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DGT-18-3183Miami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 Location Address Issue Date: 10/22/2018 Parcel Number Permit NO.: DGT-1018.3183 Permit Type: Decks/Gazebos/Trellises Work Classification: Deck - Wood Permit Status: Approved Expiration: 04/15/2019 1460 NE 101ST ST, Miami Shores, FL 33138 1132050240250 Contacts GAMMA CONSTRUCTION LLC MICHAEL JAAR Business: 7862526374 Owner GAMMA CONSTRUCTION LLC MICHAEL JAAR Business: 7862526374 Contractor Description: ELEVATED WOOD DECK FOR EXTERIOR DOOR LANDINGS. REPLACED BPP17-2957 Fees Amount Application Fee - Other CCF DBPR Fee DCA Fee Deck Fee Education Surcharge Notary Fee Planning and Zoning Review Fee Scanning Fee Structural Review ($45) Technology Fee Total: $50.00 , $1.20 $2.00 $2.00 $100.00 $0.40 $5.00 $35.00 $9.00 $45.00 $2.50 $252.10 Valuation: $ 1,200.00 Total Sq Feet: 50.00 Inspection Requests: i05-62 4S Payments Total Fees Credit Card Amount Due: Date Paid 10/22/2018 Amt Paid $252.10 $252.10 $0.00 Building Department Copy 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 regulatincon. truction and zoning. Futhermore, I authorize tjhe above named -contractor to do the work stated. zCG� (ci Authorized Signature: Owner Applicant / Contractor Agent Date October 22, 2018 Page2of2 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 BUILDING PE MIT APPLICATION BUILDING ❑ ELECTRIC ❑ ROOFING RECEIVED OCT 17 2,;'i3 FBC 20\- Master Permit No. D��� 18- s lis Sub Permit No. ce-h af4( ❑ REVISION ❑ EXTENSION PLUMBING ❑ MECHANICAL 0 PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION CONTRACTOR JOB ADDRESS: / IL �16 ' PS L'(� ['RENEWAL ❑ SHOP DRAWINGS 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: OWNER: Name (Fee Simple Titleholder): rC)'M}''''A" ela--4fx-P-ri%" Phone#: Address: t) o g �31SLa i�- - pc Vl) -305 City: n'' I p'°t State: CI- Zip: 3 3 (bl Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: e Vh✓h /a' u-L, Address: ,` I 09 s City: 146 ( On) ( State: r-(- Qualifier Name: 1 L u �'�.►Ll_ ` )A4,4 State Certification or Registration #: 1I . _Ze7v lv DESIGNER: Architect/Engineer:K.,G12 6 1 r� L!�•,Q Address: L4'10O N\'`--) 5Z ' Value of Work for this Permit: $ 1 2-6-0 Type of Work: ❑ Addition ❑ Alteration Description of Work: L Errk;f.t0 Li.)66 0 Phone#: B1D "252- ,L Zip: 3-qi 14' k Phone#: � 2-52- (,3.3-LF Certificate of Competency #: City: Phone#: ' V1 Zip:2-,2)t)( V Square/Linear Footage of Work: c5 ❑ New :.❑ Repair/Replace ❑ Demolition o V ; . ;e,1.> lL`tomn—�6 E\ bo n2 - 111, .. 