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ACT-09-20-2210 (2)Miami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 Location Address Parcel Number 9723 NE 2ND AVE, Miami Shores, FL 33138 1132060134210 Contacts Gator 9723 NE 2 Avenue, LLC Owner AWNING & SHADES INTERNATIONAL INC Contractor 9723 NE 2 AVE, Miami Shores, FL DAISY SARMIENTO 6116 NW 6 AVE, MIAMI , FL 33127 mariana@gotpermitpro.com _._...................._.....,..,......._._.__,_..._..,........._....._..�,..,.,.,.,.._ .,,a....._ , , .._._. _............ Inspection Requests: Description: INSTALL NEW AWNING 9727 NE 2 AVE Valuation: $ 2,000.00 r-762-4949 Total Sq Feet: 0.00 Fees Amount Application Fee - Other $50.00 CCF $1.20 DBPR Fee $2.00 DCA Fee $2.00 Education Surcharge $0.40 Planning and Zoning Review Fee $35.00 Scanning Fee $9.00 Structural Review ($45) $45.00 Technology Fee $2.50 Window Awnings $50.00 Total: $197.10 Building Department Copy Payments Date Paid Amt Paid Total Fees $197.10 Credit Card 01/20/2021 $147.10 Credit Card 09/30/2020 $50.00 Amount Due: $0.00 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 Ilviy be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above nXned cor4ractor t,_do toe worV stated. Authorized Signature: Owner / Applicant / Date January 20, 2021 Page 2 of 2 ,2� owl 7,0 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION R.-YI C E VILI ) S E P 2 9 2020 BY: _. FBC 20 Master Permit No. Ac - h9 " 20' 2-210 Sub Permit No. a131-11LDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL r_�PLiUMBING ❑ MECHANICAL [:]PUBLICWORKS [—]CHANGE OF ❑ CANCELLATION [:]SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 9727 NE 2 Ave City: Miami Shores County: Miami Dade Zip: Folio/Parcel#_11-3206-013-421 O Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: . BFE: FFE: OWNER: Name (Fee Simple Titleholder):GATOR 9723 NE 2ND AVE LLC Phone#: IC -'"L —°IO'{M Address:7850 NW 146 ST. 4TH FLOOR City: MIAMI LAKES State: FL Zip: 33016 Tenant/Lessee Name: %%Q TIs�D T �'i/1//vC� Phone#: 30-r-7- - lM Email: SI/1/(J�R-t��AGT,tI��/✓iEi2GGNA�� • CAJ CONTRACTOR: Company Name:[, A . �1 e_ -r- C /Ict h TIA, ph, lr11,< /4i41hnne# 230J-- Address: &Q/ / C /-A-0 City: Qualifier Name: State Certification or Registra ion #: DESIGNER: Architect/Engineer: Address: State: Value of Work for this Permit: $ 1 ©d0 Type of Work: ❑ Addition ❑ Alteration Description of Work: INSTALL NEW AWNING Zip: f> r/ 2 2 Phone#: Certificate of Competency #: Phone#: City: State: Square/Linear Footage of Work: ❑ New ❑ Repair/Replace Specify color of color thru tile: Submittal Fee $ 0 Permit Fee $ Scanning Fee $ Radon Fee $ Technology Fee $� Training/Education Fee $ Structural Reviews $ CCF $_ DBPR $ Zip: ❑ Demolition CO/CC $ _ Notary $ Double Fee $ _ Bond $ TOTAL FEE NOW DUE $ 1,-/ 9 - It (Revised02/24/2014) 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 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 brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection whiTd occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not I appro and a reinspection fee will be charged. Signature_ Jrr4a k . The foregoing instru �&QAq was acknowledged before me this i-I day of 20 ate, bV who is personally known to me or who has produced as z Signature CONTRACTOR The foregoing instrument was acknowledged before me this day of W�lLa 20 �' , by "t \S �irT 3 w o is personally knoWnr- me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: sor Notary public State of Florida Leslye NOTARY PUBLIC: ,. Chirino My Commission GG 970976 fires 06/13/2024r ,,.Miss aQ i o, Sign: Si n: RES Print: �s�4.L l r^ittr� Print: , wee �,pr� -Z�' • '��'•, Seal: Seal: -,, M �•+"�e��.•` *r*******�s��***+r�*�****s*s**■*�***s*:*s�a�**�*****s««��*��xs**a*s�**«:rx�x**t*t*x**x�+�*�*****a�*�********�***s* GcsD APPROVED BY G4u .r�Plans Examiner V d-_2,o Zoning Structural Review (Revised02/24/2014) C4�j Clerk Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 CONTRACTORS' REGISTRATION IF CONTRACTOR IS A FLORIDA STATE CERTIFIED CONTRACTOR: A. COPY OF QUALIFIER'S STATE LICENCES B. COPY OF LOCAL BUSINESS TAX RECEIPT C. COPY OF LIABILITY INSURANCE* D. COPY OF WORKERS COMPENSATION INSURANCE* (Workers Compensation EXEMPTION must have NOTICE TO OWNER form and Contractor Affidavit) IF CONTRACTOR HAS A MIAMI DADE COUNTY CERTIFICATE OF COMPETENCY: A. COPY OF CERTIFICATE OF COMPETENCY OF QUALIFIER B. / COPY OF LOCAL BUSINESS TAX RECEIPT C. COPY OF STATE REGISTERED CONTRACTOR LICENSE OR MIAMI DADE COUNTY MUNICIPAL CONTRACTOR'S TAX RECEIPT. / D. COPY OF LIABILITY INSURACE* Zo --W �76r E. COPY OF WORKERS COMPENSATION INSURANCE* (Workers Compensation EXEMPTION must have NOTICE TO OWNER form and Contractor Affidavit) *YOUR INSURANCE COMPANY MUST ISSUE A CERTIFICATE AS FOLLOW: Certificate Holder: MIAMI SHORES VILLAGE BLDG DEPT 10050 NE 2ND AVE MIAMI SHORES, FL 33138 Certificate must specify the description of operations or contractor license number. ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ / • ■ / / / / / / / / / / / / / ■ ■ ■ ■ / / / / / / / / / / / / / / / / //�/�/ /j// / / / / / / / / / / / / / / / / / / / / / / / / / / / / ■ BUSINESS NAME:'V(�,�i r4 �� BUSINESS ADDRESS: �P �1 C( j 6i1'9,CITY STAT ZIP a)3 I BUSINESS PHONE: ( ) CELL PHONE () FAX NUMBER ( ) QUALIFIER'S NAME: 'u f\/r1) -\ r v-: QUALIFIER'S LIC NUMBER: 'i► CTQB Construction Trades Oualifying Board INESS CERTIFICATE OF COMPETENCY 19BS00249 AWNINGS & SHADES INTERNATIONAL INC IENTO DAISY DELCARMEN Is certified under the provisions of Chapter 10 of Miami -Dade County U I STATE OF RARIDA ' DEP'ARTIEWOFFRUMICuu.SE3VJ= DIVISM OF wORRMM COMPE9NSAIM ' CONSTRUCTM*IDIM RYE KBWTIDN CERTIRCATE of ELecnoN To BE ExEMPT FROM FLORIDA ' I wORiosW CATION LAW EFFECTIVE DATE: &19=20 EXPIRATION DATE: GM9Y2022 PERSON: DAIRY SARMIE.NTO EMAJ : AVN dQSKM EWtt hWMALCOe fq . 82xi766M RUSRIES4 NAIVE AND ADDRESS. it AWNRM & SHADES NTERNATIONAL INC 124 Nw 136 PL ' MUMI. FL 331e4 SCOPE OF BUSMIESS OR TRADE: Imn vSeet Eamon Pane Local Busines Tax Receipt Miami -Dade Counts; State of Florida -THIS IS NOT A 810. - DO NOT PAY 7295427 RECEIPT NO. NEW BUSINESS BUSINESS NAMEIL.00ATION 7585035 AWNINGS & SHADES INTERNATIONAL INC 6116 NW 6TH AVE MIAAMI, FL 33127 LB.-T EXPIRES SEPTEMBER 30, 2020 Must be displayed at place of business Pursuant to County Code Chapter BA - Art. 9 & 10 OWNER SEC. TYPE OF BUSINESS PAVN1ENT RECEIVED AWNINGS & SHADES 196 SPECIALTY BUILDING by Tax COLLECTOR INTERNATIONAL. INC CONTRACTOR 45.00 02/05/2020 r/O nAI.RY SARMIFNTO PRFS Worker(s) 2 19BS0249 0226-20-002840 This Local Business Tax Receipt only confirms payment of the Local Business Tax. The Receipt is not a license. permit of a certification of the holders qualifications, to do business. Helder must comply with any governmental or nongavermnemal regelata-y taws and rerptirements which apply to the business. The RECEIPT NO. above -nett be displayed on all commercial vehicles - Miami -Dade Code Eau 11a-276. mt';r icere information. visit w�Ilw ride govltaxcoltect Municipal Contractor's Tax Receipt Miami -Dade County, State of Florida -THIS IS NOT A BILL - DO NOT PAY CC NO: I9BS00249 BUSINESS NAMEILOCATION AWNINGS & SHADES INTERNA110NAL INC 6116 NW 6TH AVE MIAMI, FL 33127 OWNER AWNINGS & SHADES INTERNATIONAL INC C/O DAISY SARMIENTO PRFS mc. RECEIPT NO. _ EXPIRES 7590857 SEPTEMBER 30, 2020 TYPE OF BUSINESS SPECIALTY BUILDING CONTRACTOR Pursuant to County Code Sec 10-24 PAYMENT RECEIVED BY TAX COLLECTOR 20.00 06/22/2020 0223-20-000572 Restricted to City of Coral Gables ACOR" CERTIFICATE OF LIABILITY INSURANCE II..� DATE (MM/DD/YYYY) 1 09/15/2020 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES .NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER NAME: CONTACT OLGA CHAVEZ Citinsurance Agency Corp 8390 West Flagler St Suite 213 H NN Etl: (305)228-1533 ac No): (305)228-1525 ADDRESS: citins@citi-ins.com INSURER(S) AFFORDING COVERAGE NAIC # INSURER A: UNITED SPECIALTY INS.COMPANY Miami, FL 33144 INSURED INSURER B: INSURER C : AWNINGS & SHADES INTERNATIONAL INC INSURER D : 6116 NW 6th Ave INSURER E : INSURER F : Miami FL 33127- COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR LTR TYPE OF INSURANCE ADDL SUER NUMBER POLICPOLICY MMIDDY/YYYY MM/DDPOLICY EXP LIMITS X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000.00 CLAIMS -MADE X OCCUR PREMISES Ea occurDrence $ 100,000.00 MED EXP (Any one person) $ 5,000.00 PERSONAL & ADV INJURY $ 1,000,000.00 A 1187671 06/08/2020 06/08/2021 GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ 2,000,000,00 POLICY ❑PRO- JECT ❑ LOC PRODUCTS - COMP/OP AGG $ 2,000,000.00 $ OTHER: AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT Ea accident $ BODILY INJURY (Per person) $ X ANY AUTO A ALL OWNED SCHEDULED AUTOS AUTOS 1187671 06/08/2020 06/08/2021 BODILY INJURY (Per accident) $ PROPERTY DAMAGE Per accident $ X �/ NON -OWNED HIRED AUTOS /� AUTOS HIRED/NON-OWNED $ 1,000,000.00 UMBRELLA LIAB OCCUR EACH OCCURRENCE $ AGGREGATE $ EXCESS LIAB CLAIMS -MADE DED I I RETENTION $ $ WORKERS COMPENSATION AND EMPLOYERS' LIABILITY Y / N PER OTH- STATUTE I ER ANY PROPRIETOR/PARTNER/EXECUTIVE E.L. EACH ACCIDENT $ OFFICER/MEMBER EXCLUDED? ❑ N / A (Mandatory in NH) E.L. DISEASE - EA EMPLOYE $ If yes, describe under DESCRIPTION OF OPERATIONS below E.L. DISEASE - POLICY LIMIT 1 $ DEDUCTIBLE $500 BI & PD A 1187671 06/08/2020 06/08/2021 DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) AWININGS INSTALLATION CERTIFICATE MIAMI SHORES VILLAGE BLDG DEPT 10050 NE 2ND AVE MIAMI SHORES SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE FL 33138 9 1988-2014 ACORD CORPORATION. All rights reserved. ACORD 25 (2014/01) The ACORD name and logo are registered marks of ACORD Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Notice to Owner - Workers' Compensation Insurance Exemption Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full -rime employees, including the owner, must obtain workers' compensation coverage. Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be exempt if: 1. The officer owns at least 10 percent of the stock of the corporation, or in the case of an LLC, a statement attesting to the minimum 10 percent ownership; 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State, Division of Corporations; and 3. The corporation is registered and listed as active with the Florida Department of State, Division of Corporations. No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers' compensation exemption and has acknowledge that lie or she will not use day labor, part-time employees or subcontractors for your project. The contractor has provided an affidavit stating that he or she will be the only person allowed to work on your project. In these circumstances, Miami Shores Village does not require verification of workers' compensation insurance coverage from the contractor's company for day labor, part-time employees or subcontractors. BY SIGNING BELOW Y CKN WLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. f � Signature: Owner State of Florida County of Miami -Dade The foregoing was acknowledge before me this day of , 20av tag 1( r^ C !ram i+i1��11��r� By\GvnK who is persona y known to me or has produced ��•,'� as identification. .••G �/ ' Nota = * • e�••: � SEAL: AWNINGS & SHADESINTERNATIONAL INC. 6116 NW 6" AVE, NVAMI FL 33127 Date: 12/11/2020 State of Florida County of Miami -Dade Before me this day personally appeared VYA\ J ff�iho, being duly sworn, deposes and says: That he or she will be the only person working on the project located at: Sworn to (or affirmed and subscribed before me this day ofYA ( 20:x rsonally know OR Produced I en i `"""Type of Identification Produced Print, Type or Stamp Name of Notary Municipal Contractofs Tax Receipt Miami -Dade County, State of Florida -THIS IS NOT A BILL - DO NOT PAY CC NO: 19BS00249 BUSINESS NAMEILOCATION AWNINGS & SHADES INTERNATIONAL INC 6116 NW 6TH AVE MIAMI, FL 33127 OWNER . 