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HomeMy WebLinkAboutX2008-0429 - MiscI lime Dr - la et4P4°2ADB CITY OF NEWPORT BEACH BUILDING DEPARTMENT 3300 NEWPORT BLVD. P.O.BOX 1768, NEWPORT BEACH, CA (949) 644-3275 TENANT IMPROVEMENT CORRECTIONS Project Address: Scope of Work: Plan Check No.: Plan Check Engineer: Submitted Valuation: Type of Construction: Occupancy Group(s): Fire Sprinklers: 1st Check 03/10/08 1 HOAG DR RETAINING WALLS AND PADS 0414-2008 S. KUSIK $32,500 V-B U Submittal Date: 03/04/2008 CITY 0P NP:^IPnp, PEACH EUILDrNG DEPARTMENT T TrT,,7=a8 9sgk1ia g.,85 CorrectedValuation: c',: s o: of Stories: Suite Area: --- No - - Fire Alarm:. X 2nd Check 04/25/08 and Check-:_ WARNING: PLAN CHECK EXPIRES 180 DAYS AFTER SUBMITTAL. THIS PLAN CHECK EXPIRES ON: 08/31/2008 • Make all corrections listed below. • Return this correction sheet and check prints with corrected plans. • Indicate how each correction was resolved. Note: This list is applicable to B/M/A-2 occupancies. GENERAL CORRECTIONS 1-Apyreval-is-also required from: Planning Department Fire Department Public Work:, 2. Submit completed hazardous material and AQMD questionnaire form. NOT PROVIDED 04/25/08 0- ----- --4t deck Shared\Correction Lists\TlCorr 2007 NEW.doc 01/22/08 1 41 3. List the individual design profeslonals for each consultant, by name. walls. 6. Provide two wet signed copies of the soils report for the retaining wall design assumptions and include the complete conclusions and recommendations on a sheet of the plans. REPORT COPY PROVIDED IS NOT WET SIGNED. 04/25/08 7. Provide a summary of the maximum retaining wall heights and the total wall lengths as part of the project description. NOT FOUND 04/25/08 "CONSTRUCT CMU RETAINING WALL TYPE 'B"' DOES NOT DEFINE THE MAXIMUM WALL HEIGHT. "NEW RETAINING WALL FT MAX HT X 329 LF." IS NEEDED FOR THE RETAINING WALL PERMIT. Shared\Correction Lists\TlCorr 2007 NEW.doc 01/22/08 2 • Halladay Mira Mack, Inc. 1181 California Avenue, Suite 102 Corona, CA 92881 951-278-9700 Phone 951-278-2729 r'3114t. cc . Title : HOAG HOSPITAL CHW EXPANSION Page: Job # : 223-03-08 Dsgnr: RG Date: MAR 25,2008 Description.... PHASE IIA, INCREMENT 2- CIVIL SITE WALLS H=4'-8" This Wall in File: c:Vprogram filesVp20051hoag.rp5 Retain Pro 2005 , 1-December-2005, (c) 1989-2005 www.retalnpro.comisupport for latest release Cantilevered Retaining Wall Design Registration # : RP-1151855 2005003 Code: IBC 2003 [Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel Wind on Stern 4.67 ft 0.00 ft 0.00 : 1 12.00 in 0.0 ft 0.O psf Vertical component of active lateral soil pressure options: NOT USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning 1 1 Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity 0.0 Ibs 0.0 Ibs 0.0 in 1 Soil Data 1 Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density = 120.00 pcf FootingllSoil Friction 0.400 Soil height to ignore for passive pressure Footing Dimensions & Strengths' Toe Width = 0.67 ft Heel Width = 2.67 Total Footing Width = 3.34 Footing Thickness = 10.00 in Key Width = 6.00 in Key Depth = 6.00 in Key Distance from Toe = 1.42 ft 12.00 in fc = 2,000 psi Fy = 24,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover n Top = 2.00 in @ Btm.