1 Specifycolor of co/orthi t le: Submittal Fee $ Permit Fee $ "V CCF $ 4 O Scanning Fee $ . \O`7 . Radon Fee $ " aD Technology Fee $ Training/Education Fee $ CO/CC $ DBPR $ • Co Notary $ - ) Double Fee $ Structural Reviews $ co Bond $ TOTAL FEE NOW DUE $ • (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City V 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. OWNER or AGENT The foregoing instrument was acknowledged before me this r , 20 I � 1 day of Xt n 1 �' I iC,VO11,\ JCGYwho is personally�known to me or who has produced f\ [ ( 101 ' as identification and who did take an oath. NOTAR SI Print: Seal: LIC• MAHARAI K. GONZALEZ COMMISSION # GG 044602 . EXPIRES: November 2, RnndPd Thru Nota Public Underwriters / Gili /Plans Examiner by Signature CONTRACTOR Theforegoinginstrument was acknowledged beforemethis 1 mot of CC+ y , 20 I('G/ , by j l .I o \ , l - \ l �l. /I Y, who is personally known to me or who has produced f1 [ 1(t as identification and who did take an oath. NOTARY PUBLIC: APPROVED BY (Revised02/24/2014) 7014,/e Structural Review ;* �� : M MAHARAI K. GONZALEZ EXPIRES:' G 044602 • �° st> Bonded Thru Notary Public r fUnderwriters *************** ******* ****** * ld Zoning Clerk PLF STRUCTURAL ENGINEERS, INC. CA # 30758 4960 SW 52nd ST, Suite #401, Davie, FL 33314 0: (954) 533-3237 Fax: (954) 533-2117 email:pfiallo@plfengineers.com JOB TITLE POOL DECK REPAIRS JOB NO. 180404 CALCULATED BY B.C.R CHECKED BY PF SHEET NO. DATE 10/17/18 DATE CS12 Ver 2013.07.01 www.struware.com Deffent 3183 STRUCTURAL CALCULATIONS FOR POOL DECK REPAIRS 1460 N.E. 101 st ST, MIAMI SHORES, FL, 33138 • • • • • • • • • • . • • • • • • • • • •• •• •. •• • . • • . • . • •• • • • .• . • • • .•• . To the best of my knowledge and professional judgement all calculations contained herein have been reviewed, and conform to the recommendation of ASCE 7-10, ACI 318-14, AISC 360-10 13th Edition, and the 2017 Florida Building Code, 6th Edition RECEIVED OCT 17 2018 ci)(440‘ •���` LFj ''% Q!`� ' C\CENs. �c .. 'i 0 r Allt 1 0 . ig —E r STAT OF ' �- i� ' f'tORIOP;.••. \�.\ ////SS/ANAL ��G\\ /'iiiiiil\� Pedro L. Fiallo, P.E FL Lic.: 76100 • •• • • • • . . •.•.• :• • • • • PLF STRUCTURAL ENGINEERS, INC. CA # 30758 4960 SW 52nd ST, Suite #401, Davie, FL 33314 Ph: (954) 533-3237 Fax: (954) 533-2117 email: pfiallo@pifengineers.com Project Name: POOL DECK REPAIRS Project No.: 180104 Sheet No.: Calculated By: B.C.R Date: Checked By: P.F. INDEX • . 1. WOOD CONNECTOR DESIGN PAGES 61-03 .... •••••• 2. WOOD LEDGER DESIGN j'� g:§:•04-06 • 3. WOOD MEMBERS DESIGN .PAtES;07-12 • • •••... • • •• •• • • • • • • • • •.• • ••. . • • •• • • • •• • • • • \\���1ttlll///// \.\ �p L. P7,9 / //,, '20. • • OCENSF • ��/i 61 0 _ STA OF .•• 40 ////I NAI—�\���. PEDRO L. FIALLO, P.E. FL License No. 76100 ••.•.. •• • . •. • PLF STRUCTURAL ENGINEERS, INC. Project Name: Project No.: Calculated By: B.C.R Checked By CA # 30758 4960 SW 52nd ST, Suite #401, Davie, FL 33314 Ph: (954) 533-3237 Fax: (954) 533-2117 email: pflallo@plfengineers.com P. F Sheet No.: Date: Date: • • • • 00000 • • -10/17/2018 OfV',CE k THE: &CIS Home z_ Log In User Registration Product Approval USER: Public user Florida Building Code Online Hot Topics 1, Submit Surcharge i Stets & Facts ? Publications I Contact Lis product Approval Meng. > Product or Application Seardl > Application I ist > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By FL10655-R4 Revision 2017 Approved &CIS Site Map i Llnks *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. • • • • • • •• • •.