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ACT-14-387Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP- 210670 Permit Number: ACT -3 -14 -387 Scheduled Inspection Date: April 11, 2014 Permit Type: Awnings /Canopies/Tents Inspector: Rodriguez, Jorge Owner: STRAWDERMAN, KAREN Job Address: 260 NE 102 Street Miami Shores, FL Project: <NONE> Contractor: HOME OWNER comments FRONT DOOR AWNING BACK PORCH AWNING Passed Failed Correction ❑ Needed Re- Inspection ❑ Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspection Type: Final Work Classification: New Phone Number Parcel Number 1132060134730 INSPECTOR COMMENTS False Inspector Comments CREATED AS REINSPECTION FOR INSP- 208134. No permit on site April 10, 2014 For Inspections please call: (305)762 -4949 Page 20 of 31 It Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 PERMIT APPIfICATION k V-1 - V"D� Permit Type: BUILDING JOB ADDRESS: ?4? 0 A eF /d a :5/-- FBC 20 LD Permit No. Master Permit No�T ROOFING City: Miami Shores County. Miami Dade Zip: 3 3 / 3 Folio/Parcel #: Is the Building Historically Designated: Yes NO L1 Flood Zone: OWNER: Name (Fee Simple Titleholder):_ AZAA'i% -' 10 51—KI L�f, ZkVAPhbne #: 30 C C343 qq-/-) City: _ m / j4rn l � j4OXC5 State: 1� Tenant/Lessee Name: _ Phone #: Email: d��,_61gS7o 4arnC'9Sd A ®U ! CONTRACTOR: Company Name:u %J �i�� Phone #: Address: City: State: Zip: Qualifier Name: Phone #: State Certification or Registration #: Contact Phone #: Email Address: Certificate of Competency #: DESIGNER: Architect/Engineer: Phone #: Value of Work for this Permit: $ 3 000 • Square/Linear Footage of Work: Type of Work: ❑Addition OAlteration ONew ORepair/Replace ODemolition Description of Work: d5Z4UL 4201- ar4.�� 46� _ Color thru, tile: Submittal Fee $ Permit Fee $ CCF $ CO /CC $ Scanning Fee $ Radon Fee $ Notary $ Training/Education Fee $ Double Fee $ Structural Review $ DBPR $ Bond $ Technology Fee $ TOTAL FEE NOW DUE $ Bonding Company's Name (if applicable) Bonding Company's Address city State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State zip zip. 3 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 ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and 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 afier the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature �� Signature Owner or Agent The foregoing instrument was acknowledged before me this day of M�� , 20 /�, by who is personally known to me or who has produced 1)1,5 —J-7 0 .3-0 As identification and who did take an oath. NOTARY PUBLIC: Sign: rornna M F911dan0 690MG 011 M18 - - — Contractor The foregoing instrument was acknowledged before me this day of .20 _, by who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expires: APPROVED BY I✓j I �� Plans Examiner `� /G�� Zoning G' j 11 19 Structural Review Clerk (Revised 5 /2/2012XRevised 3/12/2012) )(Revised 06 /10 /2009)(Revised 3 /15 /09)(Revised 7/10/2007) 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 maysubject to serious financial risk. Infial —�� I 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 10. 1 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 : /ANm.myfloddaficense.romtdbpr /pro/cilbfindox.html initi al 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 the proposed construction activity at the following address: Initial 12. 1 agree to notify Miami Shores Village immediately of any additions, deletions, or changes to any of the information that I have provided on this disclosure. 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. Was acknowledged before me this day of /" , 20� By La AaI2 - Ivde,� who was personally known to me or who has Produced there License or 3i635- S�S5x, �3 ZJ as identification. OWNER �,. �% roots Public state of Florida • Joanna M Feliciano EY Comminalon FF 082753 1 ` _ EM*Wr" 01/12/2018 Miami Shores Village Building Department,, 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 OWNER BUILDER DISCLOSURE STATEMENT NAME: ��i�� °'°d DATE: ADDRESS: LJK Z O c)— 5f Do hereby petition the Village of Miami Shores to act as my own contractor pursuant to the laws of the State of Florida, KS 489.103(7). And I have read and understood the following disclosure statement, which entities me to work as my own contractor, I further understand thaf 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 sOpervise 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. I 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 1, 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. Initial. 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. Initial 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. ,4�1" Initial 5. 1 understand that as the owner - builder, I must provide direct, onsite supervision of the construction. Initial I 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 ®`/15 V z� REGIS�n ISSUED BY � o@ eni +p � APEr " "eA7izoly TRI VANTAGE LLC Date Work Performed v a CONCER1i1:N0. � , 1831 NORTH PARK AVENUE GLEN RAVEN, NC 27217 -1100 4/23/2012 �, •,.. �p Q, < F -069`0 This is to certifv that the materials described below have been flame- retardant treated (or.-are inherently nonflammable). AWNINGS BY ALEJANDRA CORE 7340 NW 114 AVE. `I FOR DORAL FL 3 178 l Certincation is hereby made that: (Checx "a" or.;rn" ) (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 that the application of said chemical was done in conformance with the law of the State of California and the Rules and Regulations of the State Fire Marshal. Name of chemical used Method of application Chem. Reg. No ® (b) The articles described at the bottom hereof 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 REINFRCD VINYL Reg. No. F -06901 The Flame- Retardant Process Used WILL NOT Be Removed By Washing TRI VANTAGE, LLC aw&% t umo.' Name ofProductionotperinteident Customer Order# ALEJANDRA Invoice Number 40270822 Item Number 857225 Description Quantity GRFLMTV WEBLON CP2725 -62 55.000 YD STEPHANIE MUMMERT, Q C MANAGER Title Control /Lot # uontrolllLot 47821GO547 48665AI185 48665A1356 (AJ�l°,b' 1 SITE ADDRESS: 260 N.E. 102nd Street, Miami Shores, Florida 33138 LOT 6 Brvcrs N.E. 102n (50' TOTAL F F.I.P. 12" F.I.P. 12" BLOCK CORNER F.I.P. 12- 21k'l —• 90,a 20233 R 00, 50.00' ' 15' ALLEY " V ASPHALT PAVEMENT LT 4 BcoXes W W =1 Mw iW Z SCALE: 1" = 20' =CONCREIE » -GONG. BLOCKWALL B.C. -UUDOK NER PROPERTYLINE U.E- UTIUTYEASEENr A.E- ANCHOREASEMMr WOOD OEIX -CENTERLINE ME- DRAINAGEEASEMENr COV ER®AREA - MONUMWUNE ENCR. ENCROACHEMENT .ASPHALT CALC.- CALCULATED F.F. ELEV. - FINISHEDRDOR -H -ice. CHAIN LINK FENCE(CLF) M.- FIELD MEASURED ELEVATION WOOD FENCE(WF) P. - PERPIAT RT.S.- NOTTOSCALE OG- EODSTNO ELEVAIIXN TYP. - TYPICAL P.B. - PLATBODK L - ARC DISTANCE P.RM.- PERMANENT O.RB.- OFFICALRC-CORD -LENGHT REFERENCE MONUMENT BOOK I- CENTR AL ANGLEIDELTA P. C.P. - PERMANEMOONTROL M.K. MAN HOLE L. RADIUS POINT C.S.S. - CONCRETE BLOCK '.TANGENT FD. NAIL. FOUNDMAIL STRUCTURE I.T. - POINT OFTANGEMN FO D1H- FOUNDDRILLHDLE SIDO. BLELDNG �C.. POINT OF CIMATURF FD. 1W I.P. - FOUNDIIDN PIPE O.H.L- OVERHEADUMITY Q.C.C.- POINTOFOOMPOUXD 1?DIAMETER LINES CURVE OM.- CONCRETE MONUMENT TEL- TELEPHONE FACUREB .RC. . POINT OF REVERSE CURVE FD.LFL FOUNDIRDNREBAR CB.. CATCH BASIN ;H - CHDRD FD. P.RNAIL -FOUND CATV- CABLE U7UFYBDX .M1. BRIG.- CHORDBEARWG PARKER4MONNAR WAM -WATER METER LM.- BENCHMARK P.S.M. - PROFESSIONAL R7W- RIGHTOFWAY LP- BEARING REFERENCE SURVEYORANDMAPPFR ELEV.- ELEVATION .O. C.- POINT OFODAWEHCEMENT AIC- AIR CONDITIONER PAD SEC. - SECTION Q.O.B. - POINTOFBEfINNING TX. TRANSFORMER .- TOWNSHIP f. B.M.. TEMPORARY BENCH MARK P.P.- POWERPOLE RG. -RANGE �.O.&. MINT �GPNW'a r "u- T"u"noew"sNnR Ue_ D.M.E- DRAINAGE& MAINTENANCE EASEMENT SWK- SIDEWALK I HEREBY CERTIFY THAT THIS SKETCH OF SURVEY OF THE HEREON DESCRIBED PROPERTY IS A TRUE AND CORRECT REPRESENTATION OF A SURVEY MADE UNDER MY DIRECTION AND SAID SURVEY MEETS THE MINIMUM TECHNICAL STANDARDS AS SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5,1-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027 FLORIDA STATUTES AND IS ACCURATE AND CORRECT TO THE BEST OF MY Kt4OWLEDGE AND BELIEF. s� FIELDWORK DATE: I COMPLETION DATE: & MAPP15R No. 2804 Flood Insurance Rate Map (FIRM) Information: Community Number. 