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FHPR2019-0001
ADDITIONAL SITES CHRONOLOGY CHRONOLOGY TYPE STAFF NAME ACTION DATE COMPLETION DATE NOTES Email to FPE William Smith: Good Day Will, Below is the language that was amended by local municipal code 8.08.020 Amendments to the California Fire Code and affecting the project you are working on. O. Designation of High-Piled Storage Areas. Section 3204.2.1 is added to Section 3204.2 of the California Fire Code to read as follows: 3204.2.1 Minimum requirements for client leased or occupant owned warehouses. Designs of an automatic sprinkler system for client leased or occupant owned buildings containing high pile storage shall be based on the requirements of NFPA 13. The responsible fire protection engineer shall perform a survey of the building to determine Description: FLOOR & DECOR / PRODUCT DISPLAY AND STORAGE RACKS Type: FIRE HIGH PILE RACK STORAGE (WEB) Subtype: Status: FINALED Applied: 5/2/2019 ECON Parcel No: 600020029 Site Address: 79315 HIGHWAY 111 LA QUINTA,CA 92253 Approved: 11/14/2019 KHET Subdivision: PM 33588 Block: Lot: 3 Issued: 12/5/2019 ECON Lot Sq Ft: 0 Building Sq Ft: 0 Zoning: Finaled: 1/8/2020 KHET Valuation: $50,000.00 Occupancy Type: Construction Type: Expired: No. Buildings: 0 No. Stories: 0 No. Unites: 0 Details: Printed: Tuesday, February 14, 2023 9:36:23 AM 1 of 8 Permit Details City of La Quinta PERMIT NUMBER FHPR2019-0001 E-MAIL KOHL HETRICK 9/9/2019 9/9/2019 commodity classification, storage configuration, building height and other information related to the development of an appropriate sprinkler system design. The fire protection engineer shall also make reasonable efforts to meet with the building owner or operator to understand seasonal or customer related fluctuations to the stored commodities, storage height, and configuration. The sprinkler design shall be based on the most demanding requirements determined through the onsite survey and discussions with the building owner or operator. The technical report shall describe the basis for determining the commodity and sprinkler design selection, how the commodities will be isolated or separated, and include referenced design document(s), including NFPA 13 or the current applicable factory mutual data sheets. If a specific fire test is used as the basis of design, a copy of the fire test report shall be provided at the time of plan review. This report is required as part of submittal for High-Pile Rack Storage Permit. Please let me know if you have any further questions or need for clarification. KOHL HETRICK Fire Safety Specialist / Office of the Fire Marshal City of La Quinta CAL FIRE/Riverside County Fire Department Desk: 760-777-7074 | Mobile: 760-409-5109 Inspection Hotline: 760-777-7131 78495 Calle Tampico, La Quinta, CA 92253 kohl.hetrick@fire.ca.gov | www.rvcfire.org Sch: Mon-Thurs Hetrick, Kohl@CALFIRE Mon 10/21/2019 12:02 PM Armando Magallon <amagallon@laquintaca.gov>; Parker Lange <plange@centerpoint-is.com>; Kayli Alford <kalford@laquintaca.gov>; wills@codeconsultants.com? Printed: Tuesday, February 14, 2023 9:36:23 AM 2 of 8 Permit Details City of La Quinta PERMIT NUMBER FHPR2019-0001 E-MAIL KOHL HETRICK 10/21/2019 10/21/2019 I took my work tablet home with me this weekend so that I could access and review this particular resubmittal. I was hoping that it would finally be clear and ready for approval. Unfortunately there are some things that require to be cleaned up. Here are the notes I have for this 4th Submittal: 1. Technical Report (TR) does not advise what edition of NFPA 13 is being referenced. 2. TR references incorrect tables and figures. a. Table 16.2.3.2 does not exist, believed to be 16.2.1.3.2. b. Table 16.2.1.3.2 identifies Figure 16.2.1.3.2 (d) Curve E or F for the parameters identified for the storage proposed in the TR. Curve E would be used for high-temp sprinklers. 3. HPS 100 sheet identifies “Solid-piled/Palletized” storage to be both “between 6’ an 16’”(High-Piled Storage Analysis #2) & “not to exceed 12’”(High-Piled Storage Information #5). Clarify or confirm if this storage arrangement will exceed 12’ and therefore be HPS. 4. HPS100 sheet has a section - “High-piled Storage Information”. Some details in here conflict with the details identified in the TR. a. (#1) Useable Storage height is identified. It would be necessary to identify any restrictions in storage heights to specific design parameters or restrictions. TR Identifies "Maximum Storage Height =16'-0". b. Based on the above, identify the clearances of adjusted storage heights to the deflectors. 14'-2" to 6'-11" OR 5'-11" to 13'-2"? 5. HPS100 sheet, under “Design Criteria - Warehouse and Sales Areas” - identifies storage of Group A Plastics, which was not identified elsewhere in any supporting documents beyond what is allowed (10%). 6. As HPS heights will be restricted, identify/detail the means to inform workers of maximum storage heights within racks. (Signage, Markers, etc.?) Thank you, Printed: Tuesday, February 14, 2023 9:36:23 AM 3 of 8 Permit Details City of La Quinta PERMIT NUMBER FHPR2019-0001 CONTACTS NAME TYPE NAME ADDRESS1 CITY STATE ZIP PHONE FAX EMAIL APPLICANT CENTERPOINT INTEGRATED SOLUTIONS 355 UNION BLVD STE 301 LAKEWOOD CO 80228 (720)735-0444 plange@centerpoint- is.com CONTRACTOR CENTERPOINT INTEGRATED SOLUTIONS 355 UNION BLVD STE 301 LAKEWOOD CO 80228 (720)735-0444 plange@centerpoint- is.com OWNER DLI PROP LLC 27489 AGOURA RD AGOURA HILLS CA 91301 (720)735-0444 peter@strategicla.com CONDITION TYPE CONTACT DATE ADDED DATE REQUIRED DATE SATISFIED STATUS REMARKS NOTES READY TO ISSUE CHECKLIST KOHL HETRICK 11/14/2019 12/5/2019 COMPLETE 4TH AND 5TH RESUBMITTAL FEES DUE I WILL APPROVE PERMIT SO APPLICANT CAN PAY. PERMIT WILL AUTO ISSUE AFTER PAYMENT IS RECEIVED. KOHL HETRICK Fire Safety Specialist / Office of the Fire Marshal City of La Quinta CAL FIRE/Riverside County Fire Department Desk: 760-777-7074 | Mobile: 760-409-5109 Inspection Hotline: 760-777-7131 78495 Calle Tampico, La Quinta, CA 92253 kohl.hetrick@fire.ca.gov | www.rvcfire.org Sch: Mon-Thurs nLeadershipnCompetencenIntegritynSafetynCustomer Servicen The Office of the County Fire Marshal is committed to facilitating fire and life safety solutions by empowering its employees to serve our community through innovation and partnership. CONDITIONS FINANCIAL INFORMATION Printed: Tuesday, February 14, 2023 9:36:23 AM 4 of 8 Permit Details City of La Quinta PERMIT NUMBER FHPR2019-0001 INSPECTIONS SEQID INSPECTION TYPE INSPECTOR SCHEDULED DATE COMPLETED DATE RESULT REMARKS NOTES FIRE INSPECTOR KHET 12/5/2019 12/5/2019 PARTIALLY APPROVED BARE RACK INSPECTION SMOKE/HEAT VENTS - IN PLACE AND OPERATIONAL FIRE ACCESS DOORS - FUNCTIONAL AND MARKED Fire Access Door Marking and Max Storage Height signage shall be addressed at Minor Reinspection. FINAL**KHET 1/8/2020 1/8/2020 APPROVED DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE RECEIPT #CHECK #METHOD PAID BY CLTD BY FIRE HIGH PILE RACK STORAGE 101-0000-42421 0 $160.00 $160.00 5/2/19 WEB3640 CTAAEC842 TRUST ACCT CENTERPOINT INTEGRATED SOLUTIO ECON FIRE HIGH PILE RACK STORAGE PC 101-0000-42420 0 $160.00 $160.00 5/2/19 WEB3640 CTAAEC842 TRUST ACCT CENTERPOINT INTEGRATED SOLUTIO ECON FIRE MORE THAN 3 REVIEWS - EACH REVIEW 101-0000-42420 1 $161.00 $161.00 12/5/19 WEB4370 CTAAEC842 TRUST ACCT CENTERPOINT INTEGRATED SOLUTIO ECON FIRE MORE THAN 3 REVIEWS - EACH REVIEW 101-0000-42420 1 $161.00 $161.00 12/5/19 WEB4370 CTAAEC842 TRUST ACCT CENTERPOINT INTEGRATED SOLUTIO ECON Total Paid for FIRE FEES: $642.00 $642.00 RECORDS MANAGEMENT FEE 101-0000-42416 0 $10.00 $10.00 5/2/19 WEB3640 CTAAEC842 TRUST ACCT CENTERPOINT INTEGRATED SOLUTIO ECON Total Paid for RECORDS MANAGEMENT FEE: $10.00 $10.00 TECHNOLOGY ENHANCEMENT FEE 502-0000-43611 0 $5.00 $5.00 5/2/19 WEB3640 CTAAEC842 TRUST ACCT CENTERPOINT INTEGRATED SOLUTIO ECON Total Paid for TECHNOLOGY ENHANCEMENT FEE: $5.00 $5.00 TOTALS:$657.00 $657.00 Printed: Tuesday, February 14, 2023 9:36:23 AM 5 of 8 Permit Details City of La Quinta PERMIT NUMBER FHPR2019-0001 HIGH PILE RACK STORAGE KHET 1/8/2020 1/8/2020 APPROVED H.P. VENTS/ACCESS/CORRIDO RS KHET 1/8/2020 1/8/2020 APPROVED REVIEWS REVIEW TYPE REVIEWER SENT DATE DUE DATE RETURNED DATE STATUS REMARKS NOTES 1ST PERMIT TECH (1 DAY) ARMANDO MAGALLON 5/2/2019 5/3/2019 5/14/2019 COMPLETE I CALLED APPLICANT AND LET HIM KNOW HE NEEDED TO SUBMIT FOR THE BUILDING DEPARTMENT AS WELL. APPLICANT WILL BE SUBMITTING FOR THE RACKS SO THAT WE CAN REVIEW THE STR PORTION. 1ST FIRE (2 WK)EDGAR GONZALEZ 5/2/2019 5/16/2019 5/15/2019 REVISIONS REQUIRED SEE CORRECTIONS LETTER. 1ST FIRE (1 WK)EDGAR GONZALEZ 5/23/2019 5/29/2019 6/3/2019 REVISIONS REQUIRED SEE 2ND CORRECTIONS LETTER. IT HAS BEEN DETERMINED THAT A TECHINICAL REPORT FOR COMMODITIES IS REQUIRED. FPE Technical Report identifying required NFPA 13 system improvements is required. The submittal was determined to be incomplete and requires the following (CFC 3201.3):1) Usable storage height for each storage area.2) Commodity clearance between top of storage and the sprinkler deflector for each storage arrangement.3) Maximum pile volume for each storage array.4) Location and classification of commodities in accordance with Section 3203.5) Additional information regarding required design features, commodities, storage arrangement and fire protection features within the high-piled storage area shall be provided at the time of permit when required by the fire code official -- a) La Quinta has amended the CFC with the PARENT PROJECTS Printed: Tuesday, February 14, 2023 9:36:23 AM 6 of 8 Permit Details City of La Quinta PERMIT NUMBER FHPR2019-0001 BOND INFORMATION 3RD FIRE (1 WK)KOHL HETRICK 8/30/2019 9/6/2019 9/10/2019 REVISIONS REQUIRED following: "O. Designation of High-Piled Storage Areas. Section 3204.2.1 is added to Section 3204.2 of the California Fire Code to read as follows:3204.2.1 Minimum requirements for client leased or occupant owned warehouses. Designs of an automatic sprinkler system for client leased or occupant owned buildings containing high pile storage shall be based on the requirements of NFPA 13. The responsible fire protection engineer shall perform a survey of the building to determine commodity classification, storage configuration, building height and other information related to the development of an appropriate sprinkler system design. The fire protection engineer shall also make reasonable efforts to meet with the building owner or operator to understand seasonal or customer related fluctuations to the stored commodities, storage height, and configuration. The sprinkler design shall be based on the most demanding requirements determined through the onsite survey and discussions with the building owner or operator. The technical report shall describe the basis for determining the commodity and sprinkler design selection, how the commodities will be isolated or separated, and include referenced design document(s), including NFPA 13 or the current applicable factory mutual data sheets. If a specific fire test is used as the basis of design, a copy of the fire test report shall be provided at the time of plan review." 4TH FIRE (1 WK)KOHL HETRICK 10/8/2019 10/15/2019 10/21/2019 REVISIONS REQUIRED THIS IS A DIGITAL SUBMITTAL Sent email with correction items. See Chronology. 5TH FIRE (1 WK)KOHL HETRICK 11/8/2019 11/15/2019 11/14/2019 APPROVED- CONDITIONS SEE COA AND JOB CARD FOR INSP. SEE COA AND JOB CARD IN ATTACHMENTS FOR INSPECITIONS REQUIRED. Printed: Tuesday, February 14, 2023 9:36:23 AM 7 of 8 Permit Details City of La Quinta PERMIT NUMBER FHPR2019-0001 ATTACHMENTS Attachment Type CREATED OWNER DESCRIPTION PATHNAME SUBDIR ETRAKIT ENABLED DOC 5/2/2019 EtrakitContractor 1ST SUBMITTAL - RACKING CALCS -FIRE 1st SUBMITTAL - Racking Calculations.pdf 1 DOC 5/28/2019 EtrakitContractor 2ND SUBMITTAL - FD Plan Reference Sheets Fire Department Plan Reference Sheets.pdf 1 DOC 5/28/2019 EtrakitContractor 2ND SUBMITTAL - Fire Comment Responses First Round Comments Response Riverside County Fire Department - Revised 5.28.19.pdf 1 DOC 8/30/2019 EtrakitContractor 3rd Submittal - Comment Response Letter FD Comments Response Letter - 08.30.19.pdf 1 DOC 10/8/2019 EtrakitContractor 4th Submittal Comment Response Letter 10-9-19 - Comment Response Letter.pdf 1 DOC 11/8/2019 EtrakitContractor 5th SUBM - COMMENT RESPONSE LTR 5th SUBMITTAL - Comment Response Letter.pdf 1 DOC 6/11/2019 EDGAR GONZALEZ FHPR2019-0001 - FLOOR and DECOR - 79315 HIGHWAY 111 - HIGHPILED RACKS (CORRECTIONS).docx FHPR2019-0001 - FLOOR and DECOR - 79315 HIGHWAY 111 - HIGHPILED RACKS (CORRECTIONS)_1.docx 1 DOC 11/14/2019 KOHL HETRICK FHPR2019-0001 - TECH REPORT - APPROVED.pdf FHPR2019-0001 - TECH REPORT - APPROVED.pdf 1 DOC 11/14/2019 KOHL HETRICK FHRP2019-0001 - RACKING PLANS APPROVED.pdf FHRP2019-0001 - RACKING PLANS APPROVED.pdf 1 DOC 11/14/2019 KOHL HETRICK FHPR2019-0001 - HPS COA AND JOB CARD.pdf FHPR2019-0001 - HPS COA AND JOB CARD.pdf 1 Printed: Tuesday, February 14, 2023 9:36:23 AM 8 of 8 Permit Details City of La Quinta PERMIT NUMBER FHPR2019-0001 GENERAL PERMITANDBIDSET04/19/2019ADDENDUMA4/26/2019ADDENDUMB05/24/2019G000 COVER SHEET G001 LIFE SAFETY PLAN G002 ACCESSIBILITY NOTES G003 CALGREEN CODE ANALYSIS CIVIL C001 TITLE SHEET C101 SITE PLAN C102 DEMO PLAN C103 DEMO PLAN C104 PRECISE GRADING PLAN C105 PRECISE GRADING PLAN C106 HORIZONTAL CONTROL PLAN SP1 SITE PLAN ARCHITECTURAL AD101 DEMO FLOOR PLAN AD102 DEMO ROOF PLAN A101 FLOOR PLAN A102 REFLECTED CEILING PLAN A103 ROOF PLAN A104 ENLARGED ROOF PLAN A201 EXTERIOR ELEVATIONS A202 ENLARGED EXTERIOR ELEVATIONS A301 WALL SECTIONS A302 WALL SECTIONS A303 WALL SECTIONS A304 WALL SECTIONS A401 ENLARGED VESTIBULE PLAN A402 ENLARGED DESIGN CENTER PLAN A402.1 ENLARGED DESIGN CENTER PLAN A403 ENLARGED CPU PLAN A404 ENLARGED OFFICE PLAN A405 ENLARGED OFFICE PLAN A406 ENLARGED DOCK PLAN A501 INTERIOR ELEVATIONS A502 INTERIOR ELEVATIONS-VESTIBULE A503 INTERIOR ELEVATIONS-DESIGN CENTER A504 INTERIOR ELEVATIONS-CPU A505 INTERIOR ELEVATIONS-OFFICE A506 INTERIOR ELEVATIONS-OFFICE A507 INTERIOR ELEVATIONS-OFFICE A508 INTERIOR ELEVATIONS-OFFICE A509 INTERIOR ELEVATIONS-RESTROOM A601 DETAILS A602 DETAILS A603 DETAILS A604 DETAILS A701 PARTITION TYPES A702 DESIGN CENTER DETAILS A801 FINISH SCHEDULE & DETAILS A802 DOOR & WINDOW SCHEDULE A803 DOOR & WINDOW DETAILS A900 FIXTURE PLAN - FOR REFERENCE ONLY STRUCTURAL S001 STRUCTURAL NOTES S002 STRUCTURAL TABLES S003 TYPICAL DETAILS S100 (E) FOUNDATION PLAN S101 ENLARGED PLAN S200 (E) ROOF FRAMING PLAN S201 (E) CANOPY FRAMING PLAN S300 FOUNDATION DETAILS S301 FOUNDATION DENTALS S302 FOUNDATION DETAILS S400 FRAMING DETAILS S500 BUILDING SECTIONS S501 BUILDING SECTIONS S502 BUILDING SECTIONS MECHANICAL M101 MECHANICAL PLAN M201 MECHANICAL ENLARGED PLANS M301 MECHANICAL DETAILS M401 MECHANICAL SCHEDULES MPE100SEISMIC DETAILS PLUMBING P101 WASTE & VENT PLAN P102 WATER & GAS PLAN P201 PLUMBING ENLARGED PLANS P301 PLUMBING DETAILS P401 PLUMBING SCHEDULES P501 WASTE & VENT ISOMETRICS P502 WATER & GAS ISOMETRICS ELECTRICAL E101 POWER PLAN E102 LIGHTING PLAN E103 DATA PLAN E201 OFFICE ELECTRICAL PLANS E202 DESIGN CENTER ELECTRICAL PLANS E301 ELECTRICAL DETAILS E302 EMS DETAILS E501 ELECTRICAL RISER DIAGRAM E502 PANEL SCHEDULES FIRE PROTECTION FA100 FIRE ALARM PLAN FA101 FIRE ALARM SCHEDULE AND NOTES FA102 FIRE ALARM DETAILS FPD100 FIRE PROTECTION PLAN - DEMO WORK FP100 FIRE PROTECTION PLAN - NEW WORK FP101 FIRE PROTECTION NOTES, DETAILS, AND RISER HPS100 HIGH PILED STORAGE PLAN TITLE 24 T241 TITLE 24 POWER DISTRIBUTION T242 TITLE 24 INDOOR LIGHTING T243 TITLE 24 INDOOR LIGHTING T245 TITLE 24 MECHANICAL ITEM/DESCRIPTION N/AEXISTINGTOREMAINLANDLORD GENERAL CONTRACTOR FLOOR & DECOR NATIONAL ACCOUNT VENDOR SUBMITTALREQUIREDREMARKFURNISHINSTALLFURNISHINSTALLFURNISHINSTALLFURNISHINSTALL 03 00 00 CONCRETE CONCRETE FLOOR SLAB GC TO COORDINATE WITH INSPECTING VENDOR CONCRETE FLOOR FINISHING GC TO COORDINATE WITH VENDOR CONCRETE TOWER & PILASTER CURBS 05 00 00 METALS STUD PARTITIONS COPING & FLASHING GUTTERS & DOWNSPOUTS BOLLARDS GUARDRAILS & HANDRAILS FENCES & GATES 06 00 00 WOOD, PLASTICS, AND COMPOSITES WOOD BLOCKING FIBERGLASS-REINFORCED PLASTIC BOLLARD COVERS 07 00 00 THERMAL AND MOISTURE PROTECTION E.I.F.S.COORDINATE WITH VENDOR ROOFING SYSTEM 08 00 00 OPENINGS INTERIOR DOORS / FRAMES / HARDWARE COORDINATE WITH VENDOREXTERIOR DOORS / FRAMES / HARDWARE AUTOMATIC ENTRANCE DOORS COORDINATE WITH VENDORAUTOMATIC INTERIOR VESTIBULE DOOR COMPACTOR DOOR COORDINATE WITH VENDOR OVERHEAD DOORS COORDINATE WITH VENDOR BARN DOOR 09 00 00 FINISHES OFFICE PACKAGE FLOORING TILE G.C. TO PROVIDE MATERIAL TAKE OFF & COORDINATE WITH F&D COMMERCIAL WALL BASE PAINT SUSPENDED AND DRYWALL CEILINGS 10 00 00 SPECIALTIES TOILET PARTITIONS PROVIDE BLOCKING QUARTZ COUNTERTOPS PROVIDE BLOCKING. G.C. TO FABRICATE AND INSTALL. GRAB BARS PROVIDE BLOCKINGTOILET ROOM MIRRORS HAND DRYER TOILET TISSUE DISPENSER PROVIDE BLOCKING & COORDINATE WITH VENDOR SANITARY NAPKIN DISPOSAL SOAP DISPENSER HAND SANITIZER DISPENSER HAND TOWEL DISPENSER BUILDING SIGNAGE COORDINATE WITH VENDOR. G.C. TO PROVIDE POWER FEED.PYLON / MONUMENT SIGN FACES BREAKROOM LOCKERS 11 00 00 EQUIPMENT TRASH COMPACTOR, CONTAINER, DOOR, AND FRAME COORDINATE WITH VENDOR DOCK LEVELERS AND BUMPERS COORDINATE WITH VENDORMETAL DOOR HOOD DOCK SEALS DOCK LIGHTS COORDINATE WITH VENDOR BREAK ROOM MICROWAVES CASH SAFE COORDINATE WITH VENDOR REFRIGERATOR COORDINATE POWER & WATER REQUIREMENTSICE MACHINE COFFEE MACHINE 12 00 00 FURNISHINGS OFFICE CASEWORK BREAK ROOM CASEWORK AND CABINETS PRO AREA DESK CUSTOMER PICK UP COMMAND DESK (CPU) PROVIDE POWER IN CEILING. COORDINATE WITH VENDOR DESIGN CENTER / CONSULTATION TABLE AND STOOL DESIGN CENTER / CONSULTATION CREDENZA RECEIVING DESK COFFEE COUNTER 13 00 00 SPECIAL CONSTRUCTION ENTRY CANOPY 21 00 00 FIRE SUPPRESSION FIRE SPRINKLER SYSTEM FIRE EXTINGUISHERS G.C .TO COORDINATE WITH F&D STORE PLANNING DEPARTMENT 22 00 00 PLUMBING TOILETS URINALS RESTROOM SINKS BREAK ROOM SINK MOP SINK DRINKING FOUNTAIN 23 00 00 HEATING, VENTILATING, AND AIR CONDITIONING (HVAC) MECHANICAL EQUIPMENT (RTUS, EXHAUST FANS, UNIT HEATERS, ETC.)COORDINATE WITH VENDOR RTU & ROOF CURBS ROOFTOP PENETRATIONS, FRAMES & STRUCTURAL REINFORCEMENT 26 00 00 ELECTRICAL SERVICE EQUIPMENT POWERWALL, PANEL BOARDS, TRANSFORMERS, LIGHTING CONTACTORS & GENERATOR TAP BOX COORDINATE WITH VENDOR PLUG & PLAY: STARTER BOXES COORDINATE WITH VENDOR PLUG & PLAY: CABLES, POLES & DEVICES COORDINATE WITH VENDOR LIGHT FIXTURES COORDINATE WITH VENDOR RELOC MODULAR WIRING COORDINATE WITH VENDOR EMS: ROUGH-INS, POWER & 0-10V WIRING COORDINATE WITH VENDOREMS: EQUIPMENT MOUNTING BRACKETS EMS: EQUIPMENT, DEVICES & LOW VOLTAGE CABLING EXTERIOR SIGNS: POWER & ROOF PENETRATIONS COORDINATE WITH VENDOREXTERIOR SIGNS: CHANNEL LETTERS, POWER SUPPLIES, CABLING & WALL PENETRATIONS 27 00 00 COMMUNICATIONS TELEPHONE SERVICE DATA SYSTEM: ROUGH-IN & POWER CONTRACTOR TO HIRE FLOOR & DECOR'S VENDORDATA SYSTEM: CABINETS & RACKS DATA SYSTEM: CABLING, DEVICES & TERMINATIONS POWER POLES COORDINATE WITH VENDOR SOUND SYSTEM: ROUGH-IN & POWER COORDINATE WITH VENDORSOUND SYSTEM: EQUIPMENT, CABLING & DEVICES 28 00 00 ELECTRONIC SAFETY AND SECURITY FIRE ALARM: SYSTEM FIRE ALARM: MONITORING COORDINATE WITH VENDOR (PROVIDE 1 YEAR MONITORING) SECURITY SYSTEM: ROUGH-IN & POWER COORDINATE WITH VENDORSECURITY SYSTEM: EQUIPMENT, CABLING & DEVICES EAS PEDESTALS: ROUGH-IN & POWER COORDINATE WITH VENDOREAS PEDESTALS: EQUIPMENT, CABLING & DEVICES CCTV SYSTEM: ROUGH-IN & POWER COORDINATE WITH VENDORCCTV SYSTEM: EQUIPMENT, CABLING & DEVICES 32 00 00 EXTERIOR IMPROVEMENTS LANDSCAPING LANDSCAPE IRRIGATION PARKING LOT PAVING/STRIPING/SIGNAGE TRUCKWELL COMPACTOR PAD CUSTOMER LOAD PAD AND AREA SITE AND PARKING LIGHTING COORDINATE WITH VENDOR SECURITY LIGHTING COORDINATE WITH VENDOR FIRE PROTECTION NOTES DEFERRED PERMIT SUBMITTALS SCOPE OF WORK STATEMENT INDEX RESPONSIBILITY MATRIX REMOVED FROM SET FIRST ISSUE / REISSUED WITH REVISIONS REISSUED WITHOUT REVISIONS STORE #TBD TENANT FLOOR & DECOR 2233 LAKE PARK DRIVE, SUITE 400 SMYRNA, GEORGIA 30080 CONTACT: KELLY McBRIDE PHONE: (404) 216-3702 OWNER / LANDLORD EPIC MGT GROUP, INC. 44045 MARGARITA RD, SUITE 100 TEMECULA, CA 92592 CONTACT: KIRK L. WRIGHT EMAIL: Kirk@epicmgtgroup.com PHONE: (951) 255-7008 ARCHITECT ARCHITECTURAL DESIGN GUILD 2710 SUTTON BOULEVARD SAINT LOUIS, MISSOURI 63143 CONTACT: SAM ESTES EMAIL: flooranddecor@adg-stl.com PHONE: (314) 644-1234 CIVIL ENGINEER MICHAEL BAKER INTERNATIONAL 75-410 GERALD FORD DRIVE, SUITE 100 CONTACT: BILL POPE EMAIL:billpope@mbakerintl.com PHONE: (760) 346-7481 STRUCTURAL ENGINEER A.V. SCHWAN 6000 E. THOMAS ROAD, SUITE 1 SCOTTSDALE, ARIZONA 85251 CONTACT: MO KATEEB EMAIL: mkateeb@avschwan.com PHONE: (602) 265-4331 MECHANICAL, PLUMBING & ELECTRICAL ENGINEER ARCHITECTURAL DESIGN GUILD 2710 SUTTON BOULEVARD SAINT LOUIS, MISSOURI 63143 CONTACT: JACK BRUNS EMAIL: flooranddecor@adg-stl.com PHONE: (314) 644-1234 FIRE PROTECTION ENGINEER CODE CONSULTANTS INC. 2043 WOODLAND PARKWAY, SUITE 300 SAINT LOUIS, MISSOURI 63146 CONTACT: DENNIS KROCKER EMAIL: dennisk@codeconsultants.com PHONE: (314) 991-2633 RACKING VENDOR UNARCO MATERIAL HANDLING, INC. 701 16TH AVENUE EAST SPRINGFIELD, TENNESSEE 37172 CONTACT: ANTHONY D. CARLO EMAIL:flooranddecorcs@unarcorack.com PHONE: (800) 862-7261 RACKING INSTALLER J & J SERVICE SOLUTIONS, LLC CONTACT: JEFF NICKLAUS EMAIL: jnicklaus@jnjservicesolutions.com PHONE: (717) 598-0830 RACKING ENGINEER SEIZMIC ENGINEERING, INC. 1130 EAST CYPRESS STREET COVINA, CALIFORNIA 91724 EMAIL: flooranddecor_support@seizmicinc.com LIGHTING & RELOC CED NATIONAL ACCOUNTS CONTACT: SHAWN CAMPBELL EMAIL: Shawn.Campbell@ced.com PHONE: (678) 215-3065 INTERIOR DOORS, HARDWARE, COILING DOORS & DOCK EQUIPMENT DH PACE NATIONAL ACCOUNTS 1901 E. 119TH STREET OLATHE, KANSAS 66061 CONTACT: CHARLES GIRTMAN EMAIL: FloorandDecor@DHPace.com PHONE: (816) 480-2600 DH PACE - NATIONAL ACCOUNT SCOPE: MATERIAL SUPPLY ONLY- HOLLOW METAL FRAMES, HOLLOW METAL DOORS, WOOD DOORS, AND DOOR HARDWARE (INCLUDING PERMANENT CORES AND KEYS) MATERIAL SUPPLY AND INSTALLATION: OVERHEAD DOORS, DOCK LEVELERS, DOCK EQUIPMENT AND AWNING. RESTROOM ACCESSORIES OFFICE DEPOT 192 TECHNOLOGY PARKWAY, SUITE 150 NORCROSS, GEORGIA 30092 CONTACT: STUART CARTER EMAIL: stuart.carter@officedepot.com PHONE: (678) 488-8243 DATA CABLING NETWORK ENGINEERING TECHNOLOGIES 3140 DEMING WAY MIDDLETON, WISCONSIN 53562 CONTACT: ANDREW HANDELAND EMAIL: andrew.handeland@nettechnology.com, OR FloorandDecor@nettechnology.com PHONE: (608) 827-2245 SECURITY PEDESTALS CHECKPOINT CONTACT: FRANK PANEBIANCO EMAIL: frank.panebianco@checkpt.com CONTACT: BOB SERENSON EMAIL: rserenson@checkpointsystem .mail.onmicrosoft.com PHONE: (608) 413-5515 SOUNDSYSTEM MOOD MEDIA 5700 S. MOPAC EXPRESSWAY (BLDG. D) AUSTIN, TEXAS 78749 CONTACT: MARY NIRENBERG EMAIL: mary.nirenberg@moodmedia.com CONTACT: ALLISON SEAMANS EMAIL: allison.seamans@moodmedia.com PHONE: (512) 380-8540 TILE FLOOR & DECOR 2233 LAKE PARK DRIVE, SUITE 400 SMYRNA, GEORGIA 30080 CONTACT: KAYSHEA THOMAS EMAIL: kthomas@flooranddecor.com PHONE: (404) 471-1634 x3962 ENERGY MANAGEMENT NEXREV 601 DEVELOPMENT DRIVE PLANO, TEXAS 75074 CONTACT: KEITH SVONOVEC EMAIL: keithsvonovec@nexrev.com PHONE: (216) 867-8131 MECHANICAL EQUIPMENT LENNOX CONTACT: HOMER UEHLINGER EMAIL: Homer.Uehlinger@lennoxind.com PHONE: (972) 497-6219 LOCKERS ULINE 2575 ULINE DRIVE PLEASANT PRAIRIE, WISCONSIN 53158 PHONE: (800) 925-5510 FLOOR POLISHING RETRO PLATE CONTACT: SCOTT MAXFIELD EMAIL:Scott.Maxfield@retroplatesystem.com PHONE: (801) 641-6796 WIRING SYSTEMS D&P CUSTOM LIGHTS & WIRING SYSTEMS 900 63RD AVE. NORTH NASHVILLE, TENNESSEE 37209 CONTACT: NEIL APORTADERA EMAIL: neil@dandpcustomlights.com PHONE: (615) 350-7800 COMPACTOR PTR BALER & COMPACTOR COMPANY CONTACT: FRED FREER EMAIL: ffreer@ptrco.com PHONE: (770) 517-1172 MOBILE: (267) 977-3442 SIGNAGE PATTISON SIGN GROUP 520 WEST SUMMIT HILL DRIVE, SUITE 702 KNOXVILLE TENNESSEE, USA 37902 CONTACT: STEVIE WEBB EMAIL: swebb@pattisonsign.com PHONE: (866) 635-1110 x4123 CONTACT: ED MACKLE EMAIL: emackle@pattisonsign.com PHONE: (866) 218-1976 x4132 CONCRETE FLOOR DESIGN, CONSTRUCTION & REPAIR CONSULTANT STRUCTURAL SERVICES INC. 8001 CONSER STREET, SUITE 280 OVERLAND PARK, KANSAS 66208 CONTACT: PAT HARRISON EMAIL: pharrison@ssiteam.com PHONE: (913) 961-2222 BURGLAR ALARM MONITORING VECTOR SECURITY CONTACT: TERI FISCHER EMAIL: tlfischer@vectorsecurity.com PHONE: (703) 468-6100 x51212 FIRE ALARM MONITORING VECTOR SECURITY CONTACT: TBD SAFE BRINKS CONTACT: TIM TREAT EMAIL: tim.treat@brinksinc.com PHONE: (770) 289-2311 CONTACT: CHRISTINA LACOUR EMAIL: christina.lacour@brinksinc.com PHONE: (469) 549-6027 CCTV VIRTUAL SURVEILLANCE CONTACT: JONATHAN BLACK EMAIL: jblack@vs.us.com PHONE: (866) 424-9079 x7126 ICE MACHINE EASY ICE CONTACT: JEREMY RAMA EMAIL: corpacct@easyice.com PHONE: (866) EASY-ICE x108 CANOPIES AWNEX CONTACT: ANDY JOHANSEN EMAIL: andy@awnexinc.com PHONE: (777) 704-7140 MECHANICAL & ELECTRICAL COMMISSIONING HOOK'S COMMISSIONING 5019 PATRA WAY OCEAN SIDE, CALIFORNIA 92056 EMAIL: hookcommissioning@gmail.com CONSTRUCTION CAMERAS iBEAM CONSTRUCTION CAMERAS CONTACT: SARA HARRIS EMAIL: sara@ibeamsystems.com PHONE: (208) 344-6674 TEST & BALANCE AGENT NEXREV 601 DEVELOPMENT DRIVE PLANO, TEXAS 75074 CONTACT: KEITH SVONOVEC EMAIL: keithsvonovec@nexrev.com PHONE: (216) 867-8131 TELEPHONE LIGHT NETWORKS 3525 PIEDMONT ROAD, BUILDING 6, SUITE 315 ATLANTA, GEORGIA 30305 CONTACT: LYNN JENNINGS EMAIL: LJENNINGS@LIGHTNETWORKS.COM PHONE: (470) 435-6064 EXT. 1017 AUTOMATIC ENTRY DOORS GILDOR, INC. 4550 SCHAEFER AVENUE CHINO, CA. 91710 CONTACT: HAL H. GEBERT EMAIL: HAL@GILDOR.COM PHONE: (800) 211-5838 CONSTRUCTION MATERIALS TESTING & SPECIAL INSPECTIONS: INTERTEK - PSI 8669 OLIVE BOULEVARD SAINT LOUIS, MISSOURI 63132 CONTACT: BILLY MITCHELL EMAIL: billy.mitchell@psiusa.com PHONE: (678) 354-3016 MOBILE: (770) 337-5321 OR TERRACON 11600 LILBURN PARK ROAD SAINT LOUIS, MISSOURI 63146 CONTACT: TRAVIS J. KASSEBAUM EMAIL: travis.kassebaum@terracon.com PHONE: (314) 692-5195 MOBILE: (636) 221-2043 ROOFING NORTH AMERICAN ROOFING SERVICES, INC. 14025 RIVEREDGE DRIVE, SUITE 600 TAMPA, FLORIDA 33637 CONTACT: EVAN BRYANT EMAIL: ebryant@naroofing.com PHONE: (800) 551-5602 EIFS & EXTERIOR COATINGS STO CORPORATION 3800 CAMP CREEK PARKWAY BUILDING 1400, SUITE 120 ATLANTA, GEORGIA 30331 CONTACT: CHUCK DUFFIN EMAIL: cduffin@stocorp.com PHONE: (888) 786-3437 NATIONAL ACCOUNT VENDOR DIRECTORY THE TENANT IS A NATIONAL FLOORING RETAILER THAT SELLS TILE, STONE, AND WOOD FLOORING PRODUCTS AND THE ACCESSORIES TO INSTALL THOSE PRODUCTS. THE MATERIALS FOR SALE ARE EITHER IN RACK STORAGE OR DISPLAYED ON THE FLOOR ON PALLETS. THE WORK UNDER THIS PERMIT CONSISTS OF THE REMODELING OF A FORMER MERCANTILE USE GROUP BUILDING. IT INCLUDES THE CONSTRUCTION OF AN INTERIOR SALES/STOCK FIXTURE, INTERIOR LIGHTING, CUSTOMER PICKUP AREA, INTERIOR FINISHES, NEW OFFICES, AND RESTROOMS. THE EXTERIOR WORK INCLUDES NEW EXTERIOR ENTRY DOORS FOR THE CUSTOMER PICKUP, AN ADDITION TO THE EXTG. TOWERS AND A NEW ENTRANCE TOWER. 