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2480 IMPALA DR; ; CBC2020-0510; Permit
Building Permit Finaled Print Date: 06/03/2021 Job Address: Permit Type: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 2480 IMPALA DR, BLDG-Commercial 2090502600 $0.00 Commercial Permit CARLSBAD, CA 92010-7226 Work Class: Tenant Improvement Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Description: CITY OF CARLSBAD: REMOVE 1 VEHICLE LIFT-INSTALL 2 NEW VEHICLE LIFTS Applicant: CITY OF CARLSBAD BRIAN BACARDI 405 OAK AVE CARLSBAD, CA 92008-3009 (760) 434-2944 FEE Total Fees: Property Owner: CITY OF CARLSBAD, CARLSBAD MUNICIPAL WATER DISTRICT KRISTINA RAY 2955 ELMWOOD ST (760) 434-2957 Total Payments To Date: Ccityof Carlsbad Permit No: CBC2020-0510 Status: Applied: Issued: Fina led Close Out: Inspector: Final Inspection: Balance Due: Closed -Finaled 12/29/2020 02/02/2021 CRenf 06/03/2021 AMOUNT Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." 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 file 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 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 you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov Building Permit Inspection History Finaled (cityof Carlsbad Permit Type: Work Class: Status: Scheduled Date 04/07/2021 PERMIT INSPECTION HISTORY for {CBC2020-0510) BLDG-Commercial Tenant Improvement Closed -Finaled Actual Inspection Type Start Date 04/07/2021 BLDG-11 Foundation/Fig/Piers (Rebar) Checklist Item Application Date: 12/29/2020 Issue Date: 02/02/2021 Expiration Date: 10/04/2021 IVR Number: 30738 Inspection No. Inspection Status 154442-2021 Passed COMMENTS Owner: CITY OF CARLSBAD, CARLSBAD MUNICIPAL WATER DISTRICT Subdivision: RANCHO AGUA HEDIONDA POR OF Address: 2480 IMPALA DR CARLSBAD, CA 92010-7226 Primary Inspector Reinspection Inspection Chris Renfro Complete Passed BLDG-Building Deficiency Partial pass on foundation for vehicle lift. Special inspection report will be collected at final inspection. Yes 06/03/2021 06/03/2021 BLDG-Final Inspection 158817-2021 Passed Chris Renfro Comple1e Thursday, June 3, 2021 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS Passed Yes, Yes Yes Yes Yes Page 1 of 1 SPECIAL INSPECTOR'S DAILY REPORT 5710 Ruffin Road, San Diego, CA 92123 Report Date: May 28, 2021; Friday Project Name: CARLSBAD/FLEET VEHICLE LIFT INSTALLATION Jurisdiction: CITY OF CARLSBAD . 2480 IMPALA DRIVE, ProJect Street Address: CARLSBAD, CA 90210 Contractor: WESTERN PUMP Approved Documents: Approved SUBMITTAL dated JANUARY 15, 2021 TYPE OF INSPECTIONfTEST: 0 Deep Foundation 0 Reinforced Concrete 0 Pre-Stressed Concrete 0 Shotcrete 0 Masonry 0 High Strength Bolting Project No: 108715015 Permit No.: Plan File No.: 0 Welding 0 Fireproofing [81 Other: Epoxy anchors CODE DESCRIPTIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. Weather: Clear STAFF On site as requested to perform visual observation of installation epoxy anchors, upon arrival met with contractor Western pump foreman discussed scope of work which is epoxy anchors at fleet vehicle lift. Observed the installation of (8) 7 /8" DIA A307 all threaded anchor bolts per base plate embed 12" into concrete slab with epoxy SIMPSON XP EXP DATE: 11/2022, drilled holes size l''Xl2" as required per RFI# 1, total of (32) bolts insta lled. NOTE:" detail 17/Sl.1 calls for (9) 7/8" bolts per base plate however actual base plate came with (8) holes per plate, due to that reason contractor installed 8 bolts per late". START T IME Attachments: STOP TIME REG. O.T. HOURS HOURS #OFTEST SPECIMENS Emad Beshay Name of Inspector Special Inspector's Oa,ly Report 2018 v 1.0 Page 1 of 1 10871501 S_SIR_EWB_2021--05-28 SPECIAL INSPECTOR'S DAILY REPORT 5710 Ruffin Road, San Diego, C~92123 I Report Date: May 28, 2021; Friday Project Name: CARLSBAD/FLEET VEHICLE LIFT INSTALLATION I Project No: 10871S015 CODE DESCRIPTIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. S21 I I 4 T T CODE: RW = Rework NIC = Not In Contract ST= Standby WC = Work Cancelled Code -(No. of hours) THE WORK IS] was D was not inspected in accordance with the approved documents. THE WORK INSPECTED [8] met D did not meet the requirements of the approved documents. MATERIAL SAMPLING O was D was not [8J N/A performed in accordance with the approved documents. Special hspector's Daily Report 2018 v 1.0 EMAD Digitally signed by EMAD BESHAY BESHAY Date: 2021.05.28 10:36:11-07'00' Signature of Inspector 5[28[2021 ICC# 8008238 Date Certification Number JOB SITE CONTACT IS ASKED TO SIGN TO VERIFY INSPECTION HOORSONL Y. lHE COOTENTOF lHIS REPORT AND FEE CHARGES ARE THE RESPONSIBILITY OF OTHERS. Signature: Owner-Authorized Job Site Contact Page 2 of 1 10871501 S_SIR_EWB_2021--05-28 SPECIAL INSPECTOR'S DAILY REPORT l(ln90&1f.oore 5710 Ruffin Road, San Diego, CA 92123 Report Date: April 07, 2021; Wednesday Project Name: CARLSBAD/FLEET VEHICLE LIFT INSTALLATION Project No: 108715015 Jurisdiction: CARLSBAD 2480 IMPALA DR, Project Street Address: CARLSBAD, CA. Contractor: Approved Documents: TYPE OF INSPECTION/TEST: D Deep Foundation [81 Reinforced Concrete D Pre-Stressed Concrete D Shotcrete D Masonry 0 High Strength Bolting Permit No.: Plan File No.: 0 Welding D Fireproofing D Other: CODE DESCRIPTIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. Weather: 65 F S TAFF S21 Arrived on site as requested to perform visual observation for installation of Reinforcement and epoxy rebar dowels, upon arrival met with Public Work Superintendent Brian Bacardi to discussed scope of work and review the plan. Epoxy Dowels. Observed drilled of holes for the proper depth diameter and cleanliness in to existing concrete slab for Fleet Maintenance building. Contractor place rebar #4 in 5/8-inch clean and dry holes with 4.5-inch minimum embedment and 16-inch on center Spacing for the new concrete slab to the existing concrete slab as per detail 15/Sl. Contractor place rebar #5 in 3/4-inch clean and dry holes with 6-inch minimum embedment into concrete slab and footing For the cont. footing along grid line 2 as per detail 10/Sl. Contractor used Hiliti HIT-RE 500 V3 Epoxy expiration date 11/21. Reinforcement installation. Observed the placement of rebar for the new slab in Fleet Maintenance building and footing along grid line 2. Contractor place Rebar # 4 @ 16-inch on center each way for the new slab on grade as per detail 15/Sl. Contractor place longitudinal rebar # 5 @ 12-inch on center top & bottom and rebar # 5 with 90-degree standard hock as per detail 10/Sl. START T IME Attachments: STOP T IME REG. O.T. HOURS HOURS 6 # OFTEST SPECIMENS MICHEIL SAAD Name of Inspector CODE: RW = Rework NIC = Not In Contract ST = Standby WC = Work Cancelled Code -(No. of hours) THE WORK [gl was D was not inspected in accordance with the approved documents. THE WORK INSPECTED [gi met O did not meet the requirements of the approved documents. MATERIAL SAMPLING O was O was not [gi N/A performed in accordance with the approved documents. Special lnspecto~s Daily Report 2018 v 1.0 Signature of Inspector 4/7/2021 ICC 5198968 Date Certification Number Joe SITE CONT ACT IS ASKED TO SIGN TO VERIFY INSPECTION HOURS ONLY. THE CONTENT OF THIS REPORT AND FEE CHARGES ARE THE RESPONSIBILITY OF OTHERS. Signature: Owner-Authorized Job Site Contact Page 1 of 1 108715015_SIR_MMS_2021-04-07 LOR INSPECTOR'S DAILY REPORT 5710 Ruffin Road, San Diego, CA92123 I LEA No.: 127 I Report Date: April 08, 2021; Thursday Project Name: Carlsbad/Fleet Vehicle Lift Installation Project No: 108715015 School District: calsbad DSA File No.: DSA Application No.: CBC20200510 Project Street Address: ~48 1° :n:ipala Dr. Contractor: Western Construction ar s a , CA Building No.: DSA Approved Documents: Yes DSA Card No.: Section No.: TYPE OF INSPECTION/TEST: D Batch Plant D Shotcrete □ Welding D Engineered Fill [gl Reinforced Concrete D Masonry D Fireproofing D Deep Foundation D Pre-Stressed Concrete □ High Strength Bolting D Other: CODE BLOCK# DESCRIPTIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. SEPARATE REPORTS SHALL BE PREPARED FOR EACH TYPE OF INSPECTION/TEST ON A DAILY BASIS. Weather clear 70's / Observed placement of concrete at repair to SOG -Bays 2, 7, and 8 / Concrete delivered by Superior Ready Mix and placed by tailgating, then was consolidated by mechanical vibration mix/ Used mix 4275P, for a total of nineteen yards placed / Details used concrete submittals / One set of samples made / Slump was 4.0" / Ambient temperature 70 degrees and concrete temperature was 78 degrees / All trucks unloaded in a timely manner/ < end > Weather: Attachments: 70's clear STAFF START STOP REG. O.T. #OFTEST Mike Kingery TIME TIME HOURS HOURS SPECIMENS Name of Inspector 1100 1500 4 CODE: RW= Rework NIC = Not In Contract ST= Standby WC = Work Cancelled Coce-(No.ofhours) Signature of Inspector THE WORK [gl was D was not inspected in accordance 4[8[2021 ICC5258871 with the DSA approved documents. Date Certification Number THE WORK INSPECTED [gl met D did not meet the JOB SITE CONTACT IS ASKED TO SIGN TO VERIFY INSPECTION HOURS ONLY. lHE CONTENT requirements of the DSA approved documents. OF THIS REPORT AND FEE CHARGES ARE THE RESPONSIBILITY OF OTHERS. MATERIAL SAMPLING~ was D was not 0 N/A Signature: performed in accordance with the DSA approved documents. Owner-Authorized Job Site Contact Distribution: DSA Box (Project Architect, Structural Engineer, Project Inspector, DSA Regional Office, School District) LOR Inspector's Daily Report 2018 v 1.0 Page 1 of 1 108715015_SIR_MDK_2021_04_08 ----~ COMPRESSIVE STRENGTH TEST DATA 5710 Ruffin Road, San Diego, CA 92123 I !sample Date: 4/8/21 !sample No.: 133452 Project Name: CARLSBAD/FLEET VEHICLE LIFT INSTALLATION Project No: 108715015 Jurisdiction: CITY OF CARLSBAD !Plan File No.: Permit No.: CBC20200510 Project Street Address: 2480 IMPALA DRIVE, CARLSBAD, CALIFORNIA Structure: FLEET MAINTENANCE BUILDING Location: SLAB-ON-GRADE, MAINTENANCE BAYS 2, 7, AND 8 ~ Concrete Name: SUPERIOR Admixtures: D Mortar D Grout D Masonry Prisms D Other SUPPLIER AND BATCH DATA Truck No.: 041 Ticket No.: 213096 -=---=-------.:=.:..:...:.._ ______ _ Mix Design No.: 4275P FIELD DATA AND QUALITY SPECIFICATIONS (ASTM C31, C138, C143, C172, C231, C1064) Material Properties Test Result Specified Value Conformance Slump (in.): 4 4.0 ± 1.0 Conforms Air Content(%): ± Temperature (°F): 78 95 max. Conforms Unit Weight (pct): Air Temperature (°F): 70 Water Added at Site (Gals.): 0 Time Batched: 11:19 Time Sampled: 12:20 Age of Samples (minutes): 61 Sampled By: MIKE KINGERY from Chute at 9.5 . yd3 of 19.0 total yd3 Specified Compressive Strength at 28 days (psi): 4,000 The samples are Set No.: 1 of 1 LABORATORY DATA (C39, C1231) Sample Tested Maximum Dimensions (in) Surface CF Compressive Type of Cap Type Test Area (in2) B = Bor>ded No. Date Age (days) Load (lb) Diameter Strength (psi) Fracture U = Unbonded By 133452 A 4/15/21 7 41,580 4.01 12.63 3,290 3 u RL 133452 B 5/6/21 28 133452 C 5/6/21 28 133452 D 5/6/21 28 133452 E Hold Ave. 28-day Comp. Strength: psi LIMITATIONS; The reported results are applicable to the the materials sampled and tested. Curing ✓ Standard Temp High (F0) Tos!By: DV• D,imV(:ftalkow: ---D-'S ■Dr,nSla,,loy Date Received 4/9/2021 Field Low (F0) EVG•E<1<:V...,GI,,.;,. RL ~ Robon Lander0o SanlaM --- Defects/Remarks: ~~~ This report shall not be reproduced, Data Submitted by: Date: 4/15/21 except in full, without prior written Mark Cuthbert, PE approval of the agency. Tested material does does NOT meet the requirements of the approved project documents. Page Number -- The material ✓ was was NOT sampled and tested as required by the approved project documents. 1 of 1 133452 C Compressive Strength Data 2020 v 1.0 COMPRESSIVE STRENGTH TEST DATA 5710 Ruffin Road, San Diego, CA 92123 I !sample Date: 4/8/21 !Sample No.: 133452 Project Name: CARLSBAD/FLEET VEHICLE LIFT INSTALLATION Project No: 108715015 Jurisdiction: CITY OF CARLSBAD !Plan File No.: Permit No.: CBC20200510 Project Street Address: 2480 IMPALA DRIVE, CARLSBAD, CALIFORNIA Structure: FLEET MAINTENANCE BUILDING Location: SLAB-ON-GRADE, MAINTENANCE BAYS 2, 7, AND 8 [?] Concrete Name: SUPERIOR Admixtures: D Mortar D Grout D Masonry Prisms D Other SUPPLIER AND BATCH DATA Truck No.: 041 Ticket No.: 213096 -=---------==-=-=-=-------- Mix Design No.: 4275P FIELD DATA AND QUALITY SPECIFICATIONS (ASTM C31, C138, C143, C172, C231, C1064) Material Properties Test Result Specified Value Conformance Slump (in.): 4 4.0 ± 1.0 Conforms Air Content (% ): ± Temperature (°F): 78 95 max. Conforms Unit Weight (pcf): Air Temperature (°F): 70 Water Added at Site (Gals.): 0 Time Batched: 11:19 Time Sampled: 12:20 Age of Samples (minutes): 61 Sampled By: MIKE KINGERY from Chute at 9.5 yd3 of 19.0 total yd3 Specified Compressive Strength at 28 days (psi): 4,000 The samples are Set No.: 1 of 1 LABORATORY DATA (C39, C1231) Sample Tested Maximum Dimensions (in) Surface Compressive Type of Cap Type Test Area (in2) CF B = Bof'IOOO No. Date Age (days) Load (lb) Diameter Strength (psi) Fracture U: Unbotided By 133452 A 4/15/21 7 41,580 4.01 12.63 3,290 3 u RL 133452 B 5/6/21 28 59,830 4.01 12.63 4,740 5 u RL 133452 C 5/6/21 28 67,710 4.01 12.63 5,360 3 u RL 133452 D 5/6/21 28 65,140 4.01 12.63 5,160 5 u RL 133452 E Discarded Ave. 28-day Comp. Strength: 5,090 psi LIMITATIONS: The reported results are applicable to the the materials sampled and tested. Curing ✓ Standard Temp High (F0) TOS! By DV • DannVajlaow.lO ---DAS•~Sts,\IO\I Date Received 4/9/2021 Field Low (F0) EVG • Eric Von Ginder RL • R-L""""'°" Sanl'""' --- Defects/Remarks: ~~ This report shall not be reproduced, Data Submitted by: Date: 5/6/21 except in full, without prior written Mari< Cuthbert, PE approval of the agency. Tested material ✓ does does NOT meet the requirements of the approved project documents. Page Number -- The material ✓ was was NOT sampled and tested as required by the approved project documents. 1 of 1 133452 C Compressive Strength Data 2020 v 1.0 140•112 IH·lf◄ 1---------lll•l/2----------1 I l•·l /4 TO OIH 8AR PADDING 32" 1---+-----11 •·lH --------j 102·11• ORIV[·lHRU Cl[ARANC[ I L SE£ D[llll A _J 101·518 8EJW[[N 8ASEPLATES I Assumed C G. of seismic load I CYLIHO[R HEIGHT 1(2•112 FOR ga• RISE 148·112 FOR 11• RISE CBC202 )· )/( WI TH AOAPTU THREAO[O DOl'H , 1132 WITH AOAPTCA THR[AOEO UP I DETAIL A THR[A0[0 ADAPT(A HEIGHT t TO (LOOI! I SCALE I:• SEISMIC LOAO Fpx = 1,306 LBS (Fx or Fy) per post Momeni = 11 59 k-ft (Mxx or Myy) per pest ( = 139,080 #-1n) Assumed weight of frame = 1,500 lbs total NOTES: I I ALL HEIGHT OIMEHSIOHS "-RE IITHOUT LEVELING SHIIIS 2.1 STANDARD HEIGHT LIFT SHOIH J,I POWER UNIT RISE TIME 160Hi , HI" STROICCJ: 1¢ ·•8 SEC UNLOADED, Sl SEC. t FULL LOAD 3¢ ·•S SEC UNLOJ.0£0, 50 SEC. t ruu LOAD ◄. I t lfT CAPACITY IS 10,000 l8S. S I NU LOAD PER ARM 1S BOO LBS BASE PLATE ANCHORAGE 11 1 II 11 II II PRfSTRfSS 3132" MAX Page 18 i------------------?l 61164 --------------1132" Ml N >------12 63164 ------+----2X 7 33164 . 2X I 3 5132 TO THEO CORN[R 2X I 2 I I 2 d:i-z+ 32X R\1 16~, 2X I 114 I I /'----6C0 I I ; I I / 6X 7116 1!! 1 6X 3116---Yf-_ l_ I') ;-----..-, I h2x 9 11164---... TO THF O CORNER ?XI I 31/64 -------! 112" I ALT. ~ I 8' OR 9 / I • J , AS TM A36 11.AHRIAI OfSCil lPl ION A \ \ \ _____ __,/' \ \ \ \ 6X 9)3116 ~ I 2X R 1116 _/. 