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Home My WebLink AboutCT 05-06; CASSIA PROFESSIONAL OFFICES; PRELIMININARY RETAINING WALL DESIGN RECOMMENDATIONS; 2006-09-08• I I I I I I I I I I I I I I I I I I I tIC SOIL & TISTING, INC. . San Diego Office Indio Office i " o ... ::. tIC IJ Z lIC ... :z: S o '" PHONE (619) 280-4321 rOll. r-REE (877) 215-4321 f A x (619) 280-4717 P;O. Box 600627 San Diego, CA 92160-062.7 6280 Riverdale Street San Diego, CA 92120 WWW.5cst.com PHONE (760) 775-5983 TOl.l FREE (877) 215-4321 FA X (760) '775-8362 83-740 CItrus Avenue SUite G Indio, CA 92201-3438 WWW.scst.com seSAT No. 0611115 Report NO.2 september 8,2006 Ms. Lynn Yut All Cats Hospital 7040 Loker Avenue West, Suite 100 Carlsbad, California 92008 Cf 05-0(0 Subject: PRELIMINARY RETAINING WALL DESIGN RECOMMENDATIONS ALL CATS HOSPITAL TESTING SERVICES EL CAMINO REAL & CASSIA ROAD CARLSBAD, CALIFORNIA Reference: "Geotechnical Investigation, Cassia Road Projecr, prepared by Geocon Incorporated; dated December 16,2004; (Project No. 07431-22-01). Dear Ms. Yut: In accordance with a request from Mr. Tom Guinn, Southern California Soil and Testing,. Inc. has prepared this report to provide preliminary retaining wall design recpmmendations for the masonry retaining walls for the subject project. FOUNDATIONS Conventional shallow foundations may be utilized for the support of the proposed retaining walls. The footings should have a minimum depth of 18 inches below lowest adjacent finish pad grade and a· minimum width of 12 inches. A bearing capacity of 3000 pounds per square foot (pst) may be assumed for said footings. The bearing capacity may be increased by 300 psf and 500 psf for each additional foot of foundation width and depth, respectively, up to a maximum of 5000 psf. The bearing capacity may be increased by one-third when consjder~ng wind and/or· seismic forces. Footings located adjacent or within, slopes should be I9xtended to a depth such that a minimum horizontal distance of 10.feet exists between the outer footing edge and the face of the slope. EARTH RETAINING WALLS Passive Pressure The passive pressure for the prevailing soil conditions may be considered to be 300 pst per foot of depth. This pressure may.be increased by 1/3 tor seismic loading. The coefficient of friction between concrete and the underlying material may be assumed to be 0.30 When combining frictional and passive resistance, friction should be reduced by~. The upper 12 inches of soil should not be considered when calculating passive pressures for exterior walls. • I I I I I' I I I I I I I I I I I I I I Ms. Lynn Yut All Cat's Hosp/tal £/ Camino Real and Cassia St., Carlsbad, CA ActIve Pressure September 8, 2006, SCS& T No. 0611115-2 , Page2 The active soil, pressure for the design of unrestrained earth. retaining structures with level backfills may be assumed to be equivalent to the pressure of a fluid weighing 40 pounds per cubic foot (pcf). This pressure does not consider any surcharge loads. If any are anticipated, this office should be contacted for the necessary increase in soil pressure. T,hese values assume a granular and drained backfill condition. Waterproofing specifications and