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DGT-19-367Miami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 Location Address Permit No.: DGT-02-19-367 Permit Type: Deeks/Gazebos/Trellises Work Closs#kation: Trelllse Permit Status: Approved Issue Date: 02/27/2019 1 Expiration: 08/14/2019 Parcel Number 9957 NE 4TH AVENUE RD, Miami Shores, FL 33138 1132060171240 Contacts DAVID L & CHRISTIE FUQUA GAY Owner 9957 NE 4 AVENUE RD DESIGNER PATIO INC Contractor DIVERNET PEREZ 8401 SW 63 CT, MIAMI, FL 33143 Business: 3058949363 Inspection Requests: Description: NEW WOOD TRELLIS Valuation: $ 8,500.00 305-7C27R9 TotalSq Feet: 150.00 Fees Amount Application Fee - Other $50.00 CCF $5.40 DBPR Fee $7.95 DCA Fee $5.30 Education Surcharge $1.80 Gazebos, Trellises and Pergolas Fee $225.00 Planning and Zoning Review Fee $35.00 Scanning Fee $24.00 Structural Review ($90) $90.00 Technology Fee $13.25 Total $457.70 Building Department Copy Payments Date Paid Amt Paid Total Fees $457.70 Credit Card 02/15/2019 $50.00 Credit Card 02/27/2019 $407.70 Amount Due: $0.00 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. ;t8 AFFIDAVI I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws ng con stru o, n zoning. Futhermore, I authorize the aLove named contractor to do the work stated. zed ig`natu e: Owner / Applicant / Contractor / Agent Date February 27, 2019 Page 2 of 2 A Q. Miami Shores Village RErEIVED �ZXZAVI Building Department FEB 15 2019 J10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 -f --, BUILDING 7P MIT APPLICATION BUILDING ❑ ELECTRIC ❑ ROOFING FBC 20 19 Master Permit No. Olt 1 I G -,?(o Sub Permit No. ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP (� (� 1 � �CONTRACTOR DRAWINGS JOB ADDRESS: DG� I �J C (\ �T�lz M _ 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 Ad Cit Tei Email CONTRACTOR: Company Name: LA Address: rQLA k)I1 City: Qualifier Name: State Certification or Registration #: DESIGNER: Architect/Engineer: I Phone#: a"`� • w A Certificate of Competency #: hone#: Address: City: State: Zip: Value of Work for this Permit: $ Square/Linear Footage of Work: �c Type of Work: ,❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Specify color of color thru tile: Submittal Fee $ Scanning Fee $ Technology Fee $_ Structural Reviews $ Permit Fee $ Radon Fee $ Training/Education Fee $ CCF $ CO/CC $ DBPR $ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip or 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 a oved and a reinspection fee will be charged. Signature Signature 0 ER o AGENT CONTRACTOR The foregoing instrument was acknowledged before me this -M day of -fiV 0kr 20 1a by %AQ(Awho is personally known to me or who has procludd as identification and who did take an oath. NOTARY PUBLIC: � �,r� SandraA M ?' y CoMN ton + R99082 EX0106: gay 26, 2020 Sign: yBonded 010 Aatoo Notary Print: The foregoing instru ant was acknowledged before me this day of I�f 20 � by who is personally known to me or who has produced identification and who did take an oath. NOTARY PUBLIC: Sign: Print: (1S, Seal: Seal: as al —ma I �******.***.*s**s*s*:**st**sr* tss**..*****:******************rr******s**�******.**s**■********************* APPROVED BY i3 f Plans Examiner I Zoning Structural Review Clerk (Revised02/24/2014) Property Information Folio: 11-3206-017-1240 Property Address: 9957 NE 4 AVENUE RD Miami Shores, FL 33138-2439 Owner DAVID L GAY CHRISTIE FUQUA GAY Mailing Address 9957 NE 4 AVE RD MIAMI SHORES, FL 33138 USA PA Primary Zone 1200 SGL FAMILY - 2501-2800 SQ Primary Land Use 0101 RESIDENTIAL -SINGLE FAMILY: 1 UNIT Beds / Baths / Half 3/4/0 Floors 2 Living Units 1 Actual Area 3,572 Sq.Ft Living Area 3,074 Sq.Ft Adjusted Area 3,066 Sq.Ft Lot Size 13,403 Sq.Ft Year Built 1939 Assessment Information Year 2018 2017 2016 Land Value $401,698 $401,698 $334,922 Building Value $346,918 $351,671 $356,423 XF Value $20,276 $20,283 $20,290 Market Value $768,892 $773,652 $711,635 Assessed Value $665,922 $652,226 $638,811 Benefits Information Benefit Type 2018 2017 2016 Save Our Homes Cap Assessment Reduction $102,970 $121,426 $72,824 Homestead Exemption $25,000 $25,000 $25,000 Second Homestead Exemption $25,000 $25,000 $25,000 Note: Not all benefits are applicable to all Taxable Values (i.e. County, School Board, City, Regional). Short Legal Description MIAMI SHORES SEC 4 AMD PB 15-14 LOTS 3 4 BILK 96 LOT SIZE 103.100 X 130 OR 15238-1752 1091 1 Generated On : 2/15/2019 Taxable Value Information 2018 2017 2016 County Exemption Value $50,000 $50,000 $50,000 Taxable Value $615,922 $602,226 $588,811 School Board Exemption Value $25,000 $25,000 $25,000 Taxable Value $640,922 $627,226 $613,811 City Exemption Value $50,000 $50,000 $50,000 Taxable Value $615,922 $602,226 $588,811 Regional Exemption Value $50,000 $50,000 $50,000 Taxable Value $615,922 $602,226 $588,811 Sales Information Previous Sale Price OR Book -Page Qualification Description 11/15/2012 $810,000 28365-2088 Qual by exam of deed 10/01/1991 $270,000 15238-1752 Sales which are qualified 06/01/1983 $180,000 11821-0599 Sales which are qualified 10/01/1982 $225,800 11590-2132 Other disqualified The Office of the Property Appraiser is continually editing and updating the tax roll. This website may not reflect the most current information on record. The Property Appraiser and Miami -Dade County assumes no liability, see full disclaimer and User Agreement at http://www.miamidade.gov/info/disclaimer.asp Version 10/30/Z018 Florida Building Code Online .... ••• BCIS Home I Log In I User Registration I Hot Topics I Submit Surcharge I Stats & Facts I Publications I Contact U�. • BCISSite Map S •L1'n" * •Search • • • • F10lid 00000 • ••• ••••• a 0 Dia- r 7jpp �::+'•. Product Approval I. •� USER: Public User Product Approval Menu > Produd or ARolication Search > ANlication List > 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 FL10655-R4 Revision 2017 Approved *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 Ext3027 kcullum@strongtie.com Keith Cullum kcullum@strongtie.com Keith Cullum 2221 Country Lane McKinney, TX 75069 (800)999-5099 Ext3027 kcullum@strongtie.com Shelby Short 5956 W. Las 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 Validation Checklist - Hardcopy Received FL10655 R4 COI ICC-ES Cert of Independence 2017-12-06.p<�f Referenced Standard and Year (of Standard) Standard Year AISIS100 2012 ANSI/AWC NDS 2015 ASTM D7147 2005 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtBNbEY5V%2boQTlCuAhT5s52sngPuS8wQLlvDUCptVhnJA%3d%3d 1/5 10/30/Z018 Florida Building Code Online uplift, supplemental connectors are required to achieve minimum 700 pounds uplift. 10655.6 HU26 HU28 HU210, HU212, HU214, Joist Hanger • HU216, HU34, HU36, HU38, HU310, • • •: • • HU312, HU314, HU316, HUC34, • • • • • • HUC36, HUC38, HUC310, HUC312, 0000 HUC314,HUC316 • • 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 HU26, HU28, HU210, HU34, HU36, HU38, HUC34, HUC36, or HUC38 in HVHZ to resist wind uplift, supplemental connectors are required to achieve minimum 700 pounds uplift. Installation Instructions 000000 FL10655 R4 II ESR-2549. pdf • • • • • • Verified By: ICC Evaluation Service, LLC • ••• Created by Independent Third Qarfy; • Evaluation Reports • • FL10655 R4 AE ESR-2549.pd_f• • 0000 00 990 0000 10655.7 HU26-3, HU210-3, HU212-3, HU214- Joist Hanger 3, HU216-3, HU310-2, HU312-2, HU314-2, HUC26-3, HUC210-3, HUC212-3, HUC214-3, HUC216-3, HUC310-2, HUC312-2, HUC314-2 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10655 R4 II ESR-2549.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10655 R4 AE ESR-2549.12df 10655.8 HU44, HU46, HU48, HU410, HU412, Joist Hanger HU414, HU416, HUC44, HUC46, HUC48, HUC410, HUC412, HUC414, HUC416 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10655 R4 II ESR-2549.gdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: If using HU44 or HUC44 in HVHZ to resist wind uplift, FL10655 R4 AE ESR-2549.pdf supplemental connectors are required to achieve minimum 700 pounds uplift. 10655.9 HU66, HU68, HU610, HU612, HU614, Joist Hanger HU616, HU210-4, HUC66, HUC68, HUC610, HUC612, HUC614, HUC616, HUC210-4 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10655 R4 II ESP-2549.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10655 R4 AE ESR-2549.pdf 10655.10 HU88, HU810, HU812, HU814, Joist Hanger HU816, HUC88, HUC810, HUC812, HUC814, HUC816 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10655 R4 II ESR-2549.(df Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10655 R4 AE ESR-2549.idf 10655.11 HUS26, HUS28, HUS210, HUS46, Joist Hangers HUS48, HUS410, HUS412, HUS26-2, HUS28-2, HUS210-2, HUS212-2, HUSC46, HUSC48, HUSC410, HUSC412 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10655 R4 II ESR-2549.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10655 R4 AE ESR-2549.pdf 10655.12 JL24,LU26,LU,LU210 Joist Hanger https:lhvww.floridabuilding.org/pr/pr app_dti.aspx?parar WQwtDgtBNbEY5V%2boQTICuAhT5s52sngPuS8wQLlvDUCptVhnJA%3d°/a3d 3/5 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES':*0 SECTION: 06 05 23—WOOD, PLASTIC, AND COMPOSITE FASTENIN6§ REPORT HOLDER: SIMPSON STRONG -TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 EVALUATION SUBJECT: SIMPSON STRONG -TIE® FACE -MOUNT HANGERS FOR WOOD FRAMING ICC ICC ICC Qg� C PMG LISTED Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence" A Subsidiary of CODECOUNcic ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. t There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. "° O +ma Copyright © 2014 IMES Evaluation Report ESR-2549 Reissued January 2015 This report is subject to renewal January 2016. