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ACT-16-1267 KS, . X11(alt ACT-4 'I � Miami Shores Village ` ` PeIti �p AYitti�� i�" tt 10050 N.E.2nd Avenue NE " � Miami Shores,FL 33138-0000 ' y Phone: (305)7952204xi �.:� ;3s; Expiration: 111912016 Project Address Parcel Number Applicant 952 NE 91 Terrace 1132060030130 Miami Shores, FL Block: Lot: MICHAEL MOLINA Owner Information Address Phone Cell MICHAEL MOLINA 952 NE 91 Terrace (305)672-7131 (786)554-6017 MIAMI SHORES FL 33138- 952 NE 91 Terrace MIAMI SHORES FL 33138- Contractor(s) Phone Cell Phone Valuation: $ 1,050.00 MEGA AWNINGS INC (305)681-7727 ..._.,,. Total Sq Feet: 40.5 Approved:In Review Available Inspections: Comments: Inspection Type: Date Approved::In Review Final Date Denied: Foundation Type of Work:INSTALL NEW AWNING Additional Info: Review Planning Classification:Residential Color Approved:In Review:In Review Review Building Code Comments:: Code Approved::In Review Review Structural Code Denied: Scanning:4 Fees Due Amount Pay Date Pay Type Amt Paid Amt Due CCF $1.20 Invoice# ACT-5-16-59732 DBPR Fee $2.00 05/11/2016 Credit Card $50.00 $189.20 DCA Fee $2.00 Education Surcharge $0.40 05/23/2016 Check#:5366 $ 189.20 $0.00 Permit Fee $100.00 Plan Review Fee(Engineer) $120.00 Scanning Fee $12.00 Technology Fee $1.60 Total:. $239.20 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. NERS certify-t t all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating co uctio ;and oning Fytt* ore,I authorize the above-named contractor to do the work stated. • May 23, 2016 llyone S tare: er v/ Applicant / Contractor / Agent Date Building Department Copy May 23,2016 1 a 23\1� Miami Shores Village REc aBY 1 2016 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 FBC 2/0aL-/I BUILDING Master Permit No.lt�m b'I T PERMIT APPLICATION Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION [:]RENEWAL ❑PLUMBING ❑ MECHANICAL F-1 PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 952 NE 91 TERR. City Miami Shores County: Miami Dade Zip: 33138 , Folio/Parcel#:11-3206-003-0130 Is the Building Historically Designated:Yes NO V Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder):MICHAEL MOLINA Phone#:786.554.6017 Address:952 NE. 91 TERR. City: MIAMI SHORES State: FL Zip: 33138 Tenant/Lessee Name: Phone#: Email: MIKEMOLINA001@YAHOO.COM CONTRACTOR:Company Name: Mega Awning Inc. Phone#: 305-681-7727 Address: 1799 East 11 th Ave City: Hialeah State: FL Zip: 33010 Qualifier Name: Emesto Morales Phone#: 305-681-7727 State Certification or Registration#: Certificate of Competency#: 076$01223 DESIGNER:Architect/Engineer: JUAN C. MORENO P.E. Phone#: 954.274.2429 Address:8215 LAKE DR. #13502 City: DORAL State: FL Zip: 33166 Value of Work for this Permit:$1,050.00 Square/Linear Footage of Work: 40.5 sqft Type of Work: ❑ Addition ❑ Alteration ❑■ New ❑ Repair/Replace ❑ Demolition Description of Work: INSTALL NEW AWNING Specify color of color thru tile: Submittal Fee$ �U ' Permit Fee$ �� CCF$ 2- CO/CC$ J� Scanning Fee$12- ) Radon Fee$ 2. ' DBPR$ Notary$_ Technology Fee$ `M Training/Education Fee$ 0, 40 Double Fee$ A Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ ® (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip 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 on 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 commencem t must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Si ure 1 OWNER or AGENT Jwa CTOR The aregoing instrument was acknowledged before me this The foregoing instrumeknowledged before me this day of 20 .by da of A �,.� � Y 20 1�®=by -MI&/Wyt a who is personally known to D � .who is personally known to me or who has produced N44Ag5Xgl 3 I J 01I I as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: 18AV&Ahiv Print: _ 6f� VIVA- P+QD •k;: :RUNA L A2EE871�6 Seal: Seal: ' "' t f `rAMISSION 0BRUNA L ALO .ES February ��' ''' MY COMMISSION 0 EE871008 1407)s EXPIRES February 03 2017 APPROVED BY I Plans Examiner IWII Zoning '%'`'' IMPUKTANT STATE OF FLORIDA i Pursuant to Chapter 440.05(14).F.S.,an officer of a Corporation • DEPARTMENT OF FINANCIALAERVICES who elects exemption from this notchapter by recover ben f cx3rtmcate Of election under this section may not recover benefits or 'DIVISION OFWORKERS!COME`XENSATION w F compensation under this chapter. CONSTRUCTION INDUSTRY 0696IFTION" IO RORmA L Pursuant to Chapter 440.05(12),F.S.,Certificates of election to CERTIFICATE OF ELECTION To BE E7�NPT FRQ. "o M-CONPMAnoN LAW D be exempt..apply only within the Scope Of the business or trade EFFEIFM DATE: 8-28!2015 M UKRATIONDATE: 8272017 ,�, listed on the notice of election to be exempt PER56N: MORAb 5 ERNESTO �FI Pursuant to Chapter 440.05(13),F.S.,Noticesof election to be FEIN: 20ss5ate1 E exempt and certificates of election W be exempt Malt be BUSINESS NAME AND ADDRESS: R subjed to revocation if,at any time after the filing of the notice MEGA AWNING INC. or the issuance of the certificate,the person named on the q. E notice or certificate no longer meets the requirements of this section for issuance of a certificate.The department shall revoke :1799 EAST 11TH AVE a certificate at any time for failure of the person named on the iIALF.AH FL 33010 certificate to meet the requirements of this section. SCOPES OF BUSINESS OR TRA OOR AND WINDOW ISTALLATION Mega Awning 3058880882 P.1 MEGAAWN-01 LABOYL CERTIFICATE OF LIABILITY INSURANCE 5110/2016 osnar2o�Is 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(les)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 endorseme s. PRODUCER COMACT NAME Sheila Serrano Eagle American Insurance Agency,LLC E 4p 3000 F� 1855 West State Road 434 Arai Ne; 407 78N3 7933 Longwood,FL 32750 r.