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RC-17-5Miami Shores Village - 10050 10050 NE 2 Ave, Miami Shores FL, 33138 Tel: 305-795-2204 Fax: 305-756-8972 Building Inspection Department This certificate issued pursuant to the requirements of the Florida Building Code 106.1.2 certifying that at the time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: Permit Type Owners Subdivision/Project Construction Type Square Footage Description of Work RESIDENTIAL CONSTRUCTION Bldg. Permit No. RC -1-17-5 FRANCES ALLEGRA / MARYBELL RAJO MIAMI SHORES SEC 8 REV IN PB 43-69 COVERED PATIO Contractor Date Issued Occupancy Load Occupancy Type Applicable Code CUSTOME TEN INC a h June 26, 2018 2014 FLORIDA BUILDING Location 1160 NE 98 ST Miami Shores, FL 33138-2439 Building Officials Approval Not Transferable POST IN A CONSPICUOUS PLACE Ismael Naranjo, CBO INSPECTION REGORD Mianii Shores Village 10050 N.E. 2nd Avenue 'Miami Shores, FL 33138-0000 Phone: (305)795-2204 Fax: (305)756-8972 4 `3 POST ON SITE Permit NO. RC -1 -1 7-5 Issue Date: 4/20/2017 Permit Type: Residential Construction ork Classification: Addition/Alteration Expires: 10/17/2017 INSPECTION REQUESTS: (305)762-4949 or Log on at https:%/bIdg.miamishoresvillage.com/cap REQUESTS ARE ACCEPTED DURING 8:30AM - 3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be.received by.,3 pm for following dapinspections. Residential Construction Parcel #:1132060180390 Owner's Name: FRANCES P ALLEGRA & MARYBELL RAJ() FRANCES F Job Address: 1160 NE 98 Street - Total Square Feet: 314 Owner's Phone: (305)609-0091 Miami Shores. FL 33138 - Bond Number: 3383 Total Job Valuation: $ 78,450.00 7114J1- :1nnFa� MIAR Contractor(s) _ . V..:11,‘ t #. o in 3 Ni;i14ry Contractor CUSTOM TEN INC 11 u Iu4I1P ilruM ( )-32-3299" ('4' ma AT Tr, OF ;'AAA y *.. 7 .,ti 0 WORK IS ALLOWED: MONDAY THROUGH FRIDAY, 8:OOAM - 7:0ORM. SATURDAY 8:OOAM - 6:OOPM. NO WORK IS ALLOWED ON SUNDAY:OR HOLIDAYS. BUILDING AND ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDA hi" 216Y0P---- reorci4,- 4.4.2)-4 _ sipertA— CO__44 AIL/ ObC( ``k 441 1:5°))) 4 U 0I. V �1 ' /, NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED. PLANS ARE READLY AVAILABLE. IT IS THE PERMIT APPLICANTS RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. JAI Ati /lu+ i7 Cd/ INSP STRUCTURAL INSPECTION ' * , TE , P„ Po lFtiundation , Stemwall Slab •_f M 517).°1 Columns (1st Lift) fpr 1`) Columns (2nd Lift) "V / .• Tie Beam f rik'Roof Sheathing ` iiTruss/Rafters iiirt1' '/r - •Bucks Windows/Doors ' Interior Framing Insulation Ceiling Grid Drywall Firewall Wire Lath " ,Pool Steel Pool Deck Final Pool Finan Fence . - Screen Enclosure Driveway Driveway Base Tin Cap Roof in Progress 1Mop in Progres's Final Roof Shutters Attachment Final Shutters Rails and Guardrails ADA compliance FINAL DOCUMENTS Sol:Bearing Cert — SoiL.Treatment Cert— Floor Elevation Survey Reinf Unit Mas tert Insulation 'Certificate -" y Spot Survey Final Survey Truss Certification v" STRUCTURAL COMAE -NTS • Ant C ION RECORD � Zoning Final ZONING COMMENTS INSPECTION DATE INSP Temporary Pole 3A Day Temporary Pool Bonding Pool Deck Bonding Pool Wet Niche Underground Footer Ground Slab Wall Rough Ceiling R Te - .. one Roug Telephone Final TVRotugh TV Final Cable Rough Cable Final Intercom Rough Intercom Final ;Alarm Rough Alarm Final Fire AI'arm Rough .Fire Alarm Final Servic-e-Work-W'ith ELECTRICAL COMMENTS FIRE INSPECTION , DATE INSP Final Sprinkler Final Alarm FINAL 0 INSPECTION DATE INSP Rough Water Service 2nd Rough Top Out Fire Sprinklers Septic Tank Sewer Hook-up 'Roof Drains Gas LP Tank Well Lawn Sprinklers Main Drain Pool Piping Backflow Preventor• Interceptor Catch Basins Condensate'Drains HRS Final''` FINAL PLUMBING COMMENTS MECHANICAL Underground Pipe a Rough Ventilation Rough Hood Rough Pressure Test Final Hood Final Ventilation Final Pool Heater Final Vacuum FINAL MECHANICAL COMMENTS Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 nspection Number: INSP-299670 Permit Number: RC -1-17-5 Inspection Date: March 19, 2018 Inspector: Kendall, Travis Owner: FRANCES P ALLEGRA & MARYBELL OA In CDAAIf`CC D Al 1 Cf_`Cn 9 Job Address:1160 NE 98 Street Miami Shores, FL 33138 - Project: <NONE> Contractor: CUSTOM TEN INC Permit Type: Residential Construction Inspection Type: Survey Final Work Classification: Addition/Alteration Phone Number (305)609-0091 Parcel Number 1132050180390 Phone: (305)932-3299 Building Department Comments COVERED PATIO Infractio Passed Comments INSPECTOR COMMENTS False 4 Passed Inspector Comments • Failed Correction Needed Re -Inspection Fee No Additional Inspections can be scheduled re -inspection fee is paid. 1 until March 19, 2018 For Inspections please call: (305)762-4949 Page 1 of 1 IVIE Proudly Serving \ ., the Florida Real Me .:.�LA�N�D,�` .. Estate Community for Over 20 Years WWW.MELANDSERVICES.COM W.MELANDSER VICES.COM N.E. 98th STREET •••• Y • • • •••• • • • .....' —•• • • • • • • •• •• 75RIGHT—OF—WAY (BY PLAT) : *••••. 22'1 ASPHALT PAVEMENT .... x y. ><.: • 80.00' (P)(M) •• •• \ 26.50' PARKWAY • • ':' ' ' '• ! •.Ya2O' • •• • •• F,LP. 1/2" • F.I.P. 1/2" 24.54 (Ml • .•• • • • 1• ••I —x LOT 21 OCK 180 0.10' I 4' WIRE FENCE—.- 0.10' ENCE—`0.10' PIN h " 10.50' 0 F.I.P. 1/. ";::.'vl. CONC 0.70' n h " o /PATIO .1 � ' F> :; f > >PAVERS 2ri 014.0' co o '• f< 6.8' 20.0' M ;N Ni 7240 70.70 : 3 n v?SPA ol POOL , , CO < PAVERS 11.'SPA .• , , �., >., >, 8 =MSS » x DRIVE :�3r r;r ..t o .0 „.--' 6WOOD FENCE Tri y 1 r lid{! /! ! A!`� ( ! --11D-7-7-7— ._. ._... F.I.P.1/2M o......'. 0.20' LOT BLOC/ 0.45' 10.00' 80.00' (P)(M).:::. 9.0' ASPHALT ALLEY ... 0.40' 4' WIRE FENCE Accepted By: Property Address: 1160 N.E. 98 Street Miami Shores, FLORIDA 33138 • II•• 1• • • • •• • • • •• • • • • • • • �• • • • t IM.JRIFCT "10 Comp! IANCE WITH AL CJ `;IA11 AND C0 NIY -S AND R[ C c CI r -1 H Mi APPROVED ZONING DEPT! arni Shores VIII BY Notes: NO NOTES SURVEYOR%CERTIFICATION: 1 HFRSY THAT THIS BOUNDARY SURVEY IS ATRUE AND CORRECT REPRESENTATION 1XIr: Ix.fy��I'11 TINDER MY DIRECTION. THISCOMPLES WITH THE MINIMUM TECHNX'.M ,fi ll '7 I t NTH BY THE STATE OF FLORIDA BOARD OF PROFESSIONAL LAID SURVEY t r'ila fhrp I/ THROUGH 6417-05E FLORIDA ADMNISIRATNECODE RIR:' y... +y(ITI 1 ':TATUES SIGNED EFRAIN LOP STATE OF FL FOR THE FIRM P.S.M. No. 6792 NOT VAID WITHOUT AND AU 1111 .. w N:.;N NATURE AND AUTHENTICATED ELECTRONIC SEAL AND/OR THAMAV IS • VAUD WITHOUT THE SIGNATURE AND THEORIOINAL RAISED SEA OF A UCENSED SURVEYOR AND MAPPER. Survey #:B-38873 M.E. Land Surveying, Inc. 10665 SW 190th Street Suite 3110 Miami, FL 33157 Phone: (305) 740-3319 Fax: (305) 669-3190 LB#: 7989 Client File #: Page 1 of 2 Not valid without all pages PROPERir UNE Surveyor's Legend rN0 room HNR PIPE / 8.k. BEARING REFERENCE TEL TELEPHONE rAC'UTIES PIN AS NOTED ON PLAT L CENTRAL ANGLE OR DELTA U.P. UTILITY POLE l L8i LICENSE i - BUSINESS R RADIUS OR RADIAL E.U.B. ELECTRIC UmLITT Box LS, LICENSE / - SURVEYOR RAD. RADUI TIE SEP. SEPTIC TANN TALC CALCULATED PORT N.R. NON RADIAL D.F. DRAR1j1EA0 SET SET MH m. TYPICAL A/C AIR CONDITIONER A CONTROL. POINT I,R, IRON ROD Sim, SIDEWALK Ais CONCRETE MONUMENT I.P. IRON PIPE wry DRIVEWAY i • • • • L BENCHMARK NtO NAIL t MK SCR. *RED A • • • I♦ ELEv ELEVATION PN HAI. PARKER -I(ALOM NAIL GO air* • • • PONT Or TANGENCY D.H. 08114. HOLE ENOL. ENCLOSURE • B P.C. POINT OF CURVATURE 0' S Ft? N.T.• TO:A}} • • P.R.M. PERMANENT REFERENCE MONUMENT al FIRE HYDRANT F.F. *NR Rib* I. 1 P.C.0, POUT or COMPOUND CURVATURE G M.N. MANHOLE T.O.S. 10 *IwK • P.R,C, PONT Of REVERSE CURVATURE dN.L. OVERHEAD tRES E.O.W,E•OF WkleR • • • • 0.0.0. PONT OF BEORHNIO Tx TRANSFORMER E.D,P •UGC OF PAVEMENT . 0.0.0. PONT OF COMMENCEMENT CATV CARE TV RISER C.v.., L % 'A„LET GUTTER • • • • GOP, PERMANENT CONTROL POINT•I•DIN• WRACK UNE W1TER PETER B.S.L y • • I M MID MEASURED 0/E POOL EOUfPMENT 5.1.4. ! t r • • WE I P PUTTED MEASUREMENT COCK, CONCRETE SLAB c. BGENTERBUNC• • 1 D *ED {so EASEMENT $1,,,, BHT -OF -1 7 • • 1 I 0 CA4CARATED USCS4A0E EASEMEN' 0.U0. itURIiC 4'IR,'Tr EASEAt^.kT• • • • i.11.€. LAKE OP. 5A.°10]LAPE A:N'.. €SM'. :,BLE, 50 4FE aVrIT0 ERS£M€ T T.M,£_ C•:e MA NANr;E. E8.460,St• 1 0,110. LOO 00000451 EAS 'NT L,A.E. (.NHTEC A'-CYSS EA6ENCXT A.E. tNN4OR CASE4V4 • B •• I STRUCTURE :•:::zxzzzn CONC. BLOCK WALL —x—x— CHAIN -URN FENCE OR WI RE FCNCE —// -a/-- W000 FENCE .-0.—a— MON FENCE ---- EASEMENT --•--^ - -- CENTER UNE V// -/A WOOD otoo jj CONCRETE [�l(ZrZelPP. ASWIALT IS X1t BRICK / TIE W *MO �� APPROXIMATE EDGE OF WATER ._ COVERED AREA 0TREE POWER POLE I;i=I CATCH RASH C.I.0 GO'SN':Y M'H.0T'f £ASfNEMT i0.JE.€, ,MCT,,-',$$ / £05E. U.E. UT0£Tt EASEMENT Property Address: 1160 N.E. 98 Street Miami Shores, FLORIDA 33138 General Notes: 1.) The Legal Description used to perform this survey was supplied by others. This survey does not determine or is not to imply ownership 2.) This survey only shows above ground improvements. I Underground utilities, footings, or encroachments are not located on this survey map 9 there is a septic tank, well, or drain field on this survey, the location of such items was shown to us by others and the information was not verified. the 4.) Examination of the abstract of title will have to be made to determine recorded instruments, if any, effect this prop erty.The lands shown herein were not abstracted for easement or other recorded encumbrances not shown on the pl at 5.) Wall ties are done to the face of the wall. 6.) Fence ownership is not determined. 7.) Bearings referenced to line noted B.R 8.) Dimensions shown are platted and measured unless otherwise shown. 9.) No identification found on property comers unless noted. 10.) Not valid unless sealed with the signing surveyors embossed seal. 11.) Boundary survey means a drawing and/or graphic representation of the survey work performed in the field, coul d be drawn at a shown scale and/or not to scale 12.) Elevations if shown are based upon NGVD 1929 unless otherwise noted 13.) This is a BOUNDARY SURVEY unless otherwise noted. 14.) This survey is exclusive for the use of the parties to whom it is certified. The certifications do not extend to any u nnamed parties. 15.) This survey shall not be used for construction/permitting purposes without written consent from the land surveyor who has signed and seale1 this survey. Flood Information: Community Number: 120652 Panel Number: 12086C0306L Suffix: L Date of Firm Index: 09/11/2009 Flood Zone: X Base Flood Elevation: Date of Field Work: 03/09/2018 Date of Completion: 03/12/2018 Legal Description: Lot 22, of Block 180, of REVISED PLAT OF MIAMI SHORES SECTION 8, according to the plat thereof, as recorded in Plat Book 43, Page 69, of the public records of Miami -Dade County, FLORIDA Printing Instructions: While viewing the survey in any PDF Reader, select the File Drop-down and select "Print". Select a color printer, if available; or at least one with 8.5" x 14" (legal) paper. Select ALL for Print Range, and the # of copies you would like to print out. Under the "Page Scaling" please make sure you have selected "None". Do not check the "Auto -rotate and Center" box. R Check the "Choose Paper size by PDF checkbox, then click OK to pont. Certified To: Marybell Rajo Self its successors and/or assigns as their interest may appear. C Please copy below for policy preparation purposes only: This policy does not insure against loss or damage by reason of the following exceptions: Any rights, easements, interests, or claims which may exist by reason of, or reflected by, the following facts shown on the survey prepared by _ 0 EFRAIN LOPEZ dated 03/12/2018 bearing Job # B-38873 : a. NO NOTES I M.E. Land Surveying, Inc. ,, , r Et ME LAND 10665 SW 190th Street, Suite 3110 Miami, FL 33157 N» Phone: (305) 740-3319 y, , Yi Fax: (305) 669-3190 "" � ..u. LB#: 7989 �a Survey 0:13-38873 Client File 0: Page 2 of 2 Not valid without all pages /\ a y a .1 RCHOTECTURE March 01, 2018 Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores, Florida 33138 Re: Covered Patio — Rajo Residence 1160 NE 98 Street, Miami Shores, FI. Building Permit # RC1 -17-5 C®NSTRUCTOONll NAGEKAIENT I have completed a post construction visual observations at the above referenced project. The scope of work under permit referenced above involved the construction of a new Covered Patio at rear of property. Having performed and approved the required special inspections — reinforced masonry, I hereby certify that the engineered envelope components of the structure of the above referenced project are in compliance with the.approved plans, the Florida Building Code 2014 and other approved permit documents completed by this;offiiceand pertaining to this project. I ,hereby- attesi'that the approvedr permit plans represent the as -built condition of the structure and envelope components of the structure: To avoid any misunderstanding, I hereby state that, to the best of my knowledge, belief and professional judgment, this report represents an accurate appraisal of the structure based upon careful evaluation of observed conditions to the extent reasonably possible. Please call if I can be of further assistance. Respectfully Sulk J Lq * Robert J. La IA p0 92624 8450 SW 201 Street, Wier Bay, FL 33189 * 754,264,4773 * r_lara@bellsot.net Florida Registered Architect AJ92824 BUILDING PERMIT APPLICATION E BUILDING ❑PLUMBING Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 ❑ ELECTRIC ❑ ROOFING ❑ MECHANICAL ❑PUBLIC WORKS JOB ADDRESS: 7/6 [i /C)4 9f S.21 FBC 201 Master Permit No. RC ("— / 7-5 Sub Permit No. ❑ REVISION EXTENSION RENEWAL ❑ CHANGE OF ❑ CANCELLATION,SHOP CONTRACTOR DRAWINGS City: Miami Shores County: Folio/Parcel#: Occupancy Type: Load: Construction Type: Flood Zone: Miami Dade Zip: Is the Building Historically Designated: Yes NO BFE: FFE: OWNER: Name(Fee Simple Titleholder): , '.4.ciCC�.4/%C---c;�i9r /V(�Y'4 ar �AAA;Phone#: Address: //4` o ,i)6 / City: A'(//1 #11 i ,C#0.r?cc;`3' State: Tenant/Lessee Name: Phone#: Email: Zip: CONTRACTOR: Company Name: C�(...5"/C:901 " 7 _) Address: i/(Zo te(fc6fer4) C;�,t'� " r f Phone#: 3 ,54 ?32, 3zgri, City: ("(%% State: Qualifier Name: Zip: 73/77 Phone#: 3O5-1 ?7 5Z -f State Certification or Registration #: C4 C /5-0 eft) Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: r_. Description of Work: Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Specify color of color thru tile: - 1-t Submittal Fee $ r ' Permit Fee $ �-'fit Scanning Fee $ 1 iC�,.. n'F`Radon Fee -S. _ J CCF $ CO/CC$ • y . DBPR $ Notary $ • ci Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ Bond $ TOTAL FEE NOW DUE $ , 00 (Revised02/24/2014) r. Bonding Compahy's Name (if applicable) Bonding Company's Address fii City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature CONTRACTOR The foregoing instrument was acknowledged before me this The foregoiinstrument was acknowledged before me this Tom' , 20 n , by oZ rot- day of `''t , 20 (F-4;gf"49 , who i me or who has produced • as identification and who did take an oath. NOTARY PUBLIC: ‘1 , by Seal: APPROVED BY (Revised02/24/2014) NOTARY PUBLIC STATE OF FLORIDA Canna FF101601 Expires 3/23/2018 I Zn day of --SA "Ry -0---2, , who is personally known to me or who has produced "fj \E.i? J,10lJ as identification a d who did take an oath. NOTARY PUBL Sign: Print: I at) ��.A/ A2 Seal: Plans Examiner epr "oil Notary Public State of Florida } _ Sindia Alvarez r ` my Commission FF 156750 Zoning Structural Review Clerk Re : 17F06: NEW ADDITION Site Information: Project Customer: PORTAL CONSTRUCTION INC. Lot/Block: Site Name: 1160 NE 98 ST. Site Address: MIAMI SHORES St: FL Zip: Fort Dallas Truss Company, LLC. 7035 SW 44th ST Miami, FL 33155 Tel: (305) 667-6797 Fax: (305) 667-0592 Job Name : NEW ADDITION General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TPI2007 Design Program: 8.00 Jan 15 2016 Roof Load: 57.0 psf Floor Load: Wind Code:ASCE7-10 C -C for members and forces & MWFRS for reactions Wind Speed: 175 mph N/A This package includes 15 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# 1 06/09/17 CJ9 A0014520 2 06/09/17 H1 A0014521 3 06/09/17 H2 A0014522 4 06/09/17 HG1 A0014523 5 06/09/17 J1 A0014524 6 06/09/17 J3 A0014525 7 06/09/17 J5 A0014526 8 06/09/17 J7 A0014527 9 06/09/17 T1XX A0014528 10 06/09/17 V12 A0014529 11 06/09/17 V16 A0014530 12 06/09/17 V20 A0014531 13 06/09/17 V24 A0014532 14 06/09/17 V4 A0014533 15 06/09/17 V8 A0014534 REC.:FAVED N 12 2017 IRS The truss drawing(s - erenced above have been prepared under my direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20/20 -software. Truss Design Engineer's Name: Jose Martinez, P.E. 24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031509) SHOP DRAWING REVIEW Tirhs drawing has b?n is'1 i,,etl for Design CorroNette only baz;ed on riI-tc I::'+:;a;!rricl Cotafro-;liciri DUCtlf1' T . This; rt :ifowN de -et ric.it i'i9i&RiE: the. 1Ilamita tur88r and Contractor from 'rFi ot4r.?Pt;Sibil!?I`y' to 0t)r,for ranee weal t Crinstrt:cf; i'Ci t. i:C.iiti':"r. ; ir --)„F°i(Ftionslocal pudding ..�C61ci5', and ',tic, Build.rIg Department t' oquimmen13. r� 1IN Ce_;':P /?'_`; .F r811i.itI4ttit fry- , 3 i w erg;s-e.i ;ay noted 9 A . EPTdi w (vr[.k1Jt kit 1S4 2-14 +in3 NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty for the truss components shown. JON ,0 9 ZQTT Z, P.E • Civil/Structural 24 E. 5th S re Hialeah, FL 33010 Phone (Florida loida P.E. 031509) Page 1 of 1 Engineers Name Date Fort Dallas Truss '035 SW 44 St. Miami, FL. 33155 (305) 667-6797 Fax: Co. LLC. (305) 667-0592 Project: NEW ADDITION Model: Block No: Lot No: To: PORTAL CONSTRUCTION 12413 SW 215 ST. MIAMI, FL 33171 Delivery Job Number: 17F06 Page: Date: 1 06/09/17 08:44:26 Contact: Site: Office: Name: Phone: Fax: (305) 345-8163 Deliver To: 1160 NE 98 ST. MIAMI SHORES, FL Account No: 095300807 Designer: / Salesperson: OVIEDO MENENDEZ Quote Number: P.O. Number: Profile: QtY: Truss Id: Span: Truss Type: Slope LOH ROH 2 1 CJ9 111 09-10-01 DIAGONAL HIP 2X4/2 X4 24-11-00 HIP 2X4/2X4 2.00 2.81 02-03-09 01-07-08 OA Hght: 02-03-15 OA Hght: 02-09-07 1 2 112 24-11-00 HIP 2X4/2X4 2.81 01-07-08 OA Hght: 03-03-01 3 2 (1) 2 -Ply HG1 24-11-00 HIP GIRDER 2X4/2X6 2.81 01-07-08 01-07-08 OA Hght: 02-03-13 4 4 4 4 J1 J3 J5 01-00-00 CORNER JACK 2X4/ 03-00-00 CORNER JACK 2X4/2X4 05-00-00 CORNER JACK 2X4/2X4 2.81 2.81 2.81 01-07-08 01-07-08 01-07-08 OA Hght: 00-11-00 OA Hght: 01-04-09 OA Hght: 01-10-03 5 6 7 7 J7 07-00-00 JACK -PARTIAL 2X4/2X4 2.81 01-07-08 OA Hght: 02-03-13 8 1 T1XX 15-11-00 QUEENPOST 2X4/2X4 2.47 01-04-00 01-04-00 OA Hght: 02-02-09 9 1 V12 12-00-00 VALLEY 2X4/2X4 2.81 OA Hght: 01-04-14 10 1 V16 16-00-00 VALLEY 2X4/2 X4 2.81 OA Hght: 01-10-08 11 1 V20 20-00-00 GABLE 2X4/2X4 2.81 OA Hght: 02-04-02 12 1 V24 24-00-00 VALLEY 2X4/2X4 2.81 OA Hght: 02-09-12 13 1 V4 04-00-00 VALLEY 2X4/ 2.81 OA Hght: 00-05-10 14 1 V8 08-00-00 VALLEY 2X4/2X4 2.81 OA Hght: 00-11-04 15 Fort Dallas Truss Co. LLC. /035 SW 44 St. Miami, FL. 33155 (305) 667-6797 Fax: (305) 667-0592 Project: NEW ADDITION Block No: Model: Lot No: To: PORTAL CONSTRUCTION 12413 SW 215 ST. MIAMI, FL 33171 Delivery Job Number: 17F06 Page: 2 Date: 06/09/17 08:44:28 Contact: Site: Office: Name: Phone: Fax: (305) 345-8163 Deliver To: 1160 NE 98 ST. MIAMI SHORES, FL Account No: 095300807 Designer: / Salesperson: OVIEDO MENENDEZ Quote Number: P.O. Number: The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20/20 software. Truss Design Engineer's Name: Jose Martinez, P.E. 24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031509) •IUAsk ® 9 NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty for the truss components shown. JOSE MA truuctura1 21-1nsulting • t ,,fist Hialeah, Fl_ _6797 3 Phone (305) 6670315091 (clnrifl8 P.E. Engineers Name Date 1 Job fruss Truss Type Qty Ply PORTAL#17F06 SPACING- 2-0-0 CSI. DEFL. in A0014520 17F06 CJ9 Diagonal Hip Girder 2 1 30.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) 0.19 Job Reference (optional) . LLG., MIAMI, I L., I Ony Sierra -2-3-9 2-3-9 8.000 s Jan 15 2016 MiTek Industries, Inc. Fri Jun 09 08:47:11 2017 Page 1 I D:yiuI7QS9G_4a?HEKdUr8xjz92EZ-4WASjfeunXgy5K64QX7Mg2o9cYpq?n9nNIt6CHz84Sk 5-6-15 9-10-1 5-6-15 1 4-3-2 3x6 2.00 12 11 4x5 11 5 6 5-6-15 5-6-15 1 5x6 = 9-10-1 4-3-2 Scale = 1:22.6 Plate Offsets (X,Y)-- [1:0-2-2,0-1-0], [2:0-3-8,Edge], [2:0-10-3,Edge], [5:0-2-8,0-1-12], [8:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) 0.19 2-9 >610 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.33 BC 0.88 Vert(TL) -0.26 2-9 >444 180 1 BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(TL) -0.03 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 45 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-7 oc purlins, except end verticals. BOT CHORD Rigi. ceilin directly applied or 3-11-10 oc bracing. REACTIONS. (lb/size) 8=909/Mechanical, 2=678/1-10-10 (min. 0-1-8) Max Horz 2=257(LC 4) Max Uplift8=-906(LC 4), 2=-774(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1719/1696, 5-8=-4211444 BOT CHORD 2-12=-1861/1672, 9-12=-1861/1672, 9-13=-1861/1672, 8-13=-1861/1672 WEBS 3-9=-85/293, 3-8=-1541/1740 JIN12 017 i3 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) gable end zone; porch left exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 906 Ib uplift at joint 8 and 774 Ib uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-2=-94 Trapezoidal Loads (plf) !Vert: 2=0(F=47, B=47) -to -5=-226(F=-66, B=-66), 5=-166(F=-66, B= -66) -to -6=-173(F=-69, B=-69), 2=0(F=10, B=10) -to -7=-49(F=-15, B=-15) Job I Truss Truss Type Qty Ply PORTAL#17F06 A0014521 17F06 H1 Hip 1 1 Job Reference (optional) 0 . LLI;., MIAMI, P -L., I ony Sierra 5-0-15 9-0-0 5-0-15 3-11-1 2.81 12 5x8 M78SHS= 3 12-5-8 3-5-8 8.000 s Jan 15 2016 MiTek Industries, Inc. Fri Jun 09 08:47:12 2017 Page 1 ID:yiul7QS9G_4a?H EKdUr8xjz92EZ-Yikgw?fWYryoj UhG_EebMFKKxyEOkHXxcydfkjz84Sj 15-11-0 19-10-1 24-11-0 26-6-8 3-5-8 3-11-1 I 5-0-15 1-7-8 3x4 Scale = 1:46.4 5x8 M18SHS= 19 13 20 12 21 11 10 2x4 II 3x8 = 5x6 WB= 3x8 = I � 5-0-15 9-0-0 II I 5-0-15 3-11-1 15-11-0 22 19-10-1 9 2x4 11 23 24-11-0 5x8 M78SHS= 6-11-0 3-11-1 5-0-15 IM 0 �f1 N Plate Offsets (X,Y)-- [1:0-4-15,Edge], [7:0-4-15,Edge], [8:0-2-4,0-1-0] LOADING (psf) TCLL 130.0 TCDL 117.0 BCLL 0.0 BCDL 110.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.84 BC 0.53 WB 0.42 (Matrix) DEFL. in (loc), I/deft Vert(LL) 0.7210-12 >406 Vert(TL) -0.6510-12 >446 Horz(TL) -0.15 7 n/a L/d 360 180 n/a PLATES MT20 M18SHS GRIP 2441190 244/190 Weight: 112 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=1375/0-8-0 (min. 0-1-8), 7=1574/0-8-0 (min. 0-1-8) Max Horz 1=-106(LC 6) Max Upliftl=-1528(LC 5), 7=-1430(LC 5) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-15=-4492/7263, 15-16=-443317268, 2-16=4393/7269, 2-3=-3750/6189, 3-4=-364316146, 4-5=-3623/6102, 5-6=-372816142, 6-17=-427317014,17-18=4322/7013, 7-18=-438317004 BOT CHORD 1 -19= -6928/4311,13-19=-6928/4311,13-20=-692814311,12-20=-6928/4311, 12-21=-609313882,11-21=-609313882, 10-11=-6093/3882,10-22=-666414187, 9-22=-6664/4187, 9.23=-6664/4187, 7-23=-6664/4187 2-13=-287/254, 2-12=-76211184, 3-12=-1004/504, 412=-475/418, 4-10=-492/429, 5-10=-9741489, 6-10=-654/952, 6-9=-253/248 BRACING - TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 3-4-12 oc purlins. Rigid ceiling directly applied or 2-6-2 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) automatic zone and C -C Exterior(2) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 4-9-1, Exterior(2) 4-9-1 to 20-1-15, Interior(1) 20-1-15 to 23-6-8 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) The sol d section of the plate is required to be placed over the splice line at joint(s) 11. 6) Plate(s at joint(s) 1, 3, 5, 8, 2,13,12, 4, 10, 6, 9 and 7 checked for a plus or minus 0 degree rotation about its center. 7) Plate(s at joint(s) 11 checked for a plus or minus 3 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1528 Ib uplift at joint 1 and 1430 Ib uplift at joint 7. 10) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty -Ply PORTAL#17F06 A0014522 17F06 H2 Hip 1 1 Job Reference (optional) . LL(.., MIAMI, hL., 1 ony sierra 6-0-15 11-0-0 6-0-15 13 2.81 rif 3x4 4-11-1 8.000 s Jan 15 2016 MiTek Industries, Inc. Fri Jun 09 08:47:13 2017 Page 1 I D:yi u 17 QS9G_4a7H EKd U r8xjz92 EZ-OvI C8Lg8J84fKeGSXx9gvTtV6MXKTgv4rcMCH9z84Si 13-11-0 18-10-1 24-11-0 26-6-8 2-11-0 I 4-11-1 I 6-0-15 1 1-7-8 1 5x8 M18SHS= 5x8 M18SHS= 3x4 Scale = 1:46.4 2x4 II 5x8 M18SHS= 18 2x4 II 19 10 20 9 3x6 = 6x10 = 21 6-0-15 11-0-0 13-11-0 18-10-1 6-0-15 4-11-1 2-11-0 4-11-1 8 2x4 11 22 24-11-0 4x12 = 6-0-15 IM 0 O N Plate Offsets (X,Y)-- [1:0-4-15,Edge], [3:0-5-4,0-2-12], [7:0-2-4,0-1-0], [9:0-3-12,Edge], [10:0-2-4,0-1-8] LOADING (psf) TCLL 30.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.87 BC 0.68 WB 0.67 (Matrix) DEFL. in (Ioc) Ildefl Vert(LL) 0.6110-11 >473 Vert(TL) -0.6010-11 >483 Horz(TL) 0.15 6 nla Lid 360 180 n/a PLATES MT20 M18SHS GRIP 244/190 2441190 Weight: 110 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 1=1375/0-8-0 (min. 0-1-8), 6=1574/0-8-0 (min. 0-1-8) Max Horz 1=-121(LC 8) Max Uplift/=-1502(LC 5), 6=-1394(LC 5) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-13=-4452/7059, 2-13=-439617067, 2-14=-3306/5327, 3-14=-324715337, 3-15=-3182/5296, 4-15=-318215296, 4-16=-3246/5330, 5-16=-3303/5320, 5-17=-4305/6868, 6-17=-4372/6857 BOT CHORD 1 -18= -6731/4271,11-18=-6731/4271,11-19=-6731/4271,10-19=-6731/4271, 10-20=4975/3184, 9-20=-4975/3184, 9-21=-6525/4174, 8-21=-6525/4174, 8-22=-652514174, 6-22=-6525/4174 WEBS 2-11=-471/302, 2-10=-1188/1875, 3-10=-832/431, 4-9=-799/388, 5-9=-1091/1663, 5-8=-4391296 NOTES - 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. 11; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) automatic zone and C -C Exterior(2) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 6-9-1, Exterior(2) 6-9-1 to 18-1-15, Interior(1) 18-1-15 to 23-6-8 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1502 Ib uplift at joint 1 and 1394 Ib uplift at joint 6. 8) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live Toads. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Structural wood sheathing directly applied or 3-3-1 oc purlins. Rigid ceiling directly applied or 2-4-2 oc bracing. LOAD CASE(S) Standard Job 17F06 ' Truss HG1 Truss Type HIP GIRDER Qty 1 PIy PORTAL #17F06 A0014523 Job Reference (optional) -1-7-8 1-7-8 4-5-3 4-5-3 7-0-0 2.81 12 2-6-13 5x8 M18SHS= 4 12-5-8 5-5-8 8 000 s Jan 15 2016 MiTek Industries, Inc. Fri Jun 09 08:47:14 2017 Page 1 I D:yiu17QS9G_4a?H EKdUr8xjz92EZ-U 5saLhgm4SDWyorf5fg3SgQj2mxaCCzE3G6mpcz84Sh 17-11-0 20-5-13 24-11-0 26-6-8 5-5-8 2-6-13 4-5-3 1 1-7-8 2x4 I 5 5x8 M18SHS= 3x4 6 7 Scale: 1/4"=1' 4x12 8 2x4 II 9 IM 18 15 19 14 2x4 11 7x6 = 20 13 12 21 5x8 M18SHS= 3x8 11 22 7x6 = 10 2x4 11 23 4-5-3 7-0-0 12-5-8 17-11-0 20-5-13 24-11-0 45.3 2-6-13 5-5-8 5-5-8 2-6-13 4-5-3 Plate Offsets (X,Y)-- [1:0-2-4,0-1-0],[2:0-7-11,0-1-15],[4:0-5-8,0-2-12],[6:0-5-8,0-2-12],[8:0-7-11,0-1-15],[9:0-2-4,0-1-0],[11:0-3-0,0-4-0],[14:0-3-0,0-4-0] LOADING (psf) TCLL 30.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.67 BC 0.42 WB 0.36 (Matrix) DEFL. in (loc) 1/deft Vert(LL) 0.80 13 >365 Vert(TL) -0.87 13 >336 Horz(TL) 0.11 8 n/a Lid 360 180 n/a PLATES MT20 M18SHS GRIP 244/190 244/190 Weight: 272 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 2=3000/0-8-0 (min. 0-1-8), 8=3000/0-8-0 (min. 0-1-8) Max Horz 2=80(LC 4) Max Uplift2=-2901(LC 4), 8=-2605(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-9729/9111, 3-4=-10654/9923, 4-5=-12262/11461, 5-6=-12262/11461, 6-7=-10654/9770, 7-8=-9729/8884 BOT CHORD 2-18=-8816/9401,15-18=-8816/9401,15-19=-8816/9401, 14-19=-8816/9401, 14 -20= -9682/10497,13 -20=-9682/10497,12-13=-9521/10497,12-21=-9521/10497, 11 -21= -9521/10497,11-22=-8565/9401,10-22=-8565/9401,10-23=-8565/9401, 8-23=-8565/9401 WEBS 3-15=-664/584, 3-14=-889/1269, 4.14=-1229/1375, 4-13=-1702/2032, 5-13=-680/756, 6-13=-1870/2032, 6-11=-1179/1375, 7-11=-901/1269, 7-10=-664/608 NOTES - 1) 2 -ply truss to be connected together with 10d (0.148"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6.2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. PIy to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. 11; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) automatic zone; porch left exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2901 Ib uplift at joint 2 and 2605 Ib uplift at joint 8. 10) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live Toads. 11) Girder carries hip end with 7-0-0 end setback. 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Structural wood sheathing directly applied or 4-3-13 oc purlins. Rigid ceiling directly applied or 6-8-15 oc bracing. Continued on page 2 Job 17F06 FORT DALLAS TRUSS COC Truss HG1 Truss Type HIP GIRDER Qty 1 Ply 2 PORTAL #17F06 A0014523 ' Job Reference (optional) LL MIAMI FL Tony Sierra 8 000 s Jan 15 2016 MiTek Industries, Inc. Fri Jun 09 08:47:14 2017 Page 2 I D:yiu17QS9G_4a?H EKdUr8xjz92EZ-U 5saLhgm4SDWyorf5fg3SgQj2mxaCCzE3G6mpcz84Sh NOTES - 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 732 Ib down and 571 Ib up at 17-11-0, and 732 Ib down and 571 Ib up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-94, 4-6=-121(F=-27), 6-9=-94, 2-14=-20,11-14=-124(F=-104), 8-11=-20 Concentrated Loads (Ib) Vert: 14= -732(F)11= -732(F) Job Truss Truss Type Qty Ply PORTAL#17F06 A0014524 17F06 J1 Corner Jack 4 1 Job Reference (optional) N 0 0 . LLG., MIAMI, rL., i ony sierra 8 000 s Jan 15 2016 MiTek Industries, Inc. Fri Jun 09 08:47:15 2017 Page 1 ID:yiul7QS9G_4a?HEKdUr8xjz92EZ-yHQzY1 hPrmLNaxQrfMBI_uyulANRxkuNlwrJL2z84Sg -1-7-8 1-0-0 1-7-8 1-0-0 4 Or070 0-10-8 0-10-8 1-0-0 0-1-8 Scale = 1:5.4 t) LOADING (psf) TCLL 30.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSL TC 0.70 BC 0.00 WB 0.00 (Matrix) DEFL. in (Ioc) I/deft Ud Vert(LL) 0.00 3-4 >999 360 Vert(TL) 0.00 3-4 >999 180 Horz(TL) 0.00 4 n/a n/a PLATES GRIP MT20 2441190 Weight: 6 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 *Except* T1: 2x4 SP No.2 REACTIONS. (Ib/size) 4=-298/Mechanical, 3=696/0-4-0 (min. 0-1-8) Max Horz 3=68(LC 5) Max Uplift4=-298(LC 1), 3=-759(LC 5) Max Gray 4=331(LC 5), 3=696(LC 1) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 1-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) gable end zone and C -C Corner(3)-1-7-11 to -0-0-8, Exterior(2)-1-7-11 to 0-11-14 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 298 Ib uplift at joint 4 and 759 Ib uplift at joint 3. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 8) This truss has been designed for a moving concentrated Toad of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard UN 12 2017 Job Truss russ ype - y PORTAL 817E06 • A0014525 17F06 J3 Comer Jack 4 1 Job Reference (optional) . uc., MIAMI,1 L., 1 ony sierra 8.000 s Jan 15 2016 MiTek Industries, Inc. Fri Jun 09 08:47:16 2017 Page 1 ID:yiu17QS9G_4a?HEKdUr8xjz92EZ-RUzLmMilc3TEB5_1 D4iXX5V?dZfkgB8WXabtuUz84Sf 3-0-0 3-0-0 5x6 = 3-0-0 3-0-0 Scale = 1:9.3 9 0 9 Plate Offsets (X,Y)-- [1:0-2-4,0-1-0], [2:0-5-11,Edge] LOADING (psf) TCLL 30.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.92 BC 0.32 WB 0.00 (Matrix) DEFL. in (loc) I/deft Vert(LL) 0.02 2-4 >999 Vert(TL) -0.03 2-4 >999 Horz(TL) -0.00 3 n/a Lid 360 180 n/a PLATES GRIP MT20 244/190 Weight: 14 Ib FT = 0% LUMBER- ' TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=53/Mechanical, 2=402/0-8-0 (min. 0-1-8), 4=26/Mechanical Max Horz 2=119(LC 5) Max Uplift3=-93(LC 7), 2=-439(LC 5), 4=-40(LC 5) Max Gray 3=53(LC 1), 2=402(LC 1), 4=226(LC 14) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) gable end zone and C -C Corner(3) -1-7-8 to 2-7-7, Exterior(2) 2-7-7 to 2-11-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 Ib uplift at joint 3, 439 Ib uplift at joint 2 and 40 Ib uplift at joint 4. 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss rruSS ype Qty Ply PORTAL#17F06 A0014526 17F06 J5 Corner Jack 4 1 Job Reference (optional) . LLL., MIAMI, I -L., 1 ony Sierra 2x4 I I 8 000 s Jan 15 2016 MiTek Industries, Inc. Fri Jun 09 08:47:17 2017 Page 1 I D:yiu17QS9G_4a?H EKdUr8xjz92EZ-vgXjzijfNN b5pFZEmnEm3J2ANzs7PeOgIEKQQwz84Se 5-0-0 2.81 12 5-0-0 6 T1 No.2 3 5x6 = 5-0-0 5-0-0 Scale = 1:13.2 LO 4 Plate Offsets (X,Y)-- [1:0-2-4,0-1-0], [2:0-5-11,Edge] LOADING (psf) TCLL 30.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014fTPI2007 CSI. TC 0.92 BC 0.88 WB 0.00 (Matrix) DEFL. in (Ioc) I/deft Lid Vert(LL) 0.14 2-4 >384 360 Vert(TL) -0.18 2-4 >305 180 Horz(TL) -0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 5-0-0 oc bracing. REACTIONS. (Ib/size) 3=177/Mechanical, 2=486/0-8-0 (min. 0-1-8), 4=46/Mechanical Max Horz 2=170(LC 5) Max Uplift3=-220(LC 7), 2=-530(LC 5), 4=-70(LC 5) Max Gray 3=177(LC 1), 2=486(LC 1), 4=246(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; VuIt=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) gable end zone and C -C Corner(3) -1-7-8 to 2-7-7, Exterior(2) 2-7-7 to 4-11-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 220 Ib uplift at joint 3, 530 Ib uplift at joint 2 and 70 Ib uplift at joint 4. 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply PORTAL#17F06 A0014527 17F06 J7 Jack -Partial 7 1 Job Reference (optional) FORT DALLAS TRUSS CO. LLC., MIAMI, FL., Tony Sierra G 1 -1-7-8 1-7-8 8 000 s Jan 15 2016 MiTek Industries, Inc. Fri Jun 09 08:47:17 2017 Page 1 I D:yi uI7QS9G_4a?H EKd U r8xjz92 EZ-vgXjzijfN N b5pFZE mn Em3J2 B3zxM PU ug I E KQQwz84Se 3-11-3 7-0-0 3-11-3 3-0-13 5x6 = 3-11-3 7-0-0 5 3-11-3 3-0-13 Scale = 1:16.9 r Plate Offsets (X,Y)-- [1:0-2-4,0-1-0], [2:0-5.11,Edge], [6:0-3-0,0-2-12] LOADING (psf) TCLL 30.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress lncr YES Code FBC2014/TPI2007 CSI. TC 0.88 BC 0.55 WB 0.67 (Matrix) DEFL. in (Ioc) Ildefl Ud Vert(LL) 0.09 2-7 >961 360 Vert(TL) -0.10 2-7 >825 180 Horz(TL) -0.02 6 n/a n/a !PLATES GRIP MT20 244/190 Weight: 31 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 4=114/Mechanical, 2=564/1-4-0 (min. 0-1-8), 6=267/Mechanical Max Horz 2=222(LC 5) Max Uplift4=130(LC 5), 2=-616(LC 5), 6=-323(LC 5) Max Grav4=114(LC 1), 2=564(LC 1), 6=341(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP, CHORD 2-9=-79311664, 3-9=-735/1668 BOT CHORD 2-10=-17891727,10-11=-1789/727, 7-11=-1789/727, 7-12=-1789/727, 6-12=-1789/727 WEBS 3-7=-466/268, 3-6=-76311879 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 3-6-15 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) gable end zone and C -C Corner(3) -1-7-8 to 2-7-7, Exterior(2) 2-7-7 to 6-11-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 Ib uplift at joint 4, 616 Ib uplift. at joint 2 and 323 Ib uplift at joint 6. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live Toads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss truss Type Qty -Ply PORTAL#17F06 • A0014528 17F06 T1XX QUEENPOST 1 1 Job Reference (optional) -1-4-0 1-4-0 . LLC., MIAMI, FL., Tony Sierra 4-7-10 4-7-10 2x4-- 8 000 s Jan 15 2016 MiTek Industries, Inc. Fri Jun 09 08:47:19 2017 Page 1 I D:dt542cO H S2 DdmY9 FxrKttgz8Oca-r3fTOO kvv_rp2Zj cuCGE9 k7cCn W 7tV5zDYpXU pz84Sc 7-11-8 11-3-6 15-11-0 17-3-0 3-3-14 3-3-14 4-7-10 I 1-4-0 2.47 12 5x8 M18SHS= 3x4 = 5-8-15 5x8 M18SHS= 5x8 M18SHS= 6 2x4 16 Scale = 1:30.6 4x5 = 10-2-1 3x4 = 15-11-0 5-8-15 4-5-2 5-8-15 IM Plate Offsets (X,Y)-- [2:0-6-1,0-1-8], [4:0-4-0,Edge], [6:0-4-0,Edge], [8:0-6-1,0-1-8] LOADING (psf) TCLL 30.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.51 BC 0.98 WB 0.24 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) 0.3410-12 >545 360 Vert(TL) -0:32 10-12 >565 180 Horz(TL) -0.08 8 n/a n/a PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 64 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-10 oc purlins. BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 2=1029/0-8-0 (min. 0-1-8), 8=1029/0-8-0 (min. 0-1-8) Max Horz 2=-72(LC 6) Max Uplift2=-1112(LC 5), 8=-860(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-271714548, 3-13=-2668/4554, 3-14=-2394/4376, 4-14=-2371/4378, 4-5=-237014382, 5-6=-2370/4382, 6-15=-2371/4378, 7-15=-2394/4376, 7-16=-2668/4554, 8-16=-2717/4548 BOT CHORD 2-17=-433912601,12-17=-4339/2601, 11-12=-3249/1919,10-11=-3249/1919, 10-18=-4339/2601, 8-18=-4339/2601 WEBS 5-10=-10911572, 7-10=-384/466, 5-12=-1091/572, 3-12=-384/465 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-4-6 to 1-7-10, Interior(1) 1-7-10 to 4-11-8, Exterior(2) 4-11-8 to 7-11-8, Interior(1) 10-11-8 to 14-3-6 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1112 Ib uplift at joint 2 and 860 Ib uplift at joint 8. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live Toads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply PORTAL #17F06 - A0014533 17F06 V4 Valley 1 1 Job Reference (optional) . LLL., MIAMI, l -L., 1 ony sierra 2-0-0 8 000 s Jan 15 2016 MiTek Industries, Inc. Fri Jun 09 08:47:20 2017 Page 1 I D:yiul7QS9G_4a?HEKdUr8xjz92EZ-JFDrcklXglzggjlpSvnThxgsJB4cc?76SCZ41 Fz84Sb 4-0-0 2-0-0 2.81 12 2 3x4 = 2-0-0 4-0-0 4-0-0 Scale = 1:7.5 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL 30.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.24 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) 1/deft Lld Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.01 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 6 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=12814-0-0 (min. 0-9-7), 3=128/4-0-0 (min. 0-9-7) Max Horz 1=12(LC 7) Max Upliftl=-125(LC 5), 3=-125(LC 6) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 4-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) automatic zone and C -C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 Ib uplift at joint 1 and 125 Ib uplift at joint 3. 6) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply PORTAL#17F06 A0014534 17F06 V8 Valley 1 1 Job Reference (optional) . LLF, MIAMI, I -L., 1 ony Sierra 4-0-0 8.000 s Jan 15 2016 MiTek Industries, Inc. Fri Jun 09 08:47:21 2017 Page 1 ID:yi u17QS9G_4a?HEKdUr8xjz92EZ-nRnEp4m9Rc5Xlst??dliE9C_CaDI LSNFgsldZiz84Sa 8-0-0 4-0-0 2.81 12 3x4 = 4-0-0 3 Scale = 1:14.6 • O•• 3x4 4 8-0-0 3x4 8-0-0 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL 30.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.42 BC 0.87 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.01 3 n/a n/a PLATES GRIP MT20 2441190 Weight: 20 Ib FT = 0% LUMBER - TOP CHORD. 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-9-14 oc bracing. REACTIONS. (lb/size) 1=312/8-0-0 (min. 0-1-8), 3=312/8-0-0 (min. 0-1-8) Max Horz 1=23(LC 7) Max Upliftl=-224(LC 5), 3=-224(LC 6) Max Gray 1=348(LC 17), 3=348(LC 18) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-588/792, 2-3=-5881792 BOT CHORD 1-4=-724/549, 3-4=-724/549 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) automatic zone and C -C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 224 Ib uplift at joint 1 and 224 Ib uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply PORTAL#17F06 . A0014529 17F06 V12 Valley 1 1 Job Reference (optional) !ALLAS KUSJ GU. LLL., MIAMI, I -L., Tony S ierra 6-0-0 8 000 s Jan 15 2016 MiTek Industries, Inc. Fri Jun 09 08:47:21 2017 Page 1 ID:yi uI7QS9G_4a?HEKdUr8xjz92EZ-nRnEp4m9Rc5Xlst??dli E9CzmaJ ILP8FgsldZiz84Sa 12-0-0 6-0-0 2.81 12 4x5 = 2 6-0-0 Scale = 1:19.0 v r Y •SG S vShJ r?5 # 6 'v v6 2M, a '" • ...<c'eM<v ,', 3x4 4 2x4 11 12-0-0 6 3x4 12-0-0 LOADING (psf) TCLL 30.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.51 BC 0.48 WB 0.21 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 34 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.; (Ib/size) 1=228112-0-0 (min. 0-1-8), 3=228/12-0-0 (min. 0-1-8), 4=625112-0-0 (min. 0-1-8) Max Horz 1=-41(LC 8) Max Upliftl=-191(LC 7), 3=-196(LC 8), 4=-394(LC 5) Max Gray 1=305(LC 18), 3=305(LC 20), 4=625(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-4=-4731580 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) automatic zone and C -C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 191 Ib uplift at joint 1,196 Ib uplift at joint 3 and 394 Ib uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply PORTAL#17F06 A0014530 17F06 V16 Valley 1 1 Job Reference (optional) . LLC., MIAMI, FL., Tony Sierra 8-0-0 8.000 s Jan 15 2016 MiTek Industries, Inc. Fri Jun 09 08:47:22 2017 Page 1 ID:yiuI7QS9G_4a?HEKdUr8xjz92EZ-FdlcOQnoCvDOvOSBZKpxmMI1 U_az4rTPvW2B58z84SZ 16-0-0 8-0-0 5x6 = 8-0-0 Scale = 1:25.4 F?, . }K •'xix'X'.;X Y 3x4 9 4 5x6 = 16-0-0 10 3x4 16-0-0 Plate Offsets (X,Y)-- [2:0-3-0,0-2-12], [4:0-3-0,0-3-0] LOADING (psf) TCLL 30.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.96 BC 0.78 WB 0.27 (Matrix) DEFL. in (loc) 1/deft Ud Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 46 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-4-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=324/16-0-0 (min. 0-1-13), 3=324/16-0-0 (min. 0-1-13), 4=889/16-0-0 (min. 0-1-13) Max Horz 1=-58(LC 8) Max Upliftl=-272(LC 7), 3=-278(LC 8), 4=-560(LC 5) Max Gray 1=350(LC 18), 3=350(LC 20), 4=889(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-4=-673/743 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) automatic zone and C -C Exterior(2) 1-3-2 to 4-3-2, Interior(1) 4-3-2 to 5-0-0, Exterior(2) 5-0-0 to 8-0-0, Interior(1) 11-0-0 to 11-8-14 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) The solid section of the plate is required to be placed over the splice line at joint(s) 2. 4) Plate(s) at joint(s) 1, 3 and 4 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 2 checked for a plus or minus 3 degree rotation about its center. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 272 Ib uplift at joint 1, 278 Ib uplift at joint 3 and 560 Ib uplift at joint 4. 9) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job 17F06 C/107 n.l 1 .0 1-1311CC 1-r.. Truss V20 __....,___ truss Type GABLE Qty 1 Ply 1 PORTAL #17F06 Job Reference (optional) A0014531 10-0-0 8.000 s Jan 15 2016 MiTek Industries, Inc. Fri Jun 09 08:47:23 2017 Page 1 ID:yiuI7QS9G_4a?HEKdUr8xjz92EZ-jgv_EmnQzDLFXAI N72KAJaIHaO_mpIUY89nkdaz84SY 20-0-0 1 —.w 10-0-0 2.8112 2x4 11 T1 No 2 lII 9 10-0-0 4x5 = 3 Scale: 3/8"=1' 5 >CvG�JC.?C<k70C�x:xi4G4`.6 ''4`'`>U9G`4c%G4„;�:y�4`C��GOc%4"'4< i?4 "';• / =caste>a,V,,x m 1 3x4 11 8 2x4 11 12 7 5x6 = 20-0-0 13 6 2x4 11 14 3x4 20-0-0 Plate Offsets (X,Y)— [3:0-2-8,0-2-4], [7:0-3-0,0-3-0] LOADING (psf) TCLL 30.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014ITPI2007 CSI. TC 0.62 BC 0.55 WB 0.22 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 60 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 20-0-0. (Ib) - Max Horz 1=-75(LC 8) Max Uplift All uplift 100 Ib or less atjoint(s)1, 5 except 7=-378(LC 5), 8=-550(LC 7), 6=-550(LC 8) Max Gray All reactions 250 Ib or less at joint(s) 1, 5 except 7=653(LC 1), 8=640(LC 12), 6=640(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. WEBS 3-7=-5241532, 2-8=547/608, 4-6=-547/608 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) automatic zone and C -C Exterior(2) 1-3-2 to 4-0-0, Interior(1) 4-0-0 to 7-0-0, Exterior(2) 7-0-0 to 10-0-0, Interior(1) 13-0-0 to 15-8-14 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5 except (jt=lb) 7=378, 8=550, 6=550. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type QtyPly PORTAL #17F06 • A0014532 17F06 V24 Valley 1 1 Job Reference (optional) . LLI;., MIAMI, I -L., t ony Sierra 12-0-0 8 000 s Jan 15 2016 MiTek Industries, Inc. Fri Jun 09 08:47:24 2017 Page 1 I D:yiuI7QS9G_4a?HEKdU r8xjz92EZ-COSM R5o2jXT59KcahlsPsngQjoKnYI Ni NpXIA1 z84SX 24-0-0 12-0-0 4x5 = 2.81 12 12-0-0 3x4 13 2x4 II 14 7 5x6 = 24-0-0 15 6 2x4 I 1 16 3x4 Scale = 1:38.1 24-0-0 Plate Offsets (X,Y)-- [7:0-3-0,0-3-0] LOADING (psf) TCLL 30.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.66 BC 0.56 WB 0.24 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/deft n/a - n/a n/a - n/a 0.00 5 n/a Lid 999 999 n/a PLATES GRIP MT20 244/190 Weight: 74 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 24-0-0. (Ib) - Max Horz 1=-92(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) except 1=-133(LC 5), 5=-142(LC 6), 7=-348(LC 5), 8=-622(LC 7), 6=-622(LC 8) Max Gray All reactions 250 Ib or less at joint(s) except 1=293(LC 20), 5=293(LC 24), 7=625(LC 1), 8=729(LC 12), 6=729(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-5071499, 2-8=-602/668, 4-6=-6021668 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) automatic zone and C -C Exterior(2) 1-3-2 to 4-3-2, Interior(1) 4-3-2 to 9-0-0, Exterior(2) 9-0-0 to 12-0-0, Interior(1) 15-0-0 to 19-8-14 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any otherlive loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 Ib uplift at joint 1, 142 Ib uplift at joint 5, 348 Ib uplift at joint 7, 622 Ib uplift at joint 8 and 622 Ib uplift at joint 6. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard JANUARY 1, 2009 MiTek Industries, Inc. X -BRACE BAY SIZE 10'-0' 12'-0" 16'-0" 18'-0 20'-0' WEB BRACING RECOMMENDATIONS ST-WEBBRACE MiTek Industries, Chesterfield, Fvio Page 1 of 1 MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) 24"0.C. BRACING MATERIAL TYPE A B C D 1610 1886 1886 2829 1342 1572 1572 2358 1347 1347 2021 1006 1179 1179 j 1758 894 1048 1048 1572 805 943 943 1414 48"O.C. BRACING MATERIAL TYPE A B CD `Bay size shall be measured in between the centers of a pair of diagonals or x -bracing. 72" 0.C. BRACING MATERIAL TYPE C D 4715 • 3143 • 7074 4715 TYPE BRACING MATERIALS 1 X 4 IND. 45 SYP A -OR. 1 X 4)12 SRB (OF, HF, SPF) B 2 X 363, STD, CONST (SPF, DF, HF, OR SYP) C 2 X14 83, STD, CONST (SPE, DF, HP, OR SYP) D 2 X,!6 63 0R BETTER (SPF, DF, HF, OR SYP) I GENERAL NOTES 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF ANDOR CELING 01508641381. THE DIAPHRAGM I5 TO BE DESIGNED 8Y A QUALIFIED PROFESSIONAL, 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. 3. DIAGONAL BRACING MATERIAL MUST 8E SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED 61 SUCH A MANNER THAT T LNTERSECTS WEB MEMBERS AT 866600.45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0431',Q.S') FOR :x4 BRACES, 2-10.7 (0.131-z3') FOR 24 and 244 BRACES, AND 3.105 (0.131'4') FOP. 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 234 (5131'X2.5') NAILS FOR 1,44 LATERAL BRACES, 2-1041(0.131'4') NAILS FOR 24 and 2x4 LATERAL BRACES, AND 3-104 (0.131'4') FOR 216 LATERAL BRACES. 5. LATERAL BRACE SHOULD BE CONTNUOIJS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 5. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACNG. CONSULT 058.89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1.03 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING & BRACING OF METAL PLATE CONNECTED WOG() TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. 