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ACT-16-974 Oermit No.ACT-4-16-97 :7 sKO1 S c,� Miami Shores Village Pef€x tt Twe ,�1111�'ningsicanopiest enu 'z 10050 N.E.2nd Avenue NE Wpr 'ta�tcation NOW Miami Shores,FL 33138-0000 �"'a Phone: (305)795 2204 Permit� td 'APPROVED �`'tOR'lD4' wueDate:411812046 Expiration: 10/15/2 1 Project Address Parcel Number Applicant 185 NE 105 Street 1121360050160 ?? STACY CHIMENTO JERRY CAP( Miami Shores, FL 33138-2032 Block: Lot: Owner Information Address Phone Cell STACY CHIMENTO JERRY CAPOTE 185 NE 105 Street (786)514-3906 MIAMI SHORES FL 33138- 185 NE 105 Street MIAMI SHORES FL 33138- Contractor(s) Phone Cell Phone _._ _.._.... _ $ 750.00 HOME OWNER Valuation: _ Total Sq Feet 6 Approved:In Review Available Inspections: Comments: Inspection Type: Date Approved::In Review Final Date Denied: Foundation Type of Work:SMALL 4 X 8 AWNING PLACEMENT Additional Info: Review Building Classification:Residential Color Approved:In Review:In Review Review Planning Code Comments:: Code Approved::In Review Review Structural Code Denied: Scanning:3 Fees Due Amount Pay Date Pay Type Amt Paid Amt Due CCF $0.60 Invoice# ACT4-16-59376 DBPR Fee $2.00 DCA Fee $2.00 04/18/2016 Credit Card $ 189.60 $50.00 Education Surcharge $0.20 04/11/2016 Check#:448 $50.00 $0.00 Notary Fee $5.00 Permit Fee $100.00 Plan Review Fee(Engineer) $120.00 Scanning Fee $9.00 Technology Fee $0.80 Total: $239.60 In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans,drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL,PLUMBING,MECHANICAL,WINDOWS,DOORS,ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I i th all a foregoing info ion is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. o , authorize th ov -named contractor to do the work stated. April 18, 2016 Authorize Signa ure:Owner / Applicant / Contractor / Agent Date Building Department Copy April 18,2016 1 Miami Shores Village Building Department APP 1.1 10050 N.E.2nd Avenue,Miami Shores, Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 �y INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20IL� BUILDING Master Permit No. PERMIT APPLICATION Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION [—]RENEWAL ❑PLUMBING ❑ MECHANICAL E]PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: I V " City: Miami Shores Coun : Miami Dade zip: Folio/Parcel#: Is the Building Historically Designated:Yes NO I/ Occupancy Type: Load: Construction Type: (� Flood Zone: BFE: FFE: ? OWNER: Na (Fee Simple Titlehold//e''r): 61,06f J Phone#: -7�6 �� J 0/0/,Address: V City: State:_FLZip: Tenant/Lessee Name: Phone#: Email: �1 CONTRACTOR:Company Name: L/ �i� /� Phone#: Address: ,14 City: State: Zip: Qualifier Name: Phone#: State Certification or Registration#: Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Re lace p ❑ Demolition Description of Work: Specify color of color thru tile: /� Submittal Fee$ ` 0) Permit Fee$ 1 �� � CCF$ 0 ' GO CO/CC$ Scanning Fee$ Radon Fee$ 04 ° DBPR$ 0 -� Notary$ Technology Fee$ Training/Education Fee$ 0. 2-0 Double Fee$� Structural Reviews Bond$ C/J TOTAL FEE NOW DUE$ f 0� (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 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 which occurs seven (7) days after the building permit is issued. in the absence of such posted notice, the inspection will not be apqqoved an a reinspection fee will be charged. Signature Signature rOWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of 1 20 i ,by day of ,20 by personally known to ,who is personally known to me or who has produced �k - (- J MRas me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY IC: NOTARY PUBLIC: Sign: Sign: Print: -z--,( L7t) 1 Print: Seal: jo�vxr P!/*, Notary Public State of Florida Seal: Sindia Alvarez y� o< My Commission F 156750 OF o� Ex ires09/03/20 8 APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) WC- Miami Shores Village Building Department 10050 N.E.2nd Avenue Rivp'y Miami Shores, Florida 33138 Tel: (305)795.2204 Fax: (305)756.8972 OWNER BUILDER DISCLOSURE STATEMENT NAME: , 1i + `I .J �'/s��ATE�rl J — ADDRESS:A, 04� 14 J T 1/11(p"91 6� 3 3 Do hereby petition the Village of Miami Shores to act as my own contractor pursuant to the laws of the State of Florida,F.S 489.103(7).And I have read and understood the following disclosure statement,which entitles me to work as my own contractor;I further understand that I as the owner must appear in person to complete all applications. State Law requires construction to be done by a licensed contractor.You have applied for a permit under an exception to the law.The exemption allows you,as the owner of your property,to act as your own contractor even though you do not have a license.You must supervise the construction yourself.You may build or improve a one-family or two-family residence.You may also build or improve a commercial building at a cost of$25,000.00 or less(The new form states 75,000).The building must be for your own use and occupancy.It may not be built for sale or lease.If you sell or lease a building you have built yourself within one year after the construction is complete,the law will presume that you built for sale or lease,which is a violation of this exemption.You may not hire an unlicensed person as a contractor.It is your responsibility to make sure the people employed by you have licenses required by state law and by county or municipal licensing ordinances.Any person working on your building who is not licensed must work under your supervision and must be employed by you,which means that you must deduct F.I.C.A and with-holdings tax and provide workers'compensation for that employee,all as prescribed by law.Your construction must comply with all applicable laws,ordinances,buildings codes and zoning regulations. Please read and initial each paragraph. 