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Home My WebLink AboutVILLAGE PRKWY 29381 (3)C l dry 0 LADE LSINO E BUILDING & SAFETY DREAM EXTREME 7M 130 South Main Street PERMIT PERMIT NO : 08-00000404 DATE : 3/31/08 JOB ADDRESS . . . . . 29381 VILLAGE PARKWAY DESCRIPTION OF WORK BLOCK WALL OWNER------------------------- CONTRACTOR—^ LIBERTY FOUNDERS OWNER A. P . # . . . 365-030-041 6 SQUARE FOOTAGE 0 OCCUPANCY . . . GARAGE SQ FT 0 CONSTRUCTION . . FIRE SPRNKLR VALUATION . . . 6 , 930 ZONE . . . . . . NA BUILDING PERMIT QTY UNIT CHG ITEM CHARGE 5 . 00 X 12 . 5000 VALUATION 62 . 50 FEE SUMMARY CHARGES PAID DUE PERMIT FEES BUILDING PERMIT 62 - 50 00 62 . 50 OTHER FEES BUILDING DEVELOPERFEEF 5 . 00 00 5 . 00 PLANNING REVIEW FEE 25 . 10 00 25 . 10 PLAN RETENTION FEE 50 00 50 SEISMIC GROUP R 50 00 50 PLAN CHECK FEES 46 . 88 00 46 . 88 TOTAL 140 . 48 00 140 . 48 SPECIAL NOTE_S_& CONDITIONS 3151f of up to 91high Screen wall for maintenance facility. I}aii -3f3 fthipt.ncr.. ME C)OB q(Yl W. '.a1I IM, PE}3{TT "I Trail r: JOt Qom_'. _ _.1 s Tram date: 3/31/OB Tirp; 14:14:34 City of Lake Elsinore Please read and initial Building Safety Division 1.1 am Licensed under the provisions of Business and professional Code Section 7000 et seq.and my license is in full force. Post in conspicuous place 2.[,as owner of the property,or my employees w/wages as their sole compensation will do the work on the job and the structure is not intended or offered for sale. 3.l,as owner of the property,am exclusively contracting with licensed contractors to construct the You must furnish PERMIT NUMBER and the project. JOB ADDRESS for each respective inspection: 4.I have a certificate of consent to selfinsure or a certificate of Workers Compensation Insurance Approved plans must be on job or a certified copy thereof. at all times: 5.1 shall not employ any person in any manner so as to become subject to Workers Compensation Laws in the performance of the work for which this permit is issued. Note:If you should become subject to Workers Compensation after making this certification, Code Approvals Date Inspector you must forthwith comply with such provisions or this permit shall be deemed revoked. ELO I Temporary Electric Service PLO1 Soil Pipe Underground ELO2 Electric Conduit Underground BPOI Footings 3E BP02 Steel Reinforcement BP03 Grout BP04 Slab Grade 8 6 PLO Underground Water Pipe y t, ok SSO1 Rough Septic System SWO1 On Site Sewer BI1'05 Floor Joists BP06 Floor Sheathing BP07 Roof Framing BPO8 Roof Sheathing BP09 Shear Wall&Pre-Lath PLO3 Rough Plumbing EL03 lRough Electric Conduit EL.04 I Rough Electric Wiring EL05 Rough Electric T-Bar ME01 Rough Mechanical ME02 Ducts,Ventilating PL.04 Rough Gas Pipe/Test PLO2 lRoof Drains BPI O Framing&Flashing BP 12 Insulation BP13 Drywall Nailing BPI I Lathing&Siding PL99 Final Plumbing EL99 Final Electrical ME99 Final Mechanical BP99 Final Building 1 Code Pool&Spa Approvals Date Inspector OTHER DIVISION RELEASES Deputy Inspector Department Approval required prior to the P001 Pool Steel Rein./Forms building being released by the City POO I Pool Plumbing/Pressure Test P003 Pre-Gunite Approval Date Inspector EL06 Rough Pool Electric Planning Sub List Approval Landsca e P004 Pool Fencing/Gates/Alarms Finance P005 Pre-Plaster Approval Engineering P009 Final Pool/Spa C.kTY 6F LAKE ES I N.0P-,,,E DREAM. E TREM.E TM 130 South Main Street APPLICATION FOR APPLI 7 ON NO y BUILDING PERMIT APPLICATION RECEIVED DATE 4- (0 8 VALUATION CALCULATIONS 3co S- o.A 1 ('p BUILDING A DRESS list FLOOR SF 2'-'>38 TRACT BLO PAGE TFPARCEL2ndFLOORSF NAM 3rdFLOOR SF 0 W MAILING'— p pGARAGESFNADDRESS318 E C TY STORAGESF R E— r=1. 125 3-Z, hereby affirm that am jicensed under provisions of @iapter 9 Commenc ngDECK&BALCONIES SF with section 7000)of division 3 of the business and professions code,and C my license is in full force and effect.OTHER: SF O LICENSE# CITY BUSINESS N AND CLASS TAX#- vD N VALUATION: E' / R A . MAILING C ADDRESS FEES T CITY STATE/ZIP PHONE O BUILDING PERMIT R COT TOR SI NA pq715 PLAN CHECK NAM= LICENSE A PLAN REVIEW R MAILI G C ADDRESS SEISMIC H U I T STATE/Zip PHONE PLAN RETENTION NEW OCC GRP./ CONST. 