= 3.00 in ''C�7 FLCH BUILDING DEPARTMENT MT Cc Y e 1 UT CXPRc I Lateral Load Applied to Stern' ' 'r 'Atf t_ppn l Lateral Load CITY CF i, c 0.0 '#/ft , ".Ad ertt±IP9i t-,. ?.EIN Heigh to Top = O 00 ft .Food Width:. POLICIES, ..Heigh to. Bottom = d_OOft�.�rl'E� 5'T--�-T0 L r ��ylfaflRoSdgeQLy4yp ANS - __Base Above/Below Soil '':'at)Backh oTP�A'-- -� �Ycisson's�'Yatio___ oad = 0.0lbs 0.00 ft = 0.00 in 0.00 ft Line Load *Design Summary Wall Stability Ratios Overturning = 4.52 OK Sliding = 2.97 OK Total Bearing Load ...resultant ecc. 1,952 Ibs 3.01 in Soil Pressure @ Toe = 848 psf OK Soil Pressure @ Heel = 321 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,017 psf ACI Factored @ Heel = 385 psf Footing Shear @ Toe = 4.8 psi OK Footing Shear @ Heel = 8.3 psi OK Allowable = 76.0 psi Sliding Cates (Vertical Component Used) Lateral Sliding Force = 471.2 Ibs less 100% Passive Force = - 555.6 Ibs less 100% Friction Force = - 844.2 Ibs Added Force Req'd ....for 1.5 : 1 Stability Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic E 0.0 Ibs OK 0.0 Ibs OK IBC 2003 1.200 1.600 2.000 1.300 1.000 Stern Cphstrijetion_.--ToP-stern- em-oK- Desightiefght-Above Fkc-ti- a WallMateryal Above"Hf' = Masonrrp,gp ,pTosu�r%""' Thickness Rebar Size = # 5 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.487 Total Force @ Section Ibs= 364.2 Moment....Actual ft-#= 588.3 Moment Allowable = 1,208.0 Shear Actual psi = 9.0 Shear Allowable psi = 19.4 Wall Weight = 63.0 Rebar Depth 'd' in = 5 25 LAP SPLICE IF ABOVE in = 30.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 6.00 Masonry Data - fm psi= 1,500 Fs psi 24,000 Solid Grouting = No Special Inspection = No Modular Ratio 'n' = 38.67 Short Term Factor = 1.000 Equiv. Solid Thick. in = 5.80 Masonry Block Type = Medium Weight Concrete Data fc Fy psi = psi = 0.0 ft 0.300 Haltaday Mim Mack, Inc. 1181 California Avenue, Suite 102 Corona, CA 92881 951-278-9700 Phone 951-278-2729 Retain Pro 2005 , 1-December-2005, (c) 1989-2005 www.retalnpro.comlsupport for latest release Cantilevered RetainingWall Design Registration # : RP-1151855 2005003 g Title : HOAG HOSPITAL CHW EXPANSION Page: Job # 223-03-08 Dsgnr. RG Date: MAR 25,2008 Description.... PHASE IIA, INCREMENT 2- CIVIL SITE WALLS H=4'-8" This Wall in File: c:lprogram flleslrp20051hoag.rp5 Code: IBC 2003 Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 1,017 338 103 235 ■ Heel 385 psf 0ft-ft 0 ft-# 941 ft-# 4.84 8.32 psi 76.03 76.03 psi _ #5(§116.00 in #4@16.00 in = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S *Fr Heel: Not req'd, Mu < SFr Key: #4@ 37.25 in, #5@ 48.25 in, #6@ 48.25 in, #7@ 48.25 in, L Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure = 530.0 1.83 Toe Active Pressure = -58.8 0.61 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load © Stem Above Soil = Total = Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 972.3 -35.9 471.2 O.T.M. = 936.3 = 4.52 1,952.3 lbs Vertical component of active pressure NOT used for soil pressure 1 RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) _ Earth @ Stem Transitions_ Footing Weight Key Weight Vert. Component Total = 1,122.7 2.34 2,625.2 0.00 80.4 0.34 294.2 1.00 417.5 1.67 37.5 1.67 158.3 3.34 2,110.6 lbs R.M.