-MAIL am,Sholla.Sermno@joausa.com INSURER(S) AFFORDINe COVERAGE MAIC a INSURER A:Florida Citrus, Business&Industries Fund NA INSURED INSURER 6: Mega Awning,Inc. IINSURERC: 1798 E 11tH Ave INSURER D: Hialeah.FL 33010 INSURER E: ^TM MWRER F: 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 IAAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECTTO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR1 AUCL LTR TYPE of INSURANCE POLICY NUN16QtD MlAm Y EXP LNMRS H,COMMRCIAL GENERAL LIABILITY EACH OCCURRENCE $ CLAIMS•MAOE FOCCUR FU PREMISES Maocamenoe S$ MED EXP(Any one person) 1 S PERSONAL&ADV INJURY S _ GENT AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ Poijay El M� 01 LOC: PRODUCTS-COMP/OP AGG E OTHER: $ AUTOMOBILE LIABILITY8Cdf1lTIIN I LE LIMIT $ Ea ANY AUTO BODILY INJURY(Per person) $ ALL AOWNED AUUTTOS LED SOCILY INJURY(Per aaddent) $ HIREDAUTOS NON-OMED PROPEI"Om $ AUTOS Per aoddera $ UMBRELLALIAB OCCUR EACH OCCURRENCE $ EXCESS UAB CLAIMS-MADE AGGREGATE i$ DED RETENTIONS $ WORKERS COMPENSAMON AND EMPLOYERS'LIABILITY X STATUTE ER A ANY PROPRIETOWPARTNERIEXECUTWE YIN 10656754 06/01/2015 M011201$ E.L.EACH ACCIDENT $ 1,000,00 OFFICERNEMBEREXCLUDED? NIA I y mlmwatory inNH) ELDISEASE-EAEMPLOYEE $ 1,000,00 DESCRIPTION OFOPENtATIONSbeltw E.LDISEASE-POUCYUN T $ 1,DOo,00 DESCRIPTION OFOPERATUMI LOCATIONS 1 VEHICLES(ACORD 101,Add0mal Remxlm Sctredule,maybe sKachedH more apace Is requtredl Awning Installation CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICES BE CANCELLED BEFORE THE EXPIRATION DATE THERMW, NOTICE WILL BE DELIVERED IN ACCORDANCE WM4 THE POLICY PROVISIONS. Miami Shores Village AUTHORIZED REPRESENTATIVE 10051)NE 2nd Ave .r Q Miami Shores,FL 33138 ©1988-2014 ACORD CORPORATION. All rights reserved. ACORD 25(2014101) The ACORD name and Togo are registered marks of ACORD � & RF `Certificate of Flame Resistance .•f Issued By: F SET P¢ PHIFER INCORPORATED Registered Fabric PO BOX 1700 or Concern Number Date treated or manufactured: GA-0246.01 TUSCALOOSA, AL 35403-1700 04/18/2016 This is to certify that the materials described below have been treated with a flame-retardant chemical or are inherently nonflammable. FOR: Trivantage, LLC ADDREss: 1831 North Park Ave. ciTY: Glen Raven sTATE: NC 27217 Certification is hereby made that: (Check"a"or"b`) ❑ (a) The articles described at the bottom of this Certificate have been treated with a flame-retardant chemj6fir approved and registered by the State Fire Marshal and the application of said chernicalmas done in certfr5mrance•• a• with the laws of the State of California and the Rules and Regulations of the State Fire RAassrhal. • •• 600.00 •• • •• •• Name of chemical used: Chemical Registf`dtibh'#: 06•0 s - • • • • 6666•• Method of application: ••" 0• ••• 00,• • 66+6+6 •• •• • so •• 0•6 Fx] (b) The articles described at the bottom of this Certificate are made from a flame-resistant i tirp ar material . • registered and approved by the State Fire Marshal for such use. • • • • • • Trade Name of flame-resistant 09000 " "• fabric or material used: FIRESIST RegistratitSAM *F-442Q4•; • The Flame-Retardant Process Used Will Not Be Removed By Washing Keith Euerle Keith Euerle, Director, Specia Name of Applicator or Production Superintendent Title RCN# 00000000001035427190 CUSTOMER ORDER NO. CUSTOMER INVOICE NO. 1093900 YARDS OR QUANTITY 200.00 DESCRIPTION Sunbrella Firesist#4678 Marine Blue ITEM NUMBER 863408 We hereby certify the above to accurately reflect the information contained within a"CERTIFICATE OF FLAME RESISTANCE"issued to Trivantage, LLC from the registrant set forth above. A copy of the original Certificate of Flame Resistance is available upon request to Trivantage, LLC and the registration information set forth above is on record with the California State Fire Marshal. MEGA AWNINGS INC MAILING ADDRESS 1799 East 11 Avenue Hialeah, FL 33010 IL 4 Consulting Engineering Services 8215 LAKE DR #13502 DORAL FL 33166 Phone (954) 274-2429; Fax (786) 545-7636 Web site: www.ienainee[plic.com; E-mail: ivan@iengineewllc.com PAGE 1/30 COVER SHEET . . .... ...... ...... .. . ...... DATE: April 29, 2016 6.0:99 .... . ..... PROJECT: AWNING 9'-0"W X 4'-6"P ••:••: :6.6;6 6.66• .. .. . ...... . . . . ...... ADDRESS: 952 NE 91st Terrace, Miami Shores, FL 33138 : ;..•.; CLIENT: MEGA AWNING INC. 1799 E 11TH AVE HIALEAH, FL. 33010 PHONE: 305 681-7727 FAX: 305 888-0882 This computation book contains manual and computerized structural calculations, certain printed manufacturer's data and Computation pages are numbered 1 thru 30. 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 30. 04-29- 16 iEngineer PLLC, CA 29119 Juan C. Moreno, F.L Reg. P.E # 69818 VALID ONLY FOR ONE(1)P RMIT ONLY. VALID ONLY WITH RAISED PE SEAL. -ANY CORRECTIONS,INK MARKS,WHITE OUT OR STICK-ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. Consulting Engineering Services 8215 LAKE DR #6502 DORAL FL 33166 Phone (954) 274-2429; Fax (786) 545-7636 Web site: www.ien i� neerl2lic.com; E-mail: juan(diengineerplic.com PAGE "/30 INDEX ----- DESCRIPTION ------ PAGE- ------ Wind Loads Calculations. --=-- General Sketch 5 - Frame with Length and dead load (self-weight) _-. 6 - Wind Loads 7 - = Unity check design 9 Members' design report 10 Load reactions 11 Wall anchor bolt design detail "b" 19 Dynabolt sleeve anchor by red head detail "c" 25 Dynabolt sleeve anchor by red head detail "d" 26 Dynabolt sleeve anchor specifications 28 04-29- 16 iEngineer PLLC, CA #2 119 Juan C. Moreno, F.L Reg. P.E # 6 18 VALID ONLY FOR ONE(1)PERMI ONLY. VALID ONLY WITH RAISED P SEAL. -ANY CORRECTIONS,INK MARKS,WHITE OUT OR STICK-ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. 2/30 hda h L -0 q z . . .... ...... B ...... .. . ...... I� .I • Kh: 2.01*(Ht/Zg)^(2/Alpha) ="'x..03 ' ••••• Kht: Topographic Factor (Figure 6-4) z"•It.00 ••••• Qh: .00256* (V)^2*I*Kh*Kht*Kd 74.72 )Ssf •••••• Cpww: Windward Wall Cp(Ref Fig 6-6) ;'•;'(j.80 • •� Roof Area 20'38.0:*€$�*v102 •����• Reduction Factor based on Roof Area ; x%.80 .. . .... MWFRS-Wall Pressures for Wind Normal to 40 ft wall (Normal to Ridge) �..� Wall Cp Pressure Pressure +GCpi (psf) -GCPi (psf) --------------- ------ ----------- ----------- Leeward Wall -0.50 -14.95 -6.06 Side Walls -0.70 -19.15 -10.26 Wall Elev Kz Kzt qz Press Press Total Shear Moment ft psf +GCpi -=Pi +/-GCPi Kip K-ft -------------------------------------------------------------------------------- Windward 15.00 1.03 1.00 24.72 12.36 21.26 27.31 16.39 122.90 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 Location Cp +Gcpi(psf) -Gcpi(psf) ----------------------- ------- ---------- ---------- Windward - Min Cp -0.49 -14.74 -5.85 Windward - Max Cp 0.01 -4.24 4.66 Leeward Perp to Ridge -0.52 -15.37 -6.48 Overhang Top (Windward) -0.49 -10.29 -10.29 Overhanq Top (Leeward) -0.52 -10.92 -10.92 Overhang (Windward only) 0.80 16.81 16.81 MWFRS-Wall Pressures for Wind Normal to 40 ft wall (Along Ridge) Wall Cp Pressure Pressure +Gcpi (psf) -GCPi (psf) --------------- ------ ----------- ----------- Leeward Wall -0.50 -14.95 -6.06 Side Walls -0.70 -19.15 -10.26 Wall Elev Kz Kzt qz Press Press Total shear Moment ft psf +GCpi -GCpi +/-=pi Kip K-ft AWNING AT 952 NE 91st Terrace, Miami Shores, FL 33138 (ENGINEER PLLC 3130 -------------------------------------------------------------------------------- Windward 15.00 1.03 1.00 24.72 12.36 21.26 27.31 16.39 122.90 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 5.8 ft -0.90 -23.36 -14.46 5.8 ft to 11.5 ft -0.90 -23.36 -14.46 11.5 ft to 23.0 ft -0.50 -14.95 -6.06 23.0 ft to 40.0 ft -0.30 -10.75 -1.85 0000•• • • 0000•• 000••0 • 000000.0•• • 0000• • • • 0 0:00 :000 . Of • 0000•••• • 000.00 • • • • 00 • 0000000 00•00••••• 00•••0• 0000•• • •0.000 0000•••• • • 0000••• • • •••••• 0000 0000 • •�•.