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DEMO-14-1897Specify color of color thru tile: Submittal Fee $ Permit Fee $ ��_ CCF $ CO/CC $ Scanning Fee $ �a Vii,_ Radon Fee $ Technology Fee $ Structural Reviews $ (Revised02/24/2014) Training/Education Fee $ DBPR $ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ - L Miami Shores Village Building Department 2014 Fy: 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC 0 BUILDING Master Permit No a 0 v PERMIT APPLICATION Sub Permit No. 101 -BUILDING ❑ ELECTRIC ❑ ROOFING ` REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS [:]CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: I S 140 d S't 1'R 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): Phone#: -3D 55- 15r®— 5YY1 Address::,/ I I q! 1 6 0 S 1 City: /► 1--414 S 5 %j a-' Ce5 State: L Zip: .3-L3 P Tenant/Lessee Phone#: Name: �� � Email: /� �=0�/ -asS �� �� /%�� � Cc)A' ® CONTRACTOR: Company Name: _ � 1'Z L 3A/ Hrmie- Phone#: Address: d U 0 5 S w City: /Y) �� 7 � L State: G Zip: 3 3 Qualifier Name: � 1 J11 L TAJA /3I H0,Y05 Phone#: - !V —.213 — 561k State Certification or Registration #: Cr C_ �rJ� f b�� Certificate of Competency M DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: '$ Square/Linear Footage of Work: %20 " 2 0 < causf. v-e— Type of Work: ❑ Addition ❑ Alteratio ❑NelIw ❑ Repair/Replace Demolition Descripti n of Work: �1 «St' - d y 8 U OL L✓ Specify color of color thru tile: Submittal Fee $ Permit Fee $ ��_ CCF $ CO/CC $ Scanning Fee $ �a Vii,_ Radon Fee $ Technology Fee $ Structural Reviews $ (Revised02/24/2014) Training/Education Fee $ DBPR $ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ - L 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 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 low brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature OWNER or AGENT The foregoing instrument asacknowledged before me this 15 day of Obj�—( 20 Iq ,� by nn Vwho is personallyknown to me or who has producedr t onAu "ftQ identification and who did take an oath. NOTARY PUBLIC: Sign:_ Print: Seal: MY COMMISSION # EE124530 EXPIRES September 30, 2015 APPROVED BY (Revised02/24/2014) Signature Ck6ka, filnc� CONTRACTOR The foregoing instrument was acknowledged before me this day of 004 ®k)e—✓ 20 �by -4OqCSh. is �pe//rsonally known to me or who has produce ( s R identification and who did take an oath. NOTARY PUBLIC: Sign: Print: G Lr c- UQ on, ' Seal �,+�A NATALIA LARA Plans Examiner Structural Review MY COMMISSION # EE124530 EXPIRES September 30, 2015 Zoning Clerk VR(41101 •006.0 El Nt PROMM P, y DATE SUB COMPLIAN WITHALLQ21' CATIONS50A L STA ANI) COUNTY RULE D n, Ff LWIG FZF-- (+9.W � II NEW PROPMM SEPTICTANK (fff OTHERS) Owl SEPTIC TAN!K_G ,Mfff- I cd 0000 0000•• • •0000: •00• 0 v Gets El Nt PROMM P, y DATE SUB COMPLIAN WITHALLQ21' CATIONS50A L STA ANI) COUNTY RULE D n, Ff LWIG FZF-- (+9.W � II NEW PROPMM SEPTICTANK (fff OTHERS) Owl SEPTIC TAN!K_G ,Mfff- I cd IMES Evaluation ESR -1465* Reissued October 1, 2011 This report is subject to renewal in two years. www.icc-es.ora 1 (800) 423-6587 -t: 6 8- 3------ 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: UNITED STEEL PRODUCTS COMPANY 14305 SOUTHCROSS DRIVE, SUITE 200 BURNSVILLE, MINNESOTA 55306 (952) 898-8772 www.uspconnectors.com info[a�UsRconnectors.com EVALUATION SUBJECT: USP STRUCTURAL CONNECTORS 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2012, 2009 and 2006 International Building Code® (IBC) ■ 2012, 2009 and 2006 Intemational Residential Code® (IRC) Property evaluated: Structural 2.0 USES The USP structural connectors described in this report (see Table 1 for a complete listing) are used for connecting wood framing members in accordance with Section 2304.9.3 of the IBC. They may also be used in structures regulated under the IRC when an engineered design is submitted in accordance with IRC Section R301.1.3. 