•••• Simpson Strong -Tie Co. 2221 Country Lane McKinney, TX 75070 (800) 999-5099 Ext 3027 kcullum@strongtie.com Keith Cullum kcullum@strongtie.com Keith Cullum 2221 Country Lane McKinney, TX 75069 (800) 999-5099 `Ext 3027 kcuilum@strongtiecom Shelby Short 5956 W. La's Positas Boulevard Pleasanton, CA 94588 (800) 999-5099 sshort@strongtie.com Structural Components Wood Connectors • •.•••• •••• • • • • • •••••• • • •• •• • • • •• • Evaluation Report from a Product Evaluation Entity ICC Evaluation Service, LLC Benchmark Holdings, L.L.C. 12/31/2018 Ted Berman, PE 'It. Validation, Checklist - Hardcopy Received • • • • • • • • • • • • • • •••••• • • • • • • • •• • • • •• • • • • •• • FL10655 . R4 .COI ICC-ES Cert of Independence 2017-12-06.odf Standard AISI S100 ANSI/AWC NOS ASTM 07147 Dar 2012 2015 2005 •••••• •. • • •••••• • • ••••• • • ••••• •••••• • • • • • • • • • • • . Sections from the Code httnc•//winnu.flnridahitiiriinn.nrntnrtnr ann tits.acnx7naram=wriFVX[1wthntRNhFY.SV4h2hnOTif:tiAhT.ScS7srxlPi!RAw(311vf1Ir.ntVhn.IA•/Rrlak, d 115 -10/17/2018 Florida Building Code Online Impact Resistant: N/A Design Pressure: N/A Other: If using LU24 or LU26 in HVHZ to resist wind uplift, supplemental connectors are required to achieve minimum 700 pounds uplift. Created by Independent Third Party: Evaluation Reports FL10655 R4 AE ESR-2549.pdf 10655.13 LUC26Z, LUC210Z Joist Hanger 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 FL10655 R4 1I ESR-2549.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10655 R4 AE ESR-2549.Ddf 10655.14 (US2 LUS26, L0528, LUS210, Joist Hanger LUS24-2, LUS26-2, LUS28-2, LUS210-2, LUS214-2, LUS26-3, LUS28-3, LUS210-3, LUS36, LUS44, LUS46, LUS48, LUS410, LUS414 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: If using LUS24, LUS24-2 or LUS44 in HVHZ to resist wind uplift, supplemental connectors are required to achieve minimum 700 pounds uplift. Installation Instructions FL10655 R4 II ESR-2549.of ' • • ... • • • •"' •• • _ ••_ .004 • • •• • •• "' Verified By: ICC Evaluation ervite,..LC Created by Independent Third&Party. Evaluation Reports FL10655 R4 AE ESR-2549p • • • • • "". vileoe 10655.15 MUS26, MU528 Joist Hanger • •• : • ...... • 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.' " FL10655 R4 II ESR-2549 • • • • • • • • • • • • • • • • • • ', 044001 • • • • • • Verified By: ICC EvaluatiorbServ'ic4 LLC Created by Independent Tt Ird P arty: Evaluation Reports • • . FL10655 R4 AE ESR-254912f • 10655.16 SUL24, SUL26, SUL210, SUL214, SUL2.56/9, SUL2.56/11, SUR24, SUR26, SUR210, SUR214, SUR2.56/9, SUR2.56/11 Joist Hanger - Skewed Left or Right Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: If using SUL24, SUL26, SUL2.56/9, SUL2.56/11, SUR24, SUR26, SUR2.56/9, or SUR 2.56/11 in HVHZ to resist wind uplift, supplemental connectors are required to achieve minimum 700 pounds uplift. Installation Instructions FL10655 R4 II ESR-2549.