0 ADDITION DIVISION: TYPE: ALTERATION NUMBER OF NUMBER OF OTHER STORIES: BEDROOMS: SINGLE FAMILY ZONE: 0 APARTMENTS 1 certify that I have read this application and state that the CONDOMINIUM HAZARD YES above information is correct.I agree to comply with all city TOWN HOMES AREA?. NO and county ordinances and state laws relating to building 0 COMMERCIAL SPRINKLERS YES construction,and hereby authorize representatives of this INDUSTRIAL REQUIRED? NO DEMOLISH PRESENT USE OF BLDG:=' JOS DESCRIPTION. S' ttlre of Applicant or Agent Date Agent for. contractor owner c Agents Name b , zE.• Agents Address Street Clty State Zip 1 1 SUMMERLY MAINTENANCE FACILITY TRACT 31920-1 WALL CALCULATIONS 1 March 26, 2008 1 PREPARED FOR: RpFESS1pN John Laing Homes 4 Lake Elsinore LLC 31900 Mission Trail, Suite 225 Lake Elsinore, CA 92530 M No. C49SS4 EXP. Civic OF PREPARED BY: M WILSON •MIKAMI•CORPORATION W 3 P1;TERS CANYON'Su1TE 1 1 D'1RV1NE'CA'926C16 1 Table of Contents 1 RETAINING WALL CALCULATIONS APPENDIX A — GEOTECHNICAL REPORT 1 1 1 1 1 I I Wilson Mikami Corporation, Title Summerly Maint.Fac 8'8" Wall Page: 3 Peters Canyon Road Job# 10001.14 Dsgnr: SMW Date: AUG 9,2007 Suite 110 Description.... Irvine,CA 92606 949)67"090 This Wall in File:S:110001.141doc1WallCalcs\WALLBB.RP5 Retain Pron#: P-1135075 ici19a9 zoaa Cantilevered RetainingWall Design Code: 1997 UBCRegistration#:RP-1135075 g Criteria Soil Data Footing Dimensions & Strengths Retained Height 0.50 It Allow Soil Bearing 1,000.0 psf Toe Width 0.54 ft Wall height above soil - 8.17 It Equivalent Fluid Pressure Method Heel Width 1.21 Heel Active Pressure - 100.0 psf/ft Total Footing Width =1.75 Slope Behind Wall = 0.00: 1 Toe Active Pressure = 75.0 psf/ft Footing Thickness 48.00 in Height of Soil over Toe = 6.00 in Passive Pressure 250.0 psf/ft Water height over heel = 0.0 It Soil Density 110.00 pcf Key Width 0.00 in Key Depth 0.00 in FootingIlSoil Friction - 0.300 Key Distance from Toe =0.00 ft tWind on Stem 18.0 psf Soil height to ignore for passive pressure 0.00 in- f'c - 2,000 psi FY 60,000 psi Footing Concrete Density 150.00 pcf Min.As% 0.0018 Cover® Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load 0.0#/ft Adjacent Footing Load =0.0 lbs Used To Resist Sliding&Overturning Height to Top 0.00 ft Footing Width 0.00 ft Surcharge Over Toe 0.0 psi Height to Bottom 0.00 ft Eccentricity 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist 0.00 It Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load 0.0 Ibs at Back of Wall 0.0 It Axial Live Load 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary 1Siim76onstruction I Top Stem 2nd t Wall StabilityRatios Stem OK Stem OK 5 a6 a'T1'4-1E Design height It 8.67 0.00 verturnin Wall Material Above"Ht" = Masonry Masonry Sliding 7.68 OK Thickness 8.00 8.00 Total Bearing Load 1,810 Ibs Rebar Size 4 # 4 resultant ecc. 10.0.775 ism Rebar Spacing 16.00 16.00 Soil Pressure @ Toe = 14ebar Placed at Center Center Soil Pressure @ Heel Design Data Allowable 1,000 psf fb/FB+fa/Fa 0.000 0.811 Soil Pressure Less Than Allowable Total Force @ Section Ibs=0.0 150.2 ACI Factored @ Toe = 0 psf Moment....Actual ft-#=0.0 674.8 ACI Factored @ Heel - 0 psf Moment.....Allowable ft-#= 521.2 832.1 Footing Shear @ Toe = 0.8 psi OK Shear.....Actual psi=0.0 3.7 Footing Shear @ heel 0.9 psi OK Shear.....Allowable psi= 19.4 38.7 Allowable 76.0 psi Lap Splice if Above in= 24.00 20.00 Sliding Calcs (Vertical Component Used)Lap Splice if Below in= 24.00 6.26 Lateral Sliding Force 400.2 Ibs Wall Weight psf= 78.0 78.0 less 100%Passive Force= - 2.531.3 Ibs Rebar Depth 'd' in= 3.75 3.75 less 100%Friction Force - 543.0 Masonry Data Added Force' for 1.5: 1 Stability 0.0 Ibs OK Req'd = 0.0 Ibs OK f'm psi= 1,500 1,500_ Fs psi= 24,000 20,000 Solid Grouting Yes Yes Special Inspection No Yes Modular Ratio'n' 25,78 25.78 Short Term Factor 1.000 1.000 Equiv. Solid Thick.in= 7.60 7.60 Masonry Block Type= Medium Weight Concrete