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WS-16-1278 � '42 F Me mss y�� Miami Shores Village 's xrrir>tiYP 01 S, ty 10050 N.E.2nd Avenue NW �' ,rOj�j �fc�Doer" aIIrr' lr m. nn Miami Shores,FL 33138-0000 .. '1r1tFt'Ste t A? E Phone: (305)795-2204 ` ` ` Expiration: 11/08/2016 2­2ts�#� Project Address Parcel Number Applicant L140 NW 110 Street 1121360030110 ROBERT COHEN Miami Shores, FL 33168-4321 Block: Lot: Owner Information Address Phone Cell -3 ROBERT COHEN 140 NW 110 Street MIAMI SHORES FL 33168-4321 140 NW 110 Street MIAMI SHORES FL 33168-4321 Contractor(s) Phone Cell Phone Valuat=Feet: 80 AMERICAN STORM PROTECTION (305)264-0446 (305)513-0514 .._w...._... .._ .__,_ ..__ Total S Type of Work:REPLACE 4 DOORS Available Inspections: No of Openings:4 Inspection Type: Additional Info: Window Door Attachment Classification:Residential Final Scanning:4 Review Building Fees Due Amount Pay Date Pay Type Amt Paid Amt Due CCF $6.60 Invoice# WS-5-16-59743 DBPR Fee $2.10 05/12/2016 Credit Card $ 173.80 $0.00 DCA Fee $2.10 Education Surcharge $2.20 Permit Fee $140.00 Scanning Fee $12.00 Technology Fee $8.80 Total: $173.80 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 con for to do the work stated. 26�kw4o May 12,2016 Authorized Signature:Owner / Applicant / Ofitractor / Agent Date Building Department Copy May 12,2016 1 a Y Miami Shores Village Building Department [yu :_ 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 MAY Tel: (305)795.2204 Fax: (305)756.8972 INSPECTION'S PHONE NUMBER: (305)762.4949 BY: FBC 201y 5��1 BUILDING Permit No. PERMIT APPLICATION Master Permit No. Permit Type:5VtO• 0i9G JOB ADDRESS: / `l O Al Kf /I U S City: Miami Shores County: Miami Dade Zip: .3-3 Folio/Parcel#: / /- 0//0 Is the Building Historically Designated:Yes NO ✓ Flood Zone: OWNER:Name(Fee Simple Titleholder): l O�jE2f �J�EItf Phone#C 3 Address: l 0 A) w City: Pk4/ Gl M S -f o R_ee State: L Zip: 33/ Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name: A146pjC4k) IIJ�N1�/L�Tt tG7/9W Phone#C._305 Address: 1080/ A)") /�z 5T— City: TCity: /Vi '4/1/l/ �G 10 3 State: Zip: _33/7Z - //// Qualifier Name:J pNaAo g) Phone#� State Certification or Registration#: C G C 7_54 Certificate of Competency#: Contact Phone#:l30 S) 5.aB->1 Z I Email Address: DESIGNER: Architect/Engineer: Phone#: Value of Work for this Permit: $ DD 20 . O D Square/Linear Footage of Work: g Type of Work: ❑Address ❑Alteration ❑New ❑Repair/Replace ❑Demolition Description of Work: C G_ Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Bond$ Notary$ Training/Education Fee$ Technology Fee$ Double Fee$ Structural Review$ TOTAL FEE NOW DUE$ �� 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 ELECTRICAL WORK, PLUMBING, SIGNS, WELLS,POOLS,FURNACES,BOILERS,HEATERS,TANKS and AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant. As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days 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 Owner or Agent Contractor The foregoing instrument was acknowledged before me this I/ The foregoing instrument was acknowledged before me this day of 20 1�,,by Robcd Co AkE day of P A, ,20 /�,by_J gN E,L who/is personally known to me or who has produced D riy e2 who is personally known to me or who has produced LIGE�� As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: NATHAUE UTAZ _ P, V�ot Public-State of Florida •'a a �' Public-State of Florida Print: f} Print: ;x - Na Q; n 30936 %"�9 Pa;= My Comm.Expires May 14,2019 M Commission Ex Ir' .%,rFOFF��PoO• MY Comm.Expires Ma 14,2019 My Commission E ir' „O �o,,. My p Y Bonded through National Notary Assn. � BondedthroughNationalNotaryAssn APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised 3/12/2012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) Robert Cohen 140 NW 110 Street Miami Shores, FI 33150 TM-230-HR 6666 FL17860.1 „•'; . . . 36x80 •• •••••• 6666.. ...... 6666 6666.. 6666 . 66.06 6666.. 0• 0 6666. •. 00 0 . 666•6.. .....• . . . 6000.. 4 .000.0 . . Fil �' �` • . . .0 0 0 0. s' .. . 6 666 0 00 TM-230-HR FL17860.1 � 36x80 r^ TM-230-HL r,, ° - 'T FL17860.1 36x80 d lir, ',r �� � LMAY D Entry Door I IO TM-230-HL O FL17860.1 36x80 10/28/2015 Florida Building Code Online Rodda Dep irtmento BCIS Home Log In F User Registration i Hot Topics Submit Surcharge Stats&Facts Publications FBC Stall ( BCIS Site Map Links Search Busines ) Professi�I *USER: Product Approval Public User Regulation Product Approval Menu>Product or Application Search>Application List>Application Detail EMMMMMMMMMME 0000 • • ; �� FL# FL17860 • • 0000 0000•• � Application Type New • • • • Code Version 2014 • • • • •••••• •• • 0000•• Application Status Approved • 0000•• • • • 0000•• 0000 • • • • • • 0000•• Comments 0000 • ••••• Archived 0000•• •• • 0000• •• •• • •• 0000•• Product Manufacturer T M Windows LLC •••••• • •• • • • • Address/Phone/Email 1543 North Powerline Rd 0 •••••• 0000• Pompano Beach,FL 33021 • • • • • (305)888-0077 0 00 0 0 0••0 i••••0 joe_sixto@usalum.com •00 0 • • Authorized Signature Javad Ahmad alfarooq@afceng.