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Home My WebLink About1 Hoag Dr - Soilsriu 9 b �I bil h 11. CIVIL E;NGIN£ER's CERTIFICATION FORM City of Newport Beach 3300 Newport Blvd PO Box 1768 Newport Beach, CA 9265E-5915 From:_ nan,z ijitladay. Date: Attention: Grading Engineer, Building Department Wagner Pacific, Inc. 201 E. Yorba Linda Blvd. PJcentia, CA 92870 August 4, 1997 CPC No.: c9600389 Trcct/Sub' clivisiorL/Lot No.: Hoag Hospital Rough Final x Project Names: rinaq_ Hosn+_tal - Landscape Phase 5 Project Address: One Hoag Drive, Newport Beach, CA 22658 Owner/Developer: Hoag Memorial Hospital Presbyterian Type of Project: • Tract • Drainage • Commercial • Other Pavement Rehabilitation • Industrial (Parking Lots, Entry Drive) Yardage for Project: • Cut < 50 • Borrow • Fill < 50 • Export ` I hereby approve the grading for this project in accordance with my responsibilities under the City Grading Code. I have inspected the project and hereby certify that all areas exhibit positive surface flow to public ways or City approved drainage devices. The grading has been completed: x in conformance with, with the following changes to, the approved grading plan. Description of Changes: Company: Name: License No.: .__Wagner• Pacific, Inc. _Dana s 16177 i a4av (print) RCE 14751 TOTAL P.02 if • 4.0 • t • C a h DATE: ' 1 7 ,orse /T C—' 96a23cP9 CITY OF NEYPORT BEACH - BUILDING DEPARTMENT JOB ADDRESS: PRE -CRAG! MEE ING AGREEMENT / 9 e /vt 1. The grading plan check number for this site is / 9 9/iP• Zand will be referred to in ell reports, certifications and correspondence. 2. STOP ORDERS. Whenever any work is being done contrary to the provisions of the City Codes, the Building Official or his authorized representative may order the work stopped tr '.nice in writing served on any persons engaged in the doing or causing such work to be done and any such persons shall forthwi:h stop such work until authorized by the Building Official to proceed with the work. 3. The steeped set of approved plans shall be on the Job site at all times. 4. NOTIFICATION OF NONCOMPLIANCE. If, in the course of fulfilling their responsibilities, the civil engineer, the soils engineer, the engineering geologist or the testing agent finds that the work is not being done in conformance with the approved grading plans, the discrepancies shall be reported immediately in writing to the person in charge of the grading work and to the City Grading Engineer. Recommendations for oerreetiva measures, if necessary, shall be submitted to the City Grading Engineer for approval. 5. When import or export of materials is required, haul routes to and from the site shall be approved by the City Traffic Engineer and hauling procedure; shall be in accordance with Chapter 15 of the Newport Beach Municipal Code (N'BMC). 6. Between October 15 and May 15, erosion control measures shall be in place at the end of each working day whenever the five-day probability of rain exceeds 30 percent. During the remainder of the year they shall be in place at the end of the working day whenever the daily rainfall probability exceeds 50 percent. 7. Desilting basins, when required, shall be installed and maintained for the duration of the project. 8. All fills shall be compacted throughout to a minimum of 90 percent compaction as determined by ASTM test method 1557 and approved by the soils engineer. Compaction tests shall Fu+ performed approximately every two feet in vertical height and of sufficient quantity to attest to the overall corpaction effort applied to the fill areas. 9. All trench (including interior and exterior utility trenches) and retaining wall backfill shall be compacted throughout to a minimum of 90 percent relative c:+rpaction and approved by the soils engineer. 10. Whenever work on which required inspection/testing is covered by additional work without first being inspected/tested, the Building Official shall require by written notice the; the work be exposed for examination. The work of exposing and recovering shall not entail or be subject to expense to the City of Newport Beach and will be the sole expense of the Permittee per Section 7014 of the NBHC. 11. Landscaping of all slopes and pads shell be in accordance with Chapter 15 of the NBMC. 12. Approved drainage provisions shall be used to protect adjoining properties during the grading operation. 