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HomeMy WebLinkAboutRS080667_Approved Revision DocPLAN CHECK REPLY Project: Emtiaz Residence Plan Check By. County of Orange Item # Reply SPA VAULT PC: Date : 11-23-09 Project No: 2090 Plan Check No.: RS080667 Please see revised detail 351FD2 for vertical bar's cover dimension per your request. Please do not hesitate to call our office should you have any questions. Robert Armani, Inc. Consulting Engineers Nov 200 2398 Sunningdale Dr. Tustin, Ca 92782, Tel: 714-389-9729, Fax: 714-544-7200 Email : Robert(a robertarmani.net # 23EI "V4 PAW i?A, BASSOCIA7E5.lNC. Mr. Tom Emtiaz c/o Mr. Mohsen Mehrtash Mehr Group, Inc. 2P42 Sean Dr. Laguna Niguel, CA 92677 November 5, 2008 Project ale No. 28137-201. SOIL ENGINEER GEOLOGY MATERIAL TESTING ENVIRONMENTAL CIVIL ENGiNEEAING Subject: Transfer of Responsibility for Geoteehnical Services, Proposed Single -Family Residence at 27 Avalon Vista (Tract No. 15346, Lot 18), Pelican Crest II, Newport Coast, Orange County, California References: 1. Geotechnical Evaluation Report for Proposed Single -Family Residence at 27 Avalon Vista (Lot 18), Newport Coast, California, prepared by Soil Pacific, Inc., Project No. A3523-08, dated April28, 2008 2. Review Sheet Response, Log (project file) No, 28101 32, Geotechnicaal Site Evaluation Proposed Residential Building Strtiettre, 27. Avalon Vista (Lot 18), Newport Coast, California, prepared by Soil Pacific, Inc., Project No. A-3523-08, dated July 20, 2008 3. Review Sheet Response, Log (project file) No, 28101-32, Geotechnical Site Evaluation Proposed Residential Building Structure, 27 Avalon Vista (Lot 18), Newport Coast, California, prepared by Soil Pacific, Inc., ProjectIVo. A-3523-08, dated September 3, 2008 4. Addendum Recommendations, Proposed Single -Family Residence, 27 Avalon Vista (Lot 18), Newport Coast; California, prepared by Soil Pacific, Inc., Project No. A-3523-08, dated September 14, 2008 5. Grading Plan, Emtiaz Residence, Tract No. 15346, .Lot 18, 27 Avalon Vista, Newport Coast, California 92657, prepared by d'zn. engineering Dear Mr. Emtiaz: Pursuant to your request, we are pleased to submit this letter_ of transfer of professional responsibility for geotedimical consulting services for the subject project. This consultant has reviewed the referenced reports and grading- plan, and trenched the site to verify geologic conditions. Based upon our site exploration, review of the referenced report and plant, and. site reconnaissance, we generally coneur with recommendations of the referenced geotechnical. study providing that all of the earth work will be monitored by a representative of this firm. CALIFORNIA:28 Edelman, Irvine, CA 92618 * Tel. 949-679-7474 Fax 949-679-7575 Website: www.paassociates.com • E-mail: info@paassociates.corn Client: Mr. Tom -Emfia z Project: 27 Avalon Vista Newport Coast, County of Orange, CA Project File No. 281.37 201 In order to achieve the County of Orange's quality control requirements and client's desired quality of geotechnical work, observation and testing by our representative is, recommended for the activities specked below: • During clearing of the site; • During rough and precise grading of the site; • During shoring and bracing of the site; • During earthwork, including any excavations; • During footing excavation for building and/or retaining wall, prior to backfill; • During and after retaining wall subdrain-installation; • After presaturation of the slab subgrade soil, sand and Visqueen placement; During backfiill of utility trenches and retaining walls; • When any unusual geotechnical conditions are encountered P.A. & Associates appreciates this opportunity to be of professional service on this project. Should you have any questions or desire additional information please contacts. us at your earliest convenience. Respectfully, P.A. & Associates, Inc. .. LU a4 g rr. E*ftros m �e- Parviz A. Azar,.M.SC., PE Principal Engineer Distribution: (3) Addressee PAkJMW28137-201.Itr .Tames M. Renfrew, C Associate Geologist December 3, 2W SOIL ENGINEERING GEOLOGY FA Project File No. 28137-102 MATERIAL TESTING ENVIRONMENTAL i=rCIVIL ENGINEERING P.A. & ASSOCIATES, INC. Mr. Tom Enmtiaz c/o Mr. Mobsen Mebrtash Mehr Group, Inc. 28942 Sean Drive Laguna Niguel, CA 92677 Subject: Foundation, Slabs -On -Grade, & Retaining Wall Design Values, Proposed Single Family Residence, 27 Avalon Vista, (Tract: No.1534, Lot 18), Pelican Crest II, Newport Coast, Orange County, California. Dear Mx: Emtiaz: Pursumt to your request, we. are pleased to provide our recommendations for foundations, retaining. wall, and slabs-on-gxade design values for the proposed development. Our laboratory test results, provided• in Appendix A, indicate that the slabs should be designed