3.0 DESCRIPTION 3.1 HJC and HTHJ Hip/Jack Connectors: The HJC and HTHJ Hip/Jack Connectors are designed to support single -ply hip and jack trusses from double -ply girder trusses. The hip truss is installed at 45 degrees with respect to the jack truss. The HJC series hanger is cold - formed from No. 12 gage steel and prepunched for 16d common nails to be installed into the supporting truss or girder bottom chord and 10d common nails for nailing into the hip and jack members. The HTHJ series connector is colo formed from No. 18 gage steel and prepunched for 10d or 16d common nails. See Figure 1 and Table 2 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.2 GTU Girder Truss Hanger. The GTU Girder Truss Hanger is designed to support a girder truss from another girder truss. The girder truss hanger is fabricated from No. 7 gage hot -rolled steel plate and is prepunched for 10d common nails and 3/4 -inch - diameter (19 mm) bolts. The seat is factory -welded to the supporting base with 3/le-inch (4.8 mm) fillet welds. See Figure 2 and Table 3 for product dimensions, fastener schedule, allowable loads, and atypical installation detail. 3.3 BN Breakfast Nook Hanger. The BN Breakfast Nook Hanger is designed to connect four sets of mono -trusses or other wood -framing members in the traditional "breakfast nook' configuration. The BN series connector is cold formed from No. 14 gage steel and prepunched for 10d common nails into the header and 10d by 11/cinch nails into the joist The connector joints are factory -welded with 1/i -inch (3.2 mm) fillet welds. See Figure 3 and Table 4 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.4 HGA Hurricane Gusset Angle: The HGA10 connector is designed to connect wood - framing members together. The connectors are cold - formed from No. 14 gage steel and prepunched for installation with United Steel Products WS3 or WS15 wood screws, which are supplied with the device. See Figure 4 and Table 5 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.5 KCCQ and KECCQ Column Caps: The KCCQ and KECCQ Column Caps are designed to connect wood beams to column posts utilizing United Steel Products WS3 wood screws, which are supplied with the device. The column caps are fabricated from No. 7 gage or No. 3 gage hot -rolled steel and are painted subsequent to fabrication. The connectors consist of a U-shaped plate, factory -welded to two vertical straps with 3/16 -inch (4.8 mm) fillet welds. See Figure 5 and Table 6 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.6 JN and JNE Power Nall Hangers: JN and JNE Joist Hangers are designed to support one - and two-ply nominally 2 -by -6 and 2 -by -8 wood joists. The JN joist hangers are cold formed from No.18 gage steel and have a seat depth of 15/s inches (41 mm). The JNE joist hangers are cold -formed from No. 20 gage steel and have a seat depth of 2 inches (51 mm). JN and JNE joist hangers are not prepunched for nails. See Figure 6 and Table 7 for product dimensions, required fastener schedule, allowable loads, and a typical installation detail. *Revised January 2012 ICC-ESEvak=tion Reports are not to be consVued as represenang aesthetics or my other attributes owsp=.ftcaRy addressed nor are they to be construed as an endorsement ofthe subject ofthe report or a recommendation for its use There is no warranty byICCEvaktadon Service. LLC. express or implied as to aryfmdfng or other matter in this report or as to arty praduet covered by the repot Copyright © 2012 Page 1 of 24 ESR -1465 I Most WidelyAccepted and Trusted Page 2 of 24 3.7 LS Light Slope Hanger. The LS Light Slope Hanger has a seat that can be field - adjusted to a maximum of 30 degrees from horizontal, to accommodate slopes up to seven units vertical in 12 units horizontal. The seat depth and width are 3 inches (76 mm) and 19/16 inches (40 mm), respectively. The hanger is cold- fonned from No. 18 gage steel and is prepunched for 16d common and 10d by 11/2 -inch nails. See Figure 7 and Table 8 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.8 SPT Stud -Plate Tie: The SPT Stud -Plate Tie is designed to fasten single and double plates to studs. The SPT 44 and stud -plate ties are designed to accommodate connections of double or triple studs to the plate, respectively. The stud -plate ties are cold formed from No. 20 gage steel. The SPT 22 and SPT 24 stud plates are prepunched to accept 10d common