13. The permittee or bis agent shall notify the Building Department when the grading operation is ready for each of the following inspections: • a. INITIAL INSPECTION. When the permittee is ready to begin work, but not less than two days before any grading or brushing is started. b. OVERExCAVATION/BOTTCM INSPECTION. After the bedrock, natural or competent ground is exposed and prepared to receive fill, but before fill is placed the project geotechnical engineer shell approve ell areas to receive fill. .. EXCAVATION INSPECTION. After the excavation is started, but before the vertical depth of the excavation exceeds ten feet. d. FILL INSPECTION. After the fill placement is started, but before the vertical height of the fill exceeds ten feet. e. DRAINAGE DEVICE INSPECTION. After forming of terrace drains, de ndrains or after placement of pipe in subdrains, but before any concrete or filter material is placed. f. Special: g. ROUGH GRADING. When ell rough grading has keen completed, This inspection may be called for at the completion of rough grading, without the necessity of the Building Department having previously reviewed and approved the reports. h. Prepaying Heetinq. A site meeting shall be required prior to commencement of any paving work with the following people present: 0+ner., Paving Contractor, Design Civil Engineer, geotechnical Engineer, Building Official or their representatives. i. UINAL. When all work, including Installation of all drainage ctructures and other protective devices, has been completed and the as -graded plan, professional approvals and the required reports have been submitted. 14. The Building Department will give a ROUGH GRADE RELEASE when the following has been approved: a. Design Civil Engineer's rough grade approval. b. Geotechnical Engineer's compaction report and approval. c. Geologist't report. d. Grading Engineer's or Building Inspector's field inspection. 15. All footing excavations, slab on grade areas and subdrains shall be inspected and approved by the Geotechnical Engineer or Engineering Geologist. Written approval shall be subm!tted to the Building inspector. 16. The Building Department will give a FINAL GRADE RELEASE when the following items have been approved: a. Design Civil Engineer's final grade approval. (Completion of the Civil Engineer's Certification Form.) b. Geotechnical Engineer's final compaction report and approval including inspection of all foundations, slab on grade areas, utility line and/or retaining wall backfill testing, as well as asphalt pavement testing/Inspection where required by the City Grading Engineer. c. Grading Engineer's or Building Inspector's field inspection. d. Landscape architect's certification letter. 17 Paint, alloofawhichnenter NewportrBay. Violators will be prosecuted (NBNC allowedials or resie shall not be enter streets, curbs, gutters or 17.32.020) 32.020) 18. Failure to request inspections and/or have removable erosion control devices on -site at the appropriate times shall result in forfeiture of the construction cleanup deposit. 19. The undersigned acknowledge a copy of the above and agree to comply with the Grading Code of the City of Newport Beach, the recommendations of the project soils report and any special requirements of the permit. OWNER: By: Address: Telephone: GEOTECHNiCAL ENGINEER: LAN%/ G.PA : 1 PA L By: /LL,C-,tA-- £tc2J4n/ 7— Address: 2?J e, TA AEL A. J • A &'s) �39- 5geD Telephone: DESIGN CIVIL ENGR.:WAGNER PA cline.. INC. .L3 By: O S Nl 1 M r `"f A Cie - Address: 7Ii KIMOERI—Y AVG. °ZS° PC.A Cc"arA Telephone: 714- ,93-4S00 GEOLOGIST.: By: Address: Telephone: GRADING CONTR.: OCSI-CR14 Ro"vt44 COORDINATOR: By: •Tt,11 z1 . Vt c. v By: Address: 7IGf S. i—l114Ir— 1""+e-, Address: Telephone: Telephone: f\pregrdmt5.91 •B1cS 3S7 LP55 NEWPORT BEACH REPRESENTATIVE: GRADING ENGINEER: (714) 644-3280 INSPECTION: (714) 644-3255 LAW/CRANDALL A DIVISION OF LAW ENGINEERING ANC ENVIRONMENTAL SERVICES. INC. August 8, 1997 Mr. Leif Thompson, A1A Facilities Design It Construction Hoag Memorial Hospital Presbyterian One Hoag Drive, Box 6100 Newport Beach, California 92658-6100 Subject: Liquefaction Potential Proposed Support Services Building Hoag Memorial