8080 woodiruss com aoN ww.V.tOinsl.o!g 7, REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FOP.CE. 8, TABULATED VALUES ARE BASED ON A DOL.. 1.15 FOR STABILIZERS: FORA SPACING OF 24.0 C. ONLY, MITEK'STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOP TYPE A B, C AND 0 BRACING MATERIAL CROSS BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS,' STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE"STABILIZER' T.R555 BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. DIAGONAL BRACE -------- X-BRACING (REQUIRED FOR 72-0.C.) FOR 24' AND 48' O.C. SINGLE DIAGONAL 15 SUFFICIENT. (One leg of X -bracing shown dashed for drawing clarity. This leg will require horizontal blocking next to the top and bottom chord so tt attaches to the brace plane.) This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be' used to provide stability against web buckling. TRUSS WEB MEMBERS CONTINUOUS LATERAL '- BRACE \\ SUN 0 9 20VI . 2.10d NAILS (SEE NOTE 4) /JOSE MART1NE, '.Consulting Engineer Horizontal Blocking 24 E. 5t Hiale Pho '.E. /S ral • ) 6o7-. . orida P.E. 031509) JANUARY 1, 2009 T -BRACE / I -BRACE DETAIL MiTek Industries, Chesterfield, MO Note: T -Bracing / I -Bracing to be used when continuous lateral bracing! is impractical. T -Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T -Brace / I -Brace webs to continuous lateral braced webs. MiTek Industries, Inc. Nailing Pattern T -Brace size f Nail Size , i x4 or 1x6 Nail Spacing 10d 8" o.c. 2x4 or 2x6 or 2x8 r 16d 8 o.c. J Note: Nail along entire length of T -Brace /1 -Brace (On Two -Ply's Nail to Both Plies) WEB Na Nails SPACING -- T -BRACE Web Size 2x3 or 2x4 11x4 (`) T-Brace,1x4 (*) I -Brace 2x6 11x6 (') T-Brace,2x6 I -Brace 2x8 12x8 T -Brace 12x81 -Brace Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing 2 Web Size 2x3 or 2x4 2x6 2x8.. Section Detail T -Brace I -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing !2x4 T -Brace 2x4 I -Brace 2x6 T -Brace 2x6 I -Brace 2x8 T Brace 2x8 I -Brace JUN 09 2017 JOSE MARIi Consulting Eng1 24 ab, FL330 one (305) 667-6797 T -Brace / I -Brace must be same species and grad; • i v�¢IEmo8t1e09) (') NOTE: If SYP webs are used in the truss, or 1 xd 't"P liraces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SYP truss lumber grades up to #2 with 1X_ bracing material, use IND 45 for T-Brace/I-Brac' For SYP truss lumber grades up to #1 with 1X_ bracing material, use IND 55 for T-Brace/I Brace; tura TOP CHORD CONNECTION CONER JACKS - USP (2) MP3 7'-0" JACKS - USP (2) MP3 5'-0" JACKS - (2) 8d NAILS 3'-0" JACKS - (2) 8d NAILS 1'-0" JACKS - (2) 8d NAILS MIN. P= 1.4 12 MAX. P=6.5 7'-0" CORNET SET CORNER JACK COMMON JACK TYP. 3' 0" END JACK TIAL ROOF LAYOUT 3' 0" 1 BOTTOM CHORD CONNECTION LONER JACKS-SKH26 L/R OR HJC26 MAX 7'-0" JACKS - USP (2) MP3 5'-0" JACKS - (2) 8d NAILS 3'-0" JACKS - (2) 8d NAILS 1'-0" JACKS - (2) 8d NAILS COMMON JACK NOTE: THIS DESIGN HAS BEEN CHECKED FOR 175 MPH WINF LOAD. WALL HGT. 30' MAX PROVIDE FOR UPLIFT AT BEARING WALL CONNECTIONS 925 Ibs LUMBER STRESS INCREASE 1.33 PLATE STESS INCREASE: ail design loads: (ACCORDING TO NATIONAL DESIGN SPEC.) FOR GROUP II SPECIES(S.P.) 8d COMMON NAILS = 78 Ibs (SHEAR) 10d COMMON NAILS = 94 lbs (SHEAR) USP HANGERS DESIGN LOADS (ACCORDING TO MIAMI DADE BUILDING CODE COMPLIANCE OFFICE/PRODUCT CONTROL DEVISION) RT3 HURRICANE CLIP -366 Ibs (UPLIFT 100%) W/ (8) 8d x 1-1/2" N.O.A. No. 07-0306.10 CLPBF BUTTERFLY HANGER =367 Ibs (UPLIFT 100% & DNWRD w/ (15) 6d N.O.A No. 08-0208-.07 SKH26 L/R = 870 Ibs UPLIFT/900 Ibs REACTION (UPLIFT 100% DNWRD) W/ (12) 16d N.O.A. No. 07-0214.20 HJC26 = 1975 Ibs UPLIFT/2020 Ibs REACTION (UPLIFT 100% DNWRD) W/ (28) 16d N.O.A. No. 07-0214.20 MAXIMUN ALLOWABLE LOADS: T.C. NODE2 CORNER JACK JACK SIZE 7'-0" 5'-0" 3'-0" 1'-0" UPLIFT (100%) ROOF (125 %) 365 Ibs 365 Ibs T.C. NODE2 CORNER JACK 365 Ibs NAILS NAILS 365 Ibs NAILS NAILS 7'-0" 5'-0" NAILS NAILS 3'-0" 1'-0" UPLIFT (100%) 870 Ibs U/1975 Ibs R 367 Ibs NAILS NAILS ROOF (125 %) 900 Ibs U/2020 Ibs R 1170 Ibs NAILS NAILS NAILS NAILS MINIMUM GRADE OF LUMBER 7'-0" 2x4 3'-0" 2x4 WEB 2x4 No.2 SP No.2 SP No.3 SP LOADING (PDF) LL TOP 30.0 BOTTOM 10.0 SPACING 24" O.C. FLORIDA BUILDING CODE 2010 TRUSS CONNECTORS GC JM M ;Julie F o 31509 •% Plated Truss HHC / HJC / HJHC / HTHJ Hip/Jack Connectors HHC — Designed to support hip/hip truss/rafter. Contact USP when using In multi -ply applications. HJHC — Allows for hip/hip support and hip/jack/hip installations. HJC & HTHJ — Used to simultaneously hang a combination of hips and jacks off girder trusses. These hangers fit both left-hand and right-hand applications. An open back design allows for retrofit installations. Materials: HHC, HJC, & HJHC —12 gauge, HTHJ —18 gauge Finish: G90 galvanizing Options: See Specialty Options Chart Codes: See page 11 for Code Reference Chart Installation: • Use all specified fasteners. See Product Notes, page 17. 711'i I` 45° ._.� Typical HJC/HTHJ installation top view HJC 3-1/4'• HTHJ Typical HJC/HTHJ installation USP STRUCTURAL CONNECTORS Wok Typical HHC installation top view Typical HJHC installation top view HHC OdEdptioli' I s USPS- Stock No': a Ael:'No 1,-...", i Stec Gtiupe H; °tin} d f Fastener Schedule;',' Add SK, angle of trip ... Code, 4, Ret: '. 1 -Fr 'Allowable Loads (Nal 1L 4,p (AMloweble loads (the.); " 1 Supporting Supported Member Men;berp ( .W 1 i per; HIP1 zpar � Jack r- floor tRoot U tft' Rl floor :TRooti" & Uplift ."" 1 �: 100% I i 115%125% i _._1 i l 160% "i l E 100% !r, 115% 125% 160% :Qty 1>Type fGty' . Oty) Type 2 x bright/lett HJC26 LTHJA26, THJA26, THJU 12 5-3/8 16 164 5 7 104 ' — 2385 ` 4 2740 - 1 71 2980 " ''"" 1840 1 2180 2510 2725 1955 10 R8 1828 2 x 8 right /left HJC28 -- 12 7-1/8 20 16d 6 6 10d 2950 3425 3505 1840 2725 2855 2855 1965 2...11e111114_ ) r8Ht26L 1 iT 6 112 5 7116 20' 16d 1 ;S' -- ' 110d; 3100 3505 3505 2130 2725 280 3 2300 1670 130 2 x 8 terminal r" "H1fC28= _ ; 1,12 7 7-3/16 524 r i 16d1 '16r " . "10d ; 3505 3505 3505 2410 2805 2605 2805 1930 2 x 6 terminal HJHC26 -- 12 5-7/16 20 164 5 2 104 3100 3509 3505 2410 2725 2815 2815 1935 2 x8terminal 11J8C26 -- 12 7.3/16 24 16d 8 2 10d 3505 3505 3505 2410 2820 2820 2820 1940 /276 rennin -ear, HTHJ25.181 -- °1811 E 'SrtiSr 1 �_�... ,16d ` 77 # 5lr ttid1 2190 2520 2740 1790 1620 2110 2110 1225 10, 8, HJC Specialty Options Chart f -10.0130-01D 1 1 flipTruss Skov j Range 30' to 60' Allowable Loads 100% of table load Add SK, angle of trip Ordering required, to product number. Ex. HJC26_SK55 Specify angle (60° max) HJHC 1) Uplift toads have been Increased 6054ler wind er seismic loads; no further increase shalt be permitted. 2) Loading published tor total load of rep/ lack connection. 3) NAILS: 10d nails are 0148" dia.. x 3' long, 16d nails are 0162" dia. e 3.1/2' long. - flew products er updated product Information are designated In blue font Typical HJC (skewed) Installation with alternate skew angle top view HJC (skewed) 199 • Florida Building Code Online r . Business & ro€essuonal Regulatio TTtH+i# peps rtmentl Busines Professi Regulation BUS Home tkr er titready.Rreksite is ilj„ n User Registration HuS Topi s Product'Approval UM: Public User product approval Mtnl FL a Application Type Code Version Application Status Ccmrnents Archived Product Manufacturer Address/Phone/Emelt Authorised Signature btat•o� 5 i t111 > Pw/ ctrl Tetdtnical Representative Page 1 of 3 argc Sats a Facts Politica ns FRC Staff SCIS Sae Mao q Unl { > Application Detail F117236 -R1 Revision 2014 Approved 'Approved by OBPR, Approvals by D8PR shoe be reviewed and ratified by tate POC and/or the Cuomm'icn 4 re essary; USP Structural Connectors, a MiTek Company 14305 Southcross Drive Suite 200 Bumsve, MN 55306 (952) 8988602 . Jtoiilns�mA.com Jim C09lins P.E, Jco0insBimli.com Jim Collins, P.E. Address/Phone/Ema9 14305 South Cross Drive Suite 200 Burnsville, MN 55306 .(9521 8904602 Jns$mil.com Quality Assurance Representative Todd Asche Address/Phaxted °mats Categery SJbcategory 14305 Southcross Drive Suite 200 Burnsville, MN 55305 (952)198=8602 tasthe m«.com Structural Components Wood Connecters Comp lance Method Evacuation Report from a Product Evaluation Entity Evaluation Entity Quality Assurance Entity Quality Assurance Contract Validated By spIraUdn Date ICC Evaluation Service. LLC ICC Evaluation Service 12/31/2020 Terrence E. Wolfe 8.0 ® Validation Checklist - Hardcopy Received Certificate of independence PL17236 81 COI Certification of Lideoendence for Eya)uation,odt Referenced Standard and Year (of Standard) Equivalence or Product Standards 'Certified By Sections from the Code SteDdarQ Year AT&PA N.DS 2012 ASTM 07147 2011 http://www.tloridabuilding.org/pr/pr_app dtl.aspx?para wGEVXQwtDgvOQpGQvtVmP... 6/$/2015 Florida Building Code Online Product Approval Method Method 1 Option C Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised 04/06/2015 04/07/2015 04/11/2015 05/05/2015 Page 2 ©f 3 ' Summary Of Products FL A Madel, Number or Herne Description 17236,1 BN264, 05254 Breakfast Nook Manger. Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Requires supplementary connection for minimum 7002 uplift for .use In HVHZ.,. Installation Instructions 1117235 RI II ESR -3448. 1BN DSC FTC GT GTU HCPRS ancn0rs1 001 Verified By: ICC Evaluation Service, LLCI. Created by Independent Thrd Party; 'Evaluation Reports F1.17236R1 AE ESR.3448.„ IBN DSC FTC GT GTU H[PRS ancheral,pdf — 17276.2 IFTCI, FTCiF, FTC2, FTC2F. FTC32 Floor Truss Clip Limits of Lite Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Raslatant: N/A Design Pressure: N/A Other: Installation Instructions I 11.17236 R1 II 055-3448,..155 DSC FTC GT (iT11 HCPPS anchors) brit Verified By: ICC Evacuation Service, LLC Created by Independent Third Party: Evaluation Reports [1,17216 R1 AE ESR•3448...f8H DSC FTC GT GTU HCPRS enchorsl,pL 17236.3 _ _ GT2T4B, GT2T6B, GT2T88, GT3T4O, GT3T48H,GT7T68,GT3T6BH,GT3T8B, GT3T8BH, GT4T48, G1'4'T48H, GT4T68, GT4T6BH, GT4T68, GT4T8BM, GTSTBBH Girder Truss Hanger Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yet Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions 11.17236 RI It ESR -7448, MN DSC FTC GT GTU HCPRS anchorsl.nd, Verified By: ICC Evaluation Service, LLC Created by independent Third Partys Evaluation Reports FLI7,235 RI, e5a.244)1,,,L O1DSG.FTC_GTGTtLM GPH$ anch0 {�� R: u40, GUTBO, GTUSOO— :.::.,, , Girder Truss Hanger..<.,.. ,.,..,.«..,. , --:.:. _...,,,.: .. « Limits of Use Approved for use In HVHZ: Yes { Approved for use outside MOM Yes Impact Raslatant: N/A Design Pressure: 14/A Other: In$tatlation Instructions F1.17235 R 1 1I 065-3448,.,(81, D5C FTC GT GTU HCPRS arKh0ri),sOf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports 13.17235 Tt _AE ESs,44B,,,ess DS(' ETC GT GTU iicps5 anchorsl.ndf i 17236.5 iIJCP115 Hurricane/SeIamle Anchor !Limits of Use Approved for use In NVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instruttions 01.17236 RI 11 ESR -3448 MI DSC FTC$T GTU HCPRS anchorsl.edf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party - Evaluation Reports 11.17716 R1 4E. ESR•3448,,,(BN OSC 17C GT GTU HCPRS anchor4LLdf 17236.6 IHGAIO Hurricane Gusset Angle Limits of Use Approved /or use In HVHZ: Yes Approved for use outside HVHZ: Yes impact Resistant: 14/5 Design Pressure: N/A Other: installation tnstructiona F117276 R1 11 ESR -3448, (8H Mc FTC GT GTU HCPRS antharsl,odl Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports 7, . 0 A R- 44 BN e.... FT' H 05 ,n h. ..f 17236,7 HMCP2 Hurricane/Seismic Anchor Limits of Use Approved Far use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Tnstallation Instructions 11.37236 R1 II 05R-3446...184 ti FTC GT GTU HCPRS anrhora) sot Verified By: ICC Evaluation 5ervice, LLC Created by Independent Third Party: Evaluation Reports 1117236 RI Al ESP•3448,,,IEN b5FTC GT GTU HCPRS gtlibOil) ,pd 17236.8 « 1MTH)26.18, H)C26, M)C28 HI lack Connectors Limits of Use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions 1117235 R 1 Ti 050.3448,,.155 05C FTC GT GTU HCPRS ancnorsl.ndf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party; Evaluation Reports E1172.36 Tit_ AE ESP .3-146...11311 Qr4� FTC GT GTU HCPRS ancnors).oaf 17236.9 LDSC4 UR, 05C4UR Ora Strut CoinnOctruc Limits of Use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Raslatant: N/A beslgn Pressure: 0116 Other: Installation Instruttlons FL17236 RI A 555.3448 .1031, DSC FTC GT GTU HCPRS anchlrshodf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FLI721F R1 AE _055.3448.,,151, DSC FTC GT GTILHCPRS a_nchort1,pilt 17236.10 jRT16At RT16.2, RT20 Strap Reiter Tie Its of Use pproved for use In NVHZ: Yes Approved for use outside HVHZ: Yes mpact Resistant: N/A • sign Pressure: N/A O..-ar: Installation Instructions 1177236 51 11 555-3445., (BI( DSC FTC GT GTU HCPRS anchorsLadf Verified By; ICC Evacuation Service, LLC Created by Independent Third Party: Evaluation Reports F 7 R AE E,; 5- 44: :01 • FT tu; H PR .n ...r . 172 -..11 RT3A, RT4, RTS, RT6, RT7, 5776, RT8A, !TIO. RTI5 Strap Rafter Tie http://www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgvoQpGQvtVmP... 6/8/2015 Florida Building Code Online Page 3ef3 Limits of Use Approved for use in HVMZ: No Approved /or use outside 111/112: Yes Impact ResIstant: N/A Design Pressure: N/A Other: Installation Instructions 1117236 at II ESR -3440. . iBU O$C FTC GT GTU HCPRS anchors),odf Verified 8y: ICC Evaluation ServiCe, LLC Created by Independent Third Party: Evaluation Reports F1172 6 AE 5A- 448.854 G5C FT HCPR an tsars d1 17236,12 S8P4, SOPS tire Limits of Use Approved for use In WH!: Yes Approved for use outside 10V1112; Yes Impact Resistant: N/A Design Pressure: N/A Others tlnstallatton Instructions F117736 R t It F5R,3448 f0N GSC FTC GT GTU HCFRS atthory),pdt Verified By: ICC Evaluation Service, UC Created by Independent Third Party: Evaluation Reports A: ' . . 4; • i PR :n .r .f ' h 17236.13 ISTC24, S1C26, STC28 Scissor Truss Clip �® Limits of Use Approved for use In WIC: Yes Approved for use outside 1111112: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17216 R1 11 ESP•344B..,(BN DSC FTC,GT (TV HCPPS anchore).ndf Verified By: ICC Eva,uaUdn Service, LLC Created by Independent Third Party; evaluation Reports 7 . R A R. 44t ;N • p OR n4h r l.Pdf D Contac[ 4s :: '4, .:.. a s• .. Phent•.i355-487.1824 The State or Fronde IS on AA)EEO employer. C,npveaht 2447.2513 State of Flint :: privacy Stat mem •: Actemfblbty Stammer}; :.: gerund 5te•erwen Under Florida taw, email addresses art public records. 11 you do not want your !•mall address released its re5DOnse to a pubdc•records request, do not send electronic notate this entity. Instead, contact the *ince by phone or by traditional mall. It you have any Questions, please csntact 850 487.1395. 'Pursuant to 5ecet0n 455.275 (1). Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have cine. The emads provided may be used far official commurucauan with the licensee, Nowaver enol addresses are public record, 1f yov do eyt wish t0 supply a personal address, 5k1132 pnOvtde the Department with an taloa address while can be made evadable to the public. To determine If you area licensee under Chapter 455, F.S.. please tack Product Approval Accepts; wMc_ SCCtlritvmialucs Cre AF http:/iwww.floridabuilding.orgiprripr app dtl.aspx?param wGEVXQwtDgvOQpGQvtVmP... 6/8/2015 GENERAL NOTES Trusses are not marked in any way to identify the frequency or location of temporary lateral restraint and diagonal bracing. Follow the recommendations for handling, installing and temporary restraining and bracing of trusses. Refer to LW -SI- Guide to Good Practice for Handling. Installi g. Restraining & Bracing of Metal Plate Connected Wood Trusses*** for more detailed information. Truss Design Drawings may specify locations of permanent lateral restraint or reinforcement for individual truss members. Refer to the SCSI - B3*** for more information. All other permanent bracing design is the responsibility of the building designer. • _ � -400,Sp_ e .:,.f0►' - • ' - : Ir+•� -Ill--;-.,:�11� ans over 60' -may requirecompiex.permanent bracing Please alwa s onsultta Re istered DesignProfess�onal STEPS TO SETTING TRUSSES LAS MEDIDAS DELA INSTALACION DE LOS TRUSSES 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instate los arriostres de tierra. 2) Instate el primero truss y ate seguramente al arriostre de Cierra. 3) Instate los proximos 4 trusses con restriction lateral temporal de miembro corto (vea abajo). 4) Instate el arriostre diagonal de la cuerda superior (vea abajo). 5) Instate arriostre diagonal para los planos de los miembros secundarios para estabilice los primeros cinco trusses (vea abajo). 6) Instate la restriction lateral temporal y arriostre diagonal para /a cuerda inferior ss (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados. NOTAS GENERALES Los trusses no estan marcados de ningon modo que identifique la frecuencia o localization de restriction lateral y arriostre diagonal tempora/es. Use las recomendaciones de manejo, instalacion, restriccion y arriostre temporal de los trusses. Vea el folleto BCSI- Guia de Buena Practica para el Manejo, instalacion. Restriction v Arriostre de 105 Trusses de Madera Conectados con Placas de Metal*** para information m/s detallada. Los dibujos de diseno de los trusses pueden especificar las localizations de restriction lateral permanente o refuerzo en los miembros individuates del truss. Vea /a hoja resumen BCSI-B3555 para mas information.' El resto de los disenos de arriostres permanentes son la responsabilidad del disenador de/ edificio. AWARNING The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. iADVERTENCIA! El resultedo de un manejo, levantamiento, instalacion, restriction y arrisotre incorrecto puede ser la catda de la estructura o aun peor, heridos o muertos. ® i9 Exercise care when removing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, feet, hands and head when working with trusses. 255517/ ,51l Utilice cautela al guitar las ataduras o los pedazos de metal de sujetar para evitar dark, a los trusses y prevenir la herida personal. Lleve el equipo protectivo personal para ojos, pies, manos y cabeza cuando trabaja con trusses. A CMT 00 Use special care in windy weather or near power lines and airports. CD HANDLING - MANEJO Avoid lateral bending. Evite la flexion lateral. Spreader bar for truss g.MANZ,V Utilice cuidado especial en dfas ventosos o cerca de cables electricos o de aeropuertos. Use proper rig- ging and hoisting The contractor is responsible for equipment. properly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. El contratista tiene la responsabilidad de recibir, descargar y almacenar adecuadamente los trusses en la obra. Descargue los trusses en la tierra lisp para prevenir el dello. Q Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily in contact with the ground after delivery. If trusses are to be stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on -center (o.c.). Los trusses pueden ser descargados directamente en el sue/o en aque/ morilento de entrega o almacenados temporalmente en contacto con el suelo despues de entrega. Si los trusses estaran guardados para mas de una semana, ponga bloqueando de altura suficiente detras de /a pita de los trusses a 8 hasta 10 pies en centro (o.c.). • For trusses stored for more than one week, cover bundles to protect from the environment. Para trusses guardados por mas de una semana, cubra los paquetes para protegerlos del ambiente. Refer to SCSI*** for more detailed information pertaining to handling and jobsite storage of trusses. Veal folleto BCSI*** para information mas detal- lade sobre el manejo y a/macenado de los trusses en area de trabajo. Use equipo apropiado para levantar e improvisar. m DO NOT store unbraced bundles upright. NO almacene vertica/mente los trusses sueltos. DO NOT store on uneven ground. NO almacene en tierra desigual. HOISTING AND PLACEMENT OF TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES DONT overload the crane. NO sobrecargue la gala. NEVER use banding to lift a bundle. NUNCA use las ataduras para levantar un paquete. A single lift point may be used for bundles of top chord pitch trusses up to 45' (13.7 m) and parallel chord trusses up to 30' (9.1 m). Use at least two lift points for bundles of top chord pitch trusses up to 60' (18.3 m) and paral- lel chord trusses up to 45' (13.7 m). Use at least three lift points for bundles of top chord pitch trusses >60' (18.3m) and parallel chord trusses >45' (13.7 m). - Puede user un solo lugar de levantar para pa- quetes de trusses de la cuerda superior hasta 45' y trusses de cuerdas paralelas de 30' o menos. Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada hasta 60' y trusses de cuerdas paralelas hasta 45: Use por lo menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada mas de 60' y trusses de cuerdas paralelas mas de 45( AWARNING Do not over load supporting structure with truss bundle. iADVERTENCIA! No sobrecargue la estructura apoyada con el paquete de trusses. Place truss bundles in stable position. Puse paquetes de trusses en una position estable. MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES Using a single pick -point at the peak can damage the truss. El use de un solo lugar en el pico para levantar puede hacer dano al truss. Spreader bar 1/2 to -3'12/3 truss length TRUSSES UP TO 60' (18.3 m) TRUSSES HASTA 60 PIES Tagline Approx. 1/2 ___. truss length TRUSSES UP TO 30' (9.1 m) TRUSSES HASTA 30 PIES Locate Spreader bar above or stiffback mid -height Tagline Attach 10'(3 m) o.c. max. Spreader bar 2/3 to 3/4 truss length -� TRUSSES UP TO AND OVER 60' (18.3 m) y0TRUSSES HASTA Y SOBRE 60 PIES -.- 2 Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en position con equipo de grua hasta que la restriccion lateral temporal de la cuerda superior este instalado y el truss este asegurado en los soportes. INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO O Trusses 20' (6.1 m) or less, support near peak. Soporte cerca al pico los trusses de 20 pies o menos. -4- Trusses up to 20' --. (6.1 m) Trusses haste 20 pies Trusses 30' (9.1 m) or less, support at quarter points. Soporte de los cuartos de tramo los trusses de 30 pies o menos. E Trusses up to 30' (9.1 m) Trusses hasta 30 pies TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL 1''NOTICE Refer to BCSI-82*** for more information. Vea e/ resumen BCSI-B2**5 para mas infor- macion. EI Locate ground braces for first truss directly in line with all rows of top chord temporary lateral restraint (see table in the next column). Coloque los arriostres de tierra para el primer trussdirectamente en linea con cada aunade- las files de restriccion lateral temporal de la cuerda superior (vea /a tabla en la proxima columna). it0 11rF ES1 EN DE J DO NOT walk on unbraced trusses. NO camine en trusses sueltos. Top Chord Temporary Lateral Restraint (TCTLR) 2x4 min. Brace first truss securely before erection of additional trusses. • �Ly�4 `G tiff DE BUE P� AC^TICi NOTICE Refer to BCSI-B2*** for more information. Vea el resumen BCSI-B2*** para mas information. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES RESTRICCION/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES Er This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este metodo de restriction y arriostre es para todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 y 4x2. Vea la parte superior de la columna para la restriction y arriostre temporal de PCTs. 1) TOP CHORD - CUERDA SUPERIOR '= Truss Span Congitud de`Trarila', op,Gt Card Temporary Lateral Hestraint-(TCTLR) Spacing. i Espaciarr`riento delArriostre Temporal de.Ia'Cuerda Superior Up to 30' (9.1 m) 10' (3 m) o.c. max. 35 (9.1 m) - 45' (13.7 m) 8' (2.4 m) o.c. max. 45' (13.7 m) - 60' (18.3 m) 6' (1.8 m) o.c. max. 60' (18.3 m) - _ 80' (24.4 m)* - 4' (1.2 m) o.c. max. *Consult a Registered Design Professional for trusses longer than 60' (18.3 m). *Consulte a un Professional Registrado de Disen"o para trusses mas .,�-�� de 60 pies.-^` �� [� See BCSI-62*** for TCTLR options. ��1. Vea el BCSI-62*** para las opciones de TCTLR. :_-�.- - -`� ..`�'� may,. ( Note: Ground bracing not shown for clarity. -4 Truss attachment 10" or O Repeat diagonal braces for each set of 4 trusses. required at supports) _ Repita los arrisotres diagonales para cada grupo de 4 trusses. -Section A -A 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS Refer to BCSI-B3*** for Gable End Frame restraint/bracing/ reinforcement information. Para information sobre restriction/ arriostre/refuerzo para Armazones Hastiales vea el resumen BCSI-B NOTICE LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT ILA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTESt Web members • �\\-�I[�,�"��j;�. 0........k: Diagonal CLR splice reinforcement ��`� �.�' bracing � "'i11ijAIttil Truss Member _ fir,,,, a` 6� „I'ireirr��s1.-. Bottom chords centered s r Scab black centered over splice. Attach Diagonal braces to CLR with minimum 8-16d every 10 truss spaces (0.135x3.5') nails each side 20' (6.1 m) max. ' 0/ splice 0r as specified by the Building Designer. SECTION A -A 10' (3 m) - 15' (4.6 m) max. Same spacing as bottom chord lateral restraint Note: Some chord and web members not shown for clarity. 3) BOTTOM CHORD - CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses' "1.46. ,i,�'•� or CLR splice4,.._._1/4",;fr,,,,Bottom 'ft, �` �4�t�-�� >,ti 10' (3 m) - 15' (4.6 m) max. Truss Member Note: Some chord and web members not shown for clarity. Diagonal braces every 10 truss spaces 20' (6.1 m) max. Aii-E ltI STAL�4_ Cto RES RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 NOTICE Refer to SCSI -87*** for more information. Vea el resumen BCSI-B75** para mos information. 10' 3m) or 15' 4.6 m)* .grAmplimal%►© Diagonal bracing Repeat diagonal bracing every 15 truss spaces 30' (9.1 m) max. Apply diagonal brace to vertical webs at end of cantilever and at bearing locations. All lateral restraints lapped at least two trusses. *Top chord temporary lateral restraint spacing shall he 10' (3 m) o.c. max. for 3x2 chords and 15' (4.6 m) o.c. for 4x2 chords. INSTALLING - INSTALACION . • Tolerances for Out -of -Plane. Tolerancias para Fuera-de-Plano. Max. Bow Length -0,- Max. ► Max. Bow Length Max. Bow Length El Tolerances for Out -of -Plumb. Tolerancias para Fuera-de-Plomada. D/50 max CONSTRUCTION LOADING CARGA DE CONSTRUCCION • DO NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. NO proceda con /a construction hasta que todas las restric- ciones laterales y los arriostres esten colocados en forma apropiada y segura. Out -of -Plumb Out -Of - Max. Bow Truss Length D/50 D (ft.) 3/4" (19 mm) 12.5' (3.8 m) 1/4" (6 mm) 1' (0.3 m) 7/8" _ (22 mm) _ 14.6' (4.5m) 1/2" (13 mm) 2' (0.6 m) (25 mm) 16'7' (5.1 m) 3/4" (19 mm) 3' (0.9 m) 1-1/8" (29 mm) 18.8' (5.7 m) 1" (25 mm) 4' (1.2 m) 1-1/4" (32 mm) 20.8' (6.3 m) 1-1/4" (32 mm) 5' (1.5 m) 1-3/8" (35 mm) 22.9' (7.0 m) 1-1/2" (38 mm) 6' (1.8 m) 1-1/2" (38 mm) 25.0' (7.6 m) 1-3/4" (45 mm) (2.1 m) 1-3/4" (45 mm) 29.2' (8.9 m) 2" (51 mm) 28' (22.4 m) 2" (51 mm) 5_33.3' (10.1 m) • DO NOT exceed maximum stack heights. Refer to BCSI-8400* for more information. NO exceda las alturas maximas de monton. Vea el resumen BCSI-B4*** para mas information. tAx 0 NEVER stack materials near a peak or at mid -span. NUNCA amontone los materiales cerca de un pico. 0 DO NOT overload small groups or single trusses. NO sobrecargue pequen"os grupos o trusses individuates. © Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses como sea posible. O Position loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. ALTERATIONS - ALTERACIONES NOTICE Refer to BCSI-B5.000 Vea el resumen BCSI-85. *** DO NOT cut, alter, or drill any structural specifically permitted by the truss design NO torte, altere o perfore n a menos que este especifica del truss. 'NOTICE Trusses that have b ufacturer's prior approval m Trusses que se han sobrec izacion previa del Fabricant Fabricante de Trusses. n overloa y render gado dura BY:S M Maximum 'Ste k Height for Material on Trusses,_ Material Height Gypsum Board 12" (305 mm) Plywood or OSB 16" (406 mm) Asphalt Shingles 2 bundles Concrete Block 8" (203 mm) Clay Tile 3-4 tiles high a;3 Truss bracing not shown for clarity. member of a truss unless drawing. tructural de un truss, cn rill nstj or alterei 51111dd�f r limited e la constr 1 ion b han sido al p ede! ; .'erg to sin efect without the Truss Man- ranty null and void. rados sin la autor- la garantfa limitada del '*Contact the Component Manufacturer • r more information or consult a Registered Design Professional for assistance. To view a non -printing PDF of this document, visit sbdndustry.com/b1. rri NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (if applicable) are professionals with the Capability to undertake the work they have agreed to do on any given project. If the contractor believes it needs assistance In some aspect of the construction project, it should seek assistance from a competent party. The methods and procedures outlined in this document are intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. These recommendations for handling, installing, restraining and bracing trusses are based upon the collective experience of leading personnel involved with truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualified building designer or contractor. R is not Intended that these recommendations be interpreted as superior to the building designer's design specification for handling, installing, restraining and bracing trusses and It does not preclude the use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, floors, roofs and all the Interrelated structural building components as determined by the contractor. Thus, SBCA and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and information contained herein. WOOD BUSS COUNCIL 6300 Enterprise Lane • Madison, WI 53719 608/274-4849 • sbcindustry.com TRUSS PLATE INSTITUTE 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 703/683-1010 • tpinst.org 1 r 1 TeteF �., _ �ZRIOS, TRE 3a0s. TRUSSESLI 40'1 1� G v e= Project Address Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 Perm t Permit NO. RC -1-17-5 Permit Type: Residential Construction Work Classification: Addition/Alteration PermitStatus: APPROVED Issue Date: 4/20/2017 Expiration: 10/17/2017 Parcel Number Applicant 1160 NE 98 Street Miami Shores, FL 33138 - 1132050180390 Block: Lot: FRANCES P ALLEGRA & MARYI Owner Information Address Phone Cell FRANCES P ALLEGRA & MARYBELL 1160 NE 98 Street • MIAMI SHORES FL 33138- (305)609-0091 1160 NE 98 Street MIAMI SHORES FL 33138- Contractor(s) CUSTOM TEN INC Phone (305)932-3299 Cell Phone Valuation: $ 78,450.00 Total Sq Feet: 314 Approved: In Review Comments: Date Approved:: In Review Date Denied: Type of Construction: COVERED PATIO Stories: Front Setback: Left Setback: Bedrooms: Plans Submitted: Yes Certificate Date: Bond Return : Occupancy: Single Family Exterior: Rear Setback: Right Setback: Bathrooms: Certificate Status: Additional Info: COVERED PATIO Classification: Residential Fees Due Bond Type - Owners Bond CCF CO/CC Fee DBPR Fee DCA Fee Education Surcharge Permit Fee Plan Review Fee (Engineer) Preliminary Plan Review Scanning Fee Technology Fee Amount $500.00 $47.40 $50.00 $35.31 $35.31 $15.80 $2,353.50 $160.00 $200.00 $60.00 $63.20 Total: $3,520.52 Pay Date Pay Type Invoice # RC -1-17-62510 01/03/2017 Check #: 204 04/20/2017 Check #: 112 01/03/2017 Check #: 205 Bond #: 3383 Amt Paid Amt Due $ 200.00 $ 3,320.52 $ 3,160.52 $ 160.00 $ 160.00 $ 0.00 VAUSIORBEISUMEM Available Inspections: Inspection Type: Final PE Certification Drywall Miscellaneous Window Door Attachment Tie Beam Final Framing Insulation Truss lnsp Columns Foundation Window and Door Buck Fill Cells Columns Wire Lathe Review Electrical Review Electrical Review Planning Review Building Review Building F. Termite Letter F. Elevation Certificate Review Structural Review Plumbing Review Plumbing Declaration of Use Review Mechanical In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above-named contractor to do the work stated. April 20, 2017 Authorized Si g ure: Owner / )applicant / Contractor / Agent Building De:'artment'Dopy April 20, 2017 Date 1 Li 1-4 Jev' Miami Shores Village Building Department 10050 N.E.2rld Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION BUILDING ❑ ELECTRIC ❑ ROOFING ID PLUMBING ❑ MECHANICAL ❑ PUBLIC WORKS JOB ADDRESS: RECEIVED MAR 242017 By:_piAtAA1_ 5- FBC 20 Iq Master Permit No. RC 1 — S Sub Permit No. ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS /I/ o .c2 ?7 511' City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: J.. OWNER: Name (Fee Simple Titleholder): Address: /4>C) O NF ?5) -5 1 City: /1'/fs'1c4 r/ -f4.& E State: F Tenant/Lessee Name: Phone#: Email: F,e4 = 5 /` /i .,,,,t f//k(phone#: •- 009/ Zip: 3 J f 3g CONTRACTOR: Company Name: C C/S TO4f / C� PA) Phone#: 30S ---7Y2- Z i Address: Z/ Z , igCd !D : 44Cer #(Jd City: Gtie l d( ( State: Zip:l 37 / 77 Qualifier Name: ✓/ `G 79p ./ Z- Phone#: OS 73 Z 3 > State Certification or Registration #: C 'C /5 O$ . /G) DESIGNER: Architect/Engineer: AG /1 CV—r Z,k-4.1' Address: 7 7` (,/,t;,r^G'L S' Value of Work for this Permit: $ 771?, 450 o® Okt Certificate of Competency #: Phone#: •%5-4 -06 4 -¢773 City: /6%•4.ti - State: f'7' Zip: --' Square/Linear Footage of Work: Type of Work: Addition ❑ Alteration I New ❑ Repair/Replace ❑ Demolition Description of Work: C O(fG—i?/ () -T<0 AC OO/ 7 div' 1...14: a?:A.4:t,1 .,,, INz Specify color. of colo Submittal Fee$ Q Ts -Per-Mit-Fee $ 2/353 5 CCF $ 4"4?Q,.,5':CO/CC $ ' cCJL0 Scanning Fee $ GO. Technology Fee $ • ma�+yy,, _q. �,.�� +�,�y: aa:x«�v✓> Structural Reviews $ (LA (Revised02/24/2014) Radon Fee $ 3s' 3" DBPR $ 35.' 3 I .1 Notary $ J• Training/Education Fee $ (C • En Double Fee $ �o Bond $ 5 -CD TOTAL FEE NOW DUE $- 2, G60 • S� 3,60.52 Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature OW rAGENT The foregoing instrument was acknowledged before me this et6y of C'L a-,- me or who has produced 20 by ho is personally known to identification and who did take an oath. NOTARY PUBLIC: Print: DOn i 2I le_�- Qr'bar'(i to Seal: DANIELLE NOTARYIPUeuC STATE OF FLORIDA Canny FF1014 01 ***************** APPROVED BY (Revised02/24/2014) CONTRACTOR The forego"g instrument was acknowledged beforeime this 7 U ._dayof Nr -4- ,20 `_ GCOb i., -a , who is personally known to me or who has produced cl--,0 ZO 4-i(asLu1-0 identification and who did take an oath. 4i(S r lc"‘ (1CJ4- NOTARY PUBLIC: by Sign: Print: Seal: Plans Examiner Structural Review MY COMMISSION # GG 044602 EXPIRES: November 2, 2020 �•',;eo ,,o?" Bonded Thru Notary Public Underwriters Zoning Clerk DAVID A. DACQUISTO, AICP PLANNING & ZONING DIRECTOR DEVELOPMENT ORDER flianti SVi��ac�e File Number: PZ -10-16-201678 Property Address: 1 160 NE 98`'' Street 10050 N.E. SECOND AVE. MIAMI SHORES. FLORIDA 33138-2382 Telephone: (305) 795-2207 Fax: (305) 756-8972 Property Owner/Applicant: Marybell Rajo Address: 1 160 NE 98`'' Street Agent: Robert Lara Address: 8450 SW 201 ST, Cutler Bay, FL 33189 3 Whereas, the applicant Marybell Rajo (Owner), has filed an application for site plan review `before the Planning Board on the above property. The applicant sought approval as follows: Pursuant to Articles IV, V and VI of Appendix A Zoning, Sec. 400 Schedule of Regulations and Sec. 600. Site plan review and approval required. One-story addition. Whereas, a public hearing was held on November 10, 2016 and the Board, after having. considered the application and after hearing testimony and reviewing the evidence entered, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code.: 1) The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: Approval is granted as shown on the plans submitted and made a part of this approval to construct a 314 sf covered patio. 2) Applicant to apply for and obtain all required building permits from the Building Department before beginning work. 3) Applicant to apply for and obtain all necessary permits and approvals from outside agencies before beginning work. 4) The site shall not drain onto neighboring properties or any rights-of-way. 5) The plot shall provide storm drainage that detains the first one inch in natural or filtered structural facilities. Page 1 of 2 6) The Building Official may require an architect or engineer's drainage plan and report prior.to the issuance of a building permit to certify to the building official that the site will provide stone drainage that will detain the first one inch in natural or filtered structural facilities prior to the drainage work commencing on site. 7) The installation of structures on site to control drainage shall require Planning and Zoning Board review and approval. Modifications to the drainage plan approved by the building official shall require a signed architect or engineer's drainage plan that shall be subject to review and approval of the Building Official and the Planning Director. 8) Changes to drainage plans or structures approved by the Planning and Zoning Board shall require a new site plan review application and review and approval by the Planning and Zoning Board. 9) All drainage improvements shall be installed in accordance with the approved drainage plan before final inspection by the Building Official. 10) The applicant shall repair and maintain the onsite drainage system in accordance with the approved drainage plan. 11) Applicant to obtain all required permits and approvals from the Miami -Dade Department of Regulatory and Economic Resources, Environmental Plan Review Division (DRER, EPRD) and the Miami -Dade Department of Health (DOH/HRS) as required. 12) Ground cover shall comply with the provisions Division ,17 of Appendix A, Village of Miami Shores Code of Ordinances, artificial ;,turf and rock of any 'kind is specifically prohibited. 13) Applicant to meet all applicable code provisions at the time of permitting. 14) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. The application with conditions was passed and adopted this 10th day of November, 2016.by the Planning and Zoning Board as follows: Ms. Hegedus Yes Mr. Busta Yes Mr. Snow Yes Mr. Diaz Yes Chairman Fernandez Yes / 2- 511 Date Richa�: . Fernandez Chai an, Planning Boa'r'd Page 2 of CUSTOM TEN INC General Contractors 21420 Highland Lakes Blvd Miami, Fl 33179 (305) 932-3299 customteninc@gmail.com. License # CGC 1505830 Project: Rajo/Allegra Patio Addition 1160 NE 98 Street SCOPE OF WORK 11 Demolition of existing patio cover, columns, partition wall, concrete slab, metal/wood fence, roofing. Demolition of a portion of the existing masonry wall for new doors Temporary partition during construction (not burglar proof) Excavation for new foundations Reinforced concrete footing Reinforced concrete columns and beams Reinforced masonry next to new door opening Prefabricated wood trusses 5/8" cdx plywood sheathing Fascia and soffit to match existing Roof tiles to match existing Stucco over newly added concrete structure, same finish as existing One by six yellow pine ceiling boards in new patio ceiling area Electrical outlets and wiring for ceiling lites and fans Installation of owner supplied ceiling fans and lights Plumbing line and connections Sliding glass door, impact rated, by PGT Swinging impact rated flush metal door at garage side Painting of interior wall where new sliding glass doors will be installed Painting of new addition in color selected by owners Painting of the entire existing house walls, trim, fascia (no work at wood ceiling) Trash haul including dumpsters Final clean up Required inspections PRICE: Seventy eight thousand four hundred fifty dollars $78,450.00 Structural Calculations Allegra -Raj o 1160 Northeast 98th Street Miami Shores, Florida 33138 Project No: 1620075 December 1st, 2016 RECEIVED JAN 0 2017 ,�,, o AV l p 1.1 ,,� •` 00.0.:. GENS' ;9,,, otlierS'....: 7.:�ii.....:::•'STAIE OF tV.� e teS,D N A, -0` • • • • •.•. • • •••• • Prepared by •••• • • • • •••• •••• EN6GIJEST;! 4500 Satellite B1Jd, Ste• 22,Q Duluth, GA 30096 • Tel: (678) 906-4670 Fax: (678) 906-4671 STRUCTURAL ESE`, APPROVED DATE/ 1 (Miami Shores Viiiage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 MIAMI SHORES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I (We) have been retained by Marybell Rajo to perform special inspector services under the Florida Building Code at the 1160 NE 98 ST project on the below listed structures as of December 13, 2016 (date). I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: • SPECIAL INSPECTOR FOR PILING, FBC 1822.1.20 (R4404.6.1.20) SPECIAL INSPECTOR FOR TRUSSES >35' LONG OR 6' HIGH 2319.17.2.4.2 (R4409.6.17.2.4.2) 11/ SPECIAL INSPECTOR FOR REINFORCED MASONRY, FBC 2122.4 (R4407.5.4) • SPECIAL INSPECTOR FOR STEEL CONNECTIONS, FBC 2218.2 (R4408.5.2) 10 SPECIAL INSPECTOR FOR SOIL COMPACTION, FBC 1820.3.1 (R4404.4.3.1) O SPECIAL INSPECTOR FOR PRECAST UNITS & ATTACHMENTS, FBC 1927.12 (84405.9.12) O SPECIAL INSPECTOR FOR.... .. Note: Only the marked boxes apply. The following individual(s) employed by this firm or me are authorized representatives to perform inspection * 1. Robert 1 Lara, AIA 2. David Tan, PE 3. 4. 'Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduatiop•frcyn an architectural education program; successful completion of the NCEES •.... • Fundamental Examination; or registration as building inspector or general contractor. • • • • • • I, (we) will notify Miami Shores Village Building Department of any changes regarding authorized persq,Mg gesrforming inspection services. • • I, (we) understand that a Special Inspector inspection log for each building must be displayed in a conveflitRt locationtxr t4 site for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections s: Pe? iced by th% Fbrida Building Code, must be performed by the County. The Village building inspections must be called for or all Mandatory iMpeetions. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory ir:paii s performd 1 by the Department. Further, upon completion of the work under each Building Permit I will submit to the Builging Inspector 3t.t g i ie of final inspection the com•leted inspection log form and a sealed statement indicating that, to the best 1f r iyTC:owledie, belief and professional judo Ur. eons of the project outlined above meet the intent of the Florida Building Code and are in substantiald plans. Signed ,-°,QaEngineer/Architect Name Robert 1 Lara, AIA Created on 6/ (PRINT) Address 8450 SW 201 ST, Cutler Bay, FL 33189 Phone No. 754-264-4773 1 TABLE OF CONTENTS 1. Code Search 2. Frame Analysis 3. Beam analysis 4. Column analysis 5. CMU wall analysis 6. Footing Analysis 0000 . . • 0000 • .. • .0 • • • • • • • • • • .0110 0000 • • • • • 11111111 0000 • • • • • .. 00 .. .. 011 • • • . • . • • • • • .. • • • • .. • 000 • 00 • ENGQUEST INC 4500 Satellite Blvd., Suite 2220 Duluth, GA 30096 678-906-4670 TEL 678-906-4671 FAX JOB TITLE Allegra-Rajo JOB NO. 1620075 CALCULATED BY CN CHECKED BY DT SHEET NO. DATE 12/1/16 DATE 12/1/16 www.struware.com Code Search Code: Florida Building Code 2014 - High Velocity Zone Occupancy: Occupancy Group = R Residential Risk Category & Importance Factors: Risk Category = Wind factor = Snow factor = Seismic factor = Type of Construction: Fire Rating: Roof = Floor = 11 1.00 1.00 1.00 0.0 hr 0.0 hr Building Geometry: Roof angle (8) 4.00 / 12 18.4 deg Building length (L) 22.0 ft Least width (B) 20.0 ft Mean Roof Ht (h) 15.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf use 30.0 psf 200 to 600 sf: 30 psf over 600 sf: 30 psf Floor: Typical Floor 40 psf • • • • • • • •••• Partitions 15 psf • • •• .• • • Lobbies & first floor corridors 100 psf • • . Corridors above first floor 80 psf • • • • Balconies (1.5 times live load) 60 psf • •• • • • • • • • • • • • •••• •••• • • • • • • • • • •• .• •• •• • • • • • • • • • • • • • • • • • • • •• • ••• • • • ENGQUEST INC 4500 Satellite Blvd., Suite 2220 Duluth, GA 30096 678-906-4670 TEL 678-906-4671 FAX JOB TITLE Allegra-Rajo JOB NO. 1620075 CALCULATED BY CN CHECKED BY DT SHEET NO. DATE 12/1/16 DATE 12/1/16 Wind Loads : Ultimate Wind Speed Nominal Wind Speed Risk Category Exposure Category Enclosure Classif. Internal pressure Directionality (Kd) Kh case 1 Kh case 2 Type of roof ASCE 7 - 10 175 mph 135.6 mph I I C Open Building +/-0.00 0.85 0.849 0.849 Hip Topographic Factor (Kzt) Topography Hill Height (H) Half Hill Length (Lh) Actual H/Lh = Use H/Lh = Modified Lh = From top of crest: x = Bldg up/down wind? H/Lh= 0.50 x/Lh = 0.31 z/Lh = 0.09 At Mean Roof Ht: Flat 80.0 ft 100.0 ft 0.80 0.50 160.0 ft 50.0 ft downwind K1 = 0.000 K2 = 0.792 K3 = 1.000 Kzt = (1+K1K2K3)"2 = 1.00 Gust Effect Factor h = 15.0 ft B = 20.0 ft /z(0.6h)= 15.Oft Rigid Structure e = 0.20 Zmin = c= go, g., = LZ = Q= IZ = G= 500 ft 15 ft 0.20 3.4 427.1 ft 0.94 0.23 0.89 use G = 0.85 (z) x(upwind) Speed-up x(downwind) Hl2 ESCARPMENT V(z) V(Z) x(upwind) Speed-up x(downwind) H 2D RIDGE or 3D AXISYMMETRICAL HILL Flexible structure if natural frequency < 1 Hz (T > 1 second). However, if building h/B < 4 then probably rigid structure (rule of thumb). h/B = 0.75 Rigid structure G = 0.85 Using rigid structure default , • ••. • • •.•• • • • •. • • Flexible or Dynamically Sensitive Structure Natural Frequency (q1) = 0.0 Hz - • Damping ratio ((i) = /b = /a = Vz = Ni = Kr, = Rh = RB = RL = gR = R = G = 0 0.65 0.15 147.8 0.00 0.000 28.282 28.282 28.282 0.000 0.000 0.000 •••• • • 0000 • • .• .• • • • rj 0000 r1r • .0.000 r) � 0.000 • • 0000 • • •.0• • • •. •• • • • • • • • • 15.0 •• •• • •.•tai• ••• - .•• • • • - •• ENGQUEST INC 4500 Satellite Blvd., Suite 2220 Duluth, GA 30096 678-906-4670 TEL 678-906-4671 FAX JOB TITLE Allegra-Rajo JOB NO. 1620075 CALCULATED BY CN CHECKED BY DT SHEET NO. DATE 12/1/16 DATE 12/1/16 Enclosure Classification Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building: All walls are at least 80% open. Ao 0.8Ag Test for Partially Enclosed Building: Ao Ag Aoi Agi Input 100000.0 0.0 0.0 0.0 sf Ao _> 1.1 Aoi sf Ao > 4' or 0.01 Ag sf Aoi / Agi <_ 0.20 sf Test YES YES NO Building is NOT Partially Enclosed ERROR: Ag must be greater than Ao Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao>_ 1.1Aoi Ao > smaller of 4' or 0.01 Ag Aoi / Agi 5 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned , the intemal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog): Unpartitioned intemal volume (Vi) : Ri = 0 sf 0cf 1.00 Altitude adiustment to constant 0.00256 (caution - see code) : Altitude = Constant = 0 feet 0.00256 .