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CC-17-2849 (3).-rLc i§ 7-0 s f- ►� �67) ;b w c t ' R 16a� aiL `O..... i Miami Shores Village 10050 N.E. 2nd Avenue NE -_ Miami Shores, FL 33138-0000 ��pN4 Phone: (305)795-2204 F[ORLDp' Permit NO. CC-12-17-2849 Permit Type: Commercial Construction ' Work Classification: Alteration Permit Status: APPROVED Issue Date: 4111/2018 I Expiration: 10/08/2018 Project Address Parcel Number Applicant 11300 NE 2 Avenue Number: Garner Buildin 1121360000050-25 Miami Shores, FL 33138-0000 Block: Lot: BARRY UNIVERSITY INC Owner Information Address Phone Cell BARRY UNIVERSITY INC 11300 NE 2 Avenue MIAMI SHORES FL 33161-6628 11300 NE 2 Avenue MIAMI SHORES FL 33161-6628 Contractor(s) Phone Cell Phone VENTURA ARCHITECTURE DEVELOP (954)423-1362 In Review Valuation: $ 450,000.00 Total Sq Feet: 1542 Date Approved:: In Review Date Denied: Type of Construction: INTERIOR BUILD OUT FOR A DUNK Occupancy Load: Stories: Exterior: Front Setback: Rear Setback: Left Setback: Right Setback: Plans Submitted: Yes Certification Status: Certification Date: Additional Info: INTERIOR BUILD OUT FOR A DUNK Bond Return : Classification: Commercial Fees Due Amount CCF $270.00 CO/CC Fee $200.00 DBPR Fee $202.50 DCA Fee $135.00 Education Surcharge $90.00 P&Z Review Fee $50.00 P&Z Review Fee $50.00 Permit Fee $13,500.00 Plan Review Fee (Engineer) $120.00 Plan Review Fee (Engineer) $160.00 Preliminary Plan Review $200.00 Scanning Fee $108.00 Technology Fee $360.00 Total: $15,445.50 Pav Date Pav Tvoe Amt Paid Amt Due I Invoice # CC-12-17-65803 02/26/2018 Credit Card 04/11/2018 Credit Card 12/04/2017 Check* 9531 $ 200.00 $ 15,245.50 $ 14,885.50 $ 360.00 $ 360.00 $ 0.00 Available Ins Inspection Type: Final PE Certification Window Door Attachment Tie Beam Termite Letter Framing Store Front Attachment Insulation Drywall Screw Window and Door Buck Gelling Grid Fill Cells Columns Review Electrical Review Electrical Review Building Review Building Review Building Review Structural Review Structural Review Mechanical Review Mechanical Review Mechanical Review Plumbing Review Plumbing Review Plannina nning nninq In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above -named contractor to do the work stated. April 11, 2018 1 Miami Shores Village 10050 N.E. 2nd Avenue NE " Miami Shores, FL 33138-0000 Phone: (305)795-2204 FCORIDA Project Address Parcel Number Permit NO. CC-12-17-2849 1 t Permit Type: Commercial Construction work classification: Alteration Pennit Status: APPROVED issue rate: 411112018 l Expiration: 10/08/2018 Applicant 11300 NE 2 Avenue Number: Garner Buildin 1121360000050-25 BARRY UNIVERSITY INC Miami Shores, FL 33138-0000 Block: Lot: Owner Information Address Phone Cell BARRY UNIVERSITY INC 11300 NE 2 Avenue MIAMI SHORES FL 33161-6628 11300 NE 2 Avenue MIAMI SHORES FL 33161-6628 Contractor(s) Phone Cell Phone VENTURA ARCHITECTURE DEVELOP (954)423-1362 N. Valuation: $ 450,000.00 Total Scl Feet: 1542 Approved: In Review Comments: Date Approved:: In Review Date Denied: Type of Construction: INTERIOR BUILD OUT FOR A DUNK Occupancy Load: Stories: Exterior: Front Setback: Rear Setback: Left Setback: Right Setback: Plans Submitted: Yes Certification Status: Certification Date: Additional Info: INTERIOR BUILD OUT FOR A DUNK Bond Return : Classification: Commercial Fees Due Amount CCF CO/CC Fee DBPR Fee DCA Fee Education Surcharge P&Z Review Fee P&Z Review Fee Permit Fee Plan Review Fee (Engineer) Plan Review Fee (Engineer) Preliminary Plan Review Scanning Fee Technology Fee Total: $1 $270.00 $200.00 $202.50 $135.00 $90.00 $50.00 $50.00 $13, 500.00 $120.00 $160.00 $200.00 $108.00 Authorized Signature: Owne I Building Depalrtm t C Pay Date Pay Type Amt Paid Amt Due Invoice # CC-12-17-65803 02/26/2018 Credit Card $ 200.00 $ 15,245.50 04/11/2018 Credit Card $ 14,885.50 $ 360.00 12/04/2017 Check #: 9531 $ 360.00 $ 0.00 nt Available Inspection Type: Final PE Certification Window Door Attachment Tie Beam Slab Termite Letter Framing Store Front Attachment Insulation Drywall Screw Window and Door Buck Ceiling Grid Fill Cells Columns Review Electrical Review Electrical Review Building Review Building Review Buildino ral Review Mechanical Review Mechanical Review Plumbing Review Plumbing April 11, 2018 April 11, 2018 1 2 IIIiIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIII Ii61 NOTICE OF COMMENCEMENT A RECORDED COPYMUSTBE POSTED ON THE JOB SITE AT TIME OF FIRST INSPECTION PERMIT NCGC 2// __ TAX FOLIO NO. U 0 000 STATE OF FLORIDA: COUNTY OF MIAMI-DADE: THE UNDERSIGNED hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following Information is provided in this Notice of Commencement. C>` N 2 r18R0t_t76777 OR Q.Y. 30955 Ps 370 (f f`ss ) .. i'1'i ``i� ] F r i:Lt~t� i , fatl lc' T Space above reserved for use of recording office 1. Legal description of property and street/address: Barry University - 11300 NE 2nd Avenue, Miami Shores, FL 33161 2. Description of improvement: Garner - Dunkin Donut - Renovation. 3.Owner(s) name and address: Barry University- 11300 NE 2nd Avenue, Miami Shores, FL 33161 Interest in property: Name and address of fee simple titleholder: _ 4. Contractors oameladdres_s and phone number: 5. Surety: (Payfndhfbond required by owner from contractor, if any) "� ` — r Name, address and phone number: Amount of bond $ SM OF FLORIC NW OF 6. Lender's name and address: of" 7. Persons within the State of Florida designated by Own �e-eera� e Section 713.13(1)(a)7., Florida Statutes, WJMY fk UtiS Name, address and phone number: 8. In addition to himself, Owners designates the following person(s) to receive a copy of�pr'a�eii 02action 713.13(1)(b), Florida Statutes. t�GC 11Y:[[�" 1 �'+' Name, address and phone number: 9. Expiration date of this Notice of Commencement: (the expiration date is 1 year from the date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13. FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Signature(s) ofOwner(s) or wner(s)uthort ed Officer/Director/Partner/Manager Prepared By I Prepared By Print Name Print Name Title/Office _\1 . Title/Office STATE OF FLORIDA COUNTY OF MIAMI-DADE The fore oing instr ment was c nowledged before me this 2� day of By l r, RVA ❑ Individually, or as xLe. for 11 1 Wersonally known, or El produced the following type of identification: Signature of Notary Public: Q (lava — Print Name: f IV CiTt= M L C ` VERIFICATION PURSUANT TO SECTION 92.625. FLORIDA STATUTES �•;"".wa� 61NETTE fAElCHICpRE Under penalties of perjury, I declare that I have read the foregoing and Notary Public .State of Florida that the facts stated in It are true, to the best of my knowledge and belief. - Commission # FF 995285 ' A,��•' Expires Sep 19, 2Q20 E mm. Co Signatu e(s) of Owner( or Owner 's Authorized Officer/Director/Partner/Manager vvlio 'sign My MY Co lm. National Notary Assn By By 123_01.52 PAGE 3 V12 Unison Structural Design LLC Oft April 23, 2018 Chief Building Official Miami Shores Village Building Department 10050 N.E. 2nd Avenue, Miami Shores, FL 33138 RE: Barry University - New Dunkin Donuts 11300 NE 2nd Ave Miami Shores, FL 33161 Permit NO: CC17-2849 Subject: Masonry Wall Vertical Dowels The purpose of this letter is to advise that We have reviewed and approved the use of (2) #5 vertical dowels in lieu of the (1) #6 at the spacing indicated on plans for the new Dunkin Donuts structure. Lap splice shall be 30" min for the #5 bars. Should you have any questions or need additional information, please do not hesitate to call. Sincerely, .��'' ��•�"�G'E NSA, '�9!*'�: Na 7414r ♦ P 5TR T E" OF -4U: 5 . e ?W: G�� 146 °`rjart:�s►at�t� UNISONSTRUCTURAL DESIGN, LLC. 2515 N. State Rd 7, Suite 207. Margate, FL 33063 FL CA N'2"04 Email: unisonstructuraldesign@gmail.com ph: (305) 298-0467 Miami Shores Village ,A\\ BUILDING PERMIT APPLICATION BUILDING ❑ ELECTRIC Building Department B 2 2018 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 $Y INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC 2014 Master Permit No. -U- 7 v� ❑ ROOFING ❑ PLUMBING ❑ MECHANICAL ❑ PUBLIC WORKS JOB ADDRESS: / ! 3 Nt SN-0 Sub Permit No. ❑ REVISION ❑ EXTENSION (RENEWAL CHANGE OF CANCELLATION ❑ SHOP CONTRACTOR DRA%INGS A City: Miami Shores County: Miami Dade ' Zip: Folio/Parcel#: %T Z��,( �1C��> �%� Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleho Tenant/Lessee Name: CONTRACTOR: Company Name: g� -7-3 1. 3.602- State Certification or Registration #: DESIGNER: Architect/Engineer: 4P7 /�� !lb'"1 l/F''� Yn �e;;7 + r i _ Address: / I5�!ZG 15�i7 6Q City: ! ),k ✓ I State: _ Zip: Value of Work for this Permit: $ , o 00 Square/Linear Footage of Work:If Type of Work: ❑ Addition,,A'Alteration ❑ New ❑ Repair/Replace ❑ Demolition y Description of Work: A Specify color of color thru tile: Submittal Fee $ �2M • (51�3 Permit Fee $ Scanning Fee $ Technology Fee $ Structural Reviews $ 0. 0 '- ZY1N -.5 2 M. 00 Radon Fee $ Training/Education Fee $ CCF $ CO/CC _ DBPR $ Notary $ Double.Fee $ Bond $ TOTAL FEE NOW DUE $ 5. (ReAsed02/24/2014) I V' Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law broch a will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commence nt t be pos at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the a such po ted notice, the inspection will not be approved and a reinspection fee will be charged. A. I I _ ��/j�,�1�'*�,�1�/�►I/� /%/I/ �!�1►v111�i1i��\,�1,11��11111 - - a�sw�t�rY�s�lrNflUp,■ OWNER or AGENT The foregoing instrument was acknowledged before me this rl dayofA L 20 by ,who is personally known to me or who has produced as identification and who did take an oath. NOTARY PU Print: $; Notary Public sate e1 iri 0d% • Jeffry J Yao My Commission FP 100401 OF tv Expires 11/12/2018 APPROVED BY Th fgoing instr nt was acknowledged before me this 7 day of 20 `� by % who is personally awn to me or who has produce --�-- as identification and who did take an oath. NOTARY PUBLIC: Print: � .rirr LINDA R. WALTON Seal: commission 0 GG 11911 j My commission Expims r�r� October 12, 2020 Plans Examiner 11 l' Structural Review 5 Zoning Clerk (Revised02/24/2014) MIAMMEAiE Water S Sewer Department i . New Business Office P.O. Box 330316 Miami, FL 33233-0316 Invoice Number Customer Number Invoice Hate Business Process Number (X) ED WALTON 11860 STATE ROAD 84 DAVIE FL 33325 Note: VF# 201869419 / M2018003319 FOR FAST FOOD RESTAURANT ADDITION AT 11300 NE 2 AVENUE, FOLIO# 1121360000050. Total Amount Due ER Water ER Sewer Agreement ID Invoice N00045380 00014506 February 15, 2018 -$4,727.58 Description JO/Agmt QtY UOM Unit Price Charge Amt Interest Line Total CC WASD Water 642 GPD 1.39 892.38 0.00 892.38 CC WASD Sewer 642 GPD 5.60 3,595.20 0.00 3.595.20 Water Ailoc Cert Initial 1 EA 90.00 90.00 0.00 90.00 VF Non -Res Existing Wtr 1 EA 75.00 75.00 0.00 75.00 VF Non -Res Existing Swr 1 EA 75,00 75.00 0,00 75.00 Total Standard Charges Total Invoice Printed on 2/15/2018 by YMARTELL at WESTOFFICE To pay online go to: hits:fiwww roiarnida ,goylwateri'construction-doveianment- aayments.aso $4,727,58 $4,727.58 . Official Payments - Pay Taxes, Utility Bills, Tuition & More Online Page I of I This is a "printer friendly" page. Please use the "print" option in your browser to print this screen, 'E"OFFICIAL Iff PAYMENTS' Miami -Dade Water & Sewer Department New Business or Job Orders Web Payments To print this page press CTRL + P or right click on your mouse and select Print from the menu. Confirmation Number* 04672741202752 Payment Date: Thursday, February 15, 2018 Payment Time: 11,48AM ET Payer Information Name: Mickie Voutsinas Street Address: 11300 Ne 2nd Ave Miami Shores, FL 33161 United States Daytime Phone (305) 899 - 3087 Number: E-mail Address: mvoutsinas@barry,edu Invoice #: N00045380 Customer #: 00014506 Name: ED WALTON Invoice Amount: $4,727,58 Card Information Card Type: American Express Card Number: ...... "'2006 Card Verification Number: Payment Information Payment Type: New Business or job Orders Web Payments Payment Amount, $4,727.58 Convenience Fee: $94,55 Total Payment: $4,822,13 Thank you for using Official Payments. If you have a question regarding your payment, please call us toll free at 1-800-487-4567. To make payments in the future, please visit our website at www,officialpayments.corn, Copyright 0 2018 Official Payments Corporation. All Rights Reserved Official Payrrients Corporation is a licensed money transmitter in 44 states, the District of Columbia, and Puerto Rico, Official Payments is not required to be licensed as a money transmitter in Indiana, Massachusetts, Montana, New Mexico South Carolina or Wisconsin https://'www.officialpayments.com/pc_step6_print..isp 2/15/2018 Voutsinas, Mickie From: Official Payments - Customer Service <customerservice@officialpayments.com> Sent: Thursday, February 15, 2018.11 A8 AM To: Voutsinasi Mickie Subject: Confirmation of Payment OFFICIAL PAYM E N TS Dear Official Payments Customer: Thank you for selecting Official Payments Corporation for electronic payment of New Business or Job Orders Web Payments. Your payment of $4727.58 was sent to Miami -Dade Water & Sewer Department on 02-15-2018. Your confirmation number is 04672741202752. To check the status of your payment, visit the Official Payments Corporation Web site at https:!/www.officialpayments.com/`Pc-paym,jsp. Please be prepared to provide your e-mail address mvoutsinas@bart-y.edu and one of the following two items: -Your confirmation number, 04672741202752 MI -The last four digits of the card you used for payment, 2006 To become a registered user of Official Payments Corporation, enabling you to access your complete tax and fee payment history, visit our web site at http:/,'www.officialpayments.comipc_sign.jsp. Again, thank you for using Official Payments Corporation. We hope you enjoy the convenience, cash management, and payment card benefits earned from your payment. Customer Service Official Payments Corporation Questions? Call toll -free 1-800-487-4567. Make a r)avment See what I can pa Lo _q in to My Account Official Payments 6060 Coventry Drive Elkhorn, NE 68022 www.OfficialPayments.com 93 Lei KOM 0 This email message and any attachments are intended only for the use of the addressee named above and may contain information that is proprietary and confidential. If you are not the intended recipient, any dissemination, distribution, or copying is strictly prohibited. If you.received this email message in error, please immediately notify the sender by replying to this email message or by telephone. Thank you. 2 Water and Sewer PO Box 330316 •3071 SW 38 Avenue MIAMI•Dip►DE Miami, Florida 33233-0316 VERIFICATION FORM T 305-665-7471 T VALID WITHOUT A PAID INVOICE AND EXPIRES ONE YEAR FROM THE DATE ON FORM Aft" 'Soy F-7 INV#: 45380 FORM #: 201869419 DATE: 219/2018 NAME OF OWNER; UNKlN DONUTS / M2018003319 -- ........................................................ PROPERTY ADDRESS: t 1300 NE 2 AVENUE (GARNER BLDG) PROPOSED USAGE I AST FOOD RESTAURANT PER PLANS AND ARCHITECT LETTER (345 SF OUTDOOR SEATING). NO, OF UNITS: REPLACES: PREVIOUS FAST FOOD RESTAURANT (VF# 201fi56902 - INV# N21979} USAGE / NO. OF UNITS: PROPERTY LEGAL, j36 52 4140 AC SE1/4 OF NEIA LESS E35FT & LESS W40FT LOT SIZE 1740400 SQUARE FEET FOLIO NUMBER: t 11-2136-Op0 Q054 GALLONS PER DAY INCREASE; &42 PROPOSED FLOW: 944 PREVIOUS SQUARE FOOTAGE. ._603 NEW CONSTRUCTION PREVIOUS FLOW: 2 PROPOSED SQUARE FOOTAGE: 1,887 [] INTERIOR RENOVATION ADOPTED FLOW: p El CRITICAL HABITAT SEWER ONLY THIS IS TO CERTIFY THAT THE MIAMI-DADE WATER AND SEWER DEPARTMENT DOES HAVE A(N) _12 INCH WATER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO SERVE THE SUBJECT PROPERTY, (OR, IF "WILL HAVE', UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF WATER FACILITIES BY THE DEVELOPER UN R AGREEMENT WITH THE DEPARTMENT, (AGREEMENT ID # N/A) SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF/ VEf;NMN4TAL AGENCIES HAVING JURISDICTION OVER MATTERS OF WATER SUPPLY OR Nancy Cobb • New Business Representative TIVE AUTHORIZED BY NEW BUSINESS COMMWS: WCC=$892,38 SCC=$3,595.20 WSC=S90.00 VF=$160.00 TOTAL=$4,727,58 THIS IS TO CERTIFY THAT THE MIAMI-DADS WATER AND SEWER DEPARTMENT DOES HAVE A(N) —a-- INCH GRAVITY SEWER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY, WE ARE WILLING TO SERVE THE SUBJECT PROPERTY, (OR, IF "WILL HAVE", UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF SEWER SEWER FACILITIES BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT, (AGREEMENT ID # NIA). SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF SEWAGE DISPOSAL. FURTHERMORE, APPROVAL OF ALL SEWAGE 'FLOWS INTO THE DEPARTMENT'S SYSTEM MUST BE OBTAINED FROM D.E. . THE ANTICIPATED DAILY WATER AND/OR SEWAGE FLOW FOR THIS PROJECT WILL BE: SIX t� NPRED FORTY TWO 4[ GALLONS PIJR DAY INCREASE. NEW BUSINESS Nancy Cobb - New Business Representative AUTHORIZED BY Subject to RER. terms & conditions set forth in Consent Decree (Case No.112-CV-24400-FAM) or DOH Onsite Seaver Treatment & disposal Rules & Statutes THIS VERIFICATION LETTER CERTIFIES THE AVAILABILITY OF A WATER AND/OR SEWER MAIN ONLY, AND IT DOES NOT GUARANTEE THE EXISTENCE OF A WATER SERVICE LINE OR OF A SEWER LATERAL WITH SUFFICIENT DEPTH TO SERVE THE PROPERTY. FOR ADDITIONAL INFORMATION CALL 786-268-5360. SHOULD IT BECOME NECESSARY TO INSTALL A SERVICE LINE AND/OR A SEWER LATERAL WASD REQUIRES THAT THE DEVELOPER RETAIN& SERVICES FROM DESIGNERS AND CONTRACTORS WITH SKILL SETS FOR DESIGNING, BUILDING AND CONNECTING TO PUBLIC WATER AND SEWER SYSTEMS, CONTACT NAME: EDWALTON CONTACT PHONE: {954) 649-2840 AUTHORIZED BY: _ Printed On: 2/9/2018 NB: Nancy Cobb 11:09:36 AM PR: GENERAL. CONTRACTOR'S BID FORM -Page I of 4 DOCUMENT TITLE: GENERAL cONCRACTOR'S BID FORM DOCUMENT DATE: 11,191,18 UC LOCATION OF DOCUMENT IN CP MANUAL: Section N10 - General Contractoz's Bidding/Selection LOCATION OF DOCUMENT FOR USE: Construction Services Web Page/On-tine ADQSR'Extranct ACCOUNTABILrrYOFTHIS FORM; FD-NIA CD- New/Remodel HID PROVIDED BN V'LN"rURA AR('1-IIT(:'TGREi DEi:VISLOPr%IEN'r, IN(.,. 954)421-L162 MICHAEL VENTURA PRESIDEN I;GC I ICENSF00jC060048 DATE: P; C#: LOCATION DMA: ADQSR BRAND STORE: DISTRIBUTION -INTE: U19'2018 357112 If 300 NE, 2nd Ave Miami Shores, FL 33161 AYF: Brooke Pallot Barry University, Garner Hall Bldg UUNKIN BRANDS: DUNKIN DONUTS DUNKIN DONUTS: Cappuccino I he undersigned proposes to furnish all labor, material and equipment required for the construction of an Allied Domecq Quick Service Restaurants brand building, and all site work at the above subject location, in accordance with plans and specifications. The bid includes labor and material costs, as listed below: Qty Units Unit Cost Total DIVISION I -GENERAL REQUIREMENTS 1700 Building - General Conditions EA $40,320.00 1710 Building -Freight Charges T EA S0.00 1720 Building - Dumpsters 12 EA $8,800.00 1721 Building - Toilets I EA $1,300.00 1722 Building - Pods I EA $2,200.00 1762 Builder's Risk Insurance 1EA $4,100.00 SUBTOTAL $56,720.00 DIVISION 2 - SITE WORK 02050 Demolition EA Incl S0.00 02100 Site Preparation EA $0.00 02101 Bollards EA $0.00 02200 Earthwork EA $0.00 02300 Excavation EA $0.00 02410 Underground Drainage 1EA $5,000.00 02444 Chain link fence JEA S1,750.00 02800 Landscaping Allowance E.A $4.000.00 SUBTOTAL $10,750.00 DIVISION 3 - CONCRETE 03300 Foundation EA $90,000.00 03300 Concrete Slab SF Incl S0.00 33000 Concrete Sidewalk SF $0.00 03700 Site Concrete Restoration EA $15,000.00 SUBTOT',AL $105.000.00 PAGE, I OF4 GENERAL CONTRACTOR'S BID FORM - Page 2 of 4 DIVISION 4 - MASONRY � 04220 Masonry Work - SHELL SF $20.000.00 SUBTOTAL $20,000,00 DIVISION 5 - METALS 5100 Steel structure EA $35.722.00 5120 Stanless Steel Sheets SBC 4X8 EA $0.00 5120 Stanless Steel Sheets SBC 4X I O EA $0,00 5120 Stanless Steel Sheets SBC 5X.10 EA SO.00 5121 SS Door Jambs EA $400.00 5122 SS Corners EA $400.00 5125 SS Corner Guards FA $390,00 SUBTOTAL $36,912.00 DIVISION 6 - WOOD & PLASTICS 06005 Laminates 11 Plastics 4 EA $800.00 06100 Carpentry - Rough EA $0,00 06200 Carpentry - Finish EA $800.00 06300 Chair - Rail & Trim EA $600.00 SUBTOTAL $2,200.00 DIVISION 7 - THERMAL & MOISTURE PROTECTION 07210 R30 Insulation above ceilings SF $5.000.00 07300 Roofing: Soprema System EA $35,800.00 07300 Roofing: Metal EA inci $0.00 07400 Roof Frame SF S0.00 07412 Roof Panels SF $0.00 07500 Roof Flashing SF $0.00 07520 Aluminum Flashing/Coping EA %0.00 07530 Roof Repairs EA $0.00 SUBTOTAL $40,800.00 DIVISION 8 - DOORS & WINDOWS 081 10'Doors - Metal I EA $975.00 08115 Doors - Glass / Interior EA $0.00 08120 Doors - Wood/trim I EA $600.00 08130 Aluminum Storefront SF $21,880.00 088140 Drive-thru Window EA $0.00 08150 Hardware EA Incl $0.00 08160 Shades SF $0.00 08165 Awnings SF $0.00 08166 Window Tinting SF $0.00 SUBTOTAL S23,455.00 PAGE 2 OF4 GENERAL CONTRACTOR'S BID FORM - Page 3 of4 DIVISION 9 - FINISHES 09100 Signs S F $0.00 09210 Stucco SI $25,000.00 09250 Drywall: Frame Hang Finish SF $26,300.00 09300 TOTAL COST CERAMIC TILE: TO INCLUDE $14,920.00 D.R. FLOORS SF Ind $0.00 BEHIND LINE FLOORS SF Ind $0.00 BEHIND LINE WALLS ISF Ind $0.00 KITCHEN FLOORS ISF Incl $0.00 09340 Toilet Partitions SF $0.00 09400 Skim Coat Walls SF 50.00 09510 Acoustical Ceiling SF $6,1 15.00 09660 Floor Covering (allowance) SF $0.00 09700 Monolithe EA $0.00 09700 Coffers EA $0.00 09900 Painting - INTERIOR EA $1,100.00 09900 Painting - EXTERIOR EA $4,200.00 09950 Fiberglass Wall Covering FRP SF $5,413.00 09952 Vinyl Wall Covering O SF $713.00 09953 Clean Up SF $1,800.00 SUBTOTAL_ $85,561.00 DIVISION 10 - SPECIALTIES 10671 Shelving (if not ordered by equipment supplier) LF $ 700.00 10671 Cabinets ; Vanities $0.00 10672 Dunkin Donuts Accessories ( "D" s) EA $0.00 10673 Toilet Accessories: TO INCLUDE EA $0.00 10674 Grab Bars EA $0.00 10675 Hand Dryer Recess Kit EA $0.00 10676 aL BW Hand Dryers EA $0.00 10677 Handicap Mirrors EA $0.00 10679 SS Bathroom Shelf EA $0.00 10680 Coat Hooks EA — $0.00 SUBTOTAL_ $700.00 DIVISION'15 - MECHANICAL 15100 Plumbing EA $25,000.00 15150 Sprinklers EA $0.00 15151 Fire & Smoke Protection Alarms EA Alt $0.00 15200 HVAC EA $29,000.00 1 .250 Walk In Cooler!Freezer INS FALI. ONLY EA Alt $0.00 15300 HOODS / FANS EA Inc] $0.00 15350 Fire Extinguisher 3 EA 5480.00 15400 Hot Water Heater 1 EA $1,200.00 15400 Booster Pump I EA $600.00 15400 Water Filter (By Owner) EA $0.00 SUBTOTAL. --- $56,280.00 PAGL 3 OF GENERAL CONTRACTOR'S 131D FORM - Pate 4 of DIVISION 16 - ELECTRICAL 16100 Electrical EA S5 i,000.00 10101 Villa Lighting JEA I S8,109.00 16102 Low Voltage Electrical $(10().0() SUBTOTAL- __ $65,709.00 PERMIT ALLOWANCE $20,000.00 SUBTOTAL: CONTRACT CHARGES: $524,087.00 OVERHEADd PROFIT BUILDING 12`%,, $62,890.44 TOTAL CONTRACT $586,977.44 PRICING IS FOR SCOPE OF IYORK ONLY, AS DEIAILED HERE ABOVE. ANY ADD1T10..VAL I'VORK TO THIS SCOPE, IS CONSIDERED A C'HANGE ORDER. THIS REQUIRES 7-HE Oik';1VF,R S APPROVAL S. .SIGNATURE, BEFORE MATERIALS ARE ORDERED OR THAT IVORK IS DONE. o I--e-ret v CDn,A 'rt7IQ Pn\ITR ACT R• rV :P I IP(1N RPUPIPTI NOT INCLUDED / REINIBURSEABLE: POSSIBLE ADDITIONS NOTE: PLEASE SEE BELOW FOR R ALTERNATES THAT WILL BE AN ADDITIONAL. CI-IARGF.,, IF DONE. Subtotal OH&P Total *ALTERNATE 3: Valk In Box Cooler/Freezer Installation only S4,800.00 $576.00 $5,376.00 S5,376.00 *ALTERNATE 4: Fire Alarm Allowance S3,150.00 1 $378.00 $3,528.00 S3,523.00 SUBTOTAL, = ADDITIONAL, CHARGES 1-0 CONTRACT: $8,904.00 S586,97,7.44 TOTAL AMOUNT DUE WITH ADDITIONAL, CHARGES : >; S595,881 .44 fill) PROVIDED NY: Vl-:N"I'I.11LA AR(:'II1 rC:`rURE DEVELOPMENT. INC. (954)423-13(,2 MICHAEL. VENTURA PRFSIDEiN"t.'GC LICENSFUCGC060048 I have Read & reviewed all of the contract details provided &. terms. (Signature is represented as Acceptance &, Execution of a Contract) Please till out below. Company: .................................. Tele. fl . Address: Signature: Title: For Project: Dat PAGE 4 OF4 A C' CONTRACT ROUTING LOG I)CIx1rill-le'llt jiviadlig, and Creatill') the Workdak. for corn 1c613 Service Provider Name: Ventura ArChil(�Clul* Mwalopaient 2 18 Rcqtje,,;tiiig Department: Business sorvi'.C� Department Contact; t,-,ir-kPVo(jlsimm t 30fi 7 Co!) tract, Routim, Log J.).(t(-: 02/16/2018 Agreement SUMITI'll-V.: contriclual agreement is for Cortr1ruclion of the Dunkin Donuts and Baskin Robbins mswufant in the Garnarploal. Agreement is contract: wrliplare previoll-4y approved by Leg'A A ITnIrs and not. 'I'lo(W. -led—, YJ"'S NO Recliu-scing Department. Dq-.)w-rm(-nt liis re " Ild aPl 'Srowe( t (' -Lalid call comply \vith wrms, Sigjlj(ljj'C: NIjjjje: Mickievoutsinas Budget & Additional Information; Celitcr: CC91004 J\ nm 1) 1) 1.: 10 1000 !39 2V be f'onded" in Current F"Y Budqv-,: —N(Y lint "'If:m, Cosi Cell ter Maimi-er sio'lial t /�, ElSpecialty Cotztract: Construction Services Agreements Only, (,,ontract reviewcd ,and sjppr(wcd by Facilities Malilg4,I)n fit Project Pvlanagcr '4ti"Iqw: Jeff Yao \Vork Order Pro'c-ci Mime: Dunkin Donuts &Baskin Robbins ProCUITI)ICI'll T\'j)C: ForlC110W Technology Services Agreements 0111 COOLnief rel-ICwt-d and ,Ippr ec Cloud & Hosting Provider Services Agreements Only. Quesdomiall-C Complewd by fill-OrMI1601) Security Office. Questionnaire A i lac lied. 1,; Continuing Services Agreement Prepared by Pr reirient Department Only. , ly, Contract teniplate In fflce(a -)ZAffitir, and not modified. ac: xu'gal Aff C ia-act ..Vl(:%VGCI a Id proved for form '111.110 0 SLI II(Jem-1, b% [I)e Office of),cAA '; f C i A lit's L L 1 additional Col rillicols by I SIGN HERE IN IVi iTN ?SS (h, par-ti.:; h1tNt. c-ausud t;:is Avr:cmcn, u .•irrespscI.kc. and du'N auIhori/:cd oll'icers as c fIhe month and )•_ar I',t w) RARR1 1. NIN F,161TY, INC. r 1 CON 1 RAC•TOR 1 Qr Pave 12 c i' ZQ tENULRk ARC HITEC'TU Ri% D1Nf;1.(iNME T INC. .► `''""""'' VENTURA architecture development - CONSTRUCTION PROPOSAL 11870 W. STATE ROAD 84 Date Estimate # VENTURA #C14 DAVIE, FL. 33325 1/22/2018 BARRYD-I'-R0 Name / Address 13ARRY UNIVERSITY PROCUREMENT -AP MICKIE VOUTSINAS, DIRECTOR 11300 NE 2ND AVENUE, MIAMI SHORES, FL 33161 Ship To BARRY UNINVERSLTY-GARNER HALT, DUNKIN DONUTS/BASKIN ROBBINS STORE MIAMI SFIORES, FL. 33161 ATT: MICKIE VOUTSINAS PC#357112 WORK ORDER# 79732 SCHEDULED WORK PRICING OH&P TOTAL COST GENERAL CONDI"LIONS 40,320.00 12.00% 45,158.40 DUMPSTE.RS 8,800.00 12.00% 9,856.00 'I'IMPORARY TOILET RENTALS 1,300.00 12.00% 1,456.00 POD RENTAL 2,200.00 12.00% 2,464.00 BUILDERS RISK INSURANCE, 4,100.00 12.00% 4,592.00 UNDERGROUND DRAINAGE 5,000.00 12.00% 5,600.00 FENCING PROVIDED: TEMP CHAIN LINK 1,750.00 12.00% 1,960.00 LANDSCAPING 4,000.00 12.00% 4,480.00 CONCRETE FOUNDATION 90,000.00 12.00% 100,800.00 CONCRETE SITE RESTORATION 15,000.00 12.00% 16,800.00 MASONARY / SHELL WORK 20,000.00 12.00% 22,400.00 SIRUC"TURAL METAL FRAMING 35,722.00 12.00% 40,008.64 S.S. DOOR JAMB 400.00 12.00% 448.00 STAINLESS STEEL CORNERS: 400.00 12.00%, 448.00 S.S. CORNER GUARDS 390.00 12.00%, 436.80 LAMINATES: (4) 800.00 12.00% 896.00 CARPENTRY/FINISH 800.00 12.00% 896.00 CHAIR: RAIL & "TRIM 600.00 12.00% 672.00 INSULATION 5,000.00 12.00% 5,600.00 ROOFING :SOPREMA SYSTEM (TBD-*ALI'#5) 35,800.00 12.00% 40,096.00 DOORS: METAL (1) 975.00 12.00% 1,092.00 DOORS: WOOD / TRIM (1) 600.00 12.00% 672.00 ALUMINUM STOREFRNT 21,880.00 12.00% 24,505.60 HARDWARE: INCLUDED 0.00 12.00% 0.00 STUCCO 25,000.00 12.00% 28,000.00 DRYWALL, / GYPSUM WALL, BOARD: FRAME., HANG FINISH 26,300.00 12.00% 29,456.00 Cl?RAMIC TILL? TO INCLUDE. AREAS PER GC 1311) 14,920.00 12.00% 16,710.40 ACOUSTICAL, CF,ILING 6,1 15.00 12.00% 6,848.80 PAINTING - INTERIOR 1,100.00 12.00% 1,232.00 PAINTING - EXTERIOR 4,200.00 12.00% 4.704.00 FIBERGLASS WALL COVER(F'RP) 5,413.00 12.00% 6,062.56 VINYL, WALL. COVERING 713.00 12.00% 798.56 CLEAN UP 1,800.00 12.00%, 2,016.00 S/CAN.• �____.. Phone # E-mail 954423-1362 Linda aventura-architecture.com age 1 �►, ""' `' ''`' ``'` VENTURA architecture development - CONSTRUCTION PROPOSAL 1 1870 W. STATE ROAD 84 Date Estimate # VENTURA #C14 DAVIE, FL. 33325 1/22/2018 BARRYD-P-RO Name / Address BARRY UNIVERSITY PROCUREMENT -AP MICKIL; VOUTSINAS. DIRECTOR 11300 NE 2ND AVENUE MIAMI SHORES, FL 33161 Ship To BARRY UNINVERSIIY-GARNER HALL DUNKIN DONUTS/BASKIN ROBBINS SfORF, MIAMI SHORES, FI,. 33161 ATT: MICKIE VOUTSINAS PC#357112 WORK ORDER# 79732 SCHEDULED WORK PRICING OH&P TOTAL COST Cabinets & Vanities 700.00 12.00% 784.00 PLUMBING 25,000.00 12.00% 28,000.00 HVAC / MECHANICAL: INCLUDES I ROOFTOP UNIT / 1 29,000.00 12.00% 32,480.00 HOOD/2 FANS FIRE, EXTINGUISHER (3) 480.00 12.00% 537.60 FIOT WATER HEATER 1,200.00 12.00% 1,344.00 BOOSTI?R PUMP 600.00 12.00% 672.00 ELECTRICAI, SUB 57,000.00 12.000/0 63,840.00 LIGHTING MATERIALS 8,109.()0 12.00% 9.082.08 LOW VOI_,TAGI 600.00 12.000/0 672.00 PERMIT FEF;S : AL,L"OWANCI3 20,000.00 12.000/0 22,400.00 AI_;I'I?RNATFS PER GC BID: WILL, 131" INVOICF,D AS 0.00 12.000/0 0.00 CHANGE ORDERS / ADDITIONAL, SCOPE "I'O 131; DETERMINED ALTERNATE #3: FIREPROOFING 0.00 12.00% 0.00 ALTERNATE #4: WALK IN COOLER/FREEZER-INSTALL 4,800.00 12.00% 5,376.00 ONLY ALTERNATE; #5: FIRE ALARM ALLOWANCE 3,150.00 12.00% 3,528.00 **2/6/18 EMAIL TO BROOKS RE PMT SCHEDULI?: NO DEPOSIT/ PROGRESS INVOICE AT % DONE 3/1/18 RCVS EXECUTED CONTRACT / ATTACHED KINDLY REVIEW AND SIGN BELOW- AS APPROVAL FOR WORK DETAILED AND PAYMENTS DUE. ANY ADDITIONAL CHARGES ARE REIMBURSEABLE COSTS AND I Total $595,881.44 -) ART: DUE UPON RECEIPT. WORK WILL COMMI-,,NCI--', UPON EXECUTION AND DF,POSIT. TI IANK YOU—LINDA R. WAl ION Phone # E-mail 954 423-1362 Linda « ventura-architecture.com age 2 I � EXISTING BUILDING BEYOND METAL COPING PAINTED �7Af TO MATCH BAND COLOR BELOW STUCCO FINISH WITH i14"REVEALS24'X24' - '.E Vaml 9BARAlE -_ -[�T_ 5 ANGLE 70 BE puYt7KIWI 1TIfTTBtSUE E _._8i.W80FT---- RSQFT— "i50RF •. y I1C,fiTFDAC E V\ � r \ko �z u'll1 �4,-g�WINDO'✓JB 9.�.�4.-0.�IM�� F / o W cWi / PT-OB PT-,2 1 1 EXTERIOR ELEVATION WHEN ART PANELS ARE - BEING USED (1) LIGHT CENTERED OVER PANEL "WALLP/tl(BUER 111E PT•1, PT -a. PT-05 PT-02 W r r � t 8 1 EXTERIOR ELEVATION 4'-0' I_ ...IMPACT \fUPMI6lEHf �� PT-11 - ]__ i GRAPHIC APPLIED TO SIDING, FURNISHED AND INSTALLED -I BY G.C. -SEE HTTP:UEXTRANET.DUNKINBRANDS.COM FOR --= ADDITIONAL SIZES AVAILABLE f-.- 1r•TAFF _ _ _. - i3.€A�APEF L 11WA10" MTM PT-„ PT- 55 �1I --, � w z w j (cExwunTE L 4� FEW J 2 1 EXTERIOR ELEVATION development inc �yty Y& vE r_ �i { . • AI ` ` i T .yr• ' J� dui A v �J�T L :, r; M R 2 2 t8 VENTURA Michael a. ventura "y : -- -- _ U �— 11870 w state rd 84 #C14 davie, florida 33325 phone: (954) 423-1362 ventura-architecture.com -- _--T-6- - CX- A A 0 0 0 3 1 2 3 POSITION UGHT STUCCO FINISH WITH PT-05 CUP SWRL TO 114" REVEALS 24" X 21' [UNDER ILLUMINATE WALL AT 45' ANGLE TO BE GRAPHIC18-TAFF -� PT-(IB _TTFARAFET - _-A'-- T.Q 6MAPEf WAIIPlL761Ai1T PT-05 � NO ONORABLE BlA1B' \ 000.0 j X InLu z FINISH MATERIAL SCHEDULE: EXTERIOR FINISH MATERIAL SCHEDULE Checked: 12(1312BIS CODE MATELAL MANUFACTURER PIROWCTR DESCRIPTION W-01 AWNING ARLON DD FRESH BREW AWNING BROWN AWNING NTTN FRESH BREW MESSAGING W-0]ALT AWNING ARLON DO FRESH BREW AWNING BROWN AWNING -PLAIN MATERIAL W-OL AWNING ARLON DDFRESH BREW AWNING ORANGE AWNING WITH FRESH BREW MFSSAGINC W-02A1 AWNING ARLON ODFRESHBREW AWNING ORANGEAWNING-PLAINMATERIAL -�-------�-� ---_ - W-CB AWNNG ARLON BRFIAVORS AWNING PINRAWNING BC-1 I&OLLARDOOVERS IDEALSHIEIA BU-CC452-5 "WX SYW ORANGESOLURD SLEEVE BFS-02 JEWS DRWIT SYSTEMS, INC D000-U I= PAINT COLORS TO MATCH MONOLITH SCHEME rFS-OB 'EFS IDNWITSYSfEMS,INC BFS-CS JBFS jDRWrr SYSTEMS, INC _ ]_7•TpFF_ _ _ • • J • • f ••• •• AR001 61 52 • iy •• •f • • • • f • • •• ••f•f JM • • 000 0*a •• • �•• ••f•f• 7 • • • 2 • 000009 ._-.__•____ a QD � M cM it J (1)� ajLL Z W co O 04 pzNO,— =) W _ — REMARKS STANDARDAWHINGFORFRESNMEW Z Z U DESIGNS \/ O . Z "HNAMIALFORFM STANOMONOFCUTIWNANRCOFF ERADIGTION Of NP ICON ANp COFFEE & MDRE MESSAGE Q U Q fB OESIG'6 WHERE ORANGE WHERE ORANGEBAHDIR OR PRACnCAC RO OVEMLL DESIGN W ` LL revisions: ® ag-) Oj - 1 8 BUILDING COMMENT STANOARp PWN MATERIAL FOR FIELD ERADNiRTON OF NP ICON AD COFFEE &MORE MESS A STANOARDAWNINGFOREH-i DESIGNS W/BW E BANO 'AOERFUTF MATFRIAllO HMOIPUNN BOARDS ON MONDOTI 'ALTERNATE BNIDIMG MAIERIALTD HARDIPUNK FIELD 9DING INDN 'ALTERNATE GUIDING MATEMALTO Drawn by: Pedro Rincon date: 11-21-2017 A-5 2017-ALLOCATION-03750 COUNTY 12/6/2017 Issued Date: 12/6/2017 BARRY COLLEGE 11300 NE 2 AVE MIAMI SHORES, FL 331616628 ED WALTON 11870 ST RD 84 DAVIE, FL 33325 RE: Sanitary Sewer Certification of Adequate Capacity The Miami -Dade County Department of Regulatory and Economic Resources (RER) has received your application for approval of additional sewer flows for the following project which is more specifically described in the attached project summary. Project Name: Dunkin' Donuts at Garner Hall, Barry University / M2018003319 Project Location: 11300 NE 2 AVE, MIAMI SHORES, FL 331616628 Previous Use: VACANT Proposed Use: 1,542 SQ FT DUNKIN' DONUTS Previous Flow: 0 GPD Total Calculated Flow: 771 GPD Allocated Flow (additional sewer flows): 771 GPD Sewer Utility: PRIVATE Receiving Pump Station: 99 - 50A RER has evaluated your request in accordance with the terms and conditions set forth in Appendix A of the Consent Decree (CASE No. 1:12-CV-24400-FAM) between the United States of America and Miami -Dade County. RER hereby certifies that adequate treatment and transmission capacity is available for the above described project, pursuant to the criterion stipulated in Appendix A of said Consent Decree. Furthermore, be advised that this approval does not constitute departmental approval for the proposed project and is subject to the terms and conditions set forth in the Consent Decree. Additional reviews and approvals may be required from other sections having jurisdiction over specific aspects of this project. Also, be advised that the gallons per day (GPD) flow determination indicated herein are for sewer allocation purposes only (in compliance with the Consent Decree requirements) and may not be representative of GPD flows used in calculating connection fees by the utility providing the service. Be advised that this Sanitary Sewer Certification of Adequate Capacity (this letter) will expire within 90 days of the issue date if the applicant does not obtain a building process number from the corresponding building official. However, if the building process number has already been obtained, this letter will expire within 180 days of the expiration date of the process number. Finally, if a Building Permit was secured for this project, this letter will expire within 150 days of the expiration date of the Building Permit. Should you have any questions regarding this matter, please contact the Miami -Dade Permitting and Inspecting Center (MDPIC) (786) 315-2800 or RER Office of Plan Review Services, Downtown Office (305) 372-6789. Sincerely, Lee N. Hefty Director of Environmental Resources Management For/By: Cristian Guerrero, P.E., Chief of Environmental Plan Review. Department of Regulatory and Economic Resources. cc 17-- �z � Qf� Page 1 of 2 Sanitary Sewer Certification of Adequate Capacity Project Summary: Owner's Name: BARRY COLLEGE Owner's Address: 11300 NE 2 AVE MIAMI SHORES, FL 331616628 EEOS Allocation Number: 2017-ALLOCATION-03750 Project: Dunkin' Donuts at Garner Hall, Barry University / M2018003319 Proposed Use: 1,542 SQ FT DUNKIN' DONUTS Pump Station: 99-50A Projected NAPOT: 2.92 Proposed Projected NAPOT: 2.92 Folio 1Lo—UBlock rAddress Flow Sewer Sewer Sewer Exp. Date Proc # (GPD) Status Cert Date Recert (Bldg _ Date i .. -D Page 2 of 2 TREE COMMENTS CHANGES NEEDED FOR NATURAL RESOURCES APPROVAL (All changes must be mechanically reproduced) DATE OF NOTICE: 2//S- Our aerial historic records indicate the presence (currently or in the past) of tree resources. Please clarify the information as follows: IF YOU DO NOT NEED TO REMOVE TREES: 1. On SITE PLAN, show trees within twenty feet (20') of ANY type of construction, including driveways, septic tanks, fences, pipes, buildings, construction roads, structures to be demolished, etc. 2. Show distance from these trees to construction. 3. Label the trees as existing to remain. 4. On SITE PLAN show 6-8' barriers around trees less than 18 inches in diameter at breast height* (DBH) and show 10-12' barriers around trees 18 inches in diameter at breast height or greater. [If trees are too close to construction for proper sized barriers, please contact our office—(786) 315-2800.] *18 inches in diameter at breast height is the same as 56.5 inches in circumference. 5. We MAY need to see pictures of the site or the downtown office may have to do an inspection to be sure that no trees will be damaged by the construction. IF YOU NEED TO REMOVE OR RELOCATE TREES: Permit applications are processed by the Tree Program. The following items must be submitted to apply for a permit: 1. Filled out TREE REMOVAL/RELOCATION application form. 2. Application fee (check or credit card). Please see Fee schedule. 3. Two copies of site plan showing all trees. Please mark the trees to be removed/relocated. If there are more than 10 trees on -site, you need to provide two copies of a tree survey. TREE PROGRAM: 701 NW 1 st COURT, 6th floor. (305) 372-6574 WALK-THRU FROM 8:00 a.m. TO 12:00 p.m. EVENING HOURS BY APPOINTMENT ONLY REVIEWER: / f -j o `'"e'P, PHONE: (786) 315-2800 M,®DADE Miami -Dade County R E R Tree Removal Permit Application Package The Benefits of Trees Trees fight pollution. A typical healthy tree can remove up to 48 pounds of carbon dioxide (CO,) from the air every year. CO, is one of the leading causes of "The Greenhouse Effect." Tree roots can also help to filter groundwater and reduce erosion. Shade from trees helps to keep buildings, streets, and parking lots cool. Evidence indicates that well -positioned shade trees can cut a building's cooling costs by up to 50 %. Trees also help to cool the air in our cities through evapotranspiration. Trees provide habitat for wildlife. They provide shelter and food for a variety of birds and small animals, such as squirrels. Trees can add up to 15 % to property values. They also make our neighborhoods and city streets more attractive to tourists and investors. Miami -Dade County is not alone in its efforts to preserve its trees. Communities throughout the nation are recognizing the importance of urban forests and are passing laws to protect them. You can help by reporting any illegal tree removal or excessive pruning to DERM 124-hour: (305) 372-69551 or (305) 372-6574, and by planting more trees whenever possible. For more information about landscaping with trees, or about tree pest and diseases, contact the Miami -Dade County Cooperative Extension Service. Miami -Dade County Cooperative Extension Service 18710 SW 288 Street Homestead, FL 33031 Phone: (305) 248-3311 Miami -Dade County DERM Department of Regulatory and Economic Resources 701 N.W. 1 Court, 6th floor, Miami, Florida 33136-3912 Phone: (305) 372-6574 Fax: (305) 372-6479 email: treeandforest@miamidade.gov On the web at: www.miamidade.gov/environment/trees. asp Tree Removal Permit General Information A Section 24-49 of the Code of Miami -Dade County mandates the protection of the County's tree and forest resources. The following information provides an overview of Miami -Dade County's tree and forest protection requirements. Please take the time to read this information carefully before filling out the attached application. What types of tree and forest resources does the ordinance protect? There are three categories of protected tree resources in Miami -Dade County: "Non -specimen size" trees (less than 18" dbh*), "specimen -size" trees (18" or greater dbh*), and Natural Forest Communities (NFC's), which includes grasses, shrubs, and trees. Definitions: A tree is defined as any woody or fibrous perennial plant having a minimum trunk dbh of three (3) inches or greater or with an Over All Height (OAH) of twelve (12) or more Specimen tree shall mean a tree with any individual trunk which has a dbh of eighteen (18) inches or greater. *dbh = Trunk diameter measured at a point 4 1/2 ft. above the ground Where and when are tree removal permits required? Tree removal permits are required for the removal or relocation of any tree in Miami -Dade County, except for certain exemptions. Permits are also required for any work in any designated Natural Forest Community (i.e. pinelands and hammocks). DERM may require the property owner to modify a site plan to preserve tree and forest resources. How can I confirm if my tree requires a tree removal permit? There are numerous species of trees that are on Miami -Dade County's exempt and prohibited species list and yet other trees that do not require a permit for removal due to their size or location. You can verify whether a tree permit is required by sending us good quality photos of the tree with a close up of the leaves, the address where the tree is located, and the dbh of the tree. Photos along with the above mentioned information can be sent to the following email address: treeandforestp_miamidade.gov What about the trimming of trees? Tree removal permits are not required for the selective pruning of trees, provided the pruning is done according to the most recent American National Standards (ANSI) A- 300 Standard Practices for Tree Care Operations. However, excessive pruning (i.e. hatracking, topping, etc.) which results in the effective destruction of a tree constitutes a violation of Section 24-49 of the Code of Miami -Dade County. Any other activity that can effectively destroy a tree, such as trunk girdling, excessive root cutting, or use of tree -killing chemicals, also violates the Code. Will I be required to replant trees for the ones that I remove? All "non -specimen size" trees you remove -- except for the exempt or prohibited species -- must be replaced with an equal amount (100%) of tree canopy. "Specimen -sized" trees require double canopy replacement as well as a required equitable contribution to the Miami -Dade County Tree Trust Fund (TTF). Canopy replacement can be satisfied by planting Florida grade #1 or better quality trees from the categories below: Canopy Credit Formulas Replacement Min. Size Canopy Canopy Type At Planting Credit (Sq ft) Shade Tree 1 12' OAH* 500 Shade Tree 2 8' OAH 300 Palm 1 10' OAH 300 Palm 2 T OAH 100 Small Tree C OAH 200 *OAH = Over All Height You may be required to replant more than one species of tree. What fees do I have to pay for a tree removal permit? A non-refundable application fee (based on zoning) and initial inspection fee is required upon permit application submission. Additional fees may be charged prior to permit issuance based on the specifics of the application. What municipalities enforce their own tree protection ordinance? The following cities/municipalities enforce their own tree protection ordinance. Please contact your city/municipality for more information on their permitting process. Miami (305) 416-1551 Miami Beach (305) 673-7722 Coral Gables (305) 460-5135 Miami Springs (305) 805-5030 North Miami (305) 895-9820 North Miami Beach (305) 948-2965 South Miami (305) 663-6326 Homestead (305) 224-4500 Pinecrest (305) 235-2121 Miami Lakes (305) 364-6100 What about stands of natural forest such as hardwood hammocks or pinelands? If a site has been designated as a Natural Forest Community or if you think a site may contain environmentally sensitive resources, please contact the Tree & Forest Resources Section at (305) 372-6574 for more information. A Tree Permit Application MIAMI-DADS Tree &Forest Resources Section 701 N.W. 1 Court, 6th Floor Miami, Florida 33136 T (305) 372-6574 F (305) 372-6479 FOR DEPARTMENTAL USE ONLY Updated 10/16 Date Received: Application Number: Received By: Application Fee (other fees may be applicable): Application Type: ❑ Removal ❑ Relocation ❑ Removal & Relocation After -the -Fact: []No ❑ Yes COM #: Application must be filled out in its entirety. Please indicate N/A for non -applicable fields. 