1. THE SPACE IS PROTECTED WITH AN AUTOMATIC FIRE PROTECTION SYSTEM CONFORMING TO NFPA 13. 2. THE GENERAL CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND HYDRAULIC CALCULATIONS FOR REVIEW AND APPROVAL TO THE AUTHORITY HAVING JURISDICTION PRIOR TO ALTERING THE SYSTEM. G.C. TO SUBMIT SPRINKLER DRAWINGS TO THE FIRE SPRINKLER ENGINEER FOR REVIEW & APPROVAL PRIOR TO SUBMITTAL TO AHJ. 1. FIRE SPRINKLER SYSTEMS: FIRE PROTECTION CONTRACTOR IS TO PROVIDE ENGINEERED DOCUMENTS FOR THE DESIGN OF THE FIRE PROTECTION SYSTEM MODIFICATIONS PER STATE AND LOCAL CODES. CONTRACTOR WILL BE RESPONSIBLE FOR OBTAINING ANY APPLICABLE PERMITS. 2. FIRE ALARM SYSTEMS: FIRE ALARM CONTRACTOR IS TO PROVIDE ENGINEERED DOCUMENTS FOR THE DESIGN OF THE FIRE ALARM SYSTEM MODIFICATIONS PER STATE AND LOCAL CODES. CONTRACTOR WILL BE RESPONSIBLE FOR OBTAINING ANY APPLICABLE PERMITS. 3. EXTERIOR SIGNAGE: EXTERIOR SIGNAGE VENDOR TO PROVIDE ENGINEERED DOCUMENTS THAT ARE COORDINATED WITH LANDLORD AND TENANT CRITERIA AND PER LOCAL CODES. VENDOR WILL BE RESPONSIBLE FOR OBTAINING ANY APPLICABLE PERMITS. 4. HIGH PILED STORAGE RACKS AND STORAGE COMMODITY TECHNICAL ANALYSIS WILL BE PERMITTED THROUGH A SEPARATE PERMIT THE REPORT IS TO BE PREPARED BY FIRE PROTECTION ENGINEER (OR QUALIFIED ENGINEER) 5. ALL SALES COUNTERS AND SERVICE COUNTERS WILL COMPLY WITH THE ACCESSIBLE REQUIREMENTS WILL BE SUBMITTED AS A DIFFERED SUBMITTAL. 79315 HIGHWAY 111, LA QUINTA, CALIFORNIA G.C. TO CONTACT STO STRATEGIC ACCOUNTS MANAGER FOR STO RECOMMENDED APPLICATORS FOR E.I.F.S. AND STO EXTERIOR COATINGS PROJECT DIRECTORY NOTE: ANYTHING NOT LISTED BELOW IS FURNISHED & INSTALLED BY GENERAL CONTRACTOR FLOOR & DECOR VICINITY MAP BID ALTERNATES 1. REMOVE EXISTING METAL FASCIA AND REPLACE WITH NEW PRE-FINISHED METAL FASCIA AT CANOPY IN LIEU OF INSTALLING NEW PRE-FINISHED METAL FASCIA OVER TOP OF EXISTING. ADJUSTED LOT “B” OF LOT LINE ADJUSTMENT NO. 2005-448 AS APPROVED BY THE CITY OF LA QUINTA BEING PARCELS 2, 3 AND THAT PORTION OF PARCEL 1, ALL OF PARCEL MAP NO. 30420, IN THE CITY OF LA QUINTA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, AS SHOWN BY MAP ON FILE IN BOOK 202, PAGES 40 THROUGH 44 OF PARCEL MAPS, RECORDS OF RIVERSIDE COUNTY, TOGETHER WITH PARCEL 3 OF PARCEL MAP NO. 33588, AS SHOWN BY MAP ON FILE IN BOOK 214, PAGES 24 THROUGH 27 OF PARCEL MAPS, RECORDS OF RIVERSIDE COUNTY, CALIFORNIA, MORE PARTICULARLY DESCRIBED AS FOLLOWS:BEGINNING AT THE SOUTHEAST CORNER OF PARCEL 3 OF SAID PARCEL MAP NO. 33588; THENCE NORTH 90°00’00” WEST, 604.96 FEET; THENCE SOUTH 00°13’48” EAST, 13.25 FEET; THENCE NORTH 89°51’43” WEST, 28.26 FEET; THENCE NORTH 00°00’00” EAST, 526.15 FEET; THENCE NORTH 90°00’00” EAST, 32.00 FEET; THENCE NORTH 00°00’00” EAST, 155.10 FEET; THENCE NORTH 90°00’00” EAST, 323.53 FEET; THENCE NORTH 00°13’48” WEST, 272.43 FEET; THENCE NORTH 90°00’00” EAST, 266.98 FEET; THENCE SOUTH 00°13’41” EAST, 530.13 FEET; THENCE NORTH 89°46’19” EAST, 8.00 FEET; THENCE SOUTH 00°13’41” EAST, 186.19 FEET; THENCE SOUTH 00°13’56” EAST, 224.22 FEET TO THE POINT OF BEGINNING. APN:600-340-028; 600-340-002; 600-340-003; 600-020-029. LEGAL DESCRIPTION ASSESSOR'S PARCEL NUMBER SPECIAL INSPECTIONS FOR ACT CEILING 1. ACT CEILING SHALL COMPLY WITH SUSPENDED ACOUSTICAL CEILING SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH THE PROVISIONS OF ASTM C635 AND ASTM C636 AND MANUFACTURER SPECIFICATIONS. THE ACT CEILING REQUIRES SPECIAL INSPECTIONS DURING INSTALLATION AND PERIODIC SPECIAL INSPECTIONS INSPECTIONS PER TABLE 803.11 THE ACT CEILING SHALL HAVE CLASS C RATINGS AT ROOMS AND ENCLOSED SPACES ALL CONSTRCUTION SHALL COMPLY WITH THE CITY OF LA QUINTA MUNICIPAL CODE ALL "OR EQUAL" SUBSTITUTIONS MUST BE SUBMITTED TO, AND APPROVED BY THE BUILDING OFFICIAL PRIOR TO INSTALLATION OF THE ITEM ALL ARCHITECTURAL AND ENGINEERINGDRAWINGS ARE IN CONFIDENCE ANDDISSEMINATION MAY NOT BE MADE WITHOUTPRIOR WRITTEN CONSENT OF THE ARCHITECT.ALL COMMON LAW RIGHTS OF COPYRIGHT ANDOTHERWISE ARE HEREBY SPECIFICALLY RESERVED 79315 HIGHWAY 111 LA QUINTA, CA 92253 ISSUE DRAWN: CHECKED: CONSULTANT PROJECT SHEET SEAL AREA : JOB NUMBER:2019.0303.00 84,288 SF OWNER 2233 LAKE PARK DRIVE SUITE 400 SMYRNA, GA 30080 PHONE:(404) 471-1634 ISSUE DATE: STORE NUMBER:T.B.D. 04/19/19 PERMIT AND BID 04.19.19 A ADDENDUM A 04.26.19 B ADDENDUM B 05.24.19LAQUINTA,CALIFORNIASTORE#T.B.D.PROTOTYPE:2019 Q1 CITY APPROVAL STAMP DANIEL J. HARRINGTON #M39093 | EXP. 9/30/2020 BARRY JAY GREENBERG #C-013002 | EXP. 7/31/2019 COVER SHEET DMK AJB B B B CITY OF LA QUINTA BUILDING DIVISION ENFORCES CBC CHAPTER 11B FOR DISABLED ACCESS COMPLIANCE AND DOES NOT REVIEW OR APPROVE PLANS FOR ADA COMPLIANCE. B FIRE EXTINGUISHER NOTES A. PROVIDE PORTABLE FIRE EXTINGUISHERS (FE) IN ACCORDANCE WITH THE FOLLOWING NOTES. B. TRAVEL DISTANCE TO A FIRE EXTINGUISHER SHALL NOT EXCEED 75 FEET. C. FIRE EXTINGUISHERS SHALL. NOT BE OBSTRUCTED OR OBSCURED FROM VIEW. D. FIRE EXTINGUISHERS SHALL BE CONSPICUOUSLY LOCATED WHERE THEY WILL BE READILY ACCESSIBLE AND IMMEDIATELY AVAILABLE IN THE EVENT OF A FIRE. PREFERABLY THEY SHALL BE LOCATED ALONG THE NORMAL PATHS OF TRAVEL, INCLUDING EXITS FROM AREAS. E. INSTALL ON THE OPPOSITE SIDE OF ENTRY ON SALES FLOOR COLUMNS. F. THE TOP OF THE FIRE EXTINGUISHER SHALL BE AT 42" A.F.F. G. COORDINATE WITH FIRE MARSHALL. H. LEAVE (3) ADDITIONAL FIRE EXTINGUISHERS ON SITE FOR ALL NEW STORES. FIRE ALARM NOTES A. THIS BUILDING WILL BE EQUIPPED WITH A FIRE ALARM SYSTEM. THE FIRE ALARM SYSTEM SHALL MEET ALL REQUIREMENTS OF NFPA 72. REFER TO SPECIFICATIONS. B. SEE ELECRICAL AND FIRE ALARM DRAWINGS FOR FULL FIRE ALARM DESIGN CRITERIA. A. THIS BUILDING IS CLASSIFIED AS A NON SEPARATED MERCANTILE OCCUPANCY. B. THE TENANT WILL STORE CLASS I-IV COMMODITIES AND GROUP A PLASTICS. EVACUATION MAP A. COORDINATE FINAL MAP WITH ARCHITECT AND INSTALL IN THE BREAK ROOM AND TRAINING ROOM. MOUNT TO INSIDE FACE OF DOOR. B. THE MAPS SHOULD BE INSTALLED BEFORE THE MERCHANDISE INSTALL DATE. C. PROVIDE MAPS IN OTHER LOCATIONS ONLY AS REQUIRED BY LOCAL JURISDICTION. CODE CALCULATIONS OCCUPANCY CATEGORY AREA OCCUPANT LOAD FACTOR OCCUPANT LOAD MERCANTILE (SALES)66,122 SQ. FT.60 GROSS 1,103 STORAGE, STOCK, SHIPPING, MECHANICAL / ELECTRICAL 14,994 SQ. FT.300 GROSS 50 BUSINESS (OFFICE AREA)2561 SQ. FT.100 GROSS 26 TOTAL GROSS AREA 84,288 SQ. FT.TOTAL OCCUPANT LOAD 1,179 TOTAL GROSS AREA OF BUILDING IS TO OUTSIDE FACE OF EXTERIOR WALLS EGRESS S.F. IS CALCULATED PER SECTION 202 DEFINITIONS GROSS FLOOR AREA FOR INTERIOR GROSS S.F. (INSIDE FACE OF EXTERIOR WALLS) REQUIRED EGRESS WIDTHS OVERALL 1,179 occ.x .2 in =235.82 in SALES 1,125 occ.x .2 in =225.08 in STOCK 53 occ.x .2 in =10.65 in NOTES 1. MINIMUM NUMBER OF EXITS REQUIRED: 4 2. EGRESS DOORS SHALL BE READILY OPENABLE FROM EGRESS SIDE WITHOUT THE USE OF A KEY OR SPECIAL KNOWLEDGE OR EFFORT OVERALL EXITS PROVIDED EGRESS EXITS 101A =177.5 in 102A =34 in 102B =68 in 102C =34 in 103A =34 in 103F =34 in 104A =93 in 111B =34 in TOTAL WIDTH =474.5 in SALES EXITS PROVIDED EGRESS EXITS 101A =177.5 in 102A =34 in 102B =68 in 102C =34 in 104A =93 in 111B =34 in TOTAL WIDTH = 406.5 in STOCK EXITS PROVIDED EGRESS EXITS 103A =34 in 103F =34 in 104A =93 in TOTAL WIDTH = 161.0 in FIRE EXTINGUISHER EGRESS PATH FE LIFE SAFETY PLAN LEGEND BUILDING 2016 CALIFORNIA BUILDING CODE MECHANICAL 2016 CALIFORNIA MECHANICAL CODE PLUMBING 2016 CALIFORNIA PLUMBING CODE ELECTRICAL 2016 CALIFORNIA ELECTRICAL CODE ENERGY 2016 CALIFORNIA ENERGY CONSERVATION CODE FIRE 2016 CALIFORNIA FIRE CODE ACCESSIBILITY 2016 CALIFORNIA BUILDING CODE CHAPTER 11B CALIFORNIA GREEN BUILDING STANDARDS 2016 CA GREEN BUILDING STANDARDS CODE CONSTRUCTION TYPE V-B OCCUPANCY M - MERCANTILE MAXIMUM AREA UNLIMITED AREA MAXIMUM HEIGHT 2 STORIES FULLY SPRINKLERED YES TRAVEL DISTANCE 250'-0" MAXIMUM CODE ANALYSIS APPLICABLE CODES EXIT REQUIREMENT OCCUPANT LOAD R.O.S. D 4.5 B.527'-0"2 1534867 B C F E G H 7.5 1.73.55.56.5 2.5 C.5 D.2 D.9 D.5 C.9 E.5 G.5 F.5 23'-4"27'-0"25'-103/4"27'-0"4'-91/4"16'-0"11'-23/4"4'-71/2"27'-0"26'-1"22'-13/4"27'-0"27'-0"27'-0"MONITORU/CSAFEMONITOR T.C.MONITOR 19'-4"19'-4"19'-4"19'-4"19'-4"19'-4"19'-4"19'-4"19'-4"17'-10"21'-1 5/8"17'-1 7/8"13'-6"26'-2"351'-2"OVERALLLEASEA.225'-81/2"271'-0" OVERALL LEASE 1'-2 1/2" OFFICES AREA 2,561 SQ. FT. S.F. COMPACTOR DOOR LOCATION. NOT AN EXIT EXIT 102A = 34.0" FIRE RISER LOCATION KNOX BOX LOCATIONACCESSIBLE EXIT 101A = 177.5" ACCESSIBLE EXIT 104A = 93.0" EXIT 103A = 34.0" EXIT 103F = 34.0" EXIT 102C = 34.0" EXIT 102B = 68.0" STOCKROOM 103 SALES 102 CPU 104VESTIBULE 101 66,122 SQ. FT. S.F. 14,994 SQ. FT. S.F. N1LIFE SAFETY PLAN SCALE: 1/16" = 1'-0"N2LANDLORD UTILITIES FLOOR PLAN SCALE: 1/16" = 1'-0" 1112 23'-0"27'-0"25'-103/4"27'-0"FIRE ACCESS DOOR - NOT AN EXIT FIRE ACCESS DOOR - NOT AN EXIT NATURAL GAS METER & RISER LOCATION FE FE FE FE FE FE FE FE FE FE FE FE 223'-0"102B230'-0"102B102'-0"103F124'-0"103A222'-0"102C158'-0"101A206'-0"102A133'-0"104AEXIT 111B = 34.0"N.I.C.N.I.C.N.I.C.B.5 B C C.5 EXIT TACTILE SIGN EXIT TACTILE SIGN EXIT TACTILE SIGN EXIT TACTILE SIGN EXIT TACTILE SIGN EXIT TACTILE SIGN EXIT TACTILE SIGN EXIT TACTILE SIGN KEY PLAN N.I.C. ALL ARCHITECTURAL AND ENGINEERINGDRAWINGS ARE IN CONFIDENCE ANDDISSEMINATION MAY NOT BE MADE WITHOUTPRIOR WRITTEN CONSENT OF THE ARCHITECT.ALL COMMON LAW RIGHTS OF COPYRIGHT ANDOTHERWISE ARE HEREBY SPECIFICALLY RESERVED 79315 HIGHWAY 111 LA QUINTA, CA 92253 ISSUE DRAWN: CHECKED: CONSULTANT PROJECT SHEET SEAL AREA : JOB NUMBER:2019.0303.00 84,288 SF OWNER 2233 LAKE PARK DRIVE SUITE 400 SMYRNA, GA 30080 PHONE:(404) 471-1634 ISSUE DATE: STORE NUMBER:T.B.D. 04/19/19 PERMIT AND BID 04.19.19 A ADDENDUM A 04.26.19 B ADDENDUM B 05.24.19LAQUINTA,CALIFORNIASTORE#T.B.D.PROTOTYPE:2019 Q1 CITY APPROVAL STAMP DANIEL J. HARRINGTON #M39093 | EXP. 9/30/2020 BARRY JAY GREENBERG #C-013002 | EXP. 7/31/2019 LIFE SAFETY PLAN DMK AJB A A B PER 2016 CALIFORNIA FIRE CODE BASED 910.3.3 SMOKE VENT AREA FOR SPRINKLERED BUILDING = BUILDING AREA x VOLUME / 9,000 / AREA OF VENT = THEREFORE 84,288.00 SQ. FT. x VARIABLE AVERAGE HEIGHT / 9,000 = VOLUME - 1,982,230 /9,000 = 221/ 32 = 7 REQUIRED SMOKE VENTS THAT HAVE MAX. SPACING AT 100 FEET TO CENTERS & MAX. 60 FEET FROM WALL OR DRAFT CURTAIN - SEE SHEET A103 FOR LOCATIONS. DRAFT CURTAIN ARE NOT REQUIRED WITH 2016 CALIFORNIA FIRE CODE AND ARE NOT REQUIRED WITH STANDARD FIRE PROTECTION SYSTEM WHEN INSTALLED PER NFPA 13 SMOKE VENT REQUIREMENTS REQUIRED PLUMBING FIXTURES PER TABLE 422.1 MINIMUM PLUMBING FIXTURES PER OCCUPANT LOAD TABLE A SQUARE FOOTAGE 200 SQ.FT. GROUPS: M (MERCANTILE OCCUPANCY)REQUIRED PLUMBING FIXTURES: WATER CLOSETS: MALE 1: 1-100 2: 101- 200 3: 201 - 400 OVER 400 ADD ONE FIXTURE FOR EACH ADDITIONAL 500 MALES AND 1 FIXTURE FOR EACH 200 FEMALES WATER CLOSETS: FEMALE 1: 1-100 2: 101- 200 4: 201 - 400 URINALS: MALE 0: 1-200 1: 201-400 GROUP M OCCUPANTS: 66,122/ 200 SF = 331 / 2 PER SECTION 422.1 FIXTURE COUNT 50 PERCENT MALE / 50 PERCENT FEMALE = OCCUPANTS FOR PLUMBING FIXTURES = 166 BUILDING SQUARE FOOTAGE INCLUDES SALES FLOOR, OFFICES ,STOCKROOM, CUSTOMER PICK UP (CPU) LAVATORIES: MALE 1: 1-200 2: 201 - 400 LAVATORIES: FEMALE 1: 1-200 2: 201 - 300 3: 301- 400 DRINKING FOUNTAINS: 1: 1-250 2: 251 -500 3: 501- 750 SERVICE SINK: 1 OVER 400 ADD ONE FIXTURE FOR EACH ADDITIONAL 500 MALES (4) FOR EACH URINAL IN EXCESS OF MINIMUM REQUIRED, ONE WATER CLOSET SHALL BE PERMITTED TO BE DEDUCTED THE NUMBER OF WATER CLOSETS SHALL NOT REDUCED TO LESS THAN TWO-THIRDS OF THE MINIMUM REQUIRED. WATER CLOSETS: MALE 2 WATER CLOSETS OVER 400 ADD ONE FIXTURE FOR EACH ADDITIONAL 500 MALES AND 1 FIXTURE FOR EACH 200 FEMALES WATER CLOSETS: FEMALE 3 WATER CLOSETS LAVATORIES: MALE 2. LAVATORIES LAVATORIES: FEMALE 2 LAVATORIES DRINKING FOUNTAINS: 2: DRINKING FOUNTAINS SERVICE SINK: 1 GROUPS: M (MERCANTILE OCCUPANCY PROVIDED PLUMBING FIXTURES: GROUP S OCCUPANTS: 14,994/ 5,000 SF = 3 / 2 PER SECTION 422.1 FIXTURE COUNT 50 PERCENT MALE / 50 PERCENT FEMALE = OCCUPANTS FOR PLUMBING FIXTURES = 2 GROUP B OCCUPANTS 2,561/ 200 SF = 7 / 2 PER SECTION 422.1 FIXTURE COUNT 50 PERCENT MALE / 50 PERCENT FEMALE (DEDUCTS FOR HALLWAYS AND RESTROOMS) OCCUPANTS FOR PLUMBING FIXTURES = 4 TOTAL PLUMBING OCCUPANT LOAD PER TABLE 422.1 = 172 B PROVIDE TACTILE EXIT AT EACH GRADE-LEVEL EXTERIOR EXIT DOOR THAT IS REQUIRED TO COMPLY WITH SECTION 1013.1, SHALL BE IDENTIFIED BY A TACTILE EXIT SIGN WITH THE WORD, “EXIT” SEE LOCATIONS ON PLAN -SIGN SHALL BE WALL MOUNTED SO THERE IS 18" CLEAR TO FAR EDGE OF TACTILE EXIT SIGN FROM OPENING TACTILE EXIT SIGN TO BE MOUNTED AT 40" A.F.F. TO BASELINE OF BRAILLE CHARACTER DOORS # 102A, 102B, 102C, 102D, 103A, 103E, 103F, 103G, 104A, 111B HAVE PANIC HARDWARE B B B B B B B 60 MIL. MECHANICALLY FASTENED TPO ROOF SYSTEM, WHITE MEMBRANE OVER RIGID INSULATION AS REQUIRED TO MEET LOCAL ENERGY CODE (MIN R-30). SEE SPECS FOR ADDITIONAL INFORMATION ROOF TOP MECHANICAL EQUIPMENT ON EXTG. CURB- REFER MECHANICAL DRAWINGS VENT THROUGH ROOF - SEE DETAILS ON 6 & 8 ON A602 NOT USED PROTECTIVE WALK PAD - PROVIDE DOUBLE WIDTH ON SERVICE SIDE OF ROOFTOP UNITS - SEE 9/A602 PARAPET WALL W/ PRE-FINISHED COPING - SEE DETAILS ON 2 & 7/A603 PILASTER CAP - SEE DETAILS ON 20/A602 GALVANIZED METAL GUTTER AND DOWNSPOUT - SEE DETAILS 1 & 12 ON A602 ROOF HATCH - SEE SPECIFICATIONS AND DETAILS ON 15/A603 NOT USED NOT USED DOCK HOOD - SEE 9/A604 DASHED LINE INDICATES OUTLINE OF OFFICE PACKAGE BELOW HATCHED AREA INDICATES DATA ROOM BELOW- NO ROOF PENETRATIONS OF ANY KIND ALLOWED IN THIS AREA NOT USED NEW ENTRANCE TOWER - SEE WALL SECTIONS CAP EXTG. FORMER MECHANICAL EQUIPMENT OPENING WITH METAL COVERS TYP. COORDINATE SIZE OF OPENINGS TO BE CLOSED - SEE DETAIL ON 21/A602 EXTG. SMOKE VENT - PROTECT DURING CONSTRUCTION INFILL CONSTRUCTION TO MATCH ADJACENT FINISHES EXTG. SKYLIGHT - PROTECT DURING CONSTRUCTION GENERAL NOTES KEYNOTES A. REFER TO ROOF SPECIFICATION FOR APPROVED ROOF SYSTEM MANUFACTURER AND WARRANTY INFORMATION. B. ROOFING SYSTEM, COMPONENTS AND ALL ACCESSORIES TO BE INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURER WRITTEN INSTRUCTIONS AND SHALL COMPLY WITH ALL FEDERAL, STATE AND LOCAL CODES AND ORDINANCES. C. ALL GAS PIPING ON ROOF TO BE PAINTED SAFETY YELLOW (2 COATS ENAMEL) D. VERIFY SIZE AND LOCATIONS OF ROOFTOP MOUNTED EQUIPMENT AND OPENINGS WITH STRUCTURAL AND MECHANICAL DRAWINGS E. PROVIDE TAPERED INSULATION CRICKETS ON THE HIGH SIDE OF ALL ROOF CURBS OVER 24" IN WIDTH F. SEE SHEET A603 FOR TYPICAL ROOF DETAILS G. DO NOT STORE EQUIPMENT OR MATERIALS ON THE ROOF. REMOVE ALL WASTE, ADHESIVE CONTAINERS AND OTHER DEBRIS DAILY H. GAS AND CONDENSATE PIPING SHALL BE SUPPORTED AND SECURED TO THE ROOF WITH PREMANUFACTURED PIPE STANDS. SEE SPECIFICATIONS AND REFER TO DETAILS ON SHEET A603 I. THERE SHALL BE "ABSOLUTELY" NO ROOF PENETRATIONS ABOVE THE DATA ROOM D B.527'-0"B C F E G H C.5 D.2 D.9 D.5 C.9 E.5 G.5 F.5 23'-4"27'-0"25'-103/4"27'-0"4'-91/4"16'-0"11'-23/4"4'-71/2"27'-0"26'-1"22'-13/4"27'-0"27'-0"27'-0"351'-2"OVERALLLEASEA.225'-81/2"N1ROOF PLAN SCALE: 1/16" = 1'-0" 4.5 2 15348677.5 1.73.55.56.5 2.5 19'-4"19'-4"19'-4"19'-4"19'-4"19'-4"19'-4"19'-4"19'-4"17'-10"21'-1 5/8"17'-1 7/8"13'-6"26'-2" 271'-0" OVERALL LEASE 1'-2 1/2"EXTG.SLOPEDOWNSLOPE 1/4" PER FOOT DOWN4'-61/4"ȭ 45'-7 1/4" ȭ (TYP) EXIST. SLOPE EXIST. SLOPE EXIST.SLOPE1/4"/FTEXIST.SLOPE1/4"/FTEXIST.SLOPE1/4"/FTEXIST.SLOPE1/4"/FTEXIST. SLOPE EXIST. SLOPE EXIST. SLOPE EXIST. SLOPE EXIST. SLOPE RD RDRD RD RDRD RD RD RD RDRD RDRD RD RD (TYP)FEILDVERIFY39'-8"10'-21/2"(TYP) (TYP) (TYP) (TYP) (TYP)(TYP) (TYP)ALL ARCHITECTURAL AND ENGINEERINGDRAWINGS ARE IN CONFIDENCE ANDDISSEMINATION MAY NOT BE MADE WITHOUTPRIOR WRITTEN CONSENT OF THE ARCHITECT.ALL COMMON LAW RIGHTS OF COPYRIGHT ANDOTHERWISE ARE HEREBY SPECIFICALLY RESERVED 79315 HIGHWAY 111 LA QUINTA, CA 92253 ISSUE DRAWN: CHECKED: CONSULTANT PROJECT SHEET SEAL AREA : JOB NUMBER:2019.0303.00 84,288 SF OWNER 2233 LAKE PARK DRIVE SUITE 400 SMYRNA, GA 30080 PHONE:(404) 471-1634 ISSUE DATE: STORE NUMBER:T.B.D. 04/19/19 PERMIT AND BID 04.19.19 A ADDENDUM A 04.26.19 B ADDENDUM B 05.24.19LAQUINTA,CALIFORNIASTORE#T.B.D.PROTOTYPE:2019 Q1 CITY APPROVAL STAMP DANIEL J. HARRINGTON #M39093 | EXP. 9/30/2020 BARRY JAY GREENBERG #C-013002 | EXP. 7/31/2019 ROOF PLAN GCS AJB A A B B N2VESTIBULE LIGHTING PLAN SCALE: 1/8" = 1'-0" SYMBOL DESCRIPTION NOTE HOME RUN HARD WIRED CIRCUITING MODULAR WIRING CABLING LOW VOLTAGE WIRING. #14 AWG UNO WIRE DESIGNATION TICK MARKS (ISOLATED GROUND|GROUND|NEUTRAL|SWITCHED HOT|HOT) PANELBOARD TOP@6'-6" JUNCTION BOX: (JBOX) WP: WEATHERPROOF MODULAR WIRING DISTRIBUTION BOX 11/E301 MODULAR WIRING SPLITTER 11/E301 4' HIGH BAY LIGHT FIXTURE. HATCH INDICATES EMERGENCY E502 2' HIGH BAY LIGHT FIXTURE. HATCH INDICATES EMERGENCY E502 2'x2' TROFFER LIGHT FIXTURE. HATCH INDICATES EMERGENCY E502 RECESSED CAN LIGHT FIXTURE E502 SCONCE E502 2' VAPOR TIGHT FIXTURE E502 WALL PACK E502 DOCK LIGHT E502 EXIT SIGN (WALL|PENDANT MOUNTED). HATCHES INDICATE SIDE(S) WITH STENCIL. ARROWS INDICATE CHEVRON(S) DIRECTION E502 COMBINATION EXIT SIGN & EMERGENCY LIGHT E502 EMERGENCY FIXTURE (BATTERY PACK|SUSPENDED)E502 REMOTE HEADS E502 MANUAL TOGGLE SWITCH: 277/120V, GRAY, STAINLESS PLATE __: 'HUBBELL' #1221 OS: OCC. SENSING, 120V - 'LUTRON' #MS-OPS5M +48" 10/E301 POWER PACK: __: SINGLE POLE - SENSORSWITCH #PP-20 10/E301 OCCUPANCY SENSOR: WHITE __: LINE VOLTAGE - SENSORSWITCH #CMR-PDT-9 LV: LOW VOLTAGE - SENSORSWITCH #CM-PDT-9 10/E301 PHOTOCELL: WHITE __: 120/277V - SENSORSWITCH #CMR-PC 10/E301 E501 E502 1 ELECTRICAL IDENTIFIEREQUIPMENT MARK XX ##a CIRCUIT NUMBER SWITCH LEVEL LIGHT FIXTURE IDENTIFIER FIXTURE MARK GENERAL NOTES LIGHTING NOTES KEYNOTES LEGEND A. ALL NOTES, GENERAL NOTES, KEYNOTES & LEGEND ENTRIES ARE SHEET SPECIFIC AND DON'T APPLY TO OTHER SHEETS UNLESS NOTED OTHERWISE. B. NOT ALL SYMBOLS IN LEGEND ARE USED. "__" IN LEGEND INDICATES DEFAULT DEVICE TYPE. LEGEND 'NOTES' COLUMN LIST DEFAULT MOUNTING HEIGHT TO CENTER, INSTALLATION TYPE OR LOCATION OF INSTALLATION INFORMATION. C. SCHEDULE FOOTNOTES & GENERAL NOTES ARE RELEVANT ONLY TO THE SCHEDULE IN WHICH THEY ARE UNDER UNLESS NOTED OTHERWISE. D. BRANCH CIRCUITS SHALL BE (2)#10, #10 GR IN 1/2" CONDUIT, UNLESS NOTED OTHERWISE. E. CIRCUITS ARE CONNECT TO PANEL 'H1', UNLESS NOTED OTHERWISE. F. A LOWER CASE LETTER NEXT TO A LIGHT FIXTURE INDICATES THE SWITCHING LEVEL LIGHT FIXTURE. SWITCHING DEVICES WITH A LOWER CASE LETTER INDICATES WHICH LEVEL THEY CONTROL. SWITCHING LEVELS MAY HAVE MULTIPLE SWITCHING DEVICES. SWITCHING LEVELS ARE RELEVANT TO THEIR ROOM, UNLESS NOTED OTHERWISE. G. A CIRCUIT NUMBER FOLLOWED BY A LOWER CASE 'u' INDICATES AN UNSWITCHED CONDUCTOR OF THE CIRCUIT INDICATED. H. A LIGHT FIXTURE LABELED WITH '/NL' INDICATES A NIGHT LIGHT AND SHALL BE POWERED BY AN UNSWITCHED CONDUCTOR FOR 24 HOUR OPERATION. I. ADJACENT SWITCHES MAY BE COMBINED INTO MULTI-GANG BOXES. LIGHTING PACKAGE NOTES A. ALL LIGHT FIXTURES, AIRCRAFT CABLE & RELOC MODULAR WIRING SYSTEM COMPONENTS ARE PART OF A FLOOR & DECOR SPECIFIED PACKAGE WITH LIGHTING VENDOR, SEE 'COVER SHEET', FOR MORE INFORMATION. B. CONTRACTOR SHALL BE RESPONSIBLE FOR RECEIVING, INVENTORY, STORAGE, AND INSTALLATION OF ALL OWNER FURNISHED LIGHTING & RELOC MATERIALS. C. CONTRACTOR SHALL COORDINATE SHIP DATES AND OTHER REQUIREMENTS WITH VENDOR. D. G.C. TO CHECK IN ALL LIGHTING EQUIPMENT WITHIN 48 HOURS OF RECEIVING AND REPORT ANY DAMAGE OR DISCREPANCIES TO VENDOR. E. UNUSED VENDOR PROVIDED MATERIALS MUST BE PALLETIZED, SHRINK WRAPPED AND RETURNED TO VENDOR IN GOOD CONDITION FOR FUTURE TENANT USE. F. RELOC INSTALLATION DRAWINGS TO BE PROVIDED BY VENDOR PRIOR TO MATERIALS ARRIVING ON SITE. G. RELOC COMPONENTS IN ROOF STRUCTURE SHALL BE PAINTED. TAPE OFF END CONNECTORS & UL LABELS BEFORE PAINTING. H. ALL LIGHT FIXTURES MUST HAVE MIN. 5'-0" OF CABLE 'SLACK' FOR FUTURE FIXTURE MANEUVERABILITY BY TENANT. ALLOWANCES A. PROVIDE ALLOWANCE TO RELOCATE (40) LIGHT FIXTURES IN ANY DIRECTION TO ACCOUNT FOR RACKING RELOCATIONS AT NO ADDITIONAL COST. B. PROVIDE ALLOWANCE TO INSTALL (15) ADDITIONAL EMERGENCY LIGHT FIXTURES AT NO ADDITIONAL COST. A. SEE ARCHITECTURAL REFLECTED CEILING PLANS FOR EXACT LIGHT FIXTURE PLACEMENT. B. WALLPACK LIGHTING CIRCUITING SHOWN OUTSIDE OF BUILDING FOR CLARITY, ROUTE WALLPACK CIRCUITING WITHIN BUILDING STRUCTURE. C. ALL LIGHT FIXTURES MUST BE FREE FROM ALL DEBRIS AND LENSES WIPED CLEAN AFTER COMPLETION OF THE PROJECT. D. VERIFY WITH ARCHITECT AND FLOOR & DECOR PROJECT MANAGER OF LATEST