Data f'c psi= Fy psi= Footing Design Results Toe Heel Factored Pressure = 0 0 psf Mu':Upward 0 0 ft-# Mu':Downward 197 218 ft-# Mu: Design 197 218 ft-9 Actual 1-Way Shear = 0.82 0.85 psi Allow 1-Way Shear = 76.03 76.03 psi Other Acceptable Sizes& Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S'Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S`Fr Key Reinforcing = None Spec'd Key: No key defined 1 Wilson Mikami Corporations Title ; Summerly Maint.Fac B'B" Wall Page: 3 Peters Canyon Road Job# : 10001.14 Dsgnr: SMW Date: AUG 9,2007 Suite 110 Description.... Irvine,CA 92606 949)679-0090 This Wall In File: S:110001.14\doc\WallCalcs\WALL88.RP5 Retain Pro 6.1e,8-July-2004,(c)1989-2004 Registration#:RP-1135075 Cantilevered Retaining Wall Design Code: 1997 UBC 1 Summary of Overturnin & Resisting Forces & Moments OVERTURNING.....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft It-#Ibs ft ft-# Heel Active Pressure 1,012.5 1.50 1,518.8 Soil Over Heel 29.8 1.48 44.1 Toe Active Pressure 759.4 1.50 1,139.1 Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load Axial Dead Load on Stem=. 0.00 Load @ Stem Above Soil= 147.1 8.59 1,262.5 Soil Over Toe 29.8 0.27 8.1 Surcharge Over Toe Stem Weight(s) 676.3 0.88 591.7 Earth @ Stem Transitions` Total 400.2 O.T.M. = 1,642.2 Footing Weighs 1,050.0 0.88 918.8 Resisting/Overturning Ratio 0.98 Key Weight Vertical Loads used for Soil Pressure= 1,810.0 lbs Vert.Component 24.1 1.75 42.2 Vertical component of active pressure used for soil pressure Total= 1,810.0 Ibs R.M.= 1,604.8 1 1 1 1 1 1 t Project Report Date: p Sheet / of / Project: Job No.: 1p4v1, RE. By: a Contact: Phone: 1 i A) /4 j _ , 4. . 400 lS D rl i off, •--t7 7-7 -9 s- laso 7Z 7-)e/ W/L50N • M/KAM/ • =RPORAT/ON C12N51JLT/NG ENG/NE£R/NG SERV/G'£5 3 PETERS CANYON, SUITE 110• IRVINE, CA 92606 949) 679-0090 FAX (949) 679-0091 gyp M PiA A--r .e C 1 P -- Ce C% is 1 t1 FkE 1 TL, = L C. - 1, 06 (Z ABLE 16-G) Cl% = 1 .3 CrA(3t.E t6- H) psf Q 1a.6 PSF t 17.4 PSF 1 1 1 1 t 1 APPENDIX A GEOTECHNICAL REPORT 1 1 1 1 1 1 t Do 1 Neblett&Associates Laing—CP, Lake Elsinore, LLC. July 24, 2007 31881 Corydon, Suite 130 Project No. 420-003-08 Lake Elsinore, California 92530 Attention: Mr. Michael A. Filler, Vice President Subject: Geotechnical Review of Precise Grading Plan Maintenance Facility Summerly—Phase I Tract 31920-1 City of Lake Elsionore, California Reference: Wilson Mikami Corporation, Precise Grading Plan for Tract 31920-1, Summerly - 1 Phase 1, Maintenance Facility, City of Lake Elsinore, Sheets 1 through 5, stamp dated July 18, 2007 Dear Mr. Filler: Introduction In accordance with your request, Neblett & Associates, Inc. (NA) reviewed the referenced' Precise Grading Plan for the Maintenance Facility, located within Phase 1 of the Summerly Development, in the City of Lake Elsinore, California, and our comments are summarized below. Our review is limited to the geotechnical engineering aspects of the project only. The civil and structural engineering design and details, including lines and grades are within the purview of others. The Precise Grading Plan (copy attached), prepared by Wilson Mikami Corporation, includes the following: Plan Sheet No. Contents 1 Title Sheet and Index 2 Detail Sheet/Quantities 3 Precise Grading 4 Utility Sheet 5 Horizontal Control Plan—Erosion Control Plan P.O. Box 1159 •Huntington Beach, CA 92647 4911 Warner Avenue, Suite 218• Huntington Beach • CA • 92649• tel (714) 840-8286•fax (714) 840-9796 Laing—CR Lake Elsinore,LLC. July 24, 2007 Geotechnical Review of Precise Grading Plan Project No.420-003-08 Maintenance Facility Page 2 of 6 Summerly—Phasse I Tract No. 31120-1 City of Lake Elsinore,California Proiect_Description The planned Maintenance Facility will he located at the southwest corner of Diamond Drive and Malaga Road, and include a modular office trailer, concrete slabs for cart storage area and enclosed by masonry block walls, fuel area, and asphalt concrete pavement. Limited grading was previously performed in this area as part of the golf course