= 26.9 295.2 697.2 62.6 528.7 4,235.8 DESIGNER NOTES: 8.in Mas w/ #5 @ 16.in o/c #5@16.in @Toe #4@16.in @ Heel v wows Designer select all horiz. reinf. See Appendix A - L5 ► 8„ -0 "1 2 3/4" 3c-4" Pp= 555.56# 847.79psf 321.24psf 530.02# Halladay Mint Mack, Inc. 1181 California Avenue, Suite 102 Corona, CA 92881 951-278-9700 Phone. 951-278-2729 Title • HOAG HOSPITAL CHW EXPANSION Page: Job # : 223-03-08 Dsgnr. RG Date: MAR 25,2008 Description.... PHASE IIA, INCREMENT 2- CIVIL SITE WALLS H= 5'-4" This Wall in File: c:lprogram files1rp20051hoag.rp5 Retain Pro 2005 , 1-December-2005, (c) 1989-2005 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration # : RP-1151855 2005003 Criteria Retained Height = 5.33 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 12.00 in Water height over heel 0.0 ft Wind on Stem = Vertical component of active lateral soil pressure options: NOT USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. 0.0 psf Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 0.0 Ibs 0.0 Ibs 0.0 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = Passive Pressure = Soil Density FootingllSoil Friction Soil height to ignore for passive pressure 35.0 psf/ft 250.0 psf/ft 120.00 pcf 0.400 = 12.00 in 1 Lateral Load Applied to Stem 0 Lateral Load ...Height to Top ...Height to Bottom 0.0 #/ft 0.00 ft = 0.00 ft I_ *Design Summary Wall Stability Ratios Overturning Sliding 1 4.30 OK 2.62 OK Total Bearing Load = 2,387 Ibs ...resultant ecc. = 3.65 in Soil Pressure @ Toe = 974 psf OK Soil Pressure @ Heel = 327 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,103 psf ACI Factored @ Heel = 370 psf Footing Shear @ Toe Footing Shear @ Heel Allowable 5.6 psi OK 11.2 psi OK 76.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 605.9 lbs less 100% Passive Force = - 555.6 Ibs less 100% Friction Force = - 1,034.1 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability 0.0 Ibs OK Load Factors Building Code IBC 2003 Dead Load 1.200 Live Load - 1.600 Earth, H 2.000 Wind, W 1.300 Seismic, E 1.000 Stem Construction Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 1 = 0.67 ft = 3.00 3.67 10.00 in 6.00 in 6.00 in 1.58 ft fc = 2,000 psi Fy = 24,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in 1 Top Stem Stem OK Design Height Above HE ft = 2.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE Ibs = ft-#= ft-#= psi= Psi= psf = in = in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data fm Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 2nd Stern OK 0.00 Masonry 12.00 # 4 16.00 Edge 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 1 0.206 194.1 215.4 1,046.1 4.7 19.4 63.0 5.25 26.09 26.09 0.358 479.7 877.4 2,449.4 6.7 19.4 94.0 9.00 23.61 6.00 psi= 1,500 psi= 24,000 = No No = 38.67 = 1.000 Equiv. Solid Thick. in = 5.80 Masonry Block Type = Medium Weight Concrete Data fc psi= Fy psi= 1,500 24,000 No No 38.67 1.000 8.50 Halladay Mim Mack, Inc. 1181 Califomia Avenue, Suite 102 Corona, CA 92881 951-278-9700 Phone 951-278-2729 Title HOAG HOSPITAL CHW EXPANSION Page: Job # : 223-03-08 Dsgnr: RG Date: MAR 25,2008 Description.... PHASE IIA, INCREMENT 2- CIVIL SITE WALLS H= 5'-4" This Wall in File: c:lprogram fllesMrp2005\hoag.rp5 Retain Pro 2005 , 1-December-2005, (c) 1989-2005 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration #: RP-1151855 2005003 Footing Design Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Results Toe = 1,103 441 = 124 317 = 5.55 = 76.03 = #4@16.00 