120652 Panel Number. 0302 Suffix: L Panel Revised Date: 09/11/2009 Flood Zone: X Certffied to: Karen P. Strawderman BELLO & BELLO LAND SURVEYING CORPORATION LB No. 7262 12230 S.W. 131 Avenue, Sufte 201 Miami, Florida 33186 PH: (305) 251 -9606 Fax (305) 251 -6057 kbello@bellolandsurveying.com PROJECT No. 12555 1. LEGAL DESCRIPTION PROVIDED BY OTHERS. 2. THIS SURVEY DOES NOT DETERMINE OR IMPLY PROPERTY OWNERSHIP. 3. THE LANDS SHOWN HEREIN ARE SUBJECT TO RESTRICTIONS OF PLAT OF RECORD, THERE MAYBEADDITIONAL RESTRICTIONS THAT MAY BE FOUND IN THE PUBLIC RECORDS OF THIS COUNTY. 4. BOUNDARY DISTANCES AND DIRECTIONS ARE PLATTED AND MEASURED UNLESS OTHERWISE SHOWN. 5. ELEVATIONS, IF SHOWN, ARE REFERRED TO N.G.V.D. I9M. 6. UNDERGROUND IMPROVEMENTS AND UTILITIES ARE NOT LOCATED ON THIS SURVEY MAP. 7, FENCE OWNERSHIP NOT DETERMINED, APPARENT ,, a r CLEARANCES AND /OR ENCROACHMENTS ARE NOTED BY I v.�d ,;�� T � �r VISUAL MEANS ONLY. 8. NO IDENTIFICATION CAPS FOUND ON PROPERTY CORNERS, 1. Shores \ UNLESS OTHERWISE NOTED. - - -- 9. THE SCALE, AS SHOWN IS THE INTENDED PLATTING SCALE OF APPR0VEO By D, °, -r THIS MAP. 10. THIS SURVEY IS EXCLUSIVELY FOR THE USEOFTHE PARTIES ?OPTING DE F' / i��i TO WHOM IT IS CERTIFIED. ME 11. THIS SURVEY MAP AND THE COPIES THEREOF, E NOTVALJD THE SIGNATURE AND RAISED SEAL OFAFLORIDA l LICENSED SURVEYOR AND MAPPER BLDG DEPT —?a `� Legal Description: G SUBJECT Lot 5, Block 35, AN AMENDED PLAT OF MIAMI )'o ccr, DIVAN E wi nH A_I Eu SHORES SECTION No. 1, according to the map STATE ANo Cr U4 Y rqt L -5 Ar; I::c u L_A -� I , < thereof, as recorded in Plat Book 10, Page 70 of the Public Records of Miami -Dade County, Florida. I HEREBY CERTIFY THAT THIS SKETCH OF SURVEY OF THE HEREON DESCRIBED PROPERTY IS A TRUE AND CORRECT REPRESENTATION OF A SURVEY MADE UNDER MY DIRECTION AND SAID SURVEY MEETS THE MINIMUM TECHNICAL STANDARDS AS SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5,1-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027 FLORIDA STATUTES AND IS ACCURATE AND CORRECT TO THE BEST OF MY Kt4OWLEDGE AND BELIEF. s� FIELDWORK DATE: I COMPLETION DATE: & MAPP15R No. 2804 Flood Insurance Rate Map (FIRM) Information: Community Number. 120652 Panel Number. 0302 Suffix: L Panel Revised Date: 09/11/2009 Flood Zone: X Certffied to: Karen P. Strawderman BELLO & BELLO LAND SURVEYING CORPORATION LB No. 7262 12230 S.W. 131 Avenue, Sufte 201 Miami, Florida 33186 PH: (305) 251 -9606 Fax (305) 251 -6057 kbello@bellolandsurveying.com PROJECT No. 12555 THE CANVAS AND OR FABRIC MUST BE DESIGNED TO BE READILY AND COMPS ETELY REMOVED DURING PERIODS OF HIGH WIND VELOCITY. REMOVABLE CANVAS OR FABRIC MUST BE COMPLETELY REMOVED WHEN WIND SPEED APPROACH AND /OR EXCEED TO 75 MPH (34M/S) AND/OR AS DESIGNATED BY U.S. WEATHER BUREAU AS BEING A HURRICANE WARNING OR ALERT. A HIGH WIND VELOCITY WARNING MUST BE POSTED WITH LEGIBLE AND READILY VISIBLE SIGN OR DECAL INSTRUCTIONS TO THE OWNER OR TENANT TO REMOVE COMPLETELY THE CANVAS OR FABRIC DURING SUCH PERIODS OR TIME. THE CANVAS OR FABRIC USED FOR AWNINGS OR FABRIC - COVERED FRAMES SHALL BE FLAME RESISTANT IN ACCORDANCE WITH NFPA 701. TYPICAL WELDING CONNECTION DETAIL "x SCALE: N.T.S. ALL MAIN MEMBERS MUST BE STEEL ASTM A992 GRADE 50 TUBE 1.315 O.D. X 14GA (GALVANIZED GATORSHIELD) "B" "B" "B" "B" SEE DETAIL "A" ISOMETRIC tL � MIN LINE WEIGHT ALL COLUMNS MUST BE STEEL ASTM AM GRADE 50 TUBE 2 -11Y X 2 -V2' X 14 GA (GALVANIZED GATORSHIELD) ALL MAIN MEMBERS MUST BE STEEL ASTM A992 GRADE 50 TUBE 1.315 O.D. X 14GA (GALVANIZED GATORSHIELD) N -OMM UMMM TO STEEL AVMW .-V&MOW OR %ftLV=„W AMCAUMATMM TMS OOOIMW M Tim PROPERTY 0F E4if8tJEERAtO) SHALL HOTS R�R�JCED Pl VMOLEORPARTY&MOUTMnffi CO M9ff OFTHEem"wymmumao . 0) $ U. V L c C J � � W AL �m 0- L g N Cry (D aio`ely3 N � Y Nam 8 to �W w °_ IL r� V _Z a. O m Z Z Q J LL. E W 'O C O P I J Z O BATE 02- 19.2014 As sHOVM J.M. J.M. SD-1-1 SPIFFY 1 OF 4 THE CANVAS AND OR FABRIC MUST BE DESIGNED TO BE READILY AND COMPS .ETELY REMOVED DURING PERIODS OF HIGH WIND VELOCITY. oz -leama ALL MAIN MEMBERS MUST BE REMOVABLE CANVAS OR FABRIC MUST BE COMPLETELY REMOVED STEEL ASTM A992 GRADE 50 WHEN WIND SPEED APPROACH AND /OR EXCEED TO 75 MPH (34WS) TUBE 1.315 O.D. X 14GA AND /OR AS DESIGNATED BY U.S. WEATHER BUREAU AS BEING A (GALVANIZED GATORSHIELD) HURRICANE WARNING OR ALERT. A HIGH WIND VELOCITY WARNING MUST BE POSTED WITH LEGIBLE AND READILY VISIBLE SIGN OR DECAL INSTRUCTIONS TO THE OWNER OR TENANT TO REMOVE COMPLETELY THE CANVAS OR FABRIC DURING SUCH PERIODS OR TIME. THE CANVAS OR FABRIC USED FOR AWNINGS OR FABRIC - COVERED FRAMES SHALL BE FLAME RESISTANT IN ACCORDANCE WITH NFPA 701. "G." TYPICAL WELDING CONNECTION DETAIL "A" SCALE: N.T.S. "D" SEE DETAIL "A" ALL COLUMNS MUST BE STEEL ASTM A992 GRADE 50 TUBE 2 -11T X 2-10X 14 GA (GALVANIZED GATORSHIELD ISOMETRIC LINE WEIGHT ALL COLUMNS MUST BE .� STEEL ASTM AM GRADE 50 TUBE 2 -1/2° X 21/2' X 14 GA (GALVANIZED GATORSHIELD) ALL MAIN MEMBERS MUST BE STEEL ASTM A992 GRADE 50 TUBE 1315 O.D. X 14GA (GALVANIZED GATORSHIELD) "E" EXIST. CONCRETE SLAB ■ ■ ■ ■- 03 . �88 J W r JL = @) �8in -a3:W uj a ?I -j LL N .v -► O \ Qh c MIN /�� y` Cl N O V1 V Z Z Q r t C. Momm oz -leama as sHOwN J.M. J.M. . 0 - MAW%W � �� o . S D -2 ODCIAIENT IB'"e P R�EHIY � YlgLE� PARfN9"10UT WPoTIENCOPd4HWT THE 6 SHM 2 OF 4 STRUCTURAL NOTES GENERAL NOTES: ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING WITH THE AFFECTED PART OF THE WORK. THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTION. DESIGN WIND LOADS: THE STRUCTURAL FRAMING WAS DESIGNED USING F.B.C. 2010 AND THE FOLLOWING SUPERIMPOSED LOADS. DESIGN WIND LOADS WERE DETERMINED IN ACCORDANCE WITH F.B.0 2010 AND ASCE 7 -10. WIND VELOCITY : 105 MPH EXPOSURE CATEGORY : C GCPI : + / -0.00 KD :0.85 IMPORTANCE FACTOR :1.00 STRUCTURAL STEEL: THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION, RISC -ASD, 13TH EDITION, 2005. ALL ANGLES AND PLATES SHALL BE ASTM A36, FY =36KSI OR APPROVAL EQUAL U.N.O. ALL TUBES TO BE OUTSIDE DIAMETER, GALVANIZED GATORSHIELD, STEEL FY- ,WKSI. OR APPROVAL EQUAL, U.N.O. ALL HOLLOW STRUCTURAL TUBE "HSS" TO BE STEEL ASTM A500 GRADE B, FY= 46KSI, OR APPROVAL EQUAL, U.N.O. ALL ANCHOR BOLTS SHALL BE KWIK BOLT III BY HILTI U.N.O., WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -OF- THE -NUT METHOD. WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS USING THE MOST RECENT AWS APPROVED TECHNIQUES. SHIELDED METAL ARC WELDING (SMAW) SHALL USE E70XX LOW-HYDROGEN ELECTRODES. ALL STEEL SHALL RECEIVE SHOP AND FIELD TOUCH -UP COATS OF PAINT IN ACCORDANCE WITH SSPC SPECIFICATIONS. EXISTING EXISTING 5/8" STUCCO 3/16 CONCRETE WALL 3/16 LINE OF FINISH WALL 4" MIN ' EDGE DIST / 3/16 w �. 1 w 4" IN _ EDGE DIST STEEL ANGLE ASTM A36 ~` L2X2X1 /4X20LG W/ (1) KWIK BOLT-3 BY HILTI LINE OF 3" MIN. 318" 0 X 3" MIN. EMBED. FINISH WALL INTO CONCRETE (f'o =3,000 p -s.l.) SIDE VIEW FRONT VIEW !� �� DETAIL B SCALE: N.T.S. 6" MIN EXISTING EXISTING 5/8" STUCCO CONCRETE WALL . •- -- - ...._....... . n1_16" . pm r 3/16 2 STEEL ANGLE ASTM AN L2X2X1 /4X6LG W/ (2)KWIK BOLT-3 BY HILT 1 /2" 0 X 4" MIN. EMBED. INTO CONCRETE (f c= 3,000p.s.i.) DETAIL "C" SCALE: N.T.S. FRONT VIEW IN DIST wm -0E$IOM LOOTED TO sTEEL ANA$NO -ANN CORRE "M, =NAMC% Wn oUr OR $flC14MM LLM6OMM ONAMM AND CALC"TMM. cOPNPoONTmAoner. THIS OOCIm Ew "THE PROPERIV OF 0mNEENAL %"LNOT =NEPRODII m "MBEONPANTWeTNOOTv uTTENco?mw OF THE CEKrWYYM ENOPIML III, ■ P E E •�, Io _I a cm New (L cl) (D Z o' O c/) ' V Z z Q ��i M J LL E 0 W z cc N C. Wem (OAME19-20if J.M. I@ UNAWINU RU. J.M v SD -3 SHEET 3 OF 4 n V EXISTING STUCCO 511 LINE OF FINISH WALL I EXISTING SIDE VIEW STEEL PLATE A: 6X6X1/ W/ (4) KWIK BOLT 0 X 3" MIN. EMBED. INTO CONCRETE (F'c=3,0W;%I MIN) DETAIL "D" SCALE: N.T.S. FRONT VIEW STEEL COLUMN ISOMETRIC 04 STEEL ASTM A36 PL6X6X1 /4 4) KWIK BOLT -3 BY HILTI 3 /8NO X 30 MIN. EMB. INTO CONCRETE 3" V i STEEL COLUMN I I I I I I I I I I I .L PLATE i i P3—/16 I I d MI . o ° d 4" MIN SIDE VIEW IGE DIST� ,- 1 p p 4" MIN n- EDGE �IST DETAIL "E„ TOP VIEW SCALE: N.T.S. rn 124 r!