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HomeMy WebLinkAbout1 LEGOLAND DR; PART TWO; CB132320; PermitAS-GRADED REPORT OF ROUGH, FINE, & POST GRADING, WATER PARK ACTIVITY POOL LEGOLAND THEME PARK CARLSBAD, CALIFORNIA PreparecJ for: MERLIN ENTERTAINMENT GROUP/ US HOLDING, INC. One Lego Drive Carlsbad, Caiifornia 92008 ProjectNo. 10075.003 IVlay 7, 2014 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 4 Leighton andAssociates, Inc. A LEIGHTON GROUP COMPANY May 7, 2014 ProjectNo. 10075.003 Merlin Entertainment Group/US Holding, Inc. One Lego Drive Carlsbad, California 92008 Attention: Mr. Chris Romero Subject: As-Graded Report of Rough, Fine and Post Grading Water Park Activity Pool, LEGOLAND Theme Park Carlsbad, California Introduction In accordance with your request and authorization, Leighton and Associates, Inc. (Leighton) has performed geotechnical observation and testing services during the rough, fine, and post grading operations of the Water Park Activity Pool at LEGOLAND Theme Park, located in Carlsbad, California (Figure 1). This report summarizes our geotechnical observations, field and laboratory test results, and the geotechnical conditions encountered during the rough, fine, and post grading of the site. As of the date ofthis report, all grading activities are essentially complete. Project Description The subject attraction site is located in the north-center portion of the LEGOLAND Theme Park immediately north of the existing "Pirate Island" attraction. The Water Park Activity Pool attraction included a wave pool, swimming pool, and several support buildings (i.e., a Pool Mechanical building, Restroom building, Locker/Changing Room building, Wave Pool Equipment building, and Wave Pool Pump Pit building). Additional improvements will include access ramps, walkways, shade structures, cabanas, and retaining walls (Apel, 2013). Previous Site Grading The subject site was originally graded as part of the LEGOLAND Theme Park development under the observation and testing of Leighton and Associates (Leighton, 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 • www.leiglitongeo.com As-Graded Report of Rouqh, Fine & Post Grading, Water Park Activity 10075.003 1998). Grading operations in the area of the proposed Water Park Activity Pool Attraction included the placement of 4 to 18 feet of documented artificial fill overlying Quaternary-aged Terrace Deposits. It should be noted that stockpiled soil or undocumented fill was placed over the documented fill, and removed during the recent grading activities. Summarv of Rouqh. Fine and Post Grading Operations The rough and fine grading for this project was performed by Sierra Pacific West, Inc. between December 23, 2013 and March 8, 2014. In general, the rough and fine grading operations included: 1) removal of existing stockpiled and potentially compressible existing undocumented artificial fill and weathered formational material; and 2) the placement of compacted fill soils to achieve the proposed finished grade. Rough and fine grading activities were generally performed uncler full time observation and testing of a representative of Leighton in accordance with the project geotechnical recommendations (Leighton, 2013), additional recommendations made during the course of grading, and the requirements of the City of Carlsbad. The geotechnical conditions encountered during grading were generally as anticipated. The post grading operations for the project were performed by Concrete Contractors Interstate, Elliott Drilling Services, Dyna-Electric, Rand Engineering, Eagle Pavers, and Sierra Pacific West between January 7, 2014 and May 4, 2014, and included: 1) utility trench backfill and compaction; 2) observation of foundations; 3) observation and testing of retaining wall backfill and compaction; and 4) observation and testing of vehicle pavement sections. Post-grading activities were generally performed under observation and testing by a representative of Leighton in accordance with the project geotechnical recommendations (Leighton, 2013), additional recommendations made during the course of grading, and the requirements of the City of Carlsbad. Note that our field technician was on-site on a part-time basis, as needed, during the post grading operations. • Site Preparation Prior to grading, the area was stripped of existing surface pavement, vegetation, and debris. These materials were hauled away for disposal off-site. Subsequently, the existing undocumented fill stockpiled over the project area of the proposed improvements was removed to competent older fill soils and to the proposed site grades. As recommended, the upper 12 inches of soil in areas receiving improvements was removed and/or scarified and recompacted prior to the placement of additional fill in accordance with the recommendations of the Geotechnical Investigation (Leighton, 2013). The reprocessed soil was moisture conditioned to near optimum moisture content and recompacted to a minimum 90 percent relative compaction, based on ASTM Test Methods D1557. -2- Leighton As-Graded Report of Rouqh. Fine & Post Grading. Water Park Activity 10075.003 • Fill Placement and Compaction After processing the area to receive additional fill, on-site soil was spread in 4- to 8- inch loose lifts; moisture conditioned as needed to attain near-optimum moisture content, and compacted. Field density test results performed during the grading operations indicated the fill soils were compacted to at least 90 percent of the maximum dry density in accordance with ASTM Test Methods D1557. Compaction of the fill soils was achieved by use of heavy-duty construction equipment. Areas of fill in which field density tests indicated compactions less than the recommended relative compaction or where the soils exhibited nonuniformity, or had field moisture contents less than approximate 2 percent the laboratory optimum moisture content, were reworked. The reworked areas were recompacted and re- tested until the recommended minimum 90 percent relative compaction and near- optimum moisture content was achieved. • Trench Backfill Underground utilities (including sewer, water, pool water, and electrical lines) were constructed during the development of the site. During the trench and backfill operations, native soils were moisture-conditioned, placed in 8 to 12 inch thick loose lifts, and compacted to a minimum 90 percent relative compaction (based on ASTM Test Method D1557). Compaction of the trench backfill soils was accomplished by whacker and/or vibratory wheel-rolling with heavy-duty construction equipment. The results and description of approximate location of the backfill tests are summarized in Appendix B. • Retaining Wall Backfill During the retaining wall backfill operations, native soils were placed in 4- to 8- inch thick loose lifts, moisture-conditioned prior to fill placement, and compacted to a minimum 90 percent relative compaction (based on ASTM Test Method D1557). Compaction of the wall backfill soils was accomplished by hand tampers, sheepsfoot roller, and/or wheel-rolling with heavy-duty construction equipment. The results and description of approximate location of the backfill tests are summarized in Appendix B • Foundations Excavation Observation Excavations for conventional spread and continuous footings for the new structures were observed by representatives of Leighton and found to be with in competent fill soils or formational material, as recommended in the project geotechnical recommendations (Leighton, 2013). 4 -3- Leighton As-Graded Report of Rough, Fine & Post Grading, Water Park Activity 10075.003 In addition, excavations for the deep foundations (drilled piles or CIDH) for the retaining walls, shade structures and the Mount Cavora signature monument were observed by representatives of Leighton. The drilled shafts with diameters ranging from 18 to 48 inches were excavated to the proposed depths in accordance with the project plans. In general, no groundwater was encountered during the drilling ofthe shafts. No caving was encountered during the drilling ofthe shafts. • Drivewav Pavement Prior to placement of the aggregate base material, the driveway pavement subgrade soils were scarified to a minimum depth of 12 inches, moisture-conditioned to near- optimum moisture content and thoroughly mixed and then compacted to a minimum of 95 percent relative compaction (based on ASTM Test Method D1557) in accordance with the project geotechnical recommendations (Leighton, 2013). The aggregate base materials were compacted to a minimum of 95 percent of their respective maximum dry densities (based on ASTM Test Method D1557). Asphalt concrete materials placed in the drive and parking areas were placed and compacted to a minimum 95 percent relative compaction (based on California Test 304-Hveem Method, batch plant maximum density provided by others). The field density test results and description of approximate location for the subgrade soil, aggregate base material, and asphalt concrete testing are summarized in Appendix B. Field Densitv Testing Field density tests were performed during the placement and compaction of fill and reinforced fill. Density tests were performed in general accordance with the Nuclear- Gauge Method (ASTM Test Methods D6938). The results and approximate locations of the field density tests performed are summarized in Appendix B. The field density testing was performed in general accordance with the applicable ASTM standards, the current standard of care in the industry, and the precision of the testing method itself. Variations in relative compaction should be expected from the results documented herein. Laboraton/ Testing Laboratory maximum dry density tests of representative on-site soils were performed in general accordance with ASTM Test Method D1557. The laboratory test results are presented in Appendix C. -4- Leighton As-Graded Report of Rough. Fine & Post Grading, Water Park Activity 10075.003 Summary of As-Graded Geologic Conditions • Geologic Units The geologic units encountered during the grading of the site were essentially as anticipated and consisted of artificial fill and Quaternary-aged Terrace Deposits. The artificial fill consisted mainly of soils derived from on-site excavations that were placed during and following the original site grading that occurred in the 1990's (Leighton, 1998). The majority of the Quaternary-aged Terrace Deposits consists of silty fine to medium grained sand. • Faulting Based on our review of published geologic maps and geotechnical observations made during the rough grading operations for the project, no known faults are present on the site nor was any evidence of faulting encountered during site grading. The nearest active regional fault is the Rose Canyon Fault Zone located approximately 4.7 miles west of the site. • Landslides and Surficial Failures Based on our geotechnical observations during the rough and fine grading operations, there were no indications of landslides or other surficial failures within the subject site. Conclusions of Grading Based on our geotechnical observations and testing, it is our professional opinion (i.e., certifying as defined by the California Business and Professions Code) that the soil engineering and engineering geologic aspects of the grading are in general compliance with the approved geotechnical investigation (Leighton, 2013), geotechnical recommendations made during grading, and the City of Carlsbad requirements. Limitations The presence of our field representative at the site was intended to provide the owner with professional advice, opinions, and recommendations based on observations of the contractor's work. Although the observations did not reveal obvious deficiencies or deviations from project specifications, we do not guarantee the contractor's work, or his subcontractor's work, nor do our services relieve the contractor or his subcontractors of their responsibility if defects are subsequently discovered in their work. Our responsibilities did not include any supervision or direction of the actual work procedures of the contractor, his personnel, or subcontractors. The conclusions in this report are based on test results and observations of the grading and earthwork -5-Leighton As-Graded Report of Rouqh, Fine & Post Grading, Water Park Activity 10075.003 procedures used and represent our engineering opinion as to the compliance of the results with the project specifications. If you have any questions regarding our report, please do not hesitate to contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. William D. Olson, RCE 45283 Associate Engineer dolson@leightongroup.com Mike Jensen, CEG 2457 Project Geologist miensen@leiqhtongroup.com Attachments: Figure 1 - Site Location Map Appendix A - References Appendix B - Summary of Field Density Tests Appendix C - Laboratory Testing Procedures and Test Results Distribution: (4) Addressee -6-Leighton Project: 10075.003 Eng/Geol: WDO/MDJ Scale: 1 " = 2,000 ' Date:|\/la' \ Base Map ESRI Resource Center 2010 Thematic Info Leighton Author: mmurphy (mmurphy) SITE LOCATION MAP Water Park Activity Pool LEGOLAND California 1 Lego Drive Carlsbad, California Map Saved as P:-ciraf1ing 10075 002 GIS of_2013-02-15\Figure1 mxd on 7 2 3/2013 8:54:23 AM As-Graded Report of Rough, Fine & Post Grading, Water Park Activity 10075.003 APPENDIXA References R.W. Apel, Inc, 2013, Project Plans, LEGOLAND 2014 Water Park Expansion, LEGOLAND California, dated October 15, 2013. Dunn Savoie Structural Engineers, 2013, Retaining Wall Plans, LEGOLAND Waterpark Expansion, Carlsbad, California, Sheets 13 through 20, dated November 4, 2013 Dunn Savoie Structural Engineers, 2013, Foundation Plans, LEGOLAND 2014 Water Park Expansion, San Diego, California, Sheets SlOO, SI01, SI02, S200, S210, S220, S230, S240, S300, S400, S401, S402, S403, and S404, dated September 23, 2013 O'Day Consultants, 2013, Grading Plans for LEGOLAND Water Park Expansion California, Sheets: 1 through 20, Drawing No. 479-9A, dated December 12, 2013. Leighton and Associates, Inc., 1998, Final As-Graded Report of Rough-Grading Lego Family Park, Carlsbad, California, Project No. 960151-003, dated February 10, 1998. , 2013, Geotechnical Update Report, Proposed Water Park Activity Pool, LEGOLAND Theme Park, Carlsbad, California, Project No. 10075.002, dated July 24, 2014. 2014, As-Graded Geotechnical Conditions and Certification of the Pool Mechanical, Restroom, Locker/Changing, Wave Pool Equipment, and Wave Pool Pump Pit Building Pads at the Proposed Water Park Activity Pool, LEGOLAND Theme Park, Carlsbad, California, Project No. 10075.003 dated April 14, 2014. A-1 As-Graded Report of Rough. Fine & Post Grading. Water Park Activity 10075.003 APPENDIX B Explanation of Summary of Field Density Tests Test No. Test of Test No. Test of Prefix Test of Abbreviations Prefix Test of Abbreviations (none) GRADING Natural Ground NG (SG) SUBGRADE Original Ground OG (AB) AGGREGATE BASE Existing Fill EF (CB) CEMENT TREATED BASE Compacted Fill CF (PB) PROCESSED BASE Slope Face SF (AC) ASPHALT CONCRETE Finish Grade FG (S) (SD) (AD) (W) SEWER STORM DRAIN AREA DRAIN DOMESTIC WATER Curb Gutter Curb and Gutter Cross Gutter Street Sidewalk Driveway Driveway Approach Parking Lot Electric Box Pad Trash Enclosure Loading Ramp C G CG XG ST SW D DA P EB TE LR (RC) (SB) (G) (E) (T) (J) (PW) RECLAIMED WATER SUBDRAIN GAS ELECTRICAL TELEPHONE JOINT UTILITY POOL WATER Curb Gutter Curb and Gutter Cross Gutter Street Sidewalk Driveway Driveway Approach Parking Lot Electric Box Pad Trash Enclosure Loading Ramp C G CG XG ST SW D DA P EB TE LR Bedding Material B c Building Pad BP Shading Sand M Main M Lateral L Crossing Manhole A MH HL CB R 1 Hydrant Lateral Catch Basin A MH HL CB R 1 Riser A MH HL CB R 1 Inlet A MH HL CB R 1 Fire Service FS Water Services WS Head Wall HW (RW) RETAINING WALL (P) PRESATURATION (CW) CRIB WALL (LW) LOFFELL WALL Moisture Content M (SF) STRUCT FOOTING Footing Bottom Backfill Wall Cell F B C (IT) INTERIOR TRENCH Sewer Lateral Storm Drain Electric Line S SD E N represents nuclear gauge tests that were performed in general accordance with most recent version of ASTM Test Methods D6938-08a S represents sand cone tests that were performed in general accordance with most recent version of ASTM Test Method D1556. 15 A represents first retest of Test No. 15 B-l SUMMARY OF FIELD DENSITY TESTS Test No, Test Date Test Of Location Test Soil Lot# Elev (ft) Type Dry Density Field Max Moisture (%) Field Opt. Relative (Vo) Compaction Remarks AC 1 5/4/14 ST West Driveway 0.0 ACl 143.9 146.0 0.0 99 AC 2 5/4/14 ST North Driveway 0.0 ACl 142.8 146.0 0.0 98 AC 3 5/4/14 ST North Driveway 0.0 ACl 142.2 146.0 0.0 97 AC 4 5/4/14 ST North Driveway 0.0 ACl 140.1 146.0 0.0 96 Proiect Number: Proiect Name: Proiect Location: Client: 10075.003 LEGO 0 0 Paee 1 of 1 SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location Test Lot# Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks AB 1 5/3/14 AB 2 5/3/14 AB 3 5/4/14 AB 4 5/4/14 ST East Driveway 0.0 3 114.1 120.0 13.1 12.5 95 ST West Driveway 0.0 3 116.0 120.0 10.5 12.5 97 ST North Driveway 0.0 3 115.3 120.0 11.1 12.5 96 ST North Driveway 0.0 3 114.9 120.0 10.8 12.5 96 Project Number: Proiect Name: Proiect Location: Client: 10075.003 LEGO 0 0 Paae 1 of 1 SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location Lot# Test Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative f%) Compaction Remarks SG 1 5/3/14 ST North Driveway 0.0 1 123.3 129.0 11.0 10.0 96 SG 2 5/3/14 ST West Driveway 0.0 1 128.2 129.0 10.4 10.0 99 SG 3 5/4/14 ST North Driveway 0.0 1 124.1 129.0 10.9 10.0 96 Proiect Number: Proiect Name: Proiect Location: Ciient: 10075.003 LEGO 0 0 Paee 1 of 1 </c/TA 1 .CO.conn/t SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location Test Lot# Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks s 1 1/6/14 M E of Activity Pool Pad 160.0 2 118.2 124.5 10.3 8.5 95 s 2 1/6/14 M E of Activity Pool Pad 164.0 2 115.8 124.5 8.9 8.5 93 s 3 1/6/14 M E of Activity Pool Pad 162.0 I 117.4 129.0 10.0 10.0 91 s 4 1/6/14 M E of Activity Pool Pad 165.0 2 113.9 124.5 8.3 8.5 91 s 5 1/6/14 M E of Activity Pool Pad 164.0 2 111.9 124.5 8.8 8.5 90 s 6 1/6/14 M E of Activity Pool Pad 165.0 2 115.0 124.5 8.5 8.5 92 s 7 1/6/14 M E of Activity Pool Pad 166.0 1 118.7 129.0 10.1 10.0 92 s 8 1/6/14 M S of Locker Room 173.0 2 112.8 124.5 9.0 8.5 91 s 9 1/6/14 M E Activity Pool Pad 166.0 2 112.4 124.5 8.4 8.5 90 s 10 1/6/14 M E Activity Pool Pad 165.5 2 106.3 124.5 6.5 8.5 85 s 11 1/20/14 SL Sewer Line Trench 0.0 1 123.4 129.0 10.8 10.0 96 s 12 1/20/14 SL Sewer Line Trench 0.0 1 121.7 129.0 10.3 10.0 94 s 13 1/20/14 SL Sewer Line Trench 0.0 1 120.0 129.0 10.1 10.0 93 s 14 1/20/14 SL Sewer Line Trench 0.0 1 125.4 129.0 11.4 10.0 97 s 15 1/20/14 SL Sewer Line Trench 0.0 1 124.8 129.0 10.1 10.0 97 s 16 1/25/14 S SE of Activity Pool 177.0 1 119.2 129.0 11.4 10.0 92 Proiect Number: Proiect Name: Proiect Location: Client: 10075.003 LEGO 0 0 Paee 1 of 1 BF removed NRT SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location Lot# Test Soil Dry Density Moisture (%) Relative (%) Elev (ft) Type Field Max Field Opt. Compaction Remarks 1 12/28/13 CF Restroom Bidg, 174.0 2 113.3 124.5 9.1 8.5 91 2 12/28/13 CF Restroom Bidg 173.0 2 112.9 124.5 9.6 8.5 91 3 12/28/13 CF Locker Room Bidg 174.0 1 117.4 129.0 10.5 10.0 91 4 12/28/13 CF Restroom Bidg 175.0 2 111.9 124.5 12.3 8.5 90 5 12/28/13 CF Locker Room Bidg 176.0 2 112.8 124.5 10.5 8.5 91 6 12/28/13 CF Restroom Bidg 175.0 1 118.4 129.0 10.1 10.0 92 7 12/28/13 CF Restroom Bidg 176.0 1 120.0 129.0 11.2 10.0 93 8 12/28/13 CF SD Removal Pool Mechanical Bidg 168.0 1 120.0 129.0 9.9 10.0 93 9 12/28/13 CF SD Removal Pool Mechanical Bidg 170.0 1 119.2 129.0 11.5 10.0 92 10 1/8/14 FG Wave Pool Bottom 0.0 1 120.0 129.0 11.3 10.0 93 11 1/8/14 FG Wave Pool Bottom 0.0 1 122.3 129.0 11.1 10.0 95 12 1/8/14 FG Wave Pool Bottom 0.0 1 121.4 129.0 10.5 10.0 94 13 1/8/14 FG Wave Pool Bottom 0.0 2 116.5 124.5 9.4 8.5 94 14 1/13/14 FG Activity Pool Equipment Sump 0.0 1 118.3 129.0 9.0 10.0 92 15 1/13/14 FG Activity Pool Equipment Sump 0.0 1 116.2 129.0 8.7 10.0 90 16 1/25/14 CF Mechanical Bidg Basement Fill 162.0 1 112.6 129.0 10.8 10.0 87 16A 1/25/14 CF Mechanical Bidg Basement Fill 162.0 1 122.8 129.0 10.6 10.0 95 17 1/25/14 CF Mechanical Bidg Basement Fill 163.0 1 122.7 129.0 10.1 10.0 95 18 1/25/14 CF Mechanical Bidg Basement Fill 164.0 1 124.2 129.0 10.9 10.0 96 19 1/27/14 CF Mechanical Bidg Basement Fill 166.0 2 118.4 124.5 9.8 8.5 95 20 1/27/14 CF Mechanical Bidg Basement Fill 168.0 2 119.9 124.5 10.1 8.5 96 21 1/27/14 CF Mechanical Bidg Basement Fill 169.0 2 119.2 124.5 9.3 8.5 96 22 1/27/14 CF Mechanical Bidg Basement Fill 170.0 2 118.3 124.5 11.1 8.5 95 23 2/8/14 CF Wave Pool Finish Grade 172.0 2 113.7 124.5 11.9 8.5 91 24 2/8/14 CF Wave Pool Finish Grade 174.0 2 114.4 124.5 10.7 8.5 92 25 3/4/14 CF Restroom Bidg 176.0 1 117.4 129.0 9.9 10.0 91 26 3/4/14 CF Restroom Bidg 175.0 1 116.7 129.0 12.1 10.0 90 27 3/4/14 CF Restroom Bidg 173.0 1 121.4 129.0 8.9 10.0 94 28 3/4/14 CF Restroom Bidg 176.0 1 112.2 129.0 9.1 10.0 87 28A 3/5/14 CF Restroom Bidg 175.0 1 115.7 129.0 9.7 10.0 90 29 3/5/14 CF Restroom Bidg 176.5 1 118.1 129.0 10.0 10.0 92 30 3/5/14 CF Restroom Bidg 176.5 1 116.0 129.0 9.4 10.0 90 Retest on 16A Retest of 16 Retest on 28A Retest of 28 Proiect Number: Proiect Name: Proiect Location: Client: 10075.003 LEGO 0 0 Paae 1 of2 SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location Test Lot# Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 31 3/5/14 CF ADA Ramp Restroom 172.0 1 115.9 129.0 9.1 10.0 90 32 3/5/14 CF ADA Ramp Restroom 174.0 1 116.2 129.0 9.4 10.0 90 33 3/5/14 CF Restroom Bidg 0.0 1 115.5 129.0 8.0 10.0 90 34 3/6/14 CF ADA Ramp 170.0 1 117.9 129.0 11.8 10.0 91 35 3/6/14 CF ADA Ramp 172.0 1 116.1 129.0 12.0 10.0 90 36 3/6/14 CF ADA Ramp 168.0 1 120.4 129.0 11.4 10.0 93 37 3/6/14 CF ADA Ramp 170.0 1 116.8 129.0 10.3 10.0 91 38 3/6/14 CF Wave Pool Mech Rm 170.0 1 122.7 129.0 11.3 10.0 95 39 3/7/14 CF Wave Pool Mech Rm 172.0 1 118.1 129.0 10.4 10.0 92 39A 3/7/14 CF Wave Pool Mech Rm 172.0 1 124.8 129.0 11.0 10.0 97 40 3/7/14 CF Wave Pool Mech Rm 174.0 1 119.7 129.0 11.9 10.0 93 40A 3/7/14 CF Wave Pool Mech Rm 174.0 1 123.5 129.0 12.1 10.0 96 41 3/7/14 CF Wave Pool Mech Rm 174.0 1 122.3 129.0 11.7 10.0 95 42 2/12/14 CF Wave Pool Finish Grade 176.5 2 114.7 124.5 10.6 8.5 92 43 3/8/14 CF Activity Pool Subgrade 0.0 1 120.0 129.0 11.1 10.0 93 44 3/8/14 CF Activity Pool Subgrade 0.0 1 117.6 129.0 12.1 10.0 91 45 3/8/14 CF Activity Pool Subgrade 0.0 1 117.3 129.0 10.6 10.0 91 46 3/8/14 CF Wave Pool Mech Bidg Backflll 0.0 1 122.7 129.0 11.1 10.0 95 47 3/8/14 CF Wave Pool Mech Bidg Backflll 0.0 1 122.9 129.0 10.8 10.0 95 48 3/8/14 CF Wave Pool Mech Bidg Backflll 0.0 1 122.1 129.0 10.2 10.0 95 Rest on 39A Rest of 39 Rest on 40A Rest of 40A Proiect Number: Proiect Name: Proiect Location: Client: 10075.003 LEGO 0 0 Paee 2 of2 SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location Test Soil Lot# Elev (ft) Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks PW 1 2/5/14 P W of Mechanics Big Activity Pool 165.0 2 118.7 124.5 11.1 8.5 95 PW 2 2/5/14 P W of Mechanics Big Activity Pool 166.0 2 119.4 124.5 10.3 8.5 96 PW 3 2/5/14 P W of Mechanics Big Activity Pool 167.0 2 118.5 124.5 10.7 8.5 95 PW 4 2/5/14 P W of Mechanics Big Activity Pool 168.0 2 119.9 124.5 10.7 8.5 96 PW 5 2/8/14 P W of Mechanics Big Activity Pool 171.0 2 119.8 124.5 11.0 8.5 96 PW 6 2/17/14 P E of Wave Pool 175.0 2 120.4 124.5 11.1 8.5 97 PW 7 4/8/14 PW Wave Pool Surge Tank 166.1 1 122.8 129.0 9.6 10.0 95 PW 8 4/8/14 PW Wave Pool Surge Tank 168.0 1 121.1 129.0 9.5 10.0 94 PW 9 4/8/14 PW Wave Pool Surge Tank 175.0 1 121.3 129.0 9.7 10.0 94 PW 10 4/8/14 PW Wave Pool Surge Tank 176.0 1 116.8 129.0 12.4 10.0 91 PW 11 4/8/14 PW Activity Pool Surge Tank 163.0 1 118.7 129.0 11.3 10.0 92 PW 12 4/8/14 PW Activity Pool Surge Tank 162.0 1 115.8 129.0 10.4 10.0 90 PW 13 4/9/14 PW Activity Pool Surge Tank 159.0 1 121.1 129.0 10.1 10.0 94 PW 14 4/9/14 PW Activity Pool Surge Tank 160.0 1 123.5 129.0 11.7 10.0 96 PW 15 4/9/14 PW Activity Pool Surge Tank 173.0 1 118.3 129.0 10.6 10.0 92 PW 16 4/9/14 PW Activity Pool Surge Tank 174.0 1 117.4 129.0 10.3 10.0 91 Proiect Number: Proiect Name: Proiect Location: Client: 10075.003 LEGO 0 0 Paae 1 of 1 SUMMARY OF FIELD DENSITY TESTS Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%) No. Date Of Lot# Elev (ft) Type Field Max Field Opt. Compaction Remarks W 1 1/7/14 M E Activity Pool 165.5 2 106.5 124.5 8.0 8.5 86 Retest on lA W lA 1/20/14 M WL Trench 0.0 1 118.9 129.0 11.7 10.0 92 Retest of 1 W 2 1/7/14 M E Activity Pool 165.5 2 109.6 124.5 8.0 8.5 88 Retest on 2A W 2A 1/20/14 M WL Trench 0.0 1 123.0 129.0 9.8 10.0 95 Retest of 2 W 3 1/20/14 WL Water Line Trench 0.0 1 121.8 129.0 10.3 10.0 94 W 4 1/20/14 WL Water Line Trench 0.0 1 127.0 129.0 11.4 10.0 98 W 5 1/20/14 WL Water Line Trench 0.0 1 124.3 129.0 10.1 10.0 96 W 6 1/20/14 WL Water Line Trench 0.0 1 120.2 129.0 10.7 10.0 93 W 7 1/20/14 WL Water Line Trench 0.0 1 123.6 129.0 11.2 10.0 96 W 8 4/19/14 WL Water Line SW of Wave Pool 179.0 1 123.4 129.0 11.8 10.0 96 W 9 4/19/14 WL Water Line SW of Wave Pool 180.0 1 118.5 129.0 11.1 10.0 92 w 10 4/21/14 WL Water Line SW of Wave Pool 179.0 1 117.8 129.0 10.0 10.0 91 w 11 4/21/14 WL Water Line SW of Wave Pool 180.0 1 123.1 129.0 10.3 10.0 95 w 12 4/22/14 WL Water Line SW of Wave Pool 176.0 1 121.9 129.0 10.3 10.0 94 w 13 4/22/13 WL Water Line SW of Wave Pool 177.0 1 111.2 129.0 18.2 10.0 86 Retest on 13A w 13A 4/22/13 WL Water Line SW of Wave Pool 177.0 1 120.5 129.0 10.5 10.0 93 Retest of 13 w 14 4/22/13 WL Water Line SW of Wave Pool 178.0 1 117.6 129.0 12.3 10.0 91 w 15 4/22/13 WL Water Line SW of Wave Pool 177.0 1 115.7 129.0 10.2 10.0 90 w 16 4/22/13 WL Water Line SW of Wave Pool 178.0 1 115.8 129.0 8.7 10.0 90 w 17 4/22/13 WL Water Line SW of Wave Pool 179.0 1 117.6 129.0 9.4 10.0 91 w 18 4/23/13 WL Water Line by Mech Room Act Pool 169.0 1 116.0 129.0 10.3 10.0 90 w 19 4/23/14 WL Water line by Mech Room Act Pool 170.0 1 116.1 129.0 9.5 10.0 90 w 20 4/24/14 WL Water line by Mech Room Act Pool 169.0 1 122.9 129.0 11.7 10.0 95 w 21 4/24/14 WL Water line by Mech Room Act Pool 170.0 1 118.2 129.0 9.6 10.0 92 w 22 4/24/14 WL Water line SW of Wave Pool 177.0 1 117.6 129.0 8.5 10.0 91 w 23 4/24/14 WL Water line SW of Wave Pool 178.0 1 117.2 129.0 10.0 10.0 91 w 24 4/24/14 WL Water line Mech Room 179.0 1 116.6 129.0 8.0 10.0 90 Proiect Number: Proiect Name: Proiect Location: Client: 10075.003 LEGO 0 0 Paee 1 of 1 SUMMARY OF FIELD DENSITY TESTS Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%) No. Date Of Lot# Elev (ft) Type Field Max Field Opt. Compaction Remarks RW 1 2/4/14 B S of Restroom Pad 68.0 1 117.8 129.0 11.6 10.0 91 RW 2 2/4/14 B S of Restroom Pad 70.0 1 118.9 129.0 12.1 10.0 92 RW 3 2/4/14 B S of Restroom Pad 75.0 1 117.5 129.0 12.2 10.0 91 RW 4 2/4/14 B S of Restroom Pad 68.0 1 121.7 129.0 11.4 10.0 94 RW 5 2/4/14 B S of Restroom Pad 70.0 1 120.3 129.0 10.8 10.0 93 RW 6 2/4/14 B S of Restroom Pad 72.0 1 118.8 129.0 11.7 10.0 92 Proiect Number: Proiect Name: Proiect Location: Client: 10075.003 LEGO 0 0 Paee 1 of 1 SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location Lot# Test Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks E 1 2/10/14 M NSite E 2 2/14/14 M NSite 178.0 177.0 113.0 114.0 124.5 124.5 10.3 10.9 8.5 8.5 91 92 Proiect Number: Proiect Name: Proiect Location: Client: 10075.003 LEGO 0 0 Paae 1 of 1 A /I A /-I 1 r\.r\c. An A \ , As-Graded Report of Rough, Fine & Post Grading, Water Park Activity 10075.003 APPENDIX C Laboratory Testing Procedures and Test Results Maximum Densitv Tests: The maximum dry density and optimum moisture content of typical materials were determined in accordance with ASTM Test Method D1557. The results of these tests are presented in the table below: Sample Number Sample Description Maximum Dry Density (pcf) Optimum Moisture Content (%) 1 RED-BROWN SILTY SAND (SM) 129.0 10.0 2 RED LIGHT BROWN SILTY SAND (SM) 124.5 8.5 3 AGGREGATE BASE 120.0 12.5 4 ASPHALTIC CONCRETE 146.0 ~ C-1 GEOTECHNICAL UPDATE REPORT "Zdl^ PROPOSED WATER PARK AOTIVITY POOL ^^p/\f) ^ht^ LEGOLAND THEME PARK CARLSBAD, CALIFORNIA Prepared for: MERLIN ENTERTAINMENT GROUP/ US HOLDING, INC. One Lego Drive Carlsbad, California 92008 Project No. 10075.002 July 24, 2013 RECEIVED SEP 2 5 r -' CITY OF CARLSBAD BUILDING DIVISION Leighton and Associates, Inc. L Xi \ G H T O H G R C 's U P C O M PAN' Leighton andAssociates, Inc. A LEIGHTON GROUP COMPANY To: July 24, 2013 Merlin Entertainment Group/US Holding, Inc. One Lego Drive Carlsbad, California 92008 ProjectNo. 10075.002 Attention: Mr. Chris Romero Subject: Geotechnical Update Report, Proposed Water Park Activity Pool, LEGOLAND Theme Park, Carlsbad, California In accordance with your request and authorization, Leighton and Associates, Inc. (Leighton) has conducted a geotechnical update for the proposed Water Park Activity Pool that is planned for the LEGOLAND Theme Park in Carlsbad, California (Figure 1). This report presents the results of our field investigation activities, review of the laboratory testing, geotechnical analyses, and provides our conclusions and recommendations for the proposed improvements. Based on the result of our preliminary geotechnical investigation, the proposed project is considered feasible from a geotechnical standpoint provided our recommendations are implemented in the design and construction ofthe project. Ifyou have any questions regarding our report, please do not hesitate to contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC William D. Olson, RCE 45289 Associate Engineer Mike D. Jensen, C Project Geologist Distribution: (4) Addressee (3) R.W. Apel Landscape Architects, Attention: Richard Apel 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 10075.002 TABLE OF CONTENTS Section Paqe 1.0 INTRODUCTION 1 1.1 PURPOSE AND SCOPE 1 1.2 SITE LOCATION AND DESCRIPTION 1 1.3 PROPOSED DEVELOPMENT 2 2.