2X I 114 30° "j 1 31 I 6 --i ?X I l/4 Ii I 11 16 f--?X I I 12 BX 0 1 I 18 I 113? 2X R6 _/ PRfSTRfSS \ 3132 " MAX 1/32' MI N \_ 2X R9 II?. 112 --l ~ NOM ~-:=: .. CJ SE ISM IC BAS[PLAT[ STRUCTURAL CALCULATIONS FOR VEHICLE LIFT ANCHORAGE DESIGN CITY OF CARLSBAD FLEET BUILDING 1635 FARADAY AVENUE CARLSBAD, CALIFORNIA 92008 DATE SIGNED 10/30/2020 BY 1 PETERS CANYON, SUITE 130 IRVINE, CA 92606 (949) 387-8500 PH JOB No. 13.136 OCTOBER 2020 EsGll A S-AF£built Company Approved 01/15/2021 8:44:25 AM CBC2020-0510 SET 1 12/29/2 ~IDS GROUP Job No.: 18X101.02 Project: Vehicle Lift Anchorage By: MM Chk'd: Date: 10/29/2020 Subject: Table of Contents Section: Page 2 of 53 Description Project Scope ................................................................................................ 3 Manufacturer Frame Loading and Calculations ............................................. 4 Seismic Loads .............................................................................................. 13 Vehicle Lift Base Plate Anchorage ............................................................... 18 Foundation Design ....................................................................................... 35 Reference Geotechnical Information ............................................................ 38 IDS -1 Peters Canyon Road, Suite 130, Irvine, CA 92606 g_ Tel: 949-387-8500 g_ Fax: 949-387-0800 .. ,osGRouP Job No.: 18X101.02 Project: Vehicle Lift Anchorage By: MM Chk'd: Date: 10/23/2020 Subject: Section: Page 3 of 53 Project Scope The City of Carlsbad is having two new vehicle lifts installed at the Carlsbad Fleet Operations building. The vehicle lifts consist of a 2-post frame with extendable arms to support and lift vehicles, manufactured by Rotary Lift. The new lifts will be installed at the ground level of the existing Fleet Operations building, which contains a 6" reinforced concrete slab on grade. The new vehicle lifts will require a new shallow footing installed into the existing slab on grade floor system. Gravity loads and geometry of application are provided in the manufacturer stamped and signed calculations. A geotechnical investigation report for the adjacent site was used to determine soil properties for evaluating the new shallow footing. IDS -1 Peters Canyon Road, Suite 130, Irvine, CA 92606 _g_ Tel: 949-387-8500 _g_ Fax: 949-387-0800 MARTIN CONSULTING GROUP. INC. "YOUR BLUEPRINT FOR SUCCESS" STRUCTURAL CALCULATIONS FOR: SPOA 10 LIFT TYPE INSTALLATIONS AT CARLSBAD FLEET OPERATIONS 2480 IMPALA DRIVE CALRLSBAD, CA 92010 CLIENT: VEHICLE SERVICE GROUP, LLC 2700 LANIER DRIVE MADISON, IN 47250 Page 4 JONATHAN J. MARTIN. S.E. CA S.E. Lie. No. SE4900 OCTOBER 1 2, 2020 02 T 1 12/29/20 Job Client De,igned by JJM Job No. 20315 Date l0-12-20 Page ' of PROJECT: SPOA IO Lift install LOCATION: Carlsbad, CA CLIENT: Vehicle Service Group, Inc. PROJECT MANAGER: Jon Martin PROJECT ENGINEER: Jon Martin JOB NO.: 20315 P~e5 MARTIN CONSULTING liROLIP, Inc. 2204 PLAZA DRIVE, SUITE 130 ROCKLIN, CALIFORNIA 95765 9161256-4816 FAX 916/302-4065 STRUCTURAL CALCULATION INDEX Description Pa2e Number From To Desi,m Criteria I 5 SPOAI0 anchorA<>e Analysis 6 31 8 ½ x 11 sketch details 32 33 CBC2020-0510 SET 1 12/29/20 ,Job No. Job Client - DesiPned bv J. Martin Date of STRUCTURAL DESIGN CRITERIA Page6 M4RTIN CONSUL TING GROUP, INC. 2204 PLAZA DRIVE, SUITE 130 ROCKLIN, CALIFORNIA 95765 916/256-4816 FAX 916/302-4065 I. Building Code _ __,,.,,0'-'-l-<-9..,,C"'B"'C~----~-------------------- 2. Bui !ding Department and/or Regulatory Agencies _.,,C"'itSLy_,o,.,_f_,C.,a,,_rl,,,s""ba"'d,__ ____________ _ 3. Type of Construction------------------------------- 4. Design Live Loads a. Roof ___ ____t:N,,:A:,_ ___________________________ _ b. Floor ___ ..,!Nc,.Ai,!_ ___________________________ _ c. Other ____ N._,,_A,.._ ____________________________ _ 5. Structure a. Description of Vertical Load System _ _,P_,o"'s,__1,,,a1,,1d'-"'be,..,a,..,n"-1 "'slecru,,,c,,.tu,,,c"'e _____________ _ b. Description of Lateral System Sway bracing or anchorage 6. Lateral Design a. Seismic Ss= ·~= 197.9% 75% F3= 1.2__,.,.----.,.. le R= T= n= EQ 12.8-2 0.48 2 / _/,/' F,=-.A'.S §lo(~ 1.ss // Sr,1= 0.75 / Site Calss = D / ''1!?11110:)' C11IC"!,!.Ol)' '" Ill ¥= Sos /' ----=C---/1 (Rile.) EQ 12. 8-3 / V = __ _:_So"-'''---- // (R/1,J*T EQ I 2:'8-6 / / V= 0.5*S 1/(R/l1,) / II V= o.783 •w 1.4 I o.792 •w o.783 •w 0.1 •w cic202Q:Q510 SET 1 12/29/20 Page 7 Job Job No. MARTIN CONSULTING GROUP, INC Client 2204 PLAZA DRIVE, SUITE 130 ROCKLIN, CALIFORNIA 95765 Desi,med bv J. Martin Date ·i.. Pa!le / of 9161256-4816 FAX 916/302-4065 STRUCTURAL DESIGN CRITERIA (CONT'D) 7. Foundations a. Geotechnical Engineer: ~2=0~19~C=B=C~-~T=a=b=le,,1=8=0=6=.2~------------------ b. ReportNo./Date: ------------------------------- c. Foundation Bearing Material: _________________________ _ d. Active Pressures Cantilever Retaining Walls: __ _,,sf/ft. of depth. Basement Walls: ----------------------------- Drainage Requirements: __________________________ _ e. Spread Footings Allowable Bearing Pressures: DL = __ psf, DL+ LL= I 500 psf, DL + LL + Lateral = 2000 psf. Allowable Passive Pressure= __ psf/ft. of depth below __ . Allowable Sliding Friction Coefficient= __ , when combined with passive pressure __ . CBC2020-0510 SET 1 12/29/20 2480 Impala Dr, Carlsbad, CA 92010, USA Latitude, Longitude: 33.1397971, -117.2658348 SK_Lr9 . impala Dr _ \. Date ,ft Catholic C T La Posada . . -~·· Design Code Reference Document Risk Category Site Class Type Ss s, SMS SM1 Sos S01 Type soc Value 1.05 0.407 1.134 0.648 0.756 0.432 Value D 1.08 1.593 0.402 1.098 0.441 8 Description Description MCER ground motion. (for 0.2 second penod) MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1. o second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration l ong-period transition period in seconds Probabilistic risk-targeted ground motion. (0.2 second) rities 10/9/2020, 3:52:57 PM IBC-2015 Ill 0 -Stiff Soil 1.05 1.065 1.5 0.407 0.392 0.6 0.6 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk-targeted ground motion. (1.0 second) Factored uniform-hazard (2% probability of exceedance in SO years) spectral acceleration. Factored dete,ministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Page8 .J I \ OSHPD Map data ©2020 J l I ! ! PGA FPGA PGAM TL SsRT SsUH SsD S1RT S1UH S1D PGAd CRs CR1 SET 1 12/29/20 I Page 9 DISCLAIMER v\otii!e the information presented on this website is believed to be correct, sµoc /QSHPO and I1s sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification Of its aCC1.Jracy suitability and app!icab1/ity by engineers or olher licensed professionals. SEAOC I OSHPD do not intend that the use of this information replace the sound judgment of SLich compe1en1 professionals, having experience and knowledge in the field of practice. nor to s1;bsl1tLite for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the ootput of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. CBC2020-0510 SET 1 12/29/20 Seismic Analysis ROTARY LIFT A DOVER INDUSTRIES COMPANY SEISMIC ANALYSIS OF SPOA10 ASYMMETRICAL 2-POST SEISMIC SURFACE LIFT IBC 2015, ACI 318-14, ASCE 7-1b SITE CLASS D SPECTRAL RESPONSE ACCELERATION Ss S 1.05 BY Zack Denzik DESIGN ENGINEER October 9th, 2020 Page 10 (; CBC2020-051;D SET 1 12/29/20 Copyright VSG Dover 2020 Seismic Analysis Lift Loadin1: - • The test requirements set forth by the Ai\iSI/ALI (Automotive Lift Institute) state that for this Class I lift, the simulation load shall be distributed on a 37" x 68" rectangle with the weight shifted as far rearward as possible. This layout is shown in figure I below: • Rotary Lift's ALI listed lifts have been verified to be able to support 3 times the lift capacity without fracture of any I ift components. This assures that the lift will handle vertical seismic forces generated by an earthquake. I ' I ' ~ ' I I I I ' -------1-------- Moment Analysis from Load - C = capacity of lift in lbs W = total weight of lift components in lbs (centroid of lift components is approximately equal to carriage rise) y-y DI = distance from lift center to load frame center of gravity in inches D2= distance from load frame to cylinder in inches D3= distance across load frame in x direction For anchorage and foundation: C:= 10000·11~/' W:=1500•/h/ DJ :=21.1 •ill D2:=41.2•in /)J:=37.0 •i/l Gravity Load Moments Page 11 Add DL moment for self-weight: ~ C /1,/ :=-•DI xx 2 Mu= I 05500 i11·/f~/' Total Mxx = 121,325 #-in = 10.11 k-ft W/2 • D1 = 15,825 #-In ----,, C Add DL moment for self-weight: ___ ___,7c? M,,-:=2 · Dl W/2 • D2 = 30,900 #-in A\,=206000 in·I/Jf Total Myy = 236,900 #-in= 19.74 k-ft CBC2020-05120 SET 1 12/29/20 Copyright VSG Dover 2020 Seismic Analysis a Ra Myy ~ ,. fl (( l .\Ia -·~ . L figure 3-Column La,·out L = effective column assembly length in inches x = initial carriage rise in inches x2 = max carriage at full rise in inches ds = carriage slider centerline distance in inches a = distance from overhead to applied moment in inches Moment Analysis from Load (continued) - h .H , '~ Rb L:= 134.75,in X := 7.0 • ill x2 == 68.0 • i11 d, := 34.25 • in ( d_,) a:=L-x-2 a = I 10.63 in Moment at baseplate: Because this lift has an overhead, the moment at the base plate/floor interface is found with beam equations. (Ref: Roarks Fomrnlas for Stress and Strain, 6th Ed., Young, pp. I 07, equation(s) 3(d)) The column/extension assembly is simplified to a single cross-section beam with the overhead providing a reaction force and moment resistance Note: The standard height column extension at its lowest setting yields the greatest moment and the carriage is at full rise to maximize the seismic moment. -The reaction force at the column base: -The reaction moment at the column base: ,14,. := I ::~, • (3 • a 2 -( 2 •a• L)) I Mt,= 78284.09 i11·/bf = 6.52 k-ft (LL Moment) Plus 6.52*(30,900/206,000) = 0.98 k-ft (DL Moment) Page 12 CBC20°20-0513 0 SET 1 12/29/20 Copyright VSG Dover 2020 10/13/2020 U.S. Seismic Design Maps SEISMIC LOADS Page 13 OSHPD Carlsbad Vehicle Lifts 2480 Impala Dr, Carlsbad, CA 92010, USA Latitude, Longitude: 33.1397971, -117 .2658348 1rnpala Dr SKLzq Google Date Design Code Reference Document Risk Category Site Class Type Value Ss 0.946 S1 0.347 SMs 1.135 SM1 null -See Section 11.4.8 I sos 0.757 So1 null -See Section 11.4.8 Type Value SOC null -See Section 11.4.8 Fa 1.2 F v null -See Section 11.4.8 PGA 0.412 FPGA 1.2 PGAM 0.494 TL 8 SsRT 0.946 SsUH 1.045 SsD 1.5 S1RT 0.347 S1UH 0.379 S1D 0.6 PGAd CRs https://seismicmaps.org Description ft Catholic lilies T La Posada Description 10/13/2020, 10:13:02 AM ASCE7-16 II D -Default (See Section 11.4.3) MCER ground motion. (for 0.2 second period) MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted ground motion. (0.2 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk-targeted ground motion. (1.0 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Map data ©2020 1/3 10/13/2020 Type CR1 Value 0.914 U.S. Seismic Design Maps Description Mapped value of the risk coefficient at a period of 1 s Page 14 CBC2020-051 0 SET 1 12/29/20 https://seismicmaps.org 2/3 10/13/2020 U.S. Seismic Design Maps Page 15 DISCLAIMER While the information presented on this website is believed to be correct, SEAQC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / O'SHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. CBC2020-0510 SET 1 12/29/20 https://seismicmaps.org 3/3 Page 16 Client: SWA Project: _C_a""'rl-sb_a_d_S_a""'fe_ty_C_e-nt_e_r ___________ _ J!::e:----l-8X_l_0_1""'.o:-,2 __ _ ----------Integrated Dealg n Services Date __ __:1:.:0!-'/ 2:C7.!../ 2::c0_2_0 __ _ Engineer ____ ...:M=JM.:.;__ ___ _ Nonstructural Seismic Force, ASCE 7-16 Nonstructural Element Seismic Force Parameters Equipment Category Seismic Force Coefficients: Equipment Information Seismic Forces: Description: carlsbad Vehicle Lift aP = 1.0 Oo= 1.5 Sos = 0.757 Rp = 1.5 Ip= 1.0 z= 0.0 ft or ratio h = 1.0 ft or ratio F,= 0.20 •w, fp,ma• = 1.21 •w, fp,m!n = 0.23 •w, Fv = 0.15 •w Fe•I 0.23 l•w: W = 5,750 lbs H= 139.8 in Hco = 104.6 in l = 12.0 in D = 24.0 in Low deformobility moterials and attachments (ORC) component amplification factor component overstrength factor short period spectral acceleration ASCE 7-16, TABLE 13.5-1 OR 13.6-1 ASCE 7-16, TABLE 13.5-1 OR 13.6-1 component response modification factASCE 7-16, TABLE 13.5-1 OR 13.6-1 Equipment importance factor ASCE 7-16, 13.1.3 height of component anchorage height of structure Weight per post of lift Total Height C.G. Height Length/Width, dimension perpendicular to load Depth, dimension parallel to load 1---------------FF•""• :-11---1...:,_30_6 __ 1f--lb_s _____ -il= Horizontal Seismic Force -871 lbs = Vertical Seismic Force ~---------------~----~-----~ CBC2020-0510 SET 1 12/29/20 DEWALT. ENGINEERED BY ·;towers- il.. Project Information Company: Project Engineer: Address: Phone: Email: Project Name: Project Address: Notes: Selected Anchor: Brand: Material: Embedment: Approval: 3,Desl Design Method: Load Combinations: Page 19 DEWALT Design Assist Ver. 1.4.12.0 Page l Vehicle Lift Base Plate Anchors Oct 13 2020 Worst case gravity load combination ---CA 92606 M: -P: - matthew.michnewich@idsgi.com Untitled Untitled Headed Hex Bolt Generic 3/4" 0 Threaded Bolt Hex Head ASTM F 1554 her 6.5 in hnom 7 in Section 5.3 U = 1.2 ( D + F + T ) + 1.6 ( L + H ) + 0.5 ( Lr ) Seismic Loading: Tension l 7.2.3.4.3(d) Shear I 7.2.3.5.3(c) !10 = 1.5 4. Base Material Information Concrete: Type Strength Reinforcement: Edge Reinforcement Spacing Controls Breakout Base Plate: Sizing Standoff Strength Profile: Torqued Anchor Bolt: Concrete Covers: Cracked Normal Weight Concrete 4000 psi None or < #4 Rebar Tension No (Condition B) Tension Thickness None False 0.25 36000 psi None in Length Height Shear Shear 2 1.21 0 Base Cover: 3 in End Cover: 3 No (Condition B) False in in Width in 19.28 in Page 20 DEWALT. DEWALT Design Assist Ver. 1.4.12.0 Page 2 ENGINEERED av ·;towers~ Vehicle Lift Base Plate Anchors Oct 13 2020 5. Geometric Conditions i:: hmin 10.000 in cmin 3.657 in Cac 9.750 in Smin 3.000 in Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 41 23.00 14549.00 0.283 OK Concrete Breakout Strength 20143.00 25589.00 0.787 OK Controls Pu llout Strength 41 23.00 10992.00 0.375 OK Shear Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 0.00 0.00 0.000 OK Controls Concrete Breakout Strength OK Pryout Strength 0.00 0.00 0.000 OK Page 21 DEWALT. DEWALT Design Assist Ver. l.4. l2.0 Page 3 ENGINEERED BY ·1owers-Vehicle Lift Base Plate Anchors Oct 13 2020 7. Waniings and Remarks ANCHOR DESIGN CRITERIA IS SA TIS Fl ED • • The results of the calculations carried out by means of the DOA Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer, particularly with regard to compliance wiU1 applicable standards, nonns and pennits, prior to using them for your specific project. The DOA Software serves only as an aid to interpret standards, norms and permits without any guarantee as to U1e absence of errors, the correctness and the relevance ofUie results or suitability for a specific application. • Calculations including seismic design requirements in accordance with ACI 318 are required for anchors in structures assigned to seismic design categories C, D, E and F. • Under these seismic conditions, the direction of shear may 1101 be predictable. In accordance with ACI 318 the full shear force should be assumed also in reverse direction for a safe design. Load reversal may influence U1e direction ofU1e controlling concrete breakout strength. Design Loads L Actions Nu -8900 lb Vux 0 lb Vuy 0 lb Muz 0 in-lb Mux in-lb Muy 366680 in-lb 187790 Consider Load Reversal X Direction 100% Y Direction 100% Page 22 DEWALT. DEWALT Design Assist Ver. 1.4.12.0 Page 4 ENGINEERED BY ·;towers Vehicle Lift Base Plate Anchors Oct 13 2020 9. Load Distribution Max. concrete compressive strain: 0.189 % Anchor Eccentricity Max. concrete compressive stress: 821.078 psi ex -0.194 in ey -0.019 m Resulting anchor forces / Load distribution Anchor Tension Load (lb) Shear Load (lb) Component Shear Load (lb) Anchor Coordinates (in) Shear X Shear Y X y I 1458.56 0.0 0.0 0.0 0.352 -0.204 2 0.00 0.0 0.0 0.0 9.352 7.796 3 33.05 0.0 0.0 0.0 4.352 10.796 4 1481.59 0.0 0.0 0.0 -0.648 9.796 5 2697.95 0.0 0.0 0.0 -4.648 6.796 6 3682.12 0.0 0.0 0.0 -7.648 1.796 7 4 123.47 0.0 0.0 0.0 -8.648 -4.204 8 4040.54 0.0 0.0 0.0 -7.908 -9.084 9 2625.74 0.0 0.0 0.0 -2.648 -12.204 CBec2co2go::05n1no,!lleSETes 11US!b1ec2/2'9, 20 DEWALT. DEWALT Design Assist Ver. 1.4.12.0 ENGINEERED BY·1owers-Vehicle Lift Base Plate Anchors 10. Deslp Proof Tension Loading Steel Strength: ACI 318-1417.4.1 Variables Nsa (lb) 19398.721 0.75 Results <pNsa = 14549.0 lb Nua = 4123.0 lb Utilization = 28.3% Concrete Breakout Strength: ACI 318-1417.4.2 Equations A,., N,b9 = -A . "'«.N . "'N.1' . "''·" . "'"P." . N;, llco N. = k.c . ).,. . ff,. · h_,u Variables ANc (in2) ANcO (in2) 1167.919 380.250 Cac (in) kc 9.750 24.000 Nb (lb) <p 25154.244 0.70 Results cpNcbg = 25589 Nua = 20 143.0 Utilization = 78.7% lb lb 'fl ec,N 0.631 "-a 1.000 'I' ed,N 1.000 f' C (psi) 4000 <pSeis 0.750 q, c,N 1.000 her 6.5 (in) Page 23 Page 5 Oct 13 2020 ... f' ~. ► • ' 1 • , . . . •• 4 .. .. ► . ~ . .. Table 17.3.1.1 .. ... ► • • ... 