details should be provided by the project architect. A typical wall subdrain detail is provided' on Plate 'No.1. Waterproofing and Subdrain Observation The geotechnical engineer should be requested to verify that waterproofing has been applied and that the subdrain has been properly installed. However, unless specifically asked to do so, we will not verify proper application of the waterproofing. ' Backfill All backfill soils should be compacted to at least 90 percent relative compaction. Expansive or clayey soils should not be used for backfill material. ,The wall should not be backfilled until the grout has reached an adequate strength. Should you have any questions regarding this document or if we may be of further service, please contact our office at your convenience. DBA:kv (2) Addressee (2) Q/Day Consultants, Inc. (1) Geogrid Retaining Wall Systems, Inc. Attn: Forrest Armentrout (fax also) ATrACHMENT Plate No.1 :td"'-''!i~f :j • I I I I I I I I I I I I I I I I I I I -t------IBM min. Compacted . ·.FiII .. _-....... - 1 Typical Retaining Wall Subdrain Detail Not to Scale Compa.cted Flil· . Miradrain 6000 or equivalent, 2/3 wall height 1 <D Floor Slab ® Filter Fabric between rock and soU ® Backcut @ ® Waterproof back of wall following architect's specifications 4-minimum perforated pipe, SDR35 or equivalent, holes down, 1 % fall to outlet, top of pipe below top of slab, encased in 3/4-crushed rock. Provide 3 cubic feet per linear foot crushed rock minimum. Crushed rock to be surrounded by filter fabric (Mlran 140N or equivalent), with 6N minimum overlap. Provide solid outlet pipe at suitable location. SOUTHERN CALIFORNIA SOIL & TESTING, INC. BY: JOB NUMBER: All CAT'S HOSPITAL DBA DATE: 9/8/2006 0611115-2 PLA TENO.: • I APPENDIX II 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 ~ SOIL' TISTING, INC. Z San Diego Office Indio Office • o PHONE 83-740 Citrus Avenue P.O. Box 600627 PHONE ... ~ sc I SIT· (619) 2.80-432.1 TOLL FREE (877) 215-4321 San Diego, CA 92160-0627 6280 Riverdale Street (760) 775-5983 TOLL FREE (877) 215-4321 Suite G :t o ~ February 26, 2007 MI'. Pat O'Day O'Day Consultants F A x (619) 280-4717 2710 Loker Avenue West Carlsbad, California 92008 San Diego, CA 92120 www.scst.com Subject: SHORING RECOMMENDATIONS O'DAY MEDICAL OFFICE BUILDING 2020 CASSIA ROAD CARLSBAD, CALIFORNIA Indio, CA 92201-3438 F A x (760) 775-8362 www.scst.com SCS&T No. 0611114 Report No.5 Reference: "Keystone Retaining Wall Plans For: Cassia Professional Offices, All Cats Hospital Keystone Retaining Wall Plans, Sheets 1 to 5~ prepared by Southern California Soil and Testing, Inc., dated December 21, 2006. Dear Mr. O'Day: \ In accordance with a request from Mr. Erik Nelson, of Pacific Building Group this letter has been prepared to provide .shoring recommendatio~s' for the subject project. We understand improvements will consist of a road widening supported by a Keystone wall and a curb inlet structure. Tne site is underlain by undocumented fill and formation'al material commonly identified as the Santiago Formation. To determine the extent of the fill along the planned wall . . alignment SCS& T drilled ~ borings at the locations indicated on Figure 1. The