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING 3 2.1 SUBSURFACE FIELD INVESTIGATION 3 2.2 LABORATORY TESTING 3 3.0 SUMMARY OF GEOTECHNICAL CONDITIONS 5 3.1 GEOLOGIC SETTING 5 3.2 SITE-SPECIFIC GEOLOGY 5 3.2.1 Undocumented Artificial Fill (Map Symbol - Afu) 6 3.2.2 Artificial Fill (Map Symbol - Af) 6 3.2.3 Quaternary-Aged Terrace Deposits (Map Symbol - Qt) 6 3.2.4 Santiago Formation (Unmapped - Tsa) 6 3.4 LANDSLIDES 7 3.5 CUT SLOPES 8 3.6 ENGINEERING CHARACTERISTICS OF ON-SITE SOIL 8 3.6.1 Soil Compressibility and Collapse Potential 8 3.6.2 Expansive Soils 9 3.6.3 Soil Corrosivity 9 3.6.4 Excavation Characteristics 9 4.0 FAULTING AND SEISMICITY 10 4.1 FAULTING 10 4.2 SEISMIC DESIGN PARAMETERS 10 4.3 SECONDARY SEISMIC HAZARDS 11 4.3.1 Shallow Ground Rupture 11 4.3.2 Liquefaction 11 4.3.3 Tsunamis and Seiches 12 5.0 CONCLUSIONS 13 6.0 RECOMMENDATIONS 15 6.1 SITE PREPARATION 15 6.2 FOUNDATION DESIGN CONSIDEFIATIONS 15 6.2.1 Conventional Spread Foundations 15 6.2.2 Drilled Pile Foundations 16 4 Leighton 10075.002 TABLE OF CONTENTS (Continued) Section Page 6.2.3 Mat Slab 18 6.3 FLOOR SLAB CONSIDERATIONS 18 6.4 RETAINING WALL DESIGN 19 6.5 EARTHWORK 20 6.5.1 Site Preparation 20 6.5.2 Excavations and Oversize Material 21 6.5.3 Cut/Fill Transitions 21 6.6 PROPOSED SWIMMING POOLS 21 6.6.1 Pool Deck Recommendations 22 6.7 SURFACE DRAINAGE AND EROSION 22 6.8 VEHICULAR PAVEMENTS 23 6.9 PLAN REVIEW 24 6.10CONSTRUCTION OBSERVATION 24 Tables Table 1-2010 CBC Seismic Parameters - Page 11 Table 2 - Shaft Model Parameters - Page 17 Table 3 - Static Equivalent Fluid Weight (pcf) - Page 19 Table 4 - Preliminary Pavement Sections - Page 23 Figure Figure 1 - Site Location Map - Rear of Text Plate Plate 1 - Geotechnical Map - In Pocket Appendices Appendix A - References Appendix B - Boring Logs Appendix C - Laboratory Results Appendix D - CIDH Pile Capacity Curves Appendix E - General Earthwork and Grading Specifications II -4 Leighton 10075.002 1.0 INTRODUCTION 1.1 Purpose and Scope This report presents the results of our updated preliminary investigation for the proposed Water Park Activity Pool Attraction that is to be constructed in the North Expansion area of LEGOLAND Theme Park in Carlsbad, California (Figure 1). The purpose of our investigation was to identify and evaluate the existing geotechnical conditions present at the site and to provide conclusions and recommendations relative to the proposed development. Our scope of services included: • Review of pertinent documents regarding the geotechnical conditions at the site (Appendix A). • Notification and coordination of underground utility locators. • Advancement of 2 exploratory hollow-stem borings throughout the site to evaluate the subsurface conditions. Note that borings performed during previous subsurface investigations in the site vicinity have been incorporated. The approximate boring locations are shown on the Geotechnical Map (Plate 1). The logs ofthe borings are presented in Appendix B. • We obtained representative soil samples during exploration and performed laboratory testing and analysis. Laboratory tests included in-place moisture and density, shear strength, expansion index, sieve analysis, and an evaluation of chemical characteristics such as minimum resistivity, sulfate content, chloride content, and pH. Results of these tests are presented in Appendix C. • Geotechnical analysis of data obtained. • Preparation of this report presenting our findings, conclusions, and geotechnical recommendations with respect to the proposed geotechnical design, site grading and general construction considerations. 1.2 Site Location and Description The LEGOLAND Theme Park is located north of Palomar Airport Road and west of College Boulevard in Cartsbad, California (Figure 1). The location of the proposed Water Park Activity Pool attraction site is in the northern portion of the LEGOLAND Park property as shown on the Geotechnical Map (Plate 1). The 4 ^ Leighton 10075.002 conceptual site plan prepared by R.W. Apel Landscape Architects, Inc., (Apel, 2013) was utilized as the base map for the geotechnical map. Topographically, the current site grades gentle slopes to the west with elevations ranging from approximately 185 feet above mean sea level (msl) at the eastern end ofthe site to approximately 174 feet at the western end. Along the southern and western perimeters there are an existing cut slopes with 2 to 1 (horizontal to vertical) inclination down to previously developed areas. In addition, there is an existing storm water detention basin located in the western portion of the site. The bottom elevation ofthe basin is at approximately 172 feet msl. 1.3 Proposed Development It is our understanding that the proposed development will consist of a new attraction that includes a wave pool, swimming pools, foot bridges, waterslide structures, a restroom/changing area building, and two mechanical buildings. Additional improvements will include access ramps, walkways, viewing decks, and retaining walls. We anticipate the site earthwork will consist of remedial grading (i.e., removal undocumented fill) and general grading (i.e., cuts and fills) to reach the proposed site finish grades. We anticipate the foundation system for the proposed attractions will be shallow spread footings or mat-type foundations with some shallow isolated pole foundations, and possibly deeper large diameter drilled shaft foundations (Apel, 2013). 4 ^ Leighton 10075.002 2.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING 2.1 Subsurface Field Investiqation Our recent subsurface exploration consisted of the excavation of two (2) small diameter (8-inch) hollow-stem auger borings drilled to depths ranging from approximately 19 to 19.5 feet below the existing ground surface (bgs). The purpose of these excavations was to evaluate the engineering characteristics of the on-site soils with regard to the proposed Waterpark improvements. The borings allowed evaluation of the onsite soils, including those likely to be encountered at the proposed foundation elevations and provided samples for laboratory testing. We recorded the number of blows necessary to drive either a Standard Penetration Test (SPT) sampler or a California sampler at each sampling location. The exploratory excavations were logged by an engineer from our firm. Representative bulk and relatively undisturbed samples were obtained at frequent intervals for laboratory testing. The approximate locations ofthe borings are depicted on Plate 1. Subsequent to logging and sampling, the borings were backfilled with bentonite chips and native soil. 2.2 Laboraton/ Testinq Laboratory testing was performed on representative samples to evaluate moisture and density, shear strength, expansion potential, grain-size, and chemical characteristics of the subsurface soils. In-situ moisture and density test results are provided on our boring logs (Appendix B). In addition, a discussion of the laboratory tests performed and a summary of the laboratory test results are presented in Appendix C. 2.3 Previous Field Investigations and Laboratorv Testinq Previous subsurface explorations performed by Leighton in 2009 and 2011 consisted of excavating, logging, and sampling several small-diameter borings in the vicinity and adjacent to the proposed project. The depths of the borings ranged from 25 to 50 feet below the previous existing topography (i.e., borehole bottom elevation ranging from 130 feet to 166 feet msl). The approximate locations of the bonngs are shown on Plate 1. The boring logs are included in Appendix B. 4 Leighton 10075.002 Laboratory testing was also performed during the previous site investigations to evaluate moisture and density, shear strength, expansion index, and geochemical characteristics of the subsurface soils. The previous laboratory test results are presented in Appendix C. 4 Leighton 10075.002 3.0 SUMMARY OF GEOTECHNICAL CONDITIONS 3.1 Geoloqic Setting The site is located in the coastal section of the Peninsular Range Province, a geomorphic province with a long and active geologic history throughout Southern California. Throughout the last 54 million years, the area known as "San Diego Embayment" has undergone several episodes of marine inundation and subsequent marine regression, resulting in the deposition of a thick sequence of marine and nonmarine sedimentary rocks on the basement rock of the Southern California batholith. Gradual emergence of the region from the sea occurred in Pleistocene time, and numerous wave-cut platforms, most of which were covered by relatively thin marine and nonmarine terrace deposits, formed as the sea receded from the land. Accelerated fluvial erosion during periods of heavy rainfall, coupled with the lowering of the base sea level during Quaternary times, resulted in the rolling hills, mesas, and deeply incised canyons which characterize the landforms we see in the general site area today. 3.2 Site-Specific Geologv Based on our subsurface exploration, geologic mapping during previous grading operations (Leighton, 1998), and review of pertinent geologic literature and maps, the geologic units underlying the site consist of documented artificial fill soils and Quaternary-aged Terrace Deposits. Specifically, the site of the proposed Water Park Activity Pool Attraction is overlain by up to 5 feet undocumented fill which is underlain by 2 to 10 feet of documented Artificial Fill (Af). Terrace Deposits (Qt) underlie the documented fill materials. A brief description of the geologic units present on the site is presented in the following sections. The approximate aerial distributions of those units are shown on the Geotechnical Map (Plate 1). 4 Leighton 10075.002 3.2.1 Undocumented Artificial Fill (Map Svmbol - Afu) As encountered during our exploration, the undocumented artificial fill consists of moist, gray to brown, silty sands. The fill was derived from on- site excavations that were placed following the rough grading operations which occurred in the late 1990's. As shown on the Plate 1, the area ofthe undocumented fill is generally across the southern and eastern portions of the site. The existing slopes along the southern and western perimeters should be evaluated during site grading for adverse geological conditions. 3.2.2 Artificial Fill (Map Svmbol - Af) The artificial fill consists of moist, red-brown, dense, silty sands. The fill was derived from on-site excavations that was placed and compacted during the rough grading operations in the late 1990's. The fill soils were compacted to at least 90 percent relative compaction based on ASTM Test Method D1557 (Leighton, 1998). The upper 1 to 2 feet of previously placed documented fill is weathered and should be removed and reprocessed prior to the placement of additional fills or construction of improvements. 3.2.3 Quaternarv-Aged Terrace Deposits (Map Svmbol - Qt) Quaternary Terrace Deposits are present across the site beneath the artificial fill (and stockpiled undocumented fill to be removed). These Terrace Deposits consist of brown to reddish brown, dry to moist, medium dense to very dense, silty fine- to medium-grained sandstone. It should be noted that the top 3 to 5 feet of Terrace Deposits that were weathered and/or disturbed by previous agricultural use were removed and replaced by compacted fill during grading operations (Leighton, 1998). 3.2.4 Santiago Formation (Unmapped - Tsa) Santiago Formation was encountered in our previous subsurface investigation (Leighton, 2011) below the Terrace Deposits at a depth of 30 feet below existing ground. Santiago Formation consists of gray-brown to off-white damp, very dense, silty fine to medium sandstone. We do not anticipate that Santiago Formation will be encountered during site grading with the exception of deep foundation (drilled pile) associated with the proposed improvements. 4 Leighton 10075.002 3.3 Ground Water No indication of surface water or evidence of surface ponding was encountered during our field investigation. However, surface water may drain as sheet flow across the site during rainy periods. Ground water was not observed in the exploration borings during our investigation. Perched ground water levels may develop and fluctuate during periods of precipitation. Based on our experience and given the approximate elevation of the site, we anticipate the ground water to be at a depth of 75 feet or more. However, it should be noted that previous nearby investigations have encountered perched ground water accumulated on the geologic contact between the Santiago Formation and the Terrace Deposits observed at the site. In addition, we anticipate that the Terrace Deposits may be present after cut slopes are excavated at the site creating of fill-over cut slope. If this condition is mapped, we recommend constructing a subdrain at the geologic contact or construcfion of a stability fill with subdrain to mitigate potential accumulafion of water. These condifions will need to be evaluated on a case-by-case basis during site grading. Therefore, based on the above information, we do not anticipate ground water will be a constraint to the construction of the project. 3.4 Landslides Landslides are deep-seated ground failures (several tens to hundreds of feet deep) in which a large arcuate shaped secfion of a slope detaches and slides downhill. Landslides are not to be confused with minor slope failures (slumps), which are usually limited to the topsoil zone and can occur on slopes composed of almost any geologic material. Landslides can cause damage to structures both above and below the slide mass. Structures above the slide area are typically damaged by undermining of foundafions. Areas below a slide mass can be damaged by being overridden and crushed by the failed slope material. Several formations within the San Diego region are particularly prone to landsliding. These formafions generally have high clay content and mobilize when they become saturated with water. Other factors, such as steeply dipping bedding that project out of the face of the slope and/or the presence of fracture planes, will also increase the potenfial for landsliding. Based on our site 4 Leighton 10075.002 reconnaissance and geologic mapping, the materials on site are generally massive with no distinctive structure. No active landslides or indications of deep-seated landsliding were noted at the site during our field reconnaissance or our review of available geologic literature, topographic maps, and stereoscopic aerial photographs. Furthermore, our field reconnaissance and the local geologic maps indicate the site is underlain by favorable oriented geologic structure, and no nearby slopes. Therefore, the potenfial for significant landslides or large-scale slope instability at the site is considered low. 3.5 Cut Slopes We understand there are planned cut slopes at the western end of the project site. Based on geologic mapping during mass grading and recent subsurface exploration, we anticipate a fill-over cut condition may occur once the final cut slopes are excavated. The cut slope will need to be geologically mapped during grading to evaluate geologic contact between fill and Terrace Deposits. If adverse geologic conditions exists (i.e., out slope contact between fill and Terrace Deposits), a stability fill may be recommended to mitigate slope instability. 3.6 Engineering Characterisfics of On-Site Soil Based on the results of our previous geotechnical investigafions, the current laboratory tesfing of representative on-site soils (Appendix C), and our professional experience on adjacent sites with similar soils, the engineering characteristics of the on-site soils are discussed below. 3.6.1 Soil Compressibility and Collapse Potenfial Based on the dense nature of the on-site documented fill and Terrace Deposits, it is our opinion that the potenfial for settlement and collapse at the site is low. Exisfing undocumented fills that are present are considered compressible but are expected to be removed by planned grading and/or remedial grading. 4 Leighton 10075.002 3.6.2 Expansive Soils Laboratory tests carried out on selected soil samples collected from our subsurface investigafion (Appendix C) indicate the soils at the site possess a very low expansion potential. Locally, soils may have a low to medium potential expansion. Soils generated from excavations in the Terrace Deposits are expected to possess a very low to low potential expansion while excavations into the artificial fill are expected to possess a very low to medium potenfial expansion. 3.6.3 Soil Corrosivitv Laboratory tests carried out on selected soil samples collected from our subsurface investigation (Appendix C) indicate the soils possess a low soluble sulfate content, neutral pH, low soluble chloride content, and low electrical resisfivity. These results are consistent with the results presented in our previous reports (Appendix A). These findings indicate that the corrosive effects to buried ferrous metal are expected to be moderate to severe. Affects to properly designed and placed concrete are considered low. 3.6.4 Excavation Characteristics It is anticipated the on-site soils can be excavated with conventional heavy-duty construction equipment. Localized loose soil zones and friable sands, if encountered, may require special excavation techniques to prevent collapsing ofthe excavation. 4 Leighton 10075.002 4.0 FAULTING AND SEISMICITY 4.1 Faulfinq Our discussion of faults on the site is prefaced with a discussion of California legislafion and policies concerning the classificafion and land-use criteria associated with faults. By definition of the California Geological Survey, an active fault is a fault which has had surface displacement within Holocene fime (about the last 11,000 years). The state geologist has defined a potentially acfive fault as any fault considered to have been active during Quaternary fime (last 1,600,000 years). This definifion is used in delineafing Earthquake Fault Zones as mandated by the Alquist-Priolo Geologic Hazards Zones Act of 1972 and most recenfiy revised in 2007 (Bryant and Hart, 2007). The intent of this act is to assure that unwise urban development and certain habitable structures do not occur across the traces of active faults. The subject site is not included within any Earthquake Fault Zones as created by the Alquist-Priolo Act. Our review of available geologic literature (Appendix A) indicates that there are no known major or active faults on or in the immediate vicinity of the site. The nearest active regional fault is the offshore segment of the Rose Canyon Fault Zone located approximately 4.9 miles (7.9 kilometers) west ofthe site. 4.2 Seismic Design Parameters The following seismic design parameters have been determined in accordance with the 2010 CBC and the USGS Ground Mofion Parameter Calculator (Version 5.1.0): 4 Leighton 10075.002 Table 1 2010 CBC Seismic Design Parameters Site Class D Site Coefficients Fa= 1.002 Fv= 1.529 Mapped Spectral Accelerations Ss= 1.246g Si = 0.471g Site Modified Spectral Accelerations SMS= 1.249g SMI = 0.720g Design Spectral Accelerafions SDS = 0.832g SDI = 0.480g 4.3 Secondan/ Seismic Hazards Secondary effects that can be associated with severe ground shaking following a relatively large earthquake include shallow ground rupture, soil liquefacfion and dynamic settlement, lateral spreading, seiches and tsunamis. These secondary effects of seismic shaking are discussed in the following sections. 4.3.1 Shallow Ground Rupture No active faults are mapped crossing the site, and the site is not located within a mapped Alquist-Priolo Earthquake Fault Zone (Bryant and Hart, 2007). Shallow ground rupture due to shaking from distant seismic events is not considered a significant hazard, although it is a possibility at any site. 4.3.2 Liguefaction Liquefaction and dynamic settlement of soils can be caused by strong vibratory mofion due to earthquakes. Research and historical data indicate that loose granular soils underiain by a near surface ground water table are most susceptible to liquefaction, while the stability of most clayey material are not adversely affected by vibratory motion. Liquefaction is characterized by a loss of shear strength in the affected soil layer, thereby causing the soil to behave as a viscous liquid. This effect may be -11-4 Leighton 10075.002 manifested at the ground surface by sefi:lement and, possibly, sand boils where insufficient confining overburden is present over liquefied layers. Where sloping ground conditions are present, liquefacfion-induced instability can result. Based on the results of our subsurface explorations, laboratory testing, and geotechnical analysis it is our professional opinion that the site is not considered suscepfible to liquefacfion resulting from ground shaking at the design ground mofion. 4.3.3 Tsunamis and Seiches Based on the distance between the site and large, open bodies of water, and the elevafion of the site with respect to sea level, the possibility of seiches and/or tsunamis is considered to be very low. 4 Leighton 10075.002 5.0 CONCLUSIONS Based on the results of our geotechnical review of the site, it is our opinion that the proposed development is feasible from a geotechnical viewpoint, provided the following conclusions and recommendafions are incorporated into the project plans and specificafions. The following is a summary ofthe significant geotechnical factors that we expect may affect development of the site. • Areas of undocumented fill up to approximately 5 feet in thickness are located across the southern and eastern portions of site. These materials should be removed prior to the placement of addifional fills or construction of improvements. • The upper 1 to 2 feet of previously placed documented fill is weathered and should be removed and reprocessed prior to the placement of additional fills or construcfion of improvements. Additional overexcavation or undercutting may be needed if cut or fill transitions are encountered. • We anficipate that the soils present on the site will be generally rippable with convenfional heavy-duty earthwork equipment. • Although foundafion plans have not been finalized and building loads were not provided at the fime this report was drafted, we anticipate that a lighfiy loaded convenfional foundation system, consisfing of confinuous and spread foofings with slab-on-grade flooring supported by competent documented fill materials or Terrace Deposits, will be utilized for the site structures. Addifionally we understand that some of the structures may ufilize drilled piles, and/or mat foundations to compensate for overturning forces. • Based on laboratory testing and visual classification, the soils on the site generally possess a very low to low expansion potenfial. Nevertheless, there may be localized areas across the site and between our explorafion locafions having a higher expansion potenfial. • Laboratory test results indicate the soils present on the site have a negligible potential for sulfate attack on normal concrete, and are moderately to severely corrosive to buried ferrous metals. These tests should be confirmed upon completion of the grading activities where appropriate. A corrosion consultant should be consulted. 4 Leighton 10075.002 The exisfing onsite soils are suitable material for fill construcfion provided they are relatively free of organic material, debris, and cobbles or rock fragments larger than 8 inches in maximum dimension. Ground water was not encountered during our invesfigation. Therefore, ground water is not considered a constraint on the proposed project development. However, perched ground water and seepage may develop along the less permeable clay and silt layers within the Terrace Deposits and along the fill and Terrace Deposit contact during periods of precipitation or increased landscape irrigafion. Active faults are not known to exist on or in the immediate vicinity or project toward the site. However, the proposed project is located in the seismically active region of southern California and can expect to be subjected to seismic shaking during its design life. Our review of the geologic literature (Appendix A) along with the results of our study, indicate that the probability of geologic hazards including, tsunamis and seiche, landsliding, liquefacfion, and seismic induced settlement are considered low for the site. 4 Leighton 10075.002 6.0 RECOMMENDATIONS The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations, site visits, excavafions, samples, and tests. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological condifions can occur within small distances and under varying climafic condifions. Changes in subsurface conditions can and do occur over fime. Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during earthwork operafions and construcfion of the project, in order to confirm that our preliminary findings are representative for the site. 6.1 Site Preparation A special consideration regarding the planned site development is the presence of undocumented fill. If excavafions to attain the design grades do not remove the materials, then these materials should be completely removed and recompacted as part of the site preparafion. In addifion, areas of grass and shrubs may have developed over fime. These materials and any construcfion debris that may have accumulated over time on the ground surface should also be removed from the site and disposed of at an approved location. Recommendafions for earthwork are presented in Secfion 6.5 below. 6.2 Foundation Design Considerations As discussed in the preceding secfion, we anficipate that the proposed improvements will be supported on spread foofings, drilled piles (CIDH), and/or mat slabs. The following secfions address the recommendations for these types of foundafion systems. 6.2.1 Conventional Spread Foundafions Foofings should extend at least 18-inches beneath the lowest adjacent finish grade. At these depths, foofings founded in properly compacted fill soil or formafional material may be designed for a maximum allowable bearing pressure of 3,500 psf. The allowable pressures may be increased by one-third when considering loads of short duration such as wind or seismic forces. The minimum recommended width of foofings is 15 inches 4 Leighton 10075.002 for continuous footings and 18 inches for square or round footings. Foofings should be designed in accordance with the structural engineer's requirements and have a minimum reinforcement of four No. 5 reinforcing bars (two top and two bottom). The recommended allowable bearing capacity for spread foofings is based on a maximum allowable total and differenfial settiements of 1-inch and 3/4-inch. Since settlements are functions of foofing size and contact bearing pressures, some differenfial settlement can be expected between adjacent columns, where large differential loading conditions exist. With increased footing depth to width ratios, differential settlement should be less. We recommend a horizontal setback distance from the face of slopes and retaining wall for all structural footings and settlement-sensitive structures. The distance is measured from the outside edge of the footing, horizontally to the slope face (or to the face of a retaining wall) and should be a minimum of H/2 and need not be greater than 15 feet. Utility trenches that parallel or nearly parallel structural footings should not encroach within a 1:1 plane extending downward from the outside edge of footing. Please note that the soil within the structural setback area possess poor lateral stability, and improvements (such as retaining walls, sidewalks, fences, pavements, etc.) constructed within this setback area may be subject to lateral movement, and/or differential settlement. Potential distress to such improvements may be mitigated by providing a deepened foofing or a pier and grade beam foundation system to support the improvement. Deepened footings should meet the setback as described above. 6.2.2 Drilled Pile Foundations For the analysis and development of the various vertical capacities of CIDH piles, the computer program SHAFT (Version 2012) produced by Ensoft, Inc. was used. As shown in Appendix D, the Shaft capacity curves were developed for 24- to 48-inch diameter piles penetrating into dense fill and formational material. Uplift capacity curves are also presented in Appendix D. Pile seti:lement is anficlpated to be less than 1/4 inch under design loads and normal service condifions. The design curves are based 4 Leighton 10075.002 on center to center pile spacings of at least 3 pile diameters for the CIDH piles less than or equal to 3 foot diameter, and at least 5 pile diameters for the CIDH piles greater than 3 foot diameter. Where piles are spaced more closely, reducfion in pile capacity is necessary. Construcfion of piles should be sequenced such that the concrete of constructed piles are allowed to setup prior to construction of piles within 5 diameters. Design of free standing poles as columns embedded in the earth (i.e., CIDH foundafions) to resist lateral loads can be designed in accordance with Secfion 1807.3 of the 2010 CBC. For level ground conditions, we recommend lateral soil bearing pressures of 300 psf per foot of depth below the finish grade be used for determinafion of parameters SI and S3, in the Non-constrained and Constrained design criteria, respectively. These values should be reduced by 50 percent to account for 2 to 1 downward sloping ground condifions, if applicable. In addifion, we recommend that no subsurface exisfing or proposed improvement be constructed within at least five (5) pile diameters of the proposed CIDH foundations. If alternative methods of lateral analysis are preferable, we recommend analysis methods such as p-y of strain wedge models that consider the boundary condifions at the ground surface. The following Table 2 presents idealized soil profile models for use in Shaft analysis, or similar lateral pile analysis software. Table 2 Shaft Model Parameters Layer Depth Soil Model Effective Unit Weight (pcf) Fricfion Angle W) k (pci) Top (ft) Bottom (ft) Soil Model Effective Unit Weight (pcf) Fricfion Angle W) k (pci) 0 20 Sand 127 32 225 20 80 Sand 125 32 225 -17-4 Leighton 10075.002 6.2.3 Mat Slab A soil modulus of 200 pounds per cubic inch is recommended for design of structural slab foundafions. Structural foundations should be designed by the project structural engineer utilizing an allowable bearing pressure of 1,500 psf. 6.3 Floor Slab Considerations Slab-on-grade floors should be at least 5 inches thick and reinforced with a minimum of No. 3 rebars at 18 inches on center each way, placed at mid height in the slab. Slabs should be underlain by a 2-inch layer of clean sand or clean crushed gravel and a vapor barrier. We recommend that the architect follow the guidance of ACI 302.2R-06 for design of the under slab moisture protection measures and development of construcfion specificafions. We recommend control joints be provided across the slab at appropriate intervals as designed by the project architect. Prior to placement of the sand layer, the upper 6-inches of slab subgrade should be moisture conditioned to a moisture content at or above the laboratory opfimum. The potential for slab cracking may be further reduced by careful control of water/cement ratios. The contractor should take the appropriate precautions during the pouring of concrete in hot weather to minimize cracking of slabs. We recommend that a slip-sheet (or equivalent) be ufilized above the concrete slab if crack-sensitive floor coverings are to be placed directly on the concrete slab. If heavy vehicle or equipment loading is proposed for the slabs, greater thickness and increased reinforcing may be required. 4 Leighton 10075.002 6.4 Retaining Wall Design For design purposes, the following lateral earth pressure values in Table 3 for level or sloping backfill are recommended for walls backfilled with very low to low expansion potential (Expansion Index less than 50). Table 3 Stafic Equivalent Fluid Weight (pcf) Conditions Level 2:1 Slope Active 35 55 At-Rest 55 85 Passive 300 (maximum of 3 ksf) 150 (sloping down) Active earth pressures are considered are considered appropriate for walls that are allowed to rotate an amount equal to 0.002H at the top of the wall, where H is equal to the wall height. Where walls are not allowed to rotate that minimum amount, at-rest pressures are considered appropriate. Retaining structures should be provided with a drainage system, as illustrated in Appendix F, to prevent buildup of hydrostatic pressure behind the wall. For sliding resistance, a friction coefficient of 0.35 may be used at the soil-concrete interface. The lateral passive resistance can be taken into account only if it is ensured that the soil against embedded structures will remain intact with fime. Retaining wall foofings should have a minimum embedment of 12 inches below the adjacent lowest grade unless deeper footings are needed for other reasons. To account for potential redistribufion of forces dunng a seismic event, walls that fall within the requirements of ASCE 7-05 Section 15.6.1 should also be checked considering an addifional inverted triangular seismic pressure distribufion equal to 20 H psf, where H equals the overall retained height in feet. If conditions other than those covered herein are anficlpated, the equivalent fluid pressure values should be provided on an individual case basis by the geotechnical engineer. A surcharge load for a restrained or unrestrained wall resulfing from automobile traffic may be assumed to be equivalent to a uniform lateral pressure of 75 psf. -19-4 Leighton 10075.002 which is in addition to the equivalent fluid pressure given above. For other uniform surcharge loads, a uniform lateral pressure equal to 0.35q should be applied to the wall (where q is the surcharge pressure in psf). If segmental walls are planned, a friction angle of 30 degrees and a unit weight of 120 to 125 pcf are considered appropriate for the onsite materials. The design should be performed in accordance with NCMA methodology (NCMA, 2009) and design requirements ofthe wall system. 