for low expansion potential. Lab results for sulfate content. in existing soils indicated a negligible. exposure to water soluble sulfate. Our foundation, slab, and retaniing wail design•values recommendations are as follow: FOUNIdATION RFcomV1ENDATIONS Continuous and.Square Pad Footings Continuous footings should be a minimum of 12, 15, and 18 inches wide and 24 inches into competent bedrock for one, two, and three stories respectively, (the basement should be considered as one floor). Square pad footings should be founded at least 24 inches into competent bedrock, below lowest adjacent grade, and should have a mmimum dimension of 24 inches square. All continuous footings should be reinforced with two No.5 bar on top and two at the bottom. Spread footings should be reinforced with No.5 bars spaced 12 inches on -center each -way, unless determined -otherwise by the Structural Engineer. Game entry and all the pad footings should be interconnected through. a 24-inch deep, grade beam system. Bottom of the footings should be a minimum of 10 feet away from the slope face (daylight). Footings may be deepened m order to keep all of the foundation system of the proposed building in a uniform competent bedrock material without creating transition line in the building pad area. Slabs should be design as structural slab in the deepened footing sections. Bearing Capacity (Continuous and Square Pad Footings) Continuous footings may be designed with an allowable bearing capacity of 2000 pounds per square foot. Square pad footings may be designed with an allowable bearing capacity of 2200 pounds per square foot. These values may be increased by 150 psf for each additional width or depth of footing to a maximum of 3000 psf. CALIFORNIA: 28 Edelman, Irvine, .CA 92618 Tel 949-579-7474 Fax 949-679-7575 Website:.www.paassociates.com • E-mail: info@paessociates.com Client: Mr.. Tom Emtiax Project: 27 Avalon Vista Pelican Chest II Newport Coast, O.C., CA Deep Foundations Project File No. 28137-102 Proposed subterranean excavation shot=crete walls along the property line may be shored with pre - drilled piers and/or caissons due to height of cuts. and terrace and fill materials. Pre -drilled piers and/or caissons with nainimum diameter of 18 inches may be designed with an allowable bearing capacity of 7500 pounds per square foot and slap friction of 450 psf widiin competent bedrock. The caissons should extend at least 10 1 into competent bedrock. The point of fixity may be assumed to be at 3 ft. (2' diameter) below the proposed surface of competent bedrock. The proposed pre -drilled pier and/or caissons may be designed for lateral resistance, passive pressure of 600-psf per foot of depth from depth of.5 I below proposed grade, increasing linearly to a maximum value of 1000 psf within competent bedrock When designing for short duration wind or seismic loads, the above values can be increased by one-third. Seismic Recommendations The. structural design at the site should conform to the most recent 2007 -California Building Code requirements for Region 1 and the most recent design standards of the Structural Engineers Association of California. Based on the materials encountered and review of the referenced report. the following recommendations are made: • Site Class = C, CBC 2007, Table 1613.5.2; • Ss=1.700; CSC 2007, 2003 NEBRP • Sn = 0.616; CBC 2007, 2003 NEHRP • Fa =1.0, CBC 2007, Table 1613.5.3(l); • F, =.1.3, CBC 2007, Table 1613.5.3 (2); • SI�s=1.700,.CBC 2007, Section 1613.5.3; • Sm, = 0.801, CBC 2007, Section 1613.5.3; • SDs=1.133; CBC 2007, Section 1613.5.4; ■. SDI = 0.534, CBC.2007, Section 1613.5.4; • Seismic Design Category is D, CBC 2007, Table 1613.5.6(1&2). i P.A. & Associates, Inc. 2 Ciient: Mr. Tour Emtiaz Project: 27 Avalon Vista Pelican Crest Ii Newport Coast, U.C., CA Retaining Walls Passive Pressure Project File No. 28137.102 Passive earth pressure within fill material may be computed as an equivalent fluid having a density of 300 pounds per cubic foot (pef) with a maximum earth pressure of 2000 psf. An allowable coefficient of friction between soil and concrete of 0.35 may be used with dead load forces. When combining passive pressure and friction resistance, the passive pressure component should be reduced by one-third. Active Earth Pressure Active earth pressure may be computed'as an equivalent fluid having a density of 35. pef and 55 pef for level and not steeper than 2Horiiontal:I Vertical slope backfill respectively. All of the retaining walls should be designed to resist any -adjacent structural surcharge load, in addition to the active or at rest pressure., Backfill of the. retaining walls should. be granular material with a minimum sand equivalence of 30 (S.E.