FIXTURE PLAN FOR LIGHT FIXTURE LAYOUT PRIOR TO INSTALLING ANY LIGHTING. E. VERIFY WITH VENDOR AND FLOOR & DECOR PROJECT MANAGER OF LATEST RELOC LAYOUT PRIOR TO INSTALLING ANY RELOC COMPONENTS. a B1E/NL 3u 3u XZ Z B1 3a B1 3a B1 3a FIXTURES IN WOOD INSPIRATION AREA AND COUNTERTOP SOLUTIONS CENTER TO BE MOUNTED AT 12'-6" AFF. DOCK LIGHTS. SEE 1/E101 FOR RECEPTACLE REQUIREMENTS. HVAC SUPPLY DIFFUSER. COORDINATE INSTALLATION OF LIGHTING WITH DIFFUSERS. PROVIDE SWAY BRACING AS REQUIRED TO PREVENT SWAYING DUE TO SUPPLY AIR. VERIFY EXACT LOCATION IN FIELD. PROVIDE JBOX FOR TRANSITION FROM RELOC TO HARDWIRED CIRCUITING. NOT USED VESTIBULE 101 N3SERVICE LIGHTING PLAN SCALE: 1/8" = 1'-0" N4KEY PLAN SCALE: 1" = 100' FLOOR & DECOR FUTURE ADJACENT TENANT E c E c E c E c E a E a E a E a E b E b OSb OSa OSc Y u Y u Y u Y u HP-27 R.O.S.MONITORU/CSAFEMONITOR MONITOR N1LIGHTING PLAN SCALE: 1/16" = 1'-0" 1 H1-22,24,24u H1-5,7,7u H1-2,4,4u H1-1,3,3u 2 H1-13,15,15u H1-10,12,12u H1-9,11,11u H1-6,8,8u 3 H1-21,23,23u H1-18,20,20u H1-17,19,19u H1-14,16,16u D D Z XZ24u SALES 102 CHECKOUT STOCKROOM 103 DESIGNCENTER CPU 104 VESTIBULE 101 D 3 17 B.5 2 1534867 B C F E 4 G H 285 D 6 B H C G E F NOTE: ALL EXTERIOR BUILDING LIGHTS, PARKING LOT LIGHTING, SITE LIGHTING & SITE SIGNAGE BY LANDLORD. CONTRACTOR TO ENSURE CIRCUITS REMAIN CONNECTED TO HOUSE SERVICE DURING CONSTRUCTION. A1 22 A1 24 A1 22 A1 24 A2 21 A2 21 A2 23 A2 21 A2 21 A2 23 A2 21 A2 18 A2 20 A2 17 A2 17 A2 14 A2 16 A2 13 A2 13 A2 13 A2 15 A2 10 A2 10 A2 9 A2 11 A2 9 A2 9 A2 6 A2 8 A2 5 A2 5 A2 7 A2 7 A2 5 A2 5 A2 6 A2 11 A2 9 A2 10 A2 15 A2 13 A2 14 A2 19 A2 18 A2 21 A2 23 A2 21 A2 18 A2 20 A2 21 A2 21 A2 18 A2 21 A2 23 A2 20 A2 21 A2 21 A2 18 A2 21 A2 21 A2 18 A2 18 A3 17 A3 19 A3 5 A3 6 A3 11 A3 9 A3 10 A3 15 A3 13 A3 14 A3 19 A3 17 A3 6 A3 8 A3 9 A3 10 A3 12 A3 13 A3 14 A3 16 A3 17 A3 6 A3 8 A3 9 A3 10 A3 12 A3 13 A3 14 A3 16 A3 17 A3 5 A3 6 A3 11 A3 9 A3 10 A3 15 A3 13 A3 14 A3 19 A3 17 A2 18 A2 18 A2 20 A2 18 A2 18 A2 2 A2 4 A2 5 A2 1 A2 3 A2 1 A2 1 A2 2 A2 4 A2 2 A2 4 A3 5 A3 7 A3 5 A3 7 A3 5 A3 7 A3 5 A3 2 A3 4 A3 2 A3 2 A3 4 A3 2 A2 2 A2 4 A2 2 A2 2 A3 2 A3 4 A3 2 A3 4 A3 2 A3 17 A3 17 A3 14 A3 16 A3 14 A3 14 A3 13 A3 15 A3 10 A3 10 A3 10 A3 12 A3 9 A3 9 A3 9 A3 11 A3 6 A3 6 A3 6 A3 8 A3 5 A3 5 A3 13 A2 2 A2 7 A1 24 A1 22 A1 22 A1 22 A2 4 A2 2 A2 4 A2 2 A2 4 A2 1 A2 1 A2 3 A2 1 A2 1 A2 3 A2 1 A3 1 A3 3 A2 5 A2 3 A2 1 A2 1 A2 3 A2 1 A2 23 A2 21 A2 23 A2 21 A3 7 A1 22 A1 22 A1 24 A1 22 A1 22 A1 22 A1 22 A1 24 A1 22 A1 22 A1 24 A1 22 A1 22 A1 24 A1 22 A1 22 A1 24 A1 22 A1 22 A1 24 A1 22 A2E 20,20u A2E 23,23u A2E 23,23u A2E 20,20u A2E 19,19u A2E 16,16u A2E 15,15u A2E 15,15u A2E 12,12u A2E 11,11u A2E 11,11u A2E 8,8u A2E 7,7u A2E 7,7u A2E 12,12u A2E 15,15u A2E 20,20u A2E 23,23u A2E 20,20u A2E 23,23u A2E 20,20u A2E 23,23u A2E 20,20u A2E 20,20u A2E 20,20u A3E 19,19u A3E 8,8u A3E 12,12u A3E 16,16u A3E 7,7u A3E 11,11u A3E 15,15u A3E 19,19u A3E 7,7u A3E 11,11u A3E 15,15u A3E 19,19u A3E 8,8u A3E 12,12u A3E 16,16u A2E 20,20u A2E 20,20u A2E 20,20u A2E 3,3u A2E 3,3u A3E 4,4u A3E 4,4u A3E 4,4u A2E 4,4u A3E 19,19u A3E 16,16u A3E 16,16u A3E 15,15u A3E 12,12u A3E 12,12u A3E 11,11u A3E 11,11u A3E 8,8u A3E 8,8u A3E 7,7u A3E 15,15u A3E 15,15u A1E 24,24u A2E 3,3u A2E 3,3u A2E 3,3u A3E 3,3u A2E 3,3u A2E 23,23u A1E 24,24u A1E 24,24u A1E 24,24u A1E 24,24u A1E 24,24u A1E 24,24u A1E 24,24u A1E 24,24u A1E 24,24u Z XZ 3u Z XZ 3u ZXZ 3u Z XZ 24u Z XZ23u X 24u X 24u X3uX 3u X 7u X 7u X 4u X23uX 23u X 23u X 20uX 20u X 12u X 12u X 7u X 7u X 4u X 7u X 24u A1 5 A1 7 A1 5 A1 7 A2 4 ALL ARCHITECTURAL AND ENGINEERINGDRAWINGS ARE IN CONFIDENCE ANDDISSEMINATION MAY NOT BE MADE WITHOUTPRIOR WRITTEN CONSENT OF THE ARCHITECT.ALL COMMON LAW RIGHTS OF COPYRIGHT ANDOTHERWISE ARE HEREBY SPECIFICALLY RESERVED 79315 HIGHWAY 111 LA QUINTA, CA 92253 ISSUE DRAWN: CHECKED: CONSULTANT PROJECT SHEET SEAL AREA : JOB NUMBER:2019.0303.00 84,288 SF OWNER 2233 LAKE PARK DRIVE SUITE 400 SMYRNA, GA 30080 PHONE:(404) 471-1634 ISSUE DATE: STORE NUMBER:T.B.D. 04/19/19 PERMIT AND BID 04.19.19 A ADDENDUM A 04.26.19 B ADDENDUM B 05.24.19LAQUINTA,CALIFORNIASTORE#T.B.D.PROTOTYPE:2019 Q1 CITY APPROVAL STAMP BARRY JAY GREENBERG #C-013002 | EXP. 7/31/2019 LIGHTING PLAN PFF JMB B 11 D 910 4.5 B.527'-0"2 153486712 B C F E G H 14 13 7.5 1.78.5 3.510.5 5.59.5 6.5 2.5 C.5 D.2 D.9 D.5 C.9 E.5 G.5 F.5 23'-4"27'-0"25'-10 3/4"27'-0"4'-9 1/4"16'-0"11'-2 3/4"4'-7 1/2"27'-0"26'-1"22'-1 3/4"27'-0"27'-0"27'-0"13.5 12.5 RTU-1 20 TON 260 MBH RTU-4 20 TON 260 MBH RTU-5 20 TON 260 MBH RTU-6 20 TON 260 MBH RTU-7 20 TON 260 MBH RTU-8 20 TON 260 MBH RTU-9 20 TON 260 MBH RTU-3 10 TON 130 MBH RTU-2 3 TON 65 MBH RTU-10 7.5 TON 130 MBH 48'-10" 24'-0"18'-2" 19'-4"19'-4"19'-4"19'-4"19'-4"19'-4"19'-4"19'-4"19'-4"17'-10"21'-1 5/8"17'-1 7/8"13'-6"26'-2" 36'-2" 23'-0" 22'-11" JBE 24'-0" JBE 25'-2" JBE 26'-4" JBE 27'-9" JBE 28'-6" JBE 29'-8" JBE 30'-2" JBE INSTALL NEW ABOVE GROUND 8" DETECTOR CHECK BACKFLOW PREVENTER EXISTING FREE-STANDING 2-WAY FIRE DEPARTMENT CONNECTION WITH CHECK VALVE TO REMAIN EXISTING SUPERVISED YARD POST INDICATING VALVE TO REMAIN 8" 12"12"12"12"8"8"8"8"8" EXISTING 8" UNDERGROUND FIRE SERVICE LEAD-IN TO REMAIN231 L.F. +/-61 L.F. +/-EXISTING 12" UNDERGROUND WATER MAIN TO REMAIN COMPACTOR DOOR LOCATION. NOT AN EXIT EXIT 102A = 34.0" FIRE RISER LOCATION KNOX BOX LOCATIONACCESSIBLE EXIT 101A = 177.5" ACCESSIBLE EXIT 104A = 93.0" EXIT 103A = 34.0" EXIT 103F = 34.0" EXIT 102C = 34.0" EXIT 102B = 68.0" FIRE ACCESS DOOR - NOT AN EXIT FIRE ACCESS DOOR - NOT AN EXIT FIRE ACCESS DOOR - NOT AN EXIT FE FE FE FE FE FE FE FE FE FE FE FE 223'-0" 102B224'-0" 102B102'-0" 103F124'-0" 103A235'-0" 102C158'-0" 101A202'-0" 102A133'-0" 104AEXIT 111B = 34.0" EX NEW EXTERIOR AUDIBLE / VISUAL APPLIANCE 44"44" 44"44"44"44"44"44" 44"44"44"44"44"44" 44"44"44" 44"12'-1"12'-3"13'-4"12'-9"14'-1"12'-6"12'-0"12'-1" 8" 8" 8" 8" 8" 8" EGRESS START POINT (TYP.) EGRESS START POINT (TYP.) www.codeconsultants.com CODE CONSULTANTS, INC. ST. LOUIS, MISSOURI 63146-4235 2043 WOODLAND PKWY, SUITE 300 314-991-2633 TM CODE CONSULTANTS, INC. 2043 WOODLAND PKWY, SUITE 300 ST. LOUIS, MO 63146-4235 PHONE: 314-991-2633 CORPORATE CERTIFICATE OF AUTHORITY NO. C3221171 WILLIAM B. SMITH, PE LICENSE NO. FP1687 FIRE PROTECTION ENGINEER OF RECORD: ALL ARCHITECTURAL AND ENGINEERING DRAWINGS ARE IN CONFIDENCE AND DISSEMINATION MAY NOT BE MADE WITHOUT PRIOR WRITTEN CONSENT OF THE ARCHITECT. ALL COMMON LAW RIGHTS OF COPYRIGHT AND OTHERWISE ARE HEREBY SPECIFICALLY RESERVED 79315 HIGHWAY 111 LA QUINTA, CA 92253 ISSUE DRAWN: CHECKED: CONSULTANT PROJECT SHEET SEAL AREA : JOB NUMBER: 2019.0303.00 84,288 SF OWNER 2233 LAKE PARK DRIVE SUITE 400 SMYRNA, GA 30080 PHONE:(404) 471-1634 ISSUE DATE: STORE NUMBER:T.B.D. 04/19/19 PERMIT AND BID 04.19.19LA QUINTA, CALIFORNIA STORE #TBDPROTOTYPE: 2019 Q1 CITY APPROVAL STAMP HIGH PILED STORAGE PLAN SCALE: 1/16" = 1'-0"FIN. FLOOR ELEV. = 100'-0" HIGH PILED STORAGE PLAN HPS100 HIGH-PILED STORAGE ANALYSIS: STORAGE AND DISPLAY CONFIGURATIONS: THE STORE INCORPORATES THREE TYPES OF AREAS FOR DISPLAY AND STORAGE PURPOSES. 1. SOLID-PILED/PALLETIZED STORAGE & DISPLAY: SOLID-PILED/PALLETIZED STORAGE AND DISPLAY WILL BE LOCATED AT VARIOUS AREAS ON THE SALES AND PRE-SALES AREAS OF THE STORE. PRODUCTS THAT WILL BE STORED OR DISPLAYED IN THIS MANNER INCLUDE CLASS I-IV COMMODITIES AND LIMITED QUANTITIES OF GROUP A PLASTICS. MAXIMUM STORAGE HEIGHTS FOR THIS TYPE OF STORAGE/DISPLAY CONFIGURATION WILL VARY FROM 6'-0" TO 16'-0" FOR ALL PRODUCTS. 2. RACK: RACK STORAGE/DISPLAY WILL CONSIST OF OPEN RACK STORAGE. PRODUCTS STORED IN THIS MANNER WILL INCLUDE CLASS I-IV COMMODITIES AND NO PLASTICS. MAXIMUM STORAGE HEIGHTS IN DESIGNATED AREAS WILL VARY FROM 6'-0" TO 16'-0". 3. THERE WILL BE NO BANDED OR ENCAPSULATED COMMODITIES LOCATED WITHIN THE BUILDING. 4. IN-RACK SPRINKLERS ARE NOT REQUIRED BY DESIGN OF OVERHEAD SYSTEM. RACKS WILL BE OPEN WIRE MESH AND 6" TRANSVERSE FLUE SPACE WILL BE MAINTAINED THROUGHOUT HIGH PILED STORAGE ANALYSIS: PER THE CALIFORNIA FIRE CODE (CFC) 3206.3.2.1, THE AGGREGATE AREA OF ALL ACTUAL HIGH-PILED STORAGE AREAS WITHIN A BUILDING MUST BE USED FOR THE APPLICATION OF TABLE 3206.2, UNLESS SUCH AREAS ARE SEPARATED FROM EACH OTHER BY ONE-HOUR-RATED FIRE-RESISTIVE WALLS. AISLES: AISLES 44-INCHES OR MORE IN WIDTH MUST BE PROVIDED ACCESS TO EXITS IN ACCORDANCE WITH THE IFC SECTION 3206.9.1.1. COMMODITY CLASSIFICATION INFORMATION: THE COMMODITY CLASSIFICATION FOR PRODUCTS IN THIS STORE RANGE FROM CLASS I INCOMBUSTIBLE PRODUCTS IN CARDBOARD CONTAINERS TO CLASS IV COMMODITIES. THE FIRE CODE SECTION 3203 LISTS EXAMPLES OF THE VARIOUS TYPES OF COMMODITIES AND THEIR PROPER CLASSIFICATION. IN ADDITION TO THESE EXAMPLES, THERE ARE THREE CODE SECTIONS THAT ARE CRITICAL TO DETERMINING COMMODITY CLASSIFICATION AND ULTIMATELY TO DETERMINING THE OVERALL CLASSIFICATION OF THE BUILDING. 1. THE CFC SECTION 3202 PROVIDES THE CODE'S DEFINITION OF HIGH-PILED COMBUSTIBLE STORAGE WHICH INCLUDES "...STORAGE OF COMBUSTIBLE MATERIALS IN CLOSELY PACKED PILES OR COMBUSTIBLE MATERIALS ON PALLETS, IN RACKS OR ON SHELVES WHERE THE TOP OF STORAGE IS GREATER THAN 12 FEET IN HEIGHT." THIS DEFINITION ALSO GIVES THE FIRE CODE OFFICIAL THE LATITUDE TO INCLUDE "...CERTAIN HIGH-HAZARD COMMODITIES SUCH AS...GROUP A PLASTICS...AND SIMILAR COMMODITIES WHERE THE TOP OF STORAGE IS GREATER THAN 6 FEET IN HEIGHT." THIS DEFINITION IS IMPORTANT BECAUSE APPROXIMATELY 70% OF THE STORAGE IN THIS BUILDING WILL BE AT HEIGHTS LESS THAN 12'-0". 2. THE CFC SECTION 3203.7.4 AND FIGURE 3203.7.4 PROVIDE CRITERIA WHICH ALLOW A COMMODITY CONTAINING LIMITED AMOUNTS OF GROUP A PLASTICS TO BE CLASSIFIED AS A CLASS III OR IV COMMODITY. SPECIFICALLY, IF A COMMODITY CONTAINS LESS THAN 10% BY WEIGHT IT CAN BE CONSIDERED A CLASS III COMMODITY AND IF ONLY 10-15% BY WEIGHT OF UNEXPANDED GROUP A PLASTICS, IT CAN BE CONSIDERED A CLASS IV COMMODITY. AGGREGATE CLASS I - IV DISPLAY/STORAGE GREATER THAN 12'-0" WITH AISLES CLASS I-IV DISPLAY/STORAGE GREATER THAN 12'-0" WITHOUT AISLES LEGEND TOTAL SQ. FT. FOR BUILDING = 83,215 SQ. FT.DISPLAY/STORAGE LESS THAN 12'-0" CLASS I-IV DISPLAY/STORAGE GREATER THAN 12'-0" WITHOUT AISLES = 9,825 SQ. FT. AGGREGATE CLASS I - IV COMMODITIES AND AISLES HIGH PILED DISPLAY/STORAGE AREA = 20,514 SQ. FT. QUANTITIES OF COMMODITIES FOR THE APPLICATION OF CFC TABLE 3206.2 COMMODITIES: STORAGE AND DISPLAY OF A MIXTURE OF CLASS I-IV COMMODITIES. ITEMS INCLUDE: CERAMIC TILE, GROUT, ADHESIVE, WOOD FLOORING, LAMINENT FLOORING, INSTALLATION TOOLS, FLOOR ACCESSORIES, MARBLE, STONE FLOORING. ADJACENT TENANT - NOT IN SCOPE DESIGN CRITERIA OFFICE AREAS, RESTROOMS, BREAKROOM, DATA ROOM, AND CORRIDOR (LIGHT HAZARD WET PIPE FIRE SPRINKLER SYSTEM): DENSITY - 0.10 GPM/SQ. FT OPERATING AREA - 1,500 SQ. FT TEMPERATURE CLASSIFICATION / NOMINAL K-FACTOR / RESPONSE TYPE - ORD / 5.6 / QR MAXIMUM COVERAGE AREA PER SPRINKLER - 225 SQ. FT. HOSE STREAM ALLOWANCE - 100 GPM DURATION - 0.5 HOURS WAREHOUSE AND SALES AREAS (CLASS I-IV COMMODITIES, CARTONED AND EXPOSED UNEXPANDED GROUP A PLASTICS AND CARTONED EXPANDED GROUP A PLASTICS TO 16'-0”): DENSITY - MINIMUM 0.33 GPM/SQ FT OPERATING AREA - 2,000 SQ FT TEMPERATURE CLASSIFICATION / NOMINAL K-FACTOR / RESPONSE TYPE - HIGH / 8.0 OR 11.2 / SR MAXIMUM COVERAGE AREA PER SPRINKLER - 100 SQ. FT HOSE STREAM ALLOWANCE - 500 GPM DURATION - 2.0 HOURS NFPA 13 FIGURE 16.2.1.3.2(D) REQUIRES A 0.495 GPM / SQ FT DENSITY FOR 20 FT OF NON-ENCAPSULATED CLASS IV COMMODITIES ON SINGLE AND DOUBLE ROW RACKS WHEN PROTECTED BY HIGH TEMPERATURE (286-DEGREE) SPRINKLERS AND PROVIDED WITH 8-FOOT AISLES. FIGURE 16.2.1.3.4.1 ALLOWS THE 0.495 GPM / SQ FT DENSITY TO BE REDUCED TO 66% FOR 16-FEET OF STORAGE. THIS RESULTS IN A DENSITY OF 0.33 GPM / SQ FT (0.495 X 0.666 = 0.33). A 2,000 SQ. FT. REMOTE AREA IS REQUIRED. SIGN ROOM, ELECTRICAL ROOM, VESTIBULE, JANITOR, DESIGN BUILD ROOM AND CUSTOMER PICKUP (ORDINARY HAZARD GROUP 2 WET PIPE FIRE SPRINKLER SYSTEMS): DENSITY - 0.20 GPM/SQ. FT OPERATING AREA - 1,500 SQ. FT TEMPERATURE CLASSIFICATION / NOMINAL K-FACTOR / RESPONSE TYPE - ORD / 5.6 / QR MAXIMUM COVERAGE AREA PER SPRINKLER - 130 SQ. FT. HOSE STREAM ALLOWANCE - 250 GPM DURATION - 1.0 HOURS SMOKE & HEAT VENTS SMOKE AND HEAT VENT ANALYSIS: 2016 CFC PER IFC CHAPTER 9 SECTION 910.3.3, THE REQUIRED AGGREGATE AREA OF SMOKE AND HEAT VENTS SHALL BE CALCULATED AS FOLLOWS: AVR=V/9000 ·AVR = REQUIRED AGGREGATE VENT AREA ·V = VOLUME OF THE AREA THAT REQUIRES SMOKE REMOVAL THE APPROXIMATE VOLUME IS 2,510,597 (83,215 X 30.17) CU FT. THE REQUIRED VENT AREA IS 279 CU FT. (2,510,597 ÷ 9000). THE TOTAL NUMBER OF 4' X 8' VENTS REQUIRED IS NINE (9) (279 ÷ 32). FLUE SPACES ALL TRANSVERSE FLUE SPACES WILL BE 6" AND BE LOCATED BETWEEN PALLET LOADS AND AT RACK UPRIGHTS. FE EXIT SIGN LOCATION FIRE EXTINGUISHER LOCATION 3" APPROX.1/8"4A1 1/4"TYP.14B13 GA.3"1 5/8"1A1/8"5/8"3/4"5"3 1/4"10 GA THK.2AØ5/8"USE AT 72" & 96" TALL UPRIGHT FRAMESSOIL21SLAB ONGRADE1/2"Ø ANCHOR3" NOMINAL EMBED.(2) ANCHORS REQ'D PER BASE PLATE2B(1) ANCHOR REQ'D PER BASE PLATE2A2C2 1/4"1"14 GA.764V-A321V-B57 GA.1 9/16"3"8"2"6B1 3/4"1 5/8"3/4"5B = 14 GA.5C = 13 GA.5"TYP.1/8"1/8"TYP.5B2"2"5C5B = USE AT 96" WIDE BAYS (5" BEAMS)5C = USE AT 108" WIDE BAYS (5" BEAMS)7 GA.1 9/16"3"6"2"6A1 3/4"1 5/8"3/4"14 GA.3 5/16"TYP.1/8"1/8"TYP.5A2"USE AT ALL LOCATIONSUNLESS NOTED OTHERWISE1652" TYP.SIDE VIEW36" & 42"144"42"12"42"36"SIDE VIEW36" & 42"96"42"12"15"15"SEE DRAWING 19-0854-C FOR STORAGE RACK ELEVATIONS96"HFRAME DETAIL144"HFRAME DETAIL1A2AV-ATYPV-ATYPSIDE VIEW12" & 36"72"42"12"9"72"HFRAME DETAIL1A2AV-ATYPSIDE VIEW36" & 42"120"42"12"120"HFRAME DETAIL1C1DV-ATYP42"12"48"BACKER48"BACKER2B1B2A1A2A1A2C2B1B1C1D2C13/16"2 1/4"12 GA.VARIES1 1/2"1 1/2"2"1 1/8"Ø9/16"ATTACH W/ (2) 1/2"Ø BOLTS8"6 1/2"3/8" THK.3/4"3/4"Ø9/16"2B3"13 GA.3"1B3/16"USE AT 120" & 144" TALL UPRIGHT FRAMES1 1/2"2 1/4"14 GA.8"6 1/2"3/8" THK.3/4"3/4"Ø9/16"2C3"13 GA.3"1C1/8"1 5/8"13 GA.1D1/8"USE AT 120" & 144" TALL UPRIGHT FRAMESV-ATYPICAL BRACE TO COLUMN CONNECTION1ACOLUMN2ABASE PLATE3ANCHOR4AHORIZONTAL & DIAGONAL BRACEV-BTYPICAL BEAM TO COLUMN CONNECTION5A3" BEAM6ACONNECTOR5B6BCONNECTORSTORAGE RACK FRAME ELEVATIONSNOTES:1. DESIGNED PER SECTION 2209 OF THE 2016 CBC. Fa = 1.0 & Ss = 1.62 RISK CATEGORY: II2. STORAGE CAPACITY:TYPE A1 = 4,000# PER LEVEL.TYPE A2 = 4,000# PER LEVEL.TYPE A3 = 2,400# PER LEVEL.TYPE S1 = 4,400# PER LEVEL.TYPE S2 = 4,400# PER LEVEL.TYPE S3 = 2,400# PER LEVEL.TYPE T1 (36"W) = 2,400# PER LEVEL.TYPE T1 (96"W) = 1,200# PER LEVEL.TYPE T2 = NO LOAD. (DISPLAY ONLY)TYPE DT1 = NO LOAD. (DISPLAY ONLY)TYPE DT2 = NO LOAD. (DISPLAY ONLY)TYPE EXP1 = NO LOAD. (DISPLAY ONLY)TYPE W1 = 5,000# PER LEVEL.TYPE W1(A) = 5,000# PER LEVEL.TYPE W2 = 3,700# PER LEVEL.TYPE W3 = 4,000# PER LEVEL.TYPE W4 = 4,000# PER LEVEL.TYPE W5 = 4,000# PER LEVEL.TYPE W6 = 4,000# PER LEVEL.TYPE WH1 = 3,900# PER LEVEL.TYPE WH2 = 3,900# PER LEVEL.TYPE WT1 = 4,400# PER LEVEL.TYPE WT2 = 4,400# PER LEVEL.3. STEEL: ASTM A1011 FOR SHAPE Fy = 55,000 PSI GRADE 55.4. ALL BOLTS: A307 (UNLESS OTHERWISE NOTED).5. ANCHORS: HILTI HUS EZ, ICC #ESR-3027.6. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION.7. CONCRETE: 6" THICK x 4,000 PSI.8. SUB GRADE REACTION: 50 PCI.GENERAL CONFIGURATION7ROW SPACER (ALIGNMENT PURPOSE ONLY)1BCOLUMN2BBASE PLATE4BHORIZONTAL & DIAGONAL BRACE5C5" BEAMADDRESS:DRAWING NUMBER:DESCRIPTION:DRAWN BY:DATE:LAST REV. BY:REV. DATE:APRV'D BY: SAL E. FATEENTYPE:DATEREV.BY DESCRIPTIONSCALE:N.T.S.Tel.(909)869-0989Covina, California EST. 1985ENGINEERING, INC.1130 E. Cypress St. SEIZMIC91724SEIZMICFLOOR & DECOR 79315 HWY. 111 LA QUINTA, CA 92253P.O./R.F.04/04/19UNRSTORAGERACKDETAILS19-0854-A1 06/06/19 P.O.PLAN CHECK CORRECTION 1CCOLUMN2CBASE PLATE1DBACKERNo. 25969E ECSR TTEAFONRLIVIIACLFO AI ROFE.ETSIG DRPS A E R L ALNOSISEEENTAFEEGNIENEEXPIRES12-31-20191SHEET INDEX19-0854-ASTORAGE RACK DETAILS19-0854-BCANTILEVER RACK DETAILS19-0854-CLAYOUT1HPS-100 HIGH PILED STORAGE PLANG000 ARCH COVER SHEETA103 ROOF PLANAPPROVEDRiverside County Fire DepartmentLa Quinta Office of the Fire MarshalBy:countyfire11/14/2019 4:40:21 PMThe approval of plans and specifications does notpermit the violation, deletion, omission or faultyinstallation of any requirements of Title 24 or anyLocal Ordinances. Construction shall remainaccessible and exposed for inspection purposesuntil approved by the Fire Department.Kohl HetrickDigitally signed by Kohl HetrickDN: C=US, E=kohl.hetrick@fire.ca.gov, O=Riverside County Fire Department, OU=La Quinta Office of the Fire Marshal, CN=Kohl HetrickLocation: 78495 Calle Tampico, La Quinta, 92253Reason: I have reviewed this documentContact Info: 760-777-7074Date: 2019.07.23 08:23:01-07'00'FHPR2019-0001 ATTACH W/1/2"Ø BOLTS3" x 3" x 1/4"BRACECONNECTION TAB1/8"TYP.4B4A13/16"TYP.FULLTYP.3/8"5 3/4"2 3/4"6"2"2"2"8"W8 x 18#(8")1/16" GAPNO WELD ON BOTTOM13/16" ØSOILSLAB ON GRADE2DENOTESANCHORLOCATIONDENOTESANCHORLOCATIONPLAN VIEW (SINGLE)PLAN VIEW (DOUBLE)5/8"Ø ANCHOR3 1/4" NOMINAL EMBED.2"2"VARIESATTACH W/ 1/2"Ø BOLTS3/16" THK.13/16" Ø1ATTACH ARM TO COLUMNW/ 3/4" Ø BOLTS54" TYP.144"60" O.C. TYP.FRONT VIEW48"48"TYPE 10 ARM CANTILEVER36"8"144"36"12"SIDE VIEW12"12"12"12"12"12"12"12"13"36"8"12"12"12"12"12"12"12"12"12"13"144"TYPE 5 ARM CANTILEVER36"8"12"SIDE VIEW12"12"12"73"36"8"12"12"12"12"73"5V-BV-A4A14B32ATTACH BASE TO COLUMNWITH 3/4" Ø x 1 1/2" BOLTS1 1/8"6"7"TOP VIEW3/4"Ø2"2"2"8"5 3/4"1 1/4"2 3/4"1 1/4"13/16" Ø9"FULL1/4"TYP.FULL1/4"TYP.W8 x 18# (8")2 1/2" x 7 3/8" x 3/8"STIFFENERPLATE13/16" Ø HOLES6" x 8" x 1/2"PLATETYP.3/16"FULL3/16"FULL9"1 3/4"4"2 3/4"5"1/2"3/16"ATTACH W/ 3/4"Ø BOLTSTYP.13/16" Ø36"S3 x 5.7#1 1/2" x 1/4" THK.FLAT BARATTACH W/ 1/2"Ø BOLTSV-ATYPICAL BRACE TO COLUMN CONNECTION2BASE3ANCHORV-BTYPICAL ARM TO COLUMN CONNECTION4AHORIZONTAL BRACECANTILEVER RACK ELEVATIONSGENERAL CONFIGURATION1COLUMN5ARM4BDIAGONAL BRACEADDRESS:DRAWING NUMBER:DESCRIPTION:DRAWN BY:DATE:LAST REV. BY:REV. DATE:APRV'D BY: SAL E. FATEENTYPE:DATEREV.BY DESCRIPTIONSCALE:N.T.S.Tel.(909)869-0989Covina, California EST. 1985ENGINEERING, INC.1130 E. Cypress St. SEIZMIC91724SEIZMICFLOOR & DECOR 79315 HWY. 111 LA QUINTA, CA 92253P.O./R.F.04/04/19STRCANTILEVERRACKDETAILS19-0854-B1 06/06/19 P.O.PLAN CHECK CORRECTION NOTES:1. DESIGNED PER SECTION 1613 OF THE 2016 CBC. Fa = 1.0 & Ss = 1.62 RISK CATEGORY: II2. STORAGE CAPACITY: 500# PER ARM.3. STEEL: ASTM A1011 FOR SHAPE Fy = 50,000 PSI GRADE 50.4. ALL BOLTS: A307 (UNLESS OTHERWISE NOTED).5. ANCHORS: HILTI HUS EZ, ICC #ESR-3027.6. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION.7. CONCRETE: 6" THICK x 4,000 PSI.8. SUB GRADE REACTION: 50 PCI.No. 25969E ECSR TTEAFONRLIVIIACLFO A I ROFE.ETSIG DRPS A E R LALNOSISEEENTAFEEGNIENEEXPIRES12-31-20191APPROVEDRiverside County Fire DepartmentLa Quinta Office of the Fire MarshalBy:countyfire11/14/2019 4:40:29 PMThe approval of plans and specifications does notpermit the violation, deletion, omission or faultyinstallation of any requirements of Title 24 or anyLocal Ordinances. Construction shall remainaccessible and exposed for inspection purposesuntil approved by the Fire Department.Kohl HetrickDigitally signed by Kohl HetrickDN: C=US, E=kohl.hetrick@fire.ca.gov, O=Riverside County Fire Department, OU=La Quinta Office of the Fire Marshal, CN=Kohl HetrickLocation: 78495 Calle Tampico, La Quinta, 92253Reason: I have reviewed this documentContact Info: 760-777-7074Date: 2019.07.23 08:23:01-07'00'FHPR2019-0001 ADDRESS:DRAWING NUMBER:DESCRIPTION:DRAWN BY:DATE:LAST REV. BY:REV. DATE:APRV'D BY: SAL E. FATEENTYPE:DATEREV.BY DESCRIPTIONSCALE:N.T.S.Tel.(909)869-0989Covina, California EST. 1985ENGINEERING, INC.1130 E. Cypress St. SEIZMIC91724SEIZMICFLOOR & DECOR 79315 HWY. 111 LA QUINTA, CA 92253P.O./R.F.04/04/19P.O.08/07/19LAYOUT19-0854-CNo. 25969E ECSR TTEAFONRLIVIIACLFO A I ROFE.ETSIG DRPS A E R LALNOSISEEENTAFEEGNIENEEXPIRES12-31-2019APPROVEDRiverside County Fire DepartmentLa Quinta Office of the Fire MarshalBy:countyfire11/14/2019 4:40:38 PMThe approval of plans and specifications does notpermit the violation, deletion, omission or faultyinstallation of any requirements of Title 24 or anyLocal Ordinances. Construction shall remainaccessible and exposed for inspection purposesuntil approved by the Fire Department.Kohl HetrickDigitally signed by Kohl HetrickDN: C=US, E=kohl.hetrick@fire.ca.gov, O=Riverside County Fire Department, OU=La Quinta Office of the Fire Marshal, CN=Kohl HetrickLocation: 78495 Calle Tampico, La Quinta, 92253Reason: I have reviewed this documentContact Info: 760-777-7074Date: 2019.07.23 08:23:01-07'00'FHPR2019-0001 11 D 910 4.5 B.527'-0"2 153486712 B C F E G H 14 13 7.5 1.78.5 3.510.5 5.59.5 6.5 2.5 C.5 D.2 D.9 D.5 C.9 E.5 G.5 F.5 23'-4"27'-0"25'-10 3/4"27'-0"4'-9 1/4"16'-0"11'-2 3/4"4'-7 1/2"27'-0"26'-1"22'-1 3/4"27'-0"27'-0"27'-0"13.5 12.5 RTU-1 20 TON 260 MBH RTU-4 20 TON 260 MBH RTU-5 20 TON 260 MBH RTU-6 20 TON 260 MBH RTU-7 20 TON 260 MBH RTU-8 20 TON 260 MBH RTU-9 20 TON 260 MBH RTU-3 10 TON 130 MBH RTU-2 3 TON 65 MBH RTU-10 7.5 TON 130 MBH 48'-10" 24'-0"18'-2" 19'-4"19'-4"19'-4"19'-4"19'-4"19'-4"19'-4"19'-4"19'-4"17'-10"21'-1 5/8"17'-1 7/8"13'-6"26'-2" 36'-2" 23'-0" 22'-11" JBE 24'-0" JBE 25'-2" JBE 26'-4" JBE 27'-9" JBE 28'-6" JBE 29'-8" JBE 30'-2" JBE INSTALL NEW ABOVE GROUND 8" DETECTOR CHECK BACKFLOW PREVENTER EXISTING FREE-STANDING 2-WAY FIRE DEPARTMENT CONNECTION WITH CHECK VALVE TO REMAIN EXISTING SUPERVISED YARD POST INDICATING VALVE TO REMAIN 8" 12"12"12"12"8"8"8"8"8" EXISTING 8" UNDERGROUND FIRE SERVICE LEAD-IN TO REMAIN231 L.F. +/-61 L.F. +/-EXISTING 12" UNDERGROUND WATER MAIN TO REMAIN COMPACTOR DOOR LOCATION. NOT AN EXIT EXIT 102A = 34.0" FIRE RISER LOCATION KNOX BOX LOCATIONACCESSIBLE EXIT 101A = 177.5" ACCESSIBLE EXIT 104A = 93.0" EXIT 103A = 34.0" EXIT 103F = 34.0" EXIT 102C = 34.0" EXIT 102B = 68.0" FE FE FE FE FE FE FE FE FE FE FE FE 223'-0" 102B224'-0" 102B102'-0" 103F124'-0" 103A235'-0" 102C158'-0" 101A202'-0" 102A133'-0" 104AEXIT 111B = 34.0" EX NEW EXTERIOR AUDIBLE / VISUAL APPLIANCE 44"44" 44"44"44"44"44"44" 44"44"44"44"44"44" 44"44"44" 44"12'-1"12'-3"13'-4"12'-9"14'-1"12'-6"12'-0"12'-1" 8" 8" 8" 8" 8" 8" EGRESS START POINT (TYP.) EGRESS START POINT (TYP.) SMOKE AND HEAT VENT SMOKE AND HEAT VENT SMOKE AND HEAT VENT SMOKE AND HEAT VENT SMOKE AND HEAT VENT SMOKE AND HEAT VENT SMOKE AND HEAT VENT SMOKE AND HEAT VENT SMOKE AND HEAT VENT SMOKE AND HEAT VENT SMOKE AND HEAT VENT SMOKE AND HEAT VENT 54'-4"88'-2"78'-5"69'-4"FIRE DEPARTMENT ACCESS DOOR FIRE DEPARTMENT ACCESS DOOR FIRE DEPARTMENT ACCESS DOOR FIRE DEPARTMENT ACCESS DOOR FIRE DEPARTMENT ACCESS DOOR FIRE DEPARTMENT ACCESS DOOR FIRE DEPARTMENT ACCESS DOOR FIRE DEPARTMENT ACCESS DOOR FIRE DEPARTMENT ACCESS DOOR 11 1 1 1 1 1 SMOKE AND HEAT VENT SMOKE AND HEAT VENT 1 1 SMOKE AND HEAT VENT 1 1 www.codeconsultants.com CODE CONSULTANTS, INC. ST. LOUIS, MISSOURI 63146-4235 2043 WOODLAND PKWY, SUITE 300 314-991-2633 TM CODE CONSULTANTS, INC. 2043 WOODLAND PKWY, SUITE 300 ST. LOUIS, MO 63146-4235 PHONE: 314-991-2633 CORPORATE CERTIFICATE OF AUTHORITY NO. C3221171 WILLIAM B. SMITH, PE LICENSE NO. FP1687 FIRE PROTECTION ENGINEER OF RECORD: ALL ARCHITECTURAL AND ENGINEERING DRAWINGS ARE IN CONFIDENCE AND DISSEMINATION MAY NOT BE MADE WITHOUT PRIOR WRITTEN CONSENT OF THE ARCHITECT. ALL COMMON LAW RIGHTS OF COPYRIGHT AND OTHERWISE ARE HEREBY SPECIFICALLY RESERVED 79315 HIGHWAY 111 LA QUINTA, CA 92253 ISSUE DRAWN: CHECKED: CONSULTANT PROJECT SHEET SEAL AREA : JOB NUMBER: 2019.0303.00 84,288 SF OWNER 2233 LAKE PARK DRIVE SUITE 400 SMYRNA, GA 30080 PHONE:(404) 471-1634 ISSUE DATE: STORE NUMBER:T.B.D. 04/19/19 PERMIT AND BID 04.19.19LA QUINTA, CALIFORNIA STORE #T.B.D.PROTOTYPE: 2019 Q1 CITY APPROVAL STAMP A ADDENDUM A 04.26.19 B ADDENDUM B 05.24.19 1 FIRE MARSHAL COMMENTS 09.26.19 2 FIRE MARSHAL COMMENTS 10.29.19 HIGH PILED STORAGE PLAN SCALE: 1/16" = 1'-0"FIN. FLOOR ELEV. = 100'-0" HIGH PILED STORAGE PLAN HPS100 HIGH-PILED STORAGE ANALYSIS: STORAGE AND DISPLAY CONFIGURATIONS: THE STORE INCORPORATES THREE TYPES OF AREAS FOR DISPLAY AND STORAGE PURPOSES. 