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer s Evaluation Report-Hardcopy Received Florida Engineer or Architect Name who developed the Javad Ahmad Evaluation Report Florida Ucense PE-70592 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2019 Validated By Jesus Gonzalez,P.E. 4 Validation Checklist-Hardcopy Received Certificate of Independence FL1 7860 RO COI SS-Outswina Door-CI 2014 Ddf Referenced Standard and Year(of Standard) Standard Year TAS 201 1994 TAS 202 1994 TAS 203 1994 Equivalence of Product Standards Certified By Sections from the Code https://wwwfloridabuilding.org/pr/pr_app_dd.aspx?param=wGEVXQwtDgt2ZOX6B2Y 1Ur3arp66eS7gynCFIZuowpVPtl6CXKtCoA%3d%3d 1/2 ` 10/28/2015 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 07/02/2015 Date Validated 07/05/2015 Date Pending FBC Approval 07/21/2015 Date Approved 10/16/2015 Summary of Products FL# Model,Number or Name Description 17860.1 Series 230 Aluminum Outswing Door Large missile impact resistant aluminum outswing Boor. • Limits of Use Installation Instructions••' : . ... Approved for use In HVHZ:Yes FL17860 RO II SS-230 Aluminum OutsNino®per(LMI) Approved for use outside HVHZ:Yes W 15-32.odf • • • • Impact Resistant:Yes Verified By:Javad Ahmad IMM 9e°.J92 ••• • Design Pressure: +80/-90 Created by Independent ThirdoRarty:Yes • • • • Other:See drawing15-32 for an vs load combinations and Evaluation Reports ' ' 0 • P p •••• • •• • Installation details. FL17860 RO AE SS-230 Outs g Door(I�)-PAE 2014.0 . Created by Independent i 44,:Yes :' ' •••• • • 17860.2 Series 230 Aluminum Outswing Door Non Impact resistant alumiVQl PSI;wing door.• • Limits of Use Installation Instructions • :•••:• " Approved for use in HVHZ:Yes FL17860 RO II SS-230&Iylmirfbm OUtsAing Door(NI)W15-� Approved for use outside HVHZ:Yes 33.Ddf •• • •••• • • Impact Resistant:No Verified By:Javad Ahmad PE#70592 '��• Design Pressure: +60/-69.7 Created by Independent Third Party:Yes Other:See drawing 15-33 for span vs load combinations and Evaluation Reports installation details. FL17860 RO AE SS-230 Outswing Door(NI)-PAE 2014 Ddf Created by Independent Third Party:Yes 17860.3 Series 249 Aluminum Outswing Door Large missile impact resistant aluminum outswing door. Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL17860 RO II SS-249 Aluminum Outswina Door(LMI) Approved for use outside HVHZ:Yes W15-30.Ddf Impact Resistant:Yes Verified By:Javad Ahmad PE#70592 Design Pressure: +100/-141 Created by Independent Third Party:Yes Other:See drawing 15-30 for span vs load combinations and Evaluation Reports Installation details. FL17860 RO AE 249 French Door(LMI)-PAE 2014 Ddf Created by Independent Third Party:Yes E NEXT Contact Us::1940 North Monroe Street Tallahassee FL 32399 Phone:850-487-1824 The State of Florida is an AA/EEO employer.Copyright 2007-2013 State of Florida.::Privacy Statement::Accessibility Statement::Refund Statement Under Florida law,email addresses are public records.If you do not want your e-mail address released in response to a public-records request,do not send electronic mail to this entity.Instead,contact the office by phone or by traditional mall.If you have any questions,please contact 850.487.1395.*Pursuant to Section 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 one.The emails provided may be used for official communication with the licensee.However email addresses are public record.If you do not wish to supply a personal address,please provide the Department with an email address which can be made available to the public.To determine if you are a licensee under Chapter 455,F.S., please click here. Product Approval Accepts: securi aserR�cs https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgt2ZOX6B2Y 1 Ur3arp66eS7gynCFlZuowpVPtl6CXKtCoA%3d%3d 2/2 ,Ft AL-FAROOQ CORPORATION 1 = CONSULTING ENGINEERS & PRODUCT DEVELOPMENT s � PRODUCT APPROVAL EVALUATION RULE CHAPTER#61G20-3 • METHOD 1 OPTION D "" •F!