6.5 Earthwork We anficipate that earthwork at the site will consist of remedial grading of the undocumented fill and weathered documented fill for new site improvements; utility construction; subgrade preparation in pavement areas; foundation excavafion; and retaining wall construction and backfill operafions. We recommend that earthwork on the site be performed in accordance with the following recommendafions and the General Earthwork and Grading Specifications for Rough Grading included in Appendix E. In case of conflict, the following recommendafions shall supersede those in Appendix E. 6.5.1 Site Preparation The areas to receive structural fill, engineered structures, or hardscape should be cleared of surface and subsurface obstrucfions, including any exisfing debris and undocumented or loose weathered fill soils, and stripped of vegetation. Removals should extend to the competent documented fill soils or Terrace Deposits. Removed vegetation and debris should be properly disposed off site. Holes resulting from the removal of buried obstructions which extend below finish site grades should be replaced with suitable compacted fill material. All areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 12 inches, brought to above opfimum moisture conditions, and recompacted to at least 90 percent relative compaction based on ASTM Test Method D1557. If clayey soils that are more expansive (El>70) are encountered, increased moisture and revised recommendafions may be needed. 4 ^° Leighton 10075.002 6.5.2 Excavations and Oversize Material Shallow excavations of the onsite materials may generally be accomplished with conventional heavy-duty earthwork equipment. Localized heavy ripping may be required if cemented and concretionary lenses are encountered in deeper excavations. Shallow, temporary excavations, such as utility trenches with vertical sides, in the engineered fill and formational materials should remain stable for the period required to construct the utility, provided they are free of adverse geologic conditions or seeps. In accordance with OSHA requirements, excavafions deeper than 5 feet should be shored or be laid back to if workers are to enter such excavafions. Temporary sloping gradients should be determined in the field by a "competent person" as defined by OSHA. For preliminary planning, sloping of surficial soils at 1:1 (horizontal to vertical) may be assumed. Excavafions greater than 20 feet in height will require an alternative sloping plan or shoring plan prepared by a California registered civil engineer. 6.5.3 Cut/Fill Transifions In order to minimize potenfial differential settlement, we recommend that proposed buildings and settlement sensitive structures be enfirely underlain by a layer of property compacted fill. Cut portions of areas planned for structures should be overexcavated to a minimum depth of 2 feet below lowest footing bottom elevation and replaced with properly compacted fill. The overexcavated areas should be graded with a 1 percent gradient sloping toward the deeper fill areas, if possible. 6.6 Proposed Swimming Pools The swimming pools and water elements should be designed by a structural engineer to resist the forces lateral earth pressures soils and differenfial settlement ofthe fill. The following items should be taken into consideration in the design and construcfion ofthe swimming pools and water elements: • Installation of a pressure release valve system beneath the pool bottom is recommended. 4 Leighton 10075.002 • The pool contractor should provide a sufficient level of inspection and control to assure that approved pool plans and specificafions are implemented during construcfion. • Observafions and tesfing should be performed by a geotechnical consultant during pool excavation and backfill operations to verify that exposed soil condifions are consistent with the design assumpfions. 6.6.1 Pool Deck Recommendafions We recommend that the pool deck be a minimum of 5-inches thick, reinforced with No. 3 rebars at 18 inches on center each way, and undertain by a minimum 2 inch layer of clean sand. The clean sand should be underlain by a 10-mil visqueen moisture barrier properly lapped and sealed, which is in-turn underlain by an addifional of 2 inches of sand (minimum). The moisture barrier should be sloped away from the pool at a minimum gradient of 2 percent. The perimeter of the decking should be constructed with a perimeter footing a minimum of 8 inches wide and deep. The deck should have appropriate crack control and expansion joints to reduce the potential for the formation of unsightly cracks as the deck responds to the underlying expansive soils. In general, the construction joints should be a minimum of 5 feet on center (each way) and extend to a depth of at least 1/3 of the concrete thickness. The joints should not cut the rebar reinforcement. Special attenfion should be given to ensure that the joint between the pool decking and pool coping is properiy sealed with a flexible, watertight caulking to prevent water infiltration. The concrete decking should be sloped to area drains with sufficient gradient to maintain active flow, even if the deck is subject to minor movement. 6.7 Surface Drainage and Erosion Surface drainage should be controlled at all fimes. The proposed structures should have appropriate drainage systems to collect runoff. Positive surface drainage should be provided to direct surface water away from the structure toward suitable drainage facilities. In general, ponding of water should be avoided adjacent to the structure or pavements. Over-watering of the site should be avoided. Protective measures to mitigate excessive site erosion during 4 -22- Leighton 10075.002 construction should also be implemented in accordance with the latest City of Carisbad grading ordinances. 6.8 Vehicular Pavements The pavement section design below is based on an assumed Traffic Index (Tl), our visual classification of the site soils, and previous laboratory tesfing (we have ufilized an R-Value of 11). The Tl values were chosen based on our experience with similar projects. Actual pavement recommendations should be based on R- value tests performed on bulk samples of the soils that are exposed at the finished subgrade elevations across the site at the completion of the grading operafions. Flexible pavement secfions have been evaluated in general accordance with the Caltrans method for flexible pavement design. The recommended flexible pavement section for this condition is given in Table 4 below: Table 4 Preliminary Pavement Secfions Traffic Description Assumed Traffic Index (Tl) Asphalt Concrete (inches) Aggregate Base (inches) Auto Parking 4.5 4.0 5.0 Driveways 5.0 4.0 7.0 Flexible pavements should be constructed in accordance with current Caltrans Standard Specificafions. Aggregate base should comply with the Caltrans Standard Specificafions of Section 26. The upper 12 inches of subgrade and the aggregate base should be compacted to a minimum of 95 percent relative compaction (ASTM D 1557). For areas subject to regular truck loading (i.e., trash truck apron), we recommend a full depth of Portland Cement Concrete (PCC) section of 7.0 inches with appropriate steel reinforcement and crack-control joints as designed by the project structural engineer. We recommend that sections be as nearly square as possible. A 3,250-psi mix that produces a 550-psi modulus of rupture should be -23-4 Leighton 10075.002 utilized. Additional City of Carisbad specifications are presented on Detail GS-16 of the City of Carisbad Engineering Standards Volume 3 - Standard Drawing and Notes. If pavement areas are adjacent to heavily watered landscape areas, we recommend some measure of moisture control be taken to prevent the subgrade soils from becoming saturated. It is recommended that the concrete curing separating the landscaping area from the pavement extend below the aggregate base to help seal the ends of the sections where heavy landscape watering may have access to the aggregate base. Concrete swales should be designed in roadway or parking areas subject to concentrated surface runoff. 6.9 Plan Review Foundafion and grading plans should be reviewed by Leighton to confirm that the recommendafions in this report are incorporated in project plans. 6.10 Construction Observation The recommendations provided in this report are based on preliminary design information, our experience during rough grading, and subsurface condifions disclosed by widely spaced excavafions. The interpolated subsurface condifions should be checked in the field during construcfion. Construction observafion of all onsite excavations and should be performed by a representative of this office so that construcfion is in accordance with the recommendafions of this report. All footing excavations should be reviewed by this office prior to steel placement. 4 Leighton Figures Project: 10075.002 Scale: 1 " = 2,000 ' Eng/Geol: WDO/MDJ Date: July 2013 Base Map ESRI Resource Center, 2010 Thematic Info Leighton Autfior: mmurphy (mmurphy) SITE LOCATION MAP Water Park Activity Pool LEGOLAND California 1 Lego Drive Carlsbad, California Figure 1 4 Leighton Map Saved as PAdra«ing\10075\002\GIS\of_2013-02-15\Figuro1 mxd on 7^23/2013 8:54:23 AM PLATE 1 Geotechnical Map APPENDIXA References 10075.002 APPENDIXA References American Concrete Institute (ACI), 2006, Guide for Concrete Slabs that Receive Moisture-Sensitive Flooring Materials. Bryant, W. A. and Hart, E. W., 2007, Fault Rupture Hazard Zones in California, Alquist- Priolo Special Studies Zones Act of 1972 with Index to Special Study Zone Maps, Department of Conservafion, Division of Mines and Geology, Special Publicafion 42, dated 1997 with 2007 Interim Revision. California Building and Safety Commission (CBSC), 2010, California Building Code. Kennedy, M.P., and Tan, S.S., 2007, Geologic Map of the Oceanside 30'x60' Quadrangle, California, California Geologic Survey, 1:100,000 scale. Leighton and Associates, Inc., 1995, Preliminary Geotechnical Investigafion, Lego Family Park and Pointe Resorts, Lots 17 and 18 of the Carlsbad Ranch, Carisbad, California, Project No. 950294-001, dated October 5, 1995. , 1996, Supplemental Geotechnical Investigafion, Lego Family Park, Carlsbad Ranch, Carlsbad, California, Project No. 960151-001, dated July 23. , 1998, Final As-Graded Report of Rough-Grading, LEGOLAND, Carisbad, California, Project No. 4960151-003, dated February 10. , 2009, Geotechnical Investigation, Proposed Waten^/orks Cluster, LEGOLAND Theme Park, Carlsbad, California, Project No. 960151-031, dated September 30. , 2011, Geotechnical Investigation, Proposed Pirate Island Attraction, LEGOLAND Theme Park, Carisbad, California, Project No. 960151-035, dated September 30. A-1 10075.002 APPENDIX A (Continued) NCMA, 2009, Design Manual for Segmental Retaining Walls, 3'" Edifion R.W. Apel Landscape Architects, Inc., 2013, Conceptual Site Plan, 2014 Water Park Expansion, Legoland, Carlsbad California, dated July15 Tan, S. S. and Kennedy, M. P., 1996, Geologic Maps of the Northwestern Part of San Diego County, California, Division of Mines and Geology (DMG) Open-File Report 96-02, San Luis Rey and San Marcos Quadrangles. Treiman, J.A., 1993, The Rose Canyon Fault Zone, Southern California: California Division of Mines and Geology, Open-File Report 93-02, 45 p. United States Geologic Survey (USGS), 2010, Ground Mofion Parameter Calculator, Version 5.1.0. A-2 APPENDIX B Boring Logs GEOTECHNICAL BORING LOG KEY Project No. Project Drilling Co. Drilling Method Location KEY TO BORING LOG GRAPHICS Date Drilled Logged By Hole Diameter Ground Elevation Sampled By c l« UJ <5_i o (0 0) TJ 3 O z ® a E n (0 (0 0) > o I.S £D<0 L_ 0) CL (0 0) u QQ. .i2.2 o c SO O -6 o • 013 co~^ SOIL DESCRIPTION This Soil Description applies onty to a location ofthe exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual. in 0) )~ o V a. 10- 15- 20 25— .fx B-l C-1 G-1 R-l SH-1 S-l PUSH i Asphaltic concrete Portland cement concrete CL CH Inorganic clay of low to medium plasticity; gravelly clay; sandy clay; silty clay; lean clay Inorganic clay; high plasticity, fat clays OL Organic clay; medium to plasticity, organic silts ML Inorganic silt; clayey silt with low plasticity MH Inorganic silt; diatomaceous fine sandy or silty soils; elastic silt ML-CL Clayey silt to silty clay GW Well-graded gravel; gravel-sand mixture, little or no fmes GP Poorly graded gravel; gravel-sand mixture, little or no fines GM Silty gravel; gravel-sand-silt mixtures GC Clayey gravel; gravel-sand-clay mixtures SW Well-graded sand; gravelly sand, little or no fines SP Poorly graded sand; gravelly sand, little or no fines SM Silty sand; poorly graded sand-silt mixtures SC Clayey sand; sand-clay mixtures Bedrock Ground water encountered at time of drilling Bulk Sample Core Sample Grab Sample Modified Califomia Sampler (3" O.D., 2.5 I.D.) Shelby Tube Sampler (3" O.D.) Standard Penetration Test SPT (Sampler (2" O.D., 1.4" I D.) Sampler Penetrates without Hammer Blow SAMPLE TYPES TYPE OF TESTS: B BULK SAMPLE -200 % FINES PASSING DS DIRECT SHEAR SA SIEVE ANALYSIS C CORE SAMPLE AL ATTERBERG LIMITS El EXPANSION INDEX SE SAND EQUIVALENT G GRABSAMPLE CN CONSOLIDATION H HYDROMETER TR THERMAL RESISTIVITY R RING SAMPLE CO COLLAPSE MD MAXIMUM DENSITY UC UNCONFINED COMPRESSIVE STRENGTH S SPLIT SPOON SAMPLE CR CORROSION PP POCKET PENETROMETER T TUBE SAMPLE CU UNDRAINED TRIAXIAL RV RVALUE ' This log is a part of a report by Leighton and should not be used as a stand-alone document. *' Page 1 of 1 I I I GEOTECHNICALBORING LOG B-1 Project No. Project Drilling Co. Drilling Method Location 10075.002 5-23-13 Legoland Water Park Activity Pool FJW Baja Exploration JHollowStem Auger-1401b - Autohammer - 30" Drop See Boring Location Map Date Drilled Logged By Hole Diameter Ground Elevation Sampled By FJW 8" 184' 1^ UJ 2-° o tn 0) T3 < o z .22 Q. E m in 0Q«O 0) a. tn Cu-0) u QQ. ^« Q 0)0- .!2.S oc SO O SOIL DESCRIPTION r/7/s So// Description applies only to a location ofthe exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with tirne. The description is a simplification ofthe actual conditions encountered. Transitions between soil types may be gradual tn a. 180 175 170 165 160 10- 15 20- 25- 155^ B-1 0-4' S-l B-2 5-10' SM •\(S). 0': TOPSOIL @ 4": UNDOCUMENTED ARTIFICIAL FILL (Afu) Silty SAND with gravel, dense, light brown to brown, moist light brown to gray SM 6 12 11 @ 4 5'; ARTIFICIAL FILL (At) Silty SAND, dense, reddish brown, moist, micaceous EI, SA, CR SC-SM R-I 5 12 27 @ 10.5': OUATERNARY TERRACE DEPOSITS (Qt) Silty Clayey SAND, medium dense, dark reddish brown, moist, micaceous DS S-2 B-3 15-lT SM Silty SAND with gravel, very dense, light reddish brown, dry to moist, micaceous 14 20 20 R-2 23 50/5" SP-SC Poorly graded SAND with Clay, very dense, dark reddish brown, moist, micaceous Total Depth 19' Groundwater not encountered Backfilled on 5/23/2013. SAMPLE TYPES: TYPE OF TESTS: B BULK SAMPLE -200 % FINES PASSING DS DIRECT SHEAR SA SIEVE ANALYSIS C CORE SAMPLE AL ATTERBERG LIMITS El EXPANSION INDEX SE SAND EQUIVALENT G GRAB SAMPLE CN CONSOLIDATION H HYDROMETER SG SPECIFIC GRAVITY R RING SAMPLE CO COLLAPSE MD MAXIMUM DENSITY UC UNCONFINED COMPRESSIVE STRENGTH S SPLIT SPOON SAMPLE CR CORROSION PP POCKET PENETROMETER T TUBE SAMPLE CU UNDRAINED TRIAXIAL RV R VALUE I ' This log is a part of a report by Leighton and should not be used as a stand-alone documenL Page 1 of 1 GEOTECHNICALBORING LOG B-2 Project No. Project Drilling Co. Drilling Method Location 10075.002 5-23-13 Legoland Water Park Activity Pool FJW Baja Exploration Hollow Stem Auger - 1401b - Autohammer - 30" Drop See Boring Location Map Date Drilled Logged By Hole Diameter Ground Elevation Sampled By FJW 8" 172' (0 0) T3 3 a. E (0 (0 tf) 0) II tn«> 0) Q. tf> 0) u oa Q (0 0) oc so o tf)-T -6 o • od CO— SOIL DESCRIPTION This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual. in a> o a> a. 170 165 160 155 10 15- 150 145 SAMPLE TYPES: B BULK SAMPLE C CORESAMPLE G GRABSAMPLE R RING SAMPLE S SPLIT SPOON SAMPLE T TUBESAMPLE B-l 0-4' R-l B-2 6-10' I 9 26 50/5" S-l B-3 11-13' 12 14 16 R-2 I 21 50/5" S-2 n 50/5" SM \(a). 0': TOPSOIL GW SC-SM SW-SC SM @ 2": UNDOCUMENTED ARTIFICIAL FILL (Afu) Sllty SAND, dense, brown to gray, moist r Well-graded GRAVEL with Sand, gray to brown, moist, with Silt g 4.5': OUATERNARY TERRACE DEPOSITS (Qt) silty. Clayey SAND, very dense, dark brown, moist, medium sand, micaceous Well-graded SAND with Clay, dense to very dense, brown, moist, medium sand, micaceous Silty SAND, dense, light brown, moist, fine to medium sand, micaceous, friable Total Depth 19.5' Groundwater not encountered Backfilled on 5/23/2013 TYPE OF TESTS: -200 % FINES PASSING AL ATTERBERG LIMITS CN CONSOLIDATION CO COLLAPSE CR CORROSION DS El H MD DIRECT SHEAR EXPANSION INDEX HYDROMETER MAXIMUM DENSITY SA SIEVE ANALYSIS SE SAND EQUIVALENT SG SPECIFIC GRAVITY UC UNCONFINED COMPRESSIVE STRENGTH PP POCKET PENETROMETER CU UNDRAINED TRIAXIAL RV RVALUE I ' This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Page 1 of 1 Previous Boring by Leighton - 2011 GEOTECHNICAL BORING LOG KEY Project No. Project Drilling Co. Driiiing Method Location KEY TO BORING LOG GRAPHICS Date Drilled Logged By Hole Dianneter Ground Elevation Sampled By s-o 2_i CD (A <o •X3 3 1 Q. E ra CO 10 IS 5 20 25- tn (0-1= Q. tf) CM-0) U QQ. a U) 0) —*j o c S o a ozi SOIL DESCRIPTION T/);s So/7 Description applies only to a location ofthe exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the (O-^ : actual conditions encountered. Transitions between soil types may be gradual. V) o « a. >< Asphaltic concrete R-l SH-1 S-l PUSH •.^.^•j^_'\« Portland cement concrete ; i CL Inorganic clay of low to medium plasticity; gravelly clay; sandy clay; silty clay; lean clay CH Inorganic clay; high plasticity, fat clays . \ \ \ \ \ \ : OL Organic clay; medium to plasticity, organic silts i ^ ; i M ! ' i • ; ML Inorganic silt; clayey silt with low plasticity ! h ; 1; • MH Inorganic silt; diatomaceous fine sandy or silty soils; elastic silt , ^ ML-CL-Clayey silt to silty clay i»^nn * I ; GW Well-graded gravel; gravel-sand mixture, little or no fines 1 GP Poorly graded gravel; gravel-sand mixture, little or no fines ; : GM • i i Silty gravel; gravel-sand-silt mixtures M 1 1 GC Clayey gravel; gravel-sand-clay mixtures : SW Well-graded sand; gravelly sand, little or no fines SP Poorly graded sand; gravelly sand, little or no fines • SM Silty sand; poorly graded sand-silt mixtures yy. i ; ' i SC Clayey sand; sand-clay mixtures ! 1 Bedrock i •~! . ! 1 , B-l \\ c, 1 G-1 lm, ' i 1 • ; 1 i Ground water encountered at time of drilling jiii Bulk Sample i Core Sample ; ; 1 : Grab Sample Modified Califomia Sampler (3" O.D., 2.5 I.D.) Shelby Tube Sampler (3" O.D.) Standard Penetration Test SPT (Sampler (2" O.D., 1.4" I.D.) Sampler Penetrates without Hammer Blow SAMPLETYPES: TYPE OF TESTS: B BULK SAMPLE -200 % RNES PASSING DS DIRECT SHEAR SA SIEVE ANALYSIS C CORE SAMPLE AL ATTERBERG UMITS El EXPANSION INDEX SE SAND EQUIVALENT G GRAB SAMPLE CN CONSOUDATION H HYDROMETER TR THERMAL RESISTIVITY R RING SAMPLE CO COLLAPSE MD MAXIMUM DENSITY UC UNCONFINED COMPRESSIVE STRENGTH S SPUT SPOON SAMPLE CR CORROSION PP POCKET PENETROMETER T TUBE SAMPLE CU UNDRAINED TRIAXIAL RV RVALUE ' This log is a part of a report by Leighton and should not be used as a stand-alone document.' Page 1 of 1 GEOTECHNICAL BORING LOG B-1 Project No. Project Drilling Co. Drilling Method Location 960151-035 LEGOLAND Baja Excavation Hollow Stem Auger - 1401b - Autohammer - 30" Drop South Central 7-22-11 MDJ Date Drilled Logged By Hole Diameter Ground Elevation Sampled By MDJ 180' c o LU •SO' 9-0 (3 •a 3 0) Q. E ra Ui u) (1> II I— 0) 0. tn 0) u DO. £> a WO) o c S o o tf)-^ OS SOIL DESCRIPTION Th/'s So// Description applies only to a /ocaf/on of fte exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification ofthe actual conditions encountered. Transitions between soil types may be gradual. in 0) o a. >, I- 180- 0- 175- SM ARTIFICLVL FILL (Afo) @ 0': Silty SAND with clay: Brown to red-brown, moist, loose (top 3 feet) and then dense B-l 3'-6' R-l 170i 10 165 15 160i 20- 155i 25— R-2 I 15 39 44 116 SM S 5': Silty fine SAND with clay: Orange-brown to red, moist, very dense 7 : 131 17 50 : @ 9.5': Clayey medium SAND: Brown to red-brown, moist, dense; SC mottled SM ; @ 13': Silty fine SAND with clay: Red-brown, damp to moist, very dense; formation at tip R-3 I 11 16 60 127 10 I R.4 • 27 50 SM i OUATERNARY TERRACE DEPOSFTS (Ot) ; @ 18': Silty fine SANDSTONE: Red/orange-brown, damp very dense R-5 • 28 116 10 _ 50/3" B-2 25'-30' ! 25': Silty fine to medium SANDSTONE: Light brown, damp, very dense ilRlPL^TYpTs—^ B BULK SAMPLE C CORESAMPLE G GRABSAMPLE R RING SAMPLE S SPUT SPOON SAMPLE T TUBESAMPLE TYPEOFTESTS: -200 % FINES PASSING DS AL ATTERBERG UMITS El CN CONSOUDATION H CO COLLAPSE MD CR CORROSION PP CU UNDRAINED TRIAXIAL RV DIRECT SHEAR SA EXPANSION INDEX SE HYDROMETER SG MAXIMUM DENSITY UC POCKET PENETROMETER RVALUE SIEVE ANALYSIS SAND EQUIVALENT SPECIRC GRAVITY UNCONFINED COMPRESSIVE STRENGTH ' This log is a part of a report by Leighton and should not be used as a stand-alone document. *' Page 1 of 2 GEOTECHNICAL BORING LOG B-1 Project No. Project Drilling Co. Drilling Method Location 960151-035 LEGOLAND Baja Excavation Hollow Stem Auger - 1401b - Autohammer - 30" Drop South Central 7-22-11 MDJ Date Drilled Logged By Hole Diameter 8" Ground Elevation 180;^ Sampled By MDJ c o UJ •SO' S-o tn 0) •o 3 JS. a. E ra CO in 0) v_ 0) Q. in CH-0) u QQ. Q (1)6^ tf) 0) .—*rf o c so O tf)^ ori CO-— 150 30 R-6 I 62/6" 110 SM SOIL DESCRIPTION This Soil Description applies only to a location ofthe exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification ofthe actual conditions encountered. Transitions between soil types may be gradual. IB a> a TERTIARY SANTIAGO FORMATION (Tsa) @ 30': Silty fine to medium SANDSTONE: Very light gray-brown to off-white, damp, very dense; top 2 rings disturbed 145 35 R-7 70/6" 111 ! 35': Silty fine to medium SANDSTONE: Very light gray-brown to off-white, damp, very dense; top 2 rings disturbecf 140 40-S-1 52/6" ] 40': Silty fine to medium SANDSTONE: Light gray-brown, damp very dense 135 1 45 R-8 • 61/6" 111 i 11 145'; Silty fine to medium SANDSTONE: Light gray-brown, damp, very dense i -I 130J SO S-2 ^ 59/6" 125 55 iiBlPL^TYPES: B BULK SAMPLE C CORESAMPLE G GRABSAMPLE R RING SAMPLE S SPUT SPOON SAMPLE T TUBESAMPLE TYPEOFTESTS: -200 % RNES PASSING AL ATTERBERG UMITS CN CONSOUDATION CO COLLAPSE CR CORROSION CU UNDRAINED TRIAXIAL @ 50': Silty fine to medium SANDSTONE: Light brown, damp, \ very dense / Total Depth = 50.5 Feet No ground water encountered at time of drilling Backfilled with bentonite and native soil on 7/22/11 DS DIRECT SHEAR El EXPANSION INDEX H HYDROMETER MD MAXIMUM DENSITY PP POCKET PENETROMETER RV RVALUE SA SIEVE ANALYSIS SE SAND EQUIVALENT SG SPECIRC GRAVITY UC UNCONFINED COMPRESSIVE STRENGTH ' * This log is a part of a report by Leighton and should not be used as a stand-alone document. Page 2 of 2 GEOTECHNICAL BORING LOG B-2 Project No. Project Drilling Co. Drilling Method Location 960151-035 LEGOLAND Baja Excavation Hollow Stem Auger-1401b - Autohammer -30" Dro Northwest Date Drilled 7-22-11 Logged By MDJ Hole Diameter 8;; Ground Elevation 190' Sampled By MDJ UJ 190 •SO> S-o O in 0) •a 3 4-1 i o z _» Q. E ra CO tf) 0) tf)-<= II I-a> Q. tf) 0) o aa. Q tf) 0) o c so O tf)-^ OS SM SOIL DESCRIPTION This Soil Description applies only to a location ofthe exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification ofthe actual conditions encountered. Transitions between soil types may be gradual. tn 0) 0) o. ARTIFICL^ FILL UNDOCUMENTED (Afii) @ 0': Silty fine to medium SAND with clay: Red-brown to medium brown, damp to moist, loose B-l 3'-6' 185 180 10 R-l I CL @ 7.5': Sandy CLAY: Black, loose, moist, loose; organics 11 18 25 120 SM ! 9.5': Silty medium SAND: Gray-brown and red-brown, moist, medium dense to dense 175 15 R-2 1 18 26 35 124 SM ARTIFICL^L FILL (Afo) @ 14': Silty fine SAND: Red-brown, moist, dense 170 20 S-l U '2 22 n 28 I 20': Silty fine to medium SAND: Brown to dark red-brovra, moist, dense 165 25 R-3 B-2 26'-28' 30 50/4" 123 SM ! OUATERNARY TERRACE DEPOSFTS (Ot) @23.5': Silty fine to medium SANDSTONE: Red-brown, damp, very dense CR SAMPL^TYPES: B BULK SAMPLE C CORESAMPLE G GRABSAMPLE R RING SAMPLE S SPUT SPOON SAMPLE T TUBESAMPLE S-2 5! 25 30 30 TYPE OF TESTS: -200 % RNES PASSING AL ATTERBERG UMITS CN CONSOUDATION CO COLLAPSE CR CORROSION CU UNDRAINED TRIAXIAL DS DIRECT SHEAR SA El EXPANSION INDEX SE H HYDROMETER SG MD MAXIMUM DENSITY UC PP POCKET PENETROMETER RV RVALUE SIEVE ANALYSIS SAND EQUIVALENT SPECIRC GRAVITY UNCONRNED COMPRESSIVE STRENGTH * * * This log is a part of a report by Leighton and should not be used as a stand-alone document. Page 1 of 2 GEOTECHNICAL BORING LOG B-2 Project No. Project Drilling Co. Drilling Method Location 960151-035 LEGOLAND Baja Excavation Hollow Stem Auger - 1401b - Autohammer - 30" Drop Northwest Date Drilled 7:22-11 Logged By MDJ Hole Diameter 8^ Ground Elevation 190' Sampled By MDJ c o I"-ai 160 30 •SO' S-O S_i (3 tf) 0) •a 3 a. E ra to tf) tf)-c <u Q. tf) 0) u a a. Q tn d) — o c SO O tf)^ ^(O OD tO^ .SM_ SOIL DESCRIPTION This Soil Description applies only to a location ofthe exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification ofthe actual conditions encountered. Transitions between soil types may be gradual. in 0) O Q) Q. >. I- Total Depth = 30.5 Feet No ground water encountered at time of drilling Backfilled with bentonite and native soil on 7/22/11 155 35 — 150 40 145 45- 140 50 — 135 55- SAMPL^TYPES: B BULK SAMPLE CORE SAMPLE GRAB SAMPLE RING SAMPLE SPUT SPOON SAMPLE TUBE SAMPLE TYPEOFTESTS: -200 % RNES PASSING DS AL ATTERBERG UMITS El CN CONSOUDATION H CO COLLAPSE MD CR CORROSION PP CU UNDRAINED TRIAXIAL RV DIRECT SHEAR SA EXPANSION INDEX SE HYDROMETER SG MAXIMUM DENSITY UC POCKET PENETROMETER RVALUE SIEVE ANALYSIS SAND EQUIVALENT SPECIRC GRAVITY UNCONFINED COMPRESSIVE STRENGTH ' This log is a part of a report by Leighton and should not be used as a stand-alone document * * * Page 2 of 2 Previous Boring by Leighton - 2009 GEOTECHNICAL BORING LOG B-1 Project No. Project Drilling Co. Drilling Method Location 960151-031 8-25-09 LEGO/Waterworks Cluster MDJ Baja Exploration Hollow Stem Auger - 1401b - 30" Drop Southwest Portion of Site Date Drilled Logged By Hole Diameter Ground Elevation Sampled By MDJ 8" 167' I-•SO» S^o 2_i tn o •a 3 Q. E ra to tf) u)-c: 0) Q. tf) C«_ 0) u aa Q 3^ (A 0) o c so O •oto _to ozi to^ SOIL DESCRIPTION The Soil Description applies only to a location ofthe exploration at the time of drilling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification ofthe actual conditions encountered. Transitions between soil types may be gradual. tn IS) I- a. 165 160 10- 155 15- 150 20- B-l 2'-4' R-l SM ARTIFICL^ FILL (Af) @ 0': Silty fme SAND with clay: Dark red-brown, moist, medium dense, top 2 inches dry CR I 13 38 50 127 ! 6': Silty medium SAND: Red-brown, moist, very dense I R-2 • 14 17 29 I R-3 • 24 43 50/4" R-* I 36 50/3" 145 25- 140 30- SAMPLE TYPES: s sPLrr SPOON R RING SAMPLE B BULK SAMPLE T TUBE SAMPLE 122 10': Silty fine SAND: Red-brown, moist, dense, traces of clay 130 15': Same as 10 feet except very dense QUATERNARY TERRACE DEPOSITS (Ot) ^ 17.5': Silty fme to medium SANDSTONE: Red-brown, damp to moist, very dense 115 Total Depth = 21 Feet No ground water encountered at time of drilling Backfilled on 8/25/09 G GRAB SAMPLE C CORE SAMPLE TYPE OF TESTS: DS DIRECT SHEAR SA SIEVE ANALYSIS -200 % FINES PASSING MD MAXIMUM DENSHY SE SAND EQUIVALENT AL ATTERBERG LIMR'S CN CONSOUDATION El EXPANSION INDEX CO COLLAPSE CR CORROSION RV RVALUE PP POCKET PENETROMETER UC UNCONFINED COMPRESSIVE STRENGTH ' This log is a part of a report by Leighton and shouid not be used as a stand-alone document. *' Page 1 of 1 GEOTECHNICAL BORING LOG B-2 Project No. Project Drilling Co. Drilling Method Location 960151-031 8-25-09 LEGO/Waterworks Cluster MDJ Baja Exploration Hollow Stem Auger - 1401b - 30" Drop Center of Site Date Drilled Logged By Hole Diameter Ground Elevation 173' Sampled By MDJ 8" c o «s •SO) S-o O tf> 0) -o o z _a) a. E ra to tf) 0) tf)-c t£ \- a. in 0) u aa. a tn 0) — o c SO O »)'•^ _to od to^ SOIL DESCRIPTION The Soil Description applies only to a location ofthe exploration at the time of drilling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification ofthe actual conditions encountered. Transitions between soil types may be gradual. tn to a. >, I- 170 165 10— 160 15- 155 20- 150 25- 145 30- B-1 3'-5' SM UNDOCUMENTED ARTMCL^L FILL (Afu) @ 0': Silty fine SAND: Medium to dark red-brown, moist, dense R-l 125 27 R-2 I 7 29 50 S-l S-2 II 15 15 10 16 17 120 10 SM ARTIFICL^ FILL (Af) @ 5': Silty fine SAND: Medium to dark red-brown, moist, dense SM 10 QUATERNARY TERRACE DEPOSrrS(Ot) § 7.5': Silty fme to medium SANDSTONE: Red-brown, damp to moist, very dense 10': Same as above 12': Very dense 15': Silty fme SANDSTONE: Red-brown, damp and moist, dense, several friable layers ! 20'; Same as above except more friable Total Depth = 21.5 Feet No ground water encountered at time of drilling Backfilled on 8/25/09 SAMPLE TYPES: S SPLIT SPOON R RING SAMPLE B BULK SAMPLE T TUBESAMPLE G C GRAB SAMPLE CORE SAMPLE TYPE OF TESTS: DS DIRECT SHEAR SA MD MAXIMUM DENSfTY SE CN CONSOUDATION El CR CORROSION RV SIEVE ANALYSIS SAND EQUIVALENT EXPANSION INDEX RVALUE -200 % FINES PASSING AL ATTERBERG LIMrTS CO COLLAPSE PP POCKET PENETROMETER UC UNCONFINED COMPRESSIVE STRENGTH ' This log is a part of a report by Leighton and should not be used as a stand-alone document Page 1 of 1 GEOTECHNICAL BORING LOG B-3 Proiect No. Project Drilling Co. Drilling Method Location 960151-031 8-25-09 LEGO/Waterworks Cluster MDJ Baia Exploration HollowStem Auger-1401b - 30" Drop Northeast Portion of Site Date Drilled Logged By Hole Diameter Ground Elevation Sampled By MDJ 8" 193' c o Ui I- u •5°' S-o 2_i o tf> 0) -D a. E ra to tn <o tf)-c ii ta'o V Q. tn aa. 3c tf) 0) o c so O «)^ _to OS to^ SOIL DESCRIPTION The Soil Description applies only to a location ofthe exploration at the time of drilling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification ofthe actual conditions encountered. Transitions between soil types may be gradual. tn 0) 0) a. 190 185 10- 180 15 175- 20- 170 25- 165 30- SAMPLE^rYPES: S SPLIT SPCXJN R RING SAMPLE B BULK SAMPLE T TUBESAMPLE M T .•-4' i SC R-l I 115 12 11 17 SM UNDOCUMENTED ARTIFICL\L FELL (AfU) @ 0': Silty clayey fine SAND: Brown, dry to damp, loose to medium dense ] 3': Gets moist ! 6': Silty fine to medium SAND: Red-brown, moist, medium dense ! 10': Silty fine to medium SAND with clay: Dark red-brown, moist, medium dense EI I R-2 • 8 8 12 114 R-3 I 14 14 39 120 13 15': Silty fine SAND: Red-brown, moist, dense SM I OUATERNARY TERRACE DEPOSITS (Ot) @ 18.5': Silty fine to medium SANDSTONE: Red-brown, damp, dense R-4 • 15 25 38 117 S-l 10 15 22 ! 