�. •••••• 0 0 • • • • • 0.000• •0•••• • • • • • • • • 0000•••• •• • 0000 0 0 • • AWNING AT 952 NE 91st Terrace, Miami Shores, FL 33138 (ENGINEER PLLC 4/30 MECAWind Version 2 . 1 . 0 .5 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2016 www.mecaenterprises.com Date 4/28/2016 Project No. Company Name Designed By Address Description CiLy Customer Name : _ State Proj Location : File Location: C:\Users\User\Downloads\MECAwind\Default.wnd f Rif notshown I t 1 1 I 1 1 t t i 1 1 `1 1�' �1 I"` • • 0000 0000•• 1 1 1 1 • f 000000 •• • 000000 t I 1 I • 000000 • - - - •000.• a -1, - I 1 0000 0 : 0 0 • • 000 . 0.09 0000. NVaUs � Gable Roof 7<8==45 000000 0000:. •0000• a 04069* :00060 0000•• • 0000•• 0 00 • . • Wind Pressure on Components and Cladding (Ch 30 Part• 1).0 0000..••••• • Width of Pressure Coefficient Zone "a" = 4 ft •0.0 ; ••9• :••••: DescriptionWidth Span Area Zone Max Min Max P Min P 0000 0 ft ft ft^2 GCp GCp psf psf Rafter 2.00 7.00 16.3 2H 0.46 -2.20 16.00 -54.37 Wind load Khcc:Comp. & Clad. Table 6-3 Case 1 = 1.03 Qhcc: .00256*V^2*Khcc*Kht*Kd = 24.72 psf AWNING AT 952 NE 91st Terrace, Miami Shores, FL 33138 IENGINEER PLLC 5130 GENERALSKETCH • •••• • • • ••••• •• •• • •••••• • • • •••••! AWNING AT 952 NE 91st Terrace, Miami Shores, FL 33138 IENGINEER PLLC 6/30 DEAD LOAD = SELF WEIGHT & MEMBERS' LENGTH L=0.66 o£. �rOP. '=0.667 • • ••••e• ••••e• s • • 8 0 • •�•e ••• • •e•e•e by 4� O � •• •••••e•• ieeee: i�s v 1, i? • • ••••+ ••:e a i•••i• ••ie•• to •• a •• se ••:• •••• • • • • =0.6 •00000 • •ee••• • e • • • • •••• • • e• • Ci Ci N N J J L=6.53 ft L=0.667 L=0.667 fV v v L=O. 233 ft AWNING AT 952 NE 91 st Terrace, Miami Shores, FL 33138 [ENGINEER PLLC A WIND LOAD (+Y) 7/30 6666 . . 6666 6666.. .. 6666 6666. 6666.. 0 .6000. 6666. 666 66 . . 66666 0 0 6666.. 66 6 6 666666 .6666 6 00 0 0 6666.. 600666 6 6 666666 66 . 6666 . 6 66 6 AWNING AT 952 NE 91 st Terrace, Miami Shores, FL 33138 IENGINEER PLLC ' WIND LOAD (-Y) 8/30 0000 . . 0000 0000.. .. 0000 000000 00 0 00000: 00000 00. 0000.. 0 000000 ... 0000. 0000. . . 0000. 0000.. 00 . • :00: . . 0 0 0000.. .00000 00 *0:0 0000.. 00 0 _>n MR S� c, AWNING AT 952 NE 91 st Terrace, Miami Shores, FL 33138 IENGINEER PLLC UNITY CHECK DESIGN ELEMENT 9/30 0.32 ti �'b�o BBDO +000+0 • • ••+• 0000•• O 0.712 • • • • 0000• •. • 0000•• q' 9V • •:.• • • • .0000• ap �, r � •• :0000• 0000• p• O • • •�• •• • • 0000• • • 0000•• 600 •• • • ••••�• p. 0000• • • • • • 0000•• 0000•• 0.=tZ • • • 0000•• •• • 0000 • • 0 g09 Go _ N O O 0.544 0.587 N NY s`g o C O 0.320 o• o• 0.47®.281 AWNING AT 952 NE 91 st Terrace, Miami Shores, FL 33138 (ENGINEER RLLC I I I t ^Z YJ Design Group Results N Z Design Group: Steel DColumnDG05 per AISC ASD(2005) m Designed As: Pipe 1.315 x 0.083, Material: [Steel[ASTM A992 Grade 50 m �- Combined Check m Member Result Offset Code Unity Details Name Case ft Ref. Check M472-0 0.6D+0.6W DtY 0.67 H1-1b 0.71 OK Lb=0.667 ft M 33 Axial Check . Member Result Offset Demand Fx Capacity Fx Code Unity Details co Name Case ft Ib Ib Ref. Check co M472-0 D+0.6W D+Y 0.67 28.27 9618.16 132-1 0.00 OK Strong Flexure Check CA Member Result Offset Demand Mz Capacity Mz Code Unity Details .% Name Case ft Ib-ft Ib-ft Ref. Check CA) M472 -0 0.6D+0.6W D+Y 0.67 -154.57 314.80 F8-1 0.49 OK Lbz=0.667 ft, Cb=1 Weak Flexure Check Member Result Offset Demand My Capacity My Code Unity Details Name Case ft lb-ft lb-ft Ref. Check M472-0 0.6D+0.6W D+Y 0.00 -69.27 314.80 F8-1 0.22 OK Lby=0.667 ft Strong Shear Check Member Result Offset Demand Vy Capacity Vy Cade Unity Details Name Case ft Ib Ib Ref. Check M472-0 0.6D+0.6W D+.Y 0.67 -424.52 2885.45 G6-1 2b+StVenant 0.15 OK Weak Shear Check .• ..• . • •• Member Result Offset Demand Vz Capaci .Vz ': . : ..: '. Unity Details Name Case ft Ib ..1b.Ref.'.: '.' ..' Check M472-0 0.6D+0.6W D{-Y 0.67 -348.04 2885.45 G6-1 2b+StVenant 0.12 OK Fn Z . •• •• •• • • e m .. ... m X ... . . . . ... . . 0 . . • • • • • • . • o 0.91) + 1.OW(+l) REACTIONS 11!30 �o ti ii 41805- O 0000 • • 0000 0000•• \\ • • • \� • • • • D • •••• •• • •••••• Se^ • 000• 0 • p • •• • • • • • • 0000•• \y • •• • 0000• FY 204 lb •• ••• • • 00.00 • 0000•• •• •• • 0000•• • • • • • 0000•• 0000•• • • 0000•• •• • 0000 • • CH Z991-_ 0� I� k} /i k} FY=204 Ib V, w ti } CH 809-a AWNING AT 952 NE 91st Terrace, Miami Shores, FL 33138 IENGINEER PLLC 0.913 + 1.OW(+Y) REACTIONS 12/30 (members are not showed for clarity) �o } ql 805-_ OR c .••• "'\LFY=204 lb ••:••: :...:. •.•.. • ql ZSS l-_ P.Ji Ary �o �O (--FY=204 Ib y n 0 V ti } ql 805-_ ' AWNING AT 952 NE 91st Terrace, Miami Shores, FL 33138 (ENGINEER PLLC 1.2DL + 1.OWL+0.5Lr (-Y) REACTIONS 13/30 pw U a = 71b .. • . ..• 0• • • 0 0 • •0000. 00 .. ... . . ..... CHVW-= . ••••.• .. •• • 0000•• • • (J • • • • 0000•• � 0000•• a • • • • • • • 0000•• •• 0 CZAR U, N r U a ql 1'19- h U =167 Ib 1� tip' 1 W AWNING AT 952 NE 91st Terrace, Miami Shores, FL 33138 IENGINEER PLLC 1.2DL + 1.OWL+0.5Lr (-Y) REACTIONS 14130 (members are not showed for clarity) � e s 167 Ib ,tio^ 0000•• �i • • 0000 0000•• 0000•• •• • 0000•• • 000.0• • • • 0000•• 0000 • • • • • • 0000•• 0000 • 0000• ••�••: :•.•:• 0000• giL'l9'= .• •• • 0.00.0 � •0.00• • •• is • • • • •0.0.0 } ! ••000• � • • • ••000• h� •• • j--FY=566 Ib • �N A ql L"l9-_"` / h� ,b • • U Q} 167 Ib iry Q} u AWNING AT 952 NE 91st Terrace, Miami Shores, FL 33138 (ENGINEER PLLC 0.613 + 0.6W(+Y) REACTIONS 15/30 .r ql M- 00 ip •••• a • • e0 • • • FY 123 lb ••• • • ••••• ql LZ8- /i FY=123 Ib N D h� AWNING AT 952 NE 91st Terrace, Miami Shores, FL 33138 IENGINEER PLLC 0.613 + 0.6W(+Y) REACTIONS 16/30 (members are not showed for clarity) ,o tgy0 • • p } ql qo£-_ • J m •••• 14. m O� • FY 123 ib •••••• • • ••••• • • • • • •••••• ql LZ6-=AJ • h 4} O� IV FY FY=123 Ib N W D 0 c� h-' } ql Yo£-_ • AWNING AT 952 NE 91st Terrace, Miami Shores, FL 33138 IENGINEER PLLC D + 0.6W(-Y) REACTIONS 17130 s r. N r N a lb •iY• r • •• ••• •• • •••••• ql£'L£ • • ••••• • s a ql£'LE- ii Q} =104 Ib h� h N ay. AWNING AT 952 NE 91st Terrace, Miami Shores, FL 33138 IENGINEER PLLC D+'0.6W(-Y) REACT40NS 18130 (members are not showed for clarity) ).ZY=104 lb •••••• •• • •••••• • •••••• •••• a ••••• •••••• • • ••••• ql£'L£-_ • ' •'•••' •• •• • •••••• •• • OLFY=360 Ib • 9 s