nails, and the SPT 44 and plates are prepunched to accept 16d common nails. Nails fastened to the wide face of the stud must be driven at 30 degrees from the perpendicular on the horizontal plane. See Figure 8 and Table 9 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.9 STC Scissor Truss Clip: The STC Scissor Truss Clip is designed to connect a single -ply scissor truss to nominally 2 -by -4, 2 -by -6 or 2 -by - 8 wall top plates. The connector is cold formed from No. 12 gage steel and has prepunched horizontal nail slots for horizontal adjustment of the scissor truss, and prepunched flanges for installation of 10d by 11/2 -inch nails into sill plates. See Figure 9 and Table 10 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.10 LDSC4 and DSC4 Drag Strut Connectors: The LDSC4 and DSC4 Drag Strut Connectors are designed to tie wooden truss chord members to the top plates in a wall system. The drag start connector is fabricated from No. 14 gage or No. 3 gage hot -rolled steel. The DSC4 Drag Strut is prepunched with holes for United Steel Products WS3 wood screws, which are provided with the device. The LDSC4 Drag Strut is prepunched for 10d by 1/rinch nails. See Figure 10 and Table 11 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.11 HHCP2 Hurricane/Seismic Anchor. The HHCP2 Hurricane/Seismic Anchor is designed to connect hip rafters or trusses to wail top plates, such that the rafter or truss bisects the 90 -degree angle between the two intersecting wall planes. The hanger is cold formed from No. 18 gage steel and is prepunched for 10d by 111z. Inch nails. See Figure 11 and Table 12 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.12 JPF Purlln Hanger: The JPF Pudin Hanger is designed to support nominally 2 -by lumber. The connector is provided with constant width and different heights and consists of °U" shaped straps with bent top flanges. The pudin hanger is cold formed from No. 20 gage steel and is prepunched for 10d common nails. The joist nails must be driven at an angle from 30 to 45 degrees horizontally through the joist into the header such that the joist is toe -nailed to the header. See Figure 12 and Table 13 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.13 LUGT and LUGTC Girder Tiedowns: LUGT and LUGTC Girder Tiedowns are designed to connect girder trusses and other framing members to the top of light -frame wood walls or posts. The LUGT and LUGTC series tiedowns are cold -formed from No. 14 gage steel and prepunched for 10d common nails. See Figure 13 and Table 14 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.14 CMSTC and MSTC Strap Ties: The CMSTC and MSTC Strap Ties are designed to connect wood framing to resist tension forces when attached to multiple 2 -by members. The strap ties are cold - formed from No. 16 or No. 14 gage steel and prepunched for 10d or 16d common nails. See Figure 14 and Table 15 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.15 FTC Floor Truss Clip: The FTC Floor Truss Clip is designed to transfer vertical (in -plane) loads between two floor trusses having single - ply chords or double -ply chords to allow the two trusses to act as a single floor girder truss. The FTC clip is cold - formed from 18 gage steel and is prepunched for 10d common or 10d by 1 °/rinch nails. See Figure 15 and Table 16 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.16 RT Strap Rafter Tie: The RT Strap Rafter Tie is designed to connect roof rafters and trusses to their supporting construction. All RT series connectors, except the RT 10 and the RT 20, connect roof rafters or trusses to the top plate. The RT 10 and RT 20 connect the rafter or truss to both the top plate and the vertical wall stud below. The RT connector is fabricated from No. 18 or No. 16 gage steel and is prepunched for 8d common, 8d by 1 °/rinch, 10d common or 10d by 1 1/rinch nails. See Figure 16 and Table 17 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.17 Materials: 3.17.1 Steel: The specific types of steel and corrosion protection for each product are described in Table 18 of this report. Minimum steel base -metal thicknesses for the different