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00—WOOD, PLASTICS, AND COMPOSITES Section: 06 05 23—Wood, Plastic, and Composite Fastenings , REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800)925-5099 www.strongtie.com EVALUATION SUBJECT: SIMPSON STRONG -TIE® FACE -MOUNT HANGERS FOR WOOD FRAMING 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2012, 2009 and 2006 International Building Code® (IBC) ■ 2012, 2009 and 2006 International Residential Codee (IRC) Property evaluated: Structural 2.0 USES The Simpson Strong -Tie® face -mount hangers described in this report are used as wood framing connectors in accordance with Section 2304.9.3 of the IBC. The products may also be used in structures regulated under the IRC when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 General: The Simpson Strong -Tie face -mount hangers described in this report are U-shaped hangers that have prepunched holes for the installation of nails into the face of the supporting wood header or beam or ledger. 3.1.1 LU Series Hangers: The LU series hangers are formed from No. 20 gage galvanized steel. See Table 1 for hanger dimensions, required fasteners, and allowable loads; and Figure 1 for a drawing of a typical LU series hanger. 3.1.2 U Series Hangers: The U series hangers are formed from No. 16 gage galvanized steel. See Table 2 for the hanger dimensions, required fasteners, and allowable loads; and Figure 2 for a drawing of a typical U series hanger. 3.1.3 HU and HUC Series Hangers: The HU apd il-= series hangers are formed from No. 1g gage Nlvaiaized steel. HU hangers having a width eggal 1:) or grgeaterJhan 29/16 inches (65 mm) are available with concealod'flV es and are specified with the model ciesijnation HULL See Table 3 for the hanger dimensions,"required fasteners,•and allowable loads; and Figure 3a fo6%*8r iwing o e•typieal HU series hanger and Figure 3b fo rdtT FMC hanger. • • • 3.1.4 LUS Series Hangers: The LS•sAies ha%1ge�s are �f formed from No. 18 gage galvanized �511. The ha�lgers have prepunched holes for the instellationeof nail; that.are driven at a 45-degree angle througd thejoist anV1MU•itle header, which is described as double shear nailing ir•the installation instructions. See Tabl4.4 ?or the hanc er dimensions, required fasteners, and allowable loads and Figure 4 for a drawing of a typical LUS series hanger. 3.1.5 MUS Joist Hanger: The MUS series hangers are formed from No. 18 gage galvanized steel. The U-shaped portion of the hangers has prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 5 for the hanger dimensions, required fasteners, and allowable loads; Figure 5 for a drawing of a typical MUS series hanger. 3.1.6 HUS and HUSC Series Hangers: The HUS and HUSC series hangers are formed from No. 14 gage galvanized steel with the exception of the HUS26, HUSC26, HUS28, HUSC28, HUS210, and HUSC210 hangers, which are formed from No. 16 gage galvanized steel. The HUS models having a seat width (W) equal to 39/16 inches (90 mm) are available with concealed flanges and are specified with the model designation HUSC. The hangers have prepunched holes for the installation of joist nails that are driven at a 45-degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 6 for the hanger dimensions, required fasteners, and allowable loads; and Figure 6 for a drawing of a typical HUS series hanger. 3.1.7 HHUS Series Hangers: The HHUS series hangers are formed from No. 14 gage galvanized steel. The hangers have prepunched holes for the installation of joist nails that are driven at a 45-degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 7 for the hanger dimensions, required fasteners, and allowable loads; Figure 7 for a drawing of a typical HHUS series hanger. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed i'o� as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. r Copyright © 2014 Page 1 of 14 ESR-2549 Most Widely Accepted and Trusted Page 2 of 14 3.1.8 SUR/L and SUR/LC Series Hangers: The SUR/L series hangers are formed from No. 16 gage galvanized steel. SUR and SUL are mirror -image identical hangers, skewed at 45 degrees right and left, respectively. The 2-2x and 4x SUR/L models are available with the A2 flanges concealed and are identified with the model designation SUR/LC. See Table 8 for the hanger dimensions, required fasteners, and allowable loads; and Figure 8 for a drawing of typical SUR/L series hangers. 3.1.9 HSUR/L and HSUR/LC Series Hangers: The HSUR/L series hangers are formed from No. 14 gage galvanized steel. SUR and SUL are mirror -image identical hangers, skewed at 45 degrees right and left, respectively. The 2-2x and 4x HSUR/L models are available with the A2 flanges concealed and are identified with the model designation HSUR/LC. See Table 9 for the hanger dimensions, required fasteners, and allowable loads; and Figure 9 for a drawing of typical HSUR/L series hangers. 3.1.10 The HTU Series Hangers: The HTU hangers are designed to support trusses installed with full or partial heel heights and gaps between the truss and the supporting girders of up to, but not exceeding, 112 inch (12.7 mm), as shown in Tables 10A and 10C, and 1/8 inch (3.2 mm) as shown in Table 1013. Minimum and maximum nailing options are given in Tables 10A, 1013, and 10C to address varying heel heights and support conditions. The HTU hangers are formed from No. 16 gage galvanized steel. See Table 10A and Figures 10A and 10B for hanger dimensions, required fastener schedule, allowable loads and an installation detail for installations in which the gap between the truss and the supporting girders is less than or equal to inch (12.7 mm). See Table 10B and Figures 10A and 10B for hanger dimensions, required fastener schedule, allowable loads and an installation detail for installations in which the gap between the truss and the supporting girders is less than or equal to 1/8 inch (3.2 mm). See Table 10C and Figures 10A and 10C for hanger dimensions, required fastener schedule, allowable loads and an installation detail for installations in which the minimum allowable number of nails is driven into the supporting girder, and the gap between the truss and supporting girder is less than or equal to 1/2 inch (12.7 mm). 3.1.11 The LUCZ Series Hangers: The LUCZ hangers have concealed flanges to allow for installation near the end of a supporting member such as a ledger or header. The hangers are formed from No. 18 gage galvanized steel. See Table 11 and Figure 11 for hanger dimensions, required fastener schedule, allowable loads and a typical installation detail. 3.1.12 The HGUS Series Hangers: The HGUS series hangers are formed from No. 12 gage galvanized steel. The hangers have prepunched holes for the installation of nails that are driven at a 45 degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 12 for the HGUS series hanger model numbers, hanger dimensions, required fasteners, and allowable loads; and Figure 12 for a drawing of a typical FIGS hanger. 3.2 Materials: 3.2.1 Steel: All hangers described in this report, with the exception of the HTU and HGUS series hangers, are manufactured from galvanized steel complying with ASTM A653, SS designation, Grade 33 with a minimum yield strength, Fy, of 33,000 psi (227 MPa) and a minimum tensile strength, Fu, of 45,000 psi (310 MPa). The HTU and HGUS series hangers are manufactured from galvanized steel complying with ASTM A653 SS designation, Grade 40 with a minimum yield strength, Fy, of 40,000 psi (276 MPa) and a minimum tensile strength, Fu, of 55,000 psi (379 MPa). Minimum base -steel thicknesses for the hangers in this report are as follows: NOMINAL THICKNESS (gage) MINIMUM BASE -METAL THICKNESS (inch) No. 12 0.0975 No. 14 0.0685 No. 16 0.0555 No. 18 0,0445 � • � • No.20 0.0335.... For SI: 1 inch = 25.4 mm. *..a • • • ' The hangers have a mininfiR : MO zinc coating specification in accordance wittt•'RSTM A653. •Some models (designated with a modelbnaMpr endJi&w1k Z) are available with a G185 zinc aoeting specification in accordance with ASTM A653. Soma m+Qdels (O@si§A4ted with a model number ending wit60IdDG) are %kaildble with a hot -dip galvanization, also* J"wn as "batch" galvanization, in accordance wito ASTV A128 wKq a minimum specified coating weight of 2.04)unces at zinc per square foot of surface area (600 g/trej,'totDal for both sides. Model numbers for all hangers in this report, apt The LUCZ series hangers, do not include the Z or HDG ending, but the information shown applies. The lumber treater or holder of this report (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of steel connectors in contact with the specific proprietary preservative treated or fire retardant treated lumber. 3.2.2 Wood: Wood members with which the connectors are used must be either sawn lumber, structural glued laminated timber or engineered lumber having a minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), and having a maximum moisture content of 19 percent (16 percent for engineered lumber) except as noted in Section 4.1. The thickness of the supporting wood member (header, beam, or ledger) must be equal to or greater than the length of the fasteners specified in the tables in this report, or as required by wood member design, whichever is greater. 