rA ql£'L£-_ 104 lb h� ,\0 t v- AWNING AT 952 NE 91st Terrace, Miami Shores, FL 33138 (ENGINEER PLLC 19/30 M70 01 wuwtr.htitl.us Profis Anchor 2.6.2 Company: [ENGINEER,PLLC. Page: 1 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: 0412812016 E-Mail: juan@iengineerpllc.com Speciffer's comments: 1 Input data Anchor type and diameter: Kwik Soft 3-CS 112(3 114) Effective embedment depth: hef=3.250 in.,h,,m=3.563 in. _ Material: Carbon Steel Evaluation Service Report: ESR-2302 Issued I Valid: 07/01120151 12/01/2015 Proof: Design method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: Ix x ly x t=2.000 in.x 2.000 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: uncracked concrete,3000,f,'=3000 psi;h=8.000 in. Reinforcement: tension:condition A,shear:condition A;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no ••• Geometry[n.]li Loading Pb,in.lb] • • • • Wall anchor bolt �• ••• • ...... .. . ...... Z: design detail B •••�•• • .... . ..... ...... . . ..... .. .. . ...... o ' o _ Li r� ` x Input data and resub must be checked for agreement with the existing oondidons and for plausibdityl ` PROFIS Anchor(c)2003-2008 Hilts AG,FL-9494 Schean HN is a registered Trademark of Hird AG,Sean AWNING AT 952 NE 91st Terrace, Miami Shores, FL 33138 (ENGINEER PLLC 20/30 ww w.hlltLus Profls Anchor 2.6.2 Company: (ENGINEER,PLLC. Page: 2 Specifier: JUAN C.MORENO Project: Address: 8215 Lake Dr.#8502,Doral,FL 33166 Sub-Project I Pos.No.: Phone I Fax: 954 274 24291786 545 7636 Date: 04/28/2016 E-Mail: juan@iengineerpllc.com 2 Load case/Resulting anchor forces Load case:Design loads Y � Anchor reactions Pb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 3004 1675 -001 -1564 max.concrete compressive strain: 0.96[%e] __ re ___ �, • max.concrete compressive stress: 4194[psi] d6mipreSS1 on resulting tension force in(x/y)=(0.000/0.000): 3004[Ib] resulting compression force in(x/y)=(0.831/0.000):2122[Ib] 3 Tension load Load N.[Ib] Capacity}Nn[Ib] Utilization IiN=N18/+Nn status Steel Strength* 3004 8745 35 OK Pullout Strength* 3004 4842 63 ••••OK Concrete Breakout Strength*" 3004 5135 :59 ••• ****08K ••••;• *anchor having the highest loading *'"anchor group(anchors in tension) •• • •• :•: •• •••••• •• • •••••• 3.1 Steel Strength 000000 • • • •••••• N. =ESR value refer to ICC-ES ESR-2302 • *000• :•..:. • • y Nftw a N,, ACI 318-08 Eq.(D-1) •••• • ••••• Variables •••••• �••••• •••••• A • n A.,N[in.1 fut.[psi] .••••• • • 1 0.11 106000 • • • • ••••i• Calculations • • • • • N.[lb] •• • •••�•• • • 11660 •• • Results Ne.(Ib] $deal Nea[Ibl N.[lbl 11660 0.750 8745 36d 3.2 Pullout strength Npn,t =Npxw 2500 refer to ICC-ES ESR-2302 $Npnt a N„n ACI 318-08 Eq.(D-1) _ Variables fc[psi] Np,uxw Pb] 3000 6800 Calculations �c 2500 1.095 Results N7b] �wncreta Nnc Pb] Nue 9b] 449 0.650 4842 3004 Input data and resuts must be decked for agreement wth the wdding conditions and for plawbftl PROMS Anchor(c)2003-2009 HUM AG,FL-9494 Sdhean Htt is a registered Trademark of Hid AG,Sdhaan AWNING AT 952 NE 91st Terrace, Miami Shores, FL 33138 IENGINEER PLLC 21/30 EEM www.hilN.us Profls Anchor 2.6.2 Company: IENGINEER,PLLC. Page: 3 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: 04/28/2016 E-Mail: juan@iengineerpllc.com 3.3 Concrete Breakout Strength Ncb =(�qNC Wed.N WaN Way.N Nb ACI 318-08 Eq.(D-4) Nc,a Nm ACI 318-08 Eq.(D-1) A4c see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) AN,* =9 h;t ACI 318-08 Eq.(D-6) 1 Wm,N - 1 7+2—e,l 51.0 ACI 318-08 Eq.(D-9) T he W,d,N=0.7+0.3(5hm)51.0 ACI 318-08 Eq.(D-11) WOP,N =MAX(�,1' °c)51.0 ACI 318-08 Eq.(D-13) Nb =kc helf-5 ACI 318-08 Eq.(D-7) Variables h.f Cn•] ect.N Cn.l ec2.N[In.] c..nxn[in.] aN 3.250 0.000 0.000 5.000 1.000 cac[in.] ke X fc[pg7 5.625 24 1 3000 0000 Calculations • • e wee 00000 A'A*[fn2A] `N.[in•1 ecl,N eQ.N etl N t N ,V ]. '• 1�. 9,5.06 95.06 1.000 1.000 1.000 0.8890••:•• 770 *00***Results 0.0 0 0• • • • 0000•• 0000 • • . • Ncb(Ib] ownerete Ncb(Ib] N.VbI • • •••••• 6846 0.750 5135 3004 0000 • 0000•• • • 0000• • 0000•• •• •• • 0000•• 0000•• • • • • • • • • . • • 0000•• 0000•• • • • 0000•• •• • 0000 • • Input data and results must be checked for agreement with the existing condiffons and for plausibility! PROFIS Anchor(c)2003-2009 Hill AG,FL-9494 Schwan HM is a registered Trademark of Hllti AG,Schaan AWNING AT 952 NE 91st Terrace, Miami Shores, FL 33138 IENGINEER PLLC 22/30 ELM www.hilti.us Profis Anchor 2.6.2 Company: IENGINEER,PLLC. Page: 4 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: 04/28/2016 E-Mail: juan@iengifmrpllc.com 4 Shear load Load V.Pb] Capacity#Va Ob] Ut[tzation V./4V, Status Steel Strength* T6—r6— 4387 39 OK Steel failure(with lever arm)* NIA N/A N/A NIA Pryout Strength*" 1675 9585 18 OK Concrete edge failure in direction x** 1675 3471 49 OK *anchor having the highest loading "anchor group(relevant anchors) 4.1 Steel Strength V. =ESR value refer to ICC-ES ESR-2302 f V z V1e ACI 318-08 Eq.(D-2) Variables n Ase,v Vn.2] f„w Ipsil 1 0.11 106000 Calculations V.Pb] 6750 Results Vee(Ib] �eteet �Vee Vb] V.[Ib] • • 6750 0.650 4387 1675 •'• *fee ••• 4.2 Pryout Strength ••• •• •. • •••••• V°D =k`"L\ANO Wea,N Wc.N WCa,N Nb] ACI 318-08 Eq.(D-30) 0••••• : • •••• :0000* ••••• 0 V�p i V,. ACI 318-08 Eq.(D-2) 000*00 • • AN. see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) • • •..••• A,ko =9 h r ACI 318-08 Eq.(D-6) " •• ' •..••. • 416C,N= 1 +2 eN 5 1.0 ACI 318-08 Eq.(D-9) • s•••i• ••••i• 3 h� • ' • ' ' Wed,N=0.7+0.31.5h >51.0 ACI 318-08 Eq.(D-11) •• • �:••• • • of W.P.N=MAX(c,1'C. s 1.0 ACI 318-08 Eq.(D-13) Nb =it.x-Ff.heir ACI 318-08 Eq.(D-7) Variables kap her[in.] ect,N fn.] ec2N fn.] q.,u.Cn•] 2 3.250 0.000 0.000 5.000 WN ce,Fin.] kc /�[Psi] 1.000 5.625 24 1 3000 Calculations Ark Cn.2] AN t Iin.1 West N Wei N 1410d.N WCPN Nb Ob] 95.06 95.06 1.000 1.000 1.000 0.889 7702 Results V 2 Pb] omwate Vcy(Ib] V1e Ob] 3692 0.700 9585 1675 Input data and results must be checked for agreement with the existing conditions and for plaLwb tyl PROFIS Anchor(c)2003-2tx19 HUti AG,FL-9494 Schaan Hilt is a registered Trademark of HIIU AG,Schean AWNING AT 952 NE 91st Terrace, Miami Shores, FL 33138 ENGINEER PLLC 23/30 ELM ow I www.hiiti.us Profis Anchor 2.6.2 Company: (ENGINEER,PLLC. Page: 5 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: 04/28/2016 E-Mail: juan@.iengineerpllc.com 4.3 Concrete edge failure In direction x- Y Vcb .(AvcoAvc)yred,v WcV wh,v WparaN V Vb ACI 318-08 Eq.(D-21) Vcb 2 V18 ACI 318-08 Eq.(D-2) Avc see ACI 318-08,Part D.6.2.1,Fig.RD.6.2.1(b) Avw =4.5 cal ACI 318-08 Eq.(D-23) 1 wecv= r 1 51.0 ACI 318-08 Eq.