>30). A 4-inch perforated schedule 40 PVC pipe installed with at least a 1.5% slope and 4 inches of CIIaltrans Class permeable materW (or compatible material) on the bottom and 12 inches on the sides and top of the pipe should be included in the designs for walls higher than l 8 inches in: -order to prevent build-up of hydrostatic pressure. Exterior retaining walls should be backfilled with. 'of minimum of 12 inches of relatively imp eable (native silty .soils) in order to prevent penetration of the surficial water into the retaining wall backfill.. For graphic demonstration of retaining wall detail refer to Figure C-1, Appendix -C. At -Rest Pressure When movement on top of the reiai,ing wall is restricted (Pinned or Fixed), at rest pressure maybe computed as an equivalent 'fluid. having a density of 55 pef and 98 pd. for level and not steeper than 2Horizontal: l Vertical slope backfill respectively. For backfill specifics, refer to previous section. Water proofing design and inspection of the retaining structures is beyond the scope of our work. Slabs -On -Grade Slabs should be at least 5 inches in thickness and should be reinforced wA No.4 bars at 18 inches on -center each -way. Interior slabs on grade should be .underlain. by %0-xnil Viisqueen plastic moisture barrier with one -inch of sand between the Visqueen and the slab and one inch of sand P.A. & Associates, Ind .3. Client: Mr. Tom Emtiaz Project: 27 Avalon Vista Pelican Crest 11 Newport Coast, O.C., CA Project FUe No. 28137-102 under. Two inches of crushed rock should be placed under all slab areas. Sawcuts (or cold joints) . should be made on all exterior slabs, walkways and driveways, at maximum of 10 feet intervals each way, with a maximum length to width ratio of 2. Exterior slabs should have thickened edges 18 inches deep and 8 inches wide. Plasticity of the material encountered is 15. During sieve analysis, 34 percent of the soil passed through sieve No.200. Effective plasticity index of 18.. may be used in the slab design. 'Based on the foregoing test results, and assurning the material is predominately montmorillonite clay, the edge moisture variation distances (ern) are approximately 5.5 feet for center and 23 feet for edge, and maximum differential soil movement_ (ym) are 1.4 inches for center lift and 0.21 inch for edge lift. The slab sub -grad coefficient is 4.3. The depth to constant suction is 7 feet, design soil suction 3.5., and moisture velocity.0.8 inches per month. The structural design for the slab and foundation should conform to the preceding soil values and design for expansive soil, Section 1805.8.1of the 2007 California Building Code. Presaturation. Slab (nonstructural) subgrade soils. should be presaturated to 110 percent of their optimum moisture to a depth of at least 18 inches _prior to placement of crushed rock and. moisture barriers. Presaturated slab sub -grade areas .should not be allowed to dry prior to pouring the slabs. Adequacy and verification of presaturation adherence should be coaffi-med by the project soils .engineer or his on -site representative. Type of Cement Ile water-soluble. sulfate testing indicates that the bedrock, fill, and terrace deposits tested will have negligible sulfate exposure to concrete in contact with soils. Therefore, sulfate resistant cement is not ' required. The chemical laboratory tests for water-soluble sulfate are attached in Appendix A. P.A. & Associates, Inc 4 '9 ' Client: Mr. Tom Emtiaz Project: 27 Avalon Vista PeUcan Crest 11 Newport Coast, D.C., CA Project File No. 28137-102 We mast that this information is useful to you. P.A. and Associates appreciates the opportunity to be of professional service on this project.. Should you have any questions or desire additional information, please contact us at your earliest convenience. Respectfully, P.A.. & Associates, Inc. P.A. & Associates, lnc- 5 Client: Mr. Tone Emtaaz Project: 27 Avalon Vista Pelican Crest Ti Newport Coast, O.C., CA I i � Laboratory Testing AA & Amodates, Ina Project He No. 28137-102 Client: Mr. Tom Emtiaz Project; 27 Avalon Vista Pelican Crest H Newport Coast, O.C., CA Project File No. 28] 37-102 APPENDIX A-1 LABORATORY TESTING PROGRAM Laboratory tests were performed on selected samples in accordance with one or more of the standard testing methods shown below. A summary of laboratory test results follows, beginning with Appendix B2. Discussion, conclusions, and recommendations pertaining to these results may be found in the text of the accompanying report. Unified Building Code No. 18-2 Expansion Potential State of California Department of Tramportation (CALTRANS) No. 216 In -Place Soil Density No. 301 Resistance (R Value) American Standards for Testing and Materials (A.S.T.M) D-420-98(2003) Collection of Field Samples D-421-85(2.002) Grain Size Analysis -Mechanical Method D422-63(2002) Crain Site Analysis - Hydrometer Method D-698-00a Moisture, Density D-854-02 Specific Gravity D-1556-00 Tn-Place Soil Density- Sand Cone D-1557-02 Maximum Density and Optimum Moisture D-1883-05 California Bearing Ratio D-4254-00 Relative Density D-2166-00 Unconfined Compression D-2216-05 Water Content Determination D-2419-02 Sand Equivalence Testing D-2435-04 Consolidation Testing D-2487-00 Unified Soil Classification System D-2937-04 In -Place Soil Density - Driven Tube D-3080-04 Direct Shear D-4318-00 Liquid and Plastic Limits and Plasticity Index D-4253-00 Maximum Index Density P.A. &Associates, Ina Client: Mr. Tom Emtiax Project File No. 281.37-102 Project: 27 Avalon Vista Pelican Crest H Newport Coast, ®.C., CA APPENI)a A-2 LABORATORY TEST SUMMARY Fxpausion Test Results Location Depth Sail Expansion Expansion (Feet} Type Index Potential T-1 $ Sandy Silt with Gravel (siltstone) 35 LOB' light yellowish brown Maximum Dry Density - Optimum Moisture Location Depth Soil --Maximum optimum (ft) Tape Dry Density Moisture T-1 $ Sandy Silt with Gravel (siltstone) 98.0 po£ 22.5 % light yellowish brown Direct Shear Strength Location Depth Soil interval Friction Cohesion (tt) Type Angie (Psf) T- l S Sandy Silt with Gravel (siltstone) 23 degrees 450 light yellowish brawn P.A. & Associates, Inc. Client: Mr. Tom Emtiaz Project File No. 28137-102 Project: 27 Avalon Vista Pelican Crest H Newport Coast, D.C., CA Location Depth (ft.) T-1 8 P.A. & Associates, Inc APPENDIX A-2 LABORATORY TEST SUA MARY (continued) Sieve Analysis Percent der than No.50 (0.0117", 0.3 mm) Percent finer than N0.100 (0.0058", 0.147 mm) Percent fixer than No.200 (0.0029", 0.075 mm) 34.0 % f= A' .: - �i.. �2 . • +r. OR R 0 0 z c� � Q 4 U O W L a U) 3 y WcaU Q a Im o m r fL w. ❑Q� cv aw o r❑n N z +U ~ Q7 y L U N � L 46 o co N m C.O.U❑ma)=m O o a o a o 0 o a Clv ' tla' V) 0 N CD N ram- ❑ IC7 C Jua;uao ain;s ow jN .0 ELa i [q l!] U7 iL7 L+7 N CV cn cQ L'n Lfl Cti4 pp t7 CN [A Lo CD M Cl) U7 1�- CQ r- Lq M L'V CO 0 �• N ❑0-� a + m Cl) o p] a La U D a� a L �aa000 � E � 2z Q Cq LO p d LO U7 U) L LD r U7 n LA co C N M r qm Ch! to r MINION Nollmoolum, E�Wkj 0 00 0 o y •p + + m-¢07l---0--I-? --zawx � w aoooH 2 Client; Mr. Torn Emtiaz Project. 27 Avalon Vista Pelican Crest 1f Newport coast, A.C., CA P.A. & Associates, .Ina Project i(le No. 28137-102 Chemical Laboratory Testing Water -Soluble Sulfate ASSGiA . aRA'CORIp L SAMQUIEST SUMMAY •Laia FZequeSt �rtt ID: IJate Ft eceiVed:12JQ3J2aD8 i. & p,ssaciate5. Prom Nl�r : E5B is Pairviz Aziar= EdeiMan P tie, Cif 92$i$.. - LOG IN S49-679-757 x�SZT'fi�i: GIje�1t . � �• .����f1 ' • ' . # il0d�o�8�12:36 • . �e Date-12l10l2171]8 Log Data-- ed 85 934 fpox: SQLID : • g ,€ed. k2l03l24D8 2:32 Status: t;a Sarvic* Grob'. 2-4 Ana 1p:.T.{�' . rest• 13aa C - . ern WO.4 a€able Sulfa Soils by lC. .0 :W- • - .: .. I3u� Gate: 12f'Ip12pQ8 . ` LogDgt� i 21D4l2�tJ$f� 2:3g' ed' . p too. 9f ;iix: SOL��-k aipsed' 12I 12i]ti8 12.32 Star: € o ceririoe Group Matit•Smpi::ID, T1-'*•g � stt3asns a PrC la CHEM 30t]:� So4ubla Sulfate In goi[s by 1C _ Al 34G.Q. Due Dom: 121�O12©�$ Dste:121fl4d2a�8'@12:38 Log gas: Log ed S raup Ord" Na 961'an Matrix. SQLID Sim sad:121p312() 12:32 Analy�s: cl'Kent amol. IO: T3' 0' fastKaMO Pra CNN 34Q,� Solute suffata in Soils btI.4C AD 300.4 t]ste l te.:12l10J2048 Log g;1 y0412045 • gnua Ser�.G o.g2M541d 54• roup od VaAk gairipiasi; An Yta .6wTet SmjR3, 10:• Csborstory hod Pro Ie Tact Naha Ci4EM No 0 $ol�bie Sulfate in Sails byiC Pelt 3flC.Q _ L'a a �t�ip-ast 224593 tial�et; p�8e 1 cf 1 l a ~ �a ay. t4ATASHA-----�- 60/To 39vd 1CI�05Sti EESsSTLLtrTL LT LT 800ZI801ZT AS80CWtEDIABS RESULTS WORKSHEET FOR LAB REQUEST-224,593 Client $mpl 1D, T'I 9 2-4 Matrix: SOLID . Analyte An, pate Init DF - Result L DLR MDL Units Ordrr #: gal 985 Client Smpl €a: T1' Q 8 Matrix: SOLID Tost # Analyte An. Date ..iris#. I t]F Result DLR IVIDL i Units 00.4 Soluble S�,tfatta 0.441 O.tJ002�'. % Comments; 0rder#:-951988 Client Srnp€ ID: T3 7 matrix: SOLID Test # Analyte An. Date Init. DF Result .,, L DLR MDL Units . � ti .sue �oshmerats: /0 Order #: %§ 032 Client Srnpf ID: laboratory Method Blank Matrix; SOLID Test # Anal* An, Date inii DF Result t]LR MDL Uni OD.