11V�11NGS & SHADS WTERNATIONA UO DAISY SARMIE PRES S .0 i , k M t For an 0 Inf RECEIPT NO. EXPIRES SEPTEMBER 30, 2020 7590857 Pursuant to County Code Sec 10-24 ,TYPE OP BUSINESS SPEQALTY BUILDING CONTRACTOR PAYMENT RECEIVED 13Y TAX COLLECTOR 1 20.06 06/22/2020 ` 0223-20-000572 x Restrkiid to C?�,y 01 Coral Gables Al a, ._...w.. ...4 1 Business Tax Receipt Loca Miami-Dade County, State of Florida -THIS IS NOT A BILL - DO NOT PAY RECEIPT NO. 7295427 RENEWAL BUSINESS NAME/LOCATION 7585035 AWNINGS & SHADES INTERNATIONAL INC EXPIRES SEPTEMBER 30, 2021 Must be displayed at place of business 6116 NW 6TH AVE �.. Pursuant to County Code MIAMI, FL 33127 Chapter BA — Art. 9 & 10 NIL , SEC. TYPE OP BUSINESS OWNER x PAYMENT RECENE AWNINGS &SHADES 196 SPECIALTY BUILDING SY TAX coLt;ECToi INTERNATIONAL INC CONTRACTOR ta w 45.00 9hsm cionAIRY RARMIFNTPRFR 49 CREDITC�Ks) 2ARD �24 f Thistocal Business Tax Receipt R !. , pay** of the Local Busbmss Tax. The Race ipt h Imt'a licea panait, or a caru8cation of tba al 'ii li6catioad;�pi do busim'" Holder Est comply with l yov ril or rianpovornmsatal regulatory lenirs slid Y�quiremsMs which SPA to the business. -z rmsw The RECEIPT NO. above must be dis ft d on all commercial vehicles — Miami —Dada Code Sec 8s-Z76 For 01011 in1011o8 ion, visit 16E AWNINGS & SHADES INTERNATIONAL INC Im MIAMI-DADE COUNTY DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES http://www.miamidade.gov/building/home.asp 12/l/2020 9:15:41 AM iTrackina # 1process # Permit # 1121002602 IM2021002602 12021013195 THIS COPY OF PLANS MUST BE AVAILABLE ON BUILDING SITE OR AN INSPHCT36N WILL NOT BE • • • • . • • MADE. • . . Process # Review Disposition • • Reviewer • • . . . • ate M2021002602 DERM CORE A BARBON, ARACELYS..1.1/30/24 ' M2021002602 UPFRONT FEES A MORAZAN, OCATVIO••1.1/24/202W M2021002602 FIRE A VALDESPINO, "; ' 24/2Q2Q ; • RIGOBERTO •• • •• •• • • • • • Disclaimer. •• . ,•,• • • 0000 • Subject to compliance with all Federal, State, and County Laws, rules and regulations. Miami -Dade County assumes no responsibility for accuracy of or results of these plans. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to the property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts state agencies or federal agencies. Stamp Name Trade Disposit ion Stamp Description Approved FIRE A Approved Approved DERM A Approved { � - 1 - '2 ` 111 �FX :lul NOTE: ALL SHEETS MUST BE REVIEWED MIAMI-DADE COUNTY DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES Herbert S. Saffir Permitting and Inspection Center 11805 SW 26th Street (Coral Way) • Miami, Florida 33175-2474 • (786) 315-2000 APPLICATION FOR MUNICIPAL PERMIT APPLICANTS THAT REQUIRE PLAN REVIEW FROM MIAMI-DADE FIRE RESCUE AND/OR ENVIRONMENTAL SERVICES PROVIDE MUNICIPAL PROCESS NUMBER HERE ACT-0920-2210 •• • Job Address 9727 NE 2nd AVE, MIAMI SHORES ...... . .. ..... Contractor No. 19�SpQ��9 z Folio 11-3206-013-4210 00 : • • • • Last four (4) digits4f "if ier Npt • • • • Ow a Q Contractor Name A'WMNGS & SHikOI S INTI reNAfI �> �o Lot Block oc� zp •• •••• Qualifier Name .' '.�'�; o a Subdivision PBpg 0 z Address 6116 NVy kA % • City MIAMI State 3314ii • • Metes and boundWIAMI SHORES SEC I AMD [ ] New Construction on [ ] Demolish COM: MBDICAL • Current use of property E MRCIA]r m Vacant Land [ ] Shell Only 0000 [ ] Alteration Interior ( ] Addition Attached Description of Work AWNING INSTALLATION W ( j Alteration Exterior [ ] Addition Detached W a> [ ] Relocation of Structure [ ] Re -Roof 112 Sq. Ft. Units Floors Enclosure ( ] Foundation Only [ ] Repair Tent [ ] $5,000.00 [ ] Repair Due to Fire Value of Work [ MBLD" [ ] Chg. Contractor Owner GATOR 9723 NE 2ND AVE LLC Address 7850 NW 146 ST. 4TH FLOOR w Category OS [ ] Re -issue W � [ ] MELE � a Re -Stamp p Z MIAMI LAKES State FL Zip 33016 City y [ ] MPLU [ ]Revision W Phone Last four (4) digits of [ ] MLPG _W [ ] Not Applicable for 3 a. [ j MMEC o [ X] FIRE Fire Owner's Social Security No. y Name Owner CONSULTING ENGINEERING SERVICES o Z Z a cc 2 Address Address 8215 LAKE DR. #B502 Y City State Zip v Z City DORAL State FL Zip 33166 w a oC w Q a Phone Phone t am requesting a Special Request Plan Review (SRI) to be scheduled as soon as possible. There is a minimum charge of Z _ 5 ccone-hour. Please contact the Fire Department for current rate. p IL a 1 s' Request: Date: y W trr o C 2^d Request-.....-- Date: l Alkif ' k . ith- npaid civil penalties; unpaid administrative costs Ae ent, testing, or monitoring costs; or unpaid liens, r all of whi i-Dade Cou i-Dade Co Uj s of the Code of the review-1 e.. cicNO ar cation. 123_01192 5/17 NAL f. i♦::' 'i i �.. CATEGORY DESCRIPTION PERMIT TYPE 31040me? 01 GENERAL BUILDING --COMMERCIAL MBLD 02 SUB --GENERAL BUILDING —RESIDENTIAL MBLD 08 CANVAS AWNING MBLD 10 COMMUNICATION TOWER MBLD 15 DEMOLITION MBLD .29... ' •' • •: METAL AWNING & STORM SHUTTER MBLD U • • • • • BCREEN ENCLOSURES MBLD 41 • • • • • • • •; • MURAL SIGNS (NON -ELECTRICAL) MBLD ;�..; ""SWIMMING POOL MBLD '56 ."'•. .'••TENNIS COURTS (SURFACE PAVING) MBLD ....TVAILER TIE DOWN MBLD ..... .�.•• ;•••• '•.'MLK-IN COOLER MBLD 91, .... "ARINAS MBLD .32... .. LbW SLOPE APPLICATIONS (GRAVEL, SMOOTH N;ODIFIED, SINGLE PLY) MBLD ..•... •95 . • • • • • 'SHINGLES (ASPHALT, FIBERGLASS) MBLD 96 "" SHINGLES (METAL ROOFS/WOOD SHINGLES & SHAKE) MBLD 97 STAGE 2 VAPOR RECOVERY SYSTEM MBLD 99 SOIL IMPROVEMENT MBLD 0100 BULK STORAGE PROPANE TANK MBLD 0101 REMOVABLE STORM PANELS MBLD 0107 TILE ROOF MBLD 0110 WATER MAIN MBLD 0111 SITE PLAN MBLD 0112 INDOOR EVENT/EXHIBIT MBLD ELECTRICAL 04 FIRE ALARM SPECIALTY MELE 16 SPECIALTY WIRING MELE 38 GENERATORS MELE 40 BUILDING PUBLIC RADIO ENHANCEMENT SYSTEM MELE 101FAV-1 10 0020 SEWER CONNECTION TO PUBLIC SYSTEM (THIS CATEGORY IS USED WHEN NO BUILDING PERMIT EXIST) MPLU 0024 INTERCEPTOR/GREASE TRAPS (REPLACEMENT OR INSTALLATION THAT IS NOT PART OF A BUILDING PERMIT) MPLU LPGX 01 LIQUEFIED PETROLEUM GAS MLPG 02 MISCELLANEOUS MLPG 04 LIQUEFIED PETROL. GAS/STATE MLPG MECHANICAL p ABOVEIBELOU�IROU D TANKPUIt/iPS � t Ioal {i --4iv tllv<�� A i:dr.��>,l i.ir�I. «1— iw VrC EI` �OODS MMEC 4 R G E i i✓ ' MMEC P M. •- 11i i�.I �� li' os, �, rj� i� MMEC 48 OKE NTROL MMEC Md!rte '4L!� r_VATOR ��'V1MEC 32 FIRE SPRINKLER FIRE THE CANVAS AND UN r8-1- -- - -- --- ZOMPLETELY REMOVED DURING PERIODS OF HIGH WIND VELOCITY REMOVABLE CANVAS OR FABRIC MUST BE COMPLETELY REMOVED AND O AS DESIGNATED By U SANDIOR EXCEED TO 75 MPH IS) WEATHER BUREAU AS BEING A HURRICANE WARNING OR ALERT. THIS FABRIC -COVERED STRUCTURE WILL NEED A QUICK REMOVAL OR BREAKAWAY FABRIC AT WIND VELOCITIES EQUAL TO OR GREATER THAN 75 MPH (ACCORDING TO FBC 2017 W05.4.2.1) A HIGH WIND VELOCITY WARNING MUST BE POSTED WITH LEGIBLE AND READILY VISIBLE SIGN OR DECAL INSTRUCTIONS TO THE OWNER OR TENANT TO REMOVE COMPLETELY THE CANVAS OR FABRIC DURING SUCH PERIODS OR TIME. THE CANVAS OR FABRIC USED FOR AWNINGS OR FABRIC -COVERED FRAMES SHALL BE FLAME RESISTANT IN ACCORDANCE 1 t 2'612° NO DATE 1/8 118 =i - aof TYPICAL WELDING CONNECTION' a gg2b $s`g DETAIL "A" SCALE: NS.S- % - rn --- q' 0" — m g „B" NU r .Z tO J1 o E o Nswas _Jm g E: "B„ _! $ g g LU N C v T - c o�= "B„ I1 LLl o a T-0" n•-o" 6 "u XrMjM - I NW-JR0 9-15.41 AID: 281•0 _ „B„ CL EAR 2 612" SEE DETAIL "A" 32�.5 4 = T_}Ae Tl- - _ .-_ -.-._ _... —� _ - -- -_ 11LiQM0 3_3.1.19 M A DFRM. JAWw vwA ISOMETRIC SCALE. ... ia"=yp" . . . .. ALL MEMBERS MUST BE • • 0 . • • • • • • STEE STM A992 GRADE 50 • • • • • • • • • • • .D. X 14GA • • • • • • • • • •• ••• •• • • • •• (GALVANIZED GATORSHIELD) (U,O.N.) • • • • • • • • • • .... ....... . ... . ..... . ... . ...... . .... .... . . .... . U) z_ ry a_ ODo T/ M VJ ; M (n Q LL 0 "o N C� c G, +� Z :Up v F J�Jl1i AND MINIMUM BUILDING CODES DALE: p-16N20 SDALE: AS.$I�ONN �,j DESIGNED: J M `� S DRAWN: 1 M. u ORAWINC N0. SD-1 STRUCTURALNOTES GENERAL NOTES: ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE DRAWINGS, FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING WITH THE AFFECTED PART OF THE WORK - THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTIONCUR EXTENT OF LIABILITY IS LIMITED TO THE AMOUNT OF THE ENGINEERING FEE. DESIGN WIND LOADS: THE STRUCTURAL FRAMING WAS DESIGNED USING F.B.C. 2017 AND THE FOLLOWING SUPERIMPOSED LOADS. DESIGN WIND LOADS WERE DETERMINED IN ACCORDANCE WITH F.B.0 2017 AND ASCE 7.10. WINDVELOGTY :105MPH EXPOSURE CATEGORY :C KO 0.85 RISK CATEGORY : 2 GCPI :.1.0.18 STRUCTURAL STEEL: THE MATERIAL. FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION, AISC 3W10. ALL ANGLES AND PLATES SHALL BE ASTM A36, FY=36KS1 OR APPROVAL EQUAL U.O.N. ALL TUBES TO BE OUTSIDE DIAMETER, GALVANIZED GATORSHIELD, STEEL FY=50KSI. OR APPROVAL EQUAL. U.O.N. ALL HOLLOW STRUCTURAL TUBE'HSS" TO BE STEEL ASTM A500 GRADE B, FY=46KSI. OR APPROVAL EQUAL, U.O N. ALL ANCHOR BOLTS SHALL BE KWIK BOLT III BY HILT U.O.N.. WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -OF -THE -NUT METHOD. WELDING SHALL BE DONE BY AM CERTIFIED WELDERS USING THE MOST RECENT AWS APPROVED TECHNIQUES. SHIELDED METAL ARC WELDING (SMAW) SHALL USE E70XX LOW -HYDROGEN ELECTRODES. ALL STEEL SHALL RECEIVE SHOP AND FIELD TOUCH-UP COATS OF PAINT IN ACCORDANCE WITH SSPC SPECIFICATIONS. EXIST. WALL EXIST. :RETE WALL EXIST. EXISTING 5/8" ICRETE STUCCO LINE OF WALL FINISH WALL LINE OF TYP�.3/16 ' FINISH WALL 3/16 `' TYP. 3/16 •1 3" 1" 2" (� _ STEEL ANGLE ASTM A36 1 L2"X2"X1/4"X2"LG W/ (1) KWIK BOLT 3 BY HILTI 2 j 3/8" DIA X 3* MIN. EMBED. 4" MIN. INTO CONCRETE EDGE DIST. (f•c-3,000 p.s.i.) FRONT VIEW SIDE VIEW DETAIL "B" LINE OF_ SCALE N.T.S. FINISH WALL I 6" MIN. _ EDGE DIST. EXISTING 5/8" STUCCO .J 3" T,P 3/161 . j'3J16 1 LINE OF FINISH WALL 1116 (2) STEEL ANGLE ASTM A36 TOPVIEW L2"X2"X1/4"X2"LG \__W/ (2) KWIK BOLT-3 BY HILTI 3/8" DIA X 3" MIN. EMB. INTO CONCRETE (f"c=3,000 P.S.I.) �1. . 1. a ml Mae f DMWIA-151111 Of RiM44i��it] �F L # 0 �; tC —fob 12100a.aR.7r 2J6M-121112970 {Lh::4 A."s-1.A (M _. -. r""w I1 - I �2. I _ 6" MIN. 4 r EDGE DIST FRONT VIEW UPPER CONNECTION 3" EXISTING 5/8" 4" 6" MIN. STUCCO EDGE DIST. 3/16 j ' TYPE 2" 3q" % 3 � LINE OF -� FINISH WALL 1 2" TOP VIEW (2) STEEL ANGLE ASTM A36 • �� • • • • • •— a.-i • • • • • I L 2" X 2" X 1/4" X 2" LG • •• • ! • • ••• • W/ (2) KWIK BOLT-3 BY HILTI • • • • 6"{Mly 3/8" DIA X 3" MIN. EMS. • • • • • • EDGE DIET. • • INTO CONCRETE -_-T-- (f"c=3,000 P.S.I.) LINE OF FRONT VIEW FINI9FMIYALL s--T- — • • • • • • BOTTOM CONNECTION DETAIL IICIT :•::•. • :.. '.' 0 ;• OUALt N.1.5. • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • J:U Juan C.' j Reg Pam. DESIGNEO: JM. _ DRAWN: J M ce,a.«":M .a wncau� ORAWINO NO. x SD-2 SKEET 2 OF 2 rIi a !Q7' ..phial r aaph4t landac•pe 1 1 hi t I Hnnd'cupped- & 8 r gii1ar. erki.g .p"I'll NEWCANVASAS AWNING —._---- I .-y.,�� n Right of-W 28FT W- X 4FT P SEE 3'-914n t 'I I 1 ENLARGED PLAN SD-1 a f_.__.p 104,93' 49.00'- to . a - --- --"-` found nnn In rnncrctc - -fp O Nn 10 met 1 \1 �� y9727 ... j #9725 j r ro na no In Cn I,- EXIST. ONE No 1a STORY BLDG 10 6 723 a SlnQln Sl 1.1 Comm Inl • x It I I ' I . 071; - 0727 N.Y., _ A n n J RIIortJ 9horen. {, rldn !I t ;' auildtng MCI,( IN 0' j � ly o i I Loi- I 1 #9717 lHL1 � i 1 tr; ---- -II r 1 W found nl III.1. rnnnal, / No It I) -1�'1nam 9_1i.A1 AM Lot 12 'lg i, i,;. Pnq ,bya tMO".Hj I Smgic story C—mcrctnl 210 - 210 NZ 07 St,—1 M.—I Shnrea. Flnridn . Ilmldmg Iirighl 110G -11 f - Cnhle/I'hnnr � c° r.. _ a�phnil c° I nephnll SITE KEY PLAN SCALE 3r32" - t SCOPE OF WORK • NEW CANVAS AWNING 28 FT W. X 4 FT P. INDEX _ _ _ -I SCPA-RI,PTION SPGE SITE PLAN h SD-1 ISOMETRIC _ SD-2 NOTES &_ DETAILS _ _. USE _ • TO PROTECT PEDESTRIAN FROM WEATHER.. 