gages are shown in the following table: GAGE NO. MINIMUM BASE -METAL THICKNESS (Inch) 20 0.033 18 0.044 16 0.055 14 0.070 12 0.099 10 0.129 7 0.171 3 0.240 For SI: 1 inch = 25.4 mm. 3.17.2 Wood: Wood members must be sawn lumber or structural glued laminated timber with a minimum specific gravity of 0.50, or approved structural engineered lumber (structural composite lumber, alternative strand lumber, or prefabricated wood 1 -joists) with a minimum equivalent specific gravity of 0.50, unless otherwise noted in the applicable table within this reporL Wood members must have a moisture content not exceeding 19 percent (16 percent for structural engineered lumber), except as noted in Section 4.1. For connectors installed with nails or ESR -1465 I Most Widely Accepted and Trusted Page 3 of 24 WS series wood screws, the thickness of each wood member must be sufficient such that the specified fasteners do not protrude through the opposite side of the member, unless otherwise permitted in the applicable table within this report Wood members that are structural engineered lumber must be recognized in, and used in accordance with, a current ICC -ES evaluation report Refer to Section 3.17.7 for issues related to treated wood. 3.17.3 Fasteners: Required fastener types and sizes for use with the USP structural connectors described in this report are specified in this section and in Tables 4 through 17. 3.17.4 Bolts: At a minimum, bolts must comply with ASTM A 36 or ASTM A 307, and must have a minimum bending yield strength of 45,000 Ibffin2 (310 We). Bolt diameters must be as specified in the applicable tables of this report 3.17.5 WS Series Wood Screws: The WS series wood screws used with the HGA, KCCQ, KECCQ and DSC connectors must be United Steel Products WS3 and WS15 wood screws, as described in ESR -2761. The appropriate size of WS series wood screw must be used, as indicated in the applicable tables of this report 3.17.6 Nails: Nails used for connectors described in this report must comply with material requirements, physical properties, tolerances, workmanship, protective coating and finishes, and packaging and package marking requirements specified in ASTM F 1667; and must have lengths, diameters and bending yield strengths, Fyb, as shown in the following table: FASTENER DESIGNATION FASTENER LENGTH (inches) SHANK DIAMETER (Inch) MINIMUM REQUIRED F„h (Ibf/in2) P -nail' 1.375 0.105 100000 8d x 1'/2 1.5 0.131 100000 8d common 2.5 0.131 100000 10d common 3.0 0.148 90000 10d x 02 1.5 0.148 90000 16d common 3.5 0.162 90000 For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa. 'The fastener designation "P -nail" refers to pneumatically driven nails described in ESR -1539. The fastener must have a minimum diameter, length, and bending yield strength as specified in this table. 3.17.7 Use In Treated Wood: Connectors and fasteners used in contact with preservative -treated or fire -retardant - treated wood must comply with IBC Section 2304.9.5 or IRC Section R319.3. The lumber treater or the holder of this report (United Steel Products Company), or both, should be contacted for recommendations on the appropriate level of corrosion resistance for the connectors and fasteners as well as the connection capacities of the fasteners used with the specific proprietary preservative - treated or fire -retardant -treated lumber. 4.0 DESIGN AND INSTALLATION 4.1 Design: The allowable load capacities in Tables 4 through 17 are based on allowable stress design. The use of the allowable load values for the products listed in Table 1 of this report must comply with all applicable requirements and conditions specified in this report. Tabulated allowable loads are for normal duration and/or short duration, based on load duration factors, Co, in accordance with Section 10.3.2 of the NDS, as indicated in Tables 4 through 17 of this report No further increases are permitted for load durations other than those specified. Tabulated allowable loads are for connections in wood seasoned to a maximum moisture content of 19 percent (16 percent for engineered wood products) or less, used under continuously dry conditions and where sustained temperatures are limited to 100"F (37.8"C) or less. When connectors are installed in wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where the in-service moisture content is expected to exceed this value, the applicable wet service factor, Cm, must be applied. Unless otherwise noted in the tables of this report, the applicable wet service factor, Cm, is as specified in the NDS for lateral loading of dowel -type fasteners. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100"F (37.8"C), the allowable loads in this evaluation report must be adjusted by the temperature factor, G, specified in Section 10.3.4 of the NDS. The group action factor, Cg, has been accounted for, in accordance with Section 10.3.6 of the NDS, in the tabulated allowable loads, where applicable. For connectors installed with bolts, minimum edge distances and end distances within the wood members must be met, such that the geometry factor, CB, is 1.0, in accordance with NDS Section 11.5.1. Connected wood members must be checked for load -carrying capacity at the connection in accordance with NDS Section 10.1.2. 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturer's published installation instructions. Bolts must be installed in accordance with NDS Section 11.1.2. WS series wood screws must be installed in accordance with ESR -2761. 4.3 Special Inspection: 4.3.1 IBC: Periodic special inspection is required for installation of connectors described in this report that are designated as components of the seismic force -resisting system for structures In Seismic Design Categories C, D, E or F in accordance with IBC Section 1707.3 or 1707.4, with the exception of those structures that qualify under the Exceptions to Section 1704.1. 4.3.2 IRC: Special Inspections are not required for connectors used in structures regulated under the IRC. 5.0 CONDITIONS OF USE The USP Structural Connectors 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 manufacturer's published installation instructions must be available at the jobsite at all times during installation. In the event of a conflict between this report and the manufacturer's published installation instructions, this report 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 Connected wood members and fasteners must comply with Sections 3.17.2 and 3.17.3, respectively. 5.4 Adjustment factors, noted in Section 4.1 of this report and the applicable codes, must be considered where applicable. 'ESR -1465 I Most Wide/yAccepted and Trusted Page 4 of 24 5.5 Use of connectors and fasteners with preservative - treated or fire -retardant -treated lumber must be in accordance with Section 3.17.7. 5.6 Connectors identified in Table 1 as being manufactured under a quality control program with third -party inspections are manufactured at the designated facilities under a quality control program with inspections by PFS Corporation (AA -652). 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC -ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 2010 (editorially revised December 2011). 7.0 IDENTIFICATION Each connector described in this report is identified by the product model (stock) number, the number of the ICC -ES index evaluation report for United Steel Products Company (ESR -2685), and by one or more of the following designations: USP, or United Steel Products Company. Labels on connectors identified in Table 1 as being manufactured under a quality control program with third - party inspections also bear the name of the third -party inspection agency (PFS Corporation). TABLE 1—CROSS-REFERENCE OF PRODUCT NAMES WITH APPLICABLE REPORT SECTIONS, TABLES AND FIGURES PRODUCT NAME REPORT SECTION TABLE NO. FIGURE NO. BN Breakfast Nook Hanger 3.3 4 3 CMSTC Strap Tie 3.14 15 14 DSC4 Drag Strut Connector 3.10 11 10 FTC Floor Truss Clip 3.15 16 15 GTU Girder Truss Hanger' 3.2 3 2 HGA Hurricane Gusset Angle 3.4 5 4 HHCP2 Hurricane/Seismic Anchor 3.11 12 11 HJC Hip/Jack Connector 3.1 2 1 HTHJ Hip/Jack Connector 3.1 2 1 JN Power Nail Hanger 3.6 7 6 JNE Power Nail Hanger 3.6 7 6 JPF Puriin Hanger 3.12 13 12 KCCQ Column Cap' 3.5 6 5 KECCQ Column Cap' 3.5 6 5 LDSC4 Drag Strut Connector 3.10 11 10 LS Light Slope Hanger 3.7 8 7 LUGT Girder Tledown 3.13 14 13 LUGTC Girder Tledown 3.13 14 13 MSTC Strap Tie 3.14 15 14 RT Strap Rafter Tie 3.16 17 17 SPT Stud -Plate Tie 3.8 9 8 STC Scissor Truss Clip 3.9 10 9 'Products are manufactured at the USP manufacturing facilities in Largo, FL; Livermore, CA; and Montgomery, MN under a quality control program with third party inspections by PFS Corporation (AA -652). ESR -1466 I Most Widely Accepted and Trusted Page 21 of 24 TABLE 17—RT STRAP RAFTER TIE ALLOWABLE LOADS'' 2.3 For SI: 1 inch = 25A mm, 1 Ibf = 4.45 N. 