3.2.3 Fasteners: Nails used for hangers described in this report must comply with ASTM F1667 and have the following minimum fastener dimensions and bending yield strengths (Fyb): COMMON NAIL SIZE SHANK DIAMETER (inch) FASTENER LENGTH (inches) Fyb (psi) 10d x 11/2 0.148 11/2 90,000 10d 0.148 3 90,000 16d X 21/2 0.162 21/2 90,000 16d 0.162 31/2 90,000 For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa. Fasteners used in contact with preservative treated or fire retardant treated lumber must comply with IBC Section 2304.9.5 or 2012 IRC Section R317.3, 2009 IRC Section R317.3, or 2006 IRC Section R319.3, as applicable. The lumber treater or this report holder (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of fasteners and connection capacities of fasteners used with the specific proprietary preservative treated or fire retardant treated lumber. ESR-2549 Most Widely Accepted and Trusted Page 3 of 14 4.0 DESIGN AND INSTALLATION 4.1 Design: The tabulated allowable loads shown in this report are based on allowable stress design (ASD) and include the load duration factor, CD, corresponding with the applicable loads in accordance with the NDS. Tabulated allowable loads apply to products connected to wood used under dry conditions and where sustained temperatures are 100OF (37.8°C) or less. When products are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is expected, the allowable loads must be adjusted by the wet service factor, CM, specified in the NDS. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100OF (37.80C), the allowable loads in this report must be adjusted by the temperature factor, Ct, specified in the NDS. Connected wood members must be analyzed for load - carrying capacity at the connection in accordance with the NDS. 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturer's published installation instructions. In the event of a conflict between this report and the manufacture's published installation instructions, the most restrictive governs. 5.0 CONDITIONS OF USE The Simpson Strong -Tie face -mount hangers for wood - framed construction described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The connectors must be manufactured, identified and installed in accordance with this report and the manufacturer's published installation instructions. A copy of the instructions must be available at the jobsite at all times during installation. In the event of conflict between this report and the Simpson Strong - Tie published installation instructions, the more restrictive governs. 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.3 Adjustment factors noted in Section 4.1 and the applicable codes must be considered,• *Woere applicable. • • • • 5.4 Connected wood membersowd• fasteners *rwust comply, respectively, with SeetterV5.2.2 and 32.3 of this report. 0 0 * 0 0 • • 5.5 Use of connectors with presLPr'vatiue treat -&&-fire retardant treated lumber mustbVfi accordance with Section 3.2.1 of this report.•i 8*4f fasteners vnth preservative treated or fire ret%rd&t treate8lumber must be in accordance with •9e,ttipn 3.2.3 of this • report. 0 6.0 EVIDENCE SUBMITTED • Data in accordance with the ICC-ES Acceptance.trwteria for Joist Hangers and Similar Devices (AC13), dated October 2010 (editorially revised December 2011). 7.0 IDENTIFICATION The products described in this report are identified with a die -stamped label or an adhesive label, indicating the name of the manufacturer (Simpson Strong -Tie), the model number, and the number of an index evaluation report (ESR-2523) that is used as an identifier for the products recognized in this report. TABLE 1—ALLOWABLE LOADS FOR THE LU SERIES JOIST HANGERS DIMENSIONS' (inches) FASTENERS2 (Quantity -Type) ALLOWABLE LOADS3,4,5 (Ibs) MODEL No. W H B Headers Joist Uplift` Download Co = 1.6 Co = 1.0 CD= 1.15 CD = 1.25 10d 16d 10d 16d 10d 16d LU24 19/16 31/6 11/2 4 2-10d x 02 265 465 555 530 635 575 690 6 19/1s 43/4 11/2 6 4-10d x V/2 565 695 835 800 955 865 1,030 LU2 1'/16 63/6 11/2 8 6-10d x 1% 850 930 1,110 1,065 1,270 1,150 1,375 LU2 1'/,6 713/,6 11/2 10 6-10d x 1'/2 850 1,160 1,390 1,330 1,590 1,490 1,720 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 1 (this page) for definitions of hanger nomenclature (W, H, B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4LU Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch (3.2 mm). The height, H, of the foist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. The quantity of 10d or 16d common nails specified in the "Header' column under "Fasteners" is required to achieve the tabulated allowable loads shown in the Allowable Download "10d" or "16d" columns. 6Aloowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam, and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. 10/11/2018 . Florida Building Code Online 4 rrt 8CIS Home Log In User Registration Hot Topic Submit Surcharge I Stats & Facts Publications Contact Us BCIS Site Map I Links Search bbdda VV��■*Product Approval IUSER: Public User F Product ARoroval Menu > Product or Application Search > Application List > Application Detail hR OF FL # FL10456-R4 Application Type Revision Code Version 2017 Application Status Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Simpson Strong -Tie Co. Address/Phone/Email 2221 Country Lane McKinney, TX 75070 (800) 999-5099 Ext 3027 kcullum@strongtie.com Authorized Signature Keith Cullum kcullum@strongtie.com Technical Representative Keith Cullum Address/Phone/Email 2221 Country Lane McKinney, TX 75069 ' (800) 999-5099 Ext 3027 • 0 9009 • • • • • kcullum@strongtie.com • • •• • • • • • • • •••••• • •• •••••• Quality Assurance Representative Shelby Short • •••••• • • • Address/Phone/Email 5956 W. Las Positas Boulevard •. • • • • •••••• • • Pleasanton, CA 94588 • •""' • • • • • (800)999-5099 • • • sshort@strongtie.com • • • • • • ' �" • • • • • • Category Structural Components ;�';'� • • Subcategory Wood Connectors i • • • • • Compliance Method Evaluation Report from a Product Evaluation Entity ' •; • • Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Benchmark Holdings, L.L.C. Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ted Berman, PE Validation Checklist - Hardcopy Received Certificate of Independence FL10456 R4 COI ICC-ES Cert of Independence 2017-12-06. df Referenced Standard and Year (of Standard) Standard Year AISI S100 2012 ANSI/AWC NDS 2015 ASTM D7147 2005 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDqudsDrIH6148zA9MCa%2flofOLgt2%2bsOOvHeUcOmGIH%2bFw%3d%3d 1/3 10/11/2018 - Florida Building Code Online Product Approval Method Method 1 Option C Date Submitted 12/13/2017 Date Validated 12/17/2017 Date Pending FBC Approval Date Approved 12/19/2017 Summary of Products FL # Model, Number or Name Description 10456.1 DSP, SSP Stud to Plate tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R4 II ESR-2613.12df Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: In HVHZ, if using DSP with 10dx1.5" nails to sill plate, FL10456 R4 AE ESR-2613.12d DSP with 10d common nails in SPF/HF lumber, or SSP to resist roof uplift provide supplemental connection to achieve minimum 700 lbs. uplift 10456.2 H1, 10A, H10-2, H2.5A, H3, H4, Hurricane Ties H5, 6, H7Z Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R4 II ESR-2613.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: In HVHZ, if using H1, H2.5A, H3, H4, or H5 to resist FL10456 R4 AE ESR-2613.pdf roof uplift, 2 connectors or supplemental connection must be used to achieve min. 700 lbs. uplift. 10456.3 HGT-2, HGT-3, HGT-4 Heavy Girder Tiedown •*000 • 0006 Limits of Use Installation Instructions • • • • i • • • Approved for use in HVHZ: Yes FL10456 R4 II ESR-2613.�ti,••• 0 •„•� ••• Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A • • Created by Independent Th""": • • • Design Pressure: N/A Evaluation Reports 0000 • • • Other: FL10456 R4 AE ESR-261••• �•�••• of 10456.4 HS24 Hurricane Tie • • • • • Limits of Use Installation Instructions • • • • • • • Approved for use in HVHZ: No FL10456 R4 II ESR-2613. df • * • • • • • Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC • ... • • Impact Resistant: N/A Created by Independent Thad P4% • : • • Design Pressure: N/A Evaluation Reports • • • • • • Other: In HVHZ, if used to resist roof uplift provide FL10456 R4 AE ESR-2613.pdf • • i • • supplemental connection to achieve minimum 700 lbs. uplift 10456.5 HTS16, HTS20, HTS24, HTS28, Heavy Twist Strap HTS30, HTS30C Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R4 II ESR-2613.12df Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10456 R4 AE ESR-2613.pd 10456.6 LFTA Light Floor Tie Anchor Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R4 II ESR-2613.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10456 R4 AE ESR-2613.1df 10456.7 LTS12, LTS16, LTS18, LTS20 Light Twist Strap Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R4 II ESR-2613.pdf hftps:ltwww.floddabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDqudsDrIH6148zA9MCa%2flofYOLgt2%2bsOOvHeUcOmGIH%2bFw%3d%3d 2/3 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 06 05 23—WOOD, PLASTIC, AND COMPOSITE .... . . ...... REPORT HOLDER: .. .. •o . ...... SIMPSON STRONG -TIE COMPANY INC.' 5956 WEST LAS POSITAS BOULEVARD ' PLEASANTON, CALIFORNIA 94588 EVALUATION SUBJECT: SIMPSON STRONG -TIE® HURRICANE AND SEISMIC STRAPS AND TIES FOR WOOD FRAMING ICC ICC ICC �� �� S�S cc c PMG LISTED Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPQ Award in Excellence" A Subsidiary of ICGES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not $"�� iid specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a t recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as ISOnEC V065 to any finding or other matter in this report, or as to any product covered by the report. Product C.n+flmfion Body ACCME N CCN „ #1000 Copyright ° 2017 ICC Evaluation Service, LLC. All rights reserved. IMES Evaluation Report ESR-2613 wwwkc-es.org 1 (800) 423-6587 1 (562) 699-0543 DIVISION: 06 00 00—WOOD, PLASTICS, AND COMPOSITES Section: 06 05 23—Wood, Plastic, and Composite Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 925-5099 www.strongtie.com EVALUATION SUBJECT: SIMPSON STRONG -TIE® HURRICANE AND SEISMIC STRAPS AND TIES FOR WOOD FRAMING 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2015, 2012, 2009 and 2006 International Building Code® (IBC) ■ 2015, 2012, 2009 and 2006 International Residential Code® (IRC) Property evaluated: Structural all K1K;K The Simpson Strong -Tie® hurricane and seismic straps and ties described in this report are used as wood framing connectors in accordance with Section 2304.10.3 of the 2015 IBC and Section 2304.9.3 of the 2012, 2009 and 2006 IBC. The products may also be used in structures regulated under the IRC when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 General: The Simpson Strong -Tie hurricane and seismic straps and ties recognized in this report are installed to resist design forces on wood -frame construction resulting from the application of the most critical effects of the load combinations prescribed by code that include wind or seismic loads. 