4 4 A .. . ' . ... Eqn. 17.4.2.1 b Eqn. I 7.4.2.2a 'i' cp,N 1.000 camin (in) 12 Table 17 .3. I.I Page 24 DEWALT. DEWALT Design Assist Ver. 1.4.12.0 Page 6 ENGINEERED BY ·;towers-Vehicle Lift Base Plate Anchors Oct 13 2020 Pullout Strength: . I-·. ACI 318-1417.4.3 Equations . . .. . . . , , A• • • .l • ► Np,. = "1cJ> • Np . " .... Eqn. 17.4.3.1 N~=B •Abrg •f', Eqn. 17.4.3.4 Variables 'f' c,P Abrg (in2) f'c (psi) <jl <jlSeis ].000 0.654 4000 0.70 0.750 Results qiN pn = 10992 lb Nua = 4 123 lb Table 17.3.1.1 Utilization = 37.5% CBec202go::05"1"dO·theSETeS,USl l ec2/219 J 20 Page 25 DEWAL1: DEWALT Design Assist Ver. 1.4.12.0 Page 7 ENGINEERED BY ·i'owers-Vehicle Lift Base Plate Anchors Oct 13 2020 12. lnteractlon of Tension ad Shear Loads .Reference ACI 318-1417.6 Equations Eqn. 17.6.3 Variables N.,. Vua --rp ·Nn rp • Vn 0.787 0.000 Results 0.787 :s 1.0 Status OK ANCHOR DESIGN CRITERIA IS SATISFIED • Page 26 DEWALT. DEWALT Design Assist Ver. 1.4.12.0 Page I ENGINEERED BY ·1c>wers-Vehicle Lift Base Plate Anchors Oct 13 2020 1. J,»roject Information ·_. Company: Project Engineer: --Worst case seismic load combination Address: ---CA 92606 Phone: M: -P: - Email: matthew.michnewich@idsgi.com Project Name: Untitled Project Address: Untitled Notes: 2. Selected Anc;be>r. l~forgia~on .. !'; <~t .•. , ·•t· :<r '.· ··. .. .· ' ' Selected Anchor: Headed Hex Bolt Brand: Generic -I -Material: 3/4" 0 Threaded Bolt Hex Head ASTM Fl554 Embedment: her 6.5 in hnom 7 in Approval: -- Issued I Revision: -- 3.Desim Principles Design Method: ACI 318-14 Load Combinations: Section 5.3 U = 1.2 * ( D ) + 1.5 ( E) + ( L ) + 0.2 ( S ) Seismic Loading: Tension I 7.2.3.4.3(d) Shear I 7.2.3.5.3(c) .Q = 0 1.5 4. Base Material Information Concrete: Type Cracked Normal Weight Concrete Strength 4000 psi Reinforcement: Edge Reinforcement None or < #4 Rebar Spacing Tension No (Condition B) Shear No (Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0.25 in Length 21.2 1 In Width 19.28 in Standoff None Height 0 in Strength 36000 psi Profile: None Torqued Anchor Bolt: Concrete Covers: Base Cover: 3 in End Cover: 3 in ce·c202go::05n1no,liles reT~a1uSlb1ec21219 J 20 Page 27 DEWALT. DEWALT Design Assist Ver. 1.4.1 2.0 Page 2 ENGINEERED BY ·;towers Vehicle Lift Base Plate Anchors Oct 13 2020 ./ i:: hmin 10.000 in cmin 3.657 in Cac 0.000 in smin 3.000 m Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 3510.00 14549.00 0.241 OK Concrete Breakout Strength 18035.00 31904.00 0.565 OK Controls Pullout Strength 3510.00 10992.00 0.3 19 OK Shear Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 272.00 7566.00 0.036 OK Concrete Breakout Strength 1964.00 13897.00 0.14 1 OK Controls Pryout Strength 1986.00 101610.00 0.020 OK Page 28 DEWALT. DEWALT Design Assist Ver. 1.4.12.0 Page 3 ENGINEERED BY "i'Owers-Vehicle Lift Base Plate Anchors Oct 13 2020 7. Warnings and Remarlis ANCHOR DESIGN CRITERIA IS SATISFIED • • The results of the calculations carried out by means of the DOA Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer, particularly with regard to compliance with applicable standards, nonns and permits, prior to using them for your specific project. The ODA Software seives only as an aid to interpret standards, norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • Calculations including seismic design requirements in accordance with ACI 318 are requ.ired for anchors in structures assigned to seismic design categories C, D, E and F. • Under these seismic conditions, the direction of shear may not be predictable. In accordance with ACI 318 the full shear force should be assumed also in reverse direction for a safe design. Load reversal may influence the direction of the controlling concrete breakout strength. Design Loads L Actions Nu -4593.5 lb Vux 0 lb Vuy -1959 lb Muz 0 in-lb Mux 84130 in-lb Muy 243080 in-lb Consider Load Reversal X Direction 100% Y Direction 100% DEWALT. 'DEWALT Design Assist Ver. 1.4.12.0 ENGINEERED BY ·1owers-Vehicle Lift Base Plate Anchors 9, Load Distribution ' Max. concrete compressive strain: 0.146 Max. concrete compressive stress: 637.089 Resulting anchor forces / Load distribution Anchor Tension Load (lb) Shear Load (lb) I 11 99.36 228.7 2 0.00 271.8 3 1514.61 250.9 4 2683.05 227.4 5 3348.18 207.1 6 3510.03 191.6 7 3032.93 188.7 8 2243.82 196.3 9 503.36 223.5 % psi Anchor Eccentricity ex -0.194 in Component Shear Load (lb) Shear X Shear Y -6.7 -228.6 30.2 -270.1 44.1 -247.0 39.5 -224.0 25.6 -205.5 2.5 -191.6 -25.2 -187.0 -47.7 -190.4 -62.2 -214.7 Page 29 Page 4 Oct 13 2020 ey -0.019 in Anchor Coordinates (in) X y 0.352 -0.204 9.352 7.796 4.352 10.796 -0.648 9.796 -4.648 6.796 -7.648 1.796 -8.648 -4.204 -7.908 -9.084 -2.648 -12.204 DEWALT. DEWALT Design Assist Ver. 1.4.12.0 ENGINEERED BY ·;towers-Vehicle Lift Base Plate Anchors 10. Design Proof Tension Loading Steel Strength: ACI 318-1417.4.1 Variables Nsa (lb) 19398.721 0.75 Results q,Nsa = 14549.0 lb Nua = 3510.0 lb Utilization = 24.1% Concrete Breakout Strength: ACI 318-1417.4.2 Equations ' -A,., 1",bg --A • "'"',. · lj/t<J 1, · "1c.~ · ljl,p.11 · N1, Pwco • • N~ = kc · A,, · fl', -h_,1.s Variables ANc (in2) ANcO (in2) 1167.919 380.250 cac (in) kc 0.000 24.000 Nb (lb) (j) 25154.244 0.70 Results q,N cbg = 3 1904 Nua = 18035.0 Utilization = 56.5% lb lb q, ec,N 0.787 Aa 1.000 q, ed,N 1.000 f'c (psi) 4000 q,seis 0.750 '11 c,N 1.000 her 6.5 (in) Page 30 Page 5 Oct 13 2020 Table 17.3.1.1 ..... ► ,:, .. . , •• .. • l • .. .. ~ . .,. Eqn. 17.4.2.lb Eqn. I 7.4.2.2a 'Jl cp,N 1.000 Camin (in) 12 Table 17.3.1.1 Page 31 DEWALT. DEWALT Design Assist Ver. 1.4.12.0 Page 6 ENGINEERED n ·1owers-Vehicle Lift Base Plate Anchors Oct 13 2020 Pullout Strength: . ~-. ACI 318-1417.4.3 Equations :, "• . .. . .t.• • ,. l • ► Npn =I/Jc.I'• Np • • 4 .. Eqn. 17.4.3.1 N,.=8•A0 ,9 •r , Eqn. 17.4.3.4 Variables \f' c,P Abrg (in2) re (psi) q> q>Seis 1.000 0.654 4000 0.70 0.750 Results q>Npn = 10992 lb Nua = 3510 lb Table 17.3.1.1 Utilization = 31.9% CBC2020:yo5"1"0 ·1"eSE:Tes 1 ~t1 ec21219) 20 DEWALT. DEWALT Design Assist Ver. 1.4.12.0 ENGINEERED BY ·1c>wers-Vehicle Lifi Base Plate Anchors 11. Design Proof Shear Loading Steel Strength: ACI 318-1417.5.1 Variables V sa,eq (lb) <p ---- 11639.233 0.65 Results V sa,eq = 7566 V ua = 272 Utilization = 3.6% Concrete Breakout Strength: ACI 318-1417.5.2 lb lb Equations Av, V doN : -A ' ljl"' I' ' 1$J4o1 V ' ljl, V ' ljlh ,. ' Vl> l'~ ' • ' • Variables Ave (in2) Avco (in') 4' ec,V 648.000 648.000 0.868 le (in) da (in) "-a 6.000 0.750 1.000 <p <pseis 0.70 0.750 Results q>V cbg = 13897 lb Direction = X- V ua = 1964 lb Utilization = 14.1% 4' ed,V 0.967 re (psi) 4000 4' c,V 1.000 cal 12.000 Page 32 Page 7 Oct 13 2020 Reference Table 17.3.1.1 V (" Eqn. 17.5.2.1 b Eqn. I 7.5.2.2a 4'h,V J.000 (in) Vb (lb) 23661.614 Table 17.3.1.1 DEWALT. ENGINEERED BY ·i'owers- Pryout Strength: ACI 318-1417.5.3 Equations v.,.. = lcq, •Ncpg Variables ANc (in') ANcO (in') 1277.419 380.250 Cac (in) kc 0.000 24.000 N b (lb) kcp 25154.244 2.000 Results q>V cpg = 10 161 0 lb vua = 1986 lb Utilization = 2.0% DEWALT Design Assist Ver. 1.4.12.0 Vehicle Lift Base Plate Anchors If' ec,N 'JI ed,N 't' c,N 0.859 1.000 1.000 Aa her (in) re (psi) 1.000 6.5 4000.000 N cpg (lb) <p 72578.266 0.70 4' cp,N 1.000 Camin 12.000 Page 33 Page 8 Oct 13 2020 V ... •-► •' .. "If·> ...... 41 .... • .. ._ .. .. Eqn. 17.5.3.lb Eqn. 17.4.2.1 b Eqn. I 7.4.2.2a (in) Table 17.3.1.1 Page 34 DEWALT. DEWALT Design Assist Ver. 1.4.12.0 Page 9 ENGINEERED BY ·1owers-Vehicle Lift Base Plate Anchors Oct 13 2020 12. Interaction of Tension and Shear Loads Reference ACI 318-1417.6 Equations Eqn. 17.6.3 Variables Nu,, Vua --'I' ·Nn 'I'· Vn 0.565 0.141 Results 0.565 :'.:: 1.0 Status OK ANCHOR DESIGN CRITERIA IS SATISFIED • Project Title: Engineer: Project ID: Project Descr: FOUNDATION DESIGN General Footing I. II ' I DESCRIPTION: exCarlsbad Vehicle Lifts -Trib portion of foundation to each post Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Amplified by 1/3 since seismic combination governs Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ee : Concrete Elastic Modulus Concrete Density <p Values Flexure Shear Analysis Settings Min Steel % Bending Rein!. Min Allow % Temp Rein!. = 4.0 ksi 60.0 ksi 3,605.0 ksi 150.0 pct 0.90 0.750 0.00180 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Min. Overturning Safety Factor = 1.0: 1 Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Add Fig Wt for Soil Pressure Use fig wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness Load location offset from footing center ... ex : Prll to X-X Axis ez : Prll to Z-Z Axis = Pedestal dimensions ... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height Rebar Centerline to Edge of Concrete ... at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size = Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # # 6.0 ft 4.50 ft 24.0 in -1 5 in 0 in in in in 3.0 in 6.0 5 6.0 5 # Bars required within zone Bars along Z-Z Axis 85.7 % # Bars required on each side of zone Applied Loads P : Column Load OB : Overburden M-xx M-zz = = 14.3 % D 5.750 11.430 7.50 Lr Yes Yes No No Increases based on footing plan dimension Allowable pressure increase per foot of deplh when max. length or width is greater than X ---~- L s w E 11.590 Page 35 4.330 ksf No 250.0 pct 0.30 lo . H ft ksf ft ksf ft k ksf k-ft k-ft k V-x V-z CBC2020-0510 SET 1 12°/29/20 Project Title: Engineer: Project ID: Project Descr: Page 36 General Footing ••••• t DESCRIPTION: exCarlsbad Vehicle Lifts -Trib portion of foundation to each post Design is OK, see _D_E_S_IG_N_SU_M_M_;4_R_Y _____________________ n_ot_e_s _be_1o_w __ __,iiillil•lfiM,tife--- Min. Ratio PASS 0.4834 PASS 1.113 PASS 6.498 PASS FAIL FAIL FAIL FAIL PASS PASS PASS PASS As< Min As< Min As< Min As< Min 0.2380 0.0 0.07388 0.01394 PASS n/a Detailed Results Soil Bearing Rotation Axis & Load Combination ... , OOnlv , 89.5doo CCW , +0.600 89.5doo CCW , +D+0.70E 90.0dooCCW , +D-0.70E 78.1 doo CCW , +D+0.5250E 90.3dooCCW , +D-0.5250E , 85.5doo CCW , +0.60O+0.?0E 91.0doo CCW , +O 60O-0.70E 273.5 doo CCW Overturning Stability Rotation Axis & Load Combination ... X-X, 0 Only X-X, +0.600 X-X, +D+0.70E X-X, +D-0.70E X-X, +D+0.5250E X-X, +D-0.5250E X-X, +0.60O+0.70E X-X, +0.60O-0.?0E Z-Z, OOnlv Z-Z, +0.600 Z-Z, +O+0.70E Z-Z, +O-0.70E Z-Z, +D+0.5250E Z-Z, +O-0.5250E Z-Z, +0.60O+0.70E Z-Z, +0.60O-0.70E Item Soil Bearing Overturning -X-X Overturning -Z-Z Applied 2.093 ksf 16.805 k-ft 7.50 k-ft top steel is used for As.min -ignore Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1-way Shear (+X) 1-way Shear (-X) 1-way Shear ( +Z) 1-way Shear (-Z) 2-way Punching Gross Allowable 4.330 4.330 4,330 4.330 4.330 4.330 4.330 4.330 0.0 k 12.478 k-ft/ft 2.095 k-ft/ft 3.344 k-ft/ft 3.467 k-ft/ft 22.583 psi 0.0 psi 7.009 psi 1.323 psi 9.793 psi Xecc Zecc (in) 0.2708 9.903 0.2708 9.903 0.2708 18.522 0.2708 1.285 0.2708 16.367 0.2708 3.439 0.2708 24.267 0.2708 -4.461 Overturning Moment 11.430 k-ft 6.858 k-ft 21.377 k-ft 11.430 k-ft 18.890 k-ft 11.430 k-ft 16.805 k-ft 9.947 k-ft 7.50 k-ft 4.50 k-ft 7.50 k-ft 7.50 k-ft 7.50 k-ft 7.50 k-ft 4.50 k-ft 4.50 k-ft Capacity 4.330 ksf 18.698 k-ft 48.738 k-ft 38.495 k-ft/ft 38.495 k-ft/ft 28. 977 k-ft/ft 28.977 k-ft/ft 94.868 psi 0.0 psi 94.868 psi 94.868 psi 94.868 psi Governing Load Combination +D+0.70E +0.60O+0.70E OOnly Capacity of #Ss at bottom is OK for demands No Uplift +1.400 +1.400 +1.400 +1.400 +1.200+E n/a +0.90O+E +1.20O-E +1.400 Actual Soil Bearing Stress@ Location Bottom Left Top Left Top Right Bottom Right Actual / Allow Ratio 1.086 0.6513 2.093 0.5740 1.785 0.6956 1.842 0.1499 0.0 0.0 0.0 0.4290 0.0 0.3074 0.0 0.4519 Resisting Moment 31.163 k-ft 18.698 k-ft 31.163 k-ft 41.110k-ft 31.163 k-ft 38.623 k-ft 18.698 k-ft 25.556 k-ft 48.738 k-ft 29.243 k-ft 48.738 k-ft 48.738 k-ft 48.738 k-ft 48.738 k-ft 29.243 k-ft 29.243 k-ft 0.0 0.0 0.0 0.4519 0.0 0.3303 0.0 0.4657 1.099 0.6594 2.093 0.5969 1.767 0.7185 1.719 0.1636 Stability Ratio 2.726 2.726 1.458 3.597 1.650 3.379 1.113 2.569 6.498 6.498 6.498 6.498 6.498 6.498 6.498 6.498 Status 0.000 0.254 0.000 0.152 0.000 0.483 0.000 0.138 0.000 0.412 0.000 0.166 0.000 0.425 0.000 0.108 OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK CBC2020-0510 SET 1 12/29/20 Project Title: Engineer: Page 37 Project ID: Project Descr: General Footing t.11 ' t DESCRIPTION: exCarlsbad Vehicle Lifts -Trib portion of foundation to each post Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvm.As Actual As Phi'Mn Status k-ft Surface in•2 in•2 in•2 k-ft X-X, +1.40D 3.344 +Z Bottom 0.5184 Min Temp% 0.310 28.977 OK X-X. +1.40D 3.467 -Z Bottom 0.5184 Min Temp% 0.310 28.977 OK X-X, +1.20D 2.866 +Z Bottom 0.5184 Min Temp% 0.310 28.977 OK X-X, +1.20D 2.972 -Z Bottom 0.5184 Min Temp% 0.310 28.977 OK X-X, +0.90D 2.150 +Z Bottom 0.5184 Min Temp % 0.310 28.977 OK X-X, +0.90D 2.229 -Z Bottom 0.5184 Min Temp% 0.310 28.977 OK X-X, +1 .20D+E 4.880 +Z Bottom 0.5184 Min Temp% 0.310 28.977 OK X-X, +1.20D+E 5.808 -Z Bottom 0.5184 Min Temp% 0.310 28.977 OK X-X, +1.20D-E 1.605 +Z Bottom 0.5184 Min Temp% 0.310 28.977 OK X-X, + 1.20D-E 1.573 -Z Bottom 0.5184 Min Temp% 0.310 28.977 OK X-X, +0.90D+E 4.309 +Z Bottom 0.5184 Min Temp% 0.310 28.977 OK X-X, +0.90D+E 4.581 -Z Bottom 0.5184 Min Temp% 0.310 28.977 OK X-X, +0.90D-E 0.8957 +Z Bottom 0.5184 Min Temp¾ 0.310 28.977 OK X-X, +0.90D-E 1.476 -Z Bottom 0.5184 Min Temp % 0.310 28.977 OK Z-Z, +1.40D 2.095 -X Bottom 0.5184 Min Temp% 0.4133 38.495 OK Z-Z, +1.40D 12.478 +X Bottom 0.5184 Min Temp% 0.4133 38.495 OK Z-Z, +1.20D 1.796 -X