••7860 •••• ••••:• • ••• • *Date: 71OU2015 .0 0 0 0 Detailed Product Description ...... Manufacturer:T.M.WINDOWS, LLC. •••••• .... . ..... Manufacturer Address: 601 N.W. 12TH AVENUE—POMPANO BEACH, FL. 33069 ...... .. ..:..' Model Name:SERIES 230 ALUMINUM OUTSWING DOOR W/SIDELITES " " •• •••••• Maximum Frame Width:37 7/16"(X)/715/8"(XX) • •••• • Maximum Frame Height:96 3/8" • Maximum Load:+80 PSF,-90 PSF(Large Missile Impact) " • Installation Drawings#W15-32 This product complies with the High Velocity Hurricane Zone (HVHZ)testing requirements. Comparative analysis used _Yes X No Mandatory Tests(Tested in accordance with AAMA 101/I.S.2/NAFS-02/TAS-202) TEST. DESCRIPTION TEST LOCATION TEST REPORT° TEST REPORT# Test BATESealed by ASTM E283 Air Infiltration Fenestration 02/07/2008 FTL-5458 Carlos Rionda,P.E. Leakage Testing Laboratory 06/26/2000 FTL-2648 Aldo Gonzales,P.E. ASTM E331 Water Fenestration 02/07/2008 FTL-5458 Carlos Rionda,P.E. OR ASTM 547 Penetration Testing Laboratory 06/26/2000 FTL-2648 Aldo Gonzales, P.E. &TAS 202 ASTM E330 Uniform Static Air Fenestration 02/07/2008 FTL-5458 Carlos Rionda,P.E. &TAS 202 Press. Testing Laboratory 01/29/2002 FTL-3355 Luis Figueredo,P.E. 06/26/2000 FTL-2648 Aldo Gonzales,P.E. AAMA 1304 Forced Entry Fenestration 02/07/2008 FTL-5458 Carlos Rionda,P.E. Testing Laboratory 06/26/2000 FTL-2648 Aldo Gonzales, P.E. 1235 SW 87th Avenue I Miami,FL 33174 1 T:305.264.8100 1 F:305.262.6978 1 www.afcens.com alfarooq@afceng-com Supplemental Tests(Tested In accordance with TAS-201 and TAS-203) TEST DESCRIPTION TEST LOCATION TEST REPORT TEST Test ,REPORT# Sealed by FBC 1626.2 Large Missile Fenestration 02/07/2008 FTL-5458 Carlos Rionda, P.E. (TAS 201&203) Impact&Cyclic Testing Laboratory 01/29/2002 FTL-3355 Luis Figueredo,P.E. 06/26/2000 FTL-2648 Aldo Gonzales, P.E. Under the limitations of the attached installation drawings,to the best of my knowledge and ability,the above window/door product conforms to the requirements of the 2014 Florida Building Cbtlb?. . . .... ...... Evaluation Report Engineer: ,�,�qv\6l�gi+aero, •• :• •• eel Javad Ahmad PE#70592 ,�,gs< ,••,`• •••••• �•••�• :""; AI-Fa rooq Corporation EB#3538 ? . a•� •••• • Soso*•••• +�I d� ii 91�b *,� • • i • • ••••i• lkJe; "iiFtrz 07.10,114 44-14 • • • •• ••• SC\Y:\users\veronica\StatewidePA Evaluations\TM Window\2014 FBC\Swing Door\230\230 Outswing Door(LMI)-PAE 2014.doc 1235 SW 871h Avenue I Miami,FL 33174 1 T:305.264.8100 1 F:305.262.6978 1 www.afcens.com I alfarooa@afcena.com . . ... . • . ... .. .. . . . .. .. . . . . . . •. . . . . •• . . . ... . . . . ... (6)ANCHORS (6)ANCHORS AT (6)ANCHORS AT MTG.STILE ENDS �� AT 3'O.C. AT MTG. STILE ENDS • ••• • • • •• MULLION ENDS w AT 3'O.C. HEAD/SILL • • •• • • •• • HEAD/SILL 149 3/8' HEAD/SILL IT • • ii•5/8'• • • •• N • •FRAME• DTH •• • •�L4X••• SURFACE APPLIED FRAME WIDTH O J SURFACE APPUED • • 13• ••• 7' 3' 13'MAX. 5'MAX. FZ. FALSE MUNTINS FALSE MUNTINS ��{/SILLP. F W MAY 8E USED /{ \HEAD CORNERS MAY BE USED E __�__L...j� A HEAD/SILL I HEAD/SILL SILL a ' I I I CORNERS t�O o 0 ,� •• •• _ IL �� U • ` / �G i • • • • • • • 11 1' / \ 0 F / •\• • • • / N, Vp d u ' u \ \ C)y� lz LOCK\ 1%pTION 11 G13� N LOCK ��/� a �• NI/. .�, .�. OPTION B2 x c o f✓ i✓/ // // �- --� \ \ _ aF____ I // IN-A \ j / iMNI it " / \ / 1 S O,_ ` -- - o m m 3 26 5/8' _ - 26 5/8' '^ 33 3/8' ` _- 25 1/2' ` - - ' 25 1/2' 33 3/8' �^ `nIV Z d m D.L.OPG. D.L. OPG. \ o D.L. OPG. D.L. OPG. D.L. OPG. D.L. OPG. uo \ o g 34 1/2' - 34 1/2' U PANEL WIDTH 34 1/2' d 1 1/4' PANEL WIDTH 34 1/2' PANEL WIDTH PANEL WIDTH 11 37 5/8' 71 5/8' 37 5/8' SIDELITE WIDTH DOOR FRAME WIDTH SI ELITE WIDTH ( XX ) ( OXXO ) 0 O TYPICAL ELEVATION - THESE DOORS ARE RATED FOR LARGE&SMALL MISSILE IMPACT. o SHUTTERS ARE NOT REQUIRED. m. THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE SERIES-230 REQUIREMENTS OF THE FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY LAMINATED GLASS HURRICANE ZONE (HVHZ). .ALUMINUM OUT-SWING DOOR w SIDELITES LARGE MISSILE IMPACT m! 1 WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER 0 mo APPROVAL APPLIES TO SINGLE (X) AND DOUBLE (XX) LEAF DOORS LOADS TO THE STRUCTURE A-THIS PRODUCT EVALUATION DOCUMENT(P.ED.)PREPARED BY THIS ENGINEER WITH OR WITHOUT SIDEUTES. ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SITE SPECIFIC FL #17860 d c SIDE LITES CAN BE ON ONE OR BOTH SIDES OF DOOR. EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. PROJECT:I.A.WHERE THE SITE CONDITIONS DEVIATE FROM THE P.ED. o SEE SHEETS 2 FOR DESIGN LOAD CAPACITIES. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE B-CONTRACTOR TO BE RESPONSIBLE FOR THE SELECTION.PURCHASE AND `1111111111RF1F A y c NOT PART OF THIS APPROVAL (PROVIDETION OF THIS D HE/SNE Does�NOT CT DEV�A1EmFROMTMTIiSE CONDITIONSTION I ...., DOORS APPROVED FOR INSTALLATIONS WHERE WATER INFILTRATION ON THIS DOCUMENT. �` yQ;.VCENBt'•., �� RESISTANCE IS REQUIRED SEE SHEET 2 FOR LIMITATIONS. A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY C-THIS PRODUCT EVALUATION DOCUMENT WILL BE CONSIDERED INVALID IF o ALL SHIMS TO BE HIGH IMPACT, NON-METALLIC AND NON-COMPRESSIBLE. ALTERED BY ANr 682 MEANS. No.70 D-SITE SPECIFIC PROJECTS SHALL BE PREPARED BY A FLORIDA REGISTERED MATERIALS INCLUDING BUT NOT LIMITED TO STEEL/METAL SCREWS, THAT ENGINEER OR ARCHITECT WHICH WRl BECOME THE ENGINEER OF RECORD(EDIT.) COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE FOR THE PROJECT AND WO WILL BE RESPONSIBLE FOR THE PROPER REQUIREMENTS OF THE FLORIDA BUILDING CODE. USE OF THE RE0.ENGINEER OF RECORD.ACTING AS A DELEGATED ��O'. STATE OF t• � drawing nD. ENGINEER TO THE P.E.D.ENGINEER SHALL SUBMIT TO THIS UATTER THE SITE MANUFACTURER'S LABEL SHALL BE LOCATED ON A READILY VISIBLE LOCATION SPECIFIC DRAWINGS FOR REVIEW. ��•••.;201801,.