3.1.1 Hurricane Ties: Hurricane ties are used to anchor wood rafters or joists to wood wall plates or studs or to anchor wood studs to wood sill plates. The H6 and H7Z Reissued June 2017 Revised December 13, 2017 This report is subject to renewal June 2018. A Subsidiary of the International Code Council® ties are formed from No. 16 gage galvanized steel; the H1, H2.5A, H3, H5, H10A, and H10-2 ties are formed from No. 18 gage galvanized steel; and the H4 tie is formed from No. 20 gage galvanized steel. See Table 1 for tie model numbers, tie dimensions, fastener schedules, and allowable loads. See Figures 1a and 1b for iNAtirstions of the hurricane ties recognized in this•report, Gal Figure 10...... for illustrations of installalim configuratiWks with designated allowable load direGit"s.. : � so ....:. 3.1.2 HS24 Hurricane Tie:• el ib• 1-IS24 hurricane tie:....; anchors wood rafters or trussog td %ood why Jpg.plates 0 • The HS24 connector is fornldd • from No. 18 gage• • : • • , galvanized steel. See Table 20itljompired fastlmgs an& • • • • allowable loads. See Figure 2 fop adrawing of+'ile H624 tiev • • • • • and a typical installation detail. • 0 . 3.1.3 LTS, MTS, and HTS teries Twist: &tlaj)s: The""" LTS, MTS, and HTS series twist straps are used to anchor*....: wood trusses or rafters to wo6d wall doubleplates,* • wood studs, wood beams, or wood rim boards' Me LTS, MTS, and HTS series twist straps are formed from No. 18, No. 16, and No. 14 gage galvanized steel, respectively. See Table 3 for strap model numbers, overall strap lengths, required fasteners, and allowable uplift loads when installed with different fastener schedules. See Figure 3 for a drawing of an LTS12 twist strap and two typical MTS strap installations. 3.1.4 LFTA Light Floor Tie Anchor: The LFTA light floor tie anchor is used as a floor -to -floor tension tie and is formed from No. 16 gage galvanized steel. See Table 4 for anchor tie dimensions, required fasteners, and the assigned allowable uplift load. See Figure 4 for a drawing of the LFTA connector. 3.1.5 SP and SPH Series Stud Plate Connectors: The SP1 connector fastens one edge of a wood stud to the contiguous edge of a wood sill plate, and the SP2 connector fastens to one side of a wood double top plate and to the contiguous edge of a wood stud. The SP4, SP6, SP8, SPH4, SPH6, and SPH8 are 11/4-inch-wide (32 mm) U-shaped straps with a horizontal portion that bears against the wood wall top plates or sill plates and two vertical legs that are nailed to the edges of a wood stud. The SP and SPH connectors are fabricated from No. 20 and No. 18 gage galvanized steel, respectively. See Table 5 for SP and SPH models, connector dimensions, required fasteners, and allowable uplift loads. See Figure 5 for drawings of the SP1 and SP2 connector, and of typical stud -to -plate connection details for the SP1, SP2, SP4, and SPH4 connectors. ICGES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to anyfinding or other matter in this report, or as to any product covered by the report. wT,R xw w9—M — Copyright 0 2017 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 111 ESR-2613 I Most Widely Accepted and Trusted Page 2 of 11 3.1.6 RSP4 Reversible Stud Plate Ties: The RSP4 tie plates are used to connect a nominally 2-inch-wide wood stud to either a top or sill plate of a wood framed wall. The RSP4 tie connector is fabricated from No. 20 gage galvanized steel. See Table 6 for required fasteners and allowable loads. See Figure 6a for a drawing of the RSP4 connector showing overall dimensions; Figure 6b for a drawing of a typical RSP4 installation connecting a wood double top plate to a wood stud; and Figure 6c for a typical RSP4 installation connecting a wood stud to a wood sill plate. 3.1.7 SSP and DSP Stud Plate Connectors: The SSP stud -to -plate connector is used to provide a positive connection between a single wood stud and the top or sill plate of the same wood wall, and the DSP stud -to -plate connector is used to provide a positive connection between a double wood stud and the wood wall top or sill plate of the same wood wall. The SSP and DSP connectors are fabricated from No. 18 gage galvanized steel. See Table 7 for required fasteners and allowable uplift loads. See Figure 7 for drawings of the SSP and DSP connectors showing overall dimensions; a drawing of an SSP installation connecting a stud to a sill plate; and a drawing of a DSP installation connecting a double wood stud assembly to a top plate. 3.1.8 HGT Heavy Girder Tiedown Brackets: The HGT heavy girder tiedown brackets are used to provide a positive connection between wood roof beams or multi -ply wood roof trusses and wood posts vertically aligned to support the end reaction of the beam or truss member. The HGT tiedown connector is a U-shaped bracket that is installed over the top chord of the roof truss having a slope from 3:12 (14 degrees) to 8:12 (34 degrees). Other components required for the connection, such as the anchor rods and hold-down or tie -down devices, that must be used to form a complete load path to resist design uplift forces from their point of origin to the load -resisting elements, that is, the vertically aligned supporting wood post, must be designed and specified by the registered design professional. The HGT tiedown brackets are fabricated from No. 7 gage steel, and are supplied with insert plates and crescent washers. See Table 8 for tiedown connector models, connector dimensions, fastener schedules, and allowable uplift loads. See Figure 8 for a drawing of the HGT-2 tiedown connector. 3.2 Materials: 3.2.1 Steel: Unless otherwise noted, the connectors described in this report are fabricated from ASTM A653, SS designation, Grade 33, galvanized steel with a minimum yield strength, Fy, of 33,000 psi (227 MPa) and a minimum tensile strength, Fu, of 45,000 psi (310 MPa). The HTS twist straps, the SSP and DSP stud -to -plate ties, and the H2.5A hurricane tie are fabricated from ASTM A653, SS designation, Grade 40, steel with a minimum yield strength of 40,000 psi (275 MPa) and a minimum tensile strength of 55,000 psi (379 MPa). The body of the HGT heavy girder tiedown bracket is fabricated from ASTM A1011, SS designation, Grade 33, hot rolled steel with a minimum yield strength of 33,000 psi (227 MPa) and a minimum tensile strength of 52,000 psi (358 MPa), and the crescent washers of the HGT bracket are fabricated from ASTM A36 steel with a minimum yield strength of 36,000 psi (248 MPa) and a minimum tensile strength of 58,000 psi (399 MPa). Base -metal thicknesses for the connectors in this report are as follows: NOMINAL THICKNESS (gage) MINIMUM BASE -METAL THICKNESS (inch) No. 3 0.2285 No. 7 0.1705 No. 10 0.1275 No. 14 0.0685 No. 16 0.0555 No. 18 0.0445 No. 20 0.0335 For SI: 1 inch = 25.4 mm. The galvanized connectors have a minimum G90 zinc coating specification in accordance with ASTM A653. Some models (designated with a model number ending with Z) are available with a G185 zinc coating specification in accordance with ASTM A653. Some modejS f'ditnated with a model number ending witt?.HDG) fib• 9vailabl2 • • •; • with a hot -dip galvanization, • Slso• known• •as•. batch" • • galvanization, in accordance •with •ASTM cAl As with a • • • • • minimum specified coating weigwbofa0 ounces of zinc pep square foot of surface area (600*91w,2), total for both sides: • • • • Model numbers in this report chsofa fficludeaPig7br HDG.... ending, but the information sh ies. • 9 W�La13Rl� •.• ..... The HGT Heavy Girder Tiedd4r Stackets 41 a Aainted ... • finish and may also be availablp":fgre HDG firffsh. • 0 . . . . ...... The lumber treater or • holger of : •this • repol (Simpson Strong -Tie Companyl p hopld be contacted for • • • • recommendations on minimum corrosion •resistance ol steel connectors in contact with the specific* proprieta ry preservative treated or fire retardant treated lumber. 