Bottom 0.5184 Min Temp% 0.4133 38.495 OK Z-Z, +1.20D 10.696 +X Bottom 0.5184 Min Temp% 0.4133 38.495 OK Z-Z, +0.90D 1.347 -X Bottom 0.5184 Min Temp% 0.4133 38.495 OK Z-Z, +0.90D 8.022 +X Bottom 0.5184 Min Temp¾ 0.4133 38.495 OK Z-Z, +1.20D+E 3.519 -X Bottom 0.5184 Min Temp% 0.4133 38.495 OK Z-Z, +1.20D+E 20.409 +X Bottom 0.5184 Min Temp% 0.4133 38.495 OK Z-Z, +1.20D-E 0.9534 -X Bottom 0.5184 Min Temp¾ 0.4133 38.495 OK Z-Z, + 1.20D-E 5.791 +X Bottom 0.5184 Min Temp% 0.4133 38.495 OK Z-Z, +0.90D+E 2.760 -X Bottom 0.5184 Min Temp% 0.4133 38.495 OK Z-Z, +0.90D+E 16.941 +X Bottom 0.5184 Min Temp¾ 0.4133 38.495 OK Z-Z. +0.90D-E 0.9165 -X Bottom 0.5184 Min Temp% 0.4133 38.495 OK Z-Z, +0.90D-E 5.531 +X Bottom 0.5184 Min Temp ¾ 0.4133 38.495 OK One Way Shear Load Combination ... Vu@-X Vu@+X Vu @-Z Vu@+Z Vu:Max PhiVn Vu / Phi'Vn Status +1.40D O.OOpsi 13.82 psi 0.04 psi 2.97 psi 13.82 psi 94.87 psi 0.15 OK +1 .20D O.OOpsi 11.85 psi 0.03 psi 2.55 psi 11.85 psi 94.87 psi 0.12 OK +0.90D 0.00 psi 8.89 psi 0.02 psi 1.91 psi 8.89 psi 94.87 psi 0.09 OK +1.20D+E 0.00 psi 22.58 psi 0.00 psi 5.89 psi 22.58 psi 94.87 psi 0.24 OK +1.20D-E 0.00 psi 6.42 psi 1.32 psi 1.23 psi 6.42 psi 94.87 psi 0.07 OK +0.90D+E 0.00 psi 18.79 psi 0.00 psi 7.01 psi 18.79 psi 94.87 psi 0.20 OK +0.90D-E 0.00 psi 6.13 psi 1.31 psi 0.61 psi 6.13 psi 94.87 psi 0.06 OK Two-Way "Punching" Shear All units k Load Combination ... Vu Phi'Vn Vu / Phi'Vn Status +1.40D 9.79 psi 189.74psi 0.05162 OK +1.200 8.39 psi 189.74psi 0.04424 OK +0.900 6.30 psi 189.74psi 0.03318 OK +1.20D+E 9.37 psi 189.74psi 0.04938 OK +1.20D-E 8.39 psi 189.74psi 0.04424 OK +0.90D+E 7.07 psi 189.74psi 0.03724 OK +0.90D-E 6.30 psi 189.74psi 0.03318 OK CBC2020-0510 SET 1 12/29/20 '1C Sli -AN AHAS COMPANY- Page 38 Reference Geotechnical Information UPDATED GEOTECHNICAL INVESTIGATION CITY OF CARLSBAD ORION CEN ....,.. ___ ____ EsGil 2600 Orion Way Carlsbad, California Prepared For: Rick Espana, AICP Senior Associate A SAFf·built C:nn,p-.,.ny Approved 01/15/2021 8:45:16 AM Roesling Nakamura Terada Architects, Inc. 363 Fifth Avenue, Suite 202 San Diego, CA 92101 Page 39 GEOTECHNICAL INVESTIGATION March 28, 2019 Rick Espana, AICP Senior Associate Roesling Nakamura Terada Architects, Inc. 363 Fifth Avenue, Suite 202 San Diego, CA 92101 Subject: UPDATED GEOTECHNICAL INVESTIGATION CITY OF CARLSBAD ORION CENTER 2600 ORION WAY CARLSBAD, CALIFORNIA Dear Rick: SCST No. 180396P4 Report No. 1 SCST, LLC (SCST) is pleased to present our report describing the geotechnical investigations performed for the subject project. We conducted our original and supplemental geotechnical investigations in general conformance with the scopes of work presented in our proposals dated May 17, 2016 and January 10, 2017. Based on the results of our investigations, we consider the planned construction feasible from a geotechnical standpoint provided the recommendations of this report are followed. If you have any questions, please call us at (619) 280-4321 . TBC:DAS:hu (1) Addressee via email at espana@rntarchitects.com + .---.------. , . , , -----:;c~T. '-LI: C or_,or. le ~--' qu ,rter · >2, o i,ve·dai. '. tree! · San D, ·go. Ct 92' "'o 87121:::,4.:>21 • 61v28U4321 •, 6192bu.4·111 • .. www.scstcom Page 40 TABLE OF CONTENTS SECTION PAGE EXECUTIVE SUMMARY ............................................................................................................... i 1. INTRODUCTION ..................................................................................................................... 1 2. SCOPE OF WORK ................................................................................................................. 1 2.1 FIELD INVESTIGATION ................................................................................................... 1 2.2 LABORATORY TESTING ................................................................................................. 1 2.3 ANALYSIS AND REPORT ................................................................................................ 1 3. SITE DESCRIPTION ............................................................................................................... 2 4. PROPOSED DEVELOPMENT ............................................................................................... 2 5. GEOLOGY AND SUBSURFACE CONDITIONS .................................................................... 2 6. GEOLOGIC HAZARDS .......................................................................................................... 3 6.1 FAUL TING AND SURFACE RUPTURE ........................................................................... 3 6.2 CBC SEISMIC DESIGN PARAMETERS .......................................................................... 3 6.3 LIQUEFACTION AND DYNAMIC SETTLEMENT ............................................................. 4 6.4 TSUNAMIS, SEICHES, AND FLOODING ........................................................................ 4 6.5 LANDSLIDES AND SLOPE STABILITY ........................................................................... 4 6.6 SUBSIDENCE ................................................................................................................... 4 6.7 HYDRO-CONSOLIDATION .............................................................................................. 5 7. CONCLUSIONS ...................................................................................................................... 5 8. RECOMMENDATIONS ........................................................................................................... 5 8.1 SITE PREPARATION AND GRADING ............................................................................. 5 8.1.1 Site Preparation ....................................................................................................... 5 8.1.2 Compressible Soils .................................................................................................. 5 8.1.3 Cut/Fill Transitions ................................................................................................... 6 8.1.4 Expansive Soil -Building Areas ............................................................................... 6 8.1.5 Expansive Soil -Hardscape Areas ........................................................................... 7 8.1.6 Compacted Fill ......................................................................................................... 7 8.1.7 Imported Soil ............................................................................................................ 7 8.1.8 Excavation Characteristics ....................................................................................... 7 8.1.9 Temporary Excavations ........................................................................................... 7 8. 1 . 1 O Temporary Shoring ................................................................................................ 8 8.1.11 Temporary Dewatering ........................................................................................... 9 8. 1. 12 Oversized Material ................................................................................................. 9 8.1.13 Slopes .................................................................................................................... 9 8.1.14 Surface Drainage ................................................................................................... 9 8.1.15 Grading Plan Review ........................................................................................... 10 8.2 FOUNDATIONS .............................................................................................................. 10 8.2.1 Shallow Spread Footings ....................................................................................... 10 8.2.2 Settlement Characteristics ..................................................................................... 11 8.2.3 Foundation Plan Review ........................................................................................ 11 8.2.4 Foundation Excavation Observations .................................................................... 11 8.3 SLABS-ON-GRADE ........................................................................................................ 11 CBC2020-0510 SET 1 12/29/20 Page 41 TABLE OF CONTENTS (Continued) SECTION PAGE 8.3.1 Building Slabs-on-Grade ........................................................................................ 11 8.3.2 Parking Structure Slab-on-Grade ........................................................................... 11 8.3.3 Exterior Slabs-on-Grade ........................................................................................ 12 8.4 CONVENTIONAL RETAINING WALLS .......................................................................... 12 8.4.1 Foundations ........................................................................................................... 12 8.4.2 Lateral Earth Pressures ......................................................................................... 12 8.4.3 Seismic Earth Pressure .......................................................................................... 13 8.4.4 Backfill .................................................................................................................... 13 8.5 MECHANICALLY STABILIZED EARTH RETAINING WALLS ........................................ 13 8.6 PIPELINES ...................................................................................................................... 14 8.6.1 Thrust Blocks ......................................................................................................... 14 8.6.2 Modulus of Soil Reaction ....................................................................................... 14 8.6.3 Pipe Bedding .......................................................................................................... 14 8.6.4 CutoffWalls ............................................................................................................ 14 8.6.5 Backfill .................................................................................................................... 15 8.7 PAVEMENT SECTION RECOMMENDATIONS ............................................................. 15 8.8 PERVIOUS PAVEMENT SECTION RECOMMENDATIONS ......................................... 16 8.9 SOIL CORROSIVITY ...................................................................................................... 17 8.10 INFILTRATION .............................................................................................................. 17 9. GEOTECHNICAL ENGINEERING DURING CONSTRUCTION .......................................... 18 10. CLOSURE ............................................................................................................................. 18 11. REFERENCES ...................................................................................................................... 19 ATTACHMENTS FIGURES Figure 1 ............................................................................................................... Site Vicinity Map Figure 2 ................................................................................................... USGS Topography Map Figure 3 ............................................................................................................. Geotechnical Map Figures 4A and 48 ................................................................................. Geologic Cross-Sections Figure 5 ..................................................................................................... Regional Geology Map Figure 6 ......................................................................... Typical Retaining Wall Backdrain Details Figure 7 ................................................................................... Typical MSE Retaining Wall Detail APPENDICES Appendix I ......................................................................................................... Field Investigation Appendix II ....................................................................................................... Laboratory Testing Appendix 111 •......................•...........................••....................••.......... Borehole Percolation Testing CBC2020-0510 SET 1 12/29/20 Page 42 EXECUTIVE SUMMARY This report presents the results of the geotechnical investigation SCST, LLC (SCST) performed for the subject project. We understand the project will consist of the design and construction of a two-story operations building, warehouse/shop buildings, a parking structure, outdoor covered storage, a vehicle wash station, pavements for fire access and parking, and stormwater BMP facilities. The purpose of our work is to provide conclusions and recommendations regarding the geotechnical aspects of the project. Our current field investigation consisted of drilling five borings to depths between about 2½ and 7½ feet below the existing ground surface using a truck-mounted drill rig equipped with a hollow-stem auger or a hand auger. We previously drilled six borings and four percolation test borings to depths between about 3 and 19 feet below the existing ground surface using a truck- mounted drill rig equipped with a hollow-stem auger (SCST, 2016). Auger refusal was encountered in several of the borings. An SCST geologist or engineer logged the borings and collected samples of the materials encountered for laboratory testing. SCST tested selected samples from the borings to evaluate pertinent soil classification and engineering properties to assist in developing geotechnical conclusions and recommendations. The materials encountered in the borings consist of fill and the Lusardi Formation. The fill extends to depths up to about 11 ½ feet below the existing ground surface and consists of medium dense to dense silty to clayey sand with varying amounts of gravel and cobbles. The Lusardi Formation consists of very dense, weakly to strongly cemented silty to clayey sandstone and conglomerate with varying amounts of gravel, cobbles, and boulders. Groundwater was encountered in one of the borings (B-7) at a depth of about 2 feet below the existing ground surface. The groundwater is believed to be a localized perched condition and not a regional groundwater table. We performed four borehole percolation tests. The test results indicate infiltration rates between 0.0 and 0.1 inch per hour. The infiltration rate of the actual soils that will be encountered at the bottom of stormwater retention basins could vary significantly subsequent to grading. The main geotechnical considerations affecting the planned construction are the presence of potentially compressible fill, cut/fill transitions, expansive soils, and difficult excavations. To reduce the potential for settlement, the existing fill should be excavated in its entirety below the planned structures, settlement sensitive improvements and new fill. The proposed structures should not be underlain by cut/fill transitions. Individual structures should be supported either entirely on compacted fill or entirely on formation. To reduce the potential for expansive heave, material with an expansion index less than 50 should be placed from 3 feet below the deepest planned footing bottom level to the finished pad grade elevation. Hardscape should be underlain by at least 2 feet of material with an expansion index less than 50. Based on our laboratory test results, some of the on-site soils will not meet the expansion index criteria. Strongly cemented zones should be expected within the formational materials. Gravel, cobbles, and boulders should also be anticipated. The planned structures can be supported on shallow spread footings with bottoms levels either entirely on compacted fill or entirely on formation. CBC2020-0510 SET 1 12/29/20 Page 43 1. INTRODUCTION This report presents the results of the geotechnical investigation SCST, LLC (SCST) performed for the subject project. We performed a geotechnical investigation in 2016 for the planned operations building, warehouse/shop buildings, pavements, and stormwater BMP facilities to be constructed as part of the project. Subsequently, a parking structure was added to the project. We performed this supplemental investigation to address the parking structure and overall project. The purpose of our work is to provide conclusions and recommendations regarding the geotechnical aspects of the project. Figure 1 presents a site vicinity map. Figure 2 presents the site location on the United States Geologic Survey ?