1. 1 understand that state law requires construction to be done by a licensed contractor and have applied for an owner-builder permit under an exemption from the law.The exemption specifies that I,as the owner of the property listed,may act as my own contractor with certain restrictions even though I do not have a license. Initial_ 2. 1 understand that building permits are not required to be signed by a property owner unless he or she is responsible for the construction and is not hiring a licensed contractor to assume responsibility. Initialli'l 3. 1 understand that,as an owner builder,I am the responsible party of record on a permit.I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own name.I also understand that the contractor is required by law to be licensed in Florida and to list his or license numbers on permits and contracts. -14 Initial J LZ 4. 1 understand that I may build or improve a one family or two-family residence or a farm outbuilding.I may also build or improve a commercial building if the costs do not exceed$75,000.The building or residence must be for my use or occupancy. It may not be built or substantially improved for sale or lease.If a building or residence that I have built or substantially improved myself is sold or leased within 1 year after the construction is complete,the law will presume that I built or substantially improved it for sale or lease,which violates the exemption. Initial 5. 1 understand that,as the owner-builder,I must provide direct,onsite supervision of the construction. Initial � I (' 6. 1 understand that I may not hire an unlicensed person to act as my contractor or to supervise persons working on my building or residence.It is my responsibility to ensure that the persons whom I employ have the license required by law and by county or municipal ordinance. Initial L , 7. 1 understand that it is frequent practices of unlicensed persons to have the property owner obtain an owner-builder permit that erroneously implies that the property owner is providing his or her own labor and materials.I,as an owner-builder,may be held liable and subjected to serious financial risk for any injuries sustained by an unlicensed person or his or employees while working on my property.My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an owner-builder and am aware of the limits of my insurance coverage for injuries to workers on my property. Initial 8. 1 understand that I may not delegate the responsibility for supervising work to be a licensed contractor who Is not licenses to perform the work being done.Any person working on my building who is not licensed must work under my direct supervision and must be employed by me,which means that I must comply with laws requiring the withholding of federal income tax and social security contributions under the Federal Insurance Contributions Act(FICA)and must provide workers compensation for the employee.I understand that my failure to follow these may subject to serious financial risk. Initial—4xLq 9. 1 agree that,as the party legally and financially responsible for this proposed Construction activity,I will abide by all applicable laws and requirement that govern owner-builders as well as employers.I also understand that the Construction must comply with all applicable laws,ordinances,building codes, and zoning regulations. Initial e too Ll 10. I understand that I may obtain more information regarding my obligations as an employer from the Internal Revenue Service,the United States Small Business Administration,and the Florida Department of Revenues.I also understand that I may contact the Florida Construction Industry Licensing Board at 850.487.1395 or http://www.mvfloridalicense.com/dbpr/pro/ciib/*lndex.htmI Initial Rh 11. 1 am aware of,and consent to;an owner-builder building permit applied for in my name and understands that I am the party legally and financially responsible for tosed construction activity at the following address: It[ /�, / -4 Ti, i ad, rra; 33 / 2 f Initial � 12. 1 agree to notify Miami Shores Village immediately of any additions,deletions,or changes to any of the informs on that I have provided on this disclosure. a fj oil T—V Initial / Licensed contractors are regulated by laws designed to protect the public.If you contract with a person who does not have a license,the Constr4uction Industry Licensing Board and Department of Business and Professional Regulation may be unable to assist you with any financial loss that you sustain as a result of contractor may be in civil court.It is also important for you to understand that,if an unlicensed contractor or employee of an individual or firm is injured while working on your property,you may be held liable for damages.If you obtain an owner-builder permit and wish to hire a licensed contractor,you will be responsible for verifying whether the contractor is properly licensed and the status of the contractor's workers compensation coverage. Before a building permit can be issued,this disclosure statement must be completed and signed by the property owner and returned to the local permitting agency responsible for issuing the permit.A copy of the property owner's driver license,the notarized signature of the property owner,or other type of verification acceptable to the local permitting agency is required when the permit is issued. n , Was acknowledged before me this day of l�'1�Pffik� , 20 IG BY 0—'-? Iy I+��`� \v L��ho was personally known to me or who has Produced t 7-se or TV - as identification. Notary Public State of Florida Sindia Alvarez OWNER NOTARY My Commission FF 156750 of FLO Expires 09/03/2019 - Certificate of Flame Resistance 9;, •.