3.2.2 Wood: Supporting wood members to which these connectors are fastened must be solid sawn lumber, glued - laminated lumber, or engineered lumber [such as Laminated Veneer Lumber (LVL), Parallel Strand Lumber (PSL), and Laminated Strand Lumber (LSL)] having dimensions consistent with the connector dimensions shown in this report. Unless otherwise noted, supporting wood members and supported members must have an assigned minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), except as noted in Table 5 for the SPH stud plate tie connectors, which provides values for which lumber members having assigned minimum specific gravities of 0.50 and 0.55 are required; and Table 7 for the SSP and DSP stud -to -plate tie connectors, which permits lumber having assigned minimum specific gravities of 0.50 and 0.43. The lumber used with the connectors described in this report must have a maximum moisture content of 19 percent (16 percent for engineered lumber) except as noted in Section 4.1. The thickness of the wood members must be equal to or greater than the length of the fasteners specified in the tables in this report, except if noted otherwise in the tables and accompanying footnotes in this report, or as required by wood member design, whichever controls. 3.2.3 Fasteners: Bolts, at a minimum, must comply with ASTM A36 or A307. Nails used for connectors, straps, and ties described in this report must comply with ASTM F1667 and have the following minimum dimensions and bending yield strengths (Fyb): ESR-2613 I Most Widely Accepted and Trusted Page 4 of 11 TABLE 1—HURRICANE TIES FASTENERS (Quantity -Type) ALLOWABLE LOADS'.2 (Ibs) MODEL NO. To Rafter To Plates To Stud Connection Configurations' Uplift•,6 Co=1.6 Lateral6.7 Co=1.6 F, FZ H 1 6-8d x 1 % 4-8d — 1 545 510 190 H10A 9-10d x 02 9-10d x 11/2 — 1,040 565 285 1-110-2 6-10d 6-10d — 655 430 355 H2.5A 5-8d 5-8d — 2 565 110 110 H3 4-8d 4-8d — 435 210 170 H5 4-8d 4-8d — 440 100 H4 — 4-8d 4-8d 3 330 —4-8d 4-8d — 4 330 140H6 M— — 8-8d 8-8d 5 1,230 — H7Z 4-8d 2-8d 8-8d 6 830 410 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. • • 'Allowable loads are for one anchor installed to a minimum nominal 2x supported and minimum nominal 2x supporting wood rwembes. A rafter . • minimum actual thickness of 21/2 inches must be used when framing anchors are installed on each side of the*r.n$%r.,Vd on the gave* side of •. •;. the plate. • 2Allowable simultaneous loads in more than one direction on a single connector must be evaluated as follows: • • • • • • • : • •. •: Design Uplift / Allowable Uplift + . • • •' . • • • • • • Design Lateral Parallel to Plate / Allowable Lateral Parallel to Plate + • • • • • • • • • • Design Lateral Perpendicular to Plate / Allowable Lateral Perpendicular to Plate 5 1.0. .. •. • • . . • • ..:.. The three terms in the unity equation consider all possible forces that the hurricane tie maybe designed and irpiled to resist: 14e ntgnber of, • • • o • terms that must be considered for simultaneous loading is determined by the registered design professional ar9 is Aependent on she method • • of calculating wind forces and the assumed load path that the connector is designed to resist. . • . . '"Connection Configurations" shown in Figure 1 c (next page) indicate the load directions F, and F2, and •are derails sh(U" Dpnnector • • • • • installations on the outside of the wall for clarity. Installation on the inside of the wall is acceptable to achieve the talutated allowable loads. • • `Connections in the same area (i.e. truss to plate connector and plate to stud connector) must be on installed omt a same side of we wall to - • • • : achieve the tabulated allowable uplift loads and ensure a continuous load path. • •; • • • 5Aloowable uplift loads have been increased for wind or earthquake loading, and no further increase is allowed. Allowable loads must be reduced when other load durations govem. 6Allowable lateral loads in the F, direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking required by code to laterally support the ends of joists/rafters. 'Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or rafter members. 3r4j i 1srt� • o o e o 211.1+ o 0 ��/I 3t7tfi I %v 1916 6° • 4 7 • • Tr 2,1M• 0 1 0 0 • 51,4, 19/,e" H1 H2.5A H3 FIGURE 1a-1-11, H2.5A, AND H3 HURRICANE TIES STRUCTURAL CALCULATIONS PROPOSED WOOD TRELLIS AND WOOD DECK . . .... ...... ...... . .. ...... .&se ...... • . •••••• .... . ..... 9957 NE 4 AVE •••••• • ••• ••�••' .... .. . ...... MIAMI SHORE FL 33138 • , ,,,,,, .. . . • • • 0000 F40 0.62531 ti TA OF � 4 '`=c40R10,.•'����� Vicente Franco P.E. LIC. No. 62561 8690 NW 109 CT MIAMI , FL 33178 TABLE OF CONTENT WINDPRESSURE............................................................................................... 1 JOIST REACTION............................................................................................. 2 FOOTING UPLIFT....................................................................... 3 TRELLIS WOOD JOIST...................................................................................... 4 TRELLIS WOOD BEAM...................................................................................... 7 TRELLIS BEAM CONNECTION ..............................................:....'.. 10 • • • • DECK WOOD JOIST...............................................................................,....L. I I DECK WOOD BEAM .:.:... 13 ' DECK BEAM CONNECTION ................................................ • • • • • • 16 I WIND PRESSURE h <= 60 FT. ASCE 7-10 h = 15 FT Less horizontal dimension = 15 FT Zone 5 = 1.5 FT Take a = 3 FT Velocity Pressure qz = 0.00256 * Kz * Kzt * Kd * VA 2 * I Kz: Velocity Pressure Exposure Coeficient Exposure Category: C a = 9.5 Zg = 900 FT .... . . goes ...... ...... . .. ...... FOR Z < 15 FT THEM Kz = 2.01 (15/Zg)A(2/a) ...:.. FOR 15 <= Z <= Zg THEM Kz = 2.01 (Z/Zg)^(2/a) "" • Z= 15 FT THEM .... . ..... .��••� ��• ����•. Kz = 0.85 •• •• .. ...... Kzt: Topographic factor e • • .. ""• g Kzt = 1.0 Kd: Wind directionality factor Kd = 0.85 V: Basic wind speed V = 170 mph qz = 53.38 PSF 2 ALLOWABLE UPLIFT PRESSURE AT JOIST Flat Roofs Slope: h = 0.25 q = 1.19 Trusses Span, L = 15 FT Spacing, b = 1.33 FT Efective Wind Area: Ae = max ( L*b , L"2/3) Ae = 75.0 SF Negative zone 2 GCp = (-2.2+0.5*log(Ae) if 10 < Ae < 100 SF GCp = -1.2 if Ae > 100 SF GCp = -1.26 GCpi = 0.56 P2 = qh * (GCp-Gcpi)*0.6 P2 = -58.4 PSF Truss reaction: Ru = b * (P2 * L / 2)*2/16 Ru = -60.3 # G = 56.1 # z= 12 ...... . .. ...... .••••• .... . . . • ..... .. ..... ..... ... . ..... • . • •.••.. 0 • ...••• . . . . .••.. .. . . • . • 0000 Connector: The joist reaction are too low, thereafter the connections are O.K. by inspection �3 FOOTING UPLIFT FOOTING DIMENSIONS D = 18 in H = 30 in FOOTING VOL V = 4.4 FTA3 TRELLIS TRIBUTARY AREA: B = 7.5 L= 6 Efective Wind Area: Ae = max ( L*b , LA2/3) 0.10*Ae = 4.5 SF Negative zone 1 GCp = (-1. 1 +0. 1 *Iog(Ae) if 10 < Ae < 100 SF GCp = -0.9 if Ae > 100 SF GCp = -1.03 GCpi = 0.56 P1 = qh * (GCp-Gcpi) P1 = -85.1 PSF MAX. WIND PRESURE AT TRELLIS p = NET UPLIFT: U = 338 # 0.6 * U = 203 # GRAVITY LOAD: FOOTING SELF WEIGTH = SOIL ABOVE = 662 # 0# 75.1 LB/FT A2 0.6 D = 397 # > 0.6 * U = 203 OK .... ...... 4 Lic. #: KW-06010683 Licensee : Vicente Franc( Description : Wood Joist 2x6 @ 18" CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 1,000.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 1,000.0 psi Ebend- xx 1,400.0 ksi Fc - Prll 1,400.0 psi Eminbend - xx 510.0 ksi Wood Species : Southern Pine - 2013 Addendum Fc - Perp 565.0 psi Wood Grade : No.2: 2" - 4" Thick : 5"-6" Wide Fv 175.0 psi Ft 600.0psi Density 34.330pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D 0.0030 Lr 0.0030 W 0.0080 2x6 2x6 • . ... 6 """ x •• • •• • • •••••• • •• •••••• Span = 1.750 ft Span = 8.50 ft • • • j •. Spap = 1.750; - H� •••• • ••••• • • • • • • • Applied Loads Service loads entered. Load Faclars wi l be applied•for calculation.• Beam self weight calculated and added to loads ....: • Loads on all spans... 0.00 • • Uniform Load on ALL spans : D = 0.0030, Lr = 0.0030, W = 0.0080 k/ft • • • • • • Maximum Bending Stress Ratio = 0.080 1 Maximum Shear Stress Ratio = 0.027 :1 Section used for this span 2x6 Section used for this span 2x6 fb : Actual = 128.72psi fv : Actual 7.52 psi FB : Allowable 1,600.00psi Fv: Allowable = 280.00 psi Load Combination +D+0.750Lr+0.750L+0.450W+H Load Combination +D+0.750Lr+0.750L+0.450W+H Location of maximum on span = 4.214ft Location of maximum on span = 8.071 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 2 Maximum Deflection Max Downward Transient Deflection 0.026 in Ratio = 3918>=240. Max Upward Transient Deflection -0.015 in Ratio = 2744>=240. Max Downward Total Deflection 0.035 in Ratio = 2897>=180 Max Upward Total Deflection -0.021 in Ratio = 2030>=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V N Fv +D+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.750 ft 1 0.013 0.022 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.01 12.07 900.00 0.02 3.45 157.50 Length = 8.50 ft 2 0.066 0.022 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.04 59.10 900.00 0.02 3.45 157.50 Length =1.750 ft 3 0.013 0.022 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.01 12.07 900.00 0.01 3.45 157.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.750 ft 1 0.012 0.020 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.01 12.07 1000.00 0.02 3.45 175.00 Length = 8.50 ft 2 0.059 0.020 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.04 59.10 1000.00 0.02 3.45 175.00 Length = 1.750 ft 3 0.012 0.020 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.01 12.07 1000.00 0.01 3.45 175.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 5 ... Beam Lic. # : KW-06010683 Licensee : Vicente Franco Description : WOOo Joist ab L 16" Load Combination Max Stress Ratios Segment Length Span # M V Length =1.750 ft 1 0.015 0.02E Length = 8.50 ft 2 0.076 0.02E Length = 1.750 ft 3 0.015 0.025 +D+S+H Length = 1.750 ft 1 0.010 0.017 Length = 8.50 ft 2 0.051 0.017 Length = 1.750 ft 3 0.010 0.017 +D+0.750Lr+0.750L+H Length =1.750 ft 1 0.014 0.023 Length = 8.50 ft 2 0.069 0.023 Length =1.750 ft 3 0.014 0.023 +D+0.750L+0.750S+H Length =1.750 ft 1 0.010 0.017 Length = 8.50 ft 2 0.051 0.017 Length = 1.750 ft 3 0.010 0.017 +D+0.60W+H Length = 1.750 ft 1 0.015 0.024 Length = 8.50 ft 2 0.073 0.024 Length =1.750 ft 3 0.015 0.024 +D+0.70E+H Length =1.750 ft 1 0.008 0.012 Length = 8.50 ft 2 0.037 0.012 Length = 1.750 ft 3 0.008 0.012 +D+0.750Lr+0.750L+0.450W+H Length = 1.750 ft 1 0.016 0.027 Length = 8.50 ft 2 0.080 0.027 Length =1.750 ft 3 0.016 0.027 +D+0.750L+0.750S+0.450W+H Length =1.750 It 1 0.013 0.021 Length = 8.50 ft 2 0.064 0.021 Length = 1.750 ft 3 0.013 0.021 +D+0. 