1. Property Owner's Information: Name: Address: Zip Code: Phone #: Fax #: Email: • This should be the applicant/owner's information for contact purposes. Folio #(s): Site Address: 2. Property Owner's Authorized Permit Agent: The name and contact information for the Agent that is authorized by the owner to process the application, furnish information relating to the application and bind the applicant to all requirements ofthe application/permit document. Name: Address: Zip Code: Phone #: Fax #: Email: activitv exists or will occur: Does intended use of the property require re -zoning or plat? ❑Yes ❑ No City or Town: Current Zoning (check all that apply): ❑ Single Family ❑ Multi -Family ❑ Commercial ❑ Business ❑ Agricultural ❑ Swale/Right-of-Way ❑ Other 4. Work Description: Building permit process number (if applicable): Number and type of tree(s) to be removed, or relocated. Include trees affected by improper trimming or removed without a permit: Location of the tree(s) stated above: Reason for tree removal and/or relocation: Attachments (check all that apply): (e.g. site sketch, plans etc.): 0 Site Sketch ❑ Plans ❑ Photographs ❑ Arborist Assessment ❑ Tree Survey 0 Other l 6. IMPORTANT NOTICE TO PROPERTY OWNERS: The written consent of the Property Owner is required for all applications to be considered complete. Your application WILL NOT BE PROCESSED unless the Property Owner consent portion of the application is completed below. You have the obligation to notify the Department in writing of any changes to information provided in this application. Application is hereby made for a Miami -Dade County tree permit to authorize the activities described herein. I agree to or affirm the following: • 1 possess the authority to authorize the proposed activities at the subject property, and • 1 am familiar with the information, data and plans contained in this application, and • To the best of my knowledge and belief, the information, data and plans submitted are true, complete and accurate, and • I am authorizing the permit agent listed in Section 2 of this application to process the application, furnish supplemental information relating to this application and bind the property owner(s) to all requirements of this application/permit document, and • 1 agree to provide access and allow entry to the project site to inspectors and authorized representatives of Miami -Dade County for the purpose of making the preliminary analyses of the site and to monitor permitted activities and adherence to all permit conditions. A. IF PROPERTY OWNER IS AN INDIVIDUAL Signature of Property Owner Print Property Owner's Name Date B. IF PROPERTY OWNER IS OTHER THAN AN INDIVIDUAL OR NATURAL PERSON (Examples: Corporation, Partnership, Trust, LLC, LLP, etc.) Print Name of Property Owner (Enter the complete name as registered) Type (Corp, LLC, LLP, etc.) State of Registration/Incorporation Under the penalty of perjury, I certify that I have the authority to sign this application/permit document on behalf of the Property Owner, to bind the Property Owner, and if so required to authorize the issuance of a bond on behalf of the Property Owner. (If asked, you must provide proof of such authority to the Department). ***Please Note: If additional signatures are required, pursuant to your governing documents operating agreements or other applicable agreements or laws you must attach additional signature pages. *** Signature of Authorized Representative Print Authorized Representative's Name Title Date C. IF THE APPLICANT IS A JOINT VENTURE Each party must sign below (If more than two members, list on attached page) Print Name of Applicant (Enter the complete name as registered) Type (Corp, LLC, LLP, etc.) State of Registration/Incorporation Print Name of Applicant (Enter the complete name as registered) Type (Corp, LLC, LLP, etc.) State of Registration/Incorporation Under the penalty of perjury, I certify that I have the authority to sign this application/permit document on behalf of the Property Owner, to bind the Property Owner, and if so required to authorize the issuance of a bond on behalf of the Property Owner. (If asked, you must provide proof of such authority to the Department). ***Please Note: If additional signatures are required, pursuant to your governing documents operating agreements or other applicable agreements or laws you must attach additional signature pages. *** Signature of Authorized Representative Print Authorized Representative's Name Title Date Signature of Authorized Representative Print Authorized Representative's Name Title Date 7. WRITTEN CONSENT OF THE PROPERTY OWNER FOR THE PROPOSED WORK LOCATION I/We are the fee simple owner(s) of the real property located at Miami -Dade County, Florida, otherwise identified in the public records of Miami -Dade County as Folio No(s). . I/We am/are aware and familiar with the contents of this application for a Miami -Dade County tree permit to perform the work on the subject property, as described in this application. I/We hereby consent to the work identified in this tree permit application. A. IF THE PROPERTY OWNER IS AN INDIVIDUAL Signature of Property Owner Print Property Owner's Name Date Signature of Property Owner Print Property Owner's Name Date B. IF THE PROPERTY OWNER IS OTHER THAN AN INDIVIDUAL OR NATURAL PERSON (Examples: Corporation, Partnership, Joint Venture, Trust, LLC, LLP, etc.) Print Name of Property Owner (Enter the complete name as registered) Type (Corp, LLC, LLP, etc.) State of Registration/Incorporation Address of Property Owner Under the penalty of perjury, I certify that I have the authority to sign this application/permit document on behalf of the Property Owner, to bind the Property Owner, and if so required to authorize the issuance of a bond on behalf of the Property Owner. (If asked, you must provide proof of such authority to the Department). ***Please Note: If additional signatures are required, pursuant to your governing documents, operating agreements, or other applicable agreements or laws, you must attach additional signature pages. *** Signature of Authorized Representative Print Authorized Representative's Name Title Date Signature of Authorized Representative Print Authorized Representative's Name Title Date Please Review Above Appropriate signature(s) must be included in: Box 6: either A, B or C AND Box 7: either A or B Tree Permit Application Additional Signatures Page (Please attach to Tree Permit Application if needed) Folio #(s): Site Address: 1. IF THE PROPERTY OWNER IS AN INDIVIDUAL Signature of Property Owner Print Name of Property Owner Date Signature of Property Owner Print Name of Property Owner Date 2. IF THE PROPERTY OWNER IS OTHER THAN AN INDIVIDUAL OR NATURAL PERSON (Examples: Corporation, Partnership, Trust, LLC, LLP, etc.) Print Name of Property Owner (Enter the complete name as registered) Type (Corp, LLC, LLP, etc.) State of Registration/Incorporation Under the penalty of perjury, we certify that we have the collective authority to sign this application/permit document on behalf of the Property Owner, to bind the Property Owner, and if so required to authorize the issuance of a bond on behalf of the Property Owner. (If asked, you must provide proof of such authority to the Department). ***Please Note: If additional signatures are required pursuant to your governing documents operating agreements, or other applicable agreements or laws. Vou must attach additional signature pages. *** Signature Print Name Title Date Signature Print Name Title Date Signature Print Name Title Date Signature Print Name Title Date Signature Print Name Title Date Signature Print Name Title Date Signature Print Name Title Date Signature Print Name Title Date Signature Print Name Title Date t -� Department of Regulatory and Economic Resources Miami -Dade County Plan Review Summary Process Number: M2018003319 FINAL CORE REVIEW DATE: 12/15/2017 OVERALL STATUS: Overall Disapproval PROJECT DETAILS: -- CONTACT DETAILS: FOLIO: 11-2136-000-0050 NAME: ED WALTON ADDRESS: 11300 NE 2 AVE,, FL EMAIL: PERMIT TYPE DESC.: REMO FOR DUNKIN DON PHONE #: 9546492840 DISAPPROVAL CODES: Disapproval Code 01: 0210 - Submitted plans are incomplete. Disapproval Code 02: 0214 - Remarks Disapproval Code 01: 0211 - Submitted information is incomplete. Disapproval Code 01: 0300 - Requires DERM Tree Section approval. Contact the West Dade office at (786) 315- 2800 TASK REVIEWED BY STATUS DATE STATUS Initial Core Review Kirk Wong 12/06/2017 Reviewed Comments: Interior Alteration and 1,542 SF attached addition for Dunkin' Donuts at Barry University, Garner Hall. Trees Not Clear. Requires Asbestos, Pav/Dr, Grease and Trees approvals. 2017-ALLOCATION-03750 WAS ALLOCATED FOR 771 GPD TO PRIVATE LIFT STATION NO. 99-50A WITHOUT CONDITIONS. ASBES Review Marta I March 12/06/2017 Approved Comments: D-1 Interior/Exterior alterations at an existing commercial space, Dunkin Donuts at Barry University Garner Hall Building. GREASE Review Enrique Cuellar 12/07/2017 Disapproved r j Comments: 1. The grease interceptor calculations box in Sheet P-3 indicates that a Schier GB-250 unit will be installed, the plumbing layout also shows a Schier GB-250 unit; however, the isometric diagram shows a Schier GB-75. Clarify this discrepancy or make corrections as required. 2. The grease interceptor sizing calculations box in Sheet P-3 are not acceptable since the only fixture included is the 3-compartment sink. All the fixtures in the food or drink preparation, cooking and serving areas, including hand and mop sinks and all the floor drains and troughs shall be included in the sizing calculations. Provide revised calculations for the sizing of the grease interceptor and related piping. 3. Provide in the plans a note indicating that the sampling port shall be accessible at all times without having to remove any merchandise and without standing water on ground surface; with a minimum 36 inches horizontal clearance from any wall, fixed equipment or stored materials and a minimum 48 inches vertical clearance from any fixed equipment or stored materials. 4. Provide in the plans a note stating that the grease interceptor shall be accessible at all times so as to allow for maintenance and cleaning without impediments. 5. The grease interceptor(s) pump -out frequency (POF) calculations may have to be revised since the grease interceptor sizing calculations need to be revised. 6. Fill the applicable portion of the FOG Program Plan Review Tracking Form that is attached to the plans and return the form with the resubmittal. Be advised that if a properly executed form is not submitted, the plans will remained disapproved. 7. Be advised that the maximum chamber size that is allowed is 1,250 gallons, for calculated volumes exceeding that, a multiple chamber unit or multiple units shall be used. Furthermore, if a multiple chamber unit is used the approximate capacity of each chamber shall be stated in the plans. 8. Provide an extra copy of the plumbing plans, which shall be retained by the department as part of the records. Be advised that if the required extra copy of the plumbing plans is not submitted the plans will remained disapproved. 9. Additional comments may follow upon submission of the requested information. (E. A. Cuellar 12/07/2017) P D Review Chi Ruey Chen 12/07/2017 Disapproved Comments: 12/07/2017: Clarify on C-1 if existing 8" pipe under the proposed structure is to connect to the new catch basin. Any piping under a structure shall connect to the sanitary sewer system. TREES Review Diana Jo Lau 12/15/2017 Disapproved Comments: 12/15/2017 Trees Review (0300): Our aerial historic records indicate the presence (currently or in the past) of tree resources within twenty (20) feet of construction that are not shown on the plans. The plans show construction in areas where trees exist or existed in the near past. Please clarify the information as follows: IF YOU DO NOT NEED TO REMOVE TREES: 1. On SITE PLAN, show trees within twenty feet (20') of ANY type of construction, including driveways, septic tanks, fences, pipes, buildings, construction roads, pool, etc. 2. Show distance from these trees to construction. 3. Label the trees as existing to remain. 4. On SITE PLAN show 6'-8' barriers around trees less than 18 inches in diameter and show 10'-12' barriers around trees 18 inches in diameter or greater. IF YOU NEED TO REMOVE OR RELOCATE TREES: Permit applications are processed by the Tree Program located at 701 NW 1st Court, 6th Floor, Miami, FL. The following items must be submitted to apply for a permit: 1. Filled out TREE REMOVAL/RELOCATION application form (see attached). Tree permit applications must be submitted directly to DERM separately from the building plans. 2. Two copies of site plan showing all trees. Please mark the trees to be removed/relocated. If there are more than 10 trees on -site, you need to provide two copies of a tree survey. The applicant will be contacted via phone or e-mail regarding the application fee. Please see fee schedule at hftp://www.miamidade.gov/permits/tree-removal.asp. For questions concerning this matter, please feel free to contact me via e-mail at Diana.JoLau@miamidade.gov. My Supervisor's e-mail: abrahr@miamidade.gov. ***** Final Core Review Kirk Wong 12/15/2017 Overall Disapproval Comments: Please do not hesitate to e-mail me with any question(s) you may have regarding the review comments for this project. My e-mail address and that of my supervisor are: Wongk@miamidade.gov / yuly@miamidade.gov PLAN CONDITIONS: NO CONDITIONS PLAN REVIEW FEES (FEES ARE SUBJECT TO CHANGE PENDING FINAL APPROVAL): FEE CODE DESCRIPTION USER DATE UNIT TOTAL D034 FastTrack Fee ADMIN 12/06/2017 1 $80.00 D034R FastTrack Fee_._______ ADMIN 12/06/2017 _ 1 ($80.00) Total $0.00 FOR MORE INFORMATION PLEASE CONTACT: YOUR DERM CORE REVIEWER: wongk@maimidade.gov DERM PERMITTING AND INPECTION CENTER, 11805 SW 26 ST, 786-315-2800 DERM OVERTOWN TRANSIT CENTER, 701 NW 1 CT, 305-372-6899 Coastal: dermcr@miamidade.gov EQCB: egcb@miamidade.gov Specialty Engineering Reviews (industrial, storage tanks, industrial waste pretreatment, asbestos, paving & drainage, trees): dermengreviews@miamidade.gov Tree Permit applications: dermtreeprogram@miamidade.gov Water Control: dermwatercontrol@miamidade.gov Wetlands: dermwetlands@miamidade.gov Water and Sewer M IAM 1•D1ADE PO Box 330316.3071 SW 38 Avenue Miami, Florida 33233-031L VERIFICATION FORM T 305-665-747.1 T VALID WITHOUT A PAID INVOICE AND EXPIRES ONE YEAR FROM THE DATE ON FORM Al�&-._g" F-7 INV#: 45380 FORM #: 201869419 DATE: NAME OF OWNER: PROPERTY ADDRESS: PROPOSED USAGE / NO. OF UNITS: REPLACES: PREVIOUS USAGE / NO. OF UNITS: PROPERTY LEGAL: 2/9/2018 DUNKIN DONUTS / M2018003319 '11300 NE 2 AVENUE (GARNER BLDG) 'FAST FOOD RESTAURANT PER PLANS AND ARCHITECT LETTER (345 SF OUTDOOR SEATING). FOOD RESTAURANT (VF# 201656902 - INV# N21979) 36 52 41 40 AC SE114 OF NE1/4 LESS E35FT & LESS W40FT LOT SIZE 1740400 SQUARE FEET FOLIO NUMBER: 11-2136-000-0050 —1 GALLONS PER DAY INCREASE: PROPOSED FLOW: 944 PREVIOUS SQUARE FOOTAGE: F___6031 ❑d NEW CONSTRUCTION PREVIOUS FLOW: 3021 PROPOSED SQUARE FOOTAGE: 7887 ❑ INTERIOR RENOVATION ADOPTED FLOW: p ❑ CRITICAL HABITAT ❑ SEWER ONLY THIS IS TO CERTIFY THAT THE MIAMI-DADE WATER AND SEWER DEPARTMENT DOES HAVE A(N) 12_ INCH WATER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO' SERVE THE SUBJECT PROPERTY, (OR, IF "WILL HAVE", UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF WATER FACILITIES BY THE DEVELOPER UNAR AGREEMENT WITH THE DEPARTMENT, (AGREEMENT ID # N/A) SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF VEI?NMEbTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF WATER SUPPLY OR SIGNATU NEW BUSINESS COP ENTATIVE Nancy Cobb - New Business Representative AUTHORIZED BY WCC=$892.38 SCC=$3,595.20 WSC=$90.00 VF=$150.00 TOTAL=$4,727.58 — THIS IS TO CERTIFY THAT THE MIAMI-DADE WATER AND SEWER DEPARTMENT DOES HAVE A(N) 8 INCH GRAVITY SEWER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO SERVE THE SUBJECT PROPERTY, (OR, IF "WILL HAVE", UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF SEWER SEWER FACILITIES BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT, (AGREEMENT ID # N/A). SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF SEWAGE DISPOSAL. FURTHERMORE, APPROVAL OF ALL SEWAGE FLOWS INTO THE DEPARTMENT'S SYSTEM MUST BE OBTAINED FROM D.E. . THE ANTICIPATED DAILY WATER AND/OR SEWAGE FLOW FOR THIS PROJECT WILL BE: SIX RUNDRED FORTY TWO f 4 GALLONS PUR DAY INCREASE. NEW BUSINESS OF REPRESEV17ATIVE Nancy Cobb - New Business Representative AUTHORIZED BY Subject to RER terms & conditions set forth in Consent Decree (Case No.1:12-CV-24400-FAM) or DOH Onsite Sewer Treatment & Disposal Rules & Statutes THIS VERIFICATION LETTER CERTIFIES THE AVAILABILITY OF A WATER AND/OR SEWER MAIN ONLY, AND IT DOES NOT GUARANTEE THE EXISTENCE OF A WATER SERVICE LINE OR OF A SEWER LATERAL WITH SUFFICIENT DEPTH TO SERVE THE PROPERTY. FOR ADDITIONAL INFORMATION CALL 786-268-5360. SHOULD IT BECOME NECESSARY TO INSTALL A SERVICE LINE AND/OR A SEWER LATERAL WASD REQUIRES THAT THE DEVELOPER RETAINS SERVICES FROM DESIGNERS AND CONTRACTORS WITH SKILL SETS FOR DESIGNING, BUILDING AND CONNECTING TO PUBLIC WATER AND SEWER SYSTEMS. CONTACT NAME: ED WALTON CONTACT PHONE: (954) 649-2840 AUTHORIZED BY: Printed On: 2/9/2018 NB: Nancy Cobb 11:09:36 AM PR: a-i-/f : � 2017-ALLOCATION-03750 kAM11-DAD€ 4 psi... 12/6/2017 CC/ Issued Date: 12/6/2017 n BARRY COLLEGE 11300 NE 2 AVE VVV% MIAMI SHORES, FL 331616628 EDWALTON • '��• 11870 ST RD 84 '..' DAVIE, FL 33325 • RE: Sanitary Sewer Certification of Adequate Capacity """ • The Miami -Dade County Department of Regulatory and Economic Resources (RER) has received your applicati "for apprcval4' additional sewer flows for the following project which is more specifically described in the attached project sumrvari+. .... • • • 00 Project Name: Dunkin' Donuts at Garner Hall, Barry University / M2018003319 Project Location: 11300 NE 2 AVE, MIAMI SHORES, FL 331616628 • • Previous Use: VACANT Proposed Use: 1,542 SQ FT DUNKIN' DONUTS • Previous Flow: 0 GPD • • • • • Total Calculated Flow: 771 GPD �. • �. Allocated Flow (additional sewer flows): 771 GPD Sewer Utility: PRIVATE Receiving Pump Station: 99 - 50A RER has evaluated your request in accordance with the terms and conditions set forth in Appendix A of the Consent Decree (CASE No. 1:12-CV-24400-FAM) between the United States of America and Miami -Dade County. RER hereby certifies that adequate treatment and transmission capacity is available for the above described project, pursuant to the criterion stipulated in Appendix A of said Consent Decree. Furthermore, be advised that this approval does not constitute departmental approval for the proposed project and is subject to the terms and conditions set forth in the Consent Decree. Additional reviews and approvals may be required from other sections having jurisdiction over specific aspects of this project. Also, be advised that the gallons per day (GPD) flow determination indicated herein are for sewer allocation purposes only (in compliance with the Consent Decree requirements) and may not be representative of GPD flows used in calculating connection fees by the utility providing the service. Be advised that this Sanitary Sewer Certification of Adequate Capacity (this letter) will expire within 90 days of the issue date if the applicant does not obtain a building process number from the corresponding building official. However, if the building process number has already been obtained, this letter will expire within 180 days of the expiration date of the process number. Finally, if a Building Permit was secured for this project, this letter will expire within 150 days of the expiration date of the Building Permit. Should you have any questions regarding this matter, please contact the Miami -Dade Permitting and Inspecting Center (MDPIC) (786) 315-2800 or RER Office of Plan Review Services, Downtown Office (305) 372-6789. Sincerely, Lee N. Hefty Director of Environmental Resources Management For/By: Cristian Guerrero, P.E., Chief of Environmental Plan Review. Department of Regulatory and Economic Resources. Page 1 of 2 A J i Sanitary Sewer Certification of Adequate Capacity Project Summary: Owner's Name: BARRY COLLEGE Owner's Address: 11300 NE 2 AVE .. • • MIAMI SHORES, FL 331616628 • .... ...... •• EEOS Allocation Number: 2017-ALLOCATION-03750 ...... '. • • Project: Dunkin' Donuts at Garner Hall, Barry University / M2018003319 .. • • .....: Proposed Use: 1,542 SQ FT DUNKIN' DONUTS .... . .. .0:00 Pump Station: 99-50A Projected NAPOT: 2.92 • • 0 • • • Proposed Projected NAPOT: 2.92 ""• • . . , _^—.a,!^.-- �rta.:..:i...'�.+...i....e;>e... ;., r<:: r" ,«...i-:,. 4i '.. � .r. �-.n..a` .}i,,..t... i.......,a.st � � '° �.,...,...�•k 1121360000050 / 11300 NE 2 AVE, MIAMI SHORES, FL 33161 771 APP 12/6/2017 172849 Total: 771 GPD Page 2 of 2 I r _ Department of Regulatory and Economic Resources Miami -Dade County Plan Review Summary Process Number: M2018003319 FINAL CORE REVIEW DATE: 2/12/2018 OVERALL STATUS: Overall Disapproval PROJECT DETAILS: CONTACT DETAILS: FOLIO: 11-2136-000-0050 NAME: ED WALTON ADDRESS: 11300 NE 2 AVE,, FL EMAIL: PERMIT TYPE DESC.: REMO FOR DUNKIN DON PHONE #: 9546492840 DISAPPROVAL CODES: Disapproval Code 01: 0210 - Submitted plans are incomplete. Disapproval Code 02: 0214 - Remarks Disapproval Code 01: 0211 - Submitted information is incomplete. Disapproval Code 01: 0300 - Requires DERM Tree Section approval. Contact the West Dade office at (786) 315- 2800 TASK REVIEWED BY STATUS DATE STATUS Initial Core Review Kirk Wong 12/06/2017 Reviewed Comments: Interior Alteration and 1,542 SF attached addition for Dunkin' Donuts at Barry University, Garner Hall. Trees Not Clear. Requires Asbestos, Pav/Dr, Grease and Trees approvals. 2017-ALLOCATION-03750 WAS ALLOCATED FOR 771 GPD TO PRIVATE LIFT STATION NO. 99-50A WITHOUT CONDITIONS. ASBES Review Marta I March 12/06/2017 Approved Comments: D-1 Interior/Exterior alterations at an existing commercial space, Dunkin Donuts at Barry University Garner Hall Building. GREASE Review Enrique Cuellar 02/12/2018 Disapproved Comments: 1. Fill the applicable portion of the FOG Program Plan Review Tracking Form that is attached to the plans and return the form with the resubmittal. Be advised that if a properly executed form is not submitted, the plans will remained disapproved. 2. Provide an extra copy of the plumbing plans, which shall be retained by the department as part of the records. Be advised that if the required extra copy of the plumbing plans is not submitted the plans will remained disapproved. 3. Additional comments may follow upon submission of the requested information. (E. A. Cuellar 02/12/2018) P D Review Chi Ruey Chen 02/02/2018 Disapproved Comments: 02/02/2018: Previous comment is still pending, not addressed in this re -submittal.****** 12/07/2017: Clarify on C-1 if existing 8" pipe under the proposed structure is to connect to the new catch basin. Any piping under a structure shall connect to the sanitary sewer system. TREES Review Diana Jo Lau 02/08/2018 Disapproved Comments: 02/08/2018 Previous Trees comments still pending (0300): Our aerial historic records indicate the presence (currently or in the past) of tree resources within twenty (20) feet of construction that are not shown on the plans. The plans show construction in areas where trees exist or existed in the near past. Please clarify the information as follows: IF YOU DO NOT NEED TO REMOVE TREES: 1. On SITE PLAN, show trees within twenty feet (20') of ANY type of construction, including driveways, septic tanks, fences, pipes, buildings, construction roads, pool, etc. 2. Show distance from these trees to construction. 3. Label the trees as existing to remain. 4. On SITE PLAN show 6'-8' barriers around trees less than 18 inches in diameter and show 10'-12' barriers around trees 18 inches in diameter or greater. IF YOU NEED TO REMOVE OR RELOCATE TREES: Permit applications are processed by the Tree Program located at 701 NW 1 st Court, 6th Floor, Miami, FL. The following items must be submitted to apply for a permit: 1. Filled out TREE REMOVAL/RELOCATION application form (see attached). Tree permit applications must be submitted directly to DERM separately from the building plans. 2. Two copies of site plan showing all trees. Please mark the trees to be removed/relocated. If there are more than 10 trees on -site, you need to provide two copies of a tree survey. The applicant will be contacted via phone or e-mail regarding the application fee. Please see fee schedule at http://www.miamidade.gov/permits/tree-removal.asp . For questions concerning this matter, please feel free to contact me via e-mail at Diana.JoLau@miamidade.gov. My Supervisor's e-mail: abrahr@miamidade.gov. ***** Final Core Review Kirk Wong 02/12/2018 Overall Disapproval PLAN CONDITIONS: NO CONDITIONS ■ development incl a� } U N _ U C) 11870 W State Rd 84. C14 Davie Florida 33325 Phone: 954 423 1362 CG-0060048 A A- 0003123 cc /�- d �qq RESPONSE LETTER Address:11300 NE 2nd Ave, Miami Shores, FL 33161 Permit Number: M2018003319 Date: 02-09-2018 •••• •••••• • • • PD Review 1. Clarify on C-1 if exiting 8" pipe under the proposed structure is to connect to the new catch basin. Any piping under a structure shall connect to the sanitary sewer system. RESPONSE: Please be advised that the 8" pipe is an existing connection to existing roof drain that connects to an existing catch basin. Trees Review 2. On site plan, show trees within twenty feet (20') of any type of construction, including driveways, septic tanks, fences, pipes buildings, construction roads, pool, etc. RESPONSE: Please see 1/SP-1 indicated tree that area within 20' of construction site. 3. Show distance from these trees to construction. RESPONSE: Please see 1/SP-1 indicated tree distance 4. Label the trees as existing to remain. RESPONSE: Please see 1/SP-1 indicated tree 5. On site plan show 6'-8" barriers around trees less than 18 inches in diameter and show 10'-12" barriers around trees 18inches in diameter or greater. RESPONSE: Please see 1/SP-1 indicated tree note 6. IF YOU NEED TO REMOVE OR RELOCATED TREES: Permit applications are processed by the Tree Program located at 701 nw 15t Court, 6th Floor, Miami, FL. The following items must be submitted to apply for a permit: RESPONSE: Please note no trees are to be removed. Thank You, Michael Ventura, Architect AR 0016152 • development inc y m � F � U N .0 U U 11870 W State Rd 84. C14 • ....' .000.9 Davie Florida 33325 .. . .. . 0 Phone: 9544231362 ...�.. '..' C G-0060048 •��•;• ...... . • • A A- 0003123 .... •� �••••• .... . .. ..... RESPONSE LETTER • • • • • • • • • • • •: •.' .. .. .. . ...... Address: 11300 NE 2 Ave, Miami, FI. . . . . ...... Permit Number: 17-2849 .. . •• see*** ...... Date: 01-18-2018 1. DERM, Fire, WASD, and Miami Dade Impact fee section approval is required. RESPONSE: See DERM , FIRE & WASD response letter attached 2. Miami Shores Village Planning and Zoning approval required. RESPONSE: OK. 3. 456.4.1 Bathroom facilities. All bathrooms shall be of easy and convenient access to both patrons and employees and shall be located on the same floor of the premises served. Provide occupant load calculations reflecting adequate plumbing facilities. RESPONSE: See attached CS-1 Sheet & A-3 Sheet. 4. Provide geotechnical investigation and recommendations as per 2014 FBC 1803. RESPONSE: See attached. 5. Wood sleepers not permitted as support for roof top equipment and or accessories. RESPONSE: See M-3 Sheet attached. The detail shows multiple options depending on the deck, It is understood that one of the options will apply at a time. The detail is general and applies to multiple scenarios. 6. Cloud in all changes, mark with delta and date. Do not remove void sheets for plans mark as city copy. If you have any questions related to above comments or related to a code section, please email me at bo@msvfl.gov STRUCTURAL REVIEWS COMMENTS RESPONSE: See Structural Response Letter & plans attached. PLANNING CRITIQUE 1. Plans do not indicate elevation directions. FIRE RESPONSE: See - All Sheets updated. • • • • .... 2. Signage on the exterior of the Building is prohibited facing any ROW. .., . •••• RESPONSE: There is no elevation with signage on its faces. • • • • • • • 3. Clearly indicate the location of the loading zone which will be used on the duUpg deliivgrjgs. RESPONSE: See - SP-2 Sheet 000000 • • • PAGE CS-1 INDICATES NO FIRE ALARM. UNDER DESIGN CODES ON PAGE CS�i•'•' IT SHOWS FIRE ALARM PER NFPA 72. BASED UPON THE OCCUPANCY TYPE AND OCCUPANT LOADS ON THE SECOND FLOOR OF THE EXISTING BUILDING AN EXISTING FIRE ALARM IS REQUIRED FOR THAT BUILDING. PROVIDE A CONCEPUAL FIRE ALARM DEVICE INSTALLATION PLAN FOR THE PROPOSED EXTENSION AS PART OF THE MASTER PLAN. RESPONSE: See attached CS-1 & FA-1 Sheet for Fire Alarm Conceptual plan to be submitted as a separate permit. Contractor to provide shop drawings match existing devices. 2. PROVIDE THE DIFFERENCE IN ELEVATION AT ALL EXIT DOORS. MAXIMUM OF 2 INCH. RESPONSE: See attached A-1 Sheet 3. PROVIDE THE DOOR SIZE, HEAD ROOM, AND DIFFERENCE IN ELEVATION AT DOORS FOR THE WALK-IN COOLER AND WALK-IN FREEZER. RESPONSE: See attached A-1 Sheet 4. RESPONSE SHEET REQUIRED FOR FURTHER REVIEW. All responses attached on this letter. Thank You, Michael Ventura, Architect AR 0016152 4 Unison Structural Design LLC Date: 01-22-2018 Project: Barry University - New Dunkin Donuts Address: 11300 NE 2nd Ave, Miami Shores, FL 33161 Permit No: CC17-2849 . . .... ...... •••••• • •• • Miami Shores Village . •. •••••• • • • • Building Department • • • • .. .,.... 10050 N.E. 2nd Avenue, "•• •• ••••• Miami Shores, FL 33138 Subject: Structural; Comments Response Letter • • 1) Comment: Provide two copies of the geotechnical report, signed and sealed by Florida engineer, as referenced and noted on sheet S-0, to verify bearing of 2,500 psf. Response: Will be provide by others. 2) Comment: Provide signed and sealed by Florida Architect or Engineer, structural calculations to include but not be limited to the following elements: a. Foundation - Both isolated and continuous wall footings. b. Concrete beams and columns. c. Steel beams. d. All bearing reinforced masonry walls. e. Wind loads for all exterior doors and windows, show wind design pressures on elevations for each opening. f. Design loads for all roof framing elements, show load reactions for each member for both uplift and gravity (DL+LL) reactions at supports. g. Framing elements and connections designs. h. All proposed roof top equipment tie downs, in compliance with the HVHZ provision of section 1620.6, of the FBC 5th Edition (2014) code and the ASCE 7-10 adopted standard. L Analysis for roof diaphragm loadings in both directions. Response: See provided structural calculation package. 3) Comment: Structural Load Calc's required to comply with Florida administrative code Section 61G15-23. Original signature, date and seal are required on both sets. Response: See provided structural calculation package. 4) Comment: Provide Loads Requirements and locations of all roof top equipment. Response: See revised sheet S-1.1. UNISON STRUCTURAL DESIGN, LLC. 2515 N. STATE RD 7 SUITE 207 MARGATE FL 33063 FL CA N°29904 EMAIL: UNISONSTRUCTURALDESIGN@GMAIL.COM PH. (305) 298-0467 Unison Structural Design LLC 5) Comment: Provide two copies of special inspector form, fully executed for: a. Reinforced masonry per section 2122.4 of FBC 5T" Edition (2014) Code. age. b. Miami Dade county administrative code, Article II, Section 8-%2 •••• •••••• i. Soil �•• :'. •. compaction • ii. Steel framing and connections •...�• • • •• :see*: Response: See Special Inspector form provided. es.w•. sees � .. sees. .sees. sees sees. • • s � • • a • *sees* •sees• ```�111111111111,, % +Q�.• ENSF `r` �Q ` � � T • • W _ Kkrvin Ve�r��P.E:,}146 lo 00 '• S� Q ' lilt fill lilto% UNISONSTRUCTURAL DESIGN, LLC. 25IS N. STATE RD 7 SUITE 207 MARGATE FL 33063 FL CAA"29904 EMAIL: UNISONSTRUCTURALDESIGN@GMAILCOM PH. (305) 298-0467 4- Quality & Promot Yahya Consultants Inc. S� 5516 NW 58" Ave Coral Springs FL 33067 c Phone:954.263.9318 E-mail: ryehia@myacc.net Subject: Process No. m2018003319 / CC 12-17-2849 Dunkin Donuts / Barry University 11300 NE 2"d Ave Miami Shores, FL 33161 DERM 210 SUBMITTED PLANS ARE INCOMPLETE. 214 REMARKS 211 SUBMITTED INFORMATION IS INCOMPLETE. 300 REQUIRES DERM TREE SECTION APPROVAL. DADE OFFICE AT (786) 315-2800 • • •••• •••••• ...... . .. ....% .... . .. ..... ...... .... ..... .... .. . ...... . . . . .... % CONTACT THE WEST 13HE GREASE INTERCEPTOR CALCULATIONS BOX IN SHEET P-3 INDICATES THAT A SCHIER GB-250 UNIT WILL BE INSTALLED, THE PLUMBING LAYOUT ALSO SHOWS A SCHIER GB-250 UNIT; HOWEVER, THE ISOMETRIC DIAGRAM SHOWS A SCHIER GB-75. CLARIFY THIS DISCREPANCY OR MAKE CORRECTIONS AS REQUIRED. RY: Corrected the isometric designation. Please refer to sheet P-1. 2. 23HE GREASE INTERCEPTOR SIZING CALCULATIONS BOX IN SHEET P-3 ARE NOT ACCEPTABLE SINCE THE ONLY FIXTURE INCLUDED IS THE 3- COMPARTMENT SINK. ALL THE FIXTURES IN THE FOOD OR DRINK PREPARATION, COOKING AND SERVING AREAS, INCLUDING HAND AND MOP SINKS AND ALL THE FLOOR DRAINS AND TROUGHS SHALL BE INCLUDED IN THE SIZING CALCULATIONS. PROVIDE REVISED CALCULATIONS FOR THE SIZING OF THE GREASE INTERCEPTOR AND RELATED PIPING. RY.- The calculations box in addition to the 3-compartment sink (22.05 gpm) includes the flow calculated on sheet P-1 of 23 gpm to cover all others. Please refer to sheet P-3 3. 3.PROVIDE IN THE PLANS A NOTE INDICATING THAT THE SAMPLING PORT SHALL BE ACCESSIBLE AT ALL TIMES WITHOUT HAVING TO REMOVE ANY MERCHANDISE AND WITHOUT STANDING WATER ON GROUND SURFACE; WITH A MINIMUM 36 INCHES HORIZONTAL CLEARANCE FROM ANY WALL, FIXED EQUIPMENT OR STORED MATERIALS AND A MINIMUM 48 INCHES VERTICAL CLEARANCE FROM ANY FIXED EQUIPMENT OR STORED MATERIALS. RY.' Added note to plans. Please refer to sheet P-1 Page 1 of 3 Quality & Prompt Yahya Consultants Inc. 5516 NW 5811 Ave Coral Springs FL 33067 W Phone:954.263.9318 E-mail: ryehia@myacc.net 4. 4.PROVIDE IN THE PLANS A NOTE STATING THAT THE GREASP•••• INTERCEPTOR SHALL BE A CCESSIBLE AT ALL TIMES SO AS:TO'A,LLOW"' FOR MAINTENANCE AND CLEANING WITHOUT IMPEDIMENTS.•„••: RY.- Added note to plans. Please refer to sheet P-1 ...:.. . 5. 53HE GREASE INTERCEPTOR(S) PUMP -OUT FREQUENCY-• (POP)•••• CALCULATIONS MAY HAVE TO BE REVISED SINCE TFE:'GREASE':'. INTERCEPTOR SIZING CALCULATIONS NEED TO BE REVISED„.„. ••• RY.- no change to pump out frequency since calculations did not chbn1e.: Please refer to sheet P-1 • 0*000 .. . •. . 6. 6.FILL THE APPLICABLE PORTION OF THE FOG PROGRAM PLAN REVIEW TRACKING FORM THAT IS ATTACHED TO THE PLANS AND RETURN THE FORM WITH THE RESUBMITTAL. BE ADVISED THAT IF A PROPERLY EXECUTED FORM IS NOT SUBMITTED, THE PLANS WILL REMAINED DISAPPROVED. RY.- Contractor to fill out FOG program plan review tracking form. 7. 7.BE ADVISED THAT THE MAXIMUM CHAMBER SIZE THAT IS ALLOWED IS 1,250 GALLONS, FOR CALCULATED VOLUMES EXCEEDING THAT, A MULTIPLE CHAMBER UNIT OR MULTIPLE UNITS SHALL BE USED. FURTHERMORE, IF A MULTIPLE CHAMBER UNIT IS USED THE APPROXIMATE CAPACITY OF EACH CHAMBER SHALL BE STATED IN THE PLANS. RY: Note and complied. 8. &PROVIDE AN EXTRA COPY OF THE PLUMBING PLANS, WHICH SHALL BE RETAINED BY THE DEPARTMENT AS PART OF THE RECORDS. BE ADVISED THAT IF THE REQUIRED EXTRA COPY OF THE PLUMBING PLANS IS NOT SUBMITTED THE PLANS WILL REMAINED DISAPPROVED. RY: Extra copy provided. 9. 9.ADDITIONAL COMMENTS MAY FOLLOW UPON SUBMISSION OF THE REQUESTED INFORMATION. RY: Noted. Fire 1. 1. PAGE CS-1 INDICATES NO FIRE ALARM. UNDER DESIGN CODES ON PAGE CS-1 IT SHOWS FIRE ALARM PER NFPA 72. BASED UPON THE OCCUPANCY TYPE AND OCCUPANT LOADS ON THE SECOND FLOOR OF THE EXISTING BUILDING AN EXISTING FIRE ALARM IS REQUIRED FOR THAT BUILDING. PROVIDE A CONCEPUAL FIRE ALARM DEVICE Page 2 of 3 Quality & Prompt �4 Yahya Consultants Inc. 5516 NW 5811 Ave Coral Springs FL 33067 w € Phone: 954.263.9318 E-mail: ryehia@myacc.net INSTALLATION PLAN FOR THE PROPOSED EXTENSION AS PART OF TI-Ip•••• MASTER PLAN. . . *goor RY.- Please refer to sheet FA-1 • ...... . .. ...... 2. 2. PROVIDE THE DIFFERENCE IN ELEVATION AT ALL ExIT••DOOR&• •� :"": MAXIMUM OF? INCH. "" •• ••••• RY.* Please refer to architectural plans for further information. ": ": . ":'. ""' • 3. 3. PROVIDE THE DOOR SIZE, HEAD ROOM, AND DIFFERENICE IN .•..;• ELEVATION AT DOORS FOR THE WALK-IN COOLER AND •VA ALKW * * * FREEZER... 0• • • • RY, Please, refer to_ architectural plans for further information; " ' 4. 4. RESPONSE SHEET REQUIRED FOR FURTHER REVIEW.. RY: Refer to this response WASA 204 CUSTOMER MUST PROVIDE A LIST OF ALL USES WITHIN THE BUILDING(S) WITH THE RESPECTIVE SQUARE FOOTAGE 1. SUBMIT SEALED ARCHITECT LETTER STATING THE OUTDOOR SEATING AREA SQUARE FEET. RY: Refer to letter from Architect. Electrical FBC 107.3.5(B) Minimum Standard for plan Review Submission. Incomplete, Provide complete riser diagram, load calculations, panel schedules & wire size. 1. 1) Show where all panels are feed from. RY: Provided location for the electrical room. Please refer to sheet E-6 2. 2) Correct panel schedules and load calculations. RY.- each panel is feed separately from MDP, Calculations per panel are provided. Please refer to sheet E-5 YAHYA CONSULTANTS, INC. 5516 NW 58th Ave Quality & Prompt Coral Springs FL 33067 Tel. (954) 263-9318 rvehia(cDmyacc.net �d? Ramzi R. Yehia PE, CGC, PhD c Florida License # 64833 w Cert. of Authorization #27115 I J nua 18,2018 Page 3 of 3 CC 1 ZI 7 z V Miami Shores Village Building Department T 10050 NE 2nd Ave. i;M Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. • . • • • • • • 1(We) have been retained by� (%Nl ft51 to perform special inspector services wxlas the FloriQa '..' Building Code 5th Edition (2014) and iami DadeCounty Administrative Code at the j7yAANk a,/. Qty4 ....:. on the below listed structure as of i project (date). I am a registered • • • • .. • • • • • • architect/professional engineer licensed in the Sta of Florida. ' •...' : '..' *.. 0 • Process Number: GGl i' FIV '..' 0*000 • •' •.' •, • � • iiSpecial Inspector for Reinforced Masonry, Section 2122.4 of the FBC 5t^ Edition (2014) :O G G *: _ Miami Dade County Administrative Code, Article II Section 8-22 Special Inspector for •, • •... • _ Trusses > 35 ft. long or 6 ft. high • • • !Steel Framing and Connections welded or bolted Soil Compaction Precast Attachments _ Roofing Applications, Lt. Weight. Insul.Conc. _ Other Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform i1n. sp��on �i�, 6./ n lark 2. 3.T4. *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect. graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and prof jjjrltu rttigtrl�t�t those portions of the project outlined above meet the intent of the Florida Building i� % A � • t��}� . accordance with the approval plans. ,i !� •' S r ro C Sig a and Sealed J: CC r ate ( - w = r • � Z IE r.p• g�P O. 'C?. 0ic R L O R�• ��`ii Engine er/Architect Name Kft' Print % j Address ?SAS N. Stol( 204 M W5f-40 Cc_ 1z1� Z!4I GFA INTERNATIONAL FLORIDA'S LEADING ENGINEERING SOURCE . . .... ...... Geotechnical Exploration Report;'•,;• ...... Dunkin' Donuts — Garner Hall '••••' : •..• ..... Addition & Renovation "�"� •"�'• ""' ww .. .. . ...... Miami Shores, Florida :••:•: •, wwwwww January 23, 2018 • • • •;;•;• wwwwww ' GFA Project No.: 17-0437.04 Prepared for: Barry University 1215 Wallace Drive • ueiray beacn, rionaa ss444 • loom 34i-uu/u • lone 34i-uuua (Tax) • www.teamgfa.com OFFICES THROUGHOUT FLORIDA CFlorida's Leading Engineering Source Environmental • Geotechnical • Construction Materials Testing • Threshold and Special Inspections • Plan Review & Code Compliance FRNATIOy' Mr. Jeffrey Yao Barry University 11300 NE 2nd Avenue Miami, FL 33161 Phone: (305) 899-3000 RE: Geotechnical Exploration Report Dunkin Donuts — Addition & Renovation 11399 N. Miami Avenue Miami Shores, FL GFA Project No.: 17-0437.04 Dear Mr. Yao, January 23, 2018; . . .... ...... • . • • • • .... . .. ..... ...... .... .....• .... .. . ...... . . . . ...... .• In accordance with your authorization, GFA International, Inc. (GFA) has completed the subsurface exploration and geotechnical engineering evaluation for the above referenced project in accordance with the signed geotechnical and engineering service agreement for this project. The scope of GFA's services was planned in conjunction with and authorized by you. The purpose of our subsurface exploration was to classify the nature of the subsurface soils and general geomorphic conditions and to evaluate their impact upon the proposed building's addition. This report contains the results and our engineering interpretation of subsurface conditions of the site with respect to the project characteristics as described to us including recommendations for foundation design, hydro -geological concerns, and site preparation procedures. 1.0 PROJECT DESCRIPTION The site is located at 11399 North Miami Avenue in Miami Shores, FL, as shown in Figure 1. The proposed development consists of an addition to an existing building located within the Barry University Campus in Miami Shores, FL. The location of the proposed addition is currently occupied by a courtyard and some green areas. Structural and architectural plans prepared by Ventura Architecture dated October 26th, 2017 were provided to us by a client. It is our understanding that maximum loads will not exceed 40 kips for any isolated column footings and 4 kips per foot for continuous footings. If conditions vary from those indicated above, GFA should be requested to review the data to see if the recommendations contained herein are still valid. 1215 Wallace Drive • Delray Beach, Florida 33444 • (561) 347-0070 - (561) 347-0809 (fax) • www.teamgfa.com OFFICES THROUGHOUT FLORIDA Dunkin Donuts — Renovation & Addition Miami Shores, FL GFA Project No.: 17-0437.04 Geotechnical Exploration Report January 23, 2018 Page 2 of 8 GfP Dunkin Donuts — Renovation & Addition Geotechnical Exploration Report Miami Shores, FL January 23, 2018 GFA Project No.: 17-0437.04 Page 3 of 8 2.0 FIELD INVESTIGATION Two (2) standard penetration test (SPT) borings were completed to depths of 15 feet below ground surface (BGS) for this study, at the locations shown in Figure 2. The SPT boring method was used as the investigative tool within the borings. Penetration tests were performed in substantial accordance with ASTM Procedure D-1586, "Penetration Test and Split -Barrel Sampling of Soils". This test procedure consists of driving a 1.4-inch I.D. split - tube sampler into the soil profile using a 140-pound automatic hammer falling 30 inches. The number of blows per foot, for the second and third 6-inch increment, is an indication of soil strength. The SPT borings were performed using a CME-45 truck mounted GWW-rig equipped with an automatic hammer. The soil samples recovered froT t4e.soil bcxtngs were classified and stratified by a geotechnical engineer. Following comptdtioh of cur fibld services, both boreholes were backfilled with excavated soil/rock, and 1O** jlte generally cleaned, as required. 