I 1099 . -~2~_.L. 6~~ l_~~~- .. , 8 T"J~ 8'k t:..RTu N E... JOB .¡4ÅJ , SOIL ENGINEERING CONSTRUCTION, INC. SHEET NO. '/I OF '9 927 Arguello Street 12Ai ~-4 -crß REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY DATE (650) 367-9595 ~Tï \- -L, -er ð FAX (650) 367-8139 CHECKED BY DATE SCALE T.c:::>k\¡ ~~ S-tha--LN bt.... ~rrp-o[~ Or !~/\-. .,4-~lrv~ 1>1Vt:J.s,-,~ ¡ S. E....( s'tJ 1'-.( ':I) H--7'\Ì""7"- p~~ «:at-I) ~ J¥ ~c...~7;::" rr~1ì ++-\.I~ ~ I~t ').~ 'OF fE-) 1" ,A-il <=> 1>,c. '" ~C) I ~ N-~~ L..t ~~" . v St....-- Ý'r c--::r', vE., .., .]>.~.~s."",.~ ....~..I.A--). r:-~ roe.. '7 ~.~v ~ ~.o'L., ( ..~ E.Æ- .C -!Pr..!.. .....~ )"""""" . u ~ 't.- ... 'TF-c A-"N. 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L, e:, U-,. q .(_1 '=7>1, IOø;OSl1eelsI1O5'liP_, .. r 8 SOIL ENGINEERING CONSTRUCTION, INC. 927 Arguello Street REDWOOD CITY, CALIFORNIA 94063 (650) 367-9595 FAX (650) 367.8139 JOB 7~<:::;) - ~TvNE.- p.V. " 2-- OF I '1 ~ DATE c:--- - 4 - .q 6 ~17 DATE \- - Lr - Cfe, SHEET NO. CALCULATED BY CHECKED BY SCALE ~ "PA ~.s.1 Vë- 's.olv -r~..U: \,.;~ \.J{ 1::- (. \" r I~ ~('Â;;, "-qV'JZ- (~t'°...1/¿,.) ~ "!.,~9 k:-vo r ~ . ~ 0 ~~ (Iz- t c.f) (Ib') :: "I ~ 0':::; I~ t 1'f :: ~V' r u oz./;., (¡,.,)({.ï) ::; 3,~9 (/~l'cJ) (I~)I¿ (z.."r) (lor-) ~:¡'~I~I t".llo-. '\~. 11ø = I Vf c:- ) z. ~ t¡. t-Ic, ~ F t-o ... V ~ L I ery \"-. <::> l::.... ~ y....~ ~.~ ... <J~ c: .. II " <;...:, ¡.,. v t.,., r '=' t:... T ; F-t !' /H r- U C...{"T) ,,+.Î ¡ v"1ï't,., 1> f1 @ f's.. c:;:. 7~ ~ -:> 4+ ; tß.1S, ~ ~ . ~ co 'l:;. ~ k:. . . C C) ",," 4 e l1eA c.~ = T (I,<",)\+/¿;)-- r~+Pti( IZ'+/("")- Þ", (bo'-(;,.'+/bl) -+P~(S;:.1.~) 1'~ 3. ~ T - ~ 4-'=-. I..t - I, ~'" + If c:>-::..=¡ T - I z, /~ . trj 3.3:- I -;; .3'-, 6 L -A e.- "T v kV ...,. . lA:>~ c=- T 1-ot ~ = '3.= :: :) b . ß I::.. ï .,., c...::r.....~ = = Co..s ::.-- to. B6i.:::> 4¿" L v<;..~ (I) I'~A:-~ C~..A li'A---N 1:, LT ~ 1>1~~ ' A- l-- L., .., I t.- 1';, p..- CA:- ~ lX..I , L Iv '"'b tt., r ~ 't= f"'""T"c.': .~~ ~ <= I ~'O it -=a ~ 0 L . "b . l" ('1:.. ":,. i ! ~..., L<::I ~) ; ¿¡ ¿. \ í~ -,-~ S T L.-~~::;'" e I. \ 'f:....l. ~ b ---. 0 "l"\ .:.:::::' \J!: 'C.. b ~.. . -= L ltoC--L - O~T l/~ ~ Co,'=:, :t. ,l. -: Z:S-. '\' e~ \J \ t.. 3,~. '= L - "I.:-"" ",",-,.......,20;.' ,P..,., SOIL ENGINEERING CONSTRloNf INC. JOB '-p¡~ 8-t E..-? IV 14 E- IA-'V. SHEET NO. 'I~ OF {4 927 Arguello Street ~ ~ - l{-éf6 REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY DATE (650) 367-9595 ~T7 \""--l¡.--.::rð FAX (650) 367-8139 CHECKED BY DATE SCALE ~'E..~~C;~ 'OF ( ~ A- Oc:::.- ~ , ~ ~ T I~ ~CÅ::.... r 1> A- C--t 1-t-~ @ eo - '0 ~ e.. 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N ~ ~;: ì~A-~ : II ., , ~ L-t- 'b, +-. . -== v ~ 1:..- e:. ~ -A , : 0, b '=- tE-N'rÆ T I vE,... l..$--H '711+ oF=- I' t.Ã=+c...-~ = 4~ I i -=L- v t- -F-oe.- \",I N ".,,-=:oJ.-; -"1..t:..:.i:. ~ ~ t:..... : ( t-¡ I\~ ) C;; T "...- /' ¿'f s ìl.-1 ß fry \ (.s ì/tot ~ì~ ) \ to ;: - ~ Ie:. ~ .r i VI A .ri", '"!:) ,~ ... , .. '-.....6- A I ~ "i !*'Q" . '""t' ~ A- ÛC'::. ~'ì O/C '-.....,....¡?'. . /))~~ ~ ß~ '.).::- ;;..1 'Sm9Je sn"'Sl1O\.1 'Padded, 8 JOB '1 q <::::> L, v~ E..... A-\J. SOIL ENGINEERING CONSTRUCTION, INC. SHEET NO, . Ilt OF Ie=¡ 927 Arguello Street 1241 t::::--4-qe, REDWOOD CITY, CALIFORNIA 94063 CALCULATED BY DATE (650) 367-9595 ~'r1 \""" -{, - er ß FAX (650) 367.8139 CHECKED BY DATE SCALE 1 I...JN~-<ot..,(1:::.~ -t-o"H:, = Ie:,:: , ( , ~=N~i:Ã:. ~ ~ L (L,.,;;J c ~-=- -/(.. = ?4 ::1: G~, ~ k:.. ~ ~ ~ -= ~ S il:;:..t..: So =- ìr ~ -cto ~ .; / ( 3. <:::. C- r ~t '= ~ 1<::::> ;Þ~ i . :. ..:=> ,I:. . 4i-=-~ 1=. V E.Æ:..) 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N c.€-+- T T'-A- . v-,.o..>Þo. ~ \J N S 7 1-7 '[-¡ "L-I 1::.. I C-A- L L ') " ~ PI ( L. -~) 4 Þ¿.1ø ¥-/:Y,"" ¡,. ( I' (' :!.1.~ ~,~-~) ..~ì.C- ~b;"') "t> c \ f- 2.'0... £.,.:; i:;z. -. .' ... ... SOIL ENGINEERING CONSTRITION, INC. 927 Arguello Street REDWOOD CITY, CALIFORNIA 94063 (650) 367-9595 FAX (650) 367-8139 JOB 1~<=8 HE.-f'TuHL,. þ.{¡ , SHEET NO. I~ OF (~ CALCULATED BY E..A/ DATE ~ -4--qß ~ì/ DATE \' -I..( -qe, CHECKED BY SCALE -e. -r v : ~::. & k:- of- ~? ' c... Ie- ~ c:, 1 '-+- J::.. lz. =-¿P\¡ - 121 ~ ~~"7 Ie- 17~~ :: f2~ ~ =: ~e...? ( 4. f:.b') . '1. 'ì 4- f (- -L (í? ~) = 4/4sß i /-1- 'h~")£ = (I- 4) (4, 4 $~ i~-b). = 61 Z ~ 3. ilA--L ~~St')N . 1::-EINf"""ïc>~CE.I7E t+T S"E:..Ç(., ~t::J I ~N. : li~c--"~) Ç.9v~ TI~~ (¡bylb" Î=:p) ot::.. k1) C-(~ c.-v l..A-1è.. ~'C)?~ (-=c:. r p \~) v ~ t-: <; ¡¿ , ,--= ~ -,~ (,.. if ,~ ~ 4 '-= I:: \' I' ; {¿, ~ š.=-" j d c ~I II .:t (~) # 1/ "BA-~~. i .ß~J ,. ¡. ¡-C-. iL,~ /'-) = "',.'. 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C:. -C). /hA-~.) <:::>v~~ ~. -r<=»ra ~17, ~ . ¥~S\~i)~ ~~í~~ .lIv." 1,,= (?-"¡d,= 1;:' ~ "'CV ~2- ( 1'2.- 'Ii) 1,4 /, I ,,1,1 I " - I f I ..... Q. 'y: ~ t: j' , C; fo.:{ III: 2.. C I.c= VI '<:- j Å:sc C),3/ ;1-,2- s A-1"'~ -= 2r=--=t ~+ ~.L. e>p =16,,"3.1 ;{..,l- (b<::>l:.-t i) ~ IS, Go = ~ '4b" , o.ß~(~.-= 1:'-1¡) 1z,1I , ¿¡a.,@:. ir~ = CO,) t o,~ ì~~ /~~1 i) ( ~ - ~)]' , h '-1 ~ ~ I L-1 - L ~ '-I / IA -fc... ' " ..::> ,1::. , ~ ~ J J J~ ~ "'\" , """ v Ç,L* ~ "~ 1~1(ç,C i:.U<,¡ ,r-. 7 ~, \..J .s ,t..... ~ L/ tŒ!, I z.. 'I <::. Q.. Vo t--1C), -g ~ ~Ç-~ì ¿(hA-~) 1:./h è ~ Ìì EA.L T'N -! v '1> p~ t:... ~ \.X....A-~ "t.'1;. I ~ 1\ (h IN) 'W.rT2OI. ISonqo5lleels1205,IIP1ddedI . ' SOIL ENGINEER. -. - CONSTRUCTION, INC. of Northern California 927 Arguello Street REDWOOD CITY. CAUFORNIA 94063 (415) 367.9595 FAX (415) 367.8139 JOe <7Cf8 N~TvNE.... A-v, JCf OF 19 ~ DA 'FE <:¡¡ - 4- .:::¡ ð ~ 1'1 DATE t'-4 - e¡ß SHEET NO. CALcuu. TED BY ~ECKED BY SCAlE iï~. ~E- v E.. v<::>P'H EA+ T ~<;n IN IH~~ -(~.L) . . t 'e..." :!. . oQ f: ¡ " f 'c- :-4. ~ I:..r i ' . . -=if 4 /2,.. If Iz, 1/ . -rIf-' ~ - , t'" 1\11 J;- " - 44" ~s,1I II - ,-£' S;c;lI ~ .r -p L.- I c....t..t l-~ ~r I.~(;J ) , I4CIÞ "h Ct~ l~ Y t ~ 1;,~r ~t.£.- Þr ~ '9 v I ~ ~ (..;E;....f-1 ,,~ . ~:=;-n+ 1t-4 .'NC--H~.s: (I... 41) : { Cr = 3. - I:.. So I f c:.." . -- I=..~, . . ,'-." . . - ,~ " . v~t.. . I( II c.. '-^- ~ .t ~ t' "P L..1 C-£.. t LA-'r oS. l' £...1 ~ '.)(-r7~-1 N II ~" ~6" Sq" z..o" ~ 6ft "7 ry II C<-. 'HI11. ~ I -iL- ~ 1~~ E.+J l.~A 't::..1 ~ 1> '-A- IE.- ; "'"--'y .. ~). ~ C. '1-\. t IT'!:- or p¿. .: p ..-.. 'v G .\: ~ '==- . z.. It I, A .. 0 e,~(' ..fe.). :t,lt- I::. ~; a ~ 1'1 :, C. '>' '" f'l, o. f . ..if, , ... , 8 SOIL cnC:lncc~lnc: COnSL~UCLIOnonc. 8 April 27, 1998 OF NORTNERN CALIFORNIA ~ TO: Mr. Lee McEachern California Coastal Commission FROM: Mr. Bob Mahony & John Niven Soil Engineering Construction, Inc. RE: Updated Geotechnical Review / Request for Emergency Processing Proposed Upper Bluff Retention System Downing Residence, 790 Neptune Avenue EncinitaL California Soil Engineering Construction (SEC) has prepared the following, updated geotechnical review in response to recent upper bluff failures at the subject site. As noted in the conclusions of this review, the sudden and unexpected failures occurring during the past 120 days, below the subject property and below the surrounding properties, have promoted a level of bluff instability which places the residence on this property under imminent threat of failure. This review includes the results of our upper bluff stability analyses, conclusions and recommendations for the upper bluff retention system. This review utilizes, as a base for substantiuting revised changes in overall bluff stability, information presented in the following reports: 1. "Geotechnical Report / Request for Emergency Processing, Proposed Lower Bluff Seawall, Johnson & Downing Properties, 788, 790 Neptune Avenue, Encinitas California", prepared by Soil Engineering Construction, Inc., dated July 29, 1996. 2. "ADDENDUM, Geotechnical Report / Request for Emergency Processing, Proposed Lower Bluff Seawall, Johnson & Downing Properties, 788, 790 Neptune Avenue, Encinitas California", prepared by Soil Engineering Construction, Inc., dated August 19, 1996. 3. "Addendum to Geotechnical Report, Johnson & Downing Lower Seawall, 788 & 790 Neptune Avenue, Encinitas, California", prepared by Soil Engineering Construction, Inc., dated May 20, 1997. 4. "Addendum No.2, Geotechnical Report, Johnson & Downing Lower Seawall, 788 & 790 Neptune Avenue, Encinitas, California", prepared by Soil Engineering Construction, Inc., dated September 11, 1997. 927 Arguello Street, Redwood City, California 94063 (650) 367-9595 . FAX (650) 367-8139 1 1 . . 1 e 8 Mr. Lee McEachern California Coastal Commission April 27, 1998 Page 2 Some geotechnical infonnation presented in that report is not included herein; therefore, the prior reports should be uti1i7ed in conjWJCtion with this review. Specific recommendations provided under the purview of this review supersede those presented in the referenced documents. PROJECT DESCRIPTION The proposed project will consist of 66 lineal feet of upper bluff retaining system, utilizing drilled steel reinforced concrete caissons, approximately 40 feet in depth with a grade beam and tieback retaining system along the existing top of bluff (50 lineal feet) and along the northern property line (16 lineal feet), see construction plans. The consíruction plans should include a note stating that if an upper bluff retention system is not constructed on the property to the south (788 Neptune) then a return wall similar to the one proposed at the north property line, should be constructed. The proposed upper bluff retaining system will be built in a similar fashion to the existing upper bluff retention systems located at other similar projects along Neptune Avenue. SLOPE STABILITY ANALYSES Presented herein are the results of our upper bluff slope stability analyses for the subject site. The purpose of the analyses was to find the minimum factors of safety with respect to sliding for the existing (before construction) and the post construction conditions. The analyses was performed for both static and pseudo static conditions utilizing the Modified Bishops Method of Slices (ST ABL5M computer program) and the results are discussed herein. The location of the assumed most critical bluff cross section A-A', shown on the attached Plate 1, represent the bluff slope used in our analyses. Cross section A-A' is also presented on Plate 2. The computer printouts are included in this review and are attached. Assumed design soil parameters used for our analysis are as follows: .T8QtUnif .Wëi... .. C8~.. ...