•P Issued By: F RE T P� PHIFER INCORPORATED Registered Fabric PO BOX 1700 or Concern Number Date treated or manufactured: GA-0246.01 TUSCALOOSA, AL 35403-1700 01/28/2016 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 chemical approved and registered by the State Fire Marshal and the application of said chemical was done in conformance with the laws of the State of California and the Rules and Regulations of the State Fire Marshal. Name of chemical used: Chemical Registration#: Method of application: (b) The articles described at the bottom of this Certificate are made from a flame-resistant fabric or material registered and approved by the State Fire Marshal for such use. Trade Name of flame-resistant fabric or material used: SUNBRELLA 4608 Registration#: F-44201 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 4608 Black •••••• •• •• • ,020,0 ITEM NUMBER 863408 •' • , We hereby certify the above to accurately reflect the information contained within a"CERTIFICATE OF-FLAME RESA6YAI�L�E"issued to. Trivantage, LLC from the registrant set forth above. A copy of the original Certificate of Flame Resistanoe .i's availableouW :" request to Trivantage, LLC and the registration information set forth above is on record with the California State Fire W§hal. MEGA AWNINGS INC MAILING ADDRESS 1799 East 11 Avenue Hialeah, FL 33010 0 ° ° ° ° °°°°: °° ° LEGAL DESCRIPTION. 30 0 30 60 90 `4v Ll LOT 16, BLOCK 20 1, DUNNINGS MJAMI SHORE EXTENSION NO. 1, ACCORDING TO THE PLAT THEREOF, RECORDED IN PLAT BOOK 41, PAGE '7' 51 OF THE PUBLIC RECORDS OF MMMI-DADE COUNTY, FLORIDA Sca/e 1 30 CERTIFIED TO: 2. ATTORNEYS' 777LE INSUR4NCE FUND, INC. RON 75.00* Jt MOCK oL POLE LOT 16 BLOCK 201 3850 NW BOCA RATON BLVD SUITE 3 BOCA RATON, FLORIDA 33431 XWE"Orip7dr AC. LB #0006933 PHONE: 561-620-8722 FAX: 561-6 20-8724 ONE STORY BOUNDARY SURVEY BURKHALTER X RESIDENCE me ME= MMML&M PANEL D-537 185 NORTHEAST 105th STREET 120652-0093—J DATE 9E EM MIAMI SHORES, FL QA3E QE EM 06/26/07 33138 03/02/94 is FOM I POLE HM PME WXL 1. ASSUMED BEARING we THE SOUTH LINE OF THIS PLAT BEARS P c WEST AND ALL OTHER BEARINGS DEl"ICTED HEREON ARE RELATIVE THERETO CoIr- 2. LEGAL DESCRFFION PROVIDED BY CLIENT row 1 56* FMW MR C-1 3 THE LANDS SHOWN HEREON WERE NOT ASSMkCVED BY T141S OFFICE FOR EASEMENTS, MG*ff-OF-WAYS, OWNERSHIP OR OTHER INSTRUMENTS OF RECORD. 4. SUBSURFACE IMPROVEIAENTS FOOTINGS OR FOUNDATIONS HAVE NOT BEEN LOCATED Comex 5. ELEVATIONS ARE BASED ON THE NATIONAL GEODETIC VERTICAL DATUM OF 1929. 149.82' z 6. IN SOME INSTANCES GWHIC REPRESENTATIONS HAVE BEEN EX40GERATED TO MORE CLEARLY ILLUSTRATE POLE FMr HYDRmr THE RELATIONSHIP BETWEEN PHYSICAL IMPROVEMENTS AND/OR LOT LINES. IN ALL CASES DIMENSIONS 94ALL CONTROL THE LOCATION OF THE IMPROVEMENTS OVER SCALED POS11IONS 7. THE DIMENSIONS AND DIRECTIONS SHOWN HEREON ARE IN SUBSTANTIAL AGREEMENT WITH RECORD VALUES F .1 UNLESS OTHERWISE NOTED. C4=H Sa*-/ I HEREBY CERTIFY THAT THE SKETCH OF SURVEY SHOWN HEREON MEETS THE MINIMUM TECHNICAL LEGEND STANDARDS FOR LAND SURVEYS AS SET FORTH IN CHAPTER 6IG17-6 OF THE FLORIDA ADMINISTRATIVE NOMEAST 105th STREET CONCRETE OF THE FLORIDA STATUTES. CODE FOR THE BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS PURSUANT TO SECTION 472.027 NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR OVERHEAD WIRES AND MAPPER. WOW FENCE doopp CRAIN LINK FENCE BY x*4C%T DATE 06126107 B. BURNS PROFESSIONAL LAND SURVEYOlf FLOfilDA CERTIFICATION NO.SON ° THE CANVAS AND OR FABRIC MUST BE DESIGNED TO BE READILY ANDr"s"s COMPLETELY REMOVED DURING PERIODS OF HIGH WIND VELOCITY. :. •: • • • • • • Mol DATE 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(CANOPY)WILL NEED A QUICK ALL MAIN MEMBERS MUST BE •• 0:0 '" 0% 0) E REMOVAL OR BREAKAWAY FABRIC AT WIND VELOCITIES EQUAL TO OR 04 Z8 E STEEL ASTM A992 GRADE 50 ", 3,18 8 GREATER THAN 75 MPH(ACCORDING TO FBC 2014 3105.4.2.1) LL _ TUBE 1.315 O.D.X 14GA .. ... •• C� tm_ e (GALVANIZED GATORSHIELD) "B" o = m J A HIGH WIND VELOCITY WARNING MUST BE POSTED WITH LEGIBLE AND , , .. . V o �•�,� READILY VISIBLE SIGN OR DECAL INSTRUCTIONS TO THE OWNER ORLACE BAR ••• • •'• ' "' "• _j LL d TENANT TO REMOVE COMPLETELY THE CANVAS OR FABRIC DURING 0- N SUCH PERIODS OR TIME. STEEL ASTM A501 ` N PIPE 1/2 SCH40 /� rn o tib a Wr- 2 Y N l p THE CANVAS OR FABRIC USED FOR AWNINGS OR FABRIC-COVERED C N FRAMES SHALL BE FLAME RESISTANT IN ACCORDANCE WITH NFPA 701. �� uJ ..B.1 C ; x W 0_ DECORATIVE SPEAR 6" V Z "B" n �,�Oh 64 Z O�I�oD ►. tlJ I OD CMN ztD OD z~LLQ00 Do 1fn(n Q 11J Q�y]UJ M �r 4m z o z •� SEE DETAIL"A" Q Lu ME m VALID ONLY WfTH RAISE PE sEpi VAUD FOR(1)PERMIT ONLY C 0 4P.E. 8 118 118 DATE 02-2s-2016 as srlovuN c J.M. J.M. v TYPICAL WELDING CONNECTION ISOMETRIC NOTE DETAIL "A„ -DESIGN LIMITED TO STEEL AP OUT THEM PLANS ARE FOR BUIIDINO ANY CORRECTIONS'VOID THE DRA OUT SD-1- OBTAINED.DEPARTMENT REVIEW ONLY.THEY ARE ALL DIMENBIONBAND JOB BRE OR BTICK-0N8WLLL YOAD CALULArOM1AND CALCULATIONS.NOT TO BE CONSTRUED UNTIL ALL CONDITIONS MUST BE VERIFIED ON COPYRIGHTIEgueerSCALE:N.T.S. SCALE: 3W=1.0° BUILDING DEPARTMENT APPROVALS ARE FIELD BY CONTRACTOR BEFORE ANY THIS DOCUMENT IS THE PROPERTY OF FABRICATION ANDERINSTALLATION. IENGINEER AND SHALL NOT-REPRODI6_ MOLE OR PART WITHOUT" OF THE CERTIFYING ENGNEM 1 Q(' 2 . . ... . . . ... REVISIONS . . .. •. • • • • • • • • • w NO DATE moo • • w • • • • • 00 es • • • • • • • ••• ••• •.