• ®�� _ IN ACCO OCE WITH WITH SECTION 8.3 O2.FLORIDA BUILDING CODE E-Z PP EEDLSGI�EYidN�of aEAND T�iwi ORIGINAL �rt�NA�E Or �is/........ �`� eW 1c5 a3 7 .. .. . . . .. .. . . • . • . • • . . • . . 0% . • • . .•. 3/16'HEAT STREN'D GLASS �V T N • •.• • • • •• 090"Interlayer • • • •• • • •• • Saflex Clear And Color Glase 3/16•HEAT STREN'D GLASS N • • 00. • • • • • • •• By'Eastman Chemical Co.' Z 3 • • • • • • • • 090'Interlayer 0 � • • • • • • • • • Saflex Clear And Color Glass FF 3/18'HEAT STREN'D GLASS �.2 1 • • ••• ••• •.• • EY'Eastman Chemical Co.' f el 1 SILICONE O o TREtdCO TREMGLAZE 500 3/16-HEAT STREN'D GLASS U / R GE RG57700 • • •• ••• •• SILICONE 00, • • 000 • • • • TREMCO TREM GE RGS7700 m 0 a n •.• • • • • •• • m f rn C m • • • . • •• • . Z f7 .. • . . • • ••• •. ll��� JJ 0 I II II ♦� LL W � {L Z fl) W JnmL� w ECI 7676 7/1 1 115 3/16'MAX. 175"MAX. 0 0.460' OVERALL LAM. GLASS 0.460' OVERALL LAM. GLASS GLAZING DETAIL GLAZING DETAIL (DOOR LEAF) (SIDELITE) Cnto jL` U (XO) (oxo) (xox) 0-M (Ox) Z .0 n Z 71 5/8'MAX 710 7/2• MAX. 149 3/6•MAX. 37 5/8• 3 Z(v i / i •i •i 9 IL----\ / \ / \ / !. (XX) (xxo) (OxxO) (0) (Oxx) APPROVED CONFIGURATIONS NOTE: o EGRESS REQUIREMENTS TO BE REVIEWED BY AHJ. m o . � c MAXIMUM DESIGN LOAD RATING =+ 80.0 PSF (FOR SIZES SHOWN AftOVE OR SMALLER) — 90.0 PSF `III11I1 t11//Ty' FOR INSTALLATIONS WHERE WATER INFILTRATION RESISTANCE IS REQUIRED = No.70502 LIMIT EXTERIOR(+) LOADS AS FOLLOWS NOTE: — '• * _=Ll 0 5 1-5/8'THRESHOLD = +53.3 PSF GLASS CAPACITIES ON THIS SHEET ARE 0 2-5/8"THRESHOLD — +80.0 PSF STATE OF drawin no. BASED ON ASTM E1300-09 (3 SEC. GUSTS) ,'•. 3-1/2"THRESHOLD = +80.0 PSF ' AND FLORIDA BUILDING COMMISSION '. �O�Dp•'•Ge��� W15-32 DECLARATORY STATEMENT DCA05—DEC-219 FL #17860 �� ��/� ���� 111111111 sheet 2 01 7 . . ... . • . ... .. .. . . . .. .. . . . . . %:. . . . . . . . . ... . . . . ... rr'' TYPICAL ANCHORS 1BY W V SEE ELEVATIONS - WOOD BUCK m �� FOOD SPACR.0• • .a� EDGE.DI �.• o �a�r METAL • • •• '. •1" -•., EDGE $ G STRUCTURE F.B.C.APPROVED EDOE'DISi:• °• .••. • • '°:..•'-. ��• DIST. o EDGE MULLION & MULLION ANCHORS .... • e• • DIST. SEE SEPARATE APPROVAL Z 3 !'•:• �• • '.:• • 03 EDGE O ly ..n ••• +�'•.".:� DISI. •. � n & O 16 I a a I a a 0 O v 7 • t a - • • • • •• • �_ �_ 1!- = Obi v 6 • • • •• • • N n (� I 16 TYPICAL ANCHORS TYPICAL ANCHORS �/mICVAANCHORS TYPICAL ANCHORS•• • • ••• • • ••• 9tE ELEVATIONS SEE ELEVATIONS ELEVATIONS SEE ELEVATIONS a > ,,•g111 6 FOR SPACING FOR SPACING FOR SPACING FOR SPACING 0 N O Ix FLUSHMBOLT WOOD BUCKS AND METAL STRUCTURE NOT BY TM WINDOWS MICAL ANCHORS: SEE ELEV. FOR SPACING LL Zrd:o I PENETRATION MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM J o w I 1�4' DIA ULTRACON BY 'ELCO' (F-177 KSI.Fy-155 KS) Z �I I AND TRANSFER THEM TO THE BUILDING STRUCTURE. 37 INTO 2BY WOOD BUCKS OR WOOD STRUCTURES 0 OPTIONAL ,,, 1-1/2" MIN. PENETRATION INTO WOOD (HEAD/JAMBS) it THRU 1BY BUCKS INTO CONC. OR MASONRY d $ 1-1/4" MIN. EMBED INTO CONCRETE (HEAD) N n 1-1/4" MIN. EMBED INTO CONC. OR MASONRY (JAMBS) m DIRECTLY INTO CONC. OR MASONRY o W I, 1-1/4" MIN. EMBED INTO CONCRETE (HEAD/SILL) n " 1-1/4" MIN. EMBED INTO CONC. OR MASONRY (JAMBS) $ J z -I`i t,. = a0 li 114" DA. TEKS OR F DRILLING SCR (GRADE 5 CRS) ¢_ , iINTO F.B.C. APPROVED MULLIONS (MIN. THK. = 1/87 S 3=" < - a o (W. INTO METAL STRUCTURES Z Do m >C u II STEEL : 1/8" THK. MIN. (Fy - 36 KSI MIN.) .0 W ALUMINUM : 1/8" THK. MIN. (6063-T5 MIN.) 9 'z¢ q ii (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) ei 03 i ffi o6- n TYPICAL EDGE DISTANr_E ~to a II INTO CONCRETE AND MASONRY = 2-1/2" MIN. INTO WOOD STRUCTURE - 1' MIN. INTO METAL STRUCTURE - 3/4" MIN. , WOOD AT HEAD OR JAMBS SG - 0.55 MIN. CONCRETE AT HEAD. SILL OR JAMBS Vc - 3000 PSI MIN. c y I C-90 HOLLOW/FILLED BLOCK AT JAMBS Prn - 2000 PSI MIN. 9 nn - II 37REOD. FOR 16 3 ROWS m II, OPTO 30 DESIGN LOADS !d II i REDO. FORDS ABOVE +53.3 PSF I I y 29 DESIGN LOA 8 nue i II i,i ABOVE +80.0 PSF 1/2"M. Q8 SMS ,I II d g8 SMS d FLUSH BOLT AT 12.O.C. a6 II,I M 12"O.C. .2 0 PENETRATION DOOR DETAILS ';o � C 0 0 7 o Ip y i I \ 3 �_ �� ��I W •1 I w ALT. , ALT. 16 2 - � I I e � n VOEN�'• i I 3/g•X 3/g• \rn N&70892 X 3/g" .. I • ..._........................