25': Silty fine SANDSTONE with clay: Red-brown, damp to moist, dense Total Depth = 26.5 Feet No ground water encountered at time of drilling Backfilled on 8/25/09 G GRAB SAMPLE C CORE SAMPLE TYPE OF TESTS: DS DIRECT SHEAR SA MD MAXIMUM DENSHY SE CN CONSOUDATION El CR CORROSION RV SIEVE ANALYSIS SAND EQUIVALENT EXPANSION INDEX RVALUE -200 % FINES PASSING AL ATTERBERG LIMrrS CO COLLAPSE PP PCXJKET PENETROMETER UC UNCONFINED COMPRESSIVE STRENG^HH ' This log is a part of a report by Leighton and should not be used as a stand-alone documenL Page 1 of 1 GEOTECHNICAL BORING LOG B^ Projetrt No. Project Drilling Co. Drilling Method Location 960151-031 8-25-09 LEGO/Watenworks Cluster MDJ Baja Exploration Hollow Stem Auger - 1401b - 30" Drop Northwest Portion of Site Date Drilled Logged By Hole Diameter Ground Elevation Sampled By MDJ 8" 175' c o rag UJ •SO) S-o O tf) a> •a 3 a E ra to tn a> »)•!= ta'o a. tn 0) U QQ. £« a 5c tf)« — o c so O tn—:- •So O • _to od to-' SOIL DESCRIPTION The Soil Description applies only to a location ofthe exploration at the time of drilling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification ofthe actual conditions encountered. Transitions between soil types may be gradual. in a. 175 170 UNDOCUMENTED ARTIFICL^L FILL (Afii) @ 0': Silty fine to medium SAND: Red-brown, moist, medium dense; top 4 inches dry R-l 15 25 31 128 ARTIFICIAL FILL (Af) @ 5': Silty fine to medium SAND: Red-brown, moist, dense 165 10- 160 15 155 20- 150 25- R-2 • 12 B-l • 22 10'-I3'1 44 129 10': Same as 5 feet I R-3 • 9 12 14 117 10 : 15': Silty fme SAND with clay: Red-brown, moist, medium dense EI DS OUATERNARY TERRACE DEPOSfrS (Ot) @ 18': Silty SANDSTONE: Red-brown, damp, dense I 20 45 50/4" 121 145^ 30- SAMPLE TYPES: S SPUT SPOON G GRABSAMPLE R RING SAMPLE C CORESAMPLE B BULK SAMPLE T TUBESAMPLE TYPE OF TESTS: DS DIRECT SHEAR SA MD MAXIMUM DENSITY SE CN CONSOUDATION El CR CORROSION RV SIEVE ANALYSIS SAND EQUIVALENT EXPANSION INDEX RVALUE -200 % FINES PASSING AL ATTERBERG LIMITS CO COLLAPSE PP POCKET PENETROMETER UC UNCONFINED COMPRESSIVE STRENGTH ' This log is a part ofa report by Leighton and shouid not be used as a stand-alone document Page 1 of 2 GEOTECHNICAL BORING LOG B-4 Projetrt No. Project Drilling Co. Drilling Method Location 960151-031 8-25-09 LEGO/Waterworks Cluster MDJ Baja Exploration Hollow Stem Auger - 1401b - 30" Drop Northwest Portion of Site Date Drilled Logged By Hole Diameter Ground Elevation Sampled By MDJ 8" 175' LU I- u lo» s-o S-J (3 tf) 0) •o Q. E ra to «)•<= U ta'o Q. tf) C«_ 0) u OQ. £> a in 0) —*j o c so O tn—:- _to OZ) to-' SOIL DESCRIPTION The Soil Description applies only to a location ofthe exploration at the time of drilling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual. in 0) 0) Q. 145 30- 140 35- 135 40- 130 45— 125 50- 120 55- 115 60 Total Depth = 30 feet No ground water encountered at time of drilling Backfilled on 8/25/09 SAMPLE TYPES: S SPLn- SPOON R RING SAMPLE B BULK SAMPLE T TUBESAMPLE G C GRAB SAMPLE CORE SAMPLE TYPE OF TESTS: DS DIRECT SHEAR SA MD MAXIMUM DENSHY SE CN CONSOUDATION El CR CORROSION RV SIEVE ANALYSIS SAND EQUIVALENT EXPANSION INDEX RVALUE -200 % RNES PASSING AL ATTERBERG LIMrTS CO COLLAPSE PP POCKET PENETROMETER UC UNCONFINED COMPRESSIVE STRENGTH ' This log is a part of a report by Leighton and should not be used as a stand-alone document Page 2 of 2 GEOTECHNICAL BORING LOG B-5 Project No. Project Drilling Co. Drilling Method Location 960151-031 8-25-09 LEGO/Waterworks Cluster MDJ Baja Exploration Hollow Stem Auger - 1401b - 30" Drop Southeast Portion of Site Date Drilled Logged By Hole Diameter Ground Elevation 169' Sampled By MDJ 8" c o •|! UJ I--s°' S-o E_i o tn a> •o 3 Q. E ra to in 0) II ta'o \— v Q. in CH_ 0) o QQ. a iic tf) a> oc SO o tf)^ _to •5=) SOIL DESCRIPTION r/7e So/7 Description applies only to a location ofthe exploration at the time of drilling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification ofthe actual conditions encountered. Transitions between soil types may be gradual. in 0) o 0) Q. B-l 0-2' 165 ARTIFICL^ FILL (Af) @ 0': Silty fine SAND: Red/orange-brown, dry to damp i 2'; Damp R-l I 116 160 10- B-2 7'-9' R-2 I 16 31 50 122 10 QUATERNARY TERRACE DEPOSITS (Ot) ^ 6': Silty fme SANDSTONE: Red-brown, damp, dense, massive 10': Same as above 155 15-S-1 150 20- 145 25- 140 so- lo 15 16 Total Depth = 20 Feet No ground water encountered at time of drilling Backfilled on 8/25/09 SAMPLE TYPES: s SPLrr SPOON R RING SAMPLE B BULK SAMPLE T TUBESAMPLE G GRAB SAMPLE C CORESAMPLE TYPE OF TESTS: DS DIRECT SHEAR SA MD MAXIMUM DENSHY SE CN CONSOUDATION El CR CORROSION RV SIEVE ANALYSIS SAND EQUIVALENT EXPANSION INDEX RVALUE -200 % RNES PASSING AL ATTERBERG LIMITS CO COLLAPSE PP POCKET PENETROMETER UC UNCONFINED COMPRESSIVE STRENG^rH * This log is a part of a report by Leighton and shouid not be used as a stand-alone document Page 1 of 1 APPENDIX 0 Laboratory Test Results 10075.002 APPENDIX C Laboratory Testinq Procedures and Test Results Following are tables that summarize laboratory testing that was performed by other consultants and provided to Leighton. Copies of the tests results we were provided are Included at the end of this appendix. Moisture and Densitv Determination Tests: Moisture content and dry density determinations were performed on relatively undisturbed samples obtained from the test borings according to ASTM D 2216 and D 2937. The results of these tests are presented in the boring logs. Where applicable, only moisture content was determined from "undisturbed" or disturbed samples. Direct Shear: A direct shear test was performed in accordance with ASTM D3080 on selected a sample that were soaked for under a surcharge equal to the applied normal force during testing. The rate of shearing used for the tests was reported to be 0.05 in/min. Plots of the individual test results are provided within this appendix. Strength envelopes are provided on each ofthe individual plots. Those envelopes correspond to the peak shear resistance and the shear resistance at the end of the test. Minimum Resistivitv and pH Tests: Minimum resistivity and pH tests were performed in general accordance with Caltrans Test Method CT643. The results are presented in the table below: Sample Location pH Minimum Resistivity (ohms-cm) B-1 @ 5-10 feet 7.14 2,455 Chloride Content: Chloride content was tested in accordance with DOT Test Method No. 422. The results are presented below: Sample Location Chloride Content (ppm) Degree of Corrosivity B-1 @ 5-10 feet 12 Low c-1 10075.002 APPENDIX C (Continued) Soluble Sulfates: The soluble sulfate contents of selected samples were determined by Caltrans Test Method CT417. The test results are presented in the table below: Sample Location Sulfate Content (ppm) Potential Degree of Sulfate Attack* B-1 @ 5-10 feet 210 Negligible Based on the American Concrete Institute (ACI) Committee 318-08, Table No. 4.3.1. Expansion Index Tests: The expansion potential of a selected material was evaluated by the Expansion Index Test, ASTM Test Method 4829. The prepared 1-inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium is reached. The result ofthe test is presented in the table below: Sample Location Depth (ft) Sample Description Expansion Index Expansion Potential | B-1 5 to 10 Dark Reddish Brown-Silty Sand (SM) 1 Very Low | c-2 in CO 1— 0) sz 2.00 1.50 1.00 0.50 0.00 0.1 0.2 Horizontal Deformation (in.) 4.0 3 0 S 2.0 1 0 0 0 3 0.0 1.0 2.0 Normal Stress (ksf) 3.0 4.0 Boring No. B-l Sample No. R-l Depth (ft) 11 -12.0 Sample Tvpe: RING Soii Identification: CLAYEY SAND (SC), reddish brown. Strenqth Parameters C(psf) Peak 631.5 30.1 Ultimate 116.0 33.0 Normal Stress (kip/ft^) 0.500 1.000 2.000 Peak Shear Stress (kip/ft^) • 0.914 • 1.222 A 1.787 Shear Stress @ End of Test (ksf) O 0.446 • 0.757 A 1.417 Deformation Rate (in./min.) 0.0025 0.0025 0.0025 Initial Sample Height (in.) 1.000 1.000 1.000 Diameter (in.) 2.415 2.415 2.415 Initial Moisture Content (%) 12.06 10.33 11.58 Dry Density (pcf) 118.6 123.2 114.9 Saturation (%) 77.3 75.7 67.0 Soil Height Before Shearing (in.) 0.9993 0.9964 0.9757 Final Moisture Content (%) 17.9 15.1 15.4 Leighton DIRECT SHEAR TEST RESULTS Consolidated Drained ASTM D-3080 ProjectNo.: 10075.002 LEGOLAND / WATERPARK EXPANSION 06-13 Direct Shear - Geomatic: B-1, R-1 (5-23-13) GRAVEL SAND FINES COARSE FINE COARSE MEDIUM FINE SILT CLAY U.S. STANDARD SIEVE OPENING 3.0" 1 1/2" 3/4" 3/8" 100.000 #4 U.S. STANDARD SIEVE NUMBER #8 #16 #30 #50 #100 HYDROMETER 10.000 1.000 0.100 PARTICLE - SIZE (mm) 0.010 0.001 Project Name: LEGOI-AND / WATERPARK EXPANSION ProjectNo.: 10075.002 Leighton PARTICLE - SIZE DISTRIBUTION ASTM D 6913 Exploration No.: B-l Sample No.: Bi2 Depth (feet): 5-10.0 Soil Type : SM Soil Identification: SILTY SAND WITH TRACE GRAVEL (SM). dark reddish brown. GR:SA:FI: (O/o) 1 : 65 : 34 jun ^j Sieve Landscape: B-1, B-2 ( 5-23-13) Previous Laboratory Testing by Leighton - 2011 960151-035 APPENDIX C Laboratorv Testinq Procedures and Test Results Following are tables that summarize laboratory testing that was performed by other consultants and provided to Leighton. Copies of the tests results we were provided are included at the end ofthis appendix. Moisture and Densitv Determination Tests: Moisture content and dry density determinations were performed on relatively undisturbed samples obtained from the test borings according to ASTM D 2216 and D 2937. The results of these tests are presented in the boring logs. Where applicable, only moisture content was determined from "undisturbed" or disturbed samples. Direct Shear: A direct shear test was performed in accordance with ASTM D3080 on selected a sample that were soaked for under a surcharge equal to the applied normal force during testing. The rate of shearing used for the tests was reported to be 0.05 in/min. Plots of the individual test results are provided within this appendix. Strength envelopes are provided on each of the individual plots. Those envelopes correspond to the peak shear resistance and the shear resistance at the end of the test. Minimum Resistivitv and pH Tests: Minimum resistivity and pH tests were performed in general accordance with Caltrans Test Method CT643. The results are presented in the table below: j Sample Location pH Minimum Resistivity (ohms-cm) 1 B-2 @ 24-28 feet 7.39 1,373 Soluble Sulfates: The soluble sulfate contents of selected samples were determined by Caltrans Test Method CT417. The test results are presented in the table below: Sample Location Sulfate Content (ppm) Potential Degree of Sulfate Attack* B-2 @ 24-28 feet 150 Negligible Based on the American Concrete Institute (ACI) Committee 318-08, Table No. 4.3.1. I c-1 3.00 2.50 tn 2.00 S? 1.50 sz 1.00 0.50 0.00 0.1 0.2 Horizontal Deformation (in.) 4.0 3.0 B 2.0 1.0 0.0 • J F 0.0 1.0 2.0 3.0 Normal Stress (ksf) 4.0 Boring No. B-l Sample No. R-4 Depth (ft) 20.5 Sam Die Tvoe: Drive Soil Identification: Strong brown silty sand (SM) Strenath Paramett irs C(psf) Peak 104.0 51.1 Ultimate 31.0 32.7 0.3 Normal Stress (kip/ft^) 0.500 1.000 2.000 Peak Shear Stress (kip/ft^) • 0.676 • 1.412 • 2.556 Shear Stress @ End of Test (ksf) O 0.374 • 0.641 A 1.327 Deformation Rate (in./min.) 0.0500 0.0500 0.0500 Initial Sample Height (in.) 1.000 1.000 1.000 Diameter (in.) 2.415 2.415 2.415 Initial Moisture Content (%) 9.17 9.17 9.17 Dry Density (pcf) 108.9 120.9 124.3 Saturation (%) 45.2 62.9 69.6 Soil Height Before Shearing (in.) 0.9920 0.9929 0.9870 Final Moisture Content (%) 17.8 15.1 14.5 Leighton DIRECT SHEAR TEST RESULTS Consolidated Undrained Project No.: Lego 960151-035 08-11 arec( Shear 8-1. R-4 m 20.5 Previous Laboratory Testing by Leighton - 2009 960151-031 APPENDIX C Laboratory Testing Procedures and Test Results Following are tables that summarize laboratory testing that was performed by other consultants and provided to Leighton. Copies of the tests results we were provided are included at the end of this appendix. Moisture and Densitv Determination Tests: Moisture content and dry density determinations were performed on relatively undisturbed samples obtained from the test borings according to ASTM D 2216 and D 2937. The results of these tests are presented in the boring logs. Where applicable, only moisture content was determined from "undisturbed" or disturbed samples. Direct Shear: A direct shear test was performed in accordance with ASTM D3080 on selected a sample that were soaked for under a surcharge equal to the applied normal force during testing. The rate of shearing used for the tests was reported to be 0.05 in/min. Plots of the individual test results are provided within this appendix. Strength envelopes are provided on each of the individual plots. Those envelopes correspond to the peak shear resistance and the shear resistance at the end of the test. Expansion Index Tests: The expansion potential of selected materials was evaluated by the Expansion Index Test; ASTM Standard D4829 Specimens are molded under a given compactive energy to approximately 50 percent saturation. The prepared 1-inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with water until volumetric equilibrium is reached. The results of these tests are presented in the table below: Sample Location Compacted Dry Density (pcf) Expansion Index B-3 @ 3-4 feet 114.9 20 B-4 10-13 feet 116.9 11 Minimum Resistivity and pH Tests: Minimimi resistivity and pH tests were performed in general accordance with Caltrans Test Method CT643. The results are presented in the table below: Sample Location pH Minimum Resistivity (ohms-cm) B-l @ 2-4 feet 7.2 1,570 Soluble Sulfates: The soluble sulfate contents of selected samples were detennined by Caltrans Test Method CT417. The test results are presented in the table below: C-1 960151-031 Sample Location Sulfate Content (ppm) Potential Degree of Sulfate Attack* B-l @ 2-4 feet 210 Negligible j * Based on the American Concrete Institute (ACI) Committee 318-08, Table No. 4.3.1. C-2 3000 2500 2000 • Peak Point • Residual Point Linear (Peak Point) — —Linear (Residual Point) in a to tfi UJ oc (-tn < LU X tn 1500 1000 500 1000 1500 2000 NORMAL STRESS (PSF) 2500 3000 Interpreted Shear Strength Peak Relaxed Cohesion (psf) Friction Angle (deg) Cohesion (psf) Friction Angle (deg) Location Sample No. Depth (ft) USCS Cohesion (psf) Friction Angle (deg) Cohesion (psf) Friction Angle (deg) B-4 R-3 15 SC 100 42 50 35 Sample Description: Dark brown clayey SAND strain Rate = 0.05 in./min. ASTM D 3080 DIRECT SHEAR TEST RESULTS ProjectNo. 960151-031 LEGOLAND Waterworks Cluster Carlsbad, California APPENDIX D CIDH Pile Capacity Cui^es Total Resistance/F.S. (tons) 60 70 80 130 140 LEGOLAND Waterpark Activitv POOL - CIDH Axial C apacily APPENDIX E General Earthwork and Grading Specifications LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications 1.0 General 1.1 Intent These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant dtoring the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s). 1.2 The Geotechnical Consultant of Record Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record (Geotechnical Consuhant). The Geotechnical Consultants shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading. Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform tlie appropriate level of observation, mapping, and compaction testing. During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assmnptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made on sloping ground to receive fill. The Geotechnical Consultant shall observe the moisture-conditioning and processing of the subgrade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis. LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications 1.3 The Earthwork Contractor The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of groiuid to receive fill, moisture-conditioning and processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped imtil the conditions are rectified. 2.0 Preparation of Areas to be Filled 2.1 Clearing and Grubbing Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, goveming agencies, and the Geotechnical Consuhant. The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1 percent of organic raaterials (by volume). No fill lift shall contain more than 5 percent of organic matter. Nesting of the organic materials shall not be allowed. LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of Califomia, most refined petroleum products (gasoline, diesel fiiel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. 2.2 Processing Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. 2.3 Overexcavation In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fi-actured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading. 2.4 Benching Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the groimd shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5:1 shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill. 2.5 Evaluation/Acceptance of Fill Areas All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. 3.0 Fill Material 3.1 General Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material. 3.2 Oversize Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground constmction. 3.3 Import If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3.1. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so tliat its suitability can be determined and appropriate tests performed. 4.0 Fill Placement and Compaction 4.1 Fill Lavers Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moismre throughout. LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications 4.2 Fill Moisture Conditioning Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or shghtiy over optimum. Maximum density and optimum soil moisture content tests shall be performed in accordance vvith the American Society of Testing and Materials (ASTM Test Method D1557). 4.3 Compaction of Fill After each layer has been moisture-conditioned, mixed, and evenly spread, it shall be uniformly conipacted to not less than 90 percent of maximum dry density (ASTM Test Method D1557). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity. 4.4 Compaction of Fill Slopes In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D1557. 4.5 Compaction Testing Field-tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fill/'bedrock benches). 4.6 Frequencv of Compaction Testing Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill constmction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork constmction if these minimum standards are not met. LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications 4.7 Compaction Test Locations The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided. 5.0 Subdrain Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. 6.0 Excavation Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. 7.0 Trench Backfills 7.1 Safetv The Contractor shall follow all OSHA and Cal/OSHA requirements for safety of trench excavations. LEIGHTON AND ASSOCIATES, INC. General Earthwork and Grading Specifications 7.2 Bedding and Backfill All bedding and backfill of utility trenches shall be performed in accordance with the applicable provisions of Standard Specifications of Public Works Constmction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1 foot over the top of the conduit and densified. Backfill shall be placed and densified to a minimum of 90 percent of relative compaction from 1 foot above the top of the conduit to the surface. The Geotechnical Consuhant shall test the trench backfill for relative compaction. At least one test should be made for every 300 feet of trench and 2 feet of fill. 7.3 Lift Thickness Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Constmction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his ahemative equipment and method. 7.4 Observation and Testing The densification of the bedding around the conduits shall be observed by the Geotechnical Consultant. RLL SLOPE PROJECTED PLANE 11 (HORIZONTAL: VERTICAL) MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND EXISTING- GROUND SURFACE 2 FEET MIN. KEY DEPTH .15 FEET MIN.. LOWEST BENCH (KEY) BENCH HEIGHT 4 FEET TYPICAL) REMOVE UNSUITABLE MATERIAL HLL-OVER-CUT SLOPE EXISTING GROUND SURFACE BENCH HEIGHT (4 FEET TYPICAL) REMOVE UNSUITABLE MATERIAL CUT-OVER-FLL SLOPE -CUT FACE SHALL BE CONSTRUCTED PRIOR TO FILL PLACEMENT TO ALLOW VIEWING OF GEOLOGIC CONDITIONS EXISTING- GROUND SURFACE PROJECTED PLANE 1 TO 1 MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND 2 FEET MIN KEY DEPTH NCUT FACE SHALL BE CONSTRUCTED PRIOR TO FILL PLACEMENT OVERBUILD TRIM BACK REMOVE UNSUITABLE MATERIAL LOWEST BENCH (KEY) BENCH HEIGHT (4 FEET TYPICAL) BENCHING SHALL BE DONE WHEN SLOPE'S ANGLE IS EQUAL TO OR GREATER THAN 5:1. MINIMUM BENCH HEIGHT SHALL BE 4 FEET AND MINIMUM FILL WIDTH SHALL BE 9 FEET. KEYING AND BENCHING GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL A FINISH GRADE SLOPE FACE • OVERSIZE ROCK IS LARGER THAN 8 INCHES IN LARGEST DIMENSION • EXCAVATE A TRENCH IN THE COMPACTED FILL DEEP ENOUGH TO BURY A^L THE ROCK • BACKFILL WITH GRANULAR SOL JETTED OR FLOODED IN PLACE TO FILL ALL THE VOIDS • DO NOT BURY ROCK WITHIN 10 FEET OF FINISH GRADE • WINDROW OF BURIED ROCK SHALL BE PARALLEL TO THE FINISHED SLOPE. GRANULAR MATERIAL TQ BE' DENSIFIED IN PLACE BY •FLOODING OR JETTING, DETAIL -JETTED OR FLOODED - - GRANULAR MATERIAL TYPICAL PROFILE ALONG WINDROW OVERSIZE ROCK DISPOSAL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL B \ V EXISTING \^\.^ GROUND SURFACE BENCHING REMOVE UNSUITABLE MATERIAL SUBDRAIN TRENCH SEE DETAIL BELOW CALTRANS CLASS 2 PERMEABLE- OR #2 ROCK (9FT"3/FT) WRAPPED^ IN FILTER FABRIC // • // • ' -FILTER FABRIC (MIRAFI 140N OR APPROVED \J 6" MIN COVER i 4" MIN COLLECTOR PIPE SHALL BE MINIMUM 6" DIAMETER SCHEDULE 40 PVC PERFORATED PIPE SEE STANDARD DETAIL 0 FOR PIPE SPECIFICATIONS SUBDRAIN DETAIL DESIGN FINISH GRADE •20' MIN 5' MIN. NONPERFORATED 6"0 MIN —PERFORATED 5" 0 MIN. PIPE -FILTER FABRIC (MIRAFI 140N OR APPROVED EQUIVALENT) -CALTRANS CLASS 2 PERMEABLE - OR #2 ROCK (9FT"3/FT) WRAPPED IN FILTER FABRIC DETAIL OF CANYON SUBDRAIN WTIET CANYON SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL C 15" MIN OUTLET P!P£S 4" 0 NONPLRFORATEO PIPE, '100' ^'AX OC HORIZONTALLY 30' MAX 0 C VERTICALLY •SEE SUBDRAIN TRENCH DETAIL LOWEST SUBDRAIN SHOULD BE SITUA'ED AS LOW AS POSSIBLE TO ALLOW SUITABLE OUTLET 12" MIN OVERLA= FROM THE TOP HOG RINO TIED EVERY 6 FEET CALTRANS CLASS II PERMEABLE OR #2 ROCK (3 FT''3/FT) WRAPPED IN FILTER FABRIC T-CONNECTION FOR COLLECTOR PIPE TO OUTLET PiPE 4 0 NON-PERFORATED OUTLET PIPE PROVIDE POSITIVE SEAL AT THE jaNT -FILTER FABRIC ENVELOPE (MIRAF! 140 OR APPROVEO EOUIVALENT) SUBDRAIN TRENCH DETAIL SUBDRAIN INSTALLATION - suDd'oin collector pipe shoil be instolled with perforotion down or. unless otherwise designoted by ;he geotechnicol consultont. Outlet pipes sholl be non-perforoted pipe The subdroin pipe sholl hove at leost 8 perforotions uniformly spaced per fool Perforation sholl be 1/4" to 1/2" if drill holes ore used All subdroin pipes sholl hove o grodienl of at leosi 2% towords the outlet SUBORAIN PIPE - Subdroin pipe shod be ASTM 02751. SOR 23 5 or ASTM 01527. Schedule 40. or ASTM 03034. SDR 23 5. Schedule 40 Folyv.nyf Chlonde Plost.c (PVC) pipe. All Outiet pioe sholl be ploced trench no wider thon twice the subdram pipe BUTTRESS OR REPLACEMENT FILL SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL D _BANsr!0\ LQT OVEREXCAVATION / yr ..' —7^7— y'\.' ^ CVE^EXCAVATE AND RECOMPACT NWEA-^HERED 3EDR0CK DR UA'ERIAL APPROVED BV HE GEO'EC^NICAL CONSUL "AN"— _ TRANSITION LOT FILLS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL E SOIL BACKFILL, COMPACTED TO 90 PERCENT RELATIVE COMPACTION BASED ON ASTM D1557 RETAINING WALL WALL WATERPROOFING PER ARCHITECT'S SPECIFICATIONS WALL FOOTING FILTER FABRIC ENVELOPE (MIRAFI UON OR APPROVED EQUIVALENT)" 3/4" TO 1-1/2" CLEAN GRAVEL 4" (MIN.) DIAMETER PERFORATED PVC PIPE (SCHEDULE 40 OR EOUIVALENT) WiTH PERFORATIONS ORIENTED DOWN AS DEPICTED MINIMUM 1 PERCENT GRADIENT TO SUITABLE OUTLET COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT NOTE: UPON REVIEW BY THE GEOTECHNICAL CONSULTANT. COMPOSITE DRAINAGE PRODUCTS SUCH AS MIRADRAIN OR J-ORAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR CLASS 2 PERMEABLE MATERIAL INSTALLATION SHOULD BE PERFORMED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS RETAINING WALL DRAINAGE GENERAL EARTHWORKAND GRADING SPECIFICATIONS STANDARD DETAIL F ACTIVE ZONE GRAVEL -0 DRAINAGE FILL MIN 6" BELOW WALL MIN 12" BEHIND UNITS -WALL SUBDRAIN I FOUNDATION SOILS] REAR SUBDRAIN: 4" (MIN) DIAMETER PERFORATED PVC PIPE (SCHEDULE 40 OR EQUIVALENT) WITH PERFORATIONS DOWN. SURROUNDED BY 1 CU. FT/FT OF 3/4" GRAVEL WRAPPED IN FILTER FABRIC (MIRAFI HON OR EQUIVALENT) OUTLET SUBDRAINS EVERY 100 FEET, OR CLOSER. BY TIGHTLINE TO SUITABLE PROTECTED OUTLET GRAVEL DRAINAGE Fll I SIEVE SIZE 1 INCH 3/4 INCH NO. 4 NO. 40 NO. 200 % PASSING 100 75-100 0-60 Q-5Q 0-5 NOTES: 1) fvlATERIAL GRADATION AND PLASTICITY RFINFORCFD /ONF SIEVE SIZE % PASSING 1 INCH 100 NO.4 20-100 NO. 40 0-60 NO. 200 0-35 FOR WALL HEIGHT < 10 FEET. PLASTICITY INDEX < 20 FOR WALL HEIGHT 10 TO 20 FEET, PLASTICITY INDEX < 10 FOR TIERED WALLS, USE COMBINED WALL HEIGHTS WALL DESIGNER TO REQUEST SITE-SPECIFIC CRITERIA FOR WALL HEIGHT > 20 FEET 2) CONTRACTOR TO USE SOILS WITHIN THE RETAil^ED AND REINFORCED ZONES THAT MEET THE STRENGTH REQUIREti/lENTS OF WALL DESIGN. 3) GEOGRID REINFORCEMENT TO BE DESIGNED BY WALL DESIGNER CONSIDERING INTERNAL, EXTERNAL, AND COMPOUND STABILITY. 3) GEOGRID TO BE PRETENSIONED DURING INSTALLATION. 4) IMPROVEMENTS WITHIN THE ACTIVE ZONE ARE SUSCEPTIBLE TO POST-CONSTRUCTION SETTLEMENT. ANGLE a 45+*/2, WHERE * IS THE FRICTION ANGLE OF THE MATERIAL IN THE RETAINED ZONE. 5) BACKDRAIN SHOULD CONSIST OF J-DRAIN 302 (OR EQUIVALENT) OR 6-INCH THICK DRAINAGE FILL WRAPPED IN FILTER FABRIC. PERCENT COVERAGE OF BACKDRAIN TO BE PER GEOTECHNICAL REVIEW. SEGMENTAL RETAINING WALLS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL G CITY O T CARLSBAD CERTIFICATION OF SCHOOL FEES PAID B-34 Develooment Services Building Department 1635 Faraday Avenue 760-602-2719 www.carisbadca.gov This form must be completed by the City, the appiicant, and the appropriate school districts and returned to the City prior to Issuing a building permit. The City will not issue any building permit vi/ithout a completed school fee form. Prcject Name Building Permit Plan Check Number: Project Address: A.P.N Project Applicant (Owner Name): Project Description: Building Type Residential: Residential Additions: LEGOLAND Water Park Expansion Proiect IP: CT/MS: CBI 32320 1 Leqoland Dr. 211-100-09-00 Merlin Entertainment Group US Holdings 900 SF ACTIVITY POOL MECH. BLDG//2.177 SF WAVEPOOL MECH. BLDG//1.851 SF RESTROOM BLDG//2,330 SF DINING SHADE COVER//712 SF LOCKER SHADE COVER//1,068 SPEEDORZ SHADE COVERy/6,636 SF ACTIVITY POOL//13,115 SF WAVE POOL VARIOUS NEW DWELLING UNIT(S) Square Feet of Living Area in New Dwelling/s Net Square Feet New Area Commercial/lndustrial: (See Above) Net Square Feet New Area City Certification of i Applicant information.' r~h'^,x yf/fjyi Date: 12/31/2013 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD 1^ Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (760-331-5000) • Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (760-726-2170) r~| San Marcos Unified School District 255 Pico Ave Ste. 100 San Marcos, CA 92069 (760-290-2649) Contact: Nancy Dolce (By Appt. Only) 1 1 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (760-944-4300 x1166) LJ San Dieguito Union High School District-By Appointment Only 684 Requeza Dr. Encinitas, CA 92024 (760-753-6491 x5514 ) Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the Information provided above Is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the Initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Datc: B-34 JAN 06 2014 CiTY CF CARLSBAD BUiLDiNG D!V!S!ON Page 1 of 2 Rev. 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) ************************************************************************ THIS FORM INDICATES THATTHE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE A-^LSBAD UNIFIED SCHOOL DISTRICT 225 ELCAMINO REAL "AeLSSAD,CA 92009 PHONE NUMBER B-34 Page 2 of 2 Rev. 03/09 MERLIN ENTERTAINiENTS GROUP U.S. HOLDINGS, INC. One LEGOLAND Drive Carisbad, CA 92008 (760) 918-5300 WELLS FARGO BANK, N.A. CALIFORNIA www.wellsfargobank.coni 11-24/1210(8) PAY TO THE ORDER OF . MEMO CARLSBAD UNIFIED SCHOOL DIST FOURTEEN THOUSAND SIX HUNDRED EIGHTY TWO AND 39/100 USD CARLSBAD UNIFIED SCHOOL DIST ^ 6225 EL CAMINO REAL • CARLSBAD, CA 92009 ^ II'OO li OLD II' 1." I e IOOO Ei.ai: u i a i EO7&?I«II' DAYS 004040 January 3, 2014 *****^14,682.39 DOLLARS 4r MERLIN ENTERTAINMENTS GROUP U.S. HOLDINGS, INC. Account No. CARLSBAD UNIFIED SCHOOL DIST Document No. CB132320 Vendor No January 3, 2014 Document Date 01/02/14 200163 004040 Check No. 4040 Net Amount 14,682.39 LJc.n.ss.oHia.scHoo. Q«.<3.o./.•../.«.o./cs.,oo..sc«oo. Receipt No • ..a...oo..scHoo. •^u...c.oo. Q--—s./oo..™ ^3098 ijBUENA VISTA SCHOOL [~1 HOPE.',r,>.nn, \^OTHER I \ HOPE SCHOOL RECEIVED FROM: j v IV. » I' ^ I 1 j'] -] f-'V IU {¥) (T jt^VQt H V^QM j/") (If Applicable) PARENT OF { AS•. ^ (., ^s;--! jlpb ^ ~t ^- " PAYMENT FOR- DATE: ACCOUNT NUMRFR AMOUNT RECEIVED BY: 0-CASH. ,CHECK # TOTAL 004040 14,682.39 CITY OF CARLSBAD STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 Development Services Land Development Engineering 1635 FaradayAvenue 760-602-2750 i/w.carlsbadca.gov STORM WATER COMPLIANCE CERTIFICATE •^ My project is not in a category of permit types exempt from the Construction SWPPP requirements >^ My project is not located inside or within 200 feet of an environmentally sensitive area with a significant potential for contributing pollutants to nearby receiving waters by way of storni water runoff or non-storm water discharge(s). My project does not require a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code) ^ My project will not result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas that meets one or more of the additional following criteria: • located within 200 feet of an environmentally sensitive area or the Pacific Ocean; and/or, • disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or • disturbed area is located along or within 30 feet of a storni drain inlet, an open drainage channel or watercourse; and/or • construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT ALL OF THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT. I AM SUBMITTING FOR CITY APPROVAL A TIER 1 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS. I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO MINIMIZE THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO MINIMIZE THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND, (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. OWNER(S)/OWNER'S AGENT NAME (SIGNATURE) DATE STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPS WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEERING OR BUILDING INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. SPECIAL NOTES PROJECT INFORMATION Site Address: Assessor's Parcel Number: %lMMzzOj Project ID U/MaC. p^X/^^f^^i Construction Pennit No.: Estimated Construction Start Date I 5" Projecf Duration Months Emergency Contact: Name zy i.