• • N E E EXISTING 5/8" 8 EXIST. STRUCTURAL NOTES •• • • '• 000 " STUCCO '. :.: : :. •• V •r- o �E CONCRETE GENERAL NOTES: • •• J X.- GENERAL ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN•fHI! P'IELO. bU "' '•• J LINE OF 3/16 4"MIN. IZ °C'Lo CD FINISH WALL 3/16 EDGE DIST. NOT SCALE THE DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY ` w il N DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE N 3/16 ENGINEER PRIOR TO PROCEEDING WITH THE AFFECTED PART OF THE C Y WORK. 3�� 1H THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE W (g CO a " ® AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S '— " ' STEEL ANGLE ASTM A36 1" RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND L 2 X 2 X 1/4 X 2"LG1" 1" 4-MIN. SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS W/(1)KWIK BOLT-3 BY HILT[ 2" DGE DIST DURING ERECTION. 3/8"DIAX 3"MIN. EMBED. DESIGN WIND LOADS: rrnn INTO CONCRETE THE STRUCTURAL FRAMING WAS DESIGNED USING F.B.C.2014 AND THE V (f'c=3,000 p-s.i.) LINE OF FOLLOWING SUPERIMPOSED LOADS. z DETAIL 111311 FINISH WALL DESIGN WIND LOADS WERE DETERMINED IN ACCORDANCE WITH F.B.0 2014 SIDE VIEWAND ASCE 7-10. ci o^ N FRONT VIEW Z wo�; SCALE N.T.S. WIND VELOCITY : 105 MPH EXPOSURE CATEGORY : D Q o GCPI +/-0,18 Kd :0.85 ?x_j tO m RISK CATEGORY : z I.-LL 0 0D 3;=ao 2 TIn EXISTING 5/8" STRUCTURAL STEEL: �- c6 4m—jo x EXIST. STUCCO THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL O =m0.< CONCRETE LL SHALL COMPLY WITH THE SPECIFICATIONS FOR THE DESIGN, WALL FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS,THE R LINE OF AMERICAN INSTITUTE OF STEEL CONSTRUCTION,AISC 360-05. FINISH WALL ALL ANGLES AND PLATES SHALL BE ASTM A36, FY=36KSI OR APPROVAL EQUAL U.O.N. z CIO ALL TUBES TO BE OUTSIDE DIAMETER, GALVANIZED GATORSHIELD, STEEL Z 31I FY=50KSI. OR APPROVAL EQUAL, U.O.N. }p ` C MIN. ALL HOLLOW STRUCTURAL TUBE"HSS"TO BE STEEL ASTM A500 GRADE B, � 3 3/16 EDGE DIST FY=46KSI,OR APPROVAL EQUAL, U.O.N. < o 3/16 1.. ALL ANCHOR BOLTS SHALL BE KWIK BOLT III BY HILTI U.O.N., WITH U.1 STEEL PLATE ASTM A36WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL BE TIGHTENED INLcl> 1" 1" „ 2 X 4 X 1/4 2" 4 MIN. ACCORDANCE WITH THE TURN-OF-THE-NUT METHOD. VAUDONLY NTH RAISE MS W/(1)KWIK BOLT-3 BY HILTI EDGE DIS WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS USING THE MOST VALID FOR(1)PERMITONLY 3/8"DIA X 3"MIN. EMB. RECENT AWS APPROVED TECHNIQUES. SHIELDED METAL ARC WELDING INTO CONCRETE (SMAW)SHALL USE E70XX LOW-HYDROGEN ELECTRODES. SIDE VIEW (f'c=3,000 p-s.i.) LINE OF ALL STEEL SHALL RECEIVE SHOP AND FIELD TOUCH-UP COATS OF PAINT IN DETAIL liCill FINISH WALL ACCORDANCE WITH SSPC SPECIFICATIONS. 02 2 -2O G FRONT VIEW SCALE N.T.S. L PJ18"C. . 9818 8 F .E 02-29-2018 AS SHOWN (DEED J.M. J.M. v NOTE 4=NN LW"ED TO STEEL A INwO ultAvowu No. THESE PLANS ARE FOR BUILDING -ANY CORRECTKMS.INK MARKS,VMIIE OUT /I� DEPARTMENT REVIEW ONLY.THEY ARE ALL DIMENSIONS, AND JOB OR S71CK-0NS W0.L VOID D CAL ULAn N s. • J ANOcaHTMoghw L NOT TO BE CONSTRUED UNTIL ALL CONDITIONS MUST BE VERIFIED 0&N COPYRIOHTIEopNeer. — BUILDING DEPARTMENT APPROVALS ARE FIELD BY CONTRACTOR BEFORE ANY THIS DOCUMENT IS THE PROPERTY OF SD OBTAINED. FABRICATION ANDIOR INSTALLATION. IENOINEEN AND SHALL NOT SE REPRODUCED IN VO ME OR PART VATHOUTWWTTEN CONSENT OF THE CERTIFYING FAGNEER. EET 2 OF 2 Consi"Ung Engineering Services 8215 LAKE DR #13502 DORAL FL 33166 Phone (954) 274-2429; Fax (786) 545-7636 Web site: www.ienaineerpllc.com; E-mail: juan(&iengineerpllc.com PAGE I/26 COVER SHEET DATE: February 29, 2016 PROJECT: AWNING 8'-6"W X 4'-0"P ADDRESS: 185 NE 105th St, Miami Shores, FL 33138 0..000 • • CLIENT: MEGA AWNING INC. • • • 0000•• 0000.• • • 0000• 1799 E 11TH AVE HIALEAH, FL. 33010 0.00•• ;�•••• ••�•'` 0000 • • • • PHONE: 305 681-7727 FAX: 305 888-0882 0.00•• • • • 0000 ++0+•• •0• 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 35. iEngineer PLLC, CA # 9119 Juan C. Moreno, F.L Reg. P.E # 9818 VALID ONLY FOR ONE(1)PER IT 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.ienaineerplic.com; E-mail: ivan@)ienaineerplic.COm PAGE V26 INDEX DESCRIPTION PAGE Wind Loads Calculations. 1 General Sketch 5 Frame with Length and dead load (self-weight) 0.00 ; 6 sees.. Wind Loads • ; 7 0.00;• sees.. Unity check design •• •• 9 sees.. Members' design report 0.00•• 110•�ee •.:•.' sees . w Load reactions 0.00*6 ...... .... ...... Wall anchor bolt design detail "b" .. 15 :... Wall anchor bolt design detail "c" 21'....' iEngineer PLLC, CA 29119 Juan C. Moreno, F.L Reg. P.E 69818 VALID ONLY FOR ONE(1) RMIT ONLY. VALID ONLY WITH RAISED PE SEAL. ANY CORRECTIONS,INK MARKS,WHITE OUT OR STICK-ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. 1/26 MECAT ind Vers-ion 2 . 1 . 0 . 