��8 9 s 0. N N v,o�m'. CYNga A �A � �Q) u� a a rVA/ V Z 0 Y. 0 i 0 t 0 Z Z a r' M M J U. E g a 9 0 w Z 0 N VAUD ONLY, IMTH FWSE VAUD R [t) PERMR /0 a Morerw P.E. #M 02 -19 -2014 AS SHOWN J.M. NOTE: -0E8U8J LSAIT ®TO STEEIANNMO ` E�T d7 83CKdN.4 NRIIRND TNESE DRAKWtt,18 AND C/UAUtATN71U1. MSDOCUMENTIS TPROPE op SD-4 ' RANDSRAU.tWTBEREPROCO IN MOM OR PART"7OT NTEN CONSENT OPTNECERISlYONi ENGINEEK .SHEET 4 QF 4 m !Engineer, PLLC. Consulting Engineers. 8216 Lake Dr. #13502, Doral, FL 33166 Phone (954) 274 -2429; Fax (786) 545 -7636 Web site: www.ien ig neerl2llc.com; E -mail: juan@ienaineerpllc.com PAGE '/52 COVER SHEET DATE: February 19, 2014 PROJECT: AWNING 4'-4" W X 2' -6" P AWNING 16' -0" W X 11'-4" P ADDRESS: 260 NE 102nd St, Miami, FL 33138 CLIENT: This computation book contains manual and computerized structural calculations, certain printed manufacturer's data and Computation pages are numbered 1 thru 52. 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 52. !Engineer PLLC, #29!19 Juan C. Moreno, F.L Reg. P E # 69818 VALID ONLY FOR ONE (1) PERMIT ONLY. VALID ONLY WITH RAISED PE SEAL. -ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK -ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. !Engineer, PLLC. Consulting Engineers. 8215 Lake Dr. #13502, Doral, FL 33166 Phone (954) 274 -2429; Fax (786) 545 -7636 Web site: www.iengineerpllc.com; E -mail: ivan @ienaineerplic.com PAGE li /52 INDEX DESCRIPTION PAGE Wind Loads Calculations. 1 General Sketch 9 Frame with Length and dead load (self weight) 11 Wind Loads 13 Unity check design 17 Members' design 19 Columns' design 20 Load reactions 21 Wall uplift calculations 23 Slab uplift calculations 24 Wall anchor bolt design detail "b" 29 Wall anchor bolt design detail "c" 35 Wall anchor bolt design detail "d" 41 Base plate anchor bolt design detail ` °e" 47 s !Engineer, PLLC. Consulting Engineers. 8215 Lake Dr. #13502, Doral, FL 33166 Phone (954) 274 -2429; Fax (786) 545 -7636 Web site: www.len ineerglic.com; E -mail: ivan@ienaineerplic.com 1452 Y, MECAWind Version 2.1.0.6 per ASCE 7,-10 Developed by MECA Enterprises, Inc. Copyright 2014 www.mecaenterprises.com Date 2/19/2014 Project No. Company Name Designed By Address Description City Customer Name State Proj Location File Location: C: \Documents and Settings \JOAN M\ Desktop \MECAWind \awning monoslope enclosed LRFD.wnd Directional Procedure All Heights Building (Ch 27 Part 1) All pressures shown are based upon STRENGTH Design, with a Load Factor of 1 Basic Wind Speed(V) = 105.00 mph Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 " Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Slope of Roof = 6.93 : 12 Slope of Roof(Theta) - 30.00 Deg Ht: Mean Roof Ht = 8.75 ft Type of Roof = Monoslope RHt: Ridge Ht - 10.00 ft Eht: Eave Height = 7.50 ft OH: Roof Overhang at Eave= .00 ft Roof Area - 12.00 ft,", 2 Bldg Length Along Ridge = 2.50 ft Bldg Width Across Ridge= 4.33 ft Gust Factor Category I Rigid Structures - simplified Method Gustl: For Rigid Structures (Nat. Freq. >1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6 *Ht = 15.00 ft lzm: Cc *(33 /Zm) ^0.167 = 0.23 Lzm: 1 *(Zm /33) ^Epsilon = 427.06 ft Q: (1 /(1 +0.63 *((B +Ht) /Lzm) ^0.63)) ^0.5 = 0.97 Gust2: 0. 925*(( 1+ 1.7 *lzm *3.4 *Q) /(1 +1.7 *3.4 *lzm)) = 0.91 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11 -1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/ -0.18 Figure 27.4 -1 External Pressure Coefficients Cp - ?goads on Main Wind-Force Resisting Systems 4 Li 2: r) B Kh: 2.01 *(Ht /Zg) ^(2 /Alpha) Kht: Topographic Factor (Figure 6 -4) Qh: .00256 *(V) ^2 *I *Kh *Kht *Kd Cpww: Windward Wall Cp(Ref Fig 6 -6) Roof Area Reduction Factor based on Roof Area J 0.85 1.00 20.37 psf = 0.80 12.00 ft ^2 = 1.00 MWFRS -Wall Pressures for Wind Normal to 2.5 ft wall (Normal to Ridge) Wall CP Pressure Pressure +GCpi (psf) -GCPi (psf) -- -- ---- - - - - - -- - - - - -- ----- - -- - -- -- --- - -- - -- Leeward Wall -0.35 -9.79 -2.46 Side Walls -0.70 -15.78 -8.45 Wall Elev Kz Kzt qz Press Press Total ft Pef +GCpi -GCPi + / -GCPi ---------- ---- -- - - - - -- -- - -- - - - -- - - - -- -- - -- -- -- - - ----- --- - - - - -- Windward 10.00 0.85 1.00 20.37 10.18 17.51 19.97 Note: 1) Total = Leeward GCPi + Windward GCPi Roof Location CP +GCPi(psf) - GCpi(psf) ---------------- - - - - - -- - - - - - -- -- -- - - - - -- ---- - -- - -- Windward - Min Cp -0.30 -8.86 -1.53 Windward - Max Cp 0.20 -0.20 7.13 Leeward Perp to Ridge -0.60 -14.05 -6.72 Overhang Top (Windward) -0.30 -5.19 -5.19 ` Overhang Top (Leeward) -0.60 -10.39 -10.39 Overhang (Windward only) 0.80 13.85 13.85 MWFRS -Wall Pressures for Wind Normal to 4.33 ft wall (Along Ridge) Wall CP Pressure Pressure +GCPi (psf) -GCPi (psf) --------- - - - - -- - - - - -- --- -- - - - --- --- -- - - - --- Leeward Wall -0.50 -12.32 -4.99 2/52 3 3/52 Side Walls -0.70 -15.78 -8.45 Nall Elev ICs Kzt qz Press Press Total ft psf +GCpi -GCpi + / -GCpi ----- --- -------- - - -- -- - ---- - -- -- - - -- - -- --- - - -- - - - - - -- -- -- -- - -- Windward 10.00 0.85 1.00 20.37 10.18 17.51 22.50 Note: 1) Total = Leeward GCPi + Windward GCPi Roof - Dist from Windward Edge Cp Pressure Pressure +GCpi(psf) - GCpi(psf) ------ --- --------- ------ - - -- - -- - - -- -- --- - - - - - -- - --- - ----- 0.0 ft to 2.5 ft -1.30 -26.17 -18.84 J MECAWind Version 2.1.0.6 ASCE 7 -10 Developed by MECA Enterprises, Inc. Copyright 2014 www.meceenterprises.com Date 2/19/2014 Project No. Company Name Designed By Address Description City Customer Name State Proj Location File Location: C: \Documents and Settings \JOAN M \Desktop \MECANind \awning monoslope enclosed LRFD.wnd E KIM a ta 1 1 i 1 , 1 , 1 , 1 a 1 , 1 , 4a 3 r ------------- � 1a Monoslove Roof 10 < 0 <-- 30 Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon STRENGTH Design, with a Load Factor of 1 AWN I NG 4'-4" W X 21-6" P 4/52 Width of Pressure Coefficient Zone "a" = 3 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft ^2 GCp GCp psf psf --------------------------------------------------------- - - - - -- - -- - - -- rafter 1.70 2.17 3.7 1 0.40 -1.30 16.00 -30.14 rafter 1.70 2.17 3.7 2 0.40 -1.60 16.00 -36.25 rafter 1.70 2.17 3.7 4 1.00 -1.10 24.03 -26.07 rafter 1.70 2.17 3.7 5 1.00 -1.40 24.03 -32.18 Wind load AWN I NG 4'-4" W X 21-6" P 4/52 5/52 MECAWind Version 2.1.0.6 per ASCE 7 -10 Developed by MECA Enterprises, Inc. Copyright 2014 www.mecaenterprises.com Date 2/19/2014 Project No. Company Name Designed By Address Description City Customer Name state Proj Location File Location: C: \Documents and Settings \JUAN M\ Desktop \MECANind \awning monoslope enclosed LRFD.wnd Directional Procedure All Heights Building (Ch 27 Part 1) All pressures shown are based upon STRENGTH Design, with a Load Factor of 1 Basic Wind Speed(V) = 105.00 mph Structural Category = II Exposure Category = C Natural Frequency - N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 ' Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Slope of Roof = 2.12 : 12 Slope of Roof(Theta) = 10.01 Deg Ht: Mean Roof Ht = 10.50 ft Type of Roof = Monoslope RHt: Ridge Ht = 11.50 ft Eht: Eave Height = 9.50 ft OH: Roof Overhang at Eave= .00 ft Roof Area = 184.00 ft^ 2 Bldg Length Along Ridge = 16.00 ft Bldg Width Across Ridge= 11.33 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq. >1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6 *Ht = 15.00 ft lzm: Cc *(33 /Zm) ^0.167 = 0.23 Lzm: l *(Zm /33) ^Epsilon = 427.06 ft Q: (1 /(1 +0.63 *((B +Ht) /Lzm) ^0.63)) ^0.5 = 0.95 Gust2: 0. 