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10655 R4 AE ESR-2549,pdf 10655.17 SUL26-2, SUL210-2, SUL414, SUR26-2, SUR210-2, SUR414, SULC26-2, SULC210-2, SULC414, SURC26-2, SURC210-2, SURC414 Joist Hanger - Skewed Left or Right 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 FL10655 R4 II ESR-2549.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10655 R4 AE ESR-2549.odf 10655.18 U24, U26, U210, U214, U34, U36, U310, U314, U24-2, U26-2, U210-2, U44, U46, U410, U414, U26-3, U210- 3, U66, U610 Joist Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: If using U24, U26, U34, U36, U24-2, U26-2, U44, U46, U26-3, or U66 in HVHZ to resist wind uplift, supplemental connectors are required to achieve minimum 700 pounds uplift. Installation Instructions FL10655 l 4 II ESR-2549.Q11f Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10655 R4 AE ESR-2549 odf 10655.19 U24R, U26R, U210R, U44R, U46R, U410R, U66R, U61OR Joist Hanger - Rough Size Limits of Use Installation Instructions •• • • 440 • • • • • • • • httns://www.flnridahuildina.oro/or/or aoo dU.asox?oaram=wGEVXQwtDat8NbEY5V%2boQTICuAhT5852snoPuS8WQL1vDUCptVhnJA%3d%3d 4/5 4 PLF STRUCTURAL ENGINEERS, INC. Project Name: Project No.: CA # 30758 .R 4960 SW 52nd ST, Suite #401, Davie, FL 33314 Calculated By: B.0Date: Ph: (954) 533-3237 Fax: (954) 533-2117 Checked By: email: pfiallo@pifengineers.com Sheet No.: LAI 6.(,)676)cd = co (.2.) 2K ik)o 2 o ° P.F Date: • • 000000 • :4; • . 0 • • • • • • • 1,1 o o • • 0 • • • :I.': 4,11C • - • 0000ooo • • • • • ; • • • • • • -4 I oo 0000 • • • :, • •• :i: • •,• • .; • , • 0 ! . lo • •io : • • . : • • • s l• • ! o•Ol•0000 oo ', 00000 • 0000000 ; ,• ,1!• ii: .•''. •o ' •i• • • 'i,••• •• • !• 0; '.•:- ' • • • ! a • • , : • • ;25,0 i:4 71,4' Description : WL-1 General Information Ledger Width 3.0 in Ledger Depth 7.250 in Ledger Wood Species Southern Pine G : Specific Gravity 0.55 Bolt Diameter Bolt Spacing 1/2' in 16.0 in lain Bolt Spednp Load Data Uniform Load... Point Load... Spacing Offset Dead 0.0720 k/ft 0.0 k 0.0 in 0.0 in Horizontal Shear DESIGN SUMMARY„ i ;; NONEERINGifilfg DESINGt11460 NE 101 Street ria n StrotesSS (:7s CS1szcatcs ec6 "..¢% V„:, ' ,-"�. ENERSALC INC.:1983-2011;`9iark 11.6.7 V :6i11:6;23 Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7-05 Using Load Factoring & Design Methods forASD Wood Stress Grade : Fb Allow 1,000.0 psi Fv Allow 175.0 psi Fyb : Bolt Bending Yield 45,000 psi - Concrete as Supporting Member Using 6' anchor embedment length in equations. Using dowel bearing stength fixed at 7.5 ksi per NDS Tvp12 4 T6 Uniform Load 1 In eoN Spee.q •6 0 •••• • • • .•• • • • ••• • • • • • • • • • • • • • • • • • • • • •• • • •. • .