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ACT-14-1914Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-225849 Permit Number: ACT -9-14-1914 Scheduled Inspection Date: December 31, 2014 Permit Type: Awnings/Canopies/Tents Inspector: Rodriguez, Jorge Inspection Type: Final Owner: RESTANI, MERCEDES Work Classification: New Job Address: 102 NW 97 Street Miami Shores, FL 33150 - Project: <NONE> Contractor: HOME OWNER comments 3 AWNINGS FRONT FACING WINDOWS Phone Number (305)785-6196 Parcel Number 1131010250080 INSPECTOR COMMENTS False Inspector Comments Passed CREATED AS REINSPECTION FOR INSP-225378. CREATED AS REINSPECTION FOR INSP-225209. CREATED AS REINSPECTION FOR INSP-218911. No permit Failed Front gate lock, permits not accesible, no one answer to the door bell. 12-19-14 Correction ❑ Provide original approved plans and permit Needed Re -Inspection ❑ Fee No Additional Inspections can be scheduled until re -inspection fee is paid. December 30, 2014 For Inspections please call: (305)762-4949 Page 17 of 26 BUILDING PERMIT APPLICATION JBUILDING ❑ ELECTRIC Miami Shores Village (`'�`- Department ' SEP o3 2014 Building p 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 F�B�C� 20� Master Permit No.��t � 4 I C, `� Sub Permit No. ❑ ROOFING ❑ REVISION ❑ EXTENSION [:]RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: /0a 1jUj q9 <-" City: Miami Shores County: Miami Dade Zip: 33 f S U Folio/Parcel#: Is the Building Historically Designated: Yes NO _ Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): C' ecks rl eS IFI I Phone#: 30 S Address: 1 0 Q- F3 61J R f ) -4/ 3 �JCity: p 6 �� (�k D ( F' S State: Tenant/Lessee Name: Email torn i CONTRACTOR: Company Name: Phone#: Address: City: State: Qualifier Name: State Certification or Registration #: Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State Value of Work for this Permit: $ ' o' Square/Linear Footage of Work: Type of Work: ❑ Addition L `J Alteration ❑ New ❑ Repair/Replace Zip: ❑ Demolition Description of Work: 2 A ,) N 1 ►N5_S F_Q_e��-1 `F n i nJ% W i ►til 1)6b -)-S Specify color of color thru tile: .5 A M PC F -C P" u l D f S p lmod (Q- og ?636 Submittal Fee S "" Permit Fee $ .,' CCF $ ` CO/CC $ Scanning Fee $ - C Radon Fee $_ �L ��y DBPR $ 02- Notary $ CD Technology Fee $ Training/Education Fee $ ' 2� Double Fee $ Structural Reviews $ Q) Bond $ r^ TOTAL FEE NOW DUE $ " coC) (Revised02/24/2014) Bonding Company's Nance (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City Zip 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 approved and a reinspection fee will be charged. Signature L•- Signature OWNE 11r AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this 1r,, day of S 20 by day of 20 by i r ,�Q SQA"who is personally known to who is personally known to me or who has produced *:k— I� r?J — as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: t 1 4iryryi11(,1!; Sign: c��_` Sign: Print: _ _ �7ft /yu, _ =Print: 71 Seal: _ `` 6` y'(J/�� R Seal 4 ********************************** **** ************************************************ **************** r�APPROVED BY � Plans Examiner C Zoning c.d-r- w QLei -4 Structural Review Clerk (Revised02/24/2014) M Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: 13051756 8972 OWNER BUILDERDISCLOSURE STATEMENT We NAME: rC e-41L'S R eS+U n I DATE: ADDRESS: /0a /J 9 % SAIWJMid SI7drPS /Sv Do hereby petition the Village of Miami Shores to act as my own contractor pursuant to the laws of the State of Florida, RS 489.103(7). And 1 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 alicensed 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. ft 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. ft 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 isnot 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 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. 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 alicensed 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 nu ers 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 subs ntially improved it for sale or lease, which violates the exemption. Initial 5. 1 understand that, as the owner -builder, Imust provide direct, onsite supervision of the construction. a Initial 6. 1 understand that I May not hire an uplicgti'sed person to act as my contractor or to supervise persons working on my building or residence. It It my responsibility t6eri�ure"that the persons whom I employ have the license required by law and by county or municipal ordinance. F Initial i 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 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___�� 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://www.mvforidalicense.com/dbpr/pro/cilb/index.htmi Initial 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: /0 Q'% V&gd At,,,,.�.c . -, Initial 12. 1 agree to notify Miami Shores Village immediately of any additions, deletions, or changes to any of the information that l 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 11 d g � day of ; '�� "� �� 20� P e s� k-4 V By who was personally known to me or who has Produced there License or c as identification. * * MY COMMISSION it FF 077668 :December 18 2017 EXPIRES �t,�►'� v , OWNER +,F,�a�� eo�deanMusses y CALIFORNIA DEPARTMENT,*F'.FORESTRY- and FIRE PROTECTION OFFICE OF.