1. SOLID-PILED/PALLETIZED STORAGE & DISPLAY: SOLID-PILED/PALLETIZED STORAGE AND DISPLAY WILL BE LOCATED AT VARIOUS AREAS ON THE SALES AND PRE-SALES AREAS OF THE STORE. PRODUCTS THAT WILL BE STORED OR DISPLAYED IN THIS MANNER INCLUDE CLASS I-IV COMMODITIES AND LIMITED QUANTITIES OF GROUP A PLASTICS. MAXIMUM STORAGE HEIGHTS FOR THIS TYPE OF STORAGE/DISPLAY CONFIGURATION WILL VARY FROM 6'-0" TO 16'-0" FOR ALL PRODUCTS. 2. RACK: RACK STORAGE/DISPLAY WILL CONSIST OF OPEN RACK STORAGE. PRODUCTS STORED IN THIS MANNER WILL INCLUDE CLASS I-IV COMMODITIES AND NO PLASTICS. MAXIMUM STORAGE HEIGHTS IN DESIGNATED AREAS WILL VARY FROM 6'-0" TO 16'-0". 3. THERE WILL BE NO BANDED OR ENCAPSULATED COMMODITIES LOCATED WITHIN THE BUILDING. 4. IN-RACK SPRINKLERS ARE NOT REQUIRED BY DESIGN OF OVERHEAD SYSTEM. RACKS WILL BE OPEN WIRE MESH AND 6" TRANSVERSE FLUE SPACE WILL BE MAINTAINED THROUGHOUT HIGH PILED STORAGE ANALYSIS: PER THE CALIFORNIA FIRE CODE (CFC) 3206.3.2.1, THE AGGREGATE AREA OF ALL ACTUAL HIGH-PILED STORAGE AREAS WITHIN A BUILDING MUST BE USED FOR THE APPLICATION OF TABLE 3206.2, UNLESS SUCH AREAS ARE SEPARATED FROM EACH OTHER BY ONE-HOUR-RATED FIRE-RESISTIVE WALLS. AISLES: AISLES 44-INCHES OR MORE IN WIDTH MUST BE PROVIDED ACCESS TO EXITS IN ACCORDANCE WITH THE IFC SECTION 3206.9.1.1. COMMODITY CLASSIFICATION INFORMATION: THE COMMODITY CLASSIFICATION FOR PRODUCTS IN THIS STORE RANGE FROM CLASS I INCOMBUSTIBLE PRODUCTS IN CARDBOARD CONTAINERS TO CLASS IV COMMODITIES. THE FIRE CODE SECTION 3203 LISTS EXAMPLES OF THE VARIOUS TYPES OF COMMODITIES AND THEIR PROPER CLASSIFICATION. IN ADDITION TO THESE EXAMPLES, THERE ARE THREE CODE SECTIONS THAT ARE CRITICAL TO DETERMINING COMMODITY CLASSIFICATION AND ULTIMATELY TO DETERMINING THE OVERALL CLASSIFICATION OF THE BUILDING. 1. THE CFC SECTION 3202 PROVIDES THE CODE'S DEFINITION OF HIGH-PILED COMBUSTIBLE STORAGE WHICH INCLUDES "...STORAGE OF COMBUSTIBLE MATERIALS IN CLOSELY PACKED PILES OR COMBUSTIBLE MATERIALS ON PALLETS, IN RACKS OR ON SHELVES WHERE THE TOP OF STORAGE IS GREATER THAN 12 FEET IN HEIGHT." THIS DEFINITION ALSO GIVES THE FIRE CODE OFFICIAL THE LATITUDE TO INCLUDE "...CERTAIN HIGH-HAZARD COMMODITIES SUCH AS...GROUP A PLASTICS...AND SIMILAR COMMODITIES WHERE THE TOP OF STORAGE IS GREATER THAN 6 FEET IN HEIGHT." THIS DEFINITION IS IMPORTANT BECAUSE APPROXIMATELY 70% OF THE STORAGE IN THIS BUILDING WILL BE AT HEIGHTS LESS THAN 12'-0". 2. THE CFC SECTION 3203.7.4 AND FIGURE 3203.7.4 PROVIDE CRITERIA WHICH ALLOW A COMMODITY CONTAINING LIMITED AMOUNTS OF GROUP A PLASTICS TO BE CLASSIFIED AS A CLASS III OR IV COMMODITY. SPECIFICALLY, IF A COMMODITY CONTAINS LESS THAN 10% BY WEIGHT IT CAN BE CONSIDERED A CLASS III COMMODITY AND IF ONLY 10-15% BY WEIGHT OF UNEXPANDED GROUP A PLASTICS, IT CAN BE CONSIDERED A CLASS IV COMMODITY. AGGREGATE CLASS I - IV DISPLAY/STORAGE GREATER THAN 12'-0" WITH AISLES CLASS I-IV DISPLAY/STORAGE GREATER THAN 12'-0" WITHOUT AISLES LEGEND TOTAL SQ. FT. FOR BUILDING = 83,215 SQ. FT.DISPLAY/STORAGE LESS THAN 12'-0" CLASS I-IV DISPLAY/STORAGE GREATER THAN 12'-0" WITHOUT AISLES = 9,825 SQ. FT. AGGREGATE CLASS I - IV COMMODITIES AND AISLES HIGH PILED DISPLAY/STORAGE AREA = 20,514 SQ. FT. QUANTITIES OF COMMODITIES FOR THE APPLICATION OF CFC TABLE 3206.2 COMMODITIES: STORAGE AND DISPLAY OF A MIXTURE OF CLASS I-IV COMMODITIES. ITEMS INCLUDE: CERAMIC TILE, GROUT, ADHESIVE, WOOD FLOORING, LAMINENT FLOORING, INSTALLATION TOOLS, FLOOR ACCESSORIES, MARBLE, STONE FLOORING. ADJACENT TENANT - NOT IN SCOPE DESIGN CRITERIA OFFICE AREAS, RESTROOMS, BREAKROOM, DATA ROOM, AND CORRIDOR (LIGHT HAZARD WET PIPE FIRE SPRINKLER SYSTEM): DENSITY - 0.10 GPM/SQ. FT OPERATING AREA - 1,500 SQ. FT TEMPERATURE CLASSIFICATION / NOMINAL K-FACTOR / RESPONSE TYPE - ORD / 5.6 / QR MAXIMUM COVERAGE AREA PER SPRINKLER - 225 SQ. FT. HOSE STREAM ALLOWANCE - 100 GPM DURATION - 0.5 HOURS WAREHOUSE AND SALES AREAS (CLASS I-IV COMMODITIES UP TO 16'-0”): DENSITY - MINIMUM 0.33 GPM/SQ FT OPERATING AREA - 2,000 SQ FT TEMPERATURE CLASSIFICATION / NOMINAL K-FACTOR / RESPONSE TYPE - HIGH / 8.0 OR 11.2 / SR MAXIMUM COVERAGE AREA PER SPRINKLER - 100 SQ. FT HOSE STREAM ALLOWANCE - 500 GPM DURATION - 2.0 HOURS NFPA 13 FIGURE 16.2.1.3.2(D) REQUIRES A 0.495 GPM / SQ FT DENSITY FOR 20 FT OF NON-ENCAPSULATED CLASS IV COMMODITIES ON SINGLE AND DOUBLE ROW RACKS WHEN PROTECTED BY HIGH TEMPERATURE (286-DEGREE) SPRINKLERS AND PROVIDED WITH 8-FOOT AISLES. FIGURE 16.2.1.3.4.1 ALLOWS THE 0.495 GPM / SQ FT DENSITY TO BE REDUCED TO 66% FOR 16-FEET OF STORAGE. THIS RESULTS IN A DENSITY OF 0.33 GPM / SQ FT (0.495 X 0.666 = 0.33). A 2,000 SQ. FT. REMOTE AREA IS REQUIRED. SIGN ROOM, ELECTRICAL ROOM, VESTIBULE, JANITOR, DESIGN BUILD ROOM AND CUSTOMER PICKUP (ORDINARY HAZARD GROUP 2 WET PIPE FIRE SPRINKLER SYSTEMS): DENSITY - 0.20 GPM/SQ. FT OPERATING AREA - 1,500 SQ. FT TEMPERATURE CLASSIFICATION / NOMINAL K-FACTOR / RESPONSE TYPE - ORD / 5.6 / QR MAXIMUM COVERAGE AREA PER SPRINKLER - 130 SQ. FT. HOSE STREAM ALLOWANCE - 250 GPM DURATION - 1.0 HOURS SMOKE & HEAT VENTS SMOKE AND HEAT VENT ANALYSIS: 2016 CFC PER CFC CHAPTER 9 SECTION 910.3.3, THE REQUIRED AGGREGATE AREA OF SMOKE AND HEAT VENTS SHALL BE CALCULATED AS FOLLOWS: AVR=V/9000 ·AVR = REQUIRED AGGREGATE VENT AREA ·V = VOLUME OF THE AREA THAT REQUIRES SMOKE REMOVAL THE APPROXIMATE VOLUME IS 2,510,597 (83,215 X 30.17) CU FT. THE REQUIRED VENT AREA IS 279 CU FT. (2,510,597 ÷ 9000). THE TOTAL NUMBER OF 4' X 8' VENTS REQUIRED IS NINE (9) (279 ÷ 32) HOWEVER, FIFTEEN (15) ARE PROVIDED. FLUE SPACES ALL TRANSVERSE FLUE SPACES WILL BE 6" AND BE LOCATED BETWEEN PALLET LOADS AND AT RACK UPRIGHTS. FE EXIT SIGN LOCATION FIRE EXTINGUISHER LOCATION HIGH-PILED STORAGE INFORMATION 1.USABLE STORAGE HEIGHT VARIES FROM 20'-5" TO 27'-8". 2.THE NUMBER OF TIERS AND PLACEMENT VARIES PER RACK, HOWEVER NO IN-RACK SPRINKLERS ARE REQUIRED. 3.THE COMMODITY CLEARANCE BETWEEN THE TOP OF DISPLAY / STORAGE TO THE DEFLECTOR VARIES FROM 5'-11" TO 13'-2". 4.AISLE DIMENSIONS VARY AT EACH LOCATION BUT ARE A MINIMUM 8'-0". 5.ALL PILES (FLOOR STORAGE) ARE LESS THAN 12'-0" AND ARE NOT CONSIDERED HIGH-PILED STORAGE. HOWEVER THE LARGEST RACK VOLUME IS 18,432 CU. FT. 6.ALL COMMODITIES ARE CLASS I-IV THROUGHOUT THE STORE. 7.THERE ARE NO BANDED OR ENCAPSULATED COMMODITIES. 8.FIRE DEPARTMENT ACCESS DOORS ARE LOCATED ON THE PLAN. 9.THE SPRINKLER SYSTEM IS A WET SYSTEM WITH A FULL NOTIFICATION FIRE ALARM SYSTEM. 10.SEE PLAN FOR WATER SOURCE AND FDC LOCATION. 11.SEE PLAN FOR SMOKE AND HEAT VENTS. NO CURTAIN BOARDS ARE REQUIRED PER TABLE 3206.2. 12.ALL TRANSVERSE FLUE SPACES WILL BE 6" AND BE LOACTED BETWEEN PALLET LOADS AND AT RACK UPRIGHTS. LONGITUDINAL FLUE SPACES NOT REQUIRED FOR DISPLAY / STORAGE LESS THAN 25'-0". 13.THERE ARE NO ADDITIONAL DESIGN FEATURES REQUIRED. 1 1 1 2 2 STORAGE HEIGHT SIGNAGE SHALL BE PROVIDED IDENTIFYING STORAGE SHALL NOT BE OVER 16'-0" 2 APPROVED Riverside County Fire Department La Quinta Office of the Fire Marshal By: countyfire 11/14/2019 4:41:04 PM The approval of plans and specifications does not permit the violation, deletion, omission or faulty installation of any requirements of Title 24 or any Local Ordinances. Construction shall remain accessible and exposed for inspection purposes until approved by the Fire Department. Kohl Hetrick Digitally signed by Kohl Hetrick DN: C=US, E=kohl.hetrick@fire.ca.gov, O=Riverside County Fire Department, OU=La Quinta Office of the Fire Marshal, CN=Kohl Hetrick Location: 78495 Calle Tampico, La Quinta, 92253 Reason: I have reviewed this document Contact Info: 760-777-7074 Date: 2019.07.23 08:23:01-07'00' FHPR2019-0001 60 MIL. MECHANICALLY FASTENED TPO ROOF SYSTEM, WHITE MEMBRANE OVER RIGID INSULATION AS REQUIRED TO MEET LOCAL ENERGY CODE (MIN R-30). SEE SPECS FOR ADDITIONAL INFORMATION ROOF TOP MECHANICAL EQUIPMENT ON EXIST. CURB- REFER MECHANICAL DRAWINGS VENT THROUGH ROOF - SEE DETAILS ON 6 & 8 ON A602 NOT USED PROTECTIVE WALK PAD - PROVIDE DOUBLE WIDTH ON SERVICE SIDE OF ROOFTOP UNITS - SEE 9/A602 PARAPET WALL W/ PRE-FINISHED COPING - SEE DETAILS ON 2 & 7/A603 PILASTER CAP - SEE DETAILS ON 20/A602 GALVANIZED METAL GUTTER AND DOWNSPOUT - SEE DETAILS 1 & 12 ON A602 ROOF HATCH - SEE SPECIFICATIONS AND DETAILS ON 15/A603 NOT USED NOT USED DOCK HOOD - SEE 9/A604 DASHED LINE INDICATES OUTLINE OF OFFICE PACKAGE BELOW HATCHED AREA INDICATES DATA ROOM BELOW- NO ROOF PENETRATIONS OF ANY KIND ALLOWED IN THIS AREA NOT USED NEW ENTRANCE TOWER - SEE WALL SECTIONS CAP EXIST. FORMER MECHANICAL EQUIPMENT OPENING WITH METAL COVERS TYP. COORDINATE SIZE OF OPENINGS TO BE CLOSED - SEE DETAIL ON 21/A602 EXIST. SMOKE VENT TO REMAIN - G.C. TO EXAMINE SMOKE VENT FOR DAMAGE AND TO REPAIR/REPLACE SMOKE VENT AS REQUIRED TO LIKE NEW CONDITION. PROTECT SMOKE VENT FROM DAMAGE THROUGHOUT CONSTRUCTION. INFILL CONSTRUCTION TO MATCH ADJACENT FINISHES EXIST. SKYLIGHT TO REMAIN - G.C. TO EXAMINE SKYLIGHT FOR DAMAGE AND TO REPAIR/REPLACE SKYLIGHT AS REQUIRED TO LIKE NEW CONDITION. PROTECT SKYLIGHT FROM DAMAGE THROUGHOUT CONSTRUCTION. RELOCATED SMOKE / HEAT VENT - G.C. TO EXAMINE SMOKE VENT FOR DAMAGE AND TO REPAIR/REPLACE SMOKE VENT AS REQUIRED TO LIKE NEW CONDITION. PROTECT SMOKE VENT FROM DAMAGE THROUGHOUT CONSTRUCTION. RELOCATED SKYLIGHT - G.C. TO EXAMINE SKYLIGHT FOR DAMAGE AND TO REPAIR/REPLACE SKYLIGHT AS REQUIRED TO LIKE NEW CONDITION. PROTECT SKYLIGHT FROM DAMAGE THROUGHOUT CONSTRUCTION. GENERAL NOTES KEYNOTES A. REFER TO ROOF SPECIFICATION FOR APPROVED ROOF SYSTEM MANUFACTURER AND WARRANTY INFORMATION. B. ROOFING SYSTEM, COMPONENTS AND ALL ACCESSORIES TO BE INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURER WRITTEN INSTRUCTIONS AND SHALL COMPLY WITH ALL FEDERAL, STATE AND LOCAL CODES AND ORDINANCES. C. ALL GAS PIPING ON ROOF TO BE PAINTED SAFETY YELLOW (2 COATS ENAMEL) D. VERIFY SIZE AND LOCATIONS OF ROOFTOP MOUNTED EQUIPMENT AND OPENINGS WITH STRUCTURAL AND MECHANICAL DRAWINGS E. PROVIDE TAPERED INSULATION CRICKETS ON THE HIGH SIDE OF ALL ROOF CURBS OVER 24" IN WIDTH F. SEE SHEET A603 FOR TYPICAL ROOF DETAILS G. DO NOT STORE EQUIPMENT OR MATERIALS ON THE ROOF. REMOVE ALL WASTE, ADHESIVE CONTAINERS AND OTHER DEBRIS DAILY H. GAS AND CONDENSATE PIPING SHALL BE SUPPORTED AND SECURED TO THE ROOF WITH PREMANUFACTURED PIPE STANDS. SEE SPECIFICATIONS AND REFER TO DETAILS ON SHEET A603 I. THERE SHALL BE "ABSOLUTELY" NO ROOF PENETRATIONS ABOVE THE DATA ROOM J. G.C. TO PREPARE EXISTING EQUIPMENT CURBS TO RECEIVE RELOCATED SMOKE / HEAT VENTS AND/OR SKYLIGHTS AS REQUIRED; REF: PLAN THIS SHEET FOR LOCATIONS. D B.527'-0"B C F E G H C.5 D.2 D.9 D.5 C.9 E.5 G.5 F.5 23'-4"27'-0"25'-103/4"27'-0"4'-91/4"16'-0"11'-23/4"4'-71/2"27'-0"26'-1"22'-13/4"27'-0"27'-0"27'-0"351'-2"OVERALLLEASEA.225'-81/2"N1ROOF PLAN SCALE: 1/16" = 1'-0" 4.5 2 15348677.5 1.73.55.56.5 2.5 19'-4"19'-4"19'-4"19'-4"19'-4"19'-4"19'-4"19'-4"19'-4"17'-10"21'-1 5/8"17'-1 7/8"13'-6"26'-2" 271'-0" OVERALL LEASE 1'-2 1/2"EXIST.SLOPEDOWNSLOPE 1/4" PER FOOT DOWN4'-61/4"ȭ 45'-7 1/4" ȭ (TYP) EXIST. SLOPE EXIST. SLOPE EXIST.SLOPE1/4"/FTEXIST.SLOPE1/4"/FTEXIST.SLOPE1/4"/FTEXIST.SLOPE1/4"/FTEXIST. SLOPE EXIST. SLOPE EXIST. SLOPE EXIST. SLOPE EXIST. SLOPE RD RDRD RD RDRD RD RD RD RDRD RDRD RD RD (TYP)FEILDVERIFY39'-8"10'-21/2"(TYP) (TYP) (TYP) (TYP)(TYP) (TYP) 30'-3" V.I.F.23'-9"V.I.F.35'-5"V.I.F.96'-11" V.I.F. 23'-7" V.I.F. 62'-1" V.I.F. 77'-11" V.I.F. 76'-6" V.I.F.59'-10"V.I.F.72'-11"V.I.F.71'-10"V.I.F.71'-11"V.I.F.45'-1"V.I.F.53'-11"V.I.F.43'-4" V.I.F. ALL ARCHITECTURAL AND ENGINEERINGDRAWINGS ARE IN CONFIDENCE ANDDISSEMINATION MAY NOT BE MADE WITHOUTPRIOR WRITTEN CONSENT OF THE ARCHITECT.ALL COMMON LAW RIGHTS OF COPYRIGHT ANDOTHERWISE ARE HEREBY SPECIFICALLY RESERVED 79315 HIGHWAY 111 LA QUINTA, CA 92253 ISSUE DRAWN: CHECKED: CONSULTANT PROJECT SHEET SEAL AREA : JOB NUMBER:2019.0303.00 84,288 SF OWNER 2233 LAKE PARK DRIVE SUITE 400 SMYRNA, GA 30080 PHONE:(404) 471-1634 ISSUE DATE: STORE NUMBER:T.B.D. 04/19/19 PERMIT AND BID 04.19.19 A ADDENDUM A 04.26.19 B ADDENDUM B 05.24.19LAQUINTA,CALIFORNIASTORE#T.B.D.PROTOTYPE:2019 Q1 CITY APPROVAL STAMP BARRY JAY GREENBERG #C-013002 | EXP. 7/31/2019 1 REVISION 1 06.12.19 ROOF PLAN GCS AJB 1 1 1 1 1 1 1 11 1 1 1 11 1 1 1 1 1 1 1 SPECIAL PRODUCTS TANK SUPPORTS MACHINERY RACKBLDGS SHEDS MEZZANINES FOOTINGS CONVEYORS TALL SUPPORTS HEADER STEEL SORT PLATFORMS PICK MODULES ROOF VERIFICATION STORAGE RACKS SELECTIVE DRIVE-IN PUSH BACK FLOW RACK CANTILEVER OTHER SERVICES SEISMIC ANALYSIS PERMIT ACQUISITION EGRESS PLANS STATE APPROVALS PRODUCT TESTING SHELVING METAL METAL/WOOD MOVABLE GONDOLAS LOCKERS CATWALKS SPECIAL PRODUCTS SHUTTLES VLM CAROUSELS VRC MODULAR OFFICES FENCES Licensed in 50 States Analysis of Storage Racks for Floor & Decor 79315 Hwy 111, La Quinta, CA 92253 Job No. 19-0854 Approved by: Sal E. Fateen, P.E. 4/10/2019 1130 E. Cypress St * Covina, CA 91724 * (909) 869-0989 EXPIRES 12-31-2019 Table of Contents Parameters 2 Components and Specifications 3 Loads and Distributions 20 Basic Load Combinations 23 Longitudinal Analysis 24 Column & Backer Analysis 25 Beam Analysis 27 Beam to Column Analysis 30 Bracing Analysis 31 Anchor Analysis 33 Overturning Analysis 36 Baseplate Analysis 37 Slab and Soil Analysis 39 CANTILEVER ANALYSIS . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40 Scope: This storage system analysis is intended to determine its compliance with appropriate building codes with respect to static and seismic forces. The storage racks are prefabricated and are to be field assembled only, with no field welding. PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 1 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 The storage racks consist of several bays, interconnected in one or both directions,with the columns of the vertical frames being comon between adjacent bays. This analysis will focus on a tributary bay to be analyzed in both the longitudinal and transverse direction. Stability in the longitudinal direction is maintained by the beam to column moment resisting connections, while bracing acts in the transverse direction. Legend 1. Column 2. Base Plate 3. Anchors 4. Bracing 5. Beam 6. Connector CONCEPTUAL DRAWING Some components may not be used or may vary NOTE: ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 2 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 Load per Level 4000 lbs 4000 lbs 4000 lbs 4000 lbs 4000 lbs 6" 18" 18" 18" 48" 96" FRONT VIEW 144" 12" 42" 42" 36" 12" 36" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2016 CBC Configuration 1: TYPE A1 U 1.7 Levels: 5 Panels: 3 Ss = 1.62 Fa = 1.0 I = 1 S1 = 0.67 Fv = 1.5 SDC = D VLong = 1552 lbs. VTrans = 3753 lbs. Pstatic = 10250 lbs. Pseismic = 6255 lbs. FRAME BEAM CONNECTOR COLUMN 2.95 x 3 - .085 (C36) Steel = 55000 psi Stress = 55% (level 1) HORIZONTAL BRACE 2.25 x 1 - .067 Stress = 51% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - .067 Stress = 67% (panel 1) 5 x 2.75 - .067 (4500) Steel = 55 ksi Max Static Cap. = 7912 lb. Stress = 51% Max stress = 51% (level 1) 4 Pin 2" cc Connector Stress = 11% Max stress = 14% (level 2) Base Plate Slab & Soil Anchors Steel = 36000 psi * 6 x 6.5 x 0.375 in.2 anchors/plate Moment = 1552 in-lb. Stress = 10% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 31% (S) Hilti Kwik HUS-EZ ESR-3027 0.5 in. x 3 in. Embed. Pullout Capacity = 1346 lbs. Shear Capacity = 1449 lbs. Anchor stress = 96% TYPE A2 is ok by simple review. Seizmic Analyzer version 20190403 © Copyright 1991-2018 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 3 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 Load per Level 2400 lbs 2400 lbs 2400 lbs 2400 lbs 2400 lbs 6" 12" 18" 18" 36" 96" FRONT VIEW 96" 12" 42" 30" 12" 36" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2016 CBC Configuration 2: TYPE A3 U 1.7 Levels: 5 Panels: 2 Ss = 1.62 Fa = 1.0 I = 1 S1 = 0.67 Fv = 1.5 SDC = D VLong = 1055 lbs. VTrans = 2305 lbs. Pstatic = 6250 lbs. Pseismic = 3222 lbs. FRAME BEAM CONNECTOR COLUMN 3 x 1.625 - .085 (C35-T) Steel = 55000 psi Stress = 57% (level 3) HORIZONTAL BRACE 2.25 x 1 - .067 Stress = 33% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - .067 Stress = 40% (panel 1) 3.31 x 2.75 - .067 (4331) Steel = 55 ksi Max Static Cap. = 3912 lb. Stress = 63% Max stress = 63% (level 1) 3 Pin 2" cc Connector Stress = 17% Max stress = 19% (level 2) Base Plate Slab & Soil Anchors Steel = 36000 psi 3.25 x 5 x 0.135 in.1 anchors/plate Moment = 0 in-lb. Stress = 1% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 19% (S) Hilti Kwik HUS-EZ ESR-3027 0.5 in. x 3 in. Embed. Pullout Capacity = 1664 lbs. Shear Capacity = 1791 lbs. Anchor stress = 69% Seizmic Analyzer version 20190403 © Copyright 1991-2018 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 4 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 Load per Level 4400 lbs 4400 lbs 58" 48" 96" FRONT VIEW 144" 12" 42" 42" 36" 12" 36" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2016 CBC Configuration 3: TYPE S1 U 1.7 Levels: 2 Panels: 3 Ss = 1.62 Fa = 1.0 I = 1 S1 = 0.67 Fv = 1.5 SDC = D VLong = 680 lbs. VTrans = 1645 lbs. Pstatic = 4500 lbs. Pseismic = 3546 lbs. FRAME BEAM CONNECTOR COLUMN 2.95 x 3 - .085 (C36) Steel = 55000 psi Stress = 72% (level 1) HORIZONTAL BRACE 2.25 x 1 - .067 Stress = 28% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - .067 Stress = 49% (panel 1) 5 x 2.75 - .067 (4500) Steel = 55 ksi Max Static Cap. = 7912 lb. Stress = 56% Max stress = 56% (level 1) 4 Pin 2" cc Connector Stress = 22% Max stress = 22% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi * 6 x 6.5 x 0.375 in.2 anchors/plate Moment = 2533 in-lb. Stress = 5% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 15% (S) Hilti Kwik HUS-EZ ESR-3027 0.5 in. x 3 in. Embed. Pullout Capacity = 1346 lbs. Shear Capacity = 1449 lbs. Anchor stress = 96% TYPE S2 is ok by simple review. Seizmic Analyzer version 20190403 © Copyright 1991-2018 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 5 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 Load per Level 2400 lbs 2400 lbs 2400 lbs 2400 lbs 2400 lbs 2400 lbs 2400 lbs 6" 11" 14" 14" 16" 35" 48" 96" FRONT VIEW 144" 12" 42" 42" 36" 12" 36" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2016 CBC Configuration 4: TYPE S3 U 1.7 Levels: 7 Panels: 3 Ss = 1.62 Fa = 1.0 I = 1 S1 = 0.67 Fv = 1.5 SDC = D VLong = 1335 lbs. VTrans = 3228 lbs. Pstatic = 8750 lbs. Pseismic = 6551 lbs. FRAME BEAM CONNECTOR COLUMN 2.95 x 3 - .085 (C36) Steel = 55000 psi Stress = 53% (level 1) HORIZONTAL BRACE 2.25 x 1 - .067 Stress = 47% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - .067 Stress = 60% (panel 1) 5 x 2.75 - .067 (4500) Steel = 55 ksi Max Static Cap. = 7912 lb. Stress = 31% Max stress = 31% (level 1) 4 Pin 2" cc Connector Stress = 6% Max stress = 9% (level 2) Base Plate Slab & Soil Anchors Steel = 36000 psi * 6 x 6.5 x 0.375 in.2 anchors/plate Moment = 1335 in-lb. Stress = 8% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 30% (S) Hilti Kwik HUS-EZ ESR-3027 0.5 in. x 3 in. Embed. Pullout Capacity = 1346 lbs. Shear Capacity = 1449 lbs. Anchor stress = 97% Seizmic Analyzer version 20190403 © Copyright 1991-2018 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 6 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 Load per Level 2400 lbs 2400 lbs 2400 lbs 2400 lbs 9" 14" 26" 23" 86" FRONT VIEW 72" 12" 42" 9" 9" 36" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2016 CBC Configuration 5: TYPE T1 U 1.7 Levels: 4 Panels: 2 Ss = 1.62 Fa = 1.0 I = 1 S1 = 0.67 Fv = 1.5 SDC = D VLong = 1158 lbs. VTrans = 1844 lbs. Pstatic = 5000 lbs. Pseismic = 2224 lbs. FRAME BEAM CONNECTOR COLUMN 3 x 1.625 - .085 (C35-T) Steel = 55000 psi Stress = 51% (level 3) HORIZONTAL BRACE 2.25 x 1 - .067 Stress = 25% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - .067 Stress = 32% (panel 1) 5 x 2.75 - .067 (4500) Steel = 55 ksi Max Static Cap. = 8730 lb. Stress = 28% Max stress = 28% (level 1) 4 Pin 2" cc Connector Stress = 9% Max stress = 9% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 3.25 x 5 x 0.135 in.1 anchors/plate Moment = 0 in-lb. Stress = 1% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 14% (S) Hilti Kwik HUS-EZ ESR-3027 0.5 in. x 3 in. Embed. Pullout Capacity = 1664 lbs. Shear Capacity = 1791 lbs. Anchor stress = 35% Seizmic Analyzer version 20190403 © Copyright 1991-2018 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 7 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 Load per Level 5000 lbs 5000 lbs 6" 46" 108" FRONT VIEW 144" 12" 42" 42" 36" 12" 42" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2016 CBC Configuration 6: TYPE W1 U 1.7 Levels: 2 Panels: 3 Ss = 1.62 Fa = 1.0 I = 1 S1 = 0.67 Fv = 1.5 SDC = D VLong = 925 lbs. VTrans = 1863 lbs. Pstatic = 5100 lbs. Pseismic = 2019 lbs. FRAME BEAM CONNECTOR COLUMN 2.95 x 3 - .085 (C36) Steel = 55000 psi Stress = 45% (level 2) HORIZONTAL BRACE 2.25 x 1 - .067 Stress = 19% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - .067 Stress = 27% (panel 1) 5 x 2.75 x .083 (3500) Steel = 55 ksi Max Static Cap. = 8714 lb. Stress = 58% Max stress = 58% (level 1) 4 Pin 2" cc Connector Stress = 14% Max stress = 14% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 3.25 x 5 x 0.135 in.1 anchors/plate Moment = 0 in-lb. Stress = 1% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 13% (S) Hilti Kwik HUS-EZ ESR-3027 0.5 in. x 3 in. Embed. Pullout Capacity = 1664 lbs. Shear Capacity = 1791 lbs. Anchor stress = 39% TYPE W1a OK by simple review. Seizmic Analyzer version 20190403 © Copyright 1991-2018 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 8 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 Load per Level 3700 lbs 3700 lbs 3700 lbs 3700 lbs 52" 29" 29" 34" 108" FRONT VIEW 144" 12" 42" 42" 36" 12" 42" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2016 CBC Configuration 7: TYPE W2 U 1.7 Levels: 4 Panels: 3 Ss = 1.62 Fa = 1.0 I = 1 S1 = 0.67 Fv = 1.5 SDC = D VLong = 1151 lbs. VTrans = 2785 lbs. Pstatic = 7600 lbs. Pseismic = 5657 lbs. FRAME BEAM CONNECTOR COLUMN 2.95 x 3 - .085 (C36) Steel = 55000 psi Stress = 88% (level 1) HORIZONTAL BRACE 2.25 x 1 - .067 Stress = 58% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - .067 Stress = 81% (panel 1) 5 x 2.75 x .083 (3500) Steel = 55 ksi Max Static Cap. = 8714 lb. Stress = 43% Max stress = 43% (level 1) 4 Pin 2" cc Connector Stress = 25% Max stress = 25% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi * 6 x 6.5 x 0.375 in.2 anchors/plate Moment = 12000 in-lb. Stress = 14% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 26% (S) Hilti Kwik HUS-EZ ESR-3027 0.5 in. x 3 in. Embed. Pullout Capacity = 1346 lbs. Shear Capacity = 1449 lbs. Anchor stress = 95% Seizmic Analyzer version 20190403 © Copyright 1991-2018 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 9 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 Load per Level 3900 lbs 3900 lbs 3900 lbs 50" 44" 44" 108" FRONT VIEW 144" 12" 42" 42" 36" 12" 42" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2016 CBC Configuration 8: TYPE WH1 & WH2 U 1.7 Levels: 3 Panels: 3 Ss = 1.62 Fa = 1.0 I = 1 S1 = 0.67 Fv = 1.5 SDC = D VLong = 908 lbs. VTrans = 2197 lbs. Pstatic = 6000 lbs. Pseismic = 4604 lbs. FRAME BEAM CONNECTOR COLUMN 2.95 x 3 - .085 (C36) Steel = 55000 psi Stress = 76% (level 1) HORIZONTAL BRACE 2.25 x 1 - .067 Stress = 46% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - .067 Stress = 62% (panel 1) 5 x 2.75 x .083 (3500) Steel = 55 ksi Max Static Cap. = 8714 lb. Stress = 45% Max stress = 45% (level 1) 4 Pin 2" cc Connector Stress = 25% Max stress = 25% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi * 6 x 6.5 x 0.375 in.2 anchors/plate