fill was determined to range from approximately 10 to 25 feet in depth thickening to the south and east. . Th~ fill ,consists of soft clays and loose clayey sands. The boring logs are presented in Appendix I. Laboratory testing performed on the sample is presented in Appendix II. Shoring along Ef Camino Real will be required to support excavations for ·the construction of the planned wall and curb inlet structure. It is anticipated that soldier beams with tiebacks and lagging will be utilized ranging from about 15 to 27 feet in height starting at wall Station 2+80 and ending at Station 4+00. Areas nOrth and south of t~e shored area can be cut temporarily at an inclination of 1(H): 1(V) with a 5-foot vertical at the toe of the slope .. Cross section A-A', Figure 2, shows ~he antiCipated top and bottom elevation of the shoring along EI Camino Real. Typical sections through the most. critical . , areas are shown on Figures 3 and 4. The design parameters to calculate the earth pressures on shoring are presented in Table 1. • I I I I I I I I I I I I I I I I I I I O'Day Consultants O'Day Medical Office Building 2020 Cassia Rd., Carlsbad, CA Material Fill Formation Total Unit Weight Pounds Per Cubic Foot 125 135 Table 1 Internal Friction Angle-Phi 27 35 February 26, 2007 SCS& T No. 0611114-5 Page 2 Cohesion Value Pounds per Square Foot 100 ,500 An active condition can be applied to shoring that is capable of rotating 0.002 radians. An at- rest condition should be applied to a shoring system that is unyielding and not able to rotate. Construction surcharge loads should be evaluated on a case-by-case basis. Soils should no be stockpiled at the top of slopes or at the top of the shoring. Vertical and lateral movements of the temporary shoring are expected to be sma" assuming an adequate lateral support system. If any other surcharge loads are anticipated. SCS& T should be contacted for the necessary increase in soil pressure. The passive pressure for the design of the proposed shoring system may be considered to be 350 psf per foot of depth up to ~ maximum of 5,000 psf. The passive pressure may be assumed to act on an area equal to ~ice the soldier beam diameter. This value may be increased by % for seismic loading. The upper 1 foot of embedment should be neglected when calculating passive pressures. ' Survey monuments should be installed at no more than 40-foot intervals along the perimeter of the excavation. One row of monuments should be located' just beyond the edge of the top of excavation. A second row should be established' 10 feet beyond the excavation. and a third row should be set 20 feet from the top of the excavation. A reference point should be established we" away from, the block where the excavation will take place. The horizontal and vertical location of each monument should be established with a survey instrument before excavation starts. Readings should be made daily during'the initial stages of excavation. say for up to one week. Results of the initial readings will be reviewed by SCS& T and modifications to the monitoring schedule may be made. depending on these results. Significant sloughing and erosion of the slopes should be anticipated. In