11 found nall 1. do ID r 1 GCD 1!" ,N • • • • • • • • • • • •• •• 0.0 • •• •• ••• • • ••• • • < 'I M11 i, CV m Juan C: no - FL Req P,E:.;&90la _ VALIDIONLY: NBTHRA'SH EP GE ENa e§E ''i; pu3 SPE ';J4 qN9 CCLLE . .<NNT�$AVa�YtJ9LE • �rrfll: rxau eUWr+c cmEs Et E3!&MM D£SIONFO: Ju i pNANt1: J M OMMNC No. Sp-1 " SNEET i OF . MOUNTY JJ Regulatory and Economic Resources 11805 SW 261h Street Miami, Florida 33175-2474 786 315-2000 miamidade.gov/economy AFFIDAVIT AUTHORIZING SUBMITTAL OF SCAN PLANS AND CONSTRUCTION DOCUMENTS IN LIEU OF DIGITAL SIGNED AND SEALED SET. This affidavit is to be used for permit application plan submittals during the Department of Regulatory.and Economic Resources' (RER) COVID-19 Emergency Period per Mayor's Emergency Order 14-20, + JOB ADDRESS: � • PROJECT NAME: GiVNVaJ k&VV% i '321-6"w)c 41-06`Pqr7i*** . •AV . PLAN REFERENCE/JOB IDENTIFICATION NUMBER FROM NUMBER FROM TITLE BLOCK: does •••• ••+•• CaRVA.1 fiWr _1 Kq V-6"(A) < I-06e-_g z P nd ti'� •...• Juan �' More u, besi ri Profiessiorial...: I, (print full name) ----, •�_,-•- � g •••. of Record with license number # — with the Firm (Name) !E N GINS .` hereby authorize the submittal of scanned plans and construction documents in lieu of a digital signed and sealed set. I affirm that the scanned files submitted for project referenced above are an exact and accurate duplicate of the complete hardcopy set of plans signed and sealed by the undersigned. I understand that I am the custodian of all original records and must make the documents available for inspection upon request of the Building Official or his designee. I also hereby acknowledge that if there are any discrepancies between the two versions, the review process for said project will be terminated, become null and void, and require re -application under a new permit number. This affidavit will apply and must be submitted throughout the life of the project including initial submittal, re -works, revisions, shop drawings, etc. during this emergency period. ,ttttttt�rr �y r Designer Professional of Record Signature:�f�' ram Designer Professional of Record Name: Juan C. Mor n.-: —_ Ibe finer Professional of Record Phone: (954) 274- 429 ,sign Professional of Record Email: mall '`i1C.C®rTl & Seal STATE OF FLORIDA COUNTY OF MIAMI-DADE ., .a ",1Amrn to anrLsiihcrrihorl hafnra_enn this Personally known or Produced Identification (TYPE 20 _ y � 0" `', Waal David Si: �ndQn a i ssEEKOCq : Gvc. 3, 2023 c5 LORIDA DRIVER i�� NSE Consulting Engineering Services 8215 LAKE DR #13502 DORAL FL 331.66 Phone (954) 274-2429; Fax (786) 545-•7636 Web site: E-mail: 3?.I iE c?%l.i�n j iLi La r , tE,corn PAGE. .... .'/26 COVER SHEET .. ,. . .... .... . . DATE: September 18, 2020 ...... . . ..... ' .... .... ...... • • •Y • •••••• PROJECT: CANVAS AWNING 28'-0" W X 4'-0" P : '••' • ADDRESS: 9727 NE 2nd Ave, Miami Shores, FL 33138 CLIENT: This computation book contains manual and computerized structural calculations, certain printed manufacturer's data and Computation pages are numbered 1 thru 26. Computations were performed to the best of our knowledge according to sound and generally accepted engineering principals and Code requirements, using nationally recognized computer software and in-house developed software. Prior to commissioning into service, the in-house developed software was thoroughly checked by performing parallel manual computations. The sign and seal provided herein are meant to cover all computation sheets pages 1 through 26. ily4lil. hilt ti Ei� fianli C 'a dE�®c VAIs�I ONLY 121002602 -12}1 Li 9--15=41 ° . ` ,wITW'IZAISED G ` `-Pa SEAL. iErxgin'eer, 'F�Lt'C, C4A.: '9119 Juan C. Morer% .F L..f?Ee+��:;�. .,69818 �fA f Pl�l FOR (I PERMIT ONLY. -ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK-ONS WILL VOID TPi5$ ,bI WIN �;ANU CALCULATIONS. Consulting Engineering Services 8215 LAKE DR #13502 DORAL FL 33166 Phone (954) 274-2429; Fax (786) 545-7636 Web site v_t�vtt�(,;rr;�ii�,rr E-mail:ck;sileerpllc.cOn� PANE "/26 ' .. .. INDEX '...: ee •: CHIP-TI0 N PAGE .. ••••• •••f•• • • sees" :11\1 d loads Malysis 1 ••f•f• ' eral;sketch 5 ,� ,aead load'arid members' specs 6 Wind loads Unity check design 9 Design group results 10 Reactions 11 Anchor bolt connection "B" design 15 Anchor bolt connection "C" design 21 ,Job Raw of And_ VALID ONLY 121002602 -121W020 � 1S_+11 c WIit t'I�AISED SEAL. 'iRIP1711t� � iEnga:rf� �P��C�:`CA �29119 Juan C. Moreno T. -'�fi fi9818 VALIi1'©r}t;Y, fQR ONE (1) PERMIT ONLY. -ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK-ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. 1 /26 1)eveloc,ed by ".""..__prises, 2C-',, Date l6/1020 Project No. Compar:y Name Desi"gned By Addrez,s DeSCrip1: ior. City C:ustc,mer Name State Proj Location File Location: C:'\Users\uses\Docwnent \.?ROGP.RT4S\MECA.,fnd\Der:-i_,?.r.wr,d Basic Wind Speed(V) - 105.00 mph . . •••••• Structural Category -- II Exposure Category �.•�=: .• • • Natural Frequency - N/A Flexible Structure ..•.r• : \*T •••••• Importance Factor -- 1.00 Kd Directional FacL44*:;". 0.8�' • • Damping Ratio (beta) - 0.01 0000 0000 Alpha - 9.50 Zg '..._' 90C."re t ..... At - 0.11 Bt ....---. 1..00 • .•:..• Am - 0 . ?- 5 Bm .. .: C7'.. .: ...... Cc = 0.2.0 1 500.O4 ft .' Epsilon = 0.20 Zm:in see 0-0• : •_; 15g.•00 of ....;. Slope of Roof -- 0 : 12 Slope of Roof (Thetas _ • 0%.11eg . Ht: Mean Roof Ht = 14.00 ft Type of Roof �•�*Monos"c re ...... • RHt: Ridge Ht - 14.00 ft Eht: Eave Height - 14•.� �� t OH: Roof Overhang at Eave= 4.00 ft Roof Area = 3840.00 ft' 2 Bldg Length Along Ridge = 60.00 ft Bldg Width Across Ridge= 60.00 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsi).on = 427.06 ft Q:(1/(1+0.63*((B+Ht)/LZm)^0.63))^0.5 - 0.91 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.88 Gust Factor Summary Not a Flexible Structure use the Lessor of Gust1 or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient. _ +/-0.18 Figure 27.4-1 External Pressure Coefficients Cp - Loads on Main Wind -Force Resisting Systems ., I =' 1,, II. �.r 1 A W, 1" 1, I' r l^ 1 I I i r 1 r I I •-:`I I:' 1 _ r I: r. AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 IENGINEIR PLLC 2/26 •1•&• ...0 0 00 .... ,. •....• VA Kh: 2.01*(Ht/Zg)A(2/Alpha) Kht: Topographic Factor (Figure 6-4) Qh: .00256*(V)^2*I*Kh*Kht*Kd Cpww: Windward Wall Cp(Ref Fig 6-6) Roof Area Reduction Factor based on Roof Area 0.85 1.00 = 20.37 psf = 0.80 3840.00 ft^2 0.80 Wall Cp Pressure Pressure +GCpi (psf) -GCpi (psf) In eward Wall -.__.:._. -4.99 Sidra Vdalls -Ci. -._. .. -8.45 Wall Elev Kz Kzt gz Press Press Total Shear Moment ft psf +GCpi -GCpi +/-GCpi Kip K-ft ----------------------------------------------------------------------------------- Windward 14.00 n rr 22.50 18.90 Note: 1) Total = Leeward GCVi + Windward IC{:i 1) Shear and Moment are sum of forces (Lea,Tard+Windard) acting on Bldg walls. Nate that the: shear & morn -ant don't consider 'loads on goof or end gable. Roof - Dist from Windward Edge Cp Pressure Pressure +GCpi(psf) -GCpi(psf) 0. 0 ft r_ ..0 = - -1 .... -:11 .9i 7.0 ft to 14.0 ft 14.0 Et to 28.0 ft -:._-1:'.j2 -4.99 30.0 ft tc i^.^ft - -c. 6 -1.`` - - �►lc; �`��n��i ��,�a��i� ��a'��:��Mni�A�r�.�►+�l.lr��:��:��,��: l��r.:�,an��c�.:� - ��rE, � Wall C�.� Pressure Pressure 1Q�M l i A A +GCpi (psf) -GCpi (psf) ------------ ---------- .AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 ':ENGINEER PLLC 3/26 eeward Wall -4.99 Side Balls wall Elev Kz Kzt qz Press Press Total Shear Moment ft -------------------------------------------------------------------------------- psf +GCpi -GCpi +/-GCpi Kip K-ft Windward 19.00 0.85 1.00 20.37 10.18 17.51 22.50 18.90 132.32 Note: 1) Total = Lee,,iard GC -Pi + windward GrPi 2) Shear and Moment are sum of forces (Lae and+slindard) act: on pidq .. ._._. Note that" t;',.. ,._ .,r & momnt a_.:'t" ..-' der lows ^•n rU _ r;d! gab..=.. • • •••••• Roof - Dist from Windward Edge Cp Pressure Pressure • • • • • • •••• • +GCpi(psf)-GCpi(pcsf)•••••• • i ••••�• -- -------------- 0.0 ft to 71.0 ft -0.90 -19.24 -_,.9"i .... .... • — 0 ft to 14.0 ft -0.90 -15.24 -11.91 •....• •....• ..... 14.0 ft to 28.0 ft -0.50 -12.32 -9.99 • • 28.0 ft to 60.0 ft - 0 . 3 0 -3.86 -1.53 •••••• .• .. • • .. .. ••••• ...... . • •. . ...... 121 2 - 17J IM20 9-- 15--4It AAA AWNING 9727 NE 2nd Ave, Miami Shores, EL 33138 IENGINEE=R PLLC 4/26 Developed by EC%_ F?itel rises, IrC. Cr.�., 'ri yF, t 2020 Date 9/18/2020 Pruiec;t No. Company Name Designed By Adare�s Descript:inn City Cust^mer Name State F1:1 Location . File Location: C.:\Users\ use r`Dni:uments`,PF:prF SIS\m,FCAv?ii;;j\Default.wnd • • • • • -L--- - - ----IRoof not 1 • a • • I ..... • • • •. _ • • • • I err , I i. • Y - t' I I • • •' • I 1 i '.. , a .... Wails t. e able Roof 6 Width of Pressure Coefficient Zone °a"=5.6 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp ;psf psf TRUSS 2.00 14.00 65.3 lH 0.22 -1.62 € 16.00 -32.96 TRUSS 2.00 14.00 65.3 2H 0.22 -1.62 16.00 -32.96 Khcc:comp. & Clad. Table 6-3 Case 1 = 0.85 Qhcc:.00256*V^2*Khcc*Kht'`Kd = 20.37 psf �'VIND PRESSURES 12100M2 -1211 9-- 15=41, AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 IENGINEER PLLC 5/26 GENERAL SKETCH . . . . ...... ...... . .. ...... . ...... . . . .... .... . . .. .... .... ..... . ...... . . ..... . . . . . .. . ...... • .. 0 0 0 . •00 12IW2602-12IM0209--15:41AM wipmrImm.cAl-pff AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 IENGINEER PLLC 6/26 DEAD LOAD = SELF WEIGHT & MEMBERS' LENGTH 0 0 0 0 0 0 �16 0 0.0 0 0 0 0 0 0 0 0 0 0 0006 0 600000 0 0 0 0 00000 :::00 0 0 *604.. 0 *oo 00 00 0 00 0 0 0 :000.. 0 .0 0 so 0 0 0 * 0 0 so 0=1 , "I'S 0=1 z ce) tt 0=-, fiamiDauir.Cuutift IXWIUr.AL CALpff AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 IENGINEER PLLC- 7/26 WIND LOAD (+Y) .... ...... 12=202 -1 L"M 9: 15:41 mod[ TRBCTURALCALpdr INING 9727 NE 2nd Ave, Miami Shores, FL 33138 (ENGINEER PLLC 8/26 71 ` °,°°0� °°°°°° °°° °°°°°° �°°°°° ^ ~ °~° � ^ ' ' . _12/lt2D2]D 9-- 15:41AM AWNING S727NE2ndAve, 0Dmnl Shores, FL _ . /ENGiNEERpLLC 9/26 UNITY CHECK DESIGN ELEMENT zss� 09'0 SS£ 0 O O 6LZ'0 d a 6S,�Ft c S( ] 1 zs 5 O zL G'0 O L1�0 op23� rn N. o p,ZgS f,c0 � Q p 2�g 0 62�0 A ran n fimp o ci Q 5 39 p _278 - -R=FM£&0 p 219 12=202 -1 V20 9-- 15_41 AM "ICALpff • • • • • • • ••w••• w • • • •• • •••••• • • • •• • • • • • • AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 IENGINEER PLLC 10/26 Design Group Results Design Group: MEMBERS per AISC ASD (2005) Designed As: Pipe 1.31 x 0.083, Material: iSteel\ASTM A992 Grade 50 Combined Check Member Result Offset Code Unity Details Name Case _ ft Ref. Check MEMBERS005 0.9D+1.OW » +Y 5 H'1-lb 0 OK KL = 5ft, Lb=5ft Axial Check Member r *;**fpsult Offset Demand Fx Capacity/ Fx Code Unity Details Name _•_, se ft lb lb Ref. Check •;•EMBERSOb�S•5 517 4317 E3-3FB 0 OK Lu = 5ft, • KL=5ft 00 Str®ng Fie - e� CheC$�.. •' _ • ITper • Result ...... Offset Demand Capacity Mz Code Unity Details • ..... Mz .. .. .. .. Na me Case oeoeee ft lb-ft lb-ft Ref. Check iA,f,MQERS00, i.QQ+1.0 L+O. Lr a-Y 3 65 473 F8-1 0 OK Lbz = 5 ft, 5 •,•• ; . . Cb = 1 Weak Flekwrs.Check Member Result Offset Demand My Capacity My Code Unity Details Name Case ft lb-ft lb-ft Ref. Check MEMBERS005 0.9D+1.OW » +Y 0 41 473 F8-1� 0 OK Lby = 5 ft Strom Snear unecK _ Member Result Offset Demand Capacity Vy Code Unity Details Vy Name Case ft lb lb Ref. Check MEMBERSO 1.2D+1.OW+L+0.5Lr »-Y 0 824M� 4337 G6-1, 2b+St.Venant O OK 05 ak Shear Check Member Result Offset Demand Capacity Vz Code Unity Details Vz Name Case ft lb lb Ref. Check MEMBERS00 0.9D+1.OW » +Y 5 762 _ - 4337 G6-1, 2b+St.Venant 0 OK 5 CZZMni ])a& C:+0WM0$ l �lIN-01 01 121W2602 -12MM20 9--15--41 AM AWNING 9727 NE 2nd Ave. Miami Shores, FL 33138 IENGINEE=R PLLC ql Z9Z 4V c {� qi 2BZ• = ��i*� :� a qi 66Z, c s d ql Pq L- = A 4--� 11126 9.9D+1.Cm (+Y) REACTIONS • • sees•• •Y • •60 • •••••• • •Y •••••s • 0100900 sees•• sees sY•• • • •Y•• sees ••s•• 00 es 00 to • •••••• • • • • •• • sees•• e • • • • • •• • • 000000 •e•• AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 ENGINEER PLLC 12/26 O.9D+1.OW (+Y) REACTIONS (members are riot shown for clarity) C oQ �� ••.