grading, and was limited to grade cuts. Review Comments Plan Sheet 1, GradinQ Notes, Item 8 This note should be corrected to the following: "Fills should be compacted throughout to at least 90 percent relative compaction as determined by the modified five (5) layer ASTM: D1557-91 test method." Plan Sheet 1, Grading Notes, Item 1S Reference should be made to this letter. Plan Sheet 1, Soils Engineering Certificate Neblett & Associates, Inc. should be identified in lieu of Leighton and Associates. Plan Sheet 2, Detail A The subgrade soils underlying the aggregate base course section should he compacted to at least 90 percent relative compaction. Plan Sheet 3, Construction Note I This note specifies 4" AC over 6" AB per Geotechnical Engineer's recommendations. This aggregate base should consist of crushed aggregate base (CAB) or crushed miscellaneous base CMB) satisfying the specifications outlined in the "Standard Specifications for Public Works Construction", ("Green Book"). The base material should be compacted to minimum 95 percent of the maximum laboratory density, determined in accordance with ASTM: D1557. The underlying soil subgrade should be compacted to at least 90 percent relative compaction (ASTM: Nehlert&Associates, Inc. 1 Lain;--CP, Lake Elsinore, 1.1_C. July 24, 2007 Geotechnical Review of Precise Gradine Plan Projcct No.420-003-08 Maintenance Facility Page 3 of 6 Summerty—Phasse 1 Tract No. 31920-l City of Lake Elsinore,California D1557) in accordance with the recommendations provided hereinafter. Upon request, NA can provide pavement sections based on traffic index provided by the Client and results of laboratory R"-value test. Plan Sheet 3, Precise Grading, Construction Note 21 This note specifies gravel surface. As a minimum, the underlying and surrounding soil subgrade should be graded to promote drainage away from the gravel surface areas. Sheet 4 Precise Grading Plan for Maintenance Area, Construction_Note 13 A 5" concrete slab is recommended for the planned cart storage area. The underlying subgrade material should be compacted to at least 90 percent relative compaction in accordance with the recommendations provided hereinafter. The structural details, such as slab thickness, concrete strength, reinforcing criteria,joint spacing, etc. should be established by the Project Structural Engineer. Recommendations Remedial Grading The exposed soil surface at the subject site is anticipated to be weathered and disturbed. Prior to the placement of new fills, if required, and construction, the exposed subgrade should be scarified approximately one foot depth, moisture conditioned to about I to 3 percentage points wet of optimum moistr.tre conditions, and compacted to at least 90 percent relative compaction ASTM: D1557). Should unsuitable, disturbed soils extend to greater depths, it is recommended that such soils be removed full depth and replaced as engineered compacted fill compacted to at least 90 percent relative compaction (ASTM: D 1557). The upper one foot of subgrade soils underlying planned concrete slab and pavement construction should be over-excavated, as necessary, and recompacted to at least at 90 percent relative compaction at 1 to 2 percentage points wet of optimum moisture content. Subgrade soils underlying proposed masonry screen wall footings should be over-excavated to provide at least 2 feet of compacted fill beneath footings and replaced with engineered Neblett & Associates, Inc. Laing—CP„Lake Elsinore, LLC. July 24,2007 Geotechnical Review of Precise Grading Plan Project No.420-003-08 Maintenance Facility Paae 4 of 6 Sti nmerly—Phasse I Tract No. 31920-1 City of Lake Elsinore,California 1 compacted fill. Lateral extent of over-excavation should be to a distance of at least five (5) feet beyond footing edges. Fill Placement Approved fill materials should be placed in thin lifts not exceeding 8-inches in loose thickness, moisture conditioned to approximately 1-3 percentage points above optimum moisture content and compacted to minimum 90 percent relative compaction