addition. construction activities above or near the slopes could affect overall stability. The slopes should be observed by a representative of SCS& T periodically to ascertain that no unforeseen adverse conditions are observed. The temporary, slopes should be inspected daily by the contractor's Competent Person before personnel are 'allowed to enter the excavation. Zones of potential instability. sloughing or raveling should be brought to the attention of the Engineer and corrective action • I I I I I I I I I I I I I I I I I I I O'Day Consultants O'Day Medical Office Building 2020 Cassia Rd., Carlsbad, CA February 26, 2007 SCS&TNo.0611114-5 Page 3 implemented before personnel begin working in the trench. No surcharge loads should be placed within a distance from the top of temporary cut slopes equal to half the slope height. DBA:kv (4) Addressee (1) PaCific Building Group, Attn: Erik Nelson. via-email Erik@pacificbuildinggroup.com (1) Anderson Drilling, Attn: Mike Empizo via email-mempizo@andersondrilling.com Attachments Figures 1,2,3,4 Appendix I Appendix II B 305 300 295 290 285 280 275 o 5 '. TYPICAL SECTION I (STA~ 2+75 TO STA. 3+10) CASE 19,21,22,24 GRID LENGTH 15.5' SCALE: 1" = 5' H=V APPROXIMATE GRID LOCATION 23' SCS&T LEGEND Qaf Artificial Fill Ts Santiago Formation ---? GeQIogic Contact 8' 305 300 SHORING BEAM I 295 Qaf' 290 285 BonOM OF WALL (BW) 280 ---? ?? ? ? ---?'---, "--FINISH GRADE ATBW 10 15 20 25 30 I 35 I 40 Ts 275 ~ . SOUTHERN CAUFORNIA ~,~ SOIL & TESTING, INC. O'DAY MEDICAL BUILDING By: GF/DCD Date: 2112107 Job No.: 0611114-5 . Figure: 3 -I~ I I I .1 I I I I I I I I I I I c 305 300 295 290 285 280 275 o 5 FACE OF WALL 10 I Yt'I{;AL 5ECTION (STA. 3+10 TO STA. 3+35) CASE 25,26 GRID LENGTH 20.0' SCALE: 1" = 5" 15 H=V APPROXIMATE GRID LOCATION 20 25 30 35 AC BERM c· EL CAMINO REAL SHORING BEAM Qaf ................. i?.... ..... Ts .-DV TTOM OF WALL (BW) 45 50 55 40 Qaf Ts Artificial Fill Santiago Formation I' Ii? Geologic Contact , I 305\ 300 2951 , 290, \ 288 , 280 275 SOUTHERN CALIFORNIA SOIL & TESTING, INC. C"DA Y MEDICAL BUILDING II I By: GF/DCD Date: 2112/07 I Job No.: 0611114-5 Figure: 4 I I I . I I I I I I I I ,I I I ,I I I I I' I APPENDIX I I I I I I I I I I I ,I I I I I I I I I SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CIIART SOIL DESCRIPTION -~ ---GROllI' SYMBOL TYI)ICAL NAMES I. COARSE GRAINED, more than hair or material lit IIlrRer than No. ZOO ~Ieve size. <.iRA VEL£. CLEAN GRA VELS OW Well gnlded gravels. gravel-sand mixtures, little Of no lines. More than halfofcoarse fraction is largl!T than No.4 {jP Poorly graded gravels. gl1lvel slim! mixtures, little or no lines. sieve size hut smaller than 3". GRAVELS WITII FINES OM Silty gravels. poorly graded gravel-sund-sill lIIixtures. (Appreciable amount of lines) GC Clayey gravels, poorly gmded gravel-sand. clay mixtures. SAlSDS.. CLEAN SANDS SW Well gmdud sand. gravelly sunds, liltle Of no lines. MOfe thun Imlfofcoarse Iruction is slIIllller than No.4 SI' P(lorly graded sands. gravelly sands. liule or no lines. sieve size. SANlJS WITU FINES 8M Silly sands, poorly gmded sand and silty mixtures. (Appreciable amount of tines) se Clayey sunds, poorly graded