-, SHE STATE `FIREN 1.MARSHAL REGISTERED FLAME ' RtST,STANT PRODUCT Product-. Registration No. PRECONTRAINT 502/532/8,3211002 F-44401 Product Marketed.By:: SERGE FERRARI • • • • 1460 Sw 6TH COURTH 0 0 0 0 POMPANO BEACB♦ FL, 33069 •• •• 0000.• 0000 0000.., • • 0000 0000 0000 .... 00.0••• . • This product meets the minimum requirementsof flume resistance established by ft Cgifo ak .... State Fur Marshal for products ider tiffiied. in Section 13115; California Health aania.My Code..... 0000 The scope of the approved.use of this product is provided, in the 'cur rent edition of the CAUFORNIA APPROVED LIST OF:k ANk RETARDANT CHEMICALS AND FABRICS, GENERAL AND UMn7ED APPLICATIONS- CONCERNS published by the California State Fire Marshal. Depuky State Fire Marshal Expire: 6/30/2015 0000.. • 0000.. •0000. 0000• 00..0 •00.•• • •0 00 0000 .0000. FR -8 A LEGEND OF SURVEY ABBREVIATIONS Sheet 1 of 2 A..... ARC DISTANCE AID.... AIR CONDITIONING CBS_ CONCRETE BLOCK STRUCTURE NOVO... NATIONAL GEODETIC VERTICAL DATUM C..... CALCULATED C.B...... CATCH BASIN O.U.L... OVERHEAD UTILITY LINE PRC... POINT OF REVERSE CURVATURE FLOOD ZONE: X CL.... CLEAR CIL. --- CENTER LINE P,C.C... POINT OF COMPOUND CURVE RAD... RADIAL _THIS IS.A FLOOD ENC... ENCROACHMENT P,C..... POINT OF CURVATURE P.O.C... POINT OF COMMENCEMENT RM ... BMW OF WAY, HAZARD ZONE FIP.... FOUND IRON PIPE P.O.8... POINT OF BEGINNING. BLDG.. BUILDING SEC... SECTION _✓THIS IS NOT A FLOOD O.H.... OVER HANG W.M.... WATER METER C.H..... CHORD DISTANCE SCR... SCREENED HAZARD ZONE P.B.... FLAT BOOK M..... MEASURED D.E..... DRAINAGE EASEMENT. S.LP..... SET IRON PIPE PANEL NO.%302/L PIL...PROPERTY LINE CON—CONCRETE F.H..... FIRE HYDRANT SINK ... SIDEWALK COMMUNITY #: 120652 UP... UTILITY POLE F.O..... FOUND R..... RADIUS U.S..... UTILITY EASEMENT DATE OF FIRM: 09111!2001 CHU..... CHAIN LINK FENCE BASE FLOOD; N/A CERTIFY TO: FINISH FLOOR: N/A Mercedes Restani LOWEST N/A Columbia Title Of Florida, Inc, D/B/A Ewm Title. •000 ADT GRADE Chicago Title Insurance Company LEGAL DESCRIPTION: Lot: 8 669900 - • Block: 3 I Subdivision: Resubdivision Of Block 3 Bonmar Park •9600. According to the Plat thereof as recorded in 9999 Plat Book: 42 Page: 60 Public Records of MIAMI-DADE County, Florida. • ADDRESS: 102 NW 97 STREET - 6666• a9... MIAMI SHORES, FLORIDA 33150 66660 Encroachments Noted: 09+06• LOCATION SKETCH SCALE: wb_r- NOTES: A) All Cl-- W. encroachments shown hereon are of apparent nature.: Fence ownership by visual meek. Legal awnershlp of fm= not d—eiined. e) Ifhis survey is intended far mortgage or refinance purposes ,ely a 1d (wlr far -Mie use by those to when it w certified. ThN —Y I. not to be used for <omhvctlon, pemlitting, deign, or othnr use without wdttcn m- -.1 of Thamm T. Kelly, Inc. C) Code rmtrlef. eed title search are not eflechnd anthis zurwy. 03 The flood information shown hereon doss not imply that the Iefarmcsd pruperty will or will wet be free - from fleodilg ar domoge and does not rrsate liability on the part f the f1rm, any offleer w employee thereof, ter any damage that results fmm mllmm on said infomwtlm, E) The lands depicted hereon were surveyed per the Iego1 descipH,, od m daims es to awmrship or mutters of title ore made ar implied. F) Udagroud Em .lwwwft, if amy, mt lomted. I hereby ry Mat nth survey represented he= meets int m technical stan- dards sat f by, the Board of Lad Swrveyars I.fl.. ' ri 7 050 b 17.052 Flo. Admin, Lode p --t SecHan .026 F r5tatutes. ;05E, A PEREA?iP,5. & M. 858 STASE OF' FLORIDA NOTVALIO UtdLESISDAW INTED WrTH AN EMBOSSED SURVEYORS'S SEAL - NOTES: 1, IF SHOWN, .BEARING ARE TO AN ASSUMED MERIOUN (BY PLAT). 2. IF SHOWN, ELEVATIONS ARE REFERRED N.G.V.D 1929. 3. THIS IS A BOUNDARY SURVEY. NW 97th ST PRM � 6666 • • 6600 6666•• 830, 9999.• •000 0000% 5 6 7 669900 - • • • -. I •9600. 9999 ...r • .9.. - 6666• a9... 15' ALLEY 66660 • • 09+06• 13 12 \ 17 10 9 NW 96th ST. • • 0 • • 9999.• yy w • 6666••' S9• • 6666 • • 6666 THOMAS J. KELLY, INC. L. B. x#6486 SURVEYORS -MAPPERS -LAND PLANNERS 8125 SW 120 STREET- PINECREST, FLORIDA 33156 (786) 242-7692 DADE (954) 779-3288 BRWO (786) 242-6494 DADE FAX (954) 779-3260 BRWD FAX DATE FIELD WORK SCALE SURVEY NO. 03/29/2014 1 11I = IJT,,4� 1 14-0420 SHEET 2 OF 2 i:........... G.:..:_...: .:...... • :::• c; •::: 75 ALLEY 9 ASPH PAV.::::-`':: .......:-:::::::: :...::::::.::-:.._:--::.....:.. 81.18'(R) 81.20'(M)..-.....................,....-....-....... -- 60' TOTAL R/W: ::::.;•::::::::::•r:::::::•::::;::::::::::: F.I.P 1/2' x 17.4' F.LP 1 1. 30' x 14 8' i 4'CHLF mss. 0.5'C NPL - � N hR . I' :ta:',: m CBS TY 3'CHLF LOT 7 O ^ N 1' 12.45 m BLOCK 3 -1 9.0' 40' -� 20.00 uo :::- 4.0' 45 15.1' s d r '`On Pic o Q z ' 3'CHLF c, 17.70' Lo ONE STORY �.� 4.05 RES No. 102 Q 0000 �:La • • 0000 000000 ZQ 0 •'.c, Ni •• • • •• • •*� 1 /2 46.10' 16.09' 0000•• •0*••••0 0 PT 19.00' o 000000 • • • - m 0000 0000•• 0000 • • �u4 u') o 0000 0000 •�••� • L6 L0 C14 CPO. PRM .y,, r� •• •• 00 •• •••••• PC ' F.LP 1/2' 3 (1J •••••• • • • • •• • lB C•�-- • • • • 000000 x' FLP 1/2- .- 81.20'CM).'. Sx--.: • •.