~J\. d . .". Terrace Deposits (Upper- 81 120 270 35 JOOO 25 1000 40 Ardath Fonnation 110 Torrey Sandstone 116 Ijducst1.rpt , 1 . J e 8 Mr. Lee McEachern California Coastal Commission April 27, 1998 Page 3 Seismic criteria are included in the slope stability analyses. The slope stability analysis uses a pseudo- static method with a Seismic Coefficient of 0.15 gravity. The calculated factor of safety with respect to sliding for each load case are presented below: Miitiih.... C~ . .F.tfor~r.. . <. ..... . Upper Bluff Analysis Before Construction Static AnaJysjs- Pseudo-Static Analysis- 1.34 1.04 Upper Bluff Analysis After Construction Static Analysis- Pseudo-Static Analysis- 1.53 1.20 CONCLUSIONS AND RECOMMENDATIONS Based on the findings presented above, it is recommended that a upper bluff retaining system be constructed at the site. Our engineering analyses, supported by the recent observations, by the owner of 790 Neptune, of upper bluff failures at the north end of the property, indicates that the recommended construction of the upper bluff retaining system proceed immediately and it's presence is imperative to prevent imminent substantial failure of a degree sufficient to impact the residential structures on the site. In addition, we have included a cross-section (Plate 1) depicting the existing bluff conditions and a projected slope configuration assuming that the upper terrace sands lay at their angle of repose, approximately 35 degrees. It is our opinion that if the upper bluff retention system proposed is not constructed, imminent failure of the upper bluff will occur and loss of the existing residence will also occur. If the proposed seawall project is delayed, we recommend that the City ofEncinitas and the California Coastal Commission provide SEC and the owners assurance that these conditions will not adversely effect the subject property. Ijducst1.rpt t 1 ) J e 8 Mr. Lee McEachern California Coastal Commission April 27, 1998 Page 4 Thank you, in advance, for providing your immediate attention, review and comments to this review. If you have any questions, require additional materials, or would desire an on-site meeting, please call me a (760) 633-3470. Sincerely, QDJvt~ Robert Mahony, G.E. 554, C.E.G. 847 Principal Geotechnical Engineer d!h:~~ Project Engineer Ijducstl.rpt I ~ . I ' , ' ¡ ; ¡ I . \ . i.: . ¡" '. :. :.. I . : ' : : ! : ; : \ . . 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Simplified Bishop or Spencerfs Method of Slices Run Date: Time of Run: Run By: Input Data Filename: Output Filename: Plotted Output Filename: 04-27-98 12:08pm JWN C:JDD5.DAT C:JDD5.0UT C:JDD5.PLT PROBLEM DESCRIPTION DOWNING RESIDENCE - 790 NEPTUNE AVE. BEFORE CONSTRUCTION STATIC ANALYSIS BOUNDARY COORDINATES 4 Top Boundaries 6 Total Boundaries Boundary X-Left Y-Left X-Right Y-Right Soil Type No. ( f t ) ( f t ) ( f t ) ( ft) Below Bnd 1 100.00 100.00 163.00 105.00 2 2 163.00 105.00 166.00 126.00 2 3 166.00 126.00 245.00 195.00 3 4 245.00 195.00 345.00 195.00 3 5 166.00 126.00 345.00 126.00 2 6 100.00 98.00 345.00 98.00 1 -------------------------------------------------------------------------------- ISOTROPIC SOIL PARAMETERS 3 Type(s) of Soil . Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pc f) (pcf) (psf) (deg) Paramo (psf) No. 1 2 3 116.0 110.0 120.0 126.0 120.0 130.0 1000.0 1000.0 270.0 40.0 25.0 35.0 .00 .00 .00 .0 .0 .0 0 0 0 -... -----..--.-------- I -f --'~~------------------ilÞ--------------------f---4II------------------------- A Critical Failure Surface Searching Method. Using A Random Technique For Generating Circular Surfaces. Has Been Specified. 125 Trial Surfaces Have Been Generated. 25 Surfaces 'Initiate From Each Of 5 Points Equally Spaced Along The Ground Surface Between X = 166.00 ft. and X = 166.10 ft. Each Surface Terminates Between and X = 250.00 ft. X = 345.00 ft. Unless Further Limitations Were Imposed. The Minimum Elevation At Which A Surface Extends Is Y = .00 ft. 23.00 ft. Line Segments Define Each Trial Failure Surface. -- ----------------------------------------------------------------------------- Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Bishop Method * * Failure Surface Specified By 7 Coordinate Points Point X-Surf V-Surf No. ( f t ) ( f t ) 1 166.03 126.02 2 187.35 134.63 3 207.46 145.80 4 226.04 159.36 5 242.80 175.10 6 257.51 192.79 ..7 258.92 195.00 Circle Center At X = 107.0 : Y = 302.9 and Radius. 186.5 *** 1.338 *** 'n ~" .. ,- ,-n--."_,"--..-..,,,..,-,-,.,----..-- . '1 -, lice No. 1 2 3 4 5 6 7 Individual~ta on the Width Ft(m) 21.3 20.1 18.6 16.8 2.2 12.5 1.4 Water Force Top Lbs(kg) .0 .0 .0 .0 .0 .0 .0 Water Force Bot Lbs(kg) .0 .0 .0 .0 .0 .0 .0 7 s I ices 8 Earthquake Force Surchar2e Hor Ver Load Lbs(kg) Lbs(kg) Lbs(kg) .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 Point X-Surf V-Surf No. ( f t ) ( f t ) 1 166.08 126.07 2 187.60 134. 16 3 208.00 144.79 4 226.97 157.80 5 244.23 173.00 6 259.53 190. 17 7 262.89 195.00 Circle Center At X = 109.9 ; Y = 308.1 and Radius. 190.5 Failure Surface Specified By Tie Force Norm Lbs(kg) .0 .0 .0 .0 .0 .0 .0 Tie Force Tan Lbs(kg) .0 .0 .0 .0 .0 .0 .0 -- ----------------------------------------------------------------------------- Weight Lbs(kg) 12819.7 31880.1 39554.3' 37278.5 4641.1 14605.0 187.6 Failure Surface Specified By *** 1.346 *** 7 Coordinate Points 7 Coordinate Points Point X-Surf V-Surf No. ( f t ) ( f t ) 1 166.05 126.04 2 187.21 135.07 3 207.18 146.47 4 225.72 160.08 5 242.57 175.74 '.. 257.50 193.23 6 7 258.69 195.00 Circle Center At X = 98.4 ; Y = 314.0 and Radius. 199.8 *** 1.346 *** '-"""""'- ,------ I t 8 ~. ¡ 8 Failure Surface Specified By 7 Coordinate Points Point X-Surf V-Surf No. ( f t ) ( ft ) 1 166.08 126.07 2 '188.60 130.74 3 209.63 140.04 4 228.25 153.54 5 243.61 170.66 6 255.04 190.62 7 256.43 195.00 Circle Center At X = 155.3 : Y = 234.4 and Radius. 108.9 *** 1.358 *** -- ----------------------------------------------------------------------------- Failure Surface Specified By 6 Coordinate Points Point X-Surf V-Surf No. ( f t ) ( f t ) 1 166.00 126.00 2 186.87 135.66 3 206.55 147.56 4 224.81 161.56 5 241.41 177.47 6 256.07 195.00 Circle Center At X = 88.9 : y = 319.9 and Radius. 208.7 *** 1.363 *** Failure Surface Specified By 6 Coordinate Points "t. X-Surf V-Surf Point No. ( f t ) ( f t ) 1 166.10 126.09 2 187.02 135.65 3 206.56 147.78 4 224.40 162.29 5 240.27 178.95 -, ---" """-' I . 6 252.08 Circle Center At. = 195.00 102.1 : Y = 294.1 at Radius. 179.8 *** 1. 370 *** -- ----------------------------------------------------------------------------- Failure Surface Specified By 7 Coordinate Points Point X-Surf Y-Surf No. ( f t ) ( f t ) 1 166. 10 126.09 2 188.50 131.31 3 209.72 140. 19 4 229.16 152.48 5 246.28 167.83 6 260.61 185.83 7 265.68 195.00 Circle Center At X = 146.2 : Y = 262.2 and Radius. 137.6 *** 1.374 *** Failure Surface Specified By 7 Coordinate Points Point X-Surf Y-Surf No. ( f t ) ( f t ) 1 166.08 126.07 2 188.77 129.82 3 210.05 138.53 4 228.85 151.78 5 244.22 168.89 6 255.39 189.00 7 257.12 195.00 Circle Center At X = 160.8 . Y = 228.3 and Radius. 102.4 . .. *** 1. 382 *** --- ---------------------------------------------------------------------------- Failure Surface Specified By 7 Coordinate Points . ,.. -....-..--- - . ""'" -- .- ..- - .-, . . ,; l ' 8 ' Point X(~f V-Surf r ~ ) No. ( f t ) 1 166.05 126.04 2 188.76 129.66 3 210.14 138. 15 4 229.14 151.10 5 244.85 167.90 6 256.51 187.73 7 '258 . 85 195.00 Circle Center At X = 161 . 1 : Y = 230.5 and Radius. 104.6 *** 1.388 *** Failure Surface Specified By 7 Coordinate Points Point X-Surf V-Surf No. ( f t ) ( f t ) 1 166.03 126.02 2 187.66 133.82 3 208.40 143.78 4 228.00 155.80 5 246.27 169.77 6 263.03 185.53 7 271.23 195.00 Circle Center At X = 100.7 : Y = 341.3 and Radius. 225.0 *** 1.394 *** .. , .. -" '----'---~'_----n'---,--" .. -- "-"----'-------...........,.,.~~-----~----, ß . . 8 8 III œ ."",.., ~ ~ Ifj x.. ~ L" "" C:CtI .... '" )it "". :;""7.7" '. ,. , ' " ,. .. I ;.; I ,-, I ~. I ~ I ¡ : l i :~ ~ . =i ¡ ... 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BEFORE CONSTRUCTION PSEUDOSTATIC ANALYSI -- ----------------------------------------------------------------------------- BOUNDARY COORDINATES 4 Top Boundaries 6 Total Boundaries Boundary X-Left V-Left X-Right V-Right Soil Type No. ( f t ) ( f t ) ( f t ) ( f t) Below Bnd 1 100.00 100.00 163.00 105.00 2 2 163.00 105.00 166.00 126.00 2 3 166.00 126.00 245.00 195.00 3 4 245.00 195.00 345.00 195.00 3 5 166.00 126.00 345.00 126.00 2 6 100.00 98.00 345.00 98.00 1 ISOTROPIC SOIL PARAMETERS 3 Type(s) of Soil ~ Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pef) (psf) (deg) Paramo (psf) No. 1 2 3 116.0 110.0 120.0 126.0 120.0 130.0 1000.0 1000.0 270.0 40.0 25.0 35.0 .00 .00 .00 .0 .0 .0 0 0 0 , ' y ,4 ] 8 8 A Horizontal Earthquake Loading Coefficient Of .150 Has Been Assigned A Vertical Earthquake Loading Coefficient Of .000 Has Been Assigned Cavitation PresSure = .0 psf - ------------------------------------------------------------------------------ A Critical Failure Surface Searching Method. Using A Random Technique For Generating Circular Surfaces. Has Been Specified. 125 Trial Surfaces Have Been Generated. 25 Surfaces Initiate From Each Of 5 Points Equally Spaced Along The Ground Surface Between X = 166.00 ft. and X = 166.10 ft. Each Surface Terminates Between and X = 250.00 ft. X = 345.00 ft. Unless Further Limitations Were Imposed. The Minimum Elevation At Which A Surface Extends Is Y = .00 ft. 23.00 ft. Line Segments Define Each Trial Failure Surface. -- ----------------------------------------------------------------------------- Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Bishop Method * * Failure Surface Specified By 7 Coordinate Points ". X-Surf V-Surf PoInt No. ( f t ) ( f t ) 1 166.08 126.07 2 187.60 134. 16 3 208.00 144.79 4 226.97 157.80 5 244.23 173.00 _no"- '-- n -" 6 7 259.53 26_9 190. 17 195.00 , 8 Circle Center At X = 109.9 : Y = 308.1 and Radius. 190.5 *** 1.043 *** Individual data on the 7 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge lice Width Weight Top Bot Norm Tan Hor Ver Load No. Ft(m) Lbs(kg) LbsCkg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg} Lbs(kg) 1 21.5 13835.0 .0 .0 .0 .0 2075.3 .0 .0 2 20.4 35008.8 .0 .0 .0 .0 5251.3 .0 .0 3 19.0 44780.0 .0 .0 .0 .0 6717.0 .0 .0 4 17.3 44306.2 .0 .0 .0 .0 6645.9 .0 .0 5 .8 1964.0 .0 .0 .0 .0 294.6 .0 .0 6 14.5 22642.3 .0 .0 .0 .0 3396.3 .0 .0 7 3.4 972.9 .0 .0 .0 .0 145.9 .0 .0 Fa i 1 ure Surface Specified By 7 Coordinate Points Point X-Surf V-Surf No. ( f t ) ( f t ) 1 166.03 126.02 2 187.35 134.63 3 207.46 145.80 4 226.04 159.36 5 242.80 175.10 6 257.51 192.79 7 258.92 195.00 Circle Center At X = 107.0 : Y = 302.9 and Radius. 