sund and clay mixtures. II. "'IN"~ (;RAINEI), more thlln hulr or mllterhtlls smllller thlln No. 21MI sieve ~Ize. SILTS AND CLAYS Li'luid Limit less thun 50 SILTS AND CLA YS Li'luid Limit greater than 50 ML CL OL MH CH OH III. HIGHLY ORGANIC SOILS PT 2 us SC CON EI MS MAX ST SPT pH SF/CL - - - - - -- - . - - WutL'1' level at time of excavation or as indicat<:d Undisturbed, driven ring sample Of tube sample Sand Cone Consolidation Expansion Index Maximwn Size of Particle Maximwn Density Shelby Tube Standard Pcnetmtion Sample pH & Resistivity Suttate & Chloride Inorganic silts and very line sands. rock !louf, sandy silt IIr clayey-silt-sand mixtures with slight plasticity. Inorganic clays oflow to medium plasticity. gravelly clays, sandy clays. silty clays. lean clays. Organic silts lind organic silty clays or low plasticity. Inorganic silts. mieaceolls or diatomaceous line sandy or silty soils, elastic silts. Inorganic clays of high plasticity. fht clays. Organic cluys of medium to high plasticity. Peat and other highly organic soils. CK • Undisturbed chunk sample 181-Bulk Sample DS • Direct Shear SA • Sieve Analysis PI -Plasticity Index RC· Relative Compaction UC -Unconfined Compression TX -Triaxial Compression RS· RingShcar AL -AUerberg Limits RV -R Value r-' SOUTHERN CALIFORNIA (~ SOIL & TESTING, INC. ODAY MEDICAL OFFICE BUILDING -ROAD WIDENING BY: DBA DATE: 2126/2007 JOB NUMBER: 0611114 APPENDIX I: 1-1 I I I I I I I I I I I I I I I LOG OF EXPLORATORY BORING NUMBER B·1 Date Excavated: 2/16/2007 Logged by: MM Equipment: CME 55 Project Manager: GBF Surface Elevation (ft): 303 Depth to Water (ft): NIA SAMPLES 0 Z W 0 CD a: ~~ :::> I-~/jj SUMMARY OF SUBSURFACE CONDITIONS ASPHALT -6 Inches SM FILL(Qaf) -Brown, moist, dense, SILTY SAND - 2 en i3 z :::> z W Do Q) > '1: "t:J .... 0 .ti 1 e ~ 'fi' en -W ~ a. I-0 --~ >-W a: a: 0 :::> l-I-I-Z ~ en 0 :::> 0 ?! III ~ :5 c ~ ~ 4r-_+~~~~~~----------------------------------~r_+_~---_+--~--_+~ ASPHALT - 3 inches I- CL FILL(Qaf) -Brown to gray, moist, soft, SILTY CLAY .... 6 I-8 :-10 --i--------------------------------------- SC FILL(Qaf) -Light brown, moist, loose to medium dense, CLAYEY SAND ~ 12 I-14 US J ~\ --- US ------------------------------------------- CL FILL(Qaf) -Dark brown, moist, soft, SANDY CLAY ~ 16 I-18 us 13 ---------~-- 19 ------1--- 15 I ~ I I I -20~~---------------------------------------------~~~~--~--~ ___ -L~ .'l~ SOUTHERN CALIFORNIA f S' SOIL & TESTING, INC. ~~" . JOB NUMBER: 0611114 1-2 ODAY MEDICAL OFFICE BUILDING -ROAD WIDENING BY: AP/GBF DATE: 2126/2007 APPENDIX I: I I I I I I I I I I I I I I I I I I I LOG OF EXPLORATORY BORING NUMBER B-1 (continued) Date Excavated: 2117/2007 Logged by: MM Equipment: CME55 Project Manager: GBF Surface Elevation (ft): 303 Depth to Water (ft): NIA SAMPLES & c Q) --z .~ is w > -en al 0 ·c ~ :c ~ " w 0 a: ~ '0 I-en SUMMARY OF SUBSURFACE CONDITIONS :::> a: a. :::> I-:::> ffi -= :::> I-W en al Us til z c c z ~ 0 :::> z w 0 :::> Il. :0 :E >--a: 0 -------------------------------------------------. ---- SM FILL(Qaf) -Ligth brown to tan, moist, dense, SIL TV SAND US 53 -22 -24 SM SANTIAGO FORMATION(Ts) -Light brown, moist, very dense r-26 "-SILTVSAND ~ PRACTICAL REFUSAL @ 26 FEET .... 