• •••••• •• • • 000410• •• ••••. • • ••••• .: • •••••• Roof Live 0.0 kfft 0.0 k Floor Uve 0.090 k/ft 0.0k 0.0 klft 0.0 loft 0.0 k/ft Snow 0.0 k/ft 0.0 k 0.0 Wit Wind 0.0k/ft 0.0 k 0.0 k/ft Seismic 0.0 k/ft 0.0 k Maximum Ledger Bending Load Combination .. +D+L+H Moment 0.0240 k-ft fb : Actual Stress 10.958 psi Fb : Allowable Stress 1,000.0 psi Stress Ratio 0.01096 :1 Maximum Ledger Shear Load Combination . . . +D+L+H4 Shear 0.3118 k fv : Actual Stress 14.334 psi Fv : Allowable Stress 175.0 psi Stress Ratio 0.08191 :1 Maximum Bolt Bearing Summary Load Combination . . . +D+L+H Max. Vertical Load 0.2160 k Bolt Allow Vertical Load 0.5364 k Max. Horizontal Load Bolt Allow Horizontal Load Angle of Resultant Diagonal Component Allow Diagonal Bolt Force Stress Ratio, Wood @ Bolt 0.0 k 0.6293 k 90.0 deg 0.2160 k 0.5528 k 0.3908 :1 Ledger, Perp to Grain Ledger, Parallel to Grain Supporting Member, Perp to Grain Supporting Member, Parallel to Grair 0.0 k/ft Earth 0.0k/ft 0.0 k Design OK Dowel Bearing Strengths (for specific gravity & bolt diameter) 3.650 ksi 6.150 ksi 7.50 ksi 7.50 ksi 0.0 k/ft tP 1iNoodLecier� Description : WL-1 Allowable Bolt Capacity Bolt Capacity - Load Fem Fes Fyb Re Rt k1 k2 k3 Z - Im, Eq, 11.3-1 Z - Is, Eq, 11.3-2 Z -II, Eq, 11.3-3 Z - IIIm, Eq, 11.3.4 Z - His, Eq, 11.3-5 Z - IV, Eq, 11.3-6 Z : Ref. Design Value Perpendicular to Grain 3.650 7.50 45.0 0.4867 0.50 0.2871 0.8504 1.50 2.190 k 4.50 k 1.435 k 0.5898 k 1.652 k 0.5364 k 0.5364 k �tl as n 1@ENNGINEEIRtN tN01184109=N ke Jaar146fI lE 101; Sheet. Mean ShaeslS.GA CSta :ec6 p. . s5 '. ENEF M-GINC.' 32011,8uadC11,6:23;Veti6.11.6.23 . Bolt Capacity - Load Parallel to Grain Fem 6.150 Fes 7.50 Fyb 45.0 Re 0.820 Rt 0.50 k1 0.4064 k2 0.9994 k3 1.129 Z - Im, Eq,11.3-1 3.690 k Z - Is, Eq,11.3-2 4.50 k Z -II, Eq,11.3-3 2.032 k Z - illm, Eq,11.3-4 0.8731 k Z - Ills, Eq, 11.3-5 1.847 k Z - IV, Eq,11.3-6 0.6293 k Z : Ref. Design Value = 0.6293 k Note ! Refer to 2005 NDS Section 11.3 for Bolt Capacity calculation method. • • • • •• • 000000 • 000000 •••• • • •••• 000000 • • •• •• •••••. • • • • • • • • • • •• • • • •••••• • •••• • • •••• • • • • ••• • • . •• • • • •••••• • •• • • • • •.•••• • • • •••••. • •••••• • • •.•.• • • ••••• •••••• • • • •••••• • • 000000 • • PLF STRUCTURAL ENGINEERS, INC. Project Name: Project No.: Calculated By: B.C.R Checked By. CA # 30758 4960 SW 52nd ST, Suite #401, Davie, FL 33314 Ph: (954) 533-3237 Fax: (954) 533-2117 email: pfiallo©plfengineers.com woo (2 P. F Sheet No.: Date: Date: • s�? X.1/3'-)Fr z Z- ( ••'' ••••.• • •: • '270 f ,k x 1 t 1717 • : • • ; •_ > /, 33F-27- = 0 A-41 a. E u ��vu-% p 4 • •••••• • • • • ••..•. • .. ••• • • • .••••e. • •••••• • • • • • •••••.