••• • • Average AQ- Dep!i3y = 01,1555 Ibm/ft3 •• • • • • •••• • • . • •.•• • • • • • • •••• •••• • • .• • • • • • . . .• •• • • • • • • • • • • •• • • • • • • • • •• • ••• • • • ENGQUEST INC 4500 Satellite Blvd., Suite 2220 Duluth, GA 30096 678-906-4670 TEL 678-906-4671 FAX JOB TITLE Allegra-Rajo JOB NO. 1620075 SHEET NO. CALCULATED BY CN DATE 12/1/16 CHECKED BY DT DATE 12/1/16 Wind Loads - Open Buildings: 0.25 5 h/L 5 1.0 Ultimate Wind Pressures Type of roof = Pitched Free Roofs Wind Flow= Clear Main Wind Force Resisting System Kz = Kh (case 2) = 0.85 Roof pressures - Wind Normal to Ridge G= Roof Angle = 0.85 18.4 deg NOTE: The code requires the MWFRS be designed for a minimum pressure of 16 psf. Base pressure (qh) = 56.6 psf Wind Flow Load Case Clear Wind Flow Wind Direction Y = o & 180 deg Cnw Cnl Clear Wind Flow A Cn = __p = ----1'10 52.9 psf -0.17 -8.2 psf B Cn = p = _2.01 0.4 psf -0.96 -46.3 psf NOTE: 1). Cnw and CM denote combined pressures from top and bottom roof surfaces. 2). Cnw is pressure on windward half of roof. Cnl is pressure on leeward half of roof. 3). Positive pressures act toward the roof. Negative pressures act away from the roof. Roof pressures • Wind Parallel to Ridge, y = 90 deg Wind Load Clear Wind Flow Horizontal Distance from Windward zone 2 zoos 1 • positive Edge Flow Case positive 5 >h52h >2h 2.29 -2.11 Cn = -0.80_ -0.60 -0.30 Clear Wind 4 p = -38.5 psf -28.9 psf _ 714.4 psf Flow �`- Cn = 0.80 0.50 0. 3024.0 1.15 B p = 38.5 psf - psf 14.4 psf Fascia Panels -Horizontal pressures qp= 0.Opsf Components & Cladding - roof pressures Kz = Kh (case 1) = 0.85 Base pressure (qh) = 56.6 psf G = 0.85 Windward fascia: Leeward fascia: h= 15.Oft 2h = 30.0 ft Fascia pressures not applicable - roof angle exceeds 5 degrees. 0.0 psf (GCpn = +1.5) 0.0 psf (GCpn = -1.0) a = 3.0 ft a2= 9.0 sf 422= 36.0 sf •••• • • •••• • • • • • • •••• • • •••• • • • • • • • •• •• •• •• • • • • • • • • • • • • • • • •• • • • • • • • • •• • ••• • • • Effective Wind Area Clear Wind Flow zone 3 zone 2 zoos 1 • positive negative positive negative positive •✓negjatidb 5 9 sf 2.29 -2.11 1.77 -1.63 1.15 -1.05 CN >9, 5 36 sf 1.77- 1.63 1.77 -1.63 1.15 �`- > 36 sf 1.15 -1.05 1.15 -1.05 1.15 • • riACs 5 9 sf_ 110.2psf -101.4 psf 85.0 psf 78.4 psf 55.1 psf s 7epsf Wind pressure -- >9, s 36 sf --- 85.0 psf -78.4 psf _ 85.0 psf -78.4 psf 55.1 psf • -50.7 05f x-50.7 --- 55.1 psf > 36 sf 55.1 psf -50.7 psf -50.7 psf 55.1 psf psf •••• • • •••• • • • • • • •••• • • •••• • • • • • • • •• •• •• •• • • • • • • • • • • • • • • • •• • • • • • • • • •• • ••• • • • ENGQUEST INC 4500 Satellite Blvd., Suite 2220 Duluth, GA 30096 678-906-4670 TEL 678-906-4671 FAX JOB TrrLE Allegra-Rajo JOB NO. 1620075 CALCULATED BY CN CHECKED BY DT SHEET NO. DATE 12/1/16 DATE 12/1/16 WIND DIRECTION y= 0•,180' WIND DIRECTION ya 0• Location of Wind Pressure Zones PrICIIED WIND DIRECTION 77 MONOSLOPE MONOS LOPE WIND DIRECTION y- 0'.180' TROUGH L WIND DIRE =ON y = 180' L WDXD DEPICTION =BM VEND DIRECTION TROUGH WUIDDIRECTION y= 90" MAIN WIND FORCE RESISTING SYSTEM 1 3 MONOSLOPE 6< 10° { WIND DIRECTION ya L90• L • • • . • •••• •• •••• • • •e>_ 10• PITCHED OR TROUGHED ROOF • • • •• • COMPONENTS AND CLADDING • •••• • •.• .•. • • • • • •• • • • • ••• • • • • 1 • •• •• ,. • • •� • • • 1 • • • 3 _3• • • •e>_ 10• PITCHED OR TROUGHED ROOF • • • •• • COMPONENTS AND CLADDING • •••• • •.• .•. • • • • • •• • • • • ••• • • • !AP License #3010*1 LNTEL4SUX5KBK3 RESIDENCE Project Number: 1620075 Prepared for ALLEGRA & RAJO SAP2000 Analysis Report 4141.. . . ...41 • 4141 • .. . . . . . ........ • . . . .... .... • . •.. .... .... Model Name: CONCRETE FRAME : 41 : 1 December 2016 • • .: • • • • • • 4141 .. • 4100 • • • 4141 00 8 CONCRETE FRAME SAP2000 v18.1.1 - License #3010*1LNTEL4SUX5KBK3 1. Model geometry 01 December,2016 1. Model geometry This section provides model geometry information, including items such as joint coordinates, joint restraints, and element connectivity. Figure 1: Finite element model 1.1. Joint coordinates Table 1: Joint Coordinates Table 1: Joint Coordinates Joint CoordSys CoordType GlobalX GlobalY ft ft 4.0000. • • 00.41 • • • • • • • • • • GlobalZ I • ft •••• •••• • • • • 1 GLOBAL Cartesian -6. 0. 0. 2 GLOBAL Cartesian -6. 0. 10. 3 GLOBAL Cartesian 6. 0. 0. 4 GLOBAL Cartesian 6. 0. 10. 1.2. Joint restraints 000• 4100• • • • • • • • •• •• 04, •• • • • • • • . • • • • • • • • • • • • • • • 0410 • • • • • •• 9 CONCRETE FRAME SAP2000 v18.1.1 - License #3010'1 LNTEL4SUX5KBK3 7. Structure results 01 December 2016 Table 2: Joint Restraint Assignments Table 2: Joint Restraint Assignments Joint U1 U2 U3 R1 R2 R3 1 Yes Yes Yes No No No 3 Yes Yes Yes No No No 1.3. Element connectivity Table 3: Connectivity - Frame Table 3: Connectivity - Frame Frame Joint! JointJ Length ft 1 1 2 10. 2 3 4 10. 3 2 4 12. Table 4: Frame Section Assignments Table 4: Frame Section Assignments Frame AnalSect DesignSect MatProp 1 C01 C01 Default 2 CO2 CO2 Default 3 CB02 CB02 Default 7. Structure results This section provides structure results, including items such as structural periods and base reactions. . • .. . . . .... . . .• .. . . • . .... • • .... . . .. .. . • . .... • . . . .... • . .• . ... . . . •.. . • • . . •• • ..• ••• • 10 • • CONCRETE FRAME SAP2000 v18.1.1 - License #3010*1LNTEL4SUX5KBK3 7. Structure results 01 December 2016 Figure 2: Deformed shape 7.1. Mass summary Table 18: Assembled Joint Masses, Part 1 of 2 Table 18: Assembled Joint Masses, Part 1 of 2 Joint MassSource U1 U2 U3 R1 R2 R3 CenterX I Kip-s2/ft Kip-s2/ft Kip-s2/ft Kip -ft -s2 Kip -ft -s2 Kip -ft -s2 ft 1 MSSSRC1 0.0412 0.0412 0.0412 0. 0. 0. -6. 2 MSSSRC1 0.0785 0.0785 0.0785 0. 0. 0. -6. 3 MSSSRC1 0.0205 0.0205 0.0205 0. 0. 0. 6. 4 MSSSRC1 0.0577 0.0577 0.0577 0. 0. 0. 6. SumAccelUX MSSSRC1 0.1979 0. 0. 0. 0. 0. -1.259 SumAccelUY MSSSRC1 0. 0.1979 0. 0. 0. 0. -1.259 SumAccelUZ MSSSRC1 0. 0. 0.1979 0. 0. 0. -1.259 Table 18: Assembled Joint Masses, Part 2 of 2 Table 18: Assembled Joint Masses, Part 2 of 2 Joint Masssource CenterY CenterZ ft ft 1 MSSSRC1 0. 0. 2 MSSSRC1 0. 10. 3 MSSSRC1 0. 0. 4 MSSSRC1 0. 10. SumAccelUX MSSSRC1 0. 6.883 SumAccelUY MSSSRC1 0. 6.883 SumAccelUZ MSSSRC1 0. 6.883 ••• • • • • •••• • • • • •• • • • . • • • • •••• •••• • • • • • • •••• •••• • • • • • • • •• •• •• •• • • • • • • • • • • • • • • • • • • •• • • • • ••• • • • • • 11 CONCRETE FRAME SAP2000 v18.1.1 - License #3010*1LNTEL4SUX5KBK3 8. Joint results 01 December 2016 7.2. Base reactions Table 19: Base Reactions Table 19: Base Reactions OutputCase GlobalFX GlobalFY GlobalFZ GlobalMX GlobalMY GlobalMZ Kip Kip Kip Kip -ft Kip -ft Kip -ft DEAD -2.165E-15 0. 10.58 0. 8.02 0. WIND -4.2 0. 6.368 0. -33.98 0. ROOF LIVE -8.465E-16 0. 6.836 0. 8.02 0. 8. Joint results This section provides joint results, including items such as displacements and reactions. Table 20: Joint Displacements Table 20: Joint Displacements Joint OutputCase U1 U2 U3 R1 R2 R3 ft ft ft Radians Radians Radians 1 DEAD 0. 0. 0. 0. 0.000113 0. 1 WIND 0. 0. 0. 0. 0.002145 0. 1 ROOF LIVE 0. 0. 0. 0. 0.000049 0. 2 DEAD 0.001297 0. -0.000058 0. 0.000165 0. 2 WIND 0.01675 0. 0.000012 0. 0.000699 0. 2 ROOF LIVE 0.000562 0. -0.000035 0. 0.000072 0. 3 DEAD 0. 0. 0. 0. 0.000272 0. 3 WIND 0. 0. 0. 0. 0.002611 0. 3 ROOF LIVE 0. 0. 0. 0. 0.000118 0. 4 DEAD 0.001294 0. -0.0001 0. -0.000158 0. 4 WIND 0.016734 0. -0.000136 0. -0.00022 0. 4 ROOF LIVE 0.000561 0. -0.000053 0. -0.000069 0. Table 21: Joint Reactions Table 21: Joint Reactions .•• • • • •••• • • • Joint OutputCase F1 F2 F3 M1 M2 • • • 1 Kip Kip Kip Kip -ft Kip -ft . Kiptft 1 1 DEAD 0.123 0. 5.958 0. 0. 0. • 1 WIND -3.389 0. 0.352 0. 0.•••'•• 0.•••'• 1 ROOF LIVE 0.053 0. 4.086 0. 0. "" 0.'"• 3 DEAD -0.123 0. 4.622 0. 0. • • 0.. . 3 WIND -0.811 0. 6.016 0. 0.•• •• 0." •' 3 ROOF LIVE -0.053 0. 2.75 0. 0.� • • 0. • • • • • • • • •• • 9. Frame results This section provides frame force results. • ••• • • • • • • • • ••• • • • • • •• 12 { CONCRETE FRAME SAP2000 v18.1.1 - License #3010*1LNTEL4SUX5KBK3 9. Frame results 01 December 2016 Table 22: Element"Forces - Frames, Part 1 of 2 Table 22: Element Forces - Frames, Part 1 of 2 Frame Station OutputCase P V2 V3 ft Kip Kip Kip 1 0. DEAD -5.958 -0.123 0. 1 1 5. DEAD -4.631 -0.123 0. 1 10. DEAD -3.305 -0.123 0. 1 0. WIND -0.352 3.389 0. 1 5. WIND 0.975 3.389 0. 1 10. WIND 2.301 3.389 0. , 1 0. ROOF LIVE -4.086 -0.053 0. 1 5. ROOF LIVE -2.759 -0.053 0. 1 10. ROOF LIVE -1.433 -0.053 0. 2 0. DEAD -4.622 0.123 0. i 2 5. DEAD -3.963 0.123 0. 2 10. DEAD -3.305 0.123 0. 2 0. WIND -6.016 0.811 0. 2 5. WIND -5.357 0.811 0. 2 10. WIND -4.699 0.811 0. 2 0. ROOF LIVE -2.75 0.053 0. 2 5. ROOF LIVE -2.091 0.053 0. 2 10. ROOF LIVE -1.433 0.053 0. 3 0. DEAD -0.123 -3.305 0. + 3 2. DEAD -0.123 -2.203 0. 3 4. DEAD -0.123 -1.102 0. 3 6. DEAD -0.123 1.776E-15 0. 3 8. DEAD -0.123 1.102 0. 3 10. DEAD -0.123 2.203 0. 3 12: DEAD -0.123 3.305 0. 3 0. WIND -0.811 2.301 0. 3 2. WIND -0.811 2.701 0. 3 '4. WIND -0.811 3.1 0. 3 6. WIND -0.811 3.5 0. 3 8. WIND -0.811 3.9 0. 3 10. WIND -0.811 4.299 0. 3 12. WIND -0.811 4.699 0. 3 0. ROOF LIVE -0.053 -1.433 0. 3 2. ROOF LIVE -0.053 -0.955 0. i 3 4. ROOF LIVE -0.053 -0.478 0. i•••• 3 6. ROOF LIVE -0.053 5.967E-16 0. • • • •••• • 3 8. ROOF LIVE -0.053 0.478 0. . • • • • • ii• • • 3 10. ROOF LIVE -0.053 0.955 0. • 3 12. ROOF LIVE -0.053 1.433 0. • • • • Table 22: Element Forces - Frames, Part 2 of 2 Table 22: Element Forces - Frames, Part 2 of 2 Frame Station OutputCase T M2 M3 ft Kip -ft IGp-ft IGp-ft 1 0. DEAD 0. 0. 8.882E-16 l 1 5. DEAD 0.' 0. 0.616 i 1 10. DEAD 0. 0. 1.232 1 0. WIND 0. 0. 1.421E-14 i 1 5. WIND 0. 0. -16.944 1 10. WIND 0. 0. -33.889 i •••• •••• • 0000 00.41 O. • •• •• _•• •• • • f • • • • • • • • • • • • • • • • • • •• • ••• • • • • • •• 13 CONCRETE FRAME 9. Frame results Table 22: Element Forces - Frames, Part 2 of 2 SAP2000 v18.1.1 - License #3010*1 LNTEL4SUX5KBK3 01 December 2016 Frame Station OutputCase T M2 M3 ft Kip -ft Kip -ft Kip -ft 1 0. ROOF LIVE 0. 0. 0. 1 5. ROOF LIVE 0. 0. 0.267 1 10. ROOF LIVE 0. 0. 0.534 2 0. DEAD 0. 0. 0. 2 5. DEAD 0. 0. -0.616 2 10. DEAD 0. 0. -1.232 2 0. WIND 0. 0. 0. 2 5. WIND 0. 0. -4.056 2 10. WIND 0. 0. -8.111 2 0. ROOF LIVE 0. 0. 0. 2 5. ROOF LIVE 0. 0. -0.267 2 10. ROOF LIVE 0. 0: -0.534 3 0. DEAD 0. 0. -1.232 3 2. DEAD 0. 0. 4.276 3 4. DEAD 0. 0. 7.581 3 6. DEAD 0: 0. 8.682 3 8. DEAD 0. 0. 7.581 3 10. DEAD 0. 0. 4.276 3 12. DEAD 0. 0. -1.232 3 0. WIND 0. 0. 33.889 3 2. WIND 0. 0. 28.887 3 4. WIND 0. 0. 23.086 3 .6. WIND 0. 0. 16.485 3 8. WIND 0. 0. 9.086 3 10. WIND' 0. 0. 0.887 3 12. WIND 0. 0. -8.111 3 0. ROOF LIVE 0. 0. -0.534 3 2. ROOF LIVE 0. 0. 1.854 3 4. ROOF LIVE 0. 0. 3.287 3 6. ROOF LIVE 0. 0. 3.764 3 8. ROOF LIVE 0. 0. 3.287 3 10. ROOF LIVE 0. 0. 1.854 3 .12. ROOF LIVE 0. 0. -0.534 { J • ••• • • • • •.•• • • . •• • . • • • •. • • • • •••• ,.••• • • • • . • •••• r•••• 4. • • . . • 1 •• •• �•• •• • • • • • • •, • • • • • • • • • •• • • • • • •• ••• • • • • • 1 •• Engquest Inc. 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Engineer: Project Descr: Allegra - Rajo David Tan Project ID: 1620075 Covered Patio Addition to the Residence Printed: 1 DEC2016, 9:30AM Concrete Beam IRMEIi A'fdrDiaiipiiEN Description : Concrete Beam CB01 CODE REFERENCES File = P:12016\16211620075 Allegra-Rajo, Miami, FL1Calculationslconcrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 IrtC� 4.Le10111* 311W:17111IttT7aril Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Pc = fr = Pc�/2 * 7.50 tV Density X LtWt Factor Elastic Modulus = fy - Main Rebar = E - Main Rebar = 3.0 ksi = 410.792 psi = 145.0 pcf 1.0 3,122.0 ksi $ Phi Values Q1 Fy - Stirrups 60.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # Number, of Resisting Legs Per Stirrup = • Cross Section & Reinforcing Details I Rectangular Section, Width = 16.0 in, Height = 24.0 in Span #1 Reinforcing.... 346 at 2.0 in from Top, from 0.0 to 22.250 ft in this span 3-#6 at 2.0 in from Bottom, from 0.0 to 22.250 ft in this span Applied Loads Flexure : 0.90 Shear: 0.750 0.850 40.0 ksi 29,000.0 ksi 3 2 • • • • • • • • 16 in 16" w x 24"h Span=22.250 6 2-#6 at 12.0 in from Top, from 0.0 to 22.250 ft in this span Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0270, Lr = 0.030 ksf, Tributary Width = 5.50 ft, (Roof load) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Location of maximum on span Span # where maximum occurs Maximumng Stress -R 0.228: 1 Typical Section -37.385 k -ft 164.240 k -ft 0.000 ft Span # 1 rVertical Reactions_ Load Combination Support 1 Support 2 $E Si•n OK •• •••• Max Downward Transient Deflection • • •01003 in •Ratio. Max Upward Transient Deflection • • • • • •.• = • p 9.000 in atlo = Max Downward Total Deflection ...:pD13 in Ratio = Max Upward Total Deflection • •.Q.000 in F tip. Support notation : Far left is #1 • • •••• •••• • • •• -•• • 84474 >=€ 1990.7 >=18; • I • •._. • _ •..._ .. • • • • • • • •' • �• , Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H ,+D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.7505+0.450W+H 7.789 7.789 1.836 1.836 5.954 5.954 5.954 5.954 7.789 7.789 5:954 5.954 7.330 7.330 5.954 5.954 5.954 5.954 5.954 5.954 7.330 7.330 5.954 5.954 • • • • • •• • • ••• • • • •• 15 • • Engquest Inc. 4500 Satellite Blvd, Ste 2220 ,Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Allegra -'Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Printed: 1 DEC 2016, 9:30AM Concrete Beam File = P:12016\16211620075 Allegra-Rajo, Miami, FL1Calculations\concrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver.6.16.10.31 Licensee : ENGQUEST,ConsultingInc; Lic2 # : KW -06009148 Description : Concrete Beam CB01 Vertical Reactions Load Combination Support notation : Far left is #1 Support 1 Support 2 +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.600+0.70E+0.60H D Only Lr Only L Only S Only 1 W Only E Only 1 H Only 5.954 5.954 3.572 3.572 3.572 3.572 5.954 5.954 1.836 1.836 Detailed Shear Information Load Combination 1+1.200+1.60Lr+0.50W+1.6011 ,+1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.6011 '+1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1..60H +1.200+1.60Lr+0.50W+160H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.60H 1+1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.6011 i+1.20D+1.60Lr+0.50W+1.6011 '+1.200+1.601J+0.50W+1.6011 '+1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Li+0.50W+1.60H +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi*Vc Number (ft) (in) Actual Design (k -ft) (k) 1 0.00 22.00 10.08 10.08 37.39 0.49 29.51 1 0.04 22.00 10.04 10.04 36.98 0.50 29.53 1 0.08 22.00 10.01 10.01 36.57 0.50 29.54 1 0.12 22.00 9.97 9.97 36.17 0.51 29.56 1 0.16 22.00 9.93 9.93 35.76 0.51 29.57 1 0.20 22.00 9.90 9.90 35.36 0.51 29.59 1 0.24 22.00 9.86 9.86 34.96 0.52 29.61 1 0.28 22.00 9.82 9.82 34.56 0.52 29.62 1 0.32 22.00 9.79 9.79 34.16 0.53 29.64 1 0.36 22.00 9.75 9.75 33.77 0.53 29.66 1 0.41 22.00 9.71 9.71 33.37 0.53 29.67 1 0.45 22.00 9.68 9.68 32.98 0.54 29.69 1 0.49 22.00 9.64 9.64 32.59 0.54 29.71 1 0.53 22.00 9.60 9.60 32.20 0.55 29.73 1 0.57 22.00 9.57 , 9.57 31.81 0.55 29.75 1 0.61 22.00 9.53 9.53 31.42 0.56 29.77 1 0.65 22.00 9.49 9.49 31.04 0.56 29.79 1 0.69 22.00 9.46 9.46 30.65 0.57 29.81 1 0.73 22.00 9.42 9.42 30.27 0.57 29.83 1 0.77 22.00 9.38 9.38 29.89 0.58 29.85 1 0.81 22.00 9.35 9.35 29.51 0.58 29.87 1 0.85 22.00 9.31 9.31 29.13 0.59 29.89 1 0.89 22.00 9.27 9.27 28.76 0.59 29.81 1 0.93 22.00 9.24 9.24 28.38 0.60 29.93 1 0.97 22.00 9.20 9.20 28.01 0.60 29.96 1 1.01 22.00 9.16 9.16 27.64 0.61 29.98 1 1.05 22.00 9.13 9.13 27.27 0.61 30.01 1 1.09 22.00 9.09 9.09 26.90 0.62 30.03 1 1.13 22.00 9.05 9.05 26.53 0.63 30.05 1 1.18 22.00 9.02 9.02 26.16 0.63 30.08 1 1.22 22.00 8.98 8.98 25.80 0.64 30.11 1 1.26 22.00 8.94 8.94 25.43 0.64 30.13 1 1.30 22.00 8.91 8.91 25.07 0.65 30.16 1 1.34 22.00 8.87 8.87 24.71 0.66 30.19 1 1.38 22.00 8.83 8.83 24.35 0.66 30.22 1 1.42 22.00 8.80 I 8.80 24.00 0.67 30.25 1 1.46 22.00 8.76 8.76 23.64 0.68 30.28 1 1.50 22.00 8.72 8.72 23.29 0.69 30.31 1 1.54 22.00 8.69. 8.69 22.93 0.69 30.34 1 1.58 22.00 8.65 8.65 22.58 0.70 30.37 1 1.62 22.00 8.61 8.61 22.23 0.71 30.40 1 1.66 22.00 8.58 8.58 21.88 0.72 30.44 Comment Phi'Vs Phi'Vn Spacing (in) (k) (k) Req'd Suggest Vu < PhiVc/2 Not Reqd 1 29.5 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 29.5 0.0' 0.0 Vu < PhiVc/2 Not Reqd 1 29.5 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 29.6 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 29.6 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 29.6 0.0 0.0 Vu < PhiVc/2 Not Regd' 1 29.6 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 29.6 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 29.6 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 29.7 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 29.7' 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 29.7 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 29.7 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 29.7 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 29.7 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 29.8 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 29.8 0.0 0.0 Vu < PhiVG2 Not Reqd 1 29.8 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 29.8 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 '1 29.8 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 29.9 0.0 0.0 Vu < PhiVc/2 Not Reqd 1. • • 29.% 0.0 0.0 Vu < PhiVc/2: .04 Reqd 1 • • 29.9 0.0 • •' V' Vu < PhiVc/2 •' Noi Reqd 1; .. AN 0.0 '0.0 Vu < PhiVcl2'' • ma Reqd 1' 30.0 0.0 • ' fd Vu < PhiVc/2'' Not Reqd 1 1 '30.0 0.1 ...Q Vu < PhiVc/2. • • Nat Reqd 1. • ' tQ.G 0.6 0.d Vu < PhiVc/2 • 'Plot Reqd 1 ,'' 3a.0 0.6 � i •d.4 Vu < PhiVc/2 • Net Reqd 1• • 80.E 0.6 • • •d0 lb* 110 111411 Vu <PhiVc/2 Not Reqd 1 30.1 0.0 010 Vu < PhiVc/2' • NQt Reqd 1• 32.1 0.0 ORO Vu < PhiVc/2. Not Reqd n • • •3SA 0.2 0.0. VII <PhVc/2••••Mit Reqd 1••• 30.i 0.Q•••Et& Vu < PhiVc/2 = Not Reqd 1 { 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 30.2 0.0 0.0 Vu < PhiVcl2 Not Reqd 1 30.2 0.0 0.0 Vu < PhiVc/2 Not Reqd 1t' 30.3 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 r 30.3 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 I 30.3 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 30.4 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 30.4 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 30.4 1€0.0 0.0 Engquest Inc. 4500 Satellite Blvd, Ste 2220 I Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Concrete Beam Printed: 1 DEC 2016, 9 30A File = P:12016116211620075 Allegra-Rajo, Miami, FL\Calculationslconcrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver.6.16.10.31 Licensee : ENGQUEST.Consulting Inc Lic: # : KW -06009148 Description : Concrete Beam CB01 JDetailed Shear Information Load Combination +1.20D+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.60H +1.200+1:60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.60H +1.20 0+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.6OLr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H 1+1.20D+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.6011 41.200+1.60Lr+0.50W+1.6011 ..+1.200+1.60Lr+0.50W+1.6011 .+1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.6011 41.200+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.60H Span Distance Number (ft) 1 1.70 1 1.74 1 1.78 1 1.82 1 1.86 1 1.90 1 1.95 1 1.99 1 2.03 1, 2.07 1 2.11 1 2.15 1 2.19 1 2.23 1 2.27 1 2.31 1 2.35 1 2.39 1 2.43 1' 2.47 1 2.51 1 2.55 1 2.59 1 .2.63 1 2.67 1 2.72 1 2.76 1 2.80 1 2.84 1 2.88 1 2.92 1 2.96 1 3.00 1 3.04 1 3.08 1 3.12 1 3.16 1 3.20 1 3.24 1 3.28 1 3.32 1 3.36 1 3.40 1 3.44 1 3.49 1 3.53 1 3.57 1 3.61 1 3.65 1 3.69 1 3.73 1 3.77 1 3.81 1 3.85 'd' Vu (k) Mu' d*Vu/Mu Phi'Vc (in) Actual Design (k -ft) (k) 22.00 8.54 8.54 21.54 0.73 30.47 22.00 8.50 8.50 21.19 0.74 30.51 22.00 8.47 8.47 20.85 0.74 30.54 22.00 8.43 8.43 20.51 0.75 30.58 22.00 8.39 8.39 20.17 0.76 30.62 22.00 8.36 8.36 19.83 0.77 30.66 22.00 8.32 8.32 19.49 0.78 30.70 22.00 8.28 8.28 19.15 0.79 30.74 22.00 8.25 8.25 18.82 0.80 30.79 22.00 8.21 8.21 18.48 0.81 30.83 22.00 8.17 8.17 18.15 0.83 30.88 22.00 8.13 8.13 17.82 0.84 30.93 22.00 8.10 8.10 17.49 0.85 30.97 22.00 8.06 8.06 17.16 0.86 31.03 22.00 8.02 8.02 16.84 0.87 31.08 22.00 7.99 7.99 16.51 0.89 31.13 22.00 7.95 7.95 16.19 0.90 31.19 22.00 7.91 7.91 15.87 0.91 31.25 22.00 7.88 7.88 15.55 0.93 31.31 22.00 7.84 7.84 15,23 0.94 31.37 22.00 7.80 7.80 14.91 0.96 31.43 22.00 7.77 7.77 14.60 0.98 31.50 22.00 7.73 7.73 14.28 0.99 31.57 22.00 7.69 7.69 13.97 1.00 31.60 22.00 7.66 7.66 13.66 1.00 31.60 22.00 7.62 7.62 13.35 1.00 31.60 22.00 7.58 7.58 13.04 1.00 31.60 22.00 7.55 7.55 12.74 1.00 31.60 22.00 7.51 7.51 12.43 1.00 31.60 22.00 7.47 7.47 12.13 1.00 31.60 22.00 7.44 7.44 11.83 1.00 31.60 22.00 7.40 7.40 11.52 1.00 31.60 22.00 7.36 7.36 11.23 1.00 31.60 22.00 7.33 7.33 10.93 1.00 31.60 22.00 7.29 7.29 10.63 1.00 31.60 22.00 7.25 7.25 10.34 1.00 31.60 22.00 7.22 7.22 10.04 1.00 31.60 22.00 7.18 7.18 9.75 1.00 31.60 22.00 7.14 7.14 9.46 1.00 31.60 22.00 7.11 7.11 9.17 1.00 31.60 22.00 7.07 7.07 8.89 1.00 31.60 22.00 7.03 7.03 8.60 1.00 31.60 22.00 7.00 7.00 8.32 1.00 31.60 22.00 6.96 6.96 8.03 1.00 31.60 22.00 6.92 6.92 7.75 1.00 31.60 22.00 6.89 6.89 7.47 1.00 31.60 22.00 6.85 6.85 7.19 1.00 31.60 22.00 6.81 6.81 6.92 1.00 31.60 22.00 6.78 6.78 6.64 1.00 31.60 22.00 6.74 6.74 6.37 1.00 31.60 22.00 6.70 6.70 6.09 1.00 31.60 22.00 6.67 6.67 5.82 1.00 31.60 22.00 6.63 6.63 5:55 1.00 31.60 22.00 6.59 6.59 5.29 1.00 31.60 Comment Phi'Vs Phi"Vn Spacing (in) (k) (k) Reqd Suggest Vu <PhiVc/2 Not Reqd 1 ' •30.5 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 30.5 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 30.5 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 30.6 0.0 0.0 Vu < PhiVc/2 Not Reqd 11 30.6 0.0 0.0 -Vu < PhiVc/2 Not Reqd 1 30.7 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 30.7 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 30.7 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 30.8 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 30.8 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 30.9 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 30.9 0.0 0.0 Vu < PhiVG2 Not Reqd 1 31.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 31.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 31.1 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 31.1 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 31.2 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 31.2 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 31.3 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 31.4 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 31.4 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 31.5 0.0 0.0, Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 t 31.6 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 ( 31.6 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 I 31.6 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 Vu < PhiVc/2 Not Reqd 1. • • Ii& 0.0 0.0 Vu < PhiVc/2: •tVoi Reqd 1 • • 3 r6 0.tt • • •0r Vu < PhiVc/2• • Not Reqd 1: • • Zbb 0.0 •0.0 Vu < PhiVc/2 • • Not Reqd 1 31.6 0.0 0.0 Vu < PhiVG2 Not Reqd 1 31.6 0.t • • .010. Vu<PhVc/2••••N•dtReqd l•••ZAP 0.0 0.0 Vu < PhiVc/2.. aq Reqd 1 • 314 0.4; 44: •t:P Vu<PhVc/2•••Aet Reqd 1°..81.: 0. ••.,• Vu < PhVc/2.... dqj Reqd 1 31.6 0.0 .0!0 Vu < PhiVc/2: ' Ndt Reqd 1, 31.6 0.Q ...C(Q Vu < PhiVc/2. plot Reqd 1; • • 31.6 0.Q 0.4 Vu < PhiVd2' ..'Not Reqd 1... 31.6 O.Q "V./ Vu < PhiVc/2 Not Reqd 1 33.8 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 '0.0 Vu < Phic/2 Not Reqd 1 i 31.6 0'O 0.0 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 t 31.6 0.0 0.0 Vu < PhVc/2 Not Reqd 1 1 31.6 p.0 0.0. Vu < PhiVc/2 Not Reqd 1 t 31.6 1 0.0 0.0 Engquest Inc. 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence t Printed: 1 DEC 2016. 9:30AM ,Concrete Beam File = P:\2016116211620075 Allegra-Rajo, Miami, FL 1Calculationslconcrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver.6.16.10.31 # : KW -06009148 Licensee : ENGQUEST Consulting Inc t Description : Concrete Beam CB01 CDetailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi`Vc Comment Phi*Vs Phi'Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Req'd Suggest +1.20D+1.60Lr+0.50W+1.60H 1 3.89 22.00 6.56 6.56 5.02 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 3.93 22.00 6.52 6.52 4.76 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 3.97 22.00 6.48 6.48 4.49 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.01 22.00 6.45 6.45 4.23 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.05 22.00 6.41 6.41 3.97 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.09 22.00 6.37 6.37 3.71 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 .+1.20D+1.60Lr+0.50W+1.60H 1 4.13 22.00 6.34 6.34 3.45 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.17 22.00 6.30 6.30 3.20 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 '+1.20D+1.60Lr+0.50W+1.60H 1 4.21 • 22.00 6.26 6.26 2.94 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 ,+1.20D+1.60Lr+0.50W+1.60H 1 4.26 22.00 6.23 6.23 2.69 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 , 31.6 0.0 0.0 '+1.20D+1.60Lr+0.50W+1.60H 1 4.30 22.00 6.19 6.19 2.44 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1+1.20D+1.60Lr+0.50W+1.60H 1 4.34 22.00 6.15 6.15 2.19 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.38 22.00 6.11 6.11 1.94 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.42 22.00 6.08 6.08 1.69 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.46 22.00 6.04 6.04 1.45 r 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.50 22.00 6.00 6.00 1.20 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 {+1.20D+1.60Lr+0.50W+1.60H 1 4.54 22.00 5.97' 4 5.97 0.96 1.00 31.60 • Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.58 22:00 5.93 5.93 0.72 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.62 22.00 5.89 5.89 0.48 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.66 22.00 5.86 5.86 0.24 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.70 22.00 5.82 4 5.82 0.00 1.00 31.60 Vu < PhVc/2 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.74 22.00 5.78 5.78 0:23 1.00 31.60 Vu < PhVcl2 Not Reqd 1 31.6 0.0 0.0 '+1.20D+1.60Lr+0.50W+1.60H 1 4.78 22.00 5.75 5.75 0.46 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.82 22.00 5.71 .5.71 0.70 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.86 22.00 5.67 5.67 0.93 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 i 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.90 22.00 5.64 5.64 1.16 1.00 31.60 Vu < PhiVcI2 Not Reqd 1 31.6 0.0 0.0 i+1.20D+1.60Lr+0.50W+1.60H 1 4.94 22.00 5.60 5.60 1138 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.98 22.00 5.56 5.56 1.61 1.00 31.60 Vu < PhVc/2 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.03 22.00 5.53 5.531.84 1.00 31.60 Vu < PhVcl2 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.07 22.00 5.49 5.49 2.06 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.11 22.00 5.45 5.45 2.28 1.00 31.60 Vu < PhVc/2 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.15 22.00 5.42 5.42 2.50 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.19 22.00 5.38 5.38 2.72 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 . 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.23 22.00 5.34 5.34 2.94 1.00 31.60 Vu < PhVc/2 Not Reqd 1 • • • 7,1.6>, 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.27 22.00 5.31 5.31 3.15 =1.00 31.60 Vu < PhiVcl2: •No, Reqd 1 • • 31 6 0.0• • • off• + 1.20D+1.60Lr+0.50W+1.60H 1 5.31 22.00 5.27 5.27 3.37 1.00 31.60 Vu < PhiVc/2 • • Not Reqd 1: • • ih6+ 0.0 •0,0 + 1.20D+1.60Lr+0.50W+1.60H 1 5.35 22.00 5.23 5.23 3.58 1.00 31.60 Vu < PhVc/2 • • • aI Reqd 1 i1.6 0.0. 0.0• +1.20D+1.60Lr+0.50W+1.60H 1 .5.39 22.00 5.20 5.20 3.79 1.00 31.60 Vu < PhVc/2 • • .tot Reqd 1 • • i1.6 0.0: • • 44. +1.20D+1.60Lr+0.50W+1.60H 1 5.43 22.00 5.16 5.16 4.00 1.00 31.60 Vu < PhiVc/2• • • •Ndt Reqd 1 • • • AL1) 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.47 22.00 5.12 5.12 4.21,; 1.00 31.60 Vu < PhVc/2• • •liqj Reqd 1 • 31.11 0.1 • •0+0• +1.20D+1.60Lr+0.50W+1.60H 1 5.51 22.00 5.09 5.09 4:42 1.00 31.60 Vu < Ph'Vc/2• • • •t_ Reqd 1•4, • Stt 0.% • 0 0 +1.20D+1.60Lr+0.50W+1.60H 1 5.55 22.00 5.05 5.05 4{62 1.00 31.60 Vu < PhVc/2• • • •t�qt Reqd 1 31.6 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.5922.00 5.01 5.01 4.83 1.00 31.60 Vu < PhiVc/2: •Nql Reqd 1, 316 0.% • • +1.20D+1.60Lr+0.50W+1.60H 1 5.63 22.00 4.98 4.98 5.03 1.00 31.60 Vu < PhVc/2. plot Reqd 1; •. 3te 0.a 0.0• +1.20D+1.60Lr+0.50W+1.60H 1 5.67 22.00 4.94 4.94 5.23 1.00 31.60 Vu < PhVc/2•.. •Nal Reqd 1... 31.6 0.1 •'tl'CC + 1.20D+1.60Lr+0.50W+1.60H 1 5.71 22.00 4.90 4.90 5.43 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31�i 0.0 0.0 + 1.20D+1.60Lr+0.50W+1.60H 1 5.76 22.00 4.87 4.87 5.63 1.00 31.60 Vu < PhVG2 Not Reqd 1 31.6 0.0 0.0, +1.20D+1.60Lr+0.50W+1.60H 1 5.80 22.00 4.83 4.83 5.82 1.00 31.60 Vu < Ph Vc/2 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.84 22.00 4.79 4.79 6.02 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.88 22.00 4.76 4.76 6.21 1.00 31.60 Vu < PhVc12 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.92 22.00 4.72 4.72 6.40 1.00 31.60 Vu < PhVc/2 Not Reqd 1 '31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.96 22.00 4.68 4.68 6.59 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.00 22.00 4.65 4.65 6.78 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 - 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.04 22.00 4.61 4.61 6.97 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 18. .0 0.0 tEngquest Inc. 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 `Tel: (678)906-4670 Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan r Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Printed: 1 DEC 2016, 9:30AM Concrete Beam l�t�F• i4'QQ:igPljCf:1 Description : Concrete Beam CB01 File = P:12016116211620075 Allegra-Rajo, Miami, FL\Calculations\concrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi'Vs Phi'Vn Spacing (in) Load Combination Number (ft) (in) Actual ' Design (k -ft) (k) (k) (k) Req'd Suggest +1.200+1.60Lr+0.50W+1.60H 1 6.08 22.00 4.57 4.57 7.16 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.12 22.00 .4.54 4.54 7.34 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 . 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.16 22.00 4.50 4.50 7.52 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.20 22.00 4.46 4.46 7.71 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 4 31.6 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 6.24 22.00 4.43 4.43 7.89 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.28 22.00 4.39 4.39 8.07 1.00 31.59 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.32 22.00 4.35 4.35 8.24 0.97 31.47 Vu < PhiVc/2 Not Reqd 1 31.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.36 22.00 4.32 4.32 8.42 0.94 31.35 Vu < PhiVc/2 Not Reqd 1 31.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.40 22.00 4.28 4.28 8.59 0.91 31.24 Vu < PhiVc/2 Not Reqd 1 31.2 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 6.44 22.00 4.24 4.24 8.76 0.89 31.13 Vu < PhiVc/2 Not Reqd 1 ' 31.1 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 6.48 22.00 4.21 4.21 8.94 0.86 31.03 Vu < PhiVc/2 Not Reqd 1 31.0 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 6.53 22.00 4.17 4.17 9.11 0.84 30.94 Vu < PhiVc/2 Not Reqd 1 30.9 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 6.57 22.00 4.13 4.13 9.27 0.82 30.84 Vu < PhiVc/2 Not Reqd 1 30.8 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 6.61 22.00 4.10 4.10 9.44 0.80 30.75 Vu < PhiVc/2 Not Reqd 1 30.8 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 6.65 22.00 4.06 4.06 9.61 0.77 30.67 Vu < PhiVc/2 Not Reqd 1 30.7 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.69 22.00 4.02 4.02 9.77 0.75 30.59 Vu < Phic/2 Not Reqd 1 30.6 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 6.73 22.00 3.98 3.98 9.93 0.74 30.51 Vu < PhiVc/2 Not Reqd 1 30.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H , 1 6.77 22.00 3.95 ' 3.95 10.09 0.72 30.43 Vu < PhiVc/2 Not Reqd 1 30.4 0.0 0.0 '+1.200+1.60Lr+0.50W+1.60H 1 6.81 22.00 3.91 3.91 10.25 0.70 30.36 Vu < PhiVc/2 Not Reqd 1 30.4 0.0 0.0 +1.200+1:60Lr+0.50W+1.60H 1 6.85 22.00 3.87 3.87 10.41 0.68 30.29 Vu < PhiVc/2 Not Reqd 1 30.3 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 6.89 22.00 3.84 3.84 10.57 0.67 30.22 Vu < PhiVc/2 Not Reqd 1 30.2 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.93 22.00 3.80 3.80 10.72 0.65 30.16 Vu < PhiVc/2 Not Reqd 1 30.2 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 6.97 22.00 3.76 3.76 10.87 0.63 30.09 Vu < PhiVc/2 Not Reqd 1 30.1 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 7.01 22.00 3.73 3.73 11.03 0.62 30.03 Vu < PhiVc/2 Not Reqd 1 30.0 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.05 22.00 3.69 3.69 11.18 0.61 29.97 Vu < PhiVc/2 Not Reqd 1 30.0 0.0 0.0 '+1.200+1.60Lr+0.50W+1.60H 1 7.09 22.00 3.65 3.65 11.32 0.59 29.91 Vu < PhiVc/2 Not Reqd 1 q 29.9 0.0" 0.0 +1.200+1.60Lr+0.50W+1.60H 1 7.13 22.00 3.62 3.62 11.47 0.58 29.86 Vu < PhiVc/2 Not Reqd 1 29.9 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 7.17 22.00 3.58 ' 3.58 11.62 0.57 29.80 Vu < PhiVc/2 Not Reqd 1 29.8 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.21 22.00 3.54 3.54 11.76 0.55 29.75 Vu < PhiVc/2 Not Reqd 1 29.8 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 7.25 22.00 3.51 3.51 11.91 0.54 29.70 Vu < PhiVc/2 Not Reqd 1 t 29.7 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 7.30 22.00 3.47 3.47 12.05 0.53 29.65 Vu < PhiVc/2 Not Reqd 1 29.7 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.34 22.00 3.43 3.43 12.19 0.52 29.60 Vu < PhiVc/2 Not Reqd 1 I 29.6 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 7.38 22.00 3.40 3.40 12.33 0.51 29.56 Vu < PhiVcI2 Not Reqd 1 •0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 7.42 22.00 3.36 3.36 12.46 0.49 29.51 Vu < PhiVc/2 • NQt Reqd 1 '...2222:2* 0.0 • • • 0.0 • +1.200+1.60Lr+0:50W+1.60H 1 7.46 22.00 3.32 3.32 12.60 0.48 29.47 Vu < Phic/2 • • • 1Vot:tegd 1 • - 29, 0.0 0.� +1.200+1.60Lr+0.50W+1.60H. • . • 1 7.50 22.00 3.29 3.29 12.73 0.47 29.43 Vu < PhiVc/2 ... jVytjtegd 1 •. 29l1 0.0 0.9 +1.20D+1.60Lr+0.50W+1.60H 1 7.54 22.00 3.25 3.25 12.86 0.46 29.38 Vu < PhiVc/2 ... :1/4194Reqd 1 7,9.4 0.0• 0.0 • +1.200+1.60Lr+0.50W+1.60H 1 7.58 22.00 3.21 3.21 12.99' 0.45 29.34 Vu < PhiVc/2 ...Not Reqd 1 •.7,9„3 0.0: • • e.e:, +1.200+1.60Lr+0.50W+1.60H 1 7.62 22.00 3.18 3.18 13.12 0.44 29.30 Vu < PhiVc/2 • • ..NorRegd 1 • • •7,9,3• 0.0... 9.9 +1.200+1.60Lr+0.50W+1.60H 1 7.66 22.00 3.14 3.14 13.25 0.43 29.27 Vu < PhiVc/2 .. • .Not.Regd 1 q . 29.3. 0.0, •: Q,p • +1.20D+1.60Lr+0.50W+1.60H < ' q c 0 Ap 1 7.70 22.00 3.10 3.10 13.38 0.43 29.23 Vu PhVc12.. .No�Re d 1 •.•1 0. .• • +1.20D+1.60Lr+0.50W+1.60H 1 7.74 22.00 3.07 3.07 13.50 0.42 29.19 Vu < PhiVc/2 . • • .Not Reqd 1 19.2 0.0 pU +1.200+1.60Lr+0.50W+1.60H 1,' 7.78 22.00 3.03 3.03 13.63 0.41 ,-29.16 Vu < PhiVc/2 • •No! Reqd 1. 242 0.4 ..(3), +1.200+1.60Lr+0.50W+1.60H 1 7.82 22.00 2.99 2.99 13.75 0.40 29.12 Vu < PhVcl2 • Not Reqd 1. • • MI 0.4 0.0. +1.200+1.60Lr+0.50W+1.60H 1 7.86 22.00 2.96 2.96 13.87 0.39 29.09 Vu < PhWc/2• • • •Not Reqd 1 • • • 29.i 0.d' • 134.10:• +1.200+1.60Lr+0.50W+1.60H 1 7.90 22.00 2.92 2.92 13.99 0.38 29.05 Vu < PhiVc/2 Not Reqd 1 29.1 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 7.94 22.00 2.88 2.88 14.11 0.37 29.02 Vu < PhiVc/2 Not Reqd 1 29.0 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.98 22.00 2.85 • 2.85 14.22 0.37 28.99 Vu < PhiVc/2 Not Reqd 1 29.0 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.02 '22.00 2.81 2.81 14.34 0.36 28.96 Vu < PhiVc/2 Not Reqd 1 29.0 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.07 22.00 2.77 2.77 14.45 0.35 28.92 Vu < PhiVc/2 Not Reqd 1 28.9 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 8.11 22.00 2.74 2.74 14.56 0.34 28.89 Vu < PhiVc/2 Not Reqd 1 28.9 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.15 22.00 2.70 2.70 14.67 0.34 28.87 Vu < PhiVc/2 Not Reqd 1 28.9 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.19 22.00 2.66 I 2.66 14.78 0.33 28.84 Vu < PhiVc/2 Not Reqd 1 28.80.0 0.0 1 g +1.20D+1.60Lr+0.50W+1.60H 1 8.23 22.00 2.63 2.63 14.89 0.32 28.81 Vu < PhiVc/2 Not Reqd 1 28.8 U.0 0.0 rcensee : eI onsu ting nc Engquest Inc. ' 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan , Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Printed: 1 DEC 2016, 9:30AM Concrete Beam Description : Concrete Beam CB01 [Detailed Shear Information Span Distance Load Combination Number (ft) +1.200+1.60Lr+0.50W+1.60H 1 8.27 '+1.200+1.60Lr+0.50W+1.60H 1 8.31 +1.20D+1.60Lr+0.50W+1.60H 1 8.35 +1.20D+1.60Lr+0.50W+1.60H 1 8.39 +1.200+1.60Lr+0.50W+1.60H 1 8.43 +1.200+1.60Lr+0.50W+1.60H 1' 8.47 '+1.20D+1.60Lr+0.50W+1.60H 1 8.51 +1.20D+1.60Lr+0.50W+1.60H 1 8.55 +1.200+1.60Lr+0.50W+1.60H 1 8.59 +1.20D+1.60Lr+0.50W+1.60H 1 8.63 +1.20D+1.60Lr+0.50W+1.60H 1 8.67 +1.20D+1.60Lr+0.50W+1.60H 1 8.71 +1.20D+1.60Lr+0.50W+1.60H '1 8.75' +1.20D+1.60Lr+0.50W+1.60H 1 8.79 i+1.20D+1.60Lr+0.50W+1.60H 1 8.84 +1.20D+1.60Lr+0.50W+1.60H 1 8.88 +1.200+1.60Lr+0.50W+1.60H 1 8.92 +1.200+1.60Lr+0.50W+1.60H 1 8.96 '+1.20D+1.60Lr+0.50W+1.60H 1 9.00 +1.20D+1.60Lr+0.50W+1.60H 1 9.04 +1.20D+1.60Lr+0.50W+1.60H 1 9.08 +1.20D+1.60Lr+0.50W+1.60H 1 9.12 +1.20D+1.60Lr+0.50W+1.60H 1 9.16 +1.20D+1.60Lr+0.50W+1.60H 1 9.20 +1.20D+1.60Lr+0.50W+1.60H 1 9.24 +1.20D+1.60Lr+0.50W+1.601-1 1 9.28 +1.20D+1.60Lr+0.50W+1.60H 1 9.32 +1.200+1.60Lr+0.50W+1.60H 1 9.36 +1.20D+1.60Lr+0.50W+1.601-1 9.40 +1.20D+1.60Lr+0.50W+1.60H 1 9.44 +1.200+1.60Lr+0.50W+1.60H 1 9.48 +1.20D+1.60Lr+0.50W+1.60H 1 9.52 +1.200+1.60Lr+0.50W+1.601-1 1 9.56 +1.20D+1.60Lr+0.50W+1.60H 1 9.61 +1.200+1.60Lr+0.50W+1.60H 1 9.65 '+1.200+1.60Lr+0.50W+1.60H 1 9.69 +1.20D+1:60Lr+0.50W+1.60H 1 9.73 +1.20D+1.60Lr+0.50W+1.60H 1 9.77 +1.20D+1.60Lr+0.50W+1.60H 1 9.81 +1.20D+1.60Lr+0.50W+1.60H 1 9.85 +1.20D+1.60Lr+0.50W+1.60H 1 9.89 1+1.2011.60Lr+0.50W+1.60H 1 9.93 +1.20D+1.60Lr+0.50W+1.60H 1 9.97 +1.20D+1.60Lr+0.50W+1.60H 1 10.01 +1.20D+1.60Lr+0.50W+1.60H 1 10.05 +1.20D+1.60Lr+0.50W+1.60H 1 10.09 +1.20D+1.60Lr+0.50W+1.60H 1 10.13 +1.20D+1.60Lr+0.50W+1.60H 1 10.17 +1.20D+1.60Lr+0.50W+1.60H 1 10.21 '+1.20D+1.60Lr+0.50W+1.60H 1 10.25 +1.20D+1.60Lr+0.50W+1.60H 1 10.29 +1.200+1.60Lr+0.50W+1.60H 1 10.33 +1.20D+1.60Lr+0.50W+1.60H 1 10.38 +1.20D+1.60Lr+0.50W+1.60H 1 10.42 File = P:12016116211620075 Allegra-Rajo, Miami, FLICalculationslconcrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver.6.16.10.31 onsu ting nc 'd' Vu (k) Mu d*Vu/Mu Phi*Vc (in) Actual Design (k -ft) (k) 22.00 2.59 2.59 14.99 0.32 28.78 22.00 2.55 2.55 15.10 0.31 28.75 22.00 2.52 2.52 15.20 0.30 28.73 22.00 2.48 2.48 15.30 0.30 28.70 22.00 244 2.44 15.40 0.29 28.67 22.00 2.41 2.41 15.50 0.28 28.65 22.00 2.37 2.37 15.60 0.28 28.62 22.00 2.33 2.33 15.69 0.27 28.60 22.00 2.30 2.30 15.79 0.27 28.5T 22.00 2.26 2.26 15.88 0.26 28.55 22.00 2.22 2.22 15.97 0.26 28.53 22.00 2.19 2.19 16.06 0.25 28.50 22.00 2.15 2.15. 16.15 0.24 28.48 22.00 2.11 2.11 16.23 0.24 28.46 22.00 2.08 2.08 16.32 0.23 28.44 22.00 2.04 2.04 16.40 0.23 28.41 22.00 2.00 2.00 16.48 0.22 28.39 22.00 1.96 1.96 16.56 0.22 28.37 22.00 1.93 1.93 16.64 0.21 28.35 22.00 1.89 1.89 16.72 0.21 28.33 22.00 1.85 1.85 16.79 0.20 28.31 22.00 1.82 1.82 16.87 0.20 28.29 22.00 1.78 1.78 16.94 0.19 28.27 22.00 1.74 1.74 17.01 0.19 28.25 22.00 1.71 1.71 17.08 0.18 28.23 22.00 1.67 1.67 17.15 0.18 28.21 22.00 1.63 1.63 17.22 0.17 28.19 22.00 -1.60 1.60 17.28 0.17 28.17 22.00 1.56 1.56 17.35 0.16 28.15 22.00 1.52 1.52 17.41 0.16 28:14 22.00 1.49 1.49 17.47 0.16 28.12 22.00 1.45 1.45 17.53 0.15 28.10 22.00 1.41 1.41 17.59 0.15 28.08 22.00 1.38 1.38 17.65 0.14 28.06 22.00' 1.34 1.34 17.70 0.14 28.05 22.00 1.30 1.30 17.75 0.13 28.03 22.00 1.27 1.27 17.81 0.13 28.01 22.00 1.23 1.23 17.86 0.13 27.99 22.00 1.19 1.19 17.91 0.12 27.98 22.00 1.16 1.16 17.95 0.12 27.96 22.00 1.12 1.12 18.00 0.11 27.94 22.00 1.08 ' 1.08 18.05 0.11 27.93 22.00 1.05 1.05 18.09 0.11 27.91 22.00 1.01 1.01 18.13 0.10 27.90 22.00 0.97 0.97 18.17 0.10 27.88 22.00 0.94 0.94 18.21 0.09 27.86 22.00 0.90 0.90 1825 0.09 27.85 22.00 0.86 0.86 18.28 0.09 27.83 22.00 0.83 0.83 18.32 0.08 27.81 22.00 0.79 0.79 y 18.35 0.08 27.80 22.00 0.75 0.75 18.38 0.08 27.78 22.00 0.72 0.72 18.41 '0.07 27.77 22.00 0.68 0.68 18.44 0.07 27.75 22.00 0.64 0.64 18.46 0.06 27.74 Comment Phi*Vs Phi'Vn Spacing (in) (k) (k) 'Req'd Suggest Vu < PhiVc/2 Not Reqd 1 28.8 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 28.8 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 t 28.7 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 28.7 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 28.7 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 28.6 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 28.6 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 28.6 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 28.6 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 28.5 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 28.5 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 28.5 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 28.5 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 28.5 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 28.4 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 28.4 0.0 .0.0 Vu < PhiVc/2 Not Reqd 1 28.4 0.0 0.0 Vu < PhiVcl2 Not Reqd 1 28.4 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 28.3 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 28.3 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 28.3 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 28.3 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 28.3 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 I 28.2 0.0 ..0.0 • Vu < •PhiVc/2 Not Reqd 1 28:2 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 t, 28.2 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 28.2 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 28.2 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 28.2 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 28.1 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 28.1 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 28.1 0.0 0.0 'Vu < PhiVc/2 Not Reqd 1 4 • . 8 .1 0.0 0.0 Vu < PhiVc/2 • N1t Reqd 1 • • , 2 •1 • 0.0 0.0 Vu < PhiVc/2 ' • Not}2egd 1 • 28.0 0.0 2.0 Vu < PhiVc/2 •. • rlpt•Regd 1 ; • •28,0• 0.0 0.9 Vu < PhiVc/2 ... 3Vpt•Regd 1 2)3.0 0.0• 0.0 • Vu < PhiVc/2 • . Not Reqd 1 ..44p o.o; • • e.e: Vu < PhiVc/2 ' • ..NotrRegd 1 .. g8,o' 0.0. • • 9.2 Vu < PhiVc/2 • • ..NoIRegd 1 • 28.4 0.0.. ; D,Q• Vu < PhiVc/2 • • • .Not Reqd 1 • . •'27•C 04 • • AP. Vu < PhiVc/2. • • ••(4o4Regd 1 V.9 0.0 IA Vu < PhiVc/2 • Not Reqd 1 • 219 0.4 • • A=). Vu < PhiVcl2: •INot Reqd 1: • • F.? 0.4 0.0. Vu<PhiVcl2 •• NCReqd 1•••27.9 0.d• 'bb; Vu < PhiVc/2 Not Reqd 1 2A.9 0.0' 0.0 Vu < PhiVc/2 Not Reqd 1 27.8 0.0 0.0 Vu < PhiVcl2 Not Reqd 1 27.8 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 27.8 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 27.8 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 27.8 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 27.8 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 27.8 0.0 0.0 Vu < PhiVc/2 Not Reqd 1 1 27.7 2010 0.0 Engquest Inc. 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Printed: 1 DEC 2016, 9:30AM Concrete Beam File = P:120161162\1620075 Allegra-Rajo, Miami, FL1Calculationslconcrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 1IMA'apitlrliLf.1 tifif 11114: KellI*itlE M T11tiiT7 Description : Concrete Beam CB01 rDetailed Shear Information ' w Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi'Vc Comment Phi*Vs , Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Reqd Suggest +1.20D+1.60Lr+0.50W+1.60H 1 10.46 22.00 0.61 0.61 18.49 0.06 27.72 Vu < PhiVc/2 Not Reqd 1 27.7 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 10.50 22.00 0.57 0.57 18.51 0.06 27.71 Vu < PhiVc/2 Not Reqd 1 27.7 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 10.5422.00 0.53 0.53 18.54 0.05 27.69 Vu < PhiVc/2 Not Reqd 1 27.7 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 10.58 22.00 0.50 0.50 18.56 0.05 27.68 Vu < PhiVc/2 Not Reqd 1 27.7 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H " 1 10.62 22.00 0.46 0.46 18.58 0.05 27.66 Vu < PhiVc/2 Not Reqd 14 27.7 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 10.66 22.00 0.42 0.42 18.59 0.04 27.65 Vu < PhiVc/2 Not Reqd 1 1 27.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 10.70 22.00 0.39 0.39 18.61 0.04 27.63 Vu < PhiVc/2 Not Reqd 1 27.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 10.74 22.00 0.35 0.35 18.63 0.03 • 27.62 Vu < PhiVc/2 Not Reqd 1 27.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 10.78 22.00 0.31 0.31 18.64 0.03 27.60 Vu < PhiVc/2 Not Reqd 1 27.6 0.0 0.0 +1.200+1.60Lr+0.50W+1.60111 10.82 ' 22.00 0.28 0.28 18.65 0.03 27.59 Vu < PhiVc/2 Not Reqd 1 27.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 10.86 22.00 0.24 0.24 18.66 0.02 27.57 Vu < PhiVc/2 Not Reqd 1 a 27.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1:60H 1 10.90. 22.00 0.20 0.20 18.67 0.02 • 27.56 Vu < PhiVc/2 Not Reqd 1 27.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 10.94 ` 22.00- 0.17 0.17 18.68 0.02 27.54 Vu < PhiVc/2 Not Reqd 1 27.5 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 10.98. 22.00 0.13 0.13 18.68 0.01 27.53 Vu < PhiVc/2 Not Reqd ,1 27.5 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 11.02 22.00 0.09 0.09 18.69 0.01 27.51 Vu < PhiVc/2 Not Reqd 1 27.5 0.0 0.0 41.200+1.60Lr+0.50W+1.60H 1 11.06 22.00 0.06 0.06 18.69 0.01 27.50 Vu < PhiVc/2 Not Reqd 1 27.5 0.0 0.0 +1.200+1.60Lr+0.50W+1.60111 11.10 22.00 0.02 0.02 18.69 0.00 27.48 Vu < PhiVc/2 Not Reqd 1 27.5 0.0 0.0 '+1.200+1.60Lr+0.50W+1.60H 1 11.15 22.00 -0.02 0.02 18.69 0.00 27.48 Vu < PhiVc/2 Not Reqd 1 27.5 0.0 0.0 .