_............. WEEPS = '• 'Y�2' * ra WEEPS ............... ... ' t a•FROM ` 2-1/4•FROM .�.. • e a,. • o. -. :. a.' .v SILL ENDS O ^0 SILL ENDS - e ' - . rFOR a L ° OTYPICAL'AIVCHORS e e d :O`• BrimOFDSEE ELEVATIONS TYPICAL'ANCHORS DIST. FOR SPACING SEE ELEVATIONS s' EDE DIST.a SPACING FL #17860 'y7js�� �`1 "``` sheet 3 of 7 . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . 0% . . . . 0% 1/4•MAX. 1/4-MAX. V # SHIM • ••• • • • •• SHIM • O• •• • • •• • STRUCTURE TYPICAL ANCHORSSEE EV z • •• • • • • • •• b FOR SSPACCIIWd v• • • • • • • . ACW"LEAF TYPICAL ANCHORS C SEEa' • • •.• •.• •.• • FOR SPACING CL 777ttt33ddd gIt � a � 707 _ Q U o•,y i • • • • _•• • we 0 �{ 5GGZ11 • • • • • • • • 0 D.L.O. C r o ter LEAF I DTH ao 3 WOOD BUCK FRAME WIDTH 2 to- J l7 aW1 O m FLUSH BOLT FLUSH BOLT AT INACTIVE LEAF AT ACTIVE LEAF n 1/4•MAX. � Of SHIM 3 0 m O 1/4•MAX. J)J v JW L� SHIM" © 31 O X2WW-D CK N=U o 3A Q RE o O TYPICAL ANCHORS NOT READ. 0 0] m SEE ELEV. 16 IN-ACTIVE t.vex• ?FOR 6/0 DOORS Z p n FOR SPACING WHERE Pd - 60 PSF AOT ' 3 T+.Z .o- OR LESS "' Z d 'L CL J o •� 21 37 5 OPTIONAL 4 16 LEAF WIDTH EXTERIOR LEAF WIDTH ANCHORS o SEE ELEV. HINGE ASSEMBLY LOCK OPTION Al FOR SPACING U m m DOOR FRAME WIDTH c m o m m m o c IN-ACTIVE LEAF ACTIVE LEAF o `11\1111 111j� 70M t • O 31 SEE NOTE ABOVE � •'• 6GTE OF , 5..!zoRto►.:Goy W15-32 LOCK OPTION k2 FL #17860 ���iS�o��ALt ��� sheet 4 of 7 3 TYPICAL ANCHORS CI SEFj t[AWATI0N5 • • • w, M • •FOP•SPANG •• • • •• • EDGE DIST. • •• • • • • • •• Z • ,• .'• • • • • • • F I d a C U O U a ,t 1 • i• • • • • • v I' I •00 000 y • • :00 • • til 35 it 11 25 C)a.< 0 � ONE I1 n TYPICAL ANCHORS Q I;� AAT 4-1/2'FROM ENDS Z tl 1/4'MAX. 4 AND 16'O.C. MAX. 3 aZ 1+! J 1 II SHI 3 © O CHI qei f 14 3A n 25 1 ^ II II 16 a n _ N II rr = r == rrn_ c m _ _ _ _ _ _ _ _ �o H m 0 m �Ii w • QzQ r1 n d 21ui 37 z � a. ai li i 35 5 OPTIONAL (n U a QQ LEAF WIDTH O N W �j o a+ 1 1/4^ = p�0] n HHINGE ASSEMBLY 3 3 Z a as W p j SIDEUTE WIDTH DOOR FRAME WIDTH i3 0 ww I II F-to(L OVERALL FRAME WIDTH 0 II� II TYPICAL ANCHORS I n SEE ELEV. 11 II FOR SPACING I 1111 c II 11 O P II 111 V II m II I 1 5 2$ -111-ILI N O S 0 V •u J�'� 'Q•'VCENSF''EDGE DIST. • Nm 70SR2 ' ALLY O TYPICAL ANCHOR ���' 6TATE OF :• � drowing no. SEEFOR 9/PACING ATIONS % s••• OR9D�':'�0�: W15-32 �SIDELITE DETAILSDETAILS FL #17860 . • ... . . . ... .. .. . . . •• .. . • • ••• • • • • ••• 3.000 ITEM 9 PART# QUANTITY DESCRIPTION MATERIAL MANF./SUPPLMR/RSMARES .062s • ••• • • • 5 1 TM-38A 1 FRAME HEAD 6063-T6 • • • •• • • 2 GW 28615 _-1 FRAME SILL 6063-T6 - vi 2A GW 37319 1 ALT. FRAME SILL 6083-T6 - • 1773 1500 1 • Y•• • • • •,125 • • 0.310 Z n 3 2.120 i i • • • • • 0572 2B TM184 1 ALT. FRAME SILL 8063-T6 - Q ,� L Lq • . ••• •• ••t NTEW!1NGE 3 GW 36572 2 SIDELTTE FRAME 6063-T6 - F 3A TMI75 2 DOOR JAMB 6063-T6 - 0. a. 1.848 4 1 GW 36048 1 PANEL LOCK SDLE6063-T5 - O U •• • • • •• ••• ••21� 125 4A TM 172 1 ALT. PANEL LOCK STILE __ 6083-T6 - IL FRAME HEAD • • • • • ! • �� 5 GW 36935 1 PANEL HINGE STILE 6083-T5 m O O TM-038 • ••• • • • : 248 • 6 -� TM-081 - 2 PANEL TOP/BOTTOM RAIL 6063-15 - j {�1 Y • t • • • •.572 •37889-A 7 GW 31826 4 WEATHERSTRIP ADAPTER 6063-T5 END OF DOOR STILES(TOP/BOTTOM) O W(9 2.125 Gj(f ••`P.12 • • •i• •'0'[)TER HINGE 8 GW 37889A 2/HINGE ASSY. TM OUTER BUTT HINGE 6063-T6 DOOR PANEL/FRAME HINGE SIDE a 1 Q a 1.012 I_ 9 GW 33888 1/HINGE ASSY. TM CENTER BUTT HINGE 6083-T6 DOOR PANEL/FRAME HINGE SIDE 'yy� 1.012 HINGE PIN 10 GW 32222 2 DOOR LOCK INSERT 6063-T5 LOCK STILEF �. 11 2/LEAF 3/4 x 1 1/4 x 3/4 x 1/8"THK.CAP ALUMINUM 3-LONG LL Z ID 3.000 3,000 16 4037_ AS REO'0. "ULTRAFAB'CENTERFIN WOOLPILE WOOL LOCK STILES,JAMBS,HEAD,SILL J'p to 16 L.0. 1.3 18 - 1/HINGE 7/320 HINGE PIN STEEL AT EACH HINGE ASSEMBLY L2Q W ai 3 3.681 21 2/LEAF 1/2.0 THREADED ROD,WASHER&NUT STEEL TOP/B01TOM END RAILS 0 II I 22 SERIES 400 1 KWIKSET KNOBLOCK - ACTIVE LEAF 1�15M � 23 SERIES 600 1 KWIKSET DEADBOLT - ACTIVE LEAF L500� #10 X 5/8' HINGE CAP - v8i F.H. SMS 24 2/HINGE ASSY. HINGE BUSHING PLASTIC HINGE ASSEMBLY `' O SIDE LITE FRAME O DOOR JAMB �H. 4S 26 25 - 36 DUST PLUG(OPTIONAL) PLASTIC DOOR JAMB INSTALL.SCREW HOLES o GW 38572 TM 75 26 - AS REGO. #10 x 1'P.H.SMS. (ASSY.SCREW) STEEL DOOR FRAME MEMBERS/MULL CUPS �' a 1574 0 27 - 2/HINGE ASSY. HINGE CAP PLASTIC HINGE ASSEMBLY 3 M m .750 II o � 29 1 SILL ADAPTER(I-X 1-X 1/16'TI1BE) ALUM 30 1 SILL ADAPTER(1/2'X 1'X 1/16'NEE) ALUM U)� 1i 5 F .625 M oo II 31 TM-075 1 LOCK STILE REINFORCEMENT 6063-T5 FULL LENGTH 0 DOOR LOCK STILES Q 3.501 o I I 7.689 34 TM-054A 2 MULLION / _ 6063-TS BETWEEN DOOR SIDE LITE JAMBS aUa WEATHER-STRIP ADAPTER 3.000 QQ I I ¢ 35 GW 31956 4 GLASS STOP 6063-T5 SIDE LITE GLAZING PERIMETER O N W �I O GW-31826 062 g o �' 37 GW 36737 OPTIONAL O.C.DECORATIVE MOULDING 6063-T5 DOOR PANEL PERIMETER Z•.0 m Ir I I o 2.000 37A TM-155A OPTIONAL O.G.DECORATIVE MOULDING 6D63_T6 DOOR PANEL PERIMETER o ?