½-Minute Topographic Map. 2. SCOPE OF WORK 2.1 FIELD INVESTIGATION Our current field investigation consisted of drilling five borings to depths between about 2½ and 7½ feet below the existing ground surface using a truck-mounted drill rig equipped with a hollow-stem auger or a hand auger. We previously drilled six borings and four percolation test borings to depths between about 3 and 19 feet below the existing ground surface using a truck-mounted drill rig equipped with a hollow-stem auger (SCST, 2016). Auger refusal was encountered in several of the borings. Figure 3 shows the approximate locations of the borings. An SCST geologist or engineer logged the borings and collected samples of the materials encountered for laboratory testing. Logs of the borings and test holes are presented in Appendix I. Soils are classified according to the Unified Soil Classification System illustrated on Figure 1-1. 2.2 LABORATORY TESTING Selected samples obtained from the borings were tested to evaluate pertinent soil classification and engineering properties and enable development of geotechnical conclusions and recommendations. The laboratory tests consisted of in situ moisture and density, particle-size distribution, Atterberg limits, R-value, expansion index, corrosivity, and direct shear. The results of the laboratory tests and brief explanations of the test procedures are presented in Appendix 11. 2.3 ANALYSIS AND REPORT The results of the field and laboratory tests were evaluated to develop conclusions and recommendations regarding: • Subsurface conditions beneath the site • Potential geologic hazards CBC2020-0510 SET 1 12/29/20 ~-■ii Roesling Nakamura Terada Architects, Inc. SCST Project No. 1 B0B!fflPlf-1 _C_i_ty_o_t_c_a_rls_b_a_d_O_r_io_n_c_e_n_te_r ________________________ + Carlsbad, CA March 28, 2019 • Criteria for seismic design in accordance with the 2016 California Building Code (CBC) • Site preparation and grading • Excavation characteristics • Foundation alternatives and geotechnical engineering criteria for design of the foundations • Estimated foundation settlements • Support for concrete slabs-on-grade • Lateral pressures for the design of retaining walls • Pavement sections • Soil corrosivity • Infiltration test results and feasibility 3. SITE DESCRIPTION The site is located northeast of Orion Street and Orion Way in the City of Carlsbad, California. The site is located on the top of a mesa, southwest of a southeast-northwest-trending tributary canyon to Los Monos Canyon. Existing improvements at the site consist of pavements. The site generally slopes towards the southwest. Site elevations range from about 375 feet at the northern portion of the site to about 359 feet at the southwestern portion of the site. 4. PROPOSED DEVELOPMENT We understand the project will consist of the design and construction of a two-story operations building, warehouse/shop buildings, a four-level parking structure, outdoor covered storage, a vehicle wash station, pavements for fire access and parking, hardscape, and stormwater BMP facilities. The buildings and parking structure will be supported on shallow spread footings with concrete slab-on-grade floors. Grading plans indicate that cuts and fills less than about 5 feet will be required to achieve finish site grades. 5. GEOLOGY AND SUBSURFACE CONDITIONS The site is located within the Peninsular Ranges Geomorphic Province of California, which stretches from the Los Angeles basin to the tip of Baja California. This province is characterized as a series of northwest trending mountain ranges separated by subparallel fault zones and a coastal plain of subdued landforms. The mountain ranges are underlain primarily by Mesozoic metamorphic rocks that were intruded by plutonic rocks of the Southern California Batholith, while the coastal plain is underlain by subsequently deposited marine and non-marine sedimentary formations. The site is located in the coastal plain and is underlain by fill and CBC2020-0510 SET 1 12/29/20 ~-■ii Roesling Nakamura Terada Architects, Inc. SCST Project No. 180!3~1 _c_it_y_o_f_c_a_rls_b_a_d_O_r_io_n_c_e_n_te_r ________________________ + Carlsbad, CA March 28, 2019 Lusardi Formation. Descriptions of the materials are presented below. Figure 3 presents the site-specific geology. Figures 4A and 4B present geologic cross-sections. Figure 5 presents the regional geology in the vicinity of the site. Fill: The fill consists of medium dense to dense silty to clayey sand with varying amounts of gravel and cobbles. The fill was encountered to depths up to about 11 ½ feet below the existing ground surface. Auger refusal on rocks occurred in borings P-3 and B-4. Lusardi Formation: The fill is underlain by Cretaceous-age Lusardi Formation. The Lusardi Formation consists of very dense, silty to clayey sandstone and conglomerate with varying amounts of gravel, cobbles, and boulders. Auger refusal on strongly cemented material and/or rocks occurred in borings B-1, B-2, B-3, B-5, B-6, B-8, B-9, and B-10. Groundwater: Groundwater was observed in boring B-7 at a depth of about 2 feet below the existing ground surface. The groundwater is believed to be a localized perched condition and not a regional groundwater table. Groundwater levels may fluctuate in the future due to rainfall, irrigation, broken pipes, or changes in site drainage. Because groundwater rise or seepage is difficult to predict, such conditions are typically mitigated if and when they occur. 6. GEOLOGIC HAZARDS 6.1 FAUL TING AND SURFACE RUPTURE The closest known active fault is the Rose Canyon (Oceanside section) fault zone located about 7½ miles (12 km) southwest of the site. The site is not located in an Alquist-Priolo Earthquake Fault Zone. No active faults are known to underlie or project toward the site. Therefore, the probability of fault rupture is low. 6.2 CBC SEISMIC DESIGN PARAMETERS A geologic hazard likely to affect the project is ground shaking as a result of movement along an active fault zone in the vicinity of the subject site. The site coefficients and adjusted maximum considered earthquake spectral response accelerations in accordance with the 2013 CBC are presented below: CBC2020-0510 SET 1 12/29/20 m ■ ■ii Roesling Nakamura Terada Architects, Inc. SCST Project No, 1808~1 _c_it_y_o_t_c_a_rls_b_a_d_O_r_io_n_c_e_n_te_r ________________________ + Carlsbad, CA March 28, 2019 Site Coordinates: Latitude 33.13872° Longitude -117.26622° Site Class: C Site Coefficients, Fa = 1.000 Fv = 1.393 Mapped Spectral Response Acceleration at Short Period, s. = 1.051g Mapped Spectral Response Acceleration at 1-Second Period, S, = 0.407g Design Spectral Acceleration at Short Period, Sos= 0.701g Design Spectral Acceleration at 1-Second Period, So, = 0.378g Site Peak Ground Acceleration, PGAM = 0.402g 6.3 LIQUEFACTION AND DYNAMIC SETTLEMENT Liquefaction occurs when loose, saturated, generally fine sands and silts are subjected to strong ground shaking. The soils lose shear strength and become liquid; potentially resulting in large total and differential ground surface settlements as well as possible lateral spreading during an earthquake. Given the relatively dense nature of the materials beneath the site, the potential for liquefaction and dynamic settlement to occur is low. 6.4 TSUNAMIS, SEICHES, AND FLOODING The site is not located within a mapped area on the State of California Tsunami Inundation Maps (Cal EMA, 2009); therefore, damage due to tsunamis is considered negligible. Seiches are periodic oscillations in large bodies of water such as lakes, harbors, bays, or reservoirs. The site is not located adjacent to any lakes or confined bodies of water; therefore, the potential for a seiche to affect the site is low. The site is not located within a flood zone or dam inundation area (County of San Diego, 2012). 6.5 LANDSLIDES AND SLOPE STABILITY Evidence of landslides or slope instabilities was not observed. The potential for landslides or slope instabilities to occur at the site is considered low. 6.6 SUBSIDENCE The site is not located in an area of known subsidence associated with fluid withdrawal (groundwater or petroleum); therefore, the potential for subsidence due to the extraction of fluids is negligible. CBC2020-0510 SET 1 12/29/20 ··-· ... ________________ _ ~-■Ii Roesling Nakamura Terada Architects, Inc. City of Carlsbad Orion Center Carlsbad, CA 6.7 HYDRO-CONSOLIDATION SCST Project No. 180!300Plf-1 March 28, 2019 Hydro-consolidation can occur in recently deposited (less than 10,000 years old) sediments that were deposited in a semi-arid environment. Examples of such sediments are aeolian sands, alluvial fan deposits, and mudflow sediments deposited during flash floods. The pore space between particle grains can re-adjust when inundated by groundwater causing the material to consolidate. The relatively dense materials underlying the site are not susceptible to hydro-consolidation. 7. CONCLUSIONS Based on the results of our investigation, we consider the planned construction feasible from a geotechnical standpoint provided the recommendations of this report are followed. The main geotechnical considerations affecting the planned development are the presence of potentially compressible fill, cut/fill transitions, expansive soils, and difficult excavations. Remedial grading will need to be performed to reduce the potential for distress to the planned structures and improvements. Remedial grading recommendations are provided in the following sections of this report. The planned buildings and parking structure can be supported on shallow spread footings with bottoms levels either entirely on compacted fill or entirely on formation, as discussed below. 8. RECOMMENDATIONS 8.1 SITE PREPARATION AND GRADING 8.1.1 Site Preparation Site preparation should begin with the removal of existing improvements, topsoil, vegetation, and debris. Subsurface improvements that are to be abandoned should be removed, and the resulting excavations should be backfilled and compacted in accordance with the recommendations of this report. Pipeline abandonment can consist of capping or rerouting at the project perimeter and removal within the project perimeter. If appropriate, abandoned pipelines can be filled with grout or slurry as recommended by and observed by the geotechnical consultant. 8.1.2 Compressible Soils The existing fill should be excavated in its entirety beneath the planned structures, settlement sensitive improvements and new fills. Excavations up to 11 ½ feet deep are anticipated. Horizontally, the excavations should extend at least 5 feet outside the planned perimeter foundations, at least 2 feet outside the planned hardscape and + CBC2020-0510 SET 1 12/29/20 Rt ■ ■Ii Roesling Nakamura Terada Architects, Inc. SCST Project No. 180139l!Plf..1 _C_i_ty_o_f_C_a_rl_sb_a_d_O_r_io_n_c_e_n_te_r ________________________ + Carlsbad, CA March 28, 2019 pavements, or up to existing improvements, whichever is less. An SCST representative should observe conditions exposed in the bottom of the excavation to determine if additional excavation is required. 8.1.3 Cut/Fill Transitions The planned buildings should not be underlain by cut/fill transitions or transitions from shallow fill to deep fill. Where such transitions are encountered, the formational materials should be over-excavated and replaced with compacted fill to provide a relatively uniform layer of compacted fill beneath the entire structure and reduce the potential for differential settlement. The over-excavation depth should be at least 3 feet below the planned finished pad elevation, at least 2 feet below the deepest planned footing bottom elevation, or to a depth of H/2, whichever is deeper, where H is the greatest depth of fill beneath the structure. Horizontally, the over-excavation should extend at least 5 feet outside the planned footing perimeter or up to existing improvements, whichever is less. Where practical, the bottom of excavations should be sloped toward the fill portion of the site and away from its center. An SCST representative should observe the conditions exposed in the bottom of excavations to determine if additional excavation is required. We encountered relatively shallow formational materials in the area of the proposed parking structure. Accordingly, the parking structure can be supported entirely on spread footings with bottom levels on formational materials. If isolated deep fills are encountered beneath the parking structure, 3-sack sand/cement slurry can be placed between the bottom of footing and the formational materials. 8.1.4 Expansive Soil -Building Areas The on-site materials tested have expansion indexes ranging from 2 to 66. To reduce the potential for expansive heave, soils with an expansion index (El) of 50 or less determined in accordance with ASTM D4829 should be placed from 3 feet below the deepest planned footing bottom level to the finished pad grade elevation. Horizontally, the soils having an El of 50 or less should extend at least 5 feet outside the planned footing perimeter or up to existing improvements, whichever is less. An SCST representative should observe conditions exposed in the bottom of excavations to assess whether additional excavation is required. We anticipate that some of the on-site soils will not meet the expansion index criteria and that imported material will be needed. CBC2020-0510 SET 1 12/29/20 '1 ■ ■Ii Roesling Nakamura Terada Architects, Inc. City of Carlsbad Orion Center Carlsbad, CA 8.1.5 Expansive Soil -Hardscape Areas SCST Project No. 18013!Jl!Plf..1 March 28, 2019 Hardscape should be underlain by at least 2 feet of material with an El of 50 or less. Horizontally, the soils having an El of 50 or less should extend at least 2 feet outside the planned hardscape or up to existing improvements, whichever is less. 8.1.6 Compacted Fill Excavated material, except for roots, debris, and rocks greater than 6 inches, can be used as compacted fill. Material with an El of 50 or less should be placed from 3 feet below the deepest planned footing bottom level to finished pad grade. Hardscape should be underlain by at least 2 feet of material with an expansion index of 50 or less. Fill should be placed in horizontal lifts at a thickness appropriate for the equipment spreading, mixing, and compacting the material, but generally should not exceed 8 inches in loose thickness. Fill should be moisture conditioned to near optimum moisture content and compacted to at least 90% relative compaction. The maximum dry density and optimum moisture content for evaluating relative compaction should be determined in accordance with ASTM D 1557. Utility trench backfill beneath structures, pavements and hardscape should be compacted to at least 90% relative compaction. The top 12 inches of subgrade beneath pavements should be compacted to at least 95%. 