186.5 *** 1.043 *** -- ----------------------------------------------------------------------------- Fai~ure Surface Specified By 7 Coordinate Points Point X-Surf V-Surf No. ( f t ) ( f t ) 1 166.05 126.04 2 187.21 135.07 3 207.18 146.47 ~ , 4 225.72 160.08 5 24_7 175.74 6 25 1.50 193.23 7 258.69 195.00 Circle Center At X = 98.4 ; Y = *** 1.049 *** 8 ..ì 314.0 and Radius. 199.8 Failure Surface Specified By 7 Coordinate Points Point X-Surf V-Surf No. ( f t ) ( f t ) 1 166.03 126.02 2 187.66 133.82 3 208.40 143.78 4 228.00 155.80 5 246.27 169.77 6 263.03 185.53 7 271. 23 195.00 Circle Center At X = 100.7 ; Y = 341.3 and Radius. 225.0 *** 1.066 *** -- ----------------------------------------------------------------------------- Failure Surface Specified By 6 Coordinate Points Point X-Surf V-Surf No. ( f t ) ( f t ) 1 166.00 126.00 2 186.87 135.66 3 206.55 147.56 4 224.81 161.56 5 241.41 177.47 6 256.07 195.00 Cir~le Center At X = 88.9 ; Y = 319.9 and Radius. 208.7 *** 1.067 *** Failure Surface Specified By 7 Coordinate Points ,_. --.. - " ~ X-8f . 8 ¡ Point V-Surf No. ( f t ) ( f t ) 1 166. 10 126.09 ~ 188.50 131.31 3 209.72 140. 19 4 229.16 152.48 5 246.28 167.83 6 260.61 185.83 7 265.68 195.00 Circle Center At X = 146.2 . Y = 262.2 and Radius. 137.6 *** 1.067 *** -------------------------------------------------------------------------------- Failure Surface Specified By 7 Coordinate Points Point X-Surf V-Surf No. ( f t ) ( f t ) 1 166.08 126.07 2 188.60 130.74 3 209.63 140.04 4 228.25 153.54 5 243.61 170.66 6 255.04 190.62 ~ 256.43 195.00 Circle Center At X = 155.3 : Y = 234.4 and Radius. 108.9 *** 1.069 *** Failure Surface Specified By 7 Coordinate Points Point X-Surf V-Surf No. ( f t ) ( f t ) ... 1 166.05 126.04 2 187.95 133.08 J 208.91 142.54 4 228.68 154.30 5 246.98 168.22 6 263.60 184. 12 7 272.66 195.00 .J Circle Center At X = 8 114.9 : Y = 322.9 al Radius. 203.4 .. ., *** 1.072 *** - ------------------------------------------------------------------------------ Fa i I ure Surface 'Spec i f i ed By 6 Coordinate Points Point X-Surf Y-Surf No. ( f t ) ( f t ) 1 166. 10 126.09 2 187.02 135.65 3 206.56 147.78 4 224.40 162.29 5 240.27 178.95 6 252.08 195.00 Circle Center At X = 102. 1 ; Y = 294.1 and Radius. 179.8 *** 1. 079 *** Failure Surface Specified By 7 Coordinate Points Point X-Surf Y-Surf No. ( f t ) ( ft ) 1 166.08 126.07 2 187.50 134.43 3 208.17 144.52 4 227.93 156.29 5 246.66 169.63 6 264.23 184.48 7 274.79 195.00 Circle Center At X = 75.3 : Y = 390.3 and Radius. 279.4 *** 1.085 *** " ------..----.-..-- ------ - -. .~ " nOt,UN II"'¡¡\; HI~~a I)E'N{.~F -- '1'9td1 NEPIUNE AU f, ref¡ Hn~...: Clt'jj t.ï 0."I). <.;: ,JUI:lo'I , PI. 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I. ::ji :1..6-'1 "". ~ 6. 6. 1., 64 ~.I" 43 "l 1. ,6::) II:;~. t ~ .~ J~ /-5///// .-~t:~:{;()'7---- ~ -.,.,/' .. ~.".~ 'I" """"""'J-::~,,,::.:,.::::~~~~::::'>:<"'" 1./ ....." ,,~~"',"'- . ¿ ----_____Ik -'---"'~'-' 2. ~-" ;~~ ","na, -1..5131 ""'-I1txi. s CFt:) 1.99 I 8 59 9 L- ______m. -. --- - _n- _. -- - 1-.--.---- --.. -...1-- -- ...L - - - - -- -- --- - -... ----1-- -- ----.------1-- -- - -------- -----1.----... -_. ------- ø 59 IØ9 159 2Ø9 259 3ØØ 359 P(;&TABL5M F8Mi n::;;; 1. ,53 X-A}d s (f' t;) ,.t. . ** PCSTABL5M ** 8 by Purdue University 8 - ------------------------------------------------------------------------------ --Slope Stability Analysis-- Simplified Janbu. Simplified Bishop or Spencerts Method of Slices Run Date: Time of Run: Run By: Input Data Filename: Output Filename: Plotted Output Filename: 05-05-98 4:05pm JWN C:JDD7.DAT C:JDD7.0UT C:JDD7.PLT PROBLEM DESCRIPTION DOWNING RESIDENCE - 790 NEPTUNE AVE. AFTER CONSTRUCTION STATIC ANALYSIS BOUNDARY COORDINATES 4 Top Boundaries 6 Total Boundaries Boundary X-Left Y-Left X-Right Y-Right So i I Type No. ( f t ) ( f t ) ( ft ) ( ft) Below Bnd 1 100.00 100.00 163.00 105.00 2 2 163.00 105.00 166.00 126.00 2 3 166.00 126.00 245.00 195.00 3 4 245.00 195.00 345.00 195.00 3 5 166.00 126.00 345.00 126.00 ') ... 6 100.00 98.00 345.00 98.00 1 -- ----------------------------------------------------------------------------- ISOTROPIC SOIL PARAMETERS 3 Type(s) of Soil .. Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pc f) (psf) (deg) Paramo (psf) No. 1 2 3 116.0 110.0 120.0 126.0 120.0 130.0 1000.0 1000.0 270.0 40.0 25.0 35.0 .00 .00 .00 .0 .0 .0 0 0 0 U'- ""-"'P' -... --,- .. ....- ~ -' --~~------------------.-----_n____--_-----¡--.---------------__--__n- Searching Routine Will Be Limited To An Area Defined Bv 1 Boundaries Of Which The First 0 Boundaries Wi 11 Deflect Surfaces Upward Boundary X-Left V-Left X-Right V-Right No. ( f t ) ( ft ) ( f t ) ( f t ) 1 247.00 158.00 247.50 195.00 - ------------------------------------------------------------------------------ A Critical Failure Surface Searching Method. Using A Random Technique For Generating Circular Surfaces. Has Been Specified. 125 Trial Surfaces Have Been Generated. 25 Surfaces Initiate From Each Of 5 Points Equally Spaced Along The Ground Surface Between X = 166.00 ft. and X = 166.10 ft. Each Surface Terminates Between and X = 250.00 ft. X = 345.00 ft. Unless Further Limitations Were Imposed. The Minimum Elevation At Which A Surface Extends Is Y = .00 ft. 23.00 ft. Line Segments Define Each Trial Failure Surface. -- ----------------------------------------------------------------------------- Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Bishop Method * * Failure Surface Specified By 7 Coordinate Points " Point X-Surf V-Surf No. ( f t ) ( f t ) 1 166. 10 126.09 ,., 189.09 126.84 ... 3 211.31 132.79 4 231.59 143.63 ,L . 5 158.79 . 248.89 6 26~0 177.47 8 7 269. 7 195.00 Circle Center At X = 174.3 : Y = 226.4 and Radius. 100.7 *** 1.531 *** Individual data on the 7 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge S lice Width Weight Top Bot Norm Tan Hor Ver Load o. FtCm) Lbs(kg) Lbs(kg) LbsCkg) LbsCkg) LbsCkg) LbsCkg) LbsCkg) LbsCkg) 1 23.0 26653.9 .0 .0 .0 .0 .0 .0 .0 2 22.2 69455.8 .0 .0 .0 .0 .0 .0 .0 3 20.3 88176.7 .0 .0 .0 .0 .0 .0 .0 4 13.4 63782.3 .0 .0 .0 .0 .0 .0 .0 5 3.9 17703.8 .0 .0 .0 .0 .0 .0 .0 6 13.4 43230.9 .0 .0 .0 .0 .0 .0 .0 7 7.3 7649.1 .0 .0 .0 .0 .0 .0 .0 Failure Surface Specified By 8 Coordinate Points Point X-Surf V-Surf No. ( f t ) ( f t ) 1 166.03 126.02 2 189.02 126.41 3 211.39 131.77 4 232.06 141.85 5 250.06 156.17 6 264.53 174.05 7 274.79 194.63 8 274.88 195.00 Circle Center At X = 175.8 ; Y = 231. 0 and Radius. 105.5 *** 1.573 *** -- ----------~------------------------------------------------------------------ Failure Surface Specified By 8 Coordinate Points Point No. X-Surf ( f t ) V-Surf ( f t ) 1 166.00 126.00 .-----..--....---......-..--.-. ... ~, ' 2 3 4 5 6 188.94 2186 23~3 251.53 268.31 282.18 285.19 .., I 8 Circle Center At X = *** 1.598 127.68 133.22 142.45 155.11 170.85 189.19 195.00 r; ¡ 8 168.0 : Y = 260.1 and Radius. 134. 1 *** Failure Surface Specified By 8 Coordinate Points Point X-Surf Y-Surf No. ( f t ) ( f t ) 1 166. 10 126.09 2 189.10 126.00 3 211.63 130.65 4 232.72 139.82 5 251.47 153.13 6 267.09 170.02 7 278.91 189.75 8 280.73 195.00 Circle Center At X = 178.2 : Y = 235.7 and Radius. 110.3 *** 1.635 *** -- ----------------------------------------------------------------------------- Failure Surface Specified By 7 Coordinate Points Point X-Surf Y-Surf No. ( f t ) (ft ) 1 166.05 126.04 2 189.05 125.68 3 211.35 131.31 .4 231.41 142.55 5 247.86 158.62 6 259.56 178.43 7 264.15 195.00 Circle Center At X = 178.9 : Y = 212.7 and Radius. 87.6 *** 1.635 *** L . , .1 ~ , < ~ 8 8 Failure Surface Specified By 8 Coordinate Points Point X-Surf V-Surf No. ( f t ) ( f t ) 1 '166.08 126.07 2 188.38 131.70 3 210.14 139.15 4 231.21 148.37 5 251.45 159.29 6 270.71 171.85 7 288.88 185.96 8 298.73 195.00 Circle Center At X = 110.0 ; Y = 396.0 and Radius. 175.7 *** 1.642 *** - ------------------------------------------------------------------------------ Failure Surface Specified By 8 Coordinate Points Point X-Surf V-Surf No. ( f t ) (ft ) 1 166.03 126.02 2 189.02 126.38 3 211.55 131.03 4 232.81 139.81 5 252.06 152.40 6 268.62 168.36 7 281 .90 187.13 8 285.49 195.00 Circle Center At X = 175.9 ; Y = 246.9 and Radius. 121.3 *** 1.652 *** .'t Failure Surface Specified By 8 Coordinate Points Point No. X-Surf ( f t ) V-Surf ( f t ) 1 166.05 126.04 ._, '. .'_.,n. . _.n ....-... ~ A A 2 189.05 126.13 . 3 21~0 130.67 ;; 8 t 4 23 . 3 139.51 5 251.94 152.31 6 268.21 168.57 ï 281.01 187.68 8 284.06 195.00 Circle Center At X = 177.4 : Y = 242. 1 and Radius. 116.6 *** 1.653 *** - ------------------------------------------------------------------------------ Failure Surface Specified By 8 Coordinate Points Point X-Surf V-Surf No. ( f t ) ( f t ) 1 166.00 126.00 2 188.47 130.93 3 210.42 137.79 4 231. 68 146.55 5 252.10 157.14 6 271.52 169.46 7 289.79 183.44 8 302.43 195.00 Circle Center At X = 121.6 ' Y = 383.3 and Radius. 261.1 . *** 1.685 *** Failure Surface Specified By 7 Coordinate Points Point X-Surf V-Surf No. ( ft ) ( f t ) 1 166.08 126.07 2 189.04 124.82 3 211.51 129.73 ,.4 231.86 140.46 5 248.61 156.22 6 260.56 175.87 ï 265.99 195.00 Circle Center At X = 182.2 : Y = 210.1 and Radius. 85.5 *** 1.694 *** .- . . .. 25"'11 DOWNI NG Rf~8 I UErofCE - r/'90 NEPHINE AU E. 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(.,.,..0(') .:)~cf') (psI') (de-g) :r'ar'.j¡¡I.h~ Pr',e5:'s::Su:t'£:I* 1 1..16 126. 1000 40 0 () :2 1.:LOI2() 1000 :B5 0 () _...L_______4-_2.: .~_.__!..:.'?_Q- --go? ç,~_._---~-~---- _.2- ----.--___.__2_.___.---.--- .10 B 8 '9 6'? \//,0:1: ~3: 5 /////~ ./ /;.:if:~;~' .,..-/3 "'::;i!.I~;';¡:"" ~ /¿~:::"~': ':" :.,:,::,:,,~;::::;.;if1:'" - , 2: ~ I ---- ~ ---- .1 8 9 L---.- ----. -...1-- - --. - - .--- -----.J._- .- --'--" ._- ..- ----L---..-- -'-. --L-... - --- ..-........J-.---.---.----, 9 50 .1.90 J_S9 209 250 300 PCSTABI_:::."" f-uS......i 1'8;:;;1.20 X-Axi s (~t;:) --U_-. 