5 per ASCE 7-1U Developed by MECA Enterprises, Inc. Copyright 2016 o-nno.mecaenterprises.com Date 2/29/2016 Project No. Company Name Designed By Address Description _ City Customer Name State Proj Location File Location: C:\Users\JUANMORENO\Documents\MECAWind\Default.wnd Directional Procedure All Heights Building (Ch 27 Part 1) Basic Wind Speed(V) = 105.00 mph Structural Category = II Exposure Category = D Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Dampinq Ratio (beta) = 0.01 Alpha = 11.50 Zg = 700.00 ft At = 0.09 Bt = 1.07 Am = 0.11 Bm = 0.80 Cc = 0.15 1 = 650.00 ft Epsilon = 0.13 Zmin = 7.00 ft Slope of Roof = 2 : 12 Slope of Roof(Theta) = 9.46 Deg Ht: Mean Roof Ht = 12.00 ft Type of Roof = Hipped RHt: Ridge Ht = 14.00 ft Eht: Eave Height = 10.00 ft OH: Roof Overhang at Eave= 4.00 ft Roof Area = 1898.00 ft^ 2 Bldg Length Along Ridge = 50.00 ft Bldg Width Across Ridge= 40 ©9'ft Gust Factor Category I Rigid Structures - Simplified Method i "•: • :0*000 Gust1: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 T 0.85 : :° ..•.•• Gust Factor Category II Rigid Structures - Complete Analysis •• ., �.• ..•.:• Zm: 0.6*Ht i•=.:..7w' 20• 20 '•l!••i• ••••• lzm: Cc*(33/Zm)^0.167 =,., 0.19 „:„• Lzm: 1*(Zm/33)^Epsilon �5 ;t36 fit•••• Q: (1/ (1+0.63* ( (B+Ht)/Lzm)^0.63) )^0.5 =� 0.93 • :0.00: Gust2: 0.925* ( (1+1.7*lzm*3.4*Q)/ (1+1.7*3.4*lzm) ) 0*•:0.89 • ••.•.. 0000 ••..•. Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 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 2/26 eta h L z k •I � Kh: 2.01*(Ht/Zg)^(2/Alpha) s". 1:03 "0* ;,...; Kht: Topographic Factor (Figure 6-4) ! 1.00 Qh: .00256* (V)^2*I*Kh*Kht*Kd ; X4;.72 llsf • •'••;' Cpww: Windward Wall Cp(Ref Fig 6-6) &000".80 • •. Roof Area *•.'1'8.98.OQ.tt;� •••••• Reduction Factor based on Roof Area &600".80 • • ••••• 0080 . .•...• MWFRS-Wall Pressures for Wind Normal to 50 ft wall (Normal to �1 4*4 :••�:• . . 0000•. 0000.• . • • Wall CP Pressure Pressure • 0000.. 0000 0000•. +GCpi (psf) -GCpi (psf) • • .. . .... . --------------- ------ ----------- ----------- • . . . Leeward Wall -0.50 -14.95 -6.06 ' ' ."". sees** Side Walls -0.70 -19.15 -10.26 •••• Wall Elev Kz Kzt qz Press Press Total Shear Moment ft psf +GCpi -GCPi +/-GCPi Rip K-ft -------------------------------------------------------------------------------- Windward 14.00 1.03 1.00 24.72 12.36 21.26 27.31 19.12 133.82 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(ps£) --------------------------------- ------ ---------- ---------- 0.0 ft to 6.0 ft -0.90 -23.36 -14.46 6.0 ft to 12.0 ft -0.90 -23.36 -14.46 12.0 ft to 24.0 ft -0.50 -14.95 -6.06 24.0 ft to 40.Oft -0.30 -10.75 -1.85 MWFRS-Wall Pressures for Wind Normal to 40 ft wall (Along Ridge) Wall CP Pressure Pressure +GCpi (psf) -GCpi (psf) --------------- ------ ----------- ----------- 3/26 Leeward Wall -0.45 -13.90 -5.00 Side Walls -0.70 -19.15 -10.26 Wall Elev Kz Kzt qz Press Press Total shear Moment ft pef +Gcpi -GCpi +/-GCpi Kip K-ft -------------------------------------------------------------------------------- Windward 14.00 1.03 1.00 24.72 12.36 21.26 26.26 14.71 102.94 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 6.0 ft -0.90 -23.36 -14.46 6.0 ft to 12.0 ft -0.90 -23.36 -14.46 12.0 ft to 24.0 ft -0.50 -14.95 -6.06 24.0 ft to 50.0 ft -0.30 -10.75 -1.85 •• . 0444 . • • • • 4004•• • • • • 0 4004•• 4444•• • • • •• •• • 4044•• • • 4444•• 4444•• • • 4404• • 4444 • 4444• • • 4044•• 4044 • • • • 4044.• • • • • 4.09.0 •004 0000•9 •• • 94.4 • • • • 0 • •••9 4/26 MECA`inInd `session 2 . 1 . 0 . 6 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2016 www.mecaenterprises.com Date 2/29/2016 Project No. Company Name Designed By Address Description City Customer Name State Proj Location File Location: C:\Users\JUANMORENO\Documents\MECAwind\Default.wnd shown r. 15 _ 4 i �•' i i J 22 3 WAS a Iiia Roof" x.0 <=27 •• • • . . . . • 0900•0 Wind Pressure on Components and Cladding (Ch 30 Part•$•'• ' ...... Width of Pressure Coefficient Zone "a" = 4 ft ...•. •9 .••... . •• Description Width Span Area Zone Max Min Max P •.�9n•P 0 0 • ft ft ft^2 (;CP GCp psf 0 080f0 :9•••• ••0 9• 000000 TRUSS 2.00 8.50 24.1 2H 0.42 -2.20 6.00••=x'4:37 ' ' Win�aQid :... •• Khcc:Comp. & Clad. Table 6-3 Case 1 = 1.03 9••000 0*00 Qhcc: .00256*V^2*Khcc*Kht*Kd = 24.72 psf GENERAL SKETCH 5/26 0*00:0 * :009 :000:0 0 a:0 0 0 **Ooo 0 0 \ 00000 000 0 00 0 :::Oo* 00: :009:0 a*\0 :000 0 0 0 0 0 0 0 0*0 000000 00 00, DEAD LOAD = SELF WEIGHT & MEMBERS' LENGTH 6/26 u 9'0=1 IV L .50 ee 50 ee ��, • • • 0000•• 6'? • �••..• . • • • • • 0000•• • • 0000.• • ••• • • 0000• • 0000• • � 0000•• 0000•• 0000• • • • • 0000•• ec^f .•• ••••.• a: • • •• • 0000 • �j • Qe 5' l .p' WIND LOAD (+Y) 7/26 . . ss..a. . . . . ease.. ,. ... .e.e.. . .. . . ..... . ..... . . .seas* as ea... .00000 ... s..e., .. .... . . . . . ,. eee,e. WIND LOAD (-Y) 8/26 s• • •• • 0000 • • • • • 0000•• 0000•• � • • • 0000•• • •• • • 0000•• • • 0000•• ••• • • • 0000• •• • 0000• • • 0000•• 0000•• ••• 0000 0006•• •• 0000 0 6 6 • • • •• 0000•• • UNITY CHECK DESIGN ELEMENT 9/26 Vo 01a�ry o s o' .5 J `O� 0 •• s 043 • • • •••••• O O• O � � • 0 b' p O• �ry O' Design Group Results Design Group: Steel-Column-G09 per AISC ASD(2005) Designed As: Pipe 1.315 x 0.083, Material:\Steel\ASTM A992 Grade 50 Combined Check Member Result Offset Code Unity Details Name Case ft Ref. Check M301 0.6D+0.6W))+Y 0.00 H1-1b 0.50 OK Lb=0.500 ft Axial Check Member Result Offset Demand Fx Capacity Fx Code Unity Details Name Case ft Ib Ib Ref. Check M301 D+0.6W a+Y 0.50 73.30 9618.16 D2-1 0.01 OK Strong Flexure Check Member Result Offset Demand Mz Capacity Mz Code Unity Details Name Case ft Ib-ft Ib-ft Ref. Check M301 D+0.6W»+Y 0.50 5.43 314.80 178-1 0.02 OK Lbz=0.500 ft, Cb=1 Weak Flexure Check Member Result Offset Demand My Capacity My Code Unity Details Name Case ft Ib-ft Ib-ft Ref. Check M301 0.6D+0.6W a+Y 0.50 -152.81 314.80 F8-1 0.49 OK Lby=0.500 ft Strong Shear Check Member Result Offset Demand Vy Capacity Vy Code Unity Details Name Case ft Ib Ib Ref. Check M301 D+0.6W r+Y 0.50 113.64 2885.45 G6-1,2b+St.Venant 0.04 OK Weak Shear Check •• • • • '" •' Member Result Offset Demand ••• teVa.djeVi Code Unity Details Name Case ft *b : : •.