<) • • • �. �P:P R=25.0 ' - • _ • • • 0.00•• **of • • _ T=24.90 D=89'46'30" CB=134'53'15' • • • a • 22' PWY L=39.17 n ................. k =:: i.:: : c.:.: i` ::•:.. o =::: N W 97th s r:.:;:::::::- <::::::::::.::::: � :: ::: 20' ASPHALT PAVEMENT ENC. N07ES (1)A CONC. WALK ENG UP TO 0.5' INTO 7HE RIW THOMAS J. KELLY, INC. (2)A CBS WALL ENG UP TO a7' INTO THE 15' ALLEY R/W L.B # 6486 (3)A CLF ENG UP TO a7' INTO THE 15' ALLEY RIW SURVEYORS-MAPPERS-LAND PLANNERS 8125 SW 120 STREET PINECREST, FLORIDA 33156 (786) 242-7692 DADE (954) 779-3288 BRWD (786) 242-6494 DADE FAX (954)779-3260 BRWD FAX DATE FIELD WORK SCALESURVEY NO. 03/29/2014 1 1"=20' 1 14-0420 --------------------- ------------ HEAD PLATE --------- DATE: 08/15/14 r"X3"X3'ST. � j DETAIL. REVISIONS PLATE WELDED TO HEAD PIPE & SECURED W/ 3/8"0 C THE CANVAS AND OR FABRIC MUST BE DESIGNED TO BE READILY AND COMPLETELY REMOVED DURING PERIODS OF HIGH WIND VELOCITY. WEDGE ANCHOR / REMOVABLE CANVAS OR FABRIC MUST BE COMPLETELY REMOVED WHEN _ _______- ` WIND SPEED APPROACH AND/OR EXCEED TO 75 MPH (34M/S) AND/OR AS (MIN. EMBEDMENT j � DESIGNATED BY �_ ^__-- INTO CONC. WALL 0 36" �\ U.S. WEATHER BUREAU AS BEING A HURRICANE WARNING OR ALERT. MAX O.C. 4" MIN. EDGE DIST.\� A HIGH WIND VELOCITY WARNING MUST BE POSTED WITH LEGIBLE AND IN BOTH DIRECTIONS READILY VISIBLE SIGN OR DECAL INSTRUCTIONS TO THE OWNER OR TENANT TO REMOVE COMPLETELY THE CANVAS OR FABRIC DURING SUCH j }t PERIODS OR TIME. 2- t t 3 r f THE CANVAS OR FABRIC USED FOR AWNINGS OR FABRIC -COVERED FRAMES SHALL BE FLAME RESISTANT IN ACCORDANCE WITH NFPA 701. H °D t / t, C4 2 0 N ,, s sooEC U�Ii0E ff t,3 2 0 Y2" LACE BAR 0 0 y• LJ• }iLL •.•• • 0:00 F-• �• i W L5 7F_6„ ...... > �1 .1 MIN. • A.F.F •• •. 4,11: N •.fy.. `V . j GENERAL NOTES( If applicoble • • • SHS€" USCRPTIOW PANEL ELEVATION - ALL STRUCTURAL PIPES TO BE SCH. 40 GALV. STEEL A53-Fy=36 ksi - ALL STRUCTURAL STEEL PLATES TO BE STEEL A-36 - Fy= 36 ksi SHEET: 2 of 3 - ALL CONNECTIONS TO BE FULLY WELDED J"47018 SD -2 - ALL WELDS COVERED WITH CORROSION RESISTANCE COATING. X 2" X 4" PL. `J - ALL STRUCTURES DESIGNED IN ACCORDANCE WITH: 2010 PAGE 2 OF 3 y 4 INTO CONC. OR } 6 F.B.0 EXPOSURE CATEGORY D A.S.C.E 7-10 GCPI : +/-0.18; KD 0.85 VALID ONLY WITH RAISE PE SEAL VALID FOR (1) PERM ONLY GROUi FELLED AMU EXPOSURE "C" - V= 105 MPH IMPORTANCE FACTOR II W/ (1) $" X 3" !Engineer, PLLC. CA#29119 A.I.S.0 9th EDITION WEDGE ANCHOR - NOTIFY ENGINEER OF ANY ERRORS OMISSIONS FOUND Consulting Engineering Services s \ TYP OF 2 ) OR IF ANY PART OF THE DRAWINGS IS NOT UNDERSTOOD. 4 ISOMETRIC 8215 LAKE DR #6502 DORAL FL 33166 - CANVAS MUST BE REMOVED WHEN A HURRICANE WARNING Phone (954) 274-2429; IS ISSUED (FBC 3105.4.2.1) -PROVIDE PERMANENT LABEL - FABRIC TO MEET CURRENT NFPA-701 FIRE CODE. Fax (786) 545-7636 �. r (TYP OF 1 www.iengineerllc.com; Juan C. Moreno FL Reg P.E. # 69818 juan(a�iengineerpllc.com ALL PIPE TO BE 1 "0 U.N.O. PLATE DETAIL Y"X3"X3"ST. PLATE WELDED r� TO HEAD PIPE do SECURED W/ 3/8-0 WEDGE ANCHOR (MIN. EMBEDMENT -%I INTO CONIC. WALL A 36" MAX O.C. 4" MIN. EDGE DIST. IN BOTH DIRECTIONS HEAD PLATE DETAIL: THE CANVAS AND OR FABRIC MUST BE DESIGNED TO BE READILY AND COMPLETELY REMOVED DURING PERIODS OF HIGH WIND VELOCITY. REMOVABLE CANVAS OR FABRIC MUST BE COMPLETELY REMOVED WHEN WIND SPEED APPROACH AND/OR EXCEED TO 75 MPH (34M/S) AND/OR AS DESIGNATED BY U.S. WEATHER BUREAU AS BEING A HURRICANE WARNING OR ALERT. 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. 2' -- 2f) 1' 4" X 2" X 4" PL. INTO CONC. OR JT FILLED CMU (I) X 3" IGE ANCHOR OF 2) PLATE DETAIL ISOMETRIC (TYP OF 2) 1" 0 !Engineer, PLLC. CA#29119 Consulting Engineering Services 8215 LAKE DR #6502 DORAL FL 33166 Phone (954) 274-2429; Fax (786) 545-7636 www..engineerpllc.com; Y" LACE BAR 7'-6' MIN. A.F.F GENERAL NOTES( If applicable - ALL STRUCTURAL PIPES TO BE SCH. 40 GALV. STEEL A53-Fy=36 ksi - ALL STRUCTURAL STEEL PLATES TO BE STEEL A-36 - Fp 36 ksi - ALL CONNECTIONS TO BE FULLY WELDED J" -E7018 - ALL WELDS COVERED WITH CORROSION RESISTANCE COATING. - ALL STRUCTURES DESIGNED IN ACCORDANCE WITH: F.B.0 2010 EXPOSURE CATEGORY D A.S.C.E 7-10 GCPI : +/-0.18; KD 0.85 EXPOSURE "C" - V= 105 MPH IMPORTANCE FACTOR : II A.I.S.0 9th EDITION - NOTIFY ENGINEER OF ANY ERRORS / OMISSIONS FOUND OR IF ANY PART OF THE DRAWINGS IS NOT UNDERSTOOD. - CANVAS MUST BE REMOVED WHEN A HURRICANE WARNING IS ISSUED (FBC 3105.4.2.1) - PROVIDE PERMANENT LABEL - FABRIC TO MEET CURRENT NFPA-701 FIRE CODE. ALL PIPE TO BE 1"0 U.N.O. DATE: 08/15/14 REVISIONS I SHEET: 3 of 3 1 SSD -3 PAGE 3 OF 3 VALID ONLY WITH RAISE PE -SEAL VALID FOR (1) PERMIT ONLY Juan C. Moreno FL Reg P.E. # 69818 Q 'tt' 41 LL .w • F -0C.• to+. _C N•. ...... 4_j •,a) . .... U99004* :�'• 10co.S. ••...• �.CL T Z • • be . , O.•i �j SHS; :DESCRIIPTION PANEL ELEVATION I SHEET: 3 of 3 1 SSD -3 PAGE 3 OF 3 VALID ONLY WITH RAISE PE -SEAL VALID FOR (1) PERMIT ONLY Juan C. Moreno FL Reg P.E. # 69818 THE CANVAS AND OR FABRIC MUST BE DESIGNED TO BE READIL COMPLETELY REMOVED DURING PERIODS OF HIGH WIND VELD( REMOVABLE CANVAS OR FABRIC MUST BE COMPLETELY REMO\ WIND SPEED APPROACH AND/OR EXCEED TO 75 MPH (34MJS) AN DESIGNATED BY U.S. WEATHER BUREAU AS BEING A HURRICANI OR ALERT. A HIGH WIND VELOCITY WARNING MUST BE POSTED WITH LEGIE READILY VISIBLE SIGN OR DECAL INSTRUCTIONS TO THE OWNEI TENANT TO REMOVE COMPLETELY THE CANVAS OR FABRIC DUF PERIODS OR TIME. THE CANVAS OR FABRIC USED FOR AWNINGS OR FABRIC -COVET FRAMES SHALL BE FLAME RESISTANT IN ACCORDANCE WITH NF AWNINGS LOCATIC. _ NW 97th. ST W �- J cc Z a: C V w Q Q w � LL J W T > Q z V Om i � rr, �. m z LU 1° a o w UJ a c � ll > D W V mU < 2 Z D CC < J < 0000•• • 0000•• 0000 0000 0000•• iEngineer, PLLC. CA#29119 Consulting Engineering Services 8215 LAKE DR #8502 DORAL FL 33166 Phone(954)274-2429; Fax (786) 545-7636 www.Tenaine"r lc.com; DATE: 08/15/14 REVISIONS Q J _• •d. • .L.J FL � iXs• 4"J••ini• �kt W �- J cc Z a: C V w