Hospital Presbyterian Lower Campus One Hoag Drive Newport Beach, California Hoag Project 1250.79 Law/Crandall Project 70131-6-0172-0002 Dear Mr. Thompson: As requested by Mr. David Jacobson of Nadel Architects, Inc., this letter presents our conclusions regarding the liquefaction potentail at the site of the proposed Support Services building. We performed a geotechnical investigation for the project and submitted the results in a report dated June 5, 1996. The professional opinions presented in this letter have been developed using that degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants prac- ticing in this or similar localities. No other warranty, expressed or implied, is made as to the professional advice included in this letter. Liquefaction Zones The State issued a Seismic Hazard Zones Map for the Newport Beach Quadrangle in April 1997. This map identifies areas as potentially liquefiable within the Newport Beach Quadrangle. The potential liquefaction zones shown on the map do not include the location of the proposed Support Services building. However, there are areas identified as potentially liquefiable directly south of the proposed development starting at West Coast Highway, and directly east of the proposed development at the off -ramp from the southbound Newport Boulevard to the west bound Coast Highway. Subsurface Conditions We drilled a boring (Boring 4) during our investigation for the proposed development near the eastern cdg" of the property. We encountered siltstone in the boring directly below the surface paving. We also drilled five borings (Borings 7, 8, 9, 10, and 11) near the southem edge of the proposed development, during the same investigation. Siltstone was encountered from 6-inches to 2- 200 CITADEL DRIVE • L05 ANGELES, CA 90040.1554 (213) 889-5300 • FAX (213) 721.6700 • Paul 17. Schade Principal Engineer cnggeo/96-proj/01721 L 05.doc/PS (2 copies submitted) Hoag Memorial Hospital Presbyterian --Liquefaction Potential Law/Crandall Project 70131-6-0172-0001 August 8. 1997 feet below the ground surface. Layers of sandstone were encountered in four borings (Borings 5, 6, 7. and 11) during the same investigation on the westem portion of the property. Testing showed these sandstone layers to be dense. Groundwater seepage was encountered in most of the exploratory borings drilled at the site: however. the amount of groundwater seepage encountered was relatively small. Conclusions The sandstone and siltstone are not considered to be liquefiable. Based on the subsurface conditions encountered in our borings and on the information presented in the Seismic Hazards Zones Map, it is our opinion that the potential for liquefaction occumng at the site is low. Please call if you have any questions or require additional information. Sincerely, LAW/CRANDALLis �p Egf 0 j n. SC No.2371 * Exp.9.'30(00 ct,cgel ( ri (;% tP:*1,‘ Marshall Lew, Ph.D. ! *Exp. 3-31-99 /�+,I, Corporate Consultant c .� /!'! Vice President web Tecvt\4%Q;� f,! .OF ^ A11`•. , cc: Hoag Memorial Hospital Presbyterian Attn.: Mr. Greg McClure Nadel Architects, Inc. Attn.: Mr. David K. Jacobson City of Newport Beach - Public Works Department Attn.: Mr. Faisal Jurdi 2 IIiDirk(/, .S„tk6iT 4- !Tit is St 1ia11,_ jtl' , Ct 2. _ . .j - . Y-,T REFERENCE: CALIFORNIA DIVISION OF MINES AND GEOLOGY, 1997, '/ 'SEISMIC HAZARD ZONES MAP, / lr NEWPORT BEACH OUADRANGJ.E! 0 i ,\ . l • LAWiCRANDALL FIGURE LAW A DIVISION/COF RLAW ANDALL ENGINEERING A ANO ENVIRONMENTAL SERVICES, INCoo January27. 997 Mr. Leif N. Thompson, AIA Hoag Memorial Hospital Presbyterian Facilities Design and Construction 301 Newport Boulevard, Box 6100 Newport Beach, California 92658-6100 Subject: Review of Civil Plans and Pavement Design Proposed Pavement Rehabilitation Hoag Memorial Hospital Presbyterian Newport Beach, California Law/Crandall Project 70131-5-0689.0004 Dear Mr. Thompson: As requested by Mr. Al Burghard of Wood, Burghard, Swain Architects, this letter presents the results of' our review of the project civil plans for the proposed pavement rehabilitation project. We have been provided with a copy of the project civil plans (Sheets C-l.1 through C-I.3) dated November 27. 