�3 Z n o Z Q 675 O .385 .415 11.750--f 2.126 '] a O / DOOR TOP & BOTTOM RAIL 06 TM 081 HINGE ASSEMBLY - 4.753 H753 3.375-�{ 37 DECORATIVE MOULDING 3000 625 .062 625 GW-36737 2062500 �i 1.000 fes- '187 o .062 2.040 .750 1.7s0 204D1.1 ae�(�]� 1.7s� 7sD �n �� 3.D6o 12s 3.s6o IT 1.000 II' 1.000 III�I I I I I m --I 1--.332 F--3.186-�-I •062:� 4.000-moi V- 4.000----- I 29 O 1110-- 1.157 DECORATIVE MOULDING DOOR HINGE STILE DOOR LEAF STILE o�4�A ALT. DOOR LEAF STILE MULLION TM-155A GW-36935 SILL ADAPTERS DIN 36048 l./ TM172 TM-054A 0 C .500�1 I� 3.790 X%%Jlllll /lll 0 -y Tj 1.213 I-- .640 I .062 I I� .780 �{1.055 250 ��`�I^' 7�i� @ ; }_ L595 -x{640 p- 2.500 •640 2.595 n ,600 I I 062 1.554 L054 N0.70M 4 .625 .0 �51�_.429 .062 .6 �25 .625 �3.000 � _ 0 STATE OF 'I ` drOwmg no. 3.000 b-3.000 •125 %;�`s''•`'.� op�'C�``�` W15-32 3s GLASS STOP O STD. FRAME SILL O ALT. FRAME SILL 2B ALT. FRAME SILL 31 LOCK STILE REINFORCEMENT FL #17860 31 GW- 956 GW-28615 GW-37319 TM-184 TM-075 ///IIIIIILII Sheet 6 of 7 •• •• • • • •• •• • • • • • • • • • • • • • ••• • • • • ••• 1�raul Z � M • • • • • •• • • • n J 00 0 08 11 O o 000 U •• ••• • • ••• •• •• • • i 0.0 • • • • • A O G ti •• • • • • • ••• •• /' Q' m o 21 0 IL<g CN�,� 0 FRAME TOP CORNER SIDELITE CORNER m a 'o 3 0 w O v Q� M 25 U SEALANTSFRAME : z LL WITH WHITE CORNCOLORED SEALANT.ERS AND GLAZING BEAD TO PANEL SEALED 5 3 U SEAMS BETWEEN MULLION AND JAMBS SEALED WITH SILICONE. O cel LL I 0-03 HINGES m � _Z3o 33'4 7-5/8'LONG ALUM BUTT HINGES, AT 11" FROM EACH ENO AND ONE AT MIDSPAN OF LEAF. DOOR LEAF CORNER i3 o v LOCKS H to CL d 0 OPTION 01 STANDARD STEEL THROW BOLT LOCK, KEY OPERATED ON EXTERIOR AND THUMB TURN ON INTERIOR AT EACH ACTIVE LEAF LOCK STILE, 41-1/2" OR 48" FROM BOTTOM 6 CONVENTIONAL LOCKSET WITH KNOB, KEY OPERATED ON c EXTERIOR AND THUMB TURN ON INTERIOR 4 AT EACH ACTIVE LEAF LOCK STILE, 36"OR 39-1/2' FROM BOTTOM U MANUALLY OPERATED CONCEALED FLUSH BOLTS / of AT TOP & BOTTOM OF EACH LEAF LOCK STILE (4) AT DOUBLE(XX) DOORS, (2) AT SINGLE(X) DOORS OPT10N #2 c a 0 0 MULTI-POINT LOCK SYSTEM WITH LEVER HANDLE LOCATED •� AT 34-1/2' FROM BOTTOM OF ACTIVE LEAF LOCK STILE o FASTENED WITH (2) #12-28 X 2-1/4" OH MS c METALLIC STRIKE PLATE AT 34-1/2"FROM BOTTOM `tttttll 111//,//� OF INACTIVE LEAF LOCK STILE FASTENED WITH ```` ��� (3) #10 X 1/2' FH SMS �. MANUALLY OPERATED CONCEALED FLUSH BOLTS ,ter AT TOP & BOTTOM OF INACTIVE LEAF LOCK STILE NO. o OPERATORS AT 10-1/2" & 76-1/2"FROM BOTTOM FASTENED WITH (2) #8-32 X 1/2" FH MS �; 0 draWm TTOM CORNER p•. SfATEOF (FLUSH BOLTS AT TOP&BOTTOM OF ACTIVE AND INACTIVE LEAFS FRAME BO � � � 9 no. TO BE ENGAGED DURING PERIODS OF HURRICANE WARNING) i g+SFC......••CJ```s W15-32 FL #17860 ''�, 70iy •`` (sheet 7 Of 7 r J Page 1/4 Concrete Beam Design Job: 140 N.W. 110th street Miami Shores Florida Designed By: Charles Mitchell P.E. Beam ID: 8"x 10"x 4'concrete beam over den door. Checked By: Time: 9:36 a.m. 12/1/2016 Program: Concrete Beam Design 3.0 C O N C R E T E B E A M D E S I G N Description: Code ACI (2011) Design Method Ultimate Strength Member Type Beam Cross Section Shape Rectangular Span Data: Main Span Length 4.000 Ft Left End Support Pinned Right End Support Pinned Left Support Width 8.000 In Right Support Width 8.000 In Left Haunch Start Location Not Present Right Haunch Start Location Not Presen>M >M Cross Section Data: Total Depth at Mid-Span 10.000 In Top Width at Mid-Span 8.000 In '- Material Data: e? -------------- _ N f'c 3.000 K/In^2 Flexural Reinforcing fy 60.000 K/In^_. Concrete Density 149.000 Lb/Ft^3 Shear Reinforcing fvy 60.000 K/Irf Concrete Tensile Strength 0.420 K/In^2 Stress Block, Beta 0.850 Design Criteria: ---------------- ---------------- Bottom Cover to Stirrup 1.500 In Top Cover to Stirrup 1.500 In Side Cover to Stirrup 1.500 In Total Load Deflection Limit L/240.00 Live Load Deflection Limit L/360.00 Allow Cuts in Tension Zone N Check Crack Control Provisions Y ECHO OF LOAD INPUT DEAD LOAD LIVE LOAD WIND LOAD EARTHQUAKE LOAD ROOF LOAD jviC � Main Span DE I # 1 Uniform Load: 0.250 K /Ft Distance to Begin: 1.000 Ft ' Distance to End: 3.000 FtCRITICALC A L SHEARS 6 MOMENTS DEAD LOAD LOAD COMB 1 LOAD COMB 2 LOAD COMB 3 LOAD COMB 4 ­/-" 4 •.. ..: : : .•. : : .•• �1� Load Combination Dead Load: 1.900 x Dead Load Load Combination # 1: 1.200 x Dead Load + l.600 x T•+ 0.•5II0 ,c% • • • • •• Load Combination # 2: 1.200 x Dead Load + 1.000 x L k Ji 1.600 4K • • ••: • /�/p Load Combination # 3: 1.200 x Dead Load + 0.800 x S?