925*(( 1+ 1.7 *lzm *3.4 *Q) /(1 +1.7 *3.4 *lzm)) - 0.90 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11 -1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/ -0.18 Figure 27.4 -1 External Pressure Coefficients Cp - Loads on Main Wind -Force Resisting Systems N i Le N Kh: 2.01 *(Ht /Zg) ^(2 /Alpha) Kht: Topographic Factor (Figure 6 -4) Qh: .00256 *(V) ^2 *I *Kh *Kht *Kd Cpww: Windward Wall Cp(Ref Fig 6 -6) Roof Area Reduction Factor based on Roof Area us = 0.85 1.00 20.37 psf 0.80 184.00 ft ^2 0.94 MWFRS -Wall Pressures for Wind Normal to 16 ft wall (Normal to Ridge) Mall Cp Pressure Pressure +GCpi (psf) -GCPi (psf) ----- -- --- - - - -- -- -- -- --- -- - - - --- ----- - - - - -- Leeward Wall -0.50 -12.32 -4.99 Side Walls -0.70 -15.78 -8.45 Wall Elev Rz Rzt qz Press Press Total ft psf +GCpi -GCPi. + / -GCpi ---- --- --- - - - - -- -- - - -- - -- -- - - --- - - - - - -- - - - - - -- - - - - - -- --- ------ Windward 11.50 0.85 1.00 20.37 10.18 17.51 22.50 Note: 1) Total = Leeward GCPi + Windward GCPi Roof Location Cp +GCpi(ps£) - GCpi(psf) ----- ------------ - - - - -- - - - - - -- --- - - - - --- ---- -- - --- Windward - Min Cp -1.24 -25.13 -17.80 Windward - Max Cp -0.18 -6.78 0.55 Leeward Perp to Ridge -0.67 -15.26 -7.93 Overhang Top (Windward) -1.24 -21.46 -21.46 ` Overhang Top (Leeward) -0.67 -11.60 -11.60 Overhang (Windward only) 0.80 13.85 13.85 MWFRS -Wall Pressures for Wind Normal to 11.33 ft wall (Along Ridge) Wall Cp Pressure Pressure +GCpi (psf) -GCPi. (psf) -------- -- - - - -- -- - - -- ---- - - - - - -- ----- - - - - -- Leeward Wall -0.42 -10.89 -3.56 6/52 1P Side Walls -0.70 -15.78 -8.45 Wall 81ev Kz Kzt qz Press Press Total ft psf +GCpi -GCpi + / -GCpi ------ -- --- -- --- - -- - -- - - --- - - - -- - -- - - -- - - - - - -- - - --- -- - -- -- - --- Windward 11.50 0.85 1.00 20.37 10.18 17.51 21.08 Note: 1) Total = Leeward GCPi + Windward GCPi Roof - Dist from Windward Edge Cp Pressure Pressure +GCpi(psf) - GCpi(psf) --------------------------- - - - - -- - - - - -- ---- - - - - -- -- -- - -- - -- 0.0 ft to 5.3 ft -1.00 -21.01 -13.68 5.3 ft to 10.5 ft -0.84 -18.16 -10.83 10.5 ft to 16.0 ft -0.56 -13.40 -6.07 N MECAWind Version 2.1.0.6 ASCE 7 -10 Developed by .MECA Enterprises, Inc. Copyright 2014 www.mecaenterprises.com Date : 2/19/2014 Project No. Company Name : Designed By Address Description City Customer Name : State Proj Location : File Location: C: \Documents and Settings \JUAN M \Desktop \MECANind \awning monoslope enclosed LRFD.wnd M TLi- ..------ - - - -"I 1 � I t I � I I i I v, 1 1,2 a► 1 , 1 4a 3 ----- - - - - -- A Monosiope Roof 10 < 0 <= 34 Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon STRENGTH Design, with a Load Factor of 1 Width of Pressure Coefficient Zone "a" = 3 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft ^2 GCp GCp OF ----------------------------------------------------- rafter 4.00 11.33 45.3 1 0.33 - - - - --116.00 -1.17 ------- - - - - -- 16.00 -27.47 rafter 4.00 11.33 45.3 2 0.33 -1.34 -30.90 Wind load AWNING 16' -0" W X 11'-4" P 8/62 GENERAL SKETCH 9152 GENERAL SKETCH 10152 DEAD LOAD = SELF WEIGHT & MEMBERS' LENGTH 11552 DEAD LOAD = SELF WEIGHT & MEMBERS' LENGTH 12/52 WIND LOAD (+Y) 13/,52 WIND LOAD ( +1) 14/52 WIND LOAD ( -Y) 15 /,52 " , WIND LOAD ( -Y) 16152 UNITY CHECK DESIGN ELEMENT 171.52 ,. 1 ,UNITY CHECK DESIGN ELEMENT 18/52 Design Group Results Design Group: Steel-Roof X_G07 per AISC ASD (2005) Designed As: Pipe 1.315 x 0.083, Material: \SteeMSTM A992 Grade 50 Combined Check Member Result Offset Code Unity Details Name Case ft Ref. Check 10110 -1 0.6D +0.6W » +Y 5.72 H1 -1b 0.76 OK Lb = 5.72 It Axial Check Member Result Offset Demand Fx Capacity Fx Code Unity Details Name Case ft lb lb Ref. Check M110 -1 D +0.6W ))-Y 0.00 20.18 1955.95 E3-3FB 0.01 OK KLz = 5.72 ft, KLy = 4.15 ft Strona Flexure Check Member Result Offset Demand Mz Capacity Mz Code Unity Details Name Case ft lb -ft lb-ft Ref. Check M110 -1 0.6D +0.6W » +Y 5.72 233.82 314.80 F8-1 0.74 OK Lbz = 5.72 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 10110 -1 0.6D +0.6W n +Y 0.00 -3.30 314.80 F8-1 0.01 OK Lby = 5.72 ft Strong Shear Check Member Result Offset Demand Vy Capacity Vy Code Unity Details Name Case ft lb lb Ref. Check M110 -1 0.6D +0.6W » +Y 5.72 616.62 2885.45 G6-1, 2b +StVenant 0.21 OK Weak Shear Check Member Result Offset Demand Vz Capacity Vz Code Unity Details Name Case ft lb lb Ref. Check 10110 -1 0.6D +0.6W n +Y 5.72 - 386.26 2885.45 G6-1 2b +StVenant 0.13 OK m in N Design Group Results Design Group: Steel-Column-G06 per AISC ASD (2005) Designed As: Box -Tube 2.5 x 0.083 x 2.5 x 0.083, Material: %SteeMSTM A992 Grade 50 fined Check Member Result Offset Code Unity Details Name Case ft Ref. Check COLUMNS001 0.6D +0.6W n +Y 7.50 H1 -1b 0.08 OK Lb = 7.50 ft ► r M[IqIT-Irq 1 Member Result Offset Demand Fx Capacity Fx Code Unity Details Name Case ft lb lb Ref. Check COLUMNS001 D +0.6W s-Y 0.00 319.07 13086.01 E3-2FB 0.02 OK KLz = 7.50 ft, KLy = 6.67 ft Strona Flexure Check Member Result Offset Demand Mz Capacity Mz Code Unity Details Name Case ft lb-ft lb-ft Ref. Check COLUMNS001 0.6D +0.6W v +Y 7.50 -61.86 1810.23 F7 -2 0.03 OK Lbz = 7.50 ft, Cb = 1 Weak Flexure Check Member Result Offset Demand My Capacity My Code Unity Details Name Case ft Ibft lb -ft Ref. Check COLUMNS001 0.6D +0.6W » +Y 0.00 -72.01 1810.23 F7 -2 0.04 OK Lby = 7.50 ft Strong Shear Check Member Result Offset Demand Vy Capacity Vy Code Unity Details Name Case ft lb lb Ref. Check COLUMNS001 0.6D +0.6W n +Y 7.50 -8.25 7455.09 G2 -1 0.00 OK Weak Shear Check Member Result Offset Demand Vz Capacity Vz Code Unity Details Name Case ft lb lb, Ref. Check COLUMNS001 0.6D +0.6W » +Y 7.50 -9.60 7455.09 G2 -1 0.00 OK N O CAN N 0.91) + 1.OW ( +1) REACTIONS 9 s 416'8V 4169£' 4 4 21/,52 10.91) + 1.OW ( +l) REACTIONS (members are not shoved for clarity) q1 L'89- _ ,e 9 9 oPch%% .f'A y0' d IN 416'86- _ 4169£ - �o h� 416'8V_ AA 9 s� o� 41 L'89- 22/52 0.913 + 1.OW ( +Y) REACTIONS 23/,52 UPLIFT CALCULATION L = 60# WL = 839# ET UPLIFT = 0.9 DL + 1.0 WL DL = 873# L REQUIRED = 873# L PROVIDED = 1.67FT (WALL HGT) X 65PSF X (16FT/2 + 11.33FT/2) = 1,483# L REQUIRED= 873#< DL PROVIDED= 1,483# IT IS OK TO BE USED ,0.9® + 1.0W ( +Y) REACTIONS (members are not showed for clarity) CONCRETE SLAB UPLIFT CALCULATION DL = 58# WL = 839# NET UPLIFT= 0.9 DL+ 1.0 WL DL REQUIRED = 875# DL PROVIDED = 0.33FT (SLAB THK) X 150PSF X (16FT/2 X 11.33FT/2) = 2,237# DL REQUIRED= 875#< DL PROVIDED= 2,237# IT IS OK TO BE USED 9 • • ® 4199L. Ate• !. y .a • . • . • of 'bbl ° ''� A^0 } 24/52 • e o FY - 544 // } • • • Co 865Z.(uh6.lW)- • • /j k'� c3k v 41892- ` m 40.6 lb 41902-4 1111Y;�,, soh • . • . • of 'bbl ° ''� A^0 } 24/52 1.2DL + 1.OWL +0.5Lr ( -Y) REACTIONS y 25/,52 " 1.2DL + 1.OWL +0.5Lr ( -Y) REACTIONS (members are not showed for clarity) 9 'o. sd o� s FY = 52.7 Ib �FY =18.8 m AM 0�0 ., s LY = 318 lb IN 9 o� �FY =18.8 lb o�O ao• • .�Fa(= 52.7 lb 26/52 1.2DL + 1.OWL +0.5Lr ( -Y) REACTIONS 911 .may �o a° = 507 lb 27/,52 ,1.2131- + 1.OWL +0.5Lr ( -Y) REACTIONS (members are not showed for clarity) a 'ate . . . o lb .. a s 1C, mss. �• e` FY = 504 lb 00 . o . o so FV 168 lb 0� 416.3 lb ' .. �i Q FY =181 �c,� p ro Q}cu £'9 V _ ° FY IF 105 Ib y � 0 FY = 507 lb ,9. dk y 28/52 w,ww.hlltl.us Profis Anchor 2.4.5 Company: IENGINEER, PLLC. Page: 1 Specifier. JUAN C. MORENO Project Address: 8215 Lake Dr. #8502, Dora[, FL 33166 Sub -Project t, Pos. No.: Phone I Fax: 954 274 2429 ( 786 545 7636 Date: 19102/2014 E -Mail: juan@iengineerpllc.com Specifier's comments: 1 Input data Anchor type and diamebr. Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand -off installation: Anchor plate: Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading (ib, in.1b]. v Kwik Bolt 3 - CS ale (a) hg = 2,000 In., hm,,, = 2,313 in. Carbon Steel ESR -2302 01106/2012101/12/2013 design method ACI 318 / AC193 eb = 0,000 In. (no stand -off); t = 0,250 In. I„ x ly x t = 2,000 in. x 2,000 In. x 0,250 in.; (Recommended plate thickness: not calculated) no profile uncxacked concrete, 3000, f,= 3000 psi; h = 8,000 in. tension: condition B, shear. condition B; no supplemental splitting reinforcement present edge reinforcement none or < No. 4 bar no .x Input data and results moat be checked for agreement with Mre a dWM aWKWIone and for pla w billtyl PROFIS Anchor (c) 2003 -2008 HUM AG, FL48494 Schaan HUM Is a registered Trademark of Hilt AO, Schaan 30/52 www.hitd.us Profis Anchor 2.4.5 Company: IENGINEER, 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 2429 1 786 545 7636 Date: 19/0212014 E -Mail: juan @iengineerpllc.00m 2 Load case /Resulting anchor forces Load case: Design loads Anchor reactions Ob] Tension force: ( +Tension, - Compression) Anchor Tension ford Shear force Shear force x Shear force y 1 716 373 52 369 max. concrete