in = #4Cj16.00 in = None Spec'd 1 Heel 370 psf 0 ft-# Oft-# 1,404 ft-# 11.25 psi 76.03 psi Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S *Fr Heel: Not req'd, Mu < S ` Fr Key: #4@ 37.25 in, #5@ 48.25 in, #6@ 48.25 in, #7@ 48.25 in, Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs ft ftaf Heel Active Pressure = 664.8 2.05 Toe Active Pressure = -58.8 0.61 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 1,365.7 -35.9 Total = 605.9 O.T.M. = 1,329.8 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = = 4.30 2,386.8 Ibs Vertical component of active pressure NOT used for soil pressure RESISTING Force Distance Moment Ibs ft ft4 1 Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions. Footing Weight Key Weight = Vert. Component = Total = 1,279.2 2.67 0.00 80.4 0.34 397.8 1.08 133.2 1.50 458.8 1.84 37.5 1.83 198.5 3.67 2,585.4 Ibs R.M.= 3,415.5 26.9 430.4 200.2 841.8 68.6 728.6 5,712.1 DESIGNER NOTES: 8.in Mas w/ #4 @ 16.in o/c 12.in Mas w/ #4 @ 16.in o/c #4@16.in @Toe #4@16.in @ Heel in_Mas w/ #7 @ 8 Solid Grout, Designer select all horiz. reinf. See Appendix A 7" H -41 3 -0" Pp= 555.56# i aroaroz,.wtS-•,yde.� 973.63psf 326.9psf 664.77# Halladay Mim Mack, Inc. 1181 California Avenue, Suite 102 Corona, CA 92881 951-278-9700 Phone 951-278-2729 Title : HOAG HOSPITAL CHW EXPANSION Page: Job # : 223-03-08 Dsgnr: RG Date: MAR 25,2008 Description.... PHASE ILA, INCREMENT 2- CIVIL. SITE WALLS H= 6'-0" This Wall in File: c:tprogram hleslrp2005thoag.rp5 Retain Pro 2005 , 1-December-2005, (c) 1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Registration # : RP-1151855 2005003 Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel Wind on Stem = 6.00 ft = 0.00 ft = 0.00 : 1 = 12.00 in = 0.0 ft 0.0 psf Vertical component of active lateral soil pressure options: NOT USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads 1 Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning _Axial Load Applied to Stem Axia! Dead Load = Axial Live Load = Axial Load Eccentricity = 0.0 lbs 0.0 lbs 0.0 in Soil Data Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density FootingllSoil Friction Soil height to ignore for passive pressure 1 = 1,500.0 psf Method = 35.0 psf/ft = 35.0 psf/ft = 250.0 psf/ft = 120.00 pcf = 0.400 Code: IBC 2003 Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width 0.67 ft 3.33 4.00 Footing Thickness = 10.00 in Key Width = Key Depth = Key Distance from Toe = 6.00 in 6.00 in 1.75 ft 12.00 in fc = 3,250 psi Fy = 24,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Lateral Load Applied to Stem *Design Summary Wall Stability Ratios Overturning = 4.17 OK Sliding = 2.42 OK Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel = 2,956 lbs = 4.45 in 1,149 psf OK 328 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,305 psf ACI Factored @ Heel = 373 psf Footing Shear @ Toe = 7.2 psi OK Footing Shear @ Heel = 13.9 psi OK Allowable = 96.9 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 758.3 Ibs less 100% Passive Force = - 555.6 Ibs less 100% Friction Force = - 1,279.8 lbs Added Force Req'd = ....for 1.5 : 1 Stability = Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 0.0 Ibs OK 0.0 lbs OK Lateral Load ...Height to Top ...Height to Bottom = 0.0 #/ft 0.00 ft = 0.00 ft Stem Construction IBC 2003 1.200 1.600 2.000 1.300 