350 .0 . .. ** PCSTABL5M *'* 8 by Purdue University v 8 - ------------------------------------------------------------------------------ --Slope Stability Analysis-- Simplified Janbu. Simplified Bishop or Spencer's Method of Slices Run Date: Time of Run: Run By: Input Data Filename: Output Filename: Plotted Output Filename: 05-05-98 4:17pm JWN C:JDD8.DAT C:JDD8.0UT C:JDD8.PLT PROBLEM DESCRIPTION DOWNING RESIDENCE - 790 NEPTUNE AVE. AFTER CONSTRUCTION PSEUDOSTATIC ANALYSIS BOUNDARY COORDINATES 4 Top Boundaries 6 Total Boundaries Boundary X-Left Y-Left X-Right Y-Right So i 1 Type No. ( f t ) ( f t ) ( f t ) ( f t) Below Bnd 1 100.00 100.00 163.00 105.00 2 2 163.00 105.00 166.00 126.00 2 3 166.00 126.00 245.00 195.00 3 4 245.00 195.00 345.00 195.00 3 5 166.00 126.00 345.00 126.00 2 6 100.00 98.00 345.00 98.00 1 -- ----------------------------------------------------------------------------- ISOTROPIC SOIL PARAMETERS 3 Type(s) of Soil '" Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Paramo (psf) No. 1 2 3 116.0 110.0 120.0 126.0 120.0 130.0 1000.0 1000.0 270.0 40.0 25.0 35.0 .00 .00 .00 .0 .0 .0 0 0 0 ... . , . ., 8 8 A Horizontal Earthquake Loading Coefficient Of .150 Has Been Assigned A Vertical Earthquake Loading Coefficient Of .000 Has Been Assigned Cavitation Pres~ure = .0 psf -- ----------------------------------------------------------------------------- Searching Rout ine Wi 11 Be Limited To An Area Defined By 1 Boundaries Of Which The First 0 Boundaries Wi 11 Deflect Surfaces Upward Boundary X-Left Y-Left X-Right Y-Right No. ( f t ) ( f t ) ( f t ) ( f t ) 1 247.00 158.00 247.50 195.00 -- ----------------------------------------------------------------------------- A Critical Failure Surface Searching Method. Using A Random Technique For Generating Circular Surfaces. Has Been Specified. 125 Trial Surfaces Have Been Generated. 25 Surfaces Initiate From Each Of 5 Points Equally Spaced Along The Ground Surface Between X = 166.00 ft. and X = 166.10 ft. Each Surface Terminates Between and X = 250.00 ft. X = 345.00 ft. Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = .00 ft. 23.00 ft. Line Segments Define Each Trial Failure Surface. -- ----------------------------------------------------------------------------- Fol~wing Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Bishop Method * * --.. --- - .... .. . "' . Failure Surface Specified By 7 Coordi~ate Ints . 8 I. Point X-Surf V-Surf No. ( f t ) ( f t ) 1 166.10 126.09 2 189.09 126.84 3 211.31 132.79 4 231'.59 143.63 5 248.89 158.79 6 262.30 177.47 7 269.57 195.00 Circle Center At X = 174.3 : Y = 226.4 and Radius. 100.7 *** 1.200 *** Individual data on the 7 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge S ice Width Weight Top Bot Norm Tan Hor Ver Load o. Ft(m) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) 1 23.0 26653.9 .0 .0 .0 .0 3998.1 .0 .0 2 22.2 69455.8 .0 .0 .0 .0 10418.4 .0 .0 3 20.3 88176.7 .0 .0 .0 .0 13226.5 .0 .0 4 13.4 63782.3 .0 .0 .0 .0 9567.3 .0 .0 5 3.9 17703.8 .0 .0 .0 .0 2655.6 .0 .0 6 13.4 43230.9 .0 .0 .0 .0 6484.6 .0 .0 7 7.3 7649.1 .0 .0 .0 .0 1147.4 .0 .0 Failure Surface Specified By 8 Coordinate Points Point No. X-Surf ( f t ) 1 2 3 4 5 6 166.08 188.38 210.14 231 .21 251.45 270.71 288.88 298.73 .7 8 Circle Center At X = *** 1.211 V-Surf ( ft ) 126.07 131.70 139.15 148.37 159.29 171.85 185.96 195.00 110.0 : Y = 396.0 and Radius. 275.7 *** . ' ... . , -- ~--~-------------------~------------------------~------------------------ . Failure Surface Specified By 8 Coordinate Points Point X-Surf Y-Surf No. ( f t ) ( f t ) 1 166.00 126.00 2 188.94 127.68 3 211.26 133.22 4 232.33 142.45 5 251.53 155.11 6 268.31 170.85 7 282.18 189.19 8 285.19 195.00 Circle Center At X = 168.0 : Y = 260.1 and Radius. 134. 1 *** 1.219 *** Failure Surface Specified By 8 Coordinate Points Point X-Surf Y-Surf No. ( f t ) ( f t ) 1 166.03 126.02 2 189.02 126.41 3 211.39 131.77 4 232.06 141.85 5 250.06 156.17 6 264.53 174.05 7 274.79 194.63 8 274.88 195.00 Circle Center At X = 175.8 ; Y = 231.0 and Radius. 105.5 *** 1.226 *** -- ----------------------------------------------------------------------------- .. Failure Surface Specified By 8 Coordinate Points Point No. X-Surf ( f t ) Y-Surf ( f t ) 1 2 166.00 188.47 126.00 130.93 .- "--'--'."..---".- -..- .-...,,-.-..--.- 1\ "" 3 210.42 137.79 " . ~ 8 4 23~ 146.55 ~ . 5 252. 0 157.14 6 271.52 169.46 7 289.79 183.44 8 302.43 195.00 Circle Center At X = 121.6 ; Y = 383.3 and Radius. 261. 1 *** 1.238 *** Failure Surface Specified By 8 Coordinate Points Point X-Surf V-Surf No. ( f t ) ( f t ) 1 166.10 126.09 2 189.10 126.00 3 211.63 130.65 4 232.72 139.82 5 251.47 153.13 6 267.09 170.02 7 278.91 189.75 8 280.73 195.00 Circle Center At X = 178.2 ; Y = 235.7 and Radius. 110.3 *** 1.264 *** -- ----------------------------------------------------------------------------- Failure Surface Specified By 8 Coordinate Points Point X-Surf V-Surf No. ( f t ) ( f t ) 1 166.03 126.02 2 189.02 126.38 3 211.55 131.03 4 232.81 139.81 ,,5 252.06 152.40 6 268.62 168.36 7 281.90 187.13 8 285.49 195.00 Circle Center At X = 175.9 : Y = 246.9 and Radius. 121.3 *** 1.265 *** . ' " " ... . .. ... . 8 . Failure Surface Specified By 8 Coordinate Points Point X-Surf Y-Surf No. ( f t ) ( ft ) 1 '166.05 126.04 2 188.24 132.10 3 210.02 139.50 4 231.31 148.20 5 252.03 158.18 6 272.11 169.39 7 291.48 181.80 8 309.55 195.00 Circle Center At X = 77.4 ; Y = 494.3 and Radius. 378.8 *** 1.269 *** -- ----------------------------------------------------------------------------- Failure Surface Specified By 8 Coordinate Points Point X-Surf Y-Surf No. ( f t ) ( f t ) 1 166.05 126.04 2 189.05 126.13 3 211.60 130.67 4 232.83 139.51 5 251.94 152.31 6 268.21 168.57 7 281.01 187.68 8 284.06 195.00 Circle Center At X = 177.4 , Y = 242.1 and Radius. 116.6 *** 1.270 *** ,.. Failure Surface Specified By 9 Coordinate Points Point No. X-Surf ( f t ) Y-Surf (ft) 1 166.00 126.00 -'-..-.-..-...--..,- ----... "" ....'-'- ... . .. < " '" 2 " .. 187.94 132.89 . . 3 20~ 140.79 '~ 8 " '- 4 230. 6 149.68 5 251.54 159.53 6 271.85 170.34 7 291.63 182.06 8 310.86 194.69 9 311.28 195.00 Circle Center At' X = 27.5 ; Y = 605.1 and Radius. 498.7 *** 1.278 *** .. "...m..., - ." . -"'--_.__._--.~.-.--.,. --- ,.. 8 SOIL ¡:nGln¡:¡:=lInG COnst=tUCtIOßnc. I ;J ~ I " 8 November 4, 1996 TO: Mr. Lee McEachern California Coastal Commission ~~r=T\ nr;'" .. . I ~\ ¡ ,....:,: ~ ID . ~.:~~ \'/ll711 j l I~ .~~ ~ ".""""'~(',(1Ç, :'!\.;, V '; .::;:;u FROM: Mr. Bob Mahony Soil Engineering Construction, Inc. CALIFORt'-HA COASTAL COt,!¡MISSIOt.,¡ SAN DIEGO COAST [)ISTRICT RE: Geotechnical Update Letter / Request for Emergency Processing Repair of Exisûng Crack in Lower Bluff Downing Residence, 790 Neptune Avenue Encinitas. California Soil Engineering Construction (SEC) has prepared the following geotechnical update letter discussing our findings/observations made during the construction of the lower bluff seawall below the subject residence. Also included herein are our recommendations for the additional work necessary to mitigate the conditions observed at the site. . FENDENGS/OBSERVA110NS During the drilling and installation of the tiebacks for the seawall, it was observed that there is a vertical fracture in the lower bluff bedrock materials, approximately 15 feet from the existing face of bluff. It appears that this fracture exists near the applicant's southern property line, and extends towards the northern property line. The existence of the crack was discovered during the tieback drilling, now completed. Loss of air and materials used in the tieback drilling consistently indicated the crack's location. Prior movement of this kind was not previously known, and accordingly its effect was not included in the project design. A course of action dealing with this situation is listed below. CONCLUSIONS AND RECOMMENDA 110NS In order to provide increased stability to the soil/rock mass downhill of the crack, and to counteract against the large mass uphill from the crack moving into the crack with the attendant developed shear plane, and to prevent the buildup of significant hydrostatic pressures within the crack, we recommend the following course of action be followed immediately. 1. Install three (3) hydroaugers at equal distances above the recently completed seawall. The said hydro augers should be installed to a maximum horizontal depth of eighty (80) lineal feet each. The boreholes should be drilled at a slight angle, in the up hill direction, to provide gravity flow to the pipe outlet. We recommend that the hydroaugers 8 3220 South Standard Avenue. Santa Ana CA 92705 . (714) 751-9561 . Fax (714) 751-9565 Contractor's license No. A-268082 ~ þ. 8 SOIL 8 EnGlnE¡:=unG COnSi:=lUCi:IOn-. Mr. Lee McEachern , J ~ I . November 4, 1996 Page 2 " . ¡ r be irtstalled in approximately 3 inch diameter boreholes using 2 inch perforated PVC pipe as a conduit. The hydro augers should be deposited above the top of the existing seawall. The purpose of the hydroaugerS' is to provide a drainage conduit for the subsurface groundwater and to reduce the likelihood of increased groundwater pressures developing in the observed fracture/crack. 2. Install seven (7) rock anchors/shear pins. The rock anchors/shear pins should be installed in approximately 8 inch diameter boreholes to a maximum length/depth of 40 lineal feet each. We recommend that additional steel reinforcement be centered across the existing fracture zone and that all steel tendons/reinforcement be epoxy painted. We recommend that a neat cement grout be installed in the annulus of the borehole. The neat cement grout, when installed, will fill the fracture/crack and will reduce the potential for groundwater build up in the fracture. The purpose of the rock anchors/shear pins is to pin the fractured block into the more competent bedrock so as to prevent the likelihood of significant lateral movements in the lower bluff and above. . We have revised the drawings for the lower seawall (Downing Residence) to include the additional work presented above. Calculations supporting the integrity of the rock anchor/shear pins are being submitted under a separate cover. Thank you, in advance, for providing your immediate attention, review and comments to this report. . If you have any questions, require additional materials, or would like an on-site meeting, please call me at (415) 367-9595. Sincerely, SOIL ENGINEERING CONSTRUCTION, Inc. Robert Mahony, G.E., C.E.G. 8 3220 South Standard Avenue. Santa Ana CA 92705 . (714) 751-9561 . Fax (714) 751-9565 Contractor's license No. A-268082 '-VI IU Quor ~ LIcense No. A-268082 SOIL ENGINEERING CONSTRUCTION, INC COASTAL PEDflT NO. 6-96-1 13-G- DOWNING JOHNSON SEAWALL ..WORK SCHEDULE OCT 21- OCT 25 Time Height 1217 1.8 Start 0900 Stop 1600 Time Height 1314 1.0 Time Height 1402 0.3 Time Height .11447 -0.3 Start 1000 Stop 1800 Time Height 1530 -0.7 Start 1000 Stop 1900 Start - Stop 1700 Start 1100 Stop 1000 ASK TASK TASK TASK I TASK TEST TIEBACKs, SET UPPER POUR 60 L.F. TO EL + 17' @ SET FOR~IS. TIE STEEL '" SET FORMs, TIE STEEL & STRIP FORMS '" PREP \\ALL FORMS TO EL +17', TIE STEEL DOWNING. PREP FOOTINGS POUR 40 LF. TO EL. +11' (+/-) POUR TO EL. +17' @ JOH~SON. 4' DO"~I.'oIG ,'4 JOHNSO~ Í4! JOH:'IISON. STRIP FORMS STRIP FORMS Submitted tOIU/96 . , 8 ,"SOIL ENGINEERING CONSTRUCTIONr~. . , I ! : I I I I I I , , I ! I , , , : , , , 8 3220 South Standard Avenue Santa Ana. California 92705 (714)751-9651 tAX (714)751-9565 Contractor's License No. A-26S0S2 I I , i . I , , I , I , I , , i I , I I , i , , , I : " I ' I I i ' <.. : ' I i I : , I I ' ....; , I ¡, I I I : I ¡ ! ! I C¡h - / / D 10/ /8/C¡ (p ])0«-0/'.1 I N~ SEAWA bL... .Al¿p If CNAL ~OIL-S Yb \<:>~"L ' 8'roject: Dote: , , I , ' i I , , I , ' , : I i , I , I , , Ii! ! ' , I I I , I I I ! , , , , , , , i , I II 'i' dl.r¡",.. ~I.