compressive strain: 0,28 [°BOO] max. concrete compressive stress: 1228 [ps7 resulting tension force in (x/y)= (0,000/0,000): 716 pb] resulting compression force in ()dy)= (0,000/ -0,864): 500 [Ib] 3 Tension load y C--+/T-->X Load N. Ob] Capacity #Nn fib] Utilization p� = N J#N„ Status Steel Strength* 716 4770 16 OK Pullout Strength* Concrete Breakout Strength** N/A N/A NIA NIA 716 2417 30 OK *anchor having the highest loading **anchor group (anchors Intension) 3.1 Steel Strength Nss = ESR value refer to ICC-ES ESR -2302 � Na,ee, z Nua ACI 318 -08 Eq. (D-1) Variables n Ase N [in.1 fats ]psil 0106 106000 Calculations N. Ob] 6360 Results Nsa Vb] I Ns, (Ib] Nua (Ib] 6360 0,750 4770 716 Input data and results must be checked for agreement wRh the existing conditions and for plausibilltyl PROFIS Anchor (c) 2003 -2009 HIM AG, FL -9494 Sc haan HIM is a reglatered Trademark of HIM AG, Schaan F�II`'T�I Calculations AN. On• J Alfto On• 1 ae1,N ec2,N ed,N ,N Nb ON 36, 0 1, 1, 0 ,0 1, 371 Results Ncb (Ibl NO Ob] Nue (Ib] 71 Y_ 0,650 2417 Input date and results must be ducked for agreement with tite existing =1111ons and for plausbutyl PROMS Anchor (c) 2003.2009 HN AG, FL -9494 Sdum HOU is a regMwW Trademark of Hilt AG, Sclum www.hilti.us Profis Anchor 2A.5 Company: IENGINEER, PLLC. Page: 3 Specifier. JUAN C. MORENO Project: Address: 8215 Lake Dr. 0502, Dolal, FL 33166 Sub- Project I Pos. No.: Phone I Fax: 954 274 2429 1 786 545 7636 Date: 19/02/2014 E -Mail: juan @iengineerplle.com 3.2 Concrete Breakout Strength Nab = ( N Wed.N WaN Wq%N Nb ACI 318-08 Eq. (D-4) Ncb 2 N. ACI 318-08 Eq. (D-1) ANc see ACI 318-M Part D.5.2.1, Fig. RD.5.2.1(b) ANIZ = 9 h� ACI 318-08 Eq. (D-6) 1 Wec,N = (e) 51,0 ACI 318-08 Eq. (D-9) er Wld,N = 0,7 + 0,3 (5h.,) S 1,0 ACI 318-08 Eq. (D_91) . WaaN = kM r 1,5hff S 1,0 `` ac lac ) ACI 318-08 Eq. (D-13) Nb = k.; Ff. h:r ACI 318-08 Eq. (D -7) Variables h f On.] ec1,N Fin.] eca,N On.] ra,mm on.] WC.N 2,000 0,000 0,000 4,000 1,000 cac on.] kc X fc [psl] 3,875 24 1 30 Calculations AN. On• J Alfto On• 1 ae1,N ec2,N ed,N ,N Nb ON 36, 0 1, 1, 0 ,0 1, 371 Results Ncb (Ibl NO Ob] Nue (Ib] 71 Y_ 0,650 2417 Input date and results must be ducked for agreement with tite existing =1111ons and for plausbutyl PROMS Anchor (c) 2003.2009 HN AG, FL -9494 Sdum HOU is a regMwW Trademark of Hilt AG, Sclum 32/52 if www.hi[ti.us Company: Specifier. Address: Phone I Fax: E -Mail: 4 Shear load IENGINEER, PLLC. JUAN C. MORENO 8215 Lake Dr. #B502, Doral, FL 33166 954 274 24291786 545 7636 juan@iengineerpllc.com Prods Anchor 2.4.5 Page: 4 Project: Sub -Project I Pos. No.: Date: 19/02/2014 *anchor having the highest loading '*anchor group (relevant anchors) 4.1 Steel Strength V. = ESR value refer to ICC-ES ESR -2302 0 Vsteel 2 V„a ACI 318 -08 Eq. (D-2) Variables n Aee,v [in•2] futa IPSO 1 0,06 106000 Calculations V. [Ib] 4470 Results Voe lib] $Steel Vsa lib] Vua (Ib] 4470 0,660 205 373 4.2 Pryout Strength Vcp = kep [ \AtN Wed.N We,N 1Uep,N Nb] ACI 318-08 Eq. (D-30) 0 Vcp z V„a Load Vua pb] Capacity #V" ]1b] Utilization By = V,,/ +V" Status Steel Strength* 373 2905 13 O Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength'* 373 2603 15 OK Concrete edge failure in direction x -** 369 4288 9 OK *anchor having the highest loading '*anchor group (relevant anchors) 4.1 Steel Strength V. = ESR value refer to ICC-ES ESR -2302 0 Vsteel 2 V„a ACI 318 -08 Eq. (D-2) Variables n Aee,v [in•2] futa IPSO 1 0,06 106000 Calculations V. [Ib] 4470 Results Voe lib] $Steel Vsa lib] Vua (Ib] 4470 0,660 205 373 4.2 Pryout Strength Vcp = kep [ \AtN Wed.N We,N 1Uep,N Nb] ACI 318-08 Eq. (D-30) 0 Vcp z V„a ACI 318-08 Eq. (13-2) ANc see ACI 318 -08, Part D.5.2.1, Fig. RD.5.2.1(b) ANA = 9 h2f ACI 318-08 Eq. (D-6) 1 Wec,N = � 51,0 ACI 318-08 Eq. (D-9) `1 Wed,N = 0,7 + 0,3 k ) 51,0 1,5h. ACI 318-08 Eq. (D-11) Wm.N = MAX( , 1'o/ 51,0 ACI 318-08 Eq. (D-13) Nb = kc R -Ff. hY ACI 318-08 Eq. (D-7) Variables kcp her Cn•] ec1,N on.] ec2,N Cn•] ca,min [in.] 1 2,000 0,000 0,000 4,000 c N cee [in.] is % fc [psi] 1,0 ,875 24 1 3000 Calculations 2� e [in-1 ANc Iin• J AN. ec1 N ed.N .N Nb [lb] 36,00 ,00 1,000 @114 ,000 1,000 1,0 0 3718 Results Vep Vb] �conaete Vw [ib] Vue lib] 371 60 373 Input date and results must be checked for agreement with the existing conditions and for plausibilHyl PROFIS Anchor (c) 2003 -2tm9 Hiti AG, FL -9494 Schean Kid Is a registered Trademark or Mild AG, Schsan www.hilti.us 33/52 Profls Anchor 2.4.5 Company: IENGINEER, PLLC. Page: 5 Specifier. JUAN C. MORENO Project Address: 8215 Lake Dr. #13502, Dorai, FL 33166 Sub - Project I Pos. No.: Phone I Fax 954 274 2429 786 545 7636 Date: 19/0212014 E -Mail: juanalengineerplic.com 4.3 Concrete edge failure In direction x- Vcy = \A me / Wad.v Wc,v Wh,v Wp,.mll l,v Vb ACI 318-08 Eq. (D -21) Vcb z Vw 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 c0, ACI 318-08 Eq. (D-23) 1 Wecv = C1 +�2e„ 51,0 ACI 318-08 Eq. (D -26) 3ca, / W .d,v = 0,7 + 0,3(1 - ):5 1,0 ACI 318-08 Eq. (D-28) = 1,t 2 1,0 Wh,v a ACI 318-08 Eq. (D-29) Vb = (7 o,2 -d.) 1Tf.- c, -' (d)I e ACI 318-08 Eq. (D-24) Variables cat on.) cat on.] eov Cn•] av ha [in.] 4, ,0 1,400 , 0 4 on.) X da fin.) fc [psi] �ranai.v 0 1, 0,375 00 2, o Calculations Ave [In.1 Aveo [m.1 Wecv Wedv h,v Vb Vb] 80,00 72,00 1,000 1, 00 1,000 2 5 Results Veb [Ib] k0acr619 Vcy Vb] Vua Pb] 6125 0,700 4288 36`9 5 Combined tension and shear loads 0,29 6 O,N Utilizati 18ON V I %] Status PNV= A +pv -1 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficlently stiff, in order not to be deformed when subjected to the loadingl • 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 standardl Fastening meets the design criteriad Input data and results must be checked for agreement with the wising conditions and for plausmiiityl PROFIS Anchor (c) 2003 -2009 HIM AG, FL -9494 Sc haan Hirt is a registered Traderna* of Hilt AG, Sahean 34/52 www.hild.us Profis Anchor 2.4.5 Company: (ENGINEER, 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: 19/02/2014 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; 0,000 x 0,000 x 0,000 in. Installation torque: 240,000 in.lb Hole diameter in the fixture: df = 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 1,000 Coordinates Anchor In. Anchor x y c., c., c c.. 1 010 TO_ 0,000 4, - 4,000 - Input data and results must be chedted for agreement with the ex dit conditions and for plausibilityl PROFIS Anchor (c) 2003 -2009 Hilt AG, FL -9484 Schaw HN Is a registered Tredemmk of Hilt AG, Schaan 1,000 ---*X s °o c� 0 0 I 0 1,000 Coordinates Anchor In. Anchor x y c., c., c c.. 1 010 TO_ 0,000 4, - 4,000 - Input data and results must be chedted for agreement with the ex dit conditions and for plausibilityl PROFIS Anchor (c) 2003 -2009 Hilt AG, FL -9484 Schaw HN Is a registered Tredemmk of Hilt AG, Schaan 1,000 ---*X s 35/52 www.hiltims Profis Anchor 2.4.5 Company: IENGINEER, PLLC. Page: 1 Specifier. JUAN C. MORENO Project Address: 8215 Lake Dr. #13502, Dora[, FL 33166 Sub -Project I Pos. No.: Phone I Fax 954 274 24291786 545 7636 Date: 19/02/2014 E -Mail: juan@lengineerpllc.com Specifler's comments: 1 Input data Anchor type and diameter. Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand -off installation: Anchor plate: Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading pb, In.1bj Kwlk Bolt 3 - CS 112 (3 114) �. h,j = 3,250 in., h,,,n = 3,563 in. Carbon Steel ESR -2302 01/0612012101112/2013 design method ACI 318 / AC193 ee = 0,000 in. (no stand -off); t = 0,250 in. ix x ly x t = 6,000 in. x 6,000 in. x 0,250 in.; (Recommended plate thickness: not calculated) no profile uncxac ked concrete, 3000, f,,= 3000 psi; h = 8,000 in. tension: condition B, shear. condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar no Z, , , CPO , Wall anchor bolt design detail C , x Input data and results must be checked for agreement with the existing conditions and far plausibilityl PROFIS Anchor (c) 2D03-2009 Hilt AG, FL -9494 Scheen IN is a registered Trademark or Hilt AG, Schaan ILTIM Company: [ENGINEER, PLLC. Specifier. JUAN C. MORENO Address: 8215 Lake Dr. #6502, Dora[, FL 33166 Phone I Fax 954 274 2429 1786 545 7636 E -Mail: juan @iengineerpllc.com 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions Pb] Tension force: ( +Tension, - Compression) Anchor Tension ford Shear force Shear force x Shear force y 3 630 8 - --UK 2 1693 630 0 630 3 1693 630 0 630 4 1693 630 0 630 max. concrete compressive strain: max. concrete compressive stress: - [psi] resulting tension force in (x1y)= (0,000/0,000): 6772 [Ib] resulting compression force In (x/y)= (0,000 /0,000): 0 [lb] 3 Tension load 36/52 Profis Anchor 2.4.5 Page: 2 Project: Sub- Project I Pos. No.: Date: 1910212014 03 y 04 T 'bn x 01 02 *anchor having the highest loading *anchor group (anchors intension) 3.1 Steel Strength N. = ESR value refer to ICC-ES ESR 2302 0 Nei a N„a ACI 318-08 Eq. (D-1) Variables n A.".N [In.1 fpm [ps7 1 0.11 106000 Calculations Nea [Ib] 1 Results Nae Db] Nea 9131 Nue Ub] 11660 0,750 8745 1693 3.2 Pullout Strength Npn,t = Npow 25� refer to ICC-ES ESR -2302 Npn t �: N„a ACI 318-08 Eq. (D-1) Variables fc [psll N [Ib] 3000 680 Calculations 7 1500 1,095 Results Non.l [Ib] �wnerete $ Nnn.l. 0b] Nua [Ib] 7449 0,650 4642 1693 Input data and results must be checked for agreement with the existing omittlons "for ptausibilltyl PROFIS Anchor (c) 2003 -2M9 HIM AG, FL -9494 Scheer HN is a registered Trademark of Hilt AG, Sehaan Load N. 0161 Capacity 0, [Ib] UtIltw lon ON = N,,", Status Steel Strength" 1693 8 - --UK Pullout Strength* 1693 4842 35 OK Concrete Breakout Strength*" 6772 9956 69 OK *anchor having the highest loading *anchor group (anchors intension) 3.1 Steel Strength N. = ESR value refer to ICC-ES ESR 2302 0 Nei a N„a ACI 318-08 Eq. (D-1) Variables n A.".N [In.1 fpm [ps7 1 0.11 106000 Calculations Nea [Ib] 1 Results Nae Db] Nea 9131 Nue Ub] 11660 0,750 8745 1693 3.2 Pullout Strength Npn,t = Npow 25� refer to ICC-ES ESR -2302 Npn t �: N„a ACI 318-08 Eq. (D-1) Variables fc [psll N [Ib] 3000 680 Calculations 7 1500 1,095 Results Non.l [Ib] �wnerete $ Nnn.l. 0b] Nua [Ib] 7449 0,650 4642 1693 Input data and results must be checked for agreement with the existing omittlons "for ptausibilltyl PROFIS Anchor (c) 2003 -2M9 HIM AG, FL -9494 Scheer HN is a registered Trademark of Hilt AG, Sehaan N A 37/52 A www.hlltims Profis Anchor 2.4.5 Company: (ENGINEER, PLLC. Page: 3 Specifier. JUAN C. MORENO Project: Address: 8215 Lake Dr. #8602, Dora[, FL 33186 Sub - Project I Pos. No.: Phone I Fax: 954 274 24291786 545 7636 Date: 19/02/2014 E -Mail: juan@lengineerpllc.com 3.3 Concrete Breakout Strength Nebil = (ANA) Wea,N Wed,N W" WCP,N Nb ACI 318-08 Eq. (D-5) Ncbq a N. ACI 318-08 Eq. (D -1) ANc see ACI 318 -08, Part D.5.2.1, Fig. RD.5.2.1(b) AN.0 = 9 h f ACI 318-08 Eq. (D-6) 1 Wee,N = ! 51,0 ACI 318-08 Eq. (D -9) \1 er Wed,N = 0,7 + 0,3 \ h } s 1,0 ACI 318-08 Eq. (D -11) tVCP,N = MAXC , , 1'f / 51,0 cac ACI 318-08 Eq. (D -13) Nb = ka X ,4f� by ACI 318-08 Eq. (D -7) Variables fi her [in.] ea1,N M.] ecZN [fin•] ca,min on.] c,N 3,25b--- 0,000 0,000 5,0U0 1, cec [In.] kc 7 f. [psi] 5,625 24 Calculations ANC [in• J Atm [in• J �1,N �2,N ed,N ,N Nb Dbl 89,08 ,06 1,000 00 1, 00 1,000 02 Results Ney [Ib] � N,s [Ib] N18 [Ib] 153 1 8 0,660 958 6772 Input date and results must be checked for agreement with the existing conditions and for plausibllityl PROFIS Anchor (c) 2003 -2009 HIM AG, FL -9494 Schaan HN is a registered Trademark of Hilt AG, Schaan www.hiltl.us 38/52 I= I I !M Profis Anchor 2.4.5 Company: (ENGINEER, PLLC. Page: 4 Specff'ier. 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: 19/0212014 E -Mail: juan@)engirteerpllc.com 4 Shear load * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength V. = ESR value refer to ICC-ES ESR -2302 0 Vow, a Vus ACI 318-08 Eq. (D-2) Variables n A.,v [in .2] fwa IPSQ 1 0,11 106000 Calculations Vsa pb] 6750 Results Vsa Db] dame 0 V88 Dbl Vua (Ib] M -6 0,650 4387 30 4.2 Pryout Strength V. = k., [C� ) WecN Wed,N Wc.N 1Vcp,N NbJ Load Vua [Ib] Capacity jVn pb] Utilization py = Vua / +V, Stews Steel Strength* 7 15 OK Steel failure (with lever arm)* N/A N/A NIA N/A Pryout Strength** 2518 21445 12 OK Concrete edge failure in direction x -*' 2518 11301 23 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength V. = ESR value refer to ICC-ES ESR -2302 0 Vow, a Vus ACI 318-08 Eq. (D-2) Variables n A.,v [in .2] fwa IPSQ 1 0,11 106000 Calculations Vsa pb] 6750 Results Vsa Db] dame 0 V88 Dbl Vua (Ib] M -6 0,650 4387 30 4.2 Pryout Strength V. = k., [C� ) WecN Wed,N Wc.N 1Vcp,N NbJ ACI 318-08 Eq. (D-31) VcP9 a Vua ACI 318-08 Eq. (D-2) AN, see ACI 318 -08, Part D.5.2.1, Fig. RD.5.2.1(b) ANcp =94 ACI 318-08 Eq. (D-6) 1 WAN 1 e 51,0 ACI 318-08 Eq. (D-9) 3 har WIN = 0,7 + 0,3 ca"'In 51,0 1,5har ACI 318-08 Eq. (D -11) W1,N = MAXC � , 1'�e/ 51,0 ACI 318-08 Eq. (D-13) Nb = kc X �fc h:{6 ACI 318-08 Eq. (D-7) Variables ka, her [in•] ec,.N [in.] ecz,N [in.] ca,mla [in.] 2 3,250 0,000 0,000 6,000 C,N cac on.] kc x fd [psi] 1,000 5,625 24 1 3000 Calculations 2� AN. Iin• 2� J ANeo [in• J ee1.N N ed,N N Nb Ob] 189,06 95,06 1, 1,000 1,000 1,000 7702 Results V [lb] �conuete 0 V,pg [lb] Vua [Ib] 313535 0,700 21445 25 Input data and results must be checked for agreement with Me existing conditions and for plausibiltyi PROFIS Anchor (c) 20032009 Hill AG, FL -9494 Schaan Hilt is a registered Trademark or Hitt AG, Schean w A www.hilU.us Profis Anchor 2.4.5 Company: IENGINEER, PLLC. Page: 5 Specifier. JUAN C. MORENO Project Address: 8215 Lake Dr. #8502, Dorai, FL 33166 Sub - Projects Pos. No.: Phone I Fax 954 274 2429 1 786 545 7636 Date: 19/0212014 E -Mail: juan @iengineerpfic.00m 4.3 Concrete edge failure In direction x- V09 = ( v Weov Wedv WV yrh,v Wwauaty Vb ACI 318-08 Eq. (D-22) V-4 z V. ACI 318-08 Eq. (D-2) Ave see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) Avw = 4,5 ca, ACI 318-08 Eq. (D-23) 1 Wecv = 2e 51,0 ACI 318-08 Eq. (D-26) \1 / Wad,v = 0,7 + 0,311 5-c ):S 1,0 ai ACI 318-08 Eq. (D -28) Wh.v = 1't a 1,0 a ACI 318-08 Eq. (D -29) 1- o.2 Vb = (7 Ci) �) A c®� ACI 318-08 Eq. (D-24) Variables cal on.] ca2 [in.] env on.] WeIv ha [in.] 6,000 6,000 0,000 1,400 8,000 4 Gn•] X da On.] fe [PSI] IN 3,260 1,wo 0,500 0 2,00 Calculations Avc [in.1 Avco (in.1 eo.v MIN h.v Vb Obl 152,00 162,00 00 1,061 5794 Results Vebe Ob] �eoa«ara Vcbe Vbl V„a nb] 16144 0,700 11301 2518 5 Combined tension and shear loads _ RN pv C Utilization ON.v rya] Status 3 /3 OK OW =DJ +pv { =1 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated In PROFIS Anchor. 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 loadingl • 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 standardl Fastening meets the design criteria! Input data and results must be dwmW for agreement with the wdsterg oondilions and for piausibitltyl PROFIS Anchor (c) 2003 -2009 HBO AG, FL -9494 Schaan HOti Is a registered Trademark of Hilt AG, Schaan www.hiiti.us Company: Specifier. Address: Phone I Fax E -Mail: 7 Installation data IENGINEER, PLLC. JUAN C. MORENO 8215 Lake Dr. #8502, Dora[, FL 33166 954 274 2429 1 786 545 7636 juan @[engineerplic.com 40/52 1 Z I I != , Prods Anchor 2.4.5 Page: 6 Project: Sub - Project I Pos. No.: Date: 19/0212014 Anchor plate, steel: - Anchor type and diameter. Kw)k Bolt 3 - CS, 1/2 (31/4) Profile: no profile; 0,000 x 0,000 x 0,000 in. Installation torque: 480,001 in.ib Hole diameter in the fixture: dr = 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 thidmess: 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 3000 3000 Coordinates Anchor In. Anchor x y c -x 0 g 1 3 -2,000 6,000 - 6,000 - 2 2,000 °o 10,000 - 6,000 - C -2,000 2,000 co - 10,000 - 0 0 2,000 v 10,000 - 10,000 - 0 0 eo 1 g 1,000 4,000 1,000 Coordinates Anchor In. Anchor x y c -x cix c c 1 -2,000 -2,000 6,000 - 6,000 - 2 2,000 -2,000 10,000 - 6,000 - 3 -2,000 2,000 6,000 - 10,000 - 4 2,000 2,000 10,000 - 10,000 - Input data and res<ilffi must be checked for agreement with the wdstlng conditions and for plausibllityl PROFIS Anchw (c) 2003.2009 Hilt AG, FL -9494 Schaan HIIti is a registmed Trademark of Hilt AG, Skhn x 41/52 www.hiHl.us Profis Anchor 2.4.5 Company: [ENGINEER, PLLC. Page: 1 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: 19/02/2014 E -Mail: juan@iengineerpllc.com specifler's comments: 1 Input data Anchor type and diameter. Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand -off installation: Anchor plate: Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) ��.�. Kwlk Bolt 3 - C3 3/8 (2) h,1 = 2,000 In., h,qm = 2,313 In. Carbon Steel ESR -2302 01/0612012101/1212013 design method ACI 318 / AC193 eb = 0,000 in. (no stand -off); t = 0,250 in. 1„ x ly x t = 6,000 In. x 6,000 In. x 0,250 In.; (Recommended plate thickness: not calculated) no profile uncxacked concrete, 3000, f,= 3000 psi; h = 8,000 in. tension: condition B, shear. condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar no Geometry pn.] & Loading pb, In.lb] 4 A Z; , , V 0 , , to , Wall anchor bolt design detail D 7 Input date and recruits must be checked for agreement Wits the existing conditions and for plausibltityl PROFIS Anchor (c) =3.2009 HIM AG, FL -9494 Schaen HIIII is a regiatared Trademark of Hilt A% Schaan Y� X Input date and recruits must be checked for agreement Wits the existing conditions and for plausibltityl PROFIS Anchor (c) =3.2009 HIM AG, FL -9494 Schaen HIIII is a regiatared Trademark of Hilt A% Schaan 42/52 wtiwv.hilti.us Company: (ENGINEER, PLLC. Specifier. JUAN C. MORENO Address: 8215 Lake Dr. #B502, Dora], FL 33166 Phone I Fax: 954 274 2429 1 786 545 7636 E -Mail: juan@)iengineerpllc.com 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions Pb] Tension force: ( +Tension, - Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2 196 4 196 2 2 196 4 196 3 2 196 4 196 4 2 196 4 196 max. concrete compressive strain: max. concrete compressive stress: - [psi] resulting tension force In (xty)= (0,000/0,000): 7 Vb] resulting compression force in (x/y)= (0,000/0,000): 0 pb] 3 Tension load Profis Anchor 2.4.5 Page: 2 Project: Sub - Project I Pos. No.: Date: 19/02/2014 03 y 04 T loy n x 01 02 Load Nun Vb] Capacity #N„ [1b] utilization pI = N„a/#Na Status feel Strength* 2 4770 1 OK Pullout Strength' WA WA WA WA Concrete Breakout Strength" 7 6713 1 OK *anchor having the highest loading "anchor group (anchors intension) 3.1 Steel Strength N. = ESR value refer to ICC-ES ESR -2302 0 Nom, a Nu, AC1318-08 Eq. (D-1) Variables n Aft [in.1 fire Ipso 1 ,N 0,06 10600 Calculations Nsa [Ib] 0 Results Nsa Vb] osteel 0 Nse Pb] Nua Pb] 6360 0,750 4770 2 Input data and results must be checked for agreement with the existing conditions and for plausmAityl PROFIS Anchor (a) 2003 -2009 Hilt AG, FL -9494 Schaan HIIB is a registered Tredemat of Hilti AG, Sc#haen ff 43/52 { V wW.hlltlxs Profis Anchor 2.4.5 Company: (ENGINEER, 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: 19/02/2014 E -Mail: juan@lengineerplic.com 3.2 Concrete Breakout Strength Ncbg = t�) WecN Ved.N 410 Wep,N Nb AC[ 318-08 Eq. (D -5) Nog a Nu, ACI 318-08 Eq. (D -1) AN, see ACI 318 -08, Part D.5.2.1, Fig. RD.5.2.1(b) ANA =9h 2 ACI 318-08 Eq. (D-6) 1 WGC.N 1 + 2 eN 51,0 ACI 318-08 Eq. (D -9) 3 hd ,ped,N = 0,7 + 0,3 l/ s 1,0 ACI 318-08 Eq. (D -11) 1lrcp,N =MAX( Win, 1,5hd 51.0 coo ACI 318-08 Eq. (D -13) - _ Nb = kc %1r hY ACI 318-08 Eq. (D -7) - Variables her [m•1 ec,,N [in.] eo2,N M•] Ca min Fin.] ,Fc.N 2,000 01000 0,000 4,000 1,000 Cee M•] ke X fe (1s7 3,875 24 1 3000 Calculations 2� n n 2� n ANC Cn• J ^nc0 Vn• d �1.N ea2.N ed.N .N Nb tab] 100,00 00 1, 0 ,000 3718 Results Ng, 9b] [IbN�„ ] N„a pb] 10338 0,650 8 1133 " 7 Input date and nmdts must be checked for agreement with the existing conditions and for pla wfbilityl PROMS Anchor (c) 2003 -2109 HN AG, FL -9494 Schaen Hp8 is a registered Trademark of Hilt AG, Schaan 44/52 iii . wwwu.hiltl.us Profis Anchor 2.4.5 Company: [ENGINEER, PLLC. Page: 4 Specitler. 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: 19102!2014 E -Mail: juan@iengineerplic.com 4 Shear load ' anchor having the highest loading "anchor group (relevant anchors) 4.1 Steel Strength V. = ESR value refer to ICC-ES ESR -2302 Vat el z Vua Load Vua [Ib] Capacity #V„ Pb) UtIlization pv = V„./#V,, Status Steel engt 196 2905 7 O Steel failure (with lever arm)" WA WA WA WA Pryout Strength- 784 7230 11 OK Concrete edge failure in direction *m' 784 6003 14 OK ' anchor having the highest loading "anchor group (relevant anchors) 4.1 Steel Strength V. = ESR value refer to ICC-ES ESR -2302 Vat el z Vua ACI 318-08 Eq. (D-2) - Variables n Aw,v [in.1 fum I13131] 06 1 Calculations Vw Vb] 4470 Results Vs. ](b] st"I V. Ob] V. Vb] 4470 0,660 2905 4.2 Pryout Strength V. = kep [(ANC) W8c,N Wed.N Wc.N Wep,N Nb] ACI 318-08 Eq. (D-31) Vcpg t V. ACI 318-08 Eq. (D-2) ANe see ACI 318 -08, Part D.5.2.1, Fig. RD.5.2.1(b) ANO =9h 2 ACI 31 8-08 Eq. (D-6) 1 Wec,N = 1 + 2 eN 51,0 ACI 318-08 Eq. (D-9) 3 h-.f Wld N = 0,7 + 0,3 min ACI 318-08 Eq. (D-11) er Wcp,N = MAX( V , 1' f s / 1,0 ACI 318 -08 Eq. (D-13) Nb = ke;,1r h:p ACI 318-08 Eq. (D-7) Variables kcp her [in.] ec1 N on.] eaN on.] ca,sun Fin.] 1 2,000 0,000 0,000 4, 0 c N cac [in.] kc % fc (PSI] 1, 3,875 24 1 3000 Calculations f�� e r 2, n ANC Gn• J Awo l'n• J eel N ec2,N ed,N .N Nb `'b] 100,00 36,00 1,000 1, 0 1,000 1,000 371 Results Vcm Ob] $cohhcrece V Vb] Vua Ob] -- 10323 0,70a 7230 7 Input data and results must be chxted for agreement with the witting Conditions and for plarratbllflyl PROFIS Anchor (c) 2003 -2009 Hilt AG, FL -9494 Schaan FUIV Ise registered Trademark or Hlltl AG, Sc,aan www.hilti.us Company: [ENGINEER, PLLC. Specifier JUAN C. MORENO Address: 8215 Lake Dr. #B502, Doral, FL 33166 Phone I Fax 954 274 24291786 545 7636 E -Mail: juan@lengineerpllc.com 4.3 Concrete edge failure In direction x- V-1,9 - \Avco ) Wao,v W d V We v Wh,V Wpard.AV Vb ACI 318-08 Eq. (D-22) � Vcbg 2 V. ACI 318-08 Eq. (D-2) Avc see ACI 318-08, Part 0.6.2.1, Fig. RD.6.2.1(b) Avon = 4,5 ce, ACI 318-08 Eq. (D-23) 1 Wetv = 1 51,0 ACI 318-08 Eq. (D-26) \ Scat Wad,v = 0,7 + 0,3C1 ref/ s 1,0 ACI 318-08 Eq. (D-28) = 1=� 1,0 Wh,v z a ACI 318-08 Eq. (D-29) (I 1 Vb - C7 \da/ oz ;d-.-) A ff. co ACI 318-08 Eq. (D-24) 45/52 Profis Anchor 2.4.5 Page: 5 Project Sub - Project I Pos. No.: Date: 19/02/2014 Variables Cat Dn.] cat [in.] eev on.] WY ha [in•] 4,000 4,000 0.000 1,4 le M•] X da on.] fc [Psi) lei,v 2,000 1,000 0,376 0 2, 0 Calculations Ave [in.1 Avon [In.1 �v ad,v Why Vb Ob] 00 72, 1,0 0 1, 1,000 25 Results Vcbg Ob] o,a+at@ Vcba Ilb] Vus lib] 76 U.7UU 501013 784 5 Combined tension and shear loads RN pv Utilization pKv [a /c] Status 0,001 0,131 4 OK pNV= pi +pv < =1 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROMS Anchor. 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) • Condition A applies when supplementary reinforcement is used. The 0 factor is Increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standardl Fastening meets the design criteria! Input date and results must be checked for agreement with the exiting conditions and for plausibility! PROFIS Anchor (c) 2003 -2009 Hill AG, FL -9494 Schaan Hutt is a registered Trademark of Hilt AG, Schasn www.hiltl.us Profis Anchor 2.4.6 Company: (ENGINEER, PLLC. Page: 6 Specifier. JUAN C. MORENO Project Address: 8215 Lake Dr. ;(#13502, Dora], FL 33166 Sub- Project I Pos. No.: Phone I Fax: 954 274 2429 1786 545 7636 Date: 19/02/2014 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; 0,000 x 0,000 x 0,000 in. Installation torque: 240,000 in.ib Hole diameter in the fixture: df = 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 f%f%n 12 Mn Coordinates Anchor in. Anchor x y c.x cx c c, °o 0 -2,000 a3 - 4,0 - 2 2,000 -2,000 8,000 - 4,000 - g 2,000 4,000 - 8,000 - 4 2,000 Q 0 8,000 V 0 0 1 o° C 1,000 4,000 1,000 Coordinates Anchor in. Anchor x y c.x cx c c, -2,000 -2,000 4,000 - 4,0 - 2 2,000 -2,000 8,000 - 4,000 - 3 -2,000 2,000 4,000 - 8,000 - 4 2,000 2,000 8,000 - 8,000 - Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor (c) 2003 -2W9 HOV AG, FL -8494 Schean HIW Is a registered Trademark of Hilt AG, Screen __b1x p` a ► www.hliti.us Company: Specifier. Address: Phone I Fax E -Mail: Specifler's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand -off installation: Anchor plate: Profile: Base material: Reinforcement: (ENGINEER, PLLC. JUAN C. MORENO 8215 Lake Dr. #13502, Doral, FL 33166 954 274 24291786 545 7636 juan@iengineerpllc.com Seismic loads (cat. C, D, E, or F) Geometry