8.1.7 Imported Soil Imported soil should consist of predominately granular soil free of organic matter and rocks greater than 6 inches. Imported soil should be observed and, if appropriate, tested by SCST prior to transport to the site to determine suitability for the intended use. 8.1.8 Excavation Characteristics It is anticipated that excavations can be achieved with conventional earthwork equipment in good working order. Difficult excavation should be anticipated in cemented zones within the Lusardi Formation. Abundant gravel, cobbles, and boulders should also be anticipated. Contract documents should specify that the contractor mobilize equipment capable of excavating and compacting strongly cemented materials and materials with gravel, cobbles, and boulders. 8.1.9 Temporary Excavations Temporary excavations 3 feet deep or less can be made vertically. Deeper temporary excavations in fill should be laid back no steeper than 1 :1 (horizontal:vertical) and in formational materials no steeper than ¾: 1 (horizontal:vertical). The faces of temporary + CBC2020-0510 SET 1 12/29/20 ~-■Ii Roesling Nakamura Terada Architects, Inc. SCST Project No. 180!39l!flill.1 _c_it_y_o_1_c_a_rIs_b_a_d_O_r_io_n_c_e_n_1e_r ________________________ + Carlsbad, CA March 28, 2019 slopes should be inspected daily by the contractor's Competent Person before personnel are allowed to enter the excavation. Any zones of potential instability, sloughing, or raveling should be brought to the attention of the Engineer and corrective action implemented before personnel begin working in the excavation. Excavated soils should not be stockpiled behind temporary excavations within a distance equal to the depth of the excavation. SCST should be notified if other surcharge loads are anticipated so that lateral load criteria can be developed for the specific situation. If temporary slopes are to be maintained during the rainy season, berms are recommended along the tops of slopes to prevent runoff water from entering the excavation and eroding the slope faces. Slopes steeper than those described above will require shoring. Additionally, temporary excavations that extend below a plane inclined at 1 ½: 1 (horizontal:vertical) downward from the outside bottom edge of existing structures or improvements will require shoring. Soldier piles and lagging, internally braced shoring, or trench boxes could be used. If trench boxes are used, the soil immediately adjacent to the trench box is not directly supported. Ground surface deformations immediately adjacent to the pit or trench could be greater where trench boxes are used compared to other methods of shoring. As an alternative to shoring/underpinning, maximum 10-foot-wide slots can be excavated and immediately backfilled adjacent to existing structures and improvements. Care should be taken to not undermine existing footings. Slot excavations should be filled prior to performing adjacent excavations. 8.1.10 Temporary Shoring For design of cantilevered shoring, an active soil pressure equal to a fluid weighing 35 pcf can be used for level retained ground or 55 pcf for 2: 1 (horizontal:vertical) sloping ground. The surcharge loads on shoring from traffic and construction equipment adjacent to the excavation can be modeled by assuming an additional 2 feet of soil behind the shoring. For design of soldier piles, an allowable passive pressure of 350 psf per foot of embedment over twice the pile diameter up to a maximum of 5,000 psf can be used. Soldier piles should be spaced at least three pile diameters, center to center. Continuous lagging will be required throughout. The soldier piles should be designed for the full anticipated lateral pressure; however, the pressure on the lagging will be less due to arching in the soils. For design of lagging, the earth pressure can be limited to a maximum value of 400 psf. CBC2020-0510 SET 1 12/29/20 ~-■ii Roesling Nakamura Terada Architects, Inc. City of Carlsbad Orion Center Carlsbad, CA 8.1.11 Temporary Dewatering SCST Project No. 180!3~-1 March 28, 2019 Groundwater seepage may occur locally due to broken pipes, local irrigation, or following heavy rain. Groundwater should be anticipated in the planned excavations. Dewatering can be accomplished by sloping the excavation bottom to a sump and pumping from the sump. A layer of gravel about 6 inches thick placed in the bottom of the excavation will facilitate groundwater flow and can be used as a working platform. 8.1.12 Oversized Material Excavations may generate oversized material. Oversized material is defined as rocks or cemented clasts greater than 6 inches in largest dimension. Oversized material should be broken down to no greater than 6 inches in largest dimension for use in fill, used as landscape material, or disposed of offsite. 8.1.13 Slopes All permanent slopes should be constructed no steeper than 2:1 (horizontal:vertical). Faces of fill slopes should be compacted either by rolling with a sheepsfoot roller or other suitable equipment or by overfilling and cutting back to design grade. Fills should be benched into sloping ground inclined steeper than 5:1 (horizontal:vertical). It is our opinion that cut slopes constructed no steeper than 2:1 (horizontal:vertical) will possess an adequate factor of safety. An engineering geologist should observe all cut slopes during grading to ascertain that no unforeseen adverse geologic conditions are encountered that require revised recommendations. All slopes are susceptible to surficial slope failure and erosion. Water should not be allowed to flow over the top of slope. Additionally, slopes should be planted with vegetation that will reduce the potential for erosion. 8.1.14 Surface Drainage Final surface grades around structures should be designed to collect and direct surface water away from the structure and toward appropriate drainage facilities. The ground around the structure should be graded so that surface water flows rapidly away from the structure without ponding. In general, we recommend that the ground adjacent to the structure slope away at a gradient of at least 2%. Densely vegetated areas where runoff can be impaired should have a minimum gradient of at least 5% within the first 5 feet from the structure. Roof gutters with downspouts that discharge directly into a closed drainage system are recommended on structures. Drainage patterns established at the time of fine grading should be maintained throughout the life of the proposed structures. + CBC2020-0510 SET 1 12/29/20 m ■ ■ii Roesllng Nakamura Terada Architects, Inc. SCST Project No. 180B!Jl!Flif..1 _c_it_y_o_f_c_a_rls_b_a_d_o_r_io_n_c_e_n_te_r ________________________ + Carlsbad, CA March 28, 2019 Site irrigation should be limited to the minimum necessary to sustain landscape growth. Should excessive irrigation, impaired drainage, or unusually high rainfall occur, saturated zones of perched groundwater can develop. 8.1.15 Grading Plan Review SCST should review the grading plans and earthwork specifications to ascertain whether the intent of the recommendations contained in this report have been implemented and that no revised recommendations are needed due to changes in the development scheme. 8.2 FOUNDATIONS 8.2.1 Shallow Spread Footings The proposed structures can be supported on spread footings with bottom levels on compacted fill or formational materials. Individual buildings should be supported either entirely on compacted fill or entirely on formation. To accommodate bearing on formation, 3-sack sand/cement slurry can be placed between the formation and design bottom of footing. Footings should extend at least 24 inches below lowest adjacent finished grade. A minimum width of 12 inches is recommended for continuous footings and 24 inches for isolated or wall footings. An allowable bearing capacity of 2,500 psf can be used for footings supported on compacted fill. An allowable bearing capacity of 5,000 psf can be used for footings supported on formation. The allowable bearing capacity can be increased by 500 psf for each foot of depth below the minimum and 250 psf for each foot of width beyond the minimum up to a maximum of 5,000 psf on compacted fill or 7,500 psf on formation. The bearing value can be increased by½ when considering the total of all loads, including wind or seismic forces. Footings located adjacent to or within slopes should be extended to a depth such that a minimum horizontal distance of 7 feet exists between the lower outside footing edge and the face of the slope. Lateral loads will be resisted by friction between the bottoms of footings and passive pressure on the faces of footings and other structural elements below grade. An allowable coefficient of friction of 0.35 can be used. Passive pressure can be computed using an allowable lateral pressure of 350 psf per foot of depth below the ground surface for level ground conditions. The passive pressure can be increased by ½ when considering the total of all loads, including wind or seismic forces. The upper 1 foot of soil should not be relied on for passive support unless the ground is covered with pavements or slabs. CBC2020-0510 SET 1 12/29/20 Bl ■ ■ii Roesling Nakamura Terada Architects, Inc. City of Carlsbad Orion Center Carlsbad, CA 8.2.2 Settlement Characteristics SCST Project No. 180!388f61l 1 March 28, 2019 Total foundation settlements are estimated to be less than 1 inch. Differential settlements between adjacent columns and across continuous footings are estimated to be less than ¾ inch over a distance of 40 feet. Settlements should be completed shortly after structural loads are applied. 8.2.3 Foundation Plan Review SCST should review the foundation plans to ascertain that the intent of the recommendations in this report has been implemented and that revised recommendations are not necessary as a result of changes after this report was completed. 8.2.4 Foundation Excavation Observations A representative from SCST should observe the foundation excavations prior to forming or placing reinforcing steel. 8.3 SLABS-ON-GRADE 8.3.1 Building Slabs-on-Grade The project structural engineer should design the interior concrete slab-on-grade floors. However, we recommend that building slabs be at least 5 inches thick and reinforced with at least No. 4 bars at 18 inches on center each way. Moisture protection should be installed beneath slabs where moisture sensitive floor coverings will be used. The project architect should review the tolerable moisture transmission rate of the proposed floor covering and specify an appropriate moisture protection system. Typically, a plastic vapor barrier is used. Minimum 10-mil plastic is recommended. The plastic should comply with ASTM E1745. The vapor barrier installation should comply with ASTM E1643. The slab can be placed directly on the vapor barrier. 8.3.2 Parking Structure Slab-on-Grade We recommend that the parking structure slab-on-grade be at least 6 inches thick and reinforced with at least No. 4 bars at 18 inches on center each way. Concrete should have a minimum compressive strength of 3,250 pounds per square inch (psi). + CBC2020-0510 SET 1 12/29/20 -----··-·• .... CALIFORNIA PRELIMINARY NOTICE In accordance with sections 8102, 8202, and 9303, California Civil Code. THIS IS NOT A LIEN. This is NOT a reflection on the integrity of any contractor or subcontractor. OWNER or Reputed Owner (on private work) or CITY OF CARLSBAD/ FLEET BUILDING 1635 FARADAY AVENUE Carlsbad, CA 92008 DIRECT CONTRACTOR or Reputed Direct Contractor, if any. (on private or public work) WESTERN PUMP, INC. 3235 F STREET San Diego, CA 92102 CONSTRUCTION LENDER or Reputed Construction Lender, if any. (on private work) PUBLIC ENTITY (on public work) NOTICE TO PROPERTY OWNER EVEN THOUGH YOU HAVE PAID YOUR CONTRACTOR IN FULL, if the person or firm that has given you this notice is not paid in full for labor, service, equipment, or material provided or to be provided to your construction project, a lien may be placed on your property. Foreclosure of the lien may lead to loss of all or part of your property. You may wish to protect yourself against this by (1) requiring your contractor to provide a signed release by the person or firm that has given you this notice before making payment to your contractor, or (2) any other method that is appropriate under the circumstances. This notice is required by law to be served by the undersigned as a statement of your legal rights. This notice is not intended to reflect upon the financial condition of the contractor or the person employed by you on the construction project. If you record a notice of cessation or completion of your construction project, you must within 10 days after recording, send a copy of the notice of completion to your contractor and the person or firm that has given you this notice. The notice must be sent by registered or certified mail. Failure to send the notice will extend the deadline to record a claim of lien. You are not required to send the notice if you are a residential homeowner of a dwelling containing four or fewer units. YOU ARE HEREBY NOTIFIED THAT ... WEST COAST SAND & GRAVEL, INC. PO BOX 5067 BUENA PARK, CA 90621 (714) 522-4403 (714) 735-7025 relationship of claimant to the parties MATERIALS SUPPLIER has furnished or will furnish labor, services, equipment or materials of the following general description: CONSTRUCTION MATERIALS, LANDSCAPING MATERIALS, AND/OR FREIGHT for the building, structure or other work of improvement located at: 2480 Impala Drive Carlsbad, CA 92010 Contract#: Job#: 3475C The name of the person or firm who contracted for the purchase of such labor, services, equipment or material is: WESTERN PUMP, INC. 3235 F ST San Diego, CA 92102 (6 I 9) 239-9988 An estimate of the total price of the labor, services, equipment or materials furnished or to be furnished is: $3,000.00 Dated 4/14/2021 ~ ~ceManager Signature Title NOTES: lM SCtECll.EO LAP SPUCE LENGTHS ARE FOR Eln-ER OF M FOUO'MN::; CASES: A. ClEARSPACIOOOF eARS BEING DEVELOPED OR SPUCEDNJTLESS m\N(2db),AfOctEARCOYER t«:>TLESS 1Ho'.N (db), B. O..EAR SPACING OF BARS 8EING DEVELOPED OR SPL.ICEOSHA.U.l'OTBE LESS THAN (!13), Cl.EAR.COVER NOT LESS m.\N (db), Af£) STlRRtPSfTES ~lAP SPUCE NOT MORE TPAN 6" ON CENTER I SlRE'Glli II re=3,0CX>PSI fy:a:OO.OCl'.lPSI 2. Kl. TIPL Y LAP SPlJCE lffi3THS BY 1.5 FOR CASES OOT MEETI""3 Tl£ COtOTK>NS AS DESCRIBED IN NOTE 1 ClASSOF a.ASS"A' ClASS"B' lAPSPUCE CORE 4"01-0t.E BEFORE ~WCff.Mt¥31N I SAW:VTTitG~(A EXlST11¥3 ~y CORP-ERS) ORCOl'«:l<STE UWT OF SAW a.JT. ~--(-----' ~ .. ~~ : ' / : ' 1 ' ' ' ' ' ' l(~ ____ :_~i '-CUT11NG EL\~ HPJO CHP TO FORM NEAT CORNER FLOOR PLAN OR WALL ELEVATION ENLARGED CORNEROETAIL TYP. SAWCUTDETAIL I 11/2"•1'<1' I 19 --. 