based on the laboratory maximum dry density (ASTM: D 1557). Observation and Testing All grading, compaction, and backfill operations should be performed under the observation and testing by a representative of the Geotechnical Engineer. if it is determined during grading that site soils require remedial grading to greater depths for obtaining proper support for the proposed construction, this additional work should be performed in accordance with the recommendations of the Project Geotechnical Engineer. Footing Design tFootings supporting masonry screen walls may be designed using the following criteria: Allowable soil bearing pressure (l) 1,000 psf Minimum footing embedment (2)1.5 feet Minimum footing reinforcement (3) Two No. 4 bars, one at top and one at bottom Passive earth pressure(4) 200 psf Coefficient of friction 0.35 (ultimate) 1) Allowable soil bearing pressure applies to footings minimum 12 inches wide, may be increased by one-third to resist transient loads such as wind or seismic forces. All foundation excavations should be inspected and approved by the Project Geotechnical Engineer prior to the placement of reinforcement or concrete. Forming of footing excavations may be required. Excavations should be free of slough and debris and thoroughly moisture conditioned prior to placing concrete. 2) Footing embedment is below lowest adjacent finish soil grade. Neblett &Associates. Inc. Laing—CP,Lake Elsinore, LLC. July 24, 2007 Geotechnieal Review of Precise Grading Plan Project No.470-003-08 Maintenance Facility Pagre 5 of b Summerly—Phasse I Tract No.31920-1 City of Lake Elsinore,California 3) The reinforcements shown above should be considered as minimum requirements. More restrictive criteria based on structural design and/or regulatory or Code requirements shall govern. 4) Passive soil pressure value is for level soil conditions adjacent to footings with a maximum value not to exceed 2,500 psf. Total static settlements for continuous footings supporting screen walls and designed in accordance with the above recommendations are not anticipated to exceed I-inch. In general, differential settlement along continuous footings over a distance of 30 feet is not expected to exceed 3/4 inch. Concrete Design It is anticipated that the site soils will exhibit negligible sulfate concentration. Concrete mix design, including water-cement ratio should be in accordance with the 1997 UBC Table 19-A-4 and the requirements of the City of Lake Elsinore. Soil soluble sulfates should be confirmed by laboratory testing during the precise grading phase. Soil Expansion Site surface soils are expected to exhibit low expansion potential as defined in UBC Table 18-1- B). The actual soil expansion potential should be confirmed by laboratory testing during the precise grading phase. Conclusions Based on our review of the geotechnical data pertaining to the subject development site and the referenced Precise Grading Plans, it is our opinion that the plans are suitable for their intended use, subject to incorporation of the comments and recommendations presented herein. Closure Our review, comments, and recommendations presented herein are in accordance with general engineering principles and local practice in the field of geotechnical engineering and reflect our best professional judgment. We make no other warranty, either express or implied. Neblett &Associates, h7.c. Laing—CP,Lake Elsinore, LLC. July 24,2007 Geotechnical Review of Precise Grading Plan Project No.420-003-09 Maintenance Facility Pale 6 of 6 Summerly— Phasse 1 Tract No. 31920-1 City of Lake Elsinore,California We thank you for the opportunity of providing our services for this project. We look forward to working with you and other project team during the precise grading, design, and construction phases of the project. 1 Respectfully submitted, NEBLETT & ASSOCIATES, INC. 1 114EEfi/NG P;RatOFESS/pOGUF'q 0 c 1.J.Mpv By: By: y ris A. Gues eta P. g p.p * Daniel . M rikaw , E.