• •• ••ib*Ref. Check M301 0.6D+0.6W»+Y 0.50 699.11 2885.45 G6-1,2b+StVenant 0.24 OK • • • • • • • • • •• CD • • • •• •• •• • • • ••• • • • ••• 0.91 + 1.OW(+Y) REACTIONS 11/26 I�Jb"o ql V6�-n • 41 V09-_ c� CU b90-= QI V61- 0 6� Q� 0.91D + 1.OW(+Y) REACTIONS 12/26 (members are not showed for clarity) a �o A CH 4s i- ol g • •• • •.•• • oh • • • *909 • • • �+ •••• ql 409- $ g Q ql 494-_ u ql 461-_ �O Q+ 1.2DL + 1.OWL+0.5Lr (-Y) REACTIONS 13/26 \ 9- FY FY=155 Ib FY=69.8 Ib O� t • s • of •••• • FY=161 Ib O� Q� VFYIb /FY 69.8 lb v P 10� D a �� o 1.21DL + 1.OWL+0.5Lr (-Y) REACTIONS (members are not showed for clarity) 14/26 -lop, to °� FY=155 Ib � FY=69.81b O� `V •• • 4 � • • • •••••• • to • • •••••• • •• to • •••••• •••••• • • ••••• ••••i• ' •••• •••••• to • •••• • • • • • • • •••• •••••• FY=161 Ib �1b �c FY=155 Ib FY=69.8 Ib cu- `,vim www.hilti.us Profis Anchor 2.6.2 Company: IENGINEER,PLLC. Page: 1 Spedfier. 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: 02/29/2016 E-Mail: juan@iengineerpllc.com Specifiers comments: 1 Input data Anchor type and diameter. Kwik Bolt 3-CS 3/8(2) Effective embedment depth: he,=2.000 in.,hrw,=2.313 in. L Material: Carbon Steel Evaluation Service Report: ESR-2302 Issued I Valid: 07/01/2015 12/01/2015 Proof: Design method RCI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: �x Ir x t=2.000 in.x 2.000 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: uncradked concrete,3000,f,'=3000 psi;h=8.000 in. •• . '*see :*see: Reinforcement: tension:condition A,shear:condition A;no supplemental splitting rein"merit present •• • • edge reinforcement:none or<No.4 bar ; • ; ' Seismic loads(cat.C,D,E,or F) no 090080 Geometry On.]&Loading pb,in.lb] •••••• • • •• ••- Wall anchor bolt •••• ••••- • . •••••• Z design detail B •"' ' ...... ...... .... ...... •• . •••• • • . • . . •••. •••••• •••• t C�1a i x Input data and results must be checked for agreement with the wdstlng conditions and for plaustbidtyt PROFIS Anchor(c)2003-2009 HUtI AG,FL-9494 Schaan Heti is a registered Trademark of HIM AG,Schaan www.hiM.us Profis Anchor 2.6.2 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: 02/29/2016 E-Mail: juan@iengineerplic.com 2 Load case/Resulting anchor forces Load case:Design loads Y Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1342 504 -7 -504 max.concrete compressive strain: 0.53 N] x max.concrete compressive stress: 2303[psi] resulting tension force in(x/y)=(0.000/0.000): 1342[Ib] resulting compression force in(x/y)=(0.0001-0.864):937[Ib] • Compression 3 Tension load • Load N.(Ib] Capacity [Ib] Utillntio%pN=Nt�On ;"Mus •.•••• Steel Strength* 1342 4770 •�y9•; .OK .' • Pullout Strength" N/A N/A MIA ••� ... *i9N/A •••••• Concrete Breakout Strength" 1342 2789 •••• ' bK "anchor having the highest loading '"anchor group(anchors in tension) .•��•• :••••. 3.1 Steel Strength • • • • • • N. =ESR value refer to ICC-ES ESR-2302 "'•" ":' • • Naw,a Nka ACI 318-08 Eq.(D-1) •••• ; "" '• Variables •••• n Ass,N[in.1 f„m[psi] 1 0.06 106000 Calculations N.[Ibj 6360 Results Nsa Pb] N.Ob] Nus Ob] 6360 0.750 4770 1342 Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Arkctror(c)2108-2109 HUti AG,FL-9494 Schsan HMM is a registered Trademark of HUM AG,Schean www.hiltl.us Profis Anchor 2.6.2 Company: IENGINEER,PLLC. Page: 3 Specifier. JUAN C.MORENO Project: Address: 8215 Lake Dr.#B502,Doral,FL 33166 Sub-Project I Pos.No.: Phone I Fax: 954 274 2429(786 545 7636 Date: 02/29/2016 E-Mail: juan@iengineerpllc.com _ 3.2 Concrete Breakout Strength Nab =(AA_)Wed,N Wc,N Ww,N Nb ACI 318-08 Eq.(D-4) Nd,i N1e ACI 318-08 Eq.(D-1) Aw see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) Awo =9 h.f ACI 318-08 Eq.(D-0) 1 W" = 1 2 l 51.0 ACI 318-08 Eq.(D-9) 3�J Wed.N=0.7+0.3( 51.0 ACI 318-08 Eq.(D-11) Ww,N =MAX(ca,-, 1.6h., /51.0 ACI 318-08 Eq.(D-13) Nb =kc X Vf:ht'16 ACI 318-08 Eq.(D-7) Variables her[in.] e.t.N[in.] ec2,N[in.] ce min fn•] Wc,N .. 2.000 0.000 0.000 4.000 1.000 • • ' •• • 0000 • • • • • 0000•• • • • • • ce.[in.] kc fc[Psi] 0 •. . . . ...... 3.875 24 1 3000 • • ' 000..0 • • • •• •• • 0000•• • • ••'••' Calculations 0000•• • • 0000• Aw[in•11 ANeo f n•21 Wect,N WecZN Wed,N W"k••••••• fi t ••i••• 36.00 36.00 1.000 1.000 1.000 1.000••••• 3718 • • • 0000•• Results 004:06 • • Ncb Ob) r�conerefe Neb[b1 Nue[lb] •00000 •••• ..••.• 3718 0.750 2789 1342 •• • '••• 0 0 • • •••• 000.0• 0000 kcptd dam ars resuft must be checked for agreement with are ann9 cordhons and for pla"bftl PROFIS Andwr(c)200&2009 Hlitl AG,FL-94&4 Sc haan Huff Is a registered Trademark of HN AG,Schaan www.hiltLus Profis Anchor 2.6.2 Company: IENGINEER,PLLC. Page: 4 Specifier. JUAN C.MORENO Project: Address: 8215 Lake Dr.#6502,Dora[,FL 33166 Sub-Project I Pos.No.: Phone I Fax: 954 274 24291 786 545 7636 Date: 02/2912016 E-Mail: juangengineerp[lc.com 4 Shear load Load V„a Pb] Capacity 4V„pb] Utilization =V1el+V• status Steel Strength* 504 2905 18 UK — Steel failure(with lever arm)* WA WA WA WA Pryout Strength*" 504 2603 20 OK Concrete edge failure in direction x** 504 2067 25 OK *anchor having the highest loading —anchor group(relevant anchors) 4.1 Steel Strength V. =ESR value refer to ICC-ES ESR-2302 0 Vsww Z V„• ACI 318-08 Eq.