+1.200+1.60Lr+0.50W+1.6011 1 11.19 22.00 -0.06 0.06 18.69 0.01 27.50 Vu < PhiVc/2 Not Reqd 1 27.5 0.0 0.0 +1.200+1.60Lr+0.50W+1.6011 1 11.23 22.00 -0.09 0.09 18.69 0.01 27.51 Vu < PhiVc/2 Not Reqd 1 27.5 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 11.27 22.00 -0.13 0.13 18.68 0.01 27.53 Vu < PhiVc/2 Not Reqd 1 27.5 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 11.31 22.00 -0.17 0.17' 18.68 0.02 27.54 Vu < PhiVc/2 Not Reqd 1 27.5 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 11.35 22.00 -0.20 0.20 18.67 0.02 27.56 Vu < PhiVc/2 Not Reqd 1 27.6 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 11.39 22.00 -0.24 0.24 18.66 0.02 27.57 Vu < PhiVc/2 Not Reqd 1 27.6 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 11.43 22.00 -0.28 0.28 18.65 0.03 27.59 Vu < PhiVc/2 Not Reqd 1 27.6 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 11.47 22.00 -0.31 0.31 18.64 0.03 27.60 Vu < PhiVc/2 Not Reqd 1 ( 27.6 0.0 , 0.0 +1.200+1.60Lr+0.50W+1.6011 1 11.51 22.00 -0.35 0.35 18.63 0.03 27.62 Vu < PhiVc/2 Not Reqd 1 27.6 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 11.55 22.00 -0.39 0.39 18.61 0.04 27.63 Vu < PhiVc/2 Not Reqd 1 ' 27.6 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 11.59 22.00 -0.42 0.42 18.59 0.04 27.65 Vu < PhiVc/2 Not Reqd 1 27.6 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 11.63 22.00 -0.46 0.46 18.58 0.05 27.66 Vu < PhiVc/2 Not Reqd 1 27.7 0.0 0.0 +1.200+1.60Lr+0.50W+1.6011 1 11.67 22.00 -0.50 0.50 18.56 0.05 27.68 Vu < PhiVc/2 Not Reqd 1 27.7 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 11.71 22.00 -0.53 0.53 18.54 0.05 27.69 Vu < PhiVc/2 Not Reqd 1 , 27.7 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 11.75 22.00 -0.57 0.57 18.51 0.06 27.71 Vu < PhiVc/2 Not Reqd 1 ..2107. 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 11.79 22.00 -0.61 0.61 18.49 0.06 27.72 Vu < PhiVd2 • NO Reqd 1 •, •21 j• 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 11.83 22.00 -0.64 0.64 18.46 0.06 27.74 Vu < PhiVc/2 '. • 1Vot3tegd 1 • 27i 0.0 0.9 +1.200+1.60Lr+0.50W+1.60H 1 11.87 22.00 -0.68 0.68 18.44 0.07 27.75 Vu < PhiVc/2• • • • .. , t1pt.Regd 1 • • 2'/� 0.0 01 +1.200+1.60Lr+0.50W+1.60H 1 11.92 22.00 -0.72 0.72 18.41 0.07 27.77 Vu < PhiVc/2 ... Zl t.Regd 1 7.7.8 0.0. 0.0 • +1.200+1.60Lr+0.50W+1.60H 1 11.96 22.00 -0.75 0.75 18.38 0.08 27.78 Vu < PhiVc/2 • • iNot Reqd 1 ..7.7.8 0.0:' • E.E: +1.200+1.60Lr+0.50W+1.6011 <• 9.9 1 12.00 22.00 -0.79 0.79 18.35 0.08 27.80 Vu PhiVc/2 • • �1ot Reqd 1 ' .. y$ 0.0• � • +1.200+1.60Lr+0.50W+1.60H 1 12.04 22.00 -0.83 0.83 18.32 0.08 27.81 Vu <PhiVc/2 • ••. •NobRegd 1 • 27.8. 0.0..: j1�• '+1.200+1.60Lr+0.50W+1.60H 1 12.08 22.00 -0.86 0.86 18.28 0.09 27.83 Vu < PhiVc/2 • . .Not Reqd 1 • • 27.4 0.Q • • jlp. +1.200+1.60Lr+0.50W+1.60H 1 12.12 22.00 -0.90 0.90 18.25 0.09 27.85 Vu < PhiVG2 • •• ••••Not Reqd 1 27.8 0.0 0 •• +1.200+1.60Lr+0.50W+1.60H 1 12.16 22.00 -0.94 0.94 18.21 0.09 27.86 Vu < PhiVc/2 • Not Reqd 1 • 2749 0.0. • • 4I). +1.200+1.60Lr+0.50W+1.60H 1 12.20 22.00 -0.97 0.97 18.17 0.10 27.88 Vu < PhiVc/2: .Ito Reqd .1 • 27.9 0.4 0.0. '+1.20D+1.60Lf+0.50W+1.60H 1 12.24 22.00 -1.01 1.01 18.13 0.10 27.90 Vu < PhiVc/2 • • Ndt Reqd 1 • • • 27.9 0.1 0.0. +1.200+1.60Lr+0.50W+1.6011 1 12.28 22.00 -1.05 , 1.05 18.09 0.11 27.91 Vu < PhiVcl2 Not Reqd 1 2P.9 0.0 0.0 +1.200+1.60Lr+0.50W+1.6011 1 12.32 22.00 -1.08 1.08 18.05 0.11 27.93 Vu < PhiVc12 Not Reqd 1 27.9 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 12.36 22.00 -1.12 1.12 18.00 0.11 27.94 Vu < PhiVc12 Not Reqd 1 27.9 0.0 0.0 +1.200+1.60L-r+0.50W+1.6011 1 12.40 22.00 -1.16 1.16 17.95 0.12 27.96 Vu < PhiVG2 Not Reqd 1 28.0 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 12.44 22.00 -1.19 1.19 17.91 0.12 27.98 Vu < PhiVcl2 Not Reqd 1 28.0 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 12.48 22.00 -1.23 1.23 17.86 0.13 27.99 Vu < PhiVc/2 Not Reqd 1 28.0 0.0 0.0 +1.20D+1.60Lr+0.50W+1.6011, 1 12.52 22.00 -1.27 1.27 17.81 0.13 28.01 Vu < PhiVc/2 Not Reqd 1 28.0 0.0 0.0 +1.200+1.60Lr+0.50W+1.6011 1 12.56 22.00 -1.30 1.30 17.75 0.13 28.03 Vu < PhiVc/2 Not Reqd 1 28.0 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 12.60 22.00 -1.34 1.34 17.70 0.14 28.05 Vu < PhiVc/2 Not Reqd 1 28.0 210.0 0.0 Engquest Inc. 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence I Concrete Beam Printed: 1 DEC 2016, 9 30AM File = P:12016116211620075 Allegra-Rajo, Miami, FL\Calculations\ concrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 Lich# KW -06009148 Licensee : ENGQUEST Consulting Inc Description : Concrete Beam CB01 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu ` Phi"Vc Comment Phi*Vs Phi'Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) 1 (k) Req'd Suggest +1.200+1.60Lr+0.50W+1.60H 1 12.64 22.00 -1.38 1.38 17.65 0.14 28.06 Vu < PhiVc/2 Not Reqd 1 28.1 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 12.69 22.00 -1.41 1.41 17.59 0.15 28.08 Vu < PhiVc/2 Not Reqd 1 28.1 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 12.73 22.00 -1.45 1.45 17.53 0.15 28.10 Vu < PhiVc/2 Not Reqd 1 28.1 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 12.77 22.00 -1.49 1.49 17.47 0.16 28.12 Vu < PhiVc/2 Not Reqd 1 28.1 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 12.81 22.00 -1.52 1.52 17.41 0.16 28.14 Vu < PhiVc/2 Not Reqd 1 11 28.1 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 12.85 22.00 -1.56 1.56 17.35 0.16 28.15 Vu < PhiVc/2 Not Reqd 1 28.2 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 12.89 22.00 -1.60 1.60 17.28 0.17 28.17 Vu < PhiVc/2 Not Reqd 1 28.2 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 12.93 22.00 -1.63 1.63 17.22 0.17 28.19 Vu < PhiVc/2 Not Reqd 1 28.2 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 12.97 22.00 -1.67 1.67 17.15 0.18 28.21 Vu < PhiVc/2 Not Reqd 1 28.2 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 13.01 22.00 -1.71 1.71 17.08 0.18 28.23 Vu < PhiVc/2 Not Reqd 1 28.2 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 13.05 22.00 -1.74 1.74 17.01 0.19 28.25 Vu < PhiVc/2 Not Reqd 1 28.2 0.0 0.0 '+1.20D+1.60Lr+0.50W+1.60H 1 13.09 22.00 -1.78 1.78 16.94' 0.19 28.27 Vu < PhiVc/2 Not Reqd 1 28.3 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 13.13 22.00 -1.82 1.82 16.87 0.20 28.29 Vu < PhiVc/2 Not Reqd 1 28.3 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 13.17 22.00 -1.85 1.85 16.79 0.20 28.31 Vu < PhiVc/2 Not Reqd 1 28.3 0.0 0.0 .+1.20D+1.60Lr+0.50W+1.60H 1 13.21 22.00 -1.89 1.89 16.72 0.21 28.33 Vu < PhiVc/2 Not Reqd 1 28.3 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 13.25 22.00 -1.93 1.93 16.64 0.21 28.35 Vu < PhiVc/2 Not Reqd 1 28:3 0.0 0.0 `+1.200+1.60Lr+0.50W+1.60H 1 13.29 22.00 -1.96 1.96 16.56 0.22 28.37 Vu < PhiVc/2 Not Reqd 1 28.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 13.33 22.00 -2.00 2.00 16.48 0.22 28.39 Vu < PhiVc/2 Not Reqd 1 28.4 0.0 0.0 1+1.20D+1.60Lr+0.50W+1.60H 1 13.37 22.00 -2.04 2.04 16.40 r 0.23 28.41 Vu < PhiVc/2 Not Reqd 1 28.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 13.41 22.00 -2.08 2.08 16.32 0.23 28.44 Vu < PhiVc/2 Not Reqd 1 28.4 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 13.46 22.00 -2.11 2.11 16.23 0.24 28.46 Vu < PhiVc/2 Not Reqd 1 28.5 0.0 0.0 :+1.20D+1.60Lr+0.50W+1.60H 1 13.50 22.00 -2.15 2.15 16.15 0.24 28.48 Vu < PhiVc/2 Not Reqd 1 28.5 0.0 0.0 °+1.200+1.60Lr+0.50W+1.60H 1 13.54 22.00 -2.19 2.19 16.06 0.25 28.50 Vu < PhiVc/2 Not Reqd 1 28.5 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 13.58 22.00 -2.22 2.22 15.97 0.26 - 28.53 Vu < PhiVc/2 Not Reqd 1 28.5 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 13.62 22.00 -2.26 . 2.26 15.88 0.26 28.55 Vu < PhiVc/2 Not Reqd 1 28.5 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 13.66 22.00 -2.30 2.30 15.79 0.27 28.57 Vu < PhiVc/2 Not Reqd 1 28.6 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 13.70 22.00 -2.33 2.33 15.69 0.27 28.60 Vu < PhiVc/2 Not Reqd 1 28.6 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 13.74 22.00 -2.37 2.37 15.60 0.28 28.62 Vu < PhiVc/2 Not Reqd 1 28.6 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 13.78 22.00 -2.41 2.41 15.50 0.28 28.65 Vu < PhiVc/2 Not Reqd 1 28.6 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 13.82 22.00 -2.44 2.44 15.40 0.29 28.67 Vu < PhiVc/2 Not Reqd 1 28.7 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 13.86 22.00 -2.48 2.48 15.30 0.30= 28.70 Vu < PhiVc/2 Not Reqd 1 28.7 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 13.90 22.00 -2.52 2.52 15.20 0.30 28.73 Vu < PhiVc/2 Not Reqd 1 ! 28.7 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 13.94 22.00 -2.55 2.55 15.10 ' 0.31 28.75 Vu < PhiVc/2 Not Reqd 1 • *248 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 13.98 22.00 -2.59 2.59 14.99 0.32 28.78 Vu < PhiVc/2 • Npt Reqd 1 • 28.8• 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 14.02 22.00 -2.63 2.63 14.89 0.32 28.81 Vu < PhiVc/2 • • • TIoCRegd 1 • •28 8 0.0 • • Or '+1.200+1.60Lr+0.50W+1.60H 1 14.06 22.00 -2.66 2.66 14.78 0.33 28.84 Vu < PhiVc/2 • • • f(pj,Regd 1 : • •28!8' 0.0 O. +1.20D+1.60Lr+0.50W+1.60H 1 14.10 22.00 -2.70 2.70 14.67 0.34 28.87 Vu < PhiVc/2 .. • '(pj,Regd 1 48.9 0.0• 0.0• +1.200+1.60Lr+0.50W+1.60H 1 14.14 22.00 -2.74 2.74 14.56 0.34 28.89 Vu < PhiVc/2 • • Apt Reqd 1 • • 48 9 0.0: • • 06: +1.200+1.60Lr+0.50W+1.60H 1 14.18 22.00 -2.77 2.77 14.45 0.35 28.92 Vu < PhiVc/2 • • • •NorRegd 1 • • • Zig 0.0•• pip +1.20D+1.60Lr+0.50W+1.60H 1 14.23 22.00 -2.81 2.81 14.34 0.36 28.96 Vu < PhiVc/2 • •. •NoiRegd 1 • • 29.( 0.9L • .p.p. +1.200+1.60Lr+0.50W+1.60H 1 14.27 22.00 -2.85 2.85 14.22 0.37 28.99 Vu < PhiVc/2 • • •NoT Reqd 1 tl • •,9,1 0.a • • pp• +1.200+1.60Lr+0.50W+1.60H 1 14.31 22.00 -2.88 2.88 14.11 0.37 29.02 Vu < PliiVc/2•• •• ••Not Reqd 1 4 29.0 0.0 ,pt+1.200+1.60Lr+0.50W+1.60H 1 14.35 22.00 -2.92 2.92 13.99 0.38 29.05 Vu < PhiVcl2: •Not Reqd 1 • 29.1 0.t1• . ,01• +1.200+1:60Lr+0.50W+1.60H 1 14.39 22.00 -2.96 2.96 13.87 0.39 29.09 Vu < PhiVcl2:• •N Not Reqd 1. • • 1�.t 0. 0.I • +1.200+1.60Lr+0.50W+1.60H 1 14.43 22.00 -2.99 2.99 13.75 0.40 29.12 Vu < PhiVc/2 " • Not Reqd 1. • • 29.3 0.4•••14 +1.200+1.60Lr+0.50W+1.60H 1 14.47 22.00 -3.03 3.03 13.63 0.41 29.16 Vu < PhiVc/2 Not Reqd 1 29.i 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 14.51 22.00 -3.07 3.07 13.50 0.42 29.19 Vu < PhiVc/2 Not Reqd 1 29.2 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 14.55 22.00 -3.10 3.10 13.38 0.43 29.23 Vu < PhiVc/2 Not Reqd 1 29.2 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 14.59 22.00 -3.14 3.14 13.25, 0.43 29.27 Vu < PhiVc/2 Not Reqd 1 29.3 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 14.63 22.00 -3.18 3.18 13.12 0.44 29.30 Vu < PhiVc/2 Not Reqd 1 29.3 0.0 0.0 +1.200+1.60Li+0.50W+1.60H 1 14.67 22.00 -3.21 3.21 12.99 0.45 29.34 Vu < PhiVc/2 Not Reqd 1 29.3 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 14.71 22.00 -3.25 3.25 12.86 0.46 29.38 Vu < PhiVc/2 Not Reqd 1 4 29.4 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 14.75 22.00 -3.29 3.29 12.73 0.47 29.43 Vu < PhiVc/2 Not Reqd 1 29.4 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 14.79 22.00 -3.32 3.32 12.60 0.48 29.47 Vu < PhiVc/2 Not Reqd 1 29.5 2Z.0 0.0 Engquest Inc. 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 'Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Printed:_ 1 DEC 2016, 9 30AM Concrete Beam Lic # : KW -06009148 File = P:\2016116211620075 Allegra-Rajo, Miami, FL1Calculations1concrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver.6.16.10.31 Licensee : ENGQUEST:Consulting Inc Description : Concrete Beam CB01 Detailed Shear Information Span Distance Load Combination Number (ft) (in) Vu (k) Actual Design +1.200+1.601r+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.601r+0.50W+1.60H +1.200+1.601r+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H '+1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H 41.200+1.60Lr+0.50W+1.60H '+1.20D+1.60Lr+0.50W+1.60H +1.201)+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H '+1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.6OLr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H '+1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H 9+1.200+1.60Lr+0.50W+1.60H '+1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.6011 1+1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.6011 14.83 14.87 14.91 14.95 15.00 15.04 15.08 15.12 15.16 15.20 15.24 15.28 15.32 15.36 15.40 15.44 15.48 15.52 15.56 15.60 15.64 15.68 15.72 15.77 15.81 15.85 15.89 15.93 15.97 16.01 16.05 16.09 16.13 16.17 16.21 16.25 16.29 16.33 16.37 16.41 16.45 16.49 16.54 16.58 16.62 16.66 16.70 16.74 16.78 16.82 16.86 16.90 16.94 16.98 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 -3.36 -3.40 -3.43 -3.47 -3.51 -3.54 -3.58 -3.62 -3.65 -3.69 -3.73 -3.76 -3.80 -3.84 -3.87 -3.91 -3.95 -3.98 -4.02 -4.06 -4.10 -4.13 -4.17 -4.21 -4.24 -4.28 -4.32 -4.35 ' -4.39 -4.43 -4.46 -4.50 -4.54 -4.57 -4.61 -4.65 -4.68 -4.72 -4.76 -4.79 -4.83 -4.87 -4.90 -4.94 -4.98 -5.01 -5.05 -5.09 -5.12 -5.16 -5.20 -5.23 -5.27 -5.31 3.36 3.40 3.43 3.47 3.51 3.54 3.58 3.62 3.65 3.69 3.73 3.76 3.80 3.84 3.87 3.91 3.95 3.98 4.02 4.06 4.10 4.13 4.17 4.21 4.24 4.28 4.32 4.35 4.39 4.43 4.46 4.50 4.54 4.57 4.61 4.65 4.68 4.72 4.76 4.79 4.83 4.87 4.90 4.94 4.98 5.01 5.05 5.09 . 5.12 5.16 5.20 5.23 5.27 5.31 Mu d'Vu/Mu (k -ft) 12.46 0.49 12.33 0.51 12.19 0.52 12.05 0.53 11.91 0.54 11.76 0.55 11.62 0.57 11.47 0.58 11.32 0.59 11.18 0.61 11.03 0.62 10.87 0.63 10.72 0.65 10.57 0.67 10.41 0.68 10.25 0.70 10.09 0.72 9.93 0.74 9.77 0.75 9.61 0.77 9.44 0.80 9.27 0.82 9.11 0.84 8.94 0.86 8.76 0.89 8.59 ` 0.91 8.42 0.94 8.24 0.97 8.07 1.00 7.89 1.00 7.71 1.00 7.52 1.00 7.34 1.00 7.16 1.00 6.97 1.00 6.78 1.00 6.59 1.00 6.40 1.00 6.21 1.00 6.02 1.00 5.82 1.00 5.63 1.00 5.43 1.00 5.23 1.00 5.03 1.00 4.83 1.00 4.62 1.00 4.42 1.00 4.21 1.00 4.00 1.00 3.79 1.00 3.58 1.00 3.37 1.00 3.15 1.00 Phi*Vc (k) 29.51 29.56 29.60 29.65 29.70 29.75 29.80 29.86 29.91 29.97 30.03 30.09 30.16 30.22 30.29 30.36 30.43 30.51 30.59 30.67 30.75 30.84 30.94 31.03 31.13 31.24 31.35 31.47 31.59 31.60 31.60 31.60 31.60 31.60 31.60 31.60 31.60 -31.60 31.60 31.60 31.60 31.60 31.60 31.60 31.60 31.60 31.60 31.60 31.60 31.60 31.60 31.60 31.60 31.60 Comment Phi*Vs Phi'Vn Spacing (in) (k) (k) Reqd Suggest Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhVG2 Vu < PhiVc/2 Vu < PhiVc/2 Vu ,< PhiVc/2 Vu < PhiVc/2 Vu < Ph VG2 Vu < PhiVG2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhVG2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PtiVc/2 Vu < PhiVc/2 Not Reqd 1 29.5 Not Reqd 1 1 29.6 Not Reqd 1 29.6 Not Reqd 1 1 29.7 Not Reqd 1 29.7 Not Reqd 1 29.8 Not Reqd 1 29.8 Not Regd'1 29.9 Not Reqd 1 29.9 Not Reqd 1 30.0 Not Reqd 1 30.0 Not Reqd 1 30.1 Not Reqd 1 ' 30.2 Not Reqd 1 30.2 Not Reqd 1 30.3 Not Reqd 1 30.4 Not Reqd 1 30.4 Not Reqd 1 30.5 Not Reqd 1 30.6 Not Reqd 1 30.7 Not Reqd 1 30.8 Not Reqd 1 ' 30.8 Not Reqd 1 30.9 Not Reqd 1 a 31.0 Not Reqd 1 31.1 Not Reqd 1 31.2 Not Reqd 1 ' 31.4 Not Reqd 1 31.5 Not Reqd 1 31.6 Not Reqd 1 31.6 Not Reqd 1 31.6 Not Reqd 1 31.6 Not Reqd 1 • •31.6 NQtRegd1 ••••�• •••1Vott egd1 • 31• •. apt.Regd 1 : • 631160 • .. :(pt,Regd 1 11.6 Vu < PhiVc/2 Reqd Vu < PhiVc/2 . •.t1p?Reqd Vu <'PhVc/2 • • •.N*Regd Vu < PhiVc/2 • • •.NoTRegd Vu < PhiVc/2 • • • .No Reqd Vu < PhiVG2. •No/ Reqd Vu < PhVc/2• riot Reqd • • • Vu < PhiVc/2 • • Not Reqd Vu < PhiVc/2 Not Reqd Vu < PhiVc/2 Not Reqd Vu < PhiVc/2 Not Reqd Vu < PhiVc/2 Not Reqd Vu < PhVG2 Not Reqd Vu < PhVG2 Not Reqd Vu < PhiVc/2 Not Reqd Vu < PhiVc/2 Vu < PhiVc/2 1 •••31•� 1 a . 31.6. 1• .)1.0 1 31.6 1. 31.6 1.•• 31.6 1 31.6 1 31.6 1 31.6 1 31.6 1 31.6 1 e 31.6 Not Reqd 1 Not Reqd 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ,0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 , 0.0 0.0 0.0 0.0 0.0 0.0 a.o 0.0• 0.0 • 0.0•••e.e 0.0. • • Q: (.0••:24)• (14••pp• 0.0 4)0 0.4.49. 0.4 0.0• 0.0 0.0 0.0 0.0 0.0 0.0 0.0 31.6 0.0 31.6 21.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Engquest Inc. 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Printed: 1 DEC 2016. 9:30AM 1 File = P:1201 611 6 211 6 2 0 0 7 5 Allegra-Rajo, Miami, FLICaiculationslconcrete calcula6on.ec6 Concrete Beam ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver.6.16.10.31 r • r r' 1�1[Ka�t-Y• • . •lei-7�h1ra• e[ Description : Concrete Beam CB01 Detailed Shear Information Load Combination +1.200+1.601r+0.50W+1.60H +1.200+1.601r+0.50W+1.60H +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.60H +1.200+1.601:'+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H `+1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.6011 '+1.200+1.60Lr+0.50W+1.60H '+1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.601r+0.50W+1.60H +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.601-1 +1.200+1.60Lr+0.50W+1.6011 1.200+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.60H 1+1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H '+1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Req'd Suggest 1 17.02 22.00 -5.34 5.34 2.94 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 17.06 22.00 -5.38 5.38 2.72 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 17.10 22.00 -5.42 5.42 2.50 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 ti 31.6 -0.0 0.0 1 17.14 22.00 - -5.45 5.45 2.28 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 17.18 22.00 -5.49 5.49 2.06 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 17.22 22.00 -5.53 5.53 1.84 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 17.27 22.00 -5.56 5.56 1.61 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 17.31 22.00 -5.60 5.60 1.38 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 •0.0 0.0 1 17.35 22.00 -5.64 5.64 1.16 1:00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 17.39 22.00 -5.67 5.67 0.93 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 17.43 22.00 -5.71 5.71 0.70 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 17.47 22.00 -5.75 5.75 0.46 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 17.51 22.00 -5.78 5.78 0.23 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 17.55 22.00 -5.82 5.82 0.00 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 17.59 22.00 -5.86 5.86 0.24" 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 17.63 22.00 -5.89 5.89 0.48 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 17.67 22.00 -5.93 5.93 0.72 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 17.71 22.00 -5.97 5.97 0.96 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 1 31.6 0.0 0.0 1 17.75 22.00 -6.00 6.00 1.20 1.00 31.60 - Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 17.79 22.00 -6.04 6.04 1.45 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 17.83 22.00 -6.08 6.08 1.69 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 17.87 22.00 -6.11 6.11 1.94 1.00 31.60 Vu < PhiVcl2 Not Reqd 1 31.6 0.0 0.0 1 17.91 22.00 -6.15 6.15 2.19 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 17.95 22.00 -6.19 6.19 2.44 1.00 - 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 17.99 22.00 -6.23 6.23 2.69 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 18.04 22.00 -6.26 6.26 2.94 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 18.08 22.00 -6.30 6.30 3.20 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 18.12 22.00 -6.34 6.34 3.45 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 18.16 22.00 -6.37 6.37 3.71 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 18.20 22.00 -6.41 6.41 3.97 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 18.24 22.00 -6.45 6.45 4.23 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 18.28 22.00 -6.48 6.48 4.49 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 , • • 31:6• 0.0 0.0 1 18.32 22.00 -6.52 - 6.52 4.76 1.00 31.60 Vu < PhiVc/2 : d4'o Reqd 1 • • 316 0.0• • • tjl• 1 18.36 22.00 -6.56 6.56 5.02 1.00 31.60 Vu < PhiVc/2 • • Not Reqd 1 : •.11.61 0.0 ".)0 1 18.40 22.00 -6.59 6.59 5.29 1.00 31.60 Vu < PhiVc/2 •Not Reqd 1 • 31.6 0.0• • • tt• 1 18.44 22.00 -6.63 6.63 5.55 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.( • • Ail: 1 18.48 22.00 -6.67 6.67 5.82 1.00 31.60 Vu < PhiVc/2 • • Not Reqd 1 • • • 31.60 0.0 0.0 1 18.52 22.00 -6.70 6.70 6.09 1.00 31.60 Vu < PhiVc/2 • • • •h%t Reqd 1 ". 31.6. 0.0 • 0.0• 1 18.56 22.00 -6.74 6.74 6.37 1.00 31.60 Vu < PhiVc/2• • • •I_ot Reqd 1 • • • I1,8 0.0 0.0 1 18.60 22.00 -6.78 6.78 6.64 1.00 31.60 Vu < PhUG2• • •t�qj Reqd 1 X1.6 0.0 . V 1 18.64 22.00 -6.81 6.81 6.92 1.00 31.60 Vu < PhiVc/2; •Ncis Reqd 1 • 31,6 0.0• 010 1 18.68 22.00 -6.85 6.85 ° 7.19 1.00 31.60 Vu < PhiVc/2. tgot Reqd 1; • • 31.11 0.9, 0.0• 1 18.72 22.00 -6.89 6.89 7.47 1.00 31.60 Vu < PhiVc/2• • • •Nql Reqd 1.4.. 31.4 04 • •'0!0: 1 18.76 22.00 -6.92 6.92 7.75 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 314 0.0 0.0 1 18.81 22.00 -6.96 6.96 8.03 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 18.85 22.00 -7.00 7.00 8.32 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 18.89 22.00 -7.03 7.03 8.60 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 18.93 22.00 -7.07 7.07 8.89 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 1 31.6 0.0 0.0 1 18.97 22.00 -7.11 7.11 9.17 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 19.01 22.00 ,-7.14 , 7.14 9.46 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 19.05 22.00 -7.18 7.18 9.75 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 19.09 22.00 -7:22 7.22 10.04 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 19.13 22.00 -7.25 7.25 10.34 • 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 19.17 22.00 -7.29 7.29 10.63 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 D.0 0.0 'Engquest Inc. ,4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence + Printed: 1 DEC 2016. 930AM 'Concrete Beam File = P:'2016116211620075 Allegra-Rajo, Miami, FLICalculations\concrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver6.16.10.31 - Licensee : ENGQUEST Consulting Inc{ Lic: # : KW -06009148 Description : Concrete Beam CB01 A Detailed Shear Information Load Combination +1.200+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H '+1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.601, +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.60H t+1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.60H +1.200+1,60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.6011 +1.20D+1:60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.601r+0.50W+1.60H 1 Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi'Vs Phi'Vn Spacing (in) Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Reqd Suggest 1 19.21 22.00 -7.33 7.33 10.93 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 19.25 22.00 -7.36 7.36 11.23 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 19.29 22.00 -7.40 7.40 11.52 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 19.33 22.00 -7.44 7.44 11.83 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 19.37 22.00 -7.47 7.47 12.13 1.00 31.60 Vu < PhiVc/2 Not Reqd 1` 31.6 0.0 0.0 1 19.41 22.00 -7.51 7.51 12.43 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 19.45 22.00 -7.55 7.55 12.74 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 19.49 22.00 -7.58 7.58 13.04 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 19.53 22.00 -7.62 7.62 13.35 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 19.58 22.00 -7.66 7.66 13.66 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 19.62 22.00 -7.69 7.69 13.97 1.00 31.60 Vu < PhiVc/2 Not Reqd 1 31.6 0.0 0.0 1 19.66 22.00 -7.73 7.73 14.28 0.99 31.57 Vu < PhiVc/2 Not Reqd 1 d 31.6 0.0 0.0 1 19.70 22.00 -7.77 7.77 14.60 0.98 31.50 Vu < PhiVc/2 Not Reqd 1 31.5 0.0 0.0 1 19.74 22.00 -7.80 7.80 14.91 0.96 31.43 Vu < PhiVc/2 Not Reqd 1 31.4 0.0 0.0 1 19.78 22.00 -7.84 7.84 15.23 0.94 31.37. Vu < PhiVc/2 Not Reqd 1 31.4 0.0 0.0 1 19.82 22.00 -7.88 7.88 15.55 0.93 31.31 Vu < PhiVc/2 Not Reqd 1 31.3 0.0 0.0 1 19.86 22.00 -7.91 7.91 15.87 0.91 31.25 Vu < PhiVc/2 Not Reqd 1 5 31.2 0.0 0.0 1 19.90 22.00 -7.95 7.95 16.19 0.90 31.19 Vu < PhiVc/2 Not Reqd 1 31.2 0.0 0.0 1 19.94 22.00 -7.99 7.99 16.51 0.89 31.13 Vu < PhiVc/2 Not Reqd 1 31.1 0.0 0.0 1 19.98 22.00 -8.02 8.02 16.84 0.87 31.08 Vu < PhiVc/2 Not Reqd 1 31.1 0.0 0.0 1 20.02 22.00 -8.06 x 8.06 17.16 0.86 31.03 Vu < PhiVc/2 Not Reqd 1 31.0 0.0 0.0 1 '20.06 22.00 -8.10 8.10 17.49 0.85 30.97 Vu < PhiVc/2 Not Reqd 1 31.0 0.0 0.0 1 20.10 22.00 -8.13 8.13 17.82 0.84 30.93 Vu < PhiVc/2 Not Reqd 1 30.9 0.0 0.0 1 20.14 22.00 -8.17 8.17 18.15 0.83 30.88 Vu < PhiVc/2 Not Reqd 1 30.9 0.0 0.0 1 20.18 22.00 -8.21 8.21 18.48 0.81 30.83 Vu < PhiVc/2 Not Reqd 1 30.8 0.0 0.0 1 20.22 22.00 -8.25 8.25 18.82 0.80 30.79 Vu < PhiVc/2 Not Reqd 1 30.8 0.0 0.0 1 20.26 22.00' -8.28 8.28 19.15 0.79 30.74 Vu < PhiVc/2 Not Reqd 1 30.7 0.0 0.0 1 20.30 22.00 -8.32 8.32 19.49 0.78 30.70 Vu < PhiVc/2 Not Reqd 1 30.7 0.0 0.0 1 20.35 22.00 -8.36 8.36 19.83 0.77 30.66 Vu < PhiVc/2 Not Reqd 1 30.7 0.0 0.0 1 20.39 22.00 -8.39 8.39 20.17 0.76 30.62 Vu < PhiVc/2 Not Reqd 1 30.6 0.0 0.0 1 20.43 22.00 -8.43 8.43 20.51 0.75 30.58 Vu < PhiVc/2 Not Reqd 1 30.6 0.0 0.0 1 20.47 22.00 -8.47 8.47 20.85 0.74 30.54 Vu < PhiVc/2 Not Reqd 1 • •'30:5. 0.0 0.0 1 20.51 22.00 -8.50 8.50 21.19 0.74 30.51 Vu < PhiVc12: . fo Reqd 1 I • •30:5 0.0• • • 170• 1 20.55 22.00 -8.54 8.54 21.54 0.73 30.47 Vu < PhiVc/2 • • Not Reqd 1 : •.30.5. 0.0 1h) 1 20.59 22.00 -8.58 8.58 21.88 0.72 30.44 Vu < PhiVc/2 .Not Reqd 1 • 30.4 0.06 • • bb• 1 20.63 22.00 -8.61 8.61 2223 0.71 30.40 Vu < PhiVc/2 Not Reqd 1 30.4 o.0:. • DD: 1 20.67 22.00 -8.65 8.65 22.58 0.70 30.37 Vu < PhiVc/2 • • Not Reqd 1 • • 30.4. 0.0 `0.0 1 20.71 22.00 -8.69 8.69 22.93 0.69 30.34 Vu < PhiVc/2 Not Reqd 1 • •30 3 0.0 • 0.0. 1 20.75 22.00 -8.72 8.72 23.29 0.69 30.31 Vu < PhiVc/2 • • • •tio! Reqd 1 • • I9,0.0 0.0 1 20.79 22.00 -8.76 8.76 23.64 0.68 30.28 Vu < PhiVc/2 • • , •401 Reqd 1 e.3 0.0 0O • 1 20.83 22.00 -8.80 8.80 24.00 0.67 30.25 Vu < PhiVc/2: •N/ Reqd 1 • 39,2 0.0 010 1 20.87 22.00 -8.83 8.83 24.35 0.66 30.22 Vu < PhiVc/2 • riot Reqd 1; • • 8112 0.0. 0.0. 1 20.91 22.00 -8.87 8.87 24.71 0.66 30.19 Vu < PhiVc/2 • • • .•Nqj Reqd 1; • • 30.2, 0.q • • ro10• 1 20.95 22.00 -8.91 8.91 25.07 0.65 30.16 Vu < PhiVc/2 Not Reqd 1 342 0.0 0.0 1 20.99 22.00 -8.94 8.94 25.43 0.64 30.13 Vu < PhVc2 Not Reqd 1 30.1 0.0 0.0 1 21.03 22.00 -8.98 8.98 25.80 0.64 30.11 Vu < PhiVc2 Not Reqd 1 I 30.1 0.0 0.0 1 21.07 22.00 -9.02 9.02 26.16 0.63 30.08 Vu < PhiVc/2 Not Reqd 1 30.1 0.0 0.0 1 21.12 22.00 -9.05 9.05 26.53 0.63 30.05 Vu < PhiVc/2 Not Reqd 1 30.1 0.0 0.0 1 21.16 22.00 -9.09 9.09 26.90 0.62 30.03 Vu < PhiVc/2 Not Reqd 1 tj 30.0 0.0 0.0 1 21.20 22.00 -9.13 9.13 27.27 0.61 30.01 Vu < PhiVc/2 Not Reqd 1 ,i 30.0 0.0 0.0 , 1 21.24 22.00 -9.16 9.16 27.64 0.61 29.98 Vu < PhiVc/2 Not Reqd 1 30.0 0.0 0.0 1 21.28 22.00 -9.20 9.20 28.01 0.60 29.96 Vu < PhiVc/2 Not Reqd 1' 30.0 0.0 • 0.0 1 21.32 22.00 -9.24 9.24 28.38 0.60 29.93 Vu < PhiVc/2 Not Reqd 1 i 29.9,.0 0.0 1 21.36 22.00 -9.27 9.27 28.76 0.59 29.91 Vu < PhiVc/2 Not Reqd 1) 29.9 2 .0 0.0 Engquest Inc. 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 ' Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Printed: 1 DEC 2016. 9:30AM Concrete Beam File = P:12016116211620075 Allegra-Rajo, Miami, FUCalculations\concrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 NIK: 11=1.1 ; • .111-11alb JYUI Description : Concrete Beam CB01 Detailed Shear Information Load Combination +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.604 +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H 1+1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1:60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H 1 +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H '+1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi'Vn Spacing (in) Number (ft) (in) Actual Design (k -ft) (k) 1 21.40 22.00 -9.31 9.31 29.13 0.59 29.89 Vu < PhiVc/2 Not Reqd 1 29.9 0.0 0.0 1 21.44 22.00 -9.35 9.35 29.51 0.58 29.87 Vu < PhiVc/2 Not Reqd 1 29.9 0.0 0.0 1 21.48 22.00 -9.38 9.38 29.89 0.58 29.85 Vu < PhiVc/2 Not Reqd 1 29.8 0.0 0.0 1 21.52 22.00 -9.42 9.42 30.27 0.57 29.83 Vu < PhiVc/2 Not Reqd 1 29.8 0.0 0.0 1 21.56 22.00 -9.46 9.46 30.65 0.57 29.81 Vu < PhiVc/2 Not Reqd 1 29.8 0.0 0.0 1 21.60 22.00 -9.49 9.49 31.04 0.56 29.79 Vu < PhiVcl2 Not Reqd 1 29.8 0.0 0.0 1 21.64 22.00 -9.53 9.53 31.42 0.56 29.77 Vu < PhiVc/2 Not Reqd 1 r 29.8 0.0 0.0 1 21.68 22.00 -9.57 9.57 31.81 0.55 29.75 Vu < PhiVc/2 Not Reqd 1 29.7 0.0 0.0 1 21.72 22.00 -9.60 9.60 32.20 0.55 29.73 Vu < PhiVc/2 Not Reqd 1 1 29.7 0.0 0.0 1 21.76 22.00 -9.64 9.64 32.59 0.54 29.71 Vu < PhiVc/2 Not Reqd 1 29.7 0.0 0.0 1 21.80 22.00 -9.68 9.68 32.98 0.54 29.69 Vu < PhiVcl2 Not Reqd 11 29.7 0.0 0.0 1 21.84 22.00 -9.71 9.71 33.37 0.53 29.67 Vu < PhiVc/2 Not Reqd 1 29.7 0.0 0.0 1 21.89 22.00 -9.75 9.75 33.77 0.53 29.66 Vu < PhiVc/2 Not Reqd 1 29.7 0.0 0.0 1 21.93 22.00 -9.79 9.79 34.16 0.53 29.64 Vu < PhiVc/2 Not Reqd 1 29.6 0.0 0.0 1 21.97 22.00 -9.82 9.82 34.56 1 0.52 29.62 Vu < PhiVc/2 Not Reqd 1 29.6 0.0 0.0 1 22.01 22.00 -9.86 9.86 34.96 0.52 29.61 Vu < PhiVc/2 Not Reqd 1 .29.6 0.0 0.0 1 22.05 22.00 -9.90 9.90 35.36 0.51 29.59 Vu < PhiVc/2 Not Reqd 1 29.6 0.0 ' 0.0 1 22.09 22.00 -9.93 9.93 35.76 0.51 29.57 Vu < PhiVc/2 Not Reqd 1 29.6 0.0 0.0 1 22.13 22.00 -9.97 9.97 36.17 0.51 29.56 Vu < PhiVc/2 Not Reqd 1 29.6 0.0 0.0 1 22.17 22.00 -10.01 10.01 36.57 10.50 29.54 Vu < PhiVc/2 Not Reqd 1 29.5 0.0 0.0 1 22.21, 22.00 -10.04 10.04 36.98 1 0.50 29.53 Vu < PhiVc/2 Not Reqd 1 29.5 0.0 0.0 1 22.25 22.00 -10.08 10.08 37.39 1 0.49 29.51 Vu < PhiVc/2 Not Reqd 1 29.5 0.0 0.0 (k) (k) Reqd Suggest -Overall-Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr+H 1 0.0134 11.125 0.0000 0.000 ••• • • • • •••• • • • • • • • �• • • • • •••• •••• • • • • •••• •.•• • • • • • • • •• •• •• •• • • • • • • • • • • • • •. • • • • • • • 1 •• • ••• • • • • • 1 1 •• r W - 26 lEngquest Inc. 4500 Satellite Blvd, St&2220 Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Printed: 1 DEC 2016, 9 33AM Concrete Beam 1r31:1'.'ErI�rIrYj Description : Concrete Beam CB02 [-CODE REFERENCES File = P:12016116211620075 Allegra-Rajo, Miami, FL1Calculations\concrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 -/ e• • . • •1 ••• Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Pc 1/2 * _ fr = fc 7.50 yr Density LtWt Factor Elastic Modulus = fy - Main Rebar = E - Main Rebar = 3.0ksi = 410.792 psi = 145.0 pcf 1.0 3,122.0 ksi 60.0 ksi 4 Phi Values R1 Fy - Stirrups E - Stirrups = 29;000.0 ksi Stirrup Bar Size # Number of Resisting Legs Per Stirrup = Flexure : 0.90 Shear : 0.750 0.850 40.0 ksi 29,000.0 ksi 3 2 \ Cross Section & Reinforcing Details 8• w x 24*h Span=10.330 ft , Rectangular Section, Width = 8.0 in, Height = 24.0 in Span #1 Reinforcing.... 2-#6 at 2.0 in from Top, from 0.0 to 10.330 ft in this span 2-#6 at 2.0 in from Bottom, from 0.0 to 10.330 ft in this span Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0270, Lr = 0.030 ksf, Tributary Width = 0.0 ft, (Roof load) Moment : W = 0.10 k -ft, Location = 0.0 ft from left end of this span DESIGN SUMMARY %Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Location of maximum on span Span # where maximum occurs Vertical Reactions Load Combination Overall MAXimum 2-#6 at 12.0 in from Top, from 0.0 to 10.330 ft in this span Service loads entered. Load Factors will be applied for calculations. t•••• • • • j•••. • • • •• • • • = 0.20 1 Typical Section -2.407 k -ft 120.389 k -ft 0.000 ft Span # 1 Maximum Deflection ••••• • Max Downward Transient Deflection • • .0.000 in Max Upward Transient Deflection • • .0)00 in Max Downward Total Deflection . • „Q.D00 in Max Upward Total Deflection ' „•,Q.,000 in Support notation : Far left is #1 Support 1 Support 2 • • . • • • • • • • •• • • t'De'sign OK.,11 • Ratio. �atiG: Ratio •Ratio a • • • •.•----• • • • • • z�r3ta : AS3BQ 999 <19 • •• Overall MlNimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H 0.999 0.999 0.599 0.599 0.999 0.999 0.999 0.999 0.999 0.999 0.999 0.999 0.999 0.999 0.999 0.999 0.999 0.999 0.999 0.999 0.999 0.999 27 Engquest Inc. 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Printed:' 1 DEC 2016, 9:33AM Concrete Beam 1hTGrIi�DASEf:i Description : Concrete Beam CB02 rVertical Reactions File = P:12016\162\1620075 Allegra-Rajo, Miami, FLICalculationslconcrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 I Rf ill4Ifrloil l * ite:1 nT1111 :1 Support notation : Far left is #1 Load Combination Support 1 Support 2 +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.600+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only 1 E Only H Only Detailed Shear Information 0.999 0.999 0.599 0.599 0.999 0.999 0.999 0.599 0.599 0.999 Load Combination +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H '+1.400+1.60H .+1.400+1.60H +1.400+1.60H "+1.40D+1.60H +1.40D+1.60H +1.400+1.60H +1.400+1.60H +1.40D+1.60H +1.40D+1.60H +1.400+1.60H +1.40D+1.60H +1.40D+1.60H +1.400+1.60H +1.40D+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H 1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.40D+1.60H +1.400+1.60H Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Req'd Suggest 1 0.00 22.00 1.40 1.40 2.41 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 0.02 22.00 1.39 1.39 2.38 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 0.04 22.00 1.39 1.39 2.35 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 0.06 22.00 1.38 1.38 2.33 1.00 17.04 Vu < PhiVcl2 Not Reqd 1 17.0 0.0 0.0 1 0.08 22.00 1.38 1.38 2.30 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 0.09 22.00 1.37 1.37 2.28 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 0.11 22.00 1.37 1.37 2.25 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 0.13 22.00 1.36 1.36 2.23 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 0.15 22.00 1.36 1.36 2.20 1.00 17.04 Vu < PhiVc/2 Not Reqd 117.0 0.0 0.0 1 r 0.17 22.00 1.35 1.35 2.17 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 1 17.0 0.0 0.0 1 0.19 -22.00 1.35 1.35 2.15 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 I 17.0 0.0 0.0 1 0.21 22.00 1.34 1.34 2.12 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 0.23 22.00 1.34 1.34 2.10 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 0.24 22.00 1.33 1.33 2.07 1.00 17.04 Vu < PhVcI2 Not Reqd 1 17.0 0.0 0.0 1 0.26 22.00 1.33 1.33 2.05 1.00 17.04 Vu < PhiVcI2 Not Reqd 1 17.0 0.0 0.0 1 0.28. 22.00 1.32 1.32 2.02 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 ,1 0.30 22.00 1.32 1.32 2.00 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 0.32 22.00 1.31 1.31 1.97 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 0.34 22.00 1.31 , 1.31 1.95 1.00 17.04 Vu < PhiVc/2 Not Reqd 1• • 47,0 0.0 0.0 1 0.36 22.00 1.30 1.30 1.92 1.00 17.04 Vu < PhiVc/2 • .IbtRegd 1 • • • 6h0 0.0. • • Oil• 1 0.38 22.00 1.30 1.30 1.90 1.00 17.04 Vu < PhiVc/2 • • Not Reqd 1 • 1 h0 0.0 4.0 1 0.40 22.00 1.29 1.29 1.88 1.00 17.04 Vu < PhiVc/2 • • • rot Reqd 1 • 17.0 0.00 • • 00* 1 0.41 22.00 1.29 1.29 1.85 1.00 17.04 Vu < PhiVc/2 • • ••MIR Reqd 1 !7.0 0.01 0.06 1 0.43 22.00 1.28 1.28 1.83 1.00 17.04 Vu < PhiVc/2. • • •IQII, Reqd 1 • • TRI 0.l 0.0• 1 0.45 22.00 1.28 1.28 1.80 1.00 17.04 Vu < PhiVc/2 • • •IQot Reqd 1 t• • I' 0 0.0' •: ti!J• 1 0.47 22.00 1.27 1.27 1.78 1.00 17.04 Vu < PhVc/2• •; •IQpt Reqd 1;' j7.Q 0.0 •' I 1 0.49 22.00 1.27 1.27 1.76 1.00 17.04 Vu < PhVc/2• • •IQot Reqd 1 4' • 1f 1 0.0 • • 17 1 0.51 22.00 1.26 1.26 1.73 1.00 17.04 Vu < PhiVc/2.•••• .I1q! Reqd 1 17.0 0.0 1 0.53 22.00 1.26 1.26 1.71 1.00 17.04 Vu < PhiVc/2. Noi Reqd 1: • • J Z4 Off • ./Vb. 1 0.55 22.00 1.25 1.25 1.68 '1.00 17.04 Vu < PhiVc/2: •Nat Reqd 1 17.0 0.1 •..q,t>: 1 0.56 22.00 1.25 1.25 1.66 1.00 17.04 Vu < PhiVc/2 • • Not Reqd 17 4171 0.ti 0.o• 1 0.58 22.00 1.24 1.24 1.64 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 13.a 0.0 0.0 1 0.60 22.00 1.24 1.24 1.61 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 t "17.0 0.0 0.0 1 0.62 22.00 1.23 1.23 1.59 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 0.64 22.00 .1.22 1.22 1.57 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 1 17.0 0.0 0.0 1 0.66 22.00 1.22 1.22 1.54 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 1. 17.0 0.0 0.0 1 0.68 22.00 121 1.21 1.52 1.00 17.04 Vu < PhiVc2 Not Reqd 1 17.0 0.0 0.0 1 0.70 22.00 121 1.21 1.50 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 0.72 22.00 1.20 1.20 1.48 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 0.73 22.00 1.20 1.20 1.45 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 0.75 22.00 1.19 1.19 1.43 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 24).0 0.0 !Engquest Inc. 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Concrete Beam Printed: 1 DEC 2016, 9'33AM File = P:'20161162\1620075 Allegra-Rajo, Miami, FLICalculationslconcrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver.6.16.10.31 Licensee :.ENGQUEST Consulting Inc' tic' # : KW -06009148 Description : Concrete Beam CB02 rDetailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Reqd Suggest 1 0.77 22.00 1.19 1.19 1.41 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 1 17.0 0.0 0.0 1 0.79 22.00 1.18 1.18 1.39 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0" 1 0.81 22.00 1.18 1.18 1.36 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 0.83 22.00 1.17 1.17 1.34 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 I 17.0 0.0 0.0 1 0.85 22.00 1.17 1.17 1.32 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 0.87 22.00 1.16 1.16 1.30 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 0.88 22.00 1.16 1.16 1.28 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 0.90 22.00 1.15 1.15 1.25 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 0.92 22.00 1.15 1.15 1.23 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 0.94 22.00 1.14 1.14 1.21 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 t 17.0 0.0 0.0 1 0.96 22.00 1.14 1.14 1.19 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 0.98 22.00 1.13 1.13 1.17 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.00 22.00 1.13 1.13 1.15 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.02 22.00 1.12 1.12 1.13 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.03 22.00 1.12 1.12 1.11 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.05 22.00 1.11 1.11 1.08 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.07 22.00 1.11 1.11 1.06 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 '0.0 0.0 1 1.09 22.00 1.10 1.10 1.04 1.00 17.04 Vu < PhiVc/2 - Not Reqd 1 17.0 0.0 0.0 1 1.11 22.00 1.10 1.10 1.02 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.13 22.00 1.09 1.09 1.00 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.15 22.00 1.09 1.09 0.98 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 '0.0 0.0 1 1.17 22.00 1.08 1.08 0.96 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.19 22.00 1.08 1.08 0.94 '1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.20 22.00 1.07 1.07 0.92 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.22 22.00 1.07 1.07 0.90 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.24 22.00 1.06 1.06 0.88 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.26 22.00 1.06 1.06 0.86 1.00 17.04, Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.28 22.00 1.05 1.05 0.84 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.30 22.00 1.05 1.05 0.82 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.32 22.00 1.04 1.04 0.80 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.34 22.00 1.04 1.04 0.78 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.35 22.00 1.03 1.03 0.76 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.37 22.00 1.03 1.03 0.74 1.00 17.04 Vu < PhiVc/2 • Noteegd 1 a • 171 • 0.0 0.0 1 1.39 22.00 1.02 1.02 0.72 1.00 17.04 Vu < PhiVc/2 • • Nat Ilgd 1 • 17.0• 0.0 • *CC: • 1 1.41 22.00 1.02 1.02 0.70 1.00 '17.04 Vu < PhiVc/2 • • jdptJ qd 1 : •14' . • 0.0 ' 0.Q • 1 1.43 22.00 1.01 1.01 0.68 1.00 17.04 Vu < PhiVc/2 • . .114tfgd 1 17,0 0.0 • • d.d • • 1 1.45 22.00 1.01 1.01 0.67 1.00 17.04 Vu < PhiVcl2 • . J'1 Reqd 1 .17+0. 0.0: • 0.0 • N 1 1.47 22.00 1.00 1.00 0.65 1.00 17.04 Vu < PhiVc/2 • .otfTegd 1 • • 17.0. • 0.0 • 0.0 1 1.49 22.00 1.00 1.00 0.63 1.00 17.04 Vu < PhiVc/2 • .• • • • .Nol Reqd 1 .17.0 • 0.0 • ••••• 1 1.51 22.00 0.99 0.99 0.61 1.00 17.04 Vu < PhiVc/2 • •'N Reqd 1 • • lrq • 0.0•••••• . 1 1.52 22.00 0.99 0.99 0.59 1.00 17.04 Vu < PhiVc/2 • • •Mat Regd'1 17.0 0.0 0.0• 1 1.54 22.00 0.98 0.98 0.57 1.00 17.04 Vu < PhiVc/2 • Not Reqd 1 °• 17.Q 0.0 • • •0•0: • 1 1.56 22.00 0.98 0.98 0.55 1.00 17.04 Vu < PhiVc/2 • NetR eqd 1 i • 17.6 • 0.0 . 0.0 • 1 1.58 22.00 0.97 0.97 0.54 1.00 17.04 Vu < PhiVc/2 • • NotRegd 1, • • .17.0 • ° 0.0 ; • •09' 1 1.60 22.00 0.97 0.97 0.52 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 11D: 0.0 0.0 1 1.62 22.00 0.96 0.96' 0.50 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.64 22.00 0.95 0.95 0.48 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.66 22.00 0.95 ' 0.95 0.46 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 `' 17.0 0.0 0.0 1 1.67 22.00 0.94 0.94 0.45 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.69 22.00 0.94 0.94 0.43 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 ' 17.0 0.0 0.0 1 1.71 22.00 0.93 0.93 0.41 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.73 22.00 0.93 ` 0.93 0.39 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.75 22.00 0.92 0.92 0.37 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.77 22.00 0.92 0.92 0.36 1.00 17.04 Vu < PhiVc/2 'Not Reqd 1 17.0 29. .0 0.0 Load Combination +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H •+1.400+1.6011 +1.400+1.60H +1.400+1.60H '+1.400+1.6011 '+1.400+1.6011 +1.400+1.60H +1.400+1.6011 +1.400+1.6011 ,+1.400+1.60H 41.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H 1+1.400+1.60H +1.40D+1.60H +1.40D+1.60H +1.400+1.6011 +1.400+1.60H +1.400+1.60H ,+1.400+1.60H '+1.400+1.60H '+1.40D+1.60H +1.400+1.60H +1.40D+1.60H +1.400+1.60H +1.400+1.6011 +1.400+1.60H +1.40D+1.60H +1.40D+1.6011 +1.40D+1.60H +1.40D+1.60H +1.40D+1.6011 `+1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.6011 +1.40D+1.60H 4+1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H '+1.400+1.6011 +1.400+1.60H +1.400+1.60H +1.400+1.6011 +1.400+1.60H +1.400+1.60H '+1.400+1.60H +1.400+1.60H +1.400+1.6011 Engquest Inc. '4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan 1 Project ID: 1620075 • Project Descr: Covered Patio Addition to the Residence Printed: 1 DEC 2016, 933AM Concrete Beam Lic. # : KW=06009148' File = P:12016116211620075 Allegra-Rajo, Miami, FL1Caiculationslconcrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 Licensee : ENGQUEST Consulting Inc Description : Concrete Beam CB02 LDetailed Shear Information Load Combination +1.400+1.60H +1.400+1.60H +1.40D+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H '+1.400+1.6011 +1.400+1.60H +1.400+1.60H +1.400+1.60H ,+1.400+1.6011 +1.400+1.60H +1.400+1.6011 +1.400+1.6011 +1.40D+1.6011 +1.40D+1.60H +1.40D+1.60H +1.400+1.6011 +1.400+1.60H +1.400+1.60H +1.400+1.6011 +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.6011 +1.40D+1.6011 +1.40D+1.6011 ,+1.40D+1.60H +1.40D+1.60H 1+1.400+1.60H +1.400+1.6011 +1.400+1.6011 +1.400+1.6011 +1.400+1.60H +1.400+1.60H +1.400+1.6011 +1.40D+1.60H +1.400+1.60H +1.40D+1.60H +1.400+1.60H , +1.400+1.60H +1.400+1.60H +1.400+1.6011 +1.400+1.6011 +1.40D+1.6011 +1.40D+1.6011 +1.400+1.6011 +1.400+1.60H +1.401)+1.60H +1.400+1.60H +1.400+1.60H Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi'Vc Comment Phi'Vs Phi*Vn Spacing (in) Number (ft) (in) Actual Design (k -ft) (k) (k) (k)` Reqd Suggest 1 1.79 22.00 0.91 0.91 0.34 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.81 22.00 0.91 0.91 0.32 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.83 22.00 0.90 0.90 0.31 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.84 22.00 0.90 0.90 0.29 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 1 17.0 0.0 0.0 1 1.86 22.00 0.89 0.89 0.27 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.88 22.00 0.89 0.89 0.26 1.00 17.04 Vu <, PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.90 22.00 0.88 0.88 0.24 1.00 17.04 Vu < PhiVc/2 1 Not Reqd 1 17.0 0.0 0.0 1 1.92 22.00 0.88 0.88 0.22 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 t 17.0 0.0 0.0 1 1.94 22.00 0.87 0.87 0.21 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.96 22.00 0.87 0.87 0.19 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 1.98 22.00 0.86 0.86 0.17 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 i 17.0 0.0 0.0 1 1.99 22.00 0.86 0.86 0.16, 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 2.01 22.00 0.85 0.85 0.14 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 2.03 22.00 0.85 0.85 0.12 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 2.05 22.00 0.84 0.84 0.11 1.00 17.04 Vu < PhiVc/2 Not Reqd '1 17.0 0.0 0.0 1 2.07- 22.00 0.84 0.84 0.09 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 2.09 22.00 0.83 0.83 0.08 1.00 17.04 Vu < PhiVc/2 Not Reqd 1, 17.0 0.0 0.0 1 2.11 22.00 0.83 0.83 0.06 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 , 17.0 0.0 0.0 1 2.13 22.00 0.82 0.82 0.05 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 2.15 22.00 0.82 0.82 0.03 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 1 17.0 0.0 0.0 1 2.16 22.00 0.81 0.81 0.02 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 2.18 22.00 0.81 0.81 0.00 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 . 17.0 0.0 0.0 1 2.20 22.00 0.80 0.80 0.01 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 2.22 22.00 0.80 0.80 0.03 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 2.24 22.00 0.79 0.79 0.04 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 2.26 .22.00 0.79 0.79 0.06 1.00 17.04 Vu < PhiVG2 Not Reqd 1 17.0 0.0 0.0 1 2.28 22.00 0.78 0.78 0.07 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 2.30 22.00 0.78 0.78 0.09 1.00 17.04 Vu < PhiVG2 Not Reqd 1 17.0 0.0 0.0 1 2.31 22.00 0.77 0.77 0.10 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 2.33 22.00 0.77 0.77 0.12 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 2.35 22.00 0.76 0.76 0.13 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 '1 2.37 22.00 0.76 0.76 0.15 1.00 17.04 Vu < Ph"VG2 Not Reqd 1 17.0 0.0 0.0 1 2.39 22.00 0.75 0.75 0.16 1.00 17.04 Vu < Phic2 • Noteegd 1 •17.8*. 0.0 0.0 1 2.41 22.00 0.75 0.75 0.18 1.00 17.04 Vu < PhiVc/2 ' . jVdt lqd 1 • 17.04, • 0.0 • •1111; • 1 2.43 22.00 0.74 0.74 0.19 1.00 17.04 Vu < PhiVc/2 • • £Vpt pqd 1 :019k. • 0.0 0.11 • 1 2.45 22.00 0.74 0.74 0.20 1.00 17.04 Vu < PhiVc/2 • . 44ljpgd 1 170 0.0 **al** 1 2.46 22.00 0.73 0.73 0.22 1.00 17.04 Vu < PhiVc/2 • kipt,Regd 1 .17.0. 0.0 4.0A • 1 2.48 22.00 0.73 0.73 0.23 1.00 17.04 Vu < PhiVc/2 • .NoiIZegd 1 • • 17.0. • 0.0 0.0 • 1 2.50 22.00 0.72 0.72 0.24 1.00 17.04 Vu < PhiVc/2 • • 'Not Reqd 1 •17.0. 0.0 ••Q.0 . 