Q Q w � LL J W T > Q z V Om i � rr, �. m z LU 1° a o w UJ a c � ll > D W V mU < 2 Z D CC < J < 0000•• • 0000•• 0000 0000 0000•• iEngineer, PLLC. CA#29119 Consulting Engineering Services 8215 LAKE DR #8502 DORAL FL 33166 Phone(954)274-2429; Fax (786) 545-7636 www.Tenaine"r lc.com; DATE: 08/15/14 REVISIONS Q J _• •d. • .L.J FL � iXs• 4"J••ini• C31.0 LLF• C- • • Z••i• • Q • .. �•. NOO�O• O • ..0000 • • SII -P •6ESCRTPTi011 PANEL ELEVATION I SHEET: 1 of 3 I ifSD--1 PAGE 1 OF 3 j VALID ONLY WITH RAISE PE SEP VALID FOR (1) PERMIT ONLY I i Juan C. Moreno FL Reg P.E. # 69818 11 !Engineer, PLLC. Consulting Engineering Services 8215 LAKE DR #13502 DORAL FL 33166 Phone (954) 274-2429; Fax (786) 545-7636 www.iengineerpllc.com; ivan@iengineerplic.com PAGE COVER SHEET DATE: August 22, 2014 PROJECT: Awnings 4'-6"W x 2'-6"P & 7'-6"W x 2'-6"P ADDRESS: 102 NW 97th St, Miami Shores, FL 33150 CLIENT: 126 This computation book contains manual and computerized structural ciaryL ,tions, certain printed manufacturer's data and Computation pages are num&re*d :1 thru 26. Computations were performed to the best of our knowledge according -to sodrid-and generally accepted engineering principals and Code requirements,-eising natie"ly recognized computer software and in-house developed software. Prior to commiss;yning into service, the in-house developed software was thoroughly checked by performing parallel manual computations. The sign and seal provided herein are meant to cover all computation sheets pages 1 through 26. 4 iEngineer hLC, CA "#29119 Juan C. Moreno, F.L Reg. RE # 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. Wngineer, PLLC. Consulting Engineering Services 8215 LAKE DR #6502 DORAL FL 33166 Phone (954) 274-2429; Fax (786) 545-7636 www.iengineerpiic.com; juan(@iengineerpllc.com PAGE "/26 INDEX DESCRIPTION PAGE Wind Loads Calculations. 1 General Sketch 5 Frame with Length and dead load (self -weight) 6 Wind Loads 7 Unity check design 9 Elements' design 10••••, 0000 Load combination reactions �••• 11:.••. .04... 0000 Top connection design "head plate detail" •••0••15 • Bottom connection design "plate detail" .00. 0••••0 0000 21 ••••• 0000.. .. .• 00 00 .00.0. . 0 . 0000.. .. .... 0000.. 0000.. 0000.. 0000. 0000. 0000.. 0 .0000. 0000.. 1/26 MECAWind Version 2.1.0.5 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2014 Date : 8/22/2014 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 = 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 : 12 Slope of Roof(Theta) = 26.57 Deg Ht: Mean Roof Ht = 9.25 ft Type of Roof = Monoslope RHt: Ridge Ht = 10.00 ft Eht: Eave Height = 8.50 ft OH: Roof Overhang at Eave= .00 ft Roof Area = 25.00 ft^ 2 Bldg Length Along Ridge = 7.50 ft Bldg Width Across Ridge= 3.00 ft 9999 Gust Factor Category I Rigid Structures - Simplified Method 0.00•• 00.0•• Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 =•••0.85 •• •• Gust Factor Category II Rigid Structures - Complete Analysis 9999.. 9999 9999.. Zm: 0.6*Ht =..15.00 ft9se ;"•'; lzm: Cc*(33/Zm)^0.167 :999,Q'.23 09.9•• Lzm: 1*(Zm/33)^Epsilon ;9Q2979.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 9 �9•9p•.97 000'.: 99;99• Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) =000.0.. 91 0 ••••�0 0• Gust Factor Summary 0 0 0 0 0 :.00:. 0 •.000• Not a Flexible Structure use the Lessor of Gustl or Gust2 •00•.85 * :.0.0: •. . 0000 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi 0000 . . GCPi : Internal Pressure Coefficient = +/-0.18 Figure 27.4-1 External Pressure Coefficients CP - Loads on Main Wind -Force Resisting Systems E Id B Kh: 2.01*(Ht/Zg)^(2/Alpha) = 0.85 Kht: Topographic Factor (Figure 6-4) :- .']..00 0000 Qh: .00256*(V)^2*I*Kh*Kht*Kd =" 2d.37 ;sf". Cpww: Windward Wall Cp(Ref Fig 6-6) L00;0U.80 000* Roof Area =-""'25.00 ft^2 Reduction Factor based on Roof Area 00%.00 0000.0 0990 0909 MWFRS-Wall Pressures for Wind Normal to 7.5 ft wall (Normal toeffq rhe) .0 Wall Cp Pressure Pressure 0000•• • +Gcpi (Psf) -(;Cpi (Psf) ' • ' --------------- ----------------- ----------- • • • 0000•• Leeward Wall -0.50 -12.32 -4.99 : •�. Side Walls -0.70 -15.78 -8.45 • Wall Elev Kz Kzt qz Press Press Total shear Moment 0000 ft psf +GCpi -GCPi +/-GCpi Kip K -ft -------------------------------------------------------------------------------- Windward 10.00 0.85 1.00 20.37 10.18 17.51 22.50 1.69 8.44 Note: 1) Total = Leeward GCPi + Windward GCPi 2) Shear and Moment are sum of forces (Leeward+Windard) acting on bldg walls. Note that the shear & moment don't consider loads on roof or end gable. Roof Location CP +GCpi(psf) ----------------------- -GCpi(psf) ----------------- Windward - Min Cp -0.44 -11.28 ---------- -3.95 Windward - Max Cp 0.06 -2.63 4.70 Leeward Perp to Ridge -0.60 -14.05 -6.72 Overhang Top (Windward) -0.44 -7.62 -7.62 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 3 ft wall (Along Ridge) Wall CP Pressure Pressure +GCpi (psf) -Gcpi (psf) 2/26 9999.. 0999.. 0999.. • 0 .. 0• 0000• 0000•• • ••0000 •0900• • 4 3/26 --------------- Leeward ----------------- Wall -0.28 -8.43 ----------- -1.09 Side Walls -0.70 -15.78 -8.45 Wall Slav Rz Rzt qz Press Press Total shear int -------------------------------------------------------------------------------- ft psf +GCpi -GCpi +/-GCpi Rip R -ft Windward 10.00 0.85 1.00 20.37 10.18 17.51 18.61 0.56 2.79 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 4.6 ft -1.30 ---------- ---------- -26.17 -18.84 4.6 ft to 7.5 ft -0.70 -15.78 -8.45 -0.70 -15.78 -8.45 0000 • • •••• 990••• • • • •• • • • • • 0:0:** 0000 0000.