1996, prepared by Wagner Pacific, Inc. We have performed numerous geotechnical investigations at the hospital campus and are familiar with' the subsurface conditions Included in our prior studies was a pavement condition survey which included the area of the planned rehabilitation. The results of the pavement condition survey were presented in a report dated December 6, 1994 (L/C 2406.40435.0001). Our professional services have been performed using that degree of care and skill ordinarily exercised, under sitnilar 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 project plans indicate that portions of the existing pavement around the hospital conference center extending south to the parking structure will be either slurry sealed, overlaid, or removed and replaced with new pavement. The narking area behind the conference center will be widened about 6 feet, which will require about 2 feet of fill to be placed. Based on our review, the planned earthwork will not adverwly affect the site, and the subject civil plans are in accordance with the recommendations contained in our December 6. 1994 report with the following exceptions: For the areas of failed pavement on the main hospital drive that will be replaced, we recommend the replacement section consist of 3 inches of asphalt concrete (A.C.) over 10 inches of aggregate base course (A.B.) or an 8-inch thick full depth asphalt section in lieu of the 3 inches of asphalt concrete over 6 inches of aggregate base course shown on the plans. The section currently shown in the plans (3 inches A.C. over 6 200 CITADEL DRIVE • L05 ANGELES, CA 90040.1554 (213) 889.5300 • FAX (213) 721.6700 • rr- Hoag Memorial Hospital Presbyterian January 27, 1997 Page 2 inches A.B.) is adequate for the pavement planned behind the conference center where the anticipated traffic usage (Traffic Index = 41/2) will be significantly less than the traffic on the main hospital drive (Tr•^-ffic Index =• The 1'/:-inch asphalt concrete overlay with Petromat may be used in lieu of the 2-inch thick overlay recommended in our report. It should oe noted that the Petromat fabric should not be used on future rehabilitation projects where the grade of the pavement is greater than 6 percent, which does not occur within the limits of the current project. The exposed subgrade and the placement of fill and pavement should be observed and tested by personnel from our firm. We trust this letter satisfies your current needs. Please additional information. Sincerely, LAW/CRANDALL Paul R. Schade Senior Engineer enggco\95-proj106894 Lot. DOGP (1 copysubtnitted) cc: (3) Wood. Burghard, Swain Architects Attn: Mr. Al Burghard No. 49379 Exp. 9I30100 Ccat\i'i •at=�/ call if you have any questions or require ��,� / 4_%�LL QPOEESSION4j /1 C °'C4- �FFyn, No.522 m Fxp.3 31 99 *� slgFOTECH��'OQS�� OF Marshall Lew Principal Engineer Vice President 0 3 • v LAW/CRANDALL, INC. ENGINEERING AND ENYIRONYENTit SERVICES December 6, 1994 Mr. Gunther M. Kilfoil, A.I.A. Hoag Memorial Hospital Presbyterian Facilities Design & Construction 301 Newport Boulevard, Box 6100 Newport Beach, California 92658.6100 Subject: Report on Pavement Condition Survey and Repair Recommendations Hoag Memorial Hospital Presbyterian Newport Beach, California Dear Mr. Kilfoil: 2406.40435.0001 Law/Crandall, Inc. is pleased to present our interim report of pavemer, , condition survey and repair recommendations for distressed areas at Hoag Memorial Hospital :'resbyterian. Our survey was conducted November 18, 1994 on the }ioag Memorial Hospital Presbyterian campus located on the corner of Pacific Coast Highway and Newport Boulevard in Newport Beach, California. The purpose of this survey was to evaluate the present pavement condition and develop recommendations for pavement repair and maintenance. Our professional services have been performed using that degree of care and skill ordinarily exercised, under similar circumstances, by reputable construction materials consultants practicing in this or similar localities. No other warranty, expressed or implied, is made as to the professional advice Included in this report. SIR SO' ?AM CT. • SAR OIEGO. CA Alm 0111m. sov.4ASliiryrrssc "iv Mtat moose .i • 0 ,', • • it Mr. Gunther KMJoil, Hoag Memorial Hospital Presbyterian December 6, 1994 Pavement Condition Report & Repair Recommendations 2406.40435.0001 BACKGROUND VISUAL