-.~ ... ! "0 ,I /i":;:)~ _-' ---- -- "'.....~... '/;."?-~ . IV""'N'" ',~'-T -----. ",.."no "'..~/.:' ..,' ,:'.(. - ',J ' --."¡ - - -- -, -. , tC:T, - ..' .... ,.r"""h'~"" ~ , i I : , ' I , I I I I : ' I , ,- , , , : : "" f'J II. 0 ~ ~ . . PAC\f\C OCEAN . . ~ 94.56' - -- / -1 --- -¡- I I ./ ,/ /-- APPfl...OXIMArE ./ / .L- - -.-- -....-.- ¿DCIITIO,,", or- // / \!EtL1f('/iL CKJIC'2/' - -- -.. /--- ~ ~ .// ." , ,,¡L- T - - - -- - -- // Y - \6'" r- '-10' '" \ '1 -- - -.- ..- - .-..- ..-- -- .-- - - -- ..- -- --- -- - -- - -- . PRopoSaJ Ph4G~\()!r~ ANc..'-\oR5 DOWNING RESIDENCE SECTION A-A 15' SOUTH of NORTH PROPERTY LINE SCALE 1" = 20' both H & V ~ . ~.; 90' 80' 8 70' 60' 50' 40' 30' 8 20' 10' 5' 8 SOIL EnGlnEE~lnG COnSi:~UCi:lonmc. I~ 8 OCT/7"-,) October 15, 1996 Mr. Hans Jensen Senior Civil Engineer City of Encinitas 505 S. Vulcan Avenue Encinitas, CA 92024 Re: Downing/Johnson Seawall 788- 790 Neptune Avenue Encinitas, CA 92024 Dear Mr. Jensen: Due to potential slide conditions encountered during construction, the pile concrete was poured to existing grade rather than held down to elevation +5' (+/-). Therefore, the #5 reinforcing steel will be doweled into the pile concrete. The dowels will be embedded six inches into the caissons, and spaced at twelve inches on center. Very truly yours, SOIL ENGINEERING CONSTRUCTION, INC. 3220 South Standard Avenue. Santa Ana CA 92705 . (714) 751-9561 . Fax (714) 751-9565 Contractor's License No. A-268082 8 SOIL ¡:nGln¡:¡:=lInG conS¡:~UC¡:IOnlnc. I J ç I " 8 I/f/,I) ,,11 L/~.-VJ' . ~ , October 15, 1996 Mr. Hans Jensen Senior Civil Engineer City of Encinitas 505 S. Vulcan Avenue Encinitas, CA 92024 Re: Downing/Johnson Seawall 788- 790 Neptune Avenue Encinitas, CA 92024 Dear Mr. Jensen: We have performed calculations to determine the largest size hole which may be drilled into the flanges of the caisson beams without lessening its structural integrity. Our calculations show that a hole 2" in diameter may be used. This is much larger than any of the holes cut in the field, so the structural integrity of the beam is intact. Very truly yours, SOIL ENGINEERING CONSTRUCTION, INC. 3220 South Standard Avenue. Santa Ana CA 92705 . (714) 751-9561 . Fax (714) 751-9565 Contractor's License No. A-268082 NG JOHNSON SEAWALL ORK SCHEDULE OCT 14- OCT 18 17 Time Height 2009 0.4 Start 1400 Stop 2300 18 iTime Height 2128 0.4 I Start 1500 Stop 2JOO Start 1200 Stop 1930 8 e Height 0.2 !K TASK TASK FORMS & POUR 50 LF. SET FORMS & POUR 50 LF. SET FORMS & POUR EL +12' TING TO EL +11' (+/-) FROM EL +11' TO +17' FROM EL +11' TO +17' P FORMS STRJP FORMS STRIP FORMS 8 ATTN:T SOIL ENGINEERING CONSTRUCTION, INC COASTAL PERMIT NO. 6-96-113-G- DOWNING JOHNSON SEA\V ALL WORK SCHEDULE OCT 7- OCT 1 t Time Height 1322 2.0 Time Height ¡Time Height ¡Time Height 'Time Height 1357 1.5 1429 1.1 1501 0.7 1532 0.4 Start 0700 I Start 11100 Start 1200 Start 1200 Stop 1530 Stop 1800 Stop 1930 Stop 19311 8 TASK JTASK PREP STEEL & FORMS [N Y AR SET PILES & POUR Start I zoo Stop 1930 TASK TASK 'TASK DR[Ll & INSTALL TB's DRILL & INSTALL TH's SET FORMS & POUR EL +12' EXCAVATE FOOTING EXCAVATE FOOTING & INSTALL STEEL 8 OCT 04 1996 ¡-: v ¡ C I:: ,:~ Submitted 10103/96 ATTN: TODD BAUMBACH SOIL EN6'INEERING CONSTRUCT1ON, lNC COASTAL PERMIT NO. 6-96-lJ3-G- DOWNING JOHNSON SEAWALL WORK SCHEDULE SEPT 27- OCT 4 29 130 OCTl 2 3 28 I Start 120111 18, Stop 19311 TASK TEST DRILL PILES 4 15 Start 1300 Start 1400 Start 1500 Stop 2100 Stop 2200 Stop 220«1 TASK TASK TASK TEST DRILL PJLES SET & POUR PILES SET" POUR PILES 8 Submitted 9/27/96 8 SOIL iCnGlniCE=llnG COnSi:=lUCi:IOnlnc. I J ~ I 'V' 8 September 27, 1996 Department of Engineering City of Encinitas 505 South Vulcan Avenue Encinitas, California RE: Concœte Mix Design Submittal Attention: Mr. Greg Shields Attached, please find two concrete mix designs submitted for your approval. The concrete nIÌx design identification numbers are 375 P AE (Superior Ready Mix Concrete) and 4033103 (Pre- Mixed Concrete Company). Both mix designs meet and/or exceed the minimum concrete design specifications for this project. Please indicate your approval in writing to Soil Engineering Construction, Inc., via facsimile to (619) 621-6218. Very truly yours.~ 4< ð~,J N,J€J ftrL Roger M. Zimmerman, P.E. c: Mr. Todd Baumbach, Engineering Inspection 3220 South Standard Avenue. Santa Ana CA 92705 . (714) 751-9561 . Fax (714) 751-9565 Contractor's License No. A-268082 8 8 ~ PRE-MIXED CONCRETE COMPANY ... M.G. '~NTO" COM.",... MIX ID : 4033103 [ CONCRETE MIX DESIGN 4000 PSI CONTRACTOR: SOIL ENGINEERING CONSTRUC7rON PROJECT: GOllO-SAWTELLE SEAWALL; LEUCADIA SOURCE O~ CONCRETE: ALL BATCH PLANTS CONSTRUCTION TYPE: 3000 PSI @ 28 DAYS PLACEMENT: PUMP OR PLACE WEIGHTS PER CUBIC YARD 03/01/96 ASTM C 150 / TYPE II CEMENT, LB WASHED CONCRETE SAND - 53~. LB CARROLL CANYON 1" x ~4 - 57~. LB WATER, LB (GAL-US) TOTAL AIR, ~ 705 1260 1633 317 ( 38 . 0 ) 3.0 +/- 1.0 (SATURATED, SURFACE-DRY) YIELD. CU FT 3.59 7.53 9.99 5.08 0.81 MASTER BUILDERS POZZOLITH 322-N, OZ MASTER BUILDERS MBAE-90, OZ-US WATER/CEMENT RATIO, LBS/LB SLUMP. IN CONCRETE UNIT WEIGHT, PCF TOTAL 28.20 3.5 0.45 4.00 145.0 ------- ------- 27.00 77~O TRADE STREIT, SUITE 300, rOST OFFlCE 50X &I, SAN OIEGO, CALIFORNIA n112. (619) 566-2000, FAX (619) 549-3589 8 8 SUPERioR READY MIX CONCRETE, L.P. 1508 MISSION ROAD ESCONDIDO, CA 92029 619-745-0556 375PAE [ 4500 PSI CONTRACTOR: PROJECT: SOURCE OF CONCRETE: CONSTRUCTION TYPE: PLACEMENT: CONCRETE MIX DESIGN SOIL ENGINEERING CONSTRUCTION LOWER BLUFF SEA WALLS SUPERIOR READY ~IX CONCRETE L.P. VARIOUS 4" PUMP/PLACE WEIGHTS PER CUBIC YARD {SATURATED, MITSUBISHI TYPE II CEMENT (LUCERNE SUPERIOR BLEND CONC. SAND, LB MIRAMAR 1" ROCK, LB MIRAMAR 3/8" ROCK, LB WATER, LB (GAL-US) AIR ENTRAINMENT, % 705 1307 1273 318 306 ( 36.7) 3.0 +/- 1.0 SURFACE-DRY) YIELD, CU FT 3.59 7.96 7.79 1. 95 4.90 0.81 VAL.), LB MASTER BUILDERS POll 322N, OZ-US MASTER BUILDERS MICRO AIR, OZ-US TOTAL 28.2 3.5 WATER/CEMENT RATIO, LBS/LB SLUMP, IN CONCRETE UNIT WEIGHT, PCF ATER - CITY EMENT - LUCERNE VALLEY OCK \f I RA~'AR A~D - SUPERIOR BLEND SAND 0.43 4.00 144.8 I" ROCK SP.GR. @ 2.62, 44 PERCENT 3/8" ROCK SP.GR. @ 2.62, 11 PERCENT W.C.S. SP.GR. @ 2.63, 45 PERCENT REPARED ~ARK E. KUSKI. SUPERIOR READY MIX (Q.C.) ------- ------- 27.00 8 SOIL ¡:nGln¡:¡:=lInG con Si:=lUCi:1 onlllC. löJ 8 September 27, 1996 Department of Engineering City of Encinitas 505 South Vulcan Avenue Encinitas, California RE: Rock Ancho.o Gnmt Specifications Attention: Mr. Greg Shields The following rock anchor grout specification is provided for your approval. The minimum compressive strength of the proposed rock anchor grout is 3000 pounds per square inch, and the water/cement ratio is 0.45. MA TERIA L UNITS WEIGHT (lhs.) Sp. Gr. Ahs. Vol. Cement 1 Sack 94 3.15 1 Water 5 Gal. 41.7 1 .68 Total - 136.7 - 1.6R Please indicate your approval in writing to Soil Engineering Construction, Inc., or by faxing it to (714) 751-9565. \}ö d-,J ,J~vw ~ Roger M. Zimmerman, P.E. c: Mr. Todd Baumbach, Engineering Inspection 3220 South Standard Avenue. Santa Ana CA 92705 . (714) 751-9561 . Fax (714) 751-9565 Contractor's License No. A-268082 8 SOIL ï:nGlnï:ï:~lnG cOnSt~UCtIOn,nc. I J r; I " 8 September 25, 1996 Mr. Bob Nelson- Director of Public Works City of Encmìtas 505 S. Vulcan Avenue Encinìtas, Cahfomia Ph. (619) 633-2841 Fax (619) 633-2818 Over Night Parking of ConstlUcûon Equipment San Dieguito Sanitation Department Property 42 Encinitas Boulevard EncÎlútas. Califonúa Dear Mr. Nelson: We are writìng to request permission to park constructìon equipment (backhoe (1), loader (1), flatbed traìlers (2), support truck (1» overnight at the subject property. No construction related work wì11 be performed at this property and our use of ìt will be for overnight parking only. Loading and Wlloading of materials and construction equipment will be performed during the day time at our client's property. Permission is requested for the limìted use of the property from September 26, 1996 through November 1, 1996. A copy of our certifìcate of insurance naming the City of Encinitas additìonally insured at the subject property location will be sent to your attention under a separate cover upon tour approval. Thank you for your assistance and if you should have any questions, please call the Wldersigned at (619) 621-6216. ~i CereIY~,~ ohn Niven Contractor's License Number: 268082 c: Mr. .Todd Baumbach, Department of Engineering Inspection 3220 South Standard Avenue. Santa Ana CA 92705 . (714) 751-9561 . Fax (714) 751-9565 Contractor's License No. A-268082 - \ .. 8 SOIL ¡nGln¡¡=llnG cOnSt=lUCtlOnlnc. I J ~ " 8 September 25, 1996 TO: Director of Community Services Department, City of Encinitas FROM: Roger M. Zimmerman Soil Engineering Construction, Inc. SUBJECT: Contractor Responsibility This correspondence is provided to acknowledge that Soil Engineering Construction, Inc., (SEC), will be liable for any costs to correct damages to the beach or adjacent areas resulting from emergency permit work undertaken by SEC for Coastal Emergency Permit No. 6-96-113-6, Johnson and Downing seawall 788 and 790 Neptune Avenue. In addition, SEC recognizes that construction debris washing onto the beaches (during the period of time that SEC is constructing this project) within one mile north or south of the work site shall be the responsibility of SEC and shall be removed at no expense to the City of Encinitas. Construction debris is derIDed as any lumber, piling, crates, boxes, containers and other objects which could be used for construction identical to that being used on the project site. Debris also includes any pre-existing items excavated at the site such as reinforcing steel, concrete and bricks. ~ l' /J,~'- /?b , Date 3220 South Standard Avenue. Santa Ana CA 92705 . (714) 751-9561 . Fax (714) 751-9565 Contractor's License No. A-268082 " ~ .. CALIFORN;A ALL-PURPOSE.KNOWLEDGMENT 8 No. 5907 Z.2::i:-::;:V . ;ìJ ,') ,) ~ State of County of On (!