0000 .. The results of the classification and stratification are encountered durin'gMIC expl&Vron are presented in the Appendix A "Record of Test Boring". It should l;j.npJed that.soil conditions might vary between what is depicted on the attached log and OtMr:areas of the site. The soil boring data reflect information from a specific test location gnly!,Site Specific survey staking for the test location was not provided for our field exploration' The.1560hg location was determined in the field by a project engineer by measuring distances and estimating right angles from existing site features. The boring location should, therefore, be considered approximate. The boring depths were confined to the zone of soil likely to be stressed by the proposed construction. The boring log depicts the observed soils in graphic detail. The Standard Penetration Test boring indicates the penetration resistance, or N-values logged during the drilling and sampling activities. Please refer to Appendix B "Notes Related to the Test Borings" for further clarification of our field exploration. The classifications and descriptions shown on the log are generally based upon visual characterizations of the recovered soil samples. All soil samples reviewed have been depicted and classified in accordance with the Unified Soil Classification System symbols (i.e. SP, SP-SM, SC etc.). See Appendix C - "Discussion of Soil Groups", for a detailed description of various soil groups. 3.0 SUBSURFACE CONDITIONS The subsurface conditions encountered at the location of boring B01 below the existing concrete slab (approximately 3.5 inch thick) generally consisted of sand with some limestone fragments to a depth of 2 feet, followed by very loose to loose, fine to medium grained sand to the termination depth of the boring at 15 feet below ground surface (BGS). The SPT N-values from 4 to 15 feet ranged from 4 to 10 blows per foot. At the location of boring B02, the subsurface conditions generally consisted of loose to medium dense sand with limestone fragments to a depth of 8 feet, followed by loose to medium dense sand to the termination depth of the boring 15 feet below ground surface (BGS). The SPT N-values from 4 to 15 feet ranged from 6 to 12 blows per foot. GF� Dunkin Donuts — Renovation & Addition Geotechnical Exploration Report Miami Shores, FL January 23, 2018 GFA Project No.: 17-0437.04 Page 4 of 8 Please refer to the attached boring logs for complete and detailed descriptions of the soils and relative density condition encountered at each test boring completed for this study. Groundwater The water level at the time of testing was encountered at depths of 10'3" below grade at the locations tested. The groundwater table will fluctuate seasonally depending upon local rainfall and other local influences. Higher temporary water levels may be possible at this site after extended periods of rain. This is based upon our experience and anticipating ground water table rise through the type of soils encountered during the exploration..... No additional investigation was conducted in relation to any existing well flQLd i� the vicinity. Well fields may influence water table levels and cause significant fluctimalipm. If a more comprehensive water table analysis is necessary we recommend contat'tlttq'a regist6red professional specialized in hydrogeology. �•� 4.0 FOUNDATION RECOMMENDATIONS 00.000 '••• : 4.1 General • A foundation system for any structure must be designed to resist bearing:.ap'acity fail; rp, have settlements within tolerable limits for the structure type, and resist envirom;olty forces, which the foundation may be subjected to over the life of the structure. Environmental forces in Florida can include sinkholes, shrinking and swelling soils, and soil consolidation, among others. It is our opinion that these specific environmental forces have a low risk (on a scale of low, moderate, high) of detrimentally affecting shallow foundation performance at this site. The soil bearing capacity is the soil's ability to support loads without punching into the soil profile. Bearing capacity failures are analogous to shear failures in structural design and are usually sudden and catastrophic. Based on the scope of the proposed project, it is our opinion that the soils at the site are generally suitable for shallow foundations to support the proposed structure, once ground improvement techniques discussed herein have been completed. The allowable amount of settlement that a structure may tolerate is dependent on several factors including: uniformity of settlement, time rate of settlement, structural dimensions and properties of the structural materials. Generally, total or uniform settlement does not damage a structure but may affect drainage and utility connections. These can generally tolerate movements of several inches for building construction. In contrast, differential settlement affects a structure's frame and is limited by the structural flexibility. Shallow foundations appear to be suitable for the proposed project and can be used to support the proposed structure at this site, provided that the existing soils and any fill soils are properly prepared as discussed herein. Shallow foundations can consist of conventional shallow continuous strip footings and isolated spread footings, or a monolithic turned down footing and slab type foundation. 60 Dunkin Donuts — Renovation & Addition Miami Shores, FL GFA Project No.: 17-0437,04 Geotechnical Exploration Report January 23, 2018 Page 5 of 8 • • F- • o�Z�'• J x" U • w°1(LZ W O w z w O Q �QZ=X J W w z a w 0 m O Q w z '^ t ~ w a a Z U w U w O Q J N N O Q Q Y Z W. O O < E a M m 0 z w W w Z a w J O j I z N W C) LL 6 fP Dunkin Donuts — Renovation 6 Addition Geotechnical Exploration Report Miami Shores, FL January 23, 2018 GFA Project No.: 17-0437.04 Page 6 of 8 4.2 Building Pad Preparation Once the clearing, grubbing, and stripping phase is completed and prior to adding any fill, the addition's building pad should be proof -rolled and compacted to densify. Fill material placement (if needed) should be inorganic (classified as SP/SW) containing not more than 5 percent (by weight) fibrous organic materials. Fill materials with silt -size soil fines in excess of 10% should not be used, this includes cyclone sand material. Place fill in maximum 12-inch lifts and compact each lift to a minimum density of 98 percent of the Modified Proctor maximum dry density (ASTM D-1557) with a vibratory roller. Perform compliance tests within the fill at a frequency of not less than one test per 2,500 square feet per lift in the building areas, or a minimum of 2 test locations per lift, which"er.is greater. It is likely that proof -rolling and any subsequent backfill compaction with -the aforementioned equipment may induce ground vibrations that can affeetlhe ev!sting adjoining structure. A representative from our office can monitdVO he vibration disturbance using seismograph equipment capable of recording grpggd velogritigs that can be used to determine if construction activity at the site.is. exceeding tolerable vibration levels on adjacent structures as established by the 12r91e1;t structural engineer. 4.3 Foundation Preparation At any new footing locations, the soils should be densified using jumping jack type compaction equipment. Densification shall continue until at least 98% (ASTM D1557) is achieved for a depth of at least 1 foot below the bottom of the footing. We recommend probe soundings be performed to verify adequate compaction has been achieved. NOTE: It may be necessary to over excavate the footing 1 foot in order to achieve the required depth of compaction. Density tests should be performed every 50 lineal feet along the foundations to verify proper compaction has been achieved. 4.4 Foundation Design — NEW FOOTINGS Based on the soil conditions encountered and with the site prepared as recommended above, foundations supported on well compacted fill may be designed for a net allowable bearing pressure of 2,600 pounds per square foot (Psf). To assure a satisfactory factor of safety against bearing capacity failure, the foundation bottoms should be placed a minimum of 18 inches below the lowest adjacent grade and monolithic thickened edge slabs at least 8 inches. Any continuous footings should be at least 16 inches wide and isolated foundations should be at least 30 inches wide. Any footings that tie in to existing footings should be doweled together. The above allowable bearing pressure refers to service loads only. For total loads, including those due to wind, a 25% increase is permissible. Reinforcement for footings should be proportioned to meet the requirements of ACI 318, latest edition, and other applicable codes. Gf� Dunkin Donuts — Renovation & Addition Geotechnical Exploration Report Miami Shores, FL January 23, 2018 GFA Project No.: 17-0437.04 Page 7 of 8 Settlement calculations were made using the prepared site conditions and loadings presented in the foundation recommendations above. With the site prepared and the foundations designed and constructed as recommended, we anticipate settlements of one (1) inch or less and differential settlements of one-half ('/z) inch or less between adjacent columns or a horizontal distance of 20 feet. Because of the granular nature of the subsurface soils, the majority of the settlements should occur during construction; post - construction settlement should be minimal. 4.5 Foundation Design — EXISTING FOOTINGS " Based on our investigation, the existing soils are capable of su orfin "fin all bearing capacity of 2,500 pounds per square foot (psf) to maintain an atmptable Omq.*u it of settlement. If there will be any increase in load on the existing foundations abovathe stated allowable, consideration should be given to pressure grouting or themical groutiAg under the existing foundation to improve the bearing capacity or enI4; T O:the existing foundation to meet the allowable bearing pressure stated above. ;••••• Settlement calculations were made using assumed loading and foundation co'rxAIons presented above. We anticipate differential settlements of/Z inch or less between adjacent columns or a horizontal distance of 20 feet. Because of the granular nature of the subsurface soils, the majority of the settlements should occur during construction; post - construction settlement should be minimal. The effects of this movement should be considered in the design and evaluation of the additions. 4.6 Slab -on -Grade Design Slab -on -grade construction may be used for the ground floor provided the soils are prepared as recommended in this report. A modulus of subgrade reaction of 150 pounds per cubic inch (pci) may be used in the design of grade level slabs bearing on well - compacted, granular fill. To minimize localized cracking under non -uniform loading, the slab should be adequately reinforced. Cracking can be further minimized by liberally jointing the slabs and by structurally separating them from the building walls and columns. In our opinion, a highly porous base course under ground slabs is not needed. We do recommend using plastic vapor barriers at least 6 mils thick. 5.0 REPORT LIMITATIONS This consulting report has been prepared for the exclusive use of the current project owners and other members of the design team for this project. This report has been prepared in accordance with generally accepted local geotechnical engineering practices; no other warranty is expressed or implied. The evaluation submitted in this report, is based in part upon the data collected during a field exploration, however, the nature and extent of variations throughout the subsurface profile may not become evident until the time of construction. If variations then appear evident, it may be necessary to reevaluate 60 Dunkin Donuts — Renovation & Addition Geotechnical Exploration Report Miami Shores, FL January 23, 2018 GFA Project No.: 17-0437.04 Page 8 of 8 information and professional opinions as provided in this report. In the event changes are made in the nature, design, or locations of the proposed structure, the evaluation and opinions contained in this report shall not be considered valid, unless the changes are reviewed and conclusions modified or verified in writing by GFA International. Lastly, in accepting this report, the client understands that the data obtained from the soil borings is intended for foundation analysis only and is not to be used for excavating or backfilling pricing estimates. ,•.• '•w••• The analysis and recommendations submitted in this report are based onW data obtained from the tests performed at the location indicated on the attached figure! I lis•report c04s not reflect any variations, which may occur between borings. While jli. 'borings'are representative of the subsurface conditions at their respective locations arldAamheiryertioal reaches, local variations characteristic of the subsurface soils of the regior;lwe anticipated and may be encountered. The delineation between soil types shown CM itle soil l6ishs approximate and the description represents our interpretation of the subju'rfade conditlons at the designated boring locations on the particular date drilled. 0 ;•••:• •• • •• • GFA should be provided the opportunity to review the final foundation specificatiorls•and review foundation design drawings, in order to determine whether GFA's recommendations have been properly interpreted, communicated and implemented. If GFA is not afforded the opportunity to participate in construction related aspects of foundation installation as recommended in this report or any report addendum, GFA will accept no responsibility for the interpretation of our recommendations made in this report or on a report addendum for foundation performance. Any third -party reliance of our geotechnical report or parts thereof is strictly prohibited without the expressed written consent of GFA International. The SPT methodology (ASTM D-1586) used in performing our borings and for determining penetration resistance is specific to the sampling tools utilized and does not reflect the ease or difficulty to advance other tools, equipment or materials. Respectfully Submitted, GFA INTERNATIONAL, INC. FBPE CA #4930 Estela G. Leon Aguilar, M.S., P.E. Professional Engineer #83307 State of Florida 0, LEOAf * Mb.8330F STATE OF rrr 701VAL a�� Appendices Appendix A Record of Test Borings Appendix B Notes Related to the Test Borings Appendix C Discussion of Soil Groups Estela G. Leon Aguilar Jan 23 2018 11:53 AM Dotu5l�pv,. 60 GFA LOG OF BORING E301 1215 Wallace Dr 1215WallaeDr Delray Beach, FL 33444 PAGE 1 OF 1 (561)347-0070 IVA'itp�'v (561) 395-5808 CLIENT Barry University PROJECT NAME Dunkin Donuts ( Garner Hall) PROJECT NUMBER 17-0437.04 PROJECT LOCATION 11399 N Miami Ave. Miami Shores FL DRILLING CONTRACTOR GFA International Inc. HOLE DEPTH 15 ft HOLE DIAMETER DRILLER John Holdsworth DATE STARTED 1/12/18 COMPLETED 1/12118 DRILL RIG CME-45 GROUNDWATER LEVEL: -VAT TIME OF DRILLING 10.25 ft METHOD SPT LATITUDE LONGITUDE."". NOTE: HAMMER TYPE 140# with 30 in Dr6p i MaZual Ha!p er • • o ' •' " *A SPI N VALIV V O y aar �w } w �� 20 040 60 • ' .�� MC •LL • • ` • • �l0 �0 a ac O n O MATERIAL DESCRIPTION w m Gr w ?-,F- O z i. al— Q my -j �J 2FL D z L mo > Z ozz H (3 60�IIt;•. w < W •.r3 . U ❑ PI V �S OONTENT Q/�0 20 40 60 80 • 0 3.5" concrete atop, brown, fine to medium grained SAND . . • (SP) with some limestone fragments. • • • ; • • • • • • • 1 90 . . ••...• 2.0 • • • Tan to light brown, fine to medium grained SAND (SP). 2 90 Very loose, tan to light brown, fine to medium grained SAND (SP). 5 3 90 2 4 2 6.0 Loose, light brown, fine to medium grained SAND (SP) with trace of limestone fragments. 3 4 90 3 3 g 4 8.0 Loose, tan to light brown, fine to medium grained SAND (SP). 5 5 90 4 5 9 4 10 17 3 6 90 4 6 10 s 15.0 Bottom of borehole at 15.0 feet. GFA International LOG OF BORING E302 1215Wall 1215 Wallace Dr Delray Beach, FL 33444 PAGE 1 OF 1 (561) 347-0070 `RNAT��'v (561) 395-5808 CLIENT Barry University PROJECT NAME Dunkin Donuts ( Garner Hall) PROJECT NUMBER 17-0437.04 PROJECT LOCATION 11399 N Miami Ave., Miami Shores, FL DRILLING CONTRACTOR GFA International Inc. HOLE DEPTH 15 ft HOLE DIAMETER DRILLER John Holdsworth DATE STARTED 1112/18 COMPLETED 1/12118 DRILL RIG CME-45 GROUNDWATER LEVEL: -VAT TIME OF DRILLING 10.25 ft METHOD SPT LATITUDE LONGITUDE."" 0000 NOTE: HAMMER TYPE 140# with 30 in Drflp :, Maeual Harrjner - • W o "o 'A SPVALUE' i Y N • • • p U x } (n W & -- CS'-� 20 ' 40 60 ' ' • �� •— io •�0 a a a O MATERIAL DESCRIPTION j O mo u oV W CLz ° Z o~ 60 160. ❑ PI FPS OONTENT El Q/q 20 40 60 80 • 0 0.5 Dark brown, fine to medium grained SAND (SP) with some • . • mestone fragments, • • • • • • • • • • ° Q° 1 90 ; '. ; Tan, fine to medium grained SAND (SP) with LIMESTONE o p fragments. .. . • • •; .. • a 3° OD 0 �0 2 90 o � °(�°, Medium dense, fine to medium grained SAND (SP) with LIMESTONE fragments. 6 5 C 3 90 6 12 ° Qo: 5 (D Loose, fine to medium grained SAND (SP) with o Qo LIMESTONE fragments. 6 o p 4 90 5 9 4 8.0 Loose, tan to light brown, fine to medium grained SAND (SF-'). 4 5 90 3 a g 4 10 Medium dense, tan to light brown, fine to medium grained SAND (SP). 4 6 90 4 7 11 15,0 Bottom of borehole at 15.0 feet. NOTES RELATED TO RECORDS OF TEST BORING AND GENERALIZED SUBSURFACE PROFILE 1. Groundwater level was encountered and recorded (if shown) following the completion of the soil test boring on the date indicated. Fluctuations in groundwater levels are common; consult report text for a discussion. 2. The boring location was identified in the field by offsetting from existing reference marks and using a cloth tape and survey wheel. •••• 3. The borehole was backfilled to site grade following boring completion, and patched with asphalt cold patch"" M44en pavement was encountered. • • • • • • •000000 • • • 4. The Record of Test Boring represents our interpretation of field conditions based on engineeriretA%nation.Opf� h& foil samples. •••• • •• • • • • • • • • • • 5. The Record of Test Boring is subject to the limitations, conclusions and recommendations presen" in the Report•lext. • •••••• • 6. "Field Test Data" shown on the Record of Test Boring indicated as 11/6 refers to the Standard Ptenetration Test JSPTtand means 11 hammer blows drove the sampler 6 inches. SPT uses a 140-pound hammer falling 30 inthes� • • • •• • .• • 7. The N-value from the SPT is the sum of the hammer blows required to drive the sampler the second and third finch increments. 8. The soil/rock strata interfaces shown on the Records of Test Boring are approximate and may vary from those shown. The soil/rock conditions shown on the Records of Test Boring refer to conditions at the specific location tested; soil/rock conditions may vary between test locations. 9. Relative density for sands/gravels and consistency for silts/clays are described as follows: SPT CPT SANDS/GRAVELS SPT CPT SILTS/CLAYS BLOWS FOOT KG CM RELATIVE DENSITY BLOWS FOOT KG CM CONSISTENCY 0-4 0-16 Very loose 0-1 0-3 Very soft 5-10 17-40 Loose 2-4 4-9 Soft 11-30 41-120 Medium Dense 5-8 10-17 Firm 31-50 over 120 Dense 9-15 18-31 Stiff over 50 Very Dense 16-30 32-60 Very stiff 31-50 over60 Hard 10. Grain size descriptions are as follows: NAME SIZE LIMITS Boulder 12 Inches or more Cobbles 3 to 12 Inches Coarse Gravel % to 3 Inches Fine Gravel No. 4 sieve to % inch Coarse Sand No. 10 to No. 4 sieve Medium Sand No. 40 to No. 10 sieve Fine Sand No, 200 to No. 40 sieve Fines Smaller than No. 200 sieve 11. Definitions related to adjectives used in soil/rock descriptions: PROPORTION ADJECTIVE APPROXIMATE ROOT DIAMETER ADJECTIVE Up to 5% with a trace Less than 1/32" Fine roots 5 to 30% with some 1/32" to %" Small roots 30 to 50% with Y." to 1" Medium roots Greater than 1" Large roots 60 DISCUSSION OF SOIL GROUPS COARSE GRAINED SOILS GW and SW GROUPS. These groups comprise well -graded gravelly and sandy soils having little or no plastic fines (less than 5 percent passing the No. 200 sieve). The presence of the fines must not noticeably change the strength characteristics of the coarse -grained fraction and must not V ter%,ce with it's free -draining characteristics. •�• '�� GP and SP GROUPS. Poorly graded gravels and sands containing little of no plas#wj;;s (less tFLan 5 percent passing the No. 200 sieve) are classed in GP and SP groups. The materials rrlaybe„callectdgiferm gravels, uniform sands or non -uniform mixtures of very coarse material and vgYY fjge sands] with intermediate sizes lacking (sometimes called skip -graded, gap -graded or step-gradedr•ihis las4ggroup often results from borrow pit excavation in which gravel and sand layers are mixed.:":': ' GM and SM GROUPS. In general, the GM and SM groups comprise gravels or sa%J 9;rh fine§ jrrlore than 12 percent passing the No. 200 sieve) having low or no plasticity. The plasticity index and•liquid limit of soils in the group should plot below the "A" line on the plasticity chart. The gradation of the material is not considered significant and both well and poorly graded materials are included. GC and SC GROUPS. In general, the GC and SC groups comprise gravelly or sandy soils with fines (more than 12 percent passing the No. 200 sieve), which have a fairly high plasticity. The liquid limit and plasticity index should plot above the "A" line on the plasticity chart. FINE GRAINED SOILS ML and MH GROUPS. In these groups, the symbol M has been used to designate predominantly silty material. The symbols L and H represent low and high liquid limits, respectively, and an arbitrary dividing line between the two is set at a liquid limit of 50. The soils in the ML and MH groups are sandy silts, clayey silts or inorganic silts with relatively low plasticity. Also included are loess type soils and rock flours. CL and CH GROUPS. In these groups the symbol C stands for clay, with L and H denoting low or high liquid limits, with the dividing line again set at a liquid limit of 50. The soils are primarily inorganic clays. Low plasticity clays are classified as CL and are usually lean clays, sandy clays or silty clays. The medium and high plasticity clays are classified as CH. These include the fat clays, gumbo clays and some volcanic clays. 60 C-CcZr�zvi Unison Structural Design LLC STRUCTURAL CALCULATIONS FOR Dunkin Donuts at Barry University 11399 N MIAMI AVE Miami Shores, Florida 33161 The following software's were used in the design of this stmxtLtre: .••... • Mecawind - Wind Calculations Software •::• • Enercalc - Structural Library Software '....• • Studs - Structural Library Software •••••• • Wind Calculations • Diaphragm Design • Steel Joist Design • RTU Connections Design • Concrete Beams Design • Steel Beams Design • Embed Plate Design • Masonry Wall Design • Concrete Columns Design • Footings Design Table of Contents: Pacie - Mecawind •••• 1 - 1;0000. - Excel 13 - 16" ' - Hand Calc. 17 - 20 - Hand Calc. 21 - 24 - Enercalc 25 - 29 - Enercalc 30 - 32 - Struds 33 - 35 - Enercalc 36 - 38 - Enercalc 39 - 42 - Enercalc 43 - 53 In accordance with the Florida Building Code 6th Edition High -Velocity Hurricane Zone, Chapters 16,17,18,19,20,21,22,23 & 31. And Florida Building Code Residential 6th Edition High -Velocity Hurricane Zone, Chapters 3 & 44 Submitted By: Unison Structural si n LLC. STRUC U RA G� �6 .CS: Uj j ,, D� .LUZ y I jorvift� ,��.E. ` 74146 UNISON STRUCTURAL DESIGN, LLC. 2515 N. STATE ROAD 7 SUITE 207, MARGATE FL 33063 FL CA N°29904 EMAIL: UNISONSTRUCTURALDESIGN@GMAIL.COM PH. (305) 298-0467 WIND CALCULATIONS 1/53 MecaWind Pro v2.2.7.2 per ASCE D',avelc)ped by inc. Copyrl.ight. WWW. 1`1e,;,:<,11! f, jr Date 11/13/2017 Project No. 17000 Company Name Unison Structural Design LLC Designed By K.V. Address 2515 N. State Rd. 7 suite 207 Description Commercial City Margate Customer Name Ventura Arch. State Fl Proj Location Miami Fl Fc C : , , ".; 1 3, n -ca I,, i-1 'IDD. -. R �,., , ry 01-1 v , wrj 0' Input Parameters: Envelope Procedure per ASCE 7-10 Chapter 28 Part 1 Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = C Natural Frequency = 10.00 Hz Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Alpha = 9.50 Zq = 900A ft.'. At = 0.11 Bt = 1.0000 * Am = 0.15 Bm = 0-640909* Cc = 0.20 1 = 500.00 fto Epsilon = 0.20 Zmin = 15. Oe OiM-* Pitch of Roof = 0 : 12 Slope of Roof(Theta) .00 "go h: Mean Roof Ht = 13.50 ft Type of Roof = FLAT 0 0 RHt: Ridge Ht = 13.50 ft Eht: Eave Height = 13.50oft" OH: Roof Overhang at Eave= .00 ft Overhead Type = No OveP1%4h4*6 Bldg Length Along Ridge = 47.00 ft Bldg Width Across Ridge= 93.04 W16 0 0 Gust Factor Calculations ,-.,list Category 1 RJOd S�molif4ed 0 • Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 9 0 Gust Factor Category 11 Rigid,, Complete Analysis 0 Zm: 0.6*Ht = 15.00 ft 00 0 lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilc)n = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.92 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.88 Gust Factor Category 11,7- Rigid Structures - Flexible or Dynamically Sensitive Stluc*iutrea Vhref: V*(5280/3600) = 256.67 ft/s Vzm: Bm*(Zm/33)^Am*Vhref = 147.78 ft/s NFl: NatFreq*Lzm/Vzm = 28.90 Hz Rn: (7.47*NF1)/(1+10.302*NF1)-1.667 = 0.02 Nh: 4.6*NatFreq*Ht/Vzm = 4.20 Nb: 4.6*NatFreq*B/Vzm = 13.39 Nd: 15.4*NatFreq*L/Vzm = 48.98 Rh: 1/Nh-(1/(2*Nh^2)*(1-Exp(-2*Nh))) = 0.21 Rb: 1/Nb-(1/(2*Nb^2)*(1-Exp(-2*Nb))) = 0.07 Rd: 1/Nd-(1/(2*Nd^2)*(1-Exp(-2*Nd))) = 0.02 R: ((I/Beta)*Rn*Rh*Rb*(0.53+0.47*Rd))^0.5 = 0.11 GG: (2*Ln(3600*nl))A0.5+0.577/(2*LN(3600*nl))^0.5 = 4.71 Gust3: 0.925*((1+1.7*lzm*(3.4^2*Q^2+GG^2*R^2)^0.5)/(1+1.7*3.4*lzm))= 0.89 Gust Factor Summa.-v Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.89 Table 26.11-1 internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Low Rise Bldg Provisions per Fig. 28.4-1: 14WFRS Load Case A W90" R77-M 2/53 MecaWind Prov . 2 . i . 2 per ASC . 77-10 n .,t -_ erorises, Inc. Copyright: Date 11/13/2017 Project No. 17000 Company Name Unison Structural Design LLC Designed By K.V. Address 2515 N. State Rd. 7 suite 207 Description Commercial City Margate Customer Name Ventura Arch. State Fl Proj Location Miami F1 l . _, ..wnd Input Parameters: Envelope Procedure per ASCE 7-10 Chapter 28 Part 1 Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = C Natural Frequency = 10.00 Hz Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 1.q • Alpha = 9.50 Zg = 900.06 ft9 • At = 0.11 Bt = 1.0000 • Am = 0.15 Bm = 0.6699••• Cc = 0.20 1 = 500.OQa e Epsilon = 0.20 Zmin = 15.Oaa t Pitch of Roof 0 : 12 Slope of Roof(Theta) _ .00 "0 " h: Mean Roof Ht = 13.50 ft Type of Roof = FLAT •••• RHt: Ridge Ht = 13.50 ft Eht: Eave Height = 13.50 ft OH: Roof Overhang at Eave= .00 ft Overhead Type = No Overhailg•* Bldg Length Along Ridge = 47.00 ft Bldg Width Across Ridge= 43.0S •ft•• Gust Factor Calculations • • • Gust Factor Category I R..^,.ic9 t3tru r_u es - ._r.'.piified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.65 • • Gust: Factor Cat:.egory 11 E?i.q i. cl Str:r__.res - C::-:pl.ete .Analys's •• • Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.92 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.88 Gust 1:1act:o.r Category III Rigid r ,ctu.re Flexiii ,, or :)ynama ally Sensitive. Strr , ...:. Vhref: V*(5280/3600) = 256.67 ft/s Vzm: Bm*(Zm/33)^Am*Vhref = 147.78 ft/s NF1: NatFreq*Lzm/Vzm = 28.90 Hz Rn: (7.47*NF1)/(1+10.302*NFl)^1.667 = 0.02 Nh: 4.6*NatFreq*Ht/Vzm = 4.20 Nb: 4.6*NatFreq*B/Vzm = 13.39 Nd: 15.4*NatFreq*L/Vzm = 48.98 Rh: 1/Nh-(1/(2*Nh^2)*(1-Exp(-2*Nh))) = 0.21 Rb: 1/Nb-(1/(2*Nb^2)*(1-Exp(-2*Nb))) = 0.07 Rd: 1/Nd-(1/(2*Nd^2)*(1-Exp(-2*Nd))) = 0.02 R: ((l/Beta)*Rn*Rh*Rb*(0.53+0.47*Rd))^0.5 = 0.11 GG:(2*Ln(3600*nl))^0.5+0.577/(2*LN(3600*nl))^0.5 = 4.71 Gust3: 0.925*((1+1.7*lzm*(3.4^2*Q^2+GG^2*R^2)^0.5)/(1+1.7*3.4*lzm))= 0.89 Gust:. Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.89 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Low Rise Bldg Provisions per Fig. 28.4-1: MWFRS Load Case A Lad Cm Jul 3/53 BUILDING GCpf +GCpi -GCpi qh Min P Max P Surface -------- ------ ------ ------ psf --------- psf --------- --------- psf 1 0.40 0.18 -0.18 39.93 8.78 23.16 2 -0.69 0.18 -0.18 39.93 -34.74 -20.36 3 -0.37 0.18 -0.18 39.93 -21.96 -7.59 4 -0.29 0.18 -0.18 39.93 -18.77 -4.39 lE 0.61 0.18 -0.18 39.93 17.17 31.54 2E -1.07 0.18 -0.18 39.93 -49.91 -35.54 3E -0.53 0.18 -0.18 39.93 -28.35 -13.98 4E -0.43 0.18 -0.18 39.93 -24.36 -9.98 1T * * .00 .00 2T * * * .00 .00 3T * * .00 .00 4T * .00 .00 Low Rise Bldg Provisions per Fig. 28.4-1: MWFRS Load Case B All pres8ures shocqn are u u A E, ion, with a 1.o.., F1. _.... .,_ .6 �> s 4 limn amp NoM q,77V . •• . . • • .... .....: •••••• • • •• •••••• •• •• •• • ••••••' • •••••• •• • •• • • • •• • I 4/53 C110 8 1101*0�� BUILDING GCpf +GCpi -GCpi qh Min P Max P •••• •••••• Surfacepafpsf psf 1 ------------------------------ ----- ----- --- -0.45 0.18 -0.18 39.93 -25.16 -10.78 • • 2 -0.69 0.18 -0.18 39.93 -34.74 -20.36 •• •• 3 -0.37 0.18 -0.18 39.93 -21.96 -7.59 •••••• 4 -0.45 0.18 -0.18 39.93 -25.16 -10.78 • • • 5 0.40 0.18 -0.18 39.93 8.78 23.16 • • 6 -0.29 0.18 -0.18 39.93 -18.77 -4.39 • • lE -0.48 0.18 -0.18 39.93 -26.35 -11.98 • • • •• • 2E -1.07 0.18 -0.18 39.93 -49.91 -35.54 3E -0.53 0.18 -0.18 39.93 -28.35 -13.98 4E -0.48 0.18 -0.18 39.93 -26.35 -11.98 5E 0.61 0.18 -0.18 39.93 17.17 31.54 6E -0.43 0.18 -0.18 39.93 -24.36 -9.98 1T .00 .00 2T .00 .00 3T * * * .00 .00 4T * * * .00 .00 5T * * * .00 .00 6T .00 .00 Figure 28.4-1 - Low -Rise Wal And Roof Figure Notes: Notes: 1) Pressure = qh * (GCPf - (+/- GCpi)), only max value shown 2) For Torsional Load Cases, the zones are designated with a "T". The pressures(Min P & Max P) are 25% of the full design wind pressures(Ld Case 1T=25%*1(ld case 1),2T=25%*2,3T=25%*3,4T=25%*4). Exceptions to Torsional Load Cases: One story buildings with mean roof height<=30 ft(9.1m), buildings with two stories or less framed with light frame construction, and buildings two stories or less designed with flexible diaphragms need not be designed for the Torsional Load Cases. (Note 5 of Figure 6-10) 5/53 Wind Pressure on Components and Cladding (Ch 30 Part 1) Roof riot hOMI.. 51 3 02ble'ROOt9 -- 7 • • Till. P 3.... ,.,. .. .. D _.,.i;;i, ,ai:::Y1 a Load E.3....._ .,_ ... •••• • Width of Pressure Coefficient Zone "a" _ = 9.30 ft •••••• • ••••9• Description Width Span Area Zone Max Min Max P Min P •••• ft ft ft^2 GCp GCp psf psf of **be ---------------------------------------------------------------------- 10 SQFT 3.16 3.16 10.0 1 0.30 -1.00 19.17 -47.12 •••••• 20 SQFT 4.47 4.47 20.0 1 0.27 -0.97 17.97 -45.92 •••••• 50 SQFT 7.07 7.07 50.0 1 0.23 -0.93 16.38 -44.33 •••••• 100 SQFT 10.00 10.00 100.0 1 0.20 -0.90 15.17 -43.13 0 0 • 10 SQFT 3.16 3.16 10.0 2 0.90 -1.80 43.13 -79.06 • • 20 SQFT 4.47 4.47 20.0 2 0.85 -1.59 41.22 -70.66 • • 50 SQFT 7.07 7.07 50.0 2 0.79 -1.31 38.69 -59.53 • • 100 SQFT 10.00 10.00 100.0 2 0.74 -1.10 36.78 -51.11 •• • 10 SQFT 3.16 3.16 10.0 3 0.90 -1.80 43.13 -79.06 20 SQFT 4.47 4.47 20.0 3 0.85 -1.59 41.22 -70.66 50 SQFT 7.07 7.07 50.0 3 0.79 -1.31 38.69 -59.53 100 SQFT 10.00 10.00 100.0 3 0.74 -1.10 36.78 -51.11 10 SQFT 3.16 3.16 10.0 2H 0.30 -1.70 11.98 -67.88 20 SQFT 4.47 4.47 20.0 2H 0.27 -1.67 10.78 -66.68 50 SQFT 7.07 7.07 50.0 2H 0.23 -1..63 9.60 -65.09 10 SQFT 3.16 3.16 10.0 3H 0.30 -2.80 11.98 -111.81 20 SQFT 4.47 4.47 20.0 3H 0.27 -2.20 10.78 -87.80 50 SQFT 7.07 7.07 50.0 3H 0.23 -1.40 9.60 -56.00 10 SQFT 3.16 3.16 10.0 4 0.90 -0.99 43.13 -46.72 20 SQFT 4.47 4.47 20.0 4 0.85 -0.94 41.22 -44.81 50 SQFT 7.07 7.07 50.0 4 0.79 -0.88 38.69 -42.28 100 SQFT 10.00 10.00 100.0 4 0.74 -0.83 36.78 -40.37 10 SQFT 3.16 3.16 10.0 5 0.90 -1.26 43.13 -57.50 20 SQFT 4.47 4.47 20.0 5 0.85 -1.16 41.22 -53.69 50 SQFT 7.07 7.07 50.0 5 0.79 -1.04 38.69 -48.63 100 SQFT 10.00 10.00 100.0 5 0.74 -0.94 36.78 -44.81 Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.85 Qhcc:.00256*V^2*Khcc*Kht*Kd = 39.93 psf Parapets Components & Cladding (Ch 30 Part 4, Para 30.7.1.2) Pressures taken from Table 30.7-2 at top of Parapet and multiplied by Exposure Adjustment Factor (EAF=1.000), Topographic Factor (Kzt = 1.00) and Reduction Factor (RF = 1.0). The effective area for the parapet is 10 sq ft (0.929 sq m] to be conservative, which makes the Reduction Factor 1. ••I • •1•••• 6153 Wiik(.Iw d imm, pet Loud Caw A 12 IM Le:c,wxd east Looms( Case D TOP of pavd I .. . .. .....: Case A - Apply Positive Wall Pressure to Front & Negative Roof Pressure to Back. pl: Positive Wall Pressure on Front of Parapet (Zone 4) = 39.06 I psf pl: Positive Wall Pressure on Front of Parapet (Zone 5) = 39.06 psf p2: Negative Roof Pressure on Back of Parapet (Zone 2) = -89.66 psf p2: Negative Roof Pressure on Back of Parapet (Zone 3) =-122.18 psf Case B - Apply Positive Wall Pressure to Back & Negative Wall Pressure I to the Front. p3: Positive Wall Pressure on Back of Parapet (Zone 4) = 39.06 psf p3: Positive Wall Pressure on Back of Parapet (Zone 5) = 39.06 psf p4: Negative Wall Pressure on Back of Parapet (Zone 4) _ -39.06 psf p4: Negative Wall Pressure on Back of Parapet (Zone 5) _ -71.58 psf I I I - - -- - _ 7/53 Transvemin BUILDING GCpf +GCpi -GCpi qh Min P Max P Surface psf psf psf 1 0.40 0.18 -0.18 33.94 7.47 19.69 2 -0.69 0.18 -0.18 33.94 -29.53 -17.31 3 -0.37 0.18 -0.18 33.94 -18.67 -6.45 4 -0.29 0.18 -0.18 33.94 -15.95 -3.73 lE 0.61 0.18 -0.18 33.94 14.59 26.81 2E -1.07 0.18 -0.18 33.94 -42.43 -30.21 3E -0.53 0.18 -0.18 33.94 -24.10 -11.88 4E -0.43 0.18 -0.18 33.94 -20.70 -8.49 1T * .00 .00 2T .00 .00 3T * * .00 .00 4T * * * .00 .00 Low Rise Bldg Provisions per Fig. 28.4-1: MWFRS Load Case B A �itX±tll 8/53 s B Tollsio Cam= <5 .. Longitudinal Di `ern • • •. • • BUILDING GCpf +GCpi GCpi qh Min P Max P Surface psf psf psf • • • • -------------------------------------------------------------- •• •• 1 -0.45 0.18 -0.18 33.94 -21.38 -9.16 •••••• 2 -0.69 0.18 -0.18 33.94 -29.53 -17.31 • • • 3 -0.37 0.18 -0.18 33.94 -18.67 -6.45 • • 4 -0.45 0.18 -0.18 33.94 -21.38 -9.16 0 0 5 0.40 0.18 -0.18 33.94 7.47 19.69 • • • 6 -0.29 0.18 -0.18 33.94 -15.95 -3.73 lE -0.48 0.18 -0.18 33.94 -22.40 -10.18 2E -1.07 0.18 -0.18 33.94 -42.43 -30.21 3E -0.53 0.18 -0.18 33.94 -24.10 -11.88 4E -0.48 0.18 -0.18 33.94 -22.40 -10.18 5E 0.61 0.18 -0.18 33.94 14.59 26.81 6E -0.43 0.18 -0.18 33.94 -20.70 -8.49 1T * .00 .00 2T * * .00 .00 3T * * * .00 .00 4T * .00 .00 5T * .00 .00 6T .00 .00 Figure 28.4-1 - Low -Rise Wal And Roof Figure Notes: Notes: 1) Pressure = qh * (GCPf - (+/- GCpi)), only max value shown 2) For Torsional Load Cases, the zones are designated with a "T". The pressures(Min P & Max P) are 25% of the full design wind pressures(Ld Case 1T=25%*l(ld case 1),2T=25%*2,3T=25%*3,4T=25%*4). Exceptions to Torsional Load Cases: One story buildings with mean roof height<=30 ft(9.1m), buildings with two stories or less framed with light frame construction, and buildings two stories or less designed with flexible diaphragms need not be designed for the Torsional Load Cases. (Note 5 of Figure 6-10) Wind Pressure on Components and Cladding (Ch 30 Part 1) 9/53 Roof not ahmn 8 L.r t 5 V AV, aus Gable Roof <= 7 • • •••• •••••• Al.- nre";sures sh--wn a - '..a.<.. AS,, _ 'Loa"a. F„__.Dr .6 • • • • • Width of Pressure Coefficient Zone "a" _ = 4.30 ft •••••• • • • •••••• • • • • • Description Width Span Area Zone Max Min Max P Min P • • • • • • • • • • • • ft ft ft^2 GCp GCp psf psf • • ---------------------------------------- ------------------------------- • • • • • • • • • • • • • • • 10 SQFT 3.16 3.16 10.0 1 0.30 -1.00 16.29 -40.05 •••••• •••• •••••• 20 SQFT 4.47 4.47 20.0 1 0.27 -0.97 15.27 -39.03 • 50 SQFT 7.07 7.07 50.0 1 0.23 -0.93 13.92 -37.68 i••i•i • •• 100 SQFT 10.00 10.00 100.0 1 0.20 -0.90 12.90 -36.66 • • • • •••••• 10 SQFT 3.16 3.16 10.0 2 0.90 -1.80 36.66 -67.20 • • :••••• 20 SQFT 4.47 4.47 20.0 2 0.85 -1.59 35.04 -60.06 • • • •••••� •• • •• • • • 50 SQFT 7.07 7.07 50.0 2 0.79 -1.31 32.89 -50.60 • • • 100 SQFT 10.00 10.00 100.0 2 0.74 -1.10 31.26 -43.45 00 • 10 SQFT 3.16 3.16 10.0 3 0.90 -1.80 36.66 -67.20 20 SQFT 4.47 4.47 20.0 3 0.85 -1.59 35.04 -60.06 50 SQFT 7.07 7.07 50.0 3 0.79 -1.31 32.89 -50.60 100 SQFT 10.00 10.00 100.0 3 0.74 -1.10 31.26 -43.45 10 SQFT 3.16 3.16 10.0 2H 0.30 -1.70 10.18 -57.70 20 SQFT 4.47 4.47 20.0 2H 0.27 -1.67 9.60 -56.68 50 SQFT 7.07 7.07 50.0 2H 0.23 -1.63 9.60 -55.33 10 SQFT 3.16 3.16 10.0 3H 0.30 -2.80 10.18 -95.04 20 SQFT 4.47 4.47 20.0 3H 0.27 -2.20 9.60 -74.63 50 SQFT 7.07 7.07 50.0 3H 0.23 -1.40 9.60 -47.60 10 SQFT 3.16 3.16 10.0 4 0.90 -0.99 36.66 -39.71 20 SQFT 4.47 4.47 20.0 4 0.85 -0.94 35.04 -38.09 50 SQFT 7.07 7.07 50.0 4 0.79 -0.88 32.89 -35.94 100 SQFT 10.00 10.00 100.0 4 0.74 -0.83 31.26 -34.32 10 SQFT 3.16 3.16 10.0 5 0.90 -1.26 36.66 -48.88 20 SQFT 4.47 4.47 20.0 5 0.85 -1.16 35.04 -45.63 50 SQFT 7.07 7.07 50.0 5 0.79 -1.04 32.89 -41.34 100 SQFT 10.00 10.00 100.0 5 0.74 -0.94 31.26 -38.09 Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.85 Qhcc:.00256*V^2*Khcc*Kht*Kd = 33.94 psf I Parapets Components & Cladding (Ch 30 Part 4, Para 30.7.1.2) Pressures taken from Table 30.7-2 at top of Parapet and multiplied by Exposure Adjustment Factor (EAF=1.000), Topographic Factor (Kzt = 1.00) and Reduction Factor (RF = 1.0). The effective area for the parapet is 10 sq ft [0.929 sq m) to be conservative, which makes the Reduction Factor 1. j 10/53 windward JUMOt Load Case A. 1,0"Al C Tols of PWAM 1 ho •••• • . . , • • •I • i Case A - Apply Positive Wall Pressure to Front & Negative Roof Pressure to Back. •• • pl: Positive Wall Pressure on Front of Parapet (Zone 4) = 39.06 psf pl: Positive Wall Pressure on Front of Parapet (Zone 5) = 39.06 psf p2: Negative Roof Pressure on Back of Parapet (Zone 2) = -89.66 psf i p2: Negative Roof Pressure on Back of Parapet (Zone 3) =-122.18 psf Case B - Apply Positive Wall Pressure to Back & Negative Wall Pressure to the Front. p3: Positive Wall Pressure on Back of Parapet (Zone 4) = 39.06 psf p3: Positive Wall Pressure on Back of Parapet (Zone 5) = 39.06 psf i p4: Negative Wall Pressure on Back of Parapet (Zone 4) = -39.06 psf p4: Negative Wall Pressure on Back of Parapet (Zone 5) = -71.58 psf 11/53 MecaWind Pro 2 ® � 6_per A.SC `V -m 1 a De.ve-Ioned Yj, Ms-.. Eater, 1r.c. t'opyi'i.ght=caenterpr Date 1/18/2018 Project. No. 170109 Company Name Unison Structural Desiqn Designed By K.V. Address 2515 N. State Rd 7 Suite 207 Description Dunkin Dount @Barry Un'_v City Margate Customer Name Ventura Arch State FL Proj Location Miami, F1 l!, ,ion r P".'- > , ' 1 D n ilt , P v Un f;aris.,: Don,, t 's Ba' :_, U::'VeLsit. Input Parameters: Other Structures & Building Appurtances MWFRS (Ch 29) Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = C Natural Frequency = 10.00 Hz Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = See Below Alpha = 9.50 Zg = 900.00 ft •••• w • At = 0.11 Bt = • l!ap •••• ••••••I Am = 0.15 Bm = 000.®5 •• • •• Cc = 0.20 1 = •ifJC•Oft • •0 • ••• •••••• • Epsilon = 0.20 Zmin =••1•:•Oi0 f, • • • •r••••I Gust Factor Calculations •••••• :•• •• • •I Gust_ _actor Category _ Ri. ,i.d Str.uct.ures - J_mplifieci -Method •••• • •• ••••• Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85•••••• •••• ••••• 4 so • Gust Factor Category I1 Ri.gId Structures - ..or�plete Analysis w••••• • • Zm: 0.6*Ht = 15.01 ft• lzm: Cc*(33/Zm)^0.167 = 0.23 • ••••% ••••�• Lzm: 1*(Zm/33)^Epsilon = 427.0: ft••• • �••••�' Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 0.97 •• • •• • • • Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) - 0.91 •• • Gust :'actor Category :11 t Ri . SX.d 'rucYures ler.ih:.e or llynamlcal'.y SPr:s:.tt� S'.r. Vhref: V*(5280/3600) = 256.67 ft/s Vzm: Bm*(Zm/33)^Am*Vhref = 147.78 ft/s NF1: NatFreq*Lzm/Vzm = 28.90 Hz Rn: (7.47*NF1)/(1+10.302*NF1)^1.667 = 0.02 Nh: 4.6*NatFreq*Ht/Vzm = 1.44 Nb: 4.6*NatFreq*B/Vzm = 1.52 Nd: 15.4*NatFreq*L/Vzm = 3.94 Rh: 1/Nh-(1/(2*Nh^2)*(1-Exp(-2*Nh))) = 0.47 Rb: 1/Nb-(1/(2*Nb^2)*(1-Exp(-2*Nb))) = 0.45 Rd: 1/Nd-(1/(2*Nd^2)*(1-Exp(-2*Nd))) = 0.22 R: ((l/Beta)*Rn*Rh*Rb*(0.53+0.47*Rd))^0.5 = 0.47 GG: (2*Ln(3600*nl))^0.5+0.577/(2*LN(3600*nl))^0.5 = 4.71 Gust3: 0.925*((1+1.7*lzm*(3.4^2*Q^2+GG^2*R^2)^0.5)/(1+1.7*3.4*lzm))= 1.01 Gust. "actor Summar;,, Not a Flexible Structure use the Lessor of Gustl or Gust2 = 1.01 Design Wind Pressure - Other Structures Wind On Chimneys, Tanks, Rooftop Equip. & Similar Structures per Figure 29.5-2: Elev Kz Kzt Kd qz Pres € ft psf psf CONNECTION 1 --------------------- ------------ -- -- I 19.00 0.89 1.00 0.90 F37.772 38.244 C)�:.`G ` Top E1 Btm E1 Width Type Cf Addl Tot Wid Shear Moment ft ft ft psf ft ft Kip K-ft --------------------------------------------------------- 19.00 16.00 4.201 1.300 .000 5.460 0.6 0.9 Notes: Top El = Top elevation of element under consideration relative to grade. Btm E1 = Top elevation of element under consideration relative to grade. Width = Dia of circular cross-section & least horizontal dim of square, hexagonal or octagonal- cross section. Type = (1)Square-Wind on Face, (2)Square-Wind Along Diagonal, (3)Hexag. or Cctag. (4)Round-Moderately Smooth, (5)Round-Rough, (6)Round-Very Rough Cf = Shape factor per Figure 6-21 based upon H/D ratio and Type selected. Addl = Additional Area (Piping, Ladders, platforms, etc..), Cf=1.0 is assumed_ Tot Wid = Total Wind Width: Cf * Width + Addl Shear = Shear @ Btm: Press * Tot Wid + Shear(top) Moment = Mom @ Btm: Mom(Top)+Shear(Top)*('Top El-Btm E1)+Shear(Btm)*(Top El-Btm El)/2 12/53 DIAPHRAGM DESIGN 13/53 Unioso SrrruTr M Ded9n t!c Project: Dunkin Donuts at Barry University Project No.: 170109 Tittle: Enclosed Diaphragm Design: N-S Analysis Building Information: Length 'L' 41.00 ft With 'B' 34.00 ft Height'H' 12.50ft e i Parapet Height'Hp' 550 ft Joist Spacing 5.00 ft P Wind pressure, w/ MWFRS & Kd=1.0From wind calculations ' Wall pressure 1w142.2$ PSF windParapet pressure'wp' JrSF I 95.13 �JPSF calculations Shear per foot'Rw' 902.57'1 plf Shear on supports'V' 18502.73 I v=V-IN Shear on supports ,MS. 544.20p1f wp w Hp Rw For 1.58x22GAwith 5/8" f puddle welds.at supports and (6) #10 TEK screws on _36 7 � patterns at sidelaps and 5.00 ft deck span FFromulcraft's SteelFloor Deck. H544.20 plf < 580.00 plf OK ached. Prepared by: Kervin Ventura P.E FL PE No. 74146 14/53 Unison Stir auraJti"n L:l.0 Project: Dunkin Donuts at Barry University Project No.: 170109 ,''••• Tittle: Enclosed Diaphragm Design: E-W Analysis • • • • • ------—._—•_•. 0 • • • • - • s • Building Information: • • • • • • i r • .••• .,. Length'L' 34.00�ft so ..•.•• a•••• With'B' 41.00 ft .. .. r -.. . jHeight'H' 13.50 Ift s ;••;•; �} • Parapet Height 'Hp' 5.50 sft Joist Spacing 5.00 Ift '.•' ; 0.°.::. o '-ol • • ',eo • Wind pressure, w/ MWFRS & Kd=1.0 From wind }� iF 1 calculations �`-� i` — i Wall pressure'w' 42. 88 SF _ _ _—_ 1`PSF From wind RW Parapet pressure'wp' ' 95.13 calculations i Shear per foot 'Rw' _ 902.57 plf V=Rw*L/2 Shear on supports'V' 15343.73 tlb Shear on supports _ 374.24 plf wp Hp Rw W4 For .1.SBx22GA with !18" 0„puddle welds at supports and (6) #10 TEK screws on 36 7. e� patterns at sidelaps and 5.00 ft deck span From Vulcraft's Steel Roof & Floor Deck. H 374.24 pif < S80.O61 OK See attached. Prepared by: Kervin Ventura P.E FL PE No. 74146 15/53 VUL 'RAFT_. 1.5 (B, F, A) 22 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: 5/8" puddle welds' SIDELAP FASTENERS: #10 TEK screws Factor of safety = 2.35 3617 3615 3614 # OF DIAPHRAGM SHEAR STRENGTH PLF SIDELAP DECK SPAN FT. IN. FASTENERS 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 1 9.50 10.00 K1 0 484 420 366 323 289 0.486 1 557 487 432 383 343 310 283 0.377 2 626 550 489 440 397 359 328 301 278 259 241 227 214 0.308 3 691 610 545 491 447 408 373 343 317 295 275 258 244 226 204 0.261 4 751 667 598 541 493 452 418 384 355 330 309 283 252 226 • • 10T • 0.226 5 806 720 648 588 537 494 457 425 394 363 319 283 2 • 226 •'V+ 0.199• 6 857 769 696 633 " , 534 495 461 417 363 319 283 •252 • 226 ; .204' . 0.178 7 903 816 741 676 621 574 532 484 417 363 319 283 •41294• 0 226 • 12i5! 0.161 • 8 946 859 783 717 661 611 568 484 417 363 319 283 •420• • 226 264 0.147 • 9 985 899 823 757 698 648 568 484 417 363 319 283 0.252 • 226 • . 20<• 0.135 - 10 1021 936 860 794 735 676 568 484 417 363 319 283 . Z,V.' 226 : •44. • 0.125 • • • • • D5 = 129 DF = 226 DA = 356 K2= 870 • • • • • • 0 428 376 335 299 267 • • • • . 0.583 1 490 435 389 352 321 290 265 • • • 0.433. 