• 0000•• • • • 0000•• 0000 0000 • • 0000 0000 09.9• 00•099 • • 0000• •• •• 690* 0000•• 0000•• • • • • • • % 0009•• • • • •9.99• 4 MECAWind Version 2.1.0.5 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2014 rrc_c z�r Date 8/22/2014 Project No. Company Name Designed By Address Description City Customer Name : State Proj Location : File Location: C:\Users\JUANMORENO\Documents\MECAWind\Default.wnd 5+ ROOF not 4a Shmm / ' _ /4 EM t3'aHs 3 'Mo®osloye Roof 10 < 0 r-- 30 .... 0000 .. . • •• Wind Pressure on Components and Cladding (Ch 30 Part K: .. • ��0� Width of Pressure Coefficient Zone "a" 3 ft Description Width Span Area Zone Max Min Max P ,,V4f► P 0 000 ft ft ft^2 GCp GCp psf - -- - -- -- - -- - --- - - - - - ---- - ---- --- --- - - - - - ---- - - - - - - -- 60oug ----- - -------- A--• --- • • • • RAFTER 2.25 2.50 5.6 1 0.40 -1.30 16.06* -30.14 - RAFTER 2.25 2.50 5.6 2 0.40 -1.60 16.0400:'19..25 0 • • •• • • • • •• • 0000 • 1w, 4126 •000.0 0000.. 0000.• 0000• 0000• 0000.• • • 0000.• 0000•• 4 GENERAL SKETCH 5126 DEAD LOAD = SELF WEIGHT & MEMBERS' LENGTH 0000•• • -09.00 •00• • 0000 ••••• 0000• • c w• • 0000 0000 0000 • 0000 e • 0000 • • • 6/26 0.00.. • • • . •tit• • • • 0000.• WIND PRESSURE (+Y) 0000 .0.. .. . .. 0000 .. 0000 . 0 0 0 0.0• .• ! 00 0. .44... 0 0 . . 0000 000* 7/26 9660.. . . 0000.. .0066. .0000 ..... 0000.. 0 0 .4000. .0000. 0 WIND PRESSURE (-Y) 8/26 9/26 UNITY CHECK DESIGN ELEMENTS 10/26 Design Group Results Design Group: Steel V Brace GO4 per AISC LRFD (2005) Designed As: Pipet STD, Material: \Steel\ASTM A53 Grade B nbined Check Member Result Offset Code Unity Details Name Case ft Ref. Check V001-5 0.9D+1.OW »+Y 1.7307 H1 -1b 0.2778 OK Lb = 3.6056 ft Check Member Result Offset Demand Fx Capacity Fx Code Unity Details Name Case ft Ib Ib Ref. Check V001-5 1.2D+1.OW+L+0.5Lr »+Y 3.6056 67.2266 14490.0003 D2-1 0.0046 OK Strong Flexure Check Member Result Offset Demand Capacity Mz Code Unity Details Mz Name Case ft Ib -ft lb ft Ref. Check V001-5 0.9D+1.OW »+Y 1.8028 -123.8819 464.6250 F8-1 0.2666 OK Lbz = 3.6056 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 V001-5 0.9D+1.OW »+Y 3.6056 -12.4423 464.6250 F8-1 0.0268 OK Lby = 3.6056 ft Strona Shear Check Member Result Offset Demand Capacity Vy Code Unity Details Vy Name Case It Ib lb Ref. Check V001-5 0.9D+1.OW »+Y 3.6056 354.6437 4347.0001 G6-1, 2b+St.Venant 0.0816 OK Shear Check Member Result Offset Demand Capacity Vz Code• . • • . rA• Details • Vz Name Case ft Ib Ib Ref. • • • • • Ct;w 0000 V001-5 0.9D+1.OW »+Y 3.6056 195.2461 4347.0001 G6-1, 2b+St.Venant 0.0449 O • • • • • • .... .... ..... ...... . . ..... .. .. .. .. ...... . . . . ...•.. 0.9DL + LOWL (+Y) REACTIONS FX z 287 0000 0000 0000 0000 0000 0000.. 0000 11/26 0000.. .0000. 0000.. 0000. 0000. 0000.. 0000.. 0000.. 0.9DL + 1.OWL (+Y) REACTIONS (MEMBERS ARE NOT SHOWED FOR CLARITY) it Fk 143 lb } LL Y LL .c u 1�p Fk r 143 n �\p LL Z,h Fk1.,24Sr b a� 7v ' 0 Fk ; 28714 u F JO 1 4S lbr n ff�QQ Fk� lqSq Fk a �t lb LL s1 P 11 ti k ` -4131b 0000 0000 •0•• • 0000 0000 • 0000•• • •••• • 0000 12/26 0000•• •0 0000•• 0000•• • 00.00 0000• •••••• • • 0000•• •••••• • • 1.2DL + 1.6WL (-Y) REACTIONS P' -k. z33 0000 0000 0000 • 0000 0000 •• •• • • • 0000•• •.0• ••0• 13/26 0000•• • • • 0000•• 0000•• • s 0000• • 0000• • 0000•• •0900• • • 1.2DL + 1.6WL (-Y) REACTIONS (MEMBERS ARE NOT SHOWED FOR CLARITY) _ -n <F v Ftiy, _j g cr �X�$llb 4 u _ff ! 74lb of c Ur b {�F X�'Tr4lb er fiX a B! lb 4'L� �'� FX ; 11 233 ib ti4 8 c -n n a 0000 0000 0000 .• .. . • 0 •0000• •00• • •0.• 14/26 0000.• • • • 0000.• • 0000• • • • 0000.• 0000•• www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: specitioes 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. #8502, Doral, FL 33166 954 274 24291786 545 7636 juanCiengineerplic. corn Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading Pb, in.ib] Page: Project: Sub -Project I Pos. No.: Date: 15126 Profis Anchor 2A.6 1 8/23/2014 Kwik Bolt 3 - Cs 318 (2) � her = 2.000 in., h.. = 2.313 in. Carbon Steel ESR -2302 1211/2013112/1/2015 design method ACI 318 / ACI 93 eb = 0.000 in. (no stand-off); t = 0.250 in. Ix x it x t = 3.000 in. x 3.000 in. x 0.250 in.; (Recommended plate thickness: not calculated) no profile uncracked 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 ANCHOR WALL DESIGN TOP CONNECTION Input data and results must be checked for agreement with the existing Condiirrons and for plausitN6tyi PROFIS Anchor (c) 2003-2009 Hifti AG, FL -9494 Sdwm Niki is a registered Trademark of H10 AG, Schaan w• • 0000•• • 0000•• 0000 0000 0000•• w• • 000• 0000 • • • • • 0000 • 0000 0000 00 • • • • • • 0 • ••••00 • •••• 000* 0000•• • • • 0000•• 0000• 0000• •••••• • 0 • •000.0 •••••• • 16/26 www.hild.us Profis Anchor 2.4.6 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 786 545 7636 Date: 8/23/2014 E -Mail: juan@iengineerpllc.com 2 Load caselResuking anchor forces Load case: Design loads Anchor reactions Pb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 439 260 10 -260 max. concrete compressive strain: 0.10 N) max. concrete compressive stress: 423 [psi] resulting tension force in (x/y)=(0.000/0.000): 439 [ib] resulting compression force in (x/y)=(0.000/-1.361): 265 Pb) 6®fR1!'1 3 Tension load Load N. ],tbl Capacity 4Nn Pbl utilization pN = NW#Ne status Steel Strength* 439 4770 10 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** 439 2417 19 OK * anchor having the highest loading *"anchor group (anchors in tension) 3.1 Steel Strength N„ = ESR value refer to ICC -ES ESR -2302 4 Nmw a N,,, ACI 318-08 Eq. (D-1) Variables 0000 n A",N [in.1 fw. [psi] . • • • • 9 . 