••• • 41'• •gl9lS =J'40' 416Z =)1� �• •i•••• •�' • •••••• y�l Sb- h • 000060 �""ivw •••iinj° � ••w• 141 \ 4i • • •qi ZS�Zi =f} 6,- •i•••w • •• • • ' • •' i •� �_ 4� • w•w• ql Z9Z- = A11111 �a Q ql £S �t3.. ql OZZ- �h T 1Y` ql fr£Z. ,R 9 4-V ql v6Z- = Rqwfg—'J'AIIXAL AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 IENGINEER PLLC 13126 1.2D+1.OW (-Y) REACTIONS 41� 1 w` `_FY= I_FY 2801b,' = 44 lb _ lb • • • / 01 r'' / FY=76lb �t; •••• •.•••• 21 lb 73 lb FY = 760 lb .FY 'fiY= 13lb FY = 94 Ib how '- A, 100 w: - FY = 76 lb O� °•--TY"= 103 lb ti QV w AWNING 9727 NE 2nd Ave, Miami Shores. FL 33138 (ENGINEER PLLC 14/26 1.2D+1.CW (-Y) REACTIONS (members are not shown for clarity) .L • • • : • 280 Ib _._FY = 441b • • •• F�c=Ib • • • • • • • • •.\; 0906 • • e i••••i • %o•••••a�FY=721b one: 0 ••••• 0 •• k100:00p ,_FY-76lb •••••• •• •r •• •• y�p'�'' • • • • • • • • • • . . •..• : • y_FY =211b • • • • : • • • • : • • • • V�� • • R5 T, •••• kti 'x FY = 731b ^O^O, y tN � FY = 760 lb FY = 2401b 131b �i 'P" FY = 941b f —FY = 76 lb O� k� �w _FY = 103 lb r 4- RgipliMiW1b"Cot* AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 IENGINteER PLLv www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: (ENGINEER, PLLC. Page. JUAN C. MORENO Project: 8215 Lake Dr. #8502, Doral, FL. 33166 Sub -Project I Pos, No.: 954 274 2429 1 786 545 7636 Date: juan@iengineerpllc.com 15/26 Profis Anchor 2.9.0 9/18/2020 Kwik Bolt 3 - CS 3/8 (2) • • hef,e,t = 2.000 in., hnorn = 2.313 in. : • • • Carbon Steel ' • • .•...• • •• • •••. .• ESR-2302 ..•:.• • • • 1/1/2020 1 12/1/2020 000000 06040 : •0• • • 0000 0 0 • • Design method ACI 318-14 / Mech. eb = 0.000 in. (no stand-off); t = 0.250 in. of • • • Ix x ly x t = 2,000 in. x 2.000 in. x 0.250 in.; (Recommended plate thickness siotw1culated • 0 • no profile • ' ;•• a •••••• uncracked concrete, 3000, f,' = 3,000 psi; h = 8.000 in. : .0. 0 • • • • • • • • hammer drilled hole, Installation condition: Dry • • • • 6' tension: condition A, shear: condition A; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading (lb, in.lb] Z; WALL. ANCHOR .� BOLT DESIGN CONNECTION "B" I:J�10 4 Y. rncuM111uv.cnr-fir X Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c ) 2003-2009 HiIG AG, FL-9494 Schaan Hill Is a registered Trademark of Hilti AG, Schaan AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 (ENGINEER PLLC 16/26 www.hllti.us Profis Anchor 2.9.0 Company: (ENGINEER, PLLC. Page: 2 Specifier: JUAN C. MORENO Project: Address: 8215 Lake Dr. #B502, Doral, FL 33166 Sub -Project I Pos, No.: Phone I Fax: 954 274 2429 1 786 545 7636 Date: 9/18/2020 E-Mail: juan@iengineerplic.com Load case/Resulting anchor forces y Load case: Design loads Anchor reactions fib) Tension force: (+Tension, -Compression) Anchgr:,..;Tension force Shear force Shear force x Shear force y • •' • " 1 ' 2 3�a • • 632 200 600 • e ewow concrete compressivePAV r • 0.91 [%0] • ma4. concrete compressive.sklc we 3,980 [psi] • • • *a*L�lting ten"%force in (x/y4=.(p J)00/0.000): • 2:320 (lb] � �Iting comer ession f0rcCi;i1�/j)1-(0.000/-0.864): 1,620 [lb) • •re • •. o4shor forces arescalculatJd 11Jtt8 on the assumption of a rigid anchor plate. •••••• •• •• •• •• • • • •••••• •••••• • •• • • • ..Ii ansioAlo .'. .. •.... • Load Nua [lb] Steel Strength' 2,320 Pullout Strength* NIA Concrete Breakout Strength" 2,320 anchor having the highest loading "anchor group (anchors in tension) 3A Steel Strength Nsa = ESR value refer to ICC-ES ESR-2302 � Na >_ Nua ACI 318-14 Table 17.3.1.1 Variables Ase.N [in .2] futa [psi] 0.06 106,000 Calculations Nsa [lb] 6,360 Results N. [tb] steel Nsa [lb] Nua [lb] 6,360 0.750 4,770 2,320 i -- —1-- vx i� Compression Capacity $ Nn [lb] Utilization PN = Nuaf� Nn Status 4,770 49 OK N/A N/A N/A 2,789 84 OK a� o a — W 121002- r 2-1211fM20 9-- 15:41 AM Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor( c) 2003-2009 Hitt AG, FL-9494 Schaan HIM Is a registered Trademark of Hilti AG, Schaan AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 IENGINEER PLLC 17/26 www.hilti.us Anchor 2.9.0 Company: (ENGINEER, PLLC Page: ---Profis 3 Specifier: JUAN G. MORENO Project: Address: 8215 Lake Dr. #13502, Doral, FL 33166 Sub -Project I Pos. No.: Phone I Fax: 954 274 2429 1786 545 7636 Date: 9118/2020 E-Mail: juan@iengineerplIc,com 3.2 Concrete Breakout Strength Nab = (AANC ed.N T CA T cp,N Nb NPO ACI 318-14 Eq. (17.4.2.1a) Neb a: Nus ACI 318-14 Table 17.3. 1A ANC see ACI 318-14, Section 17.4.2.1, Fig, R 17.4.2.1 (b) ANW = 9 h 2 ACI 318-14 Eq. (17.4.2.1c) 5 .'N — 1 + 2 eN 1.0 ACI 318-14 Eq. (17.4.2.4) 3 h) IP ed,N = 0.7 + 0.3 51.0 1.5har) ACI 318-14 Eq, (17.4.2.51)) C1_'Nn, L� 0000 W ;PIN =MAX 5 1.0 ( c8c cac ) ACI 318-14 Eq, (17.427b)• *006 Nb = kc ;, 9 Ffc h elfs ACI 318-14 Eq. (17.4.2.2a) 0 0 0 Variables • 00 haf [in.] e.1,N [in.] ec2'N [in.] C.,min [in.] c,N - 0 0 0 0 0 2.000 0.000 0,000 4.000 1.0010 000 0 00 0 0 0 0 0 • go 0 0000 0 0 c., [in.] kc a f. Ipsil 0 0000 3.875 24 1,000 3,000 Calculations AW [in. 2] ANCO (in.2) III ecl.w 4f ec2.1N W a 1,N 11�ppN Nb [Ib] 36.00 36,00 1.000 1.000 1.000 1.000 3,718 Results Ncb [lb] concrete Nob [lb] Nua [lb] 3,718 0.750 2,789 2,320 - 1ofR-aw*nAd - -J&-C-M 121 oOM2 - 121 WD70 9-- 15:41 AM Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilt AG, FL-9494 Schaan HiRi is a registered Trademark of Hilt[ AG, Schasin AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 (ENGINEER PLLC 18/26 www.hilti.us Profis Anchor 2.9.0 Company: (ENGINEER, PLLC. Page. 4 Specifier: JUAN C. MORENO Project: Address: 8215 Lake Dr. #8502, Doral, FL 33166 Sub -Project I Pos, No.: Phone I Fax: 954 274 2429 1 786 545 7636 Date: 9/18/2020 E-Mail: juan@iengineerplic.com 4 Shear load Load Vua [lb] Capacity $ Vn [lb] Utilization [iv = Vua/# Vn Status Steel Strength* 632 2,905 22 OK Steel failure (with lever arm)* N/A NIA N/A N/A Pryout Str%r:gfZ.. 632 2,603 25 OK *Concrete edge failure in diree*ion j+** 632 2,067 31 OK • •• • •• • • anchor h%rotht higheV4W" **anchor group (relevant anchors) • :••I•J:3teelStreAgth ' Vsa = 56R valor • refer to ICC-ES ESR-2302 • • • w8steel vua • • • ACI 318-14 Table 17.3.1.1 • • • 1!'atiables" • • Ase.V [in1 Ilutalpsile • •• • • 000 • ••• Uajculationg••• : '••' • V'a [lb] • • • ---- 4,470---- -- Results Vsa [lb] steel Vsa [Ib] Vua [lb] 4,470 0.650 2,905 632 4.2 Pryout Strength Vw = kcp L(A ,a) W edN W c,N 41 cp,N Nb, ACI 318-14 Eq. (17.5.3.1a) Vcp > Vua ACI 318-14 Table 17.3.1.1 Al,Jc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANW = 9 het ACI 318-14 Eq. (17.4.2.1c) j 1 W ec,N = ( 1 ,� 2 e ` 1.0 ACI 318-14 Eq. (17.4.2.4) \\ of \\ W ed,N = 0.7 + 0.3 Ca'""""-1 51.0 ACI 318-14 Eq. (17.4.2.5b) 15hef 4f cp.N = MAX(c,,min 1.5hef 1.0 ACI 318-14 Eq. "17.4.2.7b) Cac Clac Nh = kc i. a � het ACI 318-14 Eq. (17.4.2.2a) Variables kep hef [in.] eo1.N [in.] ec2.N [in.] CB.min [in.] 1 2.000 0.000 0,000 4.000 W c,N cae [in.] ke i. a fc [psi] 1.000 3.875 24 1.000 3,000 Calculations ANc [ln.`] ANco (in.21 W ect,tJ —_------ W ec2,N- Wr end tJ�----�- W p.P��"'�� _ Nb [Ib] �a^^ . 3.718 1210022v. VM20 _ 15_41 AW VcR [Ib) — — — Vua [lb] wwwr l hulpff 0.700 2,603 632 -- -- — .. - -- -- — ---------- .nput data and results must be checked for agreement with the existing conditions and for plausibility! �qOFIS Anchor( c ) 2003.2009 Hilt AG, FL-9494 Schaan Hdti is a registered Trademark of Hilt! AG, Schwan ,AWNING 9727 NE 2nd Ave. Miami Shores,. FL 33138 IENGINEE=R PLLC 19/26 www.hilti.us Profis Anchor 2.9. 0 Company: 1ENGINEER, PLLC. Page: 5 Specifier: JUAN C. MORENO Project: Address: 8215 Lake Dr. #6502, Doral, FL 33166 Sub -Project I Pos. No.: Phone I Fax: 954 274 2429 1 786 545 7636 Date: 9/18/2020 E-Mail: juan@iengineerpllc.com 4.3 Concrete edge failure in direction y+ Vcb = (AV OQ f 41 ed.V tlr c,V q] h,V W parallel,V Vb / ACI 318-14 Eq, (17.5.2.1a) V°b> V\\\ua ACI 318-14 Table 17.3.1.1 Avc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5-2.1(b) Avco = 4.5 cgt ACI 318-14 Eq. (17.5.2.1c) • • • W••••• I1 T ec,V = ( 1 + 2e 5 1.0 AC1 318-14 E W mat •••••• • +W•• •••••• W ed,v = 0.7 + 0.3( 1.2 ) 5 1.0 ACI 318-14 Eq. (17.5.2.6b) • ' ""' • i • • • • i • • 1.hcai •••• •+••+Y •••• �•••+' Wh.V = a 1.0 ACI318-14 Eq. (17.5.2.8) ••'•` • a Vb =tida�7.a1Fc1. ACI 318-14Eq.(17.5.2.2a) • 7(d a •• •• •• •• ••••0• Variables + • ++ " """ jai [in.] cat [in.] ecv [in] T c,V ha [in.] • • • • • • • • • -- - 4.000 - - - - - — 4.000 — _..—_ .._._-0.000--- — - - -- _ 1.400 8.000 • • • • • • • • • . • le [in.] - a da [In.] fc [pSl] - T waalel,V__-_- 2.000 1.000 0.375 3,000 1.000 Calculations Avc (in•2j Avco [in•2] T ee,v T ed,V T h,v Vb [Ib] 60.00 72.00 1,000 0.900 1.000 2,625 Results Vcb [lb] 41 concrete 4) Vol, [lb] Vua [Ib] 2,756 0.750 2,067 632 5 Combined tension and shear toads --_-.— 131'i__. __-- _-----13V_._-- Utilization (3N.v [°�l Status tl 0.832 0.306 5/3 88 OK 13NV = [3N + P<= 1 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength, Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base matert I and the s ear tance, are req ed in accordance.wvtih r the relevant stancard! ns a a ion ns ruc Ions (MPII). Reference ACI 318-14, Section 17 1210022 -12/15_41 AM Fastening meets the design criteria! - -- --- - - --- ---- - - -- - - _ .. __. — -------- --- - - - - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilt AG, FL-9494 Schaan HIM is a registered Trademark of Hilti AG, Schaan AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 (ENGINEER PLLC 20/26 www.hilti.us Company: [ENGINEER, PLLG Specifier: JUAN C. MORENO Address: 8215 Lake Dr. #B502, Doral, FL 33166 Phone I Fax: 954 274 2429 1 786 545 7636 E-Mail: juan@iengineerpile.com 7 Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: df = 0.438 in. Plate thickness (input): 0.250 in. • o o •%ec�.ommeAeted 4e thickness: nat calculated • . Drilling metVd: 4%mmer c:1119ci•6 0 Cleaning: R1inAal :lea nInq,,,44"4rilied hole according to instructions • for use se is required. * •: • Y • •••r•• • r r • ' OZ4,;ecomQeendod accesaotia*_,-• i5rting •• •• Y• •• Cleaning �•= Suitable Rotgry Hammer• • • •Manual blow-out pump 9 0 *0 Pib erl :'ed i bit 0 • p y si- .r� II • • •• • • • • •••• • •• • • 9 rmn l li . -�- I..J 1Lif.