2 546 488 440 399 365 336 309 284 263 244 228 214 202 000000 0.345 3 594 536 486 443 407 376 348 325 301 280 261 245 231 220 204 0.286 • 4 637 579 529 485 446 413 364 359 336 316 295 277 •252 226 •4G4• • 0.245 • 5 675 618 567 523 483 449 419 392 368 346 319 283 252 226 ' 204' 1 0.214 6 707 652 602 558 518 483 451 423 398 363 319 283 252 226 204. 0.190 7 736 683 634 590 550 514 482 453 417 363 319 283 252 226 204 0.171 8 761 710 663 619 580 544 511 481 417 363 319 283 252 226 204 0,155 9 782 735 689 647 607 571 538 484 417 363 319 283 252 226 204 0.142 10 801 756 713 671 633 597 564 484 417 363 319 283 252 226 204 0.131 UB = too OF = boo UA = V14 KZ= Bill 0 328 288 256 226 201 0.728 1 388 345 310 281 255 230 210 0.509 2 439 395 358 326 299 276 255 234 216 200 186 175 165 0,391 3 482 438 400 367 339 314 292 272 254 236 220 207 195 185 176 0.318 4 518 476 438 405 375 349 325 305 286 270 254 238 225 213 203 0.267 5 548 508 471 438 408 381 357 335 316 298 282 268 252 226 204 0.231 6 573 535 500 467 438 411 386 364 343 325 308 283 252 226 204 0.203 7 594 559 525 494 464 437 413 390 369 350 319 283 252 226 204 0.181 8 611 579 547 517 489 462 437 415 394 363 319 283 252 226 204 0.164 9 626 596 567 538 510 484 460 437 416 363 319 283 252 226 204 0.149 10 639 611 583 556 530 504 481 458 417 363 319 283 252 226 204 0.137 UB= 1UIZ UF= 1Z10 UA= 1Z6Z KZ= 81U 0 274 245 221 200 179 0.971 1 319 290 265 243 224 207 191 0.617 2 354 327 302 279 260 242 226 212 199 185 173 162 153 0.452 3 381 356 332 310 290 272 256 241 228 215 204 194 183 173 165 0.356 4 401 378 357 336 317 299 282 267 253 240 229 218 208 199 190 0.294 5 417 397 377 358 339 322 306 290 276 263 251 240 230 220 204 0.251 6 429 411 393 375 358 342 326 311 297 284 272 260 250 226 204 0.218 7 439 423 407 390 374 359 344 329 316 303 290 279 252 226 204 0.193 8 446 432 418 403 388 373 359 345 332 319 307 283 252 226 204 0.173 9 453 440 427 1 414 400 386 373 360 347 334 319 263 252 226 204 0.157 10 458 447 435 423 410 397 385 372 360 348 319 283 252 226 1 204 0.144 UB = [N8 OF = M6 UA = Z44Z KZ= 8/1.) K2 A 3/8" x 1-114" arc seam weld shall be used with F deck or A deck. G' _ , Kips/inch 3.78+ 0.3'DX +3`K1`SPAN SPAN .. �... _ SPAN is in feet Substitute Dg, DF, or DA for DX • • • •••••• •••• STEEL JOIST DESIGN 17/53 s rro+.s � �►1 J_ J I L I 1 1 T 11t,= ?spy: + %4 z 38.�ty 3o.%+'os=o`'o.�. w 3�.ys'(�) • i43ahl � T041 taa,,�, ( 6L-+-U) = z I'S L12 Ifs. Ll-= 3cpSf UJ=3$.wsQS� 'ReAc.c.�S • • • *0000 r�Zon1 UCOA + fvV %* j a1Sf Cj; x1elL (_#,4AIrc) Sc( .4 C 5-�t�'� •j•(,'•p�• • • • • •••••• hL: 25( I-).= ► ZS L� 4 E Ll_ 3c, (S) = 15 o Li j fp w = 3t.a5,(5)= 193619 fa+41 c(,u+«) = 21, t6trf 0. Lt = iSC Z roio fb 113(134z=-1�24s L� FRo,n 4IL"ft,Sieel 4 cAUI&, t� Vse iL K i C Sl_b"a C 4 sq!.O,, 2 ��IFi G S-00 i.S1r`f 01, Unison PROJECT: Structural Design LLC u u c=i w �3 �U fiS, BA �,Z y Jn; �c ►L�� ►`� DATE: PAGE 18/53 ME STANDARD LOAD TABLE FOR OPEN WEB STEEL JOISTS, K-SERIES Based on a 50 ksi Maximum Yield Strenoth - Loads Shown In Pounds Per Linear Foot (plf) Joist Designation i 50 550 642 13 14 507 16 Ste 21 33 23 26 25 27 28 220 29 30 31 71 ° ° °°°°°° ° ° 51 STANDARD LOAD TABLE FOR OPEN WEB STEEL JOISTS, KSERIES Based on a 50 ksi Maximum Yield Strength - Loads Shown In Pounds Per Linear Foot 1Q Joist 18K3 181<4 18K5 18K618K718K9118K101201<3120K4201(61201<6 20K7 20K9i20K1022K4j22K5 221(6122K7 22K9 22K10'22K11 Designation! g Depth In. 18 18 18 18 18 18 18 20 1 20 1 20 20 20 ( 20 ' 20 22 22 22 ' 22 22 22 - 22 Approx. Wt. 6.4 7.2 7.7 8.4 8.9 10.1 11.6 .j 6.5 7.2 7.7 8.4 8.9 10.1 11.6 i 7.3 i 7.7 I 8.5 j 9.0 (90.2: 117119 ^ Ibs.lft. Span (ft.) 18 560 i 550 550 550 550 550 550 560 560 660 650 650 550 i 650 19 514 550 550 660 550 550 1 550 550 i 550 550 550 550 550 550 •: 494 523 523 523 523 623 523 550 550 560 550 550 550 550 20 463 550 550>, 550 550 550 550 517 i 550 550 550 550 550 . 550 423 490 490 490 490 49C 490 517 i 55C 55C 550 550 550 550 • • • • 21 420 j 506 560 j 660 550 650 550 468 ! 550 550 1 550 550 , 550 550 1 550 560 •550 , 160 550 •5♦FQ •550 ' 364 426 460 r 460 460 460 , 460 453 520 I 520 520 520 520 620 560 560 S 0 '• 5 �; 5fio ?i5i7 :' 'i60 •' 22 382 { 460 518 j 550 550 550 i 550 426 514 550 550 650 j' 650 560 550 : 550 650 550 550 0.5ir0 :_•550 316 370 414 1 438 438 438 i 438 393 463 1490 490 490 1490 . 490 548 548 V8• Sao ^4it • 54! 548 23 349 1420 473 516 560 550 550 389 469 529 550 550 550 : 550 € 618 ` 550 %B(F !E$b 550 55C 650 276 323 362 i 393 418 1 418 ( 416 344 402 : 451 i 468 468 ? 468 468 491 518 SfO 018 �5i£, 0 •,.,r, 518 24 320 385 434 1 473 526 650 550 357 430 ; 485 528 550 ' S50 550 475: 536 5iO i i 550 5bp 550 242 ( 1 284 318 1345 382 396 396: 302 i 35 396 430 448 44$ 448 431 483 a z ", 96 ••, h 25 294 366 400 1436 485 550 I 650 329 1396 446 486 641 560 660 1 438 493 59D 550 • 550 *550 214 250 281 305 337 377 1377 266 312 . 350 . 380 421 ( 426 € 426 381 427 •63.791 464 47 4,: 171 474 26 272 328 " 369' 402 448 538 550 .I 304 366 , 412 449 ( 600 550 650 404 455 a b• i aF� 550 55� 550 190 222 ZA9 271 299 354 ( 361 736 277 310 337 373 ( 406 ' 405 338 379 0411 w'• 454 0 4 r 0 454 '# 27 252 303 342 372 ' 416 498 550 281 339 382: 416 ( 463 ( 550 : 550 374 ` 422 *09 ; 612 550• 550 650 169 198 222 241 287 315 347 'i (E( 211 i 247 277: 301 f 333 ( 389 389 301 337 0'� ,: 43< .•y}2 432 1 28 234 282 318 346 385 463 1548: 261 ( 315 355 386 430 617 660 348 j 392 427 475: 550 .%50 1.550 151 177 199 216 239 282 I 331 189 , 221 1246 269 298 1 353: 375 - 270 1302 328 364 41 413 I 413 29 218 263 296 322 359 431 511 243 1 293 330 360 1401 482 660 I' 324 366 1398 443 Y 532: 550 550 i 136 . 159 179 194 : 215 254 ' 298 170 199 '. 223 242 1268 317 359 242 272 295: 32 3Ri 3R9 399 30 203 246 276 , 301 335 402 i 477 227 1274 308 336 j 374 450 533 302 ; 341 371 413 497 550 550 123 144 161 i 175 : 194 229 269 163 179 201 ! 218 242 2$6 336 219 ' 245 266 295 349 'r,,ds ! 385 31 190' 229 258 281 313 376 446 ';j 212 256: 289 314 (350 421 499 283 € 319 347 387 465 550 550 111 130 146 1158 . 175 207 243 138 162 182 198 219 259: 304 198 ; 222 241 26"l 313 0 369 32 178 216' 242 264 294 353 1 418 199 240 271 295 1328 1 395 468 265 299 ( 326 363 436 517 : 649 101 118 132 144 '. 159 188 221 126 147 165 179 199 1236 276 180 201 219 242: 28 37 355 33 Is$ 202 220 248 276: 332 j 393 187 226 264 277 309 371 440 249 281 306 i 341 410 486 532 22 108 121 131 146 171 201 114 134 150 163 181 214 261 164 183 199 221, 2�1 30 334 34 168 190 214> 233 . 260 ; 312 370 176 212� 239 1 261 290 349 414 295 265 288 1321 386 458 516 34 98 110, 120 132 166 184 105 122 r 137 149 1- 195 1 229 149 167 182 202 i 2'59 20 314 35 149 179 202 220 245 ' 294 i 349 166 r 200 ' 226 246 274 329: 390 224 t 249•i 272 1303 364 432 494 s 77 90 101 110 121 143 116E 96 112 r 126,i 437 151 179 210 13-t 153< 167 185 213 257 292 36 141 169 191 208 232. 278 330 167 ! 189 ; 213 ; 232: 259 1 311 369 209 236 "257 286 3" 408 467 P) 82 92 131 111 ':. 132 164 M 103 i 115 f 125 139 164 193 126 141 151 169 201 236 `, 269 37 ( 148 179 ! 202 220 245 j 294 ; 349 198 243 271 325 386. 442 81 96 + 106 1 116; 128 i 151 1178 116 130 141 1166 185 217 247 38 j 141 j 170 191 ; 208,, 232 279 331 1$7 1211 ( 230 256 308 366 419 14 87 r 9r, 106 118 i 139 164 107 i 119 130 144 170 200 228 f' 39 j 133 1 181 ! 181 j 188 220 166 314 178 200 218 243 292 347 397 ' E bfl 81 40 h 98 _ 109 129 151 _ 98 110 1U 133 : 157 18C 211 40 127 153 i 172 j 188 109 261 298 189^, 190 ` 207 231 278 33C 377 i 54 75 34 I 41 101 119. 140 91 1t12 111-4 1!3 14fi I 155 `. 41 161 18i 197 , 22t) 264 314 359 103 i14 135 ? 159 181 x 42 ! � � 163 173 � 188 209 ' 252 299: 342 I 79 $8 96. 106 1:5 3 148 168 43 E 146 w 119 200 240 1 285 326 ( 73 t� 1 82 8 £3 It7 1 138 457 `+ 44 i 439 157 1 171 191229 ( 272: 311 �± ' 6B 76 ! 83 82 109 § 128 146 52 20/53 RTU CONNETIONS DESIGN 21/53 Ri') Am� WV _ 240i tb?O I 4- 0- Ft 0•b 9= i2o•�i � �• 1CJ.5 ReAliwl �►IDb.b y6S.}b *Ja - 2 "L L ac.- 4u3_ zoi.sth � O.bO�= JLo.9ty s 0^+ WesjO= 4o tss Rom � - wend (A IA'eRal x .. •• ••• • SA11 . . • • W,►_ 5(-, f,6 4 ls` /► L) = aye. 8 LS*1.0 • •.. • •••••• • TT.1 ri n I • • • L � �7V Uhl ��iYi iSeu.Ci'�b�'► _ 0 0 •ZIrO-3�•�b�i� S (ILL s RTu 3 ,unw�� q� ,cr+ = -les;}i, . ►o9. Sq aIff 6111, o R I v -NaA%o-AAA� AMI.15- . 36I L. i .t Unison PROJECT structural Design LLC - TITLE : i T u LA V DATE. PAGE. 22/53 a151 4- Aak s sty s Cu 26 I GyC, 5 4 Uwe u�l� cam. •..• : .. .• 5t1eaR q ,= +-4 x 0-0 Sb6 0-5 A bo 1 x �L = 1. V, ✓. IA- .... .. :.... , 2-L �v • • eo-ooW T` LG-b (`/`is�iFo•os: i`O.sat�0� it 12 = 1.ys Vlff �..�.� .• .J T ►-�z �.tiy *t, TL!s Co s'a.t . 1a I69a� ( X6; 3jo L65 A8 = �S s' 1 �5 7 z(,o.7g Css 0 ✓. ) R10 CZ#IvIRJ-t*A �5 h4e�Hh�e_ 81lStilr'� PROJECT: Structural Design LLC bi lAm 1�c�uis-@--►�Alt(� `, �K<<u�z�ZS�Ty__ TITLE `Wa•.�,,�' }; ... DATE . PAGE: 23/53 ScrewCapacities Table Notes 1. Capacities based on AISI 5100 Section E4. 2. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. Tabulated values assume two sheets of equal thickness are connected. 3. Capacities are based on Allowable Strength Design (ASD) and include safety factor of 3.0. 4. Where multiple fasteners are used, screws are assumed to have a center -to -center spacing of at least 3 times the nominal diameter (d). 5. Screws are assumed to have a center -of -screw to edge -of -steel dimension of at least 1.5 times the nominal diameter (d) of the screw. 6. Pull-out capacity is based on the lesser of pull-out capacity in sheet closest to screw tip or tension strength of screw. 7. Pull -over capacity is based on the lesser of pull -over capacity for sheet closest to screw header or tension strength of screw. 8. Values are for pure shear or tension loads. See AISI Section E4.5 for combined shear and pull -over. 9. Screw Shear (Pss), tension (Pts), diameter, and head diameter are from CFSEI Tech Note (F701-12). 10. Screw shear strength is the average value, and tension strength is the lowest value listed in CFSEI Tech Note (F701-12). 11. Higher values for screw strength (Pss, Pts), maY'oA'obtained by specifying screws from a specifi emar ofjcturer. • • • • • • • • • . • • • #$ screw 08 Screw 010 Screw #1.2 ScIbA. • • • • i! Screw • . Thickness. Design Fy (� • 843Ibs Pts - 419 Ibs) (Pss=1278 lbs, Pts - 6861bs) (Pas-1644 Nm Pts m 1168 Ibs) (Pss% 23301bs, Fels*AI Ws) (Pss=i k�.., jts = 320,Mbs (Mils) Thickness YWd TenFu sile (ksQ ' 0.138" dia, 0.272" Head 0.164" dia, 0.272" Head 0.190" dia, 0.34ir Head 0.216" dig, 0:340" Head 0.250" dia, 0.409" Hea3 Shear Pu0-0ut Pull -Over Shear Pull -Out Pull -Over Shear I Pull-out Pull -Over Shear 001000 I P.U-O j%RPer 0000 •• Shesr I MI -Out Pull -Over 18 27 0.0188 0.0283 33 33 33 33 44 82 24 , 37 1 84 127 48 89 29 43 84 127 52 96 33 ,50 105 IS,. 55 __10 µ 38 105 "57 60 44 127 110 ' 66 191 30 0.0312 33 33 95 40 I 140 103 48 140 ill 55 175 118 63 • 175• 126 s73 2y • 33 0.0346 .33 45 151 61 140 164 72 195 177- - 84 .265 .188 _ 95• 2 5 20Y; ' 4 ' !1t� 31 43 0.0451 33 45 214 79 140 244 94 195 263 1 9 345 280 394 557 124• •3445. 166 '0 0' 433 196 545 ' 301 44 4 424 • } "0 531 60! • I• ' �P 656 54 0.0566 33 45 214 100 1 140 344 118 195 370 137 __R6_j 68 0.0713 33 45 214 125 140 426 149 195 523 173 386 97 0.1017 33 45 214 140 1 140 426 195 195 548 246, . 386 , ,, 777 _ __280_-„ 775 1,016 I 324 i 936 118 1 0.1242 33 45 214 140 ; 140 426 195 195 548 301 386 777 342 1 775 1,016 ! 396 1,067 54 0.0566 .50 65 214, 140 140 426 171 115 534 198 , 386 _ 569 .225_ _625 613 261 752 68 _ 0.0713 50 65 214 140 140 426 195 195 548 249 386 777 284 775 866 328 ! 948 97 ; ` 6.1617 -;50 - 65 _ �`214" '140 I 140 426 195 195 548 356, 386 77 „ 405.., , 775 1,016 468 1.,067 118 0,1242 50 65 214 140 140 426 195__t 195 548 386 386 777 494 775 1 016 572 1 067 Weld Capacities Table Notes 1. Capacities based on the AISI S100 Specification Sections E2.4 for fillet welds and E2.5 for flare groove welds. 2. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. 3. Capacities are based on Allowable Strength Design (ASD). 4. Weld capacities are based on E60 electrodes. For material thinner than 68 mil, 0.030" to 0.035" diameter wire electrodes may provide best results. 5. Longitudinal capacity is considered to be loading in the direction of the length of the weld. 6. Transverse capacity is loading in perpendicular direction of the length of the weld. 7. For flare groove welds, the effective throat of weld is conservatively assumed to be less than 2t. 8. For longitudinal fillet welds, a minimum value of EQ E2.4-1, E2.4-2, and E2.4-4 was used. 9. For transverse fillet welds, a minimum value of EQ E2.4-3 and E2.4-4 was used. 10. For longitudinal flare groove welds, a minimum value of EQ E2.5-2 and E2.5-3 was used. '..All6kible Weld Capacity (Ibs Thickness Design Fy Fu Fillet Welds Fare Groove Welds (MIS) Thickness Yield fkap Tensile (kai) Longitudinal' Transverse Longitudinal � Transverse 43 0.0451 33 45 499 864 544 663 54 0.0566 33 45 626 1084 682 832 68 0.0713 33 45 789 1365 859 1048 97" 0.1017 33 45 1125 _1269 _ I i 54 0.0566 50 65 905 1566 985 1202 68r - 0.0713__ ._ 50 65 1140 1 1972 1241 i 1514 97 0.1017 50 _ 65 1269 1269 Well capacity for material thickness greater than 0.10'requires engineering judgment to determine leg of welds, WI and W2. i 70 www.SSMA.cornCopyright © 2015 by the S14OS3 . . .... ...... ...... . .. ...... . . ...... .... ..... . . . . ...... CONCRETE BEAMS DESING 25/53 nison Structural Design Prepared by: Kervin Ventura P.E. FL. Reg. No. 74146 Concrete Beam Description : 2b-1 (EI.: +12'-6")(16x30) Title : Dunkin Donuts @ Barry University Job # 170109 Dsgnr: K.V. Project Desc.: Project Notes PnnteuF AN �-`8 1. tur At 141Dropbox1170109 •Dunkin Donuts Barry Unhrersily - WnCaIW70109 - dunkin donuts Barry university cales.ed ENERCALC, INC. 1983-2011, Build:6.11.6.23. Ver:6.11.6.22 Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 fc = 3.0 ksi Phi Values Flexure: 0.90," 112 fr = fc . 7.50 = 410.79 psi Shear: 0.750 I yr Density = 150.0 pcf R 1 = 0.850 i LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi , E -Main Rebar = 29,000.0 ksi Stirrup Bar Size # _ # 3 •< • , • • • • • • Number of Resisting Legs Per Stirrup = 2 � � � � � • • • •••ia• j • •• ••••••I Load Combination ASCE7-10 • i Y ! • • :'! i • • • ••••••� • 16"wx30"h - Span=11.670 ft Cross Section &_Reinforcing, Details Rectangular Section, Width =16.0 in, Height = 30.0 in Span #1 Reinforcing.... 345 at 2.0 in from Top, from 0.0 to 11.670 ft in this span 346 at 2.0 in from Bottom, from 0.0 to 11.670 ft in this span Applied Loads T _ M Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D = 0.0250, L = 0.030 k/ft, Tributary Width =13.0 ft Load for Span Number 1 Uniform Load : D = 0.30 ksf, Tributary Width =1.0 ft DESIGNSUMMARY ... ........... ..-_...._..-......_...._..._:._..._..._._.._...._.___..____.._..__._.._._._.. __...-..__...._ . Maximum Bending Stress Ratio = 0.209 : 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.001 in Ratio = 96799 Mu : Applied 33.605 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 MnPhi: Allowable 160.51 k-ft Max Downward Total Deflection 0.006 in Ratio = 24918 Load Combination +1.20D+0.50Lr+1.60L Max Upward Total Deflection 0.000 in Ratio = 999 <180 Location of maximum on span 5.835ft Span # where maximum occurs Span # 1 Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 8.840 8.840 D Only 6.564 6.564 L Only 2.276 2,276 D+L 8.840 8.840 Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & $tresses for Load Combinations Load Combination Bending Stress Results ( k-ft ) Location (ft) ---- Segment Length Span # in Span Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 5.835 33.60 160.51 0.21 +1.40D Span # 1 1 5.835 26.81 160.51 0.17 +1.20D+0.50Lr+1.60L -man # 1 —1-- 5.835 _ 33.60 160.51 0.21 26/53 IF 'Unison Structural Design Title : Dunkin Donuts @ Barry University Job # 170109 Prepared by: Dsgnr: K.V. Kervin Ventura P.E. Project Desc.: FL. Reg. No. 74146 Project Notes F'n^,ec ti'%C'n a, �nth concrete Bern WDropboA170109 - Dunkin Donuts Barry'Universtty - M71Ce 6070109 - dunkin donuts barry university cales ed L ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver:611.6.2; , •ram®r_��rw rw�r�—��m�: Description : 2b-1 (El.: +12'-6")(16x30) Load Combination Location (ft) Bending Stress Results ( k-ft ) SeSegment Length 9 9 SPan # in Span Mu :Max Phi'Mnx Stress Ratio Span # 1 1 5.835 29.62 160.51 0.18 +1.20D+L+W Span # 1 1 5.835 29.62 160.51 0.18 +1.20D+1.6OLr+L Span # 1 1 5.835 29.62 160.51 0.18 • • • • 0veratl Maximum Defie_ctio_ns_Unfac_t_o_ r_e_ d Loads_ — • • • • • • • • . + Load Combination Span Max. "-" Defl Location in Span Load Combination _ Man. "+" Oefl ;tc.ationsin Span • ---- — — D+L 1 0.0056 5.718 • • •:.tcoo • •J.000 • • • • • • Maximum Deflections _ for Load Combinations - Unfactored Loads '''''' : • • •, Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Lotitfll' Span : • • • • D Only 1 0.0042 5.718 0.0000 • •' C.000 , , — • • • • • • D+L 1 0.0056 5.718 0.0000 ^ • + • + D Only 1 0.0042 5.718 O.Oo00 • • • • a000 0900 • • **so • • L Only 1 0.0014 5.718 0.0000 • • • • Q Q00 0 • • D+L 1 0.0056 5.718 0.0000 • )TO • • � + • . • . 27/53 Unison Structural Design Prepared by: Kervin Ventura P.E. FL. Reg. No. 74146 Title Dunkin Donuts @ Barry University Dsgnr: K.V. Project Desc.: Project Notes : Job # 1701019 - -- - j i i I Fnnte d JAr' & S. 3:1vPW Concrete Beam )dlDropbox1170109 -Dunkin Donuts Barry university - WnCaleM170109 - dunkin donuts barry university cales.ed ENfRCALC, INC. 1983.2011, Build:6.11.6.23, Ver.6 11.6.2z Description : 2b-2 (El.: +12'-6")(24x28) materiaf Properties fc = 3.0 ksi 6 Phi Values Flexure: 0.90 t/2 fr = fc * 7.50 = 410.79 psi Shear : 0.750 yf Density = 150.0 pcf R 1 = 0.850 X LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination ASCE7-10 Span=7.670 ft Cross Section ekiiiriforcingbetails- Rectangular Section, Width = 24.0 in, Height = 28.0 in Span #1 Reinforcing.... 445 at 2.0 in from Top, from 0.0 to 7.670 ft in this span Applied Loads _ Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D = 0.0250, L = 0.030 k/ft, Tributary Width =13.0 ft Load for Span Number 1 Uniform Load : D = 0.70 ksf, Tributary Width =1.0 ft DES%dN SUMMARY Calculations per ACI 318-08, IBC 2009, CSC 2010, ASCE 7-05 346 at 2.0 in from Bottom, from 0.0 to 11.670 ft in this span 446 at 2.0 in from Bottom, from 0.0 to 7.670 ft in this span Service loads entered. Load Factors will be applied for calculations. -,�Cc3es��rl :oc Maximum Bending Stress Ratio = 0.100 : 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Mu: Applied 19,811 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Mn * Phi: Allowable 199,07 k-ft Max Downward Total Deflection 0.001 in Ratio = 76675 Load Combination +1.20D+0.50Lr+1.60L Max Upward Total Deflection 0.000 in Ratio = 999 <180 Location of maximum on span 3.835ft Span # where maximum occurs Span # 1 VerticalReactions - i factored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 8.111 8.111 D Only 6.615 6.615 L Only 1.496 1.496 D+L 8.111 8.111 Shear Stirrup t2equirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Forces_ & Siresses for Load Combinations _Ma_niinum Load Combination Location (ft) _ Bending Stress Results_ (k-ft) _ Segment Length Span # In Span Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 3.835 19.81 199.07 0.10 +1.40D Span # 1 1 3.835 17.76 199.07 0.09 +1.20D+0.50Lr+1.60L __ Span # 1 1 3.835 19.81 199.07 0.10 28/53 'Unison SttUctural Design - Title : Dunkin Donuts @ Barry University Job # 170109 Prepared by: Dsgnr: K.V. Kervin Ventura P.E. Project Desc.: FL. Reg. No. 74146 i Project Notes Concrete Beam 340ropboA170109 - Dunkin Donuts Ban Description : 2b-2 (El.: +12-6")(2428) Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi'Mnx Stress Ratio +1.20D+0.50Lr+L+W — - — -- -- Span # 1 1 3.835 18.09 199.07 0.09 +1.20D+L+W Span # 1 1 3.835 18.09 199.07 0.09 +1.20D+1.60Lr+L S an # 1 1 3 835 1809 19907 009 Pnntec. i :::"J to �R. 3aitFGd wts barry university calcs.ecl Build:6.11.6.23, Ver6.11.6.2f p t 6ia-ll Maximum beflections'- Unfact_ored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl _ Location in Span D+L 1 0.0012 3.912 0.000o P00 Maximum Deflections for Load Combinations - Unfactored Loads • • • • • • • • • _ • • • • •' Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl 04t�l! in Vpan • • • • • D Only ---- -- 1— 0.0010 — — 3.912 - - - — --- 0.0000 0.10 • • • • D+L 1 0.0012 3.912 0.0000 •...• •0.000 • •. •••••• D Only 1 0.0010 3,912 0.0000 • •d'fu0 • ; • • • • ;: L Only 1 0.0002 3.912 0.0000 • • • •d(v ; • • • • • • D+L 1 0.0012 3.912 0.0000 • • 60!000 • • • • • • • • 29/53 STEEL BEAMS DESIGN'* 30/53 'Unison Structural Design Title : Dunkin Donuts @ Barry University Job # 170109 Prepared by: Dsgnr: K.V. Kervin Ventura P.E. Project Desc.: FL. Reg. No. 74146 Project Notes Steel Beam Dunkin.Donuts Barry: tlniversily - "Calcs%170109 - dunkin donuts barry un veiny calcs.eci T ENERCALC, INC. 1983.2011, Build:6.11 6 23, Wr:6.11.6Z Description : W12x26 Material Properties Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Completely Unbraced E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination ASCE7-10 D(0.1680) L(0.2016) ♦ ♦ v Span = 13.670 ft • • • - • W12X26 •••••• • •• •••••• 01 4pliedLOads __- Service loads entered. LoadFactors*wi� 15ppliedf,)r%Irfations.�� Beam self weight calculated and added to loads • • • • • • • • • • ..;..' Loads on all spans... � • • � • � � � � � � � �, Uniform Load on ALL spans : D = 0.0250, L = 0,030 ksf, Tributary Width = 6.720 ft • DEMidk . • • • • . Maximum Bendin Stress Ratio 0.130 : 1 Maximum Shear Stress Ratio - tv.4'': 1 Section used for this span W12X26 Section used for this span • • W(2.6 • • • • � Mu: Applied 9,242 k-ft Vu : Applied • �-TJ4• k Mn / Omega: Allowable 71.272 k-ft Vn/Omega : Allowable 56.120 k j Load Combination +D+L Load Combination +D+L Location of maximum on span 6.835ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.027 in Ratio = 6078 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.053 in Ratio = 3097 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces t Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Sum Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Dsgn. L = 13.67 ft 1 0.064 0.024 4.53 4.53 119.02 +D+L Dsgn. L = 13.67 ft 1 0.130 0.048 9.24 9.24 119.02 +D+0.750Lr+0.750L Dsgn. L = 13.67 ft 1 0.113 0.042 8.06 8.06 119.02 +D+0.750Lr+0.750L+0.45OW Dsgn. L = 13.67 ft 1 0.113 0.042 8.06 8.06 119.02 +D+0.750L+0.520E Dsgn. L = 13.67 ft 1 0.113 0.042 8.06 8.06 119.02 Overall Maximum DeOwtions - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination 1 0.000 Vertical t2eactions-- llnfatored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum --- 2.704 2.704 - -- - D Only 1.326 1.326 L Only 1.378 1.378 D+L 2.704 2.704 71.27 1.14 1.00 71.27 1.14 1.00 71.27 1.14 1.00 71.27 1.14 1.00 1.33 nary of Shear Values Vnx Vnx/Omega 84.18 56.12 2.70 84.18 56.12 2.36 84.18 56.12 2.36 84 18 56.12 71.27 1.14 1.00 2.36 84.18 56.12 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Unison Structural Design Title : Dunkin Donuts @ Barry University Job # 170109 Prepared by: Dsgnr: K.V. Kervin Ventura P.E. Project Desc.: FL. Reg. No. 74146 Project Notes Fr-•tac. �B Ja;d real. 3:1 i;FN. Steed BQatT] 1410ropbox1170109 - Dunkln bonutc Baiiy university - M'nCaics117p109 - dunMn donuts barry university calos.ed ENERCALC, INC. 1983.2011, Build:6.i1.623', Ver6.t1-6.21 Description : W16x67 Material Properties Calculations per RISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination ASCE7-10 D(0.4875) 1-(0.5850) i Span = 30.670 ft �•� •++•!' ••••:•I W 16X67go • • • • • • • • I •••••• A lied Loads pp Service loads entered. Load Factor3wih!%pplieddforc�lcalations� . ---------_-- -� - ------ - Beam self weight calculated and added to loads -_- •• . Loads on all spans... •... •. , • • • • • • • • • • • • • Uniform Load on ALL spans : D = 0.0250, L = 0,030 ksf, Tributary Width =19.50 ft DESIGN SUMMARY • • • • • • • 000000 s o • ESximum Bending Stress Ratio = 0.726 : 1 Maximum Shear Stress Ratio = • • ;'7t ': 1 • • Section used for this span W16X67 Section used for this span W3§Xt7 • • • • • • Mu: Applied 133.991 k-ft Vu : Applied • • ol7.47,y k • • Mn / Omega: Allowable 184.556 k-ft Vn/Omega : Allowable 128.17 k Load Combination +D+L Load Combination +D+L Location of maximum on span 15.335ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.424 in Ratio = 867 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.827 in Ratio = 445 Max Upward Total Deflection 0.000 in Ratio = 0 <360 ........... .................... ............... ......._ ...._ Maximum Forces &-Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rim Va Max Vnx Vnx/Omega Dsgn.L = 30.67 ft 1 0.353 0.066 65.21 65.21 308.21 184.56 1.14 1.00 8.50 193.16 128.77 +D+L Dsgn. L = 30.67 ft 1 0.726 0.136 133.99 133.99 308.21 184.56 1.14 1.00 17.48 193.16 128.77 +D+0.750Lr+0.750L Dsgn. L = 30.67 ft 1 0.633 0.118 116.79 116.79 308.21 184.56 1.14 1.00 15.23 193.16 128.77 +D+0.750Lr+0.750L+0.450W Dsgn. L = 30.67 ft 1 0.633 0.118 116.79 116.79 308.21 184.56 1.14 1.00 15.23 193.16 128.77 +D+0.750L+0.520E Dsgn.L = 30.67 ft 1 0.633 0.118 116.79 116.79 308.21 184.56 1.14 1.00 15.23 193.16 128.77 0_ve4l'Max6um•Deflections-- Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Deft Location in Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions-- On -factored Support notation : Far left is #1 Values in KIPS i Load Combination Support 1 Support 2 Overall MAXimum 17.475 17.475 D Only 8.504 8.504 L Only 8.971 8.971 D+L 17.475 17,475 32/53 . . ...... 0000 .... . .. ..... . 000*4 ...... . . ...... ' 0••0' EMBED PLATE DESIGN'• •::•:� 33/53 Unison Structural Design BY: SHEET OF DATE: 01/08/2018 ---------------------------------- DESIGN DATA -----------------------------•------ Design PCI Design Handbook, 6 t h Ed. Free Edges of the Concrete Criteria \ H.A.S. Type = 3/4 X 5 Properties ds = 0.750 in do = 1.250 in I �� le = 4.625 in AS = 0.442 in Direction of Load fy = 50.0 ksi f = 60.0 ksi de4 Plate Thk = 0.750 in No. of X-rows = 2 Y-rows = 3 Q Q Studs Total = 6 Y2 Edge dist. del = 5.500 in des =100. 000 in p Stud S ac' X1 = 7.000 in Yl = 7.000 in P <3 No. of Y1 hV Y2 = 7.000 in Y Rows. evx del = 7.500 in de4 = 5.500 in Fig. 6.5.4.2, PCI Hdbk (6th Ed) Case = 4 de3 •��i�• Y-rows included in group pullout = 1 : �• �_.�j• Load en. = 5.00 in eny = 1.00 in •• . •• 0 Eccentr' y e,X = 5.00 in deg Xi �• •-•--- • del Concrete Member Thickness = 7.63 in JU:•• Material f'c= 4.00 ksi X = 1.00 No. ofXCols *4 0 00 0 Properties Concrete = Normal Wt. •••••• . �••� factors Tension: 0.75 0.75 •••••• •••• Shear : 0.65 0.75 •• •• •• • Pullout / Pryout �p = 0.70 �••�•� • Tension/Shear Modifiers : No Cracking at service load level (Fig 6t5.5.c) Supplementary Reinf. for Tension & Shear Loads (§ 6.2.1.3) • • • Applied V = 21.4 k N = 4.3 k • • • Loads ------------------------------------ OUTPUT ------------------------------------ A) Tension capacity for group of 2 studs; �s = 0.75; �c = 0.75 Steel Stud Strength �Ns = 0.75 * 53.01 = 39.8 k (Eq 6.5.2.1) Concrete Breakout Strength (1) ONcb = 0.75 * 14.06 = 10.5 k (Eq 6.5.4.1) Concrete Pullout Strength (2) �Npng= 0.70 * 70.37 = 49.3 k (Eq 6.5.4.5*) Concrete Side Face Blowout (3) �Nsb (Not Calculated) (Eq 6.5.4.6) Group tensile strength based on: (1) Projected Surface Area, AN = 272.52 in2 (Fig 6.5.4.1) Modifiers Cbs = 94.187 (Eq 6.5.4.2) Ccrb = 1.000 (p 6-14) Wed = 0.920 (Eq 6.5.4.3) Wec = 0.595 (Eq 6.5.4.4) (2) Modifier Ccrp = 1.000 (p 6-17) (*) No equation is given for pullout of a group. We use ng*Npn where ng is the number of studs in the group. (3) All edge distances > 0.4 * hef (§ 6.5.4.3) B) Shear capacity for group of 6 studs; �s = 0.65; 0.75 Steel Stud Strength : �Vs = 0.65 * 159.04 = 103.4 k (Eq 6.5.2.1.1 Concrete Front Edge Breakout(1) �Vc3 (Not Calculated) (Eq 6.5.5.1) Concrete Side Edge Breakout (2) �Vcl = 0.75 * 60.96 = 45.7 k (Eq 6.5.5.12) Concrete Pryout Strength (3) �Vcp (Not Calculated) (Eq 6.5.7.1) Group shear strength based on: (1) SED < 0.2 * BED (Eq. 6.5.5.7) (2) One fastener in concrete Vco1 = 42.8 k Modifiers Cx1 = 2.000 (Eq 6.5.5.14) Cy1 = 0.921 (Eq 6.5.5.16) Cev1 = 0.773 (Eq 6.5.5.17) Cvcr = 1.000 (Fig 6.5.5.2) (3) khef > 4.5 * ds (§ 6.5.7) Page 1 Stcds V4.2.01 02008 Salmons Technoiogics, Inc. www.Precast Enaineer.:om 34/53 Unison Structural Design C) Combined tension and shear Pu = N = 4.3 k, group of 2 V„ = 21.4 k, group of 6 From (A), Nn = 14.1 k, group of 2 From (B), Vn = 61.0 k, group of 6 Interaction ratios: Nu/Nn = 4.3 / 14.1 = 0.30 V /Vn = 21.4 / 61.0 = 0.35 Interaction Eqns. (needs to satisfy one): (0.30)/0 + (0.35)/� = (Eq 6.5.8.1) 0.30/0.75 + 0.35/0.75 = 0.87 < 1.2 OK (0.30/0)5/3 + (0.35/�)5/3 = (Eq 6.5.8.2) 0.22 + 0.28 = 0.50 < 1.0 OK Page 2 BY: SHEET OF DATE: 01/18/2018 Vu Nu Studs V4.2.01 02008 Salmons Technoicgies, Inc. www.PrecastFnainecr.co.m 35/53 MASONRY WALLS D ESING 36/53 'Unison Structural Design Title : Dunkin Donuts @ Barry University Job # 170109 Prepared by: Dsgnr: K.V. Kervin Ventura P.E. Project Desc.: FL. Reg. No. 74146 Project Notes Masonry Slender Wail Description : Masonry wall H=12.5FT; Hp=5.5FT, w/ (1)#6 @24"'o.c Prnlec !r 'h tO B. 3 1OPM donuts barry university calcs.ed 1, Suild:6.11.6.23, Ver.6.11.6.2f General' Information Calculations per ACI 530-08/MSJC 2009 Sec. 3.3.5, IBC 2009, CBC 2010, ASCE 7-05 Construction Type: Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom. Wall Thickness Fy - Yield = 60.0 ksi Actual Thickness Fr - Rupture = 75.0 psi Rebar "d" distance Em = fm * = 900.0 Lower Level Rebar ... Max % of P bal. = 0.50 Bar Size # Grout Density = 140 pcf Bar Spacing Block Weight Normal Weight Wall Weight = 61.0 psf Wall is grouted at rebar cells only One -Story VNall Dimensions + Clear Height = 12.50 ft B Parapet height = 5.50 ft Wall Support Condition Top & Bottom Pinned Vertical Loads Vertical Uniform Loads ... ( Applied per foot of Strip Widlh) Ledger Load Eccentricity in Concentric Load Cetera; Loads Full area WIND load 35.940 psf Fp 1.0 = 0.0 Psf B 8 in Temp Diff across thickness = deg F 7.625 in Min Allow Out -of -plane Defl Ratio= 150.0 3.750 in Minimum Vertical Steel % - 0.0020 6 24.0 in • • •• • •••••• •••..•_ DL : Dead Load Lr : Roof Live Load Lf : Floor Live Load S : Snow Load 0,320 0.3850 k/ft k/ft Wall Weight Seismic Load Input Method Direct entry of Lateral Wall Weight Seismic Wall Lateral Load psf DESIGN SUMMARY Results reported for "Strip Width" of 12.0 in Governing Load Combination ... Actual Values ... Allowable Values .. . PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.1594 +1.20D+0.50Lr+L+W Max Mu -0.5436 k-ft Phi * Mn 3.409 k-ft PASS Service Deflection Check Min. Defl. Ratio 1,423.92 Max Allow Ratio 150.0 I D + L + W Max. Deflection 0.1053 in Max. Allow. Defl. 1.0 in PASS Axial Load Check Max Pu / Ag 30.787 psi 0.06 * fc 300.0 psi +1.20D+0.50Lr+1.60L at 5.42 to 5.83 PASS Reinforcing Limit Check Controlling As/bd 0.004731 As/bd = 0.50 rho bal 0.005345 +1.40D PASS Minimum Moment Check Mcracking 0.5797 k-ft Minimum Phi Mn 3,409 k-ft +1.40D Maximum Reactions ... for Load Combination.... Top Horizontal D + L + W + S/2 466,12 k Base Horizontal W Only 181.14 k Vertical Reaction D + L + W + S/2 1 803 k 37/53 Unison Structural Design Title : Dunkin Donuts @ Barry University Prepared by: Dsgnr: K.V. Kervin Ventura P.E. Project Desc.: FL. Reg. No. 74146 Project Notes Masonry Slender Job # 170109 "i:te,. 2 JAN 2; 6 3.1:PM 0109 - dunkin donuts barry, university calcs.ed INC. 1983-2011, Build:6 11.6.23, Ver.6.11.6.2f Description : Masonry wall H=12.5FT; Hp=5.5FT, w/ (1)#6 @24"'o.c Design Maximum Combinations -Moments Axial Load Moment Values 0.6 Load Combination Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Eff As Ratio rho bal k k-ft .-r: k-ft n12 in12 +1.40D at 5.42 to 5.83 1.523 18.720 0.58 0.00 0.90 4.07 0.220 0.245 0.0047 0.0053 +1.20D+0.50Lr+1.60L at 5.42 to 5.83 1.921 18.720 0.58 0.00 0.90 4.23 0.220 0.252 0.0047 0.0053 +1.20D+1.60Lr+0.50W at 12.08 to 12.50 0.000 18.720 0.58 0.27 0.90 3.41 0.220 0.220 0.0047 0.0053 +1.20D+0.50Lr+L+W at 12.08 to 12.50 0.000 18.720 0.58 0.54 0.90 3.41 0,220 0.220 0.0047 0.0053 +1.20D+L+W at 12.08 to 12.50 0.000 18.720 0.58 0.54 0.90 3.41 0.220 0.220 0.00#7 @.0053 +0.90D+W at 12.08 to 12.50 0.000 18.720 0.58 0.54 0.90 3.41 0.220 ' 0?20 ; O.O0g7, . 0.0053 • +0.90D+E at 5.42 to 5.83 0.979 18.720 0.58 0.00 0.90 3.94 0.220 ..9QW. • 0.00t1 -.. i .0053 +1.20D+1.60Lr+L at 5.42 to 5.83 1.690 18.720 0.58 0.00 0.90 4.14 0.220 • 0.0047 • 0.0053 • • Design Maximum Combinations -Deflections . •_ _ Axial Load Moment Values _ Stiffness _- . _• - • .... . .. Deflections• ..... • • Load Combination Pu Mcr Mactual I gross I cracked I effective': betection • N*t.Ratio k k-=t k-ft io^4 ui^4 - _ r.^4 • • • • {., . • ........__ • ...... D + L + Lr at 5.83 to 6.25 1.447 0.58 0.00 353.60 43.03 353.60(L : :0.000 0.0 D + L + W at 5.42 to 5.83 1.473 0.58 0.46 353.60 43.09 353.600 *0.105 : • • •1:*3.9 D + L + W + S/2 at 5.42 to 5.83 1.473 0.58 0.46 353.60 43.09 353.600V • *0.105 1,423.9 • • • • D + L + S + W/2 at 5.42 to 5.83 1.473 0.58 0.24 353.60 43.09 353.600 0.086 • •1i1 51.8 .8 D + L + S + E/1.4 at 5.83 to 6.25 1.447 0.58 0.00 353.60 43.03 353.600 0.000 /1 D + 0.5(L+Lr) + 0.7W at 5.42 to 5.83 1.280 0.58 0.33 353.60 42.68 353.600 0.105 1,425.2 D + 0.5(L+Lr)+ 0.7E at 5.83 to 6.25 1.255 0.58 0.00 353.60 42.63 353.600 0.000 0.0 Reactions - Vertical 8 'Horizontal - Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 Ibs 0.00 bs 1.418 k S Only 0.0 In 0.00 bs 0.000 ; W Only 0.2 ib:; 0.47 bs 0.000 r E Only 0.0 It = 0.00 bs 0 000 D+L+Lr 0.0 ;bs 0.00 <. 1.803 D+L+S 0.0 Ibs 0.00 ibs 1.803 , D + L + W + S/2 0.2 0.47 bs 1.803 D + L + S + W/2 0.1 ;bs 0.23 i> s 1.803 D + L + S + E/1.4 0.0 ibs 0.00 bs 1.803 i 38/53 CONCRETE COLUMNS 39/53 Unison Structural Design Title : Job # Prepared by: Dsgnr: Kervin Ventura P.E. FL. Reg. Project Desc.: No. 74146 Project Notes '^'noted. 18 JAN 201t3, 4.03PM Concrete Column ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver:6.11.6.23 Description: c-2 General Information fc : Concrete 28 day strength = 3.0 ksi E _ = 3,122.0 ksi Density = 145.0 pcf R = 0.850 fy - Main Rebar = 60.0 ksi E - Main Rebar = 29,000.0 ksi Allow. Reinforcing Limits ASTMA615 Bars Used Min. Reinf. = 1.0 Max. Reinf. = 8.0 Load Combination 2006 IBC & ASCE 7-05 Column Cross Section' Column Dimensions :30.Oin high x 8.Oin Wide, Column Edge to Rebar Edge Cover = 2.Oin Column Reinforcing :4 - #6 bars @ comers„ 1 - #6 bars left & right between corner bars Calculations per ACI 318.08, IBC 2009, CBC 2010, ASCE 7-05 Overall Column Height = 12.50 `.t End Fixity Top & Bottom Pinned ACI Code Year ACI 318-05 Brace condition for deflection (buckling) along columns: X-X (width) axis : Unbraced Length for X-X Axis buckling = 12.5 ft, K =1.0 Y-Y (depth) axis :Unbraced Length for Y-Y Axis buckling =12.5 ft, K =1.0 I .so- so • . *is .. .. ...... •... . . i •••••0 y�000000 j _ Applied Loads Entered loads are factored per load combinations specified by user. Column self weight included : 3,020.83 Ibs " Dead Load Factor AXIAL LOADS ... Axial Load at 12.50 ft above base, Xecc = 4.Oin, D = 8.0, L = 9.50 k DESIGN St1Mt11,4ftY - _ _ Load Combination +1.20D+0.50Lr+1.60L+1.60H Maximum SERVICE Load Reactions . . Location of max.above base 12.416 ft Top along Y-Y k Bottom along Y-Y k Maximum Stress Ratio 0.2582 : 1 Top along X-X k Bottom along X-X k Ratio = (Pu^2+Mu"2)^.5 / (PhiPnA2+PhiMnA2)^.5 Pu = 28.425 k cp " Pn = 397.11 k Mu-x = 0.0 k-ft tP ' Mn-x = 0.0 k-ft Maximum SERVICE Load Deflections ... Along Y-Y 0.0 in at 0.0 ft above base Mu-y = 8.211 k ft tP * Mn y = 0.5484 k-ft for load combination Mu Angle = 90.0 deg Along X-X 0.02550 in at 7.299 ft above base Mu at Angle = 8.211 k-ft cpMn at Angle = 0.5484 k-ft for load combination : D+L Pn & Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities ... General Section Information . T = 0.650 = 0.850 6 = 0.80 Pnmax : Nominal Max. Compressive Axial Capacity 763.67 k p %Reinforcing 1.10 % Rebar % Ok Pnmin : Nominal Min. Tension Axial Capacity -158.40 k Reinforcing Area 2.640 inA2 cp Pn, max: Usable Compressive Axial Capacity 397.11 k Concrete Area 240.0 inA2 T Pn, min : Usable Tension Axial Capacity -102.96 k Governing Load Combination Results -- - ----- ------ . .,._._,_r.- ..._ 1 _..__. _._. Governing Factored Dist. from ._._-- _. -._._..._ Axial Load k .....___ Dist. from _.... __- , Bending Analysis k-ft Stress Ratio Load Combination i base ft Pu Q ' Pn ? base ft Sx S x' Mux cp Mnx by Sy' Muy cp Mny +1.40D 12.42 15,43 397.11 12.42 1.000 1.000 3,71 0,55 0.119 +1.20D+0.5OLr+1.60L+1.60H 12A2 28,43 397.11 12.42 1.000 1.000 8.21 0.55 0.258 +1.20D+1.60L+0.50S+1.60H 12.42 28,43 397.11 12.42 1.000 1.000 8.21. 0.55 0.258 +1.20D+1.6OLr+0.50L 12.42 17,98 397.11 12.42 1.000 1.000 4.75 0.55 0.151 +1.20D+0.50L+1.60S 12.42 17.98 397.11 12.42 1.000 1.000 4.75 0.55 0.151 40/53 Unison Structural Design Title : Job # Prepared by: Dsgnr: Kervin Ventura P.E. FL. Reg. Project Desc.: No. 74146 Project Notes Concrete Column ENERcALC, INC. 1983-2011. Budd 6.11.6.23, Ver.6.11.6.23 Description : c-2 Governing Load Combination Results Governing Factored Dist. from Axial Load k Dist. from Bending Analysis k-ft Stress Ratio Load Combination i base ft Pu tP •"Pn base ft Sx 8 x • Mux cp Mnx 8y Sy' Muy cp Mny +1,20D+0.50Lr+0.50L+1.60W 12.42 17,98 397.11 12.42 1.000 1.000 4,75 0.55 0.151 +1.20D+0.50L+0.50S+1.60W 12.42 17.98 397.11 12.42 1.000 1.000 4.75 0.55 0.151 +1.20D+0.50L+0.20S+E 12.42 17,98 397.11 12.42 1.000 1.000 4.75 0.55 0.151 Maximum Reactions - UnfaCtored Note: Only non -zero reactions are listed. Reaction along X-X Axis Reaction along Y-Y Axis Axial Keaction • 000 Load Combination @ Base @ Top @ Base @ Top • • @ Base • • _ D Only k 0.213 0.213 k 000000 qw-K _ j L Only k 0.253 0.253 k • 9.500 k D+L k 0.467 0.467k 000•0• 17,500e ;•�•�� Maximum Deflections for Load Combinations - Unfactored Loads • • Load Combination X0.0117 Deflecnion tance Dis7.299 _ Max_ Y- Defle�0 cnion tance Dis0.000 — _Max. D Only ft — _ 0 ft • • - - - --• • -- - li L Only 0.0138 in 7.299 ft 0.000 Mn 0.000 ft 6 • • • e e * • D+L 0.0255 in 7,299 ft 0.000 in 0.000 It : • : • • Sketches • • • • • • I 41/53 Unison Structural Design Title : Job # Prepared by: Dsgnr: Kervin Ventura P.E. FL. Reg. Project Desc.: No. 74146 Project Notes �+ 6rled !` !AN 2C18, 4iC6F'. C Concrete olumn T ENERCALC, INC. 1983-2011, Bu1!d,b.11.6.23, Ver.&11.6.23 Description : c-2 Interaction Diagram: 450.0 405.0 360.0 315.0 270.0 225.0 180.0 135.0 90.0 45.0 -43.8 -87.5 -131.3 -175.0 -218.8 0.0 Concrete Column P-M Interaction Diagram Allowable Moment (k-ft) 26.1 56.2 76.2 106.3 126.4 150.5 176.6 20b.7 225.7 25b.8 42/53 FOOTINGS DESIGN 43/53 'Unison Structural Design Prepared by: Kervin Ventura P.E. FL. Reg. No. 74146 Title : Dunkin Donuts @ Barry University Job # 170109 Dsgnr: K.U. Project Desc.: Project Notes Wait Footing--- -- -- ^ 141DropboA170109'- Fre� I' . 205 ,19M nuts barry university calmed Build:6.11.6 23. Vec6.11 6.2F Description : WF-24 Generai information Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 -- -- ---- Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.850 Increases based on footing Depth Analysis Settings Reference Depth below Surface = Min Steel % Bending Reinf. = 0.00140 Allow. Pressure Increase per foot of depth - Min Allow % Temp Reinf. = 0.00180 when base footing is below = Min. Overturning Safety Factor = 1.50 : 1 Increases based on footing Width ; • • • Min. Sliding Safety Factor = 1.50 : 1 Allow. Pressure Increase per foot of width • • AutoCalc Footing Weight as DL Yes when footing is wider than , i . ! • ! Dimensions • Reinforcing Footing Widtl = 2.0 ft Footing Thicknes = 12.0 in Bars along X-X AxA.... • Wall Thickness = 8.0 in Rebar Centerline to Edge of Concrete. # of Bars in 12:101i lb9 • _ Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar•9ize• • • _ from center of footing = 0 in ...... 6 , ;t..` • x x- ' ^S, sjj �--- Z, o,. , t • 5 $eta Applied Loads ft ksf •fi • . •ksf • • • 1 • •I •. •# 5•••.•• • I I I - D - - Lr- L - -__-S -- - W - E- H - P : Column Load = 1.10 0.3850 k OB : Overburden = ksf V-x = k M-zz = k-ft Vx applied = in above top of footing DESIGN SWAMPY Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.0 Soil Bearing 0.0 ksf 2.50 ksf +D+0.750L+0.520E PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning j PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.0 Z Flexure (+X) 0.0 k-ft 0.0 k-ft No Moment PASS 0.0 Z Flexure (-X) 0.0 k-ft 0.0 k-ft No Moment PASS n/a 1-way Shear (+X) 0.0 psi 93.113 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a 44/53 Unison Structural Design Title : Dunkin Donuts @ Barry University Job # 170109 Prepared by: Dsgnr: K.V. Kervin Ventura P.E. Project Desc.. FL. Reg. No. 74146 Project Notes o. IA" M-6. -FM �pt��' Footing 141Dropbox1170109 - Dunkin Donuts Barry University'-'Mi1CaIcs1170109 - dunkin donuts harry university calmed �Y 1- g ENERCALC„INC. 1983-2011, Build.6.11.6.23, Ver.6.11.6.2i Description : WF-24 Detailed Results Soil Bearing Rotation Axis & ___ _ Actual Soil Bearing Stress Actua! ! Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z_ -X -X Ratio +D 2.50 ksf 0.0 in _ _ 0.0 ksf 0.0 ksf 0.000 +D+L 2.50 ksf 0.0 in 0.0 ksf 0.0 ksf 0.000 +D+0.750Lr+0.750L 2.50 ksf 0.0 in 0.0 ksf 0.0 ksf 0.000 +D+0.750Lr+0.750L+0.45OW 2.50 ksf 0.0 in 0.0 ksf O.G ksf 0.000 +D+0.750L+0.520E, 2.50 ksf 0.0 in 0.0 ksf 0.0 ksf 0.000 Overturning Stability Uniit�. ft Rotation Axis & -- ---- ---- ---_ • • - Load Combination... Overturning Moment Resisting Moment Ability%tio "`fit-atus .... Footing Has NO • • SliilOverturning dingStabity e •••�•• •• '••• •� Force Application Axis • • • • • • . ••••••'' • • Load Combination... Sliding Force Resisting Force Siidi%$ZfiglRatio ; %tils • ! Footing Has NO Sliding S • • • • • 0000 • •: • •' Footing Flexure .. •. • • • • •... Flexure Axis &Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As ActuaWwo • • • Phii*MI� •' k-ft Side ? -- or Top ? --- -- in^2 in"2 - - - - - • . • in^2• . �k-ft � Statl4s. i +1.40D 0 -X Bottom 0 Calc'd Bendinq ;0.31•: •12.131 OK • +1.40D 0 +X Bottom 0 Calc'd Bendinq $.a f • 1:134 CV +1.20D+0.5OLr+1.60L 0 -X Bottom 0 Calc'd Bendinq 0.31 0 tj • OK +1.20D+0.5OLr+1.60L 0 +X Bottom 0 Calc'd Bendinq 0.31 ii2..131 f OK +1.20D+0.5OLr+L+W 0 -X Bottom 0 Calc'd Bending 0.31 12.131 OK +1.20D+0.50Lr+L+W 0 +X Bottom 0 Calc'd Bendinq 0.31 12,131 OK +1.20D+L+W 0 -X Bottom 0 Calc'd Bendinq 0.31 12,131 OK j +1.20D+L+W 0 +X Bottom 0 Calc'd Bendinq 0.31 12.131 OK +1.20D+1.6OLr+L 0 -X Bottom 0 Calc'd Bendinq 0.31 12,131 OK +1.20D+1.6OLr+L 0 +X Bottom 0 Calc'd Bendinq 0.31 12131 OK One Way Shear Units : k Load Combination... Vu @_ -X V_u @+X V_u_:Max _Phi Vn _ _Vu /Phi*Vn Status +1.40D 0 psi 0 psi 0 psi 93.113 psi 0 OK +1.20D+0.5OLr+1.60L 0 psi 0 psi 0 psi 93.113 psi 0 OK +1.20D+0.5OLr+L+W 0 psi 0 psi 0 psi 93.113 psi 0 OK +1.20D+L+W 0 psi 0 psi 0 psi 93.113 psi 0 OK +1.20D+1.6OLr+L 0 psi 0 psi 0 psi 93.113 psi 0 OK 45/53 'Unison Structural Design Prepared by: Kervin Ventura P.E. FL. Reg. No. 74146 Wall Footing Description : WF-32 Title : Dunkin Donuts @ Barry University Dsgnr: K.V. Project Desc.: Project Notes : kl6ropboxN70109 - CunOn Danufs�Barry University - MTtCaIcs1170109 - ENERCALC. INC. 1 Job # 170109 Pnntec ? :'AN 2C'B, 3.1CFM Us barry university calcs.ed 9uild:6.11.6 23, Ver'611.6.Z General Information Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-06 Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0,30 cp Values Flexure = 0.90 Shear = 0.850 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft Min Steel % Bending Reinf. = 0.00140 Allow. Pressure Increase per foot of depth = ksf Min Allow %Temp Reinf. = 0.00180 when base footing is below = ft Min. Overturning Safety Factor = 1.50 : 1 Increases based on footing Width j Min. Sliding Safety Factor = 1.50 : 1 Allow. Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL Yes when footing is wider than = .f;.. Dimensions Reinforcing _ , • 0000 `• • • •' Footing Widtl = 2.0 ft Footing Thicknes = 12.0 in Bars along X-X Axe • , • .. • . ; • Wall Thickness = ..... 