750 L+0. 750 S+0. 5250 E+H Length =1.750 ft 1 0.008 0.012 Length = 8.50 ft 2 0.037 0.012 Length =1.750 ft 3 0.008 0.012 +0.60D+0.60W+0.60H Length = 1.750 ft 1 0.012 0.019 Length = 8.50 ft 2 0.058 0.019 Length =1.750 ft 3 0.012 0.019 +0.60D+0.70E+0.60H Length =1.750 ft 1 0.005 0.007 Length = 8.50 ft 2 0.022 0.007 Length =1.750 ft 3 0.005 0.007 +0.60W Length = 1.750 ft 1 0.007 0.012 Length = 8.50 ft 2 0.036 0.012 Length = 1.750 ft 3 0.007 0.012 Overall Maximum Deflections Moment Values Shear Values C d C FN C i Cr C m C t C L M fb F'b V fv F'v 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.01 19.36 1250.00 0.03 5.54 218.75 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.06 94.80 1250.00 0.03 5.54 218.75 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.01 19.36 1250.00 0.01 5.54 218.75 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.01 12.07 1150.00 0.02 3.45 201.25 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.04 59.10 1150.00 0.02 3.45 201.25 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.01 12.07 1150.00 0.01 3.45 201.25 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.01 17.54 1250.00 0.03 5.01 218.75 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.05 85.88 1250.00 0.03 5.01 218.75 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.01 17.54 1250.00 0.01 5.01 218.75 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.01 12.07 1150.00 0.02 3.45 201.25 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.04 59.10 1150.00 0.02 3.45 201.25 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.01 12.07 1150.00 0.01 3.45 201.25 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.0 • 0 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.01 23.739 160NO U4 .. %.79 ,JQ W.. 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.07 116.22 •1660.1 "4 .6.79 280.r 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.01 23.73 . •1690,W �.0T -6.79 ;$t:.00� 1.000 1.00 1.00 1.00 1.00 1.00 Mo 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.01 12.07 � 1.6"..00 , 0.02 3.45 .2 9," • 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.04 59.10. 1600.00 ` %U • ..3.45 *280.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.01 12.07 *M6.00 10.01 3.45 '28Q.eO' 1.000 1.00 1.00 1.00 1.00 1.0o ": • i?.Qo '100: •:0.00 • • e.eo 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.02 26.28" 16t0.00 0104 07.52 •260.0 • 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.08 128.72: • ne.10 0.04• 7.52 280.0 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.02 26.28• 1600.90 .0.01 • 7.52 •2S000• 1.000 1.00 1.00 1.00 1.00 1.00 0 6.00 V19 *'0.00 om 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.01 20.82' . idbo.Do .0.03, ,, 5.95 280.159 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.06 101.94 1600.00 Q.(V. •5.95 280.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.01 20.82 1600.00 0.01 5.95 280.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.01 12.07 1600.00 0.02 3.45 280.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.04 59.10 1600.00 0.02 3.45 280.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.01 12.07 1600.00 0.01 3.45 280.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.01 18.90 1600.00 0.03 5.41 280.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.06 92.58 1600.00 0.03 5.41 280.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.01 18.90 1600.00 0.01 5.41 280.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.00 7.24 1600.00 0.01 2.07 280.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.02 35.46 1600.00 0.01 2.07 280.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.00 7.24 1600.00 0.00 2.07 280.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.01 11.66 1600.00 0.02 3.34 280.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.04 57.12 1600.00 0.02 3.34 280.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.01 11.66 1600.00 0.01 3.34 280.00 Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 4.286 +D+0.750Lr+0.750L+0.450W+H -0.0207 0.000 +D+0.750Lr+0.750L+0.450W+H 2 O.0352 4.286 0.0000 0.000 3 0.0000 4.286 +D+0.750Lr+0.750L+0.450W+H -0.0207 1.750 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 0.065 0.065 Overall MINimum 0.048 0.048 +D+H 0.030 0.030 +D+L+H 0.030 0.030 11 Lic. # : KW-06010683 Licensee : Vicente Franco Description : Wood Joist M @ 18" Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+Lr+H 0.048 0.048 +D+S+H 0.030 0.030 +D+0.750Lr+0.750L+H 0.043 0.043 +D+0.750L+0.750S+H 0.030 0.030 +D+0.60W+H 0.059 0.059 +D+0.70E+H 0.030 0.030 +D+0.750Lr+0.750L+0.450W+H 0.065 0.065 +D+0.750L+0.750S+0.450W+H 0.051 0.051 +D+0.750L+0.750S+0.5250E+H 0.030 0.030 +0.60D+0.60W+0.60H 0.047 0.047 +0.60D+0.70E+0.60H 0.018 0.018 D Only 0.030 0.030 Lr Only 0.018 0.018 L Only S Only W Only 0.048 0.048 •... EOnly H Only : .`• . • . ••..•� ..•... • • • • • • • • 7 .•• Beam Lic. # : KW-06010683 Licensee : Vicente Franco Description : Wood t3eam (2) 2x8 CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 925.0 psi E : Modulus of Elasticity Load Combination ASCE 7-10 Fb - 925.0 psi Ebend- xx 1,400.Oksi Fc - Prll 1,350.0 psi Eminbend - xx 510.0 ksi Wood Species : Southern Pine - 2013 Addendum Fc - Perp 565.0 psi Wood Grade : No.2: 2" - 4" Thick : 8" Wide Fv 175.0 psi Ft 550.0psi Density 34.330pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D 0.020 Lr 0.020 W -0.060 3.0X7.250 3.0X7.250 '..• ; �OX7.250 • • • • • Span = 1.50 ft Span = 12.0 ft •+•: •. Span = 1.5D ft • •••••• • • • • • • so 00 Applied Loads Service loads entered. Load FactogwiN be applied•for calculations • Beam self weight calculated and added to loads • • • • +• • • Loads on all spans... • • • Uniform Load on ALL spans : D = 0.020, Lr = 0.020, W = -0.060 k/ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.301: 1 Maximum Shear Stress Ratio = 0.078 : 1 Section used for this span 3.0 X 7.250 Section used for this span 3.0 X 7.250 fb : Actual = 348.13psi fv : Actual = 17.13 psi FB : Allowable = 1,156.25psi Fv: Allowable = 218.75 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 5.950ft Location of maximum on span = 1.500 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.076 in Ratio = 476>=240. Max Upward Transient Deflection -0.197 in Ratio = 732>=240. Max Downward Total Deflection 0.148 in Ratio = 972>=180 Max Upward Total Deflection -0.057 in Ratio = 632>=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FIV C i Cr C m C t C L M fb Fb V fv Fv +D+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.016 0.061 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.03 12.94 832.50 0.14 9.55 157.50 Length =12.0 ft 2 0.233 0.061 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.42 194.04 832.50 0.14 9.55 157.50 Length =1.50 ft 3 0.016 0.061 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.03 12.94 832.50 0.02 9.55 157.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.014 0.055 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.03 12.94 925.00 0.14 9.55 175.00 Length = 12.0 ft 2 0.210 0.055 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.42 194.04 925.00 0.14 9.55 175.00 Length = 1.50 ft 3 0.014 0.055 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.03 12.94 925.00 0.02 9.55 175.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 n Lic. # : KW-06010683 Licensee : Vicente Franco Description : Wood Beam (2) 2x8 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Moment Values M fb Fb V Shear Values fv Fv Length =1.50 ft 1 0.020 0.078 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.05 23.21 1156.25 0.25 17.13 218.75 Length =12.0 ft 2 0.301 0.078 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.76 348.13 1156.25 0.25 17.13 218.75 Length = 1.50 ft 3 0.020 0.078 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.05 23.21 1156.25 0.04 17.13 218.75 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.012 0.047 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.03 12.94 1063,75 0.14 9.55 201.25 Length = 12.0 ft 2 0.182 0.047 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.42 194.04 1063.75 0.14 9.55 201.25 Length =1.50 ft 3 0.012 0.047 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.03 12.94 1063.75 0.02 9.55 201.25 +D+0.750Lr+.0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.018 0.070 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.05 20.64 1156.25 0.22 15.23 218.75 Length = 12.0 ft 2 0.268 0.070 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.68 309.61 1156.25 0.22 15.23 218.75 Length =1.50 ft 3 0.018 0.070 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.05 20.64 1156.25 0.04 15.23 218.75 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.012 0.047 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.03 12.94 1063.75 0.14 9.55 201.25 Length = 12.0 It 2 0.182 0.047 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.42 194.04 1063.75 0.14 9.55 201.25 Length = 1.50 ft 3 0.012 0.047 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.03 12.94 1063.75 0.02 9.55 201.25 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.0 a 0.00 0.00 Length = 1.50 ft 1 0.004 0.015 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.01 5.56 148000 Uri * a 1.10 jj0", • Length = 12.0 ft 2 0.056 0.015 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.18 83.32 .149b.4 9Q6 , 4.10 280.Op• Length =1.50 ft 3 0.004 0.015 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.01 5.56 ..1 jW" :.Of . . -4.10 j$0i00- +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0. 