(D-26) ` mat yrad,v=0.7+0.3(1.5ce,/51.0 ACI 318-08 Eq.(D-28) '41h,V = 1'Sca9 2 1.0 ACI 318-08 Eq.(D-29) he (I Vb =(7(-)os-id—.)4-Ff.c'e't ACI 318-08 Eq.(D-24) a Variables _ ce,[in.] ca2[in.] acv pn•] wev ha[in.] 5.000 5.000 0.000 1.400 8.000 1@ fin.] % de pn•) f.[psi] wperawy 3.250 1.000 0.500 3000 1.000 *000* • • 0000 0000•• Calculations •• • • •s• • •• • 0000•• Avc pn.1 Avco DO] acv edv h,v Vb pb)•000• 0• 93.75 112.50 .000 0.900 1.000 4407 ' ' 4•••• 0000 :so*:* • • Results • • 0000 • •00•• Veb Yb] f ewwwo Vcb pbl V.Ob] 00000* . • 00:000 4628 0.750 3471 1675 0 0 so*** • •000•• • • 6 Combined tension and shear loads ' 0 so***: PN pv Utilization ON V[°Al • • °Status _ _ •••f•• 0.620 0.483 5 75 so ' OK • �: • • 6 Warnings • Load re-distributions 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 loading( Input data and results must be checked for agreement with the existing conditions and for plausibilityl • Condition A applies when supplementary reinforcement is used.The 4)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 standards Fastening meets the design criteria! Input data and results must be chw*ed for agreement wfth the existing conations and for plausbiityi PROFIS Anchor(c)2003-2009 Hird AG,FL-9494 Schaan Hffti is a registered Trademark of H fi AG,Schean AWNING AT 952 NE 91st Terrace, Miami Shores, FL 33138 (ENGINEER PI-LC 24/30 www.hilti.us Profis Anchor 2.6.2 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 1786 545 7636 Date: 04/28/2016 E-Mail: juanriengineerpllc.com 7 Installation data Anchor plate,steel:- Anchor type and diameter.Kwik Bolt 3-CS 1/2(3 1/4) Profile:no profile Installation torque:480.001 in.ib Hole diameter in the fixture:df=0.563 in. Hole diameter in the base material:0.500 in. Plate thickness(input):0.250 in. Hole depth In the base material:4.000 in. Recommended plate thickness:not calculated Minimum thickness of the base material:8.000 in. Cleaning:Manual cleaning of the drilled hole according to instructions for use is required. y 0000•• . . .... ...... 1.000 1.000 •••�•• 0000 • 0000•••• • • 0000•••• 0000•• • • • • 0000•• • 0000•00 0000•••• • . •0000 • • 0000 0000 0000 0000 • 00.00••• 0000•••• • • • • • 0 • • • • 0000•••• 0000 0000 0000 • • 0000 • • e 0 0 0 x 1.000 1.000 Coordinates Anchor in. Anchor x y cx c+x c c 1 0.000 0. 00 6.D00 - 510h - Input data and results must be checked for agreement with the exiatlng conditlans and for plausiblW PROFIS Anchor(c)2003-2009 Hilt AG,FL-9494 Schaw M it a regisiored Trademark of Hiid AG,SGiam AWNING AT 952 NE 91st Terrace, Miami Shores, FL 33138 (ENGINEER PLLC 25/30 DYNABOLT SLEEVE ANCHOR BY RED DEAD (ASD) CONNECTION C APPLIED TENSION = 528 LBS APPLIED SHEAR= 374 LBS DYNABOLT SLEEVE ANCHOR BY RED HEAD ALLOWABLE TENSION = 1,360 LBS/4(SF)= 340 LBS sees ALLOWABLE SHEAR= 2,560 LBS/4(SF)= 640 LBS •....• ...... NUMBER OF ANCHOR(S)= 3 ANCHORS) 0.00•• 00 0.00•• • 0000•• • • • 0000•• 0000 • • • • • • •009.0 0090 • •990• APPLIED TENSION + APPLIED SHEAR "K 1490 �•••�• •����• ALLOWABLE TENSION X NO.ANCHORS) ALLOWABLE SHEAR X NO.BOLTS••••• • . 9 • • •000.0 527.7 + 374 0.71 •••c 1-.0 •94ls9 1020 1920 0• • USE (3) DYNABOLT SLEEVE ANCHOR BY RED HEAD 3/8" DIA X 2" MIN. EMB.&2-1/4" MIN. EDGE DIST. AWNING AT 952 NE 91st Terrace, Miami Shores, FL 33138 IENGINEER PLLC 26/30 DYNABOLT SLEEVE ANCHOR BY RED MEAD (ASD) CONNECTION D APPLIED TENSION = 0 LBS APPLIED SHEAR= 927 LBS DYNABOLT SLEEVE ANCHOR BY RED HEAD ALLOWABLE TENSION= 1,360 LBS/4(SF)= 340 LBS • ALLOWABLE SHEAR= 2,560 LBS/4(SF)= 640 LBS ••• •.. 0000 0 . 0000.. .. NUMBER OF ANCHOR(S)= 2 ANCHOR(S) 000;00 0 0000 .0090. 0 90009. 00 . 0000. : '..0 0 0•j 4.0 :090% 0900 APPLIED TENSION + APPLIED SHEAR 0 00000 ALLOWABLE TENSION X NO.ANCHORS) ALLOWABLE SHEAR X NO. BOLjS•;•; • 00 . 9 .000... 999999 0 0 + 927 0.72 • •• 1,.0 • 4 <�499QK ;4.00; 680 1280 0..0 USE (2) DYNABOLT SLEEVE ANCHOR BY RED HEAD 3/8" DIA X 2" MIN. EMB.&2-1/4" MIN. EDGE DIST. AWNING AT 952 NE 91st Terrace, Miami Shores, FL 33138 IENGINEER PLLC • 27/30 DYNABOLT;SLEEVE ANCHOR BY RED HEAD (ASD' CONNECTION D APPLIED TENSION= 230 LBS APPLIED SHEAR= 360 LBS DYNABOLT SLEEVE ANCHOR BY RED HEAD ALLOWABLE TENSION= 1,360 LBS/4(SF)= 340 LBS sees ALLOWABLE SHEAR= 2,560 LBS/4(SF)= 640 LBS •••••• NUMBER OF ANCHOR(S) = 2 ANCHOR0000 S) ;�• 6 0000 .0006. 0 6 066060 0000 . 0000. 0 . 0000. APPLIED TENSION + APPLIED SHEAR .�KP.0 ;0.00• 660009 ALLOWABLE TENSION X NO.ANCHORS) ALLOWABLE SHEAR X NO. BOLTI•0:0: 0 • . 6 . . 066666 0000.. 230 + 360 0.62 0.0Z'1;0 •6QL ;0 0 0 0 0 680 1280 00 0 USE (2) DYNABOLT SLEEVE ANCHOR BY RED HEAD 3/8" DIA X 2" MIN. EMB.&2-1/4" MIN. EDGE DIST. AWNING AT 952 NE 91st Terrace, Miami Shores, FL 33138 IENGINEER PLLC 28/30 CONCOETEANCHOfllNG DESCRIPTION/SUGGESTED ► • Sleeve Type Anchors— ® / SPECIFIED FOR ANCHORAGE INTO CONCRETE,GROUT-FILLED CONCRETE BLOCK, HOLLOW CONCRETE BLOCK AND BRICK Sleeve Sleeve type anchors feature a split expansion sleeve over a threaded stud bolt body • and integral expander,nut and washer. Dynabolt Anchors are made of Plated Carbon Steel,or Type 18-8 Stainless Steel. Masonry Sleeve Anchors should be installed with carbide tipped hammer drill bits made in Versatile, Anchor accordance to ANSI B212.1 S-1994. edill uta/ Anchors are tested to ASTM EW criteria. JADVANTA GES Sleeve Anchor Anchor diameter equals hole diameter He$vy-loading taP16*ty: •• Available in hex head and six other head styles ..Pj6wmbled for faster,easier initallatior)s Available 1/4-3/4"diameter up to 6-1/4"length • 1oftit can bs 0jltg through object t+9 Zinc plated carbon steel and 304 stainless steel •befastened ••••• _ Provides full 360°hole contact over large area +•Vef&esign Illpraud bolding�olds• g .. .. ...... and reduces concrete stress &j31tspotting of holes necessary •• • • • • •••••• Available Dead Styles •••••• Full range of head style,corroslon protection,and dzes amm tete Dyn*k jve the rfgh t•• ` product for on. •• • Phillips Hex Nut Acom Nut Tie wire Round Head Threshold Flat Head Flat Head (FS) (HN) (AN) (RS) ('H) i 1!. i;c::ty. '.i•y',; r.i i V'g: .r'::i •v:.•:: v.:i 1. 'i: o:.:� .ate,; •d cCa., ed -A :k- .. '.'O'.:v ��' INSTALLATION ► • STEPS 1.Use a bit with a diameter equal E 2.btsert assembled - 3.Expand anchor Dynaboht to the anchor.See selection anchor Into hole,so by tightening nut Hex Nut Sleeve Anchor o•,; chart to determine proper size that washer w head 'a,i. �°s, or head 2 to 3 bit for anchor used.Drill hole to a a- °:.4 `: a; a; ,s . is flush with materials ,.. ; turns. 