8.0 in Rebar Centerline to Edge of Concrete. # of Bars in 12".V)(i0l.. _ . 1 • Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size• • _ • • • # 5 • • from center of footing = 0 in • .... • ' ..' ..:Gee e10 Applied-Loads- D P : Column Load = 1.20 OB : Overburden = V-x = M-zz Vx applied = DESIGN SUA+IA4ARY Min. Ratio Item PASS 0.0 Soil Bearing PASS n/a Overturning - Z-Z PASS n/a Sliding - X-X PASS n/a Uplift PASS 0.0 Z Flexure (+X) PASS 0.0 Z Flexure (-X) PASS n/a 1-way Shear (+X) PASS 0.0 1-way Shear (-X) t s' Lr L S W E H ksf k k-ft in above top of footing Applied Capacity Governing Load Combination 0.0 ksf 2.50 ksf +D+0.750L+0.520E 0.0 k-ft 0.0 k-ft No Overturning 0.0 k 0.0 k No Sliding 0.0 k 0.0 k No Uplift 0.0 k-ft 0.0 k-ft No Moment 0.0 k-ft 0.0 k-ft No Moment 0.0 psi 93.113 psi n/a 0.0 psi 0.0 psi n/a 46/53 Unison Structural Design Title Dunkin Donuts @ Barry University Job # 170109 Prepared by: Dsgnr: K.V. Kervin Ventura P.E. Project Desc.: FL. Reg. No. 74146 Project Notes E� an F0ot#n a.,- M\Dropbo)A170109 - Dunkin Donuts Bang lniuersity,- WnCaMs1170109 - du�kin donuts biay university calls ect i •Ys1� L ENCRCALC, MC. 1983-2011, Build:6.11.6.23, Vec6.11.6.2; Description : WF-32 Detailed- Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual Il�llawable Load Combination..._ Gross Allowable - Xecc _Z_ecc_ - +Z _ +Z -X -X Ratio _ +D 2.50 ksf 0.0 in 0.0 ksf 0.0 ksf Q.C100 +D+L 2.50 ksf 0.0 in 0.0 ksf 0.0 ksf 0.000 +D+0.750Lr+0.750L 2.50 ksf 0.0 in 0.0 ksf 0.0 ksf 0.000 +D+0.750Lr+0.750L+0.450W 2.50 ksf 0.0 in 0.0 ksf 0.0 ksf 0.000 +D+0.750L+0.520E 2.50 ksf 0.0 in 0.0 ksf 0.0 ksi 0.000 Overturning Stability Units : k-ft Rotation Axis & -_Load Combination... Overturning Moment_ Resisting Moment Stability Ratio Status Footing Has NO Overturning - - Sliding Stability • • • • • Force Application Axis ' ..' ; .. . • • Load Combination... Sliding Force _ Resisting Force SlidiraWARatio 'Stairs _....:. Footing Has NO Sliding ..,;.. Footing Flexure Flexure Axis &Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual . •. Ph.*h9n• • • • • • • k-ft_Side ?_or Top ? in"2 in^2 in"2•��•�, k,`t... Statu:•:••� +1.40D 0 X Bottom 0 Calc'd Bending 031 • • 1L.131 • O!C" "' +1.40D 0 +X Bottom 0 Calc'd Bendinq Jug •. 12.1s1 OK •• +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L 0 0 -X Bottom 0 Calc'd Bendinq p 31• 12.131. Oft...:. 4? +X Bottom 0 Calc'd Bendinq U.31 C#le • OK +1.20D+0.50Lr+L+W 0 -X Bottom 0 Calc'd Bendinq q.31.' . 12,131 09..0.: +1.20D+0.50Lr+L+W 0 +X Bottom 0 Calc'd Bendinq 0464 • 1.i.� 1•� OR ' +1.20D+L+W 0 -X Bottom 0 Calc'd Bendinq 0.31 %.4 1• OK +1.20D+L+W 0 +X Bottom 0 Calc'd Bendinq 0.31 12.131 OK +1.20D+1.60Lr+L 0 -X Bottom 0 Calc'd Bendinq 0.31 12.131 OK +1.20D+1.60Lr+L 0 +X Bottom 0 Calc'd Bending 0.31 12,131 OK One Way Shear Units: k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu /Phi*Vn Status +1.40D 0 psi 0 psi 0 psi 93.113 psi 0 OK +1.20D+0.50Lr+1.60L 0 psi 0 psi 0 psi 93.113 psi 0 OK +1.20D+0.50Lr+L+W 0 psi 0 psi 0 psi 93.113 psi 0 OK +1.20D+L+W 0 psi 0 psi 0 psi 93.113 psi 0 OK +1.20D+1.60Lr+L 0 psi 0 psi 0 psi 93.113 psi 0 OK 47/53 'Unison Structural Design Prepared by: Kervin Ventura P.E. FL. Reg. No. 74146 Description : WF-48 Title : Dunkin Donuts @ Barry University Dsgnr: K.V. Project Desc.: Project Notes Job # 1?0109 Frniei iI a N 19' .AkDropbox1170104 - Dunkin Donuts Barry University - LMUcs+.170109 - dunkin. donuts barry university calmed ENBRCALC,.INC. 1983-2011, aulld:6.11.6.23, Ver.6.11.6.2f General Information Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = +t Min Steel % Bending Reinf. = 0.00140 Allowable pressure increase per foot of deptl= ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.50 : 1 Min. Sliding Safety Factor = 1.50 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dep = • Issl • Use ftg wt for stability, moments & shears : Yes when maximum length or width is greatgr- • • • Include Pedestal Weight as DL No " • • : • + • ID.: mensionS • •. • • • • • Width parallel to X-X Axis = 4.0 ft z Length parallel to Z-Z Axis = 2.50 ft • . : • • Footing Thicknes = 12.0 in -- "'- Pedestal dimensions... px : parallel to X-X Axis = 8.0 in pz : parallel to Z-Z Axis = 16.0 in Height - 1.0 in Rebar Centerline to Edge of Concrete. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 5.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Sizt = # 5 • •••• i Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separatiomg Z-Z Axis # Bars required within zone 76.9 % # Bars required on each side of zone 23.1 % Applied. Loads P : Column Load = 15.0 5.0 c OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k 48/53 TUnison Structural Design Prepared by: Kervin Ventura P.E. FL. Reg. No. 74146 General F Title : Dunkin Donuts @ Barry University Job # 170109 Dsgnr: K.V. Project Desc.: Project Notes F.•'. 'ec. 3.JA: 20 t3.1@PM A kDropboA170109 - Dunkin Donuts Barry University - b1rlCales1170109 - dunkin donuts Barry university calmed ENERCALC, INC. 1983-20 1, Build:6.11.6.23, Ver.6.11.6.2f Description : WF-48 Qi=SfC1V SUN1MArzY _ • - : s a r�' �sf 7, Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8580 Soil Bearing 2.145 ksf 2.50 ksf +D+Lr+S PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift • • PASS 0.1882 Z Flexure (+X) 2.916 k-ft 15.494 k-ft • • • • • +1.401 • • • • • • • • • • PASS 0.1882 Z Flexure (-X) 2.916 k-ft 15.494 k-ft +1.40D • • • • • • PASS 0.02943 X Flexure (+Z) 0.3570 k-ft 12.131 k-ft +1.4015 • • : • • • • • • • • • • • PASS 0.02943 X Flexure (-Z) 0.3570 k-ft 12.131 k-ft +1.4015 • • • • • : • • • • PASS 0.2146 1-way Shear (+X) 17.630 psi 82.158 psi +1.409 • • • • . : • . • . • • PASS 0.2146 1-way Shear (-X) 17.630 psi 82.158 psi +1.40D *see 00 • • • • • • • PASS n/a 1-way Shear (+Z) 0.0 psi 82.158 psi 9660 n/a . .• . j PASS n/a 1-way Shear (-Z) 0.0 psi 82.158 psi • • • •. n/a • • • • • • PASS 0.1179 2-way Punching 19.378 psi 164.32 psi +1.40Q • •; •; •. ......i Detailed Results - --- �_� - - --- ------ ---- --. ---•------- 0 * 0 9 0 0 ---•- Rotation Axis & Actual Soil Bearing Stress Acid iAl%wable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio I X-X, +D 2.50 X-X, +D+Lr+S 2.50 Z-Z, +D 2.50 Z-Z, +DtLr+S_,_,, . 2.50 � Overturning Stability Rotation Axis & Load Combination... Footing Has NO Overturning _Sliding Stability _ Force Application Axis Load Combination... Footing Has NO Sliding Fooijn "Flexure n/a n/a 0.0 0.0 0.0 0.0 n/a n/a Overturnina Moment 1.645 1.645 n/a n/a 0.658 2.145 2.145 n/a n/a 0.858 n/a n/a 1.645 1.645 0,658 n/a n/a 2.145 2.145 0,858 Resisting Moment Stability Ratio Status -All units k Sliding Force Resisting Force Sliding SafetyRatio Status Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As k-ft Side ? or Top ? inA2 inA2 inA2 X-X, +1.40D 0.357 +Z Bottom 0.26 Bendinq 0.31 X-X, +1.40D 0.357 -Z Bottom 0.26 Bendinq 0.31 Z-Z, +1.40D 2.916 -X Bottom 0.26 Bendinq 0.4 Z-Z. +1,40D 2.916 +X Bottom 0.26 Bendinq 0.4 One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z +1.40D 17.63 psi 17.63 psi _Punching Shear _ Load Combination. _Vu _ +1.40D 19.378 psi Phi`Mn k-ft 12.131 12.131 15.494 15.494 OK OK OK OK Vu @+Z Vu:Max Phi Vn Vu / Phi'Vn Status 0 psi 0 psi 17.63 psi 82.158 psi 0.2146 OK All units k Phi"Vn Vu / Phi'Vn Status 164.32psi 0.1179 OK 49/53 Unison Structural Design Title : Dunkin Donuts @ Barry University Job # 170109 Prepared by: Dsgnr: K.V. Kervin Ventura P.E. Project Desc.: FL. Reg. No. 74146 Project Notes Pnntud. 1F. 444 20'8 ? IFrd General FOOflitl 14tDropboxt170109 • Dunkln Donuts Bang UniversNy - MT1CaIcs117Q1Q9 - dunkin donuts barry university cales..,ed is= ENEACAM INC. 1963-2011, Build:6.11.6.23, Ver:611.6.2� ONE Description : F-40 General✓ hnformationm Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeft. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth 0000 Analysis Settings Footin base de th below soil surface - ' I - Min Steel % Bending Reinf. = 0.00140 Allowable pressure increase per foot of deptl= •! sf • • • • • Min Allow % Temp Reinf. = 0.00180 when footing base is below Min. Overturning Safety Factor = 1.50 : 1 • • • • • • • • • • • • • • • Min. Sliding Safety Factor = 1.50 : 1 Increases based on footing plan dimension • e e e e e Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dep ;. • • • •ksf • ;""; Use ftg wt for stability, moments & shears : Yes when maximum length or width is greater -- Include Pedestal Weight as DL No Dimensions ..'.•' '.•' . •••..•', Width parallel to X-X Axis = 4.0 ft z ;";'; ' '. Length parallel to Z-Z Axis = 4.0 ft Footing Thicknes = 12.0 in • • ; • • • •; • • • • • • • • 1 Pedestal dimensions... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis = in Height = in Rebar Centerline to Edge of Concrete. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 5.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 5.0 Reinforcing Bar Siz1 = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads P : Column Load = 20.0 OB : Overburden = M-xx = M-zz = V-x = V-z = -iT' �'' TT tyl iFt SF � r � +. e -c3t, ?G #�� i� > >f 41 �� s .ie.. ,x:�,....5^ ,•�?�r:�' � l�r� Lr — L -- S- -- - --W-- E H 4.560 k ksf k-ft k-ft k _ k 50/53 `Unison Structural Design Title : Dunkin Donuts @ Barry University job # 170109 Prepared by: Dsgnr. K.V. Kervin Ventura P.E. Project Desc.: FL. Reg. No. 74146 Project Notes Fr ter- c AN fJ'.d Pti G@tl@Cad FOOtllill AkDropbox1170109 - Dunkin Donuts Barry University - MKd ciaihiU9 - dunkin donuts barry university talcs eel ENERCALC, INC. 7983.2011, Bulid:6.11.6.23, ler.611.6.2: r .w� Description : F-40 DESIGN SUMMARY ' c - 9 Min. Ratio Item _ Applied Capacity Governing Load Combination PASS 0.6740 Soil Bearing 1.685 ksf 2.50 ksf +D+L PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k • • • • No Upriift • • PASS 0.2602 Z Flexure (+X) 3.911 k-ft 15.031 k-ft • • • • • +1.20D +0 50L 1.60[- • • • • • • • • PASS 0.2602 Z Flexure (-X) 3.911 k-ft 15.031 k-ft • • • +1.20D+0.50Lr+1.60L • • • ! PASS 0.2602 X Flexure (+Z) 3.911 k-ft 15.031 k-ft +1.2061.60L PASS 0.2602 X Flexure (-Z) 3.911 k-ft 15.031 k-ft *0.50*Lr* • +1.20a+0.50Lr+1.60L • • • • • • • • ! PASS 0.2704 1-way Shear (+X) 22.216 psi 82.158 psi +1.209+entr:1.60L : •. •. • • PASS 0.2704 1-way Shear (-X) 22.216 psi 82.158 psi +1.20D+0.5Mr+1.60L • • j PASS 0.2704 1-way Shear (+Z) 22.216 psi 82.158 psi +1.206+' M1.60L . • •: •. • • • • • PASS 0.2704 1-way Shear (-Z) 22,216 psi 82.158 psi +1.206+•0Atr+1.60L • • • • • •: • PASS 0.5643 2-way Punching 92.729 psi 164.32 psi +1.20QMEr}1.60L ' Qetailed Results �. - -- - • • • • • • • Soil Bearing Rotation Axis & Actual Soil Bearing Stress Acli"Tmrowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X-X, +D 2.50 n/a 0.0 1.40 1.40 n/a n/a 0,560 X-X, +D+L 2.50 n/a 0.0 1.685 1.685 n/a n/a 0.674 X-X, +D+0.750Lr+0.750L 2.50 n/a 0.0 1.614 1.614 n/a n/a 0.646 X-X, +D+0.750Lr+0.750L+0.45OW 2.50 n/a 0.0 1.614 1.614 nla n/a 0.646 X-X, +D+0.750L+0.520E 2.50 n/a 0.0 1.614 1.614 n/a n/a 0.646 Z-Z, +D 2.50 0.0 n/a n/a n/a 1.40 1.40 0.560 Z-Z, +D+L 2.50 0.0 n/a n/a n/a 1.685 1.685 0.674 Z-Z, +D+0.750Lr+0.750L 2.50 0.0 n/a nla n/a 1.614 1.614 0.646 Z-Z, +D+0.750Lr+0.750L+0.45OW 2.50 0.0 n/a n/a n/a 1.614 1.614 0.646 Z Z, +D+0.750L+0.520E 2.50 0.0 nla n/a n/a 1.614 1.614 0.646 Overturning Stability _ Rotation Axis & Load Combination- ---------------- Overturning Moment - ------ ------- Resisting Moment --- - Stability ---------- Ratio - Status ------------ Footing Has NO Overturning Sliding'Stability _ - - _ - - -- - - - - All units k- - Force Application Axis Load Combination... Sliding Force Resisting Force Sliding Safety_Ratio Status Footing Has NO Sliding Footing Flexure- FlexureAxis & Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi'Mn Status k-ft Side ? or Top ? in12 inA2 in12 k-ft X-X, +1.40D X-X, +1.40D X-X, +1.20D+0.50Lr+1.60L X-X, +1.20D+0.50Lr+1.60L X-X, +1.20D+0.50Lr+L+W X-X, +1.20D+0.50Lr+L+W jX-X, +1.20D+L+W X-X, +1.20D+L+W X-X, +1.20D+1.60Lr+L X-X, +1.20D+1.60Lr+L Z-Z, +1.40D Z.Z, +1.40D ! Z-Z, +1.20D+0.50Lr+1.60L Z-Z, +1.20D+0.50Lr+1.60L Z-Z, +1.20D+0.50Lr+L+W I 3.499 +Z Bottom 0.26 Bendinq 0.39 15.031 OK 3.499 -Z Bottom 0.26 Bendinq 0.39 15.031 OK 3.911 +Z Bottom 0.26 Bendinq 0.39 15.031 OK 3.911 -Z Bottom 0.26 Bendinq 0.39 15.031 OK 3.569 +Z Bottom 0.26 Bendinq 0.39 15.031 OK 3.569 -Z Bottom 0.26 Bendinq 0.39 15.031 OK 3.569 +Z Bottom 0.26 Bendinq 0.39 15.031 OK 3.569 -Z Bottom 0.26 Bendinq 0.39 15.031 OK 3.569 +Z Bottom 0.26 Bendinq 0.39 15.031 OK 3.569 -Z Bottom 0.26 Bendinq 0.39 15.031 OK 3.499 -X Bottom 0.26 Bendinq 0.39 15.031 OK 3.499 +X Bottom 0.26 Bendinq 0.39 15.031 OK 3.911 -X Bottom 0.26 Bendinq 0.39 15.031 OK 3,911 +X Bottom 0.26 Bendinq 0.39 15,031 OK 3.569 -X Bottom 0.26 Bendinq 0.39 15.031 OK 51/53 `Unison Structural Design Prepared by: Kervin Ventura P.E. FL. Reg. No. 74146 � General. Footing Description : F-40 Z-Z, +1.20D+0.50Lr+L+W 3.569 +X Bottom Z-Z, +1.20D+L+W 3.569 -X Bottom Z-Z, +1.20D+L+W 3.569 +X Bottom Title : Dunkin Donuts @ Barry University Job # 170109 Dsgnr: K.V. Project Desc.: Project Notes Pn.,!e, 1. J.AN 20 9, 3.1QPM 19 - Dunkin Donuts Barry university : WICalcs117010$ - dunkin donuts barry university calcs.eo ENERCALC. INC. 1963-2011, Build:611.6.23, Vec6.11.6.22 0.26 Bendinq 0.26 Bendinq 0.26 Bendinq 0.39 15.031 OK 0.39 15.031 OK 0.39 15.031 OK . • ..•. ....•. •••• • •• ••••• • • i • 52/53 Unison Structural Design Title : Dunkin Donuts @Barry University Job # '' 0109 Prepared by: Dsgnr. K.V. Kervin Ventura P.E. Project Desc.: FL. Reg. No. 74146 Project Notes k P-mre, +J.4. 2i•8 1-FM i - � n /+ General Footing )41DropboxN170109 - Dunkin Donuts Barry University'- Mncakes1170109' - dunkin donuts barry university talcs ed ENERCALC, INC. 1983-2011, Bukld:6.11 623, Ver:6.11.6.2: Description : F-40 Footing Flexure Flexure Axis &Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Side ? or Top ? in^2 in12 inA2 k-ft Z-Z, +1.20D+1.60Lr+L 3.569 -X Bottom 0.26 Bendinq 0.39 15.031 OK Z-Z, +1.20D+1.60Lr+L 3.569 +X Bottom 0.26 Bendinq 0.39 15.031 OK I One Way Shear -- --- ---.------ --- Load Combination..__ Vu@-X Vu@+X Vu@-Z Vu@+Z Vu:Max PhiVn_- VulPhi*Vn _Status +1.40D 19.877 psi 19.877 psi 19.877 psi 19.877 psi 19.877 psi 82.158 psi i1*21TT OK +1.20D+0.50Lr+1.60L 22.216 psi 22.216 psi 22.216 psi 22.216 psi 22.216 psi ;82.158 psi 01L '9 cr • •; • +1.20D+0.50Lr+L+W 20.274 psi 20.274 psi 20.274 psi 20.274 psi 20.274 psi BM 58 es 401246B' OK • +1.20D+L+W 20.274 psi 20.274 psi 20.274 psi 20.274 psi 20.274 psi .V.15a Csi "P 4.. •: • +1.20D+1.60Lr+L 20.274 psi 20.274 psi 20.274 psi 20.274 psi 20.274 psi .8j,1:$ psi 0.241�1 0r . Punching Shear All uni*s k *so**: Load Combination... Vu Phi*V_n Vu/Phi*Vn •A-9* ; ••,Status •,.,. ------- ---- ---82.963psi _ -- - -- 0• +1.40D 164.321)si------- 0.5049 .,•.•• ...• uK, ••:•.• +1.20D+0.50Lr+1.60L 92.729 psi 164.32psi 0.5643 606000 • Y, • ; OK see*** +1.20D+0.50Lr+L+W 84.622 psi 164.32Dsi 0.515 OK • +1.20D+L+W 84.622 psi 164.32psi 0.515 ;";•; • 01� K. '• +1.20D+1.60Lr+L 84,622 psi 164.32osi 0.515 • • • • vE • • • • • • 53/53 LN MIAMi•DADE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.MiamiJl&..gov/gconomv Curbs Plus, Inc. 8767 GA Hwy Ringgold, GA 30736 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in .Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product •Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County). reserve tWrIght ta..... have this product or material tested for quality assurance purposes. If this product or m wT7al:faiIs tio.Verform in • • the accepted manner, the manufacturer will incur the expense of such testing and the•Af* may *41mrnediatelp • • • • • revoke, modify, or suspend the use of such product or material within their jurisdiction. R2i-itserves th8 right td....: revoke this acceptance, if it is determined by Miami -Dade County Product Control SeCnMothat this tMiuct or material fails to meet the requirements of the applicable building code. • • • • • • • 6 • • This product is approved as described herein, and has been designed to comply with the 7� tti • • loci •H • ricane • • • P pp p Y ri g�?.Ylr ty W Zone of the Florida Building Code. : ' : . . ....:. V ll��CWTIO_N: � tee oof- ur for Trane Series Rooftop -Units ' APPROVAL DOCUMENT: Drawing No. TR-001 through TR-010, titled "Curbs Plus Inc. Roof Curb 11l3eets 1 through 5 of 5 each, prepared by Curbs Plus, Inc., dated December 22, 2015, last revision dated April 12, 2016, signed and sealed by Gregory P. Grayson, P.E., bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number & the approval date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: None LABELING: Each roof -curb shall bear a permanent label with the manufacturer's name or logo, city, state and the following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration. date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA consists of this page 1, evidence submitted page E-1 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makalrf,' P.E., M.S. M1AMI-OADE COUNTY O� Explra on Datt:`06F30/2021--- a' ( /'30/20 / Approval Date: 06/30/2016 Page 1 Curbs Plus, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. TR-001 through TR-010, titled "Curbs Plus Inc. Roof Curb ", sheets 1 through S of S each, prepared by Curbs Plus, Inc., dated December 22, 201 S, last revision dated April 12, 2016, signed and sealed by Gregory P. Grayson, P.E. B. TESTS 1. None. C. CALCULATIONS 1. Calculation titled " Wind Load Calculation ", dated February 2014, revlsed,on April 11, 2016, 150 sheets, signed and sealed by Gregory P.. Grayson, 'E"dn May 18, 2016 •• •• • D. QUALITY ASSURANCE ' • • • • • • 1. By Miami -Dade County Department of Regulatory and Econonft.&JourcJa...' E. MATERIAL CERTIFICATIONS 1. None. E - I /Z/�� - - 19 - ",,/, 1�4 my A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 14-0731.13 Expiration Date: 06/30/2021 Approval Date: 06/30/2016 . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . THE CURBS AND ATTACHMENT SCHEDULE SHOWN IN THESE DRAWINGS ARE APPLICABLE TO TRANE UNITS TNSC 072-120 MODELS: PKGP-PRC013G-EN,RT-PRCO23AF-EN,RT-PRC03rCEN,RSfRCOVF.N,QT-PRC04&-El1AtPRC050E-EN, RT-PRC051 E-EN,RT-PRC053A-EN,RT-PRC059-EN, RT-S VX21 N f-N, RT•-3VX220-EZJ,MT,SVX37B-: N, W--SVX38B-EN, SRV-SLB073-74-EN Y • • • • • �010 �� TRA �NOp' Zo soF STRUCTURE BY OTHERS BUILDING STRUCTURE (WEAMS SHOWN, STRUCTURE TYPE TO BE DETERMINED BY LOCAL. CODEIENGINEER) .. . . .. ... .. • ••• • • • •• • •• • • • • • ••• •• TRANS SUPPLIED HVAC UNIT 1 / NE. T/YSC 072-120 MAX. UNIT SIZE: MAXIMUM LENGTH= 88.63" MAXIMUM WIDTH = 53.25" MAXIMUM HEIGHT = 48.88" UNIT WEIGHTS: MINIMUM = 642 LBS. MAXIMUM= 1173 LBS. UNIT AND CLIPS SHALL BE THE SAME MATERIAL CURB CLIPS FOR RESTRAINT OF UNIT TO CURB WALL (SEE DWG NO. TR-004-5 CURBS PLUS INC. ROOF CURB FULL PERIMETER SUPPORT CURBS CONNECTION TO STRUCTURE 1. WELDS: 1" WELDS AT SHORT SIDE -18" O.C., 1" WELDS AT LONG SIDE - 3" O_C. 2. SCREWS TO DECK: #12 TEK SCREWS @ 4" AROUND PERIMETER ( DECK IS 22 GA MINIMUM) 3. SCREWS TO STRUCTURAL STEEL: #12 TEK SCREWS AROUND PERIMETER @ 3 T" O.C. (STRUCTURE IS MIN) 4. DRIVE PINS IN LW CONCRETE: 4" DIA. DRIVE PINS W11" EMBEDMENT @ 2 2 O_C. AROUND PERIMETER (MIN. 3000 PSI STRUCTURAL LIGHTWEIGHT CONCRETE) ame: ♦0 %J111111R14's ♦ ppPAUL,I eeeee�li •� G E N SF 400*i Q' : :�Q �. Cl - No 75514 °�Z .. � � T W � ;, 31iy . . •.• . . •.. .. .. . .• . .. .. . . . . . . . . . . . CPC-4 {Uninsulated) Conventional Roof Curb STANDARD FEATURES • ' ' ' ' "' 1.14 Ga. Galvanized Steel Construction goni2s' .. .. ... .. . • • ; �; .' 2, Fully Welded One -Piece Construction • 3. Curbs Prime Painted after Fabrication. ... ... . . ... . 4. Pressure -Treated 1x4 Wood Nailer. 5. No Insulation. 831/2 V"... .. ... 80 1/2" LD.:•::::.' :• 8 5/8" 181 /2" •1' 18112" * 34 718" I oo p Cn R/A S/A tio- M 11 � I 2 DUCT SUPPORTS PAULt,��ie CY .41 qr• V¢' No 75514 i .: lA' ' j • � s � re, S • � • ems" - ;�.• C? .� WELD 1'X1'ANGLES TO CURB WALL ON 24' CENTERS 1 112" DUCT SUPPORTS CONSTRUCTED FROM 18 GA GALVANIZED STEEL 1" 1/2" 4' DUCT SUPPORT DETAIL P.T. WOOD NAILER 24' MAX 3' TYPICAL SECTION AA 1 1 /2" -f' 3" 4 , - . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . .. . . . . . .. . . . . . . . . . . . ... ... . . ... . /- UNIT �E+JFJB:5TlfFQKR:ATTA0NMENT TO CURB . . . . . . . . .. .. . ....... - WOOD NAILER ATTACHED TO CURB WALL W #12 TEK SCREWS @6" O.C.@ HEIGHT 16 1" X 1" X12 GA ANGLE (24" MAX. O.C. AROUND PERIMETER) (.0713" MIN.) (45.0 KSI TENSILE STRENGTH STEEL MIN.) UPLIFT- 1235. PLF 24" MAX LATERAL FORCE- 1157. PLF +- 1 1 /2" WOOD NAILER �.o PAtJL 94 ek No 76514 ' oZ i f � 1" @3" O.C. LONG SIDE s' 1" @18" O.C. SHORT SIDE BUILDING STRUCTURE BY OTHERS f TRANE SUPPLIED HVAC UNIT CURB CLIPS (SEE DWG NO. TR-004-5) DUCT SUPPORTS INSULATED 18 GA PAN FULL PERIMETER SUPPORT . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . 1112' . . . . . . . . . . • IiVOOD NAILER ... ... • . ... .. . . . .. ... •• 40110T into") 24" MAX C. No 76514 ©Z ti ¢_ L-T 3' F �/ w 11 TYPICAL SECTION BB CURBS PLUS INC. ROOFCURB BUILDING STRUCTURE (I -BEAMS SHOWN, STRUCTURE TYPE TO BE DETERMINED BY LOCAL CODEIIENGINEER AND TO BE PROVIDED BY OTHERS) (SHORT SIDE . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . ... . . . .. . . . . . .. . . . . . . . . . . . 18" MAX --C4)"-EQUAL SPACEt' . ... . . . .. . FF.. . . . . ... .. CLIP (TYP.) TO BE INSTALLED ON THE LONG SIDE OF THE UNIT 18" MAX UNIT THREE POINT TEK SCREW p II CURB$ PLUS, INC. 8767 Alabama Hwy Ringgold, GA 30736 Phone:(706) 858-1188 Fax: (706) 866-2339 website: www.curbs-plus.com DWG. NO.: TR-004-5 DATE:12-22-15 NUMBER: 4OF 10 PRODUCT NAME: TRANE TNSC 072-120 PROFESSIONAL ENGINEER: GREGORY P. GRAYSON DWG. REV. DATE: 4-12-16 a �l � 17t8" 2112• (10)- CURB CLIPS MIN. PER CURB " TYPICAL CURB CLIP CURB CLIP 2112' 417/8' CURB CLIP TO BE 12 GA STEEL CONSTRUCTION (.1017" MIN) WOOD NAILER -� LENGTH= 6" y`01 421181 %�4�s STEEL= 45.0 KSI (MIN.) TENSILE STRENGTH '��`,��e ��GE�Sfi,�is�•/ CURB WALL -� 4�,• No 76514 . y >4 . • + y4Iwo r STIFFENER ANGLE File Name: "�(/13e10 us, MIAM I•DADE MIAMI-DADE COUNTY r MI.`' ;PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION T(786)315.2590 F(786)315.2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.Qov/economy US Aluminum — Division of CR Laurence Company, Inc. 7500 N.W. 69 Avenue Miami, FL 33166 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. if this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such -product or material within their juris¢ictign. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade, Cot}nty PrpdRCl• LontrgL .... Section that this product or material fails to meet the requirements of the applicable bullding code. . This product is approved as described herein, and has been designed to complyrwkk-she Flciriciailuilding•••:• Code, including the High Velocity Hurricane Zone. • • • • • • • ESCRIPTI N: Seri s "DH=350'-Adumiror-Impag -> ? ,I-• • • • APPROVAL DOCMENT:`W04=83—Revue, titled "Series-DH-350 Alum OutswiKg Entranes-Doorlip%• sheets 1 through 11 of 11, including 11.1, prepared by Al-Farooq Corporatiout,'dmd 10/0' ;4 and last • % • revised on 03/25/16, signed and sealed by Javad Ahmad, P.E., bearing the MilIM03de County Product '. Control Revision stamp with the Notice of Acceptance number and expiration date by thi Mi"' i-Dade " County Product Control Section. • • • • • • Limitations: 1. The doors w/ Narrow frame jamb item 43 (5"xl"x3.5") is rated to max. DP=70 psf only. 2. Doors are not approved for installations where water infiltration resistance is required. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official, This NOA revises And renews NOA# 15-0209.01 and consists of this page 1 and evidence pages E-1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Jorge M. Plasencia, P.E. (j ii I a tit't� NOAo. 1 -0 2 Expiration Date:FeNruary10;20213• Approval Date: April 28, 2016 I Page 1 US Aluminum — Division of CR Laurence Company, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted tinder NOA No. 14-0333.01112-0628. 01) 2. Drawing NO. W04-83 Rev J, titled "Series-DH-350 Alum Outswing Entrance Door", sheets 1 through 11 of 11, including 11. 1, prepared by Al-Farooq Corporation, dated 10/05/04 and last revised on 03/25/16, signed and sealed by Javad Ahmad, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. B. TESTS 1. Test reports on. 1) Air Infiltration Test_, per FBC, TAS 202-94 ; • • •: • 2) Uniform Static Air Pressure Test, Loading ier•F*BC TAS 202-94 **G':' 3) Water Resistance Test per FBC TAS 201.% • 4) Forced Entry Test, per FBC 2411.3.2.1, anil-TU 202-94 . 5) Large Missile Impact Test per FBC, TAS 20j . • • • • • • • • • 6) Cyclic Wind Pressure Loading per FBC, TAS 7b3-94 "" ":''. ...... .... ....0 along with marked —up drawings and installation diagram of allM putswipg:& inswing • • • • entrance doors, prepared by Fenestration Testing Laboratory, jxc�-jest Reports No. . FTL-6859, dated 04/03/12 signed and sealed by Marlin D. Brinstort, P. E.0... ; • • • • • • • (Submitted tinder NOA No. 14-0331.01 /12-0628. 01 / 12-046.03) :....: 2. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94• • • • • ; • 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411 3.2.1, TAS 202-94 along with marked —up drawings and installation diagram of alum. outswing & inswing entrance doors, prepared by Fenestration Testing Laboratory, Inc., Test Reports No. FTL-6545, dated 08/24/2011, signed and sealed by Marlin D. Brinson, P. E. (Submitted under NOA No.12-0406.03 /10-0121.10) Along with marked -up drawings and installation diagram of a aluminum outswing entrance door w/ transom and outswing doors w/ sidelites & transom, prepared by Fenestration Testing Laboratory, Inc., Test Report No(s) FTL-4254, dated 06/28/04, FTL-4306, dated 08/31/04 and FTL-4320, dated 09/1.5/04, all signed and sealed by Edmundo Largaespada, P.E. Jorge M. Plasencia, P.E. Product Control Unit Supervisor NOA No. 15-0915.02 Expiration Date: February 10, 2021 Approval Date: April 28, 2016 E-1 US Aluminum — Division of CR Laurence Company, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC-2014, prepared by Al—Farooq Corporation, dated 09/10/2015, 04/06/16, and last revised on 04/16/16, signed and sealed by Javad Ahmad, P.E. 2. Glazing complies with ASTM E1300-09. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 14-0423.15 issued to Eastman Chemical Company (MA) for their "Saflex CP - Saflex and Saflex HP Composite Glass Interlayexg.Vith PET Core" dated 06/19/14, expiring on 12/11/18. • 2. Notice of Acceptance No. 14-0916.11 issued to Kuraray Amery. J;e. fo= lhQ,t• •,; "Sentry Glas (Clear and White) Interlayer" dated 06/25/153ts*Wing on 07/04/18.• .... .... . . F. STATEMENTS ...... .... ..... 1. Statement letter of conformance, complying with FBC-20j.4,. pd of• Vp flnancW.... interest, issued by Al-Farooq Corporation, dated 08/19/15, sipai-and sealed by Javad . Ahmad, P.E. ' • :...:. ...... G. OTHERS • . 1. Notice of Acceptance No.15-0209.01, issued to US Aluminum - Division of CR `Laurence Company, Inc. for their Series "DH-350" Aluminum Outswing Entrance Door — Impact - L.M.I., approved on 03/19/15 and expiring on 02/10/16, Jorge M. Plasencia, P.E. Product Control Unit Supervisor NOA No.15-0915.02 Expiration Date: February 10, 2021 Approval Date; April 28, 2016 E-2 44- (NARROW JAMBS) 45 1/2" (STD. JAMBS) FRAME WIDTH 42" DOOR OPNG WIDTH 41 3/4" MAX. LEAF WIDTH 32 5/5- MAX . V� A. z t/2' MAX � NUMBER OF MOTORS AT MTG. STILE ENDS MAXMUM DESIGN LOAD DOOR OPNG, HOOKS TWIG SUBSTMTE YTOOD CONC. AETAL 75 PSF UN-MF- W--28 IN_ 5 1 3 1 3 toe IN. 5 4 4 10D PSF RFJNF. W'-48 IN_ 6 4 4 108 N. 7 5 5 2 1/2• MAX. SURFACE APPLIED FALSE MUNTIHS- MAY BE USED 86, 87 41 3/4• WAX. II �1--!L DTH 3• MAX. G. fYp1 I s i LOCK`STILE REINF. i) C i✓ � R AS CEEHQAD(.2 Er SHEETS STTFIRU 5 FOR CAPACITY STILE RT]IF. AS MOD. AS SEE c11ARrs oN SHEETS 3 THRU 5 FOR CAPACITY a, O F m m ti d U / u I•• 0 -0 01Ss xy I u 1 / 3 1/2• MAX. I 1Z• 3 1/2" MAX. � 444-- 0 THESE DOORS ARE RATED FOR LARGE & SMALL MISSILE UPACT. SHUTTERS ARE HOT REQUIRED. - - 1YPI�CAL ELEVATIONS THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE 2014 (51H EDITION) FLORIDA BUILON• 4000 • s • • • • • HIGH VELOCITY HURRICANE ZONE (HVHZ). • • • • • • • • • • • • • • • • • 90. OF ANCHORS AT MTG. STILE ENDS µ4 DESIGN LOAD DOOR OPNG. HEIGHTS UPTO SUBSTRATE SERIES M-315 ALUMINUM OUT -SWING ENTRANCE DOOR cartc. 75 PSF-D6 -REINF. N. 8 108 Ik 7 - SEE CHARTS ON SHEET 3 FOR DESIGN LOAD CAPACITY OF INCLUDING SINGLE (X) AND DOUBLE (XX) DOORS W/O TRANSOM. 100 PSF REINF- 80'-DB N. e 108 1N. 9 SEE CHARTS ON SHEET 4 FOR DESIGN LOAD CAPACITY OF r^� ��•• • • TO TRANSFER LOADS TO THE STRUCTURE. • • • • • • • i • • • • -- - - -- - • • • SINGLE (D/X) AND SHEET 5 FOR DOUBLE (O/XX) DOORS ANCHORS SHALL BE AS LISTED. SPACED AS SHOWN ON DEMS. A"&S • • • • • • • WITH TRANSOM. EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. PRODUCT REVISED DOORS CAN ALSO BE USED WITH DHS-500 STOREFRONT SYSTEM. ANCHORING OR LOADING CONDITIONS N07 SHOWN IN THESE DETAILS ARE ae eomaNlag v ith Olo F1oAda FOR DOORS WITH STOREFRONT SYSTEM SEE SEPARATE NDl1 FOR NOT PART OF THIS APPROVAL. DifingCode DOOR MULLION CAPACITY AND ANCHORING REOURENIM • • • s • • • • • • • • N•p/4Nw_ 15-0915.02 {t A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCIi•RS IPIiO WOOD ONLY. • • , • • THE LOWEST VALUE RESULTING FROM DOOR CAPACITY CHARTS • • • • • • • • • rxpiratioa Date 02/10/2021 OR STOREFRONT NOR ALL APPLY f0 ENTIRE SYSTEM. ALL SHINS TO BE HIGH IMPACT, NON^YETAUJC AND NOtr-COMP�S•SI,��81€ • • MATERIALS INCLUDING BUT NOT LIMTTED TG STEE �$�R EI lfwT • • • • • • • • • •M DOORS NOT APPROVED FOR INSTALLATIONS WHERE WATER CONE INTO CONTACT WITH OTHER DISSI'l MATERIALS SI;ALL ATEET THE • • • rrod•ct patrol INFILTRATION RESISTANCE IS REQUIRED. REOINZEMENTS OF THE 2014 FLORIDA BUILDTNG CODE. ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • i � i n fir^ S IVAdrowtng no. W04-83 44- (10JUM JAMBS) Be (NARROW JAMBS) YS )/2' (STD. J"S) 87 1/2' (STD. JAMBS) FRAME moot J9 7/e' O H J a ML OM A f• 2 5•u� s 13• 2'MAX �,•( a %n MAX. CORNERS a aj. tC�l g g 1 cdt�� 1 `\ (a) ANCHORS �Q( AT TRANSOM ENOS OM ENDS 711E AT 3• Q.C. Oc u / U � - i x z � � 8 Fl \\__= r==== s "' a Ev�mo 1. n �.2 n= Oil 3 Is1/rB¢ a 1/2• MAX. MAx p� WCi trp r6 TYP. /1 MAX. o k 8 3 8 I rAr VM HMO Of ANCHORS AT M1G. 511E ENDS MAXMM DOQESKH OR �COPN¢ SUBSTRATE LOAD rec • • • • • » F' d .f o • • • • • • _ 75 PSF W-" N- • Q • • • • • • • too PSF' '-o Im 6 •• • • • • f • - T`I t 111 i1 /TT� t of R toe N. a PRODUCT REVISED p.... b at compiy1ep with the Florida ��••'•._ 6Miia•B Cod• TYPIGtL EL ATIONS 110"o. 15-0915.02 TOM �v _ a = • • • • • • $cpiratioo oat• 02/10/2021 q' - • • � � � • i i i • • • • - tislaaEof Itawirg no. i • • i • • • • • • • p ro Free— Con RorypT � ia%04-83 . m TRAM WlOnl i 7/IB' �i D.l OPC. 1• � s � m ;e J AE►X. G 'I GARNERS H i (5) ANCHORS TRAYS AT 3� a-1/a'�iAAx. '"a2 1/e• MAX.NAx. D.E. OPO. ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • SYSTEM i REQUMMMDJTS SINGLE ENTRANCE DOORS TI/D TRANSOM DESIGN LOAD CAPACITY - PSP NOMINAL DIMS. GLASS TYPES 'A' It 'II' LACK OPTION 1 LOCK OPTIONS 2 k S LDCK STILE UN -REINFORCED LOCK STILE UN+REINFQxm LACK STILE REINFORCED DOOR OPtM 160R1 DOOR OPNO. HEIGHT EST. (+) INT. (-) EZT. <+) 9R. (-) t]0. (+) WT. (-) 32, 96, 70.0 75.0 100.0 3r 70A 75.0 100.0 1. 70.0 75.0 100.0 427 70.0 75.0 100.0 3Y 102" 70.0 75.0 _ 10010 �" 70.0 75.0 100.0 39" 70.0 75.0 100.0 4Y 70D 75.0 100.0 1. TOR' 70.0 75.0 100.0 36" 70-0 75.0 100.0 1. 70.0 754 f00.0 4Y 70.0 75.0 100.0 FOR LICK OPTION DESCRIPTION SEE SHEET 10. © 4T LOCK STILE LOCK STILE UN -REINFORCED REINFORCED FRAME HFIGHT = LEAF HEIGHT + 2.50" FRAME WIDTH (X DOORS) = SINGLE LEAF WIDTH + 2.250" (NARROW JAMBS) FRAME WIDTH (X DOORS) = SINGLE LEAF WIDTH + 3.750" (STD. JAMBS) FRAME WIDTH (XX DOOMS) = DOUBLE LEAF WIDTH + 2.50" (NARROW JAMBS) FRAME MDT14 (KX ODORS) = DOUBLE LEAF WIDTH + 4.0" (STO. JAMBS) O.L.O. HEIGHT - LEAF HEIGHT - 14.125" (B" BOTTOM RAIL) O.L.O. HEIGHT = LEAF HEIGHT - 12-125- (10" BOTTOM RAIL) D.L.O. WIDTH = LEAF WIDTH - 9.125" . DOOR LEAF WIDTH = DOOR OPNG WIDTH - .250" DOOR LEAF HEIGHT - DOOR OPNG HEIGHT - .500" NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300-09 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCA05-DEC-219 US ALUMINUM OHS-500 STOREFRONT SYSTEIA SEE SEPARATE NOA DOOR OPNG. WIDTH HOR DOOR MULLION SEE CHART BELON AND MULLION ANCHORS REQUIREMENTS If I ii 11 is i 3 K J i . I it =�1 E ` 11 II % Z I •% % I ,,, H U 1 - 11 11 1 Sm.87 1/2" MAX. LOCK FRAME WIDTH- MULLION END ANCHORS (XX) DOUBLE ENTRANCE DOORS W/O TRANSOM ;i DESIGN TOAD CAPACITY - PSF g ci r. GLASS TYPES 'A' k 'D' - LACK OPTION i I LOCK OPTIONS 2 k S LOCK STILE UN -REINFORCED LACK STILES UR-IIKLNFORCKD LOCK STILES REINFORCED NOMINAL DIMS. c u 13/16" MR TYP. - GLASS BITE _ i \ I / I 0 g Ol < E U a OOOA OPND. WDTH OOOR OPHO. HEICHt E70_ (+) WT. ( ) M. (+) PIT. (-) Ew. (+) IMF. ( ) 84' �, 70.0 75.0 100.0 72' 70.0 75.0 100.0 78' 70.0 75.0 IOOD, % C 41 i T(J ----- \ r I EXTERIOR L 3 25 GLAZING DETAIL Al TRANSOM - 84 s E 3 70.0 7" IOD-O 64, t0Y 70.0 75.0 1 OD-O 7Y 70.0 75.0 100.0 -m• 8f" 70.0 75.0 IOOD 70.0 75.0 100.0 F1,19. 64 108' 70.0 75.0 100.0 72" 70.0 70.0 1004 76' .. - 84" 70.0 70.0 100.0 70.0 70.0 100.0 1/4" HEAT STREN'D GLASS .075" Inlerlayer So11ex CP With PET Coro By 'Eaalmon Chemlaal Ca.' �.r 1/4" HEAT STREN'D CLASS i m • • z m • m 21 I 22 • 30 \ r yl % n • n • -1/4" HEAT STREN'D GLASS .090" Interlayer SentryCJos By 'Kvroroy Amon,., ina.' t/4" HEAT STREN'D GLASS 2 �• •� • • • as • •_ • • Iraw 01 • • FOR LOCK OPTION DESCRIPTION SEE SHEET 10. O41 LACK STILES LOCK STILES I1N-REINFORCED REINFORCED rc \ I w I PRODUCT REVISED a / as coni 1yy77rI�� vvith th• Mori" Bui,d,Tg'Ode • ss \• _ • ••: •:•NOANo 750975.OY k: i • • • • • • • • • Fapiration Dew 02 I012021 - GLASS TYPE 'A' • • i • A115 Ti- rq p i • i • BF 0 LAMINATED OVERALL LAMINATEDRAI NATED GLASS • • • • 9/16" ME• LAA4r4TED GLASS • • ml a Product Control GLAZING OPTIONS ••• • • • • ••• • • • • • • • • • • • • •• •• • • • •• •• ••• • • • • ••• • • droving n0. W04-83 SINGLE ENTRANCE DOORS WITI TRANSOM DEMON LOAD CAPACHY - PSF NOMINAL DIMS. CLLQ TYPES 'A' k 'O' LOCK OPTION I LOCK OPTIONS 2 k 3 LACK STILE -RKINPORCH LACK STAB UN-FIRINFORCRI LOCK STILE Rt61NFORM ODOR oploom I opim, NEWIT- INCHES wj r: r) OH. N ( ) 36 00 12 18 24 30 36 70.0 75.0 100.0 70.0 75.0 100.0 70.0 75.0 100.0 70.0 75.0 100.0 70.0 1 75.0 100.0 39 12 l9 24 30 36 70.0 1 75.0 100.0 70.0 75.0 100.0 70.0 75.0 100.0 70.0 75.0 100.0 70.0 75.0 100.0 42 12 18 24 30 35 -3/4 70.0 754 100.0 70.0 _ _ 75.0 1 100.0 . 70.0 75.01000 75A 73A 100.0 100.0 J0.0 .70 J6 54 12 18 24 30 36 70.0 75,0 100.0 70'0 75A t00.0 70.0 75A 100.0 100.0 70A 75A 70.0 75.0 100.0 39 12 18 24 30 36 70.0 7S0 100.0 70.0 75.0 100.0 70.0 75.0 100.0 70.0 75.0 100.0 70.0 7" 100.0 42 12 18 24 30 35.3/4 7MO 75.0 100.0 70.0 75.0 100.0 70.0 75.0 100.0 70.0 75.0 100.0 69.6 69.6 100.0 38 90 12 18 24 30 70.0 70.0 75.0 7S0 100.0 100.0 70.0 750 100.0 70.0 MO 1 100.0 39 12 16 24 30 70.0 7&0 100.0 70.0 75.0 100.0 70.0 75.0 100.0 70.0 75.0 100.0 42 12 18 24 30 70.0 75.0 100.0 70.0 75.0 100.0 T0.0 75.0 /00.0 70.0 71.4 100.0 NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300-09 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCA05-DEC-219 SINGLE ENTRANCE DOORS WITH TRANSOM DESIGN LOAD CAPACITY - PSF _ NOMINAL DIMS. GUST TYPE 'A' k 'R' LACK OPTION I LOCK OPTIONS 2 k 3 LOCK STILE -REINFORMI) LACK STILE Ulf-RMMRCU TACK STILE REINFORCED DOOR OPN6. INCHES DOOR OPNO. INCHES INCHES RVR. ± (()) M. I-) (( jj WT. (t) 36 96 12 1 e 24 70.0 75.0 10010 70.0 75.0 100.0 70.0 75.0 100.0 39 12 18 24 70.0 7&0 100.0 70.0 75.0 100.0 70.0 75.0 f00.0 42 12 18 24 70.0 75.0 100.0 70.0 75.0 100.0 70.0 73.0 100.0 JO 102 12 18 70.0 764 100.0 70.0 75A 100.0 39 12 16 70.0 75.0 WOO 70.0 73.0 100.0 42 12 18 70.0 75.0 100.0 70.0 73.9 100.0 36 108 12 70.0 70.0 100.0 39 72 70.0 70D 100.0 42 12 70.0 70.0 t00.0 FOR LOCK OPTION DESCRIPTION SEE SHEET 10. }n''� I ''��' 41 LOCK STILES LOCK STILES ON-REINJUJIM RKINFORCKO US ALUMINUM OHS-500 STOREFRONT SYSTEM SEE SEPARATE HOA FOR DOOR MULLRN AND MULLION ANCHORS REQUIREMENTS II J � n o� 4s 1/z" I ", ( O/X ) DOOR LEAF NDTH - DOOR OPHG WIDTH - .250" DOOR LEAF HEIGHT = DOOR OPNG HEIGHT - .500" FRAME HEIGHT = DOOR OPNG. HEIGHT + TRANSOM HEIGHT D.L.O. HEIGHT (TRANSOM) - TRANSOM HEIGHT - 6- as: • • ••• • •• as: •• • • • •• PRODUCT REVISED as complying •Ath the Florida • ••• s ••• Now y•� 154M5.02 • • • • • • _. • • Fjp1 -t1-f lat• O2I10/2021 ••• • • • 0 s7 Ruand-vYwimauct GOntr ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • pc U Growing no. w04-83 BNTBANCB DOORS N1471TRAHSOM DOUBLE ENTRANCE US ALLUALI I OHS-500 SFOREI'ROM SYSTEM SEE SEPARATE NOA FOR ODOR MULLION ROUBLE AND waso t ANLItoRS I�OUREAtEnTS 1 Q q OPNO DOOR MM iN IN pooh OPNO. wIDiH � SEE CHART LEFTOW _ 1 6 f2 - soon am 0" 1a'=- �� II ■ A�yp SVC F II II LID6' �t ii t* R i' \\� \\\ (� p'" N/`, ]a 4Y � 6 N it LL 49 ab' ■ u i 87 1/2' iUii. g G M1LItON .$ FRAME WIO1H END ANCHORS O/XX ) g, U yl R $xX C o' 4 DOOR LEAF WIDTH DOOR 'OPNO WIDTH - 250' 3 DOOR LEAF HEIGHT DOOR OPNG HEIGHT - .500" -p < 3 li Qa EinB a` os =� S R g�1Agb C F c? Y An -on vn m • • • • • •• •L • • • • ••• • - • • • • • • • + ullrtrrrr PRDDUCT REVISED + P� as complying with the Flerid• Code - •' do= b t • • • • • Building • NOA Yc• • • 45-0915.02 NOTE: • • E-4-1 O on 9402(1012021 GLASS CAPACITIES ON THIS SHEET ARE • • • • • • • • • of By dr°■o"9e D° BASED ON ASTM AND FLORIDA BU0.01NG 09 I SEC. GUSTS) E130BUILDING COMMISSION • • • • • • I8t not Contro keel S of } T DECLARATORY STATEMENT \ OCA05-DEC-219 /s�rrCiilii+ +� DOORS IITIH TRAN90M OKSIGN LOAD CAPAt�T1Y - F'SP Dti9tON LOAD CAPACITY - I'SP NORMAL DIMS. OIASS 11PR5 'A' k 'B' _ NORMAL DIMS. OIAS3 TYPBB I' k 'Y LOCK tpT10N I L9CR APf1018 E k S IDL7i OPTION 1 'LOpC OPTIONS E k e TACK STII$ REIN{ LACK 519L6 -RRLN((PORC2 LOI]L St1tE RR[NPO((R)CBD LOCK S17L6 N-RBU(fO)t TACK STILE -]t6ftl(ro) TACK SfTLR RBINPO(tR)C7A MiE�ie9 •IGE9 illOk§ M. 1*) 7ML `+ Nf. "ii) e1C116 wq+Es 7NCME5 WT. (�) �• (') tNt• (r� 72 � 12 to 24 30 J6 70.0 70.0 75.0 100.0 72 96 12 18 24 70.0 7S0 t00A 75:0 100,0 70.0 7so 100.0 70.0 75.0 100.0 7U.D 75.0 99.8 70.0 75.0 100.0 78 12 18 24 70.0 7s0 100.0 70.0 75.0 f00.0 70.0 7s0 98.7 78 t2 18 24 . JO 70.0 75.0 100.0 70.0 7s0 92.4 70.0 75.0 100.D 84 12 18 70.0 --70.0 76.0 98.5 7D.0 7 75A 100.0 7s0 9fA • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • �SEEEtEIEVAIIMIS 18Y NO SEE OTEI•' E. 00. 1!1 T--- ----- ----- A 5/8, MIN. I 1 THROW BOLT 1 I 1 PENETRATION I I STO. O I I 1 1 I 1 I IT 1 1 1 5 1 1 � �S.EE OR SP ACINGoHORS mL SPACING NOTE; FOR SPACING DOOR AND TRANSOM HEAD DETAILS CAN 13E INTERCHANGED FOR VARIOUS SUBSTRATES. WOOD BUCKS AND METAL STRUCTURES NOT BY US ALUMINUM MUST SUPPORT LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. TYPICAL ANCHORS: SEE ELEV. FOR SPACING ,1,44" M ULTRACON BY 'ELCO• (F.-177 KSI, Fy=155 KSQ INTO 20Y WOOD BUCKS OR WOOD STRUCTURES 1-1/2" MIN. PENETRATION INTO WOOD (HEAD/JAMBS) THRU IBY BUCKS INTO CONC, OR MASONRY 1-1/4" MIN. EMBED INTO CONCRETE (HEAD) 1-1/4" MIN. EMBED INTO CONC. OR MASONRY (JAMBS) DIRECTLY INTO CONIC. OR MASONRY 1-1 /2" MIN. EMBED WO CONCRETE (HEAD/SILL) 1-1/4" MIN. EMBED INTO CONC. OR MASONRY (JAMBS) #14 = OR SELF DRILLING SCREWS (GRADE 2 CRS) INTO MIAMI-DADE COUNTY APPROVED MULLIONS (MIN. THK. = 1/8") INTO METAL STRUCTURES STEEL : 1/8" THK. MIN. (Fy = 36 KSI MIN.) ALUMINUM : 1/8" THK. MIN. (6063-T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) TYPICAL EDGE DISTANCE INTO CONCRETE AND MASONRY = 2-1/2" MIN. INTO WOOD STRUCTURE = 1" MIN. INTO METAL STRUCTURE = 3/4" MIN. WOOD AT HEAD OR JAMBS SO = 0.55 MIN. • • 000 • • CpNCRFWE T H, SILL OR JAMBS f'c - 3000 PSI MIN. • • • • •C-90 *04/bIl. BLOCK AT JAMBS I'm = 2000 PSI MIN. PRODUCT REVISED . V • CIF.. o L as complying with the Florida = ,, Building Cade 15"0915,02 000 • • •ER I tl% Det' 02/10/2021 i ' �— :)Olkr • • • • • • • • BT OF drOW1Og no. • . • A__.•aact ceetr• • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • O "r NARROW TRANSOM EXTERIOR O 1 /4" MAX. SHIM STD. TRANSOM 28Y WOODT RUCK OR WOOD STRUCTURE EXTERIOR REINFORCING BAR 1/4' MAX. N c 4 SEE SHEETS 3 FOR CAPACITY 7Hfit1 5 SH01 SPACI _ 1 3 NARROW JAMB /- -4— / { SEEHEEEOPTIONS FOR \ j \ { IN -ACTIVE ACTIVE AND SHEETS 37HRV 5F _.--� _ �- —�. __—�--- _ — L-1---_..{ r_-_-1.—_1-- t DESIGN LOAD RAMG ££ D.L. Dr_U 1 fe SMSJ LEAF WIDTH AT 24" 0.0, (2) 3/0-24 X MACHINE SCREWS EXTERIOR AT EACH END PRAMF N 1/4" MAX. _ Do SPAG lJ / NS SEMI 0 FOR DESCRIPTION { - • • • SHEETS 3 THRU 5 FOR { t • W LOAD RATING { • • • • • 10 t • EXTERIOR • • • • REINFORCING BAR 4 SEE SHEETS 3 THAU 5 FOR CAPAp1Y TYPM ANG14ORS r SEE ELEV. J FOR SPACING • • • ■ WAL • • STRUCTURE • PRODUCT REVISED as complyoTq with th• Plodd• NPA-N�. Gam • • •"Pt1• 15-0915.02 • • • • • •expirabpn it t•02 I012021 MI Prom+et Gontra ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • U7 02 y v, N� 4t i = 2 ho droning ` no. D!•_ �_ W04 a83 a z ��3 a It 1 j 1`1 _ _ I 1 _ p Q t ,4L� L_ 4 5� F: rA1 l� IaZN- ' r '---------- ---L =~= A Q to i r D.L. OPG. D.l. OPG. C YY1 8 MIAMI-DADS COUNTY APPROVED o U OHS-500 STOREFRONT SYSTEM BY 'US ALUMINUM' '3 UNDER SEPARATE APPROVAL. LOWER VALUES FROM DOOR CAPACITY CHARTS OR e STOREFRONT NOA WILL APPLY TO ENTIRE SYSTEM. o E�3�'0 ------- Y__ ___-__-_ __ —'� r _=� IT -------- a ao ^ ',� L I J �JI _- f I 1 IL 1 1 _ -----"^-----a r---'r P li YJ ----------- __-__ _ REINFORCING WILL VARY EXTERIOR REINFORCING VIAL VARY • n r a n SEE CURRENT NOA OF EXTERIOR • • • • • • • • • • SEE CURRENT NOA OF ONS-500 STOREFRONT SYSFFM LEAF WIDTH • . • L +T OHS-500 STOREFRONT SYSTEM C , a a $ FOR DETAILS - - FOR OFTAILS • • • • • • • • • � � r o DOOR OPNG VADTH • • • e00� Oq,G A,DTH • • • PRODUCT REVISED �P.......... ... % L as comlNVinB With the Florida - • • NAB ••• • e 15-0815.02 a m '� • • • •• • • • - {Y = a • • • • • • • • 4instt•n Da 021`10f2021 • • • • • • • • • drawing no. • • • • • • • �iJ`jVK� ••• 116am d r ctControl S•.!t �� W04-83 It,N �r sheet g of 1 t ... . . . . ... . . . . . . . . . . . . . .. .. . . • • • .. ... . . . ... . . TRANSOM HEAD O DOOR FRAME HEAD OPTIONAL TRANSOM HEAD 0 NARROW JAMB STO. JAMB el TOP RAIL (7) 8" BOTTOM RAIL 440 .060 .875 .988 t .801 IB EXTERIOR GLASS STOP (DOOR) �szl .280 1.280 .090 .530 3.029— `G GLAZING ADAPTER 3.878 .156 2.000 (e1 HINGE STILE iA) 10" BOTTOM RAIL .440 .989 — '060 .875 19 .810 INTERIOR GLASS STOP (DOOR) 1.264 A62 I 1 1. A�70 .94.7 127 -87SF� C� INTERIOR GLASS STOP (TRAM`. 1.575 1,220 I .295 LOCK STILE CAP 7.458 .OB— .734 DOOR STOP (JAMB) 4.168 2.278 1.191 •090 A83 1186 1A78 DOOR STOP (HEAD) 3 3.0�-i .07 .34a 11 • • FIAT 6ILLsee ER • • • • .zza 500 • • • ... 4.4i2- • • • 0 BUMPER THRESHOLD r1.500 .250 SHEAR BLOCK r---a.009-----1 p, ®, r O m 'C aI� tJ•7 .',,�3, LJ12-74 X 1/2" FH MS 4 PER LEAF STEEL HINGES (.law MN. 718f.) RAGGER REGENT C.R. LAURENCE ug LOCK STILE (IN-ACTNE) tIo-3.676-1 z •F4--�-3,611 1 • LOCK STILE (ACTIVE)_ ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • SHEAR CLIP 0 PRODUCT REV13ED a• eomplyl with the Florida Balldlag Code NOA-No. 15.0915.02 Expiration Date_Q211012021 'g� WO 8 IACK OPTIONS SINGLE DOORS. gnM '1: (PANIC KY WARE) 1490 CONCEALED VERTICAL PANIC EXIT DEVICE W1H1 2 POINT LOCK BY DOR-O-WIC. KEY OPERATED ON EXTERIOR. AT 40-1/2` FROM OOrMM. OPTION 42-' (STANDARD HARDWARE) 3 PONT LOCK SYSTEM WITH 8 PLY MORTSSE HOOK LOCK AND 1/2' DlA DOLT BY RECENT. KEY OPERATED ON EXTERIOR AND THUMB TURN OPEPA70R ON INTERIOR. LACK AT 42' FROM BOTTOM. THROW BOLTS AT TOP & BOTTOM. OPTION I&ftNIC HARDWARE) CONCEALED VERTICAL PANIC EXIT DEVICE WITH 2 POINT LOCK 13Y JACKSON COMMERCIAL HARDWARE KEY OPERATED ON EXTERIOR. AT 38-1/2' FROM BOTTOM. C.R. LAURENCE 8500 LOCKM LEVER TRIM OPTION& WITH I' MORTISE CYLINDER AND MS TYPE CAM KEY LOCKING ON EXTERIOR LOCK OPTIONS DOUBLE DOORS• QPTION_l1_(PANIC HARDWAREI ACTIVE LEAF: 1490 CONCEALED VERTICAL PANG F)IT DEVICE WITH 2 POINT LOCK By OOR-O-IAATIC. KEY OPERATED ON EXTERIOR. AT 40-1/2' FROM BOTTOM. INACTIVE fAF 1490 CONCEALED VERTICAL PANIC EXIT DEVICE WITH 2 POINT LOCK BY DOR-O-MATIC. AT 40-1/2- FROM BOTTOM, OPTION 12, (STANDARD HARDWARE) ACTIVE LEAF: 3 PONT LOCK SYSTEM WITH 6 PLY MORTISE HOOX LOCK AND 1/2" DA. eOLT BY REGENT. KEY OPERATED ON EXTERIOR AND THUMB TURN OPERATOR ON INTERIOR. LOCK AT 42' FROM BOTTOM. THROW TWITS AT TOP & BOTTOM. 