£ 2726 CEG 2361, Re ires 9/30/0 RGI 2726, eg. E i t Project Geologis ql Q Manager of Engineeg 0 eHM p PFOFCA1-CFO FOF CAL1F 1 Distribution: Addressee (3 copies) Wilson Mikami Corporation; Attn: Mr. Scott Wilson (I copy) File: 420-003-08 072407 JLH PGP Review Maintenance Facility.doc 1 1 Neblett &Associates, fne. t r`"+ PAGE - OF ! IIILr ,l lt MEMO NO. FIELD MEMORANDUM 2 r Nenlettr9Assoejates PROJECT NO. PROJECT NAME l t)a't -r'' DATE AJ R NO tj tj rf'i 1zP1 0 A) rV Aft All F ci A/z,-s' lVd-5— &,E A16P%- Czc-Ate By: For: Neblett&Associates, Inn. The conclusions and recommendations contained herein have been based upon observations,as noted,and were derived using Oe neraY acce ted enaineerina approaches and principles available at this time and the degree of care and skills ordinarily exercised under similar circumstances by reputable geotechnical engineers practicing in this area.No representations are made as to the quantity or extent of material not observed and tested.No other warranty or representation,either expressed or implied, is included or intended. i Y 1 V i n 149216 TWINING tAB Q;PITQ ISLES 3310 Airport Way,Long Beach,CA 90806 1562.426.3355 phone!562.426.6424 fax I www.twininglabs.com OF SOUTHERN CALIFORNIA CONCRETE / MASONRY Testing & Inspection Report INSPECTOR CODE JOB NUMBER DATE Q M T W T F- S S b—7G JOB NAME r J r BUILDING/OSHPD PERMIT 61 DSA-APP DSA-FILER' U 6i 1 7OM4 a pp 6 ADDRESS t GENERAL CONTRACTOR JURISDICTION r v. CWyiLSa Lo-: - o, S ARCHITECT ENGINEER SUBCONTRACTOR flf Any) V1, lLSaN f { kill/..f REQUIREMENTS:Limit of one job number,one permit number per sheet. Identify all work by type and SPECIFIC location.Non-compliant work must be specifically identified.Communication(RFI, Sketch,etc.)voiding previous non-compliant items must be listed,record conversations and communications with project designers,building and permit granting authority officials. HOURS REGULAR 1.5X 2X TIME IN TIME OUT MEAL PERIOD*(Time) bo 3 00 If no meal,complete X Mileage-_? 3 Expenses appropriate section below. Reinforcement Concrete Placement Masonry Prestress Post Ten Batch Plant Fireproofing Quality Control Administration Other DESCRIPTION OFF 0Rk'INSPECTED t r Reason for No Meal': Approved/ Authorized by:Project Supervisor) MIX USED DESIGN SLUMP ADMIXTURE DESIGN PSI CUBIC YARDS SPECIMENS i Certification of Compliance Additional Page(Page A)CM I declare under penalty of perjury that all of the above statements are true, and that of my own personal knowledge the work during the period covered by this i report has been performed and installed in compliance with the All inspections based on minimum of 4 hours and over 4 hours-8 hours minimum.approved plans,specifications In addition, any inspection extending past noon will be an 8 hour minimum. approving authority,e.g.DSA,OSHPD.city of LA,etc.) If inspector is called to a project and no work is performed,-a 2 hour minimumandallapplicablecodes,except as noted below:charge will be applied. Exception(s)noted in report: Yes No p! `Initial at Yes/No as applic"aJbllee)Approved/Authorized by /C J, J` /J Inspector's Name u d 6/ 6-d5V Project Superintendent) Inspector's Signature F ! Submitted by Inspector's ID/Lic. # G —7/./:n3 `X Twining Laboratories of Southern California, Inc. f i CUSTOMER COPY N,e J 149212 TW°IN NG r lTO I ES 3310 Airport Way,Long Beach,CA 90R06/562.426.3355 phone!562.426.6424 fax/www.twiilitiglabs.com l OI:SOUTHERN CAbY0PNIA -,. Y Z CONCRETE / MASONRY Testing & Inspection Report INSPECTOR CODE JOB NUMBER r` pATEt/ /'M T W ` I F S S JOB NAME gUILDII/NG/ SHP/D PERMIT#/DSA• PP# DdSA-A-FILE# m p. , . , i aY C. C1 G7 6 Qomoo {oy ADDRESS I GENERALCONTF3ACT R JURISDICTION ARCHITECT f' ENGINEER r SUBCONTRACTOR(ItAny) f;WC fy N/ !finR/ REQUIREMENTS:Limit of one job number,one permit number per sheet.Identify all work by type and SPECIFIC location. Non-compliant work must be specifically identified.Communication(RFI,Sketch,etc.)voiding previous non-compliant items must be listed,record conversations and communications with project designers,building and permit granting authority officials. HOURS REGULAR 