0.00 0.00 0.01 Length =1.50 ft 1 0.009 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.03 12.94 0%V • 0.14 9.55 ZIi a.: Length =12.0 ft 2 0.131 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.42 .1.4�0400 194.04. 1480.00 Z.14.4.55 280.00 ' Length = 1.50 ft 3 0.009 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.03 12.94 `119AO t.02 9.55 28aM- +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 ";'tl® ..00;';.00 • •0,." Length =1.50 ft 1 0.005 0.018 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.01 6.77 014EQ00 0" 46.00 28.90. • Length =12.0 ft 2 0.069 0.018 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.22 101.59 •1141&. 0.07 • 5.00 280.0 Length =1.50 It 3 0.005 0.018 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.01 6.77 • 1480.90 vO.01 . 5.00 .4Q qj +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 . a00 .b' o * *0.00 0 0.00 Length =1.50 ft 1 0.001 0.002 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.930 1480.:D ,0.01, 0.69 ,AO." Length =12.0 ft 2 0.009 0.002 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.03 13.98 1480.00 -0+0% •0.69 280.00 Length =1.50 ft 3 0.001 0.002 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.93 1480.00 0.00 • 0.69 280.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.009 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.03 12.94 1480.00 0.14 9.55 280.00 Length = 12.0 ft 2 0.131 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.42 194.04 1480.00 0.14 9.55 280.00 Length =1.50 ft 3 0.009 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.03 12.94 1480.00 0.02 9.55 280.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.007 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.02 10.73 1480.00 0.11 7.92 280.00 Length =12.0 ft 2 0.109 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.35 160.94 1480.00 0.11 7.92 280.00 Length = 1.50 ft 3 0.007 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.02 10.73 1480.00 0.02 7.92 280.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.005 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.02 7.76 1480.00 0.08 5.73 280.00 Length =12.0 ft 2 0.079 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.25 116.42 1480.00 0.08 5.73 280.00 Length =1.50 ft 3 0.005 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.02 7.76 1480.00 0.01 5.73 280.00 +0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.012 0.049 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.04 18.49 1480.00 0.20 13.64 280.00 Length =12.0 ft 2 0.187 0.049 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.61 277.36 1480.00 0.20 13.64 280.00 Length =1.50 ft 3 0.012 0.049 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.04 18.49 1480.00 0.03 13.64 280.00 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span W Only 1 0.0756 0.000 0.0000 6.050 2 0.0000 0.000 W Only -0.1967 6.050 W Only 3 0.0756 1.500 0.0000 6.050 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum -0.450 -0.450 Overall MINimum 0.150 0.150 +D+H 0.189 0.189 +D+L+H 0.189 0.189 0 Wood Beam Description : Wood Beam (2) M Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+Lr+H 0.339 0.339 +D+S+H 0.189 0.189 +D40.750Lr+0.750L+H 0.301 0.301 +D+0.750L40.750S+H 0.189 0.189 +D+0.60W+H -0.081 -0.081 +D+0.70E+H 0.189 0.189 +D+0.750Lr+0.750L+0.450W+H 0.099 0.099 +D+0.750L+0.750S+0.450W+H -0.014 -0.014 +D+0.750L+0.750S+0.5250E+H 0.189 0.189 +0.60D+0.60W+0.60H -0.157 -0.157 +0.60D+0.70E+0.60H 0.113 0.113 D Only 0.189 0.189 Lr Only 0.150 0.150 L Only S Only W Only -0.450 -0.450 E Only H Only • . • • ••...• • . ..••.. •• •• •1• . ••. •.• . •...•• • . • s • • 00*0 • • • • • CHECK BEAM CONNECTION Wind bad WL := 60 • psf Uplift reaction 21•ft 13.5•ft U1 := WL 0.1 = 425 • lbf 2 2 Use (2) Through Bolt 0 1/2" Through bolt capacity - Table 11 F N IDS Z2 := 1.6 • 1040 • Ibf = 1664 • Ibf Actual is less than capacity. This is safe . . .... ...... . • ...... . .. ...... ...... . ...... .... . ..... ...... . ... .... . .. .. .. . ...... . • . . . . ....:000*.. . 11 .•• Beam Lic. # : KW-06010683 Licensee : Vicente Franco Description : Deck Wood Joist 2x6 @ 16' CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 1,000.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 1,000.0 psi Ebend- xx 1,400.Oksi Fc - Prll 1,400.0 psi Eminbend - xx 510.0 ksi Wood Species : Southern Pine - 2013 Addendum Fc - Perp 565.0 psi Wood Grade : No.2: 2" - 4" Thick: 5"-6" Wide Fv 175.0 psi Ft 600.0 psi Density 34.330 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.020) Lr(0.1330) W(-0.0080) 2x6 Span =4250ft • • •••• •"'• • •••••• • •• • ••• Applied Loads Service loads entered. Load Fac U . " pp tiuSWlll be applied for calcul ions. . Beam self weight calculated and added to loads • • • • 0 • • • • • Loads on all spans... •••••• • ••• ••�••� Uniform Load on ALL spans: D = 0.020, Lr = 0.1330, W = -0.0080 klft • • • • • • • • • • • • • • • DESIGN SUMMARY • • • " • Maximum Bending Stress Ratio = 0.4441 Maximum Shear Stress Ratio _ :...4216 : •1 Section used for this span 2x6 Section used for this span .'. 2x6 : • • • • fb : Actual = 555.19psi fv : Actual • •_ . . "47.20 psi FB : Allowable = 1,250.00psi Fv: Allowable = 0'218.75 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 2.125ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.034 in Ratio = 1512>=240. Max Upward Transient Deflection -0.002 in Ratio = 25138>=240. Max Downward Total Deflection 0.039 in Ratio = 1297>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv +D+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.087 0.042 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.05 78.70 900.00 0.04 6.69 157.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.079 0.038 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.05 78.70 1000.00 0.04 6.69 175.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.444 0.216 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.35 555.19 1250.00 0.26 47.20 218.75 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.068 0.033 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.05 78.70 1150.00 0.04 6.69 201.25 +D*0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 12 Lic. # : KW-06010683 Licensee : Vicente Francc Description : Deck Wood Joist 2x6 @ 16" Load Combination Max Stress Ratios Segment Length Span # M V Moment Values Cd CFN Ci Cr Cm C t CL M fb Fb Shear Values V fv Fv Length = 4.250 ft 1 0.349 0.169 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.27 436.07 1250.00 0.20 37.07 218.75 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.068 0.033 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.05 78.70 1150.00 0.04 6.69 201.25 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.038 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.04 61.50 1600.00 0.03 5.23 280.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.049 0.024 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.05 78.70 1600.00 0.04 6.69 280.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.264 0.128 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.27 423.17 1600.00 0.20 35.98 280.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.041 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.04 65.80 1600.00 0.03 5.59 280.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.049 0.024 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.05 78.70 1600.00 0.04 6.69 280.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.019 0.009 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.02 30.02 1600.00 0.01 2.55 280.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.030 0.014 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.03 47.22 1600.00 0.02 4.01 280.00 +0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.011 0.005 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.01 17.20 1600.00 0.01 1.46 280.00 Overall Maximum Deflections .... Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" De .. t*cation in Spam • • • +D+Lr+H 1 0.0393 2.141 • • • 0.000(: . 0 • • 0.000 Vertical Reactions Support notation : Far left is #1 "Uues in KIPS• • • 0 • • • 0 Load Combination Support 1 Support 2 • • • • • • Overall MAXimum 0.329 0.329 • _ _ _ • • • • • • • Overall MINimum -0.017 -0.017 • • • • • +D+H 0.047 0.047 """ • " • • • • • • • +D+L+H 0.047 0.047 00• +D+Lr+H 0.329 0.329 • • • • • • • ' +D+S+H 0.047 0.047 : • • • • • • •' • +D+0.750Lr+0.750L+H 0.259 0.259 . : • • • +D+0.750L+0.750S+H 0.047 0.047 ' ..' ; . .. : • • • +D+0.60W+H 0.036 0.036 ' +D+0.70E+H 0.047 0.047 +D+0.750Lr+0.750L+0.450W+H 0.251 0.251 +D+0.750L+0.750S+0.450W+H 0.039 0.039 +D+0.750L+0.750S+0.5250E+H 0.047 0.047 +0.60D+0.60W+0.60H 0.018 0.018 +0.60D+0.70E+0.60H 0.028 0.028 D Only 0.047 0.047 Lr Only 0.283 0.283 L Only S Only W Only -0.017 -0.017 E Only H Only 13 Wood Beam I KW-06010683 Licensee : Vicente Franco Description : Deck Wood Beam 2x6 CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 1,000.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,000.0psi Ebend-xx 1,400.Oksi Fc - Prll 1,400.0 psi Eminbend - xx 510.0 ksi Wood Species : Southern Pine - 2013 Addendum Fc - Perp 565.0 psi Wood Grade : No.2: 2" - 4" Thick: 5'-6" Wide Fv 175.0 psi Ft 600.0psi Density 34.330pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D 0.030 Lr 0.20 W -0.120 2x6 2x6 2x6 Span = 4.0 ft Span = 4.0 ft Span = 4.0 ft •••••• • •• ••••• • Applied Loads Service loads entered. Load FactpZ%Will be applied fpr calculations.