2 POW LOCK SYSTEM WUH 1/2` D1A: BOLT BY RECENT. THUMB TURN OPERATOR ON INTERIOR AT 42' FROM BOTTOM. THROW BOLTS AT TOP & BOTTOM. DPTION 0, (PMI.0 HARDWARE) ACTIVE LEAF: CONCEALED VERTICAL PANIC EXIT DEVICE WITH 2 POINT LOCK BY JACKSON COMMERCIAL HARDWARE KEY OPERATED ON EXTERIOR. AT 38-1/2' FROM BOTTOM. C.R. LAURENCE 8500 LOCKING LEVER TRIM OPTIONAL WITH 1' MORTISE CYLINDER AND US TYPE CAM KEY LOCKING ON EXTERIOR CONCEALED VERTICAL PANIC EXIT DEVICE WITH 2 PONT LACK BY JACKSON COMMERCIAL 94ROWARE AT 38-1/2' FROM BOTTOM. HINGES: 4-1/2 X 4' TWO PIECE STEEL BUTT HINGES BY HAGGER, REGENT OR C.R. LAURENCE AT 8' FROM TOP AND BOTTOM AND 31' O.C. MAX. 1TRM i PART j REQD. DESCItIPT10N MATERIAL MANE./SUPPE.n/REMARKS I OLD-10.7 AS REQD. TRANSOM HFiW 8063-T6 - 2 111 -105 1 DOOR FRAME HEAD OR OPIONAL TRANSOM HEAD 6063-75 - 3 OLD-110 2/DOOR FRAME JAMB G083-78 3A DLD-124 2/DOOR ALT. FRAME JAM 8063-T6 - 4 DLD-Ill 1 FRAME SILL 608.T-TS - 6 OLO-107 1/ LEi1F TOP RNL 6063-T5 - 7 DLO-110 1/ LEAF 8' BOTTOM RAIL 5063-T5 - 7A DLD-141 1/ LEAF 10- BOTTOM RAIL 6063-TS - 8 _ DLD-114 1/ LEAF HINGE STILE 6063-75 - 9 OLD-115 1/ LEAF LOCK STILE (IN -ACTIVE) 6063-T5 - 10 OLD-116 1/ LEAF LOCK STILE (ACTAIE) 606J-T5 - i1 IWD-117 1 CAP AT LOCKED STU 6063-T5 - 12 DLO-105 1 DOOR STOP AT HEAD 6053-T5 - 13 BCE-460 2/ DOOR DOOR STOP AT JAMB 6063-T5 - 15 BCE-475 AS REDD. FLAT FILLER 6063-T6 - 18 OLD-125 AS REDO. TRANSOM GLAZING ADAPTOR 6063-TB - 17 DLO-102 AS REQO *ITET86R GLASS STOP TRANSOM 6063-TS - 18 OLD-108 4/ LEAF EXTERIOR CLASS STOP DOOR 6063-75 - 19 OLD-109 4/ LEAF INTERIOR CLASS STOP DOOR 6063-TZ - TR-5706W, DUROML(ER 7035 21 - AS REDD. INTERIOR WSKET EPOM 22 AS REOD. EXTERIOR GASKET EPOM TR-3235E. OUROMEIER BOtS 23 2100 _ AS RM. CLAZ640 TAPE - - 24 6G-75 AS REDD. INTERIOR SPACER - IMPACT SYS. 25 13OW 995 AS REDD. CLAM COMPOUND SILICONE DOW 925 27 1350 AS REQD. AS REOD. SETTING BRACKS AT 1/4 POINTS EPOM DUROL1ETER 80*5 SNORE, A 29 J12 X 1-1/4' FRAME ASSEMBLY SCREWS - P.H. SMS 30 po X 1' AS REOD. ASSEMBLY SCREYS - F.H. SMS 31 �12 X 3/4' AS REDD. ASSEE�Y SCREWS - MACHINE SCREWS 32 10-24 X 1 2` 4/ LEAF 4/ HASP DOOR SLOP SCREWS - F.H. MACHINE SCREWS 33 1 12-24 X 1/2' HONCE INSTALLAIION SCREWS - F.H. MACHINE SCREWS 75 E238 - BULB WEATHERSTRIPPING POLYPROPILFNE BASE, TPE BULB - ULTFAFAB BASE DUNG 90, BULB d190 73 T4216-K - PILE WITH HN WEATHERSTRIPPINGSHEAR ALUf IRW CLIP. 4-1/2' LONG r UH1 4 - 2 SHEAR BLOCK 6063-T5 - 3 X 2 X 1/8' ANGLE, 1-3/4' LONG ALUMINUM - AS REOD. REINFORCING BAR, FULL LENGTH- STEEL 1-1/2' X 1/2` - 2/ LEAF FLUSH DOLT GLADE CHANNEL ALUMINUM 3' IONIC - 2/ HINGE HINGE REINFORCING PLATES ALUMINUM 1-1/2' X 1/4' X 8' LONG SEALANTS: FRAME CORNERS. ASSEMBLY SCREWS AND HEADS OF ANCHOR SCREWS AT SILL TO BE SEALED WITH SEALER. LEAF JOINTS SEALED WITH SILICONE. • •• • • • • ••• • •• ••• •• • • • •• PRODUCT REVISED as complying Yrith the Fladda • • • • • • •lE pfq Mode 15-0915.02 • • • • � • • • • • • �xpir•t�n Date 02110(2021 ... miamTpmm Proulact•ntrol ••• • • • • ••• • • • •• •• • • • •• •• ••• • • • ••• • • 8 0 a c F3 i t Q O' EC;F [�1On s E c 3 4' o a„Z3 jpp8= drowinq no. W04-83 . . ... . . . ... . . . . . . . . . . . . ... . . . . ... •.• •.• s • ••• • _{ .. . .. .. 40 . . . . . • . . ttg7� • . 0.0 / c FRAME TOP GORNER J. R o c E � J r Ed�i A b -;'R Is IT i �/ $ 13 cite— as Tor O k c O I I � PRODUyC�TyREVISED eE •. � n Balldingiyf yswilh the Florida 15-0915.02 NOANo.Caf Expiration Date0211012021 By s OF °� ` `� dreM�go no Mia a proamt vowur • ,a!!p� WO4-83 TRANSOM CORNERS sal Al $heel 7 of .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . ... ALUM PUT' 4' LONG O ••• •• ••• ••• • •• /12-24 X 3/4- e P.H. M SCREWS ' 3/8-20 X 1-1/2' MACHNE BOLTS 2-1/Y I.OlC DOOR TOP CORNER 112-24 X P.H. M SOWS I) (2) 3/8-20 X I-i/Y WICHWE BOLTS 39 6' LONG ALUM 8' 8" BOTTOM RAIL CORNER • • • • • • • • . .. . ....... 112-24 X 3/4'-/ I P.H. M SCREWS ) (3) 3/8-20 X 1-1/2'_ UACHME BOLTS ALUM PLATE l0' LONG 10" OOTiOM RAIL CORNER /12-24 F.H. M BE #12-24 X 1/2- F.H. M SCREWS EXTERIOR tliWE BOTTOM CORNER O® PRODUCT REVISED O as compl�ng with the Florida Building ode HOA-Mo. 15-0915-02 O® EaPiraHonDato02M012021 By Mism Product Control �V Z 0 q1 q d 0 � a"� � °02 g41r8 IL 11� 1 j6220 KMRIOR • « n � o it • - SIS§ . ad op dmwmg a rq. MIAM11- MIAMI-DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) N,%Yw.mi$mtdldgQc�V/eConomv Miami Tech, Inc. 3611 NW 74 Street Miami, FL 33147 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having jurisdiction (AHJ). ...... .. . • • This NOA shall not be valid after the expiration date stated below, The Miami -Dade 4putity ProQudt.Gbntrol....;. Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade Cot tytlreserve the.right to. have this product or material tested for quality assurance purposes, If this product or mateyW fails to : P q Y P P P • ��form in: • the accepted manner, the manufacturer will incur the expense of such testing and the •ttM may imtttediately• •; • • revoke, modify, or suspend the use of such product or material within their jurisdiction. R= t4serves t4d tight to" • • • . .. revoke this acceptance, if it is determined by Miami -Dade County Product Control SecCon that thi.s .product.. or.....* material fails to meet the requirements of the applicable building code. • . . . . ...... ••...• This product is approved as described herein, and has been designed to comply with the Aigh �elocity Hurricane • • • • Zone of the Florida Building Code, including, • • ESCRIP IO . Aluminum AIC Stand APPROVAL DOCUMENT: Drawing No.12-MTI-01-04, titled "Aluminum A/C Stand HVHZ Compliant", sheets 1 through 10 of 10, dated 01/10/2007, with last revision #4, dated 08/16/2012, prepared by Engineering Express, signed and sealed by Frank L. Bennardo, P.E., bearing the Miami -Dade County Product Control renewal stamp with the Notice of Acceptance number & expiration date by Miami -Dade County Product Control Section. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miatni-Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 12-0612.29 and consists of this page 1 and evidence pages E-1 & E-2 as well as approval document mentioned above. The submitted documentation was reviewed by H lmy A. Makar, P.E., M.S. MIAMI DADS COUtVTY .,.--' M0&No.-13_1017, e+'`~ '' Expiration Date. 01/15/2019 i 7.b r..a Approval Date: 12/12/2013 Page i Miami Tech, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 12-0612.29 A. DRAWINGS 1. Draining No. 12-MT1-01-04, titled "Aluntinunt A/C Stand HVHZ Compliant", sheets I through 10 of 10, dated 0111012007, with last revision dated 0811612012, prepared by Engineering Express, signed and sealed by Frank L. Bennardo, P. E. B. TESTS 1. None. C. CALCULATIONS 1. Revised structural calculations prepared by Engineering Express' dated 0$ .612012, •, .00:00 • •• signed and sealed y Frank L. Bennardo, P.E. ...... 2. Structural calculations prepared by Engineering Express, dated;j 512012• jigned •• • • • • ; and sealed by Fran L. Bennardo, P.E. .... .... ..... ' "Submitted under NOA # 08-1202.03" • •. •' 0000 0 * 0 0:9 1. Rational analysis and engineering design calculations prepared bjtfWbeering Mxpress, •, complying with F. B. C 2007, dated 1112012008, signed and sealed 6 Fr dnk L. +tfardo, P.E. . .. .. ... '0: :*Gee: D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Drawing No.12-MTI-01-04 statement of code conformance to 2010 FBC, issued by Engineering Express, dated 0812112012, signed and sealed by F)-ank L. Bennardo, P.E. "Submitted under NOA # 08-1202.0311 2. Statement letter of conformance issued by Engineering Express, dated 1111912008, signed and sealed by Frank L. Bennardo, P. E. 3. Statement letter of no financial interest issued by Engineering Express, dated 1111912008, signed and sealed by Frank L. Bennardo, P.E. R � IfOfnj A. Makar, P.E., M.S. Product Control Unit Supervisor NOA No. 13-1017.09 Expiration Date: 01/15/2019 Approval Date: 12/12/2013 E -1 Miami Tech, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 2. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. • •••••• D. QUALITY ASSURANCE ' ...... . .. 1. By Miami -Dade County Department of Regulatory and Econor> "V;ources (RER). ...... .... .... . . E. .... MATERIAL CERTIFICATIONS .... ..... . : • • • • • • • • 1. None. • • • • * .... .... ...... F. . . . . STATEMENTS • • • • • • ...... 1. Di -roving No. 12-MTI-01-04 statement of code conformance to'3010-FBC,•rsa ref by Engineering Express, dated 1010312013, signed and sealed by Frank L. Benn;A, P.E. i Helmg,A. Makar, P.E., M.S. Product Control Unit Supervisor NOA No. 13-1017.09 Expiration Date: 01/15/2019 Approval Date: 12/12/2013 E-x A/C UNIT" DEPTH A/C UNIT DEPTH PRODUCT RE14EWEU (SHA11 BE (THEATER THAN OR EQUAL TO MEAN UNIT HEIGHT) I PROVIDE 2" MIN EMBEDI�JiT OF (SHALL BE GREATER THAN OR . oDm) i P / 4R avfA Na Flo:icTBSQUARE .1 AL TO MEAN UNIT HEIGHT) RAylJing Colo �-----------�---r- 13 O 17. 01 TUBING IN TO�QUARE TUB r----------�-r A—plw— No -1 o Mete yj t / Zo)� A/C UNIT I �', Gi CTENTER t0' LONG ©SQUARE TUBING RECITE ADIACENT® I A/C UNIT ? f f" (SEE DESIGN SCHEDULESi o SQUARE TUBING ENDS (SEE DESIGN SCHEOU ES Mama! a (StrDty! FOR A(C UNIT SUES) _ FOR A/C UNIT SIZES) f ' STAND DEPTH ' 1 'A I 36" OR 4T STAND DEPTH I f SUPPORT ANGLE UTILIZED FOR UNITS - (SEE DESIGN EPAEWLE) Ua"p (SEE DESIGN SCHEDULE) avD DEPTHS THAT ARE LESS f THAN STAND DEPTHS SUPPORT ANGLES-�- 1 - UTILIZE D FOR UNITS THAT ARE LESS 1 18' MAT(—{ }-10' MAX �T THAN THAN STAND DEPTHS ,� a 2^ 10' 5/16-10 THRUBOLTTO tlM IYP.H tl�Fn w INTERLOCK SQUARE = LS 1rn ,x u� (1) 5/16-18 THRUBOLTTO x V n m f 3 TUBING- 10 INTERLOCK SQl1ARE TUBING EACH 51DE• zd n N u v 10 v TOPS OOF HOST STRUCTURE TOP OF HOST STRUCTURE u FINISH FINISH 4 ANCHORS BASE PLATE ' n( 3' ASSUMES" 4 ANCHORS BASE PLATE ��T1 /r3-ASSUME" PLATE ASSEMBLY PLATE "HD" ASSEMBLY ROOFING (SEES ANCHORPER THICKNESS (SEE AH1 THICKNESS NCCHOR SCHEDULE 1 ELEVATION SCHEDULE 2 ELEVATION FOR ANCHOR 1 SCALE: END FIEVATtON FOIL ANCHOR 1 SCALE: 1-=1'-O' END ELEVATION SPECS) SPECS) 1-30' A/C UNIT DEPTH ---i 30'D x 30'W x 54'H A/C UNIT j (SEE -CUSTOM ASSEMBLY" u U DESIGN SCHEDULE, ON SHEEP a= 8, FOR CONFIGURATION LIMITATIONS)I r m t(1) 5/16-1B THRUBOLTTO u( Z TOP OF F<- ROOF - 3 INTERLOCKS( TUBING - ROOF HOST STRUCTUR__ E FINISH At u2E N0(T-MGNEsT STAND HLMGMT FDA WIGS! ROOF THRXNESS, FOR 0"ING VQTHWF INSULATION OMIT 3' THaIXNESS AND UTILIZE CLEAR HEIGHT FROM FINISHED FLOOR. ATTIRE •E1R+SF1K(ESI STAND DEPTH FOR VALUES IN BETWEEN EXISTINGTABLES A/C UNIT DEPTH #MAXI Si NIRj4SO MAX UNIT ✓ WEIGFIT A5 E sT OTHERS, TYP. ` / PROOMTREV13ED i asemoyingwith ftFimms t~ p AawptLTlee T'ID 4 !TH z -r B Mima l4oduct 1 let � � m 1;1�F WWx a / REF. ------ CONFIGURATION 3' ASSUMEDO DETAILS - ROOFING 2/ THICKNESS 4 ANCHORS J VO BASE PLATE csEPERPLATEE ANCHOR "CUSTOM" ASSEMBLY SCHEDULE QELEVATION FOR ANCHOR J./ SCALE: Il.1'-0' END ELEVATION SPECS) STAND WIDTH & LEG SPACING PER CONFIGURATION DETAILS / A/C UNIT WIDTH MAXIMUM ALLOWABLE DESIGN PRESSURES: = ; AS NOTED IN DESIGN SCHEDULES DESIGN NOTES: • •' �� DES" PRESSURES CALCULATED FOR USE WITH THIS SYSTEM Nt �� SHALL BE DETERMINED SEPARATELY ON A JOB -SPECIFIC BASIS IN IN W W ACCORDANCE WITH THE GOVERNING CODE USING ASO W METHODOLOGY. SITE-SPE-CIFIC PRESSURE REQUIREMENTS AS DETERMINED IN ACCORDANCE WITH AS" 7-10 AND CFLAPTER L6 OFTHE 2010 FLORIDA BUILDING CODE SHALL BE LESS THAN OR Z > U # W EQUAL TO THE LATERAL AND UPLIFT DESIGN PRESSURE CAPACITY f11 (� LL L9 Q VALUES LISTED HEREIN FOR ANY ASSEMBLY AS SHOWN. z m m "6 w �9 GENERAL NOTES N�3 1. THIS SYSTEM HAS BEEN DESIGNED AND SHALL BE FABRICATED IN ACCORDANCEWITHTHE STRUCTURAL PROVISIONS OF THE 2010 FLORIDA BUILDING CODE. '1 D 2. MAXIMUM DIMENSIONS AND WEIGHT OF A/C UNIT SHALL CONFORM TO SPECIFICATIONS STATED HEREIN, MINIMUM 75LB OR MAXIMUM AS LISTED HEREIN. 3. THE AKCHITECT/ENGINEER OF RECORD FOR THE PROTECT SUPERSTRUCTURE WITH WHICH THIS DESIGN 15 USED SHALL BE RESPONSIBLE FOR THE INTEGRITY OF ALL SUPPORTING SURFACES TO THIS DESIGN VOUCH SHALL BE COORDINATED BY THE PERMOTING CONTRACTOR. .N�. 4. REACTION FORCES LISTED FOR USE WITH HOST STRUCTURE VERIFICATION ARE CALCULATED USING ASO METHODOLOGY. DESIGN 'Q U ^I - PROFESSIONAL OF RECORD TO VERIFY APPLICABILITY AND/OR Z e ADDITIONAL FACTORS FOR USE WITH HOST STRUCTURE VERIFICATION. S. ALL FASTENERS TO BE C12 X %- OR GREAT ER SAE GRMTE 5, F- UNLESS NOTED OTHERWISE, CADMOLIN PLATED OR OTHERWISE CORROSION RESISTAKTMATERIAL AND SHALL COMPLY WITH S1.1C, _ 15INUM SPECIFICATIONS FOR ALUM. STRUCTURES -SECTION 1, THE ALUM U a a s ASSOCIATION,IIC-, & APPLICABLE FEDERAL,STATE, AND LOCAL CODES. LLI ^ e Y O 6. ALL EKIRIDED MEMBERS SHALL BE ALUMINUM ALLOY TYPE 606146 $ n U OR 6DOS-TS. 7. ALL 226A DCJ'ORMED STEEL STRAPS USED FOR UNIT TIE -DOWNS !y In a M SMALL BE ASIA A36 MIN. STEEL. FABRICATION OF STEEL STRAPS SHALL CC f BE BY STRAP MANUFACTURER ONLY. Q o Q B. ALL EXISTING CONCRETE SUBSTRATE SHALL L HAVE MINIMUM fC COMPRESSIVE STRENGTH OF 3000 PSI AS VERIFIED BY OTHERS. ` 9. ALMNUM WD- WIELDING SHALL BE PERFORMED IN ACCORDANCE WITH S 2010 FRC SECTION 2003.8.1.4 WITH WELD FILLER ALLOYS MEETING = ANSI/AWS AS.10 STANDARDS TO ACHIEVE ULTIMATE DESIGN STRENGTH a IN ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL PART I -A, TABLE 7.3.1. SUGGESTED WELD FlI1-ER: 5356 ELECTRODES. ALL MllMTNUM CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE TOLERANCES, QUALITY AND METHODS OF CONSTRUCTION AS SET TORTH IN FEC SECTION 2003.2 AND THE AMERICAN WELDING SOUEIYS STRUCTURAL WELD IS %" THROAT EL WDING CODE -ALUMINUM (D3.2). MINIMUM FULL PERIMETER FILLET WELD UNLESS OTHERWISE NOTED. S S 10. THE CONTRACTOR IS RESPONSIBLE TO INSULATE MEMBERS FROM 8 L DISSIMILAR MATERIALS TO PREVENT ELECTROLYSIS. gggg 6 IL ELECTRICAL GROUND, WHEN REQUIRED, TO BE DESIGNED & Z d d ii F C 6� INSTALLED TW OTHERS. MMALCUIFTUS (CLEAR F SPACE, TONNAGE, ETC.) R . cX d RECOMMENDATIONS AND ARE THE EXPRESS RESPONSIBILITY OF THE iS iS CONTRACTOR. 12. ENGINEER SEAL AFFIXED HERETO VALIDATES STRUCTURAL DESIGN AS SHOWN ONLY. USE OF THIS SPECIFICATION BY CONTRACTOR, et. RI. Y(p INDEMNIFIES & SAVES HARMLESS THIS ENGINEER FOR ALL COST & S 64! 7 DAMAGES INCLUDING LEGAL TEES & APPELLATE FEES RESULTING FROM faWRTA1 FABRICATION, SYSTEM ERECTION, CONSTAIICITON PRACTICES S g 'BEYOND THAT WHICH IS CALLED FOR BY LOCAL, STATE, & FEDERAL & FROM DEVIATIONS OF THIS PLAN. �" t# aa ss 9 °S `CODES I} THE SYSTEM DETAILEO HEREIN IS GHMERICAND OMS NOT OOPfRpYFI•FLI3DOPIIE PP� 1NF RMATION FOR A SPECIFIC SITE. FOR SITE CONDITIONS IH Ffy fERENT FROM THE CD DITONS DETAILED HEREIN, A LICENSER 12—MTI—O S E6t OA REGISTERED ARCHITECT SHALL PREPARE SIZE SPECIFIC SCALER M8 PASS DEaTe IoN. DOCUMENTS FOR USE IN CONIUNCTM WITH THIS DOCUMENT. 14. EXCEPT AS EXPRESSLY PROVIDED HEREIN, RO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. COVER SHEET 15. AC STANDS SEAL LABELED PER MAMI4 ADE REQUIREMENTS FOR �. NO�d ANDATORY PRODUCT APPROVALS IN ACOORDA14M WITH THE FLORi*A BANDING CODE. ^ rju'' 1 • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • "� .BENN "�•, STAND COMPONENTS °FF' r'-2.484°- -L750•--t --T- 1.900' ! 0,094' 1500"� t c-- 50- - 40" 1 Itr 0.145" 0.f25" I 0.750" ,[��((�\} � 'i' 7/4" nT. n 45s TYP V t (SEE Sq'.EO} THICK s $ •% Y4- 0.125" o TYP. 2M V GALV. �J o p a a ,, ••' /0/ fl �Q�• +tip DOLT TIGHTEN TO -� 0.156" , I I REFUSAL CROSSMEMBER CROSSMEMBER anr' 0.250 F 2 0.156L WW ^S �0.180, 6=1_D" "•. L A , IIIJJI 0.250° 1.0.250t(SEE SCHED) 500"--1 TYP. Or 7 2.000" RAIL (I BEAM) C- HANNEL SUPPORT _j_ ANGLE 3 6"=1'-0• rJ BASEPI ATE CENTER OF �tja `-Iii V LULL !w� W a (9 z .c n W S w 9 �y m 3 p 6•ei, 6 6•�1•_p• PLATE (SEE (n DETAIL 3/10) �UJ.. .TOE MEAN UNIT HEIGHT & MAX FACE AREA CALCULATION DIRECTIVE: THISTHE MEANIUN.T HEIGHT& SHALL BE USEULTIPLED TOCACULATEUNIT DIRECRVEFACE MAXIMUEXAMPLE CONFIGURATIONS: 16 MAX FORMULAS USED FOR DETERMINING MEAN UNIT HEIGHT a MAXIMUM UNIT FACE AREA—. PROOUCTRSMED 2 UNITS:2 FRAME CONFIGURATION HEIGHT DIFFERENCE- 1. CALCULATE THE MEAN UNIT HEIGHT BY Ti cc FOLLOWING EQUATION: Y•o••TYOt•N'k6 dlsRa110• Osde n o �t �Wl 1 • TWO UNITS: AIfu A•Rplrw No U a —W2--t C U T MFAN11NlT____________________ HE[GH7 THREE UNITS: HI+ +H3 By AC TWIT Z ro = l AC UNIT ( ) I (H2xW2) x LOLtT (H LxWl) • HI4H2lH3+H4 mixm PM&IM QonOW (H2xW2) FOUR UNITS: _ v x Q �� •n" UNI75: kiL+H2+� 3+..Jtn PRODUCT RUNEWED LI_L 0 ~ .. 1: E3 450t m TTPlying with Uhe Florida ^ tint 2. CALCULATE THE MAXIMUM UNIT FACE AREA BY THE FOIlOWING Dwlding Cud* _ AlaPl n 1"'4EQU g xy • TWO UNITS: (HSxW1)+(H2xW2) ua iiatc}�_7�/� ¢ 3 UNITS:3 FRAME CONFIGURATION HEIGHT HEIGHT • THREE UNITS: (HixWij+(H7xW2)+(H3xW3) BY � / Mi t Dad< t[ Control •• �W2-t DIFFERENCE- DIFFERENCE- FOUR UNITS: (H)xW1)+(H2xW2)+(H3xW3)+(H4xW4) s W 1 AC UNIT I4Ep1T 1}N1T _ _ _ _ - - . - - . - "n' UNITS: (HixW Q+.._(HnxWn) HEIGHi -1- i AC UNIT = (H2xW2) ACUNIT _ x AC UNIT AC UNIT (H2xW2) AC UNIT rr- ----- -------------- ------ --- (HIxWl) (H3xW3) - (H1xW1) (ll3xUW3) ( FXAMPI_E SCENARIO: I ¢g g a b • B 11. CONSIDER A FOUR UNIT CONFIGURATION WITH THE DIMENSIONS AS SHOWN BELOW. I I 450 ^ 12. CALCULATE THE MEAN UNIT HEIGHT. I I II I S 8 ¢E } H + ;+A4 =20-+29+22'+25" FOUR UNITS. I I • I l£dddF� �5 13. CALCULATE THE MAXIMUM FACE AREA, i I & g 4 UNITS.4 FRAME CONFIGURATION f-W3- W4 i 16' MAX 16' MAXjl ( �iI)HEIGHTiHI I DIFFERENCE- DIFFERENCE DIFFERENCE* 9 ngHxW)+(2xW2)+(H3xW3)+(H4xW4)•(20x21)+(29x25)+(22x22)+(25x2Y) t Y (y E = H1xW� n AC UNIT AC UNIT = AC UNIT _ (H2xW2) (H3xW3) ( !.4) !♦iriYi AC UNIT UNIT- AC UNIT • i I • • • • • • • • • • i I (H2xW2} (H3xW3) (H4xW4) • I I • • • • • • • s �- �a9E •• 1i••• _ - �2' -85' t-22' 7 __ 24MEAN • HEVW•T UNITHEIGHT M�g5Z wr; Dam 12-MTI-01 5 MX °•• - _ I I MAT ("4 Qll iV IWiT (2(S 2 -) (I SCAIFi NIB G4 NOTE: THE NUMBER OF UNITS PER STAND CONFIGURATION UNLIMITED PROVIDI3D THAT MULTIPLE UNITS CONFORM TO PABt DE4CiaPRONt covcnstEEr I [0"x21' 22 �127 I MAY BE - I MIM ALLOWABLE HEIGHT I I j I I M THE DIFFERENCE BETWEEN ANY UNITS IN A ( I} MEAN UNIT HEIGHT & MAXIMUM UNIT FACE AREA RESTRICTIONS IN THE DESIGN SCHEDULES, MULTIPLE UNIT CONFIGURATION IS • • I • • • • • • • • • I RESTRICTED TO 16' L. • LAX.No • • I _ - - - - - - - - - - - - -- • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• • • • • • • • • • • • MAX - A: 3:67RA1,- IAX FALL :5 UNR 1O iRAlYE MTw f-AQAEFA:{ F MFA:3 8AM6 STAND IRAN NAXMCY A=HO11TIC: 1OR4 ANMORS lY9B:20RJ AW"0R-1011 A1K1wR9t 20A3 A•OOATNPE: 18R4 ANOONSTTPF. 20R3 ANODRTMSA0k4 ANODAST-2013 1 NA SASE NAY MSE F VASE 1K%, 8A8E 1e6eR' 1110! t4349B AREA IHA%MlD9MM-6 IATNW.11M0 MAX U N'DW F NAXA1flLYA815 IATEAAUACN HAX ALLaT�F �� MAXAIIOTHRIE IATFAAL IfAD IUX :rnwnc AUNE'T MALL All1lY/A9lE tA19OL11YA HAX UNR NAXAID 6 fAIBAt1M0 ft. ��3A WITR MAXK1111N.HE LATER&LOW FAX SANE �1 MAX ALLONANE UTERAI!l11D NA% E IRdT MNf AIIO Ai lAIB1N.1O4D MAX FLAx A L NDi19ITL14 511FARM tA7UGT co A21AwNrr CC) u" 200.OPSF 10" PSF 20M PSF IO2.0PSF 280AW 300.0 PSF 20afm SODA PSF X"PSF ICOAPSF 1 200.0PSF UM0 PSF -A ESF 9LO ESP i t.Om 924 P59 SIAfOIe-R 30.O L8 13X..ou i165zw I 30- I t7240P 200A PSF 100.8 PSF MAD PSF _ 2O0.0 m 100A 15F ROM PSF 2WA PSF 1674 PST 100.9m 835 PSF XM►SF .0.1 PSF IDDO PSF t73b PSF S&. PSF 1734 P5` .06.7P ."a PSF 65.0m 1n0. - IS 301.WUW 260218 .28.2 to f019du 200.0PSF 100.0m $35 PSF UL-FSF PST li _ J5.3FSi SS.S FSF _f3}]PS' _ '66dm 16M M SOI PSF D.3 f0m so, M>sO.W la-N 200.6. 9W.6 M$37.4M 753 PSF 55S PSF 117J PSF S"FSF 11].7PSF fed PSF 319.10 U1 3 La ]4F L0 1275.9u M` N^ 1 2700 MI LS&GPSF 75.3 PSF 15M PSF 733 PSF ISM PSF 763 PSF 1 PSF 753m I9.6PSF IS"FSF _ 11L0PSF $XZ PSF H.1 A6F 4"m 832m 41Am 30750 LiR 260.2 LB 120 A0 mu.9u 150.615E 753 PSF 150.E PST 753 PSF lNum 69.3 PSF t3S7PSF 693 PSF 111.OPSF 320t67 KI RSF M.7 PSF 32.0 FSF 4" PSF 200.60 Le4T 33&w lE-R ]00.618 w52A0 997.61E 12A3M 64i ESF 1-1 PSF 61.195E i06.9 P.SF S34 PSF I614 PSf Sx4 P5E 65.5PSP -,WES.Sm _ 427P 30^ 368.0 u _ f596.81e 1uS.3 Le It • K6 PSF 4).3 PSF 94b PSF 4J3 PSF 91.E PSE 4)3 PSF 91b 95F 473 f5F 946 PSF A.3 PSF 94.E PSF 4].1 PSF 81.] PSF 4Q8 PSf 24 " 36 • 34N N� 946 95F 4).] P51 94b PSF 4J.315F K695F 473 PSF 94b PSf 473 95F 77.195E 38.5 PSF 77.1 PSF 3&S OSF VA m, 2&9 m 571 PSf 2&9 PSF 30].9 L&R 260.2 u 1294.3 u 1175.910__ 30 ^ exi PSf H.5 PSE i9.1 JSF 44.5 i5F S4.IMF 37.1 PG 74.3- 3).2 P51 69A PSF m.7 PSF 59.4 PSf 29J PSf 40.5 PSF -2 PSF KS PSF 222 PSF 21a601►R 200.61E 1112.218 109.81E 0 ^ "'"I 614 P9f 91,J P9F 69A ISF 31.7 P W.4, 317 PSF 6L4 PSf ]1.7 PSF 63A FJ 3lJ PSF 63.4 PSi M.7 M 6M PSF 314 m MD MF WA PSf 339.101E-R 368.0 u 1]0)2 u A96.J LB 31 ^ 42 ^ 1.2 N+ 614 PSP ll.) PN 63A (5F 3I.7 PSP 634 PSf JL] P1" 6x1 PSF li.] 85F 56.615E m.l PSF 56.E f5F m3 PSf 41416E 2L2 PSR 42A W 2f2 FSE 30).9 t 8-R 2W.2 u 1362.1 u 1251.O lE 30- 69A ESF $l.) PSf 63A T5F 31.7 PSF 54.5 PSF 312 PST 54.5 PSP J>2 P57 43b 15} zIA 95F 4].8 PSE IIA f5f1 31) PnF 1 163 FSF 31J PCF .63 K, 2B8601iR 200.61E lam- 1118.0 LE STD 20" STAND DEPTH: MAX FACE AREA 11521n2 - 3528ln1 FRAME QUANTITY 2-5 FRAMES LOAD Txu4sFlRlrmwAnav FOR 1rsEAnTx 14DSf ARUCTUHE WMIOATTOM Dray FAX uwrm FAANE F AAEII.4FRAMES MTw -FRAMW STAND HEIGHT NEW UNIT mow MAX FACE AREA ANCHOR TYPE: NAXA�AELE WEMLLMD 10R4 MAX ALLOWABLE UPLLR ALNCi016lYFE:20R3 .. tM%AIIAWABLI IATF1VLlOM ANOOR1YPE: I OR AWHOISTYPE 2OR3 ANCHOR E: 10R4 AM3O6-..2UK3 NCRU1TiPF 1OR4 ANC110 WfE:2-1 FAX. EASE MO4TNT(10 MAX. OIL.E SHfWRM MA%. MSE IIN]Rm YAX RASE GMY(R K) MAX ALLOWABLE UI MAfl Al1DWP.BIE UICRLLIMO NM1X AHMWABLE UPLIFT MA%ALL(AYABIE IATEMllluO MAX AtlOWA64E UPLITT 14A2 AWDWAOI_ UTEAA IA/A MAX ALLOd � tM%AtLOAYABIE UTERALLOM MAX ALLOWABLE 1•HFf 100.E PSF FW(Ai1OivA8lE IATEMLlb4e FIAX ALLOWABLE UVFI MAX AflA4YA8lF IATERAL1OA0 MAX A1107MAE VNPT 18" N•' 30^ 24" 11521n1 200095E wM 958 20D0PSF Mo PSF 200.0 PSF 100.Om 200.0 PSF 1Da0 PSF 200.0 PSF 100A PSF 200.O PSF 1B4.0ISF 130.1PSf 92.0 PSE 1W FSF 1 92.095E 33A16 LB-R 36&0u 1376A 16 /1fi5.5u 300.095E 100.095f Mom 100.0 P5F 2DO.O PSF IOO.DPSF 1W.0 PSF f00.0 PSP 195.1 PSF 97.5 PSF 195.1 PSE 97.5 PSF 65.D FSF_ 0.1 FSF 13D.1 FSE 100.3 PSF 55.0M 50.1 PSF 307.50 L&R 263.0 U3-R 2 US 2 LB Il]0.010 9B&7u 1019Au 937.4u 2W.O PSF 101495E 2X0 PSf 100.0 PSE m0A 95F UXU)m 200.0 PSF f00.0 PS' MA RV' J52 PSF 150.495E 75295E Laa3 PSF 18- H 456E 96F 76.3859 IM6m 75396E 150.695 76.396E 150.60ST J63m 1W G6 75.395f MA EIS 75395E 117.7 PSF SBA95F LIJJ PSF SBA PSF 339.10u-ft 365d18 L416Au 12J5.9u 21- 1 IB .1 15MPSF m, 1566P8 75395E 150.6m 763PSF 156695E 75.3 PSf I24.9m 62AM 124.995E 62A 95E 41.2PSf 4T.6PSF 13.2 PSF 41.E PSf 30250U- 24021A i La 10W.9u m- MAESF 75.1PSF 1966ESE )33FSf 12&3 Y, ".M, 1m.3m, 64.195E 962D 4&tW 962PS 4&IPSF ..I PSF 32.0- 64.195f 32A PSF 388d81bFi 20Dbu 105"te 997.6u 1B ` 946ESP 473 - ..m 47.3931' 94d P39 A.9 P3f K6 W Q 3 PSF 9L695F 473 PSF 9L6 M 473 PSE SIJ PSF 40.$ PSF 81.7 PSF 40A t4 ]39./4 LE-Ef WA LB 1596d IB 1386,3 LB N ^ 76 ^ 2992 M 946 PSF 473 PSE AM 47.3PSF Md PN 4>3 95E KO W -m 60.7PSE 433 m M7 W 43.3 PSF Ad W N.9Pff A.t PS£ mg- 307.91E-fJ 260J u -20". 1>86.21R 1175.61E 30^ 94A P.# 4>3 ESF 94b PDT {2.3 YSF 4&115f 445 PSF 89.1 m 44595E 60.69 Jx4MP 66095.• 33.4 PSF 44.5 m22.2m 4L5 P.f 22295E 28f.6018-4T 11132u w57d tE it` 674PSF 3L7 PSF 634 FSF 31J FSF 6).4 PSF 3f.7 PSF W.4 PSF 31J YSF 6L41'St 217 PSF 6x4 P9 31.795E 00AE9 90A PSf 60A PSF 30.095E 3Jx 10 LB-R 2NDU 170721E 1496.71E N^ 4Z` 39H I01 6i4P5F 3I.J P5F 63495E 31J PSF 63A PSF 33 PSF 6)A PSF 31J PSi 6]A PSf 3i.7 PSf 634 PEE $l.>f5P QA(9f 21.2 PY 43A PSF 2L2 PSf iN.501AR 2602u 1393u 1214.01s 38^ 634 Pg 3L7 PSF 63A FSF 311 FSF 63.495E 717 PSF 63.1 PSF 3H, PS 49.1 PSF 1 MSW i 4 lm 1 N.595P u.75f I U3 PSF 31795E 0.3 PSF 20&60 u-R 1 20Mu 1t0Eb 1a 1118.0u PxE)o( I'REV9= as 6onpiyba %ft ft F7D" �wP WD "7 # Ay Nil" p►a ffp"&2•IVEU A3c_pjying1 ii0 tho Florida Bulidi.B Code Acceplence 14013 - D Expiration 1Y I. o 1. . 11 STD 20" STAND DEPTH: MAX FACE AREA 5761n2-17641n'A) FRAME UANTITY 2-3 FRAMES 1AAO7PANSFf){ MONNTIDPIlOa1R941N IIf6T mf'•AT 41'u' S'- IIFIOT1f 11Ax NEAR IROT IIFIOTI NAXF- AREA ular rorMnElArw :2FRAAES FAX, BASE 4ONFATIFti lIAX. EASE 9iFARM MAX BASF 1BLFTm NAX.BASE 6Mv1TY (Q AIOIOR TfPF. LM4 ANOIORTI 20R3 ANCHOR IOR1 I A6IOfORlWE: 20R3 MAXAtLONABIE 1ATEMLwAD ARABLE LntFF FUXAIpnMu uT1EAt HQV7 Af.DiWNE t�TFT NAXAIIlf{fANL LATL9tILIfLID utrXNL9E wpf Y"�.�1n E IATGW-LpA9 ALtONAeLE � tt` m 100.095E m6D94F la0.AP4 200E95f whom mD.e PSF 100.985E 13C30MUT 200.ou M7M 627.5u AsPSP 1oaom MOO 10D m 200.E PSF f60.0W m&OPSf Iwo 2M30t6Ff 'ALE 86&7W N7.5w I- Mr 109A F'+F 2qA Pl v06A PSF m64 t5F 100.0 PS 2W.OP6F 100.095E N].Ml1FR m4A lE 9B&7 LE 867.5HB 16^ m 7i PSP lWal. 733 PSF 150.E PSF >53a57 150.6m 7S.3 PSF 216BOLB-R I39.1. 951E- A7.O LB W 733 P37 /50.6 FSE 753W 150.6 PF 7"M 150.EPSF M3 PSF 278-MET 2M3 L4 1094.9 t0 W&3 u m 4,, 753 9af i5MPSf 7S3 PSF 17&3 PST 641PSE M&3 PSP 64.1 PSF 280.1i0I8-R 200.E LS .V�n B1s- 47.3 PSF 946 P5F 4].3 ViF 94.6 PSf 473W 94.E PSF t71- 190.101E-R Me 36 ^ 1296PSF 47.3 PSF 94.6 FSf 47.3 PSF 91bPSF 473 M 94.E fS 4>3 PSf 25tdOL6R 2- u RE30" 47.3W 94A PSF 47.3 PSF 89.i LSF 44SW 89.1 PSF 44.5 PSf m0.60 IT 200.0u jffL024" .u" 1 42" _m 1764PSF PSf PSF 3L] PSF 33.7 PSF 31.7 PSF 634 PSf 67.4 PSF 63.4 FSf 3L7 PSF 63.4 PSF 73.] f5f 63.4 f5F 317 PSF i]9.W le-R 194.I u HE24" 3L] PSF lL7 PSF 634 Kf 3L7 PSF 63.415E31J PSF 229bOlBR 194.3 LE Hn30^ 631 PSF 31.] fSi 63.4 PSF 31.7 PSF 27960 u-FF 194.3 t8 u DESIGN SCHEDULE NOTES: 1. MMMUM CALCULATED FACE AREA SHALL BE EQUAL TO OR LESS THAN Tiff MAXIMUM A IOWA13LE FACE AREA FOR EACH CONSGURATZON. 2. RCFTRLNCE ANCHOR SCHEDULE fOR ANCHOR TYPES LISTED HEREIN. ROM TRA TUUSE WITH HKX:T STRUkTVRE VERJFlCLTlOW ONLY MAX UNIT TO 11001E FACEAM kt8FRAXES MT IO F F STAND HEIGHT AFAR HEIGHT MAX FACE AREA ANCHOR ttR: FAx /AIOWANL UTOW.lMO IOR4 lux AUDM�� ANCHORSTYFE:2QR3 NAXA11nR4ReLE IATEML LOAD AAOf]OTYP..I OR4 ANCIWRSTYPc:20R3 ANOM TYPE: I OR4 AUKHORSI-.2 AAQHORTTPE:IAR4 AVCN09]YPE:20R1 MAX,BASE f4 -n43 14AIL9ASE SHPMm FAX. BASE YRIRm FAX. BASE GMym cQ FIAx Al UPI"fB" FAX 1RitAWR6tE IATETALtMD WX UPLIFT HAXAIAWAELL 1ATEML f.CM MAR KE �� WULALLOWAOLE UTOW. LOAD MAX FAX ALLOWABLE UT®tK lLLALWWAM1D 200.6 M- NNX ALLOWAKE 11NRAu1AYM®E W: LOAD • MAX ALIOAI•IE MAX AUA3WABLE 1A1FAAl 111AD FtAx MR 8E00.0 PSF .0 1.9 PSf• ).8 F I 2D0. ISF PSP 39RW u4T 400.0u UA.Su LM0tj N^ 33- N` 7BWN 2000 PSF 200.0 PRF 100.085E 2080 PSf 100.GPSf 200.0PSF 100.0 PSF 20M PSF 1wxm 2W.D PSF 100A PST 9P5 141. PSF 70.9 PSF 3fL90uf7 7B39u B610u 7312LL 100085E 5.6.814E 1400 PSF 198.7PSP 99395E 11&7 PSF 99.3 PSF Si&Sm 85.195E Im3PSF Psi _ S PS 107. 53.9 PSF 64.]PSf 32650 LEFT 396.90-FT 216Ju 404.7u ]411u 1157.61E AIAu 904Aw I7IAPSf 46l PSF A2d PSc 861 PSf 151.095E 735 P5F 153.0 PSF J5.5 PSP I2A19SF K7PSi 129.{PST 195E 14- 1E1)95P 913 R9 187.795E 91.3 PSF aBL3 p5F 966 PSF 181315E 90.6 PSF -�SE 71.7m 155A PSF T7.1 .5 1 . P5F 24 • M' 45000E 16 3 m 72A PSP 145.396E R 127.1 PSF 63S 95F f27.1 PSE 63.5 PSf PSF S S M 109.095E .STDA 47.4 PSP • 90AMW GiS.4 W 35C90 UE 2639u 922.8 u 7BBA1B 3O ^ 1164 PSF 55.2 PSF 1164 PSE -m ..2-96b P5f 493 FKF 96695E 44.2 PSF 42.4 m 4L4.1 BLS 9SF 4 A PSf w %Ame 0. 34.5•SF • 69ARM a 345 PSF 3265E M T 71S.M 78421E 717.5W 564 ESf I- 9.4 m 1169 PSF 58.4 PSF u PSF 564 F.F 397A PSF 53915E 107.9 ASf 519 KF 89.9 P4 14.9 E51 a" PS1 44.9 PSF 356901E-F1 4 .7 L8 173i9 "C9 u 24 ^ JE ^ 64W 0P 1069 9SF SD4 ESf 100.99A 30.4 PN K3 PSP 44.1 ➢SF 463 PSF 14.1 PSP ]6) PSF 17A 15F 1f.7 f6F 3]AR 6M pg 31.5 PSf 610 f5F 31A M 354901N-R NM91E 9M6 L6 654J u 3D" J6]PSF ]B1 PSF ]0.7 PSF ]63 PEE A.1 P51' 3).5 PSP A.I PSE JLSFl 5)3 f5F 20.) P9 SfS PSf 28J MF 47.9 PSF 219 PSE 47.9 PSF T19 PSF 3]b.9l1Fi 236J 18 A).11E 160.71E iB ^ ]9d 95F 39.E PSF Nb P.1F '"M ]9.6 PSF J3d PSF 79.E PSF 39d PV ]92 f5P J6695/ ]92 PfI 39b PSf 640 PSF 33.0 PSF 66A PSF M& PSF J96.00u R 4K7u 1716.9 m 10669u 2!^ 42" 882099 7{.I PSF ]]A FSF N.1Pg AA PSF 64A PSF R.4 PSF 64A PSE 32APSF 55.E PSF ZJA FSf SSA PX 27 443 2x 463 P'E 2x1F5F 35L901B-R 2A.9La 10364V 00LSu 3D• 563 PSF 28A PSF 563 P5F m.l PSf 49.3M N.6 P$f 03M 246PSF 422 PSF 2LIPS 422M 211 352 A >f 3M9DLbn 2li7tE 67661E 0018u • • • • • • • • • • ••• • • • • or • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 1 4 . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . ... • • • • • • • .. . ND 36" STAND DEPTH: MAX FACE AREA 8801nR - 6820in- , P E Q A-fY ( ^8; Sj• • • • ID7D TM STAWTH^DRWIR111FOR16E WITH HOST 57aucLANF VFAAtuTbnaWLY STAN3 REltalT 1PY NeAI N9I1 HKW µM FOIE AREA • • TnE:I UTM :7Fr�A85 • AI.lOA5 i1Pg2N! RAM •6 NOL BASE t aSt" 10UPLIFT 4-�� Y. BASE Cr) 7O1L 876E FMYITY (Q AROXR TYFE: I OR ANOQRSTA9E2 AMC11Ol TYPE: Pl4Yxiiisv IE UnAALILAa lOR{ )44Tc a IlPlltT AIOR1RS MIVCAII.OWAIAE tA101ALlOAD 2UR3 N.Dc All A&E MIFF1ATDNLLQID AWIOR TYPE:/(A4 MALADAWMIA AhOlOt57 ..20R3 MAY ALLOWAOE WTiLAL I.CfD µAy DftlFT NAYAUD ABLE IAiFAlLL 1191D MA1t AIOYIAAF UPLTom. IWIAHOWASLE IA79 `XIk0 1W( AIIFMAAE IAA, HN(AUOYABIF LAlF2GLLOO RAY Uft� A1L,MARE I.PIFT WAX AIIDWA9IE IAT9IALILI4O AHA4AOd IInJF( is" mom I-- mom IOBG- M0.095f 1-0PSI 280.D95F 100APSE 2Wa95F foss PSF mom 100.0 PSF 200.0 PSi IOe.OPSF 200.0 PSF I00AM 306101A-ET10BU .3U 1 24^ 2B80W" 200.0PSF 100.015E mom, =am M IOQO 19]1 Phi -9Lt ISF n31 i5F MGM 163APSE 80.5 PSF 16IA PSF WS FSF 3%90 LOFT'.AM 671ALS 190.sPSF 99A- 19eam 99A PSf Ol .9 1 9 049 14Lt PSF 7L5 PSF 140.1P9F 745PSF SN m 62195E IM.7 PSF 6L1 ESF 37LMI8-FT3-12 632.1W 913PSP M7- 9t5PY 1". 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PSF 2W w 100.0 PSF 19s.w_ 209.0 L9 .10LB NL7L8 100.0 PSF ]D60P5F MOM -PSF MO PSf 252.W-FT MO- 46611b 3-1a 30• 200.0 PSF 1060PSF 2KO PSF 10010 PSF mom IOO.OPSF 200.0 PSF 100.0 FSF 30520a MOfb 517.3t6 396918 18^ N' I 1. 9r Ya 1t27 PSF 182.7 PSF 91.3 PSF 9L3 PSF I..7P 93.3PSF 192.7 PSF 91395E IW.7 DSF 913 PSF :tL80l.FT 28SSLs M.. 4142IS L2.7 PSF 91.3 PSF 41.I PSF 1827 PSF 164.2 PSF 913 PSE 821PSF 182.7 PSF 164.2 PSF 91.3 PSF 36020t8FT 2665 Ls 102b 1s 495.9 W 1tL75F 91.3 PSF 192.7 PSF B2AM "lho f Nii0lblT 2566U 2865 is ]03718 6616sw S25b le 45SA Is 18• II69 AV WAPW 116E PSF 63A PSF 126.9 PSF AASF 1 1269 PSF 63A N• 36• IJ969.a 126.E PSF 614 PSF 126E PSf 63.4 IpJU6]99 65]ADPR I1164.9C S SLB 7411s_ _ 5366Ls �I8'^ 192363E IMP S 634 .PSF fPSF PSF 3'.6 PSF 37tb018FT 2566 s 740.318 562.41si4P 5PSEF KbP'JF 4b KLe 09P.6 L6 49S.s N' 4]^ f7N p� 932 PFF K6 PSF 92.215E 46.6 PSF 932 PSF 46b PSF 932 PSf 46b PSF 360.2019R 295.SA 78A2ts 5 ALs 30• 9325E K6PSY 9125E 46b PSF 83.915E 419 P3F 833� 4f.9 PSi 993bOleJT 2566U 77).OLO 599.1 tB CUSTOM ASSEMBLY ALLOWABLE 1 UN1TS:2 FRAME CONFIGURATION -WI- j AC UNIT _ (HIxWl) 450 T MAX I 3`-01-4 MAX 2 UNITS:3 FRAME CONFIGURATION 1--W1-1 1-WI--t AC UNIT T AC UNIT (HSxYIi) _ (HSxWl) 4� +-MAX-+-M X 4 30" STAND DEPTH: CUSTOM ASSEMBLY FOR 30' H a 30'D. 54'H logo TMlF/Sl1NFp.NNT1ON Los 115[YA1fi 1 s1mxTlx16va1.1aTwN arev 11AL BASE I K% BASE NAIL BASE Mlx. BASE r"aw(M) 5 (" wFTln oumYLl:) DESIGN SCHEDULE NOTES: 1. MAXIMUM CALCULATED FACE AREA SHALL BE EQUAL TO OR LESS THAN THE MAXIMUM ALLOWABLE FACE AREA FOR EACH CONFIGURATION. 2. REFERBNCE ANCHOR SCHEDULE FOR ANCHOR TYPES LISTED HEREIN. MAX. WIT WIDTH MA%. WIT DEPTH MAX. UNIT HEIGHT STAND CLEAR HEIGHT (1) UNITS TO (2) FRAMES (2) UNITS TO (3) FRAMES ANCHOR TYPE: 10R 4 ANCHOR TYPE: 2 OR 3 M ALLOWABLE UPLIFT ANCHOR TYPE: 1 OR 4 ANCHOR TYPE: 1.113 MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MF1X ALLOWABLE LATERAI. LOAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT 18" 93.0 PSF 46.5 PSi 93A PSF 46.5 PSF 93.0 PSF 46.5 DSF 93.0 PSF 46.5 PSF 30" 30" 54 • 24" 93.0 PSF 46.5 PSF 93.0 PSF 96.5 PSF 71.5 PSF 35.8 PSF 71.5 PSF 35.8 PSF 30'• 72.5 PSF 1 36.3 PSF 72.5 PSF 36.3 PSF 1 54.5 PSF 1 27.3 PSF 54.5 PSF 27.3 PSF DESIGN SCHEDULE NOTES: 1. MAXIMUM WIT DIMENSIONS SHALL CONFORM TO THE DIMENSIONS ILLUSTRATED ABOVE FOR EACH CONFIGURATION. 2. REFERENCE ANCHOR SCHEDULE FOR ANCHOR TYPES LISTED HEREIN. N PRODUCT RE!•031YED 6s covlpltD41h M, Florid& PRODUC).RGYLSBD 7p i` &gilding Code r arRAslei709W •)'� cu9AXN9131rt9�AA4 m Ao Evil, o/nRDfoZJ . Z, -01 s12-MTMIIS cA1Pt !taoq` 7 gaik sclttvT 9 toN.by M Lt y -Alsm cwmd UO y .. .. . . . .. .. . . . . . . . . . . . . ....... .... . •• . ..• Soo .• • • . . .. . . . . . . . . . . . FRAME ASSEMBLY & UNIT TIEwl:QXVDLDErVtS- •;• (2)1' WIDE X 14GA (0.070') ASTM • • • • • • "� • • • • • A-653 Fu-90KSI GALV STEEL AMGLE • • • • • • • • • �-� i—� (CUTD-1 BY MIAMI TECH) OR (2) 1- 0 HANNB► TO TN1Bi • • • • • • / 1 1 yr W FULL PERIYETf4I WQD • • • • • / ' ALUMIMIM Q.IPS (aRD--2 BY 14MM 'C' CHANNEL • • • • • • • • 22 (0.0299` Q TECH). UTILIZE (2) MIN. PER CORNER. PROVIDE PlI.I.Ei WELD • • • • • I(VTAj) STEEL A/C - y4" FOR FULL VISIBLE PERIMETER OF PIECE HOUSING UNIT FASTEN CLIP VERTICAL LEG TO 22 GA 0 02 (. RA MIN.) STEEL HOUSING WITH (4) 014 SAE GRADE Z ® TO PEE MIN. SHEET METAL SCREWS PER CLIP. FASTEN CLIP HORIZONTAL LEG TO I -BEAM RAIL WITH (1) i14 Y,20X%z GALV. BOLT MAX SAE GRADE 2 MIN. SHEET METAL SCREW CENTERED TIGHTEN TO REFUSAL ABOUT LEG. SQUARE TUBING 0,(" I -BEAM ISOLATOR PADS BEYOND ROUND TUBING (BY OTHERS). MIN. 4 PER UNIT (i1 FRAME ASSEMBLY DETAIL z A/C UNIT TIE -DOWN DETAIL (3 3" - 1'-0" DETAIL Nj SCALE: 3"=1'-0" 22 GA (0.0299"--, 3k3Sd�4' LONG 6063-T6 2- ALUMINUM ANGLE �AT EACH CORNER MIN.) STEEL A/C HOUSING UNIT I -BEAM PItODucr r•+NaekP141a DWMkwca A4aPuti. B).G g Br pL•aKtCo•6e1 PRODUCT RFNE)VFD as CmPlying wilN dw F4rids Uuildiug Cnc'a Amyfance No 3- o NQ N;j NmPl�a•�DeIG� r 9 3 A/C UNIT TIE -DOWN DETAIL °iL�Nn�d ac�nP _ 4 SCALE: 3'-I'-0" NOTE: UNIT TIEDOWN DETAILS MAY ALSO BE USED TO ANCHOR THE UNIT TO THE SUPPORT ANGLE SHOWN ON SHEET 10. (I.E. I -BEAM CAN BE SUBSTITUTED WITH ANGLE SUPPORT AS BASE MATERIAL) 22. GA (0.0299"V.2WLt4,P.ER TWO K 0 S.S. THRU 1'x 2.2. GAGE, A36 MIN. A/C UNIT HOUSING MIN') STEEL A/CBOLTS WHERE A\C UNIT GALVANIZED STRAP W-90^ o HOUSING UNITFRAMING IS ACCESSIBLE. FASTEN A/C FRAMING TWIST 8 PER UNIT. 1 EACH 0' TO 45^ o SIDE OF EACH CORNER. MAX, (2) Y4' DIRECTLY TO 1-BEAM W/ (2) S'0 LNKTS W/ 08' FASTEN W/ (3)014 SAE WASHER AND NUT tP GRADE 2 MIN. SMS TO A/C EACH CORNER UNIT, (3)t14 SAE GRADE 2 MIM, SMS TO I -BEAM ISOLATOR PADS BEYOND I -BEAM Q R PADS BEYOND. (BY OTHERS) MIN. 4 PER UNIT %� ALT. A/C UNIT TIE -DOWN DETAIL 5 ALT. A/C UNIT TIE -DOWN DETAIL 9 SCALE: 3'-I'-0' 9 SCALE: 3'=1'-W FASTEN ANGLE VERTICAL LEG TO 22 GA (0.0299' MM.) STEEL HOUSING WITH (4) #14 SAE GRADE 2 MN. SHEET METAL SCREWS, FASTEN ANGLE HORIZONTAL. LEG TO I -BEAM RAIL WITH (2) #14 SAE GRADE 2 MIN. SHEET METAL SCREWS ISOLATOR PADS BEYOND (BY OTHERS). MIN. 4 PER UNIT =)_g — 'M Q Q Lm W B owv b W •• 12-MTI-01 9 r--- -- SUPPORT ANGLE fi UA—DEPTH<<STANI DEPTH (4) Y4'$ SAE GRADE 2 f SHEET METAL SCREWS Ij 7 f WITH %-O HIM. WASHER PER SUPPORT ANGLE END, TYP. ROUND TUBING . . ... . . . ... .. .. . . . % .. . . . . . . . . . . . • --------- • n • • • • • I ----- SeP:ORT ANGLE D • • SUPPORT ANGLE • • 1 ATTACHMENT DETAIL 10 3" =1,-O" �M ENGINEER OF RECORD T C TO VERIFY THAT THE HOST STRUCTURE CAN SUPPORT THE REACTIONS SI IOWN IN V DESIGN SCHEDULES HOST STRUCTURE JZ BASE PLATE REACTIONS 1U 3' = 1'-0' 1' TYP. E BASE PLATE , (4) %-0 SAE GRADE 5 THREADED RODS WITH— %"0 MIN. WASHER AND LOCKING NUTS, TYP. UTILIZE LOCKING NUT EACH SIDE OF ALUMINUM ANGLE, TYP. (2) 3"x3'X%' 6061-T6 CONTINUOUS ALUMINUM — ANGLE TO MATCH BASE PLATE FOOTPRINT ABOVE. UTILIZE (1) ANGLE EACH SIDE OF ANCHOR ROW, SEE SIDE VIEW FOR MORE DETAILS. • • • • • SMWON44A (SIDE -VIEW) 4 ANCHORS PER PLATE (SEE ANCHOR SCHEDULE) BASE PLATE ( FASTEN ANGLE VERTICAL LEG TO 22 GA (0.0299- MIN.) STEEL HOUSING WITH (4) 114 SAE GRADE 2 MIN. SHEET METAL SCREWS AT EACH UNIT CORNER TUBING Q TUBING -V4' FILLET WELD FULL POST CIRCUMFERENCE TO BASE PLATE 7/,// HOST STRUCTURE PER - ANCHOR SCHEDULE STANDARD BASE PLATE a ATTACHMENT DETAIL 10 SCALE:3"=1'-0' I -BEAM MUST BE PARALLEL TO TRUSSES FOR THIS DkTAR ADJACENT POST ASSEMBLY, TYP: _ STAND DEPTH PER DESIGN SCHEDULE NND TUBING Q A -A THIS DETAIL PROVIDE 2" MIN LAG SCREW TIP TO TIP SPACING & % MIN. WOOD EDGE DISTANCE. SEE ANCHOR CONNECTION B-B THIS DETAIL. EXISTING WOOD TRUSS MEMBERS (G-0.55 MIN.) OR W A36 MIN STEEL (INTEGRITY BY OTHERS), TYP. 1PR000CTtfiViSED s w•41NIi •IIQYf" necisneciise AccopMoo �Ptratia• r* av ANhrs N1p� ANCHOR SCHEDULE ANCHOR ANCHOR OESGTaPT10N = . STRUCTURE 3!'6 SAE GRADE 6 SHEET METAL SCREWS WITH - ID STEEL 1'B L18L VMIEll. TO STRUCTURAL A38 STEEL MEMBERS (}w NW HOST THICKNESS) 31" POWERS CARBON STEEL VWMGE-DOLT CONCRETE" �2] CONCRETE RWTHI'OMIRWASlIHt.3.tlt EMBEDNENTIC MIN EDGE OSTANCE. SEE BASE PLATE COMPONENT 88 (ON SHEET 2) FOR TYPICAL ANCHOR SPACINO. STANDAt✓D BABE [RATE ATTACNiEM DETAL L16 iaV SAE GRADE 4 TAG SCREW WITH PO WN. WASHER 312' MMN THREAD PENETRATION TO VAOM FRAMING i 'MIN 1' EDGE DISTANCE (HOT IITENDEO FOR O WDOW INSTALLATIONS TO 2X MEMBERS). 'SEE DETAI.411a FORAM ALTERNATE BASE PLATE ATTACHMENT AT WOOD TRUSS MEMBERS IF ANCHOR THREAD PENETRATON i EDGE DISTANCE AS STATED HEREIN CAN NOT BE SATISFIED. 3/6'B SAEGRAOE 5 7FRIIBOLTWITH 1'®MIN ® STEEL V�HER i NUT. TO STRUCTURAL A38 STEEL MFJABEURS •MIN HOSTTHICKNES ANCHOR NOTES: 1. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. 2. ENSURE MINIMUM EDGE DISTANCE AS NOTED IN ANCHOR SCHEDULE FOR EACH ANCHOR. 3. WOOD HOST STRUCTURE SHALL BE "SOUTHERN PINE" G=0S5 OR GREATER DENSITY. ALL CONCRETE SUBSTRATE SHALL BE UN -CRACKED CONCRETE AND SHALL HAVE MIN94UN COMPRESSIVE STRENGTH OF 3000 PSL CONCRETE SUBSTRATE THICKNESS SMALL BE GREATER THAN OR EQUAL TO 1.5xANCHOR EMBEDMENT. INSTALL CONCRETE ANCHORS TO UN -CRACKED CONCRETE ONLY. 4. MINIMUM EMBEDMENT SHALL BE AS NOTED IN ANCHOR SCHEDULE. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES ROOFING FINISHES. S. WHERE DUSTING STRUCTURE IS WOOD TRUSSES, EXISTING CONDITIONS MAY VARY. FIELD VERIFY THAT FASTENERS ARE INTO ADEQUATE WOOD TRUSS MEMBERS, NOT INTO PLYWOOD. ROUND TUBING B 1" 8 TYP. EDGE (4) %-0 SAE GRADE 5 _ THREADED RODS BASE PLATE WITH )'.-0 MIN. WASHER AND LOCKING NUTS, IYP. ANCHOR A -A (WOOD MEMBER) ADD (4) %'0 LAG SCREW, 56 0 MIN. WASHER, 3YnMIN. EMBED, -' MIN. EDGE DISTANCE: UTILIZE (2) TOP AND (2) BOTTOM, TYP. ANCHOR B-B (STEEL MEMBER) ADD (4) %P O THRUBOLT,% 0 MIN.W ER AND LOCKING NUT. UTILIZE (2) TOP AND (2) BOTTOM,'(YP. rl / (2) 3 X3"). 6061 T6 ALUMINUM ANGLE TO MATCH BASE UTILIZE LOCKING NUT PLATE FOOTPRINT EACH SIDE OF ALUMINUM -. i., EVE- PRODUCT RriNrwm ANGLE, TYP. �g B wiOl the FlNidu B 3� ufldi,g Codo Amepfeuce No 13 - SECTION B-B (SIDE -VIEW) p �'� �A`t �S 2ot 9 ALTERNATE BASE PLATE ATTACHMENT AT WOOD/STEEL TRUSS MEMBERS SCALE: 3"=1'-01 DETAIL /-EXISTING TRUSS MEMBER By iDada •�` �= Q Cwf4d M z 1--I E; in ZO _ ;p6Zyj ^a+ � aril c� Ida a8 C � v 12-MTI-01 10 MiAM MADE MIAMI-DADS COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADAIMSTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) 1VW-*v.miam1dade.Qov/economy US Aluminum, Inc. — Division of C.R. Laurence Co., Inc. 7500 NW 69's Avenue Miami, FL 33166 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials, The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AIM. This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Prf�jig t;ontrol Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dadc:Colibly) restrve the right•. •;a to have this product or material tested for quality assurance purposes. If this prddbct•or mdUiatfails to •. . .. .. ...... perform in the accepted manner, the manufacturer will incur the expense of such Te's �� and a AHJ mn • immediately revoke, modify, or suspend tine use of such product or material `vithiq jilgir jurisdi.011pil. RE$.• • • • reserves the right to revoke this acceptance, if it is determuied by Miami -Dade i~.nutfty Prddua.Control.... Section that this product or material fails to meet the requirements of the applicable, building code, - - - ..:.. • This product is approved as described herein, and has been designed to comply with•t ie Flork6 Building* • • • Code, including the High V�elogity�tt_dgane Zone. ; • • ; • ; • • . . . . ...... DFSCRIPTION: Series "DHS-500'!Aluminum.Storefront System `L,M.I, ; • • • • • • APPROVAL DOCUMENT: Drawing No. W02-27, titled "US Aluminum Series `311S:500' StvrpfMnt • • • Sys.-(L..M.I.)", sheets I through 11 of 11, dated 03-29-02, with revision G dated 02/I 1/14, prepared 15� Al Farooq Corporation, signed and sealed by Javad Alimad, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the perfortnance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises and renews NOA# 11-0927.06 and consists of this page I and evidence pages E-1, E-2 and E-3, as well as approval document mentioned 'above. The submitted documentation was reviewed by Manuel Perez, P.E. l� NOA�0331:0? &1AExpiration Aav 20; 20I9 Approval Date: r4ay 08, 2014 Page 1 US Aluminum, Inc. — Division of C.R. Laurence Co., Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. W02-27, titled "US Aluminum Series "DHS-500" Storefront Sys (L.M.L)", sheets 1 through 1 I of 11, dated 03/29/02, with revision G dated 02/11/14, prepared by Al-Farooq Corporation, signed and sealed by Javad Ahmad, P.E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform. Static Air Pressure Test, Loading per F.BC TA8202-94 ...... 3) Water Resistance Test, per FBC, TAS 202294 % • • • 4) Large Missile Impact Test per FBC, TAS 2frl•-Vl• • • • • • • • • 5) Cyclic Wind Pressure Loading per FBC, TAYMM4 • .... .... . . along with marked -up drawings and installation diagram of serW.V4S-50Qaj.uminurp.... window wall/storefront system, prepared by Fenestration Testis& i*oraiorpl ac., • • : • •' Test Report No. FTL-6554, dated 07/08/11, signed and sealed y*Marlin D�*Brinson,• • • •; • . P.E. ...... . . . . ...... (Submitted under previous NOA No. 11-092 7.06) • ..... . 2. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-9,f • •' ... • :" 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -tip drawings and installation diagram of series DHS-500-1 aluminum window wall system, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-6075, dated 10/19/09, signed and sealed by Julio E. Gonzalez, P.E. (Sabin tied underpl-eviousNOA #10-0308.02) 3. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagrain of series DHS-500-1 aluminum storefront system, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-5662, dated 06/19/08, signed and sealed by Carlos Rionda, P.E. (Submitted under previous NOA #09-0218.05) Manuel Perez P.E. Product Contr f Exa diner -- NOA NZ . 31.02 Expiration Date: May 20, 2019 Approval Date: May 08, 2014 E-1 US Aluminum, Inc. — Division of C.R. Laurence Co., Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (CONTINUED) 4. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of series DHS-500 aluminum window wall system, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-4115, dated 03/24/04, signed and sealed by Edmundo Largaespada, P.E. (Submitted under previous NOA #04-0331.02) ' • • • • • 5. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94' • • • . • • • 2) Uniform Static Air Pressure Test, Loading per fBC TA§ 202 94 • • • •' • 3) Water Resistance Test, per FBC, TAS 202-W •' • • :....: 4) Large Missile Impact Test per FBC, TAS 261; $4• • ; ;; ; • 00000 • 5) Cyclic Wind Pressure Loading per FBC, TA&29;t-94 .... ..:.. • along with marked -up drawings and installation diagram of sehesoBHS-500;iuminurrm• • • • • window wall system, prepared by Fenestration Testing Labora16f;,1hc., TestReport •. No. FTL-4042, dated 01 /26/04, signed and sealed by Edmundp Latgaesp�; P -E. ; • • • •; (Submitted under previous NOA #04-0331.02) • • • • • • C. CALCULATIONS: 1. Anchor verification calculations and structural analysis, complying with FBC-2007 and FBC-2010, prepared by Al-Farooq Corporation, dated 09/15/11, signed and sealed by Javad Ahmad, P.E. (Submitted under previous NOA No. I1-0927.06) 2. Glazing complies with ASTM E1300-04 D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 13-0129.27 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont Butacite® PVB Interlayer" dated 04/11/13, expiring on 12/11/16. 