9 000%0 1 0.06 106000 • • 0 • • • 0 �•:••� Calculations 0000•• • 0000•• Nsa(Ib] 0000•• • :0000: 6360 0000 0000 • • Results •..• 0000 00.09 Nsa # ] N439b) .0000• • • 00.00 6360 0.750 4770 00 00 • • 9 • • • • • . • • 0000.• • • • 9 9 9 099••0 • • • • • • • ••000• Input data and results must be checked for agreement with the existing conditions aril for plausibility! PROFIS And or (c) 2003-2(109 Hit! AG, FL -9494 Sahaarl Hdti is a registered Trademark of H•ti AG, Schaan www.hilti.us Company: (ENGINEER, PLLC. Specifier: JUAN C. MORENO Address: 8215 Lake Dr. #B502, Doral, FL 33166 Phone I Fax: 954 274 2429 1786 545 7636 E -Mail: juan c@iengineerpllc.com 3.2 Concrete Breakout Strength A4.0 [in.2] Nob ' CA.ANC Wed,N Wc,N WCP,N Nb ACI 318-08 Eq. (D-4) 0 NO a Naa ACI 318-08 Eq. (D-1) ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) k. #k: [psi] ANw =94 ACI 318-08 Eq. (D-6) 1 N 1. 0 Weo.N = 7e.):5 1.0 1+3F ACI 318-08 Eq. (D-9) Results Wed,N = 0.7 + 0.3 ( ) s 1.0 er ACI 318-08 Eq. (D-11) (ca, , 1.5h_) � 1.0 Wca.N - MAX\ Cao cac J ACI 318-08 Eq. (D-13) Nb = kc X 4fc, helf-5 ACI 318-08 Eq. (D-7) Page: Project: Sub -Project I Pos. No.: Date: Variables A4.0 [in.2] h r [in.] ecl,N [in.) eo2.N [m•] ca.min [in.] WC,N 2.000 0.000 0.000 4.000 1.000 cac Cin.] k. #k: [psi] 3.875 24 1 3000 Calculations 17/26 II Profis Anchor 2.4.6 3 8/23/2014 Am [in.2] A4.0 [in.2] Nb 00 36.00 ec1,N 1.000 r2 We,N ed.N 1.000 1.000 N 1. 0 tib] 3718 Results Ncb [lb] Nd, {Ib] N„, Pb) 3718 0.650 2417 439 0000 • • 0009 0000•• 0000•• 0000 •00e•• • 0000•• • • • 0000•• 0000 sees • • 0000 0000 sees• •sere• • • •see• 00 •• e• 00 ••e•ee 000••0 hW data and resuRs must be diedked for agreement with the existing =d ms and fol plausibility! PROFIS Andior (c) 2003-2009 Hilo AG, FL -9494 Schaen Hifi is a registered Trademark of Hilti AG, Schaan 18/26 www.hiltims ANw [in• J Profis Anchor 2A.6 Company: IENGINEER, PLLC. Page: 4 Specifier JUAN C. MORENO Project: ¢ V,a 001 Address: 8215 Lake Dr. #13502, Doral, FL 33166 Sub -Project 1 Pos. No.: Phone I Fax: 954 274 2429 1786 545 7636 Date: 8/23/2014 E -Mail: juanr@iengineerpilc.com 260 0.700 4 Shear load _ 260 Load Vua 0161 Capacity ¢Ve Pb] Utiiizadon pv = V J#V„ status Steel Strength- 260 2905 9 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 260 2603 10 OK Concrete edge failure in direction y-** 260 1930 14 OK * anchor having the highest loading **anchor group (relevant anchors) ACI 318-08 Eq. (D-2) 4.1 Steel Strength Vsa = ESR value refer to ICC -ES ESR -2302 ¢ Vpap a V„a ACI 318-08 Eq. (D-2) Variables n /.,v Cn 2) faa [psi] 1 0.06 106000 Calculations V,a [lb] 4470 Results ANw [in• J West N Wec2 N Wed N WCPN Nb Pbl 36.00 36.00 1.000 V,a [lb) ¢peel ¢ V,a 001 Via [lb) V,e f1b1 ¢car=pe 4470 0.650 2905 260 0.700 2603 _ 260 4.2 Pryout Strength V.p = kw [\�) Wed,N Wc,N Wcp,N Nb] ACI 318-08 Eq. (D-30) ¢ VCP 2 Vas ACI 318-08 Eq. (D-2) ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) AN.0 = 9 h ACI 318-08 Eq. (D-6) • e • • • 9 1 . . 0090 000000 • Wac,N = 1 + 2 eN 51.0 ACI 318-08 Eq. (D-9) • • " ' • ' • • 3haf 0000•• 0000 0000•• Wad,N = 0.7 + 0.3 (ca "'"' 51.0 ACI 318-08 Eq. (D-11) • • • • • • • • • •' 1 .5he 9999 9999 9 9 WcP.N —MAX(ca min 1.5h_):5. 1.0 ACI 318-08 Eq. (D-13) •.... • .... • 0000% 9 car Nb = kc X hei6 ACI • •' • •' ' • • • • • • • YTc 318-08 Eq. (D-7) •• •• •••• • 0.0.0e0e•e ' •Variables 9 9 e ky hr [t .] e ec,NC .] ec2 N fin.] ca,x, Ct.l •• • • ••'•' • • 1 .000 0.000 0.000 4.000 • • • • • • • • • • 0090 --- Wc.N cac [in.] kc � fc [psi] 1.000 3.875 24 1 3000 Calculations ANC [In Zl ANw [in• J West N Wec2 N Wed N WCPN Nb Pbl 36.00 36.00 1.000 1.000 1.000 1.000 3718 Results V,e f1b1 ¢car=pe ¢ Vep 06] Vaa [tbl 3718 0.700 2603 _ 260 Input data and resutts must be checked for agreement vAth the existing omMms and for piausibirty! PROFIS And,or (c) 200&2009 M AG, FL -9494 Sohaan MU is a registered Trademark of Hird AG, Schaan www.hiltLus Company: [ENGINEER, PLLC. Specifier: JUAN C. MORENO Address: 8215 Lake Dr. #8502, Doral, FL 33166 Phone ! Fax: 954 274 2429 1786 545 7636 E -Mail: juan@iengineerplic.com 4.3 Concrete edge failure in direction y- V.b _ \A . Wed.v Wc.v Wh.v WpamM,v Vb AC! 318-08 Eq. (D-21) b Vo, i V„d ACI 318-08 Eq. (D-2) Ave see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) Avco = 4.5 c;, ACI 318-08 Eq. (D-23) 1 + 2e, s 1.0 ACI 318-08 Eq. (D-26) Wed,v = 0.7 + 0.3(1 -2 51.0 ACI 318-08 Eq. (D-28) Whv = hh. z 1.0 ha ACI 318-08 Eq. (D-29) I o.z Vb = (7 (ae) �) cel ACI 318-08 Eq. (D-24) Page: Project: Sub -Project 1 Pos. No.: Date: Variables ce, [in.) cat [in.] eoy [in.] Wcv he [in.) 4.000 4.000 0.000 1.400 8.000 1, [in.) X de [►n.1 fc [psi]V 2.000 1.0 0.375 3000 1. Calculations Ave [in. 1 Arco [in.1] ee,v WedV WhV Vb Pb] 60.00 72.00 1.000 0.900 1. 2625 Results 19126 Profis Anchor 2.4.6 8/23/2014 Vcp [lb]�kwncrete Vw [ihl Vee [lb] 2756 0.700 1930 260 0000 5 Combined tension and shear loads • • SN �y Utilization pNy [%l • • • : • • Status • • • • 0.181 0.135 513 10 0 "'0-0 OK�' 0000 0000 0000 0000 0000.. 