^oniact: hour Phone: 7^0 Perceived Threat to Storm Water Quality -Ht^edium n Low If medium box is checked, must attach a site plan sheet showing proposed work area and location of proposed structural BMPs For City Use Only CITY OF CARLSBAD STANDARD TIER 1 SWPPP Approved By:. Date: E-29 Page 1 of 3 REV 4/30/10 E >osio B n Cot MPs Itrol Sediment Control BMPs Tracking Control BMPs Non-Storm Water Management BMPs Waste Management and Materials Pollution Control BMPs Best Management Practice (BMP) Description -> Geotextiles & Mats Wood Mulching Earth Dikes and Drainage Swales Slope Drains Silt Fence Sediment Trap Check Dam Fiber Rolls Gravel Bag Benn Street Sweeping and Vacuuming Sandbag Barrier Storm Drain Inlet Protection Stabilized Construction Ingress/Egress Stabilized Construction Roadway Water Consen/ation Practices Paving and Grinding Ooerations Potable Water/Irrigation Vehicle and Equipment Cleanina Material Delivery and Storaae Material Use Stockpile Management Spill Prevention and Cnntrnl Solid Waste Manaaement Hazardous Waste Mananpmpnt B ts ^ I ta c £ S o tt c c o " O S CASQA Designation Construction Activity EC-7 EC-8 EC-9 EC-11 SE-1 SE-3 SE-4 SE-5 SE-6 SE-7 SE-8 SE-10 TR-1 TR-2 NS-1 NS-3 NS-7 NS-8 WM-1 WM-2 WM-3 WM-4 WM-5 WM-6 WM-8 Grading/Soil Disturbance Trenching/Excavation Stockpiling Drilling/Boring Concrete/Asphalt Saw cutting Concrete flatwork Paving Conduit/Pipe Installation Stucco/Mortar Work Waste Disposal Staging/Lay Down Area Equipment Maintenance and Fueling Hazardous Substance Use/Storage • Dewatering Site Access Across Dirt Other (list): • ' - Instructions: Begin by reviewing the list of construction activities and checking the box to the left of any activity that will occur during the proposed construction Add any other activity descriptions in the blank activity descnption boxes provided for that purpose and place a check in the box Immediately to the left of the added activity description. For each activity descrribed pick one or more best management practices (BMPs) from the list located along the top of the form. Then place an X in the box at the place where the activity row intersects with the BMP column Do this for each activity that was checked off and for each of the selected BMPs selected from the list. For Example - If the project includes site access across dirt, then check the box to the left of "Site Access Across Dirt" Then review the list for something that applies such as "Stabilized Construction Ingress/Egress" under Tracking Control. Follow along the "Site Access Across Dirt" row until you get to the "Stabilized Construction ngress/Egress' column and place an X in the box where the two meet. As another example say the project included a stockpile that you intend to cover with a plastic sheet Since plastic sheeting is not on the list of BMPs, then write in "Cover with Plastic" in the blank column under the heading Erosion Control BMPs. Then place an X in the box where the "Stockpiling" row intersects the new "Cover with ri3stic coiurnn. To learn more about what each BMP description means, you may wish to review the BMP Reference Handout prepared to assist applicants in the selection of appropriate Best Management Practice measures. The reference also explains the California Stormwater Quality Association (CASQA) designation and how to apply the various selected BMPs to a project. E-29 Page 2 of 3 REV 4/30/10 INDUSTRIAL WASTEWATER DISCHARGE PERMIT ^ ^ SCREENING SURVEY Business Name At^Q CM A fi>f2j^l /\- Street Address / L.^/iL/^C? UPT rifft^^/fp ^1^0^ Email Address CH/KSTbphf^^* ROM&lX} L^OUANO ^CdM PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE .SIDE CHECK TYPE OF BUSINESS) j [ Check all below thai are present at your faciiily: Acid Cleaning Assembly Automotive Repair Battery Manufacturing Biofuei Manufacturing Biotech Laboratory Bulk Chemical Storage Car Wash Chemical Manufacturing Chemical Purification Dry Cleaning Electrical Component Manufacturing Fertilizer Manufacturing Film/X-ray Processing Food Processing Glass Manufacturing Industrial Laundry Ink Manufacturing Laboratory Machining/Milling Manufacturing Membrane Manufacturing (i.e. water filter membranes) Metal Casting/Forming Metal Fabrication Metal Finishing Electroplating Electroless plating Anodizing Coating (i.e. phosphating) Chemical Etching / Milling Printed Circuit Board Manufacturing Metal Powders Forming Nutrilional Supplement/ Vitamin Manufacturing Painting/Finishing Paint Manufacturing Personal Care Products Manufacturing Pesticide Manufacturing / Packaging Pharmaceutical Manufacturing (induding precursors) Porcelain Enameling Power Generation Print Shop Research and Development Rubber Manufacturing Semiconductor Manufacturing Soap / Detergent Manufacturing Waste Treatment/Storage SIC Code(s) (if known): Brief description of business activities (Production / Manufacturing Operations): rtVFm FT fiM^fr. 1_ Description of operations generating waslewaterJdischai^ecLto sewer, hauled or evaporated): Estimated volume of industrial wastewater to be discharged (gal / day): List hazardous wastes generated (type/volume): A// Date operation began/or will begin at this location: Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? Yes No If yes, when: Site Contact_ Signature_ Phone No 7^0 ' Jf$ " 5^/2^0 ENCINA WASTEWATER AUTHORITY, 6200 Avenida Encinas Carlsbad, CA 92011 (760)438-3941 FAX: (760)476-9852 SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE OFFICE USE ONLY UPFP# HV# BP DATE / / Business Name Business Contact (^ff)>/^-$</^^ Mailing Adciress Cijy State Zip Code Zip Code Plan File# Project ;t Contact - ^ C/T/^(^ /e<?/»yex<3 Telephone # i_ The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT - HAZARDOUS IVIATERIALS DIVISION: OCCUPANCY CLASSIFICATION: Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Facility's Square Footage (including proposed project): Occupancy Rating: 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives Corrosives (*2Jcompressed Gases /^Oxidizers 10. Cryogenics TT Other Health Hazards Flammable/Combustible Liquids /^Pyrophorics 11. Highly Toxic or Toxic Materials 15. None of These. 4. Flammable Solids 8. Unstable F?eactives 12. Radioactives PART 11: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH - HAZARDOUS MATERIALS DIVISIONS (HMD): If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Ave., Suite 110, San Diego, CA 92123 Call (858) 505-6700 prior to the issuance of a building permit . , J / / l2;DJJj Expected Date of Occupancy: ^ / / JlrOf y FEES ARE REQUIRED. Project Completion Date: Date Initials • CalARP Required / Date Initials • CalARP Complete YES NO (for new construction or remodeling projects) 1. • Is your business listed on the reverse side of this form? (check all that apply). 2 • Will your business dispose of Hazardous Substances or Medical Waste in any amount? 3. • .pB Will your business store or handle Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds 200 cubic feet, or carcinogens/reproductive toxins in any quantity? 4. • "SC- Will your business use an existing or install an underground storage tank? 5. • • Will your business store or handle Regulated Substances (CalARP)? 6. • Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 7. • ^^e^Will your business store petroleum in tanks or containers at your facility with a total storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). PART 111: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT: If the answer to any of the questions below is yes, applicant must contact the Air Pollution Control District (APCD), 10124 Old Grove Road, San Diego, CA 92131-1649, telephone (858) 586-2600 prior to the issuance of a building or demolition permit. Note: if the answer to questions 4 or 5 is yes, applicant must also submit an asbestos notification form to the APCD at least 10 working days prior to commencing demolition or renovation, except demolition or renovation of residential structures of four units or less. Contact the APCD for more information. • CalARP Exempt / Date Initials YES • 2. • • 3. • 4. • 5. • Will the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at http://www,sdapcd.orq/info/facts/permits.pdf, and the list of typical equipment requiring an APCD permit on the reverse side of this from. Contact APCD if you have any questions). (ANSWER ONLY IF QUESTION 1 IS YES) Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)? (Search the California School Directory at http://www.cde.ca.qov/re/sd/ for public and private schools or contact the appropriate school district). Has a survey been performed to determine the presence of Asbestos Containing Materials? Will there be renovation that involves handling of any friable asbestos matenals, or disturbing any material that contains non-friable asbestos? ^|gf Will there be demolition involving the removal ofa load supporting structural member? Briefly describe business activities: Briefly describe proposed project: penalty of perjury that to the best of my knowledge and belieHhe responses made herein are true and correct. fCoi^A*^tJ er or Authorized Agent OrMr\i Signature of Owner or Authorized Agent Date FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:. BY: FOR OFFICIAL USE ONLY: DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMD* APCD COUNTY-HMD APCD COUNTY-HMD APCD *A stamp in this box onlv exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply. HM-9171 (02/11) County oCSan Diego - DEfl - Hazardous Matenals Division Development Services ? SPECIAL INSPECTION ^ Building Division ^ CITY OF AGREEMENT 1635 Faraday Avenue r'AD\ QRAn B-45 760 602 2719 V^/%l\L_OD/lL</ www.carlsbadca.gov In accordance with Chapter 17 ofthe California Building Code the following must be completed when work being performed requires special Inspection, structural observation and construction material testing. LEGOLAND 2014 WATER PARK EXPANSION Project/Permit: CB13-2320 Project AHHrp..^- 1 LEGOLAND DRIVE, CARLSBAD. CA 92008 A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder • . (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print) CU; .g R (First) (M.r) (Last) Mailing Aririre.s.s: 1 LEGOLAND DRIVE, CARLSBAD, CA 92008 Fnnail: .^tlgggtWgfc) c\\rC6 . rCiiMf^,^] ^ IryiLyy^i. rj,i.t^ Phone: 160 0^^^ lam: property Owner <!^Property Owner's Agent of Record aArchitect of Record •Engineer of Record State of California Registration Number: Expiration Date: AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspectionsJhoted orylfte approved plans and, as required by the California Building Code. 3d orylfte ":JL... Date:_/zJZ^^^ B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706;. This section must be completed by the contractor / builder / owner-builder. Contractor's Company Name: CoA</»lggCfAL /fw/CPgrgg Please check if you are Owner-Builder • Name: (Please print) _ (First) (M.I.) (Last) Mailing Address ggS' S ST^SET Su,tT£ SAA/ C/V 9Z/o f Fmail f^UeTZeea, 0(r.r- so, CX>^ Phnne ^/f - S'^Y' '7^^^ State of California Contractor's License Number: 9 ^ ^ Expiration Date: /'D^'Z I j 1*"^ • I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; • I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; • I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and • I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. • / will provide a final report I letter In compliance with CBC Section 1704.1.2 prior to reauestlnp final inspection. ^^^^ NOlSsAlf j '••:^!iq-!f'-p Signature: ^^^^^^Z^ nVe:r7HV0 ,;o';! „/zr//3 HOZ 10 Nvr B-45 O^fc^i'^^t^Sn 'ki Rev. 08/11 niwi. ii<i«ircu I iw/n onMui. DC u«jnuuv< I cu HNU Mn cnviKUNmCNI AL ntALin KtKMII SHALL BE ISSUED PRIOR TO OPENING AND OPERATING THIS PUBLIC POOL FACILITY. cc: File District Inspector "Prevention Comes First" Count? of ^an Biego DEPARTMENT OF ENVIRONMENTAL HEALTH FOOD AND HOUSING DIVISION JACK MILLER PLAN CHECK AND CONSTRUCTION ELIZABETH POZZEBON DIRECTOR P.O. BOX 129261, SAN DIEGO, CA 92112-9261 ASSISTANT DIRECTOR (858)505-6660 FAX (858)505-6848 www.sdcdeh.ora POOL PLAN APPROVAL SHEET DBA: LEGOLAND CALIFORNIA RESORT December 23,2013 SITE: ONE LEGOLAND DR CARLSBAD 92008 PC #:FAMD - 000913 BUSINESS OWNER: MERLIN ENTERTAINMENT HOLDINGS LLC Plans are approved contingent upon the following: 1) Department of Environmental Health (DEH) stamped plans shall be maintained at the jobsite and be available for review at the time of the inspection. 2) Changes to the structures, appurtenances, equipment layout or application must be submitted for approval. Changes made without approval will make the plan approval null and void. 3) Obtain local Building Department and all applicable agencies permits and approvals. 4) All pool-related equipment shall be certified by an ANSI accredited testing agency or in the absence of ANSI standards a nationally recognized standard will be considered. 5) Prior to pouring concrete, call (858) 505-6660 to schedule a pre-gunite inspection. Large pools may call for plumbing inspection prior to backfilling. 6) The operational Health Permit may be applied for after the pre-gunite inspection. 7) At the final inspection all equipment including signs, safety devices, free chlorine test kit, first aid kit and vacuuming equipment shall be available. 8) It is recommended that a Certified Pool Operator (CPO) be responsible for the pool. Contact the National Swimming Pool Foundation at nspforg for listing of CPO classes. 9) For indoor pools, to ensure human comfort, to lessen the evaporation of water and to prevent the proliferation of microorganisms, maintain the relative humidity at 40 to 60 %, provide 6-12 air changes per hour and keep the air temperature above the pool 2-5 degrees higher than the pool water. 10) Keys, cards or other means of access shall be made available for routine inspection by DEH once the pool completes construction. 11) Complete ABI 020 form. 12) NOTE: The owner/operator is responsible for the function, calibration, maintenance, and testing ofthe safety vacuum release, suction-limiting vent, gravity drainage, or automatic pump shut-off system. Environmental Health will not inspect the system to determine whether it is functioning properly, if it has been calibrated, if it is being properly maintained, and will not conduct testing of the system. Plans reviewed by C.PENN @ 858-505-6660 CALL (858) 505-6660 IN ADVANCE TO SCHEDULE PRE-GUNITE, PRE-PUSTER AND FOR FINAL INSPECTION. A FINAL INSPECTION SHALL BE CONDUCTED AND AN ENVIRONMENTAL HEALTH PERMIT SHALL BE ISSUED PRIOR TO OPENING AND OPERATING THIS PUBLIC POOL FACILITY. cc: File District Inspector "Prevention Comes First" PLUMBING, Development Services ELECTRICAL, Building Division CITY OF MECHANICAL 1635 Faraday Avenue 760-602-2719 CARLSBAD WORKSHEET B-18 www.carisbadca.gov Building^carlsbadca.gov Project Address: Permit No.: Information provided below refers to worb being done on the above mentioned permit only. This form must be completed and returned to the Buildinq Division before the permit can be issued. Building Dept. Fax: (760) 602-8558 Number of new or relocated fixtures, traps, or floor drains M. New building sewer line? Ves No Number of new roof drains? , a Install/alter water line? Number of new water heaters? ^ Number of new, relocated or replaced gas outlets? Number of new hose bibs? Residentiai Permits: New/expanded service: Number of new amps: Minor Remodel only: Ves No Commerciai/lndustriai: Tenant Improvement: Number of existing amps invohedin this project: Number of new amps involved in this project: New Construction: Amps per Panel: Single Phase Number of new amperes Three Phase Number of new amperes Three Phase 480 Number of new amperes_ Number of new furnaces, A/C, or heat pumps? / New or relocated duct worb? Ves No Number of new fireplaces? Number of new exhaust fans? ^ Relocate/install vent? Number of new exhaust hoods? Number of new boilers or compressors? Number of HP B-18 Page 1 of 1 Rev. 03/09 Ml 'SliB Foob iCircHEA 'V CITY o r : ARLSBAD PLUIVIBING, ELECTRiCAL, MECHANICAL WORKSHEET B-18 Development Services Building Division 1635 Foraday Avenue 760-602-2719 v\/ww.carlsbadca,gov Project Address: Information provided below refers to ujorb being done on the above mentioned permit only. This form musi be comnletetl anti aetniirneti io the Buildiiui Division before the permit can be issued. Building Dept. Fax; (760) 602-8558 Number of new or relocated fixttirej, traps, or floor drains O NevA? building sevwer line? Ves X- No Number of new roof drains?,.... O install/all:er water line? , i Number of new water heaters? l_ Number of new, relocated or replaced gas outlets? |__ Number of new hose bibs? C Residential PermitJ: i / New/expanded service: Number of new amps: ^ I tS. Minor Remodel o/j/y; Ves No CommQKmlflndmttf'mh Tenant Improuement; Nuniber of esdsting amps inuoluedin this protect | bt. Number of naw amps irwohed in this project: j l\ New Construction! Amps per Panel: Single Phase Nurnber of new amperes ^ Three Phase...,. Number of new amperes O Three Phase 480 Number of Biew amperes p^rfc^ l\ Number of new fumaces, A/C, or heat pumps? U New or relocated duct worh? Ves No Number of new fireplaces? O Number of new exhaust fans? , ,., 0 Relocate/install vent? , O Number of new exhaust hoods? 0 Number or new boilers or compressors? Ntimber of HP O B-18 Page 1 or Rev. 03/09 .••'4'' ^y c I r Y o I- \^ f\'f \ L -/i iSi^ \ \.3 PLUMBIMG, ELECTRICAL, WORKSHEET B-IS HI Development Services Building Division 1635 Faraday Avenue 760-502-2719 www.carisbadca.gov Project Address; Permit No.: Information prouicted below refers to worh being done on the above mentioned permit only. This form must be completed nnd returned fo fSie Building Division before the nermit ean be issued. Building Dept Fax; (760) 502-8558 Number of new or relocated fixtures, traps, or floor drains New building sewer line? Ves No Number of new roof drains? z Install/alter water line?. _J_ Number of new water heaters? „,., \ Number of new, relocated or replaced gas outlets? 2- Number of new hose bibs? 1 Residenfcial Permits: i New/expanded service: Number of new amps; H / ^ Minor Remodel on/y: Vei No ' Commercia.lllrtdusMali Tenant improvement; Number of esdsfeing amps involi/ed in this project: !^ I ^ Number of new amps involved in tliis project: \ V\ Msw CosistrucSions Amps per Panel: Single Phase Number of S?QW amperes Three Phase Number of new amperes^,, Three Phase 480 Nurnber of new amperes \ A, Number of new fui'naces, A/C, or heat pumps? > New or relocated duct worh? ..Ves Xs No Number of new fireplaces? 0 Number of new exhaust fans? |_ Relocate/install vent? O Nurnber of new exhaust hoods? , O Number of new boilers or compressors? Number of HP O B-l 8 Page 1 oi 1 RBV. 03/09 CITY OF ; ARLSBAD PLUI\flB!NG, ELECTRICAL, MECHAiSJlCAL WORKSHEET B~18 Development Services Building Division 1635 Faraday Avenue 760-602-2719 vjvviw.carl5badca.gov Project Address: Permit FNIO.; Information proulded below refers to worb being done on the aboue mentioned permit only. This form must be completed! cind returned to the Buildiiitj Division before the oermit tan be issued. Building Dept. Fax: (760) 602-8558 Number of new or relocated fixtures, traps, or floor drains , ^ New building sevwer line? Ves X No Number of new roof drains? Q Install/alter water line? |_ Number of new water heaters? 1 Number of new, relocated or replaced gas outlets? i Number of new hose bibs? , O ResidenHal PerniiSs: , New/expanded service: Number of new amps: _ Minor Remodel only: Ves No ComtineB'eial/indsjsfcrials Tenant Improvement: Number of eKbting amps involved in this project: H | ^ Number of new amps involved in this project: M j ^ Naw Constructian: Amps per Panel: Single Phase Number of new amperes ^ Three Phase Number of new amperes ^ Three Phase 480 Number of new amperes ^€,1^ .A^ Number of new furnaces, A/C, or heat pumps? .„„ New or relocated duct worb? Ves X No Number of new fireplaces? O Number of new exhaust fans? Relocate/install vent? O Number of new exhaust hoods? Number of new boilers or compressors? .• Number of HP Q B--ia Page '1 of Rev. Q'.l/09 CITY OF CD h T\ PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET B-18 Development Services Building Division 1635 Faraday Avenue 750-502-2719 www.carisbadca.gov Project Address: Permit No.: Information provided below refers to worb being done on the aboye mentioned permrt only. This form must be comnleted and returned to the Building Division before the permit can be issued. Building Dept. Fax; (760) 602-8558 Number of new or relocated fixtures, traps, or floor drains , 7 New building sewer line? , Ves X No Number of new roof drains? O Install/alter water line? 1 Number of new water heaters? i Number of new, retocoted or replaced gas outlets? ^ N umber of new hose bibs? 0 Residentlat Permits: i New/expanded service: Number of new amps: '^ /^ Minor Remodel on/y: Ves No Commercial/Industrial: Tenant Improvement: Number of existing amps invo/ved in this project: Number of naw amps involved in this project; .^f/k New Construction: Amps per Panel: Single Phase Number of new amperes _^ Three Phase Number of new amperes Three Phase 480 Number of new amperes *^/^ Q ^ Number of new furnaces, A/C, or heat pumps? O New or relocated duct worfe? Ves X. No Number of new fireplaces? , , O Number of new exhaust fans? 3 Relocate/install vent? O Number of new exhaust hoods? ^ Number of new boilers or compressors? Number of HP 0 B-18 Page 1 oi 1 Rev. 03/09 CB132320 1 LEGOUND DR LEGOtAND; WATER PARK EXPANSION ^ Final Inspection requip^d by: • Plan QXM&I Fire /5-3I3 •ISSUED •cv. Approveci AFS Checked by; HazMat APCD Health Forms/Fees Sent Rec'd Due? By Encina Fire HazHealthAPCD PE&M School Sewer Stormwater CFD: l.andUse: ifun Reed PFF: Speciaiinspection ( ^ /7^ Y N | se: 4 i/QensitvL_^ImpArea: 9 FY:/J//'/ Annex:/z/^S Factor: asr^ /— Comments Date Date Building Planning Engineering Fire Need? Date Date izjg7/( a Done • Done 02-18-2014 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR14009 Building Inspection Request Line (760) 602-2725 Job Adciress: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: 1 LEGOLAND DR CBAD PCR 2111000900 Lot#: $0.00 Construction Type: CBI32320 LEGO- DEFERRED SUBIVIITTAL FOR LION HEAD PORTAL WATER FEATURE 0 NEW Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 01/27/2014 RMA 02/18/2014 02/18/2014 Applicant: RICHARD APEL STE B 571 HYGEIA AV LEUCADIA CA 92024 70 943-0760 Owner. LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISI C/O PROPERTY TAX SERVICE CO P 0 BOX 543185 DALLAS TX 75354 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $187.50 $0.00 $0.00 Total Fees: $187.50 Total Payments To Date: $187.50 Balance Due: $0.00 Inspector: FINALAPPROVAL Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, resen/ations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions, if you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and fiie the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely foiiow that procedure will bar any subsequent legal action to attaci<, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions ofwhich vou have previouslv been given a NOTICE similar to this, or as to which the statute of limitations has previouslv otherwise expired. CITY OF CARLSBAD PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.cadsbadca.gov .Original Plan Check No. Plan Check Revision No. Project Address / Ll^OLA^D D^lU^ QAAZP^MD Date JIJ^LL^JO^ Contact Address 5^7/-5 Hy&E//) AVC > General Scope of Work. . CltyLeUCffClfy Zip 7^^^^ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 • Elements revised: ^ Pians ^ Calculations • Soils • Energy • Other. 2. Describe revisions in detail 3. List page(s) where each revision is shown 4. List revised sheets that replace existing sheets OK) r/-T\=r f=>oAK) V STA.\kcT\jKlYL. X)lA^hl fbA. (-feVW Fd/^/^l (AJ lOd 5. Does this revision, in any way, alter the exterior of the project? ^ Yes • No 6. Does this revision add ANY new floor area(s)? QYes No T. Does this revision affect any fire related issues? • Yes No 8. Is this a complete set? ^ Yes • No 1635 Faraday Avenue, Carlsbad, CA 92008 Eh: 760-602- 2719 Ea2C 760-602-8558 EmaH: building@carlsbadca.gov www.carisbadca.gov •Apel r-w landscape architects inc. TRANSMITTAL Date: To: From: Subject: January 27, 2014 Building Department City of Carlsbad 1635 Faraday Ave. Carlsbad, CA 92008 Richard Apel Deferred Submittal for "Lion Head Portal." CB 13-2320 LEGOLAND 2014 Water Park Expansion Sent via: Mail _X_Hand Delivery Express Mail Other Transmitted Is the following: Date Quantity Description 4 sets Construction drawings for "Lion Head Portal" feature, sheets included: 1/8/2014 Rev 3 M.0.2- Site P/an 1/23/2014 Rev 3 and 4 SPI.2 - Wave Poo/ Layout P/an. 1/16/2014 Rev E W300 - Group W Aquap/ay Lion Head Support. 1/21/2014 Rev E W902 Group W Lion Head Overa// Dimensions. Dec 2013 2 Calculation Notes for Lion Head Support, December 201 3 Comments: The attached plans and structural calculations for the "Lion Head Portal" feature are submitted for building permit plan check. This is a deferred submittal as listed on the cover sheet of the approved building permit plans for CB 1 3- 2320. 571-B Hygeia Avenue, Leucadia, CA 92024 • tel & fax 760-943-0760 • rwapel2@cox.net • CA License 2825 EsGll Corporation In (Partnersliip witH (government for (Building Safety DATE: February 4, 2014 • APPLICANT Ja-^RIS. JURISDICTION: Carlsbad y • PLAN REVIEWER • FILE PLANCHECKNO.: 13-2320 REV PCR14-009 SETI PROJECTADDRESS: 1 Legoland Dr. PROJECT NAME: Legoland Water Park Expansion Lion Head Portal 1^ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. \3] The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. O The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. \3] The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: IXI EsGil Corporation staff did not advise the applicant that the plan check has been completed. n EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Fax #: Mail Telephone Fax In Person • REMARKS: By: Kurt Culver Enclosures: Previously-approved EsGil Corporation plans • GA • EJ • MB • PC 1/30/14 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 * Ca'rlsbad 13-2320 REV February 4, 2014 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE (Revised 1/3/14 kc) JURISDICTION: Carlsbad PLANCHECKNO.: 13-2320 REV PREPARED BY: Kurt Culver DATE: February 4, 2014 BUILDING ADDRESS: 1 Legoland Dr. BUiLDING OCCUPANCY: A-4 TYPE OF CONSTRUCTION: V-B BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance BIdg. Pernnit Fee by Ordinance • | Plan Check Fee by Ordinance • ] Type of Review: • Complete Review $187.50 • Structural Only • Repetitive Fee ^1 Repeats Based on hourly rate • Other 0—iloMily EsGil Fee 1.5 $100.00 Hrs. @ * $150.00 Comments: Sheet 1 of 1 macvalue.doc + 'Y/ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carisbadca.gov DATE: 1 /29/14 PROJECT NAME: Legoland REVLSION (CB 132320) PROJECT ID: CDP 13-26 PLAN CHECK NO: PCR 14009 SET#: I ADDRESS: i Legoland Dr APN: 211-100-09 VALUATION: APPLICANT CONTACT: rwapelicacox.net This plan check review transmittal is to notify you of clearance by: LAND DEVELOPMENT ENGINEERING DIVISION Final Inspe ction by the Construction & Inspection Division is required: Yes No X ftv Tor stalus from a division not marked below, please call 760-602-2719 This plan check review is NOTCOMPLETE Items missing or incorrect are Usted on the attache d checklist. Please resubmit ame nded plans as required. LAND DEVELOPMENT ENG. 760-602-2750 \/ linda Ontiveros y>. 760-602-2773 Linda.Ontiveros@icarlsbadca.gov Remarks: lion head portal added io wave pool y^ %y'*^' C IT Y O F CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.eov DATE: January 28, 2014 PROJECT NAME: Lego Lion HeadPROJECT ID: SDP 96-14G PLAN CHECK NO: PCR 14009 SET#: 1 ADDRESS: 1 Legoland Dr APN: ^ This plan check review is complete and has been APPROVED by the Planning Division. By: Van Lynch A Final Inspection by the Planning Division is required • Yes ^ No You may also tiave correcf/ons from one or more of tlie d/V/s/ons listed below. Approval from tiiese divisions may be required prior to ttie issuance ofa building permit Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 1 I Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.fiov n Greg Ryan 760-602-4663 Grefiorv.Ryan@carlsbadca.gov 1 Gina Ruiz 760-602-4675 Gina.Rulz@carlsbadca.gov Linda Ontiveros 760-602-2773 Llnda.Ontiveros@carlsbadca.gov Q Cindy Wong 760-602-4662 Cvnthia.Wong@carlsbadca.fiov X Van Lynch 760-602-4613 van.Lvnch@carlsbadca.fiov • 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: CITY OF CARLSBAD PLAN CHECK REVIEW <y/ TRANSMITTAL Community & Economic Development Department 1635 FaradayAvenue Carlsbad CA 92008 www.carisbadca.gov DATE: 02/10/14 PROJECTNAME: legoland PLAN CHECK NO: pcrl400B^ SET#: I PROJECT ID: ADDRESS: 1 legoland dr APN: • This plan check review is complete and has been APPROVED by the fire Division. By: cwong A Final Inspection by the Division is required ^ Yes • No This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance ofa building permit. Resubmitted plans should Include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: PUNNING ENGINEERING 760^2-2760 riREPilEI^TION 7«O602-4665 1 1 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.fiov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.fiov 1 1 Greg Ryan 760-602-4663 Grefiory.Rvan@carlsbadca.gov 1 1 Gina Ruiz 760-602-4675 Gina.Ruiz@carisbadca.gov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov X Cindy Wong 760-602-4662 Cvnthia.Wong@carlsbadca.gov • • 1 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: **APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. Page 1 of 2 THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. Page 2 of 2 Carlsbad Fire Department Plan Review Requirements Category: PCR , Date of Report: 02-18-2014 Name: RICHARD APEL Address: STE B 571 HYGEIA AV LEUCADIA CA 92024 Permit #: PCR 14009 Job Name: LEGO- DEFERRED SUBMITTAL FOR Job Address: 1 LEGOLAND DR CBAD Reviewed by: J-^ ^COMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequateTyconduct a review to detemiiiTc cnimjlij^ standards. Please review carefully all comments attacheciPlfiase^ the necessary planTanSTtrrspei^fications, with changes "clouded", to this office for revig:^i-a«d''^proval. Cond: CON0006995 [MET] ** APPROYED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. Entry: 02/10/2014 By: cwong Action: AP JAN 2 7 20U Legolands of Chima PROJECT NOs 30881 Carisbad. GA, USA Custom AP CALCULATION NOTES for LiON HEAD SyPPORT December, 2013 By: MIrko Markovio, B.Sc, EIT ^WHITEWMEt. Legoland of Chima PROJECT NOs 30881 Carlsbad, CA, USA LION HEAD SUPPORT INOEX PAGE Description Page Index Pap 1 Design criteria and loads 2-3 LOAD infoCDead, Wind, Seismic) 4-8 Structure STAAD model-input 9-13 Structure STAAD model-output 14-16 Anchorage design 17-26 Footings Design 27 - 29 The End page 30 1^ WHITE WAim. Co<|io«afe Hsod OfBcs DESIGN CRITERIA AND LOADS PROJECT: LEGOLANDS OF CHiMA CARLSBAD, CA. USA PROJECT No; 30881 DATE: October, 20 U DESIGNED BY: MM A. OENERAL DESION iNFOR.MATION Design Code: CALIFORNIA Bl.rn.Dl^iG CODE Allowable soit pressjre = ,1500 psf Tfeft. RStiKT B LOADS 'QsMl£Mi.:,,.,liS.MMSJil Mad: Basic wind speed 38 m/s (85 mph) Wind Imporlm'x Factoi-1.0 Exposure class C Occupancy Cmtory: II Ss"=!.35 S 1=0,5 Gi-Qund Snow:. N/A LOAD INFO (DEAD, WIND, SEISMIC) ^£4:^ Li?M^ -5 - 1/ <2.4 fcf/^ 2.8 EV-C. a hem 4- zl (0,(r, f^) ^^-C,t^ (i4 kips.) vi t^&C. il. tall W(i^*> Lo<yo^ LtcN ifef/) 4, 'z>Ci s **i c i^(a-J ^ £<p |- i ea ^-T. y^ V i I 1/ tr MM h£c Vi-'IJ w (7 i-C / 443 ty - STRUCTURE STAAD MODEL INPUT HS!' Bf mmi'Lhn Itoad.sM p«»*nw 27-D«c20iS 14:ie STAAO.Pio V8i (SElECTswIw 4) 2a.07.03.31 fftCJE KO. *»*•*•»***•«*« •«**«•»»*»«*«#««*«#*«•«»««*«»»* * * * SSAKD.Pro V8i SEiECt9«xi««4 * * vorsion 20.07.08.31 * I?ruj>riotiiKY Ex»gx««m of * * Btmtloy ByatosMB, Ino. * * D«.t«<* iJ^AS X3, 2014 • * Tiao" 15:31: 2 • * * * DBKR lOt WhiteWstsr Weot Ind5iatrt«» htn. * **************************************************** 1. SX.»iAD SPSCE ISPUT ?11E: 30381-t.lon Head.STD ST.'U'.T JOB rSJPOHMATlOK 3, «. EHGINBea DATE 13-DEC-13 ENO aOS IMPOBmilON S. INCTT SICTH 79 G. CKI? METER 7. aOIHT C00RDI»!A1?ES a. 1 P 0 OJ 2 Q 0 2.236; 3 0 3.3 0; « 0 3 3 2.236; 5 C ' J.3 0.273; 6 a 3.3 1.96 9. 