+ 1•.tt0 x•R • • • •• //` 10-1 Load Combination # 4: 1.200 x Dead Load + 1.000 x L + 1.600 x W + 0.500 x R G Shear Left End: -0.350 K -04000040 ••• jIS 0.300 • • •• -0.300 K -0.300 K Moment Left End: -0.000 K -Ft -0.04@0 X -Ft • •-4.000 K e-Ft•• -0.000 K -Ft -0.000 K -Ft Shear Right End: 0.350 K %3:0 t • •• CP.300 R 0 0.300 K 0.300 K • Moment Right End: 0.000 K -Ft 0.040 Co-Ft • • • :060 •K Ft•• 0.000 K -Ft 0.000 K -Ft Maximum Moment -0.525 K -Ft -1R450 1t -Ft • 00.450 N -Ft• -0.450 K -Ft -0.450 K -Ft Located at: 2.000 Ft 2.000 Ft 2.000 Ft 2.000 Ft 2.000 Ft Max Deflection 0.000 In 0.000 In 0.000 In 0.000 In 0.000 In Located at: 2.000 Ft 2.04pi• F� • • • .�OQO•Ft • 2.000 Ft 2.000 Ft Dead Part: 0.006 I• • • • 0•In • 0.000 In 0.000 In C • • • • • • • • • • ••• •• • • • •• •• 12/1/2016 ••• 0 0 0 000 0 0 Page 2/4 Inflection Points: 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 4.000 Ft 4.000 Ft 4.000 Ft 4.000 Ft 4.000 Ft Reaction Left End: -0.350 K -0.300 K -0.300 K -0.300 K -0.300 K Reaction Right End: -0.350 K -0.300 K -0.300 K -0.300 K -0.300 K C R I T I C A L S H E A R S S M O M E N T S LOAD COMB 5 LOAD COMB 6 LOAD CCHB 7 LOAD COMB S LOAD COMB 9 Load Combination # 5: 1.200 x Dead Load + 1.000 x L + 1.400 x E + 0.200 x R Load Combination # 6: 0.900 x Dead Load + 1.600 x W Load Combination # 7: 0.900 x Dead Load + 1.400 x E Load Combination # 8: 1.200 x Dead Load - 0.800 x W + 1.600 x R Load Combination # 9: 1.200 x Dead Load + 1.000 x L - 1.600 x W + 0.500 x R Shear Left End: -0.300 K -0.225 K -0.225 K -0.300 K -0.300 K Moment Left End: -0.000 K -Ft -0.000 K -Ft -0.000 K -Ft -0.000 K -Ft -0.000 K -Ft Shear Right End: 0.300 K 0.225 K 0.225 K 0.300 K 0.300 K Moment Right End: 0.000 K -Ft 0.000 K -Ft 0.000 K -Ft 0.000 K -Ft 0.000 K -Ft Maximum Moment -0.450 K -Ft -0.337 K -Ft -0.337 K -Ft -0.450 K -Ft -0.450 K -Ft Located at: 2.000 Ft 2.000 Ft 2.000 Ft 2.000 Ft 2.000 Ft Max Deflection 0.000 In 0.000 In 0.000 In 0.000 In 0.000 In Located at: 2.000 Ft 2.000 Ft 2.000 Ft 2.000 Ft 2.000 Ft Dead Part: 0.000 In 0.000 In 0.000 In 0.000 In 0.000 In Inflection Points: 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 4.000 Ft 4.000 Ft 4.000 Ft 4.000 Ft 4.000 Ft Reaction Left End: -0.300 K -0.225 K -0.225 K -0.300 K -0.300 K Reaction Right End: -0.300 K -0.225 K -0.225 K -0.300 K -0.300 K CRITICAL SHEARS 6 MOMENTS LOAD CCMB 10 LOAD COMB 11 LOAD COMB 12 LOAD CCt4B 13 LOAD COMB 14 Load Combination #10: 1.200 x Dead Load + 1.000 x L - 1.400 x E + 0.200 x R Load Combination #11: 0.900 x Dead Load - 1.600 x W Load Combination #12: 0.900 x Dead Load - 1.400 x E Shear Left End: -0.300 K -0.225 K -0.225 K Moment Left End: -0.000 K -Ft -0.000 K -Ft -0.000 K -Ft Shear Right End: 0.300 K 0.225 K 0.225 K Moment Right End: 0.000 K -Ft 0.000 K -Ft 0.000 K -Ft Maximum Moment -0.450 K -Ft -0.337 K -Ft -0.337 K -Ft Located at: 2.000 Ft 2.000 Ft 2.000 Ft Max Deflection 0.000 In 0.000 In 0.000 In Located at: 2.000 Ft 2.000 Ft 2.000 Ft Dead Part: 0.000 In 0.000 In 0.000 In Inflection Points: 0.000 Ft 0.000 Ft 0.000 Ft 4.000 Ft 4.000 Ft 4.000 Ft Reaction Left End: -0.300 K -0.225 K -0.225 K Reaction Right End: -0.300 K -0.225 K -0.225 K S E C T I O N D E S I G N I N F O R M A T I O N SECTION FLEXURAL DESIGN • •• • • • • ••• • Mid-Span Region •• 000 •• • • • •• Cross-Section Information • 000 ••• • 966 ••• Total Depth 10.000 In • • 9 � y istance •o Certroid A 7.81 In Top Width 8.000 In ••: :is4n(;e•to tetrsi A's A 2.19 In For Design Moment, Mu 0.000 K -Ft • •• • • • • • • •• Required As 0.133 In^2 (p e*002) • • • • • Required A's 0.000 In^2 (p 0.000) Provided As 0.620 In^2 (p 0.010) Provided A's 0.000 In^2 (p 0.QA�L • • • • ••• • • Reduction Factor, Phi 0.90 • • • • • • • • • • • • • • • • • • C • •• •• • • • of •• 12/1/2016 ••• 0 0 0 ••• 0 0 1 Page 3/4 Moment Capacity, *Mn 19.253 K -Ft Gross Area 80.000 In^2 Gross Moment of Inertia 666.667 In^4 Neutral Axis Location 5.00 In N (Es/Ec) 9.28 Modulus, Ec 3123.33 K /In ^2 Cracked Moment of Inertia 202.951 In^4 Neutral Axis Location 7.29 In Cracking Moment 4.564 K -Ft Mid-Span Region ---------------- ---------------- Cross-Section Information Total Depth 10.000 In Distance to Centroid As 7.88 In Top Width 8.000 In Distance to Centroid A's 2.13 In For Design Moment, Mu -0.525 K -Ft Required As 0.210 In^2 (p 0.003) Required A's 0.000 In^2 (p 0.000) Provided As 0.400 In^2 (p 0.006) Provided A's 0.000 In^2 (p 0.000) Reduction Factor, Phi 0.90 Moment Capacity, *Mn -13.116 K -Ft Gross Area 80.000 In^2 Gross Moment of Inertia 666.667 In^4 Neutral Axis Location 5.00 In N (Es/Ec) 9.28 Modulus, Ec 3123.33 K /In ^2 Cracked Moment of Inertia 147.869 In^4 Neutral Axis Location 7.72 In Cracking