pn.] & Loading Ob, In.lb] 47/52 Prods Anchor 2.4.5 Page: 1 Project: Sub- Project I Poe. No.: Date: 19/02/2014 Kwik Bolt 3 - CS 318 (2) �, l�. hgf = 2,000 In., h„„„ = 2,313 in. Carbon Steel ESR -2302 01/06/2012101/1212013 design method AC13181 AC193 eb = 0,000 in. (no stand -off), t = 0,250 in. Ix x ly x t = 6,000 in. x 6,000 in. x 0,250 in.; (Recommended plate thickness: not calculated) no profile uncxacked concrete, 3000, fc = 3000 psi; h = 24,000 in. tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar no z, , , , , T , 0 , , , Base plate anchor bolt design detail E Input data and reauita must be dumked for agreement with the existing conditlons and for pleusiblliyll PROM Anchor (c) 2003 -2009 HOU AG, FL -9494 Schwn Hilt is a regisWW Trademark of Hilt AG, Sdum ,x vwwv.hilti.us Company: IENGINEER, PI-LC. Specifier. JUAN C. MORENO Address: 8215 Lake Dr. #13502, Doral, FL 33166 Phone I Fax: 954 274 2429 1 786 545 7636 E -Mail: juan @iengineerptic.com 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions Vb] Tension force: ( +Tension, - Compression) Anchor Tension force Shear force Shear force x Shear force y 1 197 5 4 4 2 197 5 4 4 3 197 5 4 4 4 197 5 4 4 max. concrete compressive strain: max. concrete compressive stress: - [psi] resulting tension force in (x1y) =(0,00010,000): 786 Vb] resulting compression force in (x/y)= (0,000 /0,000): 0 Vb] 3 Tension load 48/52 Profis Anchor 2.4.5 Page: 2 Project: Sub - Project I Pos. No.: Date: 19102/2014 03 y 04 T n x 01 02 Load N,, Ob] Capacity On jib] Utilization pN = N,,I#N„ status Steel tren • 197 4770 5 OK Pullout Strength" NIA N/A NIA N/A Concrete Breakout Strength* 786 6713 12 OK anchor having the highest loading "anchor group (anchors intension) 3.1 Steel Strength N.. = ESR value refer to ICC-ES ESR -2302 f Nww z N„a ACI 318-08 Eq. (D -1) Variables n AWN [in.1 fpm Dsil 1 0,06 106000 Calculations Nse Vb] Results Non Vb] steel 0 Nss Vb] Nua Vb] 6360 0,750 4770 197 Input data end rem must be ohec kW for agreement with ft existing condrdons and for plausib Utyl PROFIS AncWr (c) 2003 -2009 KM AG, FL -9494 Schaen HIM is a registered Trademark of Hilt AG, Schaan R V Input date and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor (c) 2003 -2009 Hilt AG, FL -8494 Schem HIM is a registered Trademark of Hilt AG. Schaen _I 49/52 6 + www.hi[U.us Profls Anchor 2.4.5 Company: (ENGINEER, PLLC. Page: 3 Specifier: JUAN C. MORENO Project Address: 8215 Lake Dr. #8502, Dora], FL 33166 Sub -Proled I Pos. No.: Phone I Fax 954 274 2429 1 786 545 7636 Date: 19/02/2014 E -Mail: Juan @]eng]neerpllc.com 3.2 Concrete Breakout Strength Ncbg = AN N Wec.N Wed.N Wc,N Wcp,N No ACI 318-08 Eq. (D -5) Ndv Z N. ACI 318-08 Eq. (D -1) AN, see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) AN.0 = 9 h f ACI 318-08 Eq. (D-6) 1 Wec.N = 7,'+2% 51,0 ACI 318-08 Eq. (D -9) � W,d,N = 0,7 + 0,3 ( Sh .,) 51,0 ACI 318-08 Eq. (D -11) WcP.N = MAX( , 1'f ) 51,0 cu cm ACI 318-08 Eq. (D -13) - Nb = ka A 1r by ACI 318-08 Eq. (D -7) " Variables h f On.] ee1,N Md ec2 N M•] ca.min [In.] Wc.N 2,O FO— 0, o' goo 4,ODO 1,00 c. Cn•l kc x f. [Pall 3,875 24 1 3000 Calculations n AN. Gn• 2� J ANoo [fin• 2, J 1e01N eC2,N Wed,N ,N Nb DID] 100,0 ,0 1, 1,0 ,0 0 1, QO 37 Results +e Db] �cokrcroke [t 9 Pb) Nye Dbl 10325 ,650 6713 7 R V Input date and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor (c) 2003 -2009 Hilt AG, FL -8494 Schem HIM is a registered Trademark of Hilt AG. Schaen 50/52 www.hiM.us Prol'is Anchor 2.4.5 Company: IENGINEER, PLLC. Page: 4 Specifier. JUAN C. MORENO Project Address: 8215 Lake Dr. #8502, Doral, FL 33166 Sub - Project I Pos. No.: Phone I Fax: 954 274 2429 1 786 545 7636 Date: 19/02/2014 E -Mail: juan @ienginserpllc.com 4 Shear load *anchor having the highest loading *"anchor group (relevant anchors) 4.1 Steel Strength V. = ESR value refer to ICC-ES ESR -2302 0 Vstwl a V„a ACI 318 -08 Eq. (D-2) Variables n Ase,v [In al fura [p$q 1 0,06 106000 calculations V88 [Ib] 4470 Results Vw Pb] Vs, pb] Vua [Ib] 4470 0,650 2905 5 4.2 Pryout Strength V. — kap [ A__) We" Wed,N Wa,N Wop.N Nb, ACI 318-08 Eq. (D-31) 0 VeP9 z V. Load V„a 0161 Capacity #Vd Pb] Utlllzadon e� m Vu� Status Steel Strength* 5 2905 1 Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 21 7230 1 OK Concrete edge failure in direction y -** 16 6003 1 OK *anchor having the highest loading *"anchor group (relevant anchors) 4.1 Steel Strength V. = ESR value refer to ICC-ES ESR -2302 0 Vstwl a V„a ACI 318 -08 Eq. (D-2) Variables n Ase,v [In al fura [p$q 1 0,06 106000 calculations V88 [Ib] 4470 Results Vw Pb] Vs, pb] Vua [Ib] 4470 0,650 2905 5 4.2 Pryout Strength V. — kap [ A__) We" Wed,N Wa,N Wop.N Nb, ACI 318-08 Eq. (D-31) 0 VeP9 z V. ACI 318-08 Eq. (D-2) ANO see ACI 318 -08, Part D.5.2.1, Fig. RD.5.2.1(b) AN. = 9 h?d ACI 318-08 Eq. (D-6) 1 WeaN = 1 51,0 ACI 318-08 Eq. (D-9) \ 3 hat yred,N = 0,7 + 0,3 ( ) 51,0 er ACI 318-08 Eq. (D -11) WCP,N = MAXto- ca a, 1'a/ s 1,0 ACI 318-08 Eq. (D-13) Nb = ke A. Iff, h:}6 ACI 318-08 Eq. (13-7) Variables kcp her [in.] ect,N [in.] eam [In•1 ca,min [in.] 1 00 0,050 4,00 wN cao [in.] kc A f. [Psq 1,000 3,875 24 1 3000 Calculations ts2, ANC M• J ANcO [in 2] ee1,N ec2 N nn ed,N ,N Nb vb] 1 ,00 ,o0 1, 0 ,0 1,000 1,000 3718 Results Vcpg Db] 4eomxete V, Ub] Vus (Ib] 10328 0,700 7230 21 Input date and results must be checked for agreement wits the wdating conditons and for plausmiltyl PROFIS Anchor (c) 2003 -209 HN AG, FL -9494 Schaan Hlit is a registered Trademark of HAt AG, Scheen 4 .t* f www.hild.us Company: IENGINEER, PLLC. Specifier. JUAN C. MORENO Address- 8215 Lake Dr. #8502, Doral, FL 33166 Phone I Fax 954 274 2429 1786 545 7636 E -Mail: juan @iengineerpllc.com 4.3 Concrete edge failure in direction y- Vag = \Avao/ WMV Wev Wc.v -wirhv WPWGKV Vb 0 Vebg 2 VU Ave see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) Avco = 4,5 cef 1 Wecy = \1 2e„ 51,0 3r., 11 Wed.v = 0,7 + 0,3(1 Wit/ s 1,0 Wh.v = he a 1,0 a oz Vb = (7 Q' �) cas a ACI 318-08 Eq. (D-22) ACI 318-08 Eq. (D-2) ACI 318 -08 Eq. (D-23) ACI 318-08 Eq. (D-26) ACI 318-08 Eq. (D-28) ACI 318-08 Eq. (D -29) ACI 318-08 Eq. (D-24) 51/52 Prods Anchor 2.4.5 Page: 5 Project: Sub - Project I Pos. No.: Date: 19/0212014 Variables cat M•] ce2 [in.] eev On.] wC1v he On.) 4,000 0,000 1,40U 24,00101 le Fin.] X de M•] fe [ps7 lety 2,000 1,000 0,375 3UU0 2, 00 Calculations Ave [in.1 Avw Cn.1 ee,v edv h,v Vb f1b] 84,0 72,00 1, 1,0 5 Results Vcbe Ilb] �conxete Vwe Obl Vue Ob] 8576 U,7UU 510103 16 5 Combined tension and shear loads [3N pv Utilization PN.v [%l Status 0,117 0,003 3 $ OK ow= A + pi 1 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. 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) • Condition A applies when supplementary reinforcement is used. The cC 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 standardl Fastening meets the design criteriai Input data and results must be checked for agreement with the fads" conditions and for plausibllityi PROM Anchor (c) 2003 -2009 Hflt AG, FL -9494 Schaw Hit is a registered Trademark of Hilt AG, Schaen 52/52 www.hi[t us Profis Anchor 2.4.5 Company: IENGINEER, PLLC. Page: 6 Specifier: JUAN C. MORENO Project Address: 8215 Lake Dr. #8502, Dora[, FL 33166 Sub - Project I Pos. No.: Phone I Fax: 954 274 2429 1 786 545 7636 Date: 1910212014 E -Mail: juan @iengineerplic.com 7 Installation data Anchor plate, steel: - Anchor type and diameter. Kwik Bolt 3 - CS, 3/8 (2) Profile: no profile; 0,000 x 0,000 x 0,000 in. Installation torque: 240,000 in.lb Hole diameter in the fixture: df = 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. 3,000 3,000 1 1,000 l 4,000 1 1,000 1 7 Coordinates Anchor In. Anchor 8 y 0 3 0-T-_ c e.,y 1 -2,000 -2,000 4, - °o C co 2 0 -2,000 v 4,000 - 3 -2,000 °o 0 ri 1 81000 - 4 0 1 1,000 l 4,000 1 1,000 1 7 Coordinates Anchor In. Anchor x y c.X cx c e.,y 1 -2,000 -2,000 4, - 4,000 - 2 2,000 -2,000 8,000 - 4,000 - 3 -2,000 2,000 4,000 - 81000 - 4 2,000 2,000 8,000 - 8,000 - Input data and results must be checked for agreement with to existing conditions and for plausibiliryl PROFIS Anchor (c) 2003 -2009 HIM AG, FL -9494 Schoen HN is a refired Trademark of Hilt AG, Schean �x