(D-2) Variables n A.v[in.1 fwa[psi] 1 0.06 106000 •• Calculations .00. • • .00. ••:•• •so 0 • Vss[ib] • :..... . • 4470 • • • • •••••• Results • Vsa Ob] Vss Ob] V„•Iib] ..•.. :..... ...... 4470 0.650 2905 504 """ ' ' : • •••• • ••••• 4.2 Pryout Strength "" ' :*so•: Vcp =kcp[(ANW Wed.N Wc.N Wcp,N Nb] ACI 318-08 Eq.(D-30) •••:•• •••• •••••• �Vcp a V1e ACI 318-08 Eq.(D-2) •so • • • AN, see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) • 4 0• 000* ANS =9 hef ACI 318-08 Eq.(D-6) "" 1 Wec,N= (71 +2—J9 1.0 ACI 318-08 Eq.(D-9) 3 Wed,N=0.7+0.3( ):5 1.0 ACI 318-08 Eq.(D-11) Wcp,N=MAX( ,1.c5�h f 51.0 ACI 318-08 Eq.(D-13) C&CNb =kc X h'-6 ACI 318-08 Eq.(D-7) Variables ka, hef M•] ec,N Fin.] ec2.N[in.] oe,mm[in.) 1 2.000 0.000 0.000 4.000 WaN c.[in.] kc f.[Ps7 1.000 3.875 24 1 3000 Calculations A4.M•2] pt4c0[in 2] We0,N Wea,N Wed.N Wcp,N Nb Ob] 36.00 36.00 1.000 1.000 1.000 1.000 3718 Results V,p(Ib] oewmete V,[ib] Vus[ib] 3718 0.700 2603 504 Input data and results must be checked for agreement with the existing conditions and for plausibithyl PROFIS Anchor(c)2003-2009 Hilts AG,FL-9494 Schaen HIM is a registered Trademark of Hilt AG,Schaen www.hilti.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: 02/29/2016 E-Mail: juan@iengineerplic.com 4.3 Concrete edge failure in direction x- VC!, -lAvAvc m/Wed,V Wev Wh,v Wpanutel,V Vb ACI 318-08 Eq.(D-21) Vcb a Vee ACI 318-08 Eq.(D-2) Avc see ACI 318-08,Part D.6.2.1,Fig.RD.6.2.1(b) Avco =4.5 c�t ACI 318-08 Eq.(D-23) 1 wec,V= r1+ 2e, s 1.0 ACI 318-08 Eq.(D-26) ` 3r., Wed,v=0.7+0,3\1 5csa)!5 1.0 ACI 318-08 Eq.(D-28) Wh V = hC;: t 1.0 ACI 318-08 Eq.(D-29) he I z Vb =(7\d)o �) cei ACI 318-08 Eq.(D-24) e Variables ca,[in.] ca2 fn.] eoy[in.] wav he fn•] .. .... 4.000 4.000 0.000 1.400 8.000 • • • •••••• • ..•••. Is(in.] de[in.] {c Ips? wyerauel,y :..:.: . • 2.000 1.000 0.375 3000 1.000 .. .. • •••••• Calculations • .... . ..... Av.[In•1 AV.[in•J Wecy Wed V Wh V Vb tib]'•'• • e •••.•• 60.00 72.00 1.000 0.900 1.000 262 •• ' Results """ "'• •••••• • ucb(Ib] oconcrete 0 Vb Pb] Vua Pb] •••• •••• '• 2756 0.750 2067 504 • • ••**0 • •••••• •••• 6 Combined tension and shear loads AN av Utilization gN,v P%1 Status 0.481 0.244 5/3 40 OK 6 Warnings • Load redistributions 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 plausibility[ • Condition A applies when supplementary reinforcement is used.The(V factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementt3ry 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 standardl Fastening meets the design criteria! Input data and results must be checked for agreement with the existing oondtknns and for plausibiIItyf PROMS Anchor(c)2003-2019 HBO AG,FL-9494 Schaan HOU to a registered Trademark of Hilts AG,Schaw www.hlttl.us Profis Anchor 2.6.2 Company: IENGINEER,PLLC. Page: 6 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: 02/29/2016 E-Mail: juan@iengineerpilc.com 7 Installation data Anchor plate,steel:- Anchor type and diameter.Kwik Bolt 3-CS 3/8(2) Profile:no profile Installation torque:240.000 in.lb Hole diameter in the fixture:dr=0.438 in. Hole diameter in the base material:0.375 in. Plate thickness(input):0.250 in. Hole depth in the base material:2.625 in. Recommended plate thickness:not calculated Minimum thickness of the base material:5.000 in. Cleaning:Manual cleaning of the drilled hole according to instructions for use is required. *y 1.000 1.000 • • • • 0000•• 0000• • • • • 0000•• 0000•• •o • • 0000•• • • 0000• 0000 • ♦0000 • r 0•••• 0000 • • s • 0000•• 000.8• • • • • 00.00• 0000 0040•0 •• • 000D on 0 0 0000 000000 • X O O O CC r 1.000 1.000 Coordinates Anchor in. Anchor x y c_x c.X cly c. 1 0.000 0.000 4.000 - 4.000 - Input data and results must be checked for agreement with the existing condtions and for plausib ftl PROMS Anchor(c)2003-2009 Hill AG,FL-9484 Schean HUN is a registered Trademark of Hilts AG,Schean www.hiit us Profis Anchor 2.6.3 Company: (ENGINEER,PLLC. Page: 1 Specifier: JUAN C.MORENO Project: Address: 8215 Lake Dr.#6502,Doral,FL 33166 Sub-Project I Pos.No.: Phone I Fax: 954 274 24291786 545 7636 Date: 2/29/2016 E-Mail: juan@iengineerpilc.com Specifiers comments: 1 Input data Anchor type and diameter. Kwik Bok 3-CS 318{2} Effective embedment depth: hef=2.000 in.,hmm=2.313 in. Material: Carbon Steel Evaluation Service Report: ESR-2302 Issued I Valid: 7/1/2015112/1/2015 Proof: Design method ACI 318/ACI 93 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: uncradced concrete,3000,f,'=3000 psi;h=8.000 in. .. Reinforcement: tension:condition A,shear:condition A;no supplemental splitting reinfw rnT t present• •• ••..s edge reinforcement:none or<No.4 bar ' ' ;..... ' ' Seismic loads(cat.C,D,E,or F) no ; . ; ' ' 0000;' 00.00. . • •• ••Geo "On. $Loading • • . .00• 0000• •• 0000•• • • 0000• Z • • 0 0000 • 0 0 0 •0000 • . 000• • • • • 0000•0 • :0066: • 400••9 9090 6090•• Wall anchor bolt 6000 ; 0099 •0 design detail C 0 • 4.66 00'•90 9*000 f v ':J�1 o A 1 n 7 �; J \\ 1 1 1 `\ s \ 1 \ 1 \ 1 I ♦ y \ X www.hilti.us Profis Anchor 2.6.3 Company: [ENGINEER,PLLC. Page: 2 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: 2/29/2016 E-Mail: juan@iengineerplic.com 2 Load case/Resulting anchor forces y Load case:Design loads Anchor reactions Pb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2621 194 12 A94 max.concrete compressive strain: 1.03[96] x max.concrete compressive stress: 4497[psi] resulting tension force in(x/y)=(0.000/0.000): 2621 pb] resulting compression force in(x/y)=(0.000/-0.864):1830 Via] 3 Tension load Load N10 Pb] Capacity#Na pb] Utilization 0-9 N„UNa •86 is i••••i Steel Strength" 2621 4770 95 • • .0& • • Pullout Strength` N/A N/A 4A • i ' NIA ""i' Concrete Breakout Strength* 2621 2789 $5••••• • OK •••0• •anchor having the highest loading *"angor group(anchors in tension) 00:00: ;"':' ••..