/) L/ I-Ó YZ AJ / 10 0 /2Þ1~ ~ q -;2S- c¡ h before me.. ~r<AH C ,2, IM-~~}J /J1r,Aýèt I"~c- DATE NAME. TITLE OF OFFICER - E.G., 'JANE DOE, NOTtRY PUBLIC" personally appeared ~O(jt¡'¿ (/v\. L.r~,J- NAME(S) OF SIGNER(S) ~personally known to me - OR - 0 proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and ac- knowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. ~ ~ ~ ~ :: ~ ::.:: ~ ~I I. DBCß1ttc....we ., COIM."- I I NaIaIr NIle - Q8ll11a .. J iœæCCMIY I .... ~ .... - ~~ &piI8-~~~ - OPTIONAL Though the data below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent reattachment of this form. CAPACITY CLAIMED BY SIGNER 0 INDIVIDUAL 0 CORPORATE OFFICER DESCRIPTION OF ATTACHED DOCUMENT Qo A.)ïte IOCTo fL ~ES )Od AJ$I IS I u(ý TITLE OR TYPE OF DOCUMENT TITlE(S) 0 PARTNER(S) 0 LIMITED 0 GENERAL / 0 ATTORNEY-IN-FACT 0 TRUSTEE(S) 0 GUARD~CONSERVATOR ::;8--oTHER: S; ò. ~4r. AI££IJ ~ . NUMBER OF PAGES c¡-~ Ç- c¡ b DATE OF DOCUMENT SIGNER IS REPRESENTING: NAME OF PERSON(S) OR ENTTTY(IES) Sð/LeJq'1J:!E€IÙ~ C4AJS'"~~ 1Al<.- NODE SIGNER(S) OTHER THAN NAMED ABOVE 01993 NATIONAL NOTARY ASSOCIATION. 8236 Remmet Ave., P.O. Box 7184 'CtI~ ~~. CA 91309-7184 - JOHNSON & DOWNING LOWER ßLLJ}'}' SEAWALL CONS1RU mON EOUIPMENT 1. 40 TON ALL TERRAIN CRAN E 2. RUBBER TIRE BACKHOE 3. GRADALL EXCA VA TOR 4. AIR COMPRESSORS 5. FLATBED & TRAILERS 6. GENERATORS 7. PORTABLE UGHfS 8. PICK-UP 1RU CKS 9. CONCRETE CONVEYORS 10. DRILL RIG 11. GROUT PlANTS 12. DRILL RIG POWER PAC 13. RUBBER TIRE WADER SOIL ¡ßGln¡I~IßG C OßSAUCtlOI1-. löJ . ENGINEERING CALCULATIONS of the UPPER BLUFF PROTECTION SYSTEM for DOWNING and JOHNSON RESIDENCE 788 & 790 NEPTUNE AVENUE ENCINIT AS, CALIFORNIA bv SOIL ENGINEERING CONSTRUCTION, INC. 3220 SOUTH STANDARD AVENUE SANTA ANA, CALIFORNIA 92705 (714) 751-9561 LISA M. BARBIERI EIT JOHN W. NIVEN EIT ROGER M. ZIMMERMAN P.E. 8 Page 1 of 6 ~ IL 0 (\I ~ 8 DOWNING/JOHNSON SEAWALL Enter Size SYSTEM TYPE: TWO TIEBACKS (12,14, 16) & NUMBER OF TBS= 2 EA Compo Picks * * * * * * Req.Sx DEFLX * Req. Sx DEFLX Req. Sx DEFLX1v1ax. Req. Max. Sx Weight & Prop. SB H Pa TRAP Pa SB pt a for cant CANT b for beam BEAM c for beam BEAM Sx Deflect. Ixx sel'd * bf d # ft fac kllf c/c k ft cuin in ft cu in in ft cuin in cu.in. in. in4 cu in BEAM SIZE in in .-----------.-------- ---------.------. ------- '--' ---- ------- '---' ----- ----- '------' -------- --- ------- ---- ------ ------- ---- ALL 13.0 65 1 10.99 10 109.90 3.0 15.22 0.04 5.0 8.45 0.03 5.0 8.45 0.03 15.22 0.04 118 23.2 W 10 X 22 5.75 10.17 8 .j) t1. ø tf) P-~ 8 TOE diag LOAD in k -------- ------- 5.75 21.13 * * * SOIL FRICTION VALUE: 2880 PSF TIEBACK DIAMETER 6 IN d TEST TEST DOWN RESIST d JSEC LOAD LOAD LOAD "L" "NLZ" LOAD LOAD LOAD "L" "NLZ" LOAD LOAD ft ft horiz diag K horiz diag Kkk -------- ------- ------ ---------.------. ------- -, 8 SHAFT Pp U B C dia N ft 600 2.0 2.0 ------- --------- ------ --- ------- --------.------------- -------- --- 4.2 5 46 50 75 6 42 11 46 69 3 32.0 36.1 10 eUSERIIS GUIDE FOR DOUBLE TWACK PILE A:AS: {Page HA3} [W4] ^ALL A:BS: {HA3} (F1) [W5] 13 A:CS: {HA3} [W3] 65 A:DS: {HA3} [W5] 1 A:ES: {HA3} (F2) [W5] @ROUND«+DS*C8*BS*BS)j1000,2) A:FS: {HA3} [W4] 10 A:GS: {HA3} (F2) [W6] A:HS: {HA3} (F1) [W4] A:I8: {HA3} (F2) [W7] A:JS: {HA3} (F2) [W6] " A:KS: {HA3} (F1) [W4] A: LS : {HA3} ( F 2) [W7 ] A:MS: {HA3} (F2) [W6] A:NS: {HA3} (F1) [W4] :OS: {HA3} (F2) [W7] {HA3} (F2) [W6] {HA3} (F2) [W7] {HA3} (F2) [W6] :SS: {HA3} [W4] 11S {HA3} [W5] 23.2 {HA3} [W3] ^W {HA3} [W3] 10 {HA3} [W2] ^X {HA3} [W3] 22 {HA3} [W5] 5. 75 {HA3} [W6] 10.17 :AA8: {Page HA3} (F2) [W6] @SQRT( (Y8*Y8)+(Z8*Z8)) {HA3} (F2) [W7] (G8jB8)*(0.5*N8) {HA3} [W5] 600 {HA3} (F1) [W5] 2 {HA3} (F1) [W6] 2 {HA3} (F1) [W5] @SQRT(AB8j(AE8*AD8*(AC8j1000)*0.5)) {HA3} (FO) [W4] @ROUND(+AF8+0.5,0) :AH8: {HA3} [W6] @ROUND«H8+(0.5*K8))*(G8jB8),0) {HA3} [W6] @ROUND(+AH8jO.92,0) {HA3} (FO) [W5] +AI8*1.5 {HA3} [W5] @ROUND(AI8j«$AK$2j1000)*(AK$3j12)*@PI),0) {HA3} (FO) [W5] «K8*($K$3-1))+N8)*O.6 {HA3} [W6] @ROUND«(0.5*K8)+(O.5*N8))*(G8jB8),0) {HA3} [W6] @ROUND(+AM8jO.92,0) {HA3} (FO) [W5] +ANS*1.5 {HA3} [W4] @ROUND(AN8j«$AK$2j1000)*(AK$3j12)*@PI),0) {HA3} (FO) [W5] +N8*0.6 {HA3} (F1) [W6] (+AH8+AM8)*0.36397 {HA3} (F1) [W7] (+AG8*AE8*3.14126*O.5)+(B8*3.14126*0.5*AE8*O.5) :AB8: :AC8: :AD8: :AE8: :AF8: :AG8: :AI8: :AJ8: :AK8: :AL8: :AM8: :AN8 : :A08: :AP8: :AQ8: : AR8 : :AS8: ~~1 4o~ ~ +ES*FS 3 @ROUND«G8jBS)*H8*(O.5*H8)*0.4,2) «+G8j(BS*12))*H8*H8*H8*HS*12*12*12*12)j(S*29000*S8) 5 @ROUND««GSjB8)*K8*KS)j10)*0.4,2) «+GSj(B8*12))*5*K8*K8*K8*K8*12*12*12*12)j(384*29000*SS) +B8-(HS+(K8*($K$3-1))) @ROUND««GSjBS)*N8*NS)j10)*0.4,2) «+GSj(BS*12))*5*N8*N8*NS*N8*12*12*12*12)j(384*29000*SS) @IF(I8>L8#AND#I8>08,I8,@IF(L8>OS#AND#LS>I8,L8,OS)) @IF(JS>M8#AND#J8>P8,J8,@IF(MS>P8#AND#MS>J8,M8,PS)) I SOIL ENGINEERING CONSTRUCTION'nc. j l I V 8 .roject: q to"" / / 0 . Date: B /¡ 5/f6 itS þ... is ~ I u-¡ I Q/Y{ .:z:.. .J:.bU:>N N (;. / J 0 H NS c~ *' SEAwALL CA-LC~,r 1'~ S"bt: Cø . .3220 South Standard Avenue Santa Ana, California 92705 (714)751-9651 FAX (714)751-9565 Contractor's License No A-268082 ! I I I 'I ,I I I ' I , 'I ! I I 'I I I I I' I I I I ' , " I! H ! )-1 I I I! I~,~Æ. J" fA-F "V -£è I JIll. tir,. ii' I , 'J'" 1,'11L-.£:.I',1 , I' i "',,"! ¡II: I "'IIIIII'IIY" II ~_I!/: '\11 '!; II . I ,~/~" I"l I I '11\-' ' 1,-r-,1f-.' III c;/, I ,;¡....:r,i III '-~': ;-¡-+,:: I I I i'I'\)\"I _l '2!: :,-,:::~Y, :,,' I---"-r-+-~' 11111112' , "" I '!' ii' i, I I I I , I : I Ii" I I ,:': ': ...1-: " I , I ,~I,', " I , ' : '- I I I I L I!:JlcIi', : I "" I ' , " , i' I i ' ~~+ ::I=-~T1.~ I,!' II ",;...."Þ'IW II::, 'I ~.---, "D" li,1 II' -,, ,I'll, -'-" , f---fi-+f--"--;--~ð-~-1:1-H-~ ! 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Lr--rJ l.'-'--~TL- LLLi...i +Jr-Ll-i+ +- +--!...) -LH-i'+!-+--;-iliT,-h .f---1 ì I~n ': tt;: ,r-:--:-: I !' ~ :!: i : , I : ¡ I , I I I I ¡ ¡ I I I I I I I I I I I : I I I I I I I I I I I I I' : ' I' I I I I I ,I " I Ii' ',I I I I I I --nO- ---'--O--On__--_- --,.-._- SOIL ENGINEERING CONSTRUCTIONlnco 8 8roject: Date: ~ ~p: C. Jb"~ ~ /'bow .... 'Ñ tit ~/ z.. I 9 G:> ~=è 3220 South Standard Avenue Santa Ana. California 92705 (714)751-9651 FAX (714)751-9565 Contractor's License No. A-268082 J o~ I 1 I i I I , I I I I I , I I -1 I ! , ! I I , !~¡ - ' ' ! 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I J I, I " 8 March 4, 1996 Department of Engineering City of Encinitas 505 South Vulcan Avenue Encinitas, California RE: Emel'gency Coastal Pennit No. 6-96-113-G - Johnson & Dowlùng Seawall Constl1lcûon Matelial Submittal Attention: Mr. Todd Baumbach As per your request we have obtained (attached) the manufacturer's specification data for the following construction materials: 1. Rebar Flange Coupler 2. P.Vc. Waterstop 3. Geocomposite Drain Please review the attached manufacturer's specification data and if you should have any questions or require additional information, please contact the undersigned at your convenience. Very truly yours, -:zr ,<L John W. Niven, E.l.T. No. 56982 Soil Engineering Construction c: Mr. Greg Shields, Engineering Department 3220 South Standard Avenue. Santa Ana CA 92705 . (714) 751-9561 . Fax (714) 751-9565 Contractor's License No. A-268082 ---' FEB-28-96 WED 10:44 JOSEF ALTER ',' 8 REBAR 619 578 9321 P.04 8 FLANGE COUPLER C2D REBAR FLANGE COUPLER Eliminate ProjectIng Rebar Problems. W1l1\ams~ has designed a sale. economical way of extending rebar without destroYing tne form face By using WIUlams~ Re- bar flange coupler I you can connect the rebar directly to the form thus eliminating hazardous con- ditions caused by extended recar. Our high strength. one piece tlanq6 coupling meets the ACI code requIrement 3'8 section 12.14,3.4 for mechanical connections. ,+,~,,:,,;,4~i;' ."1'/\~*!:": ~.~'.. ,!'ix, '¡7f"'i,.,.;f~.~t" '.. ',> "P 'l:;'~:'i'i:~~t:l~':'~' ", , ".:",;~¡",t~~.:.:"¡."" . , 'ii~:t:t.~ l~~i~j ~1~¡~;E..' . ':,),".f,,\;;~~lr~~'I{'1~~"~ , "'.'~'1' ,'" ,""'to""" .~v~' '\l;;r~1:<}~~¿J; "".., o\.;~"\~:i;¡-"'" .,'~\ ?~'II .",\.~.,.,;" ~~~",~ FORM ENGINEERING CORP. "'-....-- L ~ -. "'6~ oJ"" 7"",,£ .-.",;:) pBAR CONNE~1PRS .- ~:?~:r',' ""if:~~~:\ .,. Eliminate Projecting Rebar Problems j'", -~"t'\~{:2<' , Williams has designed a sate, economical way ot extending rebar without fJ'="'\"l:v.: destroying the farm face. By using Williams R~bar. Flange Coupler, yo~ can II . ,i., connect the rebar dtrectly to the form thus eliminating hazardous condItions r:. . ~..: . 0 caused by extended rebar.. . '.~ ;t',:;:., .. ~ ?U' high. strength, one piece Ilenge coupl, ng meets (he ACI code ,equ"ement iii', .'8 Socl'on 12.14.3.4 for mechan'ca' connections. ,. .' , ;' !,' ,.' "-....... ,', 1. '\~ ::~~. :1""'-- Fact: Coupler sons to Form Face Benefits: Fact: Three Piece Splice Benefits: . To eliminate personal injury. . To eliminate large holes in form face for rebar to pass through- . To eliminate complicated bulkhead forms. . To eliminate stripping form over extended rebar. . Enables coupler to attach to form individually or Coupleó to rebar. . Enables coupler to be removed from damaged re- bar and re.used. . Enables coupler and rebar to be easily stored. . Enables coupler to be installeó with other types of embeds. 11~ i ~)tJMe!hOd B- ; :---.~ Flange Coupler is Dolled to form ~~, . Mel~od A- Method B- Rebar is threaded on tor next pour TPr'"T F = Flange E Sile .l -L ¡-~ r<-C"'- FLANGE COUPl~R SIZE AND. srllENGTHS' Max: WkV. Min. Ult. FI¡l1gt Fllnge Flango' . Load'to. 3trengtll Flange Coupler Thread Coup/or Coupler Elastic of C'oupler Size No. SIlt 0.0,. (E) 19th. (C) limit (Ibl.) (Ibs.) (F) ~-- 4 J/2"'13NC 3/4" 1-112" 22,000 26,000 5 5/8".11NC '" 1-7/8" 33,000 39,000 ~" x 2" 6 3/4"'10NC T-l/S" 2-1/8" 39,000 46.000 7 7I8"'9NC 1-1/4" 2-1/2" 4S.QOO 58,OQ'O~ 8 1".8NC 1.1/2" 3n . 69,000. .. St.OOO. 9 T.1I8".7NC l-5/8" 3.1œ' 78.000' . 91,Oòb' 3" x 3" 10 H/4"-7NC 1-7/8" 3-3/4" 107.000 125,000 11 1.3/8" -8UN 2.1/8" 4" 138.000 161.000 ,-- -- 14 1.J/4".5NC 2-5/8" 5" 210.000 245.000 4" x 4" ¡:'¡nge Çouple, 1$ manufactured from :steel speclficallon ASTM A-10B r'RL.O:O-t-C¡Z 1:'i:TJ.,. ~.., L 0 as required B (IS required --J R.l."::B-C¡2 I ..,,~.-h . ,~ .'-~<-' i U ' ~ ¡ A r J , I t:!_t -r As Neeoed ~-~ I . Rebar Length ~ I fø Classiflcallon -_..~ . ~o -,v ,oRiBAFfCONNECTW'S. ~W '- TENSION DeVELOPMENT COMPo COMP, MIN, 8AR GRADE . 00 .0. DEV, DEV, COMPo SIZE 60 '<1 1,3 td 1.7t<1 (3000) (5000) SPUCE 4 ~-~L 12 16 I 20 11 12 5000 p.S.I 12 16 20 9 5 3000 p.S.1. 15 20 26 14 5000 p. s.i 15 20 11 13 26 6 3000 ps.i 19 25 33 16 15 5000 p.s.\. 18 23 31 14 1 3000 p.s,i. 26 34 4:i 19 18 5000 D.S.;, 21 21 36 16 - 3000 p.s.i. 3:i 22 8 45 59 20 5000 P.s.1. 27 35 45 ¡ 18 9 3000 p.S.i. 44 57 74 25 23 .: 5000 D.S-i. 34 44 58 20 10 3000 ps.1. 