3. USE CLASS 'B" SPUCES FOR \IERTICAL a t1JRIZONTAL BARS TYP. U.O.N. 4. TOP8ARSAA£. I-ORIZOliTAl. 8ARS PtACEDSO THI\T mfOEs ORMOREOfcc::iH:RETE IS CASTINTtE MEN.BER BELOW Tl-E BAR. 5. VALl.ES S~AA£. FOR OOIWAL WEJGHTCOtCRElE. IF lkiHTWEIGHTCON:RETE, KJ..TIPLY LAPSPUCE LEM;THS BY 1.3. &. (REFER TO NOTE 2 FOR ANf A!DTl()Nll.l INCREASES IN lAP SPUCE LENGTHS). 1. VALLESSH:lWNAREFORI.NXlATEDG~OORmR>RCOENT. i All lAP SPLICE LENGTHS AT EACH LOCATIOO Stt',LL 8E OEAJ£D BY n-E SOOP OOAWIOOS. THE CONTRACTOR IS RESPONSIBLE FOR COMPl..lAN:E 'MTHAU ~ER& SPACING REOt.lREPi£NTS FOR lAP SPUCES US TEO SY n£ Sft:>P OOAM!\GS.FlELDCORRECTlONSSrW..LBE.M>\DEATOOCOSTTOT~DmER 9. Wl£NLAPPIP«3ASMAU.ERBARV11THA 1..ARGEDAMETER BAR USE Tl-E LAPLEN3THFOR n£ StMLL tlAMETERBAR. BARSIZE ., .. 15 .. IT ~ " 110 111 BASIC TOP BAA ,~ ,.. " 'N 2~ ,r J< ... .,. ... 56' ,.,. .,. .,. ,,. 92" 1V 103" TENSION DEVELOPMENT (Ldh) LENGTHS OF STANDARD HOOKS \EICOO'.:, S.O.G. ~SAWCVT I 14• 24"LG@ 16'0.C. CQt,C_ S.O.G. TO MATCH{E} HLTil-fTRE-5001'3 {ICCESR-381-4) TYP. (N) CONG. SLAB TO (E) CONG. SLAB I 1°"1'.q I 15 REBAR CXJIM:LS PER 15\ TYP. BAASIZE ., .. 15 .. " ~ .. '" ,11 --. STPJOI.ROHX>KOEVELOP~I.EMiTHLcfl' NOR1M1. wa:;HT "O' >:XX),,. 4000,,. S<Xllpo zv.· a,r a..-a.r 3" u-11· a-HT a-v 3¾" 1"-2"' 1'-C' 0'-11' 4o• 1'-5" 1'.J' r.r SY.' ,. ... 1'-5" 1'.J" .. l'-10'" r-r 1'-5' 111· 7-1" l'-10' ,. ... ,ox· z..-1-r 1'-10' 1~ z.r Z.J'' zq BASIC ,.. 'N ,r ... 64' ,.,. .,. .,. 103" (E,)COO'.:. S.O.G. )__,_, UFTCOLM«>BASE Pl.A TE PER MFR LITT Cct. AND BASE PIA TE PER MFR FTG. PER Pt.AN, MATCH CE.PTHOF(E)CO..Ut.lN FOOTING FTG. PER Pt.AN PERl'IAN ?ee .. ~ '5@12"O.C.T&B 00 CE.GREE STD tDOK FOUNDATION SECTION I 1·•r<I' 118 FOUNDATION SECTION I l'•l'-C' 110 NOTE: fCOll.MI la.J"t ~COllN,N s t ,.------CONTRACTOR TOCOOR[l~TE WITH UFT WIMJFACTURER FOR EAACTORIENTATJJN OF BASE Pl.A TES ANO BASE PlA lE CO,'ENSIONS. I I I I I I rtl _________ -----------------L 1 .,,..-----ROTAR!2POSTSU<FACEUFT .. -r------------------------rt-r (SPOA1~ I I I ~ 0 l I I I I i [ ' MAX.l"fT.OFUFTCOMPONENTS•1,5001 I I ' ti I MAX.CA.PACITYOFUFT•10,0:0f I I ~ : MAX..TOTALYfT."'11:.<X)I : : j , ~====:i c=====j , : I [ ' I I ~ TYP. • I I 11 J I I I > I I I ~TE· ,.------CONTRACTOR TOVERfFY st.AS IS ~ONTAL AflJFAAME POSTS ARE. P\J..NSVl'1THN LIFT t.'A/IU"A~R'S TOl.fRAJICE PRIOR TO INSTALLATION Of SASE flt.ATES. 5 q, I I I -g BASEPt.AlEPERMFR I I I 1 I l f --rr-: 'T' ! t ;~~~~~~=.:f I ; 1 ; !, ~TEINPRE.fABRICATEOBASE J '-----__ , [ TOP BAA 31' 38" ... 51' 83" ,.. 108' 1'l0' 13< II rc:a:-4,000PSI II ty:8JOOJPSI ClASS"A' ClASS"B' SA.SIC TOP SA.SIC TOP BAA BAR IS' 'lO' 'lO' 28" ,~ 25' 25' 33' 2< 31' ,, . 41· ,,,. 38" 38" ,,,. .,. SS" SS' 71" ... .,. .,. .,. 64' 71T '71T ,, . .,. ,.. ,.. 103" ... ... ... 11s· .. rc•S,OOJPSI !y:.60,000PSI I LAPSl'tlCE SEE SCH. ct.ASS "A" ClASS"B' r BASIC TOP SA.SIC BAA ,~ ,r ,r ,r 23" 23" 22' 28" 28" 28" ,.. J< 38" .,. "' .,. 56" 56' ... .,. s:r 64' "' "' ,.,. ,.. nr TOP BAA 22' ,,,. 38" ... .,. Tr ., . ,,. 101" l£000 I 2<1N< STAGGER = C "sff '><----V'----I SPUCEOff l£GENO'. BARSPAONGCXAGPAM 1.APPHiBAR ~BARCXANETER A • a.EAR COVER B • a.EAR SPAONGa; BARS TYP. REINF. LAP SPLICEATCONC. I 1"•1'<1' I 4 d • BAA CO\METER ji 0-6dFORl3~t8 ~ 0 -8df~t9Tl--RC>OOHl 11 ~ ·r ~ <!, 1 . ✓-• 1JS"sro.HJO Es G Ii C"10CAL S<CTION "O' Approved 1l2184-352AM STANDARD HOOK NOTES: 01= , !;1 1. ALL HOOK BARS SHALL EXTEND AS FAR AS POSSIBLE "1TH A MINIMUM 2" END COVER AND WITH EMBEDMENT NOT LESS THAN SHOWN-ON THE SCHEDULE U.N.O. ON PlANS. r~ 2. MINIMUM SIDE COVER= 2)1• HX>K DEVELOPMENT LEOOTH i.ct1• SEE TABLE 180"STO. HOOK j ~':::~ l go·sro. >()01( TYP. BENDS AND Ldh FDR STD. 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STRIXTl.RAL OBSERvATJON OOES NOT tcl.LOE. OR WAJVE ll-£ RESPON.51EIUTY FOR THE INSPECTIONS J,I SECTION 110 OR TH: SPECIAL INSPECTIONS IN 1TOS OR On-ER SECTIONS OF THS CODE. 2. TtE ~R st-w1 ENF\.OY A STATE Of CAUFORNA REGISTERED OVl OR STRU:T\JW. ENGINEER OR LICENSED ARCt-tTECT TO PERFORM THE STROCTL.PAL OBSERVATION. Tl£ co..M'Y Of ORANGE ~PAAlMENT Of 8UUJNG AND SAFETY RECLffS TlE USE Of TI-E EtGtEER OR ARCtfTECT, OR HS/I-ER CESOEE RESPONSl8LE FOR TIE STR\£TUW. DE5'GN ~ AA£. 1..«PENCENTOf THE CONTRA.CTOR. M4t.EOf SE. RAM ELHOSSAN MECHANICAL. ELECTRICAL ANO 4. TIE TESTIOO TOROl.£S FOR POSHNSTALLEO AACHORS st-w1 BE. WED ON ll-E IMN..FACTIRER'S ~O INSTAUATION TORQU: AS APPROVED IN AN ICC.£$ EVAl.UATlON REPORT LtUSS OllERUSE NOTED. (CQ-,FORM TO REOUREMENTS OF CBC 2019. SECTlON 1!ntll\.S.,O. 3. THE STRtCTURAI.. OBSERVER $HA.ll PROVIDE EVIOEH::€ OF EMPlOYtlENT BY n£ OMNER OR TiiE 01MER'S REPRESENTATIVE. 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INSPECOON VERIFY Mo\TERIAL BELr:Jtl StW..LOW FOltO\TlONS ARE ADEOIJ6.TE TO X ACHEVE. n£ DESGN BEARII\G CAPAOTY. VERIFY OCAVATIONS AA£ EXTEtl)E[) TO PROPER DEPTHAfl> 1-'AVE X REACt-EO PROPER Mo\~ PERFORM Ct.ASSIFICA TION N-0 TE STIN3 OF COW'ACTEO All X JMTERIA!.S. VERIFY USE Of PROPER MATEFW.S, CENSITES AK> LET THCIOESSES X CII.R"'3 PlACENENT OOCOMPACTlON OF COWACTED FLL PfOOR. TO PlACEMENT Of COMPACTED AU., OBSERVE SUBGRADE A./'O X VERSFY ™T SITE 1-'AS BE.EN PREPARED PROPERLY. CBC 2019 TABLE 1705.3: REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION TYPE CONTINIXlUS PERIODIC P£FER.EH::E BO 4. Tl£ ~il'EROROWl'ERSREPRESENTATIVESl-W.1.COORONA.TE OOCAUFORAMEETING BE.l'NEEN THE ENGINEER OR ARCHTECT RE.SPONstBtE. FOR M STRUCTI.fW.. DESIGN. STRLCnJW.. OBSERVER, CONTRACTOR. AFFECTED SU8CONTP,ACTORS AN:> DEPUTY t.SPECTORS. n£ ~E OF THE MEETING SHAU. BE TO ICENTIF'I' n£ 1MDR STRlCTURA!.. ELEMENTS ANl C~CTIONS THAT AFFECT TlE. 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Ct£ COPY OF TlE 08SER\IATlON REPORT S>Wl.8EATTActEO TO THE APPROVED Pl.ANS. Tl£ COPY ATTAO-EO TO TI-E Pl.ANS SrW.l SE. SIGr-ED AN) SEAl.fO ('!'YET STAW) BY Tl-E RESPONSHl.E STRlCTIJW. OBSERVER OR TI-£1R OESIG'EE. CCAES OF TI-E REPORT StWJ. Al.SO BE GIVEN TO Tl-E owt£R, CONTRACTOR.NVDEPUTT INSPECTOR. Alff CER:!En::Y NJllOON TH:.OBSERVAllONREPORT'h'IU.BECWE Tt£ RESPONSU!I.JTY OF TI-E STRUCTI.FW. ENGINEER OR ARO-ITECT Cf' RE.CORO TO VERFY ITS COh'PlETION BY Tl-E STRUCTUW.. OBSERVER. ~TRUCTION STAGE ELEMENTS I CONt-.ECTIONS TO BE OBSERVED A. FOI..N1'nott DEPTH AID "hD'TH OF FOOTING, REl~ORCING Pl.ACEMENT. SIZE ANJ GRACE Of REl~ORCI~ STEEL 7. A FlW. OBSERVATION RE.PORT HUST BE SUSt.tllEO WtfCH SKMS Tt'AT All OBSERVED CEflCIOCIES WE.RE RESOLVED AID STROCTUW. SYSTEM GE~AAI.LY COtRlRMS WITH TI-EAPPROYEOPLANSANO SPECFICATIONS. T1-E LOS Af,l;ELES COI.NTY ~PARTMENT OF 8ULON:i SAFETY WU NOT ACCEPT THE STRI.CTI.IW. WOOi(. 'Mn«JUT Tl-E AWIJ... 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O.bMJMCIIDotlla,anlJ'l!'loll"a ... ,_COllll'IIC:lionocicv_..~t,y-- tiulllng ... 1--MW~~kwh ill'Cialflgoonwlwil'wlOUl'(._ari'«tOfl)~bN~--~ol~andNditlllbtAlandll'lll,-p(:lrtt.;_,., IClll'lilyNltlwM'-_,.•q.,.iiliad""°"~-r-,c;onhCll;W"l)~kle~,-:t,~. ,_.,,.,,,wcne:c,wr«k! F9DAHNKt-tsrt CfCIK#Pn IZH I Zwatrt rm ., ..., ----~~----------~-------- Pa!,11ofl POST ~NSTALLED ANCHORAGE INTO CONCRETE I. AfCl-fJRAGE 51-W.l BE. INSTALl£0 PER hWU:ACTURER'S WRlffiN INSTRI..CllONS. 00 SHALL COMPLY 'M'THAO 318Cl-'APTER 17 Af()CBC. 2. ACtESII/E Af-O«)R INSTALLERS SHALL BE CERTIFIED IN ACC000A0C::E W.Tl-1 n-E AQ.CRSI A!lt£SIVE ANCt-OR INS TAU.ER CERTIFICA OON PROGRAM. 3. TIE CONTRACTOR stW...L PREPARE A WRITTEN PROCECXH PRIOR TO CONSTRlCTION FOR AN INSTAl.lA~ ..rn«X) TO AVOID OOILI..M INTO OR CONTACTING IN AH! WAY REU.,::ORCING SllEL fl,J<J OTl-ER EMBEOOEO ITEMS. APPROVED MEnDOS C0U.0 lt,(;l,UCE PLASTIC MARKINGS FORMED MO TI-E CON::RETE SURfAC£, OR USE Of GROUN) PEfETPATING RADAR EQUIPMENT $OCH AS HLTI FERROSCAN PS200. AH:t«:>RS StW..L a.EAR o:isnoo RE.BAR BY ,. WAN. 4. COf,FORM V-,TH fOC RECOMM:tOEO VALUES FOR ANCJ-PR SPACH; AflJ Ecx;E CXSTMCE. TO OfVELOP FU.l (100'1) AU.OWABlE TE~StEAR LOAOS USTEO IN tee REPORTS. 00 OOT USE REDIXED SPACING AJIJ EDGE CXSTANCE lJt,USS SPECIACAl.l Y r-«>TEO OT1£RWISE BY 1t£ CE TAILS. 5. NO-ORS ~ BE l~TAU.ED ACCCIR1)NG TO TI-E ~ SYSTEM'S SPEOACATIONS. 00 M>T OAIMGE RE.tlFORCIN3 STEEl. OR OTl-ER Dl!EOCEDITEMS. FU t.NJSED HJLES WITH NOff.Stftt« GROUT. 6. ORILJ.E.0 HX.E StW..l. BE: Cl.EAt£0 'NITH A BRUSH ANO CLEAN COMPRESSED AR IN COMP1.WU WITH ICC ESR REOUR£K.NTS 1. CONTRACTOR SI-W.l l'.ETERWNE LOCATION Of EXJSTlt«; RBNFORClt«; STEEL mOR TO DRIWNG FOR m:H'JRS, At,() Cfltll TI-E A1'0-l:lR HX.ES TO Cl..£AR TIE REINFORCN:3 STEEL PER THESE NOTES. NO RE!t-l'ORON:i STEEL stW.L BE ~O. CUT OR O\MA.GEO IN AN'f WAY. lloWAGED REJNFORCt«i Will BE REP\.ACED BY THE CONTRACTOR AT NO AOlJT10NAL COST. If TIE LOCA T10N OF At-0-«:>RS MUST BE w:NED SUGHTl.Y TO ACC()IIM;J()ATE Tt£ LOC.ATX>N Of EXISTIN3 RElloFORC~ STEEL, n-tE CONTRACTOR StWJ. PREPARED A SUGKTl. Y MOOFIED CESIGN OF nE llEM TO BE NO«)f'(EO PJlJ SLSllfT TO Tl-£ E~ER FOR Af'PR<NAl. PRIOR TO FABRICATION. Tl-£ MOaAE.D OE.SKiN SlXiGESTEO BY n£ CONTRACTOR 51-W.l lrNOLVE M ASSCU./TE Ml~~ RELOCATION Of NO«:>RS TO MEET Tl£ ~TAILS AflJ REOUREW:NTS t-EREJl,ANOSI-W.1 BE BASEOOOA TEW'l.ATE BY n-E CONTAACTORVHCH ACCI.RATELY PORTRAYS n£ POSITION OF Tt£ ANCHORS. 8. VMLE ~00 STEEL ~1.'BERS AGAINST CONCRETE, PROVIDE LOCK-WAStER AW MIT AT EACH ANCKJRRO!l EXPANSIONBCUSJNCAAa;EO(ANDUNCAACKEDCOt«::RETE) ACCEPTABLE PROOt.CTS f ICCES EVALUA.llON REPORT ltTI•KWIKEO.TTl. I ESR-1817 · S,K'SON • STRONG-80L T 2 I ESR-Xl:37 ✓- AN EOUVAlENT PROCU:::T ACCEPTASlE TO EN31t-.EER EsGd Hl TI K'MK 80L T TZ .:...,.., 'V• ~d EFFECTIVE MN. ... . . BOl T CUIMETER INSTAUA 1,.,.,-.-,vvv.,.----.-.,.,• OEPTI-t(U.H.OJ y,r Z' 25 112' ,v, ., Sitt ,. ., y,r .,, 110 • ANO()RSMIJST ATTAINSPEctFlE.O TORQl.{ MntN½ Tte.lOF TI-£ NJT. SM1SON STROtG-TIE STR0t.G80L T 2 . -·-· - BOlTCWETER DEPTH (IJJ<.OJ INSTAUAllON TORQUE (FT-I.St y,r 2112" 30 112" 3l"&' "' s.-'112' "' y,r s-150 • AfO-ORSMUST ATIAINSPECIFIEO TOROl.E Vi'JTHN}z ~Of THE NJT. Al>ESNE NO-OR SYSTEM FOR ~D ROD OR REMA IN CONCRETE ACCEPTABLE PRODUCTS ICC-ES EVAI.JJA.TIONREPORT HLTH-IT • RE 500 V3 ESR-3814 SIL'PSON • SEf.XP ESR-2!03 AN EOllVAl..ENT PROD.CT ACCEPTAfl.E TO Et-ljl1,EER Ttf<EADROO REBAR SIZE """"" CIAMETER EMBE.DMENT CEPTH TESTlt«.FORCE fU.N.OJ y,r(JA " 3112" 3,«IOLB 112'1JA .. <112' 5.lmLB s,rlJA '5 .. 9,XIOLB Y4'1JA .. r 13,450LB 7/B'IJA " .. 18,l(J()LB 1"1JA ,. " 22,rDJLB 19 10\14" 28.800L8 11!.f'[lA 110 11 Vl" 30,«x>LB '" 12114" 33,liOOLB AM 9. o:>HCRETE SCREW AtCI-ORS MAY BE HLTI KWIK CON I (ICC ESR-5259), 5'h'PSON ffiEN tO SC.REW Ai«:1-0RS (ICC ESR-1056), RED IV.Cl LDT CONCRETE SCREW Afo«:>R (ICC ESR,5800), OR AN EOIJVAI.ENT PRC."OXT ACCEPTAa..E TO E~NEER. AT HOS Of LATERAL SEJSMfC BAAaN3, USE. EXPANSION ea.rs IN LIEU Of SCREW AJoO-fORS. 10. TEST POST-INSTALLED ANCtiORS IN OONCRETE AND IMSOI-RY PER CBC. TENSION-TEST Ba.TS TO l't'i1CE. THE AU.OOABI.E TE~ VALUE USTEO IN TIE APPUCABlE ICC REPORT FOR BOLTS Of THE SAME aAMETER. TEST 100-Pf::RCE.NT OF BCX..TS USED FOR STRUCTt.RAL APPUCATION:s. TEST SO-PERCENT Of 0:>I.TS USED FOR NON-STR\.CTUW. APPUCATIONS SL.CH AS EQUIPMENT AN:KJRAGE, lt..cllDNG HALf Of THE BOLTS IN EACH GRQU). TEST 10-PERCENTOF 00\..TS USED FOR SILL-Pl.ATE BOlTir-(;APfUCATIONS. 11. AU. 001..TS ANO~ Pf.Ul.OING tomSNOWASHE.RS) EXPOSED TOWfAn-£.R StWi BE STAl~SS STEEL 12. 'THE EMBECMENT DEPTH OF POST-INSTALLED MCK:lRS SPEOFIEO IN Tl£ INOIVIOUAL DRA'MNG CETAA.S SKllll. GOVERN OVER 1r£ !w'IMMUM EmEOM£NTS SHJVl'N IN THE TABLES AOCNE. WHERE Tl-£ Nl'.JVlCA.IAL DRA'MNG DETAJL SPEOFIES A CERTAIN PROCXJCT MO Tl-£ CONTP.ACTOR 'MSt£S TO USE AN ACCE.PTABlE ALllRNATTVE PROOXT, TH: EW!EOI/ENT CEPTH FOR Ttt\T ALT~Tll/E PROOJCT StWl.. BE INCREAS€0 AS REQIARED 8EYON) Tl-E EMBECMOO CEPrn SH:l\-\'N FOR TH: SPECIAEO PROO.CT IN ORDER TO ACHEVE Tl-E SAME CAPAaTIES IN Sf-EAR ANO TENSION AS Ptrust-ED IN TIE ICC-ESR REPORT FOR TI-E PROO.CT N£J EMBEIWJENT DEPTH SPEOAED IN n£ CETAL IF ll£ EMSECMENT DEPTH Of Tl-E ALTERNATIVE. PRCOJCT MUST BE l~REASEO TO PAA.TCH TtE CAPAClllES QC Tl-E PROOU:T SPEClflED m THE DETPJL, n£ U'4TAT10N ON CONCRETE n-tCl<.JIESS SPECIFIED IN Tl-tE. ICC-E.SR REPORT FOR TI-E ALTERNATIVEPROO..CT MAY NOT BE VIOI.ATED. THEaEECWENTCEPntFOR n-£ALTE~T1VE PR'ODI..CT IMY NOT BE LESSEtEDBELOW n£ VALLE St<lWN IN THE OET.AJL ~-------------------------------------------------------------------------------------_.l,,.U..Llo.,U,.l,,U;...i.,t~U,., cw., ~~g;dl CITY OF CARLSBAD PUBLIC V\,QRKS. FLEET & FACILITIES DEPARTMENT 1635 FARADAY. CARLSBAO, CA 920Da """CTIOWE CITY OF CARLSBAD VEHICLE LIFT ANCHORAGE --· 441D5 IDS GROUP 1 PETERS CANYON ROAO, SUfTE IX> IR'w1NE. CA. 92606 TEL·g.i9-387-85()(), FAA Sl-4~387-0800 ,,..., - .... R[V. I 0£SCRIPTION DATE "''"" PROJECT NO. 16'10102 PRINT DATE 10/30/2020 DAAWN BY OM CHECKED BY ""I~ I~ S>IDITT\C STRUCTURAL GENERAL NOTES l ~ SHEET NUMBER ~ S0.2 I 1tF&ET 1 1 l2'/Q9/ I LJ ' . -• _:_ _ -01 _) : ; : , / . ... o~~' Affi' oO.,J di':>~~-#: -1 fMJ:> ,___......--•, '· Install new vehicle lift. @ ~-----------' r r r r r r I 0--➔-=--=--=--=--=--=------I 1 1 I I i1 -~ ,, I 1' I ' ' ' I 11 II , d:: I Ii I 1' ' ·~:t I °----i--!---1 n n I ---0 ~ 11 II I 11 I I I I I~ 11 I I I I I 11 I I I I I --=-~1 -1 ---· VEST. @jjj rr~ ~-------/ -=-,1 rrrnJJ 1;-1 --·--!lE1,•s II VEST7 WOMEN'S I -l LOCKERS [QQfil I LOUNGE ~ r-' --------@ @ I: PARTS I I I I II 1 1 @II I I II 111 I LJ LJ I 11------II I I ,..___, 11 II / Ip I ~ I :1 TOOL I I I I STORAGE I _JI 11 ~ I (...--11 q r--...., : ~! ©----~ v ,1fY "1 _ _L}} -~ ~-~ ~ TRUCK TRUCK SERVICE SKYLIGHTS SERVICE BAY-F ABOVE BAY-E ~ _n_ ~ ~-/II'-,, I '-,/ L '-,/ ,,Stq_L1GliT3/ '-. I k:,__A~~-~ TRUCK SERVICE BAY-D □ Ifill TRUCK SERVICE BAY-C _n_ Ifill ~-/11'-71 '-./ '-./ I I ,..S~LlbkT~ '-. k:._ _A~'(E_ -~ LOCKERS I i (m I, /\~ _Jr:...1-~" a .:El~ li"""'•"iiP•el-rs il)MKEN's1;---11 l~~!!tiftiit IF•OI ,.-,JI _a 11 ~ ot~ LJr~--__ '::!l! ' _ _._f-_,:r-_;r==---lr 11 I ... II ADMIN 11 SUPER-Ill ~ S~PERVISOJrRII SUPP01R II INTENDENT ~ IV' [ml [QTIJ ~ 111 ~~ \. \.-=4----® Foundation for new lifts to be -----------1-l...----4- constructed per attached LIFT ~ AUTO SERVICE BAY-G 7 AUTO SERVICE BAY-A ~ II II II II II II II specifications. Demo and replace existing vehicle lift. Foundation for new lifts to be constructed per attached specifications. ©-- ~ AUTO ERVICE BAY-H ......_ IBRAKE SHOP I~ AIR AND LUBE ROOM [ill] TIRE SHOP @ID \ ) AUTO SERVICE BAY-8 / 1=1:-' (/ '0 LIFT <:-, /? '~/ t---© LIFT ~ ~ MECH. ~ / ~ II II II II II ©--r ~ l7-ll!~ If I~ I I ( 7 I A J \ A I~ T .-::, 7 \:~) ➔ I 7' 1 ~ ~ ~ ~ ~ ~ ~ ~ SCALE: 11e· 1·-0· Ne ---@ ✓-~.!Q!~.~ Approved 01/15/2021 8 45.39 AM ~,!_gi I I ~~~~~ CITY OF CARLSBAD FLEET MAINTENANCE REFURBISHMENT 2480 Impala Dr Carlsbad, CA 92010 Bridging Documents for Building Improvements REVIEWED BY PROJECT MANAGER DATE MARK I DATE l)ESCRIPTION I '><P'><4V4v-vv, v \:2h !fHEEJ , L(4v(ILO ~ ! I 1 ~ j ! ~ 0 ~ I VICINITY MAP :X,-,H,;..~ ~···-9 Q· C,..c,,.11'..,..~" N "'lw~· .. W'll'l•'<'.P' ":Ji.. .... • -,-r~;-=·~ • SITE PLAN V ---., ... CARLSBAD FLEET OPERATIONS .) ,,. .l - lit I! " ~ g °'lla,,IVAY. ____ ):J J I _. .. SHEET INDEX ~WA,: J' J S0.1 • STRU:::TURAL GEJERAl t..OTES S02 • Smt..CT\.IRAlGEIERALNOTES S1.0 -STRU:T\.IRAlCETAILS 1lltaf'&t~ N • REINFORCING STEEL 1 All CONCRETE ~ BE REINFORCED. REKORONG STEEL SH\U. 8£ NEW OEFQRP.EO STEEL BARS eotE"ORMIH3 TOASTMA6l5, GRACE f:Ol.N..ESS OTtERV'i1SE NOTED. 