-O . • • ; Soluble Sulfa fe i.7 „I # A h 1 0,001 0.000 % Ca:nn�eaGs: DLR = Detection limit for reporting purposes. MUL = Method Detection Limit. DF Dilution factor. An. Date = Date of analvsis: ]nit = Mafvsf initials ? Lab Request 224593 wort<sheet, page. I of 'I i 30/Z@ 39Vci SHV1 UiVlO055b EEGSULVIL LT :LE 800z/80 jZT PLAN CHECK. REPLY Project: Emtiaz Residence Date: 11-09-09 Project No: 2090 Plan Check By : County of Orange Plan Check No.: RS0806670 sc Rev) Item # Reply GENERAL. C 16.2.5 Please see revised sheet SGN with forms per your request.. Please see our responses- in black Sharpie pen - to your comments on the attached pages. Please do not hesitate to call our office should you have any questions. Robert Armani, Inc. Consulting Engineers 'pFESSIo ��•,�� ��,1N Ff pU9��� f cjvj1 t t alW10� 2398 Sunningdale Dr. Tustin, Ca 92782, Tel: 714-389-9729, Fax: 714-544-7200 R na i I —r,+ specify Your own pedal title block here, use the "Settings" screen and eater your title block ti,ftnmafion. o 2007, 1&ApF20�i8, (e) 1989.20 lnpm aomrsrrppprt fomatest rek tion 4. RP-118642$ 290701 � �� v�• S�1�Rs " Title Emtlaz-Spa Vault wall .lob * 2090 Dsgnr: Description..,. �+ CrIerJa. _............ Wall heigfft atwwe soil = 0.67 ft �Y 51ope E�eh'ihdlNaR _ 0= : 1 Height of S61f over Toe = 6.00 in Water height onlleel 0.0 ft Wind on Stem -. 0.0 psf Vertical component of•acWe lateral. soil pressure. -options: USED .for -$oil. Pressure. NOT USED for $Ilding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over. Heel = 0.0 psf Used Ta Resist 5lfding & Overtuning Surcharge Over Toe = 100.0 psf Used for Sliding & Overturning Axial load Applied to Stem Axial Dead Load W 0.0 lbs Axial Live Load = 0.0 Ras Axial Load Eccentricity = 0.0 in ' es Ear th Pressure Seismic L �_- -_- _ cad k Design Kh = - 0, 7 2'S g Iori 3 scrio 111 1/a1 Page:52 A. RA Date: OCT 12,2009 This (Nall in File: c:ifiles12090 enjUazisite, reta! all 'levered Re fning Wall Design {nN Code: CSC l Soil !3a - Foatirlg Dimensiolt� & 5tre the Heel Act' $sure - 45.0 psf/ft TaeA urs - 45.0 psfJft P assctiwe ive >aress - 250.0 psfPR Sail gensiiyr, Heei = $ail Density, Toe 110.00 pcF FootingllSoil Fiiction = 0.300 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #!ft ...Height to Top - 0.004 _Height to Bottom = 0.00 ft Kae for seismic earth pressure = 0.456 Ka for static earth pressure = 0.362 i oe "lulu Heel Width = Total Footing Width - 7,92 Footfn cite = 21.00 in y Width - 12.00 in Key Depth = 0.00 in Key Distance from Toe - 5.67 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.001 a Cover 0 Top = 3.00 in [ Btrn.= 3,00 in Adjacent Footing Coad Adjacent Footing l_aad = 0.0 IbS .Footing Width - 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL. Dist = 0.00 ft Footing Type Lne Load Base AbovelSelow Soil of Sack of WaIt = 0.0 ft . Poisson's Ratio = 0.3Q0 Added seismic base force 804.9 lbs Difference: Kae - Ka- UsingiVlononobe-C]lcabe !Seed Whitman procedure 4.p95 "Design summary I Stem construction Tnp stem -- 2nd Wall StabilityRatios _ Design Height Above Ftc Stem OK a 8.00 Stem OK ().Da Overturning - 1.55 OK Slab Desists All Sliding 1 Wall Material Above "Ht" = Concrete Concrete Thickness = 12.eo 12.00 Total Searing Load - 8.333 tbs Rebar Size Reber Spacing = # 5 - 12.00 # 7 6.00 ...resultant ecc. = 23.06 in Reber Placed at D ' = Edge . Edge Soil Pressure @ Toe = 2,728 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,000 psf Soil Pressure Less Than Albrwabie AC! Factored @ Toe = 2,753 psf ACI Factored @ Heel - 0 psf Footing Shear @ Toe - 24.6 psi OK Footing Shear @ Heel. - 23.8 psi CK Allowable = 75.0 psi Sliding. Caics Slaty Resists All Sliding r Lateral Sliding Force W 5,494A Ibs Load Factors ........... Building Code CIBC2007 Dead Load 1.200 Live Laad....... ].t300.. .......-..... Earth, H 1.600 Wind, W 1400 Selsmlc, E 1-000 esegn fh/FB + fafFa 0-137 TOW Force @ Section Ibs = 1,030.3 Moment.... Actual ft-#= 1.890.8 0.790 6,922.9 Moment,.,.. Allowable ft-#= 1 C79.5 Shear.. ...Actua 1 7.4 52.7 Shear.-_.,Atlowab psi= 82.2 67.1 Wall Weight psf = 150.0 150.0 RebarDepth in= 10.79 9.56 LAP SPLIC F ABOVE in = 21.36 g6.02 LAPSPLIG BELOW in= 21.36 HOOK feD INTO FfG in = S.82 1 t Masonry A Pm - �, r �..._. - psi - - J Fs Fs psp= Solid Grouting - Use Full Stresses - Modufar Ratio 'n' Short Term Factor Equfv. Soled Thick ......... _ = -._ ...................._-......................_ -....... PIPY - Masonry Block Type = Medium wes -t Masonry Des;gn Method Concrete Data ----- = ASO -----...- t'c psi= 3.000.0 2,000.Q--� PY psi= 60,000.0 60,000.0 40 _ 1312009 09:53 5495797575 P.A.& ASSOCIATES,INC P.A.P* & A530C.AMS, INC. Mr. Toms Emdaz cio Mr. Mohsen W-hrtAsh Mehir Group, The. 28942 Sean Drive Lagtallaa Niguel, CA 92677 June 1;6a, 2009 Project File No. 281.37-104 SOIL ENGINEERING GEOLOGY MRTER IAL TESTING ENVIRONMENTAL Subject-, Retaining Wall 13es ip Values for Basement Cats Exposing Adverse Bedding, Proposed Siagle-Family Residence, 27 Avalon Vista, (Tract No. 1534, Lot 18), Pelican Crest 1l, Newport Coast, Orange County, California. Dear Mx. Emtiaz: Pursuarat to your request, we are pleased to provide geotechnical values to be used in the design of proposed basement walls that -expose adverse bedding in the cuts located a. the northemierma and soutbwestern sides of the basement excavation. The locations of the wails that will .be subject to surcharge from adverse geologic conditions are shown in Figure A-1.