1 2.52 22.00 0.72 0.72 0.26 1.00 17.04 Vu < PhiVc/2 • •'Nol Aegd 1 1 • .1T.a ; 0.0 • • .070 • • 1 2.54 22.00 0.71 0.71 0.27 1.00 17.04 Vu < PhiVG2 • • *Nat Reqd 1 17.0 0.0 0.0• 1 2.56 22.00 0.71 0.71 0.28 1.00 17.04 Vu < PhiVc/2 • NotRegd 1 i • 174 0.0 ...060: • 1 2.58 22.00 0.70 0.70 0.30 1.00 17.04 Vu < PhiVc/2 : tletR eqd 1 i 17.11' 0.0 • 0.0 • 1 2.60 22.00 0.70 0.70 0.31 1.00 17.04 Vu < PhiVc/2 • • NotRegd 1 ,...17.0. 0.0: • •0.ftP • 1 2.62 22.00 0.69 0.69 0.32 1.00 17.04 Vu < PhVG2 Not Reqd 1 I 110: 0.0 0.0 1 2.63 22.00 0.68 0.68 0.34 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 2.65 22.00 0.68 0.68 0.35 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 2.67 22.00 0.67 0.67 0.36 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 2.69 22.00 0.67 0.67 0.37 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 2.71 22.00 0.66 0.66 0.39 1.00 17.04 Vu < PhiVG2 Not Reqd 1 17.0 0.0 0.0 1 2.73 22.00 0.66 0.66 0.40 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 2.75 22.00 0.65 0.65 0.41 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 2.77 22.00 0.65 0.65 0.42 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 2.78 22.00 0.64 0.64 0.44 1.00 17.04 Vu < Phl/G2 Not Reqd 11 17.0 3QU.0 0.0 Engquest Inc. 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 Printed: 1 DEC 2016, 9:33AM Concrete Beam File=P:120161162\1620075 Allegra-Rajo,Miami, FL\Calculations\concretecalculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver.6.16.10.31 Licensee : ENGQUEST Consulting Inc! Project Title: Allegra - Rajo F Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Lica # : KW -06009148 Description : Concrete Beam CB02 ,-Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Number (ft) (in) Actual Design (k -ft) (k) 1 2.80 22.00 0.64 0.64 0.45 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 2.82 22.00 0.63 0.63 0.46 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 2.84 22.00 0.63 0.63 0.47 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 2.86 22.00 0.62 0:62 0.48 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 2.88 22.00 0.62 0.62 0.50 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 2.90 22.00 0.61 0.61 0.51 1.00 17.04 Vu < PhiVc/2'' Not Reqd 1 17.0 0.0 0.0 -1 2.92 22.00 0.61 0.61 0.52 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 2.94 22.00 0.60 0.60 0.53 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 2.95 22.00 0.60 0.60 0.54 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 2.97 22.00 0.59 0.59 0.55 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 2.99 22.00 0.59 0.59 0.56 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 3.01 22.00 0.58 0.58 0.58 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 3.03 22.00 0.58 0.58 0.59 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 3.05 22.00 0.57 0.57 0.60 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 a 17.0 0.0 0.0 1 3.07 22.00 0.57 0.57 0.61 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 3.09 22.00 0.56. 0.56 0.62 1.00 17.04 Vu < PhiVc/2 'Not Reqd 1 17.0 0.0 0.0 1 3.10 22.00 0.56 0.56 0.63 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 i 17.0 0.0 0.0 1 3.12 22.00 0.55 0.55 0.64 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 3.14 22.00 0.55 0.55. 0.65 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 3.16 22.00 0.54 0.54 0.66 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 I 17.0 0.0 0.0 1 3.18 22.00 0.54 0.54 0.67 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 3.20 f 22.00 0.53 0.53 0.68 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 3.22 22.00 0.53 0.53 0.69 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 3.24 22.00 0.52 0.52 0.70 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 ' 17.0 0.0 0.0 1 3.26 22.00 0.52 0.52 0.71 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 3.27 22.00 0.51 0.51 0.72 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 • 0.0 1 3.29 22.00 0.51 0.51 0.73 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 3.31 22.00 0.50 0.50 0.74 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 3:33 22.00 0.50 0.50 0.75 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 ' 17.0 0.0 0.0 1 3.35 22.00 0.49 0.49 0.76 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 3.37 22.00 0.49 0.49 0.77 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 3.39 22.00 0.48 0.48 0.78 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 3.41 22.00 0.48 0.48 0.78 1.00 17.04 Vu < PhiVc/2 • Notltegd 1 • 7171 • . 0.0 0.0 1 3.42 22.00 0.47 0.47 0.79 1.00 17.04 Vu < PhiVc/2 •. jJ& flgd 1 • 17.0 0.0 • 'VI: • 1 3.44 22.00 0.47 0.47 0.80 1.00 17.04 Vu < PhiVc/2 .. kl9tjjpgd 1 • •1+1Q• • 0.0 0.Q. 1 3.46 22.00 0.46 0.46 0.81 1.00 17.04 Vu < PhiVc/2 • . qd 1 170 0.0 • • t1.1•• 1 3.48 22.00 0.46 0.46 0.82 1.00 17.04 Vu < PhiVc/2. •' Reqd 1 •17+1: 0.0 : • 94. • 1 3.50 22.00 0.45 0.45 0.83 1.00 17.03 Vu < PhiVc/2 • •Noif/egd 1 d •.17.0. • 0.0 • 0.0 • M 1 3.52 22.00 0.45 0.45 0.84 0.98 16.96 Vu < PhiVc/2 • • •Noi Reqd 1 • 17.0 . 0.0 4.0 • 1 3.54 22.00 0.44 0.44 0.84 , 0.96 16.89 Vu < PhiVc/2 • • •Noi jiegd 1 •. jd% i 0.0 0.0 • 1 3.56 22.00 0.44 0.44 0.85 0.94 16.82 Vu < PhiVc12 • • • Not Reqd 1 1i.8 0.0 0.0• 1 3.58 22.00 0.43 0.43 0.86 0.92 16.76 Vu < PhiVc/2 • Not iiegd 1 . 16.$ 0.0 • • 0 (: 1 3.59 22.00 0.43 0.43 0.87 0.90 16.70 Vu < PhiVc/2 : 1 etR eqd 1 is .41* 0.0 • 0.0 1 3.61 22.00 0.42 0.42 0.88 0.88 16.63 Vu < PhiVc/2 • • NotiRegd 1 • ..16.6. 0.0: • • OA 1 3.63 22.00 0.42 0.42 0.89 0.86 16.57 Vu < PhiVc/2 Not Reqd 1 Az: 0.0 0.0 1 3.65 22.00 0.41 0.41 0.89 0.84 16.51 Vu < PhiVc/2 Not Reqd 1- 16.5 0.0 0.0 1 3.67 22.00 0.40 0.40 0.90 0.82 16.46 Vu < PhiVc/2 Not Reqd 1 i 16.5 0.0 0.0 1 3.69 22.00 0.40 0.40 0.91 0.81 16.40 Vu < PhiVc/2 Not Reqd 1 16.4 0.0 0.0 1 3.71 22.00 0.39 0.39 0.92 0.79 16.34 Vu < PhiVc/2 Not Reqd 1 16.3 0.0 0.0 1 3.73 22.00 0.39 0.39 0.92 0.77 16.29 Vu < PhiVc/2 Not Reqd 1 16.3 0.0 0.0 1 3.74 22.00 0.38 0.38 0.93 0.76 16.24 Vu < PhiVc/2 Not Reqd 1 16.2 0.0 0.0 1 3.76 22.00 0.38 0.38 0.94 0.74 16.19 Vu < PhiVc/2 Not Reqd 1 i. 16.2 0.0 0.0 1 3.78 22.00 0.37 0.37 0.94 0.73 16.13 Vu < PhiVc/2 Not Reqd 1 16.1 0.0 0.0 31 1 3.80 22.00 0.37 0.37 0.95 0.71 16.08 Vu < PhiVc/2 Not Reqd 1 16.1 0.0 0.0 Load Combination '+1.400+1.6011 +1.400+1.6011 '+1.400+1.6011 +1.400+1.60H '+1.400+1.60H +1.400+1.6011 (+1.400+1.60H +1.400+1.6011 +1.400+1.6011 +1.400+1.60H +1.400+1.60H i+1.40D+1.6011 +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.400+1.60H +1.40D+1.60H +1.400+1.6011 +1.400+1.60H +1.400+1.60H +1.400+1.60H '+1.400+1.60H +1.400+1:60H +1.400+1.60H !+1.400+1.60H +1.40D+1:6011 +1.40D+1.60H 1+1.40D+1.60H +1.400+1.60H +1.400+1.6011 ,t+1.40D+1.60H +1.400+1.6011 ,+1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.40D+1.60H +1.40D+1.6011 , +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.40D+1.60H +1.400+1.60H +1.400+1.6011 +1.400+1.60H +1.40D+1.60H +1.400+`1.60H +1.400+1.60H +1.40D+1.60H `+1.400+1.60H +1.40D+1.60H +1.400+1.60H (k) (k) Req'd Suggest Engquest Inc. X4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 'Tel: (678) 906-4670 ,Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the'Residence Printed: 1 DEC 2016, 9:33AM `Concrete Beam l Ai�i3i :ATE+I:3d+Pi L Yi Description : Concrete Beam CB02 File = P:12016116211620075 Allegra-Rajo, Miami, FLICalculationslconcrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 1.-1+1.74 Detailed Shear Information ir•->++Yi1lad Load Combination +1.400+1.60H +1.400+1.60H 1+1.400+1.60H 1+1.401)+1.60H ,+1.40D+1.60H +1.40D+1.60H 1+1.40D+1.60H 1+1.40D+1.60H 1 +1.40D+1.60H +1.40D+1.60H +1.40D+1.6011 1+1.40D+1.6011 +1.40D+1.6011 1+1.40D+1.60H +1.400+1.60H +1.400+1.60H 1+1.400+1.60H 1+1.400+1.60H +1.400+1,60H 4+1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.6011 +1.40D+1.60H I+1.40D+1.60H +1.40D+1.60H +1.400+1.6011 +1.400+1.60H +1.400+1.60H +1.400+1.6011 +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.6011 +1.400+1.60H +1.40D+1.6011 +1.40D+1.60H +1.400+1.60H +1.40D+1.60H +1.400+1.60H +1.400+1.60H +1.40D+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.6011 +1.400+1.6011 +1.401)+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.400+1.6011 `+1.40D+1.60H. Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi'Vs Phi'Vn Spacing (in) Number (ft) (in) Actual Design (k -ft) (k) 1 3.82 22.00 0.36 0.36 0.96 0.70 16.04 Vu < PhiVc/2 Not Reqd 1 16.0 0.0 0.0 1 3.84 22.00 0.36 0.36 0.97 0.68 15.99 Vu < PhiVc/2 Not Reqd 1 16.0 0.0 0.0 1 3.86 22.00 0.35 0.35 0.97 0.67 15.94 Vu < PhiVc/2 Not Reqd 1 15.9 0.0 0.0 1 , 3.88 - 22.00 0.35 0.35 0.98 0.65 15.89 Vu < PhiVc/2 Not Reqd 1 15.9 0.0 0.0 1 3.89 22.00 0.34 0.34 0.99 0.64 15.85 Vu < PhiVcl2 Not Reqd 1 15.8 0.0 0.0 1 3.91 22.00 0.34 0.34. 0.99 0.63 15.80 Vu < PhiVc/2 Not Reqd 1 15.8 0.0 0.0 1 3.93 22.00 0.33 0.33 1.00 0.61 15.76 Vu < PhiVc/2 Not Regd'1 15.8 0.0 0.0 1 3.95 22.00 0.33 0.33 1.00 0.60 15.72 Vu < PhiVc/2 Not Reqd 1 15.7 0.0 0.0 1 3.97 22.00 0.32 0.32 1.01 0.59 15.67 Vu < PhiVc/2 Not Reqd 1 15.7 0.0 0.0 1 3.99 22.00 0.32 0.32 1.02 0.57 15.63 Vu < PhiVc/2 Not Reqd 1 15.6 0.0 0.0 1 4.01 22.00 0.31 0.31 1.02 0.56 15.59 Vu < PhiVc/2 Not Reqd 1 15.6 0.0 0.0 1 4.03 22.00 0.31 0.31 1.03 0.55 15.55 Vu < PhiVc/2 Not Reqd 1 15.6 0.0 0.0 1 4.05 22.00 0.30 0.30 1.03 0.54 15.51 Vu < PhiVc/2 Not Reqd 1 15.5 0.0 0.0 1 4.06 22.00 0.30 0.30 1.04 0.53 15.47 Vu < PhiVc/2 Not Reqd 1 15.5 0.0 0.0 1 4.08 22.00 0.29 0.29 1.05 0.51 15.43 Vu < PhiVc/2 Not Reqd 1 15.4 0.0 0.0 1 4.10 22.00 0.29 0.29 1.05 0.50 15.39 Vu < PhiVc/2 Not Reqd 1 15.4 0.0 0.0 1 4.12 22.00 0.28 0.28 1.06 0.49 15.36 Vu <PhiVc/2 Not Reqd 1 15.4 0.0 0.0 1 4.14 22.00 0.28 0.28 1.06 0.48 15.32 Vu < PhiVc/2 Not Reqd 1 15.3 '0.0 0.0 1 4.16 22.00 0.27 - 0.27 1.07 0.47 15.28 Vu < PhiVc/2 Not Reqd 1 15.3 0.0 0.0 1 4.18 22.00 0.27 0.27 1.07 0.46 15.25 Vu < PhiVc/2 Not Reqd 1 15.2 0.0 0.0 1 4.20 22.00 0.26 0.26 1.08 0.45 15.21 Vu < PhiVc/2 Not Reqd 1 15.2 0.0 0.0 1 4.21 22.00 0.26 0.26 1.08 0.44 15.18 Vu < PhiVc/2 Not Reqd 1 15.2 0.0 0.0 1 4.23 22.00 0.25 0.25 1.09 0.43 15.14 Vu < PhiVc/2 Not Reqd 1 15.1 0.0 0.0 1 4.25 22.00 0.25 0.25 1.09 0.42 15.11 Vu < PhiVc2 . Not Reqd 1 15.1 0.0 0.0 1 4.27 22.00 0.24 0.24 1.10 0.40 15.07 Vu < PhiVc/2 Not Reqd 1 15.1 t 0.0 0.0 1 4.29 22.00 0.24 0.24 1.10 0.39 15.04 Vu < PhiVc/2 Not Reqd 1 4 15.0 0.0 '0.0 1 4.31 22.00 0.23 0.23 1.10 0.38 15.01 Vu < PhiVc/2 Not Reqd 1 15.0 0.0 0.0 1 4.33 22.00 0.23 0.23 1.11 0.37 14.97 Vu < PhiVc/2 Not Reqd 1 15.0 0.0 0.0 1 4.35 22.00 0.22 0.22 1.11 0.36 14.94 Vu < PhiVc/2 Not Reqd 1 14.9 , 0.0 0.0 1 4.37 22.00 0.22 0.22 1.12 0.36 14.91 Vu < PhiVc/2 Not Reqd 1 14.9 0.0 0.0 1 4.38 22.00 0.21 0.21 1.12 0.35 14.88 Vu < PhiVc/2 Not Reqd 1 14.9 0.0 0.0 1 4.40 22.00 0.21 0.21 1.12 0.34 14.85 Vu < PhiVc/2 Not Reqd 1 14.8 0.0 0.0 •. 1 4.42 22.00 ' `0.20 0.20 1.13 0.33 14.82 Vu < PhiVc/2 . Noteegd 1 9.1711. • 0.0 0.0 1 4.44 22.00 020 0.20 1.13 0.32 14.18 Vu < PhiVc/2 • • • • �ldt R,�qd 1 • 14.8• 0.0 •ITC;' 1 4.46 22.00 0.19 0.19 1.14 0.31 14.75 Vu < PhiVc/2 .. rtpt Reqd 1 • •1.14• • 0.0 0.Q. 1 4.48 22.00 0.19 0.19 1.14 0.30 14.72 Vu < PhiVc/2 • • 1`1•pt,RBgd •1 14+7 0.0 • • ors, • 1 4.50 22.00' 0.18 0.18 1.14 • 0.29 •14.69 Vu < PhiVc/2 • • .Not.Regd 1 .14.. 0.0 : • pA.: 1 4.52 22.00 0.18 0.18 1.15 0.28 14.66 Vu < PhiVc/2 ..Noihegd 1 •.14.7• • 0.0 0.0 • 1 4.53 22.00 0.17 0.17 1.15 0.27 14.63 Vu < PhiVcI2 • • .No4 Reqd 1 .14.6. 0.0 •4 0• . 1 4.55 22.00 0.17 0.17 1.15 0.26 14.61 Vu < PhiVc/2 • • .No! Aegd 1 • . j4.Fj ; 0.0 0.0 • 1 4.57 22.00 0.16 0.16 1.16 0.25 14.58 Vu < PhiVc/2 • • *Not Reqd 1 ' 14.6 0.0 0.00 • 1 4.59 22.00 0.16 0.16 1.16 0.25 14.55 Vu < PhiVc/2 • Not Reqd 1 ' • 14.5 0.0 • • : • 1 4.61 22.00 0.15 0.15 1.16 0.24 14.52 Vu < PhiVc/2 : date eqd 1 ,: • •11.1 • 0.0 . 0.0 • 1 4.63 22.00 0.15 0.15 1.16 0.23 14.49 Vu < PhiVc/2 • • Not,2egd 1 • • .14.5. 0.0; • •0.0 1 4.65 22.00 0.14 0.14 1.17 022 14.46 Vu < PhiVc/2 Not Reqd 1 1416: 0.0 0.0 1 4.67 22.00 0.13 0.13, 1.17 0.21 14.43 Vu < PhiVc/2 Not Reqd 1 14.4 0.0 0.0 1 4.69 22.00 0.13 0.13 1.17 0.20 14.41 Vu < PhVG2 Not Reqd 1 14.4 0.0 0.0 1 4.70 22.00 0.12 0.12 1.17 0.19 14.38 Vu < PhiVc/2 Not Reqd 1 14.4 0.0 0.0 1 4.72 22.00 0.12 0.12 1.18 0.19 14.35 Vu < PhiVc/2 Not Reqd 1 14.4 0.0 0.0 1 4.74 22.00 0.11 0.11 1.18 0.18 14.32 Vu < PhiVc/2 Not Reqd 1 14.3 0.0 0.0 1 4.76 22.00 0.11 0.11 1.18 0.17 14.30 Vu < PhiVc/2 Not Reqd 1 14.3 0.0 0.0 1 4.78 22.00 0.10 0.10 1.18 0.16 14.27 Vu < PhiVc/2 Not Reqd 1 14.3 0.0 0.0 1 4.80 22.00 0.10 0.10 1.19 0.15 14.24 Vu < PhiVc/2 Not Reqd 1 14.2 0.0 0.0 1 4.82 22.00 0.09 ' 0.09 1.19 0.15 14.22 Vu32 < PhiVc/2 Not Reqd 1 � 14.2 2.0 0.0 (k) (k) Req'd t Suggest Engquest Inc. 1,4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 1Tel: (678) 906-4670 'Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Printed: 1 DEC 2016, 9:33AM Concrete Beam File = P:12016116211620075 Allegra-Rajo, Miami, FLICalculations\concrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 I.1 rcensee Description : Concrete Beam CB02 Detailed Shear Information 1 • 1 onsu ting ncl 1 Load Combination +1.400+1.6011 +1.400+1.6011 +1.400+1.6011 +1.400+1.60H +1.40D+1.60H +1.400+1.60H r+1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.6011 +1.400+1.60H +1.400+1.60H +1.400+1.6011 +1.400+1.6011 +1.400+1.6011 ,+1.400+1.60H +1.40D+1.60H +1.40D+1.60H '+1.40D+1.60H +1.400+1.:60H +1.400+1.6011 1+1.400+1.60H ,'+1.400+1.6011 +1.400+1.6011 '+1.401)+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.40D+1.6011 +1.40D+1.60H +1.400+1.6011 +1.400+1.6011 +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.40D+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H r+1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.6011 +1.400+1.60H +1.400+1.6011 +1.400+1.60H +1.400+1.6011 +1.400+1.6011 +1.400+1.60H +1.400+1.60H ;+1.40D+1.60H +1.40D+1.60H Span Number 1 1 1. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Distance 'd' Vu (k) (ft) (in) Actual Design 4.84 22.00 0.09 0.09 4.85 22.00 0.08 0.08 4.87 22.00 0.08 0.08 4.89 22.00 0.07 0.07 4.91 22.00 0.07. 0.07 4.93 22.00 0.06 0.06 4.95 22.00 0.06 0.06 4.97 22.00 0.05 0.05 4.99 22.00 0.05 0.05 5.01 22.00 0.04 0.04 5.02 22.00 0.04 0.04 5.04 22.00 0.03 0.03 5.06 22.00 0.03 0.03 5.08 22.00 0.02 0.02 5.10 22.00 0.02 0.02 5.12 22.00 0.01 0.01 5.14 22.00 0.01 0.01 5.16 22.00 0.00 0.00 5.17 22.00 -0.00' 0.00 5.19 22.00 -0.01 0.01 5.21 22.00 -0.01 0.01 5.23 22.00 -0.02 0.02 5.25 22.00 -0.02 0.02 5.27 22.00 -0.03 0.03 5.29 22.00 -0.03 0.03 5.31 22.00 -0.04 0.04 5.32 22.00 -0.04 0.04 5.34 22.00 -0.05 0.05 5.36 22.00 -0.05 0.05 5.38 22.00 -0.06 0.06 5.40 22.00 -0.06 0.06 5.42 22.00 -0.07, 0.07 5.44 22.00 -0.07 0.07 5.46 22.00 -0.08 0.08 5.48 22.00 -0.08 0.08 5.49 22.00 -0.09 0.09 5.51 22.00 -0.09 0.09 5.53 22.00 -0.10 0.10 5.55 22.00 -0.10 0.10 5.57 22.00 -0.11 0.11 5.59 22.00 -0.11 0.11 5.61 22.00 -0.12 0.12 5.63 22.00 -0.12 0.12 5.64 22.00 -0.13 0.13 5.66 22.00 -0.13 0.13 5.68 22.00 -0.14 0.14 5.70 22.00 -0.15 0.15 5.72 22.00 -0.15 0.15 5.74 22.00 -0.16 0.16 5.76 22.00 -0.16 0.16 .5.78 22.00 -0.17' 0.17 5.80 , 22.00 -0.17 .0.17 5.81 22.00 -0.18 0.18 5.83 22.00 -0.18 0.18 Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) (k -ft) (k) 1.19 0.14 14.19 Vu < PhiVc/2 Not Reqd 1 14.2 0.0 0.0 1.19 � 0.13 14.16 Vu < PhiVc/2 Not Reqd 1 14.2 0.0 0.0 1.19 0.12 14:14 Vu < PhiVc/2 Not Reqd 1 14.1 0.0 0.0 1.19 0.11 14.11 Vu < PhiVc/2 Not Reqd 1 14.1 0.0 0.0 1.19 0.11 14.09 Vu < PhiVc/2 Not Reqd 1 14.1 0.0 0.0 1.20 0.10 14.06 Vu < PhiVc/2 Not Reqd 1 1 14.1 0.0 0.0 1.20 0.09 14.03 Vu < PhiVc/2 Not Reqd 1 14.0 0.0 0.0 1.20 0.08 14.01 Vu < PhiVc/2 Not Reqd 1 14.0 0.0 0.0 1.20 0.07 13.98 Vu < PhiVc/2 Not Reqd 1 1 14.0 0.0 0.0 1.20 0.07 13.96 Vu < PhiVc/2 Not Reqd 1 14.0 0.0 0.0 1.20 0.06 13.93 Vu < PhiVd2 Not Reqd 1 13.9 0.0 0.0 1.20 0.05 13.90 Vu < PhiVc/2 Not Reqd 1 13.9 0.0 0.0 1.20 0.04 13.88 Vu < PhiVc/2 Not Reqd 1 13.9 0.0 0.0 1.20 0.03 13.85 Vu < PhiVc/2 Not Reqd 1 13.9 0.0 0.0 1.20 0.03 13.83 Vu < PhiVc/2 Not Reqd 1 13.8 0.0 0.0 1.20 0.02 13.80 Vu < PhiVc/2 Not Reqd 1 13.8 0.0 0.0 1.20 0.01 13.78 Vu < PhiVc/2 Not Reqd 1 13.8 0.0 0.0 1.20 0.00 13.75 Vu < PhiVc/2 Not Reqd 1 13.7 0.0 0.0 1.20 0.00 13.75 Vu < PhiVc/2 Not Reqd 1 13.7 0.0 0.0 1.20 0.01 13.78 Vu < PhiVc/2 Not Reqd 1 13.8 0.0 0.0 1.20 0.02 13.80 Vu < PhiVc/2 Not Reqd 1 13.8 0.0 0.0 1.20 0.03 13.83 Vu < PhiVc/2 Not Reqd 1 13.8 0.0 0.0 1.20 0.03 13.85 Vu < PhiVc/2 Not Reqd 1 13.9 0.0 0.0 1.20 ' 0.04 13.88 Vu < PhiVc/2 Not Reqd 1 13.9 0.0 0.0 1.20 0.05 13.90 Vu < PhiVc/2 Not Reqd 1 13.9 0.0 0.0 1.20 0.06 13.93 Vu < PhiVc/2 Not Reqd 1 13.9. 0.0 0.0 1.20 0.07 13.96 Vu < PhiVc/2 Not Reqd 1 14.0 0.0 0.0 1.20 - 0.07 13.98 Vu < PhiVc/2 Not Reqd 1 14.0 0.0 0.0 120 0.08 14.01 Vu < PhiVc/2 Not Reqd 1 14.0 0.0 0.0 1.20 0.09 14.03 Vu < PhiVc/2 Not Reqd 1 14.0 0.0 0.0 1.20 0.10 14.06 Vu < PhiVc/2 Not Reqd 1 14.1 0.0 0.0 1.19 0.11 14.09 Vu < PhiVc/2 Not Reqd 1 14.1 0.0 0.0 1.19 0.11 14.11 .Vu < PhiVc/2 . Noti2egd 1 • 14.1• • 0.0 0.0 1.19 0.12 14.14 Vu < PhiVc/2 . jVat IFgd 1 1 • 14.1 • 0.0 "1/1 ; • 1.19 0.13 14.16 Vu < PhiVc/2 • • jdpt Rpgd 1 P. • 0.0 0.Q, 1.19 0.14 14.19 Vu<PhiVc/2: ••Nptl;egd1l 1462 0.0 •6.15•• 1.19 0.15 14.22 Vu < PhiVc/2 • .NoiRegd 1 ••1426 0.0 • OD• •1.19 0.15 14.24 Vu < PhiVc/2 • •Noi llegd 1 ' • 1' 2b • 0.0 ••0.0 • 1.18 0.16 14.27 Vu < PhiVc/2 • • Oki Reqd 1 • 14.3 • 0.0 4.0 . 1.18 0.17 14.30 Vu < PhiVc/2 • • •Mot Aegd 1 • 00.3 0.0 • •.06.0.. . • 1.18 0.18 ` 14.32 Vu < PhiVc/2 ^ • • Ne1t Reqd 1 14.3 0.0 . 1.18 0.19 14.35 Vu < PhiVc/2 • Notitegd 1 '• 144 0.0... . 1.17 0.19 14.38 Vu < PhiVc/2 : jVetr eqd 1 : • •11a• 0.0. 0.0 • 1.17 0.20 14.41 Vu < PhiVc/2 • • Notl2egd 1 • •.14.4. 0.0: • •S.e: 1:17 0.21 14.43 Vu < PhiVc/2 Not Reqd 1 1 14.1: 0.0 0.0 1.17 0.22 14.46 Vu < PhiVc/2 Not Reqd 1 14.5 0.0 0.0 1.16 0.23 14.49 Vu < PhiVc/2 Not Reqd 1 14.5 0.0 0.0 1.16 0.24 14.52 Vu < PhiVc/2 Not Reqd 1 14.5 0.0 0.0 1.16 0.25 14.55 Vu < PhiVc/2 Not Reqd 1 14.5 0.0 0.0 1.16 0.25 14.58 Vu < PhiVc/2 Not Reqd 1 1 14.6 0.0 .0.0 1.15 0.26 14.61 Vu < PhiVc/2 Not Reqd 1 14.6 0.0 0.0 1.15 0.27 14.63 Vu < PhiVc/2 Not Reqd 1 14.6 0.0 0.0 1.15 0.28 14.66 Vu < PhiVc/2 Not Reqd 1 14.7 30.0 0.0 3 1.14 0.29 14.69 Vu < PhiVc/2 Not Reqd 1 14.7 U.0 0.0 (k) (k) Reqd Suggest Engquest Inc. 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 'Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan d Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Printed: 1 DEC 2016, 9:33AM Concrete Beam Lic' # :' KW -06009148 - File = P:\2016116211620075 Allegra-Rajo, Miami, FL\Calculationslconcrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver.6.16.10.31 Licensee : ENGQUEST Consulting Inc' Description : Concrete Beam CB02 Detailed Shear Information Load Combination +1.40D+1.6011 +1.40D+1.6011 '+1.40D+1.6011 +1.40D+1.60H +1.40D+1.6011 t+1.40D+1.6011 +1.40D+1.60H '+1.40D+1.60H 1+1.40D+1.6011 +1.40D+1.60H +1.40D+1.6011 +1.40D+1.6011 +1.40D+1.60H +1.40D+1.6011 +1.40D+1.6011 +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H 1+1.400+1.60H +1.40D+1.60H '+1.40D+1.60H +1.40D+1.60H +1.40D+1.60H '+1.40D+1.6011 +1.40D+1.60H ,+1.40D+1.60H +1.40D+1.60H (+1.40D+1.60H '+1.40D+1.60H +1.40D+1.6011 1+1.40D+1.60H +1.40D+1.6011 '+1.40D+1.6011' +1.40D+1.60H +1.40D+1.6011 +1.40D+1.6011 +1.40D+1.60H '+1.40D+1.6011 +1.40D+1.6011 +1.400+1.6011 +1.40D+1.6011 +1.40D+1.60H +1.40D+1.6011 +1.40D+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.6011 +1.400+1.60H +1.400+1.60H +1.400+1.6011 +1.400+1.60H +1.400+1.60H +1.400+1.60H Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi'Vc Comment Phi`Vs Phi'Vn Spacing (in) Number (ft) (in) Actual Design (k -ft) (k) 1 5.85 22.00 -0.19 0.19 1.14 0.30 14.72 Vu < PhiVc/2 Not Reqd 1 14.7 0.0 0.0 1 5.87 22.00 -0.19 0.19 1.14 0.31 14.75 Vu < PhiVc/2 Not Reqd 1 14.8 0.0 0.0 1 5.89 22.00 -0.20 0.20 1.13 0.32 14.78 Vu < PhiVc/2 Not Reqd 1 + 14.8 0.0 0.0 1 5.91 22.00 -0.20 0.20 1.13 0.33 14.82 Vu < PhiVc/2 Not Reqd 1 14.8 0.0 0.0 1 5.93 22.00 -0.21 0.21 1.12 0.34 14.85 Vu < PhiVc/2 Not Reqd 1 , 14.8 0.0 0.0 1 5.95 22.00 -0.21 . 1 0.21 1.12 0.35 14.88 Vu < PhiVc/2 Not Reqd 1 14.9 0.0 0.0 1 5.96 22.00 -0.22 0.22 1.12 0.36 14.91 Vu < PhiVc/2 Not Reqd 1 14.9 0.0 0.0 1 5.98 22.00 -0.22 0.22 1.11 0.36 14.94 Vu < PhiVc/2 Not Reqd 1 14.9 0.0 0.0 1 6.00 22.00 -0.23 • 0.23 1.11 0.37 14.97 Vu < PhiVc/2 Not Reqd 1 15.0 0.0 0.0 1 6.02 22.00 -0.23 0.23 1.10 0.38 15.01 Vu < PhiVc/2 Not Reqd 1 15.0 0.0 0.0 1 6.04 22.00 -0.24 0.24 1.10 0.39 15.04 Vu < PhiVc/2 Not Reqd 1 15.0 0.0 0.0 1 6.06 22.00 -0.24 0.24 1.10 0.40 15.07 Vu < PhiVc/2 Not Reqd 1 15.1 0.0 0.0 1 6.08 22.00 -0.25 0.25 1.09 0.42 15.11 Vu < PhiVc/2 Not Reqd 1 15.1 0.0 0.0 1 6.10 22.00 -0.25 0.25 1.09 0.43 15.14 Vu < PhiVc/2 Not Reqd 1 15.1 0.0 0.0 1 6.12 22.00 -0.26 0.26 1.08 0.44 15.18 Vu < PhiVc/2 Not Reqd 1 15.2 0.0 0.0 1 6.13 22.00 :0.26 0.26 1.08 0.45 15.21 Vu < PhiVc/2 Not Reqd 1 15.2 0.0 0.0 1 6.15 22.00 -0.27 0.27 1.07 0.46 15.25 Vu < PhiVc/2 Not Reqd 1 15.2 0.0 0.0 1 6.17 22.00 -0.27 0.27 1.07 0.47 15.28 Vu < PhiVc/2 Not Reqd 1 15.3 0.0 0.0 1 6.19 22.00 -0.28 0.28 1.06 0.48 15.32 Vu < PhiVc/2 Not Reqd 1 15.3 0.0 0.0 1 6.21 22.00 -0.28 0.28 1.06 0.49 15.36 Vu < PhiVc/2 Not Reqd 1 15.4 0.0 0.0 1 6.23 22.00 -0.29 0.29 1.05 0.50 15.39 Vu < PhiVc/2 Not Reqd 1 15.4 0.0 0.0 1 6.25 22.00 -0.29 0.29 1.05 0.51 15.43 Vu < PhiVc/2 Not Reqd 1 15.4 0.0 0.0 1 6.27 22.00 -0.30 0.30 1.04 0.53 15.47 Vu < PhiVc/2 Not Reqd 1 15.5 0.0 0.0 1 6.28 22.00 -0.30 0.30 1.03 0.54. 15.51 Vu < PhiVc/2 Not Reqd 1 15.5 0.0 0.0 1 6.30 22.00 -0.31 0.31 1.03 0.55 15.55 Vu < PhiVc/2 Not Reqd 1 15.6 0.0 0.0 1 6.32 22.00 -0.31 0.31 1.02 0.56 15.59 Vu < PhiVc/2 Not Reqd 1 15.6 0.0 0.0 1 6.34 22.00 -0.32 0.32 1.02 0.57 15.63 Vu < PhiVc/2 Not Reqd 1 15.6 0.0 0.0 1 6.36 22.00 -0.32 0.32 1.01 0.59 15.67 Vu < PhiVc/2 Not Reqd 1 15.7 0.0 0.0 1 6.38 22.00 -0.33 0.33 1.00 0.60 15.72 Vu < PhiVc/2 Not Reqd 1 15.7 0.0 0.0 1 6.40 22.00 -0.33 0.33 1.00 0.61 15.76 Vu < PhiVc/2 Not Reqd 1 15.8 0.0 0.0 1 6.42 22.00 -0.34 0.34 0.99 0.63 15.80 Vu < PhiVc/2 Not Reqd 1 15.8 0.0 0.0 1 6.44 22.00 -0.34 0.34 0.99 0.64 15.85 Vu < PhiVc/2 Not Reqd 1 15.8 0.0 0.0 1 6.45 22.00 -0.35 0.35 0.98 0.65 15.89 Vu < PhiVc/2 • Not Reqd 1 • •1}'S•?�,,• • 0.0 0.0 1 6.47. 22.00 -0.35 0.35 0.97 0.67 15.94 Vu < PhiVc/2 • • •Nbt Reqd 1 " • 7 J.y 0.0 • • SI: • • 1 6.49 22.00 -0.36 0.36 0.97 0.68 '15.99 Vu < PhiVc/2 • • •ItojRegd 1 •3tsC): • 0.0 00. 1 6.51 22.00 -0.36 0.36 0.96 0.70 16.04 Vu < PhiVc/2 • • •�ol gegd 1 16.0 0.0 • • VD* • 1 6.53 22.00 -0.37 0.37 0.95 0.71 16.08 Vu < PhiVc/2 • AN Reqd 1 16.1 0.0 : • �•0• 1 6.55 22.00 -0.37 0.37 0.94 0.73 16.13 Vu < PhiVc/2 • • • ••d�Regd1 ••��.�• 0.0 • 0.0 • 1 6.57 22.00 -0.38 0.38 0.94 ,0.74 16.19 Vu < PhiVc/2 • • • yQtRegd 1 • 16.2 • 0.0 • • 1 6.59 22.00 -0.38 0.38. 0.93 0.76 16.24 Vu < PhVG2 • • • plptltegd 1 ;• „Ai: 0.0 • • *el 1 6.60 22.00 -0.39 0.39 0.92 0.77 16.29 Vu < PhiVc/2 • • • Not.Regd 1 14f.3 0.0 • • •d Q • 1 6.62 22.00 -0.39 0.39 0.92 0.79 16.34 Vu < PhiVc/2 : 7442egd 1 • 16.3 0.0 64 1 6.64 22.00 -0.40 0.40 0.91 0.81 16.40 Vu < PhiVG2 • Not Reqd 1 ; • • 1'6!4• 0.0 • • 8.8 • 1 6.66 22.00 -0.40 0.40 0.90 0.82 16.46 Vu < PhVc/2• • • Nob : Regd 1 ...164 0.0 • • Cog: • 1 6.68 22.00 -0.41 0.41 0.89 0.84 16.51 Vu < PhiVc/2 Not Reqd 1 tea 0.0 0.0• 1 6.70 22.00 -0.42 0.42 0.89 0.86 16.57 Vu < PhiVc/2 Not Reqd 1 16.6 0.0 0.0 1 6.72 22.00 -0.42 b.42 0.88 0.88 16.63 Vu < PhiVc/2 Not Reqd 1 16.6 0.0 0.0 1 6.74 22.00 -0.43 0.43 0.87 0.90 16.70 Vu < PhiVc/2 Not Reqd 1 I 16.7 0.0 0.0 1 6.75 22.00 -0.43 0.43 0.86 0.92 16.76 Vu < PhiVc/2 Not Reqd 1 16.8 0.0 0.0 1 6.77 22.00 -0.44 0.44 0.85 0.94 16.82 Vu < PhiVc/2 Not Reqd 1 16.8 0.0 0.0 1 6.79 22.00 -0.44 0.44 0.84 0.96 16.89 Vu < PhiVc/2 Not Reqd 1 16.9 0.0 0.0 1 6.81 22.00 -0.45 0.45 0.84 0.98 16.96 Vu < PhiVc/2 Not Reqd 1. 17.0 0.0 0.0 1 6.83 22.00 -0.45 0.45 0.83 1.00 17.03 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 6.85 22.00 -0.46 0.46 0.82 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 - 0.0 0.0 (k) (k) Req'd Suggest Engquest Inc. 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: ' Covered Patio Addition to the Residence Printed: 1 DEC 2016, 9:33AM Concrete Beam 11V4141 Description : Concrete Beam CB02 File = P:12016116211620075 Allegra-Rajo, Miami, FL 1Calculationslconcrete calculation.ec6� ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 11M17/7 �4.CK•1114,`l1iKTi1311RIM Detailed Shear Information • Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc . Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design -(k -ft) (k) (k) (k) Req'd Suggest +1.40D+1.60H 1 6.87 22.00 -0.46 0.46 0.81 `1.00 17.04 Vu < PhiVc/2 Not Reqd 1 ' 17.0 0.0 0.0 +1.40D+1.60H 1 6.89 22.00 -0.47 0.47 0.80 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 +1.40D+1.6011. 1 6.91 22.00 -0.47 0.47 0.79 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 I 17.0 0.0 0.0 +1.40D+1.60H 1 6.92 22.00 -0.48 0.48 0.78 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 +1.40D+1.60H 1 6.94 22.00 -0.48 0.48 0.78 1.00 17.04 Vu < PhiVd2 Not Reqd 11 17.0 0.0 0.0 +1.40D+1.60H 1 6.96 22.00 -0.49 0.49 0.77 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 +1.40D+1.60H 1 6.98 22.00 -0.49 0.49 0.76 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 1 17.0 0.0 0.0 +1.40D+1.60H 1 7.00 22.00 -0.50 0.50 0.75 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1+1.40D+1.60H 1 7.02 22.00 -0.50 0.50 0.74 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 {+1.40D+1.60H 1 7.04 22.00 -0.51 0.51 0.73. 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 +1.40D+1.60H 1 7.06 22.00 -0.51 0.51 0.72 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 +1.40D+1.60H 1 7.07 22.00 -0.52 0.52 0.71 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 +1.40D+1.60H 1 7.09 22.00 -0.52 0.52 0.70 1.00 17.04 Vu < PhiVd2 Not Reqd 1 17.0 0.0 0.0 '+1.40D+1.60H, 1 7.11 22.00 -0.53 ; 0.53 0.69 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 +1.40D+1.60H 1 7.13 22.00 -0.53 0.53 0.68 1.00 17.04 Vu < PhiVd2 Not Reqd 1 17.0 0.0 " 0.0 +1.40D+.1.60H 1 7.15 22.00 -0.54 0.54 0.67 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 '+1.40D+1.60H 1 7.17 22.00 -0.54 0.54 0.66 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 +1.40D+1.60H 1 7.19 22.00 -0.55 0.55 0.65 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 '+1.40D+1.60H 1 7.21 22.00 -0.55 0.55 0.64 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 +1.40D+1.60H 1 7.23 22.00 -0.56 0.56 0.63 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 1 17.0 0.0 0.0 +1.40D+1.60H 1 7.24 22.00 -0.56 0.56 0.62 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 +1.40D+1.60H 1 7.26 22.00 -0.57 0.57 0.61 1.00 17.04 Vu < PhiVd2 Not Reqd 1 17.0 0.0 0.0 +1.40D+1.60H 1 7.28 22.00 -0.57 0.57 0.60 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 +1.40D+1.60H 1 7.30 22.00 -0.58 0.58 0.59 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 . 0.0 +1.40D+1.60H 1 7.32 22.00 -0.58 0.58 0.58 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 ' 0.0 +1.40D+1.60H 1 7.34 22.00 -0.59 0.59 0.56 1.00 17.04 Vu < PhiVd2 Not Reqd 1 17.0 0.0 0.0 +1.400+1.60H 1 7.36 22.00 -0.59 0.59 0.55 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 +1.40D+1.60H 1 7.38 22.00 -0.60 0.60 0.54 1.00 17.04 Vu < PhiVd2 Not Reqd 1 17.0 Y 0.0 0.0 +1.400+1.60H1 7.39 22.00 -0.60 0.60 0.53 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 +1.40D+1.60H 1 7.41 22.00 -0.61 0.61 0.52 1.00 17.04 Vu < PhiVd2 Not Reqd 1 17.0 0.0 0.0 +1.40D+1.60H 1 7.43 22.00 -0.61 0.61 0.51 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 ' 17.0 0.0 0.0 +1.40D+1.60H 1 7.45 22.00 -0.62 0.62 0.50 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 , 17.0 0.0 0.0 +1.40D+1.60H 1 7.47 22.00 •-0.62 0.62 0.48 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 •'fit• • 0.0 0.0 +1.40D+1.60H 1 7.49 22.00 -0.63 0.63 0.47 1.00 17.04 Vu < PhiVd2 • • Not Iiegd 1 1- • tit* 0.0 • • e.e: • • +1.40D+1.60H 1 7.51 22.00 -0.63 0.63 0.46 1.00 17.04 Vu < PhiVc/2 • • •tot Reqd 1 i • 37,(• 0.0 0.I• +1.400+1.60H1 7.53 22.00 -0.64 0.64 0.45 1.00 17.04 Vu < PhiVd2 tint R d 1 • 17.0 0.0 • • !1!0• • +1.40D+1.60H 1 7.55 22.00 -0.64 0.64 0.44 1.00 17.04 Vu < PhiVd2 • .yob Reqd 1 1P0 0.0 :..0.0. : +1.40D+1.60H 1 7.56 22.00 -0.65 0.65 0.42 1.00 17.04 Vu < PhiVd2 .• . • yQJ Reqd 1 • •• t'%a 0.0 • 0.0 • +1.40D+1.60H• • • 1 7.58 22.00 -0.65 0.65 0.41 1.00 17.04 Vu < PhiVc/2 ... (ygt�tegd 1 17.a 0.0 ".'U'0'. +1.40D+1.60H 1 7.60 22.00 -0.66 0.66 0.40 1.00 17.04 Vu < PhVd2 • • • • • • • +1.400+1.60H < • • �IptRegd 1 • � iA� 0.0 d.� 1 7.62 22.00 -0.66 0.66 0.39 1.00 17.04 Vu PhiVc/2 • •. jdpt.Regd 1 1/.0 0.0• •'C.Q • +1.400+1.60H 1 7.64 22.00 -0.67 0.67 0.37 1.00 17.04 Vu < PhiVd2 : NotItegd 1 . 170 0.0 C.Q +1.40D+1.60H 1 7.66 22.00 -0.67 0.67 0.36 1.00 17.04 Vu < PhiVd2 • Not Reqd 1 I'. * 'o• •0.0 ' • III' +1.400+1.60H1 7.68 22.00 -0.68 0.68 0.35 1.00 17.04 Vu < PhiVd2 • • • NotRegd 1 ...17.0. 0.0: • • GO: +1.40D+1.60H 1 7.70 22.00 -0.68 0.68 0.34 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 n•ct 0.0 0.0 41.40D+1.60H 1 7.71 ' 22.00 -0.69 0.69 - 0.32 1.00 17.04 Vu < PhiVd2 Not Reqd 1 1 17.0 0.0 0.0 +1.400+1.60H 1 7.73 22.00 -0.70 0.70 0.31 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 1 17.0 0.0 0.0 +1.400+1.60H 1 7.75 22.00 -0.70 0.70 0.30 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 +1.40D+1.60H 1 7.77 22.00 -0.71 0.71 0.28 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 '+1.400+1.60H 1 7.79 22.00 -0.71 0.71 0.27 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 +1.400+1.60H 1 7.81 22.00 -0.72 0.72 026 1.00 17.04 Vu < PhiVc/2 Not Reqd 11 17.0 0.0 0.0 +1.400+1.60H 1 7.83 22.00 -0.72 1 0.72 0.24 1.00 17.04 Vu < PhiVd2 Not Reqd 1 17.0 0.0 0.0 +1.400+1.60H 1 7.85 22.00 -0.73 0.73 0.23 1.00 17.04 Vu < PhiVd2 Not Reqd 1 17.0 40.0 0.0 +1.400+1.60H 1 7.87 22.00 -0.73 0.73 0.22 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 3 .0 0.0 1 t Engquest Inc. ' 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Punted: 1 DEC 2016. 9:33AM Concrete Beam File = P:12016116211620075 Allegra-Rajo, Miami, FL1Calculations1concrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 Description : Concrete Beam CB02 Detailed Shear Information 1 icensee : onsu ing In Load Combination '+1.400+1.6011 +1.400+1.6011 +1.400+1.6011 :+1.400+1.60H t+1.400+1.6011 +1.40D+1.6011 +1.400+1.60H +1.400+1.6011 +1.400+1.60H +1.400+1.60H +1.40D+1.60H +1.40D+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1:60H :+1.400+1.60H +1.400+1.60H +1.400+1:6011 +1.400+1.60H +1.400+1.60H 1 +1.400+1.60H +1.40D+1.6011 +1.40D+1.60H +1.40D+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.6011 +1.40D+1.60H +1.400+1.6011 +1.400+1.60H +1.400+1.6011 4 + 1.40D+1.60H +1.400+1.6011 '+1.40D+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.6011 +1.400+1.6011 +1.400+1.60H +1.400+1.60H +1.400+1.6011 +1.400+1.60H +1.400+1.60H +1.40D+1.60H +1.40D+1.601-1 +1.400+1.6011 +1.400+1.60H +1.400+1.6011 +1.400+1.60H + 1.400+1.6011 +1.40D+1.60H +1.40D+1.6011 Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi'Vc Comment Phi*Vs Phi*Vn Spacing (in) Number''' (ft) (in) Actual Design (k -ft) (k) (k) (k) Reqd Suggest 1 7.88 22.00 -0.74 0.74 0.20 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 7.90 22.00 -0.74 0.74 0.19 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 7.92 22.00 -0.75 0.75 0.18 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 a 17.0 0.0 0.0 1 7.94 22.00 -0.75 0.75 0.16 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 7.96 22.00 -0.76 0.76 0.15 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 7.98 22.00 -0.76 0.76 0.13 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 8.00 22.00 -0.77 0.77 0.12 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 ' 17.0 0.0 0.0 1 8.02 22.00 -0.77 0.77 0.10 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 ° 0.0 0.0 1 8.03 22.00 -0.78 0.78 0.09 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 8.05 22.00 -0.78 0.78 0.07 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 . 17.0 0.0 0.0 1 8.07 22.00 -0.79 0.79 0.06 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 8.09 22.00 -0.79 0.79 0.04 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 i 17.0 0.0 0.0 1 8.11 22.00 -0.80 0.80 0.03 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 8.13 22.00 -0.80 0.80 0.01 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 , 17.0 0.0 0.0 1 8.15 22.00 -0.81 0.81 0.00 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 + 17.0 0.0 0.0 1 8.17 22.00 -0.81 0.81 0.02 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 8.18 22.00 -0.82 - 0.82 0.03 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 8.20 22.00 -0.82 0.82 0.05 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 8.22 22.00 -0.83 0.83 0.06 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 8.24 22.00 -0.83 0.83 0.08 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 8.26 22.00 -0.84 0.84 0.09 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 8.28 22.00 -0.84 0.84 0.11 1.00 17.04 Vu '< PhiVc/2 Not Regd.1 17.0 0.0 0.0 1 8.30 22.00 -0.85 0.85 0.12 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 8.32 22.00 -0.85 0.85 0.14 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 8.34 22.00 -0.86 0.86 0.16 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 8.35 22.00 -0.86 0.86 0.17 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 t 17.0 0.0 0.0 1 8.37 22.00 -0.87 0.87 0.19 1.00 17.04 Vu < PhiVc/2 -Not Reqd 1 17.0 0.0 0.0 1 8.39 22.00 -0.87 0.87 0.21 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 , 17.0 0.0 0:0` 1 8.41 22.00 -0.88 0.88 022 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 8.43 22.00 -0.88 0.88 0.24 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 8.45 22.00 -0.89 0.89 0.26 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 8.47 22.00 -0.89 0.89 0.27 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 8.49 22.00 -0.90 0.90 0.29 1.00 17.04 Vu < PhiVc/2• Notjtegd 1 + `13 b` • 0.0 0.0 1 8.50 22.00 -0.90 0.90 0.31 1.00 17.04 Vu < PhiVc/2 • • 4s115t Ilbgd 1 17.0 0.0 e • t).C; • • • 1 8.52 22.00 -0.91 0.91 0.32 1.00 17.04 Vu < PhiVc/2 •. .4611eqd 1 : •1'7A• • 0.0 O.G. 1 8.54 22.00 -0.91 0.91 0.34 1.00 17.04 Vu < PhiVc/2 • ..(UIIegd 1 1740 0.0 ..15.15. • 1 8.56 22.00 -0.92 0.92 0.36 1.00 17.04 Vu < PhiVc/2 • •t'lpt',Regd 1 r • 1760. 0.0 i • 440. i 1 8.58 22.00 -0.92 0.92 0.37 1.00 17.04 Vu < PhiVc/2 : • • .1113 Reqd 1 • .17 0 • 0.0 •• • •0.0 • 1 8.60 22.00 -0.93 0.93 0.39 1.00 17.04 Vu < PhUG2 • • •plat liegd 1 • 17.0 • 0.0 • 0.0 • 1 8.62 22.00 -0.93 0.93 0.41 1.00 17.04 Vu < PhiVc/2 • • `Met kegd 1 •..1t.Q • 0.0 • • 0 0 1 8.64 22.00 -0.94 0.94 0.43 1.00 17.04 Vu < PhiVc/2 • • ` • • • • • • : Net 1 1j.0 0.0 0.(i 1 8.66 22.00 -0.94 0.94 0.45 1.00 17.04 Vu < PhiVc/2 • Not:tegd 1 '• 17.9 0.0 0.00 1 8.67 22.00 -0.95 0.95 0.46 1.00 17.04 Vu < PhiVc/2 • Net Reqd 1 : ` .1,15* 0.0 • 0.0 • 1 8.69 22.00 -0.95 0.95 0.48 1.00 17.04 Vu < PhiVc/2 • • NoNRegd 1 • • .17.0. 0.0; • • e.e: 1 8.71 22.00 -0.96 0.96 0.50 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 P1.0: 0.0 0.0 1 8.73 22.00 -0.97 0.97 0.52 1.00 17.04 Vu < PhVc/2 Not Reqd 1 17.0 0.0 0.0 1 8.75 22.00 -0.97 0.97 0.54 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 8.77 22.00 -0.98 0.98 0.55 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 8.79 22.00 -0.98 0.98 0.57 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 8.81 22.00 -0.99 0.99 0.59 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 8.82 22.00 -0.99 0.99 0.61 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 8.84 22.00 -1.00 1.00 0.63 1.00 17.04 Vu < PhiVcJ2 Not Reqd 1 17.0 0.0 0.0 1 8.86 22.00 -1.00 I 1.00 0.65 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 8.88 22.00 -1.01 1.01 0.67 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 U.0 0.0 Engquest Inc. 14500 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 ;Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Printed: 1 DEC 2016. 9:33AM :Concrete Beam File = P:12016\16211620075 Allegra-Rajo, Miami, FL1Calculations\concrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver.6.16.10.31 ic- •e- GU C i Inca Description : Concrete Beam CB02 1.'" tailed Shear Information Span Distance 'd' Load Combination Number (ft) (in) '+1.400+1.60H 1 8.90 22.00 +1.40D+1.60H 1 8.92 22.00 +1.40D+1.60H 1 8.94 22.00 +1.40D+1.60H 1 8.96 22.00 +1.40D+1.60H 1 8.98 22.00 +1.40D+1.60H 1 8.99 22.00 +1.40D+1.60H 1 9.01 22.00 +1.40D+1.60H 1 9.03 22.00 .+1.400+1.60H 1 9.05 22.00 41.400+1.60H 1 9.07 22.00 +1.400+1.60H 1 9.09 22.00 +1.40D+1.60H 1 9.11 22.00 +1.40D+1.60H 1 9.13 22.00 +1.40D+1.60H 1 9.14 22.00 +1.400+1.60H 1 9.16 22.00 +1.400+1.60H 1 9.18 22.00 +1.400+1.60H 1 9.20 22.00 +1.400+1.60H 1 9.22 22.00 +1.40D+1.60H v 1 9.24 22.00 +1.400+1.60H 1 9.26 22.00 +1.40D+1.60H 1 9.28 22.00 +1.40D+1.60H 1 9.30 22.00 +1.40D+1.60H 1 9.31 22.00 +1.40D+1.60H 1 9.33 22.00 +1.40D+1.60H 1 9.35 22.00 +1.40D+1.60H 1 9.37 22.00 +1.400+1.60H 1 9.39 22.00 +1.400+1.60H 1 9.41 22.00 +1.40D+1.60H 1 9.43 22.00 +1.40D+1.60H 1 9.45 22.00 +1.400+1.60H 1 9.46 22.00 +1.40D+1.60H 1 9.48 22.00 +1.40D+1.60H 1 9.50 22.00 +1.40D+1.60H 1 9.52 22.00 +1.40D+1.60H 1 9.54 22.00 +1.40D+1.60H 1 9.56 22.00 +1.400+1.60H 1 9.58 22.00 +1.400+1.60H 1 9.60 22.00 +1.400+1.60H 1 9.61 22.00 +1.40D+1.60H 1 9.63 22.00 +1.40D+1.60H 1 9.65 22.00 +1.40D+1.60H 1 9.67 22.00 +1.40D+1.60H 1 9.69 22.00 +1.40D+1.60H 1 9.71 22.00 +1.400+1.60H 1 9.73 22.00 +1.400+1.60H 1 9.75 22.00 +1.40D+1.60H 1 9.77 22.00 +1.40D+1.60H 1 9.78 22.00 +1.40D+1.60H 1 9.80 22.00 +1.40D+1.60H 1 9.82 22.00 +1.400+1.60H 1 9.84 22.00 +1.400+1.60H 1 9.86 22.00 +1.400+1.60H 1 9.88 22.00 +1.40D+1.60H 1 9.90 22.00 Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Actual Design (k -ft) (k) -1.01 1.01 0.68 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.02 1.02 0.70 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.02 1.02 0.72 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 :1.03 1.03 0.74 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.03 1.03 0.76 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.04 1.04 0.78 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.04 1.04 0.80 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.05 1.05 0.82 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.05 1.05 0.84 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.06 1.06 0.86 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.06 1.06 0.88 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.07 1.07 0.90 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.07 1.07 0.92 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.08 1.08 0.94 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.08 1.08 0.96 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.09 1.09 0.98 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.09 1.09 1.00 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.10 1.10 1.02 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.10 1.10 1.04 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.11 1.11 1.06 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.11 1.11 1.08 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.12 1.12' 1.11 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.12 1.12 1.13 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.13 1.13 1.15 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.13 1.13 1.17 1.00 17.04 . Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.14 1.14 1.19 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.14 1.14 1.21 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.15 1.15 1.23 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.15 1.15 , 1.25 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 1 17.0 0.0 0.0 -1.16 1.16 1.28 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 ' 17.0 0.0 0.0 -1.16 1.16 1.30 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.17 , 1.17 '1.32 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.17 1.17 1.34 1.00 17.04 Vu < PhiVc/2 • NotR eqd 1 • "MI* . 0.0 0.0 -1.18 1.18 1.36 1.00 17.04 Vu < PhiVc/2 • • rlet I nd 1 1 131 0.0 ••6.6:• -1.18 1.18 1.39 1.00 17.04 Vu < PhiVc/2 • • tqd 1 : 01.7a: • 0.0 0.S • -1.19 1.19 1.41 1.00 17.04 Vu < PhiVc/2 • • a(jjegd 1 170 0.0 ••6.". -1.19 1.19 1.43 1.00 17.04 Vu < PhiVc/2 • f(p6Regd 1 • 17.0 0.0 ; . Di).: -1.20 1.20 1.45 1.00 17.04 Vu < PhiVc/2 ..Npp Reqd 1 1 • • 17•06 • 0.0 0.0 • -1.20 1.20 1.48 1.00 17.04 Vu < PhiVc/2 • • Ant gegd 1 1 • 17.0 • 0.0 • • b'b•. -1.21 1.21 1.50 1.00 17.04 Vu < PhiVcl2 •. •tocil Reqd 1 •. • • ?.Q • 0.0 • • •0*0• -1.21 1.21 1.52 1.00 17.04 Vu < PhiVc/2 • . • pint Reqd 1 I 1Z.0 0.0 t1 • -1.22 1.22 1.54 1.00 17.04 Vu <PhiVcl2 • Not:egd 1 . 17.Q 0.0 0.0i -1.22 1.22 1.57 1.00 17.04 Vu < PhiVc/2 • Not Reqd 1 ; • •11.1, • 0.0 • 0.0 • • -1.23 1.23 1.59 1.00 17.04 Vu < PhiVc/2 • • NotRegd 1 • ..17.0• 0.0: • el.,: -1.24 1.24 1.61 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 i fig 0.0 0.0 -1.24 1.24 1.64 1.00 17.04 Vu < PhiVcl2 Not Reqd 1 i 17.0 0.0 0.0 -1.25 1.25 1.66 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 i 17.0 0.0 0.0 -1.25 1.25 1.68 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 '17.0 0.0 0.0 -1.26 1.26 1.71 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.26 1.26 ` 1.73 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.27 1.27 1.76 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.27 1.27 1.78 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 -1.28 1.28 1.80 1.00 17.04 ' Vu < PhiVc/2 Not Reqd 1 17.0 3 p.0 0.0 -1.28 1.28 1.83 1.00 17.04 Vu < PhiVcl2 Not Reqd 1 17.0 0.0 0.0 (k) (k) Req'd Suggest Engquest Inc. 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Printed: 1 DEC 2016, 9:33AM Concrete Beam )itrwisitviraimitiPiEtIt Description : Concrete Beam CB02 File = P:12016116211620075 Allegra-Rajo, Miami, FLICalculationslconcrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver6.16.10.31 De at filed Shear Information icensee onsu ting nc Load Combination +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H 1+1.40D+1.60H '+1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H '+1.400+1.60H 41.400+1.60H 41.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H 1+1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H +1.400+1.60H Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs :PhrVn Spacing (in) Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Reqd Suggest 1 9.92 22.00 -1.29 1.29 1.85 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 t 17.0 0.0 0.0 1 9.93 22.00 -1.29 1.29 1.88 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0. "0.0 0.0 1 9.95 22.00 -1.30 1.30 1.90 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 '0.0 1 9.97 22.00 -1.30 1.30 1.92 • 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 9.99 22.00 -1.31 1.31 1.95 1.00 17.04 -Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 10.01 22.00 -1.31 1.31 1.97 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 10.03 22.00 -1.32 1.32 2.00 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 10.05 22.00 -1.32 1.32 2.02 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 10.07 22.00 -1.33 1.33 2.05 1.00 , 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 10.09 22.00 -1.33 1.33 2.07 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 10.10 22.00 -1.34 1.34 2.10 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 10.12 22.00 -1.34 1.34 2.12 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 10.14 22.00 -1.35 1.35 2.15 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 10.16 22.00 -1.35 1.35 2.17 1.00 17.04 Vu < PhiVcl2 Not Reqd 1 17.0 0.0 0.0 1 10.18 22.00 -1.36 1.36 2.20 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 10.20 22.00 -1.36 1.36 2.23 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 10.22 22.00 -1.37 1.37 2.251 1.00 17.04 Vu < PhiVc/2 Not Reqd 1- 17.0 0.0 0.0 1 10.24 22.00 -1.37 1.37 2.28 • 1.00 17.04 Vu < PhiVcl2 Not Reqd 1 17.0 0.0 0.0 1 10.25 22.00 -1.38 1.38 2.30 1.00 17.04 Vu < PhiVcl2 Not Reqd 1 17.0 0.0 0.0 1 10.27 22.00 -1.38 1.38 2.33 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 10.29 22.00 -1.39 1.39 2.35 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 10.31 22.00 -1.39 1.39 2.38 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0 0.0 0.0 1 10.33 22.00 -1.40 1.40 2.41 1.00 17.04 Vu < PhiVc/2 Not Reqd 1 17.0. 0.0 0.0 rOveralrMaximum Deflections Load Combination Span Max: " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D Only } 1 0.0003 5.165 • • • • • •• • • 0.0000 0.000 • .•. • • •••• • • • • • • 1 . •••• •••. . • • • .•.• .••• • • .. .• • • • • • • • • • . •• • • • • .• • • • • • .• • • •' •.• • • -. •. 38 • • • • Engquest Inc. 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Printed: 1 DEC 2016, 9:34AM Masonry Slender Wall Lic: # : KW -06009148 File = P:12016116211620075 Allegra-Rajo, Miami, FLICalculationslconcrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31' Licensee : ENGQUEST Consulting Inc; Description : Mansory Column GC01 '-Code References` Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Construction Type : Grouted F'm Fy - Yield Fr - Rupture Em= fm * Max % of p bal. Grout Density Block Weight Wall Weight • Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Hollow Concrete Masonry = 1.50 ksi Nom. Wall Thickness • 60.0 ksi Actual Thickness • 61.0 psi Rebar "d" distance Lower Level Rebar .. . Bar Size Bar Spacing = 900.0 = 0.007218 = 140 pcf Normal Weight • 84.0 psf' Wall is Solid Grouted One -Story Wall Dimensions 8 in in 3.8125 in 5 24.0 in Temp Diff across thickness = deg F Min Allow Out -of -plane Defl Ratio = 0 Minimum Vertical Steel % = 0.0020 A Clear Height = 10.0 ft B Parapet height = ft Wall Support Condition Top & Bottom Pinned Vertical Loads Vertical Uniform Loads (Applied per foot of Strip Width) - Ledger Load Eccentricity in Concentric Load Lateral Loads Wind Loads : Full area WIND load DL: Dead 0.2160 �r : Roof Live 0.240 Lf : Floor Live S : Snow • •• • •• • •••• ..•• • • W : Wind klft kfft • • 57.0 psf Seismic Loads : Wall Weight Seismic Load Input Method : Seismic Wall Lateral Load Fp Direct 2Mry'ditateral Wall Weight. • • 25.U.psf •..• •••• ••.• 1.0 = 25.0 psf •••••• • • • • • • • • • • •• • • • • • • , ••••-• • • • •• •• • • • • ••• • 1 39 • • • • • • ,Engquest Inc. 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 'Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Printed: 1 DEC 2016, 9:34AM Masonry Slender Wall -Rpm; . r Description : Mansory Column GC01 File = P:120161162\1620075 Allegra-Rajo, Miami, FLICalculationslconcrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 i, • •1 tti i1 cKt,1�4 it, -n (III* ,t DESIGN SUMMARY Results reported for "Strip Width" of 12.0 in Goveming Load Combination .. Actual Values ... Allowable Values ... PASS PASS PASS PASS Moment Capacity Check +0.900+W+0.90H Service Deflection Check W Only Axial Load Check +1.2 0 D+0.50 L r+0.50 L+ W+ 1.6 0 H Reinforcing Limit Check Design Maxim Combinations - Moments Axial Load Load Combination Pu 0.2*fm*b*t k 0.000 0.000 0.000 0.000 0.000 0.000' 0.000 0.000 +1.20D+1.60Lr+0.50W+1.60H at 4.67 to 5.00 1.181 27.360 0.000 0.000 +1.20D+1.60S+0.50W+1.60H at 4.67 to 5.00 0.797 27.360 +1.20D+0.50Lr+0.5bL+W+1.60H at 4.67 to 5. 