2. Notice of Acceptance No. I1-0624.02 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont SentiyGlas® Interlayer" dated 08/25/11, expiring on 01/14/17. 3. Notice of Acceptance No. 13-0814.01 issued to Oldeastle Glass Inc. for their "StormGlaW'111 Glass Interlayer", dated 10/24/13, expiring on 12/11/18. Manuel Pere?, X. Z_ Product Control F/.tan ner NOA No. 14 1.02 Expiration Date: May 20, 2019 Approval Date: May 08, 2014 E-2 US Aluminum, Inc. — Division of C.R. Laurence Co., Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance, complying with FBC-5te Edition (2014), issued by Al—Farooq Corporation, dated May 1, 2014, signed and sealed by Javad Abmad, P.E. 2. Statement letter of conformance with the FBC-2007 and FBC-2010, and of no financial interest, dated December 05, 2011, signed and sealed by Javad Ahmad, P.E. (Submitted under previous NOA No. 11-0927.06) G. OTHERS 1. Notice of Acceptance No. 11-0927.06, issued to US Aluminum, Inc. — Division of C.R. Laurence., Inc, for their Series "Delta Doors DHS-500" Aluminup4.$1refront System, approved on 12/15/11 and expiring on 05/20/14. ...... . .. ...... ..... . . .... .... . .... .... ..... ...... .... ..... .. .. .... ...... ...... 00 . . . . ...... ...... .. ...... 04 Manue , P.E. Product Coiitrpl Ex muter NOA No" 331.02 Expiration Date: May 20, 2019 Approval Date: E-3 W = M ry S 6 2 orr G7 a O� w c 3. - W-W ow W N M 4 m u -ai 0 7 W z 4- MAX. TYP. r SEE SHEET 2 SEE SHEET 2 SEE SHEET 2 F 1 i J I I 1 I I M n J U I 1 of y o to a In X • // D ,/ J1 pw l I 1 i C I . l_. _ n _ _ I _. .... �— _ _ _ =� MAXL TM. 1 i MAX. MAX MULLION SPACING US ALUMINUM SERIES 'DHS-500' ALUMINUM WINDOW WALL STOREFRONT SYSTEM THIS SYSTEM MAY BE USED IN CONJUNCTION WITH MIAMI-DADE COUNTY APPR'D IARGE MISSILE IMPACT RESISTANT DOORS. LOWER DESIGN PRESSURE FROM STOREFRONT OR DOOR APPROVAL WILL APPLY TO ENTIRE SYSTEM. CODE REQUIREMENTS FOR SAFEGUARDS MUST BE OBSERVED THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY HURRICANE ZONE (HVHZ). WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. ANCHORING OR LOADINC CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL. A LOAD DURATION INCREASE IS USED N DESIGN OF ANCHORS INTO WOOD ONLY. UATERIALS INCLUDING BUT NOT UMITED TO STEEL/METAL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BLDG. CODE '-2. 3 OR 4'AT EACH SIDE OF MULL SEE SHEET 4 E ------------ D I I I / � I / I / Z o W a w Q dT o I // I W N N F• // tow / 0 O = 0 \ 1 1 � I SEE 'US'*LUMINk M' j IMPACT DOOR NC k FOR DOOR RATI & DETAILS. .l 1 4HEAD/SILL MAX" ANCHORS A, B OR C AT DOOR SEE SI IE MULL TS 5 & 6 CORNERS HEAD/SILL FOR QUANTITIES D.L.O. HEIGHT = FRAME HEIGHT - 5.5" (WINDOW WALL SYS. W/O HORIZONTALS) D.L.O. WIDTH = FRAME WIDTH - 5.5" (SINGLE PANEL) THIS SYSTEM IS RATED FOR LARGE &SMALL MISSILE IMULLION CL TO CL SPACING - 3.75 (MULTIPLE PANELS) MPACT. SHUTTERS ARE NOT REQUIRED. INSTRUCTIONS: USE CHARTS AS FOLLOWS STEP i DETERMINE DESIGN WIND LOAD REQUIREMENT BASED • • 000 • • • • • • • (a4ftu 8 g� ON WIND VELOCITY, BLDG. HEIGHT, WIND ZONE • • • • • • • • • LAMINATED GLASS USING APPLICABLE ASCE 7 STANDARD. • • • • • • • • • u o n ' • • • • • • • • • • LAM. INSUL. GLASS STEP2 CAPACITYDESIRED CLASSEE CHARTS ON SHEET 2 S SIZE. R DESIGN LOAD • • • 000 • • 0 • • : : • • • LARGE MISSILE IMPACT — CHECK MULLION CAPACITY FOR A GIVEN SPACING AND i •1 STEP 3 Engr. JAVKi A4hIAD RODUCT REVISED HEIGHT USING CHARTS ON SHEET 3 FOR STOREFRONT CIVIL �. PIY;.x.�m tro nPr+m 1 MULLION AND SNN:ETS 5 & 6 FOR DOOR MULLION. FIA. PE / 70592 .:oildiug Code Iul o THE CAPACITY SHOULD EXCEED THE DESIGN LOW. • • • • • • • • • • • • �' 3535 lscePlmwo No li i. QZ ji • • S • • • • , 1 17p;nvon Date /lrj {c� STEP 4 USING CHARTS ON SHEET 4 FOR STOREFRONT MUWOY • • • • • • • •tlAND CHARTS ON SHEETS 5 & 6 FOR DOOR MULLION • • • • • • • • '• ? sY Y" SELECT ANCHOR OPTION YATL1 DESIGN RATING MOTE • • • • • • •/ • • I Mi ii A& Prodact Control_ drawing no. THAN DE51GH LOAD SPECIFIED IN STEP I ABOVE- ••• • • • • s'" f % �W02-27 STEP 5 TTE LOWEST VALUE RESULTING FROM STEPS 2. 3 EI3 - 3 Q014 AND 4 SHALL APPLY TO ENTIRE SYSTEM. LU 7 • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • GLASS LOAD CAPACITY - PSF NOMINAL DIMS. D.LO. WIDTH DLO. HEM GLASS TYPES 'A' & 'B- EXT.(+), INT.(-) GLASS TYPE 'C' EXT.(+)I INT.(-) GLASS TYPE 'D' E30.(+) 28' 32' 36" 40' 44' 48' 52' 56" 60' W. 100.0 130.0 120.0 130D 80.0 1 BOA 100.0 130.0 120.0 130A 80.0 80.0 100.0 130.0 120.0 130A 8" 80.0 100.0 130.0 120.0 130A 80.0 80.0 100.0 130.0 120A 130.0 80.0 90.0 100.0 130A 120.0 130.0 80.0 8D.0 100.0 130.0 120.0 130.0 80.0 80.0 100.0 130.0 120.0 130.0 1 80.0 80.0 100.0 130.0 120.0 13OD 80.0 80.0 28' 32' 36' 40' 44' 48' 52' 56' 60' 66' 100.0 130.0 170.0 130.0 80.0 80.0 100.0 130.0 120.0 130.0 80.0 80.0 100.0 130.0 120.0 130.0 80.0 80.0 100.0 130.0 120.0 130.0 80.0 80.0 100.0 13DO 1200. 130.0 80.0 80.0 100.0 130.0 120.0 UOD 80.0 80.0 100.0 130.0 120.0 130.0 B0.0 80.0 100.0 130.0 120.0 130.0 80.0 BDA 100.0 130.0 120.0 130.0 MO 80.D 28' 32' 36' 1. 44' 48' 52' 56' 60' 72' 100.0 130.0 1200. 130.0 80.0 BD.O 100.0 130.0 120.0 130.0 80.0 8OD 100.0 Mo 120.0 _ 130.0 80.0 80.0 100.0 130.0 120.0 130.0 80.0 80.0 100.0 1300 120.0 130.0 80.0 80.0 100.0 1Job 1200. 130.0 B0.0 80.0 100.0 130.0 120.0 130.0 BOA 80A 100.0 130.0 f..0 130.0 50.0 8D.0 100.0 130.0 t20.o 130.0 80.0 80.0 28" 32' 36' 40' W 48' 52' 56" 60' 78' 100.0 130.0 120.0 130.0 80D 80.0 100.0 130.0 12U 130.0 80.0 BOA 100.0 MO 120.0 1.30.0 50.0 _ ODD 100.0 130.0 120.0 130.0 80.0 80A 100.0 130.0 120.0 130.0 80.0 80.0 100.0 _730.0 120.0 130.0 1 80.0 80.0 100.0 130.0 120.0 130.0 80.0 80.0 100.0 130.0 120.0 130.0 80.0 80.0 100.0 130.0 120.0 130.0 80A LIDO 29' 32' 36' 40' 44" 48' 52' 58" 60' 84' 100.0 130.0 120.0 130.0 80.0 00.0 100.0 130.0 120.0 130.0 80.0 80.0 100.0 1J0.0 120.0 130.0 aox BOA 100.0 130.0 120.0 13MO 80.0 80.0 100.0 130.0 120.0 1300 80.0 00.0 100.0 13QO 120.0 130.0 80.0 80.0 100.0 130.0 120.0 130.0 80.0 80.0 100.0 130.0 120.0 130.0 80A 80A 100.0 130.0 120.0 130.0 80.0 80A 28' 32' 36' 4(' 44' 48' 52" 56" 90' 100.0 130.0 120.0 130.0 80.0 60A 100.0 130.0 120.0 130.0 80.0 80.0 100.0 IOD.D 130.0 130.0 120.0 120.0 t30.0 13MO 80.0 80.0 80A 80.0 IODA 130.0 120.0 130.0 80.0 Boo 100.0 130.0 12D.0 13QG 80.0 Bob 100.0 130.0 120.0 130.0 50.0 BOA IOD.0 I 130.0 120.0 130.0 80.0 80.0 GLASS LOAD CAPACITY - PSF NOMINAL DIMS. D.L.O. WIDTH MLO. HEIDHT GLASS TYPES 'A' & 'B' EXT.(+) I INT.(-) GLASS TYPE Cl' EXT.(+)I INT.(-) GLASS TYPE V. EXT.(4) 28" 32' 36" 40' 44' 48' 52" 1 96' 1ODD 130.0 120.0 130.0 80.0 80.0 100.0 1M.0 120.0 130.0 80.0 80.0 100.0 130.0 120.0 130.0 80.0 80.0 10DA 13Q0 120.0 130.0 80.0 ODD 1OOA 130.0 120A 130.0 80.0 80.0 100.0 130.0 120.0 130A 80.0 amo 100.0 121.8 120.0 130.0 80.0 80.0 28' 32' 36' 40' 44" 48' 102" 100.0 130.0 120.0 130.0 80.0 80.0 100.0 130.0 120.0 130.0 80.0 $0.0 100.0 130.0 170.D 130.0 80.0 80.0 100.0 130.0 120A 130.0 80.0 80.0 100.0 130.0 120A 130.0 80.0 80.0 IODD 129.4 120.0 130.0 80.0 80.0 28' 32' 36' 40' 44' 108" 1ODD 130.0 120.0 130.0 80.0 80.0 1DOD 130.0 120.0 130.0 80.0 80.0 100.0 130.0 120A 130.0 80.0 50.0 100.0 130.0 120A 130.0 80.0 80.0 100.0 130.0 12010 130.0 80.0 80.0 28' 32" 36" 114' 1MO 130.0 120D 130.0 80.0 80.0 1COA 80.0 80.0 100.0 130.0 80.0 emu MOD A130.41130.0 130.0 80A Sao 1COA 130.0 800 80.0 114-1/2' I0OA 130D 80A 80.0 x 0 i! z 0 0 %!fii 1/4" NEAT STREN'D GLASS \ .090" Interloyer DuPont SentryClos 1/4' HEAT STREN'0 GLASS 075" Interloyer Sto-class 'Old-tla V m� 4 j By T.I. DuPont De Nemours & Co., Inc.' By BuildngEmelope, Inc.' O 1/4' HEAT STREN'D GLASS 1/4' HEAT STRFN'D GLASS F o 10 I 8 1 4 t n II t+ V a�V 1 0L<01 O rc z QU1�LL Nui_ I o 'B' GLASS TYPE 'A' GLASS TYPE O 1/4' HEAT STREWD GLASS v V I 090' Interloyer y DuPont SeniryGlas By 'E.I. DuPont De Nemours Ac Co.. Inc_' 1/4' HEAT STREWO GLASS O o U n I/4' HEAT STREN'D CUSS .090' Interloyer `r' U C 1/2' AIR SPACE DuPont Butocile PVB By 'El DuPont De Nemours & Co., Inc. � o 1/4' MAP. CUSS ri -r ui 1/4' HEAT STREN'D CLASS k W 3 Ed °Q Z a] 2 m 7 r � C'[je Mro I 4 I I ) It a Lnsos� w GLASS TYPE V GLASS TYPE `0�8 Rig 3b GLAZING OPTIONS v 3 T •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• CAIL ELA. PE j 70592 • ••• • • ••• ••• CAN. 357E • • • • • • • • • I'_'�.' h'. NOTE: 000 • • • • .• GLASS CAPACITIES ON THIS SHEET ARE 13ASED ON ASTM E1300-09 (3 SEC. GUSTS). • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • PROMICTREVISED r - complying with the Florida Bondi.• Codo ^, t �-- Attcpla,lce P.zPirahou lhte�C�_jIQ 8 3' ^B Miami tide Prodlcl Coruro5 � drawing no_ '-/IW02-2711 JAMB k MULLION WAD CAPACITY - PSF JAMB k MULLIONS WITHOUT INTERMEDIATE HORIZONTALS NOMINAL DIMS. __- JAMB _ 'JI' MULLION 'MI' MULLION 'M2' MUUJON 'M0' MULLION '114' MULLION 716' WI TH (W EKME HEIGHT EXT.(+; Nf. (-) �. (+) BIT. (-) EXT. (+) WT. (-) EXT. (+) I- (-) EXT. (+) INT. (-) "I. (+) - (-) 32' 36' 40. 44' 48' 52' 56' 60. �• 80A 100.0 130.0 430.0 130.0 130.0 80.0 80.0 100.0 100.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 BOA 100.0 1300 130.0 130A 130.0 80.0 80.0 80.0 100.0 130.0 130.0 130.0 130.0 100.0 100.0 130.0 .130.0 130.0 130.0 130.0 130.0 130.0 130.0 80.0 I OD.0 130.0 130.0 130.0 130.0 32' 35' 40' 44' 48' 52' 56' 60' 78• 80.0 100.0 130.0 130.0 130.0 130.0 80.0 80.0 100.0 100.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 90.0 100.0 130.0 130.0 130.0 130.0 80.0 IOD.O 130.0 130.0 130.0 130.0 80.0 80.0 100.0 100.0 130.0 130.0 130.0 130.0 130.0 130.0 I30.0 130-0 80.0 100.0 130.0 130.0 130.0 130.0 32' 36' 40' 44' 487 52' 567 60' 84• I ! 80.0 100.0 130.0 130.0 130.0 130.0 80.0 80.0 IODA 100.0 130.0 130.0 130A 130.0 130.0 130.0 _ 130.0 130.0 80.0 /o0.D 130.0 I30.0 130.0 130.0 80.0 96.5 130.0 133.0 130A 130.0 80.0 80.0 91.0 86.6 I30.0 130.0 130.0 130.0 130.0 130.0 I30.0 130.0 80.0 40.0 130.0 I30.0 130.0 130.0 32- 36• 40' 44' 48' 52' I 9M 80.0 IOOA_ 130.0 I30.0 130.0 130.0 80.0 80.0 IODA 05.4 130.0 130.0 _ 130.0 130.0 130A 13D.0 130.0 130.0 80.0 88.1 130.0 130.0 13D.0 - 130.0 80.0 82.1 130A 130.0 _--_ __- 130.0 80.0 BD.O 77.2 40.0 130.0 130.0 130.0 130.0 130.0se 130.060' 80.0 40.0 130.0 130.0 130.032' 60' 130.0 130.0 130.036' _80.0 __100.0 80.0 80.0 90.7 82.5 130.0 130.0 130.040' 113�0�00 130.0 13D.0 130.044' 80.0 76.0 �13&0 130.0 130048' 80.0 70.7 I30A 130.0 IJ0.052" 80.0 80.0 40.0 40.0 125.1 118-130.0130.0 130.0 I30.066' 80.0 40.0 1125 i29.5 I30.0 130.0\ 32' 36. 40' N' 48' 527 56' 90 80.0 26.5 7 80.0 88.6 00.0 78.8 72.5 F 67.4 - JAMB & MULLION WAD CAPACITY - PSF JAMB h MULLIONS WITHOUT INTERMEDIATE HORIZONTALS NOMINAL. DIMS. JAMB 'JI' MULLION YI' MULLION 'Mi' MULLION 'MO' MULLION '14' MULLION 'MS' TADIH (N) FRkME RFKHI LXI. (+) M. (-) EXI. (+) M, (-) EXT. (+) In (-) EXT. (+) INT. (-) EXT. (+) INT. (-) EXT. (+) Ra• (-) 32' 36' 1. 44" 1' 52' 56' 102' Sao 40.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 QUO 130.0 130.0 80.0 80.0 40.0 40.0 130.0 130.0 130.0 130.0 130.0 130.0 80.0 40.0 126-1 130A 130.0 80.0 40.0 117.0 130.0 13Q0 80.0 80.0 40.0 40.0 109.5 103.2 126A 118.8 130.0 130.0 32' 36" 40' 44' 48. 52' 108' 80.0 40.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 80.0 40.0 130.0 130.0 130.0 80.0 80.0 40.0 40.0 121,6 111.7 130.0 13D.0 128.5 130.0 8Q0 40.0 103.5 119.1 130.0 B0.0 40.0 96.7 111.3 122.3 32' 36' 40" 44" 48' 114' 80.0 80.0 40.0 40.0 130.0 119.8 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 80.0 40.0 108.7 125.1 130.0 60.0 40.0 99.6 114.7 126.0 _ _ _ 80.0 4010 92.2 -Lt per. 32.7 361 128.2 13010 130.0 130.0 13¢0% �80.0 40.0 _ 107.8 _ -12*4-- 130 48' • I�7&7 37.6 82 40 7 ( 103.0 95,3 ri13 f 6 _ 3 + / MULLION 'M2' IZ IX"4 Sx W"J ALUMINUM 4.7649 1.8627 STEEL 3.397 1.469 TOTAL �AU4+4rnY. 3 JAMB 'JI' Ix 4Y'4 Sa W 3 4.5890 1.7941 MULLION 'MO' WIDTH (W) = Wt AT FRAME JAMB WIDTH (W) = W2 + W3 AT FRAME MULLION 2 IX I1'4 Sx N'3 IF---"IIY'4 Sx IN"S IZ w4 SZ Mr3 INUM C7649 1.8827 ALUMINUM 4.7649 1.8627 ALUMINUM 4.7649 1.8627 4.157 1.798 STEEL 4.730 2.046 STEEL 5.490 2.374 i. Ic 50 Y 2.9 10.482 ITx0uw x 29 20.8889 + 1. rn X2916.8202 4w4 + + k s8 STEEL REINFORCING LENGTHS FRAME HEIGHTS • • 9 % • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • FnFr. JPE AM49 PROfingC RUVISEO CML FIA PE } 70592 a Mnplyi9g Ili"'1�e FIO11do Building Cade • • • • • • • • • • • • CA.N. 3570 Aaceplanca i44 • • • • • • • Pxyilation lbla MULLION '111' • • • • • • • • • • DY • • • • • • • • -• • ' - MLm , Dsda P4ad0erEblWol 4.7649 1.8627 � -.. • • • • • • • • • • •• •• • • • % •• ••• • • • ••• • • I •i o � S drawing 9n�. 1 VV02-27 I . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . .. . JAMB & MULLION LOAD CAPACITY - PSF JAMB is MULLIONS WITH INTERMEDIATE HORIZONTALS NOMINAL DIMS. JAMB 'JI' MULLION 'MI, MULLION '112' MULLION 'M3' HKAON m. • MILLION 415'0 WIDTH (W) FRAME BOGW EXT. (t) NT. (-) - (t) 94T. (-) - (t) NL (-) va. w INT. (-) FM. +) - • INL (A 32" 36, 40' 44' 48' 52' 56" 60" 72' 60.0 100.0 130.0 130.0 130A 130.0 _ 80.0 100.0 1304 _ 130.0 IJ0.0 130.0 130.0 130.0 $30.0 80.0 100.0 130.0 80.0 100.0 130.0 130.0 130-0 00 .0• 80.o 100.0 130.0_ 130.0 130.0 6 11136G 50.0 80.0 100.0 100.0 130.0 130.0 _ 130.0 130.0 130.0 130A* • :0. (410.0• 80.0 98.9 130-0 130.D 130.0 130.0 32' 36. 40" 44' 48' 52, 56' 60' 78• 80.0 10D.0 130.0 130.0 130.0 130.0 80.0 80.0 103.0 100.0 130.0 130.0 130.0 130.D 130.0 130.0 130.0 130.0 80.0 100.0 130.0 130.0 130.0 130.0 80.0 100.0 130.0 130.0 130.0 130.0 80.0 80.0 96.2 89.4 _ 130.0 130.0 130.0 1 130.0 130.0 130.0 130.0 130.0 80.0 83.4 130.0 130 G 130.0 130.0 32" M. 40" 44' 48' 52' 56' 60' 84• 80.0 100.0 130.0 130.0 130.0 130.0 60.0 80.0 100.0 1OD.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 BOA 97.1 130.0 130-0 130.0 130.0 80.0 89.0 130.0 130.0 130.0 130.0 $0.0 80.0 82.2 76.3 13D.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 80.0 40.0 128.1 130.0 130.0 130.0 32" 36' 40' M' I _ 48" 52' 56' 60' 80.0 100.0 130.0 130.0 130.0 130.0 80.0 800 100.0 92.2 130.0 130.0 130.0 130.0 130.0 130.0 _ 130.0 130.0 80.0 83.8 1300 130.0 130.0 130A 80.0 76.8 130.0 130.0 130.0 130.0 80.0 80.0 70.9 40.0 128.8 1 119.6 130.0 130.0 130.0 130.0 130.0 130.0 80.0 40.0 111.6 128.4 130.0 130.0 32' 36' 40' 44' 49" 52' 56' 66" 1 96• 80.0 100.0 130.0 130.0 i3o.0 130.0 _ 80.0 8D.0 89.2 80.3 f 30.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 90.0 73.0 130.0 130.0 130.0 130.0 80.0 66.9 122.6 130.0 130.0 130.0 80.0 80.0 40.0 40.0 113.2 105.1 130.0 121.0 130.0 130.0 130.0 130.0 80.0 1 40.0 98.1 1 112.9 124.0 130.0 3T 80.0 96.1 32' M. 40" • 44••• ••• • • • 02- am' • • • • s2'•• • • 56'• • ••• 32- 36- 40 08' 44' 48' 52" 32' 36' 40" 114' 44' 48' 32' 36' 40' 120' 44' JAMB & MULLION LOAD CAPACITY - PSF JAMB & MULLIONS WITH INTERMEDIATE HORIZONTALS • JAMB • MULLION MULLION MULLION MULLIDII MULLION 'Ili 'Ml' '14' 'M5' EXIO(+) EXT. (t) EXT. (+) EXT. (t) EJO. (t) E70. (t) Rao( 94T. (-) INT. (-) Nr7. (-) INT. (-) INT. C-) SOLD 40.0 130.0 130.0 1-10*0 1"N 80.0 40.0 130.0 130J1 ImD 130.0 80.0 40.0 40.0 100.2 40D 93.1 80.0 40.0 t 16.2 130.0 130.0 80.0 40.0 f05.7 121.6 130.0 80.0 40.0 1 96.9 111.5 1225 80.0 40D 89.4 102.9 113.1 80.0 40.0 130 0 130.0 130.0 80.0 40.0 115.9 130-0 130.0 80.0 40.0 104.3 120.1 130A 74.2 68.0 40,0 104.E 120.4 40,0 94.1 108.4 385 85.8 985 353 785 1 903 130.0 WIDTH (W) = W1 AT FRN/E JAMB WIDTH (W) W2 + W3 Al FRAME MULLION 2 Y'- 1 Ix IN-4 SX N-3 !t IN-4 Sz N"3 Iz IN�4 S. IN�3 Iz Rt'1 Sx N�3 ALUMINUM 4,7649 1.8627 ALUMINUM 4.7649 1.8627 ALUMINUM 4.7649 16627 ALUMINUM 4.7649 11.8621 STIDiL 3.397 1.469 S7ESL 4.157 _ 1.798 STEEL 4.730 2.046 STEEL _ 5.490 d ILLY i k SR % 29 14.615 t 29 16.8202 TOTAL . O rn % 2.9 18.482 TAL110.t 5 m X z9 20.6869 36' 80.0 85.4 40' 80.0 76.9 44" 98' 80.0 69.9 48' 80.0 64.0 5Y 80.0 - 56' 80.0 - JAMB 'JI' MULCHIN 'Mt' Iz IN"4 Sz N�3 Iz I/Y'4 Sz av^3 4.5896 1.7941 4.7649 1.8627 STEEL REINFORCING LENGTHS = FRAME HEIGHTS PRODUCT REVISED Ergr: JAVAO AHMAO GOAL as complying wish Dw Florida I ' RA.E 7W92 BMildmg COdc 'a 333d Ac"nnco Niv 7 ' { PJ1p ati�w fYhta ' }} 1 1 *L drawingo no. 2MA adc Product ' t .% td sheet 3,1 of 11 . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . .. . INTERMEDIATE a HORIZONTAL 11-04-lljl� o� Q O; a i ¢ C wl wz n p' O MOTH (Y) - W7 z wz (M17u1DN) Oda a Q �7p8 LL Q W ti f d t Un 'n ANCHORS TYPNS: SEE SHEET 5 FOR DESCWPnON E • A2 = (2)) ANCHORS TYPE 'A" AT EACH SIDE OF JAMB AND MUWON B2 = (2) ANCHORS TYPE 'B' AT EACH SIDE OF JAMB AND MUWON CZ = (2) ANCHORS TYPE 'C' AT EACH SUE OF JAMB AND MULUON = g W o c�a A3 = (3) ANCHORS TYPE 'A' AT EACH SIDE OF JAMB AND MUWON B3 = (3) ANCHORS TYPE '6' AT EACH SUE OF JAMB AND MUWON ? U M C3 = 3) ANCHORS TYPE 'C' AT EACH SUE OF JAMB AND MUWON (n c O m m A4 = (4) ANCHORS TYPE 'A' AT N AHD MUWON 0 z ALL OTHER ANCHORS TO SPA�AM9 EVA ION. a > a r2 13" O� 6 { N N'U O {1� 3" J. cQ € z c �� •z z& --� 6 =---�I 6" L 3" c 3• 3� 3 $ 3" o 3" 3" 3" 3" v c A2, B2, C2 A4 N CrW. JAV'D 'W WD PRODUCT REVISEDCML I +4 ` M. PE 70592 ac canplying xith the Florida L',AN: 35M Building Cod¢ n Acc<ptana No e o ii Bxpitatiat Datc q r gr .p. o j '1 .�TiaW�Dadc Pmdun Conh•�i, drawing no. f J W02-27 sheet 4 of � � ANCHOR LOAD 015 . NOMINALTDIUS FAR4 TYPE ANCHOR LOAD CAPACITY -PSF EXT.(4) h tt4T{-) • CAPACITY -PSF E70.(4) h WT.(-) NOMINAL DIMS. ANCHORS TYPE 'A' ANCJIORS TYPE 'B' ANCIIDiTS TYPO 'C' WIDTH (W) FRAME HEIGHT A2 A3 A4 B2 173 C C 32' 36' 40' 44" 15' 48' ST' 56' 60" 7Z" 730.0 IJOA 130.0 130.0 130.0 13Q0 1�0.0 127.2 130A 130.0 130.0 1J0.0 1•T�0• •1,jU� 114.5 130D 130.0 130.0 130.0 130.0 130.0 104.1 130A 130.0 730.0 730.0 13d0 130.0 101.8 t30.0 IJ0.0 130.0 IJO.O 130.0 iJ0.0 95.4 1J0.0 130.0 130.0 1JOA 130.Q� IJOjI 88.1 1T3.3 t30-O I30.0 130.0 130.0 f30e• 81.8 114.5 130.0 130.0 130.0_ i30.0 130 _ 76.3 106.9 130.0 130.0 130.0 130.0• 130! 32' 36' 40' 44' 45' 48' 78" 130.0 IJO.O 730.0 130.0 130.0 730.0 130.0 117.4 7J0.0 130.0 130.0 130.0 130.0 130.0 105.7 130.0 130.0 130.0 130.0 130.0 t30.0 96.1 130.0 130.0 130.0 130.0 730.0 130.0 9J.9 130.0 130.0 130.0 1J0.0 13b.0 130.0 88.1 123.3 130.0 13 DOOR MULLION LOAD CAPACITY-PSF H(THOUT REINF. LIGHT REINF, MEDIUM REINF. HEAVY REINF. WIDTH (In INCHES FRAME HEIGHT INCHES EXT. +) INT. ) EXT. (+) NIT. (-) EXT. (+) M. (-) EXT. (+) INT. ( ) 30 33 36 39 42 45 48 51 54 57 60 82 75.0 100.0 100.0 100.0 75.0 100.0 100.0 100.0 75.0 100.0 100.0 100.0 75.0 100.0 loom t00A 75.0 100.0 100.0 _ 100.0 75.0 100.0 100.0 100.0 75m 100.0 100.0 100.0 75.0 100.0 100.0 100.0 _ 100.0 75.0 IOOA $00.0 75.0 IOOm 100.0 100.0 74.5 95.9 100.0 100.0 30 _ 39 42 45 48 51 54 57 60 75.0 100.0 100.0 100A OOA.� -_Loom 75A- -100A- --=.0 .O 75.0 100.0 100.0 100.0 75.0 100.0 100.0 _ 100.0 75.0 100.0 100.0 100.0 _ 75.0 _ 1OOm 100m 100.0 75.0 1OOA 100.0 100.0 74.7 96.9 100.0 loom 100.0 70.8 91.8 100.0 - 87.2 toom 100.0 30 33 36 39 42 45 48 51 54 57 60 92 75.0 loom 100.0 100.0 75.0 loom 100.0 _ 100.0 75.0 ICOA loom 100.0 75.0 loom 100.0 100.0 75.0 75m loom 100.0 100.0 100.0 100.0 100.0 72.8 95.3 100.0 100.0 6&5 89.7 100.0 - 100.0 64.7 84.7 100.0 100.0 602 100.0 100.0 75.5 100.0 _ 100.0 30 33 36 39 42 45 48 51 54 57 60 98 75.0 100.0 100.0 75.0 _100.0 100.0 100.0 100.0 75.0 100.0 100.0 1 GOO 75.0 100.0 100.0 100.0 72.7 95.9 100.0 100.0 67.8 89.5 100.0 100.0 63.6 83.9 100.0 100.0 59.8 79.0 100.0 10om 74.6 100.0 100.0 - 70.7 96.7 100.0 67.2 91.9 100.0 30 33 36 39 42 45 48 51 54 57 60 104 75.0 100.0 100.0 1-0 75.0 74.6 100.0 99.4 loom 100.0 _ 100.0 _ 100.0 68.9 91.7 100.0 100.0 64.0 85.2 100.0 100.0 59.7 79.5 100.0 100.0 56.0 74.5 100.0 100.0 - 70.2 96.0 100.0 - 66.3 90.7 100.0 - 62.8 85.9 100.0 59.E 81.6 100.0 . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . .. . DOOR MULLION LOAD CAPACITY-PSP • •1 TITHOUT REINF. LIGHT REINF.• MEDIUM FAMP HEAVY REINF. 111b1� (IT) INT�IB.S IR&ft HEIGH: �CII�S • + ) #a- a N. Wl• t + INT. (-)& EXT.. + 1% f-) IXT. (+) D4T- (-) •i• 33 36 39 42 • 45• • 48 51 • • 54 57 60 • • • 41t1• • • • • • • • • • • • 75m • 100.0 • IE0.0 100.0 89.7 96.9 100.0 100.0 63.9 88.8 100.0 loom 59.0 82A IODA 100.0 5400 0'A.6 _ 0b0.0 97.2 100.0 1 100.0 • 51.1 •71.1 • 7 • 4166.E 1.2 100.0 • J • • 062.7 • • 5•9.2 15.8 • - -- 81.0 IOQD 100.0 56.1 76.8 97.E - WJ 72.9 92.7 30 33 36 39 42 45 48 51 54 57 60 116 -- 959 100.0 loom - 87.1 100.0 100.0 - 79.9 100.0 100.0 - 73.7 100.0 100.0 - 68.5 93.7 _ 100.0 63.9 87.4 100.0 - _ 59.9 82.0 1OMO _ 56A 77.2 28.1 - 53.3 72.9 92 6 - _50.5 479 69.0 87.7 _ 65.6 83.4 30 33 36 39 42 45 48 51 54 57 60 cz)- - 89.6 1Dom 100.0 - 81.4 74.7 foom 1ODA 100.0 100.0 - - 682 94.3 100.0 - �-- - 64A ---59.7 -- 87.6 100.0 -81.7 100.0 56,0 76.6 _ 97.4 - 52.7 77.1 91.6 - _ 49A _ _ 68.1 86.6 47.1 64.5 82A 44,8 61.3 77.9 TOTAL NO. OF ANCHORS AT DOOR MULLION HEAD NIIHOUT tIGM MEpIW HEAW SUBSTRATE REINF. REINF. REINF. REINF. WOOD 10 CONCRETE 4 5 5 6 US ALUMINUM METAL 4 4 4 �/ SEE SEDOORS SEE �CI SEPARATE NOA +----- _ I / r 1 1 \ / f I 1 tl�l 1 I t � w s 0o w \ i WIDTH (W) W1 + W2 2 I I- TOTAL NO. OF SUBSTNATE TOTAL NO. OF ANCHORS AT DOOR MULLION HEAD WITHOUT REINF. llGHT REINF. MEDIUM REINF. HEAW REINF. WOOD 6 7 9 10 ODUCRETE 4 METAL 4 -4 4 A TOTAL N0. OF ANCHORS AT DOOR MULLION ULESAL WIiHOUf u611T MEDIUM NFAW SUBSTRATE REWF. REINF. REINF. ftE1NF. CONCRETE 4 5 5 6 STEEL REINFORCING LENGTHS = FRAME HEIGHTS 16 78 8 17 6 3 6 3 6 3 T� MEDIITM RHl�. HBAVY REINF. �/N=4 RY Mi J It. W-4 ISx lw-311 III Ir4 SX W-3 ALUMINUM 4.9848 1.9567 AWMNUN_ _ 4.9848 ' 1.9567 AWNTNUN 4.9848 1.9567 STEEL 1.8775 .8119 STEBL 31021 1.3847 STEEL 4.5354 1.9614 �iEl M t k SR x 2.910.4296 k ALW F k 50. x 7.9 l4.2709 k yam'. k 5R X is 18AV5 Wt W2 W el f s - AAt1{{ TH (W) = W1 + W2 MfG. STILES J N 5 b 2 4 SEE NOA o 00 8 AVr Mr. 8 • C 6 US ALUMINUM $ j OUTSWING DOORS SEE SEPARATE NOA I O U J tal -- -�d- C� Q Eci�� J' 0_ z _ <n Cl I d / T J \ 0 WI +W2 WIDTH (4V) - tAi 2 En9r: JAVAD AN" 11tODUCT REVISED 9 •1 MIL a melplyi9R With The Pluvid6 I FIA PE / 7ON2 Heildirlg Cnde CAN. 3538 -I,L eNo a i L'+cpilaiioO DMe�� yj d DY 'tt f fls Ism Min>p Dade Product Canhel i drow/i�ng no. WOG-27 sheet 5 of j j . . ... . . . ... . . . . . . . . . . . . ... . . . . .. . �N -� Z O w Q FZ w ¢ W o F o to US ALUMINUM LL N f�=-------------- OUTSWINC DOORS w F SEE SEPARATE NOA 0 pg�2 iy1 / a \ 1 I a o 1 \ + 17 / 4 r_� i \1i1/ i S c ` wi SEEHO O AT fATG. StIi FS N SEE DOOR NOA d U � OTAL NO- OF ANCHORS REOD- • AT DOOR MILLION SLL v"'i C PTO 75 PSF UPTO lIOO PSF I o • AT NO. AT NO. AT NO. AT 51)BSTRAi[NO. R FIX. LITE DOOR FIX LITE:,N J CIX1CREfE, 2 3 2 4 d W, a n Edxw' i cp °men$ > Ec34h z Q ho�R� a' L4.5 l O tv U L; a= �tl u#a33� i e i 3 STEEL REINFORCING LENGTHS FRAME HEIGHTS • o S - 18 o 0 0 1_ ii B =oSo 00 c` 3 En9r. ..KVAD AHMAD PRODUC-F REVISED t _ CIbLL complying wish lho Florida 1 FLA. PE / 70592 Eeildilag Code c CAN. 3538 a txpla�la NoL •• n 7?Lpirtiun Dam J-;! . UGHT REINF, MEDIUM 118II4P. HRAVY REINR, +( I. t f, v •• Tx W"4 SE Ni3 Tx NY'4 SY IN'} .IY W-1 IS. IN-3 ;i1 4.1°T `i 1t�F. (Vll �1 DidC Pf(N1uCllblllfOl drowi AI.IJMB4UM 4.9848 1.9567 ALUMINUM 4.9848 t9587 rALjjMINTIM STEEL 1.8775 .8119 STEEL 3.2021 L3847 4.5354 1.9614TOTAL I4.2709 Li18.1375tiA0114kmxzS .k STI t2s sheet Got tT DOOR MULLION LOAD CAPACITY - PSF DOOR ►i111.T.1ON LOAD CAPACITY - PSF ' NOMINAL DIMS. LLGI71' N1HNF. Y79)IUY RNINF'. HEAVY N81NP. NOMINAL DDiS. IJGHT REINP. YE918Y RED7P. HEAVY RELYF. FRA4E NOt311 INCHES NpTM (NI) INCHES WIDTH (W2) INCHES Exr. +) elf. -) EIF. (+) NIT. (-) EAT. +) • INI. (-) F1UME(MBG•f INCHES • WI0711,(N1) •WCIIES • T4pTH (M2) 97NCf�5 - (-) (S22 • WT. lt/ S �. l±� � � � 4G-1/4 52-f/! 58-1/4 64-1/4 106.0 100A 100.0 • • • • • • • • • • • • • •1� • • • � • • �Mq 52-Y4 58-t/4 64-1/4 e9.1 • 94S tOD.O 100.0 100A 100.0 • • i�1 • 89.0 700.0 97.t 100.0 100.0 el-5 _ 84.1 100.0 91.5 ID0.0 100.0 58.3 79.7 100.0 6< 48-1/4 52-1/4 58-1/4 64-1/4 100.0 IODA I00.0 • �• • • • • • • • • 48-i/4 00 �- Y4 �lg_T'q � Y4 66.9 91S IDO.D 100.0 100A t00A 6y1 86.4 100.0 94.7 IOpA 100.0 • 59.8• 81.8 IOOA 69.4 I00.0 100.0 56.7 • 77.6 98.6 72 46-1/4 52-1/4 59-1/4 64-1/4 t0U.0 1W.0 100.0 • • 72 �_'•q 52-1/4 58-1/4 64-1/4 • • 6337• 86.1 100.0 95.7 90.3 100.0 100.0 100.0 100.0 59.6 56.6 81.5 77.4 100A 98.4 85.4� 100.0 100.0 53.9 73.7 93.7 B4 46-1/4 52-1/4 58-1/4 64-7/4 94.3 100.0 100.0 84 46-1/4 52-1/4 58-1/4 57.8 79.1 100.0 89.1 100.0 100.0 55.0 75.2 95.6 84.4 100.0 100.0 52.4 71,7 91.2 80.1 100.0 100.0 714 � 46-1/4 52-1/4 58-7/4 84-1/4 60.4 82.fi 100.0 96 60 46-1/4 52-7/4 58-i/4 64-1/4 93.3 100.0 100-0 57.0 77.9 99.1 87.5 IC0.0 100.0 53.9 73.8 93.8 82.4 IG0.0 100.0 _ 57.7 70.0 88.9 77.8 f00.0 100.0 64 46-1/4 52-I/4 58-1/4 64-1/4 58.4 80.0 IU0.0 � 46-1/{ 52-7/4 58-7/4 64-1/4 90.6 100.0 100.0 55.2 75.6 96.0 85.1 100.0 100.0 523 71.6 91.0 BD.2 100.0 _ 100.0 49.7 68.1 _ 86.5 75.9 100.0 100.0 72 46-1/4 52-1/4 58-1/4 64-1/4 54.9 75.1 95.4 n <6-1/4 52-1/1 58-I/4 84-1/4 85.6 _ 100.0 100.0 52.0 7L2 90.5 80.7 100.0 100.0 {9.5 67.7 86.0 76.3 100.0 f00.0 47.2 64.5 82.0 72.4 99.0 100.0 84 46-1 /4 52-I/4 50.3 6B.B 87.4 � 4G-1/4 52-1/4 58-1/4 64-1/4 79.1 100.0 100.0 f00.0 100.0 {7.9 65.5 83.3 74.8 120 � 46-I/4 52-1/4 SB-1/4 64-1/4 53.2 72.8 92.6 71-1 97.2 100-0 50.3 68.8 87.4 67.6 92.6 100.0 47.7 65.2 82.9 102 � 46-I/4 52-I/4 58-I/4 64-I/4 -8 1110.0 100.0 45.3 61.9 78.7 .0 100.0 100.0 64 46-i/i 52-1/4 58-i/4 84-1/4 51.5 70.4 89.5 .8 96.9 100.0 48.7 66.6 84.7 .0 k-7 91-6 - 100.0 46.2 63.3 80.4 6452-1/4.9 46-I/4 58-I/4 64-I/4 .4 700.0 100.0 44.0 60.2 76.5 99.7 100.0 72 46-1/4 52-1/4 58-1/4 48.2 66.0 83,9 68.9 94.2 100.0 45.8 62.7 79.7 65.3 89.3 100.0 43.6 59.7 75.9 72 46-1/4 52-1/4 58-1/4 64-I/4 73.0 99.9 f00.0 �4 46-1/4 44.1 60.3 76.7 68.9 94.3 IOO.O 6 3 6 f8 3 6 65.3 62.1 84.4 &5.0 _ 100.0 _ 100.0 84 46-1/4 52-1/4 58-1/4 64-i/4 67.2 --63.8 919 100.0 87.3 I00.0 60.7 83A _ 792 tOp-O 100.0 57.9 SUBSTRATE TOTAL NO. OF ANCHORS RE00. AT OOOR MU.UON HEAD UPID 7� PSF UP10 100 PSF N0. AT TRANSOM NO. AT FlX. IJIE N0. AT TRANSOH N0. AT Fl%. LITEUTE WOOD 4 5 6 6 CONCRETE 3 3 3 4 METAL 2 3 3 3 . ... . . ... % .. . . . % .. . . . . . . . . . . . r-- -....- --- I� ANCi{ SEE ELEV. FOR SPACING OST.e BYOROR 28Y WOW BUCKS ° � - • • • • • TYPICAL ANCHORS SEE EWV. FOR SPACII`f •. • • • • • • • • TYPICAL ANCHORS TYPICAL ANCHORS SEE ELEV. FOR SPACING SEE ELEV. FOR SPACING EDGE GIST. - " d. - • • • • EDGE • • • • METAL • • • • STRyCTUR`S OISZ_ e EOG IST. t- • . • . • • . • • I ST TURFS e ° , c t Q. d 6 _ - ----------------- A A . • • . . N N ° FF Yh a O W J E+ X W WOOD BUCKS AND METAL STRUCTURES NOT BY US ALUMINUM MUST SUPPORT LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILOING STRUCTURE. TYPICAL ANCHORS: SEE EI£V- FOR SPACING TypE 'A'— 1/4" 01A. ULTRACON BY 'ELCO' (F—m KSI, Fy=155 KSI) INTO 2BY WOOD BUCKS OR WOOD STRUCTURES 1-3/8- MIN- PENETRATION INTO WOOD THRU 1BY BUCKS INTO CONC. OR MASONRY 1-1/4" MIN. EMBED INTO CONC. OR MASONRY TYPE '8'— 1/4' DUL ULTRACON BY 'ELCO' DIRECTLY INTO CONC. OR MASONRY 1-3/8" MIN. EMBED INTO GONG. OR MASONRY TYPE 'C'— 114 SUS OR SELF DRILLING SCREWS (GRADE 2 CRS) INTO METAL STRUCTURES STEEL : 12 GA. MIN. (Fy = 36 KSI MIN.) ALUMINUM : 1/8" THK. MIN. (6063—T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) TYPICAL EDGE DISTANCE INTO CONCRETE AND MASONRY = 2-1/2" MIN. INTO WOOD STRUCTURE = 1" MIN. INTO METAL STRUCTURE = 3/4" MIN. CONCRETE AT READ. SILL OR JAMBS f'c — 30DO PSI MIN. C—BO HOLLOW/nLLED BLOCK AT JAMBS I'm — 2000 PSI MIN. C�Q g EEi�m 1 C��M< £ Qoz�`R� tn?h3-I. JL L Enar. JAVAO ANNAD :RODUCT REVISED RJL- 'J�A—Jj CIVIL �ronplying ni161he Florida I FIA PE % 70092 Lvildiny Code o � CAN. 35 p�cHN c No f • E" GZ .- " e v .' TYP tEV. F SPM,WG S � Dade Pr6 Crntrd, droving no. sheet 7of :'I 1 1/4' MAX. 1BY OR 2BY WOOD B"S TYPICAL ANCHORS SEE ELEV. FOR SPACING . . ... . . . ... . . . . . . . . . . . . ... . . . . .. . 1/4-20 r 2 NS 0 UNSECURED JAMB rJ STEEL REINFORCING I SHEET 3 DOW CORNING 790 DEPTH = 3/8' MIN. Nh1L FRAME HEIGHT NIN. MAX 7Y 1/4' 3/4' 84' 3/16' 3/4' 56' 5/16' 3/4' 108' 5/16' 3/4 ALTERNATE SEALANTS AT JAMB GAPS CAN BE 12O" 3/8" 3/4' DESIGNED BY ENGINEER OF RECORD RASED ON MANUFACTURER GUIDE LIES. , W 1— n ,WPICAL ANCHORS .SEE ELEV. FOR SPACINC TYPICAI. ANCHORS METAL E.qr. JAVAD AH VAD PRODUCT RBVLSED cML as canplyiny with 111e ►lorid8 � "I' PE (70592 2uildNg Code o i C.0.N.:SS3U ..cceplance No - ' • �. ,i CScpiraliun Dave S �fG( 3 '• `--�-;1 r a $ 5 "4., ..`I, i%.1. , Miamf Product Cootml droving no. W02-27 sheet 8 of j 1 D.L. OPG. . . ... . . • . ... . . . . . . . . . ••• . . ....... .... 1' ----MiAMI-DARE COUNTY APPROVED • IMPACT RESISTANT TRAN** BY 'ES ALUM' UNDER SEPARATE APPROVAL • • 1 • is • • • _:p ------------ - � I N -__; . I • • _==_== --� 1j =-_ I I v r 6 STEEL REINFORCING SEE SHEETS 5 AND 6 FOR CAPACITY G WHHOUT REHiFORCRIG 15 I ----------------- ____________J MIAMI-DARE COUNTY APPROVED 111 Jj IMPACT RESISTANT DOOR DY 'US AtUN' 71 UNDER SEPARATE APPROVAL I ___________________________J JI I 1 i y , ------------------ 1 1 ' I MEDIUM tEINFORCING O I 1 I i, MIAMI-DADE COUNTY APPROVED 1 IMPACT RESISTANT iTRAHSOM 1 � I I I I rT---------- ------------� SEE SEPARATE 'US ALUMINUM' 140A FOR DESIGN LOAD CAPACITY OF DOORS AND DOOR ANCHORS. LOWER VALUES FROM DOORS NOA OR STOREFRONT SYSTEM CAPACITY CHARTS WILL APPLY TO ENTIRE SYSTEM. G LIGHT REINFORCING ____________________________J 1 1 1 I h I 1, i, __ J .--------------- J - ------- I ____________________________t IVY IRCING I _____________________J ..-__----------------- ---------------------- _________ --------a Eng: JA�iu 1 w --PRODUCT REVISED F A Pc CAN. 1F("r___,A c (IW.tt No lay ; Mi.7i Dale Pmdw Ot (tr - --------------------- to %ft 1% Z 0 Q� 29 0 C &a� 0 -5 1142 LL Za_ 1 ag a b�f o s Y $ 3J drawing no. W02-27, 1.7F 1.000 I 0 FRAME JAMB/MULLION 2964 1.063 3A 44 3.500 -�i 1.000 M- C' POCKET FILLER .078 3.500 3.000 .349 G SNAP IN COVER 1�-126k �1 ,J2� .947 1.127 � .875 GLAZING STOP (LAM_ CLASS) .. .. . . . .. .. . . . . . . . . . . . . . ... . . . : .. . L.125 • ^ j F^.09: I .125 ... .•• • • 04 1952.0 .k —1 1.063 I• • • . f •.• 3.946r—y--r . • • FRAME HEADf'1. • • 1.952 .094 I .135 l`J FRAME HORIZONTAL 250 r1.125 -q j�- 188 .250 4.000 4.625 4.625 14 13 3 STOREFRONT MULLION STEEL REINFORCING 36 K51 MIN. F1.553 —�-I 1.�7 L 40A GLAZING STOP (LAM. INSUL. DOOR MULLION 875 175 zso� Z O N f .125 .250 ° 4.625 4 000 4.625 a 5.000 � F � O � / O O I 0 IL DOOR MULL DOOR MULL DOOR MULL REINF. CHANNEL REINF. BAR REINF. CHANNEL - 16 LIGHT 17 HEAVY 18 MEDIUM/HEAVY Cng,. ,AVID NIMFD CML fRODUCYRGVISLO ox cm�p,ying Keith llw flcaidl `PI' iv FOl M. F 70592 eA N. s._a�0 l4ni,dinit Code ecrpuoccXc _�h4.Ailol� dr0fn0 W02-27 `VJ/ f'71J . . .•. . . . ... .. .. . • . .. .. . • . . • . • . . • . . ..•• ... ..•. Vn n NI • • • • t r4A • • • 12 • • •• C • • • •F W i / v / _� /••• ••• •• / • • • • • •• Y O eni /'® • • • • • • p / • • • • • 08 LL Za{�yd a W O J u � c N 0 n o o a C W o N � O 4J Q K y C�mMa t2 � O z' 0 0 a'•o�v a F O W d �+ / • 33�w3.3.A / a1 u u 0 Eogr: 4AVAU AHVAO - ::HJUCT HEVISIiU w ,i CAIL < : caigdyiog with the Florida i _ FLA PEt.70 V2 CAN. t.70592 iiiuidiug Coh t A, �mmncc Nu L lspiraiim UWe .�+0, e v By cirming M.ng w"'d Control-' 02 i jim � r sheet 1 o PART NUMBgR QUANTITY DRSCRIY'f10N MATRRIAL YANF./SUPPLIHR/RRNARICS OLD-1Q7 AS READ. FRAME FiFAO/SILL6063-15 - AS RCQD.FRAME HORIZONTAL 6063-I6 - • DLD-•011 AS ftEQO. FRAME JAA18/MULLION8083T6-102 GIALNG STOP (LAM. GLASS) AS READ. 6063-75 - •01f-132 AS RE00. GLAZING STOP (LAM. INSUL. GLASS) 6063-T5 - OLD-101 AS READ- POCKET FILLER 6063-T8 - _ 7 BCE-475 AS READ. SNAP 1N COMER, 2-1/2" LONG 6063-ib - �•• •IR-3235E AS REOD. AS REQO. GLAZING GASKET (LAN. CLASS) -- GLAZING GASKET (LAM. IIJSIN. CLASS) NEOPRENE ___ A4 l7'OM - •- AS READ. GLAZING COMPOUND SILICONE COW 995 14 V-t206 AS REOD. GLAZING TAPE - NORTON tl - AS REQO. SETTING BLOCK AT 1/4" POINTS NEOPRENE 1/8" X 3/4' X 2" LONG 11A TX17005E AS REQO. SETTING BLOCK AT 1/4" POINTS NEOPRENE - 12 �12 X 1-1/4" 4f CORNER ASSEMBLY SCREWS PHSMS STEEL - 13 - AS READ. MULLION REINFORCING CHANNEL, FULL LENGTH STEEL 1-5/I6 % 4-6/6 % 3/16' 13A - AS READ. MULLION REINFORCING CHANNEL, FULL LENGTH STEEL 1-i/e % 4-5/8 X t/4' 14 - AS REDO, MULLION REINFORCING BAR, FULL LENGTH STEEL 15 OLO-124 2/DOOR DOOR MULLION fi063-T6 - 16 - A; READ. ODOR MULLION RUNE. CHANNEL, FULL LENGTH (LIGFtt) STEEL 17 - AS REOD. ODOR MULLION REINF. CHANNEL, FULL LENGTH (MEDIUMfHEAW) STEEL - 18 - AS READ. DOOR MULLION REINFORCING BAR, FULL LENGTH (WAVY) STEEL - MIAMI'MIANII-DADS COUNTY L_=tID rCm-1,. PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTNIENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADi1.1INISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) Nyiw.mian,idade.tov/economy Next Door Company 1300 N. W. 74`r' Street Miami, Fl. 33147 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. Tile documentation submitted has been reviewed and accepted by Miami -Dade County RER -Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJJ. This NOA shall not be valid after the expiration date stated below. The Miami -Dade County 9rodact Con$•bt 56ion • • (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reseuve•flie right to-haue this 0 product or material tested for quality assurance purposes. If this product or material fails to putt m in the aeeepted a 0 0 0 manner, the manufacturer will incur the expense of such testing and the AHJ may inimediattt} ldvoke, niotlify, or � suspend the use of such product or material withitu their jurisdiction, RER reserves tine roi lk to ffle. this ... r� • • � • ` • .. acceptance, if it is determined by Miami -Dade County Product Control Section that this prq(lilc0•or materui l. Is to ..... 0000 meet the requirements of the applicable building code. 609660 • •; 04004 • This product is approved as described herein, and has been designed to comply with the FloridaW ilding Code, • • • • • • • • includin 11j3igh�CelocitylrricaneZone. ....;• .00000 DE SCRIPTION:aSer_ies "S_8080F ilus u Outswing Steel Dools-Impact • • • APPROVAL DOCUMENT: Drawing No. W08-85 Rev F titled "Series "S-8080F" Outswiuug Steel Entr;nc ; oor" ...... Sheets I through 7 of 7, prepared by AI-Farooq Corporation, dated 10-08-08 and last revised on June 12, 2014, signed and sealed by Javad Ahmed, P. E. bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Mianui-Dade County Product Control Section. MISSILE IMPACT RATING: Large Missile Impact Resistant Limitation: 1. Threshold Type BI, sheet 2 is not rated for Water infiltration requirement, where needed. LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and series and following statement: "Miami -Dade County Product Control Approved", noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no cliange in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and folios;red by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distu•ibutors and shall be, available for inspection at the job site at the request of the Building Official. This NOA revises & renews NOA # 12-0229.04 and consists of this page 1 and evidence pages E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Ishaq I. Clianda, P.E. NOA No. 144021I1 Ex11irat o—i MD atte"MMby'i3; 20f9 Approval Date: June 19, 2014 Page I Next Door Comnan NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections (Submitted under file # 12-0229,04 /#09-0112.03) 2. Drawing No. W08-85 Rev F titled "Series "S-808017" Outswing Steel Entrance Door" Sheets 1 through 7 of 7, prepared by Ai-Farooq Corporation, dated 10-08-08 and last revised on June 12, 2014, signed and sealed by Javad Ahmad, P.E. B. TESTS (Submitted under file # 12-0229.04 /#09-0112.03) 1, Test reports on 1) Air Infiltration Test, per FBC TAS 202-94 2) Uniform Static Air Pressure Test Loading per FBCTAS 202-94 3) Water Resistance Test, per FBC TAS 202-94 4) Forced Entry Resistance Test, per FBC TAS 202-94 5) Large Missile Impact Test, FBC TAS 201-94 • 6) Cyclic Loading Test, per FBC TAS 203-94 •.• :•`"•000000 Along with installation diagram of double outswing steel door, marked -up by FenestratiopTesjing . Laboratories, Inc. Test Reports Nos. FTL 5578 (FTL08029), dated 09/08/08' §Is irie`d and'sed'I�d by • • • • • • i. • • Carlos Rionda, P.E. • • • • • • C. CALCULATIONS . 1. Anchor calculations and structural analysis per FBC 2014 prepared • .1S,,lglFaroo a •r •orati • ' • • • Y p , p p '• a6604 4 p W%... dated May 01, 2014 and last revised on 06/12/14, signed and sealed b3avad Ahmad, P. E, . • y 2. Glazing complies Av/ ASTME-1300-04 & -09 •� ••�• . . 00000 ...... D. QUALITY ASSURANCE • • • • • • • . . 1. Miami Dade Department of Regulatory And Economic Resources (RER). • •' E. MATERIAL CERTIFICATIONS (Submitted under file # 12-0229.04 /#09-0112.03) 1. Tensile Test report No. FTL08029Test 1, 2 & 3 dated 23 APR 03 per ASTM A-3705 for steel face sheet, prepared by Fenestration Testing lab, signed and sealed by Carlos Rionda, P.E. 2. Notice of Acceptance No. 07-1107.08 issued to Dyplast Product, LLC (Former Apache Products Company) for "EPS-Expanded Polystyrene Insulation", expiring on 01/11/17 3. Test Report No. 3145021 COQ-004 and Test Report No, 3145021COQ-005, both dated March 28, 2008, issued by Intertek, to Next Door Company for "RA-24" Batt Fiberglass Insulation for "Self Ignition Temperature Test" per ASTM E-84-08 for smoke density & Flame spread and Surface Burning Characteristics" per ASTMD-1929 respectively, 4. Test Report No. 3145021COQ-006, dated March 28, 2008, issued by Intertek, to Next Door Company for "RA-24" Batt Fiberglass Insulation for "Rate of Burning" per ASTM D-635-06, F STATEMENTS 1. Statement letter of conformance to FBC 2014 (5" Edition) and letter of no financial interest, prepared by Al Farooq Corporation, dated 04/28/14, signed and sealed by Javad Ahmad, P.E. 2. Statement letter of conformance to FBC 2010 and letter of no financial interest, prepared by Al Farooq Corporation, dated 02/17/12, signed and sealed by Javad Ahmad, P.E. (Submitted under file # 12-0229.04) 3. Lab compliance as part of the above referenced test report. G. OTHER 1. This NOA revises & renews NOA # 12-0229.04, expired on May 13, 2014. 2. Test proposal # 07-3699 dated 01/31/08, approved by BCCO. two. � � �Ea"✓s�..` s shaq 1. Chanda, P.E. Product Control Examiner NOA No. 14-0221.14 Expiration Date: May 13, 2019 Approval Date: June 19, 2014 E-1 ANGHURS HE AD 25" HEAD CORNERS AT 15-1/2' O.C. MAX. ANCHOR OPTION AT GROUT FILLED HEAD 96- MAX. DOOR OPNG. 25 '.'.'.'.'.'.'.'.'.".'.'.".'.'. ..../7 .........'. �...'..'...'..'.'.'.. ......' ......�............ C....................�........... /.'.'.'.'.'.'.'.'..'..'.'.'..'..'�.'.'.......'. ....../........... .......... \........ .....\. ......f......................... /............ .......... .. ..... ✓.......... p." .............. ...fir . .. ........ .... ......... ..... .t... x o %................. ................\ i .......\.......... ......... /......... ..........�........ ........./... ....... .'.'.'.'.'.'.'.'.'\............................ ............ ............. ........... \...... ..... I/ ............. .. .............\...... .......... ...l............... .....AGTA'E'.-.-.'.-.-.-.- SEE DETAIL SHEET 4 ANCHORS AT ITC. STILES 6• MAX. 12" MAX.` - A7 3-3/4' O.C. SILL (2� REQO. FOR SILL 1YPE 'B• CORNERS (5 REOD. FOR SILL TYPE 'B1' (XX) THESE DOORS ARE RATED FOR LARGE MISSILE IMPACT. SHUTTERS ARE NOT REQUIRED. MERCIAL STEEL ENTRANCE DOOR SEE SHEET 7 FOR VARIOUS FRAME PROFILE OPTIONS. (SEE MAX. SIZE ON THIS SHEET). FRAME JAMB TRIM (WIDTH) = 1-1/4' TO 2' FRAME JAMB DEPTH = 4-3/4' TO 8-3/4' FRAME HEAD TRIM (WIDTH) = 1-1/4" TO 4' DOORS WITH THRESHOLD TYPE B ARE APPROVED FOR INSTALLATION WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. DOORS WITH THRESHOLD TYPE BI ARE APPROVED FOR INSTALLATION WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. AT MTG. S AT 6' O.C. ANCHOR OPTION ''' rNE1•ucrwav�sn AT GROUT FILLED HEAD 52' MAX. Af•fIgllM �� Doi%•/� FRAME WIDTH .................. �.. ••••. �_'.'.'•' GROUT FILLED .. . .. JAMB Cf.'.'.'.'..'.' E i.........• ...... ,/........ (3) ANCHORS ... �• ........... AT JA11BS .. • '1.'.'. •.•.'. •.'.-.'. AT 38-1/2' O.C. MAX. %.............. . . . - . - . - I J. . . 1.•.•. •••-•.•--••. biO m \.. b� ......y............ .....�.......... ........)........... . ..... ............. ...... SEE DEfNIv m SEE DETAIL SHE SHEET 4 ` 0 12" F!/ 6 MAX. MAX. u o SIIl CORN S X ) I�iA OUT FILLED JAMOS TYPICAL ELEVATIONS OPTION I MAXIMUM DESIG L$AD-RfflNG--=-+ 75.0 PSF (FOR SIZES SHOWN •B•VE•D• omA`iLE% - 75.09PSF•i AS LIMITED BY COME • • • • • • 6 • •• •• • • :NogE. ••• • . WRES: RTUIREM94TS TO BE REVIEWED BY BUILDING OFFICIAL. THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY PATH THE• • • • • • • • • REQUIREMENTS OF THE FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY E y: JAVAD AI MAD HURRICANE ZONE (HVHZ). CWL FlA PE j 70592 ANCHORS SHALL BE AS LISTED. SPACED AS SHOWN ON DETAILS, ANC CAN. 353H EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR �� • • • • ••I: • o • ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE_ DETAILS. • • • • •I� - Ilj NOT PART OF THIS APPROVAL. _ • t • • i1+ MATERIALS INCLUDING BUT NOT LIMITED TO STEEL/MET(I[c SCREN5,q^1,- • • • • • • COME INTO CONTACT WITH OTHER DISSIMILAR MATERWS SWILL MEO THE , REQUIREMENTS OF THE FLORIDA BLDG. CODE. - • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • z �. �gg 00.tl 0.c O Qu�Wt3�6 WUI g {LZ•— a I! N 0 LJ z w w OL w pi c' 0 47 z U 3 m�a nM i o O 3 C)I� Z^1mk' drowing no. WOS-85 EDGE DIST. TYPICAL ANCHORS $EE ELEVS. R SPACING CONCRETE �. "W.Psl 64. 8 f I 1 1 . . I 1 O I I 4 , 3 T 10 OPTIONAL 3/4" MIN. MIN. BOLT EDGE DIST. 34FID@ETE` '- a " 3000 -YPSSII YR. EDGE .- CONCRETE '?"•. EDGE."-IST. CONCRETE'" p 3000 PSI MN. MICHORS . , 3000 PSI MIN. TYPCAL ANCHORS /1 DLA NS LATRACO 1 4' D1A. ULTRACONS 1-1 /2" MIN. EMBED SEE ELEV?FOR SPACING SEE El". FOR SPACING THRESHOLD TYPE B ' THRESHOLD TYPE B1 APPR'O FOR WATER RESISTANCE NOT APPR D FOR WATER RESISTANCE TYPICAL ANCHORS TYPICAL ANCHORS —SEE ELEVS. EDGE DIST. SEE ELEVS. FOR SPACING - . - a - _ 'FOR 5?ACNG a �T000 PSII SAN. - - - `N !E 1A s 1 TYPICAL ANCHORS METAL STRUCTURES NOT BY NEXT DOOR CO. MUST SUPPORT LOADS IMPOSED BY DOOR SYSTEM AND TRANSFER THEM TO THE BUILDING STRICTURE. TYPICAL ANCHORS 0 HEAD/JAMB: SEE ELEV. FOR SPACING ,3/8' DLA. HLC SLEEVE ANCHOR BY 'HILTI' DIRECTLY INTO fc'=3000 PSI CONCRETE, 3-1/2" MIN. EDGE DIST. DIRECTLY INTO fc'=2000 PSI MASONRY BLOCK, 4" MIN. EDGE DIST. 1-1/4' MIN. EMBED INTO CONCRETE (HEAD/JAMBS) TYPICAL ANCHORS 1-1/4" MIN. EMBED INTO GROUT FILLED BLOCK (JAMBS) SEE FOR SPACING' 3/8' DUI. SUP-R-SI cEVE ANCHOR BY 'MKT DIRECTLY INTO fc'=3500 PSI CONCRETE (HEAD/JAMBS) 3-3/4" MIN. EDGE DISTANCE 1-1/4" MIN. EMBED 318' DLA. SLEEVE ANCHOR BY 'WEJ-1T' DIRECTLY INTO fc'=4000 PSI CONCRETE, 2-3/8" MIN. EDGE DIST. DIRECTLY INTO fc =2000 PSI MASONRY BLOCK, 2-3/16' MIN. EDGE DIST. - - 2-3/8" MIN. EMBED INTO CONCRETE (HEAD/JAMBS) 1-1/4" MIN. EMBED INTO GROUT FILLED BLOCK (JAMBS) METAL STRUCTURES 3/8" DLA POWER BOLT BY 'POWERS 1C LGROUT DIRECTLY INTO fc'=3000 PSI CONCRETE (HEAD/JAMBS) 3000 PSI MIN, 3" MIN. EDGE DISTANCE GROUT FILLED HEAD OPTION 2-1/2" MIN. EMBED 3/8" OIA- SMS OR MACHINE BOLTS (MIN. GRADE 2 CRS1 "1000CT NPVISEO a' IYANA wMb a. n.4& INTO METAL STRUCTURES (STEEL OR ALUMINUM 1J8" MIN. THICK.) Baif Curie STEEL : Fy = 36 KSI W* • • • • • • • • • • / `-G; • r°✓ ALUMINUM : 6063-T6•MIN. • • • • • • • • (STEEL IN CONTACT W&J ALUMIUI4J et- I�.AT:D bV jAII46D) I / 1 .>f go TYPICAL ANCHOR® SERESIiO'LD �NL0: • •• -Eqr: JAYAO AHMAD 1/4" OR 5/16" Uk ULTRACONS (F—I 7 KSI, Fy=155 KSI) CIVIL d 2 7059 DIRECTLY INTO fc =3000 PSI CONCRETE CAN. FLA. PE: 33J8 2-1/2" MIN, EDGE DISTAI"4FOR 1,04" ANCHeRS • • • • • •' 3-1/8" MIN. EDGE DI$TANC: FOR 511� A41,1(tS • • 1-1/2' MIN. EMBED. • • • • • • • •� SEALANT: ••• • • • • ALL JOINTS AND CORNERS SEALED WITH SILICONE. • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • B drawing no" W08-85 TYPICAL FOF 1 /4" MAX. STRUCTURES 1 1/4" MAX. TYPICAL ANCHORS SEE ELEV. FOR SPACING -I z � V EXT. 1/4" MAX. SHIM SPACE TYPICAL ANCHORS SEE ELEV. FOR SPACING 1 TYPICAL ANCHORS SEE ELEV. FOR SPACING 1C of GROUT a w z.