Moment = 5833 in-lb. Stress = 9% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 20% (S) Hilti Kwik HUS-EZ ESR-3027 0.5 in. x 3 in. Embed. Pullout Capacity = 1346 lbs. Shear Capacity = 1449 lbs. Anchor stress = 97% TYPE WH1 is ok by simple review. Seizmic Analyzer version 20190403 © Copyright 1991-2018 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 10 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 Load per Level 2400 lbs 0 lbs 2400 lbs 42" 68" 10" 96" FRONT VIEW 120" 12" 42" 42" 12" 12" 36" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2016 CBC Configuration 9: TYPE BB1 U 1.7 Levels: 3 Panels: 3 Ss = 1.62 Fa = 1.0 I = 1 S1 = 0.67 Fv = 1.5 SDC = D VLong = 392 lbs. VTrans = 949 lbs. Pstatic = 2550 lbs. Pseismic = 2408 lbs. FRAME BEAM CONNECTOR COLUMN 2.95 x 3 - .085 (C36) Steel = 55000 psi Stress = 33% (level 1) HORIZONTAL BRACE 2.25 x 1 - .067 Stress = 16% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - .067 Stress = 24% (panel 1) 5 x 2.75 - .067 (4500) Steel = 55 ksi Max Static Cap. = 7912 lb. Stress = 31% Max stress = 31% (level 1) 4 Pin 2" cc Connector Stress = 12% Max stress = 12% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 3.25 x 5 x 0.135 in.1 anchors/plate Moment = 0 in-lb. Stress = 1% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 9% (S) Hilti Kwik HUS-EZ ESR-3027 0.5 in. x 3 in. Embed. Pullout Capacity = 1664 lbs. Shear Capacity = 1791 lbs. Anchor stress = 85% Seizmic Analyzer version 20190403 © Copyright 1991-2018 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 11 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 Load per Level 0 lbs 0 lbs 12" 60" 96" FRONT VIEW 72" 12" 42" 9" 9" 36" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2016 CBC Configuration 10: TYPE T2 (36'') U 1.7 Levels: 2 Panels: 2 Ss = 1.62 Fa = 1.0 I = 1 S1 = 0.67 Fv = 1.5 SDC = D VLong = 36 lbs. VTrans = 54 lbs. Pstatic = 100 lbs. Pseismic = 138 lbs. FRAME BEAM CONNECTOR COLUMN 3 x 1.625 - .085 (C35-T) Steel = 55000 psi Stress = 3% (level 2) HORIZONTAL BRACE 2.25 x 1 - .067 Stress = 0% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - .067 Stress = 1% (panel 1) 5 x 2.75 - .067 (4500) Steel = 55 ksi Max Static Cap. = 7912 lb. Stress = 1% Max stress = 1% (level 1) 4 Pin 2" cc Connector Stress = 0% Max stress = 0% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 3.25 x 5 x 0.135 in.1 anchors/plate Moment = 0 in-lb. Stress = 0% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 0% (S) Hilti Kwik HUS-EZ ESR-3027 0.5 in. x 3 in. Embed. Pullout Capacity = 1664 lbs. Shear Capacity = 1791 lbs. Anchor stress = 4% Seizmic Analyzer version 20190403 © Copyright 1991-2018 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 12 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 Load per Level 0 lbs 0 lbs 17" 55" 96" FRONT VIEW 72" 12" 42" 9" 9" 36" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2016 CBC Configuration 11: TYPE DT1 U 1.7 Levels: 2 Panels: 2 Ss = 1.62 Fa = 1.0 I = 1 S1 = 0.67 Fv = 1.5 SDC = D VLong = 36 lbs. VTrans = 54 lbs. Pstatic = 100 lbs. Pseismic = 130 lbs. FRAME BEAM CONNECTOR COLUMN 3 x 1.625 - .085 (C35-T) Steel = 55000 psi Stress = 2% (level 1) HORIZONTAL BRACE 2.25 x 1 - .067 Stress = 1% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - .067 Stress = 1% (panel 1) 5 x 2.75 - .067 (4500) Steel = 55 ksi Max Static Cap. = 7912 lb. Stress = 1% Max stress = 1% (level 1) 4 Pin 2" cc Connector Stress = 0% Max stress = 0% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 3.25 x 5 x 0.135 in.1 anchors/plate Moment = 0 in-lb. Stress = 0% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 0% (S) Hilti Kwik HUS-EZ ESR-3027 0.5 in. x 3 in. Embed. Pullout Capacity = 1664 lbs. Shear Capacity = 1791 lbs. Anchor stress = 3% Seizmic Analyzer version 20190403 © Copyright 1991-2018 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 13 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 Load per Level 0 lbs 0 lbs 40" 32" 96" FRONT VIEW 72" 12" 42" 9" 9" 36" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2016 CBC Configuration 12: TYPE DT2 U 1.7 Levels: 2 Panels: 2 Ss = 1.62 Fa = 1.0 I = 1 S1 = 0.67 Fv = 1.5 SDC = D VLong = 36 lbs. VTrans = 54 lbs. Pstatic = 100 lbs. Pseismic = 115 lbs. FRAME BEAM CONNECTOR COLUMN 3 x 1.625 - .085 (C35-T) Steel = 55000 psi Stress = 4% (level 1) HORIZONTAL BRACE 2.25 x 1 - .067 Stress = 1% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - .067 Stress = 1% (panel 1) 5 x 2.75 - .067 (4500) Steel = 55 ksi Max Static Cap. = 7912 lb. Stress = 1% Max stress = 1% (level 1) 4 Pin 2" cc Connector Stress = 0% Max stress = 0% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 3.25 x 5 x 0.135 in.1 anchors/plate Moment = 0 in-lb. Stress = 0% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 0% (S) Hilti Kwik HUS-EZ ESR-3027 0.5 in. x 3 in. Embed. Pullout Capacity = 1664 lbs. Shear Capacity = 1791 lbs. Anchor stress = 2% Seizmic Analyzer version 20190403 © Copyright 1991-2018 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 14 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 Load per Level 0 lbs 0 lbs 108" 36" 108" FRONT VIEW 144" 12" 42" 42" 36" 12" 42" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2016 CBC Configuration 13: TYPE EXP1 U 1.7 Levels: 2 Panels: 3 Ss = 1.62 Fa = 1.0 I = 1 S1 = 0.67 Fv = 1.5 SDC = D VLong = 36 lbs. VTrans = 54 lbs. Pstatic = 100 lbs. Pseismic = 212 lbs. FRAME BEAM CONNECTOR COLUMN 2.95 x 3 - .085 (C36) Steel = 55000 psi Stress = 7% (level 1) HORIZONTAL BRACE 2.25 x 1 - .067 Stress = 1% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - .067 Stress = 2% (panel 1) 5 x 2.75 x .083 (3500) Steel = 55 ksi Max Static Cap. = 8714 lb. Stress = 1% Max stress = 1% (level 1) 4 Pin 2" cc Connector Stress = 1% Max stress = 1% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 3.25 x 5 x 0.135 in.1 anchors/plate Moment = 0 in-lb. Stress = 0% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 0% (S) Hilti Kwik HUS-EZ ESR-3027 0.5 in. x 3 in. Embed. Pullout Capacity = 1664 lbs. Shear Capacity = 1791 lbs. Anchor stress = 8% Seizmic Analyzer version 20190403 © Copyright 1991-2018 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 15 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 Load per Level 4000 lbs 4000 lbs 40" 65" 108" FRONT VIEW 144" 8" 67" 67" 2" 36" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2016 CBC Configuration 14: TYPE W3 & W4 U 1.7 Levels: 2 Panels: 2 Ss = 1.62 Fa = 1.0 I = 1 S1 = 0.67 Fv = 1.5 SDC = D VLong = 620 lbs. VTrans = 1501 lbs. Pstatic = 4100 lbs. Pseismic = 3353 lbs. FRAME BEAM CONNECTOR COLUMN 3 x 1.625 - .085 (C35-T) Steel = 55000 psi Stress = 81% (level 2) HORIZONTAL BRACE 2.25 x 1 - .067 Stress = 27% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - .067 Stress = 73% (panel 1) 5 x 2.75 - .067 (4500) Steel = 55 ksi Max Static Cap. = 7130 lb. Stress = 57% Max stress = 57% (level 1) 4 Pin 2" cc Connector Stress = 15% Max stress = 15% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi * 6 x 6.5 x 0.375 in.2 anchors/plate Moment = 5890 in-lb. Stress = 7% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 13% (S) Hilti Kwik HUS-EZ ESR-3027 0.5 in. x 3 in. Embed. Pullout Capacity = 1346 lbs. Shear Capacity = 1449 lbs. Anchor stress = 96% Seizmic Analyzer version 20190403 © Copyright 1991-2018 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 16 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 Load per Level 4000 lbs 4000 lbs 35" 70" 108" FRONT VIEW 144" 8" 67" 67" 2" 36" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2016 CBC Configuration 15: TYPE W5 & W6 U 1.7 Levels: 2 Panels: 2 Ss = 1.62 Fa = 1.0 I = 1 S1 = 0.67 Fv = 1.5 SDC = D VLong = 620 lbs. VTrans = 1501 lbs. Pstatic = 4100 lbs. Pseismic = 3410 lbs. FRAME BEAM CONNECTOR COLUMN 3 x 1.625 - .085 (C35-T) Steel = 55000 psi Stress = 94% (level 2) HORIZONTAL BRACE 2.25 x 1 - .067 Stress = 27% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - .067 Stress = 70% (panel 1) 5 x 2.75 - .067 (4500) Steel = 55 ksi Max Static Cap. = 7130 lb. Stress = 57% Max stress = 57% (level 1) 4 Pin 2" cc Connector Stress = 15% Max stress = 15% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi * 6.5 x 6 x 0.375 in.2 anchors/plate Moment = 5115 in-lb. Stress = 8% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 13% (S) Hilti Kwik HUS-EZ ESR-3027 0.5 in. x 3 in. Embed. Pullout Capacity = 1410 lbs. Shear Capacity = 1518 lbs. Anchor stress = 95% Seizmic Analyzer version 20190403 © Copyright 1991-2018 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 17 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 Load per Level 4400 lbs 4400 lbs 58" 48" 108" FRONT VIEW 120" 8" 55" 55" 2" 36" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2016 CBC Configuration 16: TYPE WT1 & WT2 U 1.7 Levels: 2 Panels: 2 Ss = 1.62 Fa = 1.0 I = 1 S1 = 0.67 Fv = 1.5 SDC = D VLong = 680 lbs. VTrans = 1645 lbs. Pstatic = 4500 lbs. Pseismic = 3546 lbs. FRAME BEAM CONNECTOR COLUMN 3 x 1.625 - .085 (C35-T) Steel = 55000 psi Stress = 96% (level 1) HORIZONTAL BRACE 2.25 x 1 - .067 Stress = 30% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - .067 Stress = 76% (panel 1) 5 x 2.75 - .067 (4500) Steel = 55 ksi Max Static Cap. = 7130 lb. Stress = 63% Max stress = 63% (level 1) 4 Pin 2" cc Connector Stress = 17% Max stress = 17% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi * 6.5 x 6 x 0.375 in.2 anchors/plate Moment = 9520 in-lb. Stress = 11% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 15% (S) Hilti Kwik HUS-EZ ESR-3027 0.5 in. x 3 in. Embed. Pullout Capacity = 1410 lbs. Shear Capacity = 1518 lbs. Anchor stress = 91% Seizmic Analyzer version 20190403 © Copyright 1991-2018 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 18 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 Load per Level 1200 lbs 1200 lbs 1200 lbs 1200 lbs 9" 14" 26" 23" 86" FRONT VIEW 72" 12" 42" 9" 9" 96" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2016 CBC Configuration 17: TYPE T1 (96 in) U 1.7 Levels: 4 Panels: 2 Ss = 1.62 Fa = 1.0 I = 1 S1 = 0.67 Fv = 1.5 SDC = D VLong = 650 lbs. VTrans = 976 lbs. Pstatic = 2600 lbs. Pseismic = 452 lbs. FRAME BEAM CONNECTOR COLUMN 3 x 1.625 - .085 (C35-T) Steel = 55000 psi Stress = 28% (level 3) HORIZONTAL BRACE 2.25 x 1 - .067 Stress = 94% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - .067 Stress = 28% (panel 1) 5 x 2.75 - .067 (4500) Steel = 55 ksi Max Static Cap. = 8730 lb. Stress = 14% Max stress = 14% (level 1) 4 Pin 2" cc Connector Stress = 5% Max stress = 5% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 3.25 x 5 x 0.135 in.1 anchors/plate Moment = 0 in-lb. Stress = 1% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 6% (S) Hilti Kwik HUS-EZ ESR-3027 0.5 in. x 3 in. Embed. Pullout Capacity = 1664 lbs. Shear Capacity = 1791 lbs. Anchor stress = 19% Seizmic Analyzer version 20190403 © Copyright 1991-2018 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 19 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 Loads and Distributions: Determines seismic base shear per Section 2.6 of the RMI & Section 2209, of the 2016 CBC # of Levels: 5 SDC: D RL:6 Ss: 1.62 Pallets Wide: 2 WPL:20000 RT:4 S1: 0.67 Pallets Deep: 1 WDL:500 lbs Fa: 1 Ip: 1 Pallet Load: 2000 Fv: 1.5 Tl: 1 Total Frame Load: 20500 lbs SDS = 2/3 . Ss . Fa =1.08 SD1 = 2/3 . S1 . Fv =0.67 Ws = 0.67 . WPL + WDL =13900 lbs Seismic Shear per RMI 2012 2.6.3: Longitudinal Transverse Vlong1 = Cs . Ip . Ws = SD1 / (TL . RL) . IP . Ws = 0.67 / (1 . 6) . 1 . 13900 = 11552.17 lbs Vlong need not be greater than:Vtrans need not be greater than: Vlong2 = Cs . Ip . Ws Vtrans1 = Cs . Ip . Ws = SDS / RL . IP . Ws = SDS / RT . IP . Ws = 1.08 / 6 . 1 . 13900 = 22502 lbs = 1.08 / 4 . 1 .13900 = 33753 lbs If S1 >= 0.6, then Vlong shall not be less than:If S1 >= 0.6, then Vtrans shall not be less than: Vlong3 = Cs . Ip . Ws Vtrans2 = Cs . Ip . Ws = 0.5 . S1 / RL . IP . Ws = 0.5 . S1 / RT . IP . Ws = 0.5 . 0.67 . 1 . 13900 = 7772.61 lbs = 0.5 . 0.67 . 1 . 13900 = 11158.91 lbs Vlong shall not be less than:Vtrans shall not be less than: Vlong4 = Cs . Ip . Ws Vtrans3 = Cs . Ip . Ws = Max[0.044 . SDS , 0.03] . IP . Ws = Max[0.044 . SDS , 0.5 . S1 / RT , 0.03] . IP . Ws = Max[0.05, 0.06, 0.03] .1 . 13900 = 7772.61 lbs = Max[0.05, 0.08, 0.03] . 1 . 13900 = 11158.91 lbs Since:1552.17 <= 2502 & 1552.17 >= 772.61 & 1552.17 >= 772.61 Since:3753 >= 1158.91 & 3753 >= 1158.91 Vlong = 1552 lbs Vtrans = 3753 lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 20 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 Loads and Distributions: (Page 2) fi = V Wi Hi ΣWi Hi Longitudinal Transverse Level hx wx wx hx fi wx wx hx fi 1 6 2050 12300 126.46 2050 12300 189.44 2 24 2050 49200 146.21 2050 49200 365.49 3 42 2050 86100 255.87 2050 86100 639.61 4 60 2050 123000 365.52 2050 123000 913.73 5 108 2050 221400 657.94 2050 221400 1644.72 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 21 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 Fundamental Period of Vibration (Longitudinal) Per FEMA 460 Appendix A - Development of An Analytical Model for the Displacement Based Seismic Design of Storage Racks in Their Down Aisle Direction (A-7) Where: Wpi = the weight of the ith pallet supported by the storage rack hpi = the elevation of the center of gravity of the ith pallet with respect to the base of the storage rack g = the acceleration of gravity NL = the number of loaded levels kc = the rotational stiffness of the connector kbe = the flexural rotational stiffness of the beam-end kb = the rotational stiffness of the base plate kce = the flexural rotational stiffness of the base upright-end Nc = the number of beam-to-upright connections Nb = the number of base plate connections kbe =6EIb L kce =4EIc H kb =EIc H L = the clear span of the beams H = the clear height of the upright Ib = the moment of inertia about the bending axis of each beam Ic = the moment of inertia of each base upright E = the Young's modulus of the beams # of levels 5 min. # of bays 3 Nc 60 Nb 8 kc 400 kip-in/rad kbe 5558 kip-in/rad kb 342 kip-in/rad kce 1371 kip-in/rad Ib 3.02 in4 L 96 in Ic 1.26 in4 H 108 in E 29500 ksi Level hpi Wpi 1 12 in 4 kip 2 30 in 4 kip 3 48 in 4 kip 4 81 in 4 kip 5 130 in 4 kip Calculated T = 1.17 Since the calculated T is greater than 1, the more conservative value of 1 is used in the calculations PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 22 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 LRFD Basic Load Combinations: 2016 CBC& RMI / ANSI MH 16.1 V Trans = 33,753 lbs MTrans = ΣfTrans . hx = 2269,226 in-lbs β = 0.7 V Long = 11,552 lbs ETrans = MTrans / frame depth = 77,478 lbs β = 1.0 (Uplift combination only) P = Product Load / 2 = 110,000 lbs ρ = 1 D = Dead Load . 0.5 = 2250 lbs SDS = 1.08 L = Live Load = 00 lbs S = Snow Load = 00 lbs R = Rain Load = 00 lbs Lr = Live Roof Load = 00 lbs W = Wind Load = 00 lbs Basic Load Combinations 1. Dead Load = 1.4 D + 1.2 P = (1.4 . 250) + (1.2 . 10,000)= 112,350 lbs 2. Gravity Load = 1.2 D + 1.4 P + 1.6 L + 0.5 (Lr or S or R) = (1.2 . 250) + (1.4 . 10,000) + (1.6 . 0) + (0.5 . 0)= 114,300 lbs 3. Snow/Rain = 1.2D + 0.85P + (0.5L or 0.5W) + 1.6(Lr or S or R) = (1.2 . 250) + (0.85 . 10,000) + (0.5 . 0) + (1.6 . 0)= 88,800 lbs 4. Wind Load = 1.2D + 0.85P + 0.5L + 1.0W + 0.5(Lr or S or R) = (1.2 . 250) + (0.85 . 10,000) + (0.5 . 0) + (1.0 . 0) + (0.5 . 0)= 88,800 lbs 5A. Seismic Load (Transverse) = (1.2 + 0.2SDS)D + (1.2 + 0.2SDS)βP + 0.5L + ρETrans + 0.2S = (1.2 + 0.2 . 1.08) . 250 + (1.2 + 0.2 . 1.08) . 0.7 . 10,000 + 0.5 . 0 + 1 . 7,478 + 0.2 . 0= 117,744 lbs 5B. Seismic Load (Longitudinal) = (1.2 + 0.2SDS)D + (1.2 + 0.2SDS)βP + 0.5L + ρELong + 0.2S = (1.2 + 0.2 . 1.08) . 250 + (1.2 + 0.2 . 1.08) . 0.7 . 10,000 + 0.5 . 0 + 1 . 0 + 0.2 . 0= 110,265 lbs 6. Wind Uplift = 0.9D + 0.9Papp + 1.0W = 0.9 . 250 + 0.9 . 10,000 + 1.0 . 0 = 2225 lbs 7. Seismic Uplift = (0.9 - 0.2SDS)D + (0.9 - 0.2SDS)βPapp - ρETrans = (0.9 - 0.2 . 1.08) . 250 + (0.9 - 0.2 . 1.08) . 1 . 10,000 - 1 . 7,478= --467 lbs For a single beam, D = 332 lbs P = 22,500 lbs I = 3312 lbs See Base Plate tension Analysis for Over-Strength factor application. 8. Product/Live/Impact = 1.2D + 1.6L + 0.5(SorR) + 1.4P + 1.4I (1.2 . 32) + (1.6 . 0) + (0.5 . 0) + (1.4 . 2,500) + (1.4 . 312) = 33,975 lbs ASD Load Combinations for Slab Analysis 1.(1 + 0.105S'DS)D + 0.75((1.4 + 0.14SDS)βP + 0.7ρE) = (1 + 0.105 . 1.08) . 250 + 0.75((1.4 + 0.14 . 1.08) . 0.7 . 10,000 + 0.7 . 1 . 7,478)= 112,348 lbs 2.(1 + 0.14SDS)D + (0.85 + 0.14SDS)βP + 0.7ρE = (1 + 0.14 . 1.08) . 250 + (0.85 + 0.14 . 1.08) . 0.7 . 10,000 + 0.7 . 1 . 7,478= 112,531 lbs 3. D + P = 250 + 10,000 = 110,250 lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 23 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 Longitudinal Analysis: This analysis is based on the Portal Method, with the point of contra flexure of the columns assumed at mid-height between beams, except for the lowest portion, where the base plate provides only partial fixity and the contra flexure is assumed to occur closer to the base (or at the base of pinned condition, where the base plate cannot carry moment). MConnR = MConnL = MConn MConn = ((MUpper + MLower) / 2) + MEnds VCol = VLong / # of columns = 7776 lbs MBase =1552 in-lbs MLower =((Vcol . hi) - MBase (7776 lbs . 4 in.) - 11552 in-lbs = 11552 in-lbs Levels hi fi Axial Load Moment Beam End Moment Connector Moment 1 6 63 10,250 1,552 2,886 9,094 2 18 73 8,200 10,864 2,886 13,750 3 18 128 6,150 10,864 2,886 13,750 4 18 183 4,100 10,864 2,886 25,390 5 48 329 2,050 34,144 2,886 19,958 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 24 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 COLUMN ANALYSIS: ( Level 1 ) Analyzed per RMI, AISI 2012 (LRFD) and the 2016 CBC. Section subject to torsional or flexural-torsion buckling (Section C4.1.2) Kx . Lx / Rx = 1.7 . 4 / 1.233 = 55.52 Ky . Ly / Ry = 1 . 42 / 1.121 = 337.47 KL/Rmax = 337.47 ro =(rx 2 + ry 2 + Xo 2)1/2 (Eq. C3.1.2.1- 7) = (1.2332 + 1.1212 + -2.9072)1/2 = 33.35 in. β = 1 - (Xo/ro)2 (Eq C4.1.2-3) = 1 - (-2.907/3.35)2 == 0.247 Fe1 = Π 2E / (KL/r)max 2 (Eq C4.1.1-1) = 3.142 . 29500 / 37.472 == 207.412 ksi Fe2 =(1 / 2β)((σex + σt )2 - (4βσex σt ))1/2)(Eq C4.1.2-1) = (1 / (2 . 0.247)((9566.393 + 8648.346) - (9566.393 + 8648.346)2 - (4 . 0.247 . 9566.393 . 8648.346))1/2)== 4863.268 ksi where: σex =Π 2E / (Kx Lx / Rx )2 (Eq C3.1.2-11) = 3.142 . 29500 / 5.522 = 99566.393 ksi σt =1 / Aro 2(GJ + (Π 2ECw ) / (Kt Lt )2)(Eq C3.1.2-9) = 1 / 0.826 . 3.352(11300 . 0.002 + (3.142 . 29500 . 2.819) / (0.8 . 4)2) = 88648.346 ksi Fe = Min(Fe1 , Fe2 ) =2207.412 ksi Pn = Aeff . Fn (Eq C4.1-1) λc = (Fy / Fe )1/2 = (55 / 207.412)1/2 = 00.515 (Eq C4.1-4) Since λc < 1.5: Fn = (0.658^(λc 2)) . Fy = 449.222 (Eq C4.1-2) Thus: Pn = 333400 lbs Pa = 228390 lbs 2.95 x 3 - .085 SECTION PROPERTIES Depth 33 in. Width 22.95 in. t00.083 in. Radius 00.125 in. Area 0.826 in.2 AreaNet 0.731 in.2 Ix 1.255 in.4 Sx 0.851 in.3 Sx Net 0.814 in.3 Rx 1.233 in. Iy 1.038 in.4 Sy 0.612 in.3 Ry 1.121 in. J 0.002 in.4 Cw 2.819 in.6 Jx 3.143 in. Xo -2.907 in. Kx 1.7 Lx 4 in. Ky 1 Ly 42 in. Kt 0.8 Fy 55 ksi Fu 70 ksi Q 0.92 G111300 ksi E229500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 25 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 COLUMN ANALYSIS: ( Level 1 ) Analyzed per RMI, AISI 2012 (LRFD) and the 2016 CBC. Lateral-torsional buckling strength [Resistance] (Section C3.1.2) Pao = Pno φc = 331723 lbs Where: Pno = Ae Fy = 0.679 . 55 = 337321 lbs Mc = Mn = Sc Fc = Smin Fc (Eq C3.1.2.1-1) Fe =Cb ro A(σey σt )1/2 / Sf = 229584.277 ksi Fe = Cs Aσex (j + Cs (j 2 + ro 2(σe / σex ))1/2) / (CTF Sf ) = 112370.127 ksi (Eq 3.1.2.1-4) Fe = (Cb Π 2EdIyc ) / (Sf (Ky Ly )2 = 6604.049 ksi (Eq 3.1.2.1-10) Fe.min = 6604.049 ksi Since: Fe >= 2.78Fy Fc = (Se / Sc i.e. Fe = Fy = 555 ksi (Eq C3.1.1-3) Reduced Fc,eff = 1 - ((1 - Q) / 2) . (Fc / Fy )Q . Fc = 552.8 ksi Mnx = 442989 in-lbs Mny = 332334 in-lbs Mc = Mn,min Mnx φb = 338690 in-lbs Mny φb = 229101 in-lbs PEx = Π2EIx / (Kx Lx )2 = 77902193 lbs (Eq C5.2.2-6) PEy = Π2EIy / (Ky Ly )2 = 1171308 lbs (Eq C5.2.2-7) αx = (1 - (φc P / Pex )) = 00.999 (Eq C5.2.2-4) αy = (1 - (φc P / Pey )) = 00.945 (Eq C5.2.2-5) Ptrans = 117,744 lbs Plong = 110,265 lbs Mu = Mx = 11552 in-lbs (Eq C5.2.2-2) Pu_st = (1.2 . D) + (1.4 . P) = 114300 lbs Pu_st / Pa = 14300 / 28390 = 0.5 Static Stress = 550% Since:Pl / Pa >= 0.15 Stress1 = Pl / Pa + Mx / (φb Mnx ) + My / (φb Mny )(Eq C5.2.2-2) = ((10,265 / 28390) + (1552 / 38690) + (1 / 29101)) = 440% Stress2 = Pl / Pao + Cmx Mx / (φb Mnx αx ) + Cmy My / (φb Mny αy )(Eq C5.2.2-1) = (10,265 / 31723) + (0.85 . 1552 / 38690 . 0.999)) + (0.85 . 1 / 29101 . 0.945))) = 335% Stress3 Pt / Pao = 17,744 / 31723 =555% Column Stress = Max(Stress1, Stress2, Stress3, Static) = 555% 2.95 x 3 - .085 SECTION PROPERTIES Depth 33 in. Width 22.95 in. t00.083 in. Radius 00.125 in. Area 0.826 in.2 AreaNet 0.731 in.2 Ix 1.255 in.4 Sx 0.851 in.3 Sx Net 0.814 in.3 Rx 1.233 in. Iy 1.038 in.4 Sy 0.612 in.3 Ry 1.121 in. J 0.002 in.4 Cw 2.819 in.6 Jx 3.143 in. Xo -2.907 in. Kx 1.7 Lx 4 in. Ky 1 Ly 42 in. Kt 0.8 Fy 55 ksi Fu 70 ksi Q 0.92 G111300 ksi E229500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 26 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 BEAM ANALYSIS Determine allowable bending moment per AISI Check compression flange for local buckling (B2.1) Effective width w = C - 2t - 2r = 1.7 - (2 . 0.067) - (2 . 0.25) =1.07 in. w/t = 1.066 / 0.067 =15.91 λ = (1.052 / k1/2) . (w/t) . (Fy / E)1/2 = (1.052 / 2) . 15.91 . (55 / 29500)1/2 =0.36 λ <= 0.673: Flange is fully effective. Check web for local buckling (B2.3) f1(comp) =Fy . (y3 / y2) = 55 * 2.3 / 2.62 =48.35 ksi f2(tension) =Fy . (y1 / y2) = 55 * 2.06 / 2.62 =43.31 ksi Ψ = - (f2 / f1) = -(43.31 / 48.35) =-0.9 Buckling coefficient k = 4 + 2 . (1 - Ψ)3 + 2 . (1 - Ψ) = 4 + 2(1 - -0.9)3 + 2(1 - -0.9) =21.42 Flat Depth w = y1 + y3 = 2.06 + 2.3 =4.366 w/t = 4.366/0.067 =65.16 w/t < 200: OK λ = (1.052 / k1/2) . (w/t) . (f1 / E)1/2 = (1.052 / 2) . 65.164 . (48.35 / 29500)1/2 =0.6 b1 = w . (3 - Ψ) = 4 . (3 - -0.9) =17.01 b2 = w/2 = 2.18 b1 + b2 = 17.01 + 17.01 =19.19 Web is fully effective Determine effect of cold working on steel yield point (FYA) per section A7.2 Corner cross-sectional area Lc = (Π / 2) . (r + t / 2) = (Π / 2) . (0.25 + 0.067 / 2) =0.445 Lf = effective width = 1.066 C = 2 . Lc / Lf + 2 . Lc = 2 . 0.445 / 1.066 + 2 . Lc =0.4552 m = 0.192 . (Fu / Fy) - 0.068 = 0.192 . (70 / 55) - 0.068 =0.1764 Bc = 3.69 . (Fu / Fy) - 0.819 . (Fu / Fy)2 - 1.79 = 3.69 . (70 / 55) - 0.819 . (70 / 55)2 - 1.79 =1.58 Fu/Fy = 70 / 55 =1 >= 1.2 = OK r/t = 0.25 / 0.067 =3.731 <= 7 = OK Fyc =Bc . Fy / (r / t)m = 1.58 . 55 / (3.731)m =69 Fya-top =C . Fyc + (1 - C) . Fy = 0.455 . 69 + (1 - 0.455) . 55 =61 Fya-bottom =Fya-top . Ycg / (A - Ycg) = 61 . 2.38 / (5.0 - 2.38) =56 5 x 2.75 - .067 Top flange width C = 1.7 in. Bottom width B = 2.75 in. Web depth A = 5.0 in. Beam thickness t = 0.067 in. Radius r = 0.25 in. Fy = 55 Fu = 70 Y1 = 2.06 Y2 = 2.62 Y3 = 2.3 Ycg = 2.38 Ix = 3.02 Sx = 1.15 E = 29500 FBeam F = 400 Beam Length L = 96 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 27 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 BEAM ANALYSIS Check Allowable Tension Stress for Bottom Flange Lflange-bot =B - (2 . r) - (2 . t) = 2.75 - (2 . 0.25) - (2 . 0.067) =2.12 Cbottom = 2 . Lc / (Lflange-bot + 2 . Lc) = 2 . 0.445 / (2.12 + 2 . 0.445) =0.296 Fy-bottom =Cbottom . Fyc + (1 - Cbottom) . Fy = 0.296 . 69 + (1 - 0.296) . 55 =59.11 Fya =Fya-top =61.32 ksi Determine Allowable Capacity For Beam Pair (Per Section 5.2 of the RMI, PT II) Check Bending Capacity MCenter =φ . Mn =W . L . Ω . Rm / 8 Ω =LRFD Load Factor = (1.2 . DL + 1.4 . PL + 1.4 . 0.125 . PL) / PL For DL = 2% of PL: Ω = 1.2 . 