1.000 Top Stem LAdjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 2nd = 0.0 Ibs = 0.00 ft = 0.00 in = 0.00 ft Line Load 0.0 ft = 0.300 Design Height Above Ftg ft= Wall Material Above "Ht" _ Thickness Rebar Size = Rebar Spacing Rebar Placed at Design Data fb/FB+fa/Fa = Total Force @ Section Ibs = Moment....Actual ft-#= Moment Allowable ft-#= Shear Actual psi = Shear Allowable psi = Wall Weight psf Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data fm Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Stem OK 2.00 Masonry 8.00 # 4 16.00 Edge Stem OK 0.00 Masonry 12.00 # 4 16.00 Edge 0.357 280.0 373.3 1,046.1 6.8 19.4 63.0 5.25 26.09 26,09 0.512 612.5 1,254.2 2,449.4 6.2 19.4 124.0 9.00 23.61 6.00 psi = psi = 1,500 24,000 No No 38.67 1.000 Equiv. Solid Thick. in = 5.80 Masonry Block Type = Medium Weight Concrete Data fc psi= Fy psi= 1,500 24,000 Yes No 38.67 1.000 11.60 Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Haliaday Mini Mack, Inc. 1181 California Avenue, Suite 102 Corona, CA 92881 951-278-9700 Phone 951-278-2729 Retain Pro 2005 , 1-December-2005, (c) 1989-2005 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Registration #: RP-1151855 2005003 Title : HOAG HOSPITAL CHW EXPANSION Page: Job # : 223-03-08 Dsgnr. RG Date: MAR 25,2008 Description.... PHASE IIA, INCREMENT 2- CIVIL SITE WALLS H= 6'-0" This Wall in File: c:lprogram filestrp20051hoag.rp5 Code: IBC 2003 LFooting Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing = 1,305 373 psf = 522 0 114 124 0 ft4k = 397 2,007 04 = 7.19 13.92 psi = 96.91 96.91 psi = #4@16.00 in = #5@16.00 in = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S *Fr Heel: #4@ 12.25 in, #5@ 18.75 in, #6@ 26.75 in, #7451 36.25 in, #8@ 47.75 in, #9@ 4 Key: #4@ 37.25 in, #5@ 48.25 in, #6@ 48.25 in, #7@ 48.25 in, Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance Moment lbs ft ft-# 1 RESISTING Force Distance Moment Ibs ft ft# 817.2 2.28 1,861.3 Soil Over Heel -58.8 0.61 -35.9 Sloped Soil Over Heel Total = ResistinglOvertuming Ratio Vertical Loads used for Soil Pressure = 758.3 O.T.M. = 1,825.3 = 4.17 2,955.5 lbs Vertical component of active pressure NOT used for soil pressure Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions= Footing Weighl = Key Weight Vert. Component Total = 1,677.6 2.84 4,756.0 0.00 80.4 0.34 500.0 1.09 160.0 1.50 500.0 2.00 37.5 2.00 244.0 4.00 3,199.5 lbs R.M.= 26.9 543.0 240.5 1,000.0 75.0 976.1 7,617.6 DESIGNER NOTES: 8.in Mas w/ #4 @ 16.in o/c 12.in Mas w/ #4 @ 16.in o/c Solid Grout, 1'-0" fttn Mas w/#7@8. Solid Grout #4@16.in @Toe #5@16.in @ Heel Designer select all horiz. reinf. See Appendix A 4 _g 8 1 -9 I 1 2,-0" Vy • T 10"♦ T 3" 6" r 1 6'-0" Pp= 555.56# 1149.5psf 328.29psf 817.15# OMACTEC engineering and constructing a better tomorrow June 3,2008 Mr. Gregg Zoll Project Manager Facilities Design and Construction Hoag Memorial Hospital Presbyterian One Hoag Drive P.O. Box 6100 P2r: EF Newport Beach, California 92658-6100 Subject: Geotechnical Consultation Proposed Chilled Water Upgrade-- Phase II - Hoag Memorial Hospital Presbyterian--NhrthCam_pus One Hoag Drive Newport Beach, California MACTEC Project 4953-08-0391 CITY OF NEWPORT POACH RUE DING DEPARTMENT APPROVAL OF T1Cb_ u 'TOT COAisTITUTE CYPRESS OR IMPLIED ,TY,R.I i , T dL0 A. ION OF OR'N^7 VSIRTENT