56 72 94 28 23 25 5000 p.S.1. 43 56 73 11 3000 p,s.!. 68 89 116 31 28 5000 psi. 53 69 90 25 . f" " nevelOp nOM length an(1 CI¡¡SS A splice lel1gltl .. 1 J f" -- CI.15S A sPlice It'.ngll'l . -. I 7 i, ~. CI~s~ C splice len91h . "'-' -- . ..- . r". ------------ ~~:~.~- - : ~ ~~--- - ',' I-' 11! ! . I"".:'~' ""'Þ':"0 ":'." , , ' .. . " '.", . ':., . . ',' ~. . 0 ' .. .. STANDARD REINFORCING (NON.THREADED) ASTM A-615 GRADE eo "1.25 X FV ACt CAPACITY MIN. QAR YIELD FY EQU/REMEN ULtIMATE YIELD SIZE (LBS.) (L8$,) ILS$.) (lBS.) 4 12,000 15,000 18.000 13,000 5 18,600 23.250 27,900 18,600 6 26,400 33,000 39,600 28,000 7 36,000 45.000 54,000 38 , 000 8 47,400 59,250 71,100 49,000 9 60, 000 75,000 90 ,000 65,000 10 76,200 95,250 114,300 BO , 000 11 93,600 117,000 140,400 100,000 '-' 14 135,000 168.750 202,500 114,000 .. p.et> REQUIRED DEVELOPMENT AND lAP LENGTH FORMULAS USED IN TENSION DEVELOPMENT CHART AT LEFT. Basic development length (f,) In tension shall be: (a) I#l1barandsmaller , ....0.04A.','!¡; but not less than , 00OO4do', Ib) 1#14bar.........................O.O85',/~ (c) #18baf.,....... ""'......., 0.11f,/~ (d) or,...",.".............notlessthan12inChes Baslç development length (/J) In compreuion shall be;. " ..,.....0.02 do', 1Jr¡ butnotlessthan.................. 0OO03d.', ornotlc~~than......,.......,... ,....8inChes ASTM STANDARD AI!INFORCINO BAAS Wll9flt ..,"""', Dlm,nslans-RouM 8ectfOt11 8., lb" hr lbl. Per 01,l1l8I8" CIon ¡.lIen HIIOII fnd I., SIn Incll ,... Intll.. Area-Sq. Inl. Ol"""f", 1 3 .031 376 .315 .11 ð' 'I ,056 .888 .500 .20 8" 15 .087 1.043 625 .31 10" III .125 1502 ,750 .11 l' 0" 11 .170 Z.O" 815 .110 l' Z" , 8 .2Z3 2.1170 1.000 .19 l' 4" 19 .283 3.400 t.I~8 1.00 l' 7" 110 3S9 1.303 1.210 1.27 1'10" III ."3 5.313 1.410 1.5& Z' 0" 114 .038 7,& 1.&93 2.25 2' 7" tl8 1,133 13,60 Z.251 4.00 3' S" Available in all sizes and diameters. FLANGE COUPLER SPLICE STRENGTHS ~4J (THREADED) ASTM A.S1! GRADE 60 REBAR MIN. FLANGE TENSILE ROLLED ULTIMATE COUPLER STRESS THREAD (1.8S.) OD "LENGTH AREA fiN.') SIZE 17 , 000 3/4" x 1-112" ,142 1/2" - 13 NC 24,500 1" x 1.718" .226 518" . 11 NC 39,600 1.118" x 2.1/8" ,334 314" . 10 NC 54,000 1.1/4" ( 2.112" .462 718". 9 N 71,100 1-1/2" x 3" .606 1" - 8 NC 90, 000 1-518" x 3-112" -763 1.1f8". 7 NC 114,300 1.7/8" x 3.314" .969 1.1/4" - 7 NC 138,600 2-118" x 4" 1.230 1.318" - 8 UN 190,000 2.518" x 5" 1.900 1-314" - 5 NC To achieve above 18nslle values wnen threaded. ASTM A615 Grad8 60 Rebar mu$1 meel tensile strength requirement3 ot Williams slanOards. . -TenSIon or COmpr8$$IOn strength requirement tor rnech~nìcaJ connections as per ACI J18. 12.14.3 4, .- . "" r STANDARD HOQI<S IN TENSION ,-. 'v = 60 k31 'v. 40 ksi Bar ,Top 'Other All size bars bars ,c bars " " #3 to 115 540 540 >~60' #6 450 540 360 117 to #9 360 54Q' . 360 '. H10 360 48<? " ,"360:, ',' H11 3eO 420. ,':" 360:';.'" N14 '330 .. ,~3P, .. ,"3:¥J" 1118 ,220 ' :220: ,220; StQndard hooks :ihall be considered to develop a tenSile stress In bar reinforcement f ¡., ~ ::ff; where ~ is not greater than values in the Tension Table All ~abulated data in this brOchure reflects ACI stanaards but does not Cover all situatIons for reinforced concrete design. C('In. suit AC chapler 12 for specifIc reQuirements. ENGINEERING CORP. 'values oJ ! may 08 ItICreased 30 percenr wllere ençlosure IS provtoeo DerpCnOlcular fO plaoe of "OOK. EnclOsure may ConSIst of e~lernal COl1crele or ,nlerMaI closeo ties splrilS or stirrups ',- ~~ FORM MAIN CHICf & INTERNATIONAL DIVISION. CRANO ~APIDS. M'49S10. ",0. IIOX 1389. (III) 452-3107. '0JI1618) 45HO89 AlUN, T)( 75002 "USTHl (ATLANTA), (¡A :WOOl 8EllEVUE. WA 88005 809 Wilden Ct, 112.. TZT-ðJ18 JOes Emary ClrClt, SOW. J 140', 730.Q805 13.., Northup Way f (2OGI rc"'125, 7'8'827 f.~ 12"'121~945 ,.. 'cO,) 1JO.o80~ '.. (206. 741-0517 BLUE IIEll. PA ,uaz POATI."ND. OR .721 I ".0, Bo. 32c A f (215; 5ð4WO, 751 N,E. ~omOlrd SI, f (503) 285'4548. 285"'40 ,.. 12151 Sa'.¡H37 f.. (5031 28HaS8 ~~ PORM HARDWARE: & RaCK; BOL'T (CANADA) L"'Q. TlllSONIIUAQ. ONr"'IIO. CANADA "'sa 4HI . ".0. Bo. '27 . (5") "1-0"1 . ta'a. Qt;""51 . 181 (5'" 11".01128 '*IP" ~ COprA/OMr 'OQOWlllIAMS FOAM ~NOINEERINQ CORPOAATION.GRANORA..IOS. J.tU'.Hln6... 1 ~ . <"'"""> ~ ~ ö¿ 0 ~ ~ ~ V U ~ ~ I- '" t,:.¡Q. ~9 v~ z~ C ~ \.,;~ M ,. """"vv,"-' """'YO" 2. MANUFACTURER GREENSTREAK'" 3400 Tree Court Industrial Blvd. St. Louis. MO 63122 Phone: (800) 325-9504 (314) 225-9400 FAX: (314) 225-9854 3. PRODUCT DESCRIPTION " n.._SI'(.C.OAT.A.~""_- ~ ---~-~ "'01, ." !96<I,1_.1- ,""--""- .... .. ","c""""",-_.'",..__AJo.. -... VA ZlJI' ~~n~:llf~~~d~~i~~t ~~a~~~g~~~~: ~PEr. n roof slabs and parking garages. 8~ V ...., WATERSTOP SELECT/ON CUIDE- '. .......... LINES . ThiS Søec-oata sheet conbln$ ......... Composition and Materials: ~ ~= presc:it)e(S by :::...J GREE~STREAK offer:; a range of Institute. The rn~: ::-1 materials to cover your waterstop responsible for technical ac. :Þj needs. ~. @ . CREENSTREAK P.V.c. WATER- STOP - Specification Grade (~0"F/-40"q - Arctic Grade (-S8"F/-SO"C) - Ohio EPA Grade . CREENSTRfAK TPf-R THERMO- PLASTIC ELASTOMERIC RUBBER WATERSTOP - Special chemical-resistant grade watersto~ that ~esists ~ wide range of chemICals IncludIng gasoline and oil . CRffNSTREAK POL YffHYLfNE WATfRSTOP - Special chemical-resistant grade . CREENSTREAK STAINLESS STEEL WATERSTOP - Special chemical-resistant grade . CKEENSTKEAK P.v.c. WATER- STOP is Aval7able in Three Ctades: - Specification Grade (-4()'F/-4Q'q p.vc. Waterstop is spedally formu- lated and compounded to meet the Corps of Engineers specifications and others listed in N Applicable Standards. M This is the most utilized grade for standard construction pro- jects. P.V.c. Specification Grade the industry standard is maintained in stock. GREENSTREAK manufactures P.Vc. Specification Grade waterstop from virgin materials, specially co,!,pounded to be tough, flexible, resilient, weather-resistant, unaffect- ed by low temperatures or constant immersion in water and resistant to many chemicals. GREENSTREAK P.Vc. Specification Grade Waterstop is unaffected by concrete systems and can withstand rough treatment during installation. The product is easy (0 install and splice and can accommodate joint movements while preventing water movement through the joint. - Arctic Grade (-58"F/-50.C) P.v.c. Waterstop is specially formulated to retain its physical properties and performance in excessively cold environments. - Ohio EPA Grade p.vc. Waterstop is specially formulated to perform in " ;:; contact with potable water. The Ohio EPA (Environmental Protection Agen:y) requires waterstop that is used In contact with potable water to be nontoxic and suitable for food contact as specified by the FO,A. (Federal Drug AdministrationJ. : GREENSTREAK Ohio EPA Grade' Waterstop meets the Ohio EP.". and Cor~~ ~f Engineers physical speçlflcatrons. Specific projects may require' v.:aterstop compatibility with indi- vidual chemicals. GREENSTREAK offers waterstops manufactured from alternative materials to resist chemicals that may affect P.V.c. These waterstops include: I OJ Basic Use: Waterstops are designed for use in concrete joints subjected to hydrostatic pressure. Embedded in concrete. waterstops span the joint. forming a continu- ous. watertight diaphragm that pre- vents the passage of fluid. In concrete structures, waterstops N ~ must be designed to accommodate g: ~ joint expansion, contraction and ';: ~ other lateral and transverse move- ; ~ ~ ments. In addition to accommodat. ~ 2 jng expected movements, the ð ~ waterstop material must also be z ':: compatible with the concrete sys- ~ tem and with liquids or chemicals ~ contained within the structure. ~ GREENSTREAK offers a complete , J; range of designs and material types - that allow one to choose the water- stop best suited for specific need. Waterstops can be chosen with the required strength and movement capacity to avoid tensile rupture within a specified temperature range and ch'emical environ- ment . . . a waterstop that when . properly installed, prevents liquid flow through the joint. Typical concrete structures requiring waterstops include: pri- mary and secondary containment facilities, dams, locks, canals. water reservoirs, aqueducts, sewerage plants, water treatment plants, cul- verts, tunnels, storage tanks, retain- t;; c:: . CREENSTREAK TPf-K THERMO- -g PLASTIC El.ASTOMEK/C RUBBER v: WATERSTOP ~ C"O Alcohols. ketones, glycols, esters ~ Z and aqueous solutions of acids, g.. ~ salts and bases have little effect on 2 3 GRE~NSTREAK TPE.R Waterstop. ~?r Specially formulated to resist a wide"'" -. r~nge of ~ils, solventS and aggres- ;;g ~ slve chemicals including gasoline. ::::l "-J GREENSTREAK TPE-R Waterstop is not readily soluble in common sol- vents but swells in aromatic sol- vents, halogenated organic solvents and hot petroleum oils. Featuring excellent ozone-resistance, low temperature flexibility, low tension and compression set, TPE-R Grade Waterstop outperforms SBR and neoprene rubber. It is manufactured in both the preferred ribbed profile with center bulb and tear web cen- ter bulb designs. . GREENSTREAK POL YETHYLENE WA TEKSTOP GREENSTREAK Polyethylene Waterstop is an excellent alterna- tive in industrial, commercial or roadway applications with chemical exposure to hydrocar- bons, acids, bases or alkalies. It resists a wide range of chemicals and is unaffected by hydrofluoric 03250 w ~t lõZ ;;; r- õ::== "f'T" '" ;=. > r- r- rr V'- v: C I~ acid. featuring excellent environ- . mental stress crack-resistan~d flexibility (flex fatigue), wWno failure after 1,000,000 cycles, GREENSTREAK Polyethylene Waterstop has excellent low tem- perature resistance (with no failure when tested per ASTM D 746 at -100°0. This waterstop is not recommended for use with oxidi~- ing acids such as nitric, chlorosul- fonic and fuming sulfuric. - CREENSTREAK STAINLESS STEEL WATERSTOP GREENSTREAK Stainless Steel Waterstop is an alternative for severe chemical and high tempera. ture environments that may degrade other waterstops. GREENSTREAK Stainless Steel Waterstop is avail- able in many alloys and gauges. GREENSTREAK Standard 64499Nl Stainless Steel Waterstop is manu. factured from 20 gauge 304 stain- less steel, 5'1. in. wide with a centered expansion .lone ~ in. high and a 1 in. wide. GREENSTREAK Standard 64499N1 Waterstop is manufactured in 10 ft. lengths and weighs approximately 1 lb. per ft. Additional consideration for chemical resiStant waterstop: -Compatibility/resistance, compar- atjve performance of waterstop material in contained chemical - Chemical concentration and dura- tion of exposure - Application environmental tem- perature - Potential huard from leaks or spills - Cost of the waterstop and installa- tion as it relates to required protec- tion and liability if failure should occur. Consult with GREENSTREAK for assistance in determining the mate- rial grade best suited for individual chemical resistance requirements. Appficab/~ St~ndards: GREEN- STREAK P.Vc. Specification Grade Waterstops meet or exceed the per- formance requir~ ¡;-. the ici¡owing standard specifications. . . Corps of Engineers CRD-C-572-74 . Bureau of Reclamation C.902 . Canadian General Standards Board 41-GP-35M Types I and 111 - CH2M-Hill . Commonwealth of Massachuse[tS - Department of Agriculture - Soil Conservation Service ~a~erial Specification 537 - Federal Specification Standard 601 - Montgomery Engineering - New York State DOT M38.T t70~~~~~~e Environmental protece - ~:~b~/~.:~~~~~:...