7 3 4.1 0.273,- 8 0 i.i 1.S6 10. MEMBER IBCIDEWCE.'! H. 3 3 1; J <l 2,- 3 3 5; 4 5 6j 5 6 4; 6 7 S; 7 a 6 12, DEFIKE MATERIAL START 13. ISQI'BOPIC STEEL 14. E 2,05E+Q08 15. porsscsi Q.3 16. DESSlTiC 76.81S)S n. ALPltft 1.2E OCS 18. nAMP 0.03 IS, TY^E STEEL 20. STRENGTH Ti 233200 FU 4D7SQO «Y 1.5 .at? 1.2 21. END EEFINB MATERIAL 22. MEMBER FROBERTy AMISRICAN 23. 1 10 7 ?ABLE ST «12X'S5 24. COSSTAHTS 25. fSATSRIAL STEEL ALL 2«. SOP»ORTS 27. 1 2 I'lXED 28. LOAD 1 LOADTVPE DEAD TITLE D 29. SELFWEIGHT Y -1 LIST 1 TO £. 30. "OIMT WAD 31. 5 S FV -6.2 32. 5 6 f.2 -3.7 33. L<aO 2 LOADTYPB WIND TITLE WItID X ?4, JOIST r.ORD .5 5, 1 8 FX 4,6 3€. MEMBER LOAD 37. 1 TO b UNI SX 0.7Z 38. LOAD 3 LOADTYPE SHINO TITLE WIBD Z ST AAC SPACE V 13, 2014, 04:32 PM ~~ PAGE WO. 39 40 41 42 43 44 i'i 4ti 4 7 08 49 50 51 52 53 54 5S 56 57 S8 59 €0 61 62 63 64 65 66 67 GB fi9 70 71 72 73 74 75 76 77 78 79 80 81 85 83 84 35 86 87 88 JOINT LOAC 7 8 rz 1.8 KEK3ER LOAD I 2 ONI GZ 3.72 LOAD 4 LOADTVPE SEISMIC TITLE SEISMIC X JOINT LOAD 1 8 rx 3.7 MEMBER l,Om 1 2 UNT ax 0.52 3 TO S UNI (JX 0.4 LOAD 5 LOADTYPB SEI3KIC TITLE SEI2MIC K aOIKT LOAD 7 8 rs 3.7 MEMBER LOAD 1 2 UMI CZ 0.52 aOIM7 £(OAD 3 4 FZ 1.3 LOAD CDHE 6 GESSRATBD IBC TASI,E1LI.FA232 1 1 1.4 LOAS com 7 GEiSERATED IBC TABXBlX,iH'A232 2 1 1.2 IOAD COKB 8 GENSRATED ISC TASLE1LI.FA232 3 1 1.2 2 0.8 LOAI) COMB 9 BfflSRATBC IBC T.!iBLEir..I.H'A232 4 1 1.2 3 0.8 liOnD com 16 SP.HEHATEn TBC. TABLE 1LLFA232 5 1 1.2 2 1.6 LOAO CO^ffi 11 C3EMEi?ATED IBC TATLEILLFAI32 6 1 1,2 3 l.s LOAD COME 12 GEKSRATED IBC tAELElUjFA23i! 7 1 1.2 4 1.0 LOAI) COHB 13 GSHERATBD IBC rABIjEl£LFA232 6 1 1.2 5 1.0 LOAD COME 14 GgJiSRATKD IBC 5;ABLEiLLFA232 9 1 1,2 4 -1.0 LOAD COHB 15 GEHEIViTED TBC T.%aLElI,LFA232 10 1 1,2 5 -1.0 L0.«>» COSB 16 GENEPATEC IBC TABtSlLLFA232 il 1 O.S 2 1.6 LOAD COHB 1' GEHKRATRD IBC tABLSlLLFA232 12 1 O.S 3 1.6 LOAQ cam 18 GSSSKRATEO IBC TABLI<;1LLFA232 13 1 0.9 4 1,0 LOAD COMB 19 GBSERATED IBC TAHLEILLFAZIZ 14 1 0,S 5 l-Q LOAD COMB 20 SBttiSRATED IBC TAHLe,lLLFA232 15 1 D.S 4 -1.0 LOAD COMB 21 GESERAtED IBC TABLE1I,I.FA7,32 16 1 O.S 3 -1.0 PERFORM AHAlvsiS 13, 2014, 04:32 m SliAD S?ACE . PAGE 80. 3 KDMB5B OF SCOmS 3 HCMBSS, OF mHBEBS 7 ^snnrnvi or mjkse&s 0 BinaiEK o? soucs » KtJMM,R or SUWFJKJSS 0 KOMBSR OP 3a?PCRS3 2 sm.VKR nssD is THE otJi-or-coBS BABSC SOLVHR ORlQimi/FINia, a«3D-OT0TH» 2/ a/ 18 DOf TOm PRIMftilX LQ3UD CASES - S, VQVKL OT«3KKE8 OF SWiSDCM = 31$ SXZIS BXXrFHKSS mxiaX •>> l DOUBLS KILO-'KOSnS OTSSRDMWAII.. CISK S3?M;SI « 12,0/-S3794B.2 MB *?s«siNs- KPvurm aaaarsraisKs is usss TKSH TOSM. WBIQOT or au. BmvcmnM. EMMEKTS IH LDI© CASE i AXOSG X WIS COOLO BS DOE JtO SBIrFKBIGHl »I>I>LIBD TO SESCiriC LSSt OF MBEMfflSKS/PMES/SOWDS/SORFACBS. TOTAI. OTSFMSrORED HBXGH5 OF THE Simxcmsm « 6.827 EOWa. raiFACTCSUED HaiCHX OF TKE SXSWCOTRE IU?1?I.11JD • 5.781 JOU 89. CHECK CODE ALL STRUCTURE STAAD MODEL OUTPUT 13, 2014, 04:3: FM simc P.AGE HO. SIABD.PEO CODB CHSCKXHG *********************** (AISC STH BDITIOM) vl. 0 ALL TOISS ARB - KH METK {UOT^SS OTltmwiSE Hotad! MSffiXK FX m MSS WCASIOS 1 ST B12X4S 2 ST W12X45 3 ST !«12.X4 5 4 ST (312X45 5 ST 5»12X4S 6 ST W12X45 7 ST S12X45 PASS 10.92 C PA.SS 10.S)D C PASS 3.B5 C fASS 0.15 C PASS 3.85 C PA£S O.oa T PASS 0.00 1' (AISC AISC- lil- -a.i7 (Aiac AISC- Kl- 0, 17 lAIEC SHEAR 0.00 (AISC AiSC- El- 2.73 (AISC SHEAR O.CO !AISC AISC" HI- 2 . SS {AISC AISC- Kl- 2.S6 SECTIOHS( 3 0.334 -•45. IS SECTIONS! '3 0.334 "43.09 at'CTIONS) Y o.oeo 9.28 SECTIONS) •3 o.oes -2.15 .5F;CTI.ON.9) •r 0.380 9.26 SECTIONS! -3 O.078 0. 00 SECTIONS 1 •3 O.078 0.00 ID 3.30 13 3.3D 15 a. ao XD 0. 84 13 0. 28 5 0.80 5 0.80 SO. FINISH -»»*••*****••* END or THE STAAD.^rc) RIW DATE'- JAtS 13,2014 ri«E= 16:31: 6 **** 2014, 04:32 PH For quesr.icn.oi on STAAD. I>rr>^ pT»«,sK contact Bencley Syateras or Partner ol'Cices * Telephone «eb / S.naii USA fl (7141 S74-2300 * CK i44 (0) ROfi 101 9246 • SIKGAPORE •i-es 6225-6158 * FRAMCE *33 (0) 1 5523840S GEtmftNy 4-4« 0331 4{j468 INDIA +51 (033) 4005-2021 * JAJ?A« +81 (03H952-55OO ht tp://s«w. etc-g. co .jp * * CHI HA +66 21 6H88 4040 * * THAIIAKD +6S (0)2545-1018/19 parths .p^ra.i.'Joff.«xeth, q om* *, Vforldwlde http: //aelecUstiivites, bentley.ctm.i'en-US/ .i. . ., * ^«»1. * * ANCHORAGE DESIGN c3«| >L*!..,/l'Vl S C?A^ r..AC£ : /4. /l^ fllnm =^li,£.^4i i I S ^:.:^)j w«>w.tiHtt.u« Company: Spedfier Address: Phonal Fax: E-Meih Paga; Projea: Sub-Rrojoct I Po», No.: Date: Profis Anchor 2.4.6 1 aoeSI-LagalandafCM Sp*elfl»i's eomnnuMnte: 1 input dafa Anchor ^pa and dlamoten EffeoUve embednwnt deptti: Material: Evaluation Sendee Report Issued I Vard: Proof: Standi initellallon: Anchor plate: Profile; Base mitsrtat litttallatbn: Reinforcement: iSelsmlc loads (cat. C. D. E. or F) SeouMtry pn.11> Loadlr^ [Ib, ln.lb] HIT-RE 6O0-8D + HA61 IV.,^ »11.aS0 In. (I»rt>mi» 12.750 tn.) SJS ESR-2322 3/1/201314/1/2014 design meitiod /vci 3is / fiCaoB wittiout clamping (anchor); reslraint leval (andior plats): ZO; et, = 2.00D In.; l > 0 SOO in. Hllti Grout: CB-G EG, epoxy, l^amn ' 14938 psi I, X ly X t B 20.5DD In. x 16.S0O in. x 0.500 In.; (Recommended plats thickneGt; nol cslculated) W shape (AISC): (I x W x T x FT) -12.100 In. x 8.050 In. x 0.335 In. x 0,575 In. cracked concrete, 2500, f^' s 2600 pal; h ' 19.000 in.. Temp short/long: 32/32 haminer dilled tMla, installation eondlUon: dry tenston: condWon B, shear condition B: no supplementai splitting iBcfiibrceniem present edge ralnfbnsment: none or < No. 4 bar •a PROFiS ATKMir {c) •zm.im m AS R-MM Schmn HM It a iv^plamti TwWnirk or Hia AO Schaan www.hlltll.us Comparty: Spedfier Address: Phone I Fax: E-ll4all: I Paga: Project SulKProJed I Poa. Na: Dele: Profl« Anchor 24i? 2 308ai-Lageland of CM 1/10/2014 2 Load case/Resulting anchor forces Lead case: Design loads Anchor reactions [lb] Tension force: (+Tensloa -Compressioi^ Anchor 2 3 4 Tension tbrta "ilDBT' 0 11019 0 Shear force Too 700 700 700 max concrete compressive strain; max. concrete compresshre stress: resmting tension toroe tn (xfy)a{-8.QOO/.aao^: Shear fSrcex TOO 700 700 TOO 0.17 IM 749 IpsI] 22070 [Ib] resulting comprsssion force In (x/y)>(8-950/0.040); 23910 (lb) Shear fotoe y a B 8 Termion • 1 • '4 bmipres iloit 3 Tension load SfaelSirentilh* BondStnenglh** Concrete Brsakoiit Strenglh** * anchor having the highest loeding 3.1 Steal Strength Ma •= ESR value Variabias n T Load N„, m 22070 22070 •snchor grotp (snctxxs In Isnsiori) Ca|Melty*N„ph] mtl 26376 30082 UHlbeatien N,^|N„ Status w m 83 OK 74 OK calculstions N„pb| Resu its Nj.[lb] 439W referto ICC-ES ESR-2322 AQ 318-09 Eq([>1) A».N[ln.»l '0.61 lw fua [psi] T2S0iJ 2^1' r>U(ib] llCfi Input afd mmm miai tm cltackKi far »j»»m»ni«iiti !l« txnling txettiiora and far ptosWlv PROFIS AntJior (c) JOOMDHS HiU AQ R-MS« Scftoan HSI w a «(|i»l«f!Kt TrKlsmalk of Hllu «S Sctwsn WMIW.blttlll8 Company: Specafler: Address; Phone (Fax: I 3.2 Bond StiwnBth AH, » sea ICCHES AC308. Part D.5.3.T -20dA^^S3htf *<fHi ¥»rs« -^-[(VR.1) ' ^" Z »0.7 + 0.3f5ui!L"^fi1.l3 1.0 H.^N. «MAX(^,;^)S1,0 MiO " Iht • Ktn») • It • d • hrt VansMss i(X-ESAC30eEq.(D-1Sb) ACI3ia-0aEq. (D-1) ICC-ES ACaOBEq. (D-18c) ICC-ES AC30fi Eq. (D-ied) jcc-ESAcsoeeq. (oiae) ICC-ES AC308 Eq, (D-18m) ICC-ES AC308 Eq.(D-18g) ICC-ES AC30a Eq. {D-16h) ICO€SAC^8Eq. (D-iei) KC-ES AC30B Eq, (D-iaj) ICC-ES ACaOBEq (0-1^) ICC-ES AC308Eq.(D-16l) Page fVoJact Sub-Praject I Pos. No.: Profia Anchor 2.4.S 3 30081-Ugeland of Chi 1/10/2D14 "ms I.MO ' h^pn.] 11.650 W.Sbo n S T7 lips") SSOO o.ooo <:.«Pn-] KDoid llKT Caieulallens SaN, pn] /Wfn-'J mM "i3Bl5 tro 131 VaWB UrgN* l6T2 m N.„[lbl Results N^(bl 4>m> 0550 iN^db] N«[lb! 22070 -m- ift|!ut M tnd fSRiiK must tm e!>»ci!»d ior ttgeawnint wiii tha lasma tmmmi smt tai pisutuMt}! F"ROFts Anowr {c) XaCBWiaw Hiiti AO n.-m* S*Min HSI is s regijtefsd TtwJsras* A« &1IBIB r.hiltLu8 Company: Spedfier. Address: Phone t Fax; E-Mell: l-f Page: l=V»|ect: Sub-Projeot i l=»08. No.: Oate; taasimiimmmmimmu nr mtufUMUM, mmmmmmmmim Profls Anchor 2.4.S 4 3Qaai-L8gel8rKlofCM 1/10/2014 3.3 Conerete Breakout Strength N*s = (^^) V«.« V« N Vtl.n VqiN Nil 4 Nob, S N,a A* see ACi 3ia-0B. Part D.B.2.1, Fig RD.S.2.1{b) A*w «fihi V«,N " 0.7 * 0.3 (:^) Sl.O Nb =k.j.€hl(' ACI318-0BEq.(D-5) /\CI 3ia-DB Eq, (D-1) ACi 318 08 Eq. (0-6) ACi 318-08 &]. (0-9) ACI 318-08 eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318.08 cq (D-7) Variables h,fPn.] TTMJ e«iNPr»] 'oWS' T.00 («(in.i 2500' Calculetiana lusuits -won.*! f2B&.B3" TB8i3 mm 10 ¥9?" rm NbObl !n(M(tiii» am) HDVIO mttt M chaoim nar tgnswrart wufi BIB ««Mn|j amtmn mtl tor pi8U9il:jiM Pm3nSAnc>Kir(e!»RklIX»MilllAa.FL-»«l)«Si:'win tflMisai«9i<i(«gi:TiBikinKkt>rni!yAO Sman www.hlM.us Company: Spedfier: Address; f^hone I Fax; j E-IMsIl: 4 Shear load Load V„ (lb) Steel fsilurefMith lever arm)* 700 Piyoiit Strength (Concrete Breakout 2800 Strength oorttrols)** Concrete edge failure In direotiorj" N/A * anchcr havhg the highest loading "anchor group (relevant anchors) 4.1 Steel Sfrsngih V« " (n 0.6 A. V U) <«<er to iCC-ES ESR-2322 Paga: Projeid: Sub-Project I Pos. No.: Dale: Profte Anchor 2.4.S 6 30881-lageiand of Chi 1/100014 Capacity iVn [lb] 12846 1647 84037 N/A 46 3 N/A Status 13R OK OK N/A Vailabtos n 1 Calculatione mMS" Results Tsm ACI 318418 Eq. (D-2) am " fit. [psi] 72S8S- moo (n 0.6 Vv frt.) [Ibl tV^ilb] i®ir 4.2 Steal failurs (with lever arm) -tan' s "(ISXSXt,.™,) Bi + (n)(da) Variabias Caiculatlans l^(in.lb] Results mw bending aquation for stand-off iBstJtant ilexurst resistance of anchor characieristc flexural resistance of ant^tior ledudian tor tensile for(X adirHi simultaneously with a shear fonx on Ihe enchor elastic Bsctian modulue of anchor bait at concarele surface tntsmat lever arm arqusted tbr spalling of the sutface concrete ACi 31S-0QEq.(D-2) *.!n«lP8il 725Hr" D".6i3 0,600 N„.|lb] iiMr M.Pn.lb] 3546.106 ^v?pbi 4N„[bJ Z8S41 lH,pn.J 2:T50 V«[lbJ YOO" n 0.80d dopn.l ^"obo in(W turn »r4 miJist mm as t*«*«l for ^?«»m8nl wtUt!» RxMnj «8t»«»fii mti fcr piWUiiy! www.hinLua (Ompany. Addreas; f^one I Fax; E.M8II: Page: Projeci Subt-Projed I Pos. No.: Date; mmi^mmmmm^m Profig Anchor 24J «' 308ei-L&g«lBrKl of Chi 1/10K014 4.3 Piyoiit Strength (Concrete Breakout Stwngth controls) AN, see ACt 318418, Part D.6.2.1. Fig. F?D.6.2.1(b) ANSI «9h^ Vct..i«-MAx(^.lfs-')slO Nt, IfKN =0.7 + 0. ACI31B-<)BEq.(D-31) ACl 318-08 Eq. (0-2) ACI 3184» Eq. (DJB) ACi 318-08 Eq. (D-3) ACI 318-08 Eq. (D-11) ACl 31W)BEq. (0-13) /»iCi318-0aEq.(D-7) Vananiet TOSS TTOT" •63665 17 tlpsl] Calculafkins A*pn.'l itesults VttsiJH ws V^IlbJ V*>tN 1.000" 5 Connbined tension and sitear loads 6.827 SS UfilzattonnNvf^l status OK PHtf-pi) + ^<"i 6 Warnings • To avoid ^lure of the anchor plete the required tt^ldoiese ean be eafculated in PROFIS Anchor. Load le-disblbutions on lha antixtrs due t» elastic defonTHdons of the anchor plate ore not consideied. The anchor plate Is Bssumed to be sufficienlly si3fr. In order not to be detomned when subjected to the loading) ' Condilion A at^iiles when supplemerteiy reinforcement Is used The «fSckir is Increased for nort-steel Design Strengths except FHjWaut Strength snd PiyoU strength CondlBMi B applies when supplementsry relntisreeinent is not used end for Pulout Strength and Piytsut Strength. Refer to your ii}cal standard. ACI 3ta does not apecHlcaly address anchor berxilna when a stand-off condifian exists. P(K)F(S /Anchor caicidatea a sheer load tsoiresponding to anr^or bending when stand-off exists and indudee ths resulte ss a shear Dea^n StrengthI • Design Strengths of adhesive andior systems are influenced by Ihe cleaning method Refer to the INSTRUCTIONS FOR USE given in the EvsluatiiMi Sendee Report fbr deaning and instafiatton Insttvcttons The present version of the software doas not account fbr adhesive anchor spedai design provistons corrasponding to overhead apptlcstlans Refer to the KX-ES Evaiueuon Servioe RefXHt (a.3. sectton 4.1.1 of lha ICC-ESR 2322) for detstls. Checking the transfer of loads Into tfie basa maierial and tfie shear resistance are required In ai%oi^ance with ACl 318 or ihe leievant standaidi Fastening meets the design criterial tr^l dd* SW i9iulis mit bs chacleed br agresmit ttw eiciariing txnUlKiM M tor ptaisKMity' (WCPIS IMhar (e) SCm-lim HM Ad FL-9494 Schem m<t,e i^tleivS Tntfeifuirk or MM ACi Scntin wmJiMM SpMMar Address: PhonelFaii: IS Pagr. f>rojact Sid>.PmiMtlPoa.Mo.: Date: i-iiLm ProilaAnehor2.4.B 7 aOBSI-lagatand or CM 1/10/2014 7 Imtailafion data /yichor plale, alaei: - PfOOK Wilnp* W8C): 12.100 X 8.0SOX 0JDBxa67S In Hdla dbmMar In (M «xkm: d, -1.126 h. PMB tMckneaa (inpul): asoo in MeoninMnM plate thkdniesK notcaloMad Cleaf^: Ftamluni cleaning ofttw drfltod hote te requited Anchor type and dtemstaR HH'-RE aoo^+HAS. 1 biatallalton torque: 1800.000 tab Hole diameter Inthe baae material: 1.128 In. Hote depth bl lw baaa imteM: 11.860 in. IMirtnium IhloiaMas efVie baaa irMteitek 14.100 In. laasD ia2(» ( } 2.280 16,000 1- t *x CM ; X I 2250 Cooninite Aiwhor In, Anchor x y c*. 1 -8.000 -SOM . . . / 2 8.000 -fiOOO 3 -8.000 6.000 4 8000 6.00D . . . - »aissisiswiisBiisin>wlStdi»(*sillsrsBs«iiwSMi»isis«^ PROFIS MIW(C)2I»»«XIBHW AO a-Mt<8ctMm (MUlsnwMmdTiMlHmritorHtiAG ScftMit I-IIU wwvi[.biltUw Company- Address: Phone I Fax: E-ll/IBli: Pege: Project Sub-ProJect I Pos. No,-. Date: • Mt I Profis Anchor 2.4.S a SOaei-LagelandofCh) 1/102014 8 Remarks; Your Cooperation Duties - /Uiy and ail infomiaSan and date conteined bi tha Software coneenn solely Bis use of HIM products and ere based on ttte pitndpies, fbrmulas and security regulations in eoeordanca with HHtl's teMcd direiAons and opecsHng, nnountli^g eitd asaarrtity mstiucHona, etc.. that musi be strictly compiled with by the user. All Igures contained therein ate overage figures, end thereibre usfr^peelllc teste are lo be conducted prior to uaii^ tha ralBvant Hilti product The resutts of tf» calculalions canted out by means of the Softwers are based essenflally on the date you put m. Thaielbie, you bear lhe sole responsibiliy fbr the abeenca of eirors, tha compiatwiess and the relevance of the data te be put In by you. Moreover, you bear sole responsibility for hsving the results of the calculation cheeked and deared by an expeit partodaity vrith regaid to complianoe with applicable nenns and permla, prior to using tham far your epecinc facility. The Software senrea only as an aM to Interpret nonra and pennits wtthout any guarantee as to Ihs absence of errots, the correctness snd the relevance of the resulte or sUtobilHy fbr a specifio appllration. • You must take all necessaiy and reasonable steps to prevent or iinilt dsmage caused by the Software. In particuiar. you must errar^e for the regi^ar backup of programs end data end, if applicabte, cany out the updates of the Soltvvare offered by Kid on a regular Isasls. If you do not use the AutoUpdate fundkm of the Soflwrare, you must ensure that you are using the tajnsnt end thus up'to^tate version of ttte Software in each ease by canying out manual updates via the Hiiti Wabsle. Hilti wiii not be liabte (or eor»equertces, such as Ihe recovery of tost or damBgeO data or programs, arising from a ctipebie breech of duty byyou ingsut 4m and iwMt nust IM «n*cii«i tot agrvmrni witi (iw mitinii caxMient smd itx pliiuMtaliiyi PHOHS An*a (5 i MOS-aiXB H* Kl Ft-iMM SdwKi » » mgiiHtwd TsaSOdwDi at m m. 8<*>«M FOOTING DESIGN 28 yyssi 3.7 5J it A/ HI- ^ (2J^ k.itt) T 2 I 4 rri: s 7 T 10 11 ICosf of active lateral pressure Angle shear resist Soil wt. Cpefof passive pressure SoiloveriiffBss fector Vertica! Load Wmd^uaks Uplift Wind/C^jie' &iz Moment at"t(f'ofi»d Uplift res Wt cf cone base Allowable SOfl pressure 1% lengih' BEg width OL to top qfpedesfal Ped^ml diameter _ 26 57 28 29 30 M 34 35 36 37 45 46 Wt of soil oyer ftg Wt of jpedestei above GL fbtaTWt %\mc on face k/ft Total shear on single width Totel shear on single knjtb f oS wt to resist ujpiitt kc DL UpllftlFdS **OT Resist @ toe Cone base Soilvrt Veri shear; width. Vert sheiar, Pas«iv« resist on pedestal Dead load resistance Total resist @ toe. ** slWtiif^ resist Friction Passive Total slidSng rssist SlidiR|FpS M Sliding FOS 3C5iSy'.Torovei5rtiH^FOS _ Soil Pressure / AHowafele Soil pressure^e Soii pressure "" E December.. 13,2007. dc 6 >1.5 >1.5 >i.5 < I.O 2.26 1.70 1156.95 0.22, pf ..|psf. 1—• trianjpilar • 754 '• 3500 Applied OT Moinent (sboit |c^_ Moment fit top pedestal Wind/Quake uplift"""" Wind/Quake horizontal foal ipplied of @ toei'" Moment for soil pressure k-ft k-ft' 32.J.6,_ IVerticaUoadJor bearing Eccertfricr^ from center of ftg 'icijps Ikips f O.OO- •. Soi! pressure if uniform 40.i5.3| ,]|oHjjie^ttre jf trfengiiiW I ^Soil pressiire_forihts loading J jMasiroum allowaMs soifpressafe , 4.07r |Soii pressure/ IMtaximum allowS>Ic. yim. I kips ft" ' .ft psf 21.SO 0.04 2.25 21.19 i.70 23.42 11.2 2.077 0.297 triangular i " o.6bd I 0 ! 4.271 754 7.54 ; 3500 I 0,213 4.07| ^ 2.26! ; 12/27/2013 2:24 PM Ftg-IMP.xIs THE END • • I ECHNICAL UPDATE REPORT ri^wrwoi=D WATER PARK ACTIVITY POOL LEGOLAND THEME PARK CARLSBAD, CALIFORNIA Prepared for: MERLIN ENTERTAINMENT GROUP/ US HOLDING, INC. One Lego Drive Carlsbad, California 92008 ProjectNo. 10075.002 July 24, 2013 3Z 10075.002 6.0 RECOMMENDATIONS The conclusions and recommendations in this report are based in part upon data that were obtained from a limtted number of observations, site visits, excavations, samples, and tests. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological conditions can occur within small distances and under varying climatic conditions. Changes in subsur^ce conditions can and do occur over time. Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during earthwork operations and construction of the project, in order to confinn that our preliminary findings are representative for the site. 6-1 Site Preparation A special consideration regarding the planned site development is the presence of undocumented fill. If excavations to attain the design grades do not remove the materials, then these materials should be completely removed and recompacted as part of the site preparation. In addition, areas of grass and shrubs may have developed over time. These materials and any construction debris that may have accumulated over time on the ground surface should also be removed from the site and disposed of at an approved location. Recommendations for earthwork are presented in Section 6.5 below. 6.2 Foundation Desian Considerations As discussed In the preceding section, we anticipate that the proposed improvements will be supported on spread footings, drilled piles (CIDH), and/or mat slabs. The following sections address the recommendations for these types of foundation systems. 6.2.1 Conventional Spread Foundations Footings shouid extend at least 18-lnches beneath the lowest adjacent finish grade. At these depths, footings founded in properly compacted fill soil or fonnational material may be designed for a maximum allowable bearing pressure of 3,500 psf. The allowable pressures may be increased by one-third when considering loads of short duration such as wind or seismic forces. The minimum recommended width of footings is 15 Inches -15- 10075.002 for continuous footings and 18 inches for square or round footings. Footings should be designed in accordance with the structural engineer's requirements and have a minimum reinforcement of four No. 5 reinforcing bars (two top and two bottom). The recommended allowable bearing capacity for spread footings Js based on a maximum allowable total and differential settlements of 1-inch and 3/4-inch. Since settlements are functions of footing size and contact bearing pressures, some difTerential settlement can be expected between adjacent columns, where large differential loading conditions exist. With increased footing depth to width ratios, differential settlement should be less. We recommend a horizontal setback distance from the face of slopes and retaining wall for all structura! footings and settlement-sensitive structures. The distance is measured from the outside edge of the footing, horizontally to the slope face (or to the face of a retaining wall) and should be a minimum of H/2 and need not be greaterthan 15 feet. Utility trenches that parallel or nearly parallel structural footings should not encroach within a 1:1 plane extending downward from the outside edge of footing. Please note that the soil within the structural setback area possess poor lateral stability, and improvements (such as retaining walls, sidewalks, fences, pavements, etc.) constructed within this setback area may be subject to lateral movement, and/or differential settlement. Potential distress to such improvements may be mitigated by providing a deepened footing or a pier and grade beam foundation system to support the improvement. Deepened footings should meet the setback as described above. 6.2.2 Drilled Pile Foundations For the analysis and deveiopment of the various vertical capacities of CIDH piles, the computer program SHAFT (Version 2012) produced by Ensoft, Inc. was used. /\s shown in Appendix •, the Shaft capacity curves were developed for 24- to 48-inch diameter piles penetrating into dense fill and formational material. Uplift capacity curves are also presented in Appendix D. Pile settlement is anticipated to be less than 1/4 inch under design loads and normal service conditions. The design curves are based -16- PCR14009 1 LEGOLAND DR ( Fnn- nFFFRRFn SUBMITTAL FOR Final Inspection required by: • Plan • CIM&I • Fire SW QlSSUED QCV. Approved Date By BUILDING ^•H/'i PLANNING ENGINEERING FIRE Expedite? Y N DIGfTAL FILES Required? Y N 1 1 ' HazMat APCD Health Forms/Fees sent Rec'd Due? By Encina Y N Fire V N HazHealthAPCD Y N PE&M Y N School Y N Sewer Y N Stormwater Y N Special Inspection Y N CFD: Y N LandUse: Density: ImpArea: FY: Annex: Factor: PFF: Y N Comments Date Date Date Date Building Planning Engineering Fire / • D6ne • Done • Done 03-12-2014 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCRl4034 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: 1 LEGOLAND DR CBAD PCR 2111000900 Lot#: $0.00 Construction Type: LEGOLAND: REVISIONS TO ROCK ARCHWAY IN WATERPARK 5B Status Applied Entered By Plan Approved Issued Inspect Area PENDING 03/04/2014 JMA Applicant: RICHARD APEL 760-943-0760 Owner: LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISI C/O PROPERTY TAX SERVICE CO P 0 BOX 543185 DALLAS TX 75354 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $312.50 $0.00 $0.00 Total Fees: $312.50 Total Payments To Date: $0.00 Balance Due: $312.50 Inspector: FINALAPPROVAL Date: Clearance: NOTICE: Please take NOTICE that approval of your project Includes ttie "Imposition" of fees, dedications, reservations, or ottier exactions tiereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was Issued to protest imposition of these fees/exactions. If you protest them, you must tollow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad l\/lunlcipa! Code Section 3.32.030. Faiiure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which vou have previouslv been oiven a NOTICE similar to this, or as to which the statute of limitations has previously othenvise expired. CITY OF CARLSBAD PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carisbadca.gov Plan Check Revision No. _ Original Plan Check No. Project Address 1 Lg^^g^^vOj? Ofi.. ^ CA^L^ g>A^ Date j'^'^-O^^ Contact /^ICH/HM:) he Phi 6^0-"j j^'OlC^O fax K^O'^^^^Ol^^ Email R\Alk?SUb^<S. C^)C.N€r Contact Address. General Scope of Work '^f^^ok. A/^CNCAJA^5TKl^<^TKf^^ CpA/hiyj/J^O Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 • Elements revised: 0 Plans ^ Calculations • Soils • Energy • Other 2. Describe revisions in detail 3. List page(s) where each revision is shown 4. List revised sheets that replace existing sheets ^lEVisex) srr^ fLA/o ht^6iyo Loc^r?^/^ i —•— t-' 1 r.y,-! 1 ( \ J 1 f?r)eucii/^/r7y CAXcu L/ryioh)^ 5. Does this revision, in any way, alter the exterior of the project? Yes • No 6. Does this revision add ANY new floor area(s)? DYes No T, Does this revision affect any fire related issues? • Yes ^ No 8. Is this a complete set? Yes ^ No ^Signature- I635FaradayAvenue, Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Emaii: building@carlsbadca.gov www.carisbadca.gov EsGil Corporation In (PartnersHip •witH government for (SuiCding Safety DATE: March 11, 2014 • APPLICANT • JURIS. JURISDICTION: Carlsbad ^ / • PLANREVIEWER • FILE PLANCHECKNO.: 13-2320 REV 2 PCR14-Qia« SET: I PROJECTADDRESS: 1 Legoland Dr. PROJECT NAME: Legoland Water Park Expansion Rock Archway Plans Q Tiie plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. ^ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. CH The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. [ I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: [Xj EsGil Corporation staff did not advise the applicant that the plan check has been completed. n EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Fax #: Mail Telephone Fax In Person REMARKS: Specify on the plans that Special Inspection will be provided for the field welding. By: Kurt Culver Enclosures: EsGil Corporation • GA • EJ • MB • PC 3/6/14 9320 Chesapeake Drive, Suite 208 • San Diego, Caiifomia 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 13-2320 REV 2 March 11, 2014 [DO NOT PAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE (Revised 1/3/14 kc) JURISDICTION: Carlsbad PLANCHECKNO.: 13-2320 REV 2 PREPARED BY: Kurt Culver DATE: March 11, 2014 BUILDING ADDRESS: 1 Legoland Dr. BUILDING OCCUPANCY: A-4 TYPE OF CONSTRUCTION: V-B BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bidg. Permit Fee by Ordinance Plan Checl< Fee by Ordinance • j Type of Review: • Complete Review $312.50 • Structural Only • Repetitive Fee ^1 Repeats Based on hourly rate • Other • Hourly EsGil Fee 2.5 $100.00 Hrs. @ * $250.00 Comments: Sheet 1 of 1 macvalue.doc + .••.^ ^ CITY PLANNING DIVISION Development Services Planning Division .••.^ ^ CITY BUILDiNG PLAN CHECK Development Services Planning Division .••.^ ^ CITY O F APPROVAL 1635 Faraday Avenue CARLSE IAD P-29 (760) 602-4610 www.carl.sbaclca.eov DATE: March 6, 2014 PROJECT NAME: Legoland rock archway PROJECT ID: SDP 94-14G PLAN CHECK NO: PCR 14-34 SET#: 1 ADDRESS: 1 Legoland Dr APN: 3 This plan check review Is complete and has been APPROVED by the Planning Division. By: Van Lynch A Final Inspection by the Planning Division is required • Yes ^ No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance ofa building permit. Resubmitted plans should include corrections from all divisions. [2 This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: rwapel2@cox.net For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 1 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.^ov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov Q Greg Ryan 760-602-4663 GregorY.Rvan@carlsbadca.fiov 1 Gina Ruiz 760-602-4675 Glna.Ruiz@carisbadca.^ov 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Q Cindy Wong 760-602-4662 Cynthia.Wong@carlsbadca.fiov X Van Lynch 760-602-4613 Van.lvnch@carlsbadca.fiov • 1 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.fiov Remarks: None iffi Patrell Engineering Group, Inc. 751 Sunny Grove Lane • Giendora, CA 91741 • Phone: (626) 335-4362 • Fax: (626) 963-4812 ENGINEERING CALCULATIONS AND DETAILS FOR ROCK ARCHWAY DESIGN LEGOLAND CALIFORNIA 1 LEGOLAND DR CARLSBAD, CA RECEIVED MAR 0 4 2014 CITY OF CARLSBAD BUILDING DIVISION DATE: ENGINEER: FEBRUARY 27, 2014 NANCY PATTON-FERRELL RCE# 37018, CALIFORNIA 751 SUNNY GROVE LANE GLENDORA, CA 91741 (626) 335-4362 -3H — Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX; (626) 963-4812 Project: RpOr l\f(MV\tft Engineer:. Date: Sheet I of 112- LOADING CRITERIA PER CBC 2013 SECTION 1603 I ASCE 1-10 1603.1.2 1603.13 1603.1.4 I 2. 3. 4. &. 1603.13 1. 2. 3. 4. 5. 6. ROCK UJALKINO SURFACE LIVE LOAP = 20 pef - SNOlU LOAD - UJINP PE6ICSN PATA BASIC UUINP 5PEEP I fCATEGORT III; EXPOSUl^ = NA 110 C43; 1.I& c 0&z> CFREESTANDINiS WALLS « SOL IP SKSNS; 32 psf a. 9. 10 n. 12. UJINP LOAP - EARTHOUAKE PESIGN PATA IE = \£> Ss - SI = 0.411g SITE CLASS = P SDS = 033g SDI S 0.4Sg SEISMIC PESIGN CATEGORY P BASIC SEISMIC REINFORCING STSTEM - VENEER : LIM ITEP PEFORMING ELEMENTS 4 ATTACHMENTS ANP ORP IN ART STEEL CONCENTRICALLY BRACEP FRAME PESIGN BASE SHEAR - PER CALCULATIONS Fp s 0.139 UJp .R CSTEEL FRAME; = 32B Cs CSTEEL FRAME; = 0.26 ANALYSIS PROCEPURE USEP: ALLOUJABLE STRESS STEEL PESIGN 2 //2 .FLCVAT\UN LA N \i i E \f\i © Patrell ~r=r- Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX: (626) 963-4812 Project: Engineer:. Nip-r Date: ihp]^ Sheet M of _jV2_ SEISMIC DESIGN CRITERIA ASCE 7-10 SECTION 11 & 13 and CBC 2013 Section 1603.1.5 SEISMIC USE GROUP = II I := 1.0 SPECTRAL RESPONSE COEFFICIENTS Sg 1.245 Fa:=1.0 S^ .= 0.471 SITE CLASS = D 'DS o ^a-Ss ASCE FIG. 22-2 Table 11.4-1 Site Class D ASCE FIG. 22-2 Table 11.4-2 Site Class D 3 2 3 'OS 0.83 %1 •= o'f^v-Si Sp.] = 0.471 g g SEISMIC DESIGN CATEGORY D - ASCE TABLES 11.6-1 & 11.6-2 ap := 1.0 Rp := 2.5 z := 25ft h := 25ft Case 1 ASCE Table 13.5-1 - Veneer Limited Deformability Elements & Attachments Fp:= 0.4.ap-SDsWp I I J 1 +2--= 0.398 Equation 13.3-1 ASCE 7-10 ffi Patrell Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX: (626) 963-4812 Project: ^OCf^ f\UaMf\ j Engineer: Date: MP-r ^/2Qt^ Sheet S of 112 Bp := 1.0 Rp := 2.5 z 25ft h 25ft pw 0.4.ap-SDs-Wp r ^,z^_ ^R ^ I I J Case 2 - Table 13.5-1 - Exterior Non-Structural Wall Elements - Part A - Wall Element 0.398 Equation 13.3-1 ASCE 7-10 ap:= 1.25 Rp:= 1.0 z:= Oft h :- 25ft Case 2 - Table 13.5-1 - Exterior Non-Structural Wall Elements - Part B - Fasteners of the Connecting System 0.4.ap-SDs-Wp ^ z^ pc Rp) 1+2 0.415 Equation 13.3-1 ASCE 7-10 STRENGTH DESIGN LOAD COMBINATIONS: 1605.2.1 EQ 16-7 0.9D+ 1.0E EQ 16-5 1.2D+ l.OE E OF WALL ELEMENT Fp^ := 0.398 E^ = 0.398 Wp E OF CONNECTIONS F^,^ := 1.245 Ec:= LO-Fpc Ec= 1.245-Wp Critical 1605A.3.1.1 = NO STRESS INCREASES ALLOWED WHEN USING THESE LOAD COMBINATIONS Max Rock Thicl<;ness = 6" W,^ind:= 1.0-32^ =32-^ ft ft Wseismic •= Ew(6'n) Wall Element r 140 V —1 ft ; ft Wseismic - E^iein) f 140 — V ft y Trib. Rock to Connection Element lb ffi Patrell |751 Sunny Grove Ln. Giendora, CA 91741 Engineering Group. Inc. PH : (626) 335-4362 FAX: (626) 963-4812 CBr4|g-oc..|c Engineer Date: NP-F Sheet _J22___ of ROCK CONNECTION TO FRAMING MEMBER DETAIL STRUCTURAL MEMBERS PER FRAMING PLAN J^' * L-BOLT OR *4 REBAR NOTE: ALL STRUCTURAL STEEL IN UJET Af^AS TO BE FIELD COATED UJITH 2 COATS RED OXIDE LATEX ffi Patrell Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH; (626) 335-4362 FAX: (626) 963-4812 Project: Engineer: NP-F Dote: 2on Sheet__!] of /12 Positive Rock To Steel Frame Connection Windioad =32 — ft DL = 7ft-7ft-70-^ = 34301b ft^ Vseismic = 0-398-DL = ^365 Ib V, wind 7ft-7ft-Windi oad Vwind = 15681b Weld of #4 Rebar To Tie Anqle Tweld = 0.93-10001b O.S-14 (Field Weld No Spec. Insp) #4 Rebar Tension Capacitv Tweld = 1860ib > V^i„d OK "•"allow = 0.45-40000 X .20 ^pullout ~ Vseismic #4 Rebar "L" Powell 1/2"6 Bolt Tallow = 3600 ib > V^i„, OK Tpullout= 13651b IBC 2012 TBL 1908.2 Approx. 