F-, FEro L,ro,P, _ _ � ,E :vr L 1"_nNs Dear Mr. Zoll: We are pleased to submit the results of our geotechnical consultation for the proposed Phase II of the Chilled Water Upgrade project adjacent to the Central Plant, located on the north campus of the Hoag Memorial Hospital Presbyterian campus in Newport Beach, California. We have been provided Sheets C1.00, C2.00, C2.01, C3.00 and C4.00 of the Utility & Precise Grading Plan dated April 7, 2008 for the proposed Phase II. Our predecessor firms of LeRoy Crandall and Associates (LCA) and LAW/Crandall, Inc. (LAW) previously performed geotechnical investigations adjacent to the proposed chilled water upgrade for the Emergency Generator Building, report dated May 21, 1996 (LAW Project No. 70131-6-0171.0001) and the Nursing Wing and Power Plant buildings, report dated August 15, 1969 (LCA Project No. A-69080). It is planned to grade the existing 3.3:1 slope to create a level pad for the installation of a 2,500 KVA electrical transformer on an 10 foot by 12 foot concrete pad and associated underground vault. It is also planned to construct retaining walls up to 6 feet in height along the southerly, westerly and northerly sides of the new vault. MACTEC Engineering and Consulting, Inc. 5628 East Slauson Avenue • Los Angeles, CA 90040-2922 • Phone: 323.889.5300 • Fax'. 323.721.6700 www.mactec.com Hoag Memorial Hospital Presbyterian—Geotechnical Consultation June 3, 2008 MACTEC Engineering and Consulting, Inc., Project 4953-08-0931 Data from the prior pertinent subsurface explorations adjacent to the proposed utility expansion as presented in the prior reports referenced above are considered applicable for the proposed Chiller Water upgrade project. The recommendations for foundations and walls in the May 21, 1996 report may be used for the design of the upgrade project with the following modifications. The proposed transformer pad foundation may be designed to impose a net dead -plus -live load pressure of' 6,000 pounds per square foot if founded in the firm natural soils and at least one foot below the lowest adjacent grade. To verify the presence of satisfactory design elevations, all foundation excavations should be observed by personnel of our firm. Our professional services have been performed using that degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No other warranty, expressed or implied, is made as to the professional advice included in this letter. The scope of this consultation did not include geologic or seismic studies for the site. Accordingly, our conclusions and recommendations are for static loading conditions only; however, this does not imply that there is a geologic or seismic hazard affecting the site. Also, the assessment of general site environmental conditions for the presence of contaminants in the soils and ground water of the site was beyond the scope of this consultation. 1 It has been a pleasure to be of professional service to you. Please call if you have any questions or if we can be of further assistance. Sincerely, MACTEC Engineering and Consulting, Inc. for with pe rrn Lan-Anh Trail Project Engineer my Marshall Lew, Ph.D. Senior Principal Vice President P:14953 Geotech12008 proj180931 Hoag -Chilled Water Upgrade14.1 Reports14953-08-09311t01.doc (4 copies submitted) 2