SURVEY The asphalt concrete (AC) pavement associated with the Hoag Hospital campus is experiencing several forms of pavement distress. These are: • Structural failure • Shoving • Raveling Portions of the pavement have developed an "alligator" type crack pattern which is the result of a support failure within the pavement structural section. This condition allows moisture to enter the underlying base and subgrade soils, causing additional damage to the pavements. Damage from shoving has occurred in the entrance to the Hoag Cancer Center east parking lot. Shoving usually occurs due to shear forces from the braking action of vehicles. The Hoag Cancer Center east parking lot entrance is a curvrtd downgrade with little or no supertlevation. An entrance gate is located at tho bottom of the slope forcing drivers of vehicles to apply their brakes. Vehicles with excessive speeds; which lead to excessive braking forces, were observed during our field investigation. Damage from raveling was observed in several locations around the campus. Raveling is the loss of either or both coarse or fine aggregates from a pavement surface. Raveling is generally caused by water sensitive aggregates, low compaction, and low binder content. The raveling observed generally appeared to be in drainage paths and areas adjacent to irrigated landscape. 2 i• 4 a • Mr. Gaither RUfoit, Hoag Altman.. Horpitaf Presbyterian December 6, 1994 Pavement Condition Report & Repair Recommendations 2406.40435.0001 Six cores were cut from the pavement for thickness measurements and sampling of underlying materials. The core locations are described as follows: Core S Location 1 Hoag Hospital Cancer Center east parking lot entrance 2 Entry from Pacific Coast Highway on the lower campus 3 Emergency Care Unit parking lot 4 Road in front of Child Care Center parking lot 5 Road in front of Grace Hoag Conference Center 6 Hospital building entrance, east of parking structure The asphalt concrete contains 1/2 inch maximum size aggregate. Information on the aggregate source and type, and the grade of asphalt Cement was unavailable at the time of our survey. The age of the pavement Is unknown. The aggregate material directly under the asphalt concrete is a processed miscellaneous base (PMB) with 1-inch maximum size aggregate. This material was dense and damp at the time of sampling. Location #2 had 3.5" of cement treated base between the AC and PhMB. The subgrade soils are classified as follows: "• Location 1 and 4: Clayey sand with little gravel • Location 2: Silty sand with little gravel • Locations 3, 5, and 6: Clayey sand The soils were dense and damp at the time of sampling. Sample #6 contained excess moisture believed to be from adjacent landscape irrigation. Mr. Gunther Kdfoil, Hood Me on..t Hospital Presbyterian Pavemeru Condon Report & Repair Recommendations The following table presents the thickness of the materials encountered: December 6. 1994 2406.40415.0001 THICKNESS (INCHES) 1 LOCATION IN -SITU STRUCTURAL rASPHALT CONCRETE BASE SUBGRADE MATERIAL CTB 1 3.5" 0 6" 18" + 2 2" 3.5 8" 18" + 3 3.8" 0 4" (sub -base) 14" + 4 3" 0 10" 18" + 5 3.3" 0 3" 12" + 6 0.8' (top lift) " 2" (bottom lift) 0 4" 12" + .t There was a stress absorbing fabric between the two lifts. To assist in determining an economical recommendation for repair, 'Rs -value tests were conducted on selected samples of the subgradc soil. These test results were analyzed to determine if the in - situ structural section was adequate for the present traffic use. The following is a comparison between the measured thickness of the parking lot structural section and required thickness. The required thicknesses were developed using a traffic index (TI) of 5.5, a subgrade R-value of 50 for location 1 and an R-value of 21 for locations 2 through 6, and Calkans design manual for flexible pavements. The TI of 5.5 was determined by assuming loading from 50% of the 2, 3, and 4 axle trucks from the west service road and no 5 axle trucks. 