-1, Appendix A. Also sbowa to Figure A-1-1 is the location of the cut where mempoxary shoring is tecornmended during constmo,t ion. Our laboratory test i esults are attacbed in Appendix. B. Our geotwhnical recommendations axe provided below., Ffl'Ll"ATION kECGMNWNDA TIONS Continv ous and Square pad- Footings Continuous footings should be a. minimum of 127 15, and 18 inebes wide and 24 inch_ es into competent bedrock for one, two, and three stories. respectively, (the basement should be considered as one door)-. Square pad footings should- be founded at least 24 inches into competent bedrock, below lowest adjacent grade, and should have a minimum dimension of 24 inches square. All continuous footings -should be reinfbrce i with two No.5-bar on top and two at the bot turn. -Spread footings should be reinforced with No.5 bars spaced 12 itches on -center each -way, unless determined otherwise by the Structural Engineer. Garage entry and all the pad footings should be interconnected through a 244cb deep grade beam system. Bottom of the footings should be a minimum of 10 feet away fTom the slope face (daylight). Footings may be deepened -in order to keep all of the foundation system of the proposed building in a uniform competent bedrock material without creating transition Bane in the building pad area. Slabs should be design as stz`actural slab in the deepeted footing sections. Bearing Capacity (Continnous amid Square Pail Footings) Contsnwus footings tray be designed with -m allowable bearing capacity of 2000. pounds per square foot. Square pad footings may be designed A�th an allowable hearing capacity of 2200 CALIFORNIA: 28 Edelman, Irvine, GA 92618 - Ter. 949-679-7474 Fax 949-679-7575 Weositet www.paassociates.corr ^ E-mall: into@ paossociaIes.com 54T Z JG,'1812069 05:53 g'25737575 P.A.& ASSOCIATES,IHC PAGE ' 3 of + Client: Mr. Tam Emtiaz 'Project File No, 281.37-104 7-0? o Project: 27 Avalon Vista , If Peiican Crest 11 Newport Coast, U.C. CA � �' � S 10� pounds per squaxe foot. These values may ire incrcased by 150 psf £or each addztivDidth.,depth of rooting to a maximum of 3500 pst Temporary Shori.ngfBraeing For recommended sboringlbracing of temporary cut surfaces indicated in Figure 1A.-1-1, Appendix A, we recommend trapezoidal/triangular distribution of earth pressure. For design detail, please refer to Appendix C, Fig. C-2. Seismic Recommendations The structural design at the site should conform to the most reccat 2007 California Building Code mT,ixemeiits for Region l and the most recent design standards of the Structmal Engineers Association of California. Based on the materials encountered and review of the referemced report the following recommendations are made: Site Class = D, CBC 2007, Table 1613.5.2; • Ss = 1.529; CBC 2007, 2003 IMP • S, = 0.619; CBC 2007, 2003 NEHRP F$ =1.0, CBC 2007, Table 1613.5.3(l); F, = 1.5, CBC 2007, Table 1613.5.3(2); • SMs=1,01.8, CBC 2007, Section 1613.5.3; • SM, = 0.619, CBC 2007, Sectiou 1613.5.3; • Sns=1.519, CBC 2007, Section 1613.5.4; Sni = 0.929, CBC 2007, Section 1613.5.4; + Seismic Design Category is D, C$C 2007, Table 1613.5.E(7 &2). ReWming Wails Passive Pressure Passive earth, pressure within -fill material may be computed as an cquivaler)t fluid having a density of 3 pounds per cubic foot (pcf with a maximum earth pressure of 2000 psf. An allowable coefficient of friction between soil -rid concrete of U.3S may be used with dead load forcm When combining passive pressure and friction resistance, the passive pressure comporient should be reduced by ono -third. P.A. & Associates, Ina 2 F.L: rebar depth'? - `A F&r Yahod? Mail' aw vTc)(D!e SMALL 5USNr=$S RE: rebar depth? ,From! "Hugh Brooks, 5E" support@retainpro.coma To: "Robert Armani" <robert@robertarmani.net> Rabe rt: Wednesday, November 4, 2009 4:35 PM Retain Pro gave you the correct " d " distance which is 12.00 ['i.50 (0.62512)] = 10.19. See ACI 318-09, T.7.1. Hugh Brooks, PE, SE Retain Pro Software hbrooks@,retainpro.com 949-721-4099 Fax: 949-721-4098 www.retainpro.com ll:rom: Robert Armani [maiito:robert@robertarmani.net] Seat: Wednesday, November 04, 2009 3:44 PM To: support@retainpro.com subject: Fw: rebar depth? Please see page #49 of the attached plan check Correction from the county, questioning Rebar Depth! Your prompt reply is appreciated, Best,Robert Robert Armani, Inc. Consulting Engineers 2398 Sunningdaie dr. Tustin Ranch, CA 92782 Voice: 714-389-9729 Fax : 714-544-7200 http :llus.mc3 .mail-yahoo.comlmclshowMessage? sMid=2&filterBy=&.rand=8 3114845 8& _ _ . 