1 any depth exceeding minimum to be fastened. embedment.Clean hole. '8:�a• APPROVALSMISTINGS APPLICATIONS Meets or exceeds U.S.Government G.S.A.specification A-A-1922A (Formerly GSA:FF-5-325 Group II,Type 3,Class 3) Factory Mutual j California State Fire Marshal Electrical junction boxes are common The Dynabolt Sleeve anchor works Door and window frames are commonly applicatlans for the Dynabolt Sleeve well in hollow materials like brick and attached to the structure with Dynabolt anchor because it works well in solid block.It is available in zinc-plated Sleeve anchors because of their finished concrete,concrete block,and brick. carbon steel and 304 stainless steel. &threshold head styles and performance his also available in several finished in block&brick. head styles. f wRW Cd owtoll free amflo800499.7890orvhitour web Ore for the most , ► , AM"RA�T192NEt Hie, Miami Shores, FL 33138 M • 29/30 1 r ! I PART ANCHOR EFFECTIVE BOLT MIN. MAX. Qw/wr MINT - 3y T =- NUMBER DUL& ANCHOR DUI/ EMBEDMENT THICKNESS PER BOX PER - Sheif Mdgers,electrical boxes, DRILL LENafff THREADS M.(13111111 OF MATERIAL HIL MASTER - _ BIT SUE In.(tnm) PER INCH TO BE FASTENED CARTON - � conn In.(mfn) Ibs. v Emdronmeot-4nterior a AN-1405 U4" 5/8 (15.9) 3/16"/24 1/2 (123) 1/8 (3.2) 100/1.9 1000/20 - (non-corrosive) AN-1413 1-3/8 (34.9) 3/16"124 1-1/8 (28.6) 1/4 (6.4) 100/1.6 1000/27 Lewd otCorrosion-Low AN-1422 2-1/4 (57.1) 3/16"/24 1-1/8 (28.6) 1-1/8 (28.6) 100/33 1000/38 " HN-1413 1/4" 1-3/8 (34.9) 3/16"/24 1-1/8 (28.6) 1/4 (6.4) 100/2.3 1000/24 HN-1422 2-1/4 (57.2) 3/16"/24 1-1/8 (28.6) 1-1/8 (28.6) 100/3.4 1000/35 HN-1614 5/16" 1-1/2 (38.1) 1/4"/20 1-1/4 (31.8) 1/4 (6.4) 100/4.0 1000/41 HN-1624 2-1/2 (635) 1/4"RO 1-1/4 (31.8) 1-1/4 (31.8) 100/5-9 800/47 • Effective Anchor 1.00 HN-3830 3 (761) 5/161/18 1-1/2 (38.1) 1-1/2 (38.1) 50/4.9 400/40 1-179 W11 378 HN-1230 3 (76.2) 3/8"/16 1-7/8 (47.6) • 1-1/8• (28.6) •(0)- 04.0 200/3rJ• ••• 'tib 4% HN-1240 4 (101.6) 318"/16 1-7/8 (47.6) •,2O% x(54.0) 35/&1 200/44 �• HN-5822 5/8" 2-1/4 (571) 1/2"/13 2 (50.8) ••1/a••(6.4) •jU 93 150/3$ • HN-5830 3 (761) 1/2"h3 2 (50.8) 19 • ••• (25.4) 25/7.0 150/46 HN-5842 4-1/4 (108.0) 1/2" /13 2 (50.8) •42-X••(571) 10/1.9 100/Q •x A HN-5860 6 (1514) 112"n3 2 (50.8) ••1•• 101.6) 910/4.9 50/26 • A HN-3424 3/4" 1-1/2 (635) 5/8" /11 2-1/4 (571) •4/4• (6.4) •Td7 IV 50/2i• •• HN-3440 4 (101.6) 5/8"/11 2-1/4 (571) •.1�44•!(44.5) • 5/34 50/3j s ••• A HN-3462 6-1/4(15&8) 5/8" /11 2-1/4 (571) a4 p01.6) ••56 4.) 50144 FS-1411 1/4" 1-1/2 (38.1) 3/16"/24 1-1/8 (28.6) 3 (95) 100/1.9 1000/2 x• FS-1420 (headdia..477) 2-1/4 (511) 3/16"/24 1-1/8 (28.6) •VIVO 9(28.6) 100/2.7 1000128 • FS-1430 3-1/8 (79.4) 3/16'/24 1-1/8 (28.6) x 2 X50.8) 4100/3.6 1000/38• •x• FS-1440 4 (101.6) 3/16"114 1-1/8 (28.6) 2-7/8 (73.0) 0.1N?11114 1000/41 • FS 3826 31r 2-7/8 (73.0) 5/16"/18 1-1/2 (38.1) • 1-108 6 34.9) [ 500/40• 46: (FS) (HN) (T1s) FS 3840 (headdia..722) 4 (101.6) 5/16'/18 1-1/2 (38.1) •1-/I (63.5) • J 40014$ FS 3850 5 (127.0) 5/16"/18 1-1/2 (38.1) 3-1/2 (88.9) 9W 5.6 300/40 FS 3860 6 (152.4) 5/16"118 1-111 (38.1) 4-1/2 (114.3) 50/8.0 300148 TH-1420 1/4" 2-1/4 (57.2) 3/16"/24 1-1/8 (28.6) 1-1/8 (28.6) 100/2.5 1000/25 (head tOa.385) RS-1426 1/4" 2-7/8 (73.0) 3/16"/24 1-1/8 (28.6) 1-3/4 (44.5) 100/33 1000/38 TW-1614 5/16" 1-1/2 (38.1) 1/4"120 1-1/2 (38.1) 9/32 (7.1) 100/4.9 1000/50 hole "PMglin Rat head uses a standard 80"-82"counter sirrk. Dynabolt . - 304 Stainless Steel PART ANCHOR EFFECTIVE BOLT MHN. MAX. QW/WT QTY/NT Typical ApokdIons- NUMBER DIA.& ANCHOR INA./ EMBEDMENT THICKNESS PER BOX PER Cladding and Bildt Tim DRILL LENGTH* THREADS In.(mm) OF MATERIAL 9M MASTER BIT SIZE In.(03m) PER INCH TO BE FASTENED CARTON Environment-Slight to = In.(mm) Ru. moderated degree of � fwllutkn MN-1413 1/4" 1-3/8 (34.9) 3/16" 114 1-1/8 (28.6) 1/4 (6.4) 100/1.3 1000/14 .r., Level d Corrodem SHN-3817 3/8" 1-7/8 (47.6) 5/16" /18 1-1/2 (38.1) 3/8 (95) 50/3.5 500136 _ Medium s SHN 3830 3 (76.2) 5/16" /18 1 1/1 (3&1) 1-1/2 (38.1) 50/4.9 4W/40 SHN-1222 1/2" 2-1/4 (57.2) 3/8" /16 1-7/8 (47.6) 3/8 (95) 25/33 250/34 SHN-1130 3 p6.2) 3/8" /16 1-7/8 (47.6) 1-1/8 (28.6) 25/4.0 200/33 SHN-1240 4 (101.6) 3/8" /16 1-7/8 (47.6) 2-1/8 (54.0) 25/5.3 200/44 SHN-5842 5/8" 4-1/4 (108.0) 1/2" /13 2 (50.8) 2-1/4 (57.2) 10/3.9 100141 SFS-1420 1/4' 2-1/4 (57.2) 3/16" /24 1-1/8 (28.6) 1-1/8 (28.6) 100/2.7 1000/28 SFS-1430 3-1/8 (79.4) 3/16" /24 1-1/8 (2&6) 3 (761) 100/3.8 1 000/38 SFS-3826 3/8" 2-7/8 (73.0) 5/16" /18 1-1/2 (38.1) 1-3/8 (34.9) 50/3.8 500/40 SFS-3840 4 (101.6) 5/16" h8 1-1/2 (38.1) 2.1/2 (635) 50/5.3 400/44 ROUND SNS-1420 1/4" 2 (50.8) 3/16" /24 1-1/8 (28.6) 7/8 (22.2) 100/2.7 1000/28 *Flat head uses a standard 80"-82"counter sink. For cmninowextreme low twWrature apflkamm use stainless sted. nwPle 1 HEAD':2 RED CaAcwtogheenamber8 7 CorvMwwebshefwdwrow isimi Shares, FL 33138 current and alV C 30/30 ® p , .11 7- ...; , ® e e e Ultimate 'pension and Shear Values in Concrete (LbslkN)* ANCHOR INSTALLATION BOLT MINIMUM ANCHOR fc=2000 PSI(13.8 MPa) fc=3000 PSI(20.7 MPa) fc=4000 PSI(27.6 MPa) DIA. TORQUE DIA. EMBEDMENT TYPE TENSION SHEAR TENSION SHEAR TENSION SHEAR In.(mm) Ft.Lbs.(Nm) In.(mm) DEPTH In.(mm) (STEEL) Lbs.NO lbs.NO Lbs.NO Lbs.(kN) Liu.NO Lbs.(W) 1/4 (6.4) 35 (4.7) 3116 (4.8) 1-1/8 (28.6) 1,200 (53) 1,620 (71) 1,600 (7.1) 1,620 (1.2) 2,100 (9.3) 1,620 (71) 5/16 (7.9) 8 (10.8) 1/4 (6.4) 1-1/4 (31.8) 1,400 (61) 2,040 (9.1) 1,920 (85) 2,220 (9.9) 2,600 (11.6) 2,400 (10.7) 3/8 (95) 14 (19.0) 5/16 (7.9) 1-1/2 (38.1) Carbon 1,620 (7.2) 2,560 (11.4) 2,240 (10.0) 2,800 (125) 3,100 (13.8) 3,040 (135) 1/2 (12.7) 10 (27.1) 318 (95) 1-7/8 (47.6) or Stainless 2,220 (9.9) 4,000 (17.8) 3,140 (14.0) 4,W (20.0) 4,400 (19.6) 5,000 (22.2) 5/8 (15.9) 48 (65.1) 1/2 (12.7) 2 (50.8) 3,080 (13.7) 6,440 (28.6) 4,400 (19.6) 7,240 (32.2) 6,120 (211) 8,080 (35.9) 3/4 (19.1) 90 (122.0) 1 5/8 (15.9) 2-1/4 (57.2) 1 4,200 (18.7) 10,200 (45.4) 6,060 (27.0) 11,600 (51.6) 8,900 (39.6) 13,100 (58.3) 'For continuum extreme fou temperature a0catiom,use stainless steel. For AN-1405,18timate Nflouc 500 lbs.&Ultimate Shear:1751 ffm based on 4,000 psi. 0000 • • •••• •••••• a a R-� Ultimate Tension and Shear Values irk • 'Lightweight Concrete (Lbs/kN)* •••:•• ANCHOR INSTALLATION BOLTINIMUM ANCHOR fc=4000P51(27.6MPa) • • fc=6A0ai191 ic4MPa) DHA. TORQUE DUI. MBEDMENT TYPE TENSION SHEAR TENSION • In.(mm) Ft.Lbs.(Nm) In.(mm) DEPTH In.(mm) (STEEL) Lbs.(kN) Lbs.