4 Mr. GwtSer ?Won, Hoag Memorial Hotyiral Pretbyterion Pavement Condi:fon Report & Repair Recommendation: December 6, 1994 2406.40435.0001 LOCATION MATERIAL THICKNESS (INCHES) GE IN-srttl G.E. THICKNESS (INCHES) DESIGN G.E. THICKNESS . (INCHES) DIFFERENCE (INCHES) 1 AC 3.5 2.32 14.1 10.6 +3.5 BASE 6.0 1.00 2 AC 2.0 2.32 17.9 16.7 +1.2 3.5 1.5 CTB BASF_ 8.0 1.00 3 AC 3.8 2.32 8.8 16.7 -7.9 SUBBASE 4 4 AC 3 2.32 17 16.7 +0.3 BASE 10 1.00 5 AC 3.3 2.32 10.7 16.7 -6.0 BASE 3 1.00 6 AC 2.8 2.32 10.5 16.7 -6.2 BASE 4 1.00 Gf = Gravel Factor: Design multiplier which equates products used to a graded gravel GE = Gravel Equivalent: Thickness of graded gravel required to prevent displacement of . subgrade soil under expected Toads. The data presented in the above table indicate that baring locations 3, 5, and 6 fail to meet the minimum structural thickness to support the 5.5 T.I. 5 Mr. Gunther X foil, Hong Menonol Hospital Presbyterian Pavement Condition Report et Repair Recommendations RECOMMENDATIONS Hoag Cancer Center East Parking Lot Entrance December 6, 1994 2406.404J5.0001 To prevent future shoving of the AC pavement on the sloping entiance street into the parking lot, we recommend replacing the asphalt concrete with a portland cement concrete (pcc) pavement. This will eliminate any short and long term problems associated with AC pavement in this application. A portland cement concrete pavement section was designed using the Portland Cement Association's Thickness Design for Concrete Highway and Street Pavements design manual and computer program. We recommend a 7' thick unreinforced PCC pavement on 3" of processed miscellaneous base (PMB). The PMB should be compacted to at least 95% of the maximum laboratory density as determined by ASTM D1557. This design is based on a subgrade R-value of 50 and medium traffic loading. The concrete should conform to Caltrans Standard Specifications section 90 except as modified below. Mix Design The concrete mix design should be in accordance to ACI-301 with the following parameters. • Design :strength- 600 psi flexural strength • Maximum slump 4" • Minimum portland cement content- 6 sacks/cubic yard • Maximum w/c ratio- 0.55 lbs/Ib • A water reducing admixture is required • Approximate aggregate gradation proportions Washed Concrete Sand- 42% Coarse Aggregate 1"- 46% Coarse Aggregate 3/8'- 12% o r Mr. Gunther ICdfail, Hoag Menw..al Hospital Presbyterian Pavement Condition Report & Repair Recommendations Curing December 6, 1994 2406.40435.00OI Proper curing is essential for a quality pavement. A Caltrans approved curing compound should be applied after finishing operations are complete and immediately before the moisture sheen disappears from the surface but shall not be applied over free standing water. All traffic should be kept off the concrete for a minimum of 7 days after the concrete has been placed. Heavy trucks should be kept off the concrete for a minimum of 28 days after the concrete has been placed. It is important to keep vehicles off the :lab for the above mentioned time and if the parking lot cannot be closed this will require staged construction. Control and Construction Joints Control joints should be soft cut as soon as possible after the concrete has set. Conventionally wet saw the concrete to a depth of 1 1/2 inches and clean prior to the application of joint filler. Joints should be cut so the pavement is divided into sections no greater than 15' on a side. Saw cut joints shall be filled with a Caltrans approved joint filler. Install joint filler to the full depth of the joint, flush with the top of the pavement. For staged construction, to allow access to the parking lot, a construction joint will be required in the center of the roadway. On the construction joint we recommend 3/4" diameter, 24" long, smooth dowel bars @ 18" on center. One end should be ground smooth and greased to allow movement. The dowels should be placed mid depth in the slab. Where the PCC abuts existing AC, the AC should be saw cut and the underlying base and subgrade should be removed and left with.a vertical face continuing down from the saw cut in the AC. The PCC should be placed directly against the existing AC structural section. LI areas where water will sheet drain from the AC onto the PCC, the PCC should be slightly lower than the AC to prevent collection and infiltration of water at the John. At locations where the PCC will sheet drain to the AC, the PCC should be slightly higher. 