�WAV 7- a-J_-ra. � r�� oor mates Anchor in. � 711 r C, C+x C•Y '.Y 1 0A00 0.000 4.000 - 4.000 Prof is Anchor 2.9.0 Page: 6 Project: Sub -Project I Pos. No.: Date: 9/18/2020 Anchor type and diameter: Kwik Bolt 3 - CS 3/8 (2) Installation torque: 240,000 in.lb Hole diameter in the base material: 0.375 in. Hole depth in the base material: 2.625 in. Minimum thickness of the base material: 5.000 in. Setting - - ---- — -- -- -- — • Torque controlled cordless impact tool (Hilti Safeset System) • Torque wrench • Hammer I rput data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG: FL-9494 Schaan Hilb is a registered Trademark of Hittl AG, Schaan AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 IENGINEER PLLC 21 /26 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments- 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: IENGINEER, PLLC. JUAN C. MORENO 8215 Lake Dr. #B502, Doral, FL 33166 954 274 2429 1 786 545 7636 juan@iengineerpllc.com Profis Anchor 2.9.0 Page: 1 Project: Sub -Project I Pos. No,: Date: 9/18/2020 Kwik Bolt 3 - CS 3/8 (2) ; �' • •' �; • hef,Aat = 2.000 in., hnar = 2.313 in. • • • • Carbon Steel • ESR-2302 0009 0000 • • • 1/1 /2020 1 12/1/2020 • 0000 0000 • • : • • 0 Design method ACI 318-14 / Mech. • • • • • el, = 0.000 in. (no stand-off); t = 0.250 in. • Ix x ly x t = 6,000 in. x 2.000 in. x 0.250 in.; (Recommended plate thickn(ilss: not salcufate ii • • • • • : • ; • ' • ; no profile 00. uncracked concrete, 3000, fc' = 3,000 psi; h = 8.000 in. • • a • • • • • • 0000 .. • • • 0 hammer drilled hole, Installation condition: Dry tension: condition A, shear: condition A; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar a - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading (lb, in.lb] 121002602-12/WD209--15:41AM .TRUCRIZALCALpff WALL ANCHOR BOLT DESIGN CONNECTION "C" X Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor( c) 2003-2009 Hilt AG, FL-9494 Schaan Hiiti Is a registered Trademark of Hiltl AG, Schaan AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 ENGINEER PLLC 22/26 www.hilti.us Company: (ENGINEER, PLLC. Specifier: JUAN C. MORENO Address: 8215 Lake Dr. #B502, Doral, FL 33166 Phone I Fax: 954 274 2429 1 786 545 7636 E-Mail: juan@iengineerpllo.com 2 Load case/Resulting anchor forces Load case: Design loads Profis Anchor 2.9.0 Page: 2 Project: Sub -Project I Pos. No.: Date: 9/18/2020 Anchor reactions (lb] Tension fork; 4+9T,41sion. -Compression) • • • • • Anchor 0rensior-Amce : Shear force Shear force x Shear force y - -- - -. 1 1'05T0 750 15 — — 750 -- •••••• 2 •• • 1,05•D i 750 15 750 00000* •••••• max* concret@ 0"pressive•StrMl . (460] . "4x. concrel(bo r»pressive s e". (psi] • • r2sL4ting tevion f(yce in (x/or)F411 W/0.000): 2,100 [lb] •resulting cor:.pit"s lien force'Irj (,xjI = 0.000/0.000): 0 [lb] ' •Anchor forces ere calculater•49&ton the assumption of a rigid anchor plate. • •••••• • •• • • • • •• • • • • 3 Vensiorf idAd ' .•. T Load Nua [Ib] Steel Strength* --- -- 1,050 Pullout Strength* N/A Concrete Breakout Strength** 2,100 * anchor having the highest loading -anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-230.7 QI Nsa ? N,,a ACI 318-14 Table 17.3.1.1 Variables Ase,N [In.'] futa [psi] 0.06 106,000 Calculations Nsa [lb] 6,360 Results Nsa Ilb] steel Nsa [lb] Nua [lb] 6,360 0.750 4,770 1,050 .Lo-1'1i M. I I'I u : M axncnvxnLCALgar ,1 Tension Capacity $ Nn [lb] Uttllzation PN = Nual+ Nn Status 4,770 23 OK N/A N/A N/A 4 648 46 OK rmut data and results must to checked for agreement with the existing conditions and for plausibility! �ROFIS Anchor ( c ) 2003-2009 Hilt AG, FL-9494 Schaan HIM Is a registered Trademark of Hilti AG. Schaan AWNING 9727 NE 2nd Ave. Miami Shores, FL 33138 IENGINEER PLLC www.hilti.us Company: (ENGINEER, PLLC. Specifier. JUAN C. MORENO Address: 8215 Lake Dr. #8502, Doral, FL 33166 Phone I Fax: 954 274 2429 1786 545 7636 E-Mail: juan@iengineerplic.com 3.2 Concrete Breakout Strength Ncbg _ 1ANJ 41 ec.N IV ed,N tV c,N IV cp.N Nb 4) Ncbg z Nua ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANcO = 9 het 1 IV ec,N 1 ,r 2 eN 5 1.0 hof 4f ed.N = 0.7 + 0.3 ca,min 5 1.0 1,5hef V cP,N = MAX( Fa min 1.5hef` 5 1.0 lac'-, cac /1 Nb=kc).a4f�hef5 Variables -- her [in.1 — -- ec1.N [in.] —_-- ec2,N [in.] 2.000 0.000 0.000 23/26 Profis Anchor, 2.9.0 Page: 3 Project: Sub -Project I Pos. No.: Date: 9/ 18/2020 ACI 318-14 Eq. (17.4.2.1b) ACI 318-14 Table 17.3.1.1 AC1318-14E q. (17.4.2.1C} • • •••••• • •r•••• ACI 318-14 Eq. (17.4.2.4) •••••• • •• •••••• • ACI 318-14Eq. (17.4.2.5b) ••+• •••• • ' •••• •••• ••••• ACI 318-14 Eq. (17.4.2.7b) •••••• • • ` ` ••••• •" AC 1318-14 Eq. (1 7.4.2.2a) "•"� •••`:` .••••• • • • • •• • •••••• • • • •• • • 4.000 - --- 1.000 __.._ • • • . • • . • . • cac [in.] kc ?. a tc [psi] 3.875 24 1.000 3,000 Calculations 2� AN, [in• J ANcO [in. W er.1,N IV ec2,N T ed,N 60.00 36.00 1,000 1.000 1.000 Results [lbj concrete �. Nebg jib] — Nua [lb] - --Ncbg - -- 6,197 —0,750 — — - 4,648 2,100 III cr',N—'----Nb (lb] 1.000 3,718 M-; :. I I.I ......, � rl�lliti r� I .-I I �:111:' .ii I . T :i I:',ii r-•'i"I `Irr: ;I I j�.�. Input data and results must be checked for agreement with the eXisting conditions and for plausibitiw PROFIS Anchor ( c ) 2003-2009 Wit AG, FL-9494 Schaan Hilti is a registered Trademark of HIM AG, Schaan AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 IENGINEER PLLC 24/26 www.hilti.us Company: - IENGINEER, PLLC. Specifier: JUAN C. MORENO Address: 8215 Lake Dr. #13502, Doral, FL 33166 Phone I Fax: 954 274 2429 1 786 545 7636 E-Mail: juan@iengineerpllc.com 4 Shear load Load Vua Jib] Steel Strength* 750 Steel failure jwith Igver arm)* N/A • • • piVput Streng�h�' : • 1,500 • Concrete edge jail:re in direction x+** 1,500 •' •'" aP4chor havirig the highest loading **anchor group (relevant anchors) :••ViteelStrettgth. •••••• • • �/• • = ESVIhTue referto ICC-ES ESR-2302 sa • • fi "steer- V'ia • • M-I C31t-14 Table 17.3.1.1 ••Variables • •••••• • • • • • • Ase.V (��r] • • fla [psi] • • • 0,06 • • 1p�.000 Calculations • •••• Vsa [Ib] 4,470 Results Vsa [lb] steel Vsa (lb] Vua [lb] 4,470 0.650 2,905 750 4.2 Pryout Strength Profis Anchor 2.9.0 Page: 4 Project: Sub -Project I Pos, No.: Date: 9/18/2020 Capacity � Vn lib] Utilization Pv = Vial+ Vn Status 2,905 26 OK N/A NIA NIA 4,338 35 OK 2,067 73 OK V,,P9 _ kcp Nc W ec,N W ed.N W NJcp,N Np� [ ACI 318-14 EQ. (17.5.3.1 b) c,N \ANcO / VcPy>_ Vua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANC = 9 hef ACI 318-14 Eq. (17.4.2.1c) 1 IV ec,N 2 eN s 1.0 ACI 318-14 Eq. (17.4.2.4) 3hef VJ ed,N = 0.7 + 03 ca.min 5 1.0 ACI 318-14 Eq. Q. (17.4.2.5b) NJ cp,N = MAX cac 1 lac cac1 5 1.0 ACI 318-14 Eq, (17.4.2.7b) ac Nb = kc a 4fc h's ACI 318-14 Eq. (17.4.2.2a) Variables kc hef (In.] ec, tJ [In.] ec2 N [in.] ca,nun [in.] 1 2.000 0.000 0.000 4.000 W c.N cac [in,] kc , a fc [psi] 1.000 3.875 24 1.000 3,000 Calculations ANc [in•2] ANcO [in•2] V' ecLN W ec2.N W ed.N ('00 MffiKMKC0- -- -_-- _._ sus j�� 12100M2/,J- O20�9: 5_� l "'�y.. Vcpo [lb] -- -- Vua fib] 6107 0.700 4,338 1,500 Nb [lb] ----3,718 — -- rout data and results must be checked for agreement with the existing conditions and for plausibilityl "ROFIS Anchor( c ) 2003-2009 Hilt AG, FL-9494 Schaan Hilt is a registered Trademark of Hitti AG. Schaan AWNING 9727 NE 2nd Ave. Miami Shores, FL 33138 IENGINEER PLLC 25/26 www.hiltims Company: (ENGINEER, PLLC. Specifier: JUAN C. MORENO Address: 8215 Lake Dr. #B502, Doral, FL 33166 Phone I Fax: 954 274 2429 1 786 545 7636 E-Mail: juan@iengineerpllc.com 4.3 Concrtete edge failure in direction x+ Ave Vcbg — \Avco) tV ec,V All ed.v W c,v W h,V Vr paralleiv Vb 4) Vcbg Vua Avc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) Av,0 = 4.5 ce1 1 W ec,v 1 + � 5 1.0 Scat 41ed,V=0.7+0.3(�oe-�51.0 5caf - 1.5cal z 1.0 W h.V h a ( / o z (�' Vb ` 47 ( ds \ida� } a VT Cal a Variables cal [in.] Cat [in,] ecv [in.] 4.000 4,000 0.000 le [in.) ; d In, 2.000 1.000 0.375 Page: Project: Sub -Project I Pos. No.: Date: ACI 318-14 Eq. (17.5.2.1b) ACI 316-14 Table 17.3.1.1 Profis Anchor 2.9.0 5 9/18/2020 • • AC1318-14 Eq. (17.5.2.1c) • • i••••• •••�•• ACI 316-14Eq. (17.5.2.5) ••••se i `Y•+ •••si• • AC1318-14 Eq. (17.5,2,6b) •••• •••• • • ••e* ••••.r ACI 318-14 Eq. (17.5.2.8) •••••• • • 0 ••••• ACI 318-14Eq. (17,5.2.2a) • �••�� 0 • • • •• • • W c.V ha [in.] • • • • • • • • • 1.400 8.000 • • fc [psi] W paragel.V — 3,000 1.000 Calculations AVc [In.2] 7 AVco [in•2i _ 4r ea.V 7 W ed,V W h,V Vb [Ib] 60.00 72.00 1.000 0.900 1.000 2,625 Results Vcbg Jib] 411 concrete Vcbg Jib] Vue [IbI 2,756 0,750 2,067 1,500 5 Combined tension and shear loads -- — - Utilization [lN V [%e)-- Status 0.452 0.726 5/3 86 OK [iNV=PN+t;V <'-1 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The W factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength, Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength, Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are rgqLuijpd in accordanc~"1.318 the relevant standard! PII). Reference ACI 318-14, Section 17.8.1. 121002-12} W020 W_15_41AM UCTURALCALpdf Fastening meets the design criteria? Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor (c) 2003-2009 Hiltl AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 IENGINEER PLLC www.hilti.us Company: (ENGINEER, PLLC. Specifier: JUAN C. MORENO Address: 8215 Lake Dr. #B502, Doral, FL. 33166 Phone I Fax: 954 274 2429 1 786 545 7636 E-Mail: juan@iengineerpllc.com 7 Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: df = 0,438 in. Plate thick%(;-4iiii 0.250 in. "Wommended plate thicknesG: not calculated Drilling me11-tod:egaonmer drilled sf..ff • • • tteaning: M94jal cleaning of the drilled hole according to instructions •.prase is required. Y 1 .. ��e:ecomirgl1q%?access*Wip1.. .Drilling • • • •"" Cleaning . • r•SLxtable Rollery� Mammer • • Manual blow-out pump • Properly sired dri*bit • • ibf.Y• • • • A 3.000 r 2 Page: Project: Sub -Project I Pos. No.: Date: 26/26 Prof is Anchor 2.9.0 6 9/18/2020 Anchor type and diameter: Kwik Bolt 3 - CS 3/8 (2) Installation torque: 240.000 in.lb Hole diameter in the base material: 0.375 in. Hole depth in the base material: 2.625 in. Minimum thickness of the base material: 5.000 in. Setting- • Torq11 ue controlled cordless impact tool (Hilti Safeset System) • Torque wrench • Hammer 0 o i 1 I i C? li i 1.000 } " of -Job 121002NDT ter p W_ 15:41" Anchor x C2 c+x c-v C" "1'1KAi.-emu --- . 00 4.000 4.000 - 2 -2.000 0.000 - 8.000 4.000 - x -- -- - — ---......... -- — --- -- - . _ ..... --- — ---- - --- -- --- — — — - -- -- Input data and results must be checked for agreement with the existing conditions and for plausibility) PRORS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of HIM AG, Sernaa AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 iENGINEER PLLC landscape NEW CANVAS AWNING 24FT W. X 4FT P. SEE - ENLARGED PLAN SD-1 iN asphalt - _ 1 —.� �l! flan *aPped o & 8 rUtllar rkingspnees Right. Of—w 3'-9 " %q i 1 _ 5 concrete 1 04 n , nJ �''- -wall on line 104IA" I p s found nail in concrete No ID j L ,' O C V, ' °tk v V rr� 7: metal over. ( 0J a o � �jF 727 d- 9C'08 �r found No 11) OD C � I 4 r O U a 0 in n'? rte 4 r a W Lt;:l N ge ro MDCR found nil i�i cones to ' No ID 'a w L __1 l _� I t27' asphalt U9 <, 7 \A l� .11' > \`found nail in No 11) 4k �k ; r !. 7 $II1g1C Story Commercial Iti #9725 zlo 216 N.E. 97 Slr•eel �I Miami Shored, Florida - ��' Building Height t16.6' EXIST. ONE STORY BLDG 1 f) vi .00 �e �n #9723 C,��``" /-weH on line 1 L•. _ 9.7(0' Single Story eye o "�'\:^ _ Conunerclai 0717 - 9727 NJ:. 2 Avenue 1 00 `ad � 1 ✓ Miami Shores. Florida Building Height t111.5' A0U rfJJ �8 f #9 21 ��, ../ � ' gravel Cable/Phone,�� sj Lo t. I I s ! asphalt � #971'1 0 110. ,rct� gravel � co � .' . PO 133 r, 1130.00 Cant 1'etN 'r asphalt Lot 12 - N SITE KEY PLAN angle Story Commercial !!1... * :-3432. Page 1674 (MDCR) �-� SCALE 3/32" = V-0" \, I I > o LO found 1/2" iro. No 11) REMISIONS SCOPE OF WORK No DATE . NEW CANVAS AWNING 28 FT W. X 4 FT P. z �i'r Foz� INDEX _ PAGE DESCRIPTION SP-1 SITE PLAN SD-1 ISOMETRIC — SD-2 - — - -- NOTES_& DETAILS mZ��W 6�FC W^ N ¢ 1ZK W�J� wZ9 z R* ow �PLL . °z ° �o o° w a Z , �S'sm�a cV -v `D P�- E E tn0 0 U J U U ff E' cv� U . O C N mot EID {y .CLID to L W N N Qi 0)0 ^y". N'y •� E c � �w LU Una VJ • • • • • •••••• •••••• • • •••••- • • • • • • • • • • • • •••••• • • ••••• • • • • • • c • • • • • • o • �/•��/ V LL. U) N �- Z c�; 09-18- �;'• �—JuatuC.q 0- . _ FL Reg P.e-*6 ` VALID.