(kN) *0:0%01) i•• i• W JW• 1/4 (6.4) 3.5 (4.7) 3/16 (4.8) 1-1/8 (28.6) 1,080 (4.8) 1,160 (52) 66124, (5.4) 1,940 (8.6) 5/16 (7.9) 8 (10.8) 1/4 (6.4) 1-1/4 (31.8) 1,260 (5.6) 1,680 (7.5) IM (6.41 • 2,220 3/8 (95) 14 (19.0) 5116 (7.9) 1-112 (38.1) Carbon 1,610 (72) 2X (101) • 240 (10.0) 2,0• (125)• 1/2 (12.7) 25 (33.9) 3/8 (95) 1-7/8 (47.6) Sante 2,600 (11.6) 3,920 (17.4) '3,160' (14. '• • 4,840• (21.5)• 5/8 (15.9) 48 (65.1) in (12.7) 2 (50.8) 3,240 (14.4) 5,600 (24.9) 4,300 (19.1)•• • 7,840 (34.9) 314 (19.1) 90 (122.0) 5/8 (15.9) 2-1/4 (571) 3,640 (16 2- 8,640 (38.4) 5800 (25.8) 12,480 (55.5) ! a , a Ultimate Tension and Shear Values in . Concrete Masonry Units(Lbs/kN)* ANCHOR INSTALLATION BOLT MUHIMUM ANCHOR LIGHTNEIM DIA. TORQUE DIA. EMBEDMENT TYPE HOLLOW CORE GROUT FILLED HOLLOW CORE FILLED In. Ft.Lbs. ht.(MM) In.(MM) (STEEL) TENSION SHEAR TENSION SNEAK TENSION SHEAR TENSION SHEAR (Nm) Lb.(kN) Lbs.(kN) Lb.(kN) Lbs.(kN) lbs.(kN) Lbs.(kN) Lbs.(kN) Lbs.M) 1/4 (6.4) 35 (4.7) 3/16 (4.8) 1-1/8 (28.6) Carbon 1,120 (5.0) 1,360 (6.0) 1,120 (5.0) 1,360 (6.0) 1,120 (5.0) 1,620 (72) 1,120 (5.0) 1,360 (6.0) _ Stainless 640 (2.8) 1,620 (72) 640 (2.8) 1,620 (71) 640 R8) 1,620 (7.2) 640 (2.8) 1,620 p.2) 3/8 (95) 15 (203) 5/16 (7.9) 1-iR (38.1) Carbon 1,360 (6.0) 2,560(11.4) 1,360 (6.0) 2560 (11.4) 1,360 (6.0) 2560(11.4) : 1,360 (6.0) 2,560(11.4) Stain 1,160 (52) 2,560(11.4) 1,160 (5.2) 2560 (11.4) 1,160 (52) 2,560(11.4) 1,160 (5.2) 2,560(11.4) 1/2 (12.7) 25 (33.9) 3/8 (9.5) 1-7/8 (47.6) Carbon N/A WA 2,220 9.9) 4,W0 (17.8) N/A /A 2,220 (9.9) 4,000(17.8) " Stainless N/A WA 2,100 (9.3) 4,= (17.8) WA WA 2,100 (93) 4,000(17.8) 5/8 (15.9) 55 (74.6) 1/2 (12.7) 2 (50.8) Carbon N/A WA 3,080(13.7) 6,440 (28.6) N/A N/A 3,080(13.7) 6,440(28.6) Stainless WA N/A 3,080(13.7) 6,440 (28.6) N/A WA 1,820(125) 6,440(28.6) 3/4 (19.1) 90 (122.0) 5/8 (15.9) 1-1/2 (635) Carbon N/A N/A 4A(18.7) 10,200 (45.4) N/A WA 4,2W(18.7) 10,200(45.4) • Allowable values are based upon a 4 to 1 safety factor.Divide by 4 for a8owahle load values.The tabulated rales are for andters htstaRed Ina mhdmam of 12 diameters an canter mad a adsltam s edge distanroe of 6 diameters r for 100 proent anchor efnd".sparing and edge dlstm o may be reduced to 6 diameter gmdng ami 3 diameter edge distaum proceed tn!values are redaced 50 pow at.lhmer IMrpalardan may he used far haonnedfatespaaings and edgedlsfmues. Combined Tension and Shear Loading-for Dynabok Anchors Allowable leads for anchors subjected to cotnbbled shear and tension forces are determined by the folhrrohlg equation: (PS/Pt) + (W/Vt) S 1 Ps= Applied tension load Vs=Applied shear load Pt=Allowable tension load Vt=Allowable shear load ff Red Neadr Call ourta0 free manberWNW71to orvldt our web site for the most A1A9P�P>d "�" 9' `1" 9e, Miami Shores, FL 33138 o THE CANVAS AND OR FABRIC MUST BE DESIGNED TO BE READILY AND Ir&14mlm COMPLETELY REMOVED DURING PERIODS OF HIGH WIND VELOCITY. Ma DATE REMOVABLE CANVAS OR FABRIC MUST BE COMPLETELY REMOVED WHEN WIND SPEED APPROACH AND/OR EXCEED TO 75 MPH(34M/S) "B" AND/OR AS DESIGNATED BY U.S.WEATHER BUREAU AS BEING A HURRICANE WARNING OR ALERT. "B" w � THIS FABRIC-COVERED STRUCTURE(CANOPY)WILL NEED A QUICK • E REMOVAL OR BREAKAWAY FABRIC AT WIND VELOCITIES EQUAL TO OR 8 g GREATER THAN 75 MPH(ACCORDING TO FBC 2014 3105.4.2.1) LL - ALL MAIN MEMBERS MUST BE STEEL ASTM A992 GRADE 50 c WE C� A HIGH WIND VELOCITY WARNING MUST BE POSTED WITH LEGIBLE AND U � TUBE 1.315 O.D.X 14GA J N � READILY VISIBLE SIGN OR DECAL INSTRUCTIONS TO THE OWNER OR (GALVANIZED GATORSHIELD) TENANT TO REMOVE COMPLETELY THE CANVAS OR FABRIC DURING „B' SUCH PERIODS OR TIME. W N is THE CANVAS OR FABRIC USED FOR AWNINGS OR FABRIC-COVERED ; ••• •tom•�-' ^"' a FRAMES SHALL BE FLAME RESISTANT IN ACCORDANCE WITH NFPA 701. "B" •• �•� 1$ •..:.. 'W• 4.... ••.. 3''10 0*** • •No ...... ..... P • • • • • 06• • •• • u • nN a z � � QD u.N $° B LACE BAR ,�(=n Lon STEEL ASTM A501 a Lu z M PIPE 1/2 SCH40 Ee \ � EE DETAIL"A" V Lu if --- - - �A� _ _ Y.4W ONLY YVITN RAM PESEA G� � —N D FOR(1)PERMIT ONLY 6 L sa • e•.e a 2016 Ifd iZ0N6ISG QEPT 4FE. O�EP 9 \'` 0rrOMPLI SCE WITH ALL FE E 118 118 ISTATE AND COUNTY RULES AND REGULATIONS ptae2p�e As sHowN o J.M. ISOMETRIC ND= -0ESroNL.INKU M,WWNQLNO D TYP I CA WELDING THESE PLANS ARE FOR BUILaNc -MIY CORREC710N8,Il6CMAR V wnAA OUT OR BTiCK-0N9 PALL VOID oRaw,t� DEPARTMENT REVIEW ONLY,THEY ARE ALL DDAEN910N8, AN6 .IOB SITE Ao>D C,pLC,M1aT,ONg, DETAIL "A" NOT TOBEC.ONSTRUEDUNTLLALL COIDTTRXdS MUST BE YERfftED� OOPYRIpNTmrgt ec SCALE: 3/4"=V-0° SUUM DEPARTMENT APPROVALS ARE FgLp gy OONTRAOTOR EEFORE ANY nas DOCIAIENT IS THE PROPERTY 0F SCALE:N.T.S. OBTA NED. FABR CATION ANDIOR INSTALLATION. Ox..R AND SHALL NOT SE REPRODUCED Dd ta+OLE OR PART nff�CBR FYM CONSENT GUaMR. 4 SHEET 1 OF REVIMONS No DATE _) -t U F ��� STRUCTURAL NOTES .5 sU. GENERAL NOTES: &_ _ � � W ` N W ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO D p m N ti NOT SCALE THE DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY: �'� . . 2 —.0 DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING WITH THE AFFECTED PART OF TH j:::" •tLj C6 WORK. �" THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE....• .. . EXIST. EXISTING 5/8" AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S.... ••••. CONCRETE STUCCO RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES ANS�..' � ••�•. WALL SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONEN-P•••. 0000 • LINE OF 3/16 5"MIN. DURING ERECTION. V •, FINISH WALL 3/161EDGE DIST. DESIGN WIND LOADS: • w + THE STRUCTURAL FRAMING WAS DESIGNED USING F.B.C.2014 AND THE "'�•• 3/16 • �► . FOLLOWING SUPERIMPOSED LOADS. uiCOO c D^'D 4• Y 1R DESIGN WIND LOADS WERE DETERMINED IN ACCORDANCE WITH F.B.0 2014 c�a M c AND ASCE 7-10. -j t°aODo (1)STEEL ANGLE ASTM A36 1 WIND VELOCITY : 105 MPH EXPOSURE CATEGORY :D =M N L 2 X 2 X 1/4 X 2"LG 1R 1" �5'MIN. GCPI : +/-0.18 Kd :0.85 ¢� z"' W/ 1 KWIK BOLT-3 BY HILTI rn Q 0 O 2" DG DIST RISK CATEGORY :11 O w _ k 1/2"DIA X 4"MIN.EMBED. STRUCTURAL STEEL: =a" INTO CONCRETE (f'c=3,000 p.s.i.) THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL U) SHALL COMPLY WITH THE SPECIFICATIONS FOR THE DESIGN, rr�� DETAIL nBn FINISH WALL FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS,THE V SIDE VIEW FRONT VIEW AMERICAN INSTITUTE OF STEEL CONSTRUCTION,AISC 360-05. Z SCALE N.T.S. ALL ANGLES AND PLATES SHALL BE ASTM A36, FY=36KSI OR APPROVAL Z EQUAL U.O.N. z ALL TUBES TO BE OUTSIDE DIAMETER, GALVANIZED GATORSHIELD, STEEL FY=50KSI.OR APPROVAL EQUAL,U.O.N. Q 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 HILTI U.O.N., WITH AUD ONLY WITH RASE PE SM WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL BE TIGHTENED IN VALID FOR(1)PERMIT ONLY 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 .r (SMAW)SHALL USE E70XX LOW-HYDROGEN ELECTRODES. 