0.917 27.360 +1.20D+0.50L+0.50S+W+1.60H at 4.67 to 5.0 0.797 27.360 +1.20D+0.50L+0.70S+E+1.60H at 4.67 to 5.0 0.797 27.360 +0.900+W+0.90H at 4.67 to 5.00 0.598 27.360 +0.90D+E+0.90H at 4.67 to 5.00 0.598 27.360 I Design Maximum Combinations - Deflections Axial Load Load Combination Pu k 0.000 0.000 0.000 0.000 0.000 0.000 +D+0.60W+H at 4.67 to 5.00 0.664 +D+0.70E+H at 4.67 to 5.00 0.664 +D+0.750Lr+0.750L+0.450W+H at 4.67 to 5.0 0.844 `+D+0.750L+0.750S+0.450W+H at 4.67 to 5.00 0.664 `+D+0.750L+0.750S+0.5250E+H at 4.67 to 5.0 0.664 ,+0.60D+0.60W+0.60H at 4.67 to 5.00 0.398 1+0.60D+0.70E+0.60H at 4.67 to 5.00 0.398 k Maximum Bending Max Mu Actual Defl. Ratio L/ Max. Deflection Max Pu / Ag Location Controlling As/bd Stress Ratio = 0.2762 0.7136 k -ft Phi* Mn 1,935 0.06202 in 12.947 psi 4.833 ft 2.584 k -ft Allowable Defl. Ratio 150 Max. Allow. Defl. 0.80 in 0.2 * f m 300.0 psi 0.003388 As/bd007218 rho bal 0.007728 Maximum Reactions ... Top Horizontal Base Horizontal Vertical Reaction for Load Combination.... W Only 0.2850 k W Only 0.2850 k +D+Lr+H 1.296 k Results reported for "Strip Width" = 12 in. 0.000 0.000 0.000 Mcr k -ft 0.00 0.00 0.00 0.00 0.59 0.00 0.59 0.59 0.59 0.59 0.59 0.59 Mu Phi k -ft Moment Values Phi Mn As k -ft inA2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.36 0.90 0.00 0.00 0.36 0.90 0.72 0.90 0.71 0.90 0.31 0.90 0.71 0.90 0.31 0.90 0.00 0.000 0.00 0.000 0.00 0.000 0.00 0.000 2.73 0.155 0.00 0.000 2.64 0.155 2.67 0.155 2.64 0.155 2.64 0.155 2.59 0.155 2.59 0.155 9 0.6* As Ratio rho bal 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0034 0.0076 0.0000 0.0000 0.0034 0.0074 0.0034 0.0075 0.0034 1 0.0074 0.0034 ' 0.0074 0.0034 0.0074 0.0034 0.0074 Results reported for "Strip Width" = 12 in. Moment Values Mcr Mactual k -ft k -ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.59 0.43 0.59 0.22 0.59 0.32 0.59 0.32 0.59 0.16 0.59 0.43 0.59 0.22 0.00 0.00 0.00 0.00 0.00 0.00 I gross inA4 0.00 0.00 0.00 0.00 0.00 0.00 443.30 443.30 443.30 443.30 443.30 443.30 443.30 0.00 0.00 0.00 Stiffness I cracked inA4 cA4 • • in 0.00 0.00 0.00 OAK/ • 0.00 0.!000, • • 0.00 10bp0 •; 0.00 401100 • 31.23 43.1V: 31.23 443.300 • • 31.66 31.23 443.300 31.23 443.300 30.60 443.300 30.60 443.300 0.00 0.00 0.00 Deflections • I effective Deflection • Defl. Ratio • ••.. Mom 4445.. 413.30e : OQrOl••• 0.000 • o.00a • • oleo, .•• 0.080 • • • • 0.0 •• 0*0 • a0,.•• 0.000 •• OK* •••• • 0.013 • 9,338.9 ••- O;OpZ • :. 18,26b13• • • • • 0.010 12,446.3.•• 0.010•• 12,451.8 • 0.005 24,334.4 0.013 9,344.7 0.007 18,262.2 0.000 0.000 0.0 0.000 0.000 0.0 0.000 0.000 0.0 40 Engquest Inc. 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Printed: 1 DEC 2016, 9:34AM `Masonry Slender Wall Lic.'# KW -06009148 File = P:12016\16211620075 Allegra-Rajo, Miami, FLICaiculationslconcrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 Licensee : ENGQUEST Consulting Inc Description : Design Maximum Combinations - Deflections 1 Mansory Column GC01 Load Combination W Only at 5.00 to 5.33 E Only at 5.00 to 5.33 Axial Load Moment Values Results reported for "Strip Width" = 12 in. Stiffness Deflections Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k -ft k -ft in^4 in^4 r in^4 in 0.000 0.00 0.00 0.00 0.000 0.59 0.71 443.30 0.000 0.59 0.31 443.30 0.000 0.00 0.00 0.00 Reactions - Vertical & Horizontal 'Load Combination '+D+H +D+L+H 1+D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H '+D+0.60W+H +D+0.70E+H .+D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H 1+0.60D+0.60W+0.60H +0.60D+0.70E+0.60H iD Only Lr Only L Only S Only W Only E Only H Only 0.00 29.64 29.64 0.00 0.000 38.901 443.300 0.000 0.000 0.062 0.009 0.000 0.0 1,934.8 12,795.5 0.0 Results reported for "Strip Width" = 12 in. Base Horizontal 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.2 k 0.1 k 0.1 k 0.1 k 0.1 k 0.2 k 0.1 k 0.0 k 0.0 k 0.0 k 0.0 k 0.3 k 0.1 k 0.0 k Top Horizontal 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.17 k 0.09 k 0.13 k 0.13 k 0.07 k 0.17 k 0.09 k 0.00 k 0.00 k 0.00 k 0.00 k 0.28 k 0.12 k 0.00 k Vertical @ Wall Base • . • .. �. • . • .••• • • .... . . .. .. ... • . . • . . .. . 1 1.056 1.056 1.296 1.056 1.236 1.056 1.056 1.056 1.236 1.056 1.056 0.634 ,0.634 1.056 0.240 0.000 0.000 0.000 0.000 ...08000 k • . •••• • .. . • • • • .... • . • . .... . . ...... • • • • . ' 41 411111111111111111111 Engquest Inc. 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 'Fax: (678) 906-4671 Project Title: Engineer: Project Descr: Allegra - Rajo David Tan Project ID: 1620075 Covered Patio Addition to the Residence Printed: 1 DEC 2016, 935AM Combined Footing Lic: # : KW -06009148 Description : CF01 File = P:\2016116211620075 Allegra-Rajo, Miami, FLICalculations\concrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver.6.16.10.31 LCode References Licensee : ENGQUEST,Consulting Inc Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 T General Information Material Properties Pc': Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density : Phi Values Flexure : Shear: Soil Information Ti 3 ksi 60 ksi 3122 .ksi 145 pcf 0.9 0.75 Analysis/Design Settings Calculate footing weight as dead load ? Calculate Pedestal weight as dead load ? Min Steel % Bending Reinf (based on 'd') Min Allow % Temp Reinf (based on thick) Min. Overtuming Safety Factor Min. Sliding Safety Factor Yes No 0.0018 1: 1 1: 1 -- 1 Allowable Soil Bearing 2.50 ksf Increase Bearing By Footing Weight Yes I Soil Passive Sliding Resistance 250 pcf (Uses entry for "Footing base depth below soil surface" for force) Coefficient of Soil/Concrete Friction- 0.3 Dimensions & Reinforcing Distance Left of Column #1 = Between Columns = Distance Right of Column #2 Total Footing Length = Footing Width Footing Thickness Soil Bearing Increase Footing base depth below soil surface Increases based on footing Depth .... Allowable pressure increase per foot when base of footing is below Increases based on footing Width... Allowable pressure increase per foot when maximum length or width is greater than Maximum Allowed Bearing Pressure (A value of zero implies no limit) Adjusted Allowable Soil Bearing (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified by user.) 2.0 ft ksf ft ksf ft 10 ksf 2.693 ksf 1.0 ft 10.667 ft 1.0 ft 12.667 ft 3.0 ft 16.0 in Rebar Center to Concrete Edge @ Top = Rebar Center to Concrete Edge @ Bottom = Pedestal dimensions... Col #1 12 Sq. Dim. Height Applied Loads Applied @ Left Column Axial Load Downward Moment (+CW) Shear (+X) Applied @ Right Column Axial Load Downward Moment (+CW) Shear(+X) , Overburden 3 in 3 in Col #2 12 in in As As Bars left of Col #1 Count Size # Provided Req'd Bottom Bars 4.0 5 1.240 1.037 inA2 Top Bars 4.0 5 1.240 1.037 inA2 Bars Btwn Cols Bottom Bars 4.0 5 1.240 0.0 inA2 Top Bars 4.0 5 1.240 1.037 inA2 Bars Right of Col #2 Bottom Bars 4.0 5 1.240 1.037 inA2 Top Bars 4.0 5 1.240 1.037 inA2 D 5.958 = 0.1230 4.622 _ -0.1230 = 0.30 Lr L S 4.086 0.0530 2.750 -0.0530 W 0.3520 -3.389 6.016 -0.8110 E • • • • • •• • • •••• • • .••. • • •• •• .K•• • k -ft • ••• • • • ••••k -ft • .1• •••• k • • • • • • • • • • • • •• •• • • • ••••-.• • • • • to 42 • . •• •i 1'-0'i_ 10'-8-1/16" 12'-8-1/16" ,..1M" ••••-.• • • • • to 42 { Engquest Inc. 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 :Tel: (678) 906 -4670 - Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Combined Footing Printed: 1 DEC 2016, 9:35AM File = P:\2016116211620075 Allegra-Rajo, Miami, FLICalculations\concrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver6.16.10.31 Lic' # KW -06009148 Description : CF01 DESIGN SUMMARY Factor of Safety Item j Applied 3.458 k -ft -2.520 k 0.0 k Applied 1.195 ksf 15.598 psi 16.179 psi 7.388 psi 8.460 psi 0.1091 k -ft 0.07975 k -ft -30.099 k -ft 0.0 k -ft -0.1574 k -ft 0.05677 k -ft PASS 46.317 Overtuming PASS 3.224 Sliding PASS No Uplift Uplift Utilization Ratio Item PASS PASS PASS PASS `PASS IPASS PASS PASS { PASS PASS PASS 0.4436 Soil Bearing 0.1899 1 -way Shear - Col #1 0.1969 1 -way Shear - Col #2 0.04496 2 -way Punching - Col #1 0.05149 2 -way Punching - Col #2 0.001552 Flexure - Left of Col #1 - Top 0.001135 Flexure - Left of Col #1 - Bottom 0.4283 Flexure - Between Cols - Top No Bending Flexure - Between Cols - Bottom 0.002239 Flexure - Right of Col #2 - Top 0.000808 Flexure - Right of Col #2 - Bottom Soii_Bearing Licensee : ENGQUEST Consulting Inc • Design OK Capacity Governing Load Combination 160.184 k -ft +0.60D+0.60W+0.60H 8.126 k +0.600+0.60W+0.60H 0.0 k No Uplift 1 Capacity Governing Load Combination 2.693 ksf +D+Lr+H 82.158 psi +1.20D+1.60Lr+0.50W+1.60H 82.158 psi +1.20D+1.60Lr+0.50W+1.60H 164.317 psi +1.20D+1.60Lr+0.50W+1.60H 164.317 psi +1.20D+1.60Lr+0.50L+1.60H 70.279 k -ft 70.279 k -ft +1.20D+0.50L+0.50S+W+1.60H +1.20 D+ 1.60 L r+0.50 L+ 1.60 H 70.279 k -ft +1.20D+1.60Lr+0.50W+1.60H 0.0 k -ft N/A 70.279 k -ft +1.40D+1.60H 70.279 k -ft +0.90D+W+0.90H Load Combination... Total Bearing Eccentricity from Ftg CL Actual Soil Bearing Stress Actual 1 Allow @ Left Edge @ Right Edge Allowable Ratio +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.7505+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H Overturning Stability 31.84 k 31.84 k 38.67 k 31.84 k 36.96 k 31.84 k 35.66 k 31.84 k 39.83 k 34.70 k 31.84 k . 23.93 k 20.10 k -0.224 ft -0.224 ft -0.369 ft -0.224 ft -0.337 ft -0.224 ft 0.214 ft -0.224 ft -0.035 ft 0.114 ft -0.224 ft 0.438 ft -0.213 ft 0.93 ksf 0.93 ksf 1.19 ksf 0.93 ksf 1.13 ksf 0.93 ksf 0.84 ksf 0.93 ksf 1.07 ksf 0.86 ksf 0.93 ksf 0.50 ksf 0.58 ksf 0.75 ksf 0.75 ksf 0.84 ksf 0.75 ksf 0.82 ksf 0.75 ksf 1.03 ksf 0.75 ksf 1.03 ksf 0.96 ksf 0.75 ksf 0.76 ksf 0.48 ksf 2.69 ksf 0.344 2.69 ksf 0.344 2.69 ksf 0.444 2.69 ksf 0.344 2.69 ksf 0.419 2.69 ksf 0.344 2.69 ksf 0.384 2.69 ksf 0.344 2.69 ksf 0.396 2.69 ksf 0.357 2.69 ksf 0.344 2.69 ksf 0.282 2.69 ksf 0.216 Load Combination... +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.7505+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.7505+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H Moments about Left Edge k -ft Overtuming Resisting Ratio 0.16 196.43 999.000 0.16 196.43 999.000 0.23 232.67 991.503 0.16 196.43 999.000 0.22 223.61 999.000 0.16 196.43 999.000 3.52 238.76 67.751 0.16 196.43 999.000 2.74 255.36 93.298 2.68 228.18 85.013 0.16 196.43 999.000 3.46 160.18 46.317 0.10 117.86 999.000 Sliding Stability Moments about Right Overturning . • Assisting ' •• Raid .. • 0.16 0.16 0.23 0.16 0.22 •••• 0.16 0.16 0.16 0.22 • • • 0.16 • • 0.16 . • •••• • • • • •• •• 210.4••:• 999%0 210.F8 '999.000 261.17 • ;999 QQQ 21010.668 • • • .9 24855 •••• a,9QgQ0 210.6 •9$ .QQO 220!1 • a 210.68' • • '999.15{0 255.63 • 999.0Q0 217,76 • .96G 0 Q 21058"" .999.000 0.10 • • • .1354V. • ••999tet 0.10 126._41 • • 999.00 •• Load Combination... Sliding Force Resisting Force Sliding SafetyRatio +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 10.74 k 10.74 k 12.79 k 10.74 k 12.28 k 10.74 k 999 999 999 999 999 999 l 43 Engquest Inc. 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Printed: 1 DEC 2016, 9:35AM Combined Footing Description : CF01 File = P:12016\162\1620075 Allegra-Rajo, Miami, FLICalculations1concrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver.6.16.10.31 E.1.104.4- Sliding aa0-- 4 Sliding Stability 4 Load Combination... Sliding Force Resisting Force Sliding SafetyRatio +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H -2.52 k 0.00 k -1.89 k -1.89 k 0.00 k -2.52 k +0.600+0.70E+0.60H 0.00 k Z -Axis Footing Flexure - Maximum Values for Load Combination 11.89 k 10.74 k 13.14 k 11.60 k 10.74 k 8.13 k 6.98 k 4.718 999 6.953 6.139 999 3.224 999 Load Combination... Distance Mu from left (ft -k) (ft) Tension Side As Req'd (in"2) Governed by Actual As (inA2) Phi*Mn Mu / PhiMn (ft -k) +0.60D+0.70E+0.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H' +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.20D+0.50L+0.50S+W+1.60 H +1.20D+0.50L+0.50S+W+1.60 H +1.200+0.50 L+0.50S+W+1.60 H +1.200+0.50L+0.50S+W+1.60H +1.200+0.50 L+0.50S+W+1.60 H +1.200+0.50 L+0.50S+W+1.60 H +1.200+0.50L+0.50S+W+ 1.60 H +1.200+0.50L+0.50S+W+1.60 H +1.200+0.50L+0.50S+W+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.200+1.60Lr+0.50 L+ 1.60 H +1.200+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.50S+W+1.60 H +1.20D+0.50L+0.50S+W+1.60 H +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.200+0.50Lr+0.50L+W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.200+0.50Lr+0.50L+W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.200+0.50Lr+0.50L+W+1.60H +1.200+0.50Lr+0.50L+W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.200+0.50Lr+0.50L+W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.200+0.50Lr+0.50L+W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H 0.000 - 0.000 -0.016 0.032 -0.030 0.063 -0.043 '0.095 '-0.054 0.127 -0.063 0.158 -0.072 0.190 -0.078 0.222 -0.084 0.253 -0.091 0.285 -0.096 0.317 -0.101 0.348 -0.104 0.380 -0.107 0.412 -0.108 0.443 -0.109 0.475 -0.109 0.507 0.125 0.538 0.133 0.570 -0.139 0.602 -0.161 0.633 -0.189 0.665 -0.224 0.697 -0.264 0.728 -0.311 0.760 -0.363 0.792 -0.422 0.823 -0.487 0.855 -0.558 0.887 -0.647 0.918 -0.746 0.950 -0.853 0.982 -5.255 1.013 -5.378 1.045 -5.508 1.077 -5.647 1.108 -5.792 1.140 -5.946 1.172 -6.108 1.203 -6.277 1.235 -6.454 1.267 -6.638 1.298 -6.830 1.330 -7.030 1.362 -7.238 1.393 -7.454 1.425 -7.677 1.457 -7.908 1.488 -8.144 1.520 -8.380 1.552 -8.615 1.583 -8.848 1.615 -9.079 1.647 0 Top Top Top Top Top Top Top Top Top Top Top Top Top Top Top Top Bottom Bottom Top Top Top Top Top Top Top Top Top Top Top Top Top Top Top Top Top Top Top Top Top Top Top Too Top Too Top Top Top Top , Top Top Top Top 0.000 0 0.000 0.000 0.000 1.037 Min Temp % 1.240 70.279 0.000 1.037 Min Temp % 1.240 70.279 0.000 1.037 Min Temp % 1.240 70.279 0.001 1.037 Min Temp % 1.240 70.279 0.001 1.037 Min Temp % 1.240 70.279 0.001 1.037 Min Temp % 1.240 70.279 0.001 1.037 Min Temp % 1.240 70.279 0.001 1.037 Min Temp % 1.240 70.279 0.001 1.037 Min Temp % 1.240 70.279 0.001 1.037 Min Temp % 1.240 70.279 0.001 1.037 Min Temp % 1.240 70.279 0.001 1.037 Min Temp % 1.240 70.279 1.037 Min Temp % 1.240 70.279 0.0010.002 1.037 Min Temp % 1.240 70.279 0.002 1.037 Min Temp % 1.24070.279 0.002 1.037 Min Temp % 1.240 70.279 0.002 1.037 Min Temp % 1.240 70.279 0.002 1.037 Min Temp % 1.240 70.279 0.002 1.037 Min Temp % 1.240 70.279 0.002 1.037 Min Temp % 1.240 70.279 0.002 1.037 Min Temp % 1240 70.279 0.003 1.037 Min Temp % 1.240 70.279 0.003 1.037 Min Temp % 1.240 1 70.279 0.004 1.037 Min Temp % 1.240 70279 0.004 1.037 Min Temp % 1.240 .70.279 0.005 1.037 Min Temp % 1.240 70.279' 0.006 1.037 Min Temp % 1.240 70.279 0.007 1.037 Min Temp % 1.240 . • • 76.279 0.008 1.037 Min Temp % : .1.240 • • 70.279 • • GUQ9 1.037 Min Temp % • • 1!240 • 78.279 0411 1.037 Min Temp % .....14240 : • • 76.279 .. Q 2 1.037 Min Temp % ...: x.240 10.279 • 0.075 1.037 Min Temp %1.240 70.279 1.037' Min Temp % • • • • X10240 • • • 76.279 • 0.078 1.037 Min Temp % • • •'1.240 • • 70.279 *61m 1.037 Min Temp % • • • •1+240 ,• 70.€79 • • b48 1.037 Min Temp % •••• .1.240 •. • 70279 ../4085 1.037 Min Temp % 1.240 ; J0.279 0J 7 1.037 Min Temp % : • 1:240 70.279 0.089 1.037 Min Temp % 1.240 •...7:279 Ub92 1.037 Min Temp % :,. 1.240 • 70.279 : • Q.O 1.037 Min Temp % • • 1!240 • • • 70479 • 0.0 1.037 Min Temp %1.240 670279 0.100 1.037 Min Temp % 1.240 70.279 0.103 1.037 Min Temp % 1.240 70.279 0.106 1.037 Min Temp % 1.240 j 70.279 0.109 1.037 Min Temp % 1.240 70.279 0.113 1.037 Min Temp % 1.240 70.279 0.116 1.037 Min Temp % 1.240 70.279 ' 0.119 1.037 Min Temp % 1.240 70.279 0.123 1.037 Min Temp % 1.240 70.279 0.126 1.037 Min Temp % 1.240 70.279 0.129 44 ••0. r 1 Engquest Inc. 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Printed: 1 DEC 2016, 9:35AM Combined Footing File = P:\2016116211620075 Allegra-Rajo, Miami, FL1Calculationslconcrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 ENGQUEST C • It Description : CF01 72 -Axis Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu / PhiMn (ft -k) (ft) (inA2) (inA2) (ft -k) +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H. +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H 1 +1.20D'+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H I +1.200+1.60Lr+0.50W+1.60H } +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H 1 +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H ' +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20 D+ 1.60 L r+0.50 W+ 1.60 H +1.20D+1.60Lr+0.50W+1.60 H +1.20D+1.60Lr+0.50W+1.60 H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H ' +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1:200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H' +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H -9.310 -9.538 _-9.766 -9.991 -10.216 -10.439 -10.660 -10.880 -11.099. -11.316 -11.532 -11.758 -12.045 -12.329 -12.611 -12.891 -13.168 -13.443 -13.716 -13.986 -14.254 -14.520 -14.783 -15.044 -15.303 -15.560 -15.814 -16.066 -16.316 -16.563 -16.808 -17.051 -17.291 -17.530 -17.766 -17.999 -18.231 -18.460 -18.686 -18.911 -19.133 -19.353 -19.571 -19.786 -19.999 -20.210 -20.419 -20.625 -20.829 -21.031 -21.231 -21.428 21.623 -21.816 -22.006 -22.194 -22.380 -22.564 -22.745 -22.925 -23.102 -23.276 -23.449 1.678 1.710 1.742 1.773 1.805 1.837 1.868 1.900 1.932 1.963 1.995 2.027 2.058 2.090 2.122 2.153 2.185 2.217 2.248 2.280 2.312 2.343 2.375 2.407 2.438 2.470 2.502 2.533 2.565 2.597 2.628 2.660 2.692 2.723 2.755 2.787 2.818 2.850 2.882 2.913 2.945 2.977 3.008 3.040 3.072 3.103 •3.135 3.167 3.198 3.230 3.262 3.293 3.325 3.357 3.388 3.420 3.452 3.483 3.515 3.547 3.578 3.610 3.642 Top 1.037 Min Temp % 1.240 70.279 0.132 Top 1.037 Min Temp % 1.240 70.279 0.136 Top 1.037 Min Temp % 1.240 70.279 0.139 Top 1.037 Min Temp % 1.240 70.279 0.142 Top 1.037 Min Temp % 1.240 70.279 0.145 i Top 1.037 Min Temp % 1.24070.279 0.149 Top 1.037 Min Temp % 1.240 `70.279 0.152 Top 1.037 Min Temp % 1.240 1 70.279 0.155 Top 1.037 Min Temp % 1.240 70.279 0.158 Top 1.037 Min Temp % 1.240 70.279 0.161 Top 1.037 Min Temp % 1.240 70.279 0.164 To 1.037 Min Temp % 1.240 70.279 0.167 Top 1.037 Min Temp % 1.240 70.279 0.171 To 1.037 Min Temp % 1.240 70.279 0.175 Top 1.037 Min Temp % 1.240 70.279 0.179 Top 1.037 Min Temp % 1.240 70.279 0.183 Top 1.037 Min Temp % 1.240 70.279 0.187 Top " 1.037 Min Temp % 1.240 70.279 0.191 Top 1.037 Min Temp % 1.240 70.279 0.195 Top 1.037 Min Temp % 1.240 70.279 0.199 Top 1.037 Min Temp % 1.240 70.279 0.203 Top 1.037 Min Temp % 1.240 70.279 0.207 Top 1.037 Min Temp % 1.240 70.279 0.210 Top 1.037 Min Temp % 1.240 70.279 0.214 Top 1.037 Min Temp % 1.240 70.279 0.218 Top 1.037 Min Temp % 1.240 70.279 0.221 Top 1.037 Min Temp % 1.240 70.279 0.225 Top 1.037- Min Temp % 1.240 70.279 0.229' Top 1.037 Min Temp % 1.240 70.279 0.232 Top 1.037 Min Temp % 1.240 70:279 0.236 Top' 1.037 Min Temp % 1.240 1 70.279 0.239 Top 1.037 Min Temp % 1.240 70.279 0.243 To 1.037 Min Temp % 1.240 70.279 0.246 Top 1.037 Min Temp % 1.240 70.279 0.249 Top 1.037 Min Temp % 1.240 70.279 0.253 Top 1.037 Min Temp % 1.240 70.279 0.256 Top 1.037 Min Temp % 1.240 70.279 0.259 Top 1.037 Min Temp % 1.240 , 70.279 0.263 Top 1.037 Min Temp % 1.240 ; • • 11?.79 0.266 Top 1.037 Min Temp % • 41.240 ' • • ?4. 279 • 0.269 Top 1.037 Min Temp % • • • ' 1 X40' . 761.279 02/2 Top 1.037 Min Temp % ••••Ja40 ;••10.4179 ••bi7i Top 1.037 Min Temp % • 1.240 1 70.279 D 7 Top 1.037 Min Temp % . •. •'1`140 70.279 ;. D262 Top 1.037 Min Temp % .'• • 1.240 • • • 98.279 • 0.289 Top 1.037 Min Temp % • • • 01.240 • • i.279 • • 012118 Top 1.037 Min Temp % 140 70 279 .. X291 Top 1.037 Min Temp % •. • 1'240 •..¶Q;79 . • T . 79 • • p,941 Top 1.037 Min Temp % 1.240 70.279 D �6 Top 1.037 Min Temp % . • 1240 70.279 (:)249 Top 1.037 Min Temp % • 1'240 :,,,M79 • • 0.30P Top 1.037 Min Temp % • •1.240 • 70279 • 0.30i Top 1.037 Min Temp % • .. • 1:240 • . • 70279 :' U UP Top 1.037 Min Temp % 1.240 9p79 0.310 Top 1.037 Min Temp % 1.240 70.279 0.313 Top 1.037 Min Temp % 1.240 70.279 0.316 Top 1.037 Min Temp % 1.240 70.279 0.318 Top 1.037 Min Temp % 1.240 70.279 0.321 Top 1.037 Min Temp % 1.240 l 70.279 0.324 Top 1.037 Min Temp % 1.240. 70.279 0.326 Top 1.037 Min Temp % 1.240 70.279 0.329 Top 1.037 Min Temp % 1.240 5 70.279 0.331 Top 1.037 Min Temp % 1.240 ii 70.279 0.334 45 Engquest Inc. 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Allegra - Rajo` Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence • Printed' 1 DEC 2016, 9135AM Combined Footing File = P:12016116211620075 Allegra-Rajo, Miami, FLICalculationslconcrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 . ENGQUEST C • ' It • 1 Lic. # KW -06009148 Description : CF01 Z -Axis Footing Flexure - Maximum Values for Load Combination Load Combination... Distance Tension Govemed Mu from left Side As Req'd by Actual As Phi*Mn Mu 1 PhiMn ' (ft -k) (ft) (inA2) (inA2) , (ft -k) +1.200+1.60Lr+0.50W+1.60H-23.619 3.673 Top 1.037 Min Temp % 1.240 70.279 0.336 +1.20D+1.60Lr+0.50W+1.60H -23.787 3.705 Top 1.037 Min Temp % 1.240 70.279 0.338 +1.20D+1.60Lr+0.50W+1.60H -23.953 3.737 Top 1.037 Min Temp % 1.240 70.279 0.341 +1.20D+1.60Lr+0.50W+1.60H -24.116 3.768 Top 1.037 Min Temp % 1.240 70.279 0.343 +1.20D+1.60Lr+0.50W+1.60H -24.278 3.800 Top 1.037 Min Temp % 1.240 70.279 0.345 +1.20D+1.60Lr+0.50W+1.60H -24.437 3.832 Top 1.037 Min Temp % 1.240 70.279 0.348 +1.20D+1.60Lr+0.50W+1.60H -24.593 3.863 Top 1.037, Min Temp % 1.240 70.279 0.350 +1.20D+1.60Lr+0.50W+1.60H -24.748 3.895 Top 1.037 Min Temp % _ 1.240 70.279 0.352 +1.20D+1.60Lr+0.50W+1.60H -24.900 3.927 Top 1.037 Min Temp % 1.240 70.279 0.354 +1.20D+1.60Lr+0.50W+1.60H -25.050 3.958 Top 1.037 Min Temp % 1.240' 70.279 0.356 +1.200+1.60Lr+0.50W+1.60H -25.198 3.990 Top + 1.037 Min Temp % 1.240 70.279 0.359 +1.20D+1.60Lr+0.50W+1.60H -25.344 4.022 Top 1.037 Min Temp % 1.240 70.279 0.361 ' +1.200+1.60Lr+0.50W+1.60H -25.487 4.053.Top 1.037 Min Temp % 1.240 70.279 0.363 +1.20D+1.60Lr+0.50W+1.60H -25.629 4.085 Top 1.037 Min Temp % 1.240 70.279 0.365 +1.200+1.60Lr+0.50W+1.60H -25.767 4.117 Top 1.037 Min Temp % 1.240 70.279 0.367 +1.200+1.60Lr+0.50W+1.60H -25.904 4.148 Top 1.037 Min Temp % 1.240 70.279 0.369 +1.200+1.60Lr+0.50W+1.60H -26.039 4.180 Top 1.037 Min Temp % 1.240 70.279 0.371 +1.200+1.60Lr+0.50W+1.60H -26.171 4.212 Top 1.037 Min Temp % 1.240 70.279 0.372 +1.20D+1.60Lr+0.50W+1.60H -26.301 4.243 Top 1.037 Min Temp % 1.240 70.279 0.374 +1.20D+1.60Lr+0.50W+1.60H -26.429 4.275 Top 1.037 Min Temp % 1.240 I 70.279 0.376 +1.20D+1.60Lr+0.50W+1.60H -26.555 4.307 Top 1.037 Min Temp % 1.240 70.279 0.378 +1.20D+1.60Lr+0.50W+1.60H -26.678 4.338 Top 1.037 Min Temp % 1.240 70.279 0.380 +1.20D+1.60Lr+0.50W+1.60H -26.799 4.370 Top 1.037 Min Temp % 1.240i , 70.279 0.381 +1.20D+1.60Lr+0.50W+1.60H -26.918 4.402 Top 1.037 Min Temp % 1.240 70.279 0.383 +1.20D+1.60Lr+0.50W+1.60H -27.035 4.433 Too 1.037 Min Temp % 1.240 70.279 0.385 +1.20D+1.60Lr+0.50W+1.60H -27.150 4.465 Top 1.037 Min Temp % 1.240 ' 70.279 0.386 +1.20D+1.60Lr+0.50W+1.60H -27.262 4.497 Top 1.037 Min Temp % 1.240 70.279 0.388 +1.20D+1.60Lr+0.50W+1.60H -27.372 4.528 Top 1.037 Min Temp % 1.240 70.279 0.389 +1.20D+1.60Lr+0.50W+1.60H -27.480 4.560 Top 1.037 Min Temp % 1.240 70.279 0.391 +1.20D+1.60Lr+0.50W+1.60H -27.586 4.592 Top 1.037 Min Temp % 1.240 70.279 0.393 +1.20D+1.60Lr+0.50W+1.60H -27.689 4.623 Top 1.037 Min Temp % 1.240 70.279 0.394 +1.20D+1.60Lr+0.50W+1.60H -27.791 4.655 Top 1.037 Min Temp % 1.240 70.279 0.395 +1.20D+1.60Lr+0.50W+1.60H -27.890 4.687 Top 1.037 Min Temp % 1.240 70.279 0.397 +1.20D+1.60Lr+0.50W+1.60H -27.987 4.718 Top 1.037 Min Temp % 1.240 70.279 0.398 +1.20D+1.60Lr+0.50W+1.60H -28.082 4.750 Top 1.037 Min Temp % 1.240 70.279 0.400 +1.200+1.60Lr+0.50W+1.60H -28.174 4.782 -Top 1.037 Min Temp % 1.240 70.279 0.401 +1.200+1.60Lr+0.50W+1.60H -28.264 4.813 Top 1.037 Min Temp % 1.240 70.279 0.402 +1.200+1.60Lr+0.50W+1.60H -28.353 4.845. Top 1.037 Min Temp % 1.240 70.279 0.403 +1.200+1.60Lr+0.50W+1.60H -28.439 4.877 Top 1.037 Min Temp % 1.240 . • • 96.279 0.405 +1.200+1.60Lr+0.50W+1.60H -28.522 4.908 Top 1.037 Min Temp % ; •1,240 J • • 98.279 • • 4906 +1.200+1.60Lr+0.50W+1.60H -28.604 4.940 Top 1.037 Min Temp % • • 1+240 • 76).279 041)7 +1.200+1.60Lr+0.50W+1.60H -28.683 ' 4.972 Top 1.037 Min Temp % 1,240 : • • 915.279 • . D.4D4 +1.200+1.60Lr+0.50W+1.60H -28.761 5.003 Top 1.037 Min Temp % • 1.240 10.279 0.40 +1.200+1.60Lr+0.50W+1.60H -28.836 5.035 Top 1.037 Min Temp % 1.240 70.279 : • !WI +1.200+1.60Lr+0.50W+1.60H -28.909, 5.067 Top 1.037 Min Temp % • • • • 1.240 . •• 76779 • 0.41? +1.200+1.60Lr+0.50W+1.60H -28.979 5.098 • Top 1.037 Min Temp % • • • •1.240 • • 99.279 • • 49442 +1.20D+1.60Lr+0.50W+1.60H -29.048 5.130 Top 1.037 Min Temp % 1.240. 70279 .. i),4 +1.20D+1.60Lr+0.50W+1.60H -29.114 5.162 Top 1.037 Min Temp % •. •1:240 ';.7079 ...0.4ji +1.200+1.60Lr+0.50W+1.60H -29.178 5.193 Top 1.037 Min Temp % 1240 70.279 0.41 +1.20D+1.60Lr+0.50W+1.60H -29.240 5.225 Top 1.037 Min Temp % • • 1.240 `!0.279 0%6 +1.20D+1.60Lr+0.50W+1.60H -29.300 5.257 Top 1.037 Min Temp % • 1.240 ; ..70779 • • 9'4'11 +1.20D+1.60Lr+0.50W+1.60H -29.358 5.288 Top 1.037 Min Temp % • . •1.240 • 70.279 • 0.418 +1.20D+1.60Lr+0.50W+1.60H -29.413 5.320 Top 1.037 Min Temp % • • 11,240 •.. 70279 . b'4'I: +1.200+1.60Lr+0.50W+1.60H -29.467 -5.352 Top 1.037 Min Temp % 1.240 1 •1079 0.419 +1.200+1.60Lr+0.50W+1.60H -29.518 5.383 Top 1.037 Min Temp % 1.240 70.279 0.420 +1.200+1.60Lr+0.50W+1.60H -29.567 5.415 Top 1.037 Min Temp % 1.240 70.279 0.421 +1.200+1.60Lr+0.50W+1.60H -29.614 5.447 Top 1.037 Min Temp % 1.240 70.279 0.421 ' +1.200+1.60Lr+0.50W+1.60H -29.658 5.478 Top 1.037 Min Temp % 1.240 70.279 0.422 +1.200+1.60Lr+0.50W+1.60H -29.701 5.510 Top 1.037 Min Temp % 1.240 70.279 0.423 +1.200+1.60Lr+0.50W+1.60H -29.741 5.542 Top 1.037 Min Temp % 1.240 70.279 0.423 +1.200+1.60Lr+0.50W+1.60H -29.779 5.573 Top 1.037 Min Temp % 1.240 70.279 0.424 +1.200+1.60Lr+0.50W+1.60H -29.815 5.605 Top 1.037 Min Temp % 1.240 70.279 0.424 +1.200+1.60Lr+0.50W+1.60H -29.849 5.637 Top 1.037 Min Temp % 1.240 70.279 0.425 46 Engquest Inc. 4500 Satellite Blvd, Ste 2220 ,Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Printed: 1 DEC 2016, 9:35AM 1,Combined Footing File = P:12016116211620075 Allegra-Rajo, Miami, FLICalculationslconcrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 Lic. # : KW -06009148 . ENGQUEST C Description : CF01 JZ -Axis Footing Flexure - Maximum Values for Load Combination } Load Combination... +1.20D+1.60Lr+0.50W+1.6011 + 1.20D+1.60Lr+0.50W+ 1.60H +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.6011 + 1.200+1.60Lr+0.50W+ 1.60H +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.20 D+1.60 Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20 D+1.60 Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.6011 +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.6011 +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60 Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H Distance Tension Governed Mu from left Side As Req'd by Actual As `Phi*Mn Mu / PhiMn (ft -k) (ft) (in"2) (in"2) (ft -k) -29.881 5.668 Top - 1.037 Min Temp % 1.240 70.279 0.425 -29.910 5.700 Top 1.037 Min Temp % 1.240 70.279 0.426 -29.938 5.732 Top 1.037 Min Temp % 1.240 70.279 0.426 -29.963 5.763 Top 1.037 Min Temp % 1.240 70.279 ` 0.426 -29.986 5.795 Top 1.037 Min Temp % 1.240 70.279 0.427 -30.007 5.827 Top 1.037 Min Temp % 1.240 70.279 0.427 -30.026 5.858 To 1.037 Min Temp % 1240 70.279 0.427 -30.042 5.890 Top 1.037 Min Temp % 1.240 70.279 0.427 -30.057 5.922 Top 1.037 Min Temp % 1.240 70.279 0.428 -30.069 5.953 Top 1.037 Min Temp % 1.240 r' 70.279 0.428 -30.079 5.985 Top 1.037 Min Temp % 1.240 70.279 0.428 -30.087 6.017 Top 1.037 Min Temp % 1.240 70.279 0.428 -30.093 6.048 Top 1.037 Min Temp % 1.240 70.279 0.428 -30.097, 6.080 Top 1.037 Min Temp % 1.240 70.279 0.428 -30.099 6.112 Top 1.037 Min Temp % 1.240 70.279 0.428 -30.098 6.143 Top 1.037 Min Temp % 1.240 1 70.279 0.428 -30.096 6.175 Top 1.037 Min Temp % 1.240 70.279 0.428 -30.091 6.207 Top 1.037 Min Temp % 1.240 70.279 0.428 -30.084 6.238 Top 1.037 Min Temp % 1.240 , 70.279 0.428 -30.075 6.270 Top 1.037 Min Temp % 1.240 70.279 L0.428 -30.064 6.302 Top 1.037 Min Temp % 1.240 70.279 0.428 -30.051 6.333 Top 1.037 Min Temp % 1.240 70.279 0.428 -30.036 6.365 Top 1.037 Min Temp % 1.240 70.279 0.427 -30.018 6.397 Top 1.037 Min Temp % 1.240 70.279 ' 0.427 -29.999 6.429 Top 1.037' Min Temp % 1.240 70.279 0.427 -29.977 6.460 Top 1.037 Min Temp % 1.240 70.279 0.427 -29.953 6.492 Top 1.037 Min Temp % 1.240 70.279 0.426 -29.927 6.524 Top 1.037 Min Temp % 1.240 70.279 0.426 -29.899 6.555 Top 1.037 Min Temp % , 1.240 70.279 0.425 -29.869 6.587 Top 1.037 Min Temp % 1.240 70.279 0.425 -29.837 6.619 Top 1.037 Min Temp % 1.240 70.279 0.425 -29.802 6.650 Top 1.037 Min Temp % 1.240 70.279 0.424 -29.766 6.682 Top 1.037 Min Temp % 1.240 70.279 0.424 -29.727 6.714 Top 1.037 Min Temp % 1.240 70.279 0.423 -29.686 6.745 Top 1.037 Min Temp % 1.240 70.279 0.422 -29.644 6.777 Top 1.037' Min Temp % 1.240 70.279 0.422 -29.599 6.809 Top 1.037 Min Temp % 1.240 70.279 0.421 -29.552 6.840 Top 1.037 Min Temp % 1.240 70.279 0.420 -29.502 .6.872 Top 1.037 Min Temp % 1.240 . •• 70.279 0.420 -29.451 6.904 Top 1.037 Min Temp % :. .'I240 • • 90.279 • • 9.419 -29.398 6.935 Top 1.037 Min Temp % • • l 40 • 70.279 0408 -29.343' 6.967 Top 1.037 Min Temp % ....,240 :"70.279 ..g4:4 -29.285 6.999 Top 1.037 Min Temp % ,..: j240 /0.279 0.417 -29.225 7.030 Top 1.037 Min Temp % 1.40 70.279 : • 0436 -29.164 '7.062 Top 1.037 Min Temp % . • • "1240 . • • 70479 • 0.41/ -29.100 7.094 Top 1.037 Min Temp % • • • •1.240 • • 99.279 • • 9.444 -29.034 7.125 Top 1.037 Min Temp % .....1i240 i . 70.279 . • Da33 -28.966 7.157 Top 1.037 Min Temp % • . • .1240 ... 7Q ;79 ..0.41; -28.896 7.189 Top 1.037 Min Temp % 1,240 10.279 0.44 -28.824' 7.220 Top 1.037 Min Temp % • • 1..240 70.279 030 -28.750 '7.252 To 1.037 Min Temp % • 1:240 :.. JQ.279 • • 0'4159 -28.673 7.284 Top 1.037 Min Temp % • .01240 • 70.279 •0.09 -28.595 7.315 Top 1.037 Min Temp % • • 1.240 •.. 70.279 •• infl1 -28.515 7.347 Top 1.037 Min Temp % 1.240 9Q.Z79 0.406 -28.432 7.379 Top 1.037 Min Temp % 1.240 70.279 0.405 -28.347 7.410 Top 1.037 Min Temp % 1.240 70.279 0.403 -28.261 ,7.442 Top 1.037 Min Temp % 1.240 70.279 0.402 -28.172 7.474 Top 1.037 Min Temp % 1.240 70.279 0.401 -28.081 7.505 Top 1.037 Min Temp % 1.240 70.279 0.400 -27.988 7.537 Top 1.037 Min Temp % 1.240 70.279 0.398 -27.893 7.569 Top 1.037 Min Temp % 1.240 70.279 0.397 -27.796 7.600 Top 1.037 Min Temp % 1.240 70.279 0.396 -27.697 7.632 Top 1.037 .Min Temp % 1.240 70.279 0.394 47 `Engquest Inc. 14500 Satellite Blvd, Ste 2220 'Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Printed: 1 DEC 2016, 9:35AM Combined Footing File = P:12016116211620075 Allegra-Rajo, Miami, FL \Calculations\concrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 Licensee ENGQUEST Consulting Inc Lic. # : KW -06009148 Description : CF01 Z -Axis Footing Flexure - Maximum Values for Load Combination Load Combination... Distance Tension Govemed Mu from left Side As Req'd by Actual As Phi*Mn Mu / PhiMn (ft -k) (ft) (inA2) (inA2) (ft -k) +1.200+1.60Lr+0.50W+1.60H -27.596 7.664 Top 1.037 Min Temp % 1.240 70.279 0.393 +1.200+1.60Lr+0.50W+1.60H -27.493 7.695 Top 1.037 Min Temp % 1.240 70.279 0.391 +1.20D+1.60Lr+0.50W+1.60H -27.388 7.727 Top 1.037 Min Temp % 1.240 70.279 0.390 +1.200+1.60Lr+0.50W+1.60H -27.280 7.759 Top 1.037 Min Temp % 1.240 70.279 0.388 +1.200+1.60Lr+0.50W+1.60H -27.171 7.790 Top 1.037 Min Temp % 1.240 70.279 0.387 +1.200+1.60Lr+0.50W+1.60H -27.059 7.822 Top 1.037 Min Temp % 1.240 70.279 0.385 +1.200+1.60Lr+0.50W+1.60H -26.946 7.854 Top 1.037 Min Temp% 1.240 70.279 0.383 +1.200+1.60Lr+0.50W+1.60H -26.830 7.885 Top 1.037 Min Temp % 1.240 70.279 0.382 +1.200+1.60Lr+0.50W+1.60H -26.713 7.917 Top 1.037 Min Temp % 1.240 70.279 0.380 +1.200+1.60Lr+0.50W+1.60H -26.593. 7.949 Top 1.037 Min Temp % 1.240 70.279 0.378 1 +1.200+1.60Lr+0.50W+1.60H -26.471 7.980 Top 1.037 Min Temp % 1.240 70.279 0.377 +1.20D+1.60Lr+0.50W+1.60H -26.347 8.012 Top 1.037 Min Temp % 1.240 70.279 0.375 +1.20D+1.60Lr+0.50W+1.60H -26.222 8.044 Top 1.037 Min Temp % 1.240 70.279 0.373 +1.20D+1.60Lr+0.50W+1.60H -26.094 8.075 To 1.037 Min Temp % 1.240 70.279 0.371 +1.20D+1.60Lr+0.50W+1.60H -25.964 8.107 Top 1.037 Min Temp % 1.240 70.279 0.369 +1.20D+1.60Lr+0.50W+1.60H -25.832 8.139 Top 1.037 Min Temp % 1.240 70.279 0.368 r +1.20D+1.60Lr+0.50W+1.60H -25.698 8.170 Top 1.037 Min Temp % 1.240 70.279 0.366 ' +1.20D+1.60Lr+0.50W+1.60H -25.562 8.202 Top 1.037 Min Temp % 1.240 70.279 0.364 ' +1.20D+1.60Lr+0.50W+1.60H -25.424 8.234 Top 1.037 Min Temp % 1.240 70.279 0.362 +1.20D+1.60Lr+0.50W+1.60H -25.284 8.265 Top 1.037 Min Temp % 1.240 70.279 0.360 +1.20D+1.60Lr+0.50W+1.60H -25.142 8.297 To 1.037 Min Temp % 1.240 70.279 0.358 +1:20D+1.60Lr+0.50W+1.60H -24.997 8.329 Top 1.037 Min Temp % 1.240 70.279 0.356 +1.20D+1.60Lr+0.50W+1.60H -24.851 8.360 Top 1.037 Min Temp % 1.240 70.279 0.354 +1.20D+1.60Lr+0.50W+1.60H -24.703 8.392 Top 1.037 Min Temp % 1.240 70.279 0.351 +1.20D+1.60Lr+0.50W+1.60H -24.553 8.424 Top 1.037 Min Temp % 1.240 70.279 0.349 +1.20D+1.60Lr+0.50W+1.60H ., -24.400 8.455 Top 1.037 Min Temp % 1.240 70.279 0.347 +1.20D+1.60Lr+0.50W+1.60H -24.246 8.487 Top 1.037 Min Temp % 1.240 70.279 0.345 +1.20D+1.60Lr+0.50W+1.60H -24.090 8.519 Top 1.037 Min Temp % 1.240 70.279 0.343 +1.20D+1.60Lr+0.50W+1.60H -23.931 8.550 Top 1.037 Min Temp % 1.240 70.279 0.341 +1.20D+1.60Lr+0.50W+1.60H. -23.771 8.582 Top 1.037 Min Temp % 1.240 70.279 0.338 +1.20D+1.60Lr+0.50W+1.60H -23.608 8.614 Top 1.037 Min Temp % 1.240 70.279 0.336 +1.20D+1.60Lr+0.50W+1.60H -23.444 8.645 Top' 1.037 Min Temp % 1.240 70.279 0.334 +1.20D+1.60Lr+0.50W+1.60H -23.278 8.677 Top 1.037 Min Temp % 1.240 70.279 0.331 +1.20D+1.60Lr+0.50W+1.60H -23.109 8.709 Top 1.037 Min Temp % 1.240 70.279 0.329 +1.200+1.60Lr+0.50W+1.60H -22.939 8.740 Top 1.037 Min Temp % 1.240 70.279 0.326 +1.20D+1.60Lr+0.50W+1.60H -22.766 8.772 Top 1.037 Min Temp c1/0 1.240 70.279 0.324 •+1.20D+1.60Lr+0.50W+1.60H -22.591 8.804 Top 1.037 Min Temp % 1.240 70.279 0.321 +1.200+1.60Lr+0.50W+1.60H -22.415 8.835 Top 1.037 Min Temp % 1.240 70.279 0.319 +1.20D+1.60Lr+0.50W+1.601-1 -22.236 8.867 Top 1.037 Min Temp % 1.240 ."10.279 0.316 +1.200+1.60Lr+0.50W+1.60H -22.056 8.899 Top 1.037 Min Temp % • y 40 • • Y0.279 • • 9.844+ +1.20D+1.60Lr+0.50W+1.60H -21.873 8.930 Top 1.037 Min Temp % • • • 1 440 • 70.279 0.3T1 +1.20D+1.60Lr+0.50W+1.60H -21.689 " 8.962 Top 1.037 Min Temp % .... x.240 ;"70.279 ..0 b40 +1.200+1.60Lr+0.50W+1.60H -21.502 8.994 Top 1.037 Min Temp % • 1240 70.279 +1.200+1.60Lr+0.50W+1.60H -21.314 9.025 Top 1.037 Min Temp % 1.40 70.279 :.3303 ., +1.200+1.60Lr+0.50W+1.60H -21.123 9.057. Top 1.037 Min Temp % . "' 14240 . •' 70.279 • 0.301' +1.200+1.60Lr+0.50W+1.60H -20.930 9.089 Top 1.037 Min Temp % • • • 1.240 •• 89.279 • • 43k08+1.200+1.60Lr+0.50W+1.60H -20.736 9.120 Top 1.037 Min Temp % • • • • aQ40 ,l • 70Z79 • • D293 +1.200+1.60Lr+0.50W+1.60H -20.539 9.152 Top 1.037 Min Temp % ..',.1`240 ' ..7Q.Z79 .. p?9 +1.200+1.60Lr+0.50W+1.60H -20.341 9.184 Top 1.037 Min Temp % 1.240 70.279 0 2 $ +1.200+1.60Lr+0.50W+1.60H -20.140 9.215 Top 1.037 Min Temp % • • 1.240 70.279 0.2 7 +1.200+1.60Lr+0.50W+1.60H -19.938 9.247 Top 1.037 Min Temp % • 11240 ; • . JQv9 • • 0204 +1.20D+1.60Lr+0.50W+1.60H -19.733 9.279 Top 1.037 Min Temp % ••1 240 • 70.279 • 0.284 +1.200+1.60Lr+0.50W+1.60H -19.527 9.310 Top 1.037 Min Temp % • • • 1:240 • • • 70279 : • nn +1.20D+1.60Lr+0.50W+1.60H -19.318 9.342 Top 1.037 Min Temp % 1.240 •/(479 0.275 +1.20D+1.60Lr+0.50W+1.60H -19.108 9.374 Top 1.037 Min Temp % 1.240 70.279 0.272 +1.20D+1.60Lr+0.50W+1.60H -18.895 9.405 Top 1.037 Min Temp % 1.240 70.279 0.269 +1.200+1.60Lr+0.50W+1.60H -18.681 9.437 Top 1.037 Min Temp % 1.240 70.279 0.266 +1.200+1.60Lr+0.50W+1.60H -18.464 9.469 Top 1.037 Min Temp % 1.240 70.279 0.263 +1.200+1.60Lr+0.50W+1.60H -18.246 9.500 Top 1.037 Min Temp % 1.240 70.279 0.260 +1.200+1.60Lr+0.50W+1.60H -18.025 9.532 Top 1.037 Min Temp % 1.240 70.279 0.256 +1.200+1.60Lr+0.50W+1.60H -17.803 9.564 Top 1.037 Min Temp % 1.240 70.279 0.253 +1.200+1.60Lr+0.50W+1.60H -17.579 9.595 Top 1.037 Min Temp % 1.240 70.279 0.250 +1.200+1.60Lr+0.50W+1.60H -17.352 9.627 Top 1.037 Min Temp % 1.240 70.279 0.247 48 Engquest Inc. 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Printed: 1 DEC 2016, 9:35AM Combined Footing Lic. # KW -06009148 File = P:\2016116211620075 Allegra-Rajo, Miami, FL\Calculations\concrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver.6.16.10.31 Licensee : ENGQUEST Consulting Inc' Description : CF01 Z -Axis Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Mu from left Side As Req'd by Actual As Phi*Mn Mu / PhiMn (ft -k) (ft) (in"2) (102) (ft -k) ,r Load Combination... +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H 1 +1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H l +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1:60H +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H . +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+1.60Lr+0.50L+1.60H +1.200+1.60Lr+0.50L+1.60H +1.200+1.60Lr+0.50L+1.60H +1.200+1.60Lr+0.50L+1.60H +1.200+1.60Lr+0.50L+1.60H +1.200+1.60Lr+0.50L+1.60H +1.200+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.200+1.60Lr+0.50L+1:60H +1.200+1.60Lr+0.50L+1.60H +1.200+1.60Lr+0.50L+1.60H -17.124 9.659 To 1.037 Min Temp % 1.240 70.279 0.244 -16.894 9.690 Top 1.037 Min Temp % 1.240 70.279 0.240 -16.661 9.722 Top 1.037 Min Temp % 1.240 70.279 0.237 -16.427 9.754 Top 1.037 Min Temp % 1.240 70.279 0.234 -16.191 9.785 Top 1.037 Min Temp % 1.240 , 70.279 0.230 -15.953 9.817 Top 1.037 Min Temp % 1.240 70.279 0.227 -15.713 9.849 Top 1.037 Min Temp % 1.240 70.279 0.224 -15.470 9.880 Top 1.037 Min Temp % 1.240 70.279 0.220 -15.226 9.912 Top 1.037 Min Temp % 1.240 70.279 0.217 -14.980 9.944 Top 1.037 Min Temp % 1.240 70.279 0.213 -14.732 9.975 Top 1.037 Min Temp % 1.240 70.279 0.210 -14.482 10.007 Top 1.037 Min Temp % 1.240 , 70.279 0.206' -14.230 10.039 Top 1.037 Min Temp % 1.240 70.279 0.202 -13.977 10.070 Top 1.037 Min Temp % 1.240 70.279 0.199 -13.721 10.102 Top 1.037 Min Temp % 1.240 70.279 0.195 -13.463 10.134 Top 1.037 Min Temp % 1.240 70.279 0.192 -13.203 10.165 Top 1.037 Min Temp % 1.240 70.279 0.188 -12.942 10.197 Top 1.037 Min Temp % 1.240 , 70.279 0.184 -12.678 10.229 Top 1.037 Min Temp % 1.240 70.279 0.180 -12.413 10.260 Top 1.037 Min Temp % 1.240 70.279 0.177 -12.145 10.292 To 1.037 Min Temp % 1.240 70.279 0.173 -11.876 10.324 Top 1.037 Min Temp % 1.240 70.279 0.169 -11.604 10.355 Top 1.037 Min Temp % 1.240 70.279 0.165 -11.331 10.387 Top 1.037 Min Temp % 1.240 70.279 0.161 -11.056 10.419 Top 1.037 Min Temp % 1.240 70.279 0.157 -10.778 10.450 Top 1.037 Min Temp % 1.240 70.279 0.153 -10.499 10.482 Top 1.037 Min Temp % 1.240 70.279 0.149 -10.218 10.514 Top 1.037 Min Temp % 1.240 70.279 0.145 -9.935 10.545 Top 1.037 Min Temp % 1.240 70.279 0.141 -9.650 10.577 Top 1.037 Min Temp % 1.240 70.279 0.137 -9.363 10.609 Top 1.037 Min Temp % 1.240 70.279 0.133 -9.075 10.640 Top 1.037 Min Temp % 1.240 70.279 0.129 -8.784 10.672 Top 1.037 Min Temp % 1.240 70.279 0.125 -8.491 10.704 Top 1.037 Min Temp % 1.240 70.279 0.121 -8.197 10.735 Top 1.037 Min Temp % 1.240 - ' 70.279 0.117 -7.900 10.767 Top 1.037 Min Temp % 1.240 70.279 0.112 -7.602 10.799 Top 1.037 Min Temp % 1.240 70.279 0.108 -7.301 10.830 Top 1.037 Min Temp % 1.240 1 70.279 • 0.104 -6.999 10.862 Top 1.037 Min Temp % 1.240 • • • f0.ZQ5 79 0.100 % -6.695 10.894 Top 1.037 Min Temp1.240 • • iI . 79 • • Q.6 -6.389 10.925 Top 1.037 Min Temp % • • ' 1'140 . 74.279 091 -6.081 10.957 Top 1.037 Min Temp % • • • • J,240 :.. f0.!79 • • 8.1 -5.771 10.989 Top 1.037 Min Temp % • 1.240 70.279 -5.459 11.020 Top 1.037 Min Temp % - • • • 1.'140 10.279 :. 94741 -5.145 11.052 Top 1.037 Min Temp % •"•'1240 • • • 10.279 • 0.073 -4.829 11.084 Top 1.037 Min Temp % • • • 41.240 • • i6.279 • • COGS -4.512 11.115 Top 1.037 Min Temp % •....W40 • 70.279 • • DiD64 -4.192 11.147 Top 1.037 Min Temp % • •' • •1240 ...1.i79 • • .8.Q -3.872 11.179 Top 1.037 Min Temp % 1,240 .79 55 -3.559 11.210 Top 1.037 Min Temp % . . 1240 70.279 01.51 -3.258 11.242 Top 1.037 Min Temp % • 1'240 ; • • J0. 79 • • volts •1 -2.966 11.274 Top 1.037 Min Temp % • 240 • 0.279 • 0.042 -2.739 11.305 Top 1.037 Min Temp % • .. • 1.240 • • • 70 279 : • TM -2.521 11.337 Top 1.037 Min Temp % 1.240 ¶Q 79 0.036 -2.312 11.369 Top 1.037 Min Temp % 1.240 70.279 0.033 -2.111 11.400 Top 1.037 Min Temp % 1.240 ' 70.279 0.030 -1.918 11.432 Top 1.037 Min Temp % 1.240 70.279 0.027 -1.734 11.464 Top 1.037 Min Temp % 1.240 70.279 0.025 -1.558 11.495 Top 1.037 Min Temp % 1.240 70.279 0.022 -1.390 11.527 Top 1.037 Min Temp % 1.240 70.279 0.020 -1.230 11.559 Top 1.037 Min Temp % 1.240 70.279 0.018 -1.078 11.590 Top 1.037 , Min Temp % 1.240 J0.279 0.015 -0.935 11.622 Top 1.037 Min Temp % 1.240 70.279 0.013 49 • Engquest Inc. 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Printed: 1 DEC 2016, 9:35AM Combined Footing File = P:12016116211620075 Allegra-Rajo, Miami, FLICalculations\concrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver.6.16.10.31 Licensee : ENGQUEST Consulting Inc Lic: # : KW -06009148 Description : CF01 Z -Axis Footing Flexure - Maximum Values for Load Combination • Load Combination..: Distance Tension Govemed Mu from left Side As Req'd by Actual As Phi*Mn Mu / PhiMn (ft -k) (ft) (i02) +1.20D+1.60Lr+0.50L+1.60H -0.800 11.654 Top 1.037 Min Temp % 1.240 70.279 0.011 +1.200+1.60Lr+0.50W+1.60H -1.001 11.685 Top 1.037 Min Temp % 1.240 70.279 0.014 +1.200+1.60Lr+0.50L+1.60H -0.865 11.717 To 1.037 Min Temp % 1.240 70.279 0.012 +1.200+1.60Lr+0.50L+1.60H -0.755 11.749 Top 1.037 Min Temp % 1.240 70.279 0.011 +1.200+1.60Lr+0.50L+1.60H -0.654 11.780 Top 1.037 Min Temp % 1.240 70.279 0.009 +1.200+1.60Lr+0.50L+1.60H , -0.560 11.812 To 1.037 Min Temp % 1.240 70.279 0.008 +1.200+1.60Lr+0.50L+1.60H -0.475 11.844 Top ' 1.037 Min Temp % 1.240 1.240 70.279 0.007 70.279 0.006 +1.400+1.60H -0.412 11.875 Top 1.037 Min Temp % +1.400+1.60H -0.364 11.907 Top 1.037 Min Temp % 1.240 70.279 0.005 +1.400+1.60H -0.321 11.939 Top 1.037 Min Temp % 1.240 70.279 0.005 +1.400+1.60H -0.283 11.970 Top 1.037 Min Temp % 1.240 70.279 0.004 +1.400+1.60H -0.250 12.002 Top 1.037 Min Temp % 1.240 70.279 0.004 +1.400+1.60H -0.222 12.034 Top 1.037 Min Temp % 1.240 70.279 0.003 +1.400+1.60H -0.199 12.065 Top 1.037 Min Temp % 1.240 70.279 0.003 +1.400+1.60H -0.181 12.097 Top 1.037 Min Temp % 1.240 70.279 0.003 +1.40D+1.60H -0.169 12.129 Top 1.037 Min Temp % 1.240 70.279 0.002 +1.400+1.60H -0.161 12.160 Top 1.037 Min Temp % 1.240 70.279 0.002 +1.40D+1.60H -0.157 12.192 Top 1.037 Min Temp % 1.240 70.279 0.002 +1.40D+1.60H 12.224 Top 1.037 Min Temp % 1.240 70.279 0.002 +1.40D+1.60H 0.147 12.255 Top 1.037 Min Temp % 1.240 70.279 0.002 +1.40D+1.60H -0.141 12.287 Top 1.037 Min Temp % 1.240 70.279 0.002 +1.40D+1.60H -0.133 12.319 Top 1.037 Min Temp % 1.240 70.279 0.002 +1.40D+1.60H -0.125 12.350 Top 1.037 Min Temp % .1.240 70.279 0.002 +1.40D+1.60H -0.116 12.382 Top 1.037 Min Temp % 1.240 70.279 0.002 +1.40D+1.60H -0.107 12.414 Top 1.037 Min Temp % 1.240 70.279 0.002 +1.40D+1.60H -0.096 12.445 Top 1.037 Min Temp % 1.240 70.279 0.001 +1.40D+1.60H -0.085 12.477 Top 1.037 Min Temp % 1.240 70.279 0.001 +1.40D+1.60H -0.073 12.509 Top 1.037 Min Temp % 1.240 70.279 0.001 +1.400+1.60H -0.060 12.540 Top + 1.037 Min Temp % 1.240 70.279 0.001 +1.40D+1.60H -0.046 12.572 Top 1.037 Min Temp % 1.240 70.279 0.001 +1.40D+1.60H -0.032 12.604 Top 1.037 Min Temp % 1.240 70.279 0.000 ' +1.40D+1.60H -0.016 12.635 Top 1.037 Min Temp % 1.240 70.279 0.000 +1.20D+0.50Lr+0.50L+W+1.60H -0.000 12.667 Top 1.037 Min Tempyo . 1.240 70.279 0.000 Cone Way Shear '1 I Punching Shear Load Combination... Phi Vn vu @ Col #1 vu © CoI #2 Phi Vn vu @ CoI #1 vu @ CoI #2 (inA2) (ft -k) +1.400+1.60H +1.20D+0.50Lr+1.60L+ 1.60H +1.200+1.60L+0.505+1.60H +1.200+1.60Lr+0.50L+ 1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+0.50L+1.60S+1.60H +1.200+1.605+0.50W+1.60H +1.200+0.50Lr+0.50L+W+1.60H +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.70S+E+1.6011 I +0.90D+W+0.90H +0.90D+E+0.90H 82.16 psi 8.50 psi 7.80 psi 164.32 psi 3.96 psi 4.64 psi 82.16 psi 9.57 psi 8.71 psi 164.32 psi 4.56 psi • • • • 5.38 psi 82.16 psi 7.29 psi 6.68 psi 164.32 poi3.40 psi • 3.98 psi 82.16 psi 14.59 psi 13.18 psi 164.32 psi • • • 7.11 psi • .6. 8.48 ptsi : • 82.16 psi 15.60 psi 16.18 psi 164.32 psi• • • 7.39 psi • 7.91 psr • 82.16 psi 7.29 psi' 6.68 psi 164.32 psi • 3.40 ps1 3.9181AP • • 82.16 psi 8.30 psi 9.69 psi 164.32 psi 3.68 psi • 3. j,.; 82.16 psi 11.59 psi 14.72 psi 164.32 psi • • • . 5.12psi • • • • . 4.27 psi • 82.16 psi 9.31 psi 12.69 psi 164.32 psi"" 3.96 psi • • • • 2.8*1'*P • • 82.16 psi 7.29 psi 6.68 psi 164.32 psi . . 3.40 pgj • • • 3.98'151' • 82.16 psi 7.49 psi 11.02 psi 164.32 psi' • • 3.11 psi • • • • 1.88115h i • 82.16 psi 5.47 psi 5.01 psi 164.32 p$P •; •; 2.55 psi • 2.98 psP • • • • • • • • • •• • • • • ••. • • • • • 50 Engquest Inc. 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Printed. 1 DEC 2016, 9:35AM General Footing Lic. # : KW -06009148 File = P:120161162\1620075 Allegra-Rajo, Miami, FLICalculations\concrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver.6.16.10.31 Licensee : ENGQUESTConsulting Inc.: Description : CF02 I Code References `Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Info m tion Material Properties fc : Concrete 28 day strength = 3.0 ksi fy : Rebar Yield = 60.0 ksi Ec : Concrete Elastic Modulus = 3,122.0 ksi Concrete Density ' = 145.0 pcf p Values Flexure = 0.90 Shear = 0.750 Analysis Settings Min Steel % Bending Reinf. = Min Allow % Temp Reinf. = 0.00180 Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 :1 Add Ftg Wt for Soil Pressure Yes Use ftg wt for stability, moments & shears Yes Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom &shear No Dimensions ___ _J r Width parallel to X -X Axis = 5.0 ft Length parallel to Z -Z Axis = 5.0 ft Footing Thickness = 16.0 in Pedestal dimensions... px : parallel to X -X Axis = pz : parallel to Z -Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = in in in' 3.0 in Reinforcing Bars parallel to X -X Axis Number of Bars = 6.0 Reinforcing Bar Size = # 5 Bars parallel to Z -Z Axis ; • Number of Bars = 6.0 Reinforcing Bar Size = # 5 - Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a ...PI, # Bars required on each side of zone n/a'- /` , Applied Loads D Lr Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than • 2.50 ksf = Yes • 250.0 pcf • 0.30 7.0 ft ksf `ft ksf ft X .. . . • . .... W • .... 