28 r-30 I- r-32 -34 ~ 36 .... 38 '-40 &.. SOUTHERN CAUFORNIA O'DAY MEDICAL OFFICE BUILDING -ROAD WIDENING , .. -SOIL & TESTING, INC. BY: APIGF DATE: 2127/2007 JOB NUMBER: 0611114 APPENDIX I: 1-3 ~ en w I->-a: 0 ~ 0 al ::5 -- I I I I I I I I I I I I I I I I I I I LOG OF EXPLORATORY BORING NUMBER B·2 Date Excavated: 2/16/2007 Logged by: MM Equipment: CME55 Project Manager: GBF Surface Elevation (ft): 303 Depth to Water (ft): N/A SAMPLES ~ 'fi' en c Q) -w g z ~ Co I-W 0 > 0 -en III ·c -~ >-~i -c W 0::: J: () 0::: -I-en SUMMARY OF SUBSURFACE CONDITIONS ::l 0 0::: 0 a.. ::l I-~tu .i:! ::l I-~ W en -.. I-Z C C Z II) en z w ~ 6 ::l 0 ::::> a.. e :?! >-III 0::: ~ c ASPHALT -6 Inches i- SM FILL(Qaf) -Brown, moist, dense, SIL TV SAND I--2 --- -------------------------------------------------I--- CL FILL(Qaf) -Brown to gray, moist, soft, CLAY I-4 - I-6 US 12 I-8 I--10 !------------- --------------- --- --- -------~---------------- ML FILL(Qaf) -Light brown to tan, moist, stiff, SANDY SILT US 25 I-12 SM SANTIAGO FORMATION(Ts) -Light brown, moist, very dense, t-14 SILTVSAND US 71 t-16 REFUSAL @ 17 FEET I-18 "-20 -- ~i SOUTHERN CAliFORNIA ODAY MEDICAL OFFICE BUILDING -ROAD WIDENING (~. __ . .. SOIL & TESTING, INC. BY: AP/GBF DATE: 2126/2007 JOB NUMBER: 0611114 APPENDIX I: 1-4 I I I I I I I I I I I I I I I I I I I LOG OF EXPLORATORY BORING NUMBER B-3 Date Excavated: 2/16/2007 Logged by: MM Equipment: CME 55 Project Manager: GBF Surface Elevation (ft): 303 Depth to Water (ft): NIA -~ rn :t: u l-V') SUMMARY OF SUBSURFACE CONDITIONS a. :::J W 0 ASPHALT - 6 Inches SW FILL(Qaf) -Brown, moist, dense, WELL GRADED SAND I-2 SAMPLE~ 0 z W 0 III ~~ a:: :::l I-~tu V') a z Z w :::l Q. OJ > '1: -c -0 .:! l 0 e V') l-e V') -0 w ::§! a. I-0 --~ >-W a:: a:: 0 :::l I-~ I-Z V') a :::l 0 :E >-co a:: :1 0 r-4 ----------------------------------------------- --- ---1--- CL FILL(Qaf) -Brown to gray, moist, soft, SILTY CLAY - 6 l- i-8 - -10~~----------------------------------------~~~--_+--~--~~ SM SANTIAGO FORMATION(Ts) -Light brown, mOist, very dense, SIL us 73 SILTY SAND I-12 r-14 REFUSAL @ 15 FEET I-16 l- I-18 ~20~-L-----------------------------------------------------------L-~~----L---~---~~ I.S£, SOUTHERN CALIFORNIA \!:~" SOIL & TESTING, INC. ODAY MEDICAL OFFICE BUILDING -ROAD WIDENING BY: APIGBF DATE: 2126/2007 JOB NUMBER: 0611114 APPENDIX I: 1-5 I I I I I I I I I I I I I I I I I I I APPENDIX II I I I I I I I I I I I I I I I I I I I Direct Shear Test Results 5_0 .------.-----r-------,-----:--i ---""J/--'I------:'------:--,----, ,I I I :: ---:-~:h~~ s=~ ~~~-'=~-~::~-j~--T=-~t~ F inches of Deformation _ ._ I _, 3.5 C-.---.__ ------- .;::-3.0 ----_. , , . ---.. ---_.--------.. -1--._-_. __ .. --r-----.. ·--·-----.--.-+-------+------------~---. ! ! .tI 2.5 -----+-----+--+-----t-----+----t----+----I----I-----.4 II) :a .! II) 2.0r---+----+----+--~--_+--~-+-,.---r-----r--~I-~ 1.5 ~----+----.j__-_+--t__-__t__::~;;--'~--1r---~-+-----j----J 1.0 l--__+_--t---t----.---I-----/------jr----+----+---i---------l .. 0.5 '----+--::r-....!