0000.. • 0 0000•• •0000 • • •••000 • • ••00• 6 Warnings •0'00' '00'00 0.0000 • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re-distrib &o9n*s*orrthe anchors due to • elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, Ili order not to bo defe'saed when subjected to the loading! • • • • • • • 0000•• • 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 Stt$W. 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 criteriat Ir;" data and resuRs must be checked for agreement wid, the ftstirg cord tions and for Oausibitityi PROEM Andror (c) 200&2009 M U AG, FL -9494 Sdum Hilb is a registered Trademark of HHU AG, Sdum 20/26 www.hitti.us Profis Anchor 2.4.6 Company: )ENGINEER, PLLC, Page: 6 Specifier: JUAN C. MORENO Project: Address: 8215 Lake Dr. #B502, Doral, FL 33166 Sub-Projectr< I Pos. No.: Phone I Fax: 954 274 2429 1786 545 7636 Date: 8/23/2014 E -Mail: juan@iengineerpllc.com 7 Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt 3 - CS, 318 (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 A GAA � • nnn Coordinates Anchor in. Anchor x y c_x c" c 1 0-6600 0.000 4.00 - 4.000 - Input data and results must be checked for agreement with the existing conditions and for piausiWityl PROFIS Anchor (c) 2003-2000 Hari AG. FL4M Schaan H#b is a registered Trademark of HIS i AG, Schaan • 0000•• •♦0000 ••••• •000•• • 0• 0.000• •••••• 0 r 000.0• •• • •0000• • •00• •• • 0 • • 0000 •• •••••• • • 0 • • • •• •• 00 410 •••••• • • • a o rp • • • • • • •• • •0 • • • •• 1.500 1.500 Coordinates Anchor in. Anchor x y c_x c" c 1 0-6600 0.000 4.00 - 4.000 - Input data and results must be checked for agreement with the existing conditions and for piausiWityl PROFIS Anchor (c) 2003-2000 Hari AG. FL4M Schaan H#b is a registered Trademark of HIS i AG, Schaan • 0000•• •♦0000 ••••• •000•• • 0• 0.000• •••••• 21/26 www.hilti.us Profis Anchor 2.4.6 Company: IENGINEER, PLLC. Page: 1 Specifier: JUAN C. MORENO Project: Address: 8215 Lake Dr. #8502, Doral, FL 33166 Sub -Project I Pos. No.: Phone I Fax: 954 274 2429 1786 545 7636 Date: 8/23/2014 E -Mail: juan@iengineerpilc.c Dm Specifier's comments: 1 Input data Anchor type and diameter. Kwik Bolt 3 - CS 318 (2) - Effective embedment depth: her = 2.000 in., h„a„ = 2.313 in. Material: Carbon Steel Evaluation Service Report: ESR -2302 Issued I Valid: 12/1/2013 12/1/2015 Proof: design method ACI 318 / AC193 Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in. Anchor plate: 1, x lr x t = 2.000 in. x 2.000 in. x 0.250 in.; (Recommended plate thickness: not calculated) Profile: no profile Base material: uncrac ked concrete, 3000, f,= 3000 psi; h = 8.000 in. Reinforcement: tension: condition B, shear. condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading Pb, in.lb] 7 - ANCHOR WALL DESIGN BOTTOM CONNECTION 9 O. ...... .... ...... 009.00 0 . • 9999.9 9099 0009 . . • . 0 .... 664,*..... o • .9900...... . .. 99 90 00 .. ...... • • • . • � F ri-- 0 • • 0090•• - A Q • • 9 090900 • • 9 • • • 9.0.0• ``` ,��.. 0 if InpkA data and resuns must be checked for agreement wgh the existing c orx# u and tar gaustb t l PROEMS Anchor (c) 2003-2009 HO AG, FL -9494 Schaw HBO is a registered Trademark of Hird AG, Schaw www.hilti.us Company: (ENGINEER, PLLC. Specifier: JUAN C. MORENO Address: 8215 Lake Dr. #8502, Doral, FL 33166 Phone I Fax: 954 274 2429 786 545 7636 E -Mail: juan@iengineerpiic.com 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions Pb] Tension force: (+Tension, -Compression) Anchor Tension force Shear fore Shear force x Shear force y 1 1392 28 20 -20 max. concrete compressive strain: 0.55 rLI max. concrete compressive stress: 2388 [psi] resulting tension force in (x/y)=(0.000/0.000): 1392 Pb] resulting compression force in (x/y)=(0.000/-0.864): 972 Pb] Page: Project: Sub -Project I Pos. No.: Date: 22/26 Profis Anchor 2.4.6 2 8/23/2014 CMI 3 Tension load Load Nm Ob) Capacity 4Nn Pb] Utilization pN = N.14Na Statue Steel Strength* 1392 4770 30 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** 1392 2417 58 OK * anchor having the highest loading "anchor group (angors in tension) 3.1 Steel Strength N. = ESR value refer to ICC -ES ESR -2302 A N~;! Na, ACI 318-08 Eq. (D-1) Variables 00** n A.,N [in.1 futa [Psi] • • **:a • • • • • • 1 0.06 106 �.••� : • • •� Calculations ••••• 0.0000 •.••:. • Nsa Ob] 0000•0 • • 63600000 00.0 • • 0 0 0 Results 0000 0000 0000• _ N. [lb] N. jib] N. Pb] 0000•• . • . • • • 000.0 ' 6360 0.750 4770 1392 0000•• • • • . • 0000.. 0000•• •• • 0000 • • Input data and resufts moat be checked for agreemeM with the wdsting ooftws and for plausibudyl PROFIS Anchw (c) 2003-2009 Hilti AG, FL -9494 Schsan Hitt is a registered Tradema(k of Hiid AG, Schasn www.hiltims 23/26 Profis Anchor 2.4.6 Company: (ENGINEER, PLLC. Specifier: JUAN C. MORENO Address: 8215 Lake Dr. #8502, Doral, FL 33166 Phone I Fax: 954 274 24291786 545 7636 E -Mail: juan@iengineerpiic.com Page: 3 Project: Sub -Project I Pos. No.: Date: 8/23/2014 3.2 Concrete Breakout Strength N� _ (pt ) Wed,N Wc,N WCP,N Nb ACI 318-08 Eq. (D-4) 36.00 - $ N,t, Z Nu, ACI 318-08 Eq. (D-1) ec2,N Wed.N 1.000 1.000 ' ANO see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) tib] 3718 • ANO = 9 h r ACI 318-08 Eq. (D-6) . 