47•.. • P : Column Load OB : Overburden M-xx M-zz V -x V -z L s W . . . .... • E I H . . . . . . . • . 5.958 4.086 0.1230 0.0530 0.3520 -3.389 51 k ksf k -ft k -ft k k iii X .. . . • . .... W • .... 47•.. • P : Column Load OB : Overburden M-xx M-zz V -x V -z L s W . . . .... • E I H . . . . . . . • . 5.958 4.086 0.1230 0.0530 0.3520 -3.389 51 k ksf k -ft k -ft k k Engquest Inc. 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Printed: 1 DEC 2016, 9 35AM General Footing -prmy Description : CF02 LDESIGN SUMMARY File = P:12016\162\1620075 Allegra-Rajo, Miami, FL1Calculationslconcrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 • ., e. • 0 • • i.: , Min. Ratio Item Applied Capacity Design OK Goveming Load Combination PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.4715 n/a 14.823 7.842 n/a n/a 0.08235 0.09114 0.08193 0.08193 0.06169 0.06871 0.06129 0.06129 0.1180 Soil Bearing Overtuming - X -X Overtuming - Z -Z Sliding - X -X Sliding - Z -Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1 -way Shear (+X) 1 -way Shear (-X) 1 -way Shear (+Z) 1 -way Shear (-Z) 2 -way Punching Detailed Results 1.270 ksf 0.0 k -ft 2.711 k -ft 1.960 k 0.0 k 0.0 k 1.742 k -ft 1.928 k -ft 1.733 k -ft 1.733 k -ft 5.069 psi 5.645 psi 5.036 psi 5.036 psi 19.391 psi 2.693 ksf 0.0 k -ft 40.188 k -ft 15.366 k 0.0 k 0.0 k 21.151 k -ft 21.151 k -ft 21.151 k -ft 21.151 k -ft 82.158 psi 82.158 psi 82.158 psi 82.158 psi, 164.317 psi +D+0.750Lr+0.750L+0.450W+H about Z- No Overtuming +0.60D+0.60W+0.60H +0.60D+0.60W+0.60H No Sliding No Uplift +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0'.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60 H +1.200+1.60Lr+0.50 W+1.60 H +1.20D+1.60Lr+0.50W+1.60H ,i Soil Bearing Rotation Axis & Xecc Zecc Load Combination:.. Gross Allowable (in) Actual Soil Bearing Stress @ Location Actual / Allow Bottom, -Z Top, +Z Left, -X Right, +X Ratio X -X, +D+H X -X, +D+L+H X -X, +D+Lr+H X -X, +D+S+H X -X, +D+0.750Lr+0.750L+H X -X, +D+0.750L+0.750S+H X -X, +D+0.60W+H X -X, +D+0.70E+H X -X, +D+0.750Lr+0.750L+0.450W+H X -X, +D+0.750L+0.750S+0.450W+H X -X, +D+0.750L+0.750S+0.5250E+H X -X, +0.60D+0.60W+0.60H X -X, +0.60D+0.70E+0.60H Z -Z, +D+H Z -Z, +D+L+H Z -Z, +D+Lr+H Z -Z, +D+S+H Z -Z, +D+0.750Lr+0.750L+H Z -Z. +D+0.750L+0.750S+H Z -Z, +D+0.60W+H Z -Z, +D+0.70E+H Z -Z, +D+0.750Lr+0.750L+0.450W+H Z -Z, +D+0.750L+0.750S+0.450W+H Z -Z, +D+0.750L+0.750S+0.5250E+H Z -Z, +0.60D+0.60W+0.60H Z -Z, +0.60D+0.70E+0.60H Overturning Stability 2.693 n/a 0.0 1.055 1.055 n/a n/a 0.392 2.693 n/a 0.0 1.055 1.055 n/a n/a 0.392 2.693 n/a 0.0 1.218 1.218 n/a n/a 0.452 2.693 n/a 0.0 1.055 1.055 n/a n/a 0.392 2.693 n/a 0.0 1.178 1.178 n/a,n/a 0.437 2.693 n/a 0.0 1.055 1.055 n/a • n/a 0.392 2.693 n/a 0.0 1.063 1.063 ri/a n/a 0.395 2.693 n/a 0.0 1.055 1.055 n/a n/a 0.392 2.693 n/a 0.0 1.184 1.184 n/a r1,44•• 0.440 2.693 n/a 0.0 1.061 1.061 n/a 41/a • D,324 • 2.693 n/a 0.0 1.055 1.055 :n A' •' /a .' . 10.39i 2.693 n/a 0.0 0.6414 0.6414 rt/� • j1(,a. • ; . 0.23$ 2.693 n/a 0.0 0.6330 0.6330 •r.. • ,1/a • a2S/ • 2.693 0.07462 n/a n/a n/a 1 A4- :. • 1.063 • . 0.395 • 2.693 0.07462 n/a n/a n/a 1.047. • 1.06,3... : >739S 2.693 0.09245 n/a n/a .n/a 1.iof • 1.230 • QQ 4 7 2.693 0.07462 n/a n/a n/a 1.04? •• 1.06"3"' • 0.� 5' • 2.693 0.08845 n/a n/a n/a 1.418Z••:: 1.1,88 .: . .r 2.693 0.07462 n/a n/a n/a 1.047 • . 1.068• • • • e.55Q; • 2.693 -1.150 n/a Na n/a 1 j • $4 ... 0.9432. 0.440 2.693 0.07462 Na n/a n/a 1.47 • : 143 . .Q.34. 2.693 -0.7364 n/a n/a n/a 1.270 1.096• • • • 0.472 2.693 -0.8455 n/a n/a n/a 1150 .' . 0.9731 :6.47.: 2.693 0.07462 Na Na n/a 1.047* • 1.065' • ; '0.395 ' 2.693 -1.955 n/a n/a n/a 0.7648 0.5181 • • 0.284 2.693 0.07462 n/a n/a n/a 0.6283 0.6376 0.237 Rotation Axis & Load Combination... X -X, +D+H X -X, +D+L+H X -X, +D+Lr+H X -X, +D+S+H X -X, +D+0.750Lr+0.750L+H X -X, +D+0.750L+0.750S+H X -X, +D+0.60W+H X -X, +D+0.70E+H X -X, +D+0.750Lr+0.750L+0.450W+H X -X, +D+0.750L+0.750S+0.450W+H Overtuming Moment None None None None None None None None None None Resisting Moment Stability Ratio Status 0.0 k -ft nfinity OK 0.0 k -ft nfinity OK 0.0 k -ft nfinity OK 0.0 k -ft nfinity OK 0.0 k -ft nfinity OK 0.0 k -ft finit/ OK 0.0 k -ft nfinity OK 0.0 k -ft nfinity OK 0.0 k -ft nfinity OK 0.0 k -ft nfinity OK 52 Engquest Inc. 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 'Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Printed: 1 DEC 2016, 9-35AM General Footing -pump 1d�IY�UI i15I Description : CFo2 File = P:120161162\1620075 Allegra-Rajo, Miami, FLICalculationslconcrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver.6.16.10.31 •.- • • •,j Overturning Stability Rotation Axis & Load Combination... X -X. +D+0.750L+0.750S+0.5250E+H X -X. +0.600+0.60W+0.60H X -X, +0.600+0.70E+0.60H Z -Z. +D+H Z -Z. +D+L+H Z -Z. +D+Lr+H Z -Z, +D+S+H Z -Z, +D+0.750Lr+0.750L+H Z -Z, +D+0.750L+0.750S+H Z -Z, +D+0.60W+H Z -Z, +D+0.70E+H Z -Z, +D+0.750Lr+0.750L+0.450W+H Z -Z, +D+0.750L+0.750S+0.450W+H Z -Z, +D+0.750L+0.7505+0.5250E+H Z -Z. +0.60D+0.60W+0.60H 1 Z -Z. +0.60D+0.70E+0.60H SIIding Stability Overturning Moment None None None 0.1640 k -ft 0.1640 k -ft 0.2347 k -ft 0.1640 k -ft 0.2170 k -ft 0.1640 k -ft 2.711 k -ft 0.1640 k -ft 2.033 k -ft 2.033 k -ft 0.1640 k -ft 2.711 k -ft 0.09840 k -ft Resisting Moment 0.0 k -ft 0.0 k -ft 0.0 k -ft 65.937 k -ft 65.937 k -ft 76.152 k -ft 65.937 k -ft 73.598 k -ft 65.937 k -ft 66.629 k -ft 65.937 k -ft 74.211 k -ft 66.497 k -ft 65.937 k -ft 40.188 k -ft 39.562 k -ft Stability Ratio Infinity Infinity Infinity 402.053 402.053 324.510 402.053 339.161 402.053 24.575 402.053 36.496 32.702 402.053 14.823 402.053 Status OK OK, OK OK OK OK OK OK OK OK OK OK OK OK OK OK All units k Force Application Axis Load Combination... X -X, +D+H X -X, +D+L+H X -X, +D+Lr+H ' X -X, +D+S+H X -X, +D+0.750Lr+0.750L+H X -X,, +D+0.750 L+0.750 S+H X -X, +D+0.60W+H X -X, +D+0.70E+H X -X, +D+0.750Lr+0.750L+0.450W+H X -X, +D+0.750L+0.7505+0.450W+H X -X, +D+0.750L+0.7505+0.5250E+H X -X, +0.60D+0.60W+0.60H X -X, +0.600+0.70E+0.60H Z -Z. +D+H Z -Z. +D+L+H Z -Z. +D+Lr+H Z -Z, +D+S+H Z -Z, +D+0.750Lr+0.750L+H Z -Z, +D+0.750L+0.750S+H Z -Z, +D+0.750L+0.7505+0.450W+H Z -Z, +D+0.750L+0.750S+0.5250E+H. Z -Z, +0.60D+0.60W+0.60H Z -Z, +0.60D+0.70E+0.60H Z -Z, +D+0.60W+H Z -Z, +D+0.70E+H Z -Z, +D+0.750Lr+0.750L+0.450W+H rFooting Flexure Flexure Axis & Load Combination Mu Side k -ft 1 Sliding Force Resisting Force Stability Ratio ' Status 0.1230 k 18.468 k 150.146 OK 0.1230 k 18.468 k 150.146 OK 0.1760 k 19.694 k 111.896 OK 0.1230 k 18.468 k 150.146 OK 0.1628 k 19.387 k 119.123 OK 0.1230 k 18.468 k 150.146 OK -1.910 k 18.531 k 9.70 OK 0.1230 k 18.468 k 150.146 OK 1.362 k 19.435 k 14.266 OK . -1.402 k 18.515 k 13.206 OK 0.1230 k 18.468 k 150.146 OK -1.960 k 15.366 k 7.842••••. OK 0.07380 k 15.303 k • • 207.358• • • • OK 0.0 k 18.468 k • .. • 610 Sliding • OK 0.0 k 18.468 k yo SlidirQi OK 0.0 k 19.694 k • No Sliding . OK • 0.0 k 18.468 k Ao Sliding OK 0.O k 19.387 k • • • • • yo Sliding• • • • . OK • 0.0 k 18.468 k ••• *No Slidinq•••• OK 0.0 k 18.515 k No Sliding. • OK 0.0k 18.468k , . • . JilloSlidinti..•.: OK 0.0 k 15.366 k No Sliding OK • 0.0 k 15.303 k . . IL Sliding, OK 0.0 k 18.531 k • (o Sliding • OK 0.0 k 18.468 k • •No Sliding OK • _1 0.Ok 19.435k •..• aoSliding .. • OK • • • •• • •. • .. Tension Surface As Req'd Gvm. As inA2 inA2 Actual As inA2 Phi'Mn k -ft Status X -X, +1.400+1.60H X -X, +1.40D+1.60H X -X, +1.200+0.50Lr+1.60L+1.60H X -X, +1.200+0.50Lr+1.60L+1.60H X -X, +1.20D+1.60L+0.505+1.60H X -X, +1.200+1.60L+0.50S+1.60H X -X, +1.200+1.60Lr+0.50L+1.60H X -X, +1.200+1.60Lr+0.50L+1.60H X -X, +1.200+1.60Lr+0.50W+1.60H X -X, +1.200+1.60Lr+0.50W+1.60H X -X, +1.200+0.50L+1.60S+1.60H X -X, +1.200+0.50L+1.60S+1.60H 1.043 1.043 1.149 1.149 0.8937 0.8937 1.711 1.711 1.733 1.733 0.8937 0.8937 +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z +Z -Z Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 Min Temp% Min Temp Min Temp % Min Temp % Min Temp% Min Temp Min Temp % Min Temp % Min Temp % Min Temp °A) Min Temp % Min Temp % 0.3720 0.3720 0.3720 0.3720 0.3720 0.3720 0.3720 0.3720 0.3720 0.3720 0.3720 0.3720 21.151 21.151 21.151 21.151 21.151 21.151 21.151 21.151 21.151 21.151 21.151 21.151 53 OK OK OK OK OK OK OK OK OK OK OK OK Engyuest Inc. 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Allerira - Raj() Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence Printed: 1 DEC 2016. 9:35AM General Footing L)11-rwii:1' I*I,1 Edi t Description : CF02 Footing Flexure , Flexure Axis & Load Combination File = P:12016116211620075 Allegra-Rajo, Miami, FLICalculationslconcrete calculation.ec4 6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver.6.16.10.31 1Rtr-i7314:Wolk] *1Ir•iTiTInPIM Mu Side k -ft Tension Surface As Req'd Gvm. As inA2 inA2 Actual As inA2 Phi*Mn k -ft Status X -X, +1.20D+1.60S+0.50W+1.60H X -X, +1.20D+1.60S+0.50W+1.60H X -X, +1.20D+0.50Lr+0.50L+W+1.60H X -X, +1.20D+0.50Lr+0.50L+W+1.60H X -X, +1.20D+0.50L+0.50S+W+1.60H X -X, +1.200+0.50L+0.50S+W+1.60H X -X, +1.20D+0.50L+0.70S+E+1.60H X -X, +1.200+0.50L+0.70S+E+1.60H X -X, +0.90D+W+0.90H 4 X -X, +0.900+W+0.90H X -X, +0.900+E+0.90H X -X, +0.900+E+0.90H Z -Z, +1.40D+1.60H Z -Z, +1.40D+1.60H i Z -Z, +1.200+0.50Lr+1.60L+1.60H Z -Z, +1.200+0.50Lr+1.60L+1.60H Z -Z, +1.200+1.60L+0.50S+1.60H Z -Z, +1.200+1.60L+0.50S+1.60H J Z -Z. +1.200+1.60Lr+0.50L+1.60H Z -Z, +1.200+1.60Lr+0.50L+1.60H Z -Z, +1.20D+1.60Lr+0.50W+1.60H Z -Z. +1.200+1.60Lr+0.50W+1.60H Z -Z, +1.200+0.50L+1.60S+1.60H 1 Z -Z, +1.20D+0.50L+1.60S+1.60H Z -Z, +1.20D+1.60S+0.50W+1.60H Z -Z, +1.200+1.60S+0.50W+1.60H Z -Z, +1.200+0.50Lr+0.50L+W+1.60H Z -Z, +1.200+0.50Lr+0.50L+W+1.60H Z -Z, +1.200+0.50L+0.50S+W+1.60H Z -Z, +1.200+0.50L+0.50S+W+1.60H Z -Z, +1.200+0.50L+0.70S+E+1.60H Z -Z, +1.20D+0.50L+0.70S+E+1.60H Z -Z, +0.90D+W+0.90H Z -Z, +0.90D+W+0.90H Z -Z, +0.90D+E+0.90H Z Z, +0.90D+E+0.90H One Way Shear Load Combination... +1.400+1.60H +1.200+0.50Lr+1.60L+1.60H +1.200+1.60L+0.50S+1.60H 2.536 psi 2.659 psi +1.20D+1.60Lr+0.50L+1.60H 4.875 psi 5.069 psi +1.20D+1.60Lr+0.50W+1.60H 5.645 psi 4.427 psi - +1.20D+0.50L+1.60S+1.60H 2.536 psi 2.659 psi +1.20D+1.60S+0.50W+1.60H 3.305 psi 2.017 psi +1.200+0.50Lr+0.50L+W+1.60H 4.806 psi 2.128 psi +1.200+0.50L+0.50S+W+1.60H 4.075 psi 1.375 psi +1.200+0.50L+0.70S+E+1.60H 2.536 psi 2.659 psi +0.900+W+0.90H 3.441 psi 0.7102 psi ,,- +0.900±E+0.90H 1.902 psi 1.994 psi Punching Shear Load Combination... +1.40D+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.200+1.60Lr+0.50W+1.60H +1.200+0.50L+1.60S+1.60H +1.200+1.60S+0.50W+1.60H +1.200+0.50Lr+0.50L+W+1.60H +1.200+0.50L+0.50S+W+1.60H 0.9157 +Z Bottom 0.3456 Min Temp % 0.3720 21.151 + OK 0.9157 -Z Bottom 0.3456 Min Temp % 0.3720 21.151 OK 1.193 +Z Bottom 0.3456 Min Temp % 0.3720 21.151 OK 1.193 -Z Bottom 0.3456 Min Temp % 0.3720 21.151 OK 0.9377 +Z Bottom 0.3456 Min Temp % 0.3720 21.151 OK 0.9377 -Z Bottom 0.3456 Min Temp % 0.3720 21.151 OK 0.8937 +Z Bottom 0.3456 Min Temp % 0.3720 21.151 OK 0.8937 -Z Bottom 0.3456 Min Temp % 0.3720 21.151 OK 0.7143 +Z Bottom 0.3456 Min Temp % 0.3720 21.151 OK 0.7143 -Z Bottom 0.3456 Min Temp % 0.3720 21.151 OK 0.6703 +Z Bottom 0.3456 Min Temp % 0.3720 21.151 OK 0.6703 -Z Bottom 0.3456 Min Temp % 0.3720 21.151 OK 1.020 -X Bottom 0.3456 Min Temp % 0.3720 21.151 OK 1.066 +X Bottom 0.3456 Min Temp % 0.3720 21.151 OK 1.126 -X Bottom 0.3456 Min Temp % 0.3720 21.151 OK 1.172 +X Bottom 0.3456 Min Temp % 0.3720 21.151 OK 0.8740 -X Bottom 0.3456 Min Temp % 0.3720 21.151 OK 0.9134 +X Bottom 0.3456 Min Temp %` 0.3720 21.151 OK 1.680 -X Bottom 0.3456 Min Temp % 0.3720 21.151 OK 1.742 +X Bottom 0.3456 Min Temp % 0.3720 21.151 OK 1.928 -X Bottom 0.3456 Min Temp % 0.3720 21.151 OK 1.538 +X Bottom 0.3456 Min Temp % 0.3720 21.151 OK 0.8740 -X Bottom 0.3456 Min Temp % 0.3720 21.151 OK . 0.9134 +X Bottom 0.3456 Min Temp % 0.3720 21.151 OK 1.122 -X Bottom 0.3456 Min Temp % 0.3720 21.151 OK 0.7095 +X Bottom 0.3456 Min Temp % 0.3720 21.151 OK 1.622 -X Bottom 0.3456 Min Temp % 0.3720 21.151 OK 0.7645 +X Bottom 0.3456 Min Temp % 0.3720 21.151 OK 1.370 -X Bottom 0.3456 Min Temp % 0.3720 21.151 OK 0:5056 +X Bottom 0.3456 Min Temp % 0.3720 21.151 OK 0.8740 -X Bottom 0.3456 Min Temp % 0.3720 21.151 OK 0.9134 +X Bottom 0.3456 Min Temp % 0.3720 21.151 OK 1.151 -X Bottom 0.3456 Min Temp % 0.3720 2t.T511•. OK 0.2773 +X Bottom 0.3456 Min Temp % 0.3720 • 24&l' Or ' 0.6555 -X Bottom 0.3456 Min Temp % ow21.151. Ox 0.6850 +X 1 Bottom 0.3456 Min Temp % 0:3ZZQ • • VT51• • ... a. • • • •.•-.• • l • • • • Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Inti•Vo Vt,/•Ri-i�*Vn Etatus• 2.958 psi 3.102 psi 3.03 psi 3.03 psi 3.102 psi • • • •82158 psi, • • 9193775 • • ; 01C• 3.267 psi 3.412 psi 3.339 psi 3.339 psi 3.412 psi... •8,2.158 psi • 0.04153 2.597 psi 2.597 psi 2.659 psi • • • •$2'158 psi' .. 6.43236 4.972 psi 4.972 psi 5.069 psi 82.158 psi Q.06169 5.036 psi 5.036 psi 5.645 psi: • • :$2:158 psi" 0.06871 2.597 psi 2.597 psi 2.659 psi • 82'158 psi:.. Q.D3236 2.661 psi 2.661 psi 3.305 psi • 8€.158 psi • 0.04023• 3.467 psi 3.467 psi 4.806 psi • • • •82:158 psi... 0.4585 • • • OK. 2.725 psi 2.725 psi 4.075 psi 82.158 psi: •44496 OK 2.597 psi 2.597 psi 2.659 psi • 82.158 psi 0.03236 OK 2.076 psi 2.076 psi 3.441 psi 82.158 psi 0.04188 OK 1.948 psi 1.948 psi 1.994 psi 82.158 psi 0.02427 OK All units k ••• •••@K •..OK. OK ••'OR• Vu 11.667 psi 12.858 psi 10.001 psi 19.145 psi 19.391 psi 10.001 psi 10.247 psi 13.351 psi 10.493 psi Phi*Vn 164.317osi 164.317osi 164.317psi 164.317 psi 164.317 psi 164.317 psi 164.317 psi 164.317 psi 164.317 psi Vu / Phi*Vn 0.07101 0.07825 0.06086 0.1165 0.118 0.06086 0.06236 0.08125 0.06386 54 Status OK OK OK OK OK OK OK OK OK Engquest Inc. 4500 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 Project Title: Allegra - Rajo Engineer: David Tan Project ID: 1620075 Project Descr: Covered Patio Addition to the Residence `Printed: 1 DEC 2016, 9:35AM General Footing File = P:12016116211620075 Allegra-Rajo, Miami, FL1Calculations\concrete calculation.ec6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver.6.16.10.31 .l .. L 0 •1 •i• 1 Description : CF02 Punching Shear Load Combination... +1.20D+0.50L+0.70S+E+1.60H +0.90D+W+0.90H +0.90D+E+0.90H All units k Vu Phi*Vn Vu / Phi*Vn Status 10.001 psi 164.317psi 0.06086 ; OK 7.993 psi 164.317psi 0.04864 OK 7.5 psi 164.317psi 0.04565 OK .•.. • • • • •••• • • • •• • • • • • •• • • • • •••• •••• • • • • • • •••• •••• • • • • • • • • • •• •• l •• •• • • • • • • • • • • • • • •• •. • • ••• • 55 • •• • SHOP DOCUMENT REVIEW This document has been reviewed for general conformance with design concept only based on drawings prepared by this office. This review does not relieve the Contractor from conformance with the construction documents, site. conditions, building department requirements and local building codes. MIAMI-DADE COUNTY ❑ NON CONFORMING — revise and resubrrPROD ra¢ir CONTROL SECTION 11805 SW 26 Street,'Room 208 DEPARTMENT OF REGULATORY AND i01ZAfellikT MNOTED Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATIONITISMNFORMS TO DESIGN T (786) 315-2590 F (786) 315-2599 tiuNNOTICE OF ACCEPTANCE (NOA) Nu-Vue Industries, Inc. 1055 East 29 Street By: Date: Hialeah, Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami-Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami-Dade County`Product Control Section (In Miami Dade County) and/or the AHJ (in areasother than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series NVTA, NVTAS, NVBH, NVUH, NVRT and NVTH Steel Wood Connectors APPROVAL DOCUMENT: Drawing No. NU-2, titled "NVTA and NVTAS, NVBH 24 and NVUH 26, NVRT and NVTH", sheets 1 through 4 of 4, dated 04/15/2015, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E., bearing the Miami-Dade County Product Control renewal' stamp with the Notice of Acceptance (NOA) number and expiration date by the Miami-Dade County Product Control Section. www.miamidade.aov/economy MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label model/series, and following statement: "Miami -Dade noted herein. 0041. 41414141 with the manufacturer's name or lego, Qty. §44e, County Product Control Appf ' d", unlbss otherwise 41:41. 41..• RENEWAL of this NOA shall be considered after a renewal application has beeRiiled'and tlhere lras been •: • •. no change in the applicable building code negatively affecting the performance of•tlris ptoduct. • . ; TERMINATION of this NOA will occur after the expiration date or if there has been revision,pr change . • in the materials, use, and/or manufacture of the product or process. Misuse of this740'AUs an'sndorsement•ef •: • any product, for sales, advertising or any other purposes shall automatically termiiate this NOX'1aiTure to • comply with any section of this NOA shall be cause for termination and removal of NOA. • • • . ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 12-0130.33 and consists of this page 1 and evidence pages El and E2, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. • • • • • MIAMFDADE COUNTY APPROVED NOA No: 15-0507.01 Expiration Date: July 30, 2020 Approval Date: July 30, 2015 Page 1 Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED } A. DRAWINGS 1. Drawing No. NU -2, titled "NVTA and NVTAS, NVBH 24 and NVUH 26, NVRT and NVTH", sheets 1 through 4 of 4, dated 04/15/2015, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TEST "Submitted under NOA No. 05-0701.04" Test reports on wood connectors per ASTM and sealed by C. R. Caudel, P.E. and S. E. B Report No. Wood Connector 1. PT 02-4073 NVTA 2. PT 02-4075 NVTA 3. PT 02-4074 NVTA 4. PT 02-3938 NVTA 5. PT 03-4177 NVRT36 6. PT 03-4202 NVRT36-T 7. PT 03-4271 NVRT36-T 8. PT 03-4270 NVRT24-T 9. PT 02-4095 NVUH26 10. PT 02-4096 NVBH24 11. 31-22456.0002 NVTA & NVTAS 12. PT 04-4698 NVTH24 13. PT 04-5036 NVTH24 D1761 by Product Testing, 'Inc., signed lack, P.E. Direction Date Upward 11/06/02 Upward 11/07/02 Upward 11/06/02 Upward 08/06/02 Upward 02/03/03 Upward 02/19/03 Upward 03/27/03 Upward 03/27/03 Up & Downward 01/17/03 Up &Downward 12/03/02 Lateral 07/06/02 Upward Parallel/Perpendicular. •Q4J15/04 Upward Load • • • ..1?J7 0/04 C. CALCULATIONS "Submitted under NOA No. 04-1202.01" Report of Design Product Model 1. NVBM24 2. NVRT 3. NVTA & NVTAS 4. NVTA & NVTAS 5. NVRT Capacities prepared by Vipin No. of Pages 7 through 8 9 through 14 1 through 6 1 through 14 15 through 15 E-1 N. Tolat, P.E Date 05/05/03 05/05/03 05/05/03 02/06/03 07/07/03 • . . .. . . . . .... ...• . . • �Sianaturg •• •• V. N. ?61a't'P.E . .:V. N. Torat, P.E. • • •V. N.;Fek 'P.E. • • ..• ;V. N..Zplat,P.E. . V. N. Torat; P.E. • .• . • Carlos M. Utrera, P.E. Product Control Examiner NOA No: 15-0507.01 Expiration Date: July 30, 2020 Approval Date: July 30, 2015 • Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) .E. MATERIAL CERTIFICATIONS 1. None. .F. STATEMENTS • 1. Statement letter of code conformance to 2010 and '5 (2014) edition of the FBC, issued by Vipin N. Tolat, P.E., dated 04/29/2015, signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA No. 04-1202.01" 2. No Financial Interest and code compliance letter issued by Vipin N. Tolat, P.E., on 03/26/2003 signed and sealed by Vipin N. Tolat, P.E. ••.• • • • • •••• • • • •• • • • • •••• • • •••• • ••• • • • • •••• • • 1 ••••. • • • • • • • • • •• •• •• •• • • • • • • • • • • • • • • •• • • •• • • • //d oifiolZetS • E-2 Car os M. Utrera, P.E. Product Control Examiner NOA No: 15-0507.01 Expiration Date: July 30, 2020 Approval Date: July 30, 2015 • • •••• • • • ••• •• •• • •• • •• •• • •• • • • • • •• ••• • • • • • •• • ••• . • .. • • • •• •• • ••- • • • • ..• • . • • ••• TABLE 1 Truss Anchors NVTA and Riveted Truss Anchors with Seot NVTAS H length (in) Product Code Gouge seat Gouge strop 16 NVTA-16 NVTAS 212 20 14 18 NVTA-18 NVTAS 214 20 14 20 NVTA-20 NVTAS 216 20 14 22 NVTA-22 NVTAS 218 20 14 24 NVTA-24 NVTAS 220 20 14 26 NVTA-26 NVTAS 222 20 14 28 NVTA-28 NVTAS 224 20 14 30 NVTA-30 NVTAS 226 20 14 36 NVTA-36 NVTAS 232 20 14 48 NVTA-48 NVTAS 244 20 14 General Notes: No, of Fasteners eoch strop 10d Maximum Allowable Lood (lbs) Uplift Single Strap Uplift Double Strops 11 Single & Double Strops 12 Single & Double Strops 5 757 1514 250 500 6 805 1610 250 500 7 854 1708 , 250 500 8 902 '1804 250 500 9 951 '1902 250 500 10 999 "1998 250 500 11 1048 •2096 250 500 12 1096 '2192 250 500 13 1145 "2290 250 500 14 1193 •2290 250 500 'Note: For 8 or more nulls per strop, use double truss for double strops. 1. Steel shall conform to ASTM A653, SS grode 33, min. reld 33 ksi, min, tensile strength 45 ksl and min. galvanised coating of G 60 per. ASTM A653. 2. Allowoble loods and fosteners ore bosed on NDS 2005/2012. 3. Design foods ore for S. Pine, specific gravtly 0.55. Design loads for other species shell be adjusted per NOS 2005/2012. 4. Allowoble uplift loads hove been odjusted for load duration factor CD of 1.6. Allowoble gravity foods hove been odjusted for CO values of 1.0, per table 2.3.2 of NOS 2005/2012. Design loads do not Include 33R increase for steel and concrete. 5. Concrete In Tie beams sholl be min. of 2500 pel. Concrete Masonry, Grout and mortar in concrete masonry sholl be min. oI 1500 psi. Concrete masonry shell comply with ASTM C90. 6. Combined food of Uplift, 1.1 and L2 sholl satisfy the following equation. AltAeZ, IANin elupI L AArluoalI L ,Z,=:11 Upltll + 7�oeo6h �t + AaowoNr L2 <•I.0 7. Allowoble loads ore bused on 1)' thick wood members unless otherwise noted. 8.'All designs Conform to FBC 2010 and 2014. NVTA MIN 4' EMB. 1' 14 • • . .•• • ••• • • •• • • 6 f4BLE T•�11ss nchor NgTA. oqd Riveted H —• Length (in) • • _ �roctucl Code • Gouge sect ••• Gouge strop 16 NVTAs46 • 4NV1*S 21P' • • • •-• •I10 • r •p1 s • 18 NVTA L 8 . eiVTIAS2l4. ••i0 i . a . . p• 14 5 20 NAI -20 ¶4V1lS 21 •206 11•1 • 22 NVTA-22 NV1AS 218 20 14 24 NVTA-24 NVTAS 220 20 14 26 NVTA-26 NVTAS 222 20 14 28 NVTA-28 NVTAS 224 20 14 30 NVTA-30 NVTAS 228 20 14 36, NVTA-36 NVTAS 232 20 14 48 NVTA-48 NVTAS 244 20 14 Perpendiculor to wofi AL2 • a- No. -of " Fosteners eoch strop 110d it 1.5" Maximum -Allowoble Load (lbs) - Uplift Single Strop Uplift Double Straps L1 Single & Double Strops L2 Single & Double Strops s 5 1032 2236 250 500 6 1127 2254 385 565 7 1136 2272 520 630 8 1144 •2288 520 630 9 1153 •2306 520 630 10 1161 '2322 520 630 11 1170 •2340 520 630 12 1176 '2356 520 630 13 1187 '2374 520 630 *Note: For 8 or more noils per strop, use double truss for double strops. PRODUCT RENEWED r ws/lyry wed Ills MMri & BuiA wp�some Ne SSCede W 20 Prang carol Reinforcements Required Parallel L1 to well VIPIN N. TOLAT. PE (CIVIL) FL. REG. N 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77068 s - Concrete Tie Boom or Tie Beam formed with concrete (Med masonry 0 0 0 O —4'-- Holes Olo. b" NVTA, NVTAS Nu-Vue ue Industries. Inc. 1053-1059 East 29 Street Hloleoh, norido 33013 PHONE: (305) 694-0397 FAX: (305) 694-0398 NVTA AND NVTAS TRUSS ANCHORS DWG N: NU -2 Sheet: 1 of 4 Date: Awa 90I6 • • 0410 • • • ••• •• •• • • • •• •• • • • • • • • • • • • • •• 0410 • • • • • • • • • • • • • •00 • • • • •... ABT LE 3 _NVBH 24 _BUTTERFLY HANGER 11 ih PRODUCT CODE GAUGE FASTENER SCHEDULE ALLOWABLE LOADS (Lbs.) S 14 i DOWNWARD GRAVITY LOADS 2x4 14V13H24 18 12 6 1113 Notes: 1. Use dl specified fasteners In schedule to achieve values Indicated. 2. Values are based on 1i" header and Joist thickness. 3. See General Notes, Sheet 1. SYMM.® Mid Span DOWNWARD LOAD PRODUCT RB EWFD Itemie Cede aomplaing •ae r. Florida Aussie* No - - - 07.0/ • • • ••41 • ••• •• • •.•• iiik 4,— •' • • Z6 MO• IST F;AN(R — --t 1- - FASTENER ALLOWABLE LOADS (lbs.) g .. W SCHEDULE R • o:O 1 ' li ' bQikNWI� WIND UPLIFT �• • GR V t1 Y TOADY LOAD • • s i • • • • •V •• IS • • 2x6 NWH26 14 20 10 2233 1213 Notes: 1. Use all specified fasteners In schedule to achieve values Indicated. 2. Values are based on 3" header thickness and lr Joist thickness. 3. See General Notes. Sheet 1. VIPIN N. TOLAT, PE (CIVIL) PL. REG. N 12847 15123 LANTERN CREEK LANE HOUSTON, TX77088 7 SYMM.G Mid Span UPLIFT DOWNWARD LOAD Nu-Vue Industries, Lae. 1058-1069 But 29 Strut HLIah Florida 88019 PHONE: (805) 494-0897 FAX: (306) 694-0898 -NVBH 24 AND NVUH 28 HANGERS DWG 4t Shut: Data: NU -2 2 of 4 Aub 14, 8014 • • 000 • • • ••• •• •• • • • •• •• • • • • •• •• •• • • • • • • • • 4100 • • • • • •• • • 0 • • • • 0011 • • • • 000 TABLE 5 NVRT Flat and Twisted Rafter Ties Length (In) _ Product Code Gauge 12 NVRT-12 14 ' 16 NVRT-16 14 18 NVRT-18 14 20 NVRT-20 14 22 NVRT-22 14 24 NVRT-24 14 30 NVRT-30 14 36 NVRT-36 14 48 NVRT-48 14 16d Fasteners Maximum Up Ift Load (lbs) TOTAL memg% Flat Ties Twisted Ties 8 _ 4 725 724 10 5 861 860 12 8 998 996 14 7 1135 1132 Notes: 1. Specify "F" for Flat and "T" for Twisted when ordering. 2. Fastener values are based on a minimum t3" thick wood members. 3. • Indicates no. of naps In each connected wood member. 4. See General Notes, sheet 1. • • • • • • • • • • • LENGTH HALF Connected to trues HALF Connected to wall LENGTH PRODUCT RENEWED -.Buil,,wOing 1y Code dc dr Pled Acceptor*No/J' o? / e �•.d7 4o�ple M Mi UPLFT -. TABLE 6 • 4IVRT.Twisted Rafters Iles to•Conele4e Tie Beams •• •• • •• • o� Cbncre Eilldd; Mas q i? Length (in) - Product•• Code Gawg� 12 NVRT-12 14 •_ • • •014 16 NVRT-16 • • • • 410 • 18 NVRT-18 14 20 NVRT-20 14 22 NVRT-22 14 24 NVRT-24 14 30 NVRT-30 14 36 NvRT-36 14 48 NVRT-48 14 • No: Jo; o 11d nalig No. of }" diameter Maximum Uplift to Wood, Framing• Tapcons to Concrete Load (lbs) 4 8 722 • .. 41.41 •• ...,.• 7 858 • s • . •_• e • • • •• • • • 8 991 • • • 6 • • • Notes: 1. ITW tapcons shall be embedded a minimum of 1i" Into concrete tlebeam or tiebeam formed with concrete filled masonry. ITW tapcons shall have a min. edge distance of 2r" and minimum epadng of 13" as shown. 2. See Generol Notes, °hest 1. 3. All tapcons must Do not use holes In Strap must be long 11011 140 2�" Mln: edge dlatance rcement required Tle Beam formed with concrete (Bled maeonary or concrete tie beam be In the same row spaced at 1J!" on centers. the opposite row. enough to accommodate required tapcons. VIPIN N. TOUT, PE (CIVIL) FL. REG. 012847 15128 LANTERN CREEL{ LANE HOUSTON, TZ 77066 1i" 0 0 0 1" o — NVRT Anchor Holes dia. in Do not Use circled holes 14" r16d noncore �' Nu -Yue Industries, be. 1053-1069 East 29 Street Hialeah, Florida 33013 PHONE: (305) 894-0397 FAX: (305) 694-0398 NVRT FLAT AND TWISTED RAFTER TIES DWG* NU -2 Sheet: 3 of 4 Date: Ape 11.1015 • . • ... 7 .► 9 1125 Notes: 1. ITW tapcons shall be embedded a minimum of 1i" Into concrete tlebeam or tiebeam formed with concrete filled masonry. ITW tapcons shall have a min. edge distance of 2r" and minimum epadng of 13" as shown. 2. See Generol Notes, °hest 1. 3. All tapcons must Do not use holes In Strap must be long 11011 140 2�" Mln: edge dlatance rcement required Tle Beam formed with concrete (Bled maeonary or concrete tie beam be In the same row spaced at 1J!" on centers. the opposite row. enough to accommodate required tapcons. VIPIN N. TOUT, PE (CIVIL) FL. REG. 012847 15128 LANTERN CREEL{ LANE HOUSTON, TZ 77066 1i" 0 0 0 1" o — NVRT Anchor Holes dia. in Do not Use circled holes 14" r16d noncore �' Nu -Yue Industries, be. 1053-1069 East 29 Street Hialeah, Florida 33013 PHONE: (305) 894-0397 FAX: (305) 694-0398 NVRT FLAT AND TWISTED RAFTER TIES DWG* NU -2 Sheet: 3 of 4 Date: Ape 11.1015 • • ••• •. • • ••- •• •• • • . •• •• • •• . • •. •• • ••• • • •• • • • •• •••. •• • •• • • •• •. • •. •• • • ... • •. • • - . • . Mot 0.203 x t - H Truss plate required to transfer Toad to bottom chord MIN. 4" \\1�" NVTH 11¢" Truss plate required to tronsfer Toad to \N... bottom chord s 1-00 Required 11%0C- 114 /\\ Reinforcements Required r�u Single Strap Single Truss Reinforcements Double Strop Double Trues Concrete Tie Beam or Tie Beam formed with concrete filled masonry For General Notes, see sheet 1 Concrete Tie Beam or Tie Beam formed with concrete fined masonry 5 Nab in Front (Min.) Nab 10d x 1.5" Naps an Front & Bock Shill be off centered PRODUCT RENEWED as ceeeplaine Cele det'taW A•xa♦tax•No h• 7./ 4Jr'lify • .•. .• • .•. •••• TOLE•7; • . • . • • • • • • • •• • •• • • .•• ••Trigs AnQI:Qr$_NVTH _ H Length (in) Product 4Odi t • • • Gauge Gauge sept satrap.. • • • • • 12 14 • ••r NVOi-36 , •• • • NVTH-18 •18• • • 4 • • ♦ • •• 18 14 16 NVTH-20 18 14 18 NVTH-22 18 14 20 NVTH-24 18 14 No. of Fasteners in •each Strap .L0dx1.5" • •• • Maximum Uplift Loads (Ibe) Single Strap on Single Truss Double Straps on Double Truss 5 1032 2064 6 1222 2444 7 1275 2550 8 1329 2658 9 1383 2766 10 1437 2874 22 NVTH-26 18 14 24 NVTH-28 18 14 26 NVTH-30 18 14 32 NVTH-36 18 14 44 NVTH-48 18 14 VIPIN N. TOLAT, PE (CIVIL) FL. REG. # 12847 16123 LANTERN CREEK LANE HOUSTON, TX 77068 11 1490 2980 12 1544 3088 13 1598 3196 NVTH. Nu — V u e Industries, Inc. 1063-1069 East 29 Street Hialeah, Florida 33013 Phone: (305) 894-0397 Fax: (305) 894-0398 NVTH ANCHORS DWG if: NU -2 Sheet: 4 of 4 Date: April 15. 2015 Revisions: MIAMI•DA EE COUNTY DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) Nu-Vue Industries, Inc. 1055 East 29th Street Hialeah, Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series NVSNP, NV/NVTH, NVTHS, NVHC, NVSTA and NVHTA Steel Wood Connectors APPROVAL DOCUMENT: Drawing No. NU -5, titled "Skewed Nail Plate, NV358 & NV458 with Double NVTH Straps, NVTH/NVTHS Anchors & NVHC Hurricane Clips and NVSTA & NVHTA Heavy Duty Anchors with Seat", sheets 1 through 4 of 4, dated 04/15/2015, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade County Product Control renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city,:9tate, model/series, and following statement: "Miami -Dade County Product Control Apgroveti', unlessetherwise noted herein. • • ' RENEWAL of this NOA shall be considered after a renewal application has been filed il,wde has been no change . in the applicable building code negatively affecting the performance of this product. MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 www.miamidad e.gov/economy .... .... . . TERMINATION of this NOA will occur after the expiration date or if there has been a fe i s'ion or change in the ••• materials, use, and/or manufacture of the product or process. Misuse of this NOA as an enaonspent of stupe educt, grsales, advertising or any other purposes shall automatically terminate this NOA. Failure to .onsily with any/ ection of • • this NOA shall be cause for termination and removal of NOA. • • ••• • • •ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County: Florida, an• c ?oliowed by; t'g.., expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, thefii%1 l be dune • in its entirety. .. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 12-0130.35 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. MIAMIDADE COUNTY APPROVED NOA No. 15-0507.03 Expiration Date: July 30, 2020 Approval Date: July 30, 2015 Page 1 Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. NU -5, titled "Skewed Nail Plate, NV358 & NV458 with Double NVTH Straps, NVTH/NVTHS Anchors & NVHC Hurricane Clips and NVSTA & NVHTA Heavy Duty Anchors with Seat", sheets 1 through 4 of 4, dated 04/15/2015, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TESTS "Submitted under NOA # 04-0510.03" Test reports on wood connectors per ASTM D1761 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. Report No. 1. PT # 03-4482 2. PT # 034625 3. PT # 04-4641 4. PT # 04-4698 5. PT # 03-4590 6. PT # 04-4642 7. PT # 03-4543 Wood Connector NVSNP3 NVHCL/R NVSTA-24H NVTH24 NVTH26/NV458 NVHTA-24H NVTH2O/NV358 Direction Downward Up& Sideways Up& Sideways Up& Sideways Sideways Up& Sideways Up& Sideways Date 09/15/03 01/21/04 03/17/04 04/15/04 12/31/03 03/22/04 12/19/03 C. CALCULATIONS "Submitted under NOA # 09-0721.05" 1. Report of Design Capacities, dated 06/30/2009, sheets 1 through 12 of 12, prepared, signed' and sealed by Vipin N. Tolat, P.E. "Submitted under NOA # 04-0510.03" 2. Report of Design Capacities dated 04/27/2004, sheet 1 through 12, prepared, signed and sealed by Vipin N. Tolat, P.E. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources iRE12) E. MATERIAL CERTIFICATIONS 1. None., F. STATEMENT 1. Statement letter of code conformance to 2010 and 5th (2014) editiorrt Utile FBL; issted by Vipin N. Tolat, P.E., dated 04/29/2015, signed and sealed by Vipiald;Tlat, P.E. •• . . . . .. "Submitted under NOA # 09-0721.05" • . . . . .•• . •••• . 2. Statement letter of code conformance, no financial interest and no change of product; dated 07/08/2009, issued, signed and sealed by Vipin N. Tolat, P.E. E -1 . Carlos M. Utrera, P.E. Product Control Examiner NOA No. 15-0507.03 Expiration Date: July 30, 2020 Approval Date: July 30, 2015 . • •••• • • • ••• •• •• • • • •• •• • • • • . • • • • • • • • •• •••• •• • • •• • • • • • • • •• • • • ••• • • • • •- ••• 3)6' 31f- Holes ale". dia. TABLE 1 SKEWED NAIL PLATE 3 Supported Member Supporting Member Product Code Steel Gouge Schedule Schedule Allowable Loads lbs Each End Grovity Uplift NVSNP3 16 (6) 8d a 7'r 578 594 NVSNP3 Installation Notes: 1. Use 6 nail holes in each (longe. 2. Do not bend nail plate more than once. 3. Supporting member sholl be in the ocute ongle side with other flange behind the end o('supported member (see. sketch.) • ••• • ••• Generd. Wotes: •• • •• • • • • • • • • • • • 1. Steel shoo conforrp O :ASTM :A65s, SS grade 33, min. yield 33 ksi, min, tdfisiln'sitrengt11-45•ksi•arftja%ift.—galvanized-coating of G 60 -per ASTM A653. 2. Allows tSl@ 1DoOs •C4}fl Sd%teD81% p?e' bosed on NDS 2005/2012. • ••• • • • • •• • 3. Design lIa:s:ore tor;S• F ne, specific gravity 0.55. Design loads' for other'spetie% snail be•oej t%te per 'NDS 2005/2012. 4. Allowable uplift loads hove been adjusted for load duration factor CD of 1.6. Allowable gravity loads have been adjusted for CD values of 1:0, per table 2.3.2 of NDS 2005/2012. Design loads do not include 33% increase for steel and concrete. 5. Concrete in . Tie beams shall be min: of 2500 psi. Concrete Masonry, Grout and mortar in concrete masonry shall be min. of 1500 psi. Concrete masonry shall comply with ASTM C90. 6. Combined load of Uplift, L1 and L2 shall satisfy the following equation. Actual Uplift �ctuol L1 ActualL2 Allowable Uplift + A lowable Li + Allowable 2 <=1.0 7. Allowable loads ore based on 1N" thick wood members unless otherwise noted. 8. All designs Conform to FBC 2010 and 2014. VIPIN N. TOLAT, PE (CIVIL) FL. REG. N 12847 16123 LANTERNICREEK LANE HOUSTON, TK 77068 PRODUCT RENRWM N amplyiea web IM Pledge 8•••••••343M9 • l••• • de 343 M9 t Coeval Nu -Yue Industries, lac. 1063-1058 Bast 29 Street tilaleeh, Florida 83013 Phone: (305) 694-0397 PAX: (305) 694-0398 SKEWED NAIL PLATE DWG 3: NU -5 Sheet: lof4 Date: A5d1 t5, 9915 • • • •• •• • •• • • • • • • • • • • • • • ••• •• •• •• • • • •• • • •• ••• • • • • • • • • • • • • • • • • • TABLE 2: NV358 - 14G Double NVTH Straps with 2 ply -18G seat Assembly Product Code 14G Strap Product Code Dimension H (inches)— NV358-12 NV358-14 NV358-16 NV358-20 NV358-22 NV358-24 NVIH16 12 NVfH18 14 NVTH2O 16 NVTH24 20 NVTH28 22 NVTH28 24 NV358-26 NVIH30 26 NV358-32 NVTH36 32 NV358-44 NVIH48 44 Total No. of Fasteners in 2 Straps 10d x 3"— Total No. of Fasteners in Seat 10d -x 3" Allowable Loads (lbs) Uplift 11 L2 8 8 2245 1961 1839 10 8 2525 2206 2068 12 8 2806 2452 2298 14 8 3086 2697 2528 16 8 3387 2942 2758 INtODUCl RENEWED oesslyleg See MINN Building Cede 4corp•we No /f g.7,22 Padua Cosset Notes: 1. Minimum embedment Into concrete 4". 2. Nails are necesary In strops and seat to achieve design loads. 3. See Note 6 (Sheet 1) for combined Toad. 4. Nails through chords shall not force the truss plate on the opposite side. 5. For general notes, see sheet 1. H UP1.FT 14G NVTH 1.2 Truss plate required to transfer load to bottom chord Ilf A ��.s I��1 Reinforcements le Required u TABLE 3: NV458 — 14G Double NVTHie;traps with 3 ply 18G seat • •Total Trp. of Fasteners • Jft 2 Star 10d x 3" Assembly Product Code • 14G Strap: Product • Code! • • • 14nenoioa • H • • •Griphes)• • • •fotal No. sof Fasteners in Seat 10d x 3" Allowable Loads (lbs) Uplift L1 NV458-12 NVTH16 • NV458-14 NVTH18 • •• •12• • • • 1 • ••• • r • •• • 1 • •14• • • • • • • NV458-16 NVIH2O 16 NV458-20 NVTH24 20 NV458-22 NV1H26 22 NV458-24 NVIH28 24 NV458-26 NVIH30 26 NV458-32 NVTH36 32 NV458-44 NV1H48 44 3 NV358 1416" NV458 la" 11." 13i6'NV358, 5i6"NV458 SMe Vlaw Concrete Tie Beam f—or Tie Beam formed with Concrete filled Masonry. 12 • •41• • • • • 8 2245 2783 2078 • .•• • • • • AO • ••• •• • • 8 2525 .3131 2338 12 8 2806 3479 2597 14 8 3088 3827 2687 16 8 3367 4175 3117 VIPIN N. TOLAT, PE (CIVIL) FL. REG. # 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77088 ti 48e 1 18G Seat Detail NV358 and NV458 Nu— V u e Industries, Ino. 1053-1069 Bast 29 Street Hialeah. Plmtda 33013 Phone: (306) 694-0397 Pu (305) 694-0398 NV358 & NV468 WITH DOUBLE NVTH STRAPS DWG #: NU -6 Sheet.: 2 of 4 Date: Apra 16. 9015 • • ••. • • • .•• .• .• • . • •. •• • • . • • • • • . ... . • • • • . . • •. • • • . ... • • • • ••• H NVTHS 111" slot 0.203•x 1• 4" EMB. Truss plate required to transfer load to bottom chord /AIN. 4" EMB. NVTH Or TABLE 5 HURRICANE CLIPS Parallel to wall • ••• Perpendlcular • • • •• •• • /-'!D LE • 4 • •• •• • • •• • . • • • • • �- Truss AncWs.tIVTH and H4veted"futs Anchors with Seat NVTHS to wolf 0 _ _L2 Reinforcements 4%1W) 4 %Requked u Concrete Tle • Beam or Tie Beam formed with concrete filed masonry Product Code DescriptionHeader Gauge Fasteners 10d x . 11 Allowable Loads_ (lbs) Joist Uplift 11 12 NVHCR HURRICANE CUP - RIGHT 18 6 6 625 253 333 NVHCL HURRICANE CUP - LEFT 18 6 6 525 253 333 Cross -Section For Uplift, use two clips, one on each side to comply with section 2321.7 of the FBC UPUFT bottom hole dlo.m0.178" chord I -'ifs -I Y. H Length (in) Product Code, •• • • • 12 NVTH-16 . •• NVTHS E212 •• • Gauge set. • • - • • • • 18 • •. Gauge • • • • • No. of Fasteners • 4r1, Strap 'IQd x 1.5" Maximum Allowable Load (lbs) Uplift L1 L2 • • • •. 1: • . 14 NVTH-18 NVTHS 214 18 14 16 NVTH-20 NVTHS 216 18 14 18 NVTH-22 NVTHS'218 18 14 20 NVTH-24 NVTHS 220 18 14 22 NVTH-26 NVTHS 222 18 14 24 26 32 NVTH-28 NVTH-30 NVTH-36 NVTHS 224 NVTHS 226 NVTHS 232 18 18 18 14 14 14 44T: NVTH-48 NVTHS 244 18 14 For general notes see' sheet 1 Trues plate required to transfer load to bottom chord VIPIN N. TOLAT, PE (CIVIL) FL REG.' # 12847 16123 LANTERN CREEK LANE HOUSTON, TX 77088 • •5 ••• 1032 560 525 6 1222 671 630 7 1275 783 735 8 1329 783 735 9 1383 783 735 10 1437 783 '735 11 1490 783 735 12 1544 783 735 13 1598 783 735 NVTH, NVTHS Nu — V u e -Industries, Inc. 1053-1059 East 29 Street Hialeah, Florida 33013 Phone: 306) 894-0397 Fox: (306) 694-0398 NVTH / NVTHS ANCHORS & NVHC HURRICANE CLIPS DWG #: NU -5 Sheet: 3 of 4 Date: April 16. 2016 •• • • • • • • ••• • • • ••• •• • • •• •• • • •• • • • • • • ••• • •• • • • •• • • • ••• • • • • .•. TABLE 6 NVSTA—Heavy Duty Anchors with 14G NVTH Straps and 1 ply 20G seat Assembly Product Code 14G Strap Product Code Dimension H (inches) Total No. of Fasteners in Strap Total No. of Fasteners In 20 GA. Seat - Allowable -Loads-(lbs) 10d x 1X2" 10d x 1X2" e Uplift 6 11 e L2 NVSTA-12H NVTH16 12 5 6 1308 700 1049 6 8 1426 760 1144 NVSTA-14H NVTH18 14 7 6 1545 823 1239 NVSTA-16H NV0120 16 8 6 1864 887 1335 9 6 1783 950 1430 NVSTA-20H NVTH24 20 " 4" NVSTA-22H NVTH26 22 1,24 1 ,i 1 o 0 NVSTA-2411 NV1H28 24 .II o NVSTA-2611 NVTH30 26 II-- F�5 • Ni f" NVSTA-32H NV1H36 32 Holes Mail • +it .—qJt• 9" NVSTA-4411 NVTH48 44 200 Seat NVSTA 12H throght 44H 4" Min. Concrete Embedment 1Xz" UPLIFT i��+—Trues plate required to transfer Au Ift to bottom chord. L1 1Y4M MX' Not 0.203'x 1" Pin Y"dia. Reinforced Concrete — tie beam Min. 2/5 Top & bottom H 4" Min. Concrete Embedment. UPLIFT • . •TABLE. 7 ••• • NVHTA—Heavy Duty Anchors with 1'4 Double JTVTH Straps and 1 ply 20G seat mbly •Tebal No. of Product Fasteners in Code 20 GA. Seat .10d. 21X2" Asse Pro C 14G Strap Product Code NVHTA-12H NVTH16 biineensitore H (inches) -• a ' • iotal•rio. of -Fasteners h two Straps j Od jc• 1li"• s Allowable Loads (lbs) 6 Uplift Uplift 5 e L1 L2 e • • 1'1 •• • • • • NVHTA-14H NVTH18 •• • 14 s 9 NVHTA-16H NVTH2O 16 NVHTA-20M NV1H24 20 NV/174-22H NVTH26 22 NVHTA-24H NVIH28 24 NVHTA-26H NV1H30 26 NVHTA-32H NVIH36 32 NVHTA-44H NVU148 44 -NVHTA 12H throght 44H L2 Truss plate required to transfer uplift to bottom chord. Reinforced Concrete w— tie beam Min. 215 Top & bottom • • to • •r • • •• • • •• • • ti • •• •4I • •• • 6 1772 2078 1050 1450 1994 2338 1181 1631 14 6 2215 2598 1312 1812 16 6 2437 2858 1444 1994 18 6 2658 3117 1575 2175 Notes: 1. Naps are necessary in straps and Beat to achieve, desing loads, 2. See note 6, sheet 1 for combined loading. 3. Nolis through chords shall not force the truss plates. 4. For general notes, see sheet 1. 5. For higher uplift loads, concrete shall be 3000 pel. 6. Based on min. 2500 psi concrete. PRODUCtu6NbwsD so eoo.d,Yu wIM dM Fbrlls B sY VIPIN N. TOUT, PE (CIVIL) FL. REG. # 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77088 34G NVTH 5lde View 20 GA. Seat Nu — V u e Industries, Inc. 1053-1069 East 29 Street Hialeah, Florida 99013 Phone: (305) 694-0397 Fax: (305) 894-0398 NVSTA & NVHTA HEAVY DUTY ANCHORS eITIi SEAT DWG 1: Sheet: Date: NU -6 4 of 4 Apra le, 9015 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA} MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 www.miamidade.2ov/economv Nu-Vue Industries, Inc. 1055 East 29th Street Hialeah, FL 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade ,County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series AB, NVSTA, NVHTA, NVTHJ, EKE, NVTT and NVHC-37 Steel Wood Connectors APPROVAL DOCUMENT: Drawing No. NU -1, titled "Truss and Top Plate Anchors", sheets 1 through 4 of 4, dated 02/18/2008, with last revision dated 01/25/2016, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city4triete, model/series, and following statement: "Miami -Dade County Product Control Approved'•' unless Otlter wise • •noted herein. •• •• •. RENEWAL of this NOA shall be considered after a renewal application has been filed anit1 e:1 Das been no change • in the applicable building'code negatively affecting the performance of this product. .... • • TERMINATION of this NOA will occur after the expiration date or if there has been a revlstart or change in the • • materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endor9atrif of an},er.odi. t, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to coPeply with any se .tion of this NOA shall be cause for termination and removal of NOA. . • . ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by th4 expiration date may be displayed in advertising literature. If any portion of the NOA is disprayed, then it Shall bt done in its entirety. • • INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 13-0206.17 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. • • MIAMIDADE COUNTY APPROVED NOA No. 16-0201.22 Expiration Date:! May 22, 2018 Approval Date: June 2, 2016 Page 1 • • • • . Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. NU -1, titled "Truss and Top Plate Anchors", sheets I through 4 of 4, dated 02/18/2008, with last revision dated 01/25/2016, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TESTS "Submitted under NOA # 08-0325.02" Test reports on -wood connectors per ASTM D1761-88 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. Report No. 1. 05-5195A 2. 05-5196A 3. 04-4995 4. 04-4996 5. 05-5612 6. 06-5622 7. 04-4908 8. 03-4631 9. 08-6711 Wood Connector AB -5 AB -7 NVTHJ-26- NVTHJ-28 IKE71 IKE-2 NVTT NVTT NVHC-3 7 Load Direction Fl and F2 F1 and F2 Upward Upward Upward, Ll and L2 Upward, LI and L2 Upward and L1 Upward and LI Upward, LI and L2 Date 06/03/05 06/11/05 01/31/05 01/31/05 03/20/06 05/01/06 07/21/04 06/21/64 03/14/08 C. CALCULATIONS "Submitted under NOA # 08-0325.02" 1. Shear value of common wire nails and steel plate tensile calculations, prepared by Vipin N. Tolat, P.E., Consulting Engineer, dated 03/20/2008, signed and sealed by Vipin N. Tolat, P.E. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS • 1. Statement letter of code conformance to the 5th edition (2014) FBC and Of finaneial•• interest, dated 01/29/2016, signed and sealed by Vipin N. Tolat, P.E. • . • .. •. • • • . • • • • .••. • . . ..•• . • •••• "Submitted underNOA # 13-0206.17" • •• ,. . 2. Statement letter of code conformance to 2010 FBC and no financial interestdated..•. • 01/31/2013, signed and sealed by Vipin N. Tolat, P.E. E-1 • • • . • • • • • . Carlos M. Utrera, P.E. Product Control Examiner NOA No. 16-0201.22 Expiration Date: ` May 22, 2018 Approval Date:, June 2, 2016 • • • ••• •• •• • • • • • • • •• • • • • .• • • • • • • ••• •• ••• •• • • • • •• • • ••• • • • •• • • • • • • • • • • • • 18 Gauge Angle Clips. w2 wr it wt AB -7 AB -5 Typical Installation Product Code Dimensions (inches) Fastener Schedule Alowable Loads (lbs) WI W2 L Header Joist Fl F2 AB5 1 2516 5 3-10dx14" 3-10dx1y" 511 595 AB7 13/2 2546 7 4-10dx1Y2" 4-10dxIX" 582 794 Notes: Nail wider angle leg to Joist and Shorter leg to Header. • • ••• • • •• • • • GENERAL NOTI'••S: s • • • • • • i •• • • • • •• •• •• • • • ••• • 1. Steel shall conform to ASTM A653•structuial grade 33 (Min. yield 33 ksi) and a minimum _. galvanized coating of G 60 per ASTM A653. •• • • ••. ••• •• 2. Allowable loads arr based pn �latisnai Desm� splcificatlops (NDS) for wood construction, 2012 Edition and FBC 2014. • • • • • • • • • • • • • • • • • • • • 3. Design loads are fosSouthein Pine specie>I with a apecito gravity of 0.55. Allowable loads for other species shall be adjusted accordingly. 4. Common wire nail values are based on NDS table 111', G=0.55 and have been reduced for Penetration Depth factor P/10D. 5. Allowable loads for wind uplift have already been increased by a duration factor of 60% for anchor nail. Load values shown arc without 33% steel stress increase. 6: Allowable loads for more than a single connection cannot be added together. A design load which is divided into components in the direction given must be evaluated as follows: Actual Uplift + Actual Ll + Actual L2 <=1.0 Allowable Uplift Allowable Ll Allowable L2 7. Allowable loads are based on 131" thick wood members unless otherwise noted. 