11/4/2009 PLAN CHECK REPLY Project: Emtiaz Residence Plan Check By: County of Orange Item 4 Reply GENERAL: C 16.2.5 Please see revised sheet SGN with forms per your request.. Date: 11-09-09 Project No: 2090 Plan Check No-: RS080667(ls` Rev) Please see our responses- in black Sharpie pen - to your comments on the attached pages . Please do not hesitate to call our office should you have any questions. Robert Armani, Inc. Consulting Engineers �1JA R Otl 9 70925 z 0fi13 Zt dr * J 2399 Sunningdale Dr. Tustin, Ca 92782, Tel: 714-389-9729, Fax: 714-544-7200 Email • Rn�+orF(nlrnho.-s�••+••,•,: ••�+ specify your own petrol title block here, use the "Settings" screen and enter your title block information. Retain Pm 2007, 18-Apr--2Q0 . I www.retalnpMC0Wartsupy0 Registrtdion 0 : RP-1165926 Pam. vf•jN �itS Ak� Title Erntiaz-Spa Vault wall Job # 2090 Dsgnr: Description.... _000do+ evered R $� n' ing Wall Design Soil Etetained:Height---4^-�::f.3.Q08.. .-: Allow Slope S9hfnci yi r- 0 00 : 1 Height of 3611 over Toe = 6.00 in Water height overhee! 0.0 ft Wind on Stern - 0.0 psf Vertical cdrreponent af.acWe lateral sail pressure. options: USED .forSoil. Pressure. NOT USED for Sliding Resistance. USED -far Overturning Resistance. Surcharge Toads Surcharge Over Heel - 0.0 psf Used To Resist Sliding & Overturning Surcharge over Toe = 100.0 psf Used for Sliding & Overtuming Axial Load Applied to Stern y I Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Ecoentricity 0.0 in Heel Act' ressure Toe Acttve ure Passive Press Sail Density, Heel Soil Density, Too . Footingi{Soff Friction Soil height to ignore for passive pressure in ? I or I Page:s2 A. RA Date: OCT 12,2009 de: CBC l3imensions & Sti - . 3 000.0 Toe Width = 5 ft leth0d­-- - . Heel Width _ 42 = 45.0 psffft Total Footing Width - 7.92 - 45.0 psflR Footin i - 21.00 in - 250.0 psflft = y Width = 12.00 in 110.Q0 pof Key Depth = 0.001n _ . 0,300 Key Distance from Toe = 5.67 ft fc = 2,500 psi Fy = 60,606 psi W 0.00 in Footing Concrete Density 150.00 pef Min. As % = 0.0018 Lateral Load Ap1.plied to Stem Lateral Load = 0.0 #fft ... Height to Top = 0.00 ft ... Height to Sattom = 0.00 ft Cover @c Top = 3.00 in @ Btmn = 3.00 in Adiacent Footing Load Adjacent Footing Loac = 0-0 lbs Footing Width = 0.00 ft Eo0ardricky = 0.00 in Wall to Ftg CL Dist = 0.00 It Footing Type Line Load Base AbovelBelow Soil at Back of Wall - 0.0 ft Poisson's Ratio _ 0.300 Earth Pressure Seismic Load Kae for seismic earth pressure = 0,456 Added seismic base force 804.9 Ibs Design Kh 0.125 g Ka for static earth pressure 0.362 Dtierence: Kae - Ka Using Mononobe-Okabe 1 Seed -Whitman procedure Design Summary T j`Stem Constr.uciion I Top stem end Wait StabilityRatios _ Overturning- - Design Height Above Fit ft = Sarre aK 8.00 Stain OK 0.00 _._..,- $ ab Resists All 1.55 OK Sliding i -Wall Material Above "He' = Concrete Concrete Thickness - - 12.00 12.00. Total Bearing Load 8.333 lbs Reber Size = RebarSpacing = # 5 12.00 # 7 resUkant BCC = 23.06 in Reber Placed at - Edge .6.00 Edge Soil Pressure @ Tue = 2728 psF OK , Design Data -----_-•• fb/F8 + fa1Fa -- --.�..-- - .. _ Soil Pressure Heel = 0 psf OK = 0.137 0.790 Allowable- = 3,000 psf Total Force dQ Section lbs = 1,0 0-3 6,922.9 Soil Pressure Less Than Allowable Moment.... Actual ft­# 11890+8 ACl Factored @ Toe = 2,763 psf Moment..... Allowable. ft-#= 1 OAA 075.5 ACI Factored @ Neel = 0 PSI`Shear.....Actual 7.4 52.7 Footing Shear@Toe = 24.6 psi OK Shear __..AJIowab11 psi 82.2 87.1 Footing Smear @ Hew = 23.8 psi OK Wall Weight psf= 150.0 150.0 Allowable 75.0 psi Rebar Depth in = 10.19 9.56 Sliding Calcs Slab Resists All Sliding ! LAP SPL[C F ABOVE in = 21.3fi qg 02 Lateral Sliding Force W 5,494.1 lbs LAP SPLIC BELOW in = 21.36 HOOK EM D INTO FTG in = 8.82 I r Masonry D _�.....___ Pm p. si= ...� �... FS psi = Solid Grouting Load Factors Use Full Stresses _ Building Code Dead CBG 2007 Modular Ratio 'n' _ Short Term Load Live Load......... 1.200 1.600... Factor = 9uiv_ Solid•'rhick.................. _..... ........................................... 0. Farth H 1.600 Masonry Block Type = Medium Weight Wind, W 1.600 M250nry Design Method = ASD Seismic, E 1.600 Concrete Data .-. - - fc psi= 3,000.0 -. 2,000.0 _ _ _ %#*�0 Fy psi= 60,000.0 E0.000.0 4• _6/18J2009 09:53 9_435737575 p. A. & ASSUGIATES, ING 2 'If '- . r*1 FA. & ASS( E5 iFfC, Mr. Tone Embaz c/o Mr. Mohsen Mehrtasb Mehlr Group, T.0c. 28942 Sean Drive Laguna Niguel, CA 92677 Jamie 16, 2009 Project File No. 28137-104 SOIL ENGINEERING � 3EOLOGY MATERIAL TESTING ENVIRONMENTAL Subjece Rctaining Wall Design Values for Basemmt Cuts Exposing Adverse Bedding, Proposed Single-family Residence. 