2. All RElfEORal'..G STEEL SHAU MEET nE FCUO'M:¥3 SPECW. OUCTIUT'f REOIJRaENTS LN..fSS OTI£R'MSE NOTED A. llE ACTUAL YIELD STREN3ll-! SHtlll NOT EXCEED Tl£ SPEaFED YIELD STRENGTH BY WRE ~ 18,COO PSt 8. ll£ RAT)()OFTI-fEACTUAlU..TI~TE TrnSH.ESTRESS T0TI-IEACTUl.l. YIElDSTRENGTl-l&W.LNOTBE L£SS'Tl-Wl!.25. C. REINFORCING STEEL CERTIFIED AS ASTM A106 VAY SE ASSUMED TO cot,FL.Y 'lvllH TI-ESE REOIJREMENTS. 0. SUB.£CT TO nE ENGINEER'S WRIITTN APPROVAL, REN=ORClt.C STEEL NOT MEETIJ«; TI-£ Sf'E()AL O..CTIJTY REOUREME.NTS SPECIFIED AI!JJVE MAY BE PERrttTTEO IN LOCATIONS NOT Sl.6JECT TO Y1El.DN3 LK.ER SEJSNIC LOAD. E. FOR 810000 PURPOSES, ASSUME ALLASTM-A615 STEEL KJST COMPLY WITH M:JTES 2A ANO 28 /!+I!DIE. 3. REINFORONG STEEL SI-W..L BE FlRK Y SL.ff'ORTEDAJO~TELY PLACED. 4. COMPLETE ROl'EORONG STEEL PLACEMENT OOAwt,.,ii:;5 StW.1. BE PRE.PARED IN ACCOROAJ,CE 'MTH AO BY THE CONTPACTOR AfO REVIEWED BY M ENGIIIE.ER AfO SHAU BE A\IAllABLE ON THE .OS SITE PRIOR TO PI.ACN30FcotCRETE. 5. AN::toR BOLTS, OOMLS 00 OMR Etl.BEOOEO ITEMS stW.l BE SEClmLY TIED IN F\ACE BE.FORE eot£RETE IS Pl.ACED. 6. All RahfORCU'-.G STEEL TO BE ~~D SHAlL COtH>RM TO ASTM ATOO. GRADE 00. OEFOAA"A TJal5 StW..L BE INACCOROA.i\CEV~THASThtAJC6. 7. All ML.DING OF R£Jr-,:ORaOO STEEL St-W..L CCN=ORM TO AWS 01.• At,() StW.l BE PERFOOMEO BY CERTIRED WEU::€RS USI~ AWS AS.5 E.OOX.X (TABLE 5.1, AWS D1.~ LOO HYDROGEN r«llSTURE RESIST\N3 ELECTROCES LN..ESS OTIERWISE OOTED. 8. M> 1-EATlt-Ki StW.L BE AllCM'EO FOR BHD~ Of REINFORCING STEEL 9. TYPE 2 MECH,V-fC.Al COlFLERS v.1TH CLRRE.NT ICC<S EVAUJ6.T10N REPORTS VAY BE USED AT TtE CONTRACTOR'S DISCRETION IN LIEU Of LAP Sf'UCES, VY'ELIXNG OR OTHER ACCEPTABl.f MEANS FOR .. K)OIOO RE.I1'f'ORCING STEa PROV!C4"'3 SI.CH USE ooe.s t-K>T AlNERSELY AFFECT CESIGN INTENT, COCJ;: Rf.OUREf.ENTS OR CONSTRUCTABIUTY 10. All 1'£CtWICAL OOJPLERS SHALL BE REVIE'NED BY TlE ENGll'EER 00 INSPECTED CJ.IRtNG CONSTR!XTION. 11. All REINFORCU-.G STEEL INTERR\..f)TEO B'I' STRUCTl.RAL STEEL stW1 TERMINATE WITHN 1" Of TlE STEEL SURFACE lft'ITI-1 AW STMOARD 1-00K UN.ESS OTI-ERYIISE t-K>TE.D . DESIGN CRITERIA ~Sx;NCCH'ORMS TO n-£ CALIFORNIA BULDING c:ca: (CBC). 2019 EOTION. 1. CEAOLOAOS A.. ACT\IALWBGHTOflMTERIALS 2. SEIShlC LOAOS FOR ftONSTRUCTUPAl ELEMENTS stTEctASS C S8SMC~SIGNC.ATEGORY D RISK CATEGORY I s. , .... , Si 0.347g F1 1.20 Sci1 0.7STg FOUNDATIONS 1. GEOTECtNCALINVESTIG4T10N REPORTS. REFER TOSCST, LLC UflOATEDGEOTECl-ffCAl INVESTIGATION aTY Of CARlSSAOORIONCENTER 26l) ORION WAY. CARLSSAO, CALJFORNA SCST f'ROJECTMJMBER: 1(K)396P,. CYITEDIMRCH28.2019 2. TI-E CONTRACTOR ~LCCWPLY 1MTHALLREOOIIMEM'.:ATK>NSOfn£ GEOTECt-ffCALRE.PORT, ltctl.Of'G TlK>SE FOROVER.fXCAVATION, 1:ACKFU.El-.Gl~EREDFIU.. TEWORARY EXCAVATIONS NlJstmN3. 3, Ata'Y OF TIE GEOTECI-HCAL REPORT ~LL BE MAINTAINED ON-SITE Bl TtE GEt-E.AALCONTRACTOR AMJ BY EACH Sl.8:0NTRACTOR PERfORN'ING 'NORK RELATED TO :sc:.LS, F~TIONS 00 SlA8s.OO<;RA0E. 4 COWACTEO ALL MATERIAL. S!W.1 SE Pl.ACED AT A MINWM OF 90'.ftOF TtE IMXIKM Cffl Da6ITY AT OPTIMUM MaSTI.RE CONTENT CI:TERMP'£.0 IN ACCORDAf.l.:E WITH ASTM 01~. TI-E C0"9ACTION StW.l BE VERIFlEDBY SPECIAL INSPECTION PERM T10FORM. CAST ~N.PLACE CONCRETE 1. eot-CRETE SI-W..L BE t.tXED, PLACEO AAO ClffO IN~ WITH ACI 318, LATEST EDTION, AHJ PROJ:CTSPECIACATIONS. 2. f'ORTI.At()CEfiENT ~LL BE TYPE I t.N.£SS Oll-£RWISE t-K>TE.D, 3. Fl'I' ASH OR 0n-£R POZla..ANS CQN'OR!ritf,G TO ASTM C618 CLASS NOR F NAY BE. USED AS A PAR11AL SU3STIM10N FOR PORTWO CE1"EHT LP TO A MAXIMUM OF 251. TOTAL CO.ENTTITIOUS MATERIALS BY 'MIGHT IF TI-£ I.IX. CE.SIGN JS PROPORTIONED 8'1' I.IETHXI 8 OR C. 4. ALL cot.CRETE SHAU BE NORMAL MIGHT 1145 PCF) HARO ROCK TYPE lH.ESS OllERVt'ISE t-K>TEO AS UGH1WEIGHT CCN;RElE (115 PCF MAX.). 5. AGGREGATESINt«>RMAL'trOOHTCONCA.£TESW.U.CON=ORMTOASTMc.33tHQ.ROROCIQ.AGGREGATESIN LIGHT WEIGHT COfCRE. TE StW..l COM=ORM TO ASTM C-33). 6. OOhCRETE MIXIOO OPEPATIONS, ETC. S1-W..LCONFORM TOASTMC94. 7. CO~RETE SI-W.L KIIVE A "1N:MIJM COWRESSNE STREOOTH (Tc) AT 28 DAYS OF 4(0) PSI LH.ESS OlHER'MSE OOTED: 8. C'OW'RE.SSIVE STRENGnt TEST REPORTS SI-W.1. BE SUIMTTEO TO TI£ ENGINEER. 9. ~RETE MIXES StW..l BE OESIGt-ED BY A OUAUAEO T£SMG LABORATORY, BEARING A REGISTERED CML ENGlhEERS STAMP, AKJ REVlE'M.0 BY nE EN:31r-E.ER PRIOR TO USE. 10. MAXIMLN RATIO OF WAT£R TOCEMENTITIOUS IMTERIAI..S. BY MK,HT, SHALL BE 0.45 t.N..ESS O~SE NOTED. USE MIWMJM & SACKS OF C£KHT PER Cl8IC 'l'AROOF COtCRETE. 11. IF RECOMMEtaO BY Tl£ GEOTEQ-NCAL REPORT, ALL CCH:RETE MIXES SHo\l.LCONTIJNA CORROSK>N IM-tBITit..c ACMXT\.RE. M FOLLOONG PROO.CT$, ro S B'I' GAAC£ 00 CM BY 5'1<.A, OR APPROVED EOUAL, ARE ACCEPTABlE . 12. C'OtCRETE MIXES SHAU. CONTAIN A WATERPROOANG ADMIX.n.R£. PENETRON AC»,IX BY PEl'ETRON, ADMIX C-500 BY XYPEX, MO ELCONVNa:J.. AM-10, OR APPR<J,/EO EOUAL, ARE ACCEPTABLE. 13. ALL OONSTRU:OON JCltNTS SI-IAL.L BE KEYED, ROl.X3t-£NE0, n-«)ROU3H_Y Cl.ENED. MO Vf£TTEO WITH NJ STNOOO WATER ROUGI-ENl'fJ Stt\Ll BE PER NOTE 16 BELON 14. TI-E CQNTR.\CTOR $tWJ. SUSWT Tt£ PROPOS£0 LOCATION OF All CONSTRUCTION JOINTS TO Tl£ ENGl£ER FOR REVIEW PRK>R Pl.ACING OF COl'.cRETE. .01NTS SHAU. BE LOCATED TO MN~E EFFECTS CF StANAAGE AS \'JELL AS Pl.ACE.DAT POINTS OF LOW STRESS. 1S. eot,t;RETE COVERAGE Of R91-FORC"'3 STEEL SHAi.L BE PS FOUCM'S, t..NLESS OTtERWISE M>TED:. A. CON:RETE CAST AGAINST AND PERt,WEtlTl Y EXPOSED TO EARTH: 3" 8. B. CONCRETE EXPOSED TO EARTH OR WEA TI--fER· • ,a 1lfOJ3H 118 REBAR: 2" "ISREBAA,WJ10RD31 WIRE,At£)S!wWJ.ER: !½" C. CO~RETE NJT f.lPOSED TO WEAll-ER OR IN CONTACT 'MTH GROUND. • SlA~. WALlS AlfJ JOISTS (111 REBARANJSIMUER')· ¾' "BEAMS/J'OCOLIJMNS !½" D. SI..ABS--CNCPAO. TOPRElt-E'.: BOTTOM REIN'.: 'r U.N..0. J" U.N.0. 15. ALL EXPOSEOCC>N:RE.TE EOOES SHAll BE F~OWITH A¾· CHAMFER l..tUSS OTI--ER'MSE OOTED. 16. ALL NEW eot-cAETE P\ACE0 AGAINST t-lAROEtED CONCRETE StW.L BE PREPAAED PER TtE FOl..10'MNG PROCEOORE. A. ROUGHEN Wi.ROE.t.1:D SURFACE TO AN A.W\.ITlll Of¼· V',1lH OOSH OOWER, SAfO 81.ASTIN'.i, OR OTHE.R APPR(1,IE0 METHXl, SIMACE RCll.)3tff:SS S1-W.1 BE NO LESS ROLK;.H TH4.N THO.T REPRESENTED BY ICRI CSP6. B O.EAN~ACE:.OF DUST AND DEBRIS USIOOClfAN COMffiE.SSEOAIR ANJWATER. C. SlffACEsti'\LlBE WETTEOAAtlSTAM:XNG WATERREMCM.D. 0. REFERTOOlHERM>TESFOROOSTCONTROLCXJRINGCONST'Rl..CTION. E BONllNG AGENTS.ARE OOT ANACCEPT/la.EALTERNATIVE TO Tl-ESE PROCEOI.JlES. 17. CURIOO COMPOlN)USEDONCOf-CRETE SW\U.SEREVIEWEOBY n-EE~ER. 18. SONCU«:i AGENT StWl BE CHEMREX (X)t,,(;RESIVE UOl.ll LPI., OR SIKA ARMATEC 110 EPOCEM. OR APPROVED EOLW..N-ID SIW.L BE APP\.EO FOU.OWIN:i THE w.HS-/ICMER'S RECOMJlE.fO\TtONS. LN..ESS Sr«:wiN ON n£ OAA'Mr-.GS, BONaNG AGENTS S.W.L NOT BE USED 'MTHJUT PRtOR /1,PPRfJYAI... BY Tl-£ El'-t31t·,EER. 19. Tl-£ l'IJM~l IMXMJMSIZEOfCOA.RSEAGGREGATES SI-W.LBE 1' UN.E.SSOTHER'MSE r«>TED. 20. ALL CAACKS 'l'.1DER T~)'is· IN ~VI CONCRETE APPEARIN'3 WITHN 6 MONTHS OF COOCRETE P\..ACEMENT StW.1 BE REP.&JRIDUSI.NG EPOXY AD:ESIVEIN..E.COONBY TI-ECONTRACTORATOOCOST TOM 0WNcR. GENERAL 1. SCOPE OF WJRK. INSTAUATIONOF TOOtEWIIEttClf LIFT FRAJ.'ES TOR£PLACE. EXISTING LIFTS. 2, AllCONSTRUCTIONNOWORIWAASHP,JNCtta-lGMATERW.S,51-W.LCONFORMTOTI--ESE ~WIOOS /J'OMC8C. 3. ~EfNOOCOOEAU'M)RfTY:CITYOfCARI..SiW)CI:PARTMENTOFBULClOOAtOSAFETY, 4 c:ot,RY FU.LY WITHALLCOOES!io\VING JI.J'<ISOCTIONOVER TIE ~FNf< WORKSl-«:MttOR ltDCATEOON n£ ()AA.V,,~ ISINCOtR.ICJ l-\1THAN1 0:n ~\'ING ~110N.BRING ITTO n-E ATTEXTIONOf THE CM'NER PRIOR TO n-E COt.lMEJ\Cclrf£HT Of /lJf1 'IVORK WHCH wo.J.DBE AFFECTED BY IT. 5. 'MERE t«>TltDCATEDOTtER'MSE. n-E LATEST EaTION'OfAllCITEDDXlMENTS SHAU.GOVERN. 6. 11-E TERM CBC IN Tl-ESE ORA'Mt-.GS MEANS 2019 CAUFORNA BUI.DIOO cc«, CALIFORr4A CODE Of REGl.l.AT10NS, TITLE 24, All PARTS Aft) VQ.I.NES. 7. ALL lt-J:ORfMllON, DWENSIONS, AH) El£VA110NS SI-Ol';'N OR M>TED TO EXISTlNG STRU::Tl.Rf ARE BASED ON BEST N'ORIM.TIONCLRRENTLY AVAIi.Ml.£ ATTl£ TIMEOf Tl-£ PREPARATION Of TI-ESE CRA'MNGS. NO WARfWflY IS IIN'UEOAS TO T1-E ACCUW:Y OF EXISTIOO COtO'OONS. TIE CONTRACTOR Sl'W.1 REFER TO TI£ ORIGINAL CONSTRI.CTION OOCUMENTS FOR 1,-,:0RMATIQN REGARDOO EXJSTIN3 CONSTRtX:TION ~ StWl. AELDVERF'I' All ~110NS. IF CONOTIONS BE.COME APPARENT WI-ICH OFFER FROM lHE WOTIONS St<Wo'N tEREJN, TlEY SWIU. BE BROlGHT TO n-£ MW:aA TE ATTENTION Of nE OWtER. t«:M£ValANY SaGNFICANTCOffU::TS StW.J. BE RESCX.VEDAS NOTED. 8. Tl£ CONTRACTOR StW..L: A. BECOt.'E FAMUII.R WITHALl CONTRACT OOCLMNTS. 8. MCKALL [Jt.£N$1()NS_ C. BE RESPON.SIBI.E FOR COOR!)~ TION Of All TP.AOES TO ~SUF£ PROPER CONSTRUCTlON Of Mf'SOJECT. 0, Al.LClSCREPAt«:IESSKO.U.BECAl..lEDTO THEATTENOONOF TI-£ ENGINEER!W)SHAllBE RESO.VEO IEFORE. PROCEEOOO WITH 11-E WORK. 10, a~·[lMENSKlNSTAAEPRECEDEN:EOVERSCAL.EOf'ORA'MhG.RElYOH~TTENCWENSK>NS GIVENAK)fElO VERIACATION. IF OISCREPAl'OES ARE fOlN), t-K>TFY Tt-E OWNER BEFORE nE COJilME1a.MENT OR RESlWTION Of WOR!t tF I«) DMENSIONARE GtvE.N, NOTTI nE OWNER FOR QARIACATIONS. ALL OOTIFICA TIONS ~L BE BY "RA". 11. CW.WN3S ,oc.ATE GEIEFW... ANO TYPICAL CJ::TAJlS OF CONSTRUCOON. NJTES NO DETALS ON CW.WNJS TAKE PRECECE~ OYER "GEJEP.Al OOTES" PJ,O TYPK:AL CI:TAI.S. VltERE ccu::nK:HS ARE NOT SPECIFtcAU. 'I' ltOCATED BUT ARE Of sa .. lAA CH6.RACTER TO CE TAILS SlfJWN. Sthll.AA CETAILS Of CONSTR\.CTlON st-W..l. BE USED Sl.8.JECT TO PRIOR REVIEW BY Tl£ EtGl'EER 12. WOT10NS t-K>TEDAS 'UJSTI~'OR(E)AR£ TOREMAlN U.N.O. PROTECT M REOURED. "UISTIOO" CONSTR\..CTION REW)VED BY Tl-£ CONTRACTOR FOR AM REASON Sl'¥JJ.. BE REPl.ACED TO IMTCH EX1STN3AT NJAOCtOOW.L COST TOM C1'M-oERALL MATERIALS, FEARIRESORCOtOllONS ~T SPEaACAUY ~NTFIEOAS 'EXISTINl" OR (E) ARE CONSllR:£O tEWttJIK MO► PRO.ECT SCOPE OF WORK. 13. All EXlSTI~ CONlTIONS, MEMROR OOTSPEOFICAUY t«>TEDON PRKlR TO 11-E ~ftENT OF AHf WORK. 00 NOT PROCEED WITH REASONABL'I' Ol£Sl10NASLE V'llll-()UT AOYIS.!NG n-E 0Wt£R OBTAIN 0 I-OW TO PROCEED. &.mil All QUESTIONS ON "RFr FORM. 01f1Sl'l021 e .i3 52 AM 14. PHY (JSCR:£PAN)ES f(:)(H)IN M CONTRACT OClCIJMENTS S1-W.l BE BR<I, "I rT TQ 'A Ii l'J>R.lt.Kkl or 'R Ii I EJG~R FOR RESOUJTION PRIOR TO COMMEN::H; PHY 't'YORI<. 15. SHJP CF.AWi~ REOIJRED 8'1' Tl-E PROJECT SPECIFICATlONS SKo\1.1 BE SI.IMTTED TO THE ENGl/£ER FM REV1E'W PR!OR TO FABRICATION.. ORA~ ARE REVIEWED BY 11£ EOOl/£ER FM GENEP.AL CO,.,:ORM.AH:E JO n£ DESIGN, REGAACUSS Of lrE EN31t£ER'S REvtEW, Tl-£ CONTAACTOR IS Flll '1' Al>CJSOl.ElY RESPONSIBLE FOR COWUTEAKJSATISFACTORY SUMTTALAl'l>COM=ORMAJ«:E TOTlE CONTRACT OOCI.MENTS. Stt:)p DRA'MNGS 'Mll BE REJECTED FOR lt'-«XIMP'l..E, I.ACK OF CALGU.ATIONS OF RE CURED) OR a-w,;;es 'Mn«XJT PRE-APPROVAL All STRlCTUW.. CALCllATlONS Pl-OCP.A\'W-GS N3 PAAT Of TtE SH)P ORA.'MNGS Sl.8MITTAL StW.l BE SIGIED/NJ STAMPED BY A CALIFORffA REGISTERED STRUCT\IW. EOOJEER FOR RESl&tTTALS, All CHAIGES FROM n£ PRK>R Sl&ITTAl SKI\L1 BE TIGtffi.Y EJC.OSED8'1' A "Q.OlO' SO AS TO UOCATE ONLY nosE AREAS Q'ANGED, MEN TH: CWI..UD DRAWN:.$ ARE RESUBMITTED, ONLY nE O.OUlED AREAS ¥nu.. BE REVIEWED. 16. TI-E CONTRACTOR StW.1. SIJlERVlSE 00 DIRECT n-£ w::>RK, 00 SH'lll BE SOLELY RESPONSIBt.E FORALl CONSTRtCTION hEANS, METl-O)S, TECt-NIU:S,SEQl.lEl,CESAIIJPROCE~S. Tl£ Sl..ff'()RT1N3 SERVICES 8'1' Tl£ ENGIPEER. Y.1-E.n-ER PERFORMED PRIOR TO, rx..RNG, ORAFTERCONSTRU::TION, ARE PERFORM::O SOLELY FOR Tl£ PLRPOSE OF ASSISTI~ IN OU\UTY CONTROlOO IN ACHEVIN:'., cot-EORPINCE WITHc:ctlTRACT ORA'MNGS MOPRO..ECT sPEaACATIONS: BUT Tl-El 00 NOT Gl...AAANTEE 1l-E CONTAACTOR'S PERfORWJ'a Al,[) s.-w.t NOT BE CONSltl:REDAS SIRERVISION Of CONSTRl..CUON. 17. TI-E CONTRACTOR IS FI.J..L l AHO SOlELY RE.SPCNSUl.E FOR All StllRIOO REOURED lN ORDER TO SAFELY ACHEVE n£ FINAL CONSTRUCTION SlfJVo'N ON TtE ORA'Mt-«iS. THS INCll.U.S, BUT IS NOT UhlTEO TO, AHf TYPES Of SH:>RIN3 RE CURED FOR SOIi..$ EXCAVAnoN A10 BACKRLL WORK; SlFPORT OF STRt.CTUW.. ELEMENTS l.Hlll n-EY Hi\VE ACHE\IED TI-E ~CESSAR'I' STREti:.TH TO PERFORM IN THE Atw. POSrOONOO MANt£R Sl-()WN ON Tl-£ ORA'MNGS: AID SlFPORTOF STRlCTl..RAL ELEMENTS THo\T ARE MODIFIED 00 MREBY RE.DXEDIN STRENGTH INAm WAY CXJRING ~STRU::TIONAS RE OU RED TO ACHEV£ Tl£ FINAL CONSTRUCTION AS SOOWN ON n-E ORAWlNGS. All SH:lRIPIG CALCUATlONS 00 CF.A'ffl'IIGSSHO.LLBESTAMPEDBYAC.ALifORNlAREGISTEREOENGfNEERN€JSU8dmOFORREVIEW Pf«lR TO PERfORNI~ M 'MORK. ta. ll-E.CONTRACJORSHAUCC>ORll"'TEALLUTIUTYLOCAT'IONS'r\'lntOTI--E.RCPA'Mr-GSAfoOSI-W..L COtOXT A CETPJLED SURVEY OF EX.ISTIOO unLJTIES TO IEfJlFY tlTERFERENCES 'MTH Tl£~ CONSTRUC110N. PROf/PRY NJTIFY THE Et«.il/£ER OF Am INTERFERENCES PRtOR TO PERFORNIOO TI-E --19. IN TI-E EVENT™TMRE ARENlf l/T1LITIESAFFECTE0,AM MOllFICA'OONS stW.l. BE THE RESPONSISIUTY OF Tl£ CONTRACTOR AK) NOT THI\T OF TtE Offl.ERALL oun.ETS EmE.R ELECTRICAL OR hEQWICAl, ORAM ASSOOA.TEOREWORKOR MCOFICATIONS IMllBE.A PART OF 11£ BlDANONJT TOBE CONSTRlEOAS TIE WORK OF TrE OWtER SLFFICIENT CU: lllJGEtCE ON 1lE PART OF TIE CONTRACTOR Wl.l EU!rtNATE AHf POTENTIAi... lSSU:S At-oACCEPTANCE OF lttE. AGREEMENT SHA1.1. Blf-o CONTRACTOR TO SAO ACCEPT Ala. 20. LOCATE All EMBEOOEO ITEMS. REt-lFORCING STEEL ANO TEto:>NS USIOO N()N.a.STRUCTIVE ll'EANS PRIOR TOORJW"'3 OR CORNi. 00 NOT DWAGE EMBEOOEDITEMS 'MTl-OJT APPROVAL. BY THE STRLCTtRAL El'GllEER 21. nECONTRACTORSHAU BE RESPONSlBlE FORM SAFETY Of WORKAP.fA ~CONSTRUCTION PERK>D. TtE COOTRACTOR 51-W.L PROTECT ADJACENT PROPERTY AJ-€>UTUTIES IN ACCOAOAN:E WffiiALL. Winooo.L., STATE, Al«>LOCAl SAFETY OROINA.1'.CES. 22. PROV1CI: BARRICAtlNG AflO N'JJITTAINl<Ji'f REO~EO LIGHTS, WARNNG,AJ-o OOECTIONAl SIGNS, .MO On-ER PROTECTION NEAR NOABCVT n£ AREA OF TI-iE WCffl<AS ~l BE REOUIRE.D BY TI-E <Wi,.ER, OR BY PHY OTl-ERGC't'ER/IIH:jAIJTHORIT'I', PROVI~ t£CESSAR'I' MEANS TO PROTECT AA'/'~ AD.W:ENT SITE STRUCn..RES, PROPERTIES, SERVJCN, UTUTIES, F'Ea:STRIAN Afl)VEttClE WAYS, 00 MAINTAIN ALL SAFETY hEASLRES ~Tl. V'tQRK IS COMPLETED. 23. SECURE TI-E CON.STRUCTION SITE.~ PARTS OF 'WORK AREA WHOiARE TO BE BARRICACEO OR SEAl...£0 TO NON-CONSTRUCTlON INOO'D.JAI..S MUST BE COORa~TED WllH AKI ~ED BY 1l£ 0Wt£R BEFORE PROCEEOlt,,e ""1TH THE~ 24. PROVICE ALL ~S NECESSARY TO PROTECT TI-E STRUCTIJRE AND ADJACENT STRU.:Tl.JRE.(S) FINSHES 00 UTILITIES Ol..RINGC~TRUCOON. 25. ~ A'«J ENG~EER All TEll"'K>RAR'I' STRUCTUW. .MOSAFffi ELEMENTS RE OU RED TO ACCOMPLISH MOOf'I<. 26. 1l£ CONTAACTOR SHo'J..L EAE.RT EVERY EFFORT TO PREVENT COST ANO CONSTRUCTION DEBRIS FROM CONTAMIW.TIOO TH:. 'fl-QRKAAfA. Tl£SE EFFORTS SHALL IN:.l.t.G. BUTOOT BE LMTEDTO PROVICiNGA OAILYCI..EANLPOfTHECONSTRI...CTION/i.P.fA. THE CONTRACTOR 51-Wl. REFER TO TI-£ PROJECT SPEctflCATIONSFORAfllnotw.REOUIRE~. 27. rum~. BORING, SAW-OJTTl~ OR ORJWOO TlR'OUGH Nm STRUCTURAi.MEMBERS OTIER THAN TI-OSE CE'TAIL£00NSTR\..CT\.P.AL~Vil1't:.S St-W.L.OOT BE DONE wmouTTl-£EN::;IN€ER'SAPPROVAl. 28. ~ORM A1.1. PATCHOO AN) R£STORAT10NAS RE CURED B'I' n£ WORK. THE. v.oRK SHALL l,V\TCH Aruf\CENT St.ff ACES UN..ESS SPECFICALLY NOTEOOTHER'MSE TO TI-E SATlSFACTION Of nE OWNER. TOLERANCE 1. PEIM'TTEOTOlEAAJa:S}-W.LSEACCOR!l~TOTI-ECBC. i 1 tL __________________________ ~~ ct.00 ~f~g:j CITY OF CARLSBAD PUBLIC WJRKS, FLEET & FACILITIES DEPARTMENT 1635 FARADAY, CARLSBAD, CA 92008 -~-CITY OF CARLSBAD VEHICLE LIFT ANCHORAGE CMCINEDVNICICTECT •• IDS IDS GROUP 1 PETERS CANYON ROAD. SlATE 130 IRI/INE, CA. 92606 TEL 94g.387-e500 FAX 94!}-387-0EIOO ST,_. e 10/;o/2020 ,,_ ... RE:V. DESCRIPTION OAJE "'""' PROJECT NO. 18X101.02 PRINT OAT( 10/;Q/2020 ORAWN BY OM CH[CK(O Br ,. Sl<[J111\L STRUCTURAL GENERAL NOTES SHE£T NWBER S0.1 li~ I 1 l'?xWQr,11 l l i 1