1.5X 2X TIME IN TIME OUT MEAL PERIOD` (Time) 3 0 If no meal,complete Mileage ti Expenses appropriate section bebw, Reinforcement Concrete Placement Masonry Dfe-Prestress Post Ten Batch Plant Fireproofing Quality Control Administration Other ES P10 OWQRK INSPECTED_ tA (. o ILL V NJ r _ c/ t y Q f` / l y, ye" I.n/' 1 O / n A 1 / !r 1 C I R ri 1 rr. 1 t"k P.1r Ir2.ir yt 7 q /rC aNLt J Reason for No Meal": Approved/ Authorized try:Project Supervisor) MIX USED DESIGN SLUMP ADMIXTURE DESIGN PSI CUBIC YARDS SPECIMENS; Certification of Compliance Additional Page(Page#)CMtdeclareunderpenaltyofperjurythatalloftheabovestatementsaretrue, and that of my own personal knowledge the work during the period covered by this report has been performed and installed in compliance with the All inspections based on minimum of 4 hours and over 4 hours•8 hours minimum.approved plans,specifications In addition, any,inspection extendingpast noon will be an 8 hour minimum.appwinq autnonry,e.g.DSA,oSHPD,city of LA,etc.) If inspector is called to a project and o work is performed,a 2 hour minimumandallapplicablecodes, charge will be applied. .. G Exception(s)noted in report: Yes No initial at Yes!No as applicable) Approved/Authorized by Inspector's Name c/y o s Project Superintendent) Inspector's Signature Llnd,3 y Submitted by Inspector's ID/Lic. # . % 61 X t1_1 Twining Laboratories of Southern California, Inc. CUSTOMER COPY TWL147537N,ING r UB O;RAI 01U ES 4 3310 Airport Way,long Beach,CA 90806!562.426.3355 phone/562.426.6424 fax I www.twininglabs.com OF SOUTH ERN CALI FO RN IA 1 CONCRETE / MASONRY Testing & Inspection Report INSPECTOR CODE JOB NUMBER DATE M T W Tj F S S tM (- h l bIo JOB NAME BUILDING11 OSHPD PERMIT#I DSA-APP# DSA-FILE# ADDRESS GENERAL CONTRACTOR JURISDICTION VZ F IutJtJfT . ARCHITECT ENGINEER SUBCONTRACTOR(If Any) REQUIREMENTS:Limit of one job number,one permit number per sheet. Identify all work by type and SPECIFIC location.Non-compliant work must be specifically identified.Communication(RFI`Sketch,etc.)voiding previous non-compliant items must be listed,record conversations and communications with project designers,buildingand ermit rantin authorit officials. HOURS REGULAR 1.5X' 2X TIME IN TIME OUT MEAL PERIOD,(Time) 1f no meal,complete Mileage Expenses appropriate section below. Reinforcement Concrete Placement Masonry Prestress Post Ten Batch Plant Fireproofing Quality Control Administration Other ry DESCRIPTIQN QF WORKANSPEQTED n0o4r 4- (@ MkSMM N c" ym dog rr\arq%otf of cv-w.5 57oiz, S 1N%0 -Ttr:sT 1 VAc1z z,s 1 L Q R n R%t n?)CC> O ia=L . 11-4b nr v+ S hr^Pt. - n \ a t -T14 F Z t 12 A 7''* Reason for Ft " No Meai": Approved/ Authorized by:Project Supervisor) MIX USED DESIGN SLUMP ADMIXTURE DESIGN PSI CUBIC YARDS SPECIMENS o ov o -- 3 Certification of Compliance Additional Page(Page#}CM I declare under penalty of perjury that all of the above statements are truo, and that of my own personal knowledge the work during the period covered by this report has been performed and installed in compliance with they All inspections based on minimum of 4 hours and over 4 hours-8 hours minimum.rz.1.SA',\e%V,c s•approved plans,specifications In addition, any inspection extending past noon will be an B hour minimum.approving authority,e.g.DSA,OSHPD,City of lA,etc.) If inspector is called to a project and no work is performed, a 2 hour minimumandallapplicablecodes,exceQt as noted below:charge will be applied. Exception(s)noted in report: Yes No JInitialatYes1Noasapplicable)Approved/Authorized by Inspector's Name PtN\ q F--7 Project Superintendent) Inspector's Signature Submitted by Inspector's ID/Lic. #1 /' f t `2 — St C Twining Laboratories of Southern California, Inc. CUSTOMER COPY I 9' HIGH ORCO WALL SYSTEM PLAN FOR TRACT 31920-1 SUMMERLY — PHASE 1 MAINTENANCE FACILITY s HEM OCK STREET CITY E ELSINOREOFLAKE COUNTY OF RIVERSIDE STATE OF CAUFORNIA PROJECT OLIVE ST. SITE CITY OF LAKE ELSINORE BOIL DING DIVISION LEMON STREET PERMIT# VICINITY MAP 9' HIGH ORCO WALL SYSTEM WALL AP P Rl: a1 E L NOT TO SCALE FOR 70 MPH WIND A EXPOSURE C DESIGN CRITERIA- OPTIONAL FLAT CAP 1.ALLOWABLE SOIL BEARING PRESSURE ISOO PSF 2.ALLOWABLE LATERAL PASSIVE PRESSURE=200PCF 3.CONCRETE/GROUT STREN6TH=200D PS1028 DAYS 4.RaWN ORONG STEEL-GRADE 40 FOR/4 BARS AND SMALLER h GRADE 60 FOR 45 AND LARGER 5.SEISMIC ZONE 4,2 KM FROM TYPE B SOURCE 6.15W PSI MASONRY COMPRESSION SIRENG7H ORCO 13816 CMU MED. 7.70 MPH WIND SPEED AT EXPOSUREC C I W£IGHTGRCUIED ONLY SPECIAL INSPECTION FOR MASONRY REQUIRED VERT STEEL JNOTE.