'Allowable loads have been adjusted for a load duration factor, Co, of 1.6, corresponding to a ten minute load duration (i.e., wind or earthquake loading), in accordance with the NDS. The allowable loads do not apply to loads of other durations. See Sections 4.1 and 4.2 for additional design and installation requirements. 2See Section 3.17.3 for required fastener dimensions and mechanical properties. 3Allowable loads shown are for installations in wood members complying with Section 3.17.2. FASTENER SCHEDULE ALLOWABLE STOCK NO. STEEL GAGE LOAD DIRECTION LOADS (lbs) Rafter. / Truss Plate Stud Qty Type Qty Type Qty Type CD=I.e 8d Common 8d Common Uplift 610 RT3A 18 4 - or - 4 - or - — — Perp (F1) 190 8d x 02 8d x 1'/2 ❑ Parallel (F2) 190 8d Common 8d Common Uplift 410 RT4 18 4 - or - 4 - or - — — Perp (F1) 215 8d x 02 8d x 1'/2 Parallel (172) 215 8d Common 8d Common Uplift 540 RT5 18 4 - or- 4 - or - — — Perp (F1) 265 8d x 1'/2 8d x 02 Parallel (F2) 265 Uplift 665 RT6 18 8 10d x 02 6 10d x 02 — — Perp (F1) 800 Parallel (F2) 800 Uplift 585 RT7 18 5 8d Common 5 8d Common — — Perp (F1) 195 Parallel (172) 195 8d Common 8d Common Uplift 670 RT7A 18 5 - or - 5 - or - — — Perp (F1) 210 8d x 02 8d x 02 Parallel (F2) 210 10d Common 10d Common Uplift 775 RT8A 18 5 -or- 5 -or- — — Perp (FI) 215 10d x 02 10d x 1'/2 Parallel (F2) 215 Uplift 585 RT10 18 6 8d Common 8 8d Common 6 8d Common Perp (F1) 195 Parallel (F2) 195 Uplift 530 RT15 18 5 8d x 02 5 8d Common — — Perp (F1) 500 Parallel (F2) 340 10d Common Uplift 1380 RT16A 18 9 10d x 02 8 - or - — — Perp (F1) 800 10d x 02 Parallel (F2) 645 8d Common 8d Common Uplift 1160 RT16-2 18 8 - or - 8 - or - — — Perp (F1) 655 8d x 02 8d x 1'/2 Parallel (F2) 415 Uplift 1200 RT 20 16 9 10d x 1'/2 4 10d Common 9 10d x 02 Perp (F1) — Parailel (F2) — For SI: 1 inch = 25A mm, 1 Ibf = 4.45 N. 'Allowable loads have been adjusted for a load duration factor, Co, of 1.6, corresponding to a ten minute load duration (i.e., wind or earthquake loading), in accordance with the NDS. The allowable loads do not apply to loads of other durations. See Sections 4.1 and 4.2 for additional design and installation requirements. 2See Section 3.17.3 for required fastener dimensions and mechanical properties. 3Allowable loads shown are for installations in wood members complying with Section 3.17.2. s . v . A. DRAWINGS t. Dranmg)Nn.563�@t E. titled "HUti HIT HY 150 (njeetion c Ane6eer",',d 1 of 1, dined 04123109, prepared by Hill, lnc sigrmd ad scaled by Thmtms AM. KddeN P.E. IL TESTS L Test report an Torsion Bad Sbear Capacity per ASTM E Ogg af'A", SM sad " dim -ow Hilb HAS Super Rod set in concrete ormmmwy endue with Hr7ti W.IfY 150 Max And msAdhm%v, pmpared by Stock Twos City Taft Corpmwk,,, Test Report No. 32010?A, dated 01a7M9, S(gtced and scaled by Thomas A. Kdd P.E. L Test MP- on Cmmsion Resisla a per ASTM O 85, Am= S and TAS 114, Appem4ix F, prepmnd by Sub -Tropical Tasting Sorma, Test Report No. SM 08 2, dated 0&"0& signed acid skated by Mark Mosbat, P.E. C CALCULATIONS 1. None D. :MATERIAL CERTIFTCAT IM 1. Now E. OVA1.17Y ASSURANCE 1. Miami Dade But7dmgCok compliance Office (RCCO) P. STATBAIENTS L Cade Comphom letter tasted by Stork Twin City Timm Corpomwa, dated 04101,09, SiPW coed scaled by Thomas A. Koldon, P.E. L No financial )merest statement for Tat Repmr No. 32010A Wad by Stork Twm City Teswg Capomiian, dated 01127109. ssaicd and sealed by Thames A. Koldca, Py_ Ca1ua tare, P.