Moment 4.564 K -Ft * Indicates That Nominal Resistance Includes Appropriate Phi Factor B O T T O M B A R S Mid-Span Region ---------------- ---------------- Design Moment, Mu 0.00 K -Ft As Required : 0.133 In^2 As Provided 0.620 In^2 d 7.813 In Bar Size #5 Number of Layers 1 Layer Spacing 0.00 In Number of Bars 2 Bars in Lower Layer 2 Ld 16.43 In At Left Support --------------- --------------- Percent of Bars Continuing into Support : 100 Suggested Bar Cutoff (from Centerline of Support): 0.00 In At Right Support ---------------- ---------------- Percent of Bars Continuing into Support 100 Suggested Bar Cutoff (from Centerline of Support): 0.00 In T O P B A R S - M I D S P A N *** NOTE: Negative Moment Extends Across Span *** Design Moment, Mu -0.52 K -Ft As Required : 0.210 In^2 As Provided : 0.400 In^2 d 7.875 In Bar Size #4 Number of Layers : 1 Layer Spacing 0.00 In Number of Bars 2 Bars in Top Layer : 2 Ldl 13.15 In MAXIMUM DEFLECTIONS Load Short Long Max Short Max Span Comb Total Total Allow Live Load •• o'•o ••• tefleo0--fl- • • •• • • • • • it • • • In In In In In in 400 MAIN DEAD 0.000 0.200 OK 666.67 1 0.000 0.001 0.200 OK 6000000 0.1360•OK • 4661,6-•• Ali 2 0.000 0.001 0.200 OK $.0:10 : 0.133••01 6C�67 3 0.000 0.001 0.200 OK 0 4000 • 00133 01<0 • • j 6.67• �e "vA✓�, 4 0.000 0.001 0.200 OK Q•0000 :• 0.1313 •01(••• 166(0.6700 5 0.000 0.001 0.200 OK 0.000 0.133• OK 616.67 6 0.000 0.001 0.200 OK 0.000 0.133 OK 666.67 7 0.000 0.001 0.200 OK 0.000 0.133 OK 666.67 8 0.000 0.001 0.200 OK O.00B• • 0.133 •mlo ••• g066.6Z • :o-.: • • • • • :0-0: 12/1/2016 000 0 0 0 000 0 0 Page 4/9 9 0.000 0.001 0.200 OK 0.000 0.133 OK 666.67 10 0.000 0.001 0.200 OK 0.000 0.133 OK 666.67 11 0.000 0.001 0.200 OK 0.000 0.133 OK 666.67 12 0.000 0.001 0.200 OK 0.000 0.133 OK 666.67 SHEAR DESIGN - MAIN SPAR --------------------- Left Side --------------------- --------------------- Right Side --------------------- Number @ Spacing Al Number @ Spacing Al In^2 In^2 Spacing starts from face of support .... None Required None Required so of • • • • • �C .. • . . G • . • • • • • • • • C 0 00 of 0 0 0 00 00 12/1/2016 9 f Designed by Charles C. Mitchell HEADER BEAM DESIGN 924 N. Federal High Way Hollywood, Fl. 33023 Job Address: 140 NW 110 'Street Miami FI 33138 Determine the 4"x10"header beam with T-0"span to carry a live load of 30 lbs/sq.ft.And a dead load of 15 lbs/sq.ft the wood specifed for the beam is sourthern yellow pine grage 2 %00% DATA USED FOR DEAD LOAD 00000:0 0:.. . •••• *:00 0.... ...... Roof bottom chrod 1 psf •*0• • 00:0 0 Total Live Load = sf 00.0 0 . . . . ...... Total Load Load PSA, •••••• •• • DATA USED FOR LIVE LOAD Header Span Length 3 Feet Live Load 30 psf Tributary area (3)*(1172) = 16.5 s ft A 4"X10" BEAM With A Uniformly Distributed Load W= 742.5 lbs t THE MAXIMUM BENDING MOMENT M = (wL)I8 FOR THE LOAD M = 278.4375 ft.Ib. n �{ C /IvV �V 1 s From Table 4-1, Properties of structural member a 4"x10" beam has a section modulus Of 49.91 and weight approximately 6.74 lb/ft. Fb = 1000 psi E= 1,500,000 psi Fv = 95 psi Fc= 375 psi Section Modulus"S" is S= 49.91 in.^3 Allowable shear stress fv Allowable 110 psi As per Table 3-1 Given in Table 4.1 I = 230.84 As per Table 4-1 Moment Of Inertia • •• • loll • loll•• loll loll•• Calculated Section Modulus S = (M/Fb� 8.91 in^3 . ...... . . . 4"x10"Weight approximately 7.869 Ib/ft '*see :00'00 es •e• . . as per table 4.1 ...... .. ..... .. .. .. . ...... Beam Length is 3.0 foot; Total weight is 23.607 lbs. . . . . •oleo• Adding The New Load the weight of beam is"W"= 766.107 lbs. 'e e• ;••••; e• • THE NEW BENDING MOMENT M = (w/L)/8 FOR THE LOAD M = 287.29013 ft.Ib. Required Section Modulus is S = (M/Fb) 3.4474815 in-3 Therefore,The 4"x10" beam is good for the load From Table 4.1 allowable section modulus of a 4"x10"is 49.91 in"3 , Allowable Section Modulus Sallowable= 49.91 in"3 Per Table 4.1 4"x10"Wood beam 4"x 10" Good Awe The maximum vertical end shear is �G Ri = R2 V = (w)/2 383.0535 lbs. l � The maximum shear force is one-half the total load; V = 383.0535 lb. The maximum shear stress on the 4"x 10" is fv = (3/2)(V/bd) bd = 32.37 in^2 Per Table .1 4"x 10' Standard size 3.5 x 9.25 bd = 32.375 in^2 ;000;0 Calculated Shear Stress fv = 17.747653 psi • .. 0000 • •••• • ••••• • µ As this is less than the value of Fv given as 95 psi in Table 3-1 •••••• ••0 • ••••• The 4"x 10"are sufficient 4"x 10" Good •• s For this situation the usual deflection limit is for a maximum deflection under live load of(U360)of the span. We thus determine the following: Allowable Deflection = U360 = 0.1 in. Maximum D = (5wLA3)/(384EI) D = 0.00134411 in. Since the computated deflection is less than the allowable,the 4"x10" is Good /