• r•• ",. • • • ..... • • •• • • i • ••• •. • 0 Team Description : WOOD JOIST Material Properties Analysis Method : Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Wood Species : Wood Grade . Beam Bracing : Beam bracing is defined Beam -by -Beam WUnbiaced in the y ' Span # 1, Braced @ Mid Span Fb - Tension Fb -Compr Fc - Prii Fc - Perp Fv Ft ENERt;A!C; NC.;1 2ott,8W .6,11.6,23„% .6 Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 E : Modulus of Elasticity Ebend- xx 1,400.0 ksi Eminbend - xx 510.0ksi 1,000.0 psi 1,000.0 psi 1,400.0 psi 565.0 psi 175.0 psi 600.0 psi Density 34.0 pcf Repetitive Member Stress Increase Span =3.0ft • � ,Applied Loads .,w. x Beam self weight calculated and added to loads Uniform Load : D = 0.05750, L = 0.080 , Tributary Width = 1.0 ft • • • • • • • . • •• • • • • • I • • • • •• • • • • • • • • i • • • • • • • • • • 44 • I • • • • • • • • •i• • • • •• •• ••••I•• , • •I • • • • ••••;•• • • • • 1 • •.__.__...........•_._•._......................__.........._........ ....: • Service loads entered. Load Factors will be applied for calculations. • •• - ;Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection _Maximumi Farces Load Combination Segment Length 0.533 1 2x4 611.59 psi 1,146.83 psi +0+L+H 1.500ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.020 in Ratio = 0.000 in Ratio = 0.034 in Ratio = 0.000 in Ratio = ea ses for bad,Canbinat%ons, Max Stress Ratios Span # M V 40 Length =1.50 ft 1 Length =1.50 ft 1 +o+l-+H Length =1.50 ft 1 Length=1.50 ft 1 +0+0.750Lr+0.750L+H Length =1.50 ft 1 Length =1.50 ft 1 +0+0.750Lr+0.750L+0.750W+H Length=1.50ft 1 Length =1.50 ft 1 C FN 1.000 0.226 0.117 1.000 1.000 0.226 0.117 1.000 1.000 1.000 0.533 0.275 1.000 1.000 0.533 0.275 1.000 1.000 1.000 0.456 0.236 1.000 1.000 0.456 0.236 1.000 1.000 1.000 0.456 0.236 1.000 1.000 0.456 0.236 1.000 1.000 Cd Cr 1.150 1.150 1.150 1.150 1.150 1.150 1.150 1.150 1.150 1.150 1.150 1.150 1837 0 <360 1059 0 <240 Design OK 0.275 : 1 2x4 48.16 psi 175.00 psi +D+L+H 0.000 ft Span # 1 Summary of Moment Values Summary of Shear Values Cm C t Mactual fb-design Fb-allow Vactual fv design Fv-allow 1.000 1.000 1.000 1.000 0.07 258.93 1.000 1.000 0.07 258.93 1.000 1.000 1.000 1.000 0.16 611.59 1.000 1.000 0.16 611.59 1.000 1.000 1.000 1.000 0.13 523.42 1.000 1.000 0.13 523.42 1.000 1.000 1.000 1.000 1.000 1.000 1,146.83 1,146.83 1,146.83 1,146.83 0.07 20.39 175,00 0.07 20.39 175.00 0.17 0.17 48.16 175.00 48.16 175.00 1,146.83 0.14 41.22 175.00 1,146.83 0.14 41.22 175.00 0.13 523.42 1,146.83 0.14 41.22 175.00 0.13 523.42 1,146.83 0.14 41.22 175.00 ©Od:B Description : WOOD JOIST Ovet8 tNi mum Deflections Load Combination Span Max. '-' Defl Location in Span Load Combination NI:RCALC; INC,4883.2011 fau➢d:6:11.6.23, Verg 1 6 Max. "+" Defl Location in Span D+L 1 Vertl�l:Reaction3. infactered, ; 0.0340 Load Combination Support 1 Support 2 1.515 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Overall MAXimum D Only L Only D+L 0.208 0.208 0.088 0.088 0.120 0.120 0.208 0.208 • • • • •• • • • • • • • • • • •• � • • . . .••. . • . .••• • .•• • • • • • .. •.• •. • • • . • • . . • • • • • • • • • •• • • • • •• • • • • • • /0 PLF STRUCTURAL ENGINEERS, INC. Project Name: Project No.: Calculated By: Checked By: CA # 30758 4960 SW 52nd ST, Suite #401, Davie, FL 33314 Ph: (954) 533-3237 Fax: (954) 533-2117 email: pfiallo@plfengineers.com c.006, P-2 -`fir-�!._...._ /)'--�` x � it 5 FT r = (...