3" Emb Similar 1/2"(j) Bolt Min. 4" Emb. For Full Value T'pullout = Tpuiiouf 0-7 = 955.61b ' allow = 9501b "f^allow = lb -T pullout OK Connection OK As Detailed ffi Patrell |751 Sunny Grove Ln. iGlendora, CA 91741 Engineering Group, Inc. PH : (626) 335-4362 FAX : (626) 963-4812 Project: goC^ fi^^p>,\| Engineer: Date: Sheet nf //2 li HANGING ROCK DETAIL NOTE: ALL STEEL IN IIBT SITES TO BE FIELD COATEP UJITM REP OXIDE LATEX STRUCTURAL MEMBER PER FRAMING PLAN HOOK BAR UNDER %' * J-BOLT OR •4 f^BAR ALTERNATE: INVERTED CONDITION UJ/ ROCK SECTION ABOVE < SUPPORT POST BELOUU ffi Patrell -=r- Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX: (626) 963-4812 Project: RoOC A^lAVslAS Engineer: _ Date: '7 Mi Sheet 3-— of //^ Positive Hanging Rock Connection - J Bolt Windioad = 32 — ft^ DL = 4ft-4fl-70-^^ - 11201b (Tension) ft^ Ib Ib (j3 = .85 fy = 40000 — fc = 3000 „ y .2 .2 in in Tallowconcrete = 2ct).V(3000)-11(6.5) = 1901 Tailowsteel = 0.20-40000 x .45 Vweld = 0.93-10001b-3-2 (Field Weld No Spec. Insp) Tallowsteel = 3600 Ib > DL OK Vweld = 5580 Ib > DL OK jConnection OK As Detailed © Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX: (626) 953-4812 Project: PoO^ A?gCHi^JA\| Engineer; Date: Sheet. 10 of //^ HANGING ROCKliiORK CONNECTION DETAIL STEEL ms PER STRUCTURAL PLAN 3' MIN. I I •4 Z-BAR « 4'-0' OJC. MAX SP^ fe' TO NEXT STEEL BEAM SUPPORT. UJELD TO BOTTOM OF BEAMS Ul/ 3* UELD, F^TURN <&• HOOK INTO SECTICN. WOOK BAR UNDER REBAR MAT IN ROCK SECTION. — Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX: (626) 963-4512 Project: 8o(X APCHVVA'^ Engineer: _ Date: 1 201 Sheet. I of /I2. Positive Rock to Ceilinq Try #4 (S) 48" o.c. E.W. Spacing = 48in Thickness = Sin (Worst Case) 2 Ib TQL = Spacing Thickness-140— = 14931b ft^ Breakout Strenath of 6" Hook cj) = 0.85 Ib "•"allow = 2-4)-V3000-!^-6in-2ln = 11171b in Check #4 Dowel for Tension and Shear Vseismic = 0-398 •TDL = 5941b Vallow = 0.4-40000-^-0.2in^ = 32001b in TDL = 14931b Tallow = 0.45-40000-!^-0.2in^ = 36001b in CombinedStress = Vseismic ^DL -I- Vallow "'"allow Check Weld of Rebar to Steel Framing 0.601 < 1.0 OK Tweld = •93(1000)(3)(2) = 5580 > To|_ = 14931b Detail OK As Shown //2 ffi Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. PH: (626) 335-4362 Giendora, CA 91741 FAX: (626) 963-4812 Project: toA^A^VNlB^ Engineer; _ Date: Zjm^ Sheet 13 of (IZ LOAD COMBINATIONS - CBC 2013 SECTION 1605.3.1 COMB 1 = 1.0 X DEAD + 1.0 x LIVE (FORMULA 16-9) COMB 2 = 1.0 X DEAD + 0.6 x WIND - NS (FORMULA 16-12) COMB 3 = 1.0 x DEAD + 0.6 x WIND - EW (FORMULA 16-12) COMB 4 = 1.0 x DEAD + 0.7 x SEISMIC - NS (FORMULA 16-12) COMB 5 = 1.0 x DEAD + 0.7 x SEISMIC - EW (FORMULA 16-12) COMB 6 = 0.6 X DEAD + 0.6 x WIND - NS (FORMULA 16-15) COMB 7 = 0.6 X DEAD + 0.6 x WIND - EW (FORMULA 16-15) COMB 8 = 0.6 X DEAD + 0.7 x SEISMIC - NS (FORMULA 16-16) COMB 9 = 0.6 X DEAD + 0.7 x SEISMIC - EW (FORMULA 16-16) ^ Patrell Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX: (626) 963-4812 Project: pQCK At2<:HlAJf->j Engineer: _ Dote: 2oH Sheet H of SEISMIC DESIGN CRITERIA ASCE 7-10 SECTION 11 & 12 and CBC 2013 Section 1603.1.5 1. SEISMIC USE GROUP = 11 1.0 2. SPECTRAL RESPONSE COEFFICIENTS Se = 1.245 1.0 0.471 1.5 ASCE FIG. 22-2 Table 11.4-1 Site Class D ASCE FIG. 22-2 Table 11.4-2 Site Class D 3. SITE CLASS = D 4. S S 2 3 2 DS " o "' a'^s Fa-Sc Fw-S^ SDS = 0-83 Dl = s'^V^I SDI = 0.471 g g 5. SEISMIC DESIGN CATEGORY D - ASCE TABLES 11.6-1 & 11.6-2 6. BASIC SEISMIC-FORCE-RESISTING SYSTEM: ORDINARY STEEL CONCENTRICALLY BRACED FRAME 7. DESIGN BASE SHEAR: V=Cs.W ASCE EQ. 12.8-1 ffi Patrell Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX: (626) 963-4812 Project: Poc^ Aj£6H(A>/:}v ImOLP^ND, So Engineer: f\jp-pr Dote: 2|^oiM Sheet 1^3 o f //2 8. & 9. R = 3.25 Moderately Ductile Concentrically Braced Frames ^ R DS Cg = 0.26 ASCE EQ. 12.8-2 10. ANALYSIS PROCEDURE USED - WORKING STRESS DESIGN Eh=P*QE ASCE EQ. 12 ASCE EQ. 12.4-3 E^=0.2*SDS*D ASCEEQ. 12.4-4 Qp = Vhoriz = SEISMIC BASE SHEAR: HORIZONTAL LOAD = C, p = 1.3 ASCE 12.3.4.1 - 1 pQg = pCgD pQg = 0.332-D ffi Patrell — Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX: (626) 963-4812 Project: RoCK AftSM LE^QlAfstD^ SD Engineer: _ Dote: Sheet Iln of //2. WIND LOADS: PER CBC 2013 (ROCKWORK WALL) ASCE 7-10 METHOD 2 - Section 26 & 29 Risk Category II Table 1.5-1 - ASCE 7-10 BASIC WIND SPEED =110 (49) Fig. 1609ACBC V := HOmph H < 20ft EXP C Kd := 0.85 I := 1.15 K^ ~ 0.90 K zt 1.0 TBL 26.6-1 - BUILDING: COMPONENTS & CLADDING > 300 PEOPLE - CATEGORY lil TABLE 29.3-1 ASCE 7-10 ON FLAT GROUND - NOT ON A HILL OR ESCARPMENT ASCE 7-10 Sec. 26.8.2 q^:= .00256-^^-K^-K^t-Kd-V^l mi^-ft^ q^ = 27.25^ G := 0.85 Cf := 1.35 F:= q^-G-Cf-Af ASCE 7-10 Sec. 26.9.1 ASCE 7-10 Fig. 29.4-1 SOLID FREESTANDING WALLS s/h =1 B/S = 4 ^USE32 psf WIND LOAD ffi Patrell Engineering Group, Inc. 751 Sunny Grove Lh. Giendora, CA 91741 PH: (626) 335-4362 FAX: (626) 963-4812 Project: 9^0^ fiti^HiA/A\J CfeMB^ Engineer: H£l£ Date: zl^H Sheet n of //^ L——'\ Le-FT" OiOE- RocH. FeAxoRe. )3 --Ck^ YLSYTO^O = OH. J * '2.10 '7 15/1 UJ u- = 4 0"\b I S H' •'^ 7 7 - T) 3 XJs 7^ 37p6r"^3 /I 4lK I' "OO Ibj 4?) Ibj' 4%^ lb; (i'-i lb ffi Patrell Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 335-4362 FAX: (626) 963-4812 Project: Engineer:. Date: l7o\M Sheet 1P> of 112- - 2.-'(32p^4 = GH lb F y (32 ^s^-) = ^Ip iy- u 1 2 (32 pf) ' '4 ) " Slip lb ) 52g> Ib V34 3Zp,f 4/z +3'74^^ 324 (S.S'X^^^ iip.r (z42-s4 = l(i)0 ffi Patrell —=- Engineering Group, Inc. /5i Sunny Grove Ln. Slendcra. CA 91741 PH: (626) 335-4362 FAX: (626) 963-4512 Project: ^-^OLftMP, So Cb-M^C^ Engineer: Hf'^ Date: 70IH Sheet n of //2 5E\<^M\C 1 oF\Dc, : (0.332)( 230 l^/O ^ "^^ 1^ (0352X3211% - IDHW' % (0.332X2ID 1^1 - 70i'7 71,7 <'0,332)Cl75l-)- 5&'"|' v-^^ (0.332X523'fO^^ nN'^/. Oi^l^^^oufv'N DU 4 7€Jsm\c FACTOR Re->uuTb M -70 /12 -21 nz steel Check Report Project:: Legoland FL Left Arch San Diego (Z:\Mons Engineer_.nsfer Files\LegDland FL Lion Liite.«t Revuiom) Description: (New imported project) User: Date: 02/25/2014 04:48 PM Software; Company; Digital Canal Frame Analysi.<i & Design Code Check Results {ASD 13) CRITICAL STRESS SUMMARY ID Seciion Name Slatus Governing Criteria Stress Ratio Load Combmittion Distance (ft) 1 TS4x4x.2S OK Axial-Bending 0.1751 Comb4 7.5000 2 TS4x4x.25 OK Axial-Bending 0.1393 Combi 7.5Q00 3 TS4x4x.25 OK Axial-Ben dino 00715 CoBibS 7.5000 4 TS4x4x,25 OK Axial-Bending 0.1397 Comb4 7.5000 5 TS4x4x.25 OK Axial-Bending 02980 Comb4 3.0528 6 TS4x4x,25 OK Axial-Bending 0.1191 Combs 3,0528 7 - TS4x4x,25 OK Axial-Bending 0.1731 Comb4 3.0000 8 TS3x3x,25 OK Axial-Bending 0.1509 Comb4 0,0000 9 TS4x4x,25 OK Axial-Bending 0.2249 Comb4 0.0000 10 TS3x3x.2S OK Axial-Bending 0.3207 Comb4 5.5000 II TS4x4x.2S OK Axial-Bendmg 0.1204 Combl OOOOO 12 TS4x4x.25 OK Axial-Bending 0.2101 Combi 3.3780 13 TS4x4x.25 OK Axial-Bending 02070 Comb4 OOOOO ! !4 TS4x4x.25 OK Axial-Bending 0.2204 Combl 3.3780 15 TS4x4x.25 OK Axial-Bwiding 02944 CQnib4 0.0000 ! !6 T$4x4x.25 OK Axial-Bending 0.2759 Comb4 2.0000 17 TS4x4x.25 OK Axial-Bending 0.2752 Comb4 0.0000 18 TS4x4x.25 OK Axial-Bending 0.3365 Comb4 0.0000 , 19 TS4x4x.25 OK Axial-Bendmg 0.1876 Combl 2.0000 20 TS4x4x.25 OK Axial-Bending 02250 Combl 0.0000 1 2> TS6x3x25 OK Axial-Bctsding 0.1703 Comb4 3 3781 , 22 TS6x3x,25 OK Axial-Bending 0.2174 Corab4 5.0797 23 TS6x3x.2S OK Axial-Bending 0,5622 Corab4 0.0000 24 TS3x3x.25 OK Axial-Bendinp 0.6637 Comb4 2.0000 25 TS6x3x.25 OK Axial-Bendmg 0.5305 Conib4 O.OOOO 26 TS6x3x.25 OK Axial-Bendmg 0.1815 Combl 0,0000 27 TS6x3x25 OK Axial-Bettding 0.1429 Combl 0.0000 28 TS4x2x.25 OK Axial-Bending 0.3943 Combs 7,3049 29 TS3x3x25 OK Axial-Bending 0.7369 Comb4 2.0000 30 TS4x2x.25 OK Axial-Bending 0.5838 Corab4 0,0000 31 L4X4X3/« OK Axial-Bending 0.4198 Combl 4 4468 32 IAX4X3!S OK Axial-Bendmg 0.1452 Combl 9,6047 33 L4X4X3/8 OK Axial-Bending 0.3733 Comb4 OOOOO 34 L4X4X3/8 OK Axial-Bendmg 0,2064 Combl 9.3005 35 L4X4X3/8 OK Axial-Bending 01927 Comb4 OOOOO 36 L4X4X3/8 OK Axial-Bending 0.8093 Comb4 9.6047 37 L3X3X3.'8 OK Axial-Bending 04124 Combl 14546 38 L3X3X3/8 OK Axial-Bending 0.6442 Comb4 8.8355 39 TS3x3x.2S OK Axial-Bending 0 1818 Comb4 OOOOO ] 40 TS3x3x,25 OK Axial-Bending 0.2434 Comb4 0.0000 41 TS4x4x.2S OK Axial-Bending 0 1120 Comb4 3.0000 42 TS4x4x,25 OK Axial-Bending 0.1553 Comb4 0,0000 43 TS4x4x25 OK Axial-Bendlng 0 2125 CorabS 7,5000 ! 44 TS4x4x25 OK Axial-Bending 0,1742 Combs 7.5000 45 TS4x4x25 OK Axial-Bending 0 0663 Comb4 7 5000 46 TS4x4x.25 OK Axial-Bending 0.1370 Comb4 7.5000 47 TS4x4x.25 OK ."Vxjal-Bending OJOII Comb4 3 0528 48 TS4x4x.25 OK Axial-Bending 0.1161 Combl 3.0528 49 TS3x3x 25 OK Axial-Bending 0 1555 Comb4 OOOOO 50 TS3x3x.25 OK Axial-Bending 0,3243 Comb4 5.5000 Sl TS4x4x 25 OK Axial-Bending 0 1432 Combs 0.0000 52 TS4x4x.25 OK Axial-Bending 0.2638 Combs 3.3780 53 TS4x4x25 OK Axial-Bending 0 1981 Comb4 0.0000 54 1 TS4X4X.25 OK Axial-Bending 0.2713 Combs 3.3780 steel Check Report for Leafol&nd FL Left Arc '.n Dieqo Paqe 2/2 ,„22 III 55 TS4x4x2S OK Axial-Bending 03541 Combs OOOOO 56 TS4x4x.25 OK Axial-Bending 0.3911 Combs 0.0000 57 TS4x4x25 OK Axial-Bendmg 0.1947 Combl 2 0000 58 TS4x4x25 OK Axial-Bending 0,3415 Combs 2,0000 59 TS4x4x25 OK Axial-Bending 03458 CombS 1 5000 60 TS4X4X.25 OK Axial-Bending 0.2748 Comb4 2,0000 61 TS6x3x25 OK Axial-Bending 0 1997 Combs 337SI 62 TS6x3x.2S OK Axial-Bending 02164 Comb4 5.0797 63 TS6x3x25 OK Axial-Bending 0,5622 CQmb4 OOOOO 64 TS3x3x.25 OK Axial-Bending 0.6637 Comb4 2.0000 65 TS6x3x25 OK Axial-B«nding 0.5305 Comb4 OOOOO 66 TS6x3x.2S OK Axial-Bending 0.1813 Combi O.OOOO 67 TS6x3x25 OK Axial-Bendmg 02058 Combs 0.0000 68 TS4x2x.25 OK Axial-Bending 0.3515 Combl 7.3049 69 TS3x3x25 OK Axial-Bending 0 7367 ComM 2 0000 70 TS4x2x.25 OK Axial-Bending 0.5722 Comb4 0.0000 71 L4X4X3/8 OK Axial-Bending 0,5140 Combs 5 7628 72 L4X4X3/8 OK Axial-Bendmg 0.1664 Combs 0.0000 73 UX4X3/8 OK Axial-Beading 0.3136 Comb4 O.OOOO 74 1,4X4X3/8 OK Axial-Bending 02189 CombS 9.300S 75 • UX4X3/8 OK Axial-Bending 0.1869 Combs 9.6047 76 L4X4X3/S OK Axial-Bending 0.1486 Comb4 0.0000 77 UX3X3/8 OK Axial-Beading 0.4420 Combl 9.6974 78 L3X3X3/g OK Axial-Bending 0.6127 Comb4 9.3005 79 TS3x3x25 OK Axial-Bending 01939 Comb4 OOOOO 80 TS3x3x,25 OK Axial-Bending 0.2487 Comb4 0.0000 81 TS4x4x25 OK Axial-Bending 0.1759 Comb4 3.0000 82 TS4x4x.25 OK Axial-Bending 0,2323 Comb4 0.0000 83 TS4x4x.25 OK Axial-B«d)ng 0 1121 Comb4 3.0000 84 TS4x4x.25 OK Axial-Bending 0,1597 Corab4 0.0000 85 TS3x3x,25 OK Axial-Bending 0.0237 Comb4 2.0000 : 86 TS6x3x.2S OK Axial-Bending 0,4971 Corab4 7.5000 87 TS6x3x.25 OK Axial-BendiDg 0.4971 Comb4 0.0000 88 TS6x3x.25 OK Axial-Bending 0.4467 Corab4 7.5000 89 TS6x3x25 OK Axial-Bending 04467 Comb4 0.0000 i 90 MX4X3/8 OK Axial-Bending 0.7030 Corab4 9.6047 1 91 L4X4X3/8 OK Axial-Bending 0.1486 Coni1>4 9.3005 SELECTED LOAD COMBINATIONS Load Combination Code Check Total Live Dcjiendent Conditional Combl X - Combl X -- Comb3 X -- Corab4 X -- CombS X -- Comb6 X -- Corab7 X -- CombS X -- Comb9 X -- Z:\Kons Engineering Programs\Fran-.e Program Transfer Files\Legoland FL Lion Latest Rev.isicns 02/25/2014 7^1 J/2 Frame Static Analysis Report Project:: Legoland FL Left Arch San Diego (Z:\Moii5 Engineer...nsfer Fil«\Le£oUnd FL Lion Latest Revisions) CompEmy: Description: (New imported project) User Datc: 02/25/2014 05:34 PM Software: Digital Canal Frame Analysis & Design Frame Static Analysis Report for Lego,ii3.^d FL Left .Arch San Diego Paoe 2/52 2H( //£ P-D E L T A AN A L YSIS R E S U 1. T S I.OAD cauB CONVERGE CXCLE D--NORM r--NOBM CONVERGE-TOL MAX csrcuE AXIAL FORCE mK STIFFNESS POHER 1 YES 4 -. 1334e-005 5 2C23e-004 1 OOOCe-303 30 N C OOOOe+000 0 OOOOe+OOO 2 YES 4 1 4659e-Q05 4 3253e-004 1 OOOCe-003 30 N C OOOOe+OOO 0 OOOOe+OOO 1 YES 4 B 0859e-006 4 1456e-034 1 OOOOe-003 30 N 0 OOOOe+000 0 OOOOe+OOO 1 YES 4 3 6642e-005 7 3335e-004 1 OOOCe-003 30 N c OOOOe+OOO 0 OOQQe+300 c YES 4 7 83466-006 4 0476e-0Q4 1 OOOCe-003 30 N C OOOOe+OOO 0 OOOOe+OOO 5 YES 4 4 4C21e-006 1 6655e-004 1 OOOCe-003 30 N 0 OOOOe+OOO 0 OOOOe+OOO 7 IES 4 1 7582e-006 1, 4849e-004 1 OOOOe-003 30 N C OOOOe+OOO 0 OOOOe+OOO e YES 4 8 9O4 2e-O06 3 3702e-D04 1 OOOOe-003 30 N c OOOOe+OOO 0 OOOOe+OOO 9 YES 4 1 6278e-00€ 1 4039e-004 1 OOOOe-003 30 N 0 OOOOe+OOO 0 OOOOe+OOO STRUCTURE LOAD COMBINATIONS LIST OF FACTORS • CASES I,OKI COXB COKB C0K3 C0K3 COHB C0K3 C0K3 COMB COHB C.60 X CASE 3 0.60 X CASE 4 :OMDIimT;ON£: 1 fCombl) : 1.00 X CASE 1 + 1.00 X C^E 2 2 (Comb2) ; 1.00 X CRSE 3 (CombS) : 1.00 X CASE 4 (Comb4i : 1.00 X CASE 1 - 0.70 X a\SE i 0.70 X OUSE 6 0.60 X CASE 3 7 (Corab'/i : C. 60 X CASS 1 + 0.60 X CASE 4 8 (CouibBl : 0.60 X CASE 1 + 0.70 X CASE 5 9 (Comb9| : 0.60 X CASE 1 + 0.70 X CASE 6 5 (Combb) : l.OO.X CASE 6 (Coitlb6! : 0 . 60 X CASE NODE NO LOAD COMB NODAL DISPLACEMENTS <* Indicates Displacements Occur in Nodal Local System) DY DZ OX OZ 0.0000 0.0000 0.0000 O.OOOO 0.0000 O.OOOO 0.0000 0.0000 O.OOOO .0000 .0000 .0000 .0000 .0000 .0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 O.OOOO 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 O.OOOO 0.0000 0.0000 0.0000 -.69 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 O.OOOO 0.0000 0.0000 0.0000 0.0000 0.0000 O.OOOO 0.0000 Deg 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.oooo 0.0000 0.0000 O.OOOO 0.0000 O.OOOO 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Ijeg 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 O.OOOO O.OOOO O.OOOO 0.0000 0.0000 0.0000 Z:\Mons Engineering Programs\Frame Program. Transfer FiiesXLegoland FL Lion Latest Revisions 02/25/2014 Frame Static Analysis Report for Leqoland FL Z,ei;t Arch San ao Paqe 3/52 3 0 OOOO 0 OOOO 0 oooo 0 COOO 0 oooo 0 oooo /SI B 2 0 DOOO 0 oooo 0 OOCO 0 oooo 0 oooo c oooo • '' y.~ 3 0 OOOO 0 OOOO 0 OOCO 0 COOO 0 oooo 0 oooo 4 0 OOOO 0 oooo 0 OOCO 0 COOO 0 oooo 0 oooo 5 0 OOOO 0 OOOO 0 OOOO 0 COOO 0 oooo 0 oooo 1 6 0 OOOO 0 oooo 0 oooo 0 OOOO 0 oooo 0 OOCO n 7 0 OOOO 0 oooo 0 OOOO 0 COOO 0 oooo 0 oooo 8 oooo 0 oooo 0 oooo 0 OOOO 0 oooo 0 oooo 9 0 oooo 0 oooo 0 OOOO 0 oooo 0 oooo 0 oooo I Q oooo 0 oooo c oooo 0 oooo 0 COOO 0 oooo 0 oooo 0 COOO 0 oooo 0 oooo 0 COOO 0 oooo I NODAL DISP LACE M E N T 5 NODE LOAD <* Indicates Displacements Occur in Nodal Local System) • KO COMB DX DY oz OX OY OZ 0 OCiD 0 OCCC 0 coco c oooe 0 3000 c OOCD . 0 oooo 0 oooo 0 oooo 0 oooo 0 OOOO 0 OOCO b 0 oooo 0 oooo 0.0000 0 oooo 0 OOOO 0 OOCO • 6 0 oooo 0 oooo 0 oooo 0 oooo 0 OOOO 3 oooo 0 0003 0 oooo 0.0000 0 oooo 0 OOOO 0 oooo 0 oooo 0 oooo 0 oooo 0 ocoo 0 OOOO 0 OOCO • 5 0 oooo 0 oooo 0 oooo 0 oooo 0 OOCO 0 oooo Hi 1 0 oooo 0 oooo 0 OOOQ 0 oooo 0 oooo 0 OCOO 2 0 oooo 0 oooo 0 oooo c ocoo 0 OOCO 0 ocoo _ 0 oooo 0 oooo 0 OOOO c oooo 0 COOO 0 OCOO •'. 0 oooo 0 oooo 0 oooo 0 oooo 0 OOOO 0 ocoo • 0 oooo 0 oooo 0 OOOO 0 oooo 0 OOOO c OOOQ 6 0 oooo 0 oooo 0 oooo Q oooo 0 OOOO c ocoo 7 0 oooo 0 oooo 0.0000 0 oooo 0 OOOO 0 OOOO I 0 oooo 0 oooo 0 oooo 0 cooc 0 COOO c oooo • 9 0 oooo 0 oooo 0 oooo 0 COOO 0 OOOO c OOOO 5 0 oooo 0 oooo 0 oooo 0 oooo 0 OOOO 0 oooo H 2 0 oooo 0 COOO 0 oooo 0 oooo 0 OOOO 0 oooo • 3 0 oooo 0 oooo 0 oooo 0 oooo 0 oooo 0 oooo 4 0 oooo 0 COOO 0 oooo 0 oooo 0 OOOO 0 oooo 5 0 oooo 0 oooo 0 oooo 0 ocoo 0 oooo 0 oooo • 6 0 oooo 0 OOOO 0 oooo 0 oooo 0 oooo 0 oooo I 7 0 oooo 0 COOO 0.0000 0 ocoo 0 oooo 0.0000 8 0 oooo 0 GOOO 0 oooo 0 oooo 0 oooo 0 oooo 9 0 oooo 0 COOO 0 oooo 0 ocoo 0 oooo 0 oooo 1 0 oooo 0 COOO 0 oooo 0 oooo 0 oooo 0 oooo • 2 0 oooo 0 COOO 0 oooo 0 oooo 0 oooo 0 oooo 3 0 oooo 0 oooo 0 oooo 0 oooo 0.0000 0 oooo 4 0 oooo 0 OOOO 0 oooo 0 ocoo 0 oooo 0 oooo 5 0 oooo 0 oooo 0 oooo 0 ocoo 0 oooo 0 oooo • 6 0 OOCO 0 OOOO 0 oooo 0 oooo 0 oooo 0 oooo 7 0 oooo 0 oooo c oooo 0 oooo 0 oooo 0 oooo 8 0 OOOO 0 OOOO c oooo 0 oooo 0 oooo 0 oooo I 9 0 oooo 0 oooo 0 oooo 0 oooo 0 oooo 0 oooo 1 0 OOOO 0 OOOO 0 oooo 0 oooo 0 oooo 0 oooo 2 0 oooo 0 oooo 0 oooo 0 oooo 0 oooo 0 oooo H 3 0 OOOO 0 OOOO 0 oooo 0 oooo 0 oooo c oooo • 4 c oooo 0 oooo 0 oooo 0 oooo 0 oooo 0 oooo b 0 oooo 0 OOOO 0 oooo 0 oooo 0 oooo 0 oooo 6 0 oooo 0 oooo 0 oooo 0 oooo 0 oooo 0 oooo • 0 oooo 0 OOOO 0 oooo 0 oooo 0 oooo 0 oooo 8 0 OOCO 0 oooo 0 oooo 0 oooo 0 GOOO 0 OOCQ 9 0 oooo 0 OOOO 0 oooo 0 oooo 0 oooo 0 oooo • 1 -0 01c6 -0 0054 -c 0007 -0 0304 -0 0022 0195 • 2 -0 0136 -0 0042 -c 002B -0 0256 0 0099 0190 • 3 -G 0112 -0 004C -c 0007 0286 -0 0008 0196 1 Z:\Mons Engineering ?rograir,s\ Frame Program Transfer FilesM egoland FL Lion Latest Revisions 02/25/2014 - Frame Static Analvsis Report for Legoland FI, left A rch San Diego Paae 4/52 4 -0 0089 -0 C024 -0 0084 -0 0504 O.C280 -0 •0"^ or 1 _ 5 -C 0054 -0 0025 -0 OOOB -0 0316 -0.0032 -0 .0214 ZvD I 1 r, • 6 — ^ 007 6 -0 0023 -0 0026 -0 0142 O.OlOB -0 0119 ^ I 1 £-~ 7 -0 0C53 -0 0021 -0 OOCS -c .0173 0.0003 -0 .0125 8 -0 0030 -0 0005 -c 0031 -C 0391 0.C2B3 -a .0105 9 0 0005 -0 0005 -c OC05 -0 0202 -0.0024 -2 .0142 I 1 -0 0192 -0 0068 -c 0C26 C C202 0.0189 -0 .0305 2 -c 0182 -0 0067 -c 0043 0 0139 0.0235 -0 .0290 NODAL DISP LACE MEN! S NODE LOAD {* Indicates Displacements Occur in Nodal Local System) H NO COMB DX DY DZ OX OY oz 3 -0 0132 -c 0052 -0 C021 0 0196 c.ciec ~c 02 9; ! -0 0225 -0 0086 -0 0100 -0 0011 0.0504 _r 0332 1 5 -0 0063 -0 0033 -0 0015 0 0228 0.0191 -C 0317 • 6 -0 0113 -0 CC42 -0 0034 0 0062 0.0168 -C 0179 -! -0 0064 -0 C027 -0 0012 0 one O.0O93 -0 0185 8 -c 0156 -0 0062 -0 0091 -0 0088 0.3435 -0 0222 9 c 0006 -0 COQg -0 0006 c 0151 O.0123 -0 0207 il 1 -0 0179 -0 0023 -0 0026 -0 0C94 -0.0089 0 0206 2 -0 0169 -0 0032 -0 0069 -0 0179 -0.0081 0 0192 •j 3 -0 0126 -0 0031 -0 0027 -0 OOBI -0.0063 0 0146 • 4 -0 0213 -0 0058 -0 0180 -0 0543 -0.C109 0 0260 5 -0 0066 -0 0048 -0 0035 -0 0085 -0.CQ16 Q 0058 6 -0 O105 -0 0023 -c 0060 -0 0147 -0.C050 0 0121 7 -0 0062 -0 0022 -c 0017 -c 0049 -0.C032 0 0075 • 8 -0 0143 -0 004 9 -c 0171 -c 0510 -0.0078 0 0189 9 -0 0002 -0 0039 -c 0026 -c 0053 0.0015 -0 0012 1 -0 0157 -0 0016 -0 0005 -0 0099 0.C014 0 0127 I -0 0127 -0 0007 -c 0053 _n 0163 -0.002 9 0 0097 3 -0 0139 -0 0023 -0 0005 -B CO 97 -0.0004 0 0076 -c 0079 0 0014 -0 0164 — u C550 -0.0010 0 0C59 5 -0 0058 -0 0036 -0 0008 -0 0131 -0.0056 -0 0CC2 • 6 -0 0071 -0 0001 -0 0052 -0 C125 -0.0034 0 0054 7 -0 0053 -0 0017 -0 0004 -0 C060 -0.0008 0 0035 •• -Q 0023 0 0020 -0 0162 -0 C512 -0.0015 C 0017 _ ' -0 0002 -0 0030 -0 0006 -0 C064 -0.0061 -c 0045 1 -0 0127 -0 0255 -0 0089 0 C015 -0.0234 0032 2 -0 0118 -0 0245 -0 0170 -0 0049 -0.0163 -c 0035 3 -0 0063 -0 0229 -0 3081 -0 0023 -0.0182 -G 0055 4 -0 0149 -0 0295 -0 046S -0 0235 -0.0012 -0 0046 b 0 0022 -0 C216 -0 0083 -0 O037 -O.CObB -0 0105 -0 0073 -0 C153 -0 0138 -0 0052 -0.0080 -0 0023 7 -c 0018 -0 C137 -0 004 9 -0.0026 -0.0099 -0 0043 8 -c O104 -0 0203 -0 0436 -0 0238 O.0O72 -0 0034 9 0 0067 -0 0126 -0 0051 -0 0059 0.3025 -0 0093 14 1 -c 02 96 -0 0285 -0 0039 -c 004 8 -0.3417 0 0068 _ 2 -c 0259 -0 0264 -0 0170 -0 0D43 -0.3349 0 0064 I 3 -c 0157 -0 0237 -0 0081 -c 0085 -0.0339 0 0027 • 4 -0 0256 -0 0300 -0 0469 -0 0316 -0.3256 0 0C95 c; 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-0 1B2B 0 0772 0 1318 1 -4 3765 13 8334 8096 -0 1350 0 0422 0 4128 REACT ION SDMM A R Y B LOAD s n M 0 F APPL IED LOAD S SDM OF R E ACTIONS B COMB PX PY PZ PX PY PZ M Dr-itE K K K K 1 0 OOOO -68 9936 -0 OOOO 0 OOOO 68 9936 -0 OOOO 2 0 oooo -63 .0401 -5 4345 -0 OOOO 63 0401 5 4345 _ 3 5 5296 -63 .0401 0 OOOO -5 5296 63 0401 0 OOOO 1 0 OOOO -63 .0401 -14 6537 -0 OOOO 63 0401 14 6S37 B 14 6537 -63 .0401 -0 OOOO -14 6537 63 0401 -0 OOOO 6 -0 OOOO -37 . B241 -5 4345 0 OOOO 37 8241 5 4345 7 5 52 96 -37 . 8241 0 OOOO -5 5296 37 8241 0 OOOO B 0 OOOO -37 .8241 -14 6537 0 .0000 37 8241 14 6537 • 14 6537 -37 .8241 -0 OOOO -14 6537 37 8241 0 OCOO [ Z:XMons Engineering ProgramsXFrame Program Transfer FilesXLegoland FL Lion Latest Revisions 02/25/2014 ffi Patrell Engineering Group, Inc. 751 Sunny Grove Ln. Giendora, CA 91741 PH: (626) 336-4362 FAX: (626) 963-4812 Project: Engineer: Date: Sheet 15 of I^Z LOAD COMBINATIONS - CBC 2013 SECTION 1605.3.1 Strength Desiqn COMB 1 = 1.2 X DEAD + 1.6 x LIVE (FORMULA 16A-2) COMB 2 = 1.2 X DEAD + 1.0 x WIND - NS (FORMULA 16A-4) COMB 3 = 1.2 X DEAD + 1.0 x WIND (FORMULA 16A-4) EW COMB 4 = 1.2 x DEAD + 0.5 x LIVE + 1.0 x SEISMIC - NS (FORMULA 16A-5) COMB 5 = 1.2 X DEAD + 0.5 x LIVE + 1.0 x SEISMIC - EW (FORMULA 16A-5) COMB 6 = 0.9 X DEAD + 1.0 x WIND (FORMULA 16A-6) NS COMB 7 = 0.9 X DEAD + 1.0 x WIND (FORMULA 16A-6) EW COMB 8 = 0.9 X DEAD + 1.0 x SEISMIC (FORMULA 16A-7) NS COMB 9 = 0.9 X DEAD + 1.0 x SEISMIC (FORMULA 16A-7) EW NODE NO LOAD COMB REACTIONS (• Indicates Reactions Occur in Nodal Local System) PY PZ MX K -Ft 7.5123 7.5977 ,5.4492 10.8875 4.3174 5.9561 3.8103 a.9262 2.3713 22.5B26 22.8510 15.8234 31.9084 11.1992 17.9172 10.8981 26.0201 5.3528 2.6467 2.8810 1.8379 3.9833 1.2819 2.3040 1.2605 3.3003 0.5971 -0.0394 -0.0394 -0.0194 -0.1516 0.0098 -0.0308 -0.0108 -0.1414 0.0201 0.0780 0.0509 0.0602 0.0158 0.0238 0.0333 0.0426 -O.OO40 0.0033 -0.8139 -0.7597 -0.6170 -0.9728 -0.4812 -0.5814 -0.4389 -0.7 615 -0.2708 3.8343 3.4242 1.9911 4.3486 0.4916 2.5992 1.1684 3.3387 -0.5064 -0.4 212 3.3929 3.7537 9.2484 8.9542 3.4070 3.7649 9.4083 9.0999 0.6588 1.8275 0.9839 3,8725 1.5134 1.6724 0.8291 3.7051 1.3479 0.1189 0.1075 0.0952 0.0274 0.1019 0.0805 0.C68 7 -0.0035 0.0714 0.196b 0.184 4 0.1525 0.2526 0.1275 0.1412 0.1093 0.2018 0.0767 -0.4971 -0.4721 -0.3782 -0.5610 -0.2889 -0.3595 -0.2657 -0.4330 -0.1614 2.3611 1.8670 0.7821 1.2226 -0.5833 1.3625 0.2763 0.6131 -].1995 1.8434 -1.4490 5.4873 -7.6408 10.05X6 -1.9258 5.0086 -8.07 64 9.6107 -1.0621 0.8600 -1.3441 3.1044 -1.9151 1.0997 -1.1034 3.3702 -1.6450 -0.2257 0.3523 -0.1746 -0.2240 -0.1671 0.4028 -0.1240 -0.1662 -O.IOOB -0.1649 -0.0B20 -0.1159 -0.0763 -0.0854 -0.0455 -0.0794 -0.0337 -0.0429 -0.5741 -0.4711 -0.4363 -0.4658 -0.3370 -0.3432 -0.3063 0.3192 -0.1899 6.373B 4.4998 4.5276 1.8481 3.5119 3.1110 3.1353 0.2160 1.8621 18.5822 13.0293 12.6590 5.7965 8.7046 8.9696 8.5949 1.0161 3.8983 -2.2432 -1.0397 -1.4824 -0.4935 -0.9006 -0.5473 -0.9910 0.0912 -0.3205 -0.0277 0.5114 -0.0390 0.1409 -0.0839 0.5182 -0.0321 -0.1342 -0.0769 -0.1129 -0.1522 -0.0940 -0.1611 -0.OS7O -0.1278 -0.0696 -0.1320 -0.027 9 -0.6539 -0.5277 -0.4729 -0.4537 -0.3119 -0.3856 -0.3308 -0.2B47 -0.1426 5 Wjl J_f/*SL-, f OO V H & -7,5111 -7.5999 -7.6145 -10,8494 5.9766 8.8884 7.4090 22.6151 22.8720 23.4302 31.8988 29.8947. 17.9306 18.4931 26.0022 24.0225 2.7203 2.9519 2.8300 4.0410 3.6150 2.35B6 2.2357 3.3391 2.9084 0.2323 0.2233 0.2234 0.1162 0.2549 0.1720 0.1721 0.0564 0.1950 0.0333 0.0333 0.0313 0.1161 -0.0066 0.0254 0.0234 0.1073 -0.03 50 0.7513 0.7217 0.7471 0.8244 0,9545 0.5574 0.5829 0.6291 0.7596 Frame Static .Analysis Report for Leqoland FL Left Arch San Diego SD Page 2/2 1 -3.8359 2 -3.4240 3 -4.5445 4. -4.3607 .i>J^fflM-^^-^6-3931 -2.596 3 -3.1199 -3.3505 -5.3902 -0.4388 3.3898 -3.6977 9.2990 -9.1641 3.40B3 -3.6769 9.4 6.31 -8.9930 3.6111 1.7855 0,2238 3.8360 -0.28 94 1.6410 0.0802 3.6809 -0.4407 -0.0862 -0.07T1 -0.0872 -0.1984 -0.1/0 7, -0,0584 -0.0684 -0.1761 -0.0978 -0.0637 -0.0602 -0.0630 -0.1218 -0.0788 -0.0459 -0.0487 -0.1056 -0.0624 0.3621 0.3361 0.3930 0.4048 0.5164 C.2535 0.3106 0.3115 0.4238 -2.3611 -1.8755 -3.2333 -1.2474 -4.8291 -1.3705 -2.7264 -0.6390 -4.2104 1.8077 -1.4819 -1.5464 -7.75B4 -6.2004 -1.9509 -2.0136 -8.1845 -6.6163 -1.0297 0.8847 -0.5681 3.1332 -0.0459 1.1176 -0.3348 3.3905 0.2135 -0.1337 0.3899 -0.1345 -0.2845 -0.1368 0.4206 -0.1039 -0.2505 -0.1026 0.0888 0.0307 0.1005 0.0540 0.1324 0.0109 0.0807 0.0309 0.1094 0.5610 0.5084 0.6966 0.4770 0.7759 0.3827 0.4707 0.3335 0.6316 -6.3704 -4.4894 -6.5738 -1.84 93 -8.0976 -3.1015 -5.1834 -0.2180 -6.4517 18.6026 13.0441 19.7387 5.8730 25.1853 S.98O0 15.667i 1.0873 20.3612 -2,3017 -1.0934 -2.4809 -0.5431 -3.2592 -0.5385 -1.9762 0.0568 -2.6609 -0.2729 0.2941 -0.2455 -0.3404 -0.2722 0-3540 -0.1B56 -0.2699 -0.2016 0.0298 0.084 3 0.0296 0.1193 0.0690 0.0783 0.0237 0.1112 0.0612 0.5517 0.4528 0.5591 0.3477 0,7506 0.334O 0.4402 0.2050 0.6072 Z: XMons F.ngineering ProgramsXFrame Program Transfer F.i lesXi.egoland FL Lion Latest Revisions 02/26/2014 _ Patrell — Engineering Group, Inc. 75^ Sunny Grove Ln. 3lendora,CA 91741 PH : (626) 335-4352 FAX: (626) 963-4812 Engineer Date: Sheet. _l£i_of ^ BEAM SPLICE PLATE DETAIL l2x9xJit' PLATE d PER SIDE; C4; 0 A325 BOLTS I © Patrell — Engineering Group, inc. 751 Sunny Grove In, Giendora, C.A 91741 PH: (626) 335-4362 FAX: (626)963-4812 Project: Engineer: _ Date; 2/2oH Sheet 1^ of //^ /^, EEuGv^iE'jr (4)5 U3D*^'=T CA-SS 4 A 32 5 6o Per- BOUT '1SI(D lb j A f^us " 2-37^ /b ^n^i m/4 - 330I Ik X 12"/'/ - 4-4D / ^"T'"" lb + 22DI Ib = 4-5SD lb 6"! ^-ee^ • 13.503 lb 6220fo ' ^/ I.O lb © Patrell 751 Sunny Grove Ln. Giendora, CA 91741 Engineering Group, Inc. PH : (626) 335-4362 FAX: (626) 963-4812 Engineer: Date; Sheet _2Q_of BASE PLATE DETAIL 21x21x%' BASE PLATE HSS 4x4x)i' COLUMN r %' <l>xe>' Mlh4. EMB. V THREADED RODS UJ/ HILTI ^r-200 BFOxr f ESR 3i&i; © Patrell -=— Engineering Group, Inc. 751 Sunny Grove Ln. PH: (626) 335-4362 Giendora, C,^ 91741 FAX: (626) 963-4B12 Project: FoC^ AlKm^^j Engineer: , t4f'f Date: tlTOH Sheet ^ of //2 A. 9 6, feTS lb / g)" 2-3 5°! ib \/p^fXiNl6H 4201 lb ^ 'x46)De^^ 2^^^ Ib V" "T^utouj --^ 255q Ib T- ^m ly ^ 2656 !b 2^ 3 lt> 2<JPS& lb 3 VI Frame Static Analysis Report for Ijegoland FL Left Arch San Diego Page 52/52 vid^-oT O'se Foo. vJ^uQ e^Cou B^g ^^1 '^^ BODE NO REACTIOHS <* Indicates Reactions Occur in Modal Local System) COHB PZ FZ MX My KZ 9 1 1619 317C - G 1746 -ti 0E31 -0 0171 -0 0 854 1 -6 0500 IB 2033 2 1899 0 1878 0 027« 0 60S1 2 -6 0788 38 2862 2 3210 0 1817 0 0273 0 58S0 3 -6 0890 18 6225 2 2474 0 1816 0 0261 0 6002 4 -8 239B 24 2707 3 0670 0 1026 0 0B50 0 6422 S -7 2002 22 8737 2 7651 0 1997 -0 0008 0 7333 6 -3 8959 11 7194 1 5317 0 1134 0 0168 0 3666 7 -3 9090 12 0591 1 4573 0 1136 0 0156 0 3819 -6 0466 17 6831 2 2797 0 0343 0 0744 0 4234 9 -5 D210 16 3053 1 9742 0 1314 -0 0113 0 5148 / 8 1 -3 0724 -0 2482 D 5059 -0 0692 -0 0517 0 2948 ^ 2 -2 6120 2 0551 1 2091 -0 0635 -0 0495 0 2783 3 -3 4846 -2 1962 0 2724 -0 0695 -0 0511 0 3125 4 -3 3571 6 6232 2 7571 -0 1462 -0 0916 0 3197 n -4 7B16 -6 2911 -0 1284 -0 0914 -0 0613 0 39B2 6 -1 7169 2 0624 1 0151 -0 0366 -0 0304 0 1684 7 -2 3904 -2 1871 0 0791 -0 0447 . 0 0320 0 2027 8 -2 2560 6 6329 2 5613 -0 1215 -0 0726 0 2094 *••.,, 9 -3 6861 -6 2759 • 0 3212 -0 .0665 -0 0422 0 2884 ,'V' -— 7 1 -1 8913 1 S560 -0 8424 -0 .1088 0 0718 0 4550 2 -1 .6910 -0 41B6 0 3086 0 .2056 0 036 7 0 4221 3 -2 4048 -0 4564 -0 5629 -0 .1090 0 078S 0 4749 4 -1 0657 -s 1304 2 0831 -0 .2129 0 0460 0 38B4 5 -3 5663 -4 0300 -0 1413 -0 .1094 0 1O08 0 5970 6 -0 9203 -1 0S8B 0 6212 0 .2464 0 0104 0 2546 7 -1 .7326 -1 0951 -0 2E00 -0 .3683 0 0522 0 3073 8 -0 4009 -5 7723 2 3938 -0 .1723 0 0196 0 2213 9 -2 .8937 -4 6641 0 1710 -0 .0687 0 0745 0 4293 8 1 - 5 1340 14 9856 -1 8534 0 2201 0 0235 0 4430 2 -3 9869 11 5973 -1 1215 0 1209 0 0561 0 3818 3 -5 2366 IS 6ioe -1 9S40 -0 .2029 0 0233 0 44SS 4 - 1 8612 5 7S6S -0 5802 -0 .2625 0 0852 0 2895 -6 2271 19 2512 -2 4812 -0 2148 0 DS02 0 S710 6 -2 .1375 6 1890 -0 4509 0 .2006 0 0481 0 2238 7 -3 3852 10 1965 -1 2636 -0 .1231 0 0154 0 2874 5 -0 0217 0 3683 0 0922 -0 .1828 0 0772 0 1318 9 -4 3765 13 8334 -1 8098 •0 .1350 0 0422 0 412B REACT ION SUH MARY S D MOT APPt IES LOAD s SUM OF K E ACTION s 1 0 OOOO -68 9936 -C DOOO 0 OOOO 68 9936 -0 OOOO 2 0 oooo -63 0401 - 5 434S -0 OOOO 63 0401 5 4345 3 5 5296 -63 0401 0 OOOO -5 5296 63 0401 0 OOOO 4 0 oooo -63 0401 -14 6537 -0 OOOO 63 0401 14 6S37 5 14 6537 -63 0401 -0 OOOO -14 6537 63 0401 -0 OOOO 6 -0 OOOO -37 B241 -5 4345 0 OOOO 37 S241 5 434S 7 5 5296 -37 8241 0 OOOO -5 5296 37 B241 0 OOOO 6 D OOOO -37 8241 -14 6537 0 OOOO 37 B241 14 6537 9 14 6537 -37 8241 -0 OOOO -14 6S37 37 6241 0 OOOO Z:\MonE Engineering Programs\Frarae Program Transfer FilesXLegoland FL Lion Latest Revisions 02/25/2014 www.hilti.u5 Company: Spedfier: Address: Phone I Fax: E-Mail: Profis Anchor 2.4.6 Patrel! Engineering Group MJK 751 Sunny Grove Lane 626-335-43621626-963-4812 monica@patreil.com Specifier's comments: Base Anchorage Page: Proiect: Sub-Project I Pos. No,: Date: 1 Rocl< Ardway Le^land, SD 2/26/2014 2- 1 Input data Anchor type and diameter: Effective emtiedmait depth: IMateriai: Evaluation Service Report: Issued I Vsdid: Proof: Stand-off installatim: Anchor plate: Profile: Base material: Instaiiation: Reinforcement HIT-HY200* HAS3/4 h.f,a = 6.000 in. (hrf.M = - in.) 5.8 ESR-3187 1/1/2014 1 3/1/2014 design method ACi 318 / AC308 et = 0.000 in, (no stand-off); t = 0.750 in. I, X ly X t = 21,000 in. X 21.000 in. x 0.750 in.; (Recommended plate thicl<ness: not calojlated) Square HSS (AISC); (L x W x T) = 4.000 in. x 4,000 in. x 0.250 in. uncracked concrete, 3000, f^' = 3000 psi; h = 18.000 in.. Temp, short/long: 32/32 °F hammer drilled hole, installation concfition: dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat C, D. E, or F) yes (D.3.3.6) Geometry [in.] & Loading [ib, ftib] Lows Fk)H t)'mEKi6TM Dmelt^j NODE ^'KQ. n 11 Input data and resulU murt be cheeked for aBreemenl with t» exirtng conditions and for plauslMHirl PROFIS Ancfior (c) 2DB3-2009 HMI AG. Ft-B«B4 Schaan HIIS Is a rsfllstersd TradBmai* of HUti AG, Schaan www.hiltl.us Profis Anchor 2.4.6 Cofnpany: Specifier: Address: Phone I Fax: E-IUIail: Patrell Engineering Group MJK 751 Sunny Grove Lane 626-335-4362 | 626-963-4812 monioa@patreil,com Page: Project: Sub-Project I Pos. No.; Date: Rock Archway Legoland, SD 2/26/2014 m nz 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) O7 ichor Tension force Shear force Shear force x Shear force y 1 1099 800 799 -36 2 1214 800 799 -36 3 1307 800 799 -36 4 1192 800 799 -36 5 984 800 799 -36 6 1260 800 799 -36 7 1031 800 799 -35 8 1078 800 799 -36 Tension max. concrete compressive strain: - pw] max. concrete compressive stress: - [psi] resulting tension fbrce in (x/y)=(0.275/-0.676): 9164 [Ib] resulting compression force in (x/y)=(0,000/0.000): 0 [Ib] 3 Tension load Load N„, [Ib] Steel Strength* Bond Strength** Concrete Brealtout Strength** * anchor having the highest loading 1307 9164 9164 •anchor group (anchors in tension) Capacity ^„ [Ib] Utilization pn = N^J^Hn Status 6305 15689 13601 21 59 68 OK OK OK 3.1 Steel Strength N„ = ESR value Variables refer to ICC-ES ESR-3187 ACI 318-08 Eq, (D-1) AscN [in.' futa [psi] 1 Calculations N.. [Ib] 24250 Results N.„ [Ib] 0 33 72500 24250 0-650 0,400 » N.3 [lb] N.. [lb] 6305 1307 Input data and results rnust be cfiecked for agreement with tha exrsti.ng conditions and for plausibility! PROFIS Anctior ( c) 2003-2009 Hilti AG, FL-9494 Scfiaan Hilti is a rasistered Trademark of Hilt AG, S*aan www.hiltl.us Profis Anchor 2.4.6 Company: Spedfier. Address: Phone 1 Fax; E-Mail; Patrell Engineering Group MJK 751 Sunny Grove Lane 626-335-4362 | 626-963-4812 monioa@patrell.com Page: Project: Sub-Project 1 Pos, No.: Date; 3 Rock/\rchway ^ Legoland, SD 2/26C014 ^ 3.2 Bond Strangth Nag = (^^) ¥M,Ha Wa t(».c.No V/ptit l^ao ^ N,g a Nu, A«. = see ICC-ES AC308, Part D.S.3.7 Scj.Na Ci:r,Ma " =cr,Ne = 20d-Vi^s3hrt ' 2 t|i«i.N, =0.7+ 0.3(1^) Sl.O Wf(, =M'flJ«>*[(^)' •{1-Wao)] 2= 1-0 t|/s.iM.o = vH- [(VH-1) • C-^^)''^l a 1.0 l \Tk.mai.c/ J -tkj™,,£ = -^r^ 'v'hrf • f'c Scr,N» J NaO = Tke • aitBsis ' Kbond * n ' d ' h^i Variables [psij rpn.] ICC-ES AC308 Eq. (D-16b) ACI 318-08 Eq. (D-1) ICC-ES AC3D8 Eq. (D-16C) ICC-ES AC308 Eq. (D-16d) ICC-ES AC308 Eq. {D-16e) ICC-ES AC308Eq. (D-16m) ICC-ES AC308Eq. (D-16g) ICC-ESAC308Eq. (D-16h) ICC-ES AC308 Eq. (D-16r) ICC-ES AC308Eq, (D-16j) ICC-ES AC308 Eq, (D-16D haf [in.] C w^ pn.] s.»8lin,] [psi] 1880 K 0.750 4 [psi] 6.000 in. 21.000 ec2,K [in.] 9.000 c,c [in.] 188C 24 Calculations S,,Na [in-l 17.078 1.000 Results N«,[lb] 3000 Ccr,N» [in.] 8.539 80459 1.000 0.276 AMaPa'j 0,676 AN.0 [in.'l 1229.63 291,56 0,969 0.650 0.750 0.927 <j)nonducMle 8,969 Mfed.Na 1.000 H<p,Kla 0.400 1,000 i|)N.g[lbl 1,00 Tk.rrBa: [psi] 1357 N,o[lbl 21258 N„. [ib] 0.800 15689 9164 Input deta and resutts must be checked for agraament wHfi tha existing conditions and fbr piaysit>iiityl PRORS Anchor (c) 2003-2009 Hilti AG, FL-9434 Schaan Hilli ia a nagistenad Trademark of Hilli AO. Schaan www.hiiti.us Profis Anchor 2.4.6 Conpany: Specifier: Address: Phone I Fax: E-Mail: Patrell Engineering Group MJK 751 Sunny Grove Lane 626-335-43621626-963-4812 monica@patrell,com Page: Projeot: Sub-Project I Pos. No.: Date: Rock Archway Legoland, SD 2/26/2014 3.3 Concrete Breakout Strength (jl Ncbg * Nua ANC see ACI 318-08, Part D.5.2.1, Fig. RD,5.2.1(b) ANCO =9h5, =0-7*0-3(^)si,0 ^^cp^ =MAx(^,lg.f)si.o K Variables h„[in.j eci,N [in.] ec2.M [in,] ACI 318-08 Eq. (D-5) ACI 318-08 Eq (D-1) ACI 318-08 Eq. (D-6) ACi 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) [in.] 6.000 0.275 0,676 21,000 1-COO c,« [in] 8-9S9 24^ 4 [psi] 3000 Calculations ANC [in.'] 1296.00 Results 69751 Awcflpn.