1 Wee,N = 1 21 + e" g 1.0 ACI 318-08 Eq. (D-9) 4kw=06 3 hr/ N. [ib] W,d,N = 0.7 + 0.3 ( 5h) 51.0 ACI 318-08 Eq. (D-11) 3718 Wap,N = MAX(k 1'.5h951.0 ACI 318-08 Eq. (D-13) 1392 Nb = kc X Vrc heis ACI 318-08 Eq. (D-7) Variables h,r [in.] eci,N [in.] ec2,N [in.] Ca,min [in.] qN 2.000 O.OW 0.000 4.000 1.000 ca, [in.] k. fc ips+] 3.875 24 1 3000 Calculations ANc [in• J ^rho [in. 1 Nb 36.00 36.00 ec1.N 1.000 ec2,N Wed.N 1.000 1.000 .N tib] 3718 Results Net, [lb] 4kw=06 $ No [lb] N. [ib] 3718 0.650 2417 1392 • • •+•• 0000•• 0000•• 0000 0000•• • 0000•• • • • 0000•• 0000 0000 Y • 0000 0000 ••••0 •0.00• • • 0000• •• 00 •• •• ••00•i • •••••• • • • • • • •00.0• •0000• • • • •0000• Input data and resuRs rramt be checked for agreement with the existing conditions and fbr plausibility! PROFIS Andwr (c) 2003-2009 Hflti AG, FL -9494 Schaan HIM is a registered Tredemartk of Hilt AG, Schaan t 24/26 M70 ;I www.hilti.us Profis Anchor 2.4.6 Company: (ENGINEER, PLLC. Page: 4 Specifier. JUAN C. MORENO Project: Address: 8215 Lake Dr. #6502, Doral, FL 33166 Sub -Project I Pos. No.: Phone I Fax: 954 274 2429 786 545 7636 Date: 8/23/2014 E -Mail: juan@iengineerpllc.com 4 Shear load Load V a [Ib] Capacity +Vn Pb] Utilbmdon pv VUd#V" Status 36.00 Steel Strength* 1.000 28 2905 1 OK • Steel failure (with lever arm)* 0cwcme N/A N/A NIA WA 2603 • Pryout Strength*" 28 2603 2 OK Concrete edge failure in direction y-** 28 1930 2 OK * anchor having the highest loading *"anchor group (relevant anchors) 4.1 Steel Strength V,a = ESR value refer to ICC -ES ESR -2302 � V,wm 2 V. ACI 318-08 Eq. (D-2) Variables n Ay fin.) fum [Psi] 1 0.06 106000 Calculations V„ [lb] 4470 Results V„ [lb]4u.. V„ Ob) V,. Ob] 4470 0.650 2905 28 4.2 Pryout Strength V,_ "cP [(�� Wed,N Wo,N Wcp,N NDJ ACI 318-08 Eq. (D-30) + VC 2 V,,, ACI 318-08 Eq. (D-2) Aw see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) At,.. = 9 h 2ACI 318-08 Eq. (D-6) •' • • 1 • • 0000 0.000• Wec.N = 1 + 2 eN 5 1.0 ACI 318-08 Eq. (D-9) • • • • • • • •' *a:.. . • • 3—rl+r 0000•• •00••• • yr,d,N = 0.7 + 0.3 (�') 51.0 ACI 318-08 Eq. (D-11) • + • • • • • : • •. • er 0000 •.•• • = Cal- 1.511. W�,N MAX( cae , cac 51.0 ACI 318-08 Eq. (D-13) •0000• •0000+ •..•• • a Nb=kax4f,h s ACI 318-08 Eq. (D-7) 0000•• • • ••••9i •w••• * .00.00 0000.• Variables 0000•• • • kp her [in.] ec1 N [in.] ec2N [in.] camin [in.] • • • • •.... • 0000•• 1 2.000 0.000 0.000 4.000 : 009 ' : • • . • 09 • 0000 • • • 0900 Wc.N ca, [tn.] kc a f. [Psi] 1.000 3.875 24 1 3000 Calculations AN, [in.2] A. [in.) West N Wec2 N Wed N Weo N Nb Pb] 36.00 36.00 1.000 1.000 1.000 1.000 3718 Results Vw Pb] 0cwcme Vco [lb] Vua Pb] 3718 0.700 2603 28 Input date and remAs must be dmcked for agreemerd with the exisfing rmrtdNi" and for ptaUwNff*! PROFIS ArtcW (c) 20032008 HNi AG, FL -9494 Sdaan HN is a registered Trademark of FIN AG, Schaan i f • 25/26 www.hird.us Profis Anchor 2.4.6 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 24291786 545 7636 Date: 8/23/2014 E -Mail: juan@iengineerpiic.oDm 4.3 Concrete edge failure in direction y- Vcb = 1Rvco/ Wed,v Wo.v WhY W ,v Vb ACI 318-08 Eq. (D-21) Vcb i Va, ACI 318-08 Eq. (D-2) Ave see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) Avco = 4.5 c:f ACI 318-08 Eq. (D-23) 1 ` Wecv = 1 + -,2e j s 1.0 ACI 318-08 Eq. (D-26) Tc; // W,d,v = 0.7 + 0.3(1 1.2 ):5 1.0 ACI 318-08 Eq. (D-28) = 1'�f 2 1.0 Wh,v ACI 318-08 Eq. (D-29) 1 Vb = C7 ( \da! oz �) jai ACI 318-08 Eq. (D-24) Variables cal [in.] ca2 [in.] ecv [in.]Wcy h. [in.) 4.000 4.000 0.000 1.400 8.000 I, [in.] X da [in.] fc [psi]Waaati.ty 2.000 1.000 0.375 3000 1,000 Calculations Av. Cn.21 Avco ]in.1 W«v Wedv Whv Vb Rb) 60.00 72.00 1.000 0.900 1.000 2625 Results Vcd [ib] 4co,,w $ Vch [lb] V. (Ibl 2756 0.700 1930 28 • • 5 Combined tension and shear loads 0 0 • •• • • .. RN �y Utilization • • • • • Status` s • • • j3H v [°�1 0.5 6 0.01 5/3 40 OK ow=A+pv<=i •••••• c • .... ... ••••• 6 Warnings • . ...... • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re-distribidtlons on* the anchors due to 0 • elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, In order not to ti ed wh9r • • • • subjected to the loading! • . • • • • Condition A applies when supplementary reinfore ement is used. The 4) factor is increased for non -steel Design Strengths except FUout Strength • and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout M". 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! Input data and results must be checked for agreement with the existing conditions and for plausibiiityi PROMS Anchor (c) 2003-2009 Mil AG, FL -9494 Schaan Hltti is a registered Turk of Htiti AG, Schaan 26/26 1 ELM NEI I www.hiki,us Profis Anchor 2.4.6 Company: (ENGINEER, PLLC. Page: 6 Specifier: JUAN C. MORENO Project: Address: 8215 Lake Dr. #6502, Doral, FL 33166 Sub -Project I Pas. No.: Phone I Fax: 954 274 2429 1786 545 7636 Date: 8/23/2014 E -Mail: juan@iengineerpllc.com 7 Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt 3 - CS, 318 (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 1.000 1 1.000 1'1L1� Coordinates Anchor in. Anchor x y c_, c„ c c 1 0.000 0.000 4. - 4.000 - hW dela and results must bs checked for agr"Mrd with the existing conditions and for plausiNdyl PROFIS Anchor (c) 2003-2009 HNU AG, FL -9494 Schaan Hdti is a registered Trademark otHit i AG, Schaen 1.000 _i •0••:• X • 0.000• • • •••••• 0•••• • • r ••••• i 0000•• 0 • • 000.00 ••0.0• 0 0 O T o • 0000•• ••• • 0000•• • 0000 ••• 0000 ••• 0000•• 0' 0000•• 0 • 1'1L1� Coordinates Anchor in. Anchor x y c_, c„ c c 1 0.000 0.000 4. - 4.000 - hW dela and results must bs checked for agr"Mrd with the existing conditions and for plausiNdyl PROFIS Anchor (c) 2003-2009 HNU AG, FL -9494 Schaan Hdti is a registered Trademark otHit i AG, Schaen 1.000 _i •0••:• X • 0.000• • • •••••• 0•••• • • r ••••• i 0000•• 0 • • 000.00 ••0.0•