•: Beam self weight calculated and added to loads .... • • • • • Loads on all spans... ...... ... ..:.. Uniform Load on ALL spans: D = 0.030, Lr = 0.20, W = -0.120 k/ft .. •.. • • • • • • • DESIGN SUMMARY • • • • • a - Maximum Bending Stress Ratio = 0.471: 1 Maximum Shear Stress Ratio _ ;...4378 :�..•. Section used for this span 2x6 Section used for this span 2x6 :.... fb : Actual = 588.93 psi fv : Actual • •_ •'$2.79 pti FIB: Allowable = 1,250.00 psi Fv: Allowable = •''218.75 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 4.000ft Location of maximum on span = 4.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 2 Maximum Deflection Max Downward Transient Deflection 0.021 in Ratio = 2259>=240. Max Upward Transient Deflection -0.013 in Ratio = 3766>=240. Max Downward Total Deflection 0.025 in Ratio = 1948>=180 Max Upward Total Deflection -0.006 in Ratio = 8557>=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V tv Fv +D+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.090 0.072 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.05 81.16 900.00 0.06 11.41 157.50 Length = 4.0 ft 2 0.090 0.072 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.05 81.16 900.00 0.06 11.41 157.50 Length = 4.0 ft 3 0.090 0.072 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.05 81.16 900.00 0.06 11.41 157.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.081 0.065 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.05 81.16 1000.00 0.06 11.41 175.00 Length = 4.0 ft 2 0.081 0.065 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.05 81.16 1000.00 0.06 11.41 175.00 Length = 4.0 ft 3 0.081 0.065 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.05 81.16 1000.00 0.06 11.41 175.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 14 ..• Beam F Lic. # : KW-06010683 Licensee : Vicente Franco Description : Deck Wood Beam 2x6 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v Length = 4.0 It 1 0.471 0.378 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.37 588.93 1250.00 0.46 82.79 218.75 Length = 4.0 ft 2 0.471 0.378 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.37 588.93 1250.00 0.46 82.79 218.75 Length = 4.0 ft 3 0.471 0.378 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.37 588.93 1250.00 0.46 82.79 218.75 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.071 0.057 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.05 81.16 1150.00 0.06 11.41 201.25 Length = 4.0 ft 2 0.071 0.057 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.05 81.16 1150.00 0.06 11.41 201.25 Length = 4.0 ft 3 0.071 0.057 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.05 81.16 1150.00 0.06 11.41 201.25 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.370 0.297 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.29 461.99 1250.00 0.36 64.95 218.75 Length = 4.0 ft 2 0.370 0.297 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.29 461.99 1250.00 0.36 64.95 218.75 Length = 4.0 ft 3 0.370 0.297 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.29 461.99 1250.00 0.36 64.95 218.75 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.071 0.057 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.05 81.16 1150.00 0.06 11.41 201.25 Length = 4.0 ft 2 0.071 0.057 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.05 81.16 1150.00 0.06 11.41 201.25 Length = 4.0 ft 3 0.071 0.057 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.05 81.16 1150.00 0.06 11.41 201.25 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 It 1 0.064 0.051 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.06 101.64 1600.00 0.08 14.29 280.00 Length = 4.0 ft 2 0.064 0.051 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.06 101.64 1600.00 0.08 14.29 280.00 Length = 4.0 ft 3 0.064 0.051 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.06 101.64 1600.00 0.08 14.29 280.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 q.40. 0.00 0.00 Length = 4.0 ft 1 0.051 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.05 81.16 1600.00 +0.06 �11.41 WA Length = 4.0 ft 2 0.051 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.05 81.16: 16Db.90 + 6d6! 11.41 � � 280.04 Length = 4.0 ft 3 0.051 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.05 81.16 ' 1600.150 :(?.W ' 41.41 280.% +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 • • • : 6.e0 90.00" 0.00 " ttl + Length = 4.0 ft 1 0.203 0.163 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.20 324.89• • 460a.90 0.25• 45.67 :VQ" ; Length = 4.0 ft 2 0.203 0.163 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.20 324.89 •16W9.00 +0.25 945.67 0280.00 • Length = 4.0 ft 3 0.203 0.163 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.20 324.89' .160Q.60 VA* • 15.67 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0 004.QO 0.00...0.00 ..4G, Length = 4.0 ft 1 0.035 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.04 55.94� • 1694.S0 %0$' ;7.86 .VQ.Q4. Length = 4.0 It 2 0.035 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.04 55.94 1600.00 0.04. 7.86 280.Q(' Length = 4.0 ft 3 0.035 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.04 55.94: �'� OT& 0.04 7.86 2$Q.QG' +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 ' 0.60 LN.:.0.00 0.00 Length = 4.0 ft 1 0.051 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.05 81.16: 160000 10.06 11.41 :2$Q.QO• Length = 4.0 ft 2 0.051 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.05 81.16 •1800.00 :).Of "11.41 `280.00 • Length = 4.0 ft 3 0.051 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.05 81.16 1600.00 0". 9 • 11.41 280.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.084 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.08 134.10 1600.00 0.10 18.85 280.00 Length = 4.0 ft 2 0.084 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.08 134.10 1600.00 0.10 18.85 280.00 Length = 4.0 ft 3 0.084 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.08 134.10 1600.00 0.10 18.85 280.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.030 0.024 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.03 48.70 1600.00 0.04 6.85 280.00 Length = 4.0 ft 2 0.030 0.024 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.03 48.70 1600.00 0.04 6.85 280.00 Length = 4.0 ft 3 0.030 0.024 1.60 1,000 1.00 1.00 1.00 1.00 1.00 0.03 48.70 1600.00 0.04 6.85 280.00 +0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.114 0.092 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.12 182.80 1600.00 0.14 25.70 280.00 Length = 4.0 ft 2 0.114 0.092 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.12 182.80 1600.00 0.14 25.70 280.00 Length = 4.0 ft 3 0.114 0.092 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.12 182.80 1600.00 0.14 25.70 280.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr+H 1 0.0246 1.815 0.0000 0.471 +D+Lr+H 2 O.0017 2.017 +D+Lr+H -0.0016 0.471 +D+Lr+H 3 0.0244 2.218 0.0000 0.471 Vertical Reactions Supportnotation : Far leftis #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 0.371 1.021 1.021 0.371 Overall MINimum -0.192 -0.528 -0.528 -0.192 +D+H 0.051 0.141 0.141 0.051 +D+L+H 0.051 0.141 0.141 0.051 15 Lic. # : KW-06010683 Licensee : Vicente Franco Description : Deck Wood Beam 26 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+Lr+H 0.371 1.021 1.021 0.371 +D+S+H 0.051 0.141 0.141 0.051 +D+0.750Lr+0.750L+H 0.291 0.801 0.801 0.291 +D+0.750L+0.750S+H 0.051 0.141 0.141 0.051 +D+0.60W+H -0.064 -0.176 -0.176 -0.064 +D+0.70E+H 0.051 0.141 0.141 0.051 +D+0.750Lr+0.750L+0.450W+H 0.205 0.563 0.563 0.205 +D+0.750L+0.750S+0.450W+H -0.035 -0.097 -0.097 -0.035 +D+0.750L+0.750S+0.5250E+H 0.051 0.141 0.141 0.051 +0.60D+0.60W+0.60H -0.085 -0.232 -0.232 -0.085 +0.60D+0.70E+0.60H 0.031 0.084 0.084 0.031 D Only 0.051 0.141 0.141 0.051 Lr Only 0.320 0.880 0.880 0.320 L Only S Only W Only -0.192 -0.528 -0.528 -0.192 E Only H Only • • • •..••• • • • • • • . 0 16 CHECK BEAM CONNECTION AT DECK Wind bad TL := 80 • psf Uplift reaction U1:=TL•4•ft•4 ft=640•lbf 2 Use (1) Through Bolt (� 1/2" Through bolt capacity - Table 12F NDS •����• ������ Z 1.0. 800 • lbf = 800 • IV Actual is less than capacity. This is safe ""�. • .."" • ..... ...... . ... ..... .. .. ". . ...... Check Hanger NVUH26 """ "• . . . . ...... ...... • Total gravity bad Gv:= 80•psf•2•ft• 1.33•ft=213•lbf Capacity = 2233 lbs. OK Uplift Up:=60•psf•2•ft• 1.33•ft=160•lbf Capacity =1213 lbs. OK �i NIMMING POOL MUST BE IN i"* o ION FBC 2017 R 4501.17.1 THROUGH R4501.17.1.14rz (POOL BARRIER) ALLEY EXISTING 10.0' ASPH. PAV. T HIGH CHAIN LINK FENCE R=2132.29;, _ _ `o EXISTING COLUMN_« X 1.3' X 6FT HIGH TYP) I of ING 2FT HIGH C.B.S. WALL NG 4FT HIGH C.B.S. WALL 46' — 7'o EXISTING POOL li EXISTING CONCRETE PL DECK EXISTING • BRICK HIGH CHAIN LINK FENCE— " SLAB EXISTI G FcDE ING TWOS CRY IG 4FT HIGH C.B.S. WALL OD RESIDENCE # 9957 KK -14 EXISTING 5T HIGH METAL FENCE EXISTING CONCRETE DECK TO BE REI NEW WOOD DECK -UNDER THIS PERMIT - NEW WOOD TRELLIS "B" -UNDER THIS PERMIT - (THE STRUCTURE SHALL NOT BE COVERE EXISTING O.H. ELECTRICAL SERVICE NEW WOOD TRELLIS "A" SQ IC p -UNDER THIS PERMIT-. 5k (jHE S.TRUCTUt�f.• SHALL.. N(aT a4 COVERE i � EXISTIliG GAS•JATWC '. EV jlNG ELECTRICAL MMI�'; • •.••.• I<XI5MG UT�_..�•: •••... O ••• • �� `-EXISTTIG 4FT` HIG�I GHAIN ���K FENC i .. .. • . . K Q •••• 1 � 1am1�Daae <c EXISTING WATER LINE ith M rogram oti` Y ,F\arlda Me We11 P ,�� 2'� o EXISlIN �I � •'-CONCRE �1Gat1in G" I DRIVEWAY sv\2 ur, ' EXISTING 5 SIDEWALK•, R- 262.29 T-DRIVEWAY NGEXISTING 24.0' PARKWAY ETE NE 4TH AVENUE l S�TE PLAN SCALE: 1 "=20'-0"