(SNLY-- ',� •) WITH KvAlS�•;,' PE SEAL. T6 TWE BESZ OF THE, ENGINQE .:IdNOWLFDGE, ' S PI,AN,3JFN SPECIPIy,IA1jIdNS COMDPLY WITH THE APPLICABLE MINIMUM BUILDING CODES. DATE: 09 18-2020 SCALE: AS SHOWN W DESIGNED: J.M. DRAWN: J.M. v NOTE -DESIGNLIMREDTOA1,N1 G DRAWING N0. -ANY CORRECTIONS, INK MARKS, WHITEOUT Y PNG OR STICK-ONS WILL VOID THESE DRAWINGSSAND CALCULATIONS COPYRIGHTIEn t reTHIS DOCUMENT IS THE PROPERTY OF (EINEER AND SHALL NOT BE REPRODUCED IN WHOLE OR PART WITHOUT WRITTEN CONSENT OF THE CERTIFYING ENGINEER SHEET 1 OF 1 THE CANVAS AND OR FABRIC MUST BE DESIGNED TO BE READILY AND COMPLETELY REMOVED DURING PERIODS OF HIGH WIND VELOCITY. REMOVABLE CANVAS OR FABRIC MUST BE COMPLETELY REMOVED WHEN WIND SPEED APPROACH AND/OR EXCEED TO 75 MPH (34M/S) AND/OR AS DESIGNATED BY U.S. WEATHER BUREAU AS BEING A HURRICANE WARNING OR ALERT. THIS FABRIC -COVERED STRUCTURE WILL NEED A QUICK REMOVAL OR BREAKAWAY FABRIC AT WIND VELOCITIES EQUAL TO OR GREATER THAN 75 MPH (ACCORDING TO FBC 2017 3105.4.2.1) A HIGH WIND VELOCITY WARNING MUST BE POSTED WITH LEGIBLE AND READILY VISIBLE SIGN OR DECAL INSTRUCTIONS TO THE OWNER OR TENANT TO REMOVE COMPLETELY THE CANVAS OR FABRIC DURING SUCH PERIODS OR TIME. DETAIL "A" SCALE : N.T.S. THE CANVAS OR FABRIC USED FOR AWNINGS OR FABRIC -COVERED FRAMES SHALL BE FLAME RESISTANT IN ACCORDANCE WITH NFPA 701. 11B- B' 91 = �2 2'-6' 2 10 „B" 3 °B" \ \ \ I „III ALL MEMBERS MUST BE STEEL ASTM A992 GRADE 50 TUBE 1.315" O.D. X 14GA (GALVANIZED GATORSHIELD) (U.O.N.) 32''5314 in Y 95 ISOMETRIC SCALE 1i2"=1'-o" i i SEE DETAIL "A" CLEAR 10'-0„ Tom- . /,/ ///7�/;' 7i I '1 a REVISIONS NO DATE z16 �w�ZZ _ NtOQ m�w�o o��ir om zw .� C.=m 5. m- �Hz�s 6z9 z .�'ij g�,w-,,wrc rwz �� O� �Q¢ad GO Gm� U5 N -U,o �EE M Lo0 0 coU V U U) _ 0 n EL �'L C�m a. w m"� ° Y N y = c:Cc _ J r -a E C c w LLf Una U) ..0 . . .. sees.. sees.. .Q sees .. se000es sees. • .. 004,.� sees.. .... • • .O ...00 �. `h• ....�y. • • • • Qj M• • • • Q LJi ;sic `� r' •"� N :.} oy ,ll s-2 o .._. _ - Jua 0 FL R P� 8 Ks *..{ENG1N RB KNOWLEDGE, THESE PLANS AND SPECIFICATIONS COMPLY WITH THE APPLICABLE MINIMUM BUILDING CODES. DATE: 09-18-2020 SCALE: ASS W ]L DESIGNED: J.M. DRAWN: J.M.D 0 NQT= _DESIGN LIMTEDTO A`I MING DRAWING N0. -ANY CORRECTIONS. INN VODTHESE MARKS, WHITDRAWN T SD 1 OR STICK -OAS WILL VOID THESE DRANJING$ AND CALCULATIONS COPYRIGHTiEn nev THIS DOCUMENT IS THE PROPERTY OF (ENGINEER AND SHALL NOT RE REPRODUCED IN WHOLE OR PART •MTHOUT ARITTEN CONSENT OF THE CERTIFYING ENGINEER. SHEET 1 OF 2 STRUCTURAL NOTES GENERAL NOTES: ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING WITH THE AFFECTED PART OF THE WORK. THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTION.OUR EXTENT OF LIABILITY IS LIMITED TO THE AMOUNT OF THE ENGINEERING FEE. DESIGN WIND LOADS: THE STRUCTURAL FRAMING WAS DESIGNED USING F.B.C. 2017 AND THE FOLLOWING SUPERIMPOSED LOADS, DESIGN WIND LOADS WERE DETERMINED IN ACCORDANCE WITH F.B.0 2017 AND ASCE 7-10. WIND VELOCITY : 105 MPH EXPOSURE CATEGORY : C Kd : 0.85 RISK CATEGORY : 2 GCPI : +/- 0.18 STRUCTURAL STEEL: THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION, AISC 360-10, ALL ANGLES AND PLATES SHALL BE ASTM A36, FY=36KSI OR APPROVAL EQUAL U.O.N. ALL TUBES TO BE OUTSIDE DIAMETER, GALVANIZED GATORSHIELD, STEEL FY=50KSI. OR APPROVAL EQUAL, U.O.N. ALL HOLLOW STRUCTURAL TUBE "HISS" TO BE STEEL ASTM A500 GRADE B, FY=46KSI, OR APPROVAL EQUAL, U.O.N. ALL ANCHOR BOLTS SHALL BE KWIK BOLT III BY HILTI U.O.N., WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -OF -THE -NUT METHOD. WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS USING THE MOST RECENT AWS APPROVED TECHNIQUES. SHIELDED METAL ARC WELDING (SMAW) SHALL USE E70XX LOW -HYDROGEN ELECTRODES. ALL STEEL SHALL RECEIVE SHOP AND FIELD TOUCH-UP COATS OF PAINT IN ACCORDANCE WITH SSPC SPECIFICATIONS. EXIST. CONCRETE WALL EXISTING 5/8" STUCCO LINE OF FINISH WALL 3/1 3/16 TYP;� - STEEL ANGLE ASTM A36 L2" X 2" X 1/4" X 2" LG W/ (1) KWIK BOLT 3 BY HILTI 3/81DIA X 3 MIN. EMBED. INTO CONCRETE (f"C=3,000 P.S.i.) LINE OF FINISH WALL , 7TTT; , 7 COO1" ; 7� / T1" 2 �4" MIN. EDGE DIST. FRONT VIEW SIDE VIEW DETAIL "B" LINE OF SCALE N.T.S. FINISH WALL ` 6" MIN. EDGE DIST, ° -� ° EXISTING 5/8" _ -- STUCCO _ • v 3" P TYP.' 3/16 o iffj/1 i % 3/16III IEXIST.r 2��'i��CONCRETE LINE OF ; WALL FINISH WALL 4 _ 6" MIN. EDGE DIST. TYP. 3/16 (2) STEEL ANGLE ASTM A36 I FRONT VIEW L 2" X 2" X 1/4" X 2" LG TOP VIEW \_W/ (2) KWIK BOLT-3 BY HILTIJ UPPER CONNECTION 3/8" DIAX 3" MIN. EMB. INTO CONCRETE (f"c=3,000 P.S.I.) 3" EXISTING 5/8" 6" MIN. P STUCCO 4 EDGE DIST. _ TYP �3/16 2�� 11 4., 3/4 EXIST. 3/16I CONCRETE LINE OF ! 1 2" , WALL FINISH WALL 61'k _ TYP. 3116 � 1 � TOP VIEW (2) STEEL ANGLE ASTM A36 / L 2" X 2" X 1/4" X 2" LG 3/4 W/ (2) KWIK BOLT-3 BY HILTI 6" MIN. 3/8" DIA X 3" MIN. EMB. J EDGE DIST. INTO CONCRETE (f"c=3,000 P.S.I.) LINE OF FRONT VIEW BOTTOM CONNECTION FINISH WALL DETAIL "C" SCALE N.T.S. a • f • • • s • • REVISIONS NO iATE71 Za Iwo$ OF=5 FFw 5. Z" Nr ru U Z W W 2Z N�mo< �Nma�a o -Prwlg .mom <z O oo 0O ac°.>�6m'd T cal D ~ E E M Lo0 U aC U -LJL m a ci 0) L O C 0 �.m Ja)o c0LL�app�i11 to a ED N V L W : c��,l m rn°4 R _ � -3 Q V E C Ni 7? uw L� Una W • s rr— + O ms . • M• LL - h �. Q Os- -xo Juan C. Mo're FL RAcj,p 46 1 V`JITY91 RAISE PE SEAL. TO THE BEST OF THE ENGINEERS KNOWLEDGE, THESE PLANS AND SPECIFICATIONS COMPLY WITH THE APPLICABLE MINIMUM BUILDING CODES. DATE: oa-187202o SCALE: as sHowN � W Y DESIGNED: J.M. iVi x DRAWN: J.M. v NOTE ❑ GD TO IF ),T „R U TPo INKK vi— VNiIT. DRAWING NO. OR OR �131D THE DR1,11NG- AID- \l UL TI N 1pdEl ERT -O OP SD -2 THI DOCUMENT IS THE PROPEPT (ENGINEER AND SHALL NOT ©E REPRODUCED IN b OLE OR PART WITHOUT WRITTEN CONSENT OF THE CERTIFYING ENGINEER SHEET 2 OF 2 Consulting Engineering Services 8215 LAKE DR ##6502 DORAL_ FL 33166 Phone (954) 274-2429; Fax (786) 545-7636 Web site: www.ienaineerDlIC.Com; E-mail: ivan(-Oienaineerpllc.com PAGE I/26 COVER SHEET DATE: September 18, 2020 PROJECT: CANVAS AWNING 28'-0" W X 4'-0" P •..• ...... .. .... ADDRESS: 9727 NE 2nd Ave, Miami Shores, FL 33138 •,,,,• ;�•..• CLIENT: •••••• • This computation book contains manual and computerized structural calculations• certain printed manufacturer's data and Computation pages are numbered 1 thru 26. Computations were performed to the best of our knowledge according to sound and generally accepted engineering principals and Code requirements, using nationally recognized computer software and in-house developed software. Prior to commissioning into service, the in-house developed software was thoroughly checked by performing parallel manual computations. The sign and seal provided herein are meant to cover all computation sheets pages 1 through 26. (`;A��i 1k��A ._I�1�4(;> V'4W X 4'-0" P r P't aBii S1�c*e�, FL 33138 VALID ONLY « : :\NITH RAISED 09 18-' PE SEAL. Juan C. Mo`; # 69818 ' 1�AkIDONLi� IOR _QNE (1) PERMIT ONLY. ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK ONS WILL vGTQt��' Tq SE'PAA,\ ,I*US AND CALCULATIONS. Consulting Engineering Services 8215 LAKE DR #B502 DORAL- FL 33166 Phone (954) 274-2429; Fax (786) 545-7636 Web site: www.iengineerDllc.com; E-mail: juan@ienaineerpllc.com PAGE ll/2h INDEX DESCRIPTION PAGE Wind loads analysis 1 General sketch ••• J •••••• ••••;° Dead load and members' specs •••;•• f ••�••• ••••�• Wind loads •••• 7 •• :••••: .... . .. ..... Unity check design 9 • .... .... ...... Design group results ;••;•; 10 •• Reactions . . .. . 11: •••• ...... • . . •••••• Anchor bolt connection "B" design ....• Anchor bolt connection "C" design 21 �`,}tStlitlfll W X 4'-0" P aMCam 'Slao�s, FL 33138 =VALID ONLY " * —WITH RAISED TICS s. ..,G •' ` PE SEAL. t LC Ebgi�d& PL��°A #29119 Juan C. Mtn' 0.,1. L: :E # 69818 VALID ONLY-fQR ONE (1) PERMIT ONLY. -ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK-ONS WILL VQI0'AtSE R A,WNGS AND CALCULATIONS. 1 /26 MECAWind Version 2.1.0.5 per ASCE 7-10 Developed by NII?CA Enterprises, Inc. Copyright 2020 - Date 9/18/2020 Project No. Company Name : Designed By Address Description City Customer Name State Proj Location File Location: c:\Users\user\Documfrnts\PROGRAMS\MECAWirid\DePaul.t.wnd Directional Procedure All Heights Building (Ch 27 Part 1) Basic Wind Speed('V) - 105.00 mph Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor - 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) - 0.01 Alpha = 9.50 Zg = 900.00 ft At - 0.11 Bt = 1. wi�ee Am 0.15 Bm . . 0 ."..• ...... Cc = 0.2.0 1 '..' 500.00.St .• Epsilon = 0.20 Zmin •��;�• 15'Q;.4T- oeee% Slope of Roof - 0 : 12 Slope of Roof (Theta) .00.Deg o . Ht: Mean Roof Ht = 14.00 ft Type of Roof �•;o Mcno4j,opg� ;•"•; RHt: Ridge Ht = 14.00 ft Eht: Eave Height eoe=- 14;0%" I- o ee*oo OH: Roof Overhang at Eave= 4.00 ft Roof Area = 3840 00 ;t^ s . • . ..... 2 ...... . . . Bldc_I Length Along Ridge = 60.00 ft Bldg Width Across .. .. .... R.a_dwe= 60.00..f:t ...... .• Gust Factor Category I Rigid Structures - Simplified Method ro •. •000e• Gust-1: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 z DoS5 •o .. . ooeo :....: . Gust Factor Category 11 Rigid Structures - Complete Analysis •• •••• 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*((P+Ht)/Lzm)^0.63))^0.5 = 0.91 Gust:2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.88 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GC.pi GCPi- : Internal Pressure Coefficient = +/-0.18 Figure 27.4-1 External pressure Coefficients Cp - Loads on Main Wind -Force Resisting Systems AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 IENGINEER PLLC 2/26 L �.�--- _1 B Kh: 2.01*(Ht/Zg)^(2/Alpha) Kht: Topographic Factor (Figure 6-4) Qh: .00256*(V)^2*I*Kh*Kht*Kd Cpww: Windward Wall Cp(Ref Fig 6-6) Roof Area Reduction Factor based on Roof Area 114 • 0:85 . . 3..10;37 = 0.80 •,,,,• 3840.00 ft^2 0.80 MW RS - Wa.i l Pressures for Wind Normal to 60 t L wall (Norma]. to Ridge) Wall Cp Pressure Pressure +GCpi (psf) -GCpi (psf) Leeward Wall -0.50 -12.3:= -1' Side Walls -0.70 -15.?. -8.45 Wall Elev Kz Kzt gz Press Press Total Shear Moment ft psf +GCpi -GCpi +/-GCpi Kip K-ft -------------------------------------------------------------------------------- Windward 14.30 0.85 1.00 20.37 1.0.18 17.51 22.50 18.90 132.32 Note: 1) Total == Leeward GCPi + Windward GCpi 2) Shear and Moment, are sum of forces (Leeward+Windard) acting on bldg walls. Note that tie shear & moment don't consider loads on roof or end gable. Roof - Dist from Windward Edge Cp Pressure Pressure +GCpi (psf:) -GCpi (pef) 0.0 ft to 7.0 ft -0.90 -19.24 -11.91 7.0 £t to 14.0 ft -0.90 -19.24 -11.91 14.0 ft to 28.0 ft -0.50 -12.32 -4.99 28.0 ft to 60.Oft -0.30 -8.86 -1.53 tGTMS-Wall Pressures for Wind Normal to 60 ft wall (Along Ridge) Wall Cp Pressure Pressure +GCpi (psf) -GCpi (psf) AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 (ENGINEER PLLC 3/26 Leeward Wall -0.50 -12.32 -4.99 Side Walls -0.70 -15.78 -8.45 Wall Elev Kz Kzt qz Press Press Total Shear Moment -------------------------------------------------------------------------------- ft psf +GCpi -Gcpi +/-Gcpi Kip K-ft Windward 14.00 0.85 1.00 20.37 10.18 17.51 22.50 18.90 132.32 Note: 1) Total = Leeward GCPi + Windward GCPi 2) Shear and Moment are sum of forces (Leeward+Windard) acting on bldg walls. Note that the shear & moment don't consider loads on roof or end gable. Roof - Dist from Windward Edge Cp Pressure Pressure +GCpi(psf)-GCpi(psf) 0.0 ft to 7.0 ft -0.90 -19.24 -11.91 7.0 ft to 14.0 ft -0.90 -19.24 -11.91 14.0 ft to 28.0 ft -0.50 -12.32 -4.99 28.0 ft to 60.0 ft -0.30 -8.86 -1.53 .��••. • ease AWNING 9727 NE 2nd Ave, Miarni Shores, FL 33138 (ENGINEER PLLC 4/26 MECAWind Version 2.1.0.5 ASCE 7-10 Developed by 1,T,,CA Enterprises, Inc. Copyright 2020 Date 9/18/2020 Project No. Company Name Designed By Address Description City Customer Name State Pr.oj Location File !,oc.ation: C:\Users\user\Documents\PROGRAMS\MECAWind\Default.wnd Roof not 51 w.4.1 WAS 3 ' '1 I I t _s_ I I I I I I I I I •••• r-'� - r, .