8. All tie beams and grouted concrete masonry shall comply with FBC 2014. Concrete for tie beams and grout and mortar for concrete masonry shall be a minimum of 2500 psi. Concrete masonry shall comply with ASTM C90. 9. All tests have been conducted in accordance with ASTM D-1761. PRODUCT REVISED awRlriss win dr IbtM Fluillias Gans w.aoa4. N" VW. 8 VIPIN N. TOLAT. PE (CIVIL) FL. REG. # 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77068 Nu-Vue yes, Inc. 1053-1059 Ear 29 Street Hialeah, Florida 33013 (305) 694-0397 Fax: (305) 694-0398 TRUSS AND TOP PLATE ANCHORS DWG #: NU -1 Sheet 1 of 4 Date: Feb. 18, 2008 Revisions: Jan. 25, 2016 • •••• • •• •• • • • • • •• • • •• •• • • •• • ••• • •• •• • •• • •• ••• • • • • •••• •• •• • •. • • • • •• • •• • • • • ••• Deep Seat Truss Anchor.. They are designed to resist lateral and uplift forces. The strap is made of 14 gauge steel and the seats of 20 gauge steel. UPLIFT Assembly Product Code Dimension H (inches) Total No. of Fasteners in Strap 10d x 1i" Total No. of Fasteners in 20 GA. Seat 10d x 1Y2" Allowable Loads (lbs) 6 Uplift 6 LI 6 L2 NVSTAI2 12 5 6 1046 700 ' 1049 6 6 1141 760 1144 NVSTAI6 16 7 6 1236 823 1239 NVSTA20 20 8 6 1331 887 . 1335 9 6 1426 950 1430 NVSTA22 22 2259 NVSTA24 24 • • ••• • ••. Holden Double StrAp4ivetet4 'l' uss•Apeflar.. Tiley are designed of 14 gauge steel plates to resist lateral andaplii forces: The •leaa are made 4'20 gauge steel. .T, • ••• • •• • • • • •-• • • • • •• • • ••• •• • .• • • • • • its '1 r�NI %1p r1 fo MW/ar Yp�It M :Itl� Mahe drri-447:1ft111101 UPLIFT Assembly Product Code Dimension H (inches) Total No. of Fasteners In two Straps 10d x 1)4" Total No. of Fasteners in 20 GA. Seat 10d x IX" Allowable Loads (lbs) 6 Uplift 5 Uplift 6 LI 6 L2 NVHTA 12 . 12 10 6 1506 1766 1050 1450 12 6 1695 1987 1181 1631 NVHTAI6 16 14 6 1883 2208 1312 1812 N VHTA20 20 16 6 2071 2429 1444 1994 18 6 2259 2649 1575 2175 NVHTA22 22 Notes: 1. Nails are necessary in straps and seat to achieve, desing loads. 2. See note 6, sheet 1 for combined loading. NVHTA24 24 PRODUCT REVISED al aeuripltring vdth ihr Florida Reeding GoOr Roden COMM 4. For general notes, see sheet 1. 5. For higher uplift loads, concrete shall be 3000 psi. 6. Based on min. 2500 psi concrete. VIPIN N. TOLAT, PE (CIVIL) FL. REG. 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77068 Nu-Vue lndustrIea, . 1053-1059 East 29 Street Hialeah, Florida 33013 (305) 694-0397 Fax: (305) 694-0398 TRUSS AND TOP PLATE ANCHORS DWG #: NU -1 Shed: 2 of 4 Date: Feb 18, 2008 Revisions: Jan 25, 2016 • . ••• .• ••• • • • • • . •• • • • •.• • • • ••• • ••• • • • • • • • • • ••.• . • • • • •• • • • • • •.. 12 Gauge NVTHJ Truss Hip & Jack Hanger • •206Stud Plate ties •• • •. • • • •• • • • • • • • • • • • • • •• • • . •• • •• • •••• ... • • • L ••• • • • • • _:_I:• •• • • • IKE-1 ( ISOMETRIC ) •• UPLIFT NVTHJ-28 similar U.S. Patent No. 4,984,253 Product Cod a Allowable Loads (lbs) S. Pine Nail Schedule Uplift Loads Header Nails 16d (e) Hip Nail lOd Jack Nail I Od a b total c . d total NVTH126 1478 16 4 3 7 2 3- 5 NVTHJ28 1931 20 5 4 -9 2 3 5 N f- z NVTHJ-28 as shown NVTHJ-28 similar Note: For 1 2x members 10dx1yr" nails can be used IKEA TYPICAL IKE1 INSTALATION Product Code Dimensions (inches) Fasteners Allowable Loads (lbs) W II L Stud Plate Uplift L1 L2 IKE 1 14 5 3)4 6-10d 4-10d 787 337 337 IKE 2 DS 63 312 6-10d 7-10d 932 451 318 PRODUCT REVISED es complying •IO.De Fluids WARM. G•r if iZy{'4!G Moho Oxissal /9 VIPIN N. TOLAT, PE (CIVIL) FL. REG. # 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77068 Nu-Vue Industries, Inc 1053-1059 East 29 Street Hialeah, Florida 33013 (305) 694-0397 Fax: (305) 694-0398 TRUSS AND TOP PLATE ANCHORS DWG #: NU -1 Sheet: 3 of 4 Date: Feb 18, 2008 Revisions: Jan. 25, 2016 •` . ••• • . • ••• •• ••• • • •• •• • • • • • •• • • • • • • • • •• •••• •• •• •• • • •• • • • • • • • • •.• • • • • ••• 18 Gauge NVTT Sanibel Truss Strap Product trade Dimensions (inches) Fasteners Schedule Allowable Loads (lbs) W B H L Truss Top Plates Hollcrete sonry Uplift Ll NVTT-1 1946 1): 14 13 2-10dxlii" 6-IOd --- 968 543 NVTT-2 I946 1Y4 14 13 Z-lOdxlii" — f'TapcoeOxl s4" 1584 465 1. 1-10dx1W" nail is placed on each side of the Truss and 3-10dnails in each leg are placed in two top plates. 2. 3-y"dia. x 11/2" long, Ili" embedment tapcons are placed in each leg and into the hollow concrete masonry. Maintain 23" edge distance from top of the block and spacing of 3" between the tapcons. NVTT 1 and2 IUPLIFT NVTT-I As Shown NVTT-2 Similar except concrete masonry with lepton anchors instead of Wood Plates and nails. 2I G$ule NVIfC .373.W4e Grip Clip (520) • • • • • • '_ •• • • •• • .•. •• ••• • • • •• ••• •• • • • • • . a • • Nr l€cheddle• Allowable Design Loads (lbs) • Product 9412 • • • • :D944dt ; -• P or Plate • Pe or Stud Uplift Ll L2 NVHC 37 S WayClip 16-8d or 16-10d 12-8d or 12-I06 702 560 637 UPLIFT VIPIN N. TOLAT, PE (CIVIL) FL REG. # 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77068 Nu-Vue Industries; Inc. 1053-1059 East 29 Street Hialeah, Florida 33013 (305) 694-0397 Fax: (305) 694-0398 TRUSS AND TOP PLATE ANCHORS DWG #: NU -1 Sheet 4 of 4 Date: Feb 18, 2008 Revisions: Jan. 25, 2016 AN NV5 COMPANY Geotechnical Engineering 1 Foundation Engineering 1 Construction Materials Testing 1 Soil 'Borings 1 Monitoring Wells August 6, 2013 Mr. Robert J. Lara, AIA Robert J. Lara Architecture, Management, Design 8450 SW 201 Street Miami, Florida 33189 Re: Report of Subsurface Exploration & Geotechnical Engineering Proposed Allegra Residence -Addition 1160 NE 98th Street Miami Shores Village, Florida KACO Project No. 13-146150 Dear Mr. Lara: KACO, an NV5 Company, submits this report in fulfillment of our scope of services in, our Proposal No. 13-0368 address to you and dated July 16, 2013. This report describes our understanding of the project, presents our evaluations, and provides our professional opinions and 'recommendations for foundation design and construction for the project. EXECUTIVE SUMMARY The project site is located at 1160 NE 98th Street in Miami Shores, Florida. A site vicinity map is presented on Drawing 1: The property is bounded by other residential properties to the east and west, an alley to the south and NE 98th Street to the north. The site is rectangular in shape and is approximately 80 by 140 feet in plan -view. • • Project development will consist of a second floor addition to gxistirig•rtrie-story •. residential structure. We understand also that some sections of the segpirj.floor'ad Iition vyni•'; be supported on the existing foundations and the remaining areas will Ise• supported. on n4 r • •: foundations. We were provided with a site plan in an email dated July 12;•2013 that•eontainec .• information about the proposed addition to the existing structure. No 's iii tural.1oeds wdr' ' . provided. For the purpose of this report we estimate that column Ioad%for the residentraT.• structure will be on the order of 75 to 100 kips and wall Toads on the order of 3 kips per linear:•:. foot (kit). Ground floor slabs are expected to have maximum live loads of less.than•200 pour2..: 'per square feet (psf) after the addition of the second floor. No basements or below grade structure are planned. 9565 NW 40th Street Rd. 1 Doral. Florida 33178 1 Phone: 305.666.3563 1 Fax: 305.666.3069 www.kaderabek.com 1 www_NVS.cc,m 1 C..A. #29994 Mr. Robert J. Lara, AIA Robert J. Lara Architecture, Management, Design Geotechnical,Study— Proposed Addition August 6, 2013 Page 2 KA CO Project No. 131-146150 Based on the test boring advanced 30 feet below the existing ground surface and the hand auger boring advanced five (5)feet below existing ground surface at the site, a summary of the generalized subsurface conditions at the site is presented below: Layer 1 - a 3 -foot -thick layer of Sand & Limestone Fragments (Probable Fill) Laver 2 - a 1 to 3 -foot -thick layer of Silty Sand with some limestone fragments Layer 3 - a 3 -foot -thick layer of Sand Layer 4 - a layer of Limestone with occasional Sandy Zones that is at least 20 feet thick extending to the maximum boring termination depth of 30 feet below ground surface. In summary, based on the subsurface conditions encountered at the site,, it is our professional opinion. that new shallow foundations (footings) bearing directly on the near:- surface ear-surface clean well compacted granular fill material may be designed for an allowable bearing pressure of 2,500 pound per square foot (psf), after the site has been properly prepared as recommended herein. Detailed foundation design and construction recommendations are presented in more details in the following sections of this report. PROJECT INFORMATION The project site is located at 1160 NE 98th Street ih Miami Shores Florida. A site vicinity map is presented on Drawing 1. The property is bounded by other residential properties to the east and west. To the south of the property is an, alley and to the north is NE 98th Street. Based on the information provided, site grades are between +8' and +11 feet' NGVD with respect to the 1929 National Geodetic Vertical Datum (NGVD) We were provided with a site plan of the proposed addition in an email dated July 12, 2013. We understand 'the new construction will consist of a second floor addition to the existing•one-story residential structure. We understand that some areas of the addition will be supported by the existing shallow foundations, while the remaining areas will be supported by new foundations. We assume construction will consist of reinforced concrete. No structural information was provided. However we estimate the new loadings on the column vyilhbn on the order of 75 to 100 kips and wall Toads on the order of 3 klf. We assumeThafwound�'Tdor sla13S':• will be loaded to a maximum of 200 psf. We understand also that no baser el ,ts or below grade;;• structures are planned, except as required for foundation and utility constrwodion. .... 4•••• . .• • PURPOSE • "••••: The purpose of our services on this project is to explore `the subsirtace conditions in.; order to provide recommendations for foundation design and constructiori. • .• •• • ••• • • • • • G3 ka ©cOD AN NV5 COMPANY Mr. Robert J. Lara, AIA Robert J. Lara Architecture, Management, Design Geotechnical Study— Proposed Addition FIELD EXPLORATION August 6, 2013 Page 3 KACO Project No. 13-146150 For this study, the subsurface conditions were explored with one (1) engineering test boring and one hand auger boring advanced to depths of 30 feet and five (5) feet respectively below the ground surface. The test locations were marked and identified in the field by KACO personnel. The approximate test locations are shown on Drawing 1. The boring was' drilled with a truck -mounted drill rig .utilizing the rotary wash method. Samples of the subsurface materials were recovered at two (2) to three (3) foot intervals within the upper 10 feet of the boring, and at roughly five (5) -foot intervals thereafter using a Standard Penetration Test split -spoon sampler (SPT). The SPTs were performed in substantial accordance with ASTM D-1586, "Standard Method for Penetration Test and Split -Barrel Sampling of Soils." This test procedure drives a 1.4 -inch I.D. split -tube sampler into the subsurface using a 140 -pound hammer falling 30 inches. The sum of the number of blows required to drive the sampler the second and third six-inch increments is the SPT N -value, in blows per foot (bpf), and is an indication of material strength. Upon completion of the boring, the borehole was backfilled to the ground surface with cement grout. The hand auger boring was performed with a hand auger to the termination depth of five (5) feet. The soil/rock samples recovered from the borings were classified by a geotechnical engineer. The collected samples were later re-examined to confirm field classifications and to select samples for laboratory testing. Visual soil classifications were made in accordance with ASTM D2487 and ASTM D2488. The results of the classification and consequent generalized stratification are shown in the records of test boring in Appendix A. Strata contacts shown on these drawings are approximate. The boring and hand auger data reflect conditions at the specific test locations only, and at the time the tests were performed. LOCAL GEOLOGY Miami -Dade County -is located on the southern -flank of a stable carbonate;ptatfprm on which thick deposits of limestones, dolomites and evaporites have accamulated.••1'lie up13CP•:• 200 feet of the soil profile is composed predominantly of limestone and.quartz sattd,• sediments were deposited during several glacial and interglacial stages wham.the ocean was.at elevations higher than present. ••••• •••• • In many portions of Miami -Dade County, surface sand deposits of tlab.I'amlieo.Fo?maticn..• are encountered. The Pamlico sands overlie the Miami Limestone. Ip•neltern Miami -Dade .; County, portions of the Everglades Region interfinger with the Pamlico sand.' Thi.E4/2argladLS••• soil consists of peat and calcareous silt (marl). . .. .. . ... . • • •• The Miami Limestone is a soft to moderately hard, white, porous' to very porous, sometimes sandy, oolitic calcareous cemented grainstone. The Miami Limestone' outcrops in portions of Miami -Dade County. The Miami Limestone has a maximum thickness 'of about 35 AN NV5 COMPANY 1 Mr. Robert J. Lara, AIA August 6, 2013 Robert J. Lara Architecture, Management, Design Page 4 Geotechnical Study — Proposed Addition KACO Project No. 13-146150 feet along the Atlantic Coastal Ridge and thins sharply near the coastline and more gradually in a westerly direction. The Miami Limestone was formed about 130,000 years ago at a time when the sea level was 25 feet higher,than it is today. This environment facilitated formation of concentrically layered sand sized carbonate grains called oolites. These grains formed by repeated precipitation of calcium carbonate around the nucleus of a sand or shell grain. The Miami Limestone can be separated into two facies: the barrier bar oolitic facies and the tidal shoal limestone facies. The barrier bar facies is characterized by lenses of oolitic limestone separated by intermittent, 1 -inch thick or less, uncemented sand layers (cross - bedded limestone). Zones of higher porosity are characteristic and parallel the bedding planes of the cross -bedded limestone. The tidal shoal limestone facies is characterized by a distinct lack of bedding planes. In addition, burrowing organisms have churned previously deposited sediments, which have resulted in high porosity channels in the rock. These ancient channels give the rock an appearance of a hardened sponge in some areas. The Fort Thompson Formation underlies the Miami Limestone, and includes sand, sandstone, and limestone. The upper zones of the Fort Thompson Formation consist.of sand having a thickness ranging from five (5) to 35 feet. The remainder of the formation consists of coralline limestone, quartz sandstone, sandy limestone and freshwater limestone. t The type of soils within the formation and the degree of cementation vary with lateral extent and depth. The Fort Thompson Formation is underlain by the Tamiami Formation. The Tamiami Formation consists of sands, silts, clays, and sometime fossiliferous limestone. The upper portions of the Tamiami Formation are permeable and make up the lower reaches of the Biscayne Aquifer. This Formation ranges in thickness from zero (0) to 300 feet in South Florida. In general, the subsurface conditions' of alternating layers of sand and limestone 'encountered in the boring are generally consistent with the geology described above. The detailed subsurface conditions are presented in more detail on the Records of Test Boring sheets. SUBSURFACE CONDITIONS The subsurface conditions disclosed by the borings can be gerie;aii4ed as'el�scribbtf::• below. -• • • Layer 1 — Sand & Limestone Fragments (Probable Fill): this layer•CBflSists alight brown sand & limestone:fragments. It is three (3) feet thick in the'boriggi.:The layer ;s loose • • and has SPT N -value of 6 blows per foot (bpf). .. .. .. .. .. • • • •, Layer 2 — Silty Sand with some limestone fragments: this layer consists o .light brOavi••• silty sand with some limestone fragments. It is one (1) to thres~.(S): feet.XbicI in ••; borings. This silty'sand layer is very soft with SPT N -value of two (2) blows per fodt (bpf). AN NV5 COMPANY Mr. Robert J. Lara, AIA Robett'J. Lara Architecture, Management, Design Geotechnical Study — Proposed Addition August 6, 2013 Page 5 KACO Project No. 13-146150 Layer 3 — Sand: this layer consists of tan fine sand. It is about four (4) feet thick in the boring. The sand is loose to medium dense with SPT N -values of five (5) and 19 blows per foot (bpf). Layer 4 — Limestone with Occasional Sandy Zones: this layer is at (east 20 feet thick in the boring, and extends to the maximum termination depth of the• boring at 30 ,feet. It consists of Tight brown limestone with occasional sandy zones and interbedded sand layers. The SPTfN-values in the limestone range from four (4) to 15 blows per foot (bpf) with an average value of nine (9) blows per foot, indicating a layer that is very' soft. TABLE 1 - SUMMARY OF ESTIMATED PERTINENT ENGINEERING PARAMETERS Layer ID Description Range Thi (ftjess ) SPT N -values Modulus of Elasticity (ksf) Unconfined Compressive Strength (ksf) Allowable. Side Shear (ksf) Range Avg 1 Sand &Limestone Fragments 3± 6 6 260 - - 2 Silty Sand 1- 3± 2 2 < 200 - - 3 Sand 4± 5 - 19 12 300 - - 4 Limestone 20+ 4 - 15 9 8,000 200 .3 GROUNDWATER Groundwater was measured in the boring at a depth of 5 feet below the ground surface. This depth corresponds to an approximate elevation of +3 feet NGVD. Our experience in the general area suggests that normal groundwater levels normally fluctuate between Elevation +0 to +3 feet NGVD, the variations being primarily the result of seasonal fluctuations, storm and hurricane events, and adjacent construction activities. Notwithstanding the variations acknowledged, we anticipate that groundwater at the site will typically be encountered within the upper 10 feet of the existing ground surface. EVALUATION AND DISCUSSION .••• • • •••• • • • • •• • • • • • •••••• • • We consider the site suitable for the proposed construction 'frorir a geotechnidal...: engineering perspective. The primary concern for foundation design anti camstructipn tncluk. support of the proposed addition without -unacceptable settlement, ancl;oi vimizing• adverse:•.' settlement impacts to the existing foundations. Our recommendatibrt" for design and••:• construction of foundations are presented in later sections of this report. • :•• We estimate that the new shallow foundations. that are properly deei nqd ain`t constructed as recommended herein will experience total settlements of one (1) inclt'or less and maximum differential settlements of 1/2 inch. 1 AN NV5 COMPANY Mr. Robert J. Lara, AIA Robert J. Lara Architecture, Management, Design Geotechnical Study— Proposed Addition August 6, 2013 Page 6 KACO Project No. 13{ 146150 The use of existing footings to support new loads must consider the fact that the 'building foundations have already completed settlement under the initial construction loadsland that the new loads could result in additional settlement. Such settlement could be on the order of an additional '/ inch or so depending on the magnitude of the additional loads imposed on the footings. While this magnitude of settlement is not considered out of the normal range_for new construction, it could have implications for the building components supported on"the existing footings as these components have already "adjusted" to the settlement that took place after the initial construction. Therefore such additional settlement could lead to some minor cracking in existing walls. If such impacts are not tolerable, then one option would be to underpin the existing footings with deeper foundation elements such as helical piers. Another consideration that must be made is the potential impacts of differential, settlements between new and existing foundations, if these two foundations types provide common support to the new project components. Differential settlements are anticipated to be on the order of % inch or Tess. Yet another consideration .that must be made in the layout of the foundations is the scenario where an existing footing might not be carrying additional load but is in close proximity to one or more footings that are being newly loaded. Areal settlement in the vicinity of the newly loaded foundations could "drag down" the existing shallow footings, even if they are not actively loaded by the improvements. RECOMMENDATIONS Recommendations for the proposed addition to the existing one-story residential structure are provided below in the following sections. A. Site Preparation and Grading 1. Geotechnical site preparation for construction should consist of removal of all existing structures, foundations,pavements and underground utilities and other deleterious materials within proposed building and pavement footprints- plus a five-fogtt•mimeter. Any voids created by the removal of these deleterious materialLatiould 13rproperIV:V backfilled as described in the paragraphs below. •• • Where old spread footings are encountered, they should be remoMMQ•and riplated with • compacted fill if they interfere with the new foundations or utilities.,ad "fou if &ions Co". not interfere with new construction they should be left in placie!..Backfillit1g: of Qt4... foundation excavations should be performed in accordance with:titrvcommendations •: provided in this report. . • . . . • • • After preparation as described above, areas for structures that will have slabs'vti grade or pavements should be proof `rolled with a walk -behind roller: The proof rolling should be observed by KACO to identify and mitigate any weak subgrade,conditions evidenced AN NV5 COMPANY MT) Mr. Robert J. Lara, AIA Robert•J. Lara Architecture, Management, Design Geotechnical Study — Proposed Addition August 6, 2013 Page 7 KACO Project No. 13-146150 by yield or rutting at the wheels of the roller. Proof -rolling should include planned development footprints plus a five (5) -foot perimeter where possible. 2. We do not anticipate significant filling for this project. Nonetheless, if required, fill soils should consist of either inorganic, non -plastic sand having Tess than 10 percent material passing the No. 200 sieve, or crushed limestone with a maximum rock size of six (6) inches. In particular, fill soils placed within the upper 12 inches of the subgrade, of building slabs on grade, should consist of either sand with less than 10 percent passing the No. 200 sieve, or crushed limestone with a maximum particle size of three, (3) inches. Based on our boring data the Layer 1 sand should 'satisfy the fill criteria, but might require localized sorting and moisture -conditioning prior to re -use. The layer 2 silty sand should not be used for fill. In any event, representative samples of the fill soils should be collected for classification and compaction testing. The maximum dry density, optimum moisture content, gradation, and plasticity should be determined. These tests are needed for quality control of,the compacted fill. 3. Fill soils should be placed with loose lift thicknesses of not more than 12 -inches, moisture -conditioned to within two (2) percent of the optimum moisture content based on ASTM D-1557, and compacted to 95 percent relative compaction'. One test should be performed for each 2,500 square feet of fill area per lift of fill soils. If during the compaction process fill shows evidence of yielding under the weight of the roller, it should be removed and replaced with dry granular fill described above. Fill particles exceeding one (1) inch in size should not be allowed to nest within the fill. The vibrations produced by the operation of the compactor should be monitored for potential adverse effect on existing footings, adjacent existing structures, pavements, and utilities. If existing footings and nearby structures will be affected.by the vibration of the compactor, the compaction procedure may require modification as approved by the geotechnical engineer. B. Foundations . . . ••••. 1. After preparing the site as described above in the Site PreparCtion and grading, the.• structure may be supported on shallow foundations (footings) desigt-teal for an alTowalale.:. bearing pressure of 2,500 psf. The bottoms of the foundations sbtflllt1' be embedded;aX..: least 18 inches below lowest adjacent grade. • • • • • • • • • .. .. .. .. .. . . •..• • . •. .' • . • .. •• • •.. . • • .. Relative compaction refers to the in-place dry unit weight of a material expressed as a percentage of the maximum dry unit weight of the same material as determined in the laboratory using the Modified Proctor procedure (ASTM D1557). AN NV5 COMPANY Mr. Robert J. Lara, A1A Robert J. Lara Architecture, Management, Design Geotechnical Study — Proposed Addition August 6, 2013 Page 8 KACO Project No. 13-146150 r 2. To assure an adequate factor -of -safety against a general shearing failure, strip and continuous footings should be at least 18 inches wide, and isolated footings should be no Tess than 30 inches wide. Exposed bearing soils should be compacted to a minimum of 95, percent relative compaction. 3. Lateral forces may be resisted by passive earth pressure acting on 1 the vertical 2 foundation faces and by friction acting between the bottoms of foundations and the supporting subgrade. We recommend using an equivalent fluid weight of ,180 pounds per cubic foot (pcf) to compute passive resistance for moist soil above the -water table, and 80'pcf to compute passive resistance in submerged soil. Passive resistance in the upper 12 inches of soil should be neglected unless it is confined by a slab`or pavement. Frictional resistance may be computed using a factor of 0.30 times the sustained dead loads. The above values include a factor of safety of at least 1.5. These values of resistance assume that the foundations are:- 1) surrounded by limerock or other backfill compacted to 95 percent. relative compaction, and 2) able to withstand horizontal movement on the order of to 3/8 inch. 4. It is our professional opinion that an allowable bearing pressure of 2,500 psf would have been a reasonable value to use for design at the time when the existing footings were being newly constructed. However it must be clarified that KACO has no knowledge of existing footing design an& construction details. We therefore cannot state definitively what allowable bearing pressure is appropriate for the existing footings. Consequently any additional loading placed on the existing footings should consider the potential settlement impacts discussed in the Evaluation and Discussion section of this report. If it is determined at a later date, that underpinning is required for existing footings; KACO can provide recommendations for such underpinning. C. Ground Floor Slabs Ground floor slabs may be supported on grade. Slab subgrades should be prepared as recommended above under Site Preparation and Grading. 2. For slab design a modulus of subgrade reaction of 150 pounds pka-.cubic irtich (pc• i) may•• be used provided the slab subgrade is prepared as recommendedAn@in. • • 3. Slabs should be reinforced for the loads that they will sustain anc oonstPuc;:an joints • should be provided at frequent intervals. . . . . •. . . .. .. .. .. 4.Slabs on grade are subject to movement of moisture from the sb1r2.lUSward'thtough the•. slab. To prevent such moisture vapor transmission, a moisture b?rrief shotld'1e placed"; on the slab subgrade, and should be protected from damagb .duting GOnstructiOtf Construction joints should be provided with water stops in any permanently submerged areas. AN NV5 COMPANY Mr. Robert J. Lara, AIA Robert.J. Lara Architecture, Management, Design ' Geotechnical Study —'Proposed Addition August 6, 2013 Page 9 KACO Project No. 13-146150 D. Excavation and Dewatering 1. Shallow excavations into the near -surface materials will likely stand vertical for short periods of time only. The excavation sides will unravel over time as they are exposed to weather and construction traffic. Deeper excavations, especially those that extend below the groundwater table, as well as excavations that will remain open for longer periods of time will require support in the form of temporary shoring or sliding trench boxes to prevent instability of excavation walls and to protect workers from injury. All, excavations shouldcomply with Occupational Safety and Health Administration (OSHA) design and safety requirements. Shoring designs should be signed and sealed by a Florida -licensed professional engineer, and should be provided for the Owner's review. 2. Average groundwater elevation is expected to be between Elevation +0 and +3 feet NGVD for this site. Given the existing site grade of about +8 feet NGVD, it is not anticipated that groundwater will be a major factor for excavations of shallow individual footings, or most underground utilities. Nonetheless, temporary changes in groundwater level resulting from extended periods of heavy rainfall could result in some excavations requiring dewatering. We judge that localized dewatering concerned with excavations could be performed using sump pumps. It is the Owner's responsibility to obtain any dewatering permits that may be required. All dewatering and consequent effluent discharge should meet the requirements of the local jurisdictional agencies including Miami -Dade County, Florida Department of Environmental Protection (FDEP), Florida Department of Transportation, and South Florida Water Management District (SFWMD) as appropriate. E. Other 1. KACO should participate in the design development phases of this project in order to verify that the intent �f our geotechnical recommendations have been properly incorporated into the project design. 2. KACO should provide geotechnical construction engineering and Ospection•ryices for the project. We should also observe and test site earthwork actiaelet and foundation .• construction so we can 1) address needed changes to the foundativp•recorrtmendatiore•:• if site conditions different from those described herein are encoilriffr'dd, and 2) the requirements of the Florida Building Code and municipal agencieg..• •••••• REPORT LIMITATIONS . . • .. .. .. . .... ••• • • • •• This report has been prepared for the exclusive use of the Owner and.othernVellbers.of . the design/construction team for the specific project discussed in this repork This•rgport hes been prepared in accordance with generally accepted local geotechnical engineering pthctices; no other warranty is expressed or implied. Ds:cz%,C (32:0 AN NV5 COMPANY Mr. Robert J. Lara, AIA August 6, 2013 Robert J. Lara Architecture, Management, Design Page 10 Geotechnical Study — Proposed Addition KACO Project No. 13-146150 The evaluation and recommendations submitted in this report are based in part upon the data collected from the field exploration. The nature or extent of variations throughout the subsurface profile may not become evident until the time .of construction. If variations then appear evident, it may be necessary to evaluate our recommendations as provided in this report. In the event changes are made in the nature, design or locations of the proposed project construction, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions modified or verified in writing by KACO. The scope of services did not include any environmental assessment or investigation for the presence or absence of wetlands, sinkholes, chemically hazardous or toxic materials in the soil, surface water, groundwater or air, on or below or around the site. We should be provided the opportunity to review final foundation specifications and review foundation design drawings, in order to ascertain whether our recommendations have been properly interpreted and implemented. If KACO is not afforded the opportunity to participate in construction related aspects of foundation installation as recommended in this report, we can accept no responsibility for the interpretation of our recommendations made in this report or for foundation performance. 1 CLOSURE We appreciate the opportunity to provide specialized engineering services on this project and look forward to an opportunity to participate in construction related aspects of the development. If you have questions about information contained in this report contact the writer, at 305.666.3563. Sincerely, KACO an NV5 COMPANY 06-13 Clyde L. Grey, E.I. Garfiel L.rF•P� 0v ESS Staff Engineer Senior Eng irte' '�,r � ,�. •• Florida Lice riSe•Ato.114'9 •• ‘11 111111111 ...... . `•k��• G6N S E 41. • • i „q1S c4°' 4 ;W=-cor, 172 Attachments: Drawing No.1 - Site Vicinity Map & Test Location Plan Appendix A - Record of Test Boring Logs (A-1 & A-2) - Key to Symbols (A-3) • •••• •••• • • • • .. .... .... . . - Notes Related to Record of Test Boring (A-4) . • • •. • • • Distribution: 3 Copies to Addressee via U.S. Mail Copy to Addressee via,Email: r Zara( bellsouth.net Copy to KACO File. /d/oclkaco reporfs113-146150-allegra residence miami shore village geo ref 08-01-13.doc • • • • • • •P •• • ••• • • • • • •• PAc. AN NV5 COMPANY ��--Alley fY6TI4 h'WD FENLf rdorsrlylkc .. 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"_ mom sg %••• •• • • I�• • II rya' Site Vicinity Map •••• aabg lkMlkl fmtt • • • 'times Yk M hldkn d abirp +.nahM Lela ea sik• ikpCd tWrgrrW •• r) 4cruklw' tOtti Leaend B- Soil Boring Test Location - Hand Auger Test Location 5- Caller lid! Vg aN mm gam's.• 4 F tepid I. rev. it tlbelA i) rett hMn it w`+frroM mi —IT Yr,(.11 ytotrg fy' / 11 i§ ll , RkeKld JJ - i°ebqt POI Imre I _ a rotten 1 r this taut •,_1 ..y..a_ t(t awrwdNrckdwdtg r\ r+f ty�: �5Q £• ap LNYiNuih WKeuer '�nng�t 4. • to n gate bblMk Y � I '•t7 .r � k rack I� M Fill Ay, `'',J .gl ` ^ • c ) •'1 it isi bs yr b spud '1I i Sm red Ise (4) Fes: MI,:Vapy Il'-(i/t{h of Y,tl mot tris env _eV ar4n' vied �b N lfn ri • y'; NE_ 98th Street c Notes: 1. Test locations shown are approximate. 2. Test location symbols are not to scale. 3. Sketch provided by Robert J. Lara, AIA. r1.e eihRg d�mela ordwry :e dwell ri ,%Or ed bekd tar rt nit earl r1 deet b1.4 fi (44 s teed IN Wer} qk red • • • • • • • 0 20 Approximate Scale In Feet KACO Gcolcchnicol Engineering Construction Mmo,,.I, resting Soil noring./Monitor Wells DRAWING TITLE: Site Vicinity Map & Test Location Plan DWN BY: g:e✓ PROJECT NAME: Allegra Residence, 1160 NE 98th Street, Miami Shores, Florida CKD BY:MIN PROJECT NO: 13-146150 DATE: 08/05/13 DWG NO: 1 APD BY KACO KADERABEK COMPANY RECORD OF TEST BORING PROJECT/LOCATION: Allegra Residence,1160 NE 98th Street, Miami Shores, FL BORING NO: B-1 PROJECT NO: 13-146150 START: 07/26/2013 FINISH:. 07/26/2013 WEATHER: Overcast BORING LOCATION: Refer to Test Location Plan DRILLER: D.Correa/ R. Jimenez DRILL: Mobile B-53 DRILL CONTRACTOR: KACO an NV5 COMPANY ELEVATION (EST.):+ 8'feet'NGVD GROUNDWATER: 5 feet depth DATE CHECKED: 07/26/2013 BORING METHOD: Rotary drill with wash, mud & casing FLUID LOSS: None NOTES: ELEV./ DEPTH SOIL SYMBOLS AND FIELD TEST DATA MAJOR SOIL COMPONENT OTHER COMPONENTS STANDARD PENETRATION TEST DEPTH. { N -- 0 5 - - 5 0 -10 -20 - 10 - 15 -20 - 25 - 30 -25 35 •*::: 07/26/ 2013 SAND & LIMESTONE Loose, brown 6 FRAGMENTS 0-2, 6 (PROBABLE FILL) i SILTY SAND Very soft, light brown with some limestone fragments 3'-5' 2 9 SAND Medium dense, tan 10 6'-8' 19 8 7 • 12 9 2 3 2 2 2 LIMESTONE Loose, tan Very soft, light brown, with some sand Very soft, light brown, with, some sand Very soft, Iigth brown, with some sand { 8'-10' 5 13-15'- ,15 18'-20' 10 •• • • • •• • • 1••• CURVE 10 30 50 •••. • • • • •. • • •••• • • • • • • • • • . • • 1 • • • • • • • • • • • Very soft, light brown, with • ••• some sand . • 28'!30' • •d • 8 • •• Refer to Notes and Legend on separate sheet for additional information. This Record of Test Boring is part of the project Geotechnical Report. It should not be assumed that changes in the "N -Value" arc a linear function. Soil and rock samples recovered usine a ASTM D-1586 test nrocccdures. A-1 kJC0 KADERABEK COMPANY RECORD OF TEST BORING PROJECT/LOCATION: Allegra Residence,1160 NE 98th Street, Miami Shores, FL BORING NO: HA -1` PROJECT NO: 13-146150 START: 07/26/2013 FINISH: 07/26/2013 WEATHER: Overcast BORING LOCATION: Refer to Test Location Plan DRILLER: D.Correa/ R. Jimenez DRILL: Mobile B-53 DRILL CONTRACTOR: KACO an NV5 COMPANY ELEVATION (EST.):+ 8 feet NGVD GROUNDWATER: N/A DATE CHECKED: 07/26/2013 BORING METHOD: Rotary drill with wash, mud & casing FLUID LOSS: None NOTES: ELEV./ .1 DEPTH SOIL SYMBOLS AND FIELD TEST DATA MAJOR SOIL COMPONENT OTHERCOMPONENTS STANDARD PENETRATION TEST DEPTH N --0 5- -s 0 -- -- 10 -5 - 15 -10 - - 20 -15 - - 25 '-20 - - 30 -25 -- - - 35 SAND & LIMESTONE FRAGMENTS (PROBABLE FILL) SILTY SAND With some limsetone SAND fragments 1.-2' 2'-3' 3'-4' 5'-5'6" CURVE 10 30 50 •••• • • • • •••4 • • • •• • • 1 • 1 • •. •••• •••4 • • • • • • •••• •••4 •4••• • • 4• • ID, Mr • • • • • •• •• F•• 1• •4•••• • • • • • • • • • • 1 •4 •••• • • • • 4/- • • • •I •• • ••• • • • • • 4 •• Refer to Notcs and Legend on separate sheet for additional information. This Record of Test Boring is part of the project Geotechnical Report. It should not be assumed that chanRcs in the "N -Value" arc a linear function. Soil and rock samples recovered using a ASTM D-1586 test nroceedures. A-2 'Sjrmbol Description Strata symbols KEY TO SYMBOLS SAND & LIMESTONE FRAGMENTS (PROBABLE FILL) LIMESTONE SAND SILTY SAND Misc. Symbols Water table during drilling Soil Samplers 0 Standard penetration test. 140 Ib. hammer dropped 30" Notes: 1. Exploratory borings were drilled on 07/26/2013 using a 4 -inch diameter rotary drill with wash, mud, and casing. 2. Free standing water was encountered at a depth of 5 feet upon boring completion: •. • • 3. Boring locations were taped from existing features and the ground surface'etevOipns prooided. •• • • 4. These Togs: are subject to the limitations, conclusions, and recommendations in this report. 5. Results of tests conducted on samples recovered are reported on the logs. A-3 • • • • • • • 4000 • • Y • 0000 •0•• • • • • • •• •• •• •• •• •. •• •• • • •, • ••. • • • • •• • • • • NOTES RELATED TO RECORDS OF TEST BORING AND • GENERALIZED SUBSURFACE PROFILE KADERABEK COMPANY, MIAMI, FLORIDA 1. Groundwater level was encountered and recorded (if shown) following the completion of the soil test boring on the date indicated. Fluctuations in ground water levels are common; consult report text for discussion. 2. The boring location was identified in the field by offsetting from existing reference marks and using a cloth tape and survey wheel. The borehole was backfilled to site grade following boring completion, and patched with asphalt cold patch mix when pavement was encountered. .3. 4. The Record of Test Boring represents our interpretation'of field conditions based on engineering examination of the soil samples. 5. The Record of Test Boring is subject to limitations, conclusions and recommendations presented in the report text. 6. "Field Test Data" shown 'on the Record of Test Boring indicated as 11/6 refers to the Standard Penetration Test (SPT) and means 11 hammer blows drove the sampler 6 inches. SPT uses a 140 -pound hammer falling 30 inches. 7. The N -value from the SPT is the sum of the hammer blows required to drive the sampler the second and third 6 -inch increments. 8. The soil/rock strata interfaces shown on the Record of Test Boring are approximate and may vary from those shown. The soil/rock conditions shown on the Record of Test Boring refer to conditions at the specific location tested; soil/rock conditions may vary between test locations. 9. Relative density for sands/gravels and consistency for silts/clays and limestone are described as follows: SPT Blows/ Foot Sand/Gravels Relative Density SPT Blows/ Foot i Slit/Clay Relative Consistency SPT Blows/ Foot Limestone Relative Consistency 0-4 Very Loose 0-2 Very Soft 0-20 Very Soft 5-10 Loose 3-4 Soft - 21-30 Soft 11=30 Medium dense 5-8 Firm 31-45 Medium Hard 31-50 Dense 9-15 Stiff 46-60 Moderately Hard Over 50 Very Dense 16-30 Very Stiff 61-50/2" Hard Over 30 Hard Over 50/2" Very Hard 10. Grain size descriptions NAME Boulder Cobbles Coarse Gravel Fine Gravel Coarse Sand Medium Sand Fine Sand Fines are as follows: SIZE LIMITS 12 inches or more 3 to 12 inches 3/4 to 3 inches No. 4 sieve to 3/4 inch No. 10 to No. 4 sieve No. 40 to No. 10 sieve No. 200 to No. 40 sieve Smaller than No. 200 sieve • • • • • •• • • • t••.• • • ..•. • • • • • • •• •• • • • • • 11. Definition related to adjectives used in soil/rock descriptions: • ' •'. PROPORTION ADJECTIVE APPROXIMATE ROOT DIAMETER A• �DJECTI : About 10% with a trace Less than 1/32" Fine roots About 25% with some 1/32" to 1/4" Small roots About 50% and 1/4" to 1" Medium roots Greater than 1" Large roots •••• • • •••• • • • • •• 1 • • • � s 1 1 A-4 17Ac AN NV5 COMPANY • • • • • • • • • • if7/7 NOTE: ALL SHEETS MUST BE REVIEWED MIAMI-DADE COUNTY DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES Herbert S. Saffir Permitting and Inspection Center 11805 SW 26th Street (Coral Way) • Miami, Florida 33175-2474 • (786) 315-2000 APPLICATION FOR MUNICIPAL PERMIT APPLICANTS THAT REQUIRE PLAN REVIEW FROM MIAMI-DADE FIRE RESCUE AND/OR ENVIRONMENTAL SERVICES PROVIDE MUNICIPAL PROCESS NUMBER HERE II" 1 1 r LOCATION OF IMPROVEMENTS Job Address 1160 NE 98 ST CONTRACTOR INFORMATION Contractor No. Owner Last four (4) digits of Qualifier No. Folio 11-3205-018-0390 Contractor Name Lot Block Qualifier Name Subdivision PBpg Address Metes and bounds City State Zip TYPE OF IMPROVEMENTS [ ] New Construction on Vacant Land [ ] Alteration Interior [ ] Alteration Exterior [ ] Relocation of Structure [ ] Enclosure [ ]Repair [ ] Repair Due to Fire [ ] Demolish [ ]Shell Only [IA Addition Attached [ ] Addition Detached [ ] Re -Roof [ ] Foundation Only [ ]Tent Current use of property Residence Description of Work Covered Patio,Addition Sq. Ft. 314 Units Floors 1 Value of Work 32000.00 PERMIT TYPE [1] MBLD* Category 02 REVIEW STATUS [ ] Chg. Contractor [ ] Re -Issue [ ] Re -Stamp [ ] Revision [ ] Not Applicable for Fire OWNER'S NAME Owner Marybell Rajo Address 1160 NE 98th Street [ ] MELE City Miami Shores State FL zip 33138 [ ] MPLU Phone [ ] MLPG Last four (4) digits of Owner's Social Security No. [ ] MMEC [ ] FIRE PERSON TO PICK UP PLANS Name Robert Lara ARCHITECT / ENGINEER Owner Robert Lara Address 8450 SW 201 ST Address 8450SW201 ST, City Cutler Bay State FL zip 33189City Cutler Bay State FL zip 33189 Phone 754-264-4773 Phone 754-264-4773 FIRE SPECIAL REQUEST PLAN REVIEW (SRI) lam requesting a Special Request Plan Review (SRI) to be scheduled as soon as possible. There is a minimum charge of one-hour. Please contact the Fire Department for current rate. 1St Request: Date: 2nd Request: Date: 3rd Request: Date: PERA OPTIONAL PLAN REVIEW (OPR) I am requesting Optional Plan Review (OPR) to be scheduled as soon as possible at the rate of $75 for each discipline. Additional review fees may apply. 1 1St Request: . L, Date: r /'k° 21d Request:Date: 3rd Request: . Date: 123_01-192 6/16 270'1 ` a 0.30'CL mo \6O. 0 • 24.50' J.178' 3-3 '—Y 8 8 S .11 NOT VALID UNLESS EMBOSSED WITH SURVEYOR'S SEAL REVISED: C.L. F. m' N 2.70' 65.45' 35 60' /, 24.00' 34.95' II n eit:j ILOCATION SKETCH SCALE: NTS C 4' C.L. F. b j 11 .50' (R&M) t O O � tv CAI CO 0 to O as 0 13.0' °- 37.50' a 12 (1 ABBREVIATIONS' SVM=SIDEWLLK CBS•CONCRETE BLOCK STRUCTURE. CLF•CHAIN LINK FENCE PL -PROPERTY UNE. DUE=DRAINAGE U UTY EASEMENT. IP•IRON PIPE, F+FOUND, AIC -AIR CONDmONER PAD. P/C=PROPERTY CORNER. DM=DRILLED HOLE, WF•NOODEN FENCE, RES=RESIDENCE CL.0 LEAK, RBWE5AR, UE•UTILI Y EASEMENT. CONC=CONCRETE SLAB. RAA*RIGHT OF VOW DE=DRAINAGE EASEMENT. CIL•CENTER LINE. O•DIAMTER. TYP=TYPICAL. M=MEASURED, R=RECORDED, ENCR=ENCROACHMENT. COMP=COMPUTER ASH=ASPHALT, 6/2.NAR & DISC. 5=SET, FEE=FINISH FLOOR ELEVATION. 01S=OFFSET. PIP=POKER POLE, OHP•OVERHEADPOWERLINE. NM•MA TER METER WOOD FENCE= MASONRY WA I -I 1 1 I I I I 1 I I ELEVATION BASED ON LOC. # 3250 S. CONCRETE• EI DRAINAGE EASEMENT= • D.E. •... I DCBM# B-62. ELV. 8.74' MAINTENANCE 6 DRAINAGE EASEMENT=M E. D.E.TYPE OF SURVEY: BOUNDAR / SURVE SURVEYOR'S NOTES: 1) OWNERSHIP SUBJECT TO OPINION OF TITLE. 2) NOT VALID WITHOUT THE SIGNATURE AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 3) THE SURVEY DEPICTED HERE IS NOT COVERED BY PROFESSIONAL LIABILITY INSURANCE. 4) LEGAL DESCRIPTION PROVIDED BY CLIENT. 5) UNDERGROUND ENCROACHMENTS NOT LOCATED. 6) ELEVATIONS ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929. 7) OANERSHIP OF FENCES ARE UNKNOWN 8) THERE MAY BE ADDITIONAL RESTRICTIONS NOT SHOWN ON THIS SURVEY THAT MAY BE FOUND IN THE PUBLIC RECORDS OF THIS COUNTY. 9) CONTACT THE APPROPRIATE AUTHORITY PRIOR TO ANY DESIGN WORK FOR BUILDING AND ZONING INFORMATION. 10) EXAMINATION OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY, AFFECTING THIS PROPERTY. .. ` BEARINGS WHEN SHOWN ARE REFERRED TO AN ASSUMED VALUE OF SAID PB PAGE CD SURVEY FOR: FRANCES P. ALLEGRA, LEGAL DESCRIPTION: LOT 22 'e4 --- 1 in y • ( i • • • • • •• • • ••• • •••• • • •••'• • • • • • •• •• ••• •• • • • • kWAY • • • • • •• • ••• • • • • • •• 1160 N.E. 98TH ST., MIAMI SHORES, FL. 33138. • • OF REVISED PLAT OF MIAMI SHORES SECTION 8 BLOCK ISO SUBDIVISION ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK -4 .JI,T PAGE 69 OF THE PUBLIC RECORDS MIAMI-DADE i HEREBY CERTIFY That the survey represented thereon meets the minimum technical requirements adopted by the STATE OF FLORIDA Board of Land Surveyors pursuant to Section 472.027 Florida Statutes. There are no encroachments, overlaps, easements appearing on the plat or visible easements other than as shown hereon. ADIS N. NUNEZ REGISTERED LAND SURVEYOR STATE OF FLORIDA#5924 COUNTY, FLORIDA AllatiffitiNNENI/NMEMINNIMINi SINCE 1987 BLANGO SURVEYORS INC. Engineers • Land Surveyors • Planners. • LB # 0007059 555 NORTH SHORE DRIVE MIAMI BEACH, FL 33141 Email: blancosurveyor'sInc@yahoo.com SUFFIX: L COMMUNITY DIM. BY: F. Blanco (305) 865-1200 FLOOD ZONE: PANEL: 0306 DATE: SCALE: 9/16/13 1' = P0' X Fax: (305) 865-7810 3 DATE :9/1-1/09 BASE: N/A 120652 JOB No 13-739 "man