0 -20 G 818 ALL STEEL SHALL RECEIVE SHOP AND FIELD TOUCH-UP COATS OF PAINT IN ACCORDANCE WITH SSPC SPECIFICATIONS. "c FL P. 89 04-29-2018 AS SHOV1Ad JM NOTE 4)ESM UWM T08TEEL AVMNG URAW11% K0. DTWSEEPARTMENT PLANS ARE FOR BUILDM6 CORRECTIONS,IV=IVES,DRA OUT SD 2 DEPARTMENT REVIEW ONLY.THEY ARE ALL DWEN810N8, AND ,108 SITE �BTICK'ONS YNLL YO@ TNESE DRAYYW0.4 NOT TO BE CONSTRUED UNTIL ALL CONDITIONS MUST BE VERIFIED MID CALCULATIO. BUILDING DEPARTMENT APPROVALS ARE COPyRNMTIEMk— FIELDBYCONTRACTOREEFOREANY THIS DOCIDiEN'T IS THE PROFERIY OF 08TA NED• FABRICATION AND/OR INBTAIAATA')N. IENOINEER AND SNAUL NOT BE REPRODUCED IN VwmE OR PARTWRNOUTWRIRENOENT � O" 4' THE CERTiFYINO ENCdNEER l��' 2 THE CANVAS AND OR FABRIC MUST BE DESIGNED TO BE READILY AND ravmmS COMPLETELY REMOVED DURING PERIODS OF HIGH WIND VELOCITY. Ho DATE REMOVABLE CANVAS OR FABRIC MUST BE COMPLETELY REMOVED WHEN WIND SPEED APPROACH AND/OR EXCEED TO 75 MPH(34WS) AND/OR AS DESIGNATED BY U.S.WEATHER BUREAU AS BEING A "D" ALL MAIN MEMBERS MUST BE HURRICANE WARNING OR ALERT. I'D" STEEL ASTM A992 GRADE 50 rn TUBE 1.315 O.D.X 14GA THIS FABRIC-COVERED STRUCTURE(CANOPY)WILL NEED A QUICK (GALVANIZED GATORSHIELD) E REMOVAL OR BREAKAWAY FABRIC AT WIND VELOCITIES EQUAL TO OR GREATER THAN 75 MPH(ACCORDING TO FBC 2014 3105.4.2.1) d LL A HIGH WIND VELOCITY WARNING MUST BE POSTED WITH LEGIBLE AND 0 = 0 READILY VISIBLE SIGN OR DECAL INSTRUCTIONS TO THE OWNER OR J � ' TENANT TO REMOVE COMPLETELY THE CANVAS OR FABRIC DURINGa c In SUCH PERIODS OR TIME. "C" L W N � • 0.0 m N= I'D" > THE CANVAS OR FABRIC USED FOR AWNINGS OR FABRIC-COVERED . • FRAMES SHALL BE FLAME RESISTANT IN ACCORDANCE WITH NFPA 701. Lap•• : • •us ' i► • - � 000000 N = • 0040. •tu 136••• •0 0000 • • i 000• .•. 666006 00000 • 0 • DA 0.s •• •• • • 000• 0• 1 3'- 0000. ..•.. o • . . 0 • • X' • 50000. • • • 000-00 W 0 1�OCD " C " �tY1Mao I 8 0 C7Q Z _j%0 OD 3 u-In l -1 0i n S LACE BARLu wren STEEL ASTM A501 O ui rn =a PIPE 1/2 SCH40 g =a LL 93 \ co -�i rn SEE DETAIL"A" V / Z -� Z Q � W a:p—1 G VAUD ONLY YMRAISE PE WAL VA VALID FOR[t)PERMIT ONLY Y 0 -20 6j- Juan .` Juan C. FL P.E 69818 118 Al/8 SCAM J.M. TYPICAL WELDING CONNECTION ISOMETRIC JM ��t333 "All 4 MION LWMO TO STEEL A NG D E TA I L A TEPBE PL"ARE FOR N ANY CORRECTIONS,VOIDtt S DRAV OLR DEPARTMENT REVIEW ONLY.THEY ARE JALL DIMENSIONS, AND JOB SITE BTIGC-0D78 Wtll VOID TNESE dtAW W09 SD-3- -OWANED,SCALE: 314°=1-0' NOT 70 BE CONSTRUED UNTIL ALL CQ`IDITIONS Must BE VERIFIED ON PYRIG� e.gir— SCALE:N.T.S. B=NGDEPARTMENTAPPROVALSARE FIELD BY CONTRACTOREEFOREANY THISDoeuMENTISTNEPROP OF FABRICATION AND2INSTALlAT1�J. IENOINESR AND SMALL NOTBE REPRODUCED Si WHOLE OR PART WITHOUT WRITTEN CONSENT OFTHECERr,"FmOEN.GtKE R SHEET 3 OF 4 RMONS WO 4"MIN. DATE EDGE DIST. EXISTING CONCRETE MASONRY BLOCK r 1 Y2 EXISTING 5/80 STUCCO TY 1/4 1V LINE OF 114 FINISH WALL 4y2 d- 3/16 w GALV.STEEL PLATE • sac m NAID-.7 STIFFENER 1/4"THK ie 11-00 Es 1/4 ...... �w N =� . 1/4 00 GALV.STEEL ANGLE ASTM A36 12, 0 4/ L2X2X 1/4X 12"LG 0*00 on W/(3)GALV.DYNABOLT SLEEVE BY 00:00 -RED HEAD- 00000 3/8"DIA X 2"MIN. EMBED. :**:a: * VJ 0000 INTO HOLLOW COREY2 CONCRETE MASONRY BLOCK * 0000"0 0 locil 4" IN. u z r�COOD DETAIL W 0 EDGE DIST ��m I8'D TOP VIEW M9 ZZ11,11111114" ,Z/zl j' GOOD SCALE N.T.S. LINE OF z-4, 000 -4 j 0 mLn FINISH WALL �ujIli 0 CL "'w FRONT VIEW ui m:5 x 0 6X a.I EXISTING CONCRETE MASONRY BLOCK Cn mi EXISTING 5/8" STUCCO z LINE OF 3/16 4"MIN. Z FINISH WALL 3/16 EDGE DIST.,/ 16 1/4 1/4 VALM ONLY WW RAM PE SEAL GALV.STEEL PLATE VALID FOR(1)PERMIT ONLY y2 STIFFENER 1/4"THK 1Y4" 4I/ ly/4 46 MIN. 7" EDGE DIS GALV.STEEL ANGLE ASTM A36 1 L 2 X 2 X 1/4 X 7'LG NP GALV. STEEL W/ L 2 N LV. -201 (2)GALV.DY114ABOLT SLEEVE BY 04 d201 _RED HEAD INE OF Juan C. p 3/8"DIA X 2"MIN.EMBED. FINISH WALL FL ft RE# 18 INTO HOLLOW CORE FRONT VIEW CONCRETE MASONRY BLOCK SIDE VIEW DETAIL "D" SCALE N.T.S. THESE PLANS ARE FOR SUMM 4XY 00MWn0N8,lWMAMW,WTEOlff DEPARTMENT REVEW ONL.niEY ARE OR MWOM MALL VOID'ESE DRAVOM MID CALWLAMN& NW70 BE CONSTRUED UNTIL ALL CC"ffiWffmo_ -4 W10m DEPARTMENT APPROVALS ARE TM DOCUMENT M THE PROPERTY OF SD 08TA NED. FAEIRICATiQJ ANDRM INSTALLATbN. MGRQM M%mu tim BE-. .'xE OR PARA OFwTHHEOCuETvfrrimfYmMmEcKoOgniMm SHEET 4 OF 4 O d it20 40 Z5Kt I L;H Ut- t5UUNUAKY Z5UKVtY I SCALE: 1M' = 29 1 inch 20 ft . .. ... . .... .. . ... .. . .. .. . . .. .. . .. . .. . .... . .. . .. . . . . . . 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I . . .. . .. . . . .. .. . .. . ... . . . . ... . .. .. . . .. . . . .. . . . . . .. .. . . 1. 1. .. . 1 . . .. .. ... . . . . . .. .. ... . . .. ... . . .. . . . . . .. ... .... . ...... ..... .. ... ..... .. . .. . .... . .. .... .. . . .. . .. . . . . . . . . . ... .. . .. .. .. . . . .. . .. I .. .. .. . . .. .. . .. . .. .. . . . ...... . . I . . .. .. .. .. . . . .. .. . . .. . . . .. . . ... . . . . . . . .. . .. . . . .. . ... .... .. I . .. ... . . . . .. . ...... .... . ... I . .. . . .... .. . . . . . .. . . . . ... .. . . . ... ..­­ ' ..:. ---:. .- -:. ..:. ....., .,...., . .. .. ... .. Eta . . . . . ... .. . . . .. .. . . .. .. . . . . . .. .. .. . . . . ... ..... . . . .. 15' PARKWAY . .. . .. . .. . . .ASPhJ,ALT;.;•;•;• . .. .. .. . .. ... 82.69' (M)(R) 255.27' (R) 1< • F UP. 3/ 8713-99-(M) ;, x,?- 0 No 9746 35"(M) F.I.P. 3/4' •LLJ .1 -,�l No I.D. I > D • lie I CORNER z • t. LLJ OV > 16.10 < 39.55' CD V_ 2.11' LH ONE- ORY z RESIDENCE #952 C14 CN � I m Q) CN 14.256.55'c4 pF_ -1 0.14 in 7.15' 0.4 Q1%* I , , 4.8 L 4p V (Z4� 11.7' C LQ 1> LEGEND CONC:I: . �- I (C) = Calculated U: CL = Clear 30 . .°I i q = Center Line I 10 CONC.. Concrete A = Delta ENC. = Encroachment ITHE WEST 35' F.F.EL = Finish Floor ElevationOF LOT 5 EXISTING ELEVATION F.I.P. = Found iron Pipe THE EAST 47.59' OF LOT 6 F.I.R. = Found Iron Rod SYMBOLS CCL3 UTILITY POLE F.N. - Found Noll MANHOLE F.N&D. - Found Nall & Disc I.D. = Identification 0.4 90m,01r(c) WALL AIR CONDITIONER (p ELECTRIC BOX L - Length r r:�_71 1441 _,CDNC CORAL ROCK 1. (POOR CONDITION) O.-Y POOL PUMP COVERED AREA (M) = Measured 1.39! G f--::,j O/L = On Line &81' WATER HEATER _x- CHAIN LINK FENCE (C.L.F.) (P) Plot P.C. Point of Curvature CABLE TV 0 METAL FENCE (M.F.) P.B. Plot Book 82.60' (M)(R) Ir W.F. _oH OVERHEAD LINES mT7 F.N. UNITS OF PLAT F.I.P. 3/4° ja CATCH BASIN PG. Page 10 No I.D. 0 PLASTIC FENCE (P.F.) R = Radius (M WATER METER (R) Record q1b CONCRETE POLE WOOD FENCE (W.F.) U E. Utility Eamnent qb WOOD POLE WRE FENCE (WRY.) NJ 91 ItM V.•-_M SC-98219 91 Uftq 4/2J/2016 1136t tl CO*