�i• Gable Roof 8�-:"" i • • • • Wind Pressure on Components and Cladding (Ch 3 Width of pressure Coefficient Zone ".a" = Description Width Span Area Zone Max Min ft ------------------------------------------------------------- ft ft^2 GCp GCp TRUSS 2.00 14.00 65.3 1H 0.22 -1.62 TRUSS 2.00 14.00 65.3 2H 0.22 -1.62 Khcc:Comp. & Clad. Table 6-3 Case 1 Qhcc::.00256*V^2*Khcc*Kht*Kd WIND PRESSURES Parr I 5.6 ft Max P Min P psf --------------- psf "16.00 -32.96 16.00 -32.96 0.85 20.37 psf AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 ENGINEER PLLC 5/26 GENE:RALSKETCH Yw•Y • • • s••• AWNING 9727 NE: 2nd Ave, Miarni Shores, FL 33138 IE:NGINEER PLLC 6/26 DEAD LOAD = SELF WEIGHT & MEMBERS' LENGTH .... ...... s • • • • AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 IENGINEER PLLC 7/26 WIND LOAD (+Y) .... ...... .... ...... .... ...... AWNING 9727 NE: 2nd Ave, Miami Shares, FL 33138 IENGINEE=R PLLC 8/26 WIND LOAD (-Y) .... ...... .. .:..0 ..... . 0 0 0 0 . •• •0:00 •• ..... .. 00 ...... ......0000 .... AWNING 9727 NE 2nd Ave, Miarni Shores, FL 33138 ENGINEER PLLC MWI UNITY CHECK DESIGN ELEMENT .... ...... .... ...... .... ...... ...... AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 (ENGINEER PLLC 10/26 Design Group Results Design Group: MEMBERS per AISC ASD (2005) Designed As: Pipe 1.31 x 0.083, Material: 1Steel\ASTM A992 Grade 50 gained Check Member Result Offset Code Unity Details Name Case ft Ref. Check MEMBERS005 0.9D+1.OW x+Y 5 Hi -lb 0 OK KL = 5ft, Lb=5ft Check Member Result Offset Demand Fx Capacity Fx Code Unity Details Name Case ft _ lb lb Ref. Check MEMBERS005 0.9D+1.OW »+Y 5 517 4317 E3-3FB 0 OK Lu = 5ft, KL=5ft -wrong rrexure t;neCK _ Member Result Offset Demand Capacity Mz Code Unity Details Mz Name _ Case _ ft lb-ft lb-ft Ref. Check MEMBERS00 1.2D+1.OW+L+0.5Lr» -Y 3 65 473 F8-1 0 OK Lbz = 5 ft, 5 Cb=1 Flexure Check er Result �lOffset Demand My Capacity My Code Unity Details Case ft Ib-ft lb-ft Ref. Check _ ERS005 0,9D+1.OW »+Y 0 41 473 F8-1 0_0K -lbw fi fta . . . Strong Shear Check "" - a • - - • Member Result Offset Demand Capacity Vy Code Unity Detailq Vy .... Name Case ft lb lb Ref. • , z CteC . • .... MEMBERSO 1.2D+1.OW+L+0.5Lr N-Y 0 824 4337 G6-1, 2b+St.Vengq=. j1 0�. .,;. 05 • • • Weak Shear Check 0 • Member Result Offset Demand Capacity Vz Code Lltiit►Xetails. Vz '..' : .... :.. Name Case ft lb lb Ref. Ch'Ea..' MEMBERS00 O.9D+1.OW »+Y 5 762 4337 G6-1, 2b+St.Venant O OK 5 AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 [ENGINEER PLLC ql 9 L5- __ 11 /26 0.9D+1.OW (+Y) REACTIONS • a •••• •••••• • • • AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 IENGINEER PLLC 12/26 0.9I0+1.OW (+Y) REACTIONS (members are not shown for clarity) ql Z9Z- = A. \ Co • r • • giSZtiL-=, ,,, gl662:-=h •r•i•• • s••••i w gl£Sl =)\j •••••• • • • Qom. • • •• • •••r•• fit, � • • • •• a • • • • •••••• �� w sees y •••• ql OLZ- u-, qi b£Z- = At—� 4� 0 v-, i ql t,6Z- = k� ti f ql LS£- = A�/� ql SZ- = hj- d 41 S� 4� 4- AWNING 9727 NE 2nd Ave, Miarni Shores, FL 33138 ENGINEER PLLC 13/26 1.2D+1.OW (-Y) REACTIONS •••• •••••• • •••• •••••• •••• •••••• • • • AWNING 9727 NE 2nd Ave, Miami Shares, FL 33138 (ENGINEER PLLC 14/26 1.2D+1.OW (-Y) REACTIONS (members are not shown for clarity) Q 4 V—..FY = 280 Ib R FY = 44 lb l lb �FY = 721b u 6, �._.FY = 76 lb h^� 9 __FY = 21 lb 4ti N LFY = 760 Ib 'x—FY = 240 lb 9 A v- 1,__FY = 13 lb ti \> __FY = 94 lb \Y -�L FY = 76 lb '—_FY = 1031b • • •••• •••••• • .000000 • • • • • • • • • • • •••••• • •• ••••• • • • • • •• •• •••• •••••• • •••••• • • • • • • • • • • • • • • • • • • • • • • 0000 4ti �,`5 cam, Qti 4- _FY = 224 lb \�__.FY = 45 lb AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 (ENGINEER PLLC 15/26 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: (ENGINEER, PLLC. JUAN C. MORENO 8215 Lake Dr. #B502, Doral, FL 33166 954 2'74 2429 1 786 545 7636 juanLiengineerplic.com Kwik Bolt 3 - CS 3/8 (2) het'sct = 2.000 in., hn« = 2.313 in. Carbon Steel ESR-2302 1/l/2020 1 12/1/2020 Design method ACI 318-141 Mech. eb = 0.000 In. (no stand-off); t = 0.250 in. Ix x ly x t = 2.000 in. x 2.000 in. x 0.250 in.; (Recommended plate thickness: not calculated no profile uncracked concrete, 3000, fc' = 3,000 psi; h = 8.000 in. hammer drilled hole, Installation condition: Dry 966* tension: condition A, shear: condition A; no supplemental splitting reinforvmen> present •.. • • 0 edge reinforcement: none or < No. 4 bar * • • • : • • • • ma-M Profis Anchor 2.9.0 Page: 1 Project: Sub -Project I Pas. No.: Date: 9l18/2020 R - The anchor calculation is based on a rigid anchor plate assumption. * • • : : Geometry (in.) Loading [lb, in.1b] 0000 •.•••. • • • • • • • • • • WALL ANCHOR •••••• v� BOLT DESIGN 8 CONNECTION "B" �o . � a X Input data and results must be checked for agreement with the existing condition and for piausibiiityl PROFIS Anchor (c) 2003-2009 Hit AG, FL-9494 Schaan HIM Is a registered Trademark of Hilti AG, Schaan AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 IENGINEER PLLC I, www.hilti,us Company: IENGINEER, PLLC. Specifier: JUAN C. MORENO Address: 8215 Lake Dr. #B502, Doral, FL 33166 Phone I Fax: 954 274 2429 1 786 545 7636 E-Mail: juan%_iengineerpllc.com 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions (lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2,320 632 200 600 max. concrete compressive strain: 0,91 [%0] max. concrete compressive stress: 3,980 [psi] resulting tension force in (x/y)=(0.000/0.000): 2,320 [lb] resulting compression force in (x/y)=(0.00040.864): 1,620 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate 3 Tension load Page: Project: Sub -Project I Pos. No.: Date: 16/26 Profis Anchor 2.9.0 2 9/18/2020 Compression Load Nua Jib] Capacity 4 Nn 11b] Utilization PN = Nud+ N • . §latus Steel Strength* 2,320 4,770 49 • Off Pullout Strength* N/A N/A nip. � : • • ►I/A • � Concrete Breakout Strength** 2,320 2,789 48,40 • • • • • OK * anchor having the highest loading **anchor group (anchors in tension) • ::: • e • : • • • • 3.1 Steel Strength • • • • • • • • Y • • • • • • • • Nss = ESR value refer to ICC-ES ESR-2.302 •; �: : • • • • • Nss °' Nua ACI 318-14 Table 17.3.1.1 ' • Variables00*000 • Ase,N [in,2 futa [psi] : . • . •. : • • • • 0.06 106,000 . . Calculations N5a [Ibl 6,360- - - Results Nsa [lb] steel Nsa Jib] Nua [lb] 6,360 0.750 4,770 2,320 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c ) 2003-2009 Hilt AG, FL-9494 Schaan H!lti Is a registered Trademark of HIM AG, Schaan AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 (ENGINEER PLLC 17/26 www.hilti.us Profis Anchor 2.9.0 Company: (ENGINEER, PLLC. Page. 3 Specifier: JUAN C. MORENO Project: ' Address: 8215 Lake Dr. #8502, Doral, FL 33166 Sub -Project I hos. No.: Phone I Fax: 954 274 2429 1 786 545 7636 Date: 9)18/2020 E-Mail: juan@iengineerpllc.com 3.2 Concrete Breakout Strength Ncb - w ed,N T c,N W cp.N Nb ACI 318-14 Eq. (17.4.2.1a) \AN. Ncb a Nua ACI 318-14 Table 17.3.1.1 ANC see ACI 318-14, Section 17A.2.1, Fig. R 17.4.2.1(b) ANCo = 9 hef ACI 318-14 Eq. (17.4.2.1c) 1 Vr er.,N _ 1 ,F 2 N 5 1.0 ACI 318-14 Eq. (17.4.2.4;1 3 he{ W ed,N = 0.7 + 0.3 (c.'n°—) 5 1.0 1.5haf ACI 318-14 Eq. (17.4.2.5b) Y cp,N = MAX(Ca,min b:haf) 5 1.0 ACI 318-14 Eq. (17.4.2.7b) Cac cac Nb = kc f, c hz}5 ACI 318-14 Eq. (17.4.2.2a) Variables her [in.] ecl,N [In.] ec2,N [In.] Ca, min [In.] w c,N 2.000 0.000 0.000 4.000 1.000 cac [in.] kC ?. a tc [psi] • • 3.875 24 1.000 3,000 •' • • • • • • �' „ Calculations �••:�• �•�•� •"•�� z ANc [in ] ANcO [in ] IF art,N W eo2,IJ W ed N _ .__ - i(1 o N N�Ago,�� ' iVllb] •••••• 36.00 36.00 1,000 1.000 1.000 1.0009 3.718 V0,600 Results .••••• • •• •'••" Nob [lb] concre4e fi Nob [lb] Nua [Ib] • • • • • • • • • • • w. • 3,718 0.750 2,789 2,320 "• • • • • • • Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor ( c ) 2003-2009 Hilt AG, FL-9494 Schaan HIM is a registered Trademark of HiRi AG, Schaan AWNING 9727 NE 2nd Ave, Miami Shares, FL 33138 ENGINEER PLLC 18/26 www.hilti.us Profis Anchor 2.9.0 Company: [ENGINEER, PLLC. Page: 4 Specifier: JUAN C. MORENO Project: Address: 8215 Lake Dr. #8502, Doral, FL 33166 Sub -Project I Pos. No.: Phone I Fax: 954 274 2429 1786 545 7636 Date: 9/18/2020 E-Mail: juan@iengineerplIc.com 4 Shear load Load Vua [lb] - ------- - ------- Capacity f Vn [lb] Utilization pv = VuJ+ %(n Status Steel Strength* 632 2,905 22 OK Steel failure (.with lever arm)* N/A N/A N/A N/A Pryout Strength— 632 2,603 25 OK Concrete edge failure in direction y+** 632 2,067 31 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vss = ESR value refer to ICC-ES ESR-2302 4) Vsteel 2 Vua ACI 318-14 Table 17.3. 1.1 Variables As.,v [in. 21 fut. [psi] 0.06 106,000 Calculations Vs. [Ib] 00 4,470 W 0 6091111, Results V�a [IbI Vsa Itb] Vua ['b] steel -- ----- — - 4,470 0.650 2,905 632 **too* :499t: 4.2 Pryout Strength V'P : k,p ANC edN T c,N T cp,N Nb ANcO I ACI 318-14 Eq. (17.5.3.1 a) 46 000 **so e go***@ 0 w• VcP Vua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2.1, Fig R 17.4.2.1 (b) :00 • ANI =9h 2 f e ACI 318-14 Eq. (17.4.2.1c) 0 T ec.N 2 e I N 1 51.0 ( ACI 318-14 Eq. (17.4.2.4) ego* 3 hefl Y ed,N == 0.7 03 min :5 1.0 ACI 318-14 Eq. (1 7.4.2.5b) W 4,, N MAX camin 1.5hef 51.0 ( ' ) ACI 318-14 Eq. (1 7.4.2.7b) cac cac Nb kc 2, a ',,Fto hl 5 ef ACI 318-14 Eq. (1 7.4.2.2a) Variables k, hef [in.] e,l,N [in.] ec2,N (in.) ca,rnn [in.] 1 2.000 0.000 0.000 4.000 4J c,N c., [in.] k, X a fc [psi] 1.000 3.875 24 1,000 3,000 Calculations ANc [in. ANIO [in. T ecl.N T ei:2,1\1 wed N TC N N, [lb] 36.00 36.00 1.000 1,000 1.000 1.000 3,718 Results V'p [IbI concrete Vcp [lb] Vua [Ib] 3,718 0.700 2,603 632 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilt! AG, FL-9494 Schaan Hill Is a registered Trademark of Hilti AG, Schaan AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 ENGINEER PLLC www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: (ENGINEER, PLLC. JUAN C. MORENO 8215 Lake Dr. #8502, Doral, FL. 33166 954 274 2429 1 786 545 7636 juan@iengineerpllc.com 4.3 Concrete edge failure in direction y+ Vcb = (AU / W ed,V W c,v W h,V W parallew Vb Vie Vcb Avc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) Avco = 4.5 cat 1 W ec,v = 2e 5 1.0 1 3ca1 l 5 Wed,v0.7+'00,3(1 201.0 5cai 2 1.0 Wh.v V h a Vb _ C7 Q. ft 02 y(da� e " Oei a / // 19/26 ZO Profis Anchor 2.9.0 Page: 5 Project: Sub -Project I Pos. No.: Date: 9/18/2020 ACI 318-14 Eq. (17.5.2.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.5.2.1c) ACI 318-14 Eq. (17.5.2.5) ACI 318-14 Eq. (17.5.2.61)) ACI 318-14 Eq. (17.5.2.8) ACI 318-14 Eq. (17.5.2.2a) Variables cet [in.] cat [in.] ecv (in.] W c:d he [in.] 4.000 4.000 0.000 1.400 8.000 Is [In.] da [In,] ¢c ------- [psi] W pe wielN----- 2.000 1.000 0.375 3,000 1.000 Calculations ' ' ' • Avc (in.'] Avca [in. W ec V W ed v W h,v Vb [lb] e s e e e e � • 0000 • . • .: • 60.00 72.00 1.000 0.900 1.000 2,625 • e • e • • • • Results • • •' • • • • Vcb [Ibl concrete Vcb fib) Vua [Ibi • • 2,756 0.750 2,067 632 • • • • : : • • • •. •. •1)•• .•.... • 5 Combined tension and shear loads •...•• . . . . • . • • • • • • • PN I;v Utilization [SN v [°k] Status • • • • • • • • • ---- - - 0.832 — 0.306 5/3 88 OI< .. • •....• [3Nv = [l� + P",r K= 1 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (Ei'TAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The cP factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the: transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor( c ; 2003-2009 Hilti AG, FL-9494 Schaan HIM Is a registered Trademark of Hilti AG, Schaan AWNING 9727 NE 2nd Ave, Miami Shares, FL 33138 (ENGINEER PLLC 20/26 www.hilti.us . - - .. ... -- ___..