27 Avalon Vista. (Tract No. 1534, Lot 18), Pelican. Crest 1� Newport Coast, Orange County, Calif mia. Dear W. Emtiaz: Pursuant to your request, we are pleased to provide geoter-Imical values to be used in the design of proposed basement walls that expose adverse bedding in the cuts located on the northeastem and southwestern sides of tl. e basement excavation, The locations of the walls that will be subject to surcharge from adverse geologic conditions' are shown in Figm-e A-1-1, Appv.dix A. Also shown in Figure A-1-1 is the locabon of the cut where temporary shoring is recommended daring construction. Our laboratory test results are attached in Appendix B. Our geotechnical rwom mendatiotm are provided below: FOUNDATION RECONI NDATIONS Continuous and Square Pad Footings Continuous footings -should be a- minimum of 12., 15, -and IS inches wide and 24 .inches into cbmpetlmit bedrock for one, two, and three stories respectively, (the basement should be considered as one floor): Square pad footings should be founded at least 24 inches into competent bedrock, below lowest adjacent grade, and should have a minhnum diransion of 24 inches square. All continuous footings should be reinforced with, two No-5-bar on top and two at the bottom. Spread footings should be reinforced with No.5 bars spaced 12 inches on -center each -way, unless determined otherwise by the Structuzal Elngineer. Garage entry and all the pad footings �shonld be ioterronnected through a 24-inch deep grade beam system. Bottom of the footings should be a minimum of 10 feet away from the slope face (daylight). Footings may be deepened in order to keep all of the foundation systern of the proposed building in a uniform competent bedrock material without creating transition luxe in tlao building pad area. Slabs should be design as struct=3 slab in the deepeacd footing sections. Bearing Capacity (Continuous atld Square Pad Footings) Contirnivus footings may be designed with an allowable bearing capacity of 2000. pounds per square foot. Square pad footings may be designed with an allowable bearing capacity of 2200 CALIFORNIA: 28 Edelman, Irvine, CA 92618 • Tel, 949-679-7474 Fax 949-679-7575 Wehsite; www.paass4ci0tc?s-rQm ► E-mail info 0paawsociates_corn 5H-T- 1 'F./ 19/2009 09: 53 a- S?9?575 P. �. �iS�C�CIATES, IIJC PACE "4- '3 of 4 CUent: 'Mx. Tom Fmtiaz Project File No, 281.37-104 Prn; ed. 27 Ai, a1 I ,Vista If r 01 Pelican Crest 13 1 Newport Coast a.C,, CA Cam CA 1 %6 J ,3 � 0 sibs pounds per square foot. These values may be increased by 150 paf for each additional width or depth of footing to a maximum of 3500 psf Temporary Shoring/Bracing For recommended shoring/bracing of temporary cut surfaces iaidieated in Figure A-I-1, Appendix A., we recommend trapezoidal/triangular distribution of earth pressure. For design detail, please refer to Appendix C, Fig. C-2. Seismic Recommendations The structural design at the site should confonxt to the most recent 2007 California Building Code requirements for Region 1 and the most recent desi.p statadards of the Structural Engineers Association of Califomia. Based on the materials encountered and review of the referenced report thr, following recom=ndations arc made: Site Class = D, C13C 2007, '.fable 1613.5.2; • Ss ` 1.529; CBC 2007, 2003 NTEHRP • S1 = 0.619; CBC 2007, 2003 NEHRP F, =1.0, CBC 2007, `fable 1613.5.3(l), • F, = 1.5, CBC 2007, Table 1613.5.3(2); • SM9=1,018, CBC 2007, Section 1613.5.3; • Sm, = 0.619, CBC 2007, Section 1613.5.3; • Sns=1.519, CBC 2007, Sectiou 1613.5.4; • SDI = 0.929, CSC 2007, Section 1613.5.4; + Seismic Design Category is D, CBC 2007, Table 1613.5.6(1&2). Retaining Walls Passive Pressure Passive earth pressure Arithin fill material may be computed. as an equivalent fluid having a density eof�ounds per cubic foot {pco with a maximum earth prrere ssuof 2000 psf An allowable coefficient of friction between soil and concrete of 0.35 may be used with. dead load forces, When combining passive pressure and friction resistance, the passive pressure component should. be reducod by one third. P.A, & Associates, Ina _ -. _ — 2 RE: rebar depth'!-'A'1'&T Yahoo! Mail' aw xi-ioo!e SMALL BUStNESS RE: rebar depth? Prom. "Hugh Brooks, SE" <support@retainpro.com> To; "Robert Arrnani`" rrobert@robertarmani.net> Robert: Wednesday, November 4, 2009 4;35 PM Retain Pro gave you the correct "d" distance which is 12.00 - [1.50 - (U2512)] V 10.19, See ACi 318-09, 7.7.1. Hugh Brooks, PE, SE Retain Pro Software hbrooks@.,etainpro.com 949-721-4099 Fax: 949-721-4098 www.retainpro.com From: Robert Arrnani [mailto:robert@robertarmani.net] Sent: Wednesday, November 04, 2009 3:44 PM To: support@retainpro.com Subject: Fw: rebar depth? Pfease see page ##49 of the attached plan check correction from the county, questioning Rebar Depth! Your prompt reply is appreciated, Best, Robert Robert Armani, Inc. Consulting Engineers 2398 Sunningdale Dr. Tustin Ranch, CA 92782 Voice: 714-389-9729 Fax: 714-544-7200 http://us.mc3.mail.yahoo.cornlmelshowMessage?sMid=2&filterBy=&.rand=83114845 8&... 1 I /412009