~=_+_-__lf---_I_-__l---_+_-----l----+--_t _ __I " ~ I -~ i 0.0 +-----1---+---4---1----4----11----1----1----+----1 0_0 0.5 1_0 1_5 2.0 2_5 3.0 3.5 4.0 4.5 5.0 ConfinIng Pressure (ksf) SAMPLE DESCRIPTION INTERNAL FRICTION ANGLE(DEG.) COHESION INTERCEPT (PSF) B2@6-6.5 Tan, Clayey Sand Shear Strength at 27 98 0.2 Inches of Deformation O'DAY MEDICAL OFFICE SOUTHERN CALIFORNIA SOIL & TESTING BY: JJS/GBF /DATE: 2/27/2007 JOB NUMBER: 0611114 /APPENDIX 11-1 I I I I I I I I I I I I I I I I I I I Direct Shear Test Results 5.0 ..-----,.---r----.,---', -----r----~--_:__I------, ..... __ ......... ___ .. _.' ... _ .... _ ",' ... ' __ ... _L ... ___ . __ !,i ______ ._ ....... _r; _. ____ . "'_jl___ _ __ _ 4.5 ....... -. _. -. ~ I . 4.0 ....... -.... -. .." ... " .. ,-...... -." ... -.... """ ..... -..... _ ...... ---.. -.... -·-·r-.. ·· .. · .... · .. ·· .-.----• Shear Strength at 0.2 inCh:of :ef:rmation -1-. __ r---___ -__ .. -.l_--'f--- 3.51---·-- ,3.0 ....... -... -...... -...... _ ... -............. _-... -.-...... -.-......... -.... _ .. _-... r-""""'-" ...... -_.-........ -.... -... -._ .. r-.- i 2.5 1---'-' .,- ~ ! -J 2.0 -------~-I-----f------r--.. --..J.-...---l ~ , 1.5 I----.--.. I----+--+-....,.~.....!::.+----+--+----+--+---t----j j I. ~ 1.0 1----.--.-.-1---JI!!......--j----J---4--·-f---f---+--+----l 0.5 rr#---I---+---I--+---+---+---I/I--+/---I---t I Iii 0.0 I----I---I----I-----I'----!-----i---I-------i------+--~ 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 Confining Pressure (kst) SAMPLE DESCRIPTION B1@11-11.5 Brown, Clay Shear Strength at 0.2 Inches of Deformation "c-, ·5 cs, SOUTHERN CALIFORNIA ~~ SOIL & TESTING INTERNAL FRICTION ANGLE(DEG.) 33 COHESION INTERCEPT (PSFl 333 O'DAY MEDICAL OFFICE BY: JJS/GBF I DATE: 212712007 JOB NUMBER: 06111141APPENDIX U-2 • I I I,' I 'I I "1" ,I I' I " Sari Diego Office PHON.E (619) 280-4321 I P.O: Box 600627 San Diego, CA 92160-0627 6280 Riverdale Street , Indio Office PHONE ' 83-740 Citrus Avenue (760) 775-5983 Suite G, -TOLL FREE (877) 215-4321 San Diego, CA 92120 www.scst.com _ TOLL FRJ:E (877) 215-4321 IndiO, CA 922'0~:3438, F A X (61'9) 280-4717 Mr. Pat O'Day O'Day Consultants 2710 Loker Avenue West Suite 100 Carlsbad, California 92010 SUQject: RESPONSE TO CITY OF CARLSBAD COMMENTS O'DAY MEDICAL OFFICE BUILDING 2020 CASSIA ROAD CARLSB~D, CALIFORNIA Dear, Mr., O'Day: FAX '- (760) 775-8362 . www.scst.com , SCS&T No. 0611114 Report No.6" This letter has been prepared to respond to the comments prepared by the EsGii Corporation, Pia" . Checker, for the City of Carl~bad. The city comments and responses, are presented below. Comment 6: Provide a copy of the project soil. report prepared by a California licensed architect or civil engineer. The'report shall include foundation design r(3commendations based on 'the engineer\s findings and shall comply with UBC Section '1804. (include the recommendation for .the retaini~g wall). Response 6: ., , I , ,Copies of the p~oject soil reports applicable to the sU9ject project (Referen'ces 3 a~d 4(are provided in Appendix I and II: . . . ,CommentS: , ' I Provide a letter from the'soils engineer confirming that the foundation plan, grading plein and specifications have been reviewed and that it has been' determined that the recommendations in th~ soil report are, properly incorporated into the plans(wheri required by the soil ,report). Response S': The plans, References 2 and 3, have be~n reviewed and vyere found to be in accotdqnce with the recommendations provided in the referenced reports. Additionally, slope. stability analyses were perfo.nnsd.