- - _._ Company: _.........._.. ........... IENGINEER, PLLC. Specifier: JUAN C. MORENO Address: 8215 Lake [Dr. #B502, Doral, FL 33166 Phone I Fax: 954 274 24:29 1 786 545 7636 E-Mail: juanLiengineerpllc.com 7 Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: df = 0.438 in. Plate thickness (input): 0.250 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 7.1 Recommended accessories Drilling • Suitable Rotary Hammer • Properly sized drill bit Cleaning • Manual blow-out pump A Profis ,Anchor 2.9.0 Page: 6 Project: Sub -Project I Pos, No.: Date: 9/18/2020 Anchor type and diameter: Kwik Bolt 3 - CS 3/8 (2) Installation torque: 240.000 in.lb Hole diameter in the base material: 0.375 in. Hole depth in the base material: 2.625 in. Minimum thickness of the base material: 5.000 in. 1.000 1.000 Coordinates Anchor in. Anchor x y c, c+x c.y c,y 1 0.000 0.000 4.000 4.000 Setting • Torque controlled cordless impact tool (Hilti Safeset System) • Torque wrench • Hammer • •••• •••••• •• • • • 1 • • • • • • • • • • r•• • •• ••••• • • • • ago* 000000 :•• • • • •• • •••••• • • • • ! • • 0000 • • •••• iX Input data and results must be checked for agreement with the existing conditions and for plausibitityl PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan HIM Is a registered Trademark of Hilti AG, Schaan AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 ENGINEER PLLC 21 /26 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: I Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: ]ENGINEER, PLLC. JUAN C. MORENO 8215 Lake Dr, #8502, Doral, FL 33166 954 274 2429 1 786 545 7636 juan@ienginearplic.com Profis ,Anchor 2.9.0 Page------_ Project: Sub -Project I Pos. No.: Date: 9/ 18/2020 Kwik Solt 3 - CS 3/8 (2) - - her,.3ut = 2.000 in., h o = 2.313 In, Carbon Steel ESR-2302 1/1/2020 1 12/1/2020 Design method ACI 318-14 / Mech. eb = 0.000 in. (no stand-off); t = 0.250 in. 1, x ly x t = 6.000 in. x 2,000 in. x 0.250 in.; (Recommended plate thickness: not calculated no profile urcracked concrete, 3000, fc' = 3,000 psi; h = 8.000 in. hammer drilled hole, Installation condition: Dry tension: condition A, shear: condition A; no supplemental splotting reinforcement present edge reinforcement: none or < No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry (in.] & Loading [lb, in.lb) . • . • • • • • •... .. • • . . • 00000 060660 • . •' • • • • • WALL A N C_I r Ir� r O R • • ' • • ' ` 0000 .000 • • • • • • ' '• BOLT DESIGN :":`: CONNECTION "C"• •• ••.••• • • • •• • • • • ••• x ' ice 0_1 `— f y i X Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor (c ) 2003-2009 Hilt AG, FL-9494 Schaan H4411 Is a registered Trademark of Hilti AG, Schaan AWNING 9727' NE 2nd Ave, MiarT> Shores, FL 33138 (ENGINEER PLLC 22/26 www.hilti.us Company: IENGINEER, PLLC. Specifier: JUAN C. MORENO Address: 8215 Lake Dr. #B502, Doral, FL 33166 Phone I Fax: 954 274 24291 786 545 7636 E-Mail: juan(Diengineerplic.com 2 Load case/Resulting anchor forces Load case: Design loads Profis ,Anchor 2.9.0 Page. 2 Project: Sub -Project I Pos. No.: Date: 9/18/2020 Anchor reactions fib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y - — — - ---- - _ - -- - — . -- — -- - -- -- 1 1,050 750 15 750 2 1,050 750 15 750 max. concrete compressive strain: - [%0] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 2,100 [lb] resulting compression force in (x/y)=(0.00010.000): 0 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate 3 Tension load Load Nua [lb) Capacity + Nn [lb) Utilization [lN = Nua/� Nn Status Steel Strengths* 1,050 4,770 23 OK Pullout Strength* N/A N/A N/A N/A • �QK Concrete Breakout Strength** 2,100 4,648 46 •0 * anchor having the highest loading **anchor group (anchors in tension) • • • : • . • • 3.1 Steel Strength • N = ESR value refer to IC:C-ES ESR-2302 • • • • • • � N50 ;! Nua ACI 318-14 Table 17.3.1.1 • • • • ' Variables ••:•�: : •••• ••••• Ase,N [in.'-] fate [psi] 0.06 106,000 • ' • ' Calculations • • • • • • Nsa fib] • • . • 6,360 •.... *see Results Nsa Jib] steel Nse Jib] Nue [lb] 6,360 0.750 4,770 1,050 Input data and results must be checked for agreement with the existing conditions and for plausibility PROMS Anchor ( c ; 2003-2009 Hilt AG, FL-9494 Schaan Hilt) Is a registered Trademark of Hilti AG, Schaan AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 www.hikti.us Company: Specifier: Address: Phone I Fax: E-Mail: IENGINEER, PLLC. JUAN C. MORENO 8215 Lake Dr. #13502, Dora[, FL 33166 954 274 2429 1 786 545 7636 juan@iengineerplic.com 3.2 Concrete Breakout Strength Ncbg _ \At.IcO� tV ec,N kV ed,N W c,N W cp,N Nb Ncbg a Nua ANC see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANoo = 9 her 1 W ec,N = 1 ,} 2 eN 5 1.0 3 hef W ed,N = 0.7 + 0.3 ea,rnin ` 5 1.0 1�0' hef/ W cp.N = MX(rca�min 1.5hef1 5 1.0 cac 'ac J Nb=kC?.alf�hef' Page Project: Sub -Project I Pos. No.: Date: ACI 318-14 Eq. (17.4,2.1b) ACI 318-14 Table 17.3.1.1 ACI '318-14• Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4,2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) 23/26 �EL70 j[] Profis Anchor 2.9.0 _.._ 3 9/18/2020 Variables hef [in.] ec1,N [in.] ec2,N Fri -I ca,min [in.] W CA 2.000 0.000 0.000 4.000 1.000 cac [in.] kc a fc [psi] 3.875 24 1.000 3,000 Calculations • • ANc [In zl------ ANcO [in.'] �! •ct WN w ec?.,N.----'--- �V-ed N • • ap [V•.•-•-• s- •••• Ny [lbl�. •. •••••• • • ___..._ 60.00 36.00 �--_... 1.000 ---- 1.000 - 1,000 ,___!if _....... '1.000 _..... Results •.•:.• • • • [lb].-..-_-._-.... concrete._.._ Ncbg [Ib] --—_..._Nua (lb) • • • • • • • • • • • • • • —. _Ncbg 6,197 0.750 _. _ 4,648 2,100 see* •••••• • • • • •• • • • • • ••••• • • • • • • •• • • •••••• • Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor ( c ) 2003-2009 Hilt AG, FL-9494 Schaan HIRI Is a registered Trademark of Hilti AG, Schaan AWNING 9727 NE 2nd Ave, Miarni Shores, FL 33138 IE_NGINEER PLLC oz, 1XI-1 www.hilti.us -- ------ ------- -------- Company: ........ . (ENGINEER, PLLC. Specifier: JUAN C. MORENO Address: 8215 Lake I' Dr. #13502, Doral, FL 33166 Phone I Fax: 954 274 2429 1786 545 7636 E-Mail: juan@iengineerplic.com 4 Shear load Load Vua [lb] Steel Strength* 750 Steel failure (with lever arm)* N/A Pryout Strength" 1,500 Concrete edge failure in direction x+** 1,500 * anchor having the highest loading **anchor group (relevant anchors) Profis Anchor 2.9.0 Page: 4 Project: Sub -Project I Dos. No.: Date: 9/18Y2020 Capacity 4 Vn [lb] Utilization Pv = Vual+ Vn Status 2,905 26 OK N/A N/A N/A 4,338 35 OK 2,067 73 OK 4.1 Steel Strength Vs. = ESR value referto ICC-ES ESR-2302 � V$t"l 2: Vua ACI 318-14 Table 17.3.1.1 Variables As.,v [in.21 futa [psi] 0.06 106,000 Calculations Vs. [Ibl 4,470 Results Vsa [lb] steel Qt Vs. [ib] Vua [1b] 4,470 0.650 •0*9 4.2 Pryout Strength A_ Vcog = kcp [QN" ) T ec,N Y ed,N Y (;,N T cN Nb ACI 318-14 Eq. (17.5.3.1 b) � V'pg 2: Vua ACI 318-14 Table 17.3. 1.1 AN, see Al.",1 318-14, Section 17.4.2.1, Fig, R 17.4.2.1(b) ANol = 9 he2 r ACI 318-14 Eq. (17.4.2.1c) 06:* 1•!S • Vr ec.N = �eN 1.0 ( ACI 318-14 Eq, (17.424) :90 • 1 + 3 he, d. N = 0.7 + 0.3 Qagin 1.0 ACI 318-14 Eq. (17.4.2,5b) 90• 6 0*00*00 1.5he, 0 4F cp,N = L. 2�. MAX(' I 5haf :5 1.0 ) ACI 318-14 Eq. (17.4.2.7b) cac oac Nb = kc X a 'Cf h.f' AC1318-14 Eq. (17.4.2.2a) Variables kp hef [in.] 0c1,N [in.] e.2,N [in.] c.,nnin [in.1 2.000 6.000 0.000 4.000 q) C.N c9c [in.] k, ------------- 1 1-1- — X a fc [psi] 1.000 3.875 24 1.000 3,000 Calculations ANc [in.,21 ANcO [in .2] eel ',N Y - ec,' Y edN T�,N Nb [lb] 60.00 36.00 1,000 1.000 1.000 1.000 3,718 Results Vc,, [lb] concrete Vua fib) 6,197 0.700 4,338 1,500 Input data and results must be checked for agreement with the existing conditions and for plausiblityl PROPS Anchor ( c ', 2003-2009 Hilt AG, FL-9494 Schaan Hill Is a registered Trademark of Hilti AG, Schaan AWNING 9727 NE grid Ave, Miarni Shores, FL 33138 ENGINEER PLLC 25/26 www.hitti.us Company: . Specifier: • Address: Phone I Fax: E-Mail: (ENGINEER, PLLC. JUAN C. MORENO 8215 Lake Dr. #8502, Doral, FL 33166 954 274 2429 1 786 545 7636 juantbiengineerpilc.com 4.3 Concrete edge failure in direction x+ Vcbg _ \Avco/ W ec.V W ed.V W c,v W h.V W parallel.V Vb '11cbg ua Avc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) Avoo = 4.5 cat 1 W ec,V 1— 2 51.0 3cat) yt ed,V = 0.7 + 0.+ca'''-1 5 1.0 .5cat � 1.0 W h:v — ha e p.2 Vb = (7 (d / dI % a yrTC Ce1 a Profis Anchor 2.9.0 ..._........._..-.__.— Page: 5 Project: Sub -Project I Pos. No.: Date: 9/18/2020 ACI 318-14 Eq. (17.5.2.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.5.2.1c) ACI 318-14 Eq. (17.5.2.5) ACI 318-14 Eq. (17.5.2.6b) ACI 318-14 Eq. (17.5.2.8) ACI 318-14 Eq. (17.5.2.2a) Variables cat [in.] cat [in] e0v [In] W c,v ha [in.] 4.000 4.000 0.000 1.400 8.000 Ie [in.] ). a da [in.] — fc [Psi] ___—_W_paraaIiei v--- - 2.000 1.000 0.375 3,000 1.000 •••e Y • Calculations : +� ��•� •�•�:• A In.z A in.2 W n v Vb (ib • Y • • •. • 60.00 72.00 1.000 0.900 1.000 2,625.. . • • • Results 0060 • • • • • Vchg [lb) 41 concrete Vcbg [lb] Vua [Ib] • • • • • • • • •:+ • s 2,756 0.750 2,067— ----1,500 _ - • . • • • • • + • • • • • • • 5 Combined tension and shear loads •• j3N [IV y Utilization [lN V 1%] Status � +• • • • • � • +++; 0.452 0.726 5/3 86 OK • • • 0000 • • [;NV = PN + [jV C= 1 946,111 6 Warnings • • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength, Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan HIttI Is a registered Trademark of Hilt[ AG, Schaan AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 (ENGINEER PLLC 26/26 www.hilti.us Profis Anchor 2.9.0 Company: (ENGINEER, PLLC. Page 6 Specifier: JUAN C. MORENO Project: Address: 8215 Lake Dr. #B502, Doral, FL 33166 Sub -Project I Pos, No.: Phone I Fax: 954 274 2429 1 786 545 7636 Date: 9/18/2020 E-Mail: juan@iengineerplle.com 7 Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: df = 0.438 in. Plate thickness (input): 0,250 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. • 7.1 Recommended accessories Drilling • Suitable Rotary Hammer • Properly sized drill bit k;ITIT41 Cleaning -- _ --------- - • Manual blow-out pump Ay 1000 4.000 Anchor type and diameter: Kwik Bolt 3 - CS 3/8 (2) Installation torque: 240,000 in.lb Hole diameter in the base material: 0.375 in. Hole depth in the base material: 2.625 in. Minimum thickness of the base material: 5.000 in. Coordinates Anchor in. Anchor x y c.x crx c_Y c+y 1 2.000 0.000 4.000 4.000 - 2 -2,000 0.000 8 000 4.000 - Input data and results must be checked for agreement wltF the existing conditions and for plausibility! PROFIS Anchor (c } 2003-2009 Hilti AG, FL-9494 Schaan HIHI Is a registered Trademark of Hilt! AG, Schaan AWNING 9727 NE 2nd Ave, Miami Shores, FL 33138 Setting --- ..- _ ---_ --- - --- - • 'Torque controlled cordless impact tool (Hilti Safeset System) • Torque wrench • Hammer fcTOTT91 • f • f • • x / IENGINEER PLLC C CERTIFICATE OF FLAME RETARDANCE ISSUED TO: DECO ABRUSCI INTERNATIONAL 8485 NW 29 ST MIAMI, FL 33186 P.O. No. 95622 NUMBER: 95730 DATE: 7/17/2019 THIS IS A CERTIFICATE OF COMPLIANCE. Qty Description of Material, Structure, >tc. 39" x 24" PIECE; VINYL INDIGO BLUE RP-2019-25 NFPA 701 SMALL SCALE, CALIFORNIA TITLE 19 section 1237 •• • r •a • too.. + a • • • • 0006 ••••�• • • • go • • •• • • *THE SAMPLES TAKEN FROM THE ABOVE REFERENCED FABRIC. TREATED WITH FLAMECOAT, MEETS OR EXCEEDS THE LISTED CODES AND ARE TESTED BY AFC AND/OR A 3RD PARTY TESTING LAB. AMERICAN FLAMECOAT INC. 520 Eagleton Downs Drive - D Pineville, NC 28134 0: 704.405.2550 16 F: 704.543.9772 www.americanflamecoat.com Note: Fabrics and/or materials described on this certificate are intended for interior use unless othentiise stated. Due to the number of external forces that can diminish flame retardancy, this fabric should be periodically retested to insure it retains its effectiveness. We do not warrant the length of time that the fabric remains fire retardant. Certificate void if material is exposed to open flame or extremely hot lights or electrical Airine.