~ '. - Tennessee Valley Authority '~~~ .: ~iie:' Specification PF1026. ~1~~~~"f~~ .~~~£;: - Those of numerous other states' ~~ ;~"::!O_~.; '~-~~;:"" highway, DOT ancl/or public works departments GREENSTREAK Arctic Grade for extreme low temperature require- ments available on order to meet: . Ontario Hydro STD M-264-81 - Canadian General Standards Board 41-GP-35M Type II Types of Concrete Joints: Contraction (Control) Joint- Contraction joints are designed planes of weakness to control the location of cracks due to drying shrinkage of concrete. Expansion (Isolation) Joint- Expansion joints S€parate or isolate abutting concrete structure (walls, slabs, footings, columns), protecting them from compressive stresses that may be developed by thermal expansion, settlement, creep, live load deflections, drying shrinkage or crush. Differential movement at these joints can be both lateral and transverse. Construction. Joint-Construction joints are determined by interrup- tions in the placement of concrete. Types 01 Waternops: - Serrated (lùõbed) Flat Waterstop - Use in construction joints or con. traction joints where little or no movement is expected. Serrated shapes provide better watertight sealing than non-serrated. - Serrated (Ribbed) with Cent~rbulb W~tel3top- :'~:'~~.::;.;;a.:;~:" }..~:~-;:,,:~.~!>:"( 'Y!v.~~. " ,~;:} I~::ð'. :',4.".:.; The most ve~atile type of waterstop available. Use in expansion, con- traction or construction joints. The centerbulb accommodates both [at- eral and transverS€ movement and should be used where movement is expected. Larger centerbulb sizes accommodate greater tran~verse and shear movements. Serrated shapes provide better watertight sealing than non-serrated. r Use in construction joints or COn- traction joints where little or no transverse movement is expected or in jOints where pre-determined lat- eral movement is 1 in. or less. - Dumbbell with Centerbulb Waterstop - Use in expansion joints where transverse movement is expected. Wide range of transverse, lateral and shear movements can be accommodated. Use 6 in. width for joints up to 1 in. and use 9 in. width in joints up to 2 in. - Base Seal Waterstop- Use at joints of slab-on-grade or walls that get back-filled. This waterstop type is the easiest to form and ensures accurate functional placement. (~ \:.. . l.iJbyrinth W~t~rstop- labyrinth is designed to lie within the joint, not span across it. Does not require splitting the form bulk- head. Primarily used in joints where little or no differential movement is expected. Use where the elimination of split formwork is desirable. Cannot be used where the design of the forms or location of reinforcing .steel pro- hibits spreading of split legs. Cement split legs together with P.v.C. solvent cement spread 100% over area to be joined. Recommendations for serrated or dumbbell flats and centerbulbs apply as previously stated. , ~ . ,ear weD WdlerSlOp- r~. Use where large movements are expect~d. Tear web holds waterstop in desired configuration to allow for proper placement. Upon joint movement, the tear web fails and substantial meçhanica! deformation of centerbulb takes place prior to material elongation, Design Considerations: DESIGN WATERSTOP WIDTH & JllACEMÐfT -il--i I . 'l/VtSI iQÇ'C?læ SOft ~ . rlOU "lI((q(_rt/'~t .. noc :CSS~8a e j I' noc loa !II¡n 2'1 'f IICIf,,"NnA(w-~ i.. '.' _.e' DESIGH WATBISTOP THICXNESS FOR SHEAR -p-- .-.- (' G1Ð ~i~ P. Flul( OfeS$ijfe on OItIt (t.EIIIN'), j = Joint Gap (It). t = 1lIidcness 01 waIUStOp (IN). T .. r ens~e stfen9III at ~ comøound (UIIIN'). S = AJIøw¡b!e shear strengm or ~ compound T (U!IIN') = 2' s' = Actual snw S:t!$$ tor çrm. set or conðitions (lEIIIN'). L. Lençth or joint (IN). F = Foret from ftoid pressu~ on to'1e jOint (LB). A = S1Ieat va (IN'). F = P:l.!J x IN x IN = ~ IN' A = 2U = IN x I~.. IN' S', E -~ A -m' P. 2:S' =!j I IN' Ftf! of Wiler = 2 31 ~ P tamp/I: Givtn: t = .33 IN T .. 2000 LSnN" (GREENSTREAK" PVC soeci!iatIon ç~compOvl1() S ~ 2000 = 1000 lB/IN' 2 j.. .50 IN Find: p=~ = Z(38J(I0001 .. J ,5 1520 !:.§ IN' Feel of W¡t8f .. 2.31 (1520) = 3511 R. or Water If joint has to witns1anø 200 tt. of water trten we ~ve I ~fety,l;ctor of ~ =17S 200 . DESIGN WATmSTOP FOR FlUID MIGRATJON --p- "'1\ [3. .Fl -of / f- This type of failure can only be predicted by testing and is affected by the following factors: . Waterstop Profile and Material . Joint Gap wit!' Waterstop in Tension . Quality of Waterstop Placement and Splices . Quality of Concrete Placement and Size of Aggregate HYDROSTATIC HEAD PRESSURES CENERAl CUI DELINE: ) , 5 6 7 1lIÐn. INCŒS NoP-Mebflic Watta~~ ~ YS. H)dl~tdlïl,; Heads Source: Corps of Engineers "Waters[ops and other Joint Materials" I=M 111()-).ìI07 9/1& '. :"i*, 111.. :;~:L¡ ...:'¡-" 7/t6 þ'He or'. :t " ~ )/" +i.¡"r+!-H- u - :¡:y:~;:;;, : ë.s/16 ~¡.~:: . .. '~';-, ' . :: ~:-, 8 1/'- :: ;j~:..: . ;: ; : , i ;-; : . ")/16 "'1':":..1..; '-"", +,.;';'õ--. ~ ., l/a-~'~':In" ;+' ;',,"¡" 1/16.u..:. '~-T+ H+ : : ~ : .~..~ ., '. ~~ . ,', . ~ . , . ~ , ~ o. 1. I', '$0 '~$ 7:$ . . , . I 9 ~~s .. ~ '>$ , , .. 10 1\ u ThiS failure can be tested for with the fÓllowing test apparatu$: tENCAGE TEST sm. ContaCt GREENSTREAK for more information on this type of failure and for a copy of the article "Waterstop for Joints in ConcreteW by B. Kellam and M.T. Lough. borough of Ontario Hydro. Additional Design Consid~rations: Construction techniques and restraints (no split form, split form. rebar location, aggregate size, keyed jOint placement of waterstop, placement of concrete, splices, fab- ricated joints,) Final Selection of W..terstop: Once the waterstop material, type of concrete joint, magnitude and direction of movements and type of waterstop has been determined and the waterstop width, place. me nt, and thickness designed, select a specific profile from the multitude of shapes available from GREEN STREAK. Should the project require a special shape, GREEN STREAK offers the world's broadest line of waterstop sizes and profiles. A Waterstop Profile supple- ment sheet illustrating the majority of standard profiles is available upon request. GREEN STREAK waterstop is man- ufactured in widths from 4 in, to 12 in. and in thicknesses from ~ in. to Ifz in, Over 90 different sizes and profiles are available to meet the most demanding requirements. Contact GREENSTREAK for ass is. tance in making final selections. ;-.. . AMERD RAIN~ 500 soil sheet drain AMERDRAIN 500 is a two-part prefabricated gcocompo- site drain consisting of a fonned polystyrene COre covered on one side with a non-woven, needle-puncht!d polypropylene filter fabric. The fabric allows water to pass into rht! drain core white restricting the mOvement of soil particles which might clog the core. The core allows the water to flow to designated drainage exits. AMERDRAIN 500 is designed primarily for vertical applications. AMERDRAIN Typical properties 500 Test method Fahric properties Material Polypropylene Weight. Ol1yd2 4.0 ASTM D3776 Grab len$ile s~nglh, Ibs lIS ASTM 04632 Punclure strength, Ibs 70 ASTM DJ787 Trapezoidal tear, Ibs SO ASTM D4533 Mullen bunt strength, psi 240 ASThi DJ786 Elongation. % SO ASThf D4632 EOS (AOS) so ASThi D47S 1 Permeability. tmlsec 0.20 ASTM D4491 Flow rale. gpmlft2 170 ASTM 04491 Core proper1Ü!s Malerial Polystyrene Thir;kness, inch 7/16 Compressive strength, Ibsln2 15,000 ASThi DI621(Mod.) Drain properties Flow capacity. gpmlft of width 16 ASTh1 D4716 Roll length, fecI 104 Roll width, feet 4 Roll weigh!. Ibs 100 p~ AMERICAN WICK DRAIN CORPORATION 316 Warehouse Drive: Matthews, NC 28105. USA Phones 800 242-WICK & 704 821-9300 Fax 704 821-6448 /\,tvŒR.500-O29) , . j ~ ~ Utv- u-~~ W~V l~'UO 1\1/'tWHIl ,",UnrHftT 8 ~~ rHll ftl. ~ti8 9ti!ì2 American Wick Drain Corporation is America's largest full-line producer of prefabricated soil drainage sheet Md strip drain material. The company was established in 1982 to design, manufacturer and market advanced geocom- posite materials for subsurface drainage applications. The objective was to combine new geotcxtiIes with speciaUy designed drajnage cores in order to offer new drainage materials having significant advantages OYer aggregate drains. Prefabricated geocomposite drains consist of a fomled plastic core covered on one or both sides with a geotextilc filter fabric. TIlc fabric aHows water or other liquids or gases to pass into the drnin core while restricting movement of soil particles which might clog the core. The core allows the liquid or gas to flow to designed drainage exits. Prefabricated drains are a cost-effective altemative to aggregate dr:1ins. American Wick Drain Corporation offers i1 complete range of gcocomposite drains including sheet, strip and vertical(wick) drains. American Wick Drain Corporation products include: . AMERDRA~ & TOT AL-DRAINN sheet drain products . AK WAD RAIN1ToI strip drain products . AMERDRAIN vertical (wick) drain products AMERDRAIN, TOTAL-DRAIN AND AKWADRAIN products provide rapid. inexpensive drainage for: . Basement walls & floor slabs . Retaining walls & bridge abutments . Parking & plaza decks . Roof gardens & planters . Tunnels & box culverts . Athletic fields, goJf courses playgrounds & yards . Landfill caps & linen; . Cutoff. French & trench drains For more information, contact: . Earth.sheltered homes . Chimney drains . Lagging & diaphragm walls . Shotcrc:le & gunnilc: walls . Earth, rock & rolled-concrcte dams . Embarwnents . Consolidation of soft. compressible soils . Consolidation of mine-tailings & other impoundments AMERICAN WICK DRAIN CORPORATION 316 Warehouse Drive, Matthews, NC 28105, USA Phones BOO 242-WICK(942S) & 704 821-9300 Fax 704 821-6448 P.OS 0 ") .J NoText NoText NoText NoText NoText