• PROVIDE(2)14 DOWELS 1.CONCRETE BLOCK SMALL CONFIRM TO UBC SID.21-4,ORCO i 4 DROP-IN BAR AT CH SIE OF JOINTDWAl1HGMTHANGES D PARTS SAND TO 3-1 PARTS GRAVEL WITH A MAXIMUM OF 1} it ca 1245 STD.SLUMPED BLOCK MAY BE USED. 2.CONCRETE FOR FOOTING SHALL BE 1 PART CEMENT TO 2- 240------._ 12' HIGH PREFAB METAL GALLONS OF WATER SACK PORiLAND CEMENT SHALL CONFORM LW BUILDING TO ASIM C-150 TYPEE 1111/Y.Fc=2000 PSI cJ3.REINFORCING STEEL SHALL BE DEFORMED AND CONFORM TO ASTM II 8-g HIGH WALL ORCO II BLOCK SY51EM)14 VERT DROP-IN BAR O a 615 GRADE 4D Far 14 BARS AND SMALLER,GRADE 60 FOR SPLIT FACE AT( ORCO SURFACEx¢ 16"0/C®CENTER OF CMU AND LARGER.PROVIDE 40 BAR DIAMETER LAP FOR CRADE 40 REBAR AND 48 BAR DIAMETER LAP FOR GRADE 60. I PRECISION FACE AT INTERIOR(TYP) FULL HEIGHT I, 2 1240— SEE DETAIL SHOWN HEREON j 4.REBAR SHALL BE CENTERED IN 714E CONCRETE BLOCK CELL IN b, WHICH IT IS LOCATED. 5.CONCRETE BLOCK SHALL BE LAVED IN A RUNINING BONDI PATTERN WITH VERTICAL CONTINUITY OF THE CELLS UNO. 2"CLR. TYPICAL FOR BOTH DOWEL LEGS SxJIRFAE TOP OF SLOPE 6.ALL BLOCK CELLS CONTAINING VERTICAL REBAR SMALL BE SOLID GrOu7E0. 1235— lE)asPRO NG ESN PEELACE 7.USE OBP TYPE S MORTAR PRO'ORWHED USING UBC TABLE NO 14 HORZ. CONT 024"01C 21-A,i PART CEMENT TO}PART LIME TO 4-1 PARTS DAMP LOOSE l , CONCRETEMIN 5 CU1BJK) GRAVEL SAND. GRAVEL 8.GROUT FOR CONCRETE BLOCK TO BE 1 PART CEMENT 70 3 71` PARTS SAND(GROUT MAY CONTAIN 2 PART{"PEA GRAVEL IF 14 DOWEL®i6"0/C I WEATHER COND17IONS ARE FAVORABLE AND BLOCK UNOBSTRUCTED CELL SIZE IS SUFFICIENT TO ALLOW GOOD GROUT FLOW WATER 1230 SHALL BE ADDED TO PRODUCE GOOD GROUT FLOW W17HOUT MF 1 I 1 SECTION A-ASEGREGATIONO'THE CONSPITUENTS. L[ 127MIN. 9.BLOCK SEEM MAY BE MET-SET 1-}"M70 THE FOOLING WHILE I C T 8-8"ORCO W 3 I HORZ: 1`=20' THE CONCRETE IS PL1S77C BLOCK S7FM MAY BE PLACED TO EITHER L SHOWN H Iy7 Lm CT 8-8` 'WALL VERT: 1"=4' EDGE OF THE TRENCH TYPE FOOTING. 75'x50' 2'HIGH AB . J , I'j YL SHOWN 0'J v 10.FOOTNC MUST BE POURED ON OR INTO UNDISTURBED NATURAL N 3 OPEN Y$AT 100'x50C12 HNEM1 PREFAB METAL IIJJ I SOIL OR ON COMPACTED FILL WI7H A MINIMUM COMPACTION OF 90.L i• W/4 BAYS T FRONTI 2 11.FIRST INSPECTION TO BE AFTER FOOTNG TRENCHES ARE READY FOR CONCRETE AND ALL REWIRED STEEL IS 71E0 IN PLACE. I 1 SECOND INSPECTIOV TO BE WHEN THE REWIRED VERTICAL IS IN ao. PLACE AND THE BLOCK WALL IS READY 70 GROUT. 12 MAXWUM CONTROL_T SPAGNG 20'0/C 14 HORZ. CONT 0 78"0/C DfIS71NG..SLOPEA L 4 L _ GRAPHIC 5'TO DAYLIGHT j. __-- _-_ 00 m w GRAD SCALE b e I,FUT, 1 imh- 20 tL ENGNEEFM SOL ENGINEER owNm REVISIONS: PREPARED UNDER SUPERVISION OF: SCNE: M W LSON MIKAMI CITY OF LAKE ELSINORE NEBLEIT R ASSOC., INC. NETT R AM, INC. IAINO-CP, LW ELSINORE LLC Q? 1{ 7 CORPORATION Si1 T 4011 WARMER AVENUE, SUITE 218 4911 WARNER AVENUE, SUITE 218 31900 MISSION TUL o SCOTT M.WILSON DATE rEATE 3 PETERS CANYON T:949-679-OD90 ORCO WALL PLAN HUNTINOTON BEACH, CA 9260 HUNTIWM BEACH, CA 92649 SUITE 225 Hc.asea4 RCE N0.49864 EXP. 9-30-OB SUITE 110 THESE PLANS HAVE BEEN REVIEIYED FOR COMPLIANCE WITH THE IRVg1 CA 92606 F:949-679-0091 714)60-VA . 714) 840-SM LAKE ELSINORE, 92530 E.o 9 m * APPROPRATE MOM OF WaOPMDRT AHD/OR CITY uroPOST 7r NORTH OF Y' PHASE 949) 567-1900 1MR( ILSCAPIgl1 IN )PPR. DATE s uv, THE STATE LAWS.MED PO Wf MAYBE ISSUED. OF CORMONN 9EN(MW NO.Mo ELEV 1279M.IML Zr DST OFF THE OF MISSION PA r ONCE FACILITY FlLE N0. DESIGNED BY: K.MIKAMI DRAWN BY:K.MIKAMI CN.t SM OF BEW&U, CHECKED Bra.GKEOBooN PROJECT MANAGER:S.MIL SON KT?1 sEUMAiD RCE 56915 CITY ENGINEER GATE IW,wc 1Nszsx4ew,ffEMMalMfxls a Mo 4 BFwc,Tc CFMmE E TRACT NO. 31920