-Tile site 'will have a factor-of-safety 'grB.lt0r than 1.5 in 'respect to global staqHity· at tt.1e . completion of the project. ' ~ GBF:kv Attachments: / App~hdix I Appendix II c.--r "5--~~ ~e~o~\~. '" ., 'I I' I I I 'I I I I I 'I 'I' - I' I, I- I 'I' I I O'Oay Consultants O'Oay Medical Office Building 2020 Cassia Rd,,' Carlsbad, CA , May 17, 2007 SCS& T No. 0611114-6, Page 2 I , I REFERENCES , 1.} '''Keystone Retaining Wall Plans For: Cas$ia Professional Officf]s; All Cats Hospital Keystone Retaining ,Wall Plans, Sbeets 1 to 5'~ 'prepared by Red One Engineering, dated ,December 21, 2006. 2:) ''Temporary'Shoring Wall (Adjunct to KeystoneRW) For: Cassia Professional Office's Plans, Sheets 23 to 25," prepared by PB&A, dated April 30, 2007. 3.) "Shoring Recommendations, Cassia Prof~ssional Offices, 2020 Cassia Road., Carlsbad, California", prepared by Southern California S9i1 'ang Testing, dated' February 26, 2007, (SCS&T Job Number 06~ 1 ~ 1'4-5)., ' ' 4.) "Preliminary Retaining Wall Design Recommendations, ~II CatsHospjtal Testing Services, EI Camino Real and Cassia Road, 'Carlsbad, CaJifornia'~ prepared, by $outhern California Soil and Testing, Inc.,'dated September 8, 2006 (SCS&T No. 061 j 1 1'5-2). ' " 5'.)' "City Comments prepared by Es~iI Corporation, Plan Check NiJmber 071296", dated'May 14,2007. ' r" I \ ' 7 I, , 1- J • I I I I I I I I I I I I I I I I I I I APPENDIX I A 310 305 300 295 290 285 280 275 270 2+65 • . • CROSS SECTION A-A' SCALE: 1" = 5' H=V I" CASE 19 . I I I SOUTHEEJRN END. qlF SHORING STA. 2+79 i I TOP /-OF SLOPE I I . I AREA TO BE SLOPED ATA l{H):l(V) WlTHA 5 FOOT VERTICAL AT BOTTOM - - --- . L---. 2+70 2+75 2+80 •• CASE 21 • . ~ "e-.,4'-" • . " --?-- • . - L 2+85 2+90 r' - h-. 1 2+95 CASE 22 + • . -'''~ ~ . .. BonOM OF/,~",,' ~,-.'" ?- - 3+300 • CASE 24 + • ,. ;. -?-- SHORING BEAMS 3+05 • ..-. 1 3+10 ~ 1 . CASE.26. ',II ... CASE 28 CASE 30 CASE 31 CASE 25 TOP TOP ~OFSHORING / OF SHORING .. .' . .' - .- ! . . . I. . I . . ". . ..... :'. . , ' .'. . ; . '. . Qaf BonoM OFSH01ING -/ ?- ? • Ts "' . .' :::;.:;;;;; g¥ 1,1 uiVI "\: 276"" J..-... ;..... J..-... h ~ "'\L--'-o-,~-':'_" BOTTOM OF BEAMSTO BE DETERMINED BY SHORING ENGINEER '",,' ...,----,-----,-.-1(" , I' ' " 1 1 ' .'. ,I ' ',".' 1 . '." ::-j'.::" 3+30 . 3+35 3+40 3+453+59"-;--3+55 . 1 3+25 3+15 3+20 + CASE 33. 1 I .. ~ r . J..-... " I .,;: -~.--, ';3+,0 CASE 34 " '- h J 3+75 'BOnOM OF CURB INLET '" , 1:1'::1 1 3+80 . . ... ~ IUIV CASE3B I , , -- h 3+.85 3+90' .' Qaf T8 .. SCS&T LEGEND. Artificial Fill Santiago Formation ---?----Geologic Contact • J NORTHERN I END OF SHORING STA. 4+00 ~A 310 305 . 300 ..' . I· ....... . .-. ' . L " .••. 290 , ~ L/ 285 280 275 I h 270 .1 >.1, 3+95,,"'/-4+00' . '.< . . . . By: . , .. ~ .'- : ii<! . if, . -.~ .. ... • .... ~." '.1· .. ' '/~ "J, '. , ...... ., ...I . . !" .. "', .~ . .... " . SOUTHERN CALIFORNIA SOIL & TESTING, INC. , O'DAY MEDICAL BUILDING GFIDCD Date: 2112/07 Job No.: 0611114·5 Figure: 2