- 3000 P9 MN. .......... zee E]R. sue_ GROUT FILLED JAMBS OPTION 1/4' MAX. sPAGE ;HIM SPACE 1 O O #a X 1/2- z. �+ Lm 1 Z PH SELF DRILLING SCREWS AT 1/2- FROM ENDS 02 4 AND a" O.G. MAX. a 6 IN -ACTIVE ACTIVE A 10 OPTIONAL `1+ pp� � t> > a 00 C a THERMAL 1 IINN / L S ENERS Q 'a m 0 Q W 3 LL M EXTERIOR 11 JVtlq�p J S i Q W f LOCK OPTIONS ^ MAX. OPNG. WIDTH - 96" SEE SHEET 6 MAX. FRAME WIDTH SEE SHEET 1 •s aoe*tft wlm W FTorkho A—pla mNo _ T -'� - ~"";--------,LOCK`OPTION #1 �S'� d• '1%4" Fy t_ :� � ^ MAX. ♦!r{DrAt !0.4.1 } n iWM SPACE C O r D a n SELF G SCREWS " FRLUN E AT 1/2" FROM ENDS O AND 8' O.C. MAX. Z W-ACTIVE ACTIVE X M j FLUSH BOLTS � OO n M TOP/BOTTOM O � -i i r� Z o .POLYSFYRENE W%O STfEL < W 0 a , x• EXTERIOR �t z 'v $ v LDCK OPTIONS MAX OPNG WIDTH 96' SEE SHEET 6 i MAX. FRAME WIDTH SEE SHEET 1 LOCK OPTION—#1 - N•o En JAYAD AHDAD CML $ 1 CAN. A"A 2 • 000 • • • • • • • • • • qt tY dravnng no. W08-85 sheet 3 oT • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • AL ANCHORS ELEV. SPACING 1 1/4" MAX. 51 SHIM SPACE O O LOCK OPTION /i IL :. �s. 0 EXTERIOR MAX. OPNG. WIDTH = I CX`JC OPTIC O O LOCK OPTIC EXTERIOR MAX. t/a- MAx. SHIN ulf a Z I ao Z TPCAL ANCHORS F SEE El"- FOR SPACINGol Q d U 0 O 15 v _— v o�J alwh Is Q3 F o ILzt��-e Qw:I Y Up O O o N �u� cis` EXT. � LW> 1 YRUIUCT kavemD nsalli M ib��J�;�fdlit 11u101q -� Aao�Hr - __�"� w Z oF- (If U r 1Mj 1 1-3/8- X 1-3/4- X .053- THK. �o C) 3 J m 5fEEL/ST STEEL ANGLE, 4-1/2" LONG O D TO FRAME JAMBS p F Z o o X o Zs.-1<k' SUB CHANNEL I8 GA, STEEL I emu/ J J �3 :XIT) • . • • • • .3/16- DA. ULTRACONS 3/16. OUA ULTRACONS `0 • • . . • . 1-1/2- MIN. EMBED 1-1/2" MIN. EMBED • • • • • • BOTTOM CORNER ANCHORS DETAIL E19r: JAVAD AHMAn Cr'k RA PE'I 7CM CAN. 3536 • • •. • • • . ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • drawing no. W08-85 sheet 4 of 7 TYPICAL ANCHORS SEE ELEV. FOR SPACING 1/4- MAX. SHIM SPACE c :PO�Y9]YRENE WJO SiEFl 5f1{E ....- a :.. ••: o I EXTERIOR FOR SPACING I/4' MAX l HIM SPACE THERMAL UO " �s O e0 X 1/2' U PH SELF DPoLUNG SCREWS AT 2-1/2' FROM ENDS AND 6' O.C. MAX. MAX OPNG. WIDTH = 96' UX. FRAME WIDTH - 1W LOCK OPTION @2 (TALE PANIC W/ SURFACE VERTICAL RODS) zQ O _ U ?0 TOP MULLION SUPPORT V A O Q Q I °ono Q; O ILL,� u X 3/4' W f `1/4-20 FH MACHINE SCREWS U O STEEL TUBE MULLION ZZQ My2Od(F)46 FKSI a W � F- O 1n z V =^ • n STRIKE PLATE �, nini O I n rxuoucr kl:vlsYo n"w*k2w"*Av " (NTERIOR) z � 0 sacaft ��f Gzf/•/�i o cow „66, NhW� e ��U (2) 1/4' DIA. ULTRACONS 15 1-3/4' LON. EMBED ��^^ 2 PER. SUPPORT AT 3'O.C. inn c 2-1/Y YIN, EDGE DIST. n u INTO 3000 PSI CONC. I _ SET SCREW LAI NERS • • o o m • • • • • • • • • TALE M200fWS _ )R Ergr: JAMAHMAD FVL PE # = M MAX. OPNG. WIDTH 96' CAN. 3536 d. FRAME WIDTH = 100' It • • • • • • • S • • • • • • • • • • LOCK OPTION iI3 • • • • • • • • • �} 2 201 dmwlDg ` no. (TALE RIM PANIC W/ YALE M200(F) MULUM) • • • W08-85 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • LOCK OPTIONS: ACTIVE LEAF: 'TALE' MOD SERIES SURFACE MOUNT MORTISE LOCK 1Oj.� D �' o{ WITH A DEAD BOLT FUNCTION. 1 1 FASTENED WITH (2) ,{6 X 3/8' PH SELF DRILLING SCREWS \ 4-7/8' LONG STEEL STRIKE PLATE AT 38" FROM BOTTOM, / \ FASTENED TO INACTIVE LEAF WITH (2) 112 X I" FH SMS INACTIVE -LEAF o \ / 'MCKINNEY FBO1M' MANUALLY OPERATED FLUSHBOLTS \ / AT 12" FROM EACH END OF LEAF k4Cn \ / ACTIVE FASTENED WITH (4) f8-32 X 3/4" FH MACHINE SCREWS ppTON I1 STEEL STRIKE PLATES FASTENED TO HEAD AND SILL WITH (2) N8 X 3/4" PH SELF DRILLING SCREWS R TISE OCK W/ DEAD BOLTFUNCTION NOTE: TOP AND BOTTOM FLUSH BOLTS MUST BE ENGAGED DURING PERIODS OF HURRICANE WARNING. ACTIVE/INACTIVE LEAF: 1� 00' MAX. OPTION 12: (TALE PANIC W/ SURFACE VERTICAL RODS) YALE 7110 SURFACE VERTICAL ROD PANIC DEVICE ON INTERIOR ST. STEEL LEVER TYPE HANDLE WITH KEY x 2 OPERATED ON EXTERIOR AT 40" FROM BOTTOM. FASTENED WITH (2) #1/4-20 X I" PH MACHINE SCREWS _��__ATLOCK LA.CtFVE AND HINGE STILES%1-5/8" LONG STEEL STRIKE PLATES AT HEAD I? ACTIVE FASTENED TO FRAME WITH (2) #10 X 1" FH SELF DRILLING SCREWS OPTION 92 100" MAX MULLION OPTION 13: (TALE RIM PANIC W/ YALE M100 MULLION) -YALE' 7100 RIM EXITS PANIC DEVICE ON INFEFWR St. STEEL / LEVER TYPE HANDLE WITH KEY OPERATED ON EXTERIOR AT 40' / \ FROM BOTTOM. FASTENED WITH (2) 11/4-20 X 1' PH MACHINE SCREWS 3-1/2- LONG STEEL STRIKE PLATE AT 40- FROM BOTTOM $ \ FASTENED WITH (2) 1/4-20 X 1' PH MS AND (2) 910-24 X 1' PH WINE SCREWS OPTION 13 ITEM N0. PART N0. QUANTITY DESCRIPTION MATERIAL MANY./SUPPLIER/RRMARKS I - AS REOD. AS REOD. FRAME HEAD/JAIAB (4-3/4' X 1-1/4' FRAME HEAD/JAMB (5-3/4' X 2' STEEL/Si. STL. 16 C0. (.0537 MIN. Fy - 49.0 KSI 1A - STEEL/Si. SEL, 16 GA (.0537 MIN. Fy = 49.0 KSI 1B - AS REOD. FRAME HEAD/JA1IB (8-3/4' X 4' STEEL/Sr. Sn.. 16 GA (.0537 MIN. Fy = 49.0 KSI IC - AS REOD. FRAME HEAD/JAMB (4-3/4' X 2) STEEL/ST. STL. 15 GA (.0531 MIN. Fy = 49.0 KSI 2 - AS READ. FRAME JAMB (8-3/4- X 2' STEEL/Sr. STL. 16 CA (.0537 MIN. Fy = 49.0 KSI 3 20 55AT 1 1 THRESHOLD TYPE B THRESHOLD TYPE BI ALUMINUM PEMKO 3A 20SIAT ALUMINUM PEMKO 4 - AS READ. BOLT SPACER 1-1/4" FRAME) STEEL/ST. SD. 18 GA 4A - AS REOD. BOLT SPACER 2- FRAME STEEL/SF. STL. 18 GA 48 - AS REOD. BOLT SPACER (4- FRAME) STEEL/ST. STL. 18 GA 5 - 8/ LEAF HAT STIFFENER N PAIRS (4 ROWS VERTICAL) DODR LEAF STEEL/ST. STL. 22 GA 6 - - STEEL/ST. STL. 18 CA.(.042") MIN. Fy = 52.0 KSI 7 - 2/ LEAF TOP AND BOTTOM RAIL CHANNEL (FULL LENGTH) STEEL/ST. STL 7/8 X 1-21/32 X 7/8 X 16 GA. 8 - 1/ LEAF TOP RAIL CAP (FULL LENGTH) STEEL/ST. Sit. 3/4 X 1-1/2 X 3/A X 18 GA. 9 - 1 POLYSTYRENE - DYPIASi W/ CURRENT NOA SA - 1 THERMAL INSULATION W'STRIPPING ADAPTER (OPTIONAL AT HEAD/JAMBS) - OWENS CORNING RA-24 BATT f0 303AV AS READ. PEMKO 11 - - FIAT BAR ASTRAGAL STEEL/ST. STL. 14 GA. 12 SOB AS REOD. FRAME W'STRIPPING VINYL PEMKO 13 3/ LEAF MORTISE HINGES STEEL - 14 - 2/ HINGE HINGE REINFORCEMENT (FRAME/DOOR) STEEL/Si. STL. 1-1/4' X 10" X 7 GAL 15 M2D0FWS AS READ. 2- X 3" X 3/16' THY. MULLI N TUBE STEEL YALE HINGES: STEEL MORTISE HINGES 3 PER LEAF AT 7-1/4" FROM TOP TO CL OF HINGE, AT 12-1/4" FROM BOTTOM TO CL OF HINGE, CENTER HINGE EQUALLY SPACED FROM TOP h BOTTOM HINGE FASTENED WITH #12-24 X 1/2- FH MACHINE SCREWS FOUR PER HASP(LEAF). DOOR EDGE CONSTRUCTION OPTIONS: OPTION Al LOCK SEAM EDGE CONSTRUCTION LOCK SEAM -� '>t�!•^• • OPTION F� B11EDGE CONSTRUCTION CONTINUOUSLY �... WELDED SEAM ..:• -•:.r, • • I6 CA EDGE CHANNEL EXT. ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • CIVIL FLA. PE 1 70592 • CAN. 3538 / rkODUCr kIIVOW "=va IYt Flwlfia V.V A Z �L 21 1 fro Osyyap QWW ILz� drawing no. W08-85 4.750 MIN. r— 4.174 ------- 1.250 1.875 MAX. I 1.743 .042 1. 000- 0 FRAME HEAD/JAMB BOLT- SPACER —5.750 MIN.— 5.174 1.250 MIN. .053- 2.000 1 MAX. 2-625 1 MAX 2.493 —042 FRAME HEAD/JAMB BOLT SPACER FRAME HEAD .828 .026 11 — -- — 2.500:f W CHANNEL REINFORCING 1.625 .500 .250 S. 0 000 BUMPER THRESHOLD (TYPE 8) -075 00 13UMPER THRESHOLD (TYPE: Ell) MAX. (�O BOLT SPACER CC FRAME HEAD/JAMB (GROUT FILLED) MAX. 1- - 02 FRAME JAMB J12-24 MS 4. 4 - PER LFAF/ L L-1 4 .134- THICK STEEL HINGE FRAME CONTINUOUSLY WELDED 64 *so 00 0 0 0 00 12 0711- [(a Go , 1 0 z io 09 cy 0 SO I'M - &L �W *A � a ia 10 z (91 Hm JLJ z z 0 0 INTERLOCKED TARS 0 t ,� 0 z �2,2 drawing no. W08-85 0 :0 0: 0.0 MIAMI-ME MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (796)315-2590 F (786) 31525-99 NOTICE OF ACCEPTANCE (NOA) www.miarnidade.gov/economy SOPREMA, Inc. 310 Quadral Drive Wadsworth, OH 44281 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade Coqty Product Control Section (In Miami Dade County) and/or the AHJ (in areas other tha; N"i Da4. County) reserve the right to have this product or material tested for quality assurancep�ffes. If: this product or material fails to perform in the accepted manner, the manufacturer wi4l-xxtw the expense of such testing and the AHJ may immediately revoke, modify, or suspend thgVst0qf sucit 0 product or material within their jurisdiction. RER reserves the right to revoke this acctep!Ance, if it 0 0 0 0 *000 is determined by Miami -Dade County Product Control Section that this product or nlet(wial'ofails tp� : 0 meet the requirements of the applicable building code. 0 0 This product is approved as described herein, and has been designed to comply with ihe ;14rida l;tMd_ 0 0 a Code including the High Velocity Hurricane Zone of the Florida Building Code. 0*0 0 0 0 LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This new NOA consists of pages I through 69. The submitted documentation was reviewed by Jorge L. Acebo. .�J — f_NOA No.- 15-0707.06 OM RAN ED A MDD E NCO U =NT Y% EZpifration 6-ate: OD708/21 �F_1111wwafn; '-No Approval Date: 09/08/16 Page 1 of 69 ROOFING SYSTEM APPROVAL Category: Sub -Category: Material: Deck Tyne: Maximum Desi2n Pressure: Roofing Liquid Applied Roof Systems PMMA Steel - 180 psf TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED By APPLICANT: TABLE 1 Test Product Product Dimensions Specification Description Alsan RS 230 Various Proprietary A two component, rapid curing, PMMA liquid Field membrane. Alsan RS 260 LO Various Proprietary Field Alsan RS 230 Various Proprietary Flash Alsan RS 260 LO Various Proprietary Flash Alsan RS Fleece Various Proprietary Sopra G 39" x 108' ASTM D4601 (3.5 sq.) Modified Sopra G 39" x 108' ASTM D4601 (3.5 sq.) Soprabase 39" x 99' (3 sq.) ASTM D4601 Soprabase S 39" x 65' (2 sq.) ASTM D4601 Soprabase TG 39" x 65' (2 sq.) ASTM D4601 Sopra IV 36" x 180' (5 sq.) ASTM D2178 Type IV Sopra VI 36" x 180' (5 sq.) ASTM D2178 Type IV Low odor, rapid curing, PMMA liquid membrane. A two component, rapid curiftg,-.FMMA4iqthd membrane. be&*** Low odor, rapid curing, PM�ZK:4uid membrane. o*:**: Non -woven, needle-punchei �.Oliqster fXr% reinforcement used as fabric: reiff4rcernerit in. Alsan RS systems 0 0 :90000 Fiberglass reinforced oxidizeel4sAalt bage-%liqt for bonding or mechanically attaching to 00 substrate. For use as a base/ply sheet only. Fiberglass reinforced modified asphalt base sheet for bonding or mechanically attaching to substrate. For use as a base/ply sheet only. Oxidized asphalt, polyester reinforced, sand - surface base sheet. For use as a base/ply sheet only. SBS modified bitumen, polyester reinforced, sand -surfaced base sheet. For use as a base/ply sheet only. SBS modified bitumen, polyester reinforced, film -surfaced base sheet. For use as a base/ply sheet only. Type IV, fiberglass reinforced, smooth surfaced ply sheet used in multi -ply systems and complies with ASTM and UL Standards. Applied in hot asphalt or cold adhesive. Type IV, fiberglass reinforced, smooth surfaced ply sheet used in multi -ply systems and complies with ASTM and UL Standards. Applied in hot asphalt or cold adhesive. 11 NOA No.: 15-0707.06 Expiration Date: 09/08/21 Approval Date: 09/08/16 Page 2 of 69 Product Colvent Flam TG Colvent Flam 180 TG Sopralene Stick Colphene Stick Elastophene Sanded Test ,Dimensions Specification 39"x49'(1.5sq.) ASTMD6163 39" x 33' (1 sq.) 39" x 33'(1 sq.) ASTM D6164 ASTM D6164 Product Descrivtion Fiberglass reinforced, modified bitumen membrane with 1" wide factory applied heat weld strips on back side and a plastic bum -off film surface. Polyester reinforced, modified bitumen membrane with I" wide factory applied heat weld strips on back side and a plastic bum -off film surface. Self -adhered, polyester reinforced membrane with a release film on the bottom and a sanded top. 39" x 33'(1 sq.) ASTM D6164 Self -adhered, polyester reinforced membrane with a release film on the bottom and a sanded 39" x 49'(1.5 sq.) ASTM D6163 Colphene Sanded 391, x 49'(1.5 sq.) ASTM D6163 Elastophene 39" x 49'(1.5 sq.) ASTM D6163 Sanded 2.2 Elastophene Sanded 3.0 Elastophene HS Elastophene PS 39" x 33'(Isq.) 39" x 66' (2 sq.) ASTM D6163 ASTM D6163 39"x49'(1.5sq.) ASTMD6163 ElastophenePS3.0 39"x49'(1.5sq.) ASTMD6163 ElastopheneSP2.2 39"x49'(1.5sq.) ASTMD6163 Colphene SP 2.2 39"x49'(1.5sq.) ASTMD6163 LCM7APP�ROVEO top. : * 0 : 6 Fiberglass reinforced modified bitumen membrane sanded on both si&%. Applieft ITQt asphalt, cold adhesive or ribbMAtipping. Fiberglass reinforced modif'ie'(M*t�men ..: membrane sanded on both 04q.:Applie Ct asphalt, cold adhesive or ribbo&%Uipping. : * . . Fiberglass reinforced modifidItittmien .... membrane sanded on both sVC4 94pplied intot asphalt, cold adhesive or ribbon strippinj. Fiberglass reinforced modlif;�d �itvmicn 90 0 membrane sanded on both sides. Applied ir?4(:t asphalt, cold adhesive or ribbon stripped. Fiberglass reinforced modified bitumen membrane with fire retardants and sanded on both sides. Applied in hot asphalt, cold adhesive or ribbon stripping. Glass reinforced modified bitumen membrane with a plastic bum -off film for heat weld bonding to the top side. Applied in hot asphalt, cold adhesive or ribbon stripping. Glass reinforced modified bitumen membrane with a plastic bum -off film for heat weld bonding to the top side. Applied in hot asphalt, cold adhesive or ribbon stripping. Glass reinforced modified bitumen membrane with a plastic bum -off film on the bottom and sanded on the top. Applied by heat welding or ribbon stripping (after removal of plastic bum - off film). Glass reinforced modified bitumen membrane with a plastic bum -off film on the bottom and sanded on the top. Applied by heat welding or ribbon stripping (after removal of plastic bum - off film). NOA No.: 15-0707.06 Expiration Date: 09/08/21 Approval Date: 09/08/16 Page 3 of 69 .*see 0 0 000*0 00*00* 6 M Product Dimensions, Elastophene SP 3.0 39" x 49'(1 sq.) Test Svecification ASTM D6163 Colphene SP 3.0 39" x 49'(1 sq.) ASTM D6163 Elastophene Flam 39" x 33'(1 sq.) ASTM D6163 ElastopheneFlam 39"x49'(15sq.) ASTMD6163 2.2 Elastophene Flam 39"x33'(Isq.) ASTMD6162 HS ElastopheneHS62 39"x33'(Isq.) ASTMD6162 Elastophene 180 39"x49'(1.5sq.) ASTMD6164 Sanded Colphene 180 39" x 49'(1.5 sq.) ASTM D6164 Sanded Elastophene 180 39" x 49'(1.5 sq.) ASTM D6164 PS Colphene 180 PS 39" x 49'(1.5 sq.) ASTM D6164 Elastophene Stick 39"x49'(1.5sq.) ASTMD6163 Sopralene 180 39" x 33'(1 sq.) ASTM D6164 Sanded 39" x 26' (1/4 sq.) Product Descrii)tion Glass reinforced modified bitumen membrane with a plastic bum -off film on the bottom and sanded on the top. Applied by heat welding or ribbon stripping (after removal of plastic burn - off film). Glass reinforced modified bitumen membrane with a plastic bum -off film on the bottom and sanded on the top. Applied by heat welding or ribbon stripping (after removal of plastic bum - off film). Fiberglass reinforced modified bitumen membrane covered on both sides with a plastic bum -off film. Applied by heat welding. Fiberglass reinforced modified bitumen membrane covered on both sideseNith a ;fasth"c* bum-offfilm. Applied by hc"�Ading.:-. *, Woven fiberglass/polyester MIV(Isite reInfMced modified bitumen membrane* WMIfire retj�.&ts 0**�des. QO and plastic bum -off film on tp�b by heat welding. *000*0 0000 Woven fiberglass/polyester conl6po'site roiJarced modified bitumen membraqvftanded sWace onbothsides. Applied in A asplfalt, cold* adhesive. : .0. 0 Non -woven polyester reinforced n7odifie'd' 0 :0 bitumen membrane sanded on both sides. Applied in hot asphalt, cold adhesive or ribbon stripping. Non -woven polyester reinforced modified bitumen membrane sanded on both sides. Applied in hot asphalt, cold adhesive or ribbon stripping. Non -woven polyester reinforced modified bitumen membrane with a sanded bottom and a plastic bum -off film on the top. Applied in hot asphalt, cold adhesive or ribbon stripping. Non -woven polyester reinforced modified bitumen membrane with a sanded bottom and a plastic bum -off film on the top. Applied in hot asphalt, cold adhesive or ribbon stripping. Self -adhered, sanded surfaced, fiberglass reinforced membrane. Non -woven polyester reinforced modified bitumen membrane sanded on both sides. Applied in hot asphalt, cold adhesive or ribbon stripping. NOA No.: 15-0707.06 Expiration Date: 09/08/21 Approval Date: 09/08/16 Page 4 of 69 Product Sopralene 250 Sanded Dimensions, 39" x 33'(1 sq.) 39" x 26' (3/4 sq.) Test Soecification ASTM D6164 Sopralene 180 39" x 33'(1 sq.) ASTM D6164 Sanded 2.2 Sopralene 180 PS 39" x 33'(1 sq.) ASTM D6164 Sopralene 180 PS 39" x 49'(1.5 sq.) ASTM D6164 2.2 Sopralene 180 SP 39" x 33' (1 sq.) ASTM D6164 3.5 Colphene 180 SP 39" x 33' (1 sq.) ASTM D6164 3.5 Sopralene 180 SP 39" x 33'(1 sq.) ASTM D6164 3.0 Sopralene 250 SP 39" x 33'(1 sq.) ASTM D6164 SoprafixBase6lO 39"x3O'(Isq.) ASTMD6162 Soprafix Base 611 39" x 33'(1 sq.) ASTM D6164 Soprafix Base 621 39" x 33'(1 sq.) ASTM D6164 Soprafix Base 630 39" x 33' (1 sq.) ASTM D6162 Soprafix [S] 39" x 33'(1 sq.) ASTM D6164 Soprafix Base 612 39" x 33'(1 sq.) ASTM D6164 Product Descrii)tion Non -woven polyester reinforced modified bitumen membrane sanded on both sides. Applied in hot asphalt, cold adhesive or ribbon stripping, Non -woven polyester reinforced modified bitumen membrane sanded on both sides. Applied in hot asphalt or cold adhesive. Non -woven polyester reinforced modified bitumen membrane with a plastic bum -off film on the top and sanded on the bottom. Non -woven polyester reinforced modified bitumen membrane with a sanded bottom and a plastic bum -off film on the top. Applied in hot asphalt, cold adhesive or ribbon stripping. Non -woven polyester reinforced modifiaA bitumen membrane with a plastiebum-off film on the bottom and sanded on Vie t6p. Ajl5liedby heat welding or ribbon stripiVZ ifter remoial of plastic bum -off film). 0900 so** Non -woven polyester reinferead Aodifie%... bitumen membrane with a 134"k-bum-off f4mr on the bottom and sanded otl Ilid top. Apl!Ndd by heat welding or ribbon stripitn"g* rifter remoNl of plastic bum -off film). 00 0 Non -woven polyester reinfohpad r4odificA. . bitumen membrane with a plastic bum -off 614 on the bottom and sanded on the top. Non -woven polyester reinforced modified bitumen membrane with a plastic bum -off film on the bottom and sanded on the top. Composite reinforced modified bitumen membrane with a film surface. Applied by mechanical attachment. Non -woven polyester reinforced modified bitumen membrane with a film surface. Applied bypechanical attachment. Non -woven polyester reinforced modified bitumen membrane with a sanded surface. Applied by mechanical attachment. Composite reinforced modified membrane with a film surface. Applied by mechanical attachment. Non -woven polyester reinforced modified bitumen membrane with a film surface on both sides. Applied by mechanical attachment. Non -woven polyester reinforced modified bitumen membrane with a film surface on both sides. Applied by mechanical attachment. NOA No.: 15-0707.06 Expiration Date: 09/08/21 Approval Date: 09/08/16 Page 5 of 69 *too** 0 0 :0*0*: Product Dimensions Soprafix [F] 39" x 33'(1 sq.) Soprafix Base 613 39" x 33'(1 sq.) Soprafix [Xj 39" x 33'(1 sq.) Soprafix Base 614 39" x 33'(1 sq.) Soprafix 39" x 33' (1 sq.) Soprafix Base 622 39" x 33' (1 sq.) Soprafix-e 39" x 33' (1 sq.) Soprafix Base 641 39" x 33' (1 sq.) Sopralene Flam Stick Sopralene Flam 180 39" x 33'(1 sq.) 39" x 33'(1 sq.) Test Product Snecification Descrii)tion ASTM D6164 Non -woven polyester reinforced modified bitumen membrane with a film surface on both sides. Applied by mechanical attachment. ASTM D6164 Non -woven polyester reinforced modified bitumen membrane with a film surface on both sides. Applied by mechanical attachment. ASTM D6164 Non -woven polyester reinforced modified bitumen membrane with a film surface on both sides. Applied by mechanical attachment. ASTM D6164 Non -woven polyester reinforced modified bitumen membrane with a film surface on both sides. Applied by mechanical attachment. ASTM D6164 Non -woven polyester reinforced modified bitumen membrane with a 4-inch or 5-inch wide side lap with a plastic burn -off film on tln..:. bottom and sanded on the tcCp. _.Mpplied by mechanical attachment. Lap Yeat Zveldellor sealed with an approved coloojcK&ve. * ASTM D6164 Non -woven polyester reinforggd inodified... bitumen membrane with a 4%wki-6r 5-intit-wide side lap with a plastic burn-tft F41i on the : ... bottom and sanded on the tcV. AI)plied 13�* * mechanical attachment. LaiMMelded or* sealed with an approved coW ad4c'sive. :* e * e ** * ASTM D6164 Non -woven polyester reinfoArr.0 P:odificA. . bitumen membrane with a 5-inch wide side ra� with a self -adhering compound and release film and sanded on the bottom and top surfaces. Applied by mechanical attachment. Lap self - adhered or sealed with approved cold adhesive. ASTM D6164 Non -woven polyester reinforced modified bitumen membrane with a 5 -inch wide side lap with a self -adhering compound and release film and sanded on the bottom and top surfaces. Applied by mechanical attachment. Lap self - adhered or sealed with approved cold adhesive. ASTM D6164 Self -adhered, polyester reinforced membrane with a release film on the bottom and a plastic bum -off film on the top. ASTM D6164 Non -woven polyester reinforced SBS modified bitumen membrane, both sides covered with a plastic bum -off film. Applied by heat welding or ribbon stripping (after removal of plastic bum - off film). NOA No.: 15-0707.06 MAMMADE COUNTY Expiration Date: 09/08/21 Approval Date: 09/08/16 Page 6 of 69 Product Colphene Flam 180 Sopralene Flarn 250 Alsan RS 222 Primer Alsan RS 276 Primer Alsan RS 233 Self - Leveling Mortar Alsan RS 263 LO Self Leveling Mortar Alsan RS 281 Finish Alsan RS 287 Color Finish Base Alsan RS 289 Textured Base Alsan RS Deco Chips Elastocol 500 Elastocol Stick Elastocol Stick Zero High Velocity' Insulation Adhesive III (HVIA-III) High Velocityg Insulation Adhesive III — Green High Velocity Insulation Adhesive PG Test Dimensions Specification 39" x 33'(1 sq.) ASTM D6164 39" x 33'(1 sq.) ASTM D6164 Various Various Various Various Various Various Various Various Various Various Various 4 dual cartridges per carton 4 dual cartridges per carton 5 gallon, 50 gallon Proprietary Proprietary Proprietary Proprietary Proprietary Proprietary Proprietary Proprietary ASTM D41 ASTM D41 ASTM D41 Proprietary Product Descrivtion Non -woven polyester reinforced SBS modified bitumen membrane, both sides covered with a plastic bum -off film. Applied by heat welding or ribbon stripping (after removal of plastic bum - off film). Non -woven polyester reinforced SBS modified bitumen membrane, both sides covered with a plastic bum -off film. Applied by heat welding or ribbon stripping (after removal of plastic bum - off film). Two -component, rapid curing PMMA acrylic primer Two -component, rapid curing PMMA acrylic primer Two -component surfacing oomposed of :k*rsa*A RS 223 Powder and Alsan ItSelkow f)�pr% Resin. 696:06 0 90 Two -component surfacing clerfi_*Ssed of Alsh $0 * Q*** RS 223 Powder and Alsan R ;.JOLO rmjU, 00:0% :*1* Two -component, rapid cun'AA. PNIMA at"Ic clear finish resin. Rapid curing, PMMA base Cesiv. 0. 0 Rapid curing, PMMA aggregated trafficable surface finish resin. Polymer flat, pigmented, flakes used as a textured and decorative surfacing finish. Asphalt primers. Asphalt primers. Asphalt primers. Two part elastomeric urethane foam adhesive. Proprietary Two part elastomeric urethane foam adhesive. Proprietary Two part elastomeric urethane foam adhesive. NOA No.: 15-0707.06 Expiration Date: 09/08/21 Approval Date: 09/08/16 Page 7 of 69 Test Product Product 'Dimensions Si)ecification Descrir)tion Duotack Dual cartridges, Proprietary Two part elastomeric urethane foam adhesive. 5 gallon, 50 gallon Duotack Neo Dual cartridges, Proprietary Two part polyurethane foam adhesive. 5 gallon, 50 gallon COLPLY 5 gallon, Proprietary Polymer modified cold process membrane Adhesive 55 gallon, adhesive. 350 gallon tote COLPLY 5 gallon, Proprietary Elastomeric bitumen based cold adhesive. Modified Adhesive 55 gallon, 350 gallon tote COLPLY EF 5 gallon Proprietary Solvent free, polymeric adhesive. Adhesive Sopravap'r 45" x 133' Various A self -adhering air/vapor barrier anembri;�,& applied direct to deck for usWstsel deq6 assemblies, composed of a !Wpodifie; " 9 o 0 0099% bitumen adhesive bottom la�C?Hd a tri- 0 :0699: goes laminated woven polyethyloneofpopplayerA o 0 0 0 ob beee. *::oo: oo:..* 6 00 00 00*000 0 :00:0: 0 0 0 0 *00 0 00*000 0 0 be: NOA No.: 15-0707.06 WMAMPDADE COjW Expiration Date: 09/08/21 �Fgmtqyjvj Approval Date: 09/08/16 Page 8 of 69 APPROVED INSULATIONS: TABLE 2 Product Name Product Description Manufacturer (With Current NOA) ACFoam-II, ACFoam-III Polyisocyanurate foam insulation Atlas Roofing Corporation ISO 95+ GL Polyisocyanurate foam insulation Firestone Building Products Company, LLC DensDeck, DensDeck Prime Water resistant gypsum board Georgia Pacific Gypsum LLC M-Shield Polyisocyanurate foam insulation SOPREMA, Inc. H-Shield, H-Shield CG Polyisocyanurate foam insulation Hunter Panels LLC ENRGY 3, ENRGY 3 CGF, Polyisocyanurate foam insulation Johns Manville Corp. ENRGY 3 FR, ENRGY 3 AGF Ultra -Max, Multi -Max FA-3 Polyisocyanurate foam insulation RMax Operating, LLC SECUROCK Gypsum -Fiber Roof Gypsum board USG Corp. Board, SECUROCK Cement Roof Board Sopraboard Mineral fortified asphaltic cored SO;LU*OA*,Inc.* coverboard Sopra-ISO s, Sopra-ISO+ s Polyisocyanurate foam insulation 000000 SOP"MA, Inc. Sopra-ISO x, Sopra-ISO+ x Polyisocyanurate foam insulation , so PREMA, Inc. Sopra-ISO r, Sopra-ISO+ r Polyisocyanurate foam insulation SOPWMA, Inc.. EnergyGuard POLYISO Insulation, Polyisocyanurate foam insulation G4FO EnergyGuard Ultra POLYISO Insulation DEXcell Glass Mat Roof Board, Gypsum board National Gypsum Company DEXcell FA Glass Mat Roof Board, DEXcell Cement Roof Board SopraRock DD, SopraRock DD Plus Mineral wool insulation SOPREMA, Inc. TopRock DD, TopRock DD Plus Mineral wool insulation Roxul, Inc. NOA No.: 15-0707.06 Expiration Date: 09/08/21 Approval Date: 09/08/16 Page 9 of 69 APPROVED FASTENERS: TABLE 3 Fastener Product Product Manufacturer Number Name Description Dimensions (With Current NOA) 1. SOPREMA #12 Fastener, Fasteners for membrane or SOPREMA, Inc. #14 Fastener, insulation attachment to #15 Fastener wood, steel or concrete decks. 2. Dekfast 12 Fastener, Insulation fastener SFS Intec, Inc. 14 Fastener, 15 HS Fastener 3. OMG 3" Galvalume Steel Galvalume stress plate. 3" round OMG, Inc. Plate 4. #12 Standard Roofgrip, Insulation fastener. OMG, Inc. 414 Roofgrip, #15 Roofgrip 5. Trufast # 14 HD Fastener Insulation fastener for wood, Afttrildli, Briklck steel and concrete. CV t. S., fnc. 6. Trufast # 15 EHD Fastener Insulation fastener for wood Altvaloh ' Brinek-&,, steel and concrete. oco ep Tj. S., �iv 0 0 0 0 0 a 0 7. Trufast 3" Metal Galvalume AZ50 steel plate 3" round 000 ANAM, Brinct Insulation Plate 8. Dekfast Galvalume Steel Galvalume AZ50 steel plate 3" round SrS iitec, Zv. 3" Round 000 9. SOPREMA 3" Round Stress plate 3" diameter SOPR�MA, I*nc.0 Insulation Plate 10. Soprafix 2-3/8" SB Stress Stress plate 2-3/8" SOPREMA, Inc. Plate diameter 11. SOPREMA #12 DP Insulation and membrane SOPREMA, Inc. Fastener, fasteners SOPREMA #14 MP Fastener, SOPREMA #15 HD Fastener 12. Dekfast Galvalume Steel Galvalume AZ55 steel 2.37" Round SFS Intec, Inc. Round 2-3/8" 20-Ga barbed plate Barbed Plate 13. Trufast 2" Barbed Metal Galvalume steel stress plate 2" Round Altenloh, Brinck & Seam Plate Co. U.S., Inc. 14. Trufast 2.4" Barbed Metal Galvalume steel stress plate 2.4" Round Altenloh, Brinck & Seam Plate Co. U.S., Inc. 15. SOPREMA 2" Seam Plate Stress plate 2" diameter SOPREMA, Inc. NOA No.: 15-0707.06 Expiration Date: 09/08/21 Approval Date: 09/08/16 Page 10 of 69 APPROVED FASTENERS: TABLE 3 Fastener Product Product Manufacturer Number Name Description Dimensions (With Current NOA) 16. SOPREMA 3" Metal Stress plate 3" diameter SOPREMA, Inc. Insulation Plate 17. Trufast 2.4" Scoop Seam Galvalume steel stress plate 2.4" Round Altenloh ' Brinck & Plate Co. U.S., Inc. 18. SOPREMA 2.4" Seam Galvalume steel stress plate 2.4" Round SOPREMA, Inc. Plates 19. OMG Heavy -Duty Insulation fastener for wood, OMG, Inc. steel and concrete. 20. OMG 2-3/8" Barbed Galvalume stress plate 2-3/8" OMG, Inc. XHD Plate Round 21. AccuTrac Flat Bottom Aluminized square stress 3" square OMG, IrIc. :*6900 22. Trufast # 12 DP Fastener plate Insulation fastener for wood 1;4tcholdh, Brieck & and steel. - - co, U.S., ;6� - - 0 0 0 : 0 0 0 0::960 0 0 00 00 000: :00:6: 0 0 0 0 0 00 0 00 NOA No.: 15-0707.06 Expiration Date: 09/08/21 Approval Date: 09/08/16 Page 11 of 69 0 0 0 0 0 0 : 0 0 0 0006:* :000e: 0 0 APPROVED SURFACING/COATING OPTIONS: TABLE 4 Chosen components must be applied according to manufacturer's application instructions. Any coating, listed below, used as a surfacing, must be listed within a current NOA. System Manufacturer Application Number 1. SOPREMA, Inc. Alsan RS 281 Finish applied at a rate of 0.74 gal. per 100 ft' for smooth surfaced or 1.23 gal./sq. for aggregated surfaces. 2. SOPREMA, Inc. Alsan RS 233 Self -Leveling Mortar applied at a rate of 1. 8 gal. per 100 ft'. Optional dried quartz aggregate applied at a rate of 100 lbs. per 100 fe into wet Alsan RS 233 Self -Leveling Mortar. Optional finish coat of Alsan RS 281 Finish applied at a rate of 0. 74 gal. per 100 ft. 3. SOPREMA, Inc. Alsan RS 263 LO Self Leveling Mortar applied at a rate of 1.8 gal. per 100 ft. Optional dried quartz aggregate applied at a rate of 100 lbs. per 100 ft' into wet Alsan RS 263 LO SCIf; . : . LevelingMortar. Optional finish coat of Alsann 28 1 'Finish Gee*:* applied at a rate of 0.74 gal. per 100 ft2 :00 *0 00 4. SOPREMA, Inc. Alsan RS 230 Field applied at 2.6 gal. per 1-0&N.oFinisl� co;t :0000: of Alsan RS 287 Color Finish Base appliedpt +2 gal. pe W ft' with optional Alsan RS Deco Chips applielf If 1. 3 lbs. *p*e; 100 fe embedded into wet top coat Go% 5. SOPREMA, Inc. Alsan RS 233 Self -Leveling Mortar applied -at -&.?:gal. per 100 ft'. Finish coat of Alsan RS 287 Color Finis; Ba'seappliddat: 1. 2 gal. per 100 fe with optional Alsan RS Ileco Uips aiplied. at 1.3 lbs. per 100 ft2 embedded into wet top coolat. * 6. SOPREMA, Inc. Alsan RS 260 LO Field applied at 2.6 gal. per 100 ft'. Finish coat of Alsan RS 287 Color Finish Base applied at 1.2 gal. per 100 ft2 with optional Alsan RS Deco Chips applied at 1. 3 lbs. per 100 ft2 embedded into wet top coat. 7. SOPREMA, Inc. Alsan RS 263 LO Self -Leveling Mortar applied at 8.7 gal. per 100 ft'. Optional finish coat of Alsan RS 287 Color Finish Base applied at 1. 2 gal. per 100 ft2 with optional Alsan RS Deco Chips applied at 1. 3 lbs. per 100 ft' embedded into wet top coat. 8. SOPREMA, Inc. Alsan RS 233 Self -Leveling Mortar applied at 8.7 gal. per 100 ft2. Optional finish coat of Alsan RS 299 Textured Base applied at 3.2 gal. per 100 ft'. 9. SOPREMA, Inc. Alsan RS 230 Field applied at 2.6 gal. per 100 ft'. Finish coat of Alsan RS 289 Textured Base applied at 3.2 gal. per 100 ft' with optional Alsan RS Deco Chips applied at 1.3 lbs. per 100 ft' embedded into wet top coat. 10. SOPREMA, Inc. Alsan RS 287 Color Finish Base applied at 1.2 gal. per 100 ft'. 11. SOPREMA, Inc. Alsan RS 289 Textured Base applied at 3.2 gal. per 100 ft'. NOA No.: 15-0707.06 MIAMMADECOUNTYIE Expiration Date: 09/08/21 �FIIJNN# Pj� Approval Date: 09/08/16 Page 12 of 69 EVIDENCE SUBMITTED: Test A2ency/ldentifier Factory Mutual Research Corp. Underwriters Laboratories Trinity I ERD Report Name Date 3002351 FM 4470 02/28/03 3023458 FM 4450 07/18/06 3024311 FM 4470 11/01/06 3028410 FM 4470 02/19/07 3026964 FM4470 07/25/07 3034124 FM 4470 02/23/09 3036182 FM 4470 07/31/09 3035625 FM 4470 09/17/10 3042559 FM 4470 10/18/11 3044801 FM 4470 02/27/12 3045101 FM 4470 11/05/12 3046765 FM 4470 02/15/13 3047439 FM 4470 07/22/13 3046941 FM 4470 12/19/13 3049322 FM 4470 0 1: 1,141 3048085 FM 4470 027o7/14 3051408 FM 4470 081f-YJ�- 3047351 FM 4470 10/09/14 3053841 FM 4470 ... 03/2PNig 3051109 FM 4470 0571oWt5O RR201064 FM 4470 o-:-O: 05115:13 RR201595 FM 4470 00 00 07/WT5 RR202234 FM 4470 :00:0: 08/13/11 RR20293 8 FM 4470 o 10=7 r5 RR203007 FM 4470 O000 124415 3054633 FM 4470 12/18/ 131 0 RR203650 FM 4470 12/18/15 RR203157 FM 4470 01/19/16 RR203472 FM 4470 02/05/16 3053475 FM 4470 02/11/16 R11436 UL 790 07/29/16 2752.02LAB.05.02-1 TAS 114 05/24/02 02843.02.05-2 TAS 117 02/10/05 2779.11.05-RI TAS 114 04/18/07 S30440.03.10-2-R2 TAS 114 06/01/10 02848.04.05-RI TAS 114 10/19/10 S 11440.11.10-4 ASTM D2178 11/17/10 S35860.12.11-2 ASTM D4601 12/12/11 S39500.02.12 Physical Properties 02/23/12 S39320.01.12-Rl TAS 114 05/24/12 S 11440.12. 10-1 -R1 ASTM D6163 06/07/12 S39970.07.12-2 ASTM D6164 07/12/12 S35860.05.12-1-R2 ASTM D6163 02/14/13 S35860.05.12-3-RI ASTM D6164 03/14/13 NOA No.: 15-0707.06 Expiration Date: 09/08/21 Approval Date: 09/08/16 Page 13 of 69 EVIDENCE SUBMITTED: (CONTINUED) Test A2ency/Identifier Report Name Date Trinity ERD S45340.10.13 TAS 114 10/02/13 S45010.02.14 ASTM D6506 02/07/14 S45520.11.13-R2 Physical Properties 03/26/14 S47170.05.14-1 TAS 114 05/12/14 S32700.12. 10-R2 ASTM D6162 07/07/14 S 11440.11.10-3 -R2 ASTM D4601/TAS 117(B) 08/26/14 S43400.08.14-6 ASTM D6164 08/26/14 S35860.05,12-2-R3 ASTM D6164 08/28/14 S44110.09.14-7C ASTM D6164 09/02/14 S44110.09.14-1 ASTM D6162 09/08/14 S441120.09.14-7A ASTM D4601 09/08/14 S43400.08.14-4-RI ASTM D6163 10/24/14 S43210.11.14 ASTM D1876 11/10/14 S32840.06. 10-RI TAS 117 (B) 141 I/A S47160.01.14-RI TAS 114 (H) 12711/14 S35860.12.1 1-1-RI ASTM D2178 12;b/j�- S35860.09.12-R2 ASTM D6163 12/12/j� S39970.07.12-RI ASTM D6162 121].W4 S44110.01.15-4A-R3 ASTM D6164 0570,W490 SOPC-S42600.08.15-R2 Physical Propertios- 03/2 116" S41370.07.12-RI TAS 114 0* 04/V/16 :00:0: 9 PRI Construction Materials SOP-010-02-01.03 TAS-138 07/�Pjjl. Technologies, LLC SOP-043-02-01 ASTM D4601 02�27/12 SOP-042-02-01 ASTMD4601 02/��7 K SOP-041-02-01 ASTM D2178 00 02/27/12 SOP-040-02-01 ASTM D2178 02/27/12 SOP-049-02-01 ASTM D1644 /D2196 05/31/12 SOP-050-02-01 ASTM D3019 07/12/12 SOP-056-02-01 Physical Properties 09/12/12 SOP-071-02-01 Physical Properties 02/12/16 DECK STRESS ANALYSIS CALCULATIONs/REPORTS Eneineer/A2ena Identifier Assemblies Date Robert Nieminen, P.E. Signed/Sealed B(2), B(3), C(2), C(3), C(4), 04/29/16 Calculations C(7), D(l), D(8), D(12) FM Approval Deck Limitations N/A B(1), B(4), B(5), B(6), B(7), 01/01/13 C(l), C(5), C(6), D(2), D(3), D(4), D(5), D(6), D(7), D(9), D(I 0), D(I 1), D(I 3), D(I 4) NOA No.: 15-0707.06 MIAMDADECO Expiration Date: 09/08/21 Approval Date: 09/08/16 Page 14 of 69 APPROVED ASSEMBLIES: Membrane Type: Liquid Applied Membrane Deck Type 31: Steel, Insulated Deck Description: 18-22 ga., Type B, Grade 33 steel deck fastened 6" o.c. with Traxx/5 fasteners into 1/4" steel supports spaced maximum 6 ft. o.c. Deck side laps are attached with TrwLx/l fasteners spaced max. 24" o.c. This Tested Assembly has been analyzed for allowable deck stress. See Evidence Submitted Table. System Type B(1): Optional vapor barrier followed by base layer of insulation mechanically attached, top layer adhered with approved adhesive. All General and System Limitations apply. Vapor Barrier: Sopravap'r, self -adhered to the top flanges of the steel deck. (Optional) One or more layers of any of the following insulations. Base Insulation Layer (Minimum 2 layers) Insulation Fasteners Fastendo (Table 3) DenS*1ty/ft2 H-Shield, H-Sh ield CG, M-Shield, Sopra-ISO r, Sop ra-ISO+ r, ACFoam -11, ACtQ§jA-j1I, : 0,.9 Sopra-ISO s, Sopra-ISO+ s, Multi -Max FA-3, UltraMax, Sopra-ISO x, Sopra-ISV.+0 1, ENR6Y 3, ENRGY 3 AGF, ENRGY 3 CGF, EnergyGuard POLYISO Insulation 4,00000 Minimum 1.5" thick 6, 11 (#15) 1:1.�;`o 0 0 0 0 .:::: 0 : :000 Note: Base layer shall use minimum two layers of insulation panels listed. Instfliamh panel obionts 0 shall be staggered, mechanically attached with fasteners and density described WON Alternaltly the first layer of insulation may be mechanically fastened as above and the seclond J;yer aotdetttl 00.::. :0099: with Duotack or Duotack Neo applied in 1/2" to -/4" wide ribbons spaced maximuib.t2" b.c. Refer to 0 0 Roofing Application Standard RAS 117 for insulation attachment. Top Insulation Layer Insulation Fasteners Fastener (Table 3) Density/ft' Sopraboard Minimum 1/8" thick N/A N/A DEXcell FA Glass Mat Roof Board, DensDeck, SECUROCK Gypsum -Fiber Roof Board Minimum 1/4" thick DEXcell Cement Roof Board Minimum 7/16" thick N/A N/A N/A N/A Note: All insulations shall be adhered with Duotack or Duotack Neo applied in 1/2" to %" wide ribbons spaced maximum 12" o.c. Refer to Roofing Application Standard RAS 117 for insulation attachment. Insulations listed as base layer only shall be used only as base layers with a second layer of approved top layer insulation installed as the final membrane substrate. NOA No.: 15-0707.06 Expiration Date: 09/08/21 Approval Date: 09/08/16 Page 15 of 69 Base Sheet: One or two plies of Sopra G, Modified Sopra G, Soprabase, Elastophene Sanded, Colphene Sanded, Elastophene Sanded 2.2, Elastophene Sanded 3.0, Elastophene HS, Elastophene HS 62, Elastophene PS*, Elastophene PS 3.0*, Elastophene 180 Sanded, Colphene 180 Sanded, Sopralene 180 Sanded 2.2, Elastophene 180 PS*, Colphene 180 PS*, Sopralene 180 PS 2.2*, Sopralene 180 Sanded, Sopralene 180 PS* or Sopralene 250 Sanded, adhered in a full mopping of approved asphalt applied within the EVT range and at a rate of 20-25 lbs./sq. or in COLPLY EF Adhesive at 1.5-2.5 gal./sq. Or One layer of Elastophene Flam*, Elastophene Flam 2.2*, Elastophene Flam HS*, Elastophene SP 2.2, Colphene SP 2.2, Elastophene SP 3.0, Colphene SP 3.0, Sopralene 180 SP 3.0, Sopralene 180 SP 3.5, Colphene 180 SP 3.5, Sopralene Flam 180*, Colphene Flam 180*, Sopralene Flam 250*, Sopralene 250 SP, Colvent Flam TG*, Colvent Flarn 180 TG*, torch -applied. Or One layer of Elastophene Stick, Sopralene Stick, Colphene Stick, Elastopl2ene Flam Stick*, Sopralene Flam Stick* self -adhered. :00*00 0 0 *Requires torch -applied ply or cap membrane. 9.0 : :0 0 Ply Sheet: 0 One layer of Sopra G, Modified Sopra G, Soprabase, ElastopII&Td STinded," * * (Optional) Colphene Sanded, Elastophene Sanded 2.2, Elastophene San(reTIT, Elastopj�epe HS, Elastophene HS 62, Elastophene 180 Sanded, Colphene � %*$'V'ded ....... Sopralene 180 Sanded 2.2, Sopralene 180 Sanded or Sopralerw.Z�Q �anded .... adhered in hot asphalt at 25 lbs./sq. or in COLPLY EF Adhesi"*a4f.5-2.5- gal./sq. Or One layer of Elastophene SP 2.2, Colphene SP 2.2, Elastophe;e !!;P 0, CdYlptiont SP 3. 0, Sopralene 180 SP 3. 0, Sopralene 180 SP 3.5, Colphene 180 SP 3.5 or Sopralene 250 SP, torch -applied. Or One layer of Elastophene Stick, Sopralene Stick or Colphene Stick, self -adhered. Primer: (Optional) Alsan RS 222 Primer applied at a rate of 1.0 gal./sq. Base Coat: Alsan RS 230 Field, Alsan RS 260 LO Field, Alsan RS 230 Flash or Alsan RS 260 LO Flash applied at a rate of 3.91 gal./sq. Reinforcement: Alsan RS Fleece is firmly applied and rolled into the base coat while still wet to ensure adhesion and remove air bubbles. Reinforcement shall be placed carefully to avoid wrinkles and maintain alignment. Top Coat: Alsan RS 230 Field, Alsan RS 260 LO Field, Alsan RS 230 Flash or Alsan RS 260 LO Flash applied at a rate of 1.95 gal./sq. Surfacing: Apply any coating listed in Table 4 above, or any Miami -Dade approved coating (Optional) system. Refer to Underwriters Laboratories or Intertek Testing Services listings for applicable fire classifications. Maximum Design Pressure: -52.5 psf. (See General Limitation 47) NOA No.: 15-0707.06 Expiration Date: 09/08/21 Approval Date: 09/08/16 Page 16 of 69 Membrane: Liquid Applied Membrane Deck Type 21: Steel, Insulated Deck Description: Min. 22 ga., Type B, Grade 33 steel fastened with puddle welds spaced 6" o.c. to supports spaced maximum 6' o.c. Deck side laps are fastened max. 24" o.c. with Tek/ I fasteners. This Tested Assembly has been analyzed for allowable deck stress. See Evidence Submitted Table. System Type B(2): Optional vapor barrier followed by base layer of insulation mechanically attached, top layer adhered with approved adhesive, roof cover fully adhered. All General and System Limitations apply. Vapor Barrier: Sopravap'r, self -adhered to the top flanges of the steel deck. (Optional) One or more layers of any of the following insulations. Base Insulation Layer ACFoam-11, Sopra-ISOs or ENRGY 3 Minimum 2" thick Top Insulation Layer SECUROCK Gypsum -Fiber Roof Board Minimum 3/8" thick SECUROCK Cement Roof Board Minimum 1/2" thick Insulation Fasteners (Table 3) 0 0 FaimAr 4 (#12 or #14) with 21,4 (#12).@P-*. 19 with 3, 2 (#12 or #14) with 8P,* 0 * 22, 11 (#12) or 5 or 11 (#14) wiM7**: or 9 or 1 (#12 or #14) with 1t: Insulation Fasteners (Table 3) N/A N/A Den@ity/ft' r as ener Dengifl/Itt N/A N/A Note: All insulations shall be adhered with hot asphalt full mop applied at a rate of 25 lbs./sq. or with High Velocity' Insulation Adhesive III (HVIA-111), High Velocity"� Insulation Adhesive III — Green, High Velocity Insulation Adhesive PG, Duotack, Duotack Neo, Millennium One Step Foarnable Adhesive, Millennium One Step Green Foarnable Adhesive, Millennium PG-1 Low Viscosity Insulation Adhesive applied in continuous ribbons maximum spacing of 12" o.c. Refer to Roofing Application Standard RAS 117 for insulation attachment. Insulations listed as base layer only shall be used only as base layers with a second layer of approved top layer insulation installed as the final membrane substrate. MIAMMAD COUN �M" �tfyjqll NOA No.: 15-0707.06 Expiration Date: 09/08/21 Approval Date: 09/08/16 Page 17 of 69 *see** :0600: **:440 0 0 0 *0**00 0 Base Sheet: Elastophene Sanded, Colphene Sanded, Elastophene Sanded 2.2, Elastophene Sanded 3.0, Elastophene HS, Elastophene HS 62, Elastophene 180 Sanded, Colphene 180 Sanded, Sopralene 180 Sanded 2.2, Sopralene 180 Sanded or Sopralene 250 Sanded adhered in hot asphalt at 25 lbs./sq. or in COLPLY EF Adhesive at 1.5-2.5 gal./sq. Or Elastophene Flam HS*, Elastophene Flam 2.2*, Elastophene Flam*, Sopralene Flam 180*, Colphene Flam 180*, Sopralene Flam 250*, Elastophene SP 2.2, Colphene SP 2.2, Elastophene SP 3.0, Colphene SP 3.0, Sopralene 180 SP 3.0, Sopralene 180 SP 3.5, Colphene 180 SP 3.5 or Sopralene 250 SP, torch -applied. Or One layer of Sopralene Stick, Colphene Stick, Elastophene Flam Stick* or Sopralene Flam Stick* self -adhered. *Requires torch -applied ply sheet. Ply Sheet: Elastophene Sanded, Colphene Sanded, Elastophene Sanded 2.2, Elastophene (Optional) Sanded 3.0, Elastophene HS, Elastophene HS 62, Elastophene 180 Sanded,:... Colphene 180 Sanded, Sopralene 180 Sanded 2.2, Sopralene 110 Sat&d ote Sopralene 250 Sanded adhered in hot asphalt at 25 lbs./sq. or in VOLPLY EV. Adhesive at 1.5-2.5 gal./sq. :0 Or 0000 ***ilo' corpkene, One layer of Elastophene SP 2.2, Colphene SP 2.2, ElastophenC.V. SP 3.0, Sopralene 180 SP 3.0, Sopralene 180 SP 3.5, Colphene,140SR 15 or 9*90 Sopralene 250 SP, torch -applied. 00000 Or One layer of Elastophene Stick, Sopralene Stick or Colphene Sjck,.Stjf-adh8red. Primer: Alsan RS 222 Primer applied at a rate of 1.0 gal./sq. (Optional) Base Coat: Alsan RS 230 Field, Alsan RS 260 LO Field, Alsan RS 230 Flash or Alsan RS 260 LO Flash applied at a rate of 3.91 gal./sq. Reinforcement: Alsan RS Fleece is firmly applied and rolled into the base coat while still wet to ensure adhesion and remove air bubbles. Reinforcement shall be placed carefully to avoid wrinkles and maintain alignment. Top Coat: Alsan RS 230 Field, Alsan RS 260 LO Field, Alsan RS 230 Flash or Alsan RS 260 LO Flash applied at a rate of 1.95 gal./sq. Surfacing: Apply any coating listed in Table 4 above, or any Miami -Dade approved coating (Optional) system. Refer to Underwriters Laboratories or Intertek Testing Services listings for applicable fire classifications. Maximum Design Pressure: -60 psf (See General Limitation #7.) NOA No.: 15-0707.06 Expiration Date: 09/08/21 Approval Date: 09/08/16 Page 18 of 69 V666: 0 0 ersoo 666690 0 e 00090* 0 0