0.02 + 1.4 + 1.4 . 0.125 =1.6 Rm = 1 - ((2 . F . L) / (6 . E . Ix + 3 . F . L)) = 1 - ((2 . 400 . 96) / (6 . 29500 . 3.02 + 3 . 400 . 96)) =0.88 φ . Mn =φ . Fya . Sx =66.93 in-kip W =φ . Mn . 8 . (# of Beams) / (L . Rm . Ω) = (66.93 . 8 . 2) / (96 . 0.88 . 1.6) =7912 lbs/pair Check Deflection Capacity Δmax =Δss . Rd Δmax =L / 180 Rd = 1 - (4 . F . L) / (5 . F . L + 10 . E . Ix) = 1 - (4 . 400 . 96) / (5 . 400 . 96 + 10 . 29500 . 3.02) =0.86 Δss = (5 . W . L3) / (384 . E . Ix) L / 180 = (5 . W . L3 . Rd) / (384 . E . Ix . (# of Beams)) W = (384 . E . Ix . 2) / (180 . 5 . L2 . Rd) = (384 . 29500 . 3.02 . 2) / (180 . 5 . 962 . 0.86) . 1000 =9598 lbs/pair 5 x 2.75 - .067 Top flange width C = 1.7 in. Bottom width B = 2.75 in. Web depth A = 5.0 in. Beam thickness t = 0.067 in. Radius r = 0.25 in. Fy = 55 Fu = 70 Y1 = 2.06 Y2 = 2.62 Y3 = 2.3 Ycg = 2.38 Ix = 3.02 Sx = 1.15 E = 29500 FBeam F = 400 Beam Length L = 96 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 28 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 Allowable and Actual Bending Moment at Each Level Mstatic=Wl2 / 8 Mallow,static=Wallow,static . l2 / 8 Mseismic=Mconn Mallow,seismic=Sx . Fb Level Mstatic Mallow,static Mseismic Mallow,seismic Result 1 24,576 47,472 3,293 47,472 Pass 2 24,576 47,472 4,038 47,472 Pass 3 24,576 47,472 3,133 47,472 Pass 4 24,576 47,472 2,000 47,472 Pass 5 24,576 47,472 1,443 47,472 Pass PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 29 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 2. Bearing Strength of Pin 3. Moment Strength of Bracket Minimum Value of P1 Governs Beam to Column Analysis: 1. Shear Strength of Pin Pin Diameter = 00.438 in. Fn = Fnv = 554000 psi AISI Table E3.4-1 Ab =d2 . Π / 4 = 00.15 in. Pn =Ab . Fn = 88136.39 lbs AISI Table E3.4-1 PShear =φPn = 0.75 . Pn = 66102 lbs Column Thickness tc = 00.08 in. Since d / tc < 10 C = 3 mf =1.0 Fu =65000 psi Pn =C . mf . d . tc . Fu = 77089.03 lbs AISI E3.3.1 -1 PBearing =φPn = 0.75 . 7089.03 = 55316 lbs Edge Dist. = 11 in. TClip =0.179 in. SClip =0.127 in.3 Mn =Sc . Fy = 66985 in-lbs AISI C3.1.1 -1 MStrength =φMn = 0.9 . Mn = 0.9 . SClip . Fy = 66286.5 in-lbs C = 22.15 d = Edge Dist. / 2 = 00.5 in. MStrength =c . d . PClip PClip =MStrength / (c . d) = 55837 lbs P1 = Min(PShear, PBearing, PClip) = 55316 lbs MConn-Allow =(P1 . 6.5) + (P1 . (4.5 / 6.5) . 4.5) + (P1 . (2.5 / 6.5) . 2.5) + (P1 . (0.5 / 6.5) . 0.5) = 556431.38 in-lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 30 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 BRACE ANALYSIS (Panel 1) Analyzed per RMI, AISI 2012 (LRFD) and the 2016 CBC. Section subject to torsional or flexural-torsion buckling (Section C4.1.2) Kx . Lx / Rx = 0 . 46 / 0.919 = 550.07 Ky . Ly / Ry = 1 . 46 / 0.485 = 994.83 KL/Rmax = 994.83 ro =(rx 2 + ry 2 + Xo 2)1/2 (Eq. C3.1.2.1- 7) = (0.9192 + 0.4852 + -1.0332)1/2 = 11.465 in. β = 1 - (Xo/ro)2 (Eq C4.1.2-3) = 1 - (-1.033/1.465)2 == 0.503 Fe1 = Π 2E / (KL/r)max 2 (Eq C4.1.1-1) = 3.142 . 29500 / 94.832 == 32.379 ksi Fe2 =(1 / 2β)((σex + σt )2 - (4βσex σt ))1/2)(Eq C4.1.2-1) = (1 / (2 . 0.503)((116.158 + 19.894) - (116.158 + 19.894)2 - (4 . 0.503 . 116.158 . 19.894))1/2)== 18.211 ksi where: σex =Π 2E / (Kx Lx / Rx )2 (Eq C3.1.2-11) = 3.142 . 29500 / 50.072 = 1116.158 ksi σt =1 / Aro 2(GJ + (Π 2ECw ) / (Kt Lt )2)(Eq C3.1.2-9) = 1 / 0.335 . 1.4652(11300 . 0.001 + (3.142 . 29500 . 0.063) / (0.8 . 46)2) = 119.894 ksi Fe = Min(Fe1 , Fe2 ) =118.211 ksi Pn = Aeff . Fn (Eq C4.1-1) λc = (Fy / Fe )1/2 = (36 / 18.211)1/2 = 11.406 (Eq C4.1-4) Since λc < 1.5: Fn = (0.658^(λc 2)) . Fy = 115.739 (Eq C4.1-2) Thus: Pn = 55274 lbs Pa = 44482 lbs 2.25 x 1.5 - .067 SECTION PROPERTIES Depth 22.25 in. Width 11.5 in. t00.067 in. Radius 00.101 in. Area 0.335 in.2 AreaNet 0.335 in.2 Ix 0.283 in.4 Sx 0.251 in.3 Sx Net 0.251 in.3 Rx 0.919 in. Iy 0.079 in.4 Sy 0.076 in.3 Ry 0.485 in. J 0.001 in.4 Cw 0.063 in.6 Jx 1.518 in. Xo -1.033 in. Kx 0 Lx 46 in. Ky 1 Ly 46 in. Kt 0.8 Fy 36 ksi Fu 42 ksi Q1 G111300 ksi E229500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 31 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 BRACE ANALYSIS (Panel 1) Analyzed per RMI, AISI 2012 (LRFD) and the 2016 CBC. Lateral-torsional buckling strength [Resistance] (Section C3.1.2) Pao = Pno φc = 110254 lbs Where: Pno = Ae Fy = 0.335 . 36 = 112063 lbs Mc = Mn = Sc Fc = Smin Fc (Eq C3.1.2.1-1) Fe =Cb ro A(σey σt )1/2 / Sf = 993.861 ksi Fe = Cs Aσex (j + Cs (j 2 + ro 2(σe / σex ))1/2) / (CTF Sf ) = 118.052 ksi (Eq 3.1.2.1-4) Fe = (Cb Π 2EdIyc ) / (Sf (Ky Ly )2 = 997.163 ksi (Eq 3.1.2.1-10) Fe.min = 118.052 ksi Since: Fe <= 0.56Fy Fc = Fe = 118.052 ksi (Eq C3.1.2.1-3) Reduced Fc,eff = 1 - ((1 - Q) / 2) . (Fc / Fy )Q . Fc = 118.1 ksi Mnx = 44550 in-lbs Mny = 11377 in-lbs Mc = Mn,min Mnx φb = 44095 in-lbs Mny φb = 11239 in-lbs PEx = Π2EIx / (Kx Lx )2 = 338912 lbs (Eq C5.2.2-6) PEy = Π2EIy / (Ky Ly )2 = 110856 lbs (Eq C5.2.2-7) Max Pa = 55274 lbs VTrans = 22251 lbs LDiag = ((L - 6)2 + (D - 2B)2)1/2 = 446.86 in. VDiag = (VTrans . LDiag ) / D = 33517 lbs Brace Stress = VDiag / Pa = 667% 2.25 x 1.5 - .067 SECTION PROPERTIES Depth 22.25 in. Width 11.5 in. t00.067 in. Radius 00.101 in. Area 0.335 in.2 AreaNet 0.335 in.2 Ix 0.283 in.4 Sx 0.251 in.3 Sx Net 0.251 in.3 Rx 0.919 in. Iy 0.079 in.4 Sy 0.076 in.3 Ry 0.485 in. J 0.001 in.4 Cw 0.063 in.6 Jx 1.518 in. Xo -1.033 in. Kx 0 Lx 46 in. Ky 1 Ly 46 in. Kt 0.8 Fy 36 ksi Fu 42 ksi Q1 G111300 ksi E229500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 32 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 POST-INSTALLED ANCHOR ANALYSIS PER ACI 318-14, CHAPTER 17 Configuration 1 Assumed cracked concrete application Anchor Type 11/2" dia, 2.16" hef, 4.75" min. slab ICC Report Number EESR-3027 1.5 . hef = 33.24 in. Slab Thickness (h)= 66 in.Ca1 = 112 useCa1,adj = 33.24 in. Min. Slab Thickness (h)= 44.75 in.Ca2 = 112 useCa2,adj = 33.24 in. Concrete Strength (fc)= 44000 ksi Diameter (da)= 00.5 in.3 . hef = 66.48 in. Nominal Embedment (hnom)= 33 in. Effective Embedment (hef)= Hef S1 = 44 in.Use S1,adj = 44 in. Number of Anchors (n)= 22 S2 = 00 in.Use S2,adj = 00 in. e`N = 00 e`V = 00 From ICC ESR Report Ase = 00.161 sq.in. f`uta = 1112540 psi Smin = 33 in. Cmin = 11.75 in. Cae = 33.67 in. Np,cr = 99999 in. φSeismic Adj. Strength Tension Capacity = 11794 lbs 0.75 11346 lbs Shear Capacity = 11932 lbs 0.75 11449 lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 33 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 ANCHOR ANALYSIS - TENSION STRENGTH Configuration 1 Steel Strength 17.4.1 φ = 00.75 17.3.3.a i φNsa = φnAsefuta = 0.75 . 2 . 0.161 . 112540 = 227,178 lbs 17.4.1.2 Concrete Breakout Strength φNcbg 17.4.2 φ = 00.65 17.3.3 c ii Category 1-B ANc = (Ca1.adj + S1.adj + 1.5hef) . (Ca2.adj + S2.adj + 1.5hef) = 667.91 sq.in. ANco = 9hef 2 = 441.99 sq.in. Check if ANco >= ANc ANc/ANco = 11.617 Ψec,N = 11 17.4.2.4 Ψed,N = 11 17.4.2.5 ΨC,N = 11 17.4.2.6 Kc = 117 λa = 11 Nb = Kcλa(fc)0.5(hef)1.5 = 33413 lbs 17.4.2.2 d Ψcp,N = 11 17.4.2.7 φNcbg = φ(ANc/ANco)(Ψec,N)(Ψed,N)(ΨC,N)(Ψcp,N)(Nb)17.4.2.1 0.65 . (67.91/41.99) . 1 . 1 . 1 . 1 . 3413 = 33,588 lbs Pullout Strength φNpn 17.4.3 φ=00.65 17.3.3 c ii Category 1-B Ψcp = 11 17.4.3.6 φNpn = φΨcpNp,cr(fc/2500)0.5 = 116,442 lbs 17.4.3.1 Steel Strength (φNsa) = 227,178 lbs Embedment Strength - Concrete Breakout Strength (φNcbg) = 33,588 lbs Embedment Strength - Pullout Strength (φNpn) = 116,442 lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 34 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 ANCHOR ANALYSIS - SHEAR STRENGTH Configuration 1 Steel Strength φVsa Vsa=9,245 / Anchor -- per report 17.5.1 φ = 00.65 17.3.3. Condition a ii φVsa = φn . Vsa = 0.65 . 2 . 9,245 = 112,019 lbs 17.5.1.2a Concrete Breakout Strength φVcbg 17.5.2 φ = 00.7 17.3.3 ci-B AVc = (1.5Ca1 + S1.adj + 1.5Ca1)ha = 2240 sq.in. AVco = 3Ca1ha = 2216 sq.in. Check if AVco >= AVc AVc/AVco = 11.111 Ψec,V = 11 17.5.2.5 Ψed,V = 00.9 17.5.2.6 ΨC,V = 11 17.5.2.7 Ψh,V = 11.732 17.5.2.8 da = 00.5 in.17.5.2.2 Le = 22.16 in.17.2.6 d λa = 11 The smaller of 7(Le / da)0.2(da)0.5λa(fc)0.5ca11.5 and 9λa(fc)0.5ca11.5 = 117,437 lbs 17.5.2.2 a, 17.5.2.2 b φVcbg = φ(AVc/AVco)(Ψec,V)(Ψed,V)(ΨC,V)(Ψh,V)(Vb)17.5.2.1 0.7 . (240/216) . 1 . 0.9 . 1 . 1.732 . 17,437 = 221,142 lbs Pryout Strength φVcpg 17.5.3 φ= 0.7 17.3.3 Ci-B Kcp = 11 17.5.3.1 Ncbg = 55,520 lbs φVcpg = φKcpNcbg = 0.7 . 1 . 5,520 = 33,864 lbs Steel Strength (φVsa) = 112,019 lbs Embedment Strength - Concrete Breakout Strength (φVcbg) = 221,142 lbs Embedment Strength - Pryout Strength (φVcpg) = 33,864 lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 35 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 OVERTURNING ANALYSIS Configuration1 Per RMI Sec 2.6.9 and ASCE7-10. Sec 15.5.3.6. Weight of rack with all levels loaded to 67% capacity, & with only top level loaded FULLY LOADED Wpl = 220,000 lbs Wdl = 5500 lbs Wpl . 67% = 20,000 . 0.67 = 113,400 lbs VTrans = (1 . 0.27 . 1 . ((0.67 . 13,400) + 500)) = 22,559 lbs Movt = VTrans . Ht = 2,559 . 88 = 2225,192 in-lbs Mst = ((Wpl . 0.67) + Wdl) . d . Factor = ((20,000 . 0.67) + 500) . 36 . 0.5 = 2250,200 in-lbs Puplift = 1 . (Movt - Mst)/d = (225,192 - 250,200) / 36 = --694 lbs (Puplift ≤ 0) = no uplift PMaxDown = 1 . (Movt + Mst) / d = (225,192 + 250,200) / 36 = 113,205 lbs TOP SHELF LOADED Shear = 11,215 lbs Movt = VTop . Ht = 1,215 . (108 + ((48 - 10) / 2)) = 1154,305 in-lbs Mst = (l + Wdl) . d = (4,000 + 500) . (36 . 0.5) = 881,000 in-lbs Puplift = 1 . (Movt - Mst)/d = (154,305 - 81,000) / 36 = 22,036 lbs ANCHORS No. of Anchors: 22 Pull Out Capacity per Anchor: 11,346 lbs Shear Capacity per Anchor: 11,449 lbs COMBINED STRESS Fully Loaded = ((0 / 2) / 1,346) + ((2,559 / 4) / 1,449) 00.442 Top Shelf Loaded = ((2,036 / 2) / 1,346) + ((1,215 / 4) / 1,449)0.966 Seismic UpLift Critical (LC#7B)= ((468 / 2) / 1,346 00.174 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 36 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 Base Plate Analysis: The base plate will be analyzed with the rectangular stress resulting from the vertical load P, combined with the triangular stresses resulting from the moment Mb (if any). Three criteria are used in determining Mb: 1. Moment capacity of the base plate 2. Moment capacity of the anchor bolts 3. Vcol . h/2 (full fixity) Mb is the smallest value obtained from these three criteria. Fy =336000 psi Pcol = 111014 lbs MBase = 11552 in-lbs P/A = Pcol/(D . B) = 11014 / (6.5 . 6) = 2282 psi fb = MBase / (D . B2 / 6) = 1552 / (6.5 . 62 / 6) = 339.79 psi fb2 = fb . (2 . b1 / B) = 39.79 . (2 . 1.53/6) = 220.23 psi fb1 = fb - fb2 = 39.79 - 20.23 = 119.57 psi Mb = wb1 2 / 2 = (b1 2 / 2) . (fa + fb1 + 0.67 . fb2) = (1.532 / 2) . (282 + 19.57 + 0.67 . 20.23) = 3366.82 in-lbs SBase = (B . t2) / 6 = 00.14sq.in. FBase = 0.75 . Fy = 227,000 psi fb / Fb = Mb / (SBase . FBase) = 366.82 / (0.14 . 27,000) = 00.1 Plate width B = 6 in. Plate depth D = 6.5 in. Plate thickness t = 0.38 in. Column width b = 2.95 in. Column depth d = 3 in. b1 =1.53 in. Sx =4 in. Sy =0 in. TTotal =2,692 lbs. 0.13 in. Base Plate Tension analysis per ACI318-14 17.2.3.4.3 (b), ductile yield of base plate Moment Arm (L) = (Sx - b) / 2 = 00.53 in. Manchor = TTotal / 2 . L = 7706.65 in-lbs S = D . t2/6 = 00.02in3 Mbaseplate = S . Fy = 7707 in-lbs φMbaseplate = 0.9 . Mn = 6636 in-lbs φMbaseplate < Manchor , Base plate will yield first. Since the base plate will yield before anchor getting full tension capacity, over-strength factor is not applicable. PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 37 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 Equation for Maximum Considered Earthquake Base Rotation Per RMI 2012 Commentary 2.6.4 αs - the first iteration of the second order amplification term computed using Wpi from section 2.6.4 of the Commentary Where: Wpi = the weight of the ith pallet supported by the storage rack hpi = the elevation of the center of gravity of the ith pallet with respect to the base of the storage rack NL = the number of loaded levels kc = the rotational stiffness of the connector kbe = the flexural rotational stiffness of the beam-end kb = the rotational stiffness of the base plate kce = the flexural rotational stiffness of the base upright-end Nc = the number of beam-to-upright connections Nb = the number of base plate connections kbe =6EIb kce =4EIc kb =EIc LHH L = the clear span of the beams H = the clear height of the upright Ib = the moment of inertia about the bending axis of each beam Ic = the moment of inertia of each base upright E = the Young's modulus of the beams αs = 0.18 # of levels 5 min. # of bays 3 Nc 60 Nb 8 kc 400 kip-in/rad kbe 5558 kip-in/rad kb 342 kip-in/rad kce 1371 kip-in/rad Ib 3.02 in4 L 96 in Ic 1.26 in4 H 108 in E 29500 ksi Level hpi Wpi 1 12 in 4 kip 2 30 in 4 kip 3 48 in 4 kip 4 81 in 4 kip 5 130 in 4 kip Per RMI 2012 7.1.3 Cd= the deflection amplification factor per section 2.6.6 Mb= the base moment from analysis Θb= 0.12 Per RMI 2012 2.6.6, in unbraced direction, seismic separation for rack structure is 0.05 htotal. Therefore tanΘmax=0.5 Θmax=2.862 rad Θb ok Maximum moment in base plate Mmax= if one anchor, then 0 OR (# of anchors / 2) * anchor pull out capacity * spacing of anchor(Sx) Mmax=5,384 kip-in ≥ Mb OK PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 38 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 SLAB AND SOIL ANALYSIS (LRFD) Pmax = Gravity_Load (see Basic Load Combinations) = 117,745 lbs f't = 7.5 . (f'c)1/2 = 4474 psi d,req'd = (Pmax/(φ . 1.72 . ((Ks . r1 / ec) . 104 + 3.6) . f't))1/2 = 22.998 in. b = (ec . d,req'd3 / (12 . (1 - μ2) . ks))1/4 = 220.173 in. b,req'd = 1.5 . b = 330 in. Pn = 1.72[(ks . r1 / ec) . 104 + 3.6] . f't . t2 = 1118,457 lbs Pa = φ . Pa = 771,074 lbs Pmax / Pa = 00.25 SLAB AND SOIL ANALYSIS (ASD) Pmax = MAX(ASD Load Combo 1, ASD Load Combo 2, ASD Load Combo 3) = 112,531 lbs f't = 7.5 . (f'c)1/2 = 4474 psi Pn = 1.72[(ks . r1 / ec) . 104 + 3.6] . f't . t2 = 1118,457 lbs d,req'd = (Pmax/(φ . 1.72 . ((Ks . r1 / ec) . 104 + 3.6) . f't))1/2 = 22.998 in. b = (ec . d,req'd3 / (12 . (1 - μ2) . ks))1/4 = 220.173 in. b,req'd = 1.5 . b = 330 in. Pa = Pn / Ω = 339,486 lbs Pmax / Pa = 00.32 Base Plate Width B 6 in. Depth W 6.5 in. Frame Frame depth d 36 in. Concrete Thickness t 6 in. f'c 4,000 psi φ 0.6 Ω 3 λ 1 ks 50 r1 3.12 ec 3,604,997 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Floor & Decor_Julie St 79315 Hwy 111 La Quinta, CA 39 rfarrow 4/10/2019 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#:20190410_19 PROJECT Floor & Decor FOR Floor & Décor SHEET NO.40 CALCULATED BY RF DATE 4/10/2019 CANTILEVER RACK ANALYSIS: PROJECT SCOPE THE SUPPORT STRUCTURE SHALL BE ANALYZED WITH RESPECT TO THE REQUIREMENTS SET FORTH IN THE 2009 IBC. THE STRUCTURAL COMPONENTS SHALL BE ANALYZED WITH RESPECT TO THE MOST CRITICAL CONFIGURATIONS OF LOADS RESULTING FROM STATIC AND LATERAL FORCES. SPECIFICATION COLUMN STEEL‐50,000 PSI ARM STEEL‐50,000 PSI BASE STEEL‐50,000 PSI BOLTS‐A325 UNLESS OTHERWISE NOTED ANCHORS‐5/8"Ø x 3‐1/4" MIN. Nominal EMBED. HILTI KWIK HUS EZ (ICC ESR‐3027) SLAB‐6 IN x 4000 PSI SOIL‐1000 PSF MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC PROJECT Floor & Decor FOR Floor & Décor SHEET NO.41 CALCULATED BY RF DATE 4/10/2019 LOADS AND DISTRIBUTION: SINGLE SIDED SEISMIC ANALYSIS PER 2006 IBC. SYSTEM TYPE=SINGLE SIDED ONLY V =Cs x Ws =SDS x Ws / (R/I) SDS =2/3 x Fa x Ss Ss =1.62 0 Fa =1.00 I=1.00 R=3 V‐coeff.=0.7*(2/3) x Fa x Ss x Ie / R =0.252 wLL/ARM=500 LB wDL/ARM=35 LB # OF LEVELS=10 Vtotal =V‐coeff. x Ws Ws=∑(0.67*wLL+wDL) =0.252 x 3700 LB =932 LB LEVEL Hx Wx Hx Wx Fi Fi Hx H1=8 IN 535 LB 4,280 IN‐LB 12 LB 95 IN‐LB H2=21 IN 535 LB 11,235 IN‐LB 31 LB 654 IN‐LB H3=33 IN 535 LB 17,655 IN‐LB 49 LB 1,614 IN‐LB H4=45 IN 535 LB 24,075 IN‐LB 67 LB 3,002 IN‐LB H5=57 IN 535 LB 30,495 IN‐LB 84 LB 4,816 IN‐LB H6=69 IN 535 LB 36,915 IN‐LB 102 LB 7,057 IN‐LB H7=81 IN 535 LB 43,335 IN‐LB 120 LB 9,726 IN‐LB H8=93 IN 535 LB 49,755 IN‐LB 138 LB 12,821 IN‐LB H9=105 IN 535 LB 56,175 IN‐LB 156 LB 16,343 IN‐LB H10=117 IN 535 LB 62,595 IN‐LB 173 LB 20,292 IN‐LB 336,515 IN‐LB 932 LB 26,964 IN‐LB MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC PROJECT Floor & Decor FOR Floor & Décor SHEET NO.42 CALCULATED BY RF DATE 4/10/2019 ARM ANALYSIS: 1) CHECK BENDING wLL+wDL=W=535 LB Marm=W * L / 2 =535 LB * 36 IN / 2 =9,630 IN‐LB Fb=[(2/3) ‐ (Fy*L/r(T)^2/(1.53X10^6*Cb)]*Fy < 0.6*Fy =[(2/3)‐(50 KSI*(56.3)^2*1)/(1.53X10^6*1)]*50 KSI =28,151 PSI Fb‐eff=28,151 PSI fb=M/S =9630 IN‐LB/1.68 IN^3 =5,732 PSI ARM: S3x5.7# A=3.0 IN fb/Fb=0.20 ≤ 1.0 OK B=2.33 IN Iy=2.520 IN^4 2) CHECK DEFLECTION Sx=1.680 IN^3 DEFLECTION=WL^3/8EI Fy=50,000 PSI =0.043 IN Lmax=36.0 IN Lunsup=36.0 IN ALLOWABLE DEFLECTION=L/180 r(T)=0.64 =0.200 IN OK 3) CHECK CONNECTION CHECK EFFECT OF ARM MOMENT ON BOLTED CONNECTION BOLT DIAM=0.750 IN # BOLT=2 Ft=42,000 PSI TENSION CAP=Ft*BOLT AREA*2 =42000 PSI*(0.75 IN)^2*(∏/4)*2 =37,110 LB Mcap=T * D =148,440 IN‐LB OK D=4.0 IN MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC PROJECT Floor & Decor FOR Floor & Décor SHEET NO.43 CALCULATED BY RF DATE 4/10/2019 COLUMN ANALYSIS: 1) STATIC LOADS Pmax=# LVLS x ARM LOAD =5,350 LB Mstatic=∑ARM MOMENTS =# LVLS x W x (L/2) =10 x 535 LB x (36 IN/2) =96,300 IN‐LB (kl/r)x =2.1 x 78 IN / 3.43 IN =47.76 (kl/r)y =1 x 48 IN / 1.23 IN =39.02 (kl/r)max=47.76 Cc =(2π^2E/Fy)^0.5 =107.9 SINCE (KL/r)max < Cc, USE EQTN E2‐1 COLUMN Fa = [1‐((kl/r)^2/2Cc^2)]Fy TYPE=W8X18 5/3 + 3(kl/r)/8Cc ‐ (kl/r)^3/8Cc^3 A=8.14 IN =24,758 PSI B=5.25 IN Area=5.26 IN^2 fa=P/AREA Ix=61.90 IN^4 =1,017 PSI Sx=15.20 IN^3 rx=3.43 IN fa/Fa=0.04 < 0.15 Iy=7.97 IN^4 Sy=3.04 IN^3 fbx=M/S Fbx=0.6Fy ry=1.23 IN =6,336 PSI =30,000 PSI Fy=50,000 PSI Kx=2.1 F'ex=(12*π^2*E)/(23*(KL/rx)^2)Ky=1.0 =65,480 PSI Lx=78 IN Ly=48 IN fb/Fb=0.21 (1‐fa/F'e)=1.00 Cm=0.85 CHECK INTERACTION EQTN(S): (H1‐3):fa/Fa + fb/Fb=0.25 < 1.0 OK 2) CHECK EFFECT OF SEISMIC LOAD 0.75*Mseis‐sgl=20,223 IN‐LB fb=(Mstatic+0.75*Mseismic)/Sx =(96300 IN‐LB + 20223 IN‐LB)/15.2 IN^3 =7,666 PSI CHECK INTERACTION EQTN(S): (H1‐3):fa/Fa + fb/Fb=0.30 < 1.0 OK A B MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC PROJECT Floor & Decor FOR Floor & Décor SHEET NO.44 CALCULATED BY RF DATE 4/10/2019 OVERTURNING: V=932 LB Movt=Mstatic + 0.75*Mseismic =116,523 IN‐LB Pstatic=3,700 LB Puplift=Movt/d ‐ 0.6*Pstatic =(2913 ‐ 0.6*3700) =693 LB <=== UPLIFT ∑DL=10*35 LB=wDL=350 LB ∑LL=10*500 LB=wLL=5,000 LB Lbase=44 IN e=2.0 IN d=40.0 IN L=36 IN Hn=117.0 IN TOTAL # OF ANCHORS/BASE=2 # OF ANCHORS AT COLUMN END=1 ANCHOR PULLOUT CAPACITY=1,380 LB ANCHOR SHEAR CAPACITY=1,480 LB (693 LB/1380 LB) + (932 LB/2960 LB) = 0.82 ≤ 1.2 OK L SIDE VIEW W V Hn/2 L/2 Lbase e Lbase Hn d L SIDE VIEW W V Hn/2 L/2 Lbase e Lbase Hn d MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC PROJECT Floor & Decor FOR Floor & Décor SHEET NO.45 CALCULATED BY RF DATE 4/10/2019 BASE ANALYSIS: 1) CHECK STATIC LOADS Mbase=96,300 IN‐LB fb=Mbase/Sx =96300 IN‐LB/15.2 IN^3 =6,336 PSI Fb=0.6*Fy =30,000 PSI fb/Fb =0.21 ≤ 1.0 OK 2) CHECK COMBINED STATIC AND SEISMIC LOADS Mbase=116,523 IN‐LB fb=Mbase/Sx =116523 IN‐LB/15.2 IN^3 =7,666 PSI BASE TYPE=W8X18 Fb=0.6*Fy A=8.14 IN =30,000 PSI B=5.25 IN t=0.230 IN fb/Fb =0.26 ≤ 1.0 OK Sx=15.20 IN^3 Fy=50,000 PSI A B MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC PROJECT Floor & Decor FOR Floor & Décor SHEET NO.46 CALCULATED BY RF DATE 4/10/2019 DOWNAISLE BRACE: V=V/FRAME =932 LB Ldiag=[Y^2 + D^2]^0.5 =77.0 IN Vdiag=V*Ldiag/D =932 LB * 77 IN/60 IN =1,197 LB <=== TENSION (T) ON DIAGONAL Tallow=AREA * 0.6 * Fy =0.375 IN^2 * 0.6 * 36000 PSI =8,100 LB T/Ta=0.15 ≤ 1.0 OK Y=48 IN D=60 IN BRACE: 1‐1/2"X1/4" FLAT BAR BRACE AREA=0.375 IN^2 Fy=36,000 PSI CHECK BOLT CONNECTION BRACE CONNECTION CONNECTION TYPE=BOLTED CAPACITY=BOLT AREA * Fv * #BOLTS BOLT DIAM=0.750 IN =(0.75 IN)^2 *(π/4)*21000 PSI*1 Fv=21,000 PSI =12,370 LB #BOLT/END=1.000 STRESS=1197 LB/12370 LB =0.10 ≤ 1.0 OK MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC PROJECT Floor & Decor FOR Floor & Décor SHEET NO.47 CALCULATED BY RF DATE 4/10/2019 CHECK SLAB AND SOIL: PER SECTION 1922.5 OF THE 1997 UBC. Pmax=5,350 LB Mseis.=116,523 IN‐LB f't=5*Ø*(f'c)^0.5 =5*0.6*(4000 PSI)^0.5 =190 PSI Sconc.=b*t^2/6 =1*(6 IN)^2/6 =6.00 IN^3 <=== PER INCH Mconc.=(Fsoil * l^2)/2 * 144 f't=Mconc./Sconc. =(Fsoil x l^2)/2 * 144 * 6 IN^3 l^2=288 * 6 IN^3 * 189.7 PSI/Fsoil =327.8 IN^2 l=18.1 IN fa=Pmax/Area =5350 LB*144/(86 IN * 47 IN) =191 PSF t=6.0 IN f'c=4,000 PSI fb=Mseis/Sx Ø=0.6 =116523 IN‐LB*6*144/[(86 IN)^2*47 IN)Fsoil=1,000 PSF =290 PSF BASE LENGTH=44 IN BASE WIDTH=5.25 IN Fallow =1,000 PSF A=86.0 IN B=47.0 IN COMBINED STRESS fa + fb= 481 PSF < Fallow, OK B A l l ll M P MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC PROJECT Floor & Decor FOR Floor & Décor SHEET NO.48 CALCULATED BY RF DATE 4/10/2019 LOADS AND DISTRIBUTION: DOUBLE SIDED SEISMIC ANALYSIS PER 2006 IBC. SYSTEM TYPE=DOUBLE SIDED ONLY V =Cs x Ws =SDS x Ws / (R/I) SDS =2/3 x Fa x Ss Ss =1.62 0 Fa =1.00 I=1.00 R=3 V‐coeff.=0.7*(2/3) x Fa x Ss x Ie / R =0.252 wLL/ARM=500 LB wDL/ARM=35 LB # OF LEVELS=10 Vtotal =V‐coeff. x Ws Ws=∑(0.67*wLL+wDL) =0.252 x 370 LB x 2 x 10 LVLS =1,865 LB LEVEL Hx Wx Hx Wx Fi Fi Hx H1=8 IN 1,070 LB 8,560 IN‐LB 24 LB 190 IN‐LB H2=21 IN 1,070 LB 22,470 IN‐LB 62 LB 1,307 IN‐LB H3=33 IN 1,070 LB 35,310 IN‐LB 98 LB 3,229 IN‐LB H4=45 IN 1,070 LB 48,150 IN‐LB 133 LB 6,004 IN‐LB H5=57 IN 1,070 LB 60,990 IN‐LB 169 LB 9,632 IN‐LB H6=69 IN 1,070 LB 73,830 IN‐LB 205 LB 14,115 IN‐LB H7=81 IN 1,070 LB 86,670 IN‐LB 240 LB 19,451 IN‐LB H8=93 IN 1,070 LB 99,510 IN‐LB 276 LB 25,642 IN‐LB H9=105 IN 1,070 LB 112,350 IN‐LB 311 LB 32,686 IN‐LB H10=117 IN 1,070 LB 125,190 IN‐LB 347 LB 40,584 IN‐LB 10,700 LB 673,030 IN‐LB 1,865 LB 152,839 IN‐LB MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC PROJECT Floor & Decor FOR Floor & Décor SHEET NO.49 CALCULATED BY RF DATE 4/10/2019 ARM ANALYSIS: 1) CHECK BENDING wLL+wDL=W=535 LB Marm=W * L / 2 =535 LB * 36 IN / 2 =9,630 IN‐LB Fb=[(2/3) ‐ (Fy*L/r(T)^2/(1.53X10^6*Cb)]*Fy < 0.6*Fy =[(2/3)‐(50 KSI*(56.3)^2*1)/(1.53X10^6*1)]*50 KSI =28,151 PSI Fb‐eff=28,151 PSI fb=M/S =9630 IN‐LB/1.68 IN^3 =5,732 PSI ARM: S3x5.7# A=3.0 IN fb/Fb=0.20 ≤ 1.0 OK B=2.33 IN Iy=2.520 IN^4 2) CHECK DEFLECTION Sx=1.680 IN^3 DEFLECTION=WL^3/8EI Fy=50,000 PSI =0.043 IN Lmax=36.0 IN Lunsup=36.0 IN ALLOWABLE DEFLECTION=L/180 r(T)=0.64 =0.200 IN OK 3) CHECK CONNECTION CHECK EFFECT OF ARM MOMENT ON BOLTED CONNECTION BOLT DIAM=0.750 IN # BOLT=2 Ft=42,000 PSI TENSION CAP=Ft*BOLT AREA*2 =42000 PSI*(0.75 IN)^2*(∏/4)*2 =37,110 LB Mcap=T * D =148,440 IN‐LB OK D=4.0 IN MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC PROJECT Floor & Decor FOR Floor & Décor SHEET NO.50 CALCULATED BY RF DATE 4/10/2019 COLUMN ANALYSIS: 1) STATIC LOADS Pmax=# LVLS x ARM LOAD =10,700 LB Mstatic=∑ARM MOMENTS =0 IN‐LB (kl/r)x =2.1 x 78 IN / 3.43 IN =47.76 (kl/r)y =1 x 60 IN / 1.23 IN =48.78 (kl/r)max=48.78 Cc =(2π^2E/Fy)^0.5 =107.9 SINCE (KL/r)max < Cc, USE EQTN E2‐1 COLUMN Fa = [1‐((kl/r)^2/2Cc^2)]Fy TYPE=W8X18 5/3 + 3(kl/r)/8Cc ‐ (kl/r)^3/8Cc^3 A=8.14 IN =24,603 PSI B=5.25 IN Area=5.26 IN^2 fa=P/AREA Ix=61.90 IN^4 =2,034 PSI Sx=15.20 IN^3 rx=3.43 IN fa/Fa=0.08 < 0.15 Iy=7.97 IN^4 Sy=3.04 IN^3 fbx=M/S Fbx=0.6Fy ry=1.23 IN =0 PSI =30,000 PSI Fy=50,000 PSI Kx=2.1 F'ex=(12*π^2*E)/(23*(KL/rx)^2)Ky=1.0 =65,480 PSI Lx=78 IN Ly=60 IN fb/Fb=0.00 (1‐fa/F'e)=1.00 Cm=0.85 CHECK INTERACTION EQTN(S): (H1‐3):fa/Fa + fb/Fb=0.08 < 1.0 OK 2) CHECK EFFECT OF SEISMIC LOAD 0.75*Mseis=114,630 IN‐LB fb=(Mstatic+0.75*Mseismic)/Sx =(0 IN‐LB + 114630 IN‐LB)/15.2 IN^3 =7,541 PSI CHECK INTERACTION EQTN(S): (H1‐3):fa/Fa + fb/Fb=0.33 < 1.0 OK A B MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC PROJECT Floor & Decor FOR Floor & Décor SHEET NO.51 CALCULATED BY RF DATE 4/10/2019 OVERTURNING: V=3,730 LB Movt=0.75*Mseismic =114,630 IN‐LB Mst=(wDL + 0.67wLL) * L/2*2 =3700 LB * 68.14 IN/2*2 =252,118 IN‐LB Puplift=(Movt ‐ 0.6*Mst)/d =(114630 ‐ 0.6*252118)/68.14 IN =‐538 LB <=== NO UPLIFT ∑DL=10*35 LB=WDL=350 LB ∑LL=10*500 LB=WLL=5,000 LB Lbase=80 IN e=6.0 IN d=68.1 IN L=36 IN TOTAL # OF ANCHORS/BASE=3 # OF ANCHORS PER END=1 ANCHOR PULLOUT CAPACITY=1,380 LB ANCHOR SHEAR CAPACITY=1,480 LB (0 LB/1380 LB) + (3730 LB/4440 LB) = 0.84 ≤ 1.2 OK MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC PROJECT Floor & Decor FOR Floor & Décor SHEET NO.52 CALCULATED BY RF DATE 4/10/2019 BASE ANALYSIS: Mbase=114,630 IN‐LB fb=Mbase/Sx =114630 IN‐LB/15.2 IN^3 =7,541 PSI Fb=0.6*Fy =30,000 PSI fb/Fb =0.25 ≤ 1.0 OK BASE TYPE=W8X18 A=8.14 IN B=5.25 IN t=0.230 IN Sx=15.20 IN^3 Fy=50,000 PSI A B MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC PROJECT Floor & Decor FOR Floor & Décor SHEET NO.53 CALCULATED BY RF DATE 4/10/2019 DOWNAISLE BRACE: V=V/FRAME =1,865 LB Ldiag=[Y^2 + D^2]^0.5 =77.0 IN Vdiag=V*Ldiag/D =1865 LB * 77 IN/60 IN =2,393 LB <=== TENSION (T) ON DIAGONAL Tallow=AREA * 0.6 * Fy =0.375 IN^2 * 0.6 * 36000 PSI =8,100 LB T/Ta=0.30 ≤ 1.0 OK Y=48 IN D=60 IN BRACE: 1‐1/2"X1/4" FLAT BAR BRACE AREA=0.375 IN^2 Fy=36,000 PSI CHECK BOLT CONNECTION BRACE CONNECTION CONNECTION TYPE=BOLTED CAPACITY=BOLT AREA * Fv * #BOLTS BOLT DIAM=0.750 IN =(0.75 IN)^2 *(π/4)*21000 PSI*1 Fv=21,000 PSI =12,370 LB #BOLT/END=1.000 STRESS=2393 LB/12370 LB =0.19 ≤ 1.0 OK MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC PROJECT Floor & Decor FOR Floor & Décor SHEET NO.54 CALCULATED BY RF DATE 4/10/2019 CHECK SLAB AND SOIL: PER SECTION 1922.5 OF THE 1997 UBC. Pmax=10,700 LB Mseis.