• • 0 3.1 Steel strength •••'•• i••••• •"•' N�, =ESR value refer to ICC-ES ESR-2302 •'•••• N.a N. ACI 318-08 Eq.(D-1) •••••• 0 0 • 0.00•• 000• 0.0.00 Variables .00 •• • i••• •• A.,N[in.l f rta[psi] 0 0 •0 0•• •••0.0 0.06 106000 '"• Calculations N.8[Ib] 6360 Results Nea[Ibl 0 Nea Dbl N„a[Ibl 6360 .750 4770 2621 www.hiltj.us Profls Anchor 2.6.3 Company: (ENGINEER,PLLC. Page: 3 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: 2/29/2016 E-Mail: juan@iengineerplic.com 3.2 Concrete Breakout Strength Ncb -\�)Wed,N WCM Wcp,N Nb ACI 318-08 Eq.(D-4) ®Ncb 2 N1e ACI 318-08 Eq.(D-1) ANc see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANco =9 ACI 318-08 Eq.(D-6) 1 Weo.N = 1 2 s 1.0 ACI 318-08 Eq.(D-9) 3 h9, Wed.N=0.7+0.3(1 ).4 1.0 ACI 318-08 Eq.(D-11) Wcp,N =MAX( ,1'�., )s 1.0 ACI 318-08 Eq.(D-13) CacNb =kb X 4c h�-5 ACI 318-08 Eq.(D-7) Variables h,r[in.] ee,,N Cn•] ec2,N[in.] Ca.min fn.] Wc.N 2.000 0.000 0.000 4.000 1.000 3.875 24 1 3000 •••••• Calculations • ANc[in•J AN.0[In.J Wecl,N Wec2.N Wed,N WEA••• •�ryb[p; ••••• .00 36.00 1.000 1.000 1.000 1.OQQ•• • 3718 ••:•• Results • • •••••• _ Nib Pbl �eonerete Net,[lb] Nus[lb] •.••.• • . • 3718 .750 2789 2_6T1 •••i•• •••• •••••• • • •••• •••••• www.hiltims Profs Anchor 2.6.3 Company: (ENGINEER,PLLC. Page: 4 Specifier. JUAN C.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: 2/29/2016 E-Mail: juan@iengineerpllc.com 4 Shear load Load V.0161 Capacity+Vn pbl Utilization p=Vuj+Vn Status SteelStrength* 194 2905 7 QK Steel failure(with lever arm)* N/A N/A N/A NIA Pryout Strength*" 194 2603 8 OK Concrete edge failure in direction y-"* 194 2067 10 OK *anchor having the highest loading *"anchor group(relevant anchors) 4.1 Steel Strength V,w =ESR value refer to ICC-ES ESR-2302 �Vst"a V„a ACI 318-08 Eq.(D-2) Variables AS.,y Cn.1 fma[Is7 0.06 106000 Calculations •• • V.Ob] •• • •••• • 4470 • • • • • Results • • ' • ""'• V.Iib] V,n Vb] Vua Obl .. .. . ....:. 4470 0.650 2905 94 • ••.••• 4.2 Pryout Strength •""• i••••• ••••• VCP =k,[(ANC�)Wed,N WC.N Ww,N Nb, ACI 318-08 Eq.(D-30) •••••• • • �V-paV. ACI 318-08 Eq.(D-2) •••i•• ••�• ••••�• ANS see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) AN.0 =9 h! ACI 318-08 Eq.(D-0) • • •••.• •.••.• •••• WOC,N= 1 l s 1.0 ACI 318-08 Eq.(D-9) Iham/ WId,N=0.7+0.3(Ca.min)51.0 ACI 318-08 Eq.(D-11) W,,N=MAX( ,1Cac 4a�)s 1.0 ACI 318-08 Eq.(D-13) Nb =k�x f he'f-6 ACI 318-08 Eq.(D-7) Variables �P h.,On.] eCI,N M•] ec2.N[in.] ca,min On.] 1 2.000 0.000 0.0w 4.000 a,N cac M•] k. 1.000 3.875 24 1 3 0 Calculations j� AN.[n.1 ANCO Cin•J WeC7.N W.C2,N W.a,N WCP.N Nb Ob] 36.00 36.00 1.000 1.000 1.000 1.000 3718 Results V,p Vb] na.c. 0 Vw Ob] Vua[Ib] 371 0.7 2603 194 E=Z www.hiltims Profis Anchor 2.6.3 Company: IENGINEER,PLLC, Page: 5 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: 2/29/2016 a E-Mail: juan@iengineerplic.com i 4.3 Concrete edge failure in direction y- Ave1 V- -(A,. Wea,v Wc,v Wh.v WParanei,v Vb ACI 318-08 Eq.(D-21) m Vab t V„a ACI 318-08 Eq.(D-2) Avc see ACI 318-08,Part D.6.2.1,Fig.RD.6.2.1(b) Avm =4.5 c81 ACI 318-08 Eq.(D-23) 1 Woc,v= \1 51.0 ACI 318-08 Eq.(D-26) 3ce� Wed.V=0.7+0.3(1 2 /s 1.0 ACI 318-08 Eq.(D-28) Wh,v = 1.shca�21.0 ACI 318-08 Eq.(D-29) a l Vb =(7(da/oz�)�,1r c-1 ACI 318-08 Eq.(D-24) Variables cel fn.] ca2[in.] e v[in.) TC.V ha[in.] 4.000 4.000 O.UU0 1.400 8. •"• •• • 0000 • • • • • 0000•• le fin.] da[in.] fc[psi] ,,v •. 0 0 0 0.. 0 1.000 0.375 3 0000.• • • • .• •. • 0000•. Calculations ••i••i i"'i' ••••• •• • 0000• Av.[in.1 Avco[in.1 ec,v ed,v h,v V1,i1�'] ...•.. 60.00 72.00 1.000 .900 1.000 262,100 • • • • 0000•• Results 000090 9 • • Vcbpb] 0.0.00 ••:• 0000:. mea 0 Vw Iib] Vu,Ilbl 2756 0.750 2067 194 • 0• : •••• •• • • 0000 0000•. '0000' 6 Combined tension and shear loads PN pv C Utilization pN v[%] Status 0.940 0.094 1.000 87 OK ONv=(ON+pv)/1.2<=1 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 plausibility) • Condition A applies when supplementary reinforcement is used.The m 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! Fastening meets the design criteria! www.h[lt[.us Profis Anchor 2.6.3 Company: [ENGINEER,PLLC. Page: 6 Specifier JUAN C.MORENO Project: Address: 8215 Lake Dr.#13502,Doral,FL 33166 Sub-Project I Pos.No.: Phone I Fax: 954 274 2429 1 786 545 7636 Date: 2/29/2016 + E-Mail: juan@iengineerpllc.com 7 Installation data Anchor plate,steel:- Anchor type and diameter.Kwik Bolt 3-CS 3/8(2) Profile:no profile Installation torque:240.000 in.lb Hole diameter in the fixture:dr=0.438 in. Hole diameter in the base material:0.375 in. Plate thickness(input):0.250 in. Hole depth in the base material:2.625 in. Recommended plate thickness:not calculated Minimum thickness of the base material:5.000 in. Drilling method:Hammer drilled Cleaning:Manual cleaning of the drilled hole according to instructions for use is required. 7.1 Recommended accessory Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Torque wrench • Properly sized drill bit • Hammer Y 1.000 1.000 •••� 0000 i9.9•i 0000•• • • • 0000•• • 0000•• • • •• •• 0000•• 0000•• • 0000• 0000 0000• • • ••• • 0000 • • • 0000•• 009••0 • • • 0000•• •• •9.9•• o D • • • � • • 0000•• • x • P o 0 0 • 1.000 1.000 Coordinates Anchor in. Anchor x y c_„ c x c-V c.y 1 0.000 0.000 4.000 - 4.000 -