(> ACC .....................:............... B.C.R P.F Sheet No.: Date: Date: • i•••••• ••:•• • •.. •••• ••r.••• •; •' • • •• • Ca)' •• • •• • • •,. •• • • • • Il �.W�iadeat Description : WOOD BEAM Material Properties Analysis Method : Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing : Completely Unbraced Applied.Loa ds�`y "F37 Beam self weight calculated and added to loads Uniform Load D = 0.0720, L = 0.090 Tributary Width = 1.0 ft yl DESIGN Stl !Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Cirnu forc85''8r stresses 1 Load Combination Max Stress Ratios Segment Length Span # M V +0 Length = 6.080 ft 1 0.324 +D+1-+H Length = 6.080 ft 1 0.715 +0+0.750Lr+0.750L+H Length = 6.080 ft 1 0.617 +0+0.750 L r+0.750 L+0.750 W+H Length = 6.080 ft 1 0.617 'Overall Maximum Deflections �Un Load Combination Span 0.145 0.319 0.276 0.276 Fb - Tension Fb - Compr Fc - Pril Fc - Perp Fv Ft D(0.072) L(0.09) 2x8 EN sr q ,tea.. 198,320t1'• Build.6.11623, Ver.6.11!6.23 •t,; Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 E : Modulus of Elasticity Ebend- xx 1,400.0 ksi Eminbend - xx 510.0ksi 1,000.0 psi 1,000.0 psi 1,400.0 psi 565.0 psi 175.0 psi 600.0 psi Density • • • • • • • • • • • • • •• •• 34.0 pcf • • • • •• • ,• • i• • . • • ••,•�•• •• •• •.••i• • . •• •••••• Span = 6.080 ft • •i41 __.__.._......_..,,._......................................a....__•........•.._-.__...._.._.• _ , Service loads entered. Load Faitors will be appYed•fslaalculatibn"s''' • • • •• • •• • •• • • Design OK • 0.715 1 Maximum Shear Stress Ratio 2x8 Section used for this span 694.43psi fv : Actual 971.23psi Fv : Allowable +D+L+H Load Combination 3.040ft Location of maximum on span Span # 1 Span # where maximum occurs 0.042 in Ratio = 0.000 in Ratio = 0.076 in Ratio = 0.000 in Ratio = R1min8t1011S Cd C FN 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1744 0 <360 953 0 <240 Summary of Moment Values Cr Cm C t Mactual fbdesign Fb-allow 1.000 1.000 1.000 1.000 1.000 1.000 0.34 314.65 1.000 1.000 1.000 1.000 1.000 1.000 0.76 694.43 1.000 1.000 1.000 1.000 1.000 1.000 0.66 599.48 1.000 1.000 1.000 1.000 1.000 1.000 0.66 599.48 0;ed i.t38f1S2 • Max. '-" Defl Location in Span Load Combination 0.319 1 2x8 55.89 psi 175.00 psi +0+L+H 5.502ft Span # 1 Summary of Shear Values Vactual fv-design Fv-allow 971.23 0.18 25.33 175.00 971.23 0.41 55.89 175.00 971.23 0.35 48.25 175.00 971.23 0.35 48.25 175.00 Max. '+ Defl Location in Span D+L 0.0765 3.070 0.0000 0.000 • i2 Description : WOOD BEAM lerttcifiteachcrns ;ttr>iYactored a �'1 ,,--.;+77 Load Combination Support 1 Support 2 Support notation : Far left is #1 ENERCALC, tNG 1983 . 1 Build.6.t1.6:23;Vi Values in KIPS 2 Overall MAXimum 0.500 0.500 D Only 0.227 0.227 L Only 0.274 0.274 D+L 0.500 0.500 • • • •• •• • • • • • • • • • • • •••• • • • • • • • • • • .•• • • • •• •• • • • • • • • • • 0 •• • •.• • • • •• • • • • • • • • • • ••••• • •• • • • •• • • • • •