^ 324.00 0cr)nct«t« 0.650 0.970 0,750 t|lac2,f« 0-930"^ 4*noiiduc(ii9 0.400 V{/<d.N IOOO' 0 Naig [li>] 1.000 N,„ [Ib] Nb[lb) 19320 13501 9164 Input cteta and retUts must be checked for agr&ement with the existing conditions end for plauslbliiiyi PROFIS Anchor ( c) 2005-2039 HHtJ AG. Pt-e494 Schaan Hilti is a registered Trademark vi Hilti AG. Schaan www.hiltl.us Profis Anchor 2.4.6 Company; Specifier Address: Phone I Fax: E-Mail: Patrell Engineering Group MJK 751 Sunny Grove Lane 626-335-4362 | 626-963-4812 nnonioa@patrell.com Page: Project: Sub-Project 1 Pos. No.: Date: Rock Archway Legoland, SD 2/26/2014 HZ 4 Shear load Load V„, [Ib] Steel Strength' 800 Steel failure (with lever arm)* N/A Pryout Strength (Concrete Breakout 6400 Strength controls)** Concrete edge faiiure in direction y-** 6400 * andior having the highest loading **anchor group (relevant anchors) Capacity [Ib] Utilization py = Vi^J^Vn Status 4.1 Steel Strength Vi, = av.»ols (ri ^-^ Ajo^V 'uia) Variables Asa V [in.' refer to ICC-ES ESR-3187 ACI 318-08 Eq. (D-2) U [psi] 1 Calculations 10185 Resutts V» [Ib] 0.33 72500 0.700 10185 _<|>8ISB|_ »V..[li3] 0.600 0,400 2444 2444 N/A 32457 10251 33 N/A 20 63 OK N/A OK OK (n 0.6A^.,vfute) [lb] 14550 V„„ [Ibj 800 4.2 Pryout Strength (Concrete Breakout Strength controls) /AN, Vcpg = kcp [(^j^) Vec.N t|;ad,N tfcJM tpcp.N Nbj (t>Vcpi,aV^ Afjc see ACI 318-08. Part D.S.2.1, Fig. RD.5,2.1(b) ANCO =9hrt VocN V«d.N Sl.O »'(^) = 0.7 + S1.0 =MAX(^.^)S1.0 Nt =K:\€^hl? Variables 1^ h« [in.] ACl 318-08 Eq. (D-31) AC! 318-08 Eq. (D-2) ACi 318-08 Eq. (D-6) ACI 318-08 Eq. {D-9) ACI 318-08 Eq. (D-11) ACl 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) ec2.H [in.] 0, nir [in,] 6.000 0,000 0.000 21.000 Cc [in-l i [psi] 1.000 8,969 24 3000 Calculations ANC [in,^] 1296-00 Results y™[!M_ 154557 ANCO [in.' 324,00 0,700 $ic1.hL_ 'T:o6d 0,750 1000 0.400 i|red,H ,000 Uep,N [lb] 1,000 Vu. [Ib] 19320 32457 6400 Input data and reauRs must fae checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor (c) 2003.2003 Hiiti AG. FL-9494 Scfiaan Hilli is a registerBd Trademark of Hiiti AG. Schaan IHIIU www.hitti.us Profis Anchor 2.4.6 Company: Specifier: Address: Phone I Fax: E-Mail: Patrell Engineering Group MJK 751 Sunny Grove Lane 625-335-4362 | 626-963-4812 monlca@patrell.com 4.3 Concrete edge failure in direction y- '^VcO, ^Cbg - {M'acV Ved.V l(fc.V tf/ti.V l|/p>r«llal.V Vb ijiVcbgaVu, Ave see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) 4.5 Avoo VacV fod.V Vb Sl.O = 0.7 + S1.0 = (7(^)°%^;).^c:f Variables Cat [in] Ca2 [in.] ecv [in.] 14.000 21,000 0,000 ACl 318-08 Eq. (D-22) ACl 318-08 Eq. (D-2) ACl 318-08 Eq, {D-23) ACl 318-08 Eq, (D-26) ACI 318-08 Eq. {D-28) ACI 318-08 Eq. {D-29) ACI 318-08 Eq. {D-24) >|/cV Page: Project Sub-Project 1 Pos. No.: Date: ha [in.) Rock Archway Legoland, SD 2/26/2014 l/Z 1,400 18,000 da [in.] fc[PSi] Vparailal.v 5,000 1.000 0,750 3000 1.000 Calculations 1080,00 Results V, [Ib] 48815 AvcQ [in. ] 882 00 ^concmte_ '0.700 VDC.V 1.000 0.750 1.000 ijinonductiia 0,400 Vh.V 1.080 [Ib] 10251 26353 VUBM 6400 5 Combined tension and shear loads 0,574 Ptfv = pfe+|39<=1 0,624 5/3 [%] status 98 OK Input data and results must be cfieckod for agreement with the existing condilions and for plausibiiiiyl PROFIS Anchor ( c) 2003-2009 HiW AG, FL-B494 Scfiaan Hilli is a registered Trademark ol HilS AG, Sciiaan www.hiltl.us Profis Anchor 2.4.6 Company: Specifier Address: Phone I Fax: E-Mail: Patrell Engineering Group MJK 751 Sunny Grove Lane 626-335-4362 j 626-963-4812 monica@patrell.com Project: Sub-Project I Pos. No.: Date: Rock Archway Legoland, SO 2/26/2014 l/Z 6 Warnings • To avoid failure of the anchor plate the required thickness can be cateulated in PROFIS /Vnchor, Load re-distributions on Oie anchors due to elastic deformations of the andior plate are not considered. The anchor plate is assumed to be suffidently stiff, in order not to be deformed when subjected to the loading! • CoTKirtion A applies when supplementary reinforcement is used. The 0 factor is Increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strertgth. Refer to your local standard. • Design Strengths of adtiesive anchor systems are influenced by the deaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for deaning and installation instrudions • The ACI 318-08 version of ttie software does not account for adhesive anchor spedal design provisions conesponding to overhead applications. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standardi • An anchor design approach for strudures assigned to Seismic Design Category C, D, E or F is given in ACI 318-08 Appendix D, Part D.3.3.4 that requires the goveming design strength of an anchor or gn3up of anchors be limited by ductile steel failure. If this is NOT the case. Part D.3.3.S requires that the attachment that tfie anchor is conneding to fhe stmdure shall be designed so that the attachment will undergo ductile yieWing at a toad levei con-esponding to anchor forces no greater than the controlling design strength, in lieu of D.3.3.4 and D.3.3.5, the minimum design strength of the andwrs shall be multiplied by a redudion fiador per D.3.3.6. An altemative anchor design approach to ACl 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains 'Exceptions" that may be applied in lieu of D,3-3 fbr applications involving "non-strudural components" as defined in ASCE 7, Sectkjn 13.4.2. /\n alternative anchor design approach to ACl 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 fbr applications involving "wall out-of-plane forces" asdefined in ASCE 7, Equation 12,11-1 or Equation 12.14-10. • It is the responsibility of the user when inputting values for brittie reduction fadors (<i„o„4,c«ia) different than those noted in ACI 318-08, Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08, ASCE 7 and the goveming building code. Selectk?n of ^iMiducii. = 1 0 as a means of satisfying ACI 318-08, Part D.3.3,5 assumes the user has designed the attachment that the anchor Is conneding to undergo dudile yielding at a force level <= the design strengths calculated per ACl 318-08, Part D.3.3.3. Fastening meets the design criteria! Input data and rasuts must be checked for agreement wSW tFss ft^cstng CESfiditions and for plausibilityl PROFIS Anchor [ c > 20D3-2009 Hitti AG, Schsan Hilli is a regislereid Tradomark of Hilt AG, Schaan www.hiltl.us Profis Anchor 2.4.6 Company; Specifier: Address: Phone I Fax: E-Mail: Patrell Engineering Group MJK 751 Sunny Grove Lane 626-335-4362 | 626-963-4812 monica@patrell.com Page; Projed: Sub-Projed I Pos. No.; Date; 7 Installation data Anchor plate, steel; - Profile; Square HSS (AISC); 4.000 x 4.000 x 0.250 in. Hole diameter in the fixture: df = 0.813 in. Plate thickness (input): 0.750 in. RecommerKled plate thickness: not calculated Cleaning: Premium deaning of the drilled hole is required 8 Rock Archway Legoland, SD 2/26/2014 //2, Anchor type and diameter HIT-HY 200 + HAS, 3/4 Installation torque: 100.000 fllb Hole diameter in ttie base material: 0.87S in. Hols depth in the base material: 6.000 tn. Minimum thickness ofthe base material: 7.750 in. 1Q50& v.y'6 1.500 9.000 9.000 1,500 Coordinates Anchor in. Anchor x y -9,000 0,000 -9.000 -9.000 9.000 -9.000 9.000 0.000 21.000 21.000 39.000 39.000 39.000 39,000 21,000 21.000 31.500 31.500 22.500 40.500 22.500 40.500 31.500 31.500 Anchor C*y -9.000 0.000 0.000 •9,000 9,000 -9.000 9.000 9,000 21,000 30.000 30.000 39.000 39,000 30.000 30.000 21.000 40,500 22,500 22.500 40.500 40.500 22.500 40,500 22.500 Input data and resUts must ba ctiecked for agreement with the existing conditions and for piausibilityl PROFiS Anctior (o) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a tesittained Trademark of Hiltl AG, Sciiaan in- www.hiltl.us Profis Anchor 2.4.6 Company; Specifier: Address: Phone 1 Fax: E-Mail: Patrell Engineering Group MJK 751 Sunny Grove Lane 626-335-4362 | 626-963-4812 iTionica@patretl.com Page: Projed: Sub-Projed I Pos. No.: Date: Rock Archway Legoland, SD 2/26/2014 8 Remarics; Your Cooperation Duties • Any and all information and data contained in the Software concem solely the use of Hllti products and are tiased on the prindples, formulas and security regulations in accordance with Hilti's technical diredtons and opiirating, mounting and assembly Instrudions, etc., tliat must be ^dly complied with by the user. M figures contained therein are average figures, and therefore use-spedfk: tests are to be conduded prior to using the relevant Hllti produd. The results ofthe calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of en-ors, the completeness and the relevance of tfie data to be put in by you. Moreover, you bear sole responsibility for having ihe results ofthe calculation checked and deared by an expert, particulariy with regard to compliance vfith applicable norms and permits, prior to using them for your specific fadlity. The Software serves only as an aid to interpret nomis and permits without any guarantee as to the absence of errors, the oorredness and the relevance ofthe results or suitability for a spedfic application. • You must take all necessary and reasonable steps to prevent or limit damage caused by tfie Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate fundion of the Software, you must ensure that you are using the cun-ent and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti V\/ebsite. Hiltl will not bs liable for consequences, sudi as the recovery of lost or damaged data or programs, arising from a ciJpable breach of duty by you. Input dala and results must be cfiecked Ior agraemanl with the existing conditions and for piausibiiity! PROFIS Anchor (c j 2003-2009 Hiiti AG, FL-9494 Schaan Hilb is a registered Trademait of Hilli AG. Schaan IlZ Structural Concrete Software System Arch Foundation Legoland, San Diego email; Support@Adaptsofl.com website: http;//www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, Califomia, 94061, USA, Tel: (650) 306-2400 Fax (650) 306-2401 1 -jf— ll'-O' structural Plan 3' 4—* 4- CM o 02/26/14 14:01:27 Arch.adm Arch Foundation Legoland, San Diego Support Line I t Line a Idealized Tributary Plan for Support Lines in X-Direction 02/26/14 14:03:37 Arch.adm Arcli Foundation Legoland, San Diego Idealized Tributary Plan for Suppoort Unes in Y-Direction 02/26/14 14:04:31 Arch.adm Arch Foundation Legoland, San Diego "Ill 112. 4Xp £ o o CQ XJ c CO Q. UJ d d (D (0 D I c TO QL (D c o o 0 CO O CO CO T3 C o 0 ^ 00 N IO r5 CO o T- u OS vo m PM o —* CM m •2 J2 UJ 00 1) 4is o 0 u u> tfi CD Q_ O CO o c QL to CO Csi CO O T- CO > (0 x: y Project Name: Arch Foundation Specific Data: Legoland, San Diego Date of execution: February 26,2014 File Name: Arch.adm FLOOR-PRO 2010 110.10 SLAB REGIONS (Summary Report) ID Label Thickness Offset Material Comments in in 1 Slab Region 1 12.00 0.00 Concrete 1 email; Support@Adaptsofl.conti website: http;//www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, Califomia, 94061, USA, Tel: (650) 306-2400 Fax (650) 305-2401 1 Project Name: Arch Foundation Specific Data: Legoland, San Diego Date of execution: February 26, 2014 File Name: Arch.adm FLOOR-PRO 2010 nz 113.35 AREA SPRINGS/SOIL SUPPORTS (Detailed Report) Vertex X Y Z Comments ft ft ft 1 33.00 16.00 10.00 2 44.00 16.00 10.00 3 44.00 6.00 10.00 4 33.00 6.00 10.00 email: Support@Adaptsoft.com website; http://www.AdaptsofLcom 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 306-2401 1 Project Name: Arch Foundation Specific Data: Legoland, San Diego Date of execution: February 26, 2014 File Name: Arch.adm FLOOR-PRO 2010 117 MATERIALS 117.20 CONCRETE MATERIAL PROPERTIES 100 Hz ID Label Fc Unit Weight Type Ec Creep coefficient psi pcf lesi 1 Concrete 1 3000 150.00 Normal 3321 2.00 F'c = strength at 28 days Ec = modulus of elasticity at 28 days 117.40 REINFORCEMENT (NONPRESTRESSED) MATERIAL PROPERTIES iO Label fy fvy Es lesi ksi ksi 1 MildSteel 1 60.000 60.000 30000 fy = yield stress of longitudinal reinforcement fvy = yield stress of one-way shear reinforcement Es = modulus of elasticity 142 CODES AND ASSUMPTIONS 142.10 DESIGN CODE SPECIFIED: ACI 2008/IBC 2009 142.15 TORSIONAL STIFFNESS OF BEAMS ACCOUNTED FOR 142.16 TORSIONAL STIFFNESS OF LOWER COLUMNS ACCOUNTED FOR 142.17 TORSIONAL STIFFNESS OF UPPER COLUMNS ACCOUNTED FOR 142.20 MATERIAL AND STRENGTH REDUCTION FACTORS Two-way Slabs ACI 2008/IBC 2009 strength reduction factors used: For bending = 0.90 For shear two-way = 0.75 142.30 COVER TO REINFORCEMENT Two-way Slabs Prestressing Tendons (CGS) At top =2.50 in At bottom = 2.50 in Nonprestressing reinforcement (cover) At top =3.00 in At bottom = 3.00 in 142.40 MINIMUM BAR LENGTH Two-way systems Cut off length of minimum steel over support (length/span) Cut off length of minimum steel in span (length/span) = 0.33 = 0.17 email: Support@Adaptsoft.com website: http://www.AdaptsofLcom 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel; (650) 306-2400 Fax (650) 306-2401 1 Project Name: Arch Foundation Specific Data: Legoland, San Diego Date of execution: February 26,2014 File Name: Arch.adm FLOOR-PRO 2010 |0| j j Extension of rebar beyond where required for strength: Top bars = 24.00 in Bottom bars = 24.00 in 143 DESIGN CRITERIA 143.20 TWO-WAY SLABS Sustain load stresses Tension stress as multiple of (f c)'^1/2 At top fibers = 6.00 At bottom fibers = 6.00 Compression stress as multiple of f c Extreme fiber = 0.45 Initial load stresses Tension stress as multiple of (f 0)^^1/2 At top fibers =3.00 At bottom fibers = 3.00 Compression stress as multiple of f c Extreme fiber = 0.60 Total load stresses Tension stress as multiple of (fc)'^1/2 At top fibers =6.00 At bottom fibers = 6.00 Compression stress as multiple of f c Extreme fiber = 0.60 email; Support@Adaptsoft.com website: http://wwwAdaptsoftcom 1733 Woodside Road, Suite 220, Redwood City, Califomia, 94061, USA, Tel: (650) 306-2400 Fax (650) 306-2401 2 Project Name: Arch Foundation Specific Data: Legoland, San Diego Date of execution: February 26,2014 File Name: Arch.adm FLOOR-PRO 2010 120.10 APPLIED LOADS Line lood 120.20 Dead load Concentrated Loads No X Y F2 Myy Fx ft ft k k-ft k-n k k 1 3.50E+001 1.40E+001 -9.16E+000 -1.20E-001 5.16E-001 -6.39E+-CK)0 -2.89E-001 2 4.10E+001 1.40E+001 2.99E+001 2.55E-001 9.55E-001 -9.35E+000 3.62E+000 3 4.10E+001 e.OOE+000 2.52E+001 -2.72E-001 7.51E-001 -8.10E+000 -3.26E+000 4 3,50E+001 8.00E+000 -6.20E+000 -1.37E-001 7.76E-001 -4,83E+000 -4.S0E-002 email: Support@Adaptsoft.COTn website: fittp://www.Adaptsoft.com 1733 WoodskJe Road, Suite 220, Redwood City, CaHfomia, 94061, USA, Tel: (650) 3C^-2400 Fax (650) 306-2401 1 Project Name: Arch Foundation Specific Data: Legoland, San Dlego Dateof execution: February 26,2014 File Name: Arch.adm FLOOR-PRO 2010 ^O^j i,^^ 146 LOAD CASES AND COMBINATIONS 146.20 LOAD CASES Dead load Selfweight Basic 146.40 LOAD COMBINATIONS Name: Service(Total Load) Evaluation: SERVICE TOTAL LOAD Combination detaii: 1.00 x Selfweight + 1.00 x Dead load + 1.00 x Live load Name: Service(Sustained Load) Evaluation: SERVICE SUSTAINED LOAD Combination detail: 1.00 x Selfweight + 1.00 x Dead load + 0.30 x Live load Name: Strength(Dead and Live) Evaluation: STRENGTH Combination detail: 1.00 x Selfweight + 1.00 x Dead load + 1.60 x Live load Name: Strength(Dead Load Only) Evaluation: STRENGTH Combination detail: 1.00 x Selfweight + 1.00 x Dead load Name: SW Evaluation: NO CODE CHECK Combination detail: 1,00 x Selfweight + 1.00 x Live load email: Support@Adaptsofl.com website: htlp://www.Adaptsoft.com 1733 WoodsWe Road, Suite 220, Redwood City, Califomia, 94061, USA, Tel: (650) 306-2400 Fax (650) 306-2401 1 Project Name: Arch Foundation Specific Data: Legoland, San Diego Date of execution: February 26, 2014 File Name: Arch.adm FLOOR-PRO 2010 158 DESIGN SECTION CAPACITY 158.20 DESiGN SECTiON CAPACITIES BASED ON REINFORCEMENT REPORTED IN THE PROGRAM Design Strip: Support Line 1 Design sectton Moment Moment positive negative K-Ft K-Ft 101000 0.371 -0.133 101001 1.108 -0.410 101002 2.143 -0.798 102000 2.834 -1.050 102001 12.037 -4.426 102002 18.609 -6.774 102003 24.155 -8.762 102004 32.091 -11.543 103000 28.389 -10.259 103001 17.524 -6.389 103002 6.949 -2.561 Design Strip: Support Line 2 Design section Moment Moment positive negative K-Ft K-Ft 201000 14.021 -5.147 201001 12.487 -4.596 201002 10.702 -3.944 202000 10.909 -4.018 202001 15.238 -5.588 202002 20.135 -7.339 202003 24.590 -8.932 202004 25.151 -9.138 203000 24.590 -8.932 203001 15.614 -5.712 203002 6.523 -2.410 Design Strip: Support Line 3 Design section McHTtent Moment positive negative K-Ft K-Ft 301000 6.570 -2.424 301001 4.487 -1.660 301002 2.264 -0.841 302000 1.870 -0.692 302001 2.497 -0.930 302002 1.825 -0.676 302003 0.105 -0.042 302004 1.159 -3.136 303000 1.081 -2.907 303001 0.553 -1.460 303002 0.099 -0.243 Design Strip: Support Line 4 Design section Moment Moment positive negative K-Ft K-Ft 401000 0.283 -0.647 401001 0.763 -0.342 401002 3.476 -1.578 402000 4.349 -1.979 402001 3.380 -7.501 402002 4.589 -10.141 402003 2.733 -6.038 402004 10.813 -4.880 403000 9.079 -4.093 403001 4.266 -1.931 403002 0.634 -0.295 NA = not applicable, wall-supported design section. email; Support@Adaptsoft.com website: http:/Aivww.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, Califomia, 94061, USA, Tel: (650) 306-2400 Fax (650) 306-2401 1 Leighton andAssociates, Inc. A LEIGHTON GROUP COMPAIMV July 24, 2013 Project No. 10075.002 To: Merlin Entertainment Group/US Holding, Inc, One Lego Drive Carlsbad, California 92008 Attention: Mr. Chris Romero Subject: Geotechnical Update Report, Proposed Water Park Activity Pool, LEGOLAND Theme Park, Carlsbad, Califomia In accordance with your request and authorization, Leighton and Associates, Inc. (Leighton) has conducted a geotechnical update for the proposed Water Park Activity Pool that is planned for the LEGOLAND Theme Park in Carlsbad, California (Figure 1). This report presents the results of our field investigation activities, reviev/ of the laboratory testing, geotechnical analyses, and provides our conclusions and recommendations for the proposed Improvements. Based on the result of our preliminary geotechnical investigation, the proposed project Is considered feasible from a geotechnical standpoint provided our recommendations are implemented in the design and construction ofthe project. Ifyou have any questions regarding our report, please do not hesitate to contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON ANDASSOCIATES, INC William D. Olson, RCE 45289 Associate Engineer Mike D. yensen Project Geologist Distribution: (4) Addressee (3) R.W. Apel Landscape Architects, Attention: Richard Apel 3934 Murphy Canyon Road, Surte B205 « San Diego, CA 92123-4425 858.292.8030 . Fax 858.292.0771 « www.leightongroup.conn 10075.002 Table 1 2010 CBC Seismic Design Parameters Site Class D Site Coefficients Fa = 1.002 Fv= 1.529 Mapped Spectral Accelerations Ss = 1.246g Si = 0.471 g Site Modified Spectral Accelerations SMS = 1.249g SMI = 0.720g Design Spectral Accelerations SDS = 0.832g SDI = 0.480g 4.3 Secondary Seismic Hazards Secondary effects that can be associated with severe ground shaking following a relatively large earthquake include shallow ground rupture, soil liquefaction and dynamic settlement, lateral spreading, seiches and tsunamis. These secondary effects of seismic shaking are discussed in the following sections. 4.3.1 Shallow Ground Rupture No active faults are mapped crossing the site, and the site is not located within a mapped Alquist-Priolo Earthquake Fault Zone (Bryant and Hart, 2007). Shallow ground rupture due to shaking from distant seismic events is not considered a significant hazard, although it is a possibility at any site. 4.3.2 Liquefaction Liquefaction and dynamic settlement of soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose granular soils underlain by a near surface ground water table are most susceptible to liquefaction, while the stability of most clayey material are not adversely affected by vibratory motion. Liquefaction is characterized by a loss of shear strength in the affected soil layer, thereby causing the soil to behave as a viscous liquid. This effect may be -11-Leighton 10075.002 / (12 6.0 RECOMMENDATIONS The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological conditions can occur within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon oniy if Leighton has the opportunity to observe the subsurface conditions during earthwork operations and construction of the project, in order to confirm that our preliminary findings are representative for the site. 6.1 Site Preparation A special consideration regarding the planned site development is the presence of undocumented fill. If excavations to attain the design grades do not remove the materiais, then these materials should be completely removed and recompacted as part of the site preparation. In addition, areas of grass and shrubs may have developed over time. These materials and any construction debris that may have accumulated over time on the ground surface should also be removed from the site and disposed of at an approved location. Recommendations for earthwork are presented in Section 6.5 beiow. 6.2 Foundation Desian Considerations As discussed in the preceding section, we anticipate that the proposed improvements will be supported on spread footings, drilled piles (CIDH), and/or mat slabs. The following sections address the recommendations for these types of foundation systems. 6-2.1 Conventional Spread Foundations Footings should extend at least 18-inches beneath the lowest adjacent finish grade. At these depths, footings founded in properiy compacted fill soil or formational material may be designed for a maximum allowable bearing pressure of 3,500 psf The allowable pressures may be increased by one-third when considering loads of short duration such as wind or seismic forces. The minimum recommended width of footings is 15 inches -15- Leighton 10075.002 for continuous footings and 18 inches for square or round footings. Footings should be designed in accordance with the structural engineer's requirements and have a minimum reinforcement of four No. 5 reinforcing bars (two top and two bottom). The recommended allowable bearing capacity for spread footings is based on a maximum allowable total and differential settlements of 1-inch and 3/4-inch. Since settlements are functions of footing size and contact bearing pressures, some differential settlement can be expected between adjacent columns, where large differential loading conditions exist. With increased footing depth to width ratios, differential settlement should be less. We recommend a horizontal setback distance from the face of slopes and retaining wall for all structural footings and settlement-sensitive structures. The distance is measured from the outside edge of the footing, horizontally to the slope face (or to the face of a retaining wall) and should be a minimum of H/2 and need not be greater than 15 feet. Utility trenches that parallel or nearly parallel structural footings should not encroach within a 1:1 plane extending downward from the outside edge of footing. Please note that the soil within the structural setback area possess poor lateral stability, and improvements (such as retaining walls, sidewalks, fences, pavements, etc.) constructed within this setback area may be subject to lateral movement, and/or differential settlement. Potential distress to such improvements may be mitigated by providing a deepened footing or a pier and grade beam foundation system to support the improvement. Deepened footings should meet the setback as described above. 6-2.2 Drilled Pile Foundations For the analysis and development of the various vertical capacities of CIDH piles, the computer program SHAFT (Version 2012) produced by Ensoft, Inc. was used. As shown in Appendix D, the Shaft capacity curves were developed for 24- to 48-inch diameter piles penetrating into dense fill and formational material. Uplift capacity curves are aiso presented in Appendix D. Pile settlement is anticipated to be less than 1/4 inch under design loads and normai service conditions. The design curves are based -15- Leighton 10075.002 on center to center pile spacings of at least 3 pile diameters for the CIDH piles iess than or equal to 3 foot diameter, and at least 5 pile diameters for the CIDH piles greater than 3 foot diameter. Where piles are spaced more closely, reduction in pile capacity is necessary. Construction of piles should be sequenced such that the concrete of constructed piles are allowed to setup prior to construction of piles within 5 diameters. Design of free standing poles as columns embedded in the earth (i.e., CIDH foundations) to resist lateral loads can be designed in accordance with Section 1807.3 of the 2010 CBC. For level ground conditions, we recommend lateral soil bearing pressures of 300 psf per foot of depth below the finish grade be used for determination of parameters S1 and S3, in the Non-constrained and Constrained design criteria, respectively. These values should be reduced by 50 percent to account for 2 to 1 downward sloping ground conditions, if applicable. In addition, we recommend that no subsurface existing or proposed improvement be constructed within at least five (5) pile diameters of the proposed CIDH foundations. if alternative methods of lateral analysis are preferable, we recommend analysis methods such as p-y of strain wedge models that consider the boundary conditions at the ground surface. The following Table 2 presents idealized soil profile models for use in Shaft analysis, or simiiar lateral pile analysis software. Table 2 Shaft Model Parameters Layer Depth Soil Model Effective Unit Weight (pcf) Friction Angle (*') k (pci) Top (ft) Bottom (ft) Soil Model Effective Unit Weight (pcf) Friction Angle (*') k (pci) 0 20 Sand 127 32 225 20 80 Sand 125 32 225 -17-Lsiahtcn 10075.002 6.2.3 Mat Slab A soil modulus of 200 pounds per cubic inch is recommended for design of structural slab foundations. Structural foundations should be designed by the project structural engineer utilizing an allowable bearing pressure of 1,500 psf. 6.3 Floor Slab Considerations Slab-on-grade floors should be at least 5 inches thick and reinforced with a minimum of No. 3 rebars at 18 inches on center each way, placed at mid height in the slab. Slabs should be underiain by a 2-inch layer of clean sand or clean crushed gravel and a vapor barrier. We recommend that the architect follow the guidance of ACl 302.2R-06 for design of the under slab moisture protection measures and development of construction specifications. We recommend control joints be provided across the slab at appropriate intervals as designed by the project architect. Prior to placement ofthe sand layer, the upper 6-inches of slab subgrade should be moisture conditioned to a moisture content at or above the laboratory optimum. The potential for slab cracking may be further reduced by careful control of water/cement ratios. The contractor should take the appropriate precautions during the pouring of concrete in hot weather to minimize cracking of slabs. We recommend that a slip-sheet (or equivalent) be utilized above the concrete slab if crack-sensitive floor coverings are to be placed directly on the concrete slab. If heavy vehicle or equipment loading is proposed for the slabs, greater thickness and increased reinforcing may be required. -18-Leightcji 10075.002 6.4 Retaining Wall Desiqn For design purposes, the following lateral earth pressure values in Table 3 for level or sloping backfill are recommended for walls backfilled with very low to low expansion potential (Expansion Index less than 50). Table 3 Static Equivalent Fluid Weight (pcf) Conditions Level 2:1 Slope Active 35 55 At-Rest 55 85 Passive 300 (maximum of 3 ksf) 150 (sloping down) Active earth pressures are considered are considered appropriate for walls that are allowed to rotate an amount equal to 0.002H at the top ofthe wall, where H is equal to the wall height. Where walls are not allowed to rotate that minimum amount, at-rest pressures are considered appropriate. Retaining structures should be provided with a drainage system, as illustrated in Appendix F, to prevent buildup of hydrostatic pressure behind the wail. For sliding resistance, a friction coefficient of 0.35 may be used at the soil-concrete interface. The lateral passive resistance can be taken into account only if it is ensured that ttie soil against embedded structures will remain intact with time. Retaining wall footings should have a minimum embedment of 12 inches below the adjacent lowest grade unless deeper footings are needed for other reasons. To account for potential redistribution of forces during a seismic event, walls that fall within the requirements of ASCE 7-05 Section 15.6.1 should also be checked considering an additional inverted triangular seismic pressure distribution equal to 20 H psf, where H equals the overall retained height in feet. If conditions other than those covered herein are anticipated, the equivalent fluid pressure values should be provided on an individual case basis by the geotechnical engineer. A surcharge load for a restrained or unrestrained wall resulting from automobile traffic may be assumed to be equivalent to a uniform lateral pressure of 75 psf, -19- ^1 Leiqhtc 10075.002 which is in addition to the equivalent fluid pressure given above. For other uniform surcharge loads, a uniform lateral pressure equal to 0.35q should be applied to the wall (where q is the surcharge pressure in psf). If segmental walls are planned, a friction angle of 30 degrees and a unit weight of 120 to 125 pcf are considered appropriate for the onsite materials. The design should be performed in accordance with NCMA methodology (NCMA, 2009) and design requirements ofthe wall system. 6.5 Earthwork We anticipate that earthwork at the site will consist of remedial grading of the undocumented fill and weathered documented fill for new site improvements; utility construction; subgrade preparation in pavement areas; foundation excavation; and retaining wall construction and backfill operations. We recommend that earthwork on the site be performed in accordance with the following recommendations and the General Earthwork and Grading Specifications for Rough Grading included in Appendix E. In case of conflict, the following recommendations shall supersede those in Appendix E. 6.5.1 Site Preparation The areas to receive structural fill, engineered structures, or hardscape should be cleared of surface and subsurface obstructions, including any existing debris and undocumented or loose weathered fill soils, and stripped of vegetation. Removals should extend to the competent documented fill soils or Terrace Deposits. Removed vegetation and debris should be properly disposed off site. Holes resulting from the removal of buried obstructions which extend below finish site grades should be replaced with suitable compacted fill material. All areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 12 inches, brought to above optimum moisture conditions, and recompacted to at least 90 percent relative compaction based on ASTM Test Method D1557. If clayey soils that are more expansive (El>70) are encountered, increased moisture and revised recommendations may be needed. I -20- Le!gnto.n / UZ PCR14034 1 LEGOUND DR LEGOI ANin RF\/l,<;inMQ Tr-, Dr-^\y 1> Vf'^ 77> Uy/^J^6 UJ CS/3Z3Zb