=114,630 IN‐LB f't=5*Ø*(f'c)^0.5 =5*0.6*(4000 PSI)^0.5 =190 PSI Sconc.=b*t^2/6 =1*(6 IN)^2/6 =6.00 IN^3 <=== PER INCH Mconc.=(Fsoil * l^2)/2 * 144 f't=Mconc./Sconc. =(Fsoil x l^2)/2 * 144 * 6 IN^3 l^2=288 * 6 IN^3 * 189.7 PSI/Fsoil =327.8 IN^2 l=18.1 IN fa=Pmax/Area =10700 LB*144/(122 IN * 47 IN) =269 PSF t=6.0 IN f'c=4,000 PSI fb=Mseis/Sx Ø=0.6 =114630 IN‐LB*6*144/[(122 IN)^2*47 IN)Fsoil=1,000 PSF =142 PSF BASE LENGTH=80 IN BASE WIDTH=5.25 IN Fallow =1,000 PSF A=122.0 IN B=47.0 IN COMBINED STRESS fa + fb= 411 PSF < Fallow, OK M P MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC B A l l ll PROJECT Floor & Decor FOR Floor & Décor SHEET NO.55 CALCULATED BY RF DATE 4/10/2019 CANTILEVER RACK ANALYSIS:5 ARM CANTILEVER PROJECT SCOPE THE SUPPORT STRUCTURE SHALL BE ANALYZED WITH RESPECT TO THE REQUIREMENTS SET FORTH IN THE 2009 IBC. THE STRUCTURAL COMPONENTS SHALL BE ANALYZED WITH RESPECT TO THE MOST CRITICAL CONFIGURATIONS OF LOADS RESULTING FROM STATIC AND LATERAL FORCES. SPECIFICATION COLUMN STEEL‐50,000 PSI ARM STEEL‐50,000 PSI BASE STEEL‐50,000 PSI BOLTS‐A325 UNLESS OTHERWISE NOTED ANCHORS‐5/8"Ø x 3‐1/4" MIN. Nominal EMBED. HILTI KWIK HUS EZ (ICC ESR‐3027) SLAB‐6 IN x 4000 PSI SOIL‐1000 PSF MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC PROJECT Floor & Decor FOR Floor & Décor SHEET NO.56 CALCULATED BY RF DATE 4/10/2019 LOADS AND DISTRIBUTION: SINGLE SIDED SEISMIC ANALYSIS PER 2006 IBC. SYSTEM TYPE=SINGLE SIDED ONLY V =Cs x Ws =SDS x Ws / (R/I) SDS =2/3 x Fa x Ss Ss =1.62 0 Fa =1.00 I=1.00 R=3 V‐coeff.=0.7*(2/3) x Fa x Ss x Ie / R =0.252 wLL/ARM=500 LB wDL/ARM=35 LB # OF LEVELS=5 Vtotal =V‐coeff. x Ws Ws=∑(0.67*wLL+wDL) =0.252 x 1850 LB =466 LB LEVEL Hx Wx Hx Wx Fi Fi Hx H1=81 IN 535 LB 43,335 IN‐LB 72 LB 5,826 IN‐LB H2=93 IN 535 LB 49,755 IN‐LB 83 LB 7,680 IN‐LB H3=105 IN 535 LB 56,175 IN‐LB 93 LB 9,790 IN‐LB H4=117 IN 535 LB 62,595 IN‐LB 104 LB 12,156 IN‐LB H5=129 IN 535 LB 69,015 IN‐LB 115 LB 14,777 IN‐LB H6=#VALUE! H7=#VALUE! H8=#VALUE! H9=#VALUE! H10=#VALUE! 280,875 IN‐LB 466 LB 50,230 IN‐LB MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC PROJECT Floor & Decor FOR Floor & Décor SHEET NO.57 CALCULATED BY RF DATE 4/10/2019 ARM ANALYSIS: 1) CHECK BENDING wLL+wDL=W=535 LB Marm=W * L / 2 =535 LB * 36 IN / 2 =9,630 IN‐LB Fb=[(2/3) ‐ (Fy*L/r(T)^2/(1.53X10^6*Cb)]*Fy < 0.6*Fy =[(2/3)‐(50 KSI*(56.3)^2*1)/(1.53X10^6*1)]*50 KSI =28,151 PSI Fb‐eff=28,151 PSI fb=M/S =9630 IN‐LB/1.68 IN^3 =5,732 PSI ARM: S3x5.7# A=3.0 IN fb/Fb=0.20 ≤ 1.0 OK B=2.33 IN Iy=2.520 IN^4 2) CHECK DEFLECTION Sx=1.680 IN^3 DEFLECTION=WL^3/8EI Fy=50,000 PSI =0.043 IN Lmax=36.0 IN Lunsup=36.0 IN ALLOWABLE DEFLECTION=L/180 r(T)=0.64 =0.200 IN OK 3) CHECK CONNECTION CHECK EFFECT OF ARM MOMENT ON BOLTED CONNECTION BOLT DIAM=0.750 IN # BOLT=2 Ft=42,000 PSI TENSION CAP=Ft*BOLT AREA*2 =42000 PSI*(0.75 IN)^2*(∏/4)*2 =37,110 LB Mcap=T * D =148,440 IN‐LB OK D=4.0 IN MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC PROJECT Floor & Decor FOR Floor & Décor SHEET NO.58 CALCULATED BY RF DATE 4/10/2019 COLUMN ANALYSIS: 1) STATIC LOADS Pmax=# LVLS x ARM LOAD =2,675 LB Mstatic=∑ARM MOMENTS =# LVLS x W x (L/2) =5 x 535 LB x (36 IN/2) =48,150 IN‐LB (kl/r)x =2.1 x 86 IN / 3.43 IN =52.65 (kl/r)y =1 x 48 IN / 1.23 IN =39.02 (kl/r)max=52.65 Cc =(2π^2E/Fy)^0.5 =107.9 SINCE (KL/r)max < Cc, USE EQTN E2‐1 COLUMN Fa = [1‐((kl/r)^2/2Cc^2)]Fy TYPE=W8X18 5/3 + 3(kl/r)/8Cc ‐ (kl/r)^3/8Cc^3 A=8.14 IN =24,003 PSI B=5.25 IN Area=5.26 IN^2 fa=P/AREA Ix=61.90 IN^4 =509 PSI Sx=15.20 IN^3 rx=3.43 IN fa/Fa=0.02 < 0.15 Iy=7.97 IN^4 Sy=3.04 IN^3 fbx=M/S Fbx=0.6Fy ry=1.23 IN =3,168 PSI =30,000 PSI Fy=50,000 PSI Kx=2.1 F'ex=(12*π^2*E)/(23*(KL/rx)^2)Ky=1.0 =53,865 PSI Lx=86 IN Ly=48 IN fb/Fb=0.11 (1‐fa/F'e)=1.00 Cm=0.85 CHECK INTERACTION EQTN(S): (H1‐3):fa/Fa + fb/Fb=0.13 < 1.0 OK 2) CHECK EFFECT OF SEISMIC LOAD 0.75*Mseis‐sgl=37,672 IN‐LB fb=(Mstatic+0.75*Mseismic)/Sx =(48150 IN‐LB + 37672 IN‐LB)/15.2 IN^3 =5,646 PSI CHECK INTERACTION EQTN(S): (H1‐3):fa/Fa + fb/Fb=0.21 < 1.0 OK A B MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC PROJECT Floor & Decor FOR Floor & Décor SHEET NO.59 CALCULATED BY RF DATE 4/10/2019 OVERTURNING: V=466 LB Movt=Mstatic + 0.75*Mseismic =85,822 IN‐LB Pstatic=1,850 LB Puplift=Movt/d ‐ 0.6*Pstatic =(2146 ‐ 0.6*1850) =1,036 LB <=== UPLIFT ∑DL=5*35 LB=wDL=175 LB ∑LL=5*500 LB=wLL=2,500 LB Lbase=44 IN e=2.0 IN d=40.0 IN L=36 IN Hn=129.0 IN TOTAL # OF ANCHORS/BASE=2 # OF ANCHORS AT COLUMN END=1 ANCHOR PULLOUT CAPACITY=1,380 LB ANCHOR SHEAR CAPACITY=1,480 LB (1036 LB/1380 LB) + (466 LB/2960 LB) = 0.91 ≤ 1.2 OK L SIDE VIEW W V Hn/2 L/2 Lbase e Lbase Hn d L SIDE VIEW W V Hn/2 L/2 Lbase e Lbase Hn d MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC PROJECT Floor & Decor FOR Floor & Décor SHEET NO.60 CALCULATED BY RF DATE 4/10/2019 BASE ANALYSIS: 1) CHECK STATIC LOADS Mbase=48,150 IN‐LB fb=Mbase/Sx =48150 IN‐LB/15.2 IN^3 =3,168 PSI Fb=0.6*Fy =30,000 PSI fb/Fb =0.11 ≤ 1.0 OK 2) CHECK COMBINED STATIC AND SEISMIC LOADS Mbase=85,822 IN‐LB fb=Mbase/Sx =85822 IN‐LB/15.2 IN^3 =5,646 PSI BASE TYPE=W8X18 Fb=0.6*Fy A=8.14 IN =30,000 PSI B=5.25 IN t=0.230 IN fb/Fb =0.19 ≤ 1.0 OK Sx=15.20 IN^3 Fy=50,000 PSI A B MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC PROJECT Floor & Decor FOR Floor & Décor SHEET NO.61 CALCULATED BY RF DATE 4/10/2019 DOWNAISLE BRACE: V=V/FRAME =466 LB Ldiag=[Y^2 + D^2]^0.5 =77.0 IN Vdiag=V*Ldiag/D =466 LB * 77 IN/60 IN =598 LB <=== TENSION (T) ON DIAGONAL Tallow=AREA * 0.6 * Fy =0.375 IN^2 * 0.6 * 36000 PSI =8,100 LB T/Ta=0.07 ≤ 1.0 OK Y=48 IN D=60 IN BRACE: 1‐1/2"X1/4" FLAT BAR BRACE AREA=0.375 IN^2 Fy=36,000 PSI CHECK BOLT CONNECTION BRACE CONNECTION CONNECTION TYPE=BOLTED CAPACITY=BOLT AREA * Fv * #BOLTS BOLT DIAM=0.750 IN =(0.75 IN)^2 *(π/4)*21000 PSI*1 Fv=21,000 PSI =12,370 LB #BOLT/END=1.000 STRESS=598 LB/12370 LB =0.05 ≤ 1.0 OK MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC PROJECT Floor & Decor FOR Floor & Décor SHEET NO.62 CALCULATED BY RF DATE 4/10/2019 CHECK SLAB AND SOIL: PER SECTION 1922.5 OF THE 1997 UBC. Pmax=2,675 LB Mseis.=85,822 IN‐LB f't=5*Ø*(f'c)^0.5 =5*0.6*(4000 PSI)^0.5 =190 PSI Sconc.=b*t^2/6 =1*(6 IN)^2/6 =6.00 IN^3 <=== PER INCH Mconc.=(Fsoil * l^2)/2 * 144 f't=Mconc./Sconc. =(Fsoil x l^2)/2 * 144 * 6 IN^3 l^2=288 * 6 IN^3 * 189.7 PSI/Fsoil =327.8 IN^2 l=18.1 IN fa=Pmax/Area =2675 LB*144/(86 IN * 47 IN) =95 PSF t=6.0 IN f'c=4,000 PSI fb=Mseis/Sx Ø=0.6 =85822 IN‐LB*6*144/[(86 IN)^2*47 IN)Fsoil=1,000 PSF =213 PSF BASE LENGTH=44 IN BASE WIDTH=5.25 IN Fallow =1,000 PSF A=86.0 IN B=47.0 IN COMBINED STRESS fa + fb= 308 PSF < Fallow, OK B A l l ll M P MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC PROJECT Floor & Decor FOR Floor & Décor SHEET NO.63 CALCULATED BY RF DATE 4/10/2019 LOADS AND DISTRIBUTION: DOUBLE SIDED SEISMIC ANALYSIS PER 2006 IBC. SYSTEM TYPE=DOUBLE SIDED ONLY V =Cs x Ws =SDS x Ws / (R/I) SDS =2/3 x Fa x Ss Ss =1.62 0 Fa =1.00 I=1.00 R=3 V‐coeff.=0.7*(2/3) x Fa x Ss x Ie / R =0.252 wLL/ARM=500 LB wDL/ARM=35 LB # OF LEVELS=10 Vtotal =V‐coeff. x Ws Ws=∑(0.67*wLL+wDL) =0.252 x 370 LB x 2 x 10 LVLS =1,865 LB LEVEL Hx Wx Hx Wx Fi Fi Hx H1=8 IN 1,070 LB 8,560 IN‐LB 24 LB 190 IN‐LB H2=21 IN 1,070 LB 22,470 IN‐LB 62 LB 1,307 IN‐LB H3=33 IN 1,070 LB 35,310 IN‐LB 98 LB 3,229 IN‐LB H4=45 IN 1,070 LB 48,150 IN‐LB 133 LB 6,004 IN‐LB H5=57 IN 1,070 LB 60,990 IN‐LB 169 LB 9,632 IN‐LB H6=69 IN 1,070 LB 73,830 IN‐LB 205 LB 14,115 IN‐LB H7=81 IN 1,070 LB 86,670 IN‐LB 240 LB 19,451 IN‐LB H8=93 IN 1,070 LB 99,510 IN‐LB 276 LB 25,642 IN‐LB H9=105 IN 1,070 LB 112,350 IN‐LB 311 LB 32,686 IN‐LB H10=117 IN 1,070 LB 125,190 IN‐LB 347 LB 40,584 IN‐LB 10,700 LB 673,030 IN‐LB 1,865 LB 152,839 IN‐LB MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC PROJECT Floor & Decor FOR Floor & Décor SHEET NO.64 CALCULATED BY RF DATE 4/10/2019 ARM ANALYSIS: 1) CHECK BENDING wLL+wDL=W=535 LB Marm=W * L / 2 =535 LB * 36 IN / 2 =9,630 IN‐LB Fb=[(2/3) ‐ (Fy*L/r(T)^2/(1.53X10^6*Cb)]*Fy < 0.6*Fy =[(2/3)‐(50 KSI*(56.3)^2*1)/(1.53X10^6*1)]*50 KSI =28,151 PSI Fb‐eff=28,151 PSI fb=M/S =9630 IN‐LB/1.68 IN^3 =5,732 PSI ARM: S3x5.7# A=3.0 IN fb/Fb=0.20 ≤ 1.0 OK B=2.33 IN Iy=2.520 IN^4 2) CHECK DEFLECTION Sx=1.680 IN^3 DEFLECTION=WL^3/8EI Fy=50,000 PSI =0.043 IN Lmax=36.0 IN Lunsup=36.0 IN ALLOWABLE DEFLECTION=L/180 r(T)=0.64 =0.200 IN OK 3) CHECK CONNECTION CHECK EFFECT OF ARM MOMENT ON BOLTED CONNECTION BOLT DIAM=0.750 IN # BOLT=2 Ft=42,000 PSI TENSION CAP=Ft*BOLT AREA*2 =42000 PSI*(0.75 IN)^2*(∏/4)*2 =37,110 LB Mcap=T * D =148,440 IN‐LB OK D=4.0 IN MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC PROJECT Floor & Decor FOR Floor & Décor SHEET NO.65 CALCULATED BY RF DATE 4/10/2019 COLUMN ANALYSIS: 1) STATIC LOADS Pmax=# LVLS x ARM LOAD =10,700 LB Mstatic=∑ARM MOMENTS =0 IN‐LB (kl/r)x =2.1 x 78 IN / 3.43 IN =47.76 (kl/r)y =1 x 60 IN / 1.23 IN =48.78 (kl/r)max=48.78 Cc =(2π^2E/Fy)^0.5 =107.9 SINCE (KL/r)max < Cc, USE EQTN E2‐1 COLUMN Fa = [1‐((kl/r)^2/2Cc^2)]Fy TYPE=W8X18 5/3 + 3(kl/r)/8Cc ‐ (kl/r)^3/8Cc^3 A=8.14 IN =24,603 PSI B=5.25 IN Area=5.26 IN^2 fa=P/AREA Ix=61.90 IN^4 =2,034 PSI Sx=15.20 IN^3 rx=3.43 IN fa/Fa=0.08 < 0.15 Iy=7.97 IN^4 Sy=3.04 IN^3 fbx=M/S Fbx=0.6Fy ry=1.23 IN =0 PSI =30,000 PSI Fy=50,000 PSI Kx=2.1 F'ex=(12*π^2*E)/(23*(KL/rx)^2)Ky=1.0 =65,480 PSI Lx=78 IN Ly=60 IN fb/Fb=0.00 (1‐fa/F'e)=1.00 Cm=0.85 CHECK INTERACTION EQTN(S): (H1‐3):fa/Fa + fb/Fb=0.08 < 1.0 OK 2) CHECK EFFECT OF SEISMIC LOAD 0.75*Mseis=114,630 IN‐LB fb=(Mstatic+0.75*Mseismic)/Sx =(0 IN‐LB + 114630 IN‐LB)/15.2 IN^3 =7,541 PSI CHECK INTERACTION EQTN(S): (H1‐3):fa/Fa + fb/Fb=0.33 < 1.0 OK A B MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC PROJECT Floor & Decor FOR Floor & Décor SHEET NO.66 CALCULATED BY RF DATE 4/10/2019 OVERTURNING: V=3,730 LB Movt=0.75*Mseismic =114,630 IN‐LB Mst=(wDL + 0.67wLL) * L/2*2 =3700 LB * 68.14 IN/2*2 =252,118 IN‐LB Puplift=(Movt ‐ 0.6*Mst)/d =(114630 ‐ 0.6*252118)/68.14 IN =‐538 LB <=== NO UPLIFT ∑DL=10*35 LB=WDL=350 LB ∑LL=10*500 LB=WLL=5,000 LB Lbase=80 IN e=6.0 IN d=68.1 IN L=36 IN TOTAL # OF ANCHORS/BASE=3 # OF ANCHORS PER END=1 ANCHOR PULLOUT CAPACITY=1,380 LB ANCHOR SHEAR CAPACITY=1,480 LB (0 LB/1380 LB) + (3730 LB/4440 LB) = 0.84 ≤ 1.2 OK MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC PROJECT Floor & Decor FOR Floor & Décor SHEET NO.67 CALCULATED BY RF DATE 4/10/2019 BASE ANALYSIS: Mbase=114,630 IN‐LB fb=Mbase/Sx =114630 IN‐LB/15.2 IN^3 =7,541 PSI Fb=0.6*Fy =30,000 PSI fb/Fb =0.25 ≤ 1.0 OK BASE TYPE=W8X18 A=8.14 IN B=5.25 IN t=0.230 IN Sx=15.20 IN^3 Fy=50,000 PSI A B MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC PROJECT Floor & Decor FOR Floor & Décor SHEET NO.68 CALCULATED BY RF DATE 4/10/2019 DOWNAISLE BRACE: V=V/FRAME =1,865 LB Ldiag=[Y^2 + D^2]^0.5 =77.0 IN Vdiag=V*Ldiag/D =1865 LB * 77 IN/60 IN =2,393 LB <=== TENSION (T) ON DIAGONAL Tallow=AREA * 0.6 * Fy =0.375 IN^2 * 0.6 * 36000 PSI =8,100 LB T/Ta=0.30 ≤ 1.0 OK Y=48 IN D=60 IN BRACE: 1‐1/2"X1/4" FLAT BAR BRACE AREA=0.375 IN^2 Fy=36,000 PSI CHECK BOLT CONNECTION BRACE CONNECTION CONNECTION TYPE=BOLTED CAPACITY=BOLT AREA * Fv * #BOLTS BOLT DIAM=0.750 IN =(0.75 IN)^2 *(π/4)*21000 PSI*1 Fv=21,000 PSI =12,370 LB #BOLT/END=1.000 STRESS=2393 LB/12370 LB =0.19 ≤ 1.0 OK MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC PROJECT Floor & Decor FOR Floor & Décor SHEET NO.69 CALCULATED BY RF DATE 4/10/2019 CHECK SLAB AND SOIL: PER SECTION 1922.5 OF THE 1997 UBC. Pmax=10,700 LB Mseis.=114,630 IN‐LB f't=5*Ø*(f'c)^0.5 =5*0.6*(4000 PSI)^0.5 =190 PSI Sconc.=b*t^2/6 =1*(6 IN)^2/6 =6.00 IN^3 <=== PER INCH Mconc.=(Fsoil * l^2)/2 * 144 f't=Mconc./Sconc. =(Fsoil x l^2)/2 * 144 * 6 IN^3 l^2=288 * 6 IN^3 * 189.7 PSI/Fsoil =327.8 IN^2 l=18.1 IN fa=Pmax/Area =10700 LB*144/(122 IN * 47 IN) =269 PSF t=6.0 IN f'c=4,000 PSI fb=Mseis/Sx Ø=0.6 =114630 IN‐LB*6*144/[(122 IN)^2*47 IN)Fsoil=1,000 PSF =142 PSF BASE LENGTH=80 IN BASE WIDTH=5.25 IN Fallow =1,000 PSF A=122.0 IN B=47.0 IN COMBINED STRESS fa + fb= 411 PSF < Fallow, OK M P MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC B A l l ll ST. LOUIS • NEW YORK • LOS ANGELES November 8, 2019 Kohl Hetrick Fire Safety Specialist / Office of the Fire Marshal City of La Quinta Cal Fire / Riverside County Fire Department 78495 Calle Tampica, La Quinta, CA 92253 RE: FLOOR & DÉCOR – LA QUINTA, CA TECHNICAL REPORT LETTER PROJECT NO. 190023.05.000 To Whom it May Concern: Please accept this letter as the requested technical report letter identifying High-Piled Storage and building requirements per Chapter 32 of the California Fire Code (CFC). GENERAL: Name of facility: Floor & Décor – La Quinta, CA Address: 79315 Highway 111, La Quinta, CA. 92253 Contact Person: Julie Starzynski This letter is to provide documentation to the La Quinta, CA fire Marshal to clarify the request for additional information regarding commodity types and display of commodities present at the proposed Floor & Décor in La Quinta, CA. This facility is a retail sales facility (Mercantile Occupancy) and does have storage or operations that would classify as class I-IV commodities. The proposed floor & Décor will consist of a 83,215 sq. ft. retail building with a primary group M (Mercantile) occupancy. The project is a fully sprinklered one-story building with Type VB construction that is an existing building. HIGH-PILED STORAGE: The facility does contain high-piled storage (HPS). The following describes the storage arrangement and protection. · Commodity – Class I-IV Commodities – Stone, wood, marble flooring and installation accessories · Area of HPS Fixtures – 9,825 sq ft · Area of HPS Fixtures and the required Aisles – 20,514 sq ft · Maximum storage height – 16’-0” · Storage Method - Single and Double Row Open Racks, 8’-0” minimum aisles · Commodity Classification – Class I-IV Commodities, Flooring, (no carpet) · Floor to ceiling height – Varies (30’-2” to 22’-11”), with slope less than 2 in 12. · Commodity Clearance – Varies from 13’-2” to 5’-11” · Protection – Wet sprinkler system designed to 0.33 gpm/sq ft over a 2,000 sq ft area with a 500 gpm hose stream allowance. · The system was derived from the 2016 Edition of NFPA 13 using Table 16.2.1.3.2, · Class IV, Non-encapsulated, 8’-0” aisles, No In-Racks, Curve G · Figure 16.2.1.3.2(d), Curve g, for and high temperature sprinklers. · A density of 0.49 gpm/sq ft over 2,000 sq ft is required. La Quinta Fire Department November 8, 2019 Page 2 · The density is further reduced by Figure 16.2.1.3.1.4 for a storage height of 16’-0” Per Chapter 32 of the International Fire Code, the following fire protection features are listed: · Automatic Fire Extinguishing system is required · Fire Detection System is required · Fire Department Access Doors are required · Smoke and Heat Removal is required The offices and customer restrooms are protected per NFPA 13, as light hazard. HAZARDOUS MATERIALS INVENTORY STATEMENT: This facility does not contain hazardous materials in quantities exceeding the maximum allowable quantities (MAQ) as allowed for mercantile occupancies per the 2016 California Fire Code. See attached HMIS with the totals equaling less than the MAQ’s CONSTRUCTION DOCUMENTS: The following information is required by CFC on the High-Piled Storage Plan. 1. See HPS100 for the location of the commodities above 12’-0”, the locations of the fire department access doors and the smoke and heat vents. 2. The number of tiers in the rack varies per fixture, however, no in-rack sprinklers are required in the open racks. 3. Commodity clearance varies as stated above. 4. Minimum aisle width is 8’-0” 5. All plies are less than 12’-0” and are not considered to be high-piled storage, however the largest volume of rack storage is 18,432 cu. ft. 6. All Commodities are class I-IV. 7. There are no banded or encapsulated commodities. 8. The sprinkler system is a wet system with full notification. 9. See the HPS plan for the location of the water supply and the FDC location. 10. All transverse flues will be a minimum 6” and located between pallet loads and at each rack upright. Longitudinal flue spaces are not required. 11. There are no additional design features required for the mercantile occupant. PORTABLE FIRE EXTINGUISHERS: Handheld portable fire extinguishers are provided throughout the store and the location is provided on the HPS plan. The rating of the extinguishers is 2A:20B:C La Quinta Fire Department November 8, 2019 Page 3 FIRE PROTECTION ENGINEER OF RECORD: WILLIAM B. SMITH, PE LICENSE NO. 92585 _____________________________________________________________________________________________ CODE CONSULTANTS, INC. 2043 WOODLAND PKWY, SUITE 300 ST. LOUIS, MO 63146-4235 PHONE: 314-991-2633 CORPORATE CERTIFICATE OF AUTHORITY NO. F-4234 CONCLUSION: The fire protection and life safety systems located within the store provide a wet sprinkler system capable of contain fire if one were to break out. The tenant space is provided with a full notification system to alert the occupants in case of a fire. The smoke and heat vents provide a means to evacuate the smoke for the building. The extinguishers provide a means to deploy immediate small threats to the building by building occupants. The hazardous materials have been calculated and proven to lees than the MAQ’s. All requirements have been added the HPS plan and provide for a safe environment per the California Fire Code. Should you have any questions please feel free to contact us. Sincerely, William Smith, PE Principal Project Name:Floor & Décor - La Quinta, CAProject Address:79315 Highway 111, La Quinta, CA. 92253Engineer of Record (EOR):Will SmithFirm:Code Consultants, Inc.Address:2043 Woodland PKWY. Suite 300St Louis, MO 63146-4235Phone:(314)-477-7633Location Product Name State Classification Qt Gal QTY Gallons MSDS H F RSales Fl/StorageStoneTech Adv Aerosol Grt SlrAerosolLVLIII1112.8SDS8827206.pdf241Total2.8GallonsThis sheet is for all AEROSOLSLa Quinta Fire DepartmentABOVEGROUND HAZARDOUS MATERIALS PERMIT APPLICATIONFIRE PROTECTIONENGINEER OF RECORD:WILLIAM B. SMITH, PELICENSE NO. 92585_____________________________________________________________________________________________CODE CONSULTANTS, INC.2043 WOODLAND PKWY, SUITE 300ST. LOUIS, MO 63146-4235PHONE: 314-991-2633CORPORATE CERTIFICATE OF AUTHORITYNO. F-4234 Project Name:Floor & Décor - La Quinta, CAProject Address:79315 Highway 111, La Quinta, CA. 92253Engineer of Record (EOR):Will SmithFirm:Code Consultants, Inc.Address:2043 Woodland PKWY. Suite 300St Louis, MO 63146-4235Phone:(314)-477-7633Location Product Name State Classification Qt Gal QTY Gallons MSDS H F RSales Fl/StorageSTONETECH PRO ENHANCER PRO GALLiquidFLIC176.9SDS8822442.pdf230Sales Fl/StorageSTONETECH PRO ENHANCER PRO QTLiquidFLIC1133.3SDS8822442.pdf230Total10.2GallonsThis sheet is for all Flammable Liquid Class ICLa Quinta Fire DepartmentABOVEGROUND HAZARDOUS MATERIALS PERMIT APPLICATIONFIRE PROTECTIONENGINEER OF RECORD:WILLIAM B. SMITH, PELICENSE NO. 92585_____________________________________________________________________________________________CODE CONSULTANTS, INC.2043 WOODLAND PKWY, SUITE 300ST. LOUIS, MO 63146-4235PHONE: 314-991-2633CORPORATE CERTIFICATE OF AUTHORITYNO. F-4234 Project Name:Floor & Décor - La Quinta, CAProject Address:79315 Highway 111, La Quinta, CA. 92253Engineer of Record (EOR):Will SmithFirm:Code Consultants, Inc.Address:2043 Woodland PKWY. Suite 300St Louis, MO 63146-4235Phone:(314)-477-7633Location Product Name State Classification Qt Gal QTY Gallons MSDS H F RSales Fl/Storage511 IMPREGNATOR 1GLiquidCLII177.4SDS8581318.pdf220Sales Fl/Storage511 IMPREGNATOR PTLiquidCLII0.5222.8SDS8581318.pdf220Sales Fl/Storage511 IMPREGNATOR QTLiquidCLII1215.3SDS8581318.pdf220Sales Fl/StorageSTONE POLISH QTLiquidCLII192.3SDS7965076.pdf220Sales Fl/StorageIMPREGNATOR PRO SLR QTLiquidCLII1123.1SDS8827438.pdf230Total20.8GallonsThis sheet is for all Combustible Liquids Class IILa Quinta Fire DepartmentABOVEGROUND HAZARDOUS MATERIALS PERMIT APPLICATIONFIRE PROTECTIONENGINEER OF RECORD:WILLIAM B. SMITH, PELICENSE NO. 92585_____________________________________________________________________________________________CODE CONSULTANTS, INC.2043 WOODLAND PKWY, SUITE 300ST. LOUIS, MO 63146-4235PHONE: 314-991-2633CORPORATE CERTIFICATE OF AUTHORITYNO. F-4234 Project Name:Floor & Décor - La Quinta, CAProject Address:79315 Highway 111, La Quinta, CA. 92253Engineer of Record (EOR):Will SmithFirm:Code Consultants, Inc.Address:2043 Woodland PKWY. Suite 300St Louis, MO 63146-4235Phone:(314)-477-7633Location Product Name State Classification Qt Gal QTY Gallons MSDS H F RSales Fl/Storage915 Fast Set 10ozLiquidCLIIIA0.3125282.2SDS9665907.pdf220Sales Fl/StorageWoodGrip Advanced 4GLiquidCLIIIA4934.8SDS9277775.pdf220Sales Fl/StorageRevitalizer CitrusLiquidCLIIIA192.2SDS8822499.pdf120Sales Fl/StorageGRANTEMRBL CNTRTOP POLISH 24OZLiquidCLIIIA151.4SDS8822403.pdf110Sales Fl/Storage511 SEAL AND ENHANCE 1GLiquidCLIIIA199.1SDS8812094.pdf220Sales Fl/Storage511 SEAL AND ENHANCE QTLiquidCLIIIA1205.0SDS8812094.pdf220Sales Fl/Storage511 SEAL AND ENHANCE PTLiquidCLIIIA0.5111.4SDS8812094.pdf220Sales Fl/Storage511 POROUS PLUS GALLONLiquidCLIIIA166.5SDS8044872.pdf220Sales Fl/Storage511 POROUS PLUS PTLiquidCLIIIA0.5111.4SDS8044872.pdf220Sales Fl/Storage511 POROUS PLUS QTLiquidCLIIIA1143.6SDS8044872.pdf220Total67.5GallonsThis sheet is for all Combustible Liquids Class IIIALa Quinta Fire DepartmentABOVEGROUND HAZARDOUS MATERIALS PERMIT APPLICATIONFIRE PROTECTIONENGINEER OF RECORD:WILLIAM B. SMITH, PELICENSE NO. 92585_____________________________________________________________________________________________CODE CONSULTANTS, INC.2043 WOODLAND PKWY, SUITE 300ST. LOUIS, MO 63146-4235PHONE: 314-991-2633CORPORATE CERTIFICATE OF AUTHORITYNO. F-4234 Project Name:Floor & Décor - La Quinta, CAProject Address:79315 Highway 111, La Quinta, CA. 92253Engineer of Record (EOR):Will SmithFirm:Code Consultants, Inc.Address:2043 Woodland PKWY. Suite 300St Louis, MO 63146-4235Phone:(314)-477-7633Location Product Name State Classification Qt Gal QTY Gallons MSDS H F RSales Fl/StorageMINWAX 32OZ HARDWOOD CLEANERLiquidCLIIIB151.4SDS9149089.pdf000Sales Fl/StoragePREM HG SEALER 1 