7 Mr. Gunther g�i1. Hoag Memoriai Hospital Presbyterian Pavement Condition Report & Repair Recommendations Emergency Care Unit Parking Lot December 6, 199a 24O&.10435.0001 It is our understanding that the existing parking lot is to be removed and replaced with a reconfigured parking lot tying into the west service road. Core location k3 was taken in the ECU parking lot. The soil conditions encountered are similar to the west service road and the same structural section may be used for both the west service road and the ECU parking tot. The recommended section is as follows: Tbicknegs our e 2" AC surface 3" AC base 10" 3/4" aggregate base An alternative asphalt rubber hot mix (ARHM) is as follows: Thickness Course 1.5" ARHM surface 2.5" AC base 10.3" 3/4" aggregate base This section has been previously submitted and is based on an R-value of 19 and a 1I of 7. As discussed with Mr, Gunther Kilfoil, a TI of 7 will be used for the west service road and the ECU parking lot. Entrance from Pacific Coast Highway A small section of pavement (approximately 3 square feet) bas been uplifted and needs to be replaced. The cause cf the uplift was not determined but may be due to tree roots. The area cf distress is small and confined. At this area we recommend removing the existing pavement section and replacing it with a 10-inch thick full depth asphalt section. 8 A • Mr. Gunther 1Ct o[[, / Hoag Memorial Hospital Presbyterian December 6, 199J Pavement Condition Report & Repair Recommendation: 240640435.0001 South Road Parallel to Newport Blvd. Tying into Hospital Road and Pacific Coast Highway To evaluate this road, three cores were taken. Based on the results from testing and analysis at these locations, the current pavement structural section is inadequate to support a TI of 5.5 at two of the three locations. Structural failures were observed at several locations along the road. At core location 6 a stress absorbing fabric was found in the core. Core location 6 was on the entrance to the hospital building in a slightly sloped area. Due to the high traffic volume during our coring we could not obtain a core in the traffic lanes to determine if a stress absorbing fabric had been installed. If a stress absorbing fabric has been installed in the sloping traffic lanes this could be a sours; of future shoving problems. Most stress absorbing fabric manufacturers recommend that their products not be installed in sloping pavement. 'We recommend that two additional cores be cut on the sloping area during low traffic volume periods to determine if a stress absorbing fabric has been installed. If a stress absorbing fabric is found in the sloping areas we recommend that the pavement be milled to a minimum of 1/4" below the stress absorbing fabric. When the pavement has been milled, 'existing structural failures need to be repaired. An overlay 2" thicker than the depth of milled pavement should be placed. If a stress absorbing fabric is not found, a 2" overlay should be placed on the existing pavement when the structural failures have been repaired. The 7." overlay will increase the structural section and mitigate the existing raveling problem. To repair the existing pavement structural failures we recommend removing the existing distressed areas and replacing the failed section with an 8" full depth asphalt section. The section of the road around the parking structure to the ECU parking lot does not have a PCC gutter. Some of the benefits of a PCC curb and guner are that PCC is not susceptible to raveling and there is not a joint for water infiltration where the gutter abuts the curb. It is our understanding that additional pedestrian walkways may be installed on the campus. If walkways are installed by this roadway, it would be an excellent time to install a monolithic PCC curb and gutter. When the overlay is installed it should be graded to drain into the PC gutters. .g • o. v. • Mr. Oahe grokNaap N•td Carnal flt rich Pbwast Ca.idoa Report L R.p.t littessnmietiolu Packing Areas 94.•m6.r 6, 1994 740415.0001 Cora wore not taken from any of the peakiog lots that are to romain in place. The parking lots were observed to have similar distress types as the campus road and the samo recommendations should bo followed. Sincer!ly. LAw/CRAND/4LL., INC. David C. Wilson Staff Engineer DlfasjtDCW 10 s otnss`R. Qiaprr . RCE 12882 Principal Engineer arra