GALLiquidCLIIIB177.0SDS8827407.pdf200Sales Fl/StorageDUPONT HEAVY DUTY CTG STRPR QTLiquidCLIIIB161.5SDS8827405.pdf200Sales Fl/StorageSOAP SCUM REMOVER NATURAL STONLiquidCLIIIB171.7SDS8827373.pdf000Sales Fl/StorageSTONETECH SEMI GL SEALER GALLiquidCLIIIB165.6SDS8822522.pdf200Sales Fl/StorageCommercial VCT Floor Cleaner5GLiquidCLIIIB5630.5SDS8725949.pdf100Sales Fl/StorageCommercial VCT Floor Cleaner1GLiquidCLIIIB161.5SDS8725949.pdf100Sales Fl/StorageCommercial VCT Floor Polish 5GLiquidCLIIIB5526.5SDS8725946.pdf010Sales Fl/StorageCommercial VCT Floor Polish 1GLiquidCLIIIB151.2SDS8725946.pdf010Sales Fl/StorageT/G TONGUE AND GROOVE ADHESIVELiquidCLIIIB11211.6SDS8700469.pdf100Sales Fl/StorageCORK ADHESIVE 4 GALLONLiquidCLIIIB4936.7SDS8700408.pdf100Sales Fl/StorageULTRACARE EPXY GRT HZE REMVR1QLiquidCLIIIB151.3SDS8590955.pdf010Sales Fl/StorageULTRACARE CONCN TILE GRT CLR1GLiquidCLIIIB133.2SDS8590952.pdf210Sales Fl/StorageULTRACARE HVDTY SLCOAT STRPR1QLiquidCLIIIB151.3SDS8590790.pdf110Sales Fl/StorageULTRACARE HVDTY SLCOAT STRPR1GLiquidCLIIIB133.4SDS8590790.pdf110Sales Fl/StorageSIKABOND-T21 (ALL-IN-ONE) 4GLiquidCLIIIB443170.3SDS8530504.pdf310Sales Fl/StoragePREMIUM STONE ENHANCER GALLONLiquidCLIIIB165.6SDS8129739.pdf000Sales Fl/StorageSTONE SEALER AND ENHANCER QTLiquidCLIIIB192.2SDS8129739.pdf000Sales Fl/StorageSTONE ENHANCER GALLONLiquidCLIIIB177.1SDS8129739.pdf000Sales Fl/Storage6000 Water Based Primer 1GLiquidCLIIIB11111.1SDS8124690.pdf100Sales Fl/StorageHEAVY DUTY ACIDIC CLEANER GALLiquidCLIIIB144.3SDS8053301.pdf300Sales Fl/StorageHEAVY DUTY ACIDIC CLEANERLiquidCLIIIB1112.7SDS8053301.pdf300Sales Fl/StorageINSTA LIFT REMOVERLiquidCLIIIB161.4SDS8036093.pdf210Sales Fl/StoragePREMIUM STONE ENHANCER QTLiquidCLIIIB1122.9SDS7865317.pdf000Total342.0GallonsThis sheet is for all Combustible Liquids Class IIIBLa Quinta Fire DepartmentABOVEGROUND HAZARDOUS MATERIALS PERMIT APPLICATIONFIRE PROTECTIONENGINEER OF RECORD:WILLIAM B. SMITH, PELICENSE NO. 92585_____________________________________________________________________________________________CODE CONSULTANTS, INC.2043 WOODLAND PKWY, SUITE 300ST. LOUIS, MO 63146-4235PHONE: 314-991-2633CORPORATE CERTIFICATE OF AUTHORITYNO. F-4234 Project Name:Floor & Décor - La Quinta, CAProject Address:79315 Highway 111, La Quinta, CA. 92253Engineer of Record (EOR):Will SmithFirm:Code Consultants, Inc.Address:2043 Woodland PKWY. Suite 300St Louis, MO 63146-4235Phone:(314)-477-7633Location Product Name State Classification Qt Gal QTY Gallons MSDS H F RSales Fl/StorageSTONE POLISH QTLiquidCL2192.3SDS7965076.pdf220Sales Fl/Storage511 POROUS PLUS GALLONLiquidCL3A166.5SDS8044872.pdf220Sales Fl/Storage511 POROUS PLUS PTLiquidCL3A0.5111.4SDS8044872.pdf220Sales Fl/Storage511 POROUS PLUS QTLiquidCL3A1143.6SDS8044872.pdf220Sales Fl/Storage511 IMPREGNATOR 1GLiquidCL2177.4SDS8581318.pdf220Sales Fl/Storage511 IMPREGNATOR PTLiquidCL20.5222.8SDS8581318.pdf220Sales Fl/Storage511 IMPREGNATOR QTLiquidCL21215.3SDS8581318.pdf220Sales Fl/Storage511 SEAL AND ENHANCE 1GLiquidCL3A199.1SDS8812094.pdf220Sales Fl/Storage511 SEAL AND ENHANCE QTLiquidCL3A1205.0SDS8812094.pdf220Sales Fl/Storage511 SEAL AND ENHANCE PTLiquidCL3A0.5111.4SDS8812094.pdf220Sales Fl/StorageSTONETECH PRO ENHANCER PRO GALLiquidFL1C176.9SDS8822442.pdf230Sales Fl/StorageSTONETECH PRO ENHANCER PRO QTLiquidFL1C1133.3SDS8822442.pdf230Sales Fl/StorageRevitalizer CitrusLiquidCL3A192.2SDS8822499.pdf120Sales Fl/StorageStoneTech Adv Aerosol Grt SlrAerosolLVLIII1112.8SDS8827206.pdf241Sales Fl/StorageIMPREGNATOR PRO SLR QTLiquidCL21123.1SDS8827438.pdf230Sales Fl/StorageWoodGrip Advanced 4GLiquidCL3A4934.8SDS9277775.pdf220Sales Fl/Storage915 Fast Set 10ozLiquidCL3A0.3125282.2SDS9665907.pdf220Total100.0GallonsThis sheet is for all F designation commodities 2 and aboveLa Quinta Fire DepartmentABOVEGROUND HAZARDOUS MATERIALS PERMIT APPLICATIONFIRE PROTECTIONENGINEER OF RECORD:WILLIAM B. SMITH, PELICENSE NO. 92585_____________________________________________________________________________________________CODE CONSULTANTS, INC.2043 WOODLAND PKWY, SUITE 300ST. LOUIS, MO 63146-4235PHONE: 314-991-2633CORPORATE CERTIFICATE OF AUTHORITYNO. F-4234 Project Name:Floor & Décor - La Quinta, CAProject Address:79315 Highway 111, La Quinta, CA. 92253Engineer of Record (EOR):Will SmithFirm:Code Consultants, Inc.Address:2043 Woodland PKWY. Suite 300St Louis, MO 63146-4235Phone:(314)-477-7633Location Product Name State Classification Qt Gal QTY Gallons MSDS H F RSales Fl/Storage915 Fast Set 10ozLiquidCLIIIA0.3125282.2SDS9665907.pdf220Sales Fl/StorageWoodGrip Advanced 4GLiquidCLIIIA4934.8SDS9277775.pdf220Sales Fl/StoragePREM HG SEALER 1 GALLiquidCLIIIB177.0SDS8827407.pdf200Sales Fl/StorageDUPONT HEAVY DUTY CTG STRPR QTLiquidCLIIIB161.5SDS8827405.pdf200Sales Fl/StorageSTONETECH SEMI GL SEALER GALLiquidCLIIIB165.6SDS8822522.pdf200Sales Fl/StorageKLENZALL ALKALINE CLEANER CO61LiquidN/A188.0SDS8822467.pdf300Sales Fl/StorageSTONE/TILE CLEANER CONCENTRA84LiquidN/A161.5SDS8822446.pdf200Sales Fl/StorageSTONE/TILE CLEANER CONCENTRA98LiquidN/A192.4SDS8822446.pdf200Sales Fl/StorageRESTORE ACIDIC CLEANER CONCE24LiquidN/A171.7SDS8822439.pdf300Sales Fl/Storage511 SEAL AND ENHANCE 1GLiquidCLIIIA199.1SDS8812094.pdf220Sales Fl/Storage511 SEAL AND ENHANCE QTLiquidCLIIIA1205.0SDS8812094.pdf220Sales Fl/Storage511 SEAL AND ENHANCE PTLiquidCLIIIA0.5111.4SDS8812094.pdf220Sales Fl/StorageULTRACARE CONCN TILE GRT CLR1GLiquidCLIIIB133.2SDS8590952.pdf210Sales Fl/Storage511 IMPREGNATOR 1GLiquidCLII177.4SDS8581318.pdf220Sales Fl/Storage511 IMPREGNATOR PTLiquidCLII0.5222.8SDS8581318.pdf220Sales Fl/Storage511 IMPREGNATOR QTLiquidCLII1215.3SDS8581318.pdf220Sales Fl/StorageSIKABOND-T21 (ALL-IN-ONE) 4GLiquidCLIIIB443170.3SDS8530504.pdf310Sales Fl/StorageHEAVY DUTY ACIDIC CLEANER GALLiquidCLIIIB144.3SDS8053301.pdf300Sales Fl/StorageHEAVY DUTY ACIDIC CLEANERLiquidCLIIIB1112.7SDS8053301.pdf300Sales Fl/Storage511 POROUS PLUS GALLONLiquidCLIIIA166.5SDS8044872.pdf220Sales Fl/Storage511 POROUS PLUS PTLiquidCLIIIA0.5111.4SDS8044872.pdf220Sales Fl/Storage511 POROUS PLUS QTLiquidCLIIIA1143.6SDS8044872.pdf220Sales Fl/StorageINSTA LIFT REMOVERLiquidCLIIIB161.4SDS8036093.pdf210Sales Fl/StorageSTONE POLISH QTLiquidCLII192.3SDS7965076.pdf220Total291.3GallonsThis sheet is for all H designation commodities 2 and aboveLa Quinta Fire DepartmentABOVEGROUND HAZARDOUS MATERIALS PERMIT APPLICATIONFIRE PROTECTIONENGINEER OF RECORD:WILLIAM B. SMITH, PELICENSE NO. 92585_____________________________________________________________________________________________CODE CONSULTANTS, INC.2043 WOODLAND PKWY, SUITE 300ST. LOUIS, MO 63146-4235PHONE: 314-991-2633CORPORATE CERTIFICATE OF AUTHORITYNO. F-4234 Office of the Fire Marshal City of La Quinta 78-495 Calle Tampico, La Quinta CA 92253 • Phone (760)777-7000 •Direct (760)777-7074 5/15/2019 Centerpoint Integrated Solutions 355 Union Blvd. Suite 301 Lakewood, CO 80228 Re: Floor and Décor – High Piled Racks FHPR2019-0001 79-315 Highway 111 La Quinta, CA 92253 The High Piled Storage plans you submitted for the above referenced project have been reviewed by the Riverside County Fire Department and are require revisions. Please review the corrections below and re- submit your plans providing a response/clarifying/correcting the listed items: 1.) High piled storage technical commodities analysis report shall be provided for review. Report is to be prepare by Fire Protection Engineer (or qualified Engineer.) The technical report is to clarify the following: (LQMC – 8.08.020 Section O) -Break down all storage commodities to verify proper classification (group I-IV). -Identify how the commodities will be limited to 15% group A plastics. -Provide existing information on structure’s existing fire protections systems and other building features and if any additional modification shall be made to accommodate new storage. -Building’s existing columns shall be protected in accordance with NFPA 13:16.1.4.1. Clarify on technical report how this items is being addressed. 2.) The 7 required smoke and heat vents that are required per referenced calculations are intended to be uniformly distributed through new proposed high piled storage areas in order for them to operate under fire conditions. All questions regarding the meaning of these corrections should be referred to the Office of the Fire Marshal staff at (760)777-7074. Edgar Gonzalez Fire Safety Specialist ■ ■ ■ To: Riverside County Fire Department Office of Fire Marshal City Of La Quinta From: Alex Bley, Parker Foster & Dan Harrington Architectural Design Guild Dennis Krocker Code Consultants, Inc. Bill Pope Michael Baker International Date: May 24, 2019 Subject: Floor & Décor – High Piled Racks FHPR2019-111 79-315 Highway 111 La Quinta, California 92253 Comments from: Riverside County Fire Department Office of Fire Marshal City Of La Quinta Dated: 5/15/2019 Review comments The high piled storage plans you submitted for the above referenced project have been reviewed by the Riverside County Fire Department and are require revisions. Please review the corrections below and re-submit your plans providing a response/ clarifying/ correcting the listed items: 1. Note location of the following items on plan: • Portable fire extinguishers (as required per CFC 906) • Illuminated Exit signs (as noted on building plans) • Smoke and heat vents (as required per CFC 910.3.2) Portable fire extinguishers Response: Fire extinguisher locations are show on sheet G001 2 Illuminated exit signs Response: Illuminated exit signs locations are show on sheet E102 Smoke and heat vent Response: Sheet A103 had been revised to identify existing smoke vents. There are sixteen (16) smoke and heat vents in our space. We are removing the existing smoke curtains since they are no longer required per 2016 CFC. Regarding uniformly spaced smoke vents that while the existing smoke and heat vents are not “uniformly located” per the 2016 CFC, they were installed per a previous edition of the CFC when draft curtains were required. Additionally, there are nine (9) more directly than are required per the CFC. Therefore it is requested that the existing smoke vents remain and no new smoke vent be added. Sheet G001 also has been revised to calculate required smokes as follows: 84,288.00 sq. ft. x variable average height / 9,000 = volume - 1,982,230 /9,000 = 221/ 32 = 7 required smoke vents. 2. All racks shown on plan shall be properly identified in accordance to provided reference template on plan. Response: Plan HPS-100 was uploaded with FHPR2019-0001 on 5/21 3. Note on Plans: High piled storage technical commodities analysis report shall be provided for review. Report is to be prepared by Fire Protection Engineer (or qualified Engineer) Response: Sheet G000 has been revised to add Deferred Submittals - Note 4. high piled storage racks and storage commodity technical analysis will be permitted through a separate permit the report is to be prepared by fire protection engineer (or qualified engineer). 2710 Sutton Boulevard ■Saint Louis, Missouri 63143 ■P:: 314.644.1234 F:: 314.644.4373 ■www.adg-stl.com To:Edgar Gonzalez Riverside County Fire Department From:Alex Bley Architectural Design Guild Date:August 30, 2019 Subject:Floor and Décor – High Piled Racks FHPR2019-0001 79-315 Highway 111 La Quinta, California 92253 1.High piled storage technical commodities analysis report shall be provided for review. Report is to be prepare by Fire Protection Engineer (or qualified Engineer.) The technical report is to clarify the following: (LQMC – 8.08.020 Section O) -Break down all storage commodities to verify proper classification (group I-IV). -Identify how the commodities will be limited to 15% group A plastics. -Provide existing information on structure’s existing fire protections systems and other building features and if any additional modification shall be made to accommodate new storage. -Building’s existing columns shall be protected in accordance with NFPA 13:16.1.4.1. Clarify on technical report how this items is being addressed. Response: Note added to deferred permit submittals on sheet G000. Refer to note 4. 2.The 7 required smoke and heat vents that are required per referenced calculations are intended to be uniformly distributed through new proposed high piled storage areas in order for them to operate under fire conditions Response: The location of the smoke/ heat vents were revised to equally distribute around high piled storage areas. Refer to A103. Sincerely, Alex Bley Senior Project Manager 1 Floor & Decor – La Quinta RIVERSIDE COUNTY FIRE DEPARTMENT Re: 4th SUBMITTAL FHPR2019-0001 Plan Check Comment Responses The submittal was determined to be incomplete and requires the following (CFC 3201.3): 1) Usable storage height for each storage area. Usable storage height varies from 20’-5” to 27’-8”. 2) Commodity clearance between top of storage and the sprinkler deflector for each storage arrangement. The commodity clearance between the top of display / storage to the deflector varies from 5’-11” to 13’-2”. 3) Maximum pile volume for each storage array. All piles are less than 12’-0” and are not considered high-piled storage. However, the largest rack volume is 18,432 cu ft. 4) Location and classification of commodities in accordance with Section 3203. All commodities are class I-IV throughout the store. 5) Additional information regarding required design features, commodities, storage arrangement and fire protection features within the high-piled storage area shall be provided at the time of permit when required by the fire code official There are no additional design features required. a) La Quinta has amended the CFC with the following: "O. Designation of High-Piled Storage Areas. Section 3204.2.1 is added to Section 3204.2 of the California Fire Code to read as follows:3204.2.1 Minimum requirements for client leased or occupant owned warehouses. Designs of an automatic sprinkler system for client leased or occupant owned buildings containing high pile storage shall be based on the requirements of NFPA 13. The responsible fire protection engineer shall perform a survey of the building to determine commodity classification, storage configuration, building height and other information related to the development of an appropriate sprinkler system design. The fire protection engineer shall also make reasonable efforts to meet with the building owner or operator to understand seasonal or customer related fluctuations to the stored commodities, storage height, and configuration. The sprinkler design shall be based on the most demanding requirements determined through the onsite survey and discussions with the building owner or operator. The technical report shall describe the basis for determining the commodity and sprinkler design selection, how the commodities will be isolated or separated, and include referenced design document(s), including NFPA 13 or the current applicable factory mutual data sheets. If a specific fire test is used as the basis of design, a copy of the fire test report shall be provided at the time of plan review." CCI provided a Technical Report letter with the above in formation in the letter. If you have any questions, or need additional information, please feel free to give me a call at (720) 735- 0444. Thank you, Parker Lange Development Manger CenterPoint Integrated Solutions ST. LOUIS • NEW YORK • LOS ANGELES November 8, 2019 Kohl Hetrick Fire Safety Specialist / Office of the Fire Marshal City of La Quinta 78495 Calle Tampico La Quinta, CA 92253 RE: FLOOR & DÉCOR - LA QUINTA, CA FIRE DEPARTMENT COMMENTS PROJECT NO. 190023.06.001 CITY NO. FPHR2019-0001 – High Piled Storage Dear Mr. Hetrick Please accept this letter in reference to your comments from an e-mail dated 10-21-2019. 1. Technical Report (TR) does not advise what edition of NFPA 13 is being referenced. Response: The technical report has been updated. 2. TR references incorrect tables and figures. 1. Table 16.2.3.2 does not exist, believed to be 16.2.1.3.2. 2. Table 16.2.1.3.2 identifies Figure 16.2.1.3.2 (d) Curve E or F for the parameters identified for the storage proposed in the TR. Curve E would be used for high- temp sprinklers. Response: The technical report has been updated. 3. HPS 100 sheet identifies “Solid-piled/Palletized” storage to be both “between 6’ an 16’ (High-Piled Storage Analysis #2) & not to exceed 12’ (High-Piled Storage Information #5). Clarify or confirm if this storage arrangement will exceed 12’ and therefore be HPS. Response: The drawing has been updated to add clarification for the different stocking heights . 4. HPS100 sheet has a section - “High-piled Storage Information”. Some details in here conflict with the details identified in the TR. 1. (#1) Useable Storage height is identified. It would be necessary to identify any restrictions in storage heights to specific design parameters or restrictions. TR Identifies "Maximum Storage Height =16'-0". 2. Based on the above, identify the clearances of adjusted storage heights to the deflectors. 14'-2" to 6'-11" OR 5'-11" to 13'-2"? Response: The technical report has been updated. Kohl Hetrick November 8, 2019 Page 2 5. HPS100 sheet, under “Design Criteria - Warehouse and Sales Areas” - identifies storage of Group A Plastics, which was not identified elsewhere in any supporting documents beyond what is allowed (10%). Response: There are no plastics above 5’-0” within the store. The drawing notes have been revised to reflect. 6. As HPS heights will be restricted, identify/detail the means to inform workers of maximum storage heights within racks. (Signage, Markers, etc.?) Response: The drawing has been updated to reflect that signs will be posted in the rack areas identifying maximum storage heights. Should you have any questions please feel free to contact us. Sincerely, Will Smith, PE Principal Enclosure cc: XXX:xxx Document2 OFFICE OF THE FIRE MARSHAL – LA QUINTA 78495 Calle Tampico, La Quinta, CA 92253 • Phone (760) 777-7074 • www.rvcfire.org November 14, 2019 Centerpoint Integrated Solutions 355 Union Blvd #301 Lakewood, CO 80228 Re: High-Pile / Rack Storage - Fire Plan Review – FLOOR & DECOR FHPR2019-0001 / 79315 HIGHWAY 111, LA QUINTA, CA 92253 The building plans you submitted for the above referenced project have been reviewed by Riverside County Fire Department - Office of the Fire Marshal personnel and are approved with the following conditions. The following inspections and tests shall be completed: 1. Bare-rack Inspection – prior to any commodities being stored – Confirm aisle spacing, flue space maintenance, Storage-height limitation signage and rack anchoring. 2. Smoke/Heat Vents – in place and operational. 3. Fire Access Doors – Functional and Marked 4. Commodity Inspection – Confirm type(s) of commodities in compliance with approved Technical Report and storage-heights and suppression system is as approved on plans. The Fire Department approved plans and conditions letter must be at the job site. Applicant/installer shall be responsible to contact the Fire Department to schedule inspections. Requests for inspections are to be made at least 72 hours in advance and may be arranged by calling (760)777-7131. All questions regarding the meaning of these conditions should be referred to the Office of the Fire Marshal staff at (760)777-7074. Kohl Hetrick - Fire Safety Specialist 78495 CALLE TAMPICO, LA QUINTA, CA 92253 / 760-777-7000 / INSPECTION HOTLINE: 760-777-7131 RIVERSIDE COUNTY FIRE PROTECTION PLANNING RECORD OF INSPECTIONS / PERMIT CARD THIS CARD IS TO REMAIN ON SITE AT ALL TIMES. INSTALLING CONTRACTOR MUST BE PRESENT FOR ALL INSPECTIONS. SEE NOTES ON REVERSE SIDE. JOB ADDRESS: 79315 HIGHWAY 111 PERMIT#: FHPR2019-0001 DATE ISSUED: 11/14/2019 DESCRIPTION: FLOOR & DÉCOR – HPS CONTRACTOR: CENTERPOINT INTEGRATED SOLUTIONS HYDRANT SYSTEM DATE INITIALS SPECIAL SUPPRESSION DATE INITIALS Thrust block pre-pour Door fan test UG rough piping Abort test UG hydro Mechanical shutdown Flush Detector test Final E F Deluge/pre-action SPRINKLER U.G. Final E F Thrust block pre-pour UST/AST TANK UG rough piping Installation UG hydro Removal Flush Emergency shut off Final E F Primary piping FIRE SPRINKLER Secondary piping Weld inspection Dispensers & shear valves Overhead rough piping Final E F Overhead hydro MISC. INSPECTIONS UG flush / OK to connect Spray booths Main drain/inspectors’ test Hood/duct extinguishing High pile storage High pile rack storage In-rack sprinklers H.P. vents/access/corridors Hose racks Tract access/hydrant verification Final E F Access & Address verification HOOD EXTINGUISHING OTHER CONST. PERMIT Detection system Function test Gas/electrical shut-off Nozzle model/placement Fire alarm connection Final E F SPRAY BOOTHS FIRE CODE PERMIT(S) Installation Air flow test Mechanical interlock Extinguishing system Fire alarm connection Final E F FIRE ALARM KNOX SYSTEM Rough-wire inspection Building Knox box Function test Gate access Knox box/padlock Duct detectors/velocity BUILDING INSPECTIONS 24 hr. battery test T/I final Sprinkler monitoring Shell final Final E F Final for occupancy FINAL INSPECTION DATE: INSPECTORS SIGNATURE: **WHEN CALLING FOR AN INSPECTION PLEASE HAVE PERMIT NUMBER READY. SEE NOTES ON REVERSE SIDE** 78495 CALLE TAMPICO, LA QUINTA, CA 92253 / 760-777-7000 / INSPECTION HOTLINE: 760-777-7131 INSPECTION NOTES 1. Sway bracing and hangers will be inspected at the time of rough piping inspection. 2. All required hydrostatic pressure tests shall maintain 200 psi for a 2-hour duration. (EX: Residential Fire Sprinkler Systems) 3. Fire sprinkler system remodels: if indicated on plans or this card, a hydrostatic pressure test shall be required. 4. All underground joints and thrusts blocks shall be exposed and readily visible during the hydrostatic test. 5. Contractor shall supply all testing equipment, access and operating instructions at time of test. 6. All systems shall be inspected, tested, and approved by a Fire Inspector before any work is started that may cause the affected system to be covered or hidden. POLICIES ON FIELD INSPECTIONS A. INSPECTION REQUESTS: Inspections are made subject to availability. Please have the permit number available when scheduling inspections. For City of La Quinta inspections call: (760) 777-7131. B. APPROVED PLANS: Shall be kept on the job site at all times that work is in progress. Work shall NOT commence without approved plans. C. INSPECTION REQUESTS: As required by the California Fire Code, the appropriate installing contractor shall be required to schedule the necessary inspections and be present on site for inspections. D. RE-INSPECTIONS: Will be charged against a permit when an inspection has failed, is not ready, the responsible party not on site or where previously noted corrections have not been completed. E. COMMODITIES: Unless otherwise noted on approved plans or letter of conditions, no commodities shall be entered into the structure until clearance has been granted by the Fire Dept and Building Official. F. OCCUPANCY: Buildings shall NOT be occupied by persons other than construction workers until a Final Fire Clearance has been granted by the Fire Dept and a Certificate for Occupancy has been issued by the Building Official. INSPECTION NOTES: THIS CARD IS REQURIED TO BE POSTED AT THE CONSTRUCTION SITE. THIS CARD AND APPROVED PLANS MUST BE AVAILABLE AT THE CONSTRUCTION SITE FOR ALL INSPECTIONS. THIS PERMIT SHALL EXPIRE AND BECOME NULL AND VOID IF THE WORK AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS OR IF THE WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS OR MORE. THIS PERMIT IS FOR FIRE DEPARTMENT APPROVAL ONLY AND DOES NOT INTEND TO ABROGATE MORE RESTRICTIVE REQUIREMENTS OF OTHER AGENCIES HAVING RESPONSIBILITY.