& Predul Co trd Fimcimr NOAK00942206 E*lremae Deer arqne,28l4 6-t Appvwd tow No 0k=9 r HB.TI HIT-HY 150 MAX Injection Adhaslve Anchor CescrOlon: Fast ase adhesive arohor system cornisthtg ora hybrid "wW and a threaded rod The adhesiva Is idenb'Oad as HIT44Y 150 MAIL The mortar is disposed from a aommaessible aids by side reM Rack thmtglt a staff w&dng noels. The threaded rods Used in Ods approval are HIL71 HAS super axdanning vfith ASTM A193, Grade B7. The mhtinuan yield strength Is 105 ksi mW Ste rrdndmum Mnsila strength is 125 MI. HAS Super rods are projected from corrosion v f61 a mltdmum 5 pm (0.01M in.) thick zhnc electroplated eoa ft ALLDMOLE LOAD aueltos EA18EtkdENT 3�Pat aalcoarre0exau CONCR,E'rF _ SRE DEVTtf® StiFAR TEItlSIQIy StiEP,ti TEN�^{QN 112 4-tW 29B6 3827 1217 3a89 B'8 B 4610 St 3834 Beta _ 1) In order to achieve the allowable knW in connate, a minimum edge dislan a of 1.5 E and a minimum spm*v of 1.0 E shall be observed, m- egkw to embalmed. 2)In order to achieve the allowable load In g %WW CMU, a mbtknum edge dIstnm of 9Inches and a minimum spacing 1.0 E shell be observed. 3) Allowable loads era equal to ultimate load divided by 4. 4) Conm ete block groan shall have a minInu m compressive st enp of 2000 pal. 6) Anchor rods confa m with ASTM A193, Grade 87. 6) Ander installation dW be made to accordance with published InstalMon bmmmUons in the Him Product Tech?" Guide. 9 INFLUENCE OF TEMPERATURE ± l G+v 120 Thomas AUmt Koldee tOD _ E R re� krs w, am Flmdb Lk— lv'+. WN 9 tj HIITI, INC. 40 III 5400 S 122nd E Ave 201 j Tulsa, OK 74146 0+ 0 50 110 150 2M 250I DEGREES F HILTI HIT HY 150 1) The porcem (A bad Is based upon taw cm wr" WRWmum a? 70° F. INJECTION 2) Are= Pmfe""arm is efts by aw mmpetahmofem canwme w ADHESIVE ANCHOR masamy. Seem" aO ander to dffijua sAwrahtelrt�. _ description HIT-HY 150 MAX 11.1 oz HIT-HY 150 MAX 11.1 oz HIT-HY 150 MAX 16.9 oz HIT-HY 150 MAX 47.3 oz HAS Super Rod 1/2 x 6-1/2 HAS Super Rod 5/8 x 8 HAS Super Rod 3/4 x 9 -59 - HAS Super Rod 3/4 x 14 REVISION DATE: DATE: 23 APR 2009 DRAWING. 543-002—E SCALE, — SHEET NO. 1 OF 1 FOR OFFICE USE 4.3.5 Kwik Bolt 3 Expansion Anchor 4.3.5.1 Product Description 4.3.5.2 Material Specifications 4.3.5.3 Strength Design (LRFD) 4.3.5.4 Allowable Stress Design (ASD) 4.3.5.5 Installation Instructions 4.3.5.6 Ordering Information 4.3.5.7 Sample Calculations Impact Section (Dog Point) T Nut—; Washer— Anchor T Thread Anchor Body' Expansion Element— (Wedges) I Expansion Cone Ustinas/ADDrovals ICC -ES (International Code Council) ESR -2302 ICC -ES ESR -1385 Grout filled concrete masonry City of Los Angeles Research Report No. 25577 FM (Factory MutuaQ Pipe Hanger Components for Automatic Sprinkler 3/80 - 3/4° UL (Underwriters (Laboratories UL 203 Pipe Hanger Equipment for Fire Protection Services (3/8° - 3/41 Miami -Dade County NOA No. 06-0810.13 Qualified under an NQA 1 Nuclear Quality Prooram €tea ossFtp `Please refer to the reports to verify that the type and diameter specified is included Building Code Compliance IBC® / IRC® 2009 IBC® / IRC® 2006 IB / IRC® 2003 (for concrete only) 4.3.5.1 Product Description The Kwik Bolt 3 (iB3) is a torque controlled expansion anchor, which provides consistent performance for a wide range of mechanical anchor applications. This anchor series is available in carbon steel with zinc electroplated coating, carbon steel with hot -dip galvanized coating, 304 stainless steel and 316 stainless steel versions.The threaded stud version of the anchor is available in a variety of diameters ranging from 1/4 in. to 1 in. depending on the steel and coating type. Applicable base materials include normal -weight concrete, structural lightweight concrete, lightweight concrete over metal deck, and grout filled concrete masonry. Guide Specifications Torque controlled expansion anchors shall be Kwik Bolt 3 supplied by Hilti meeting the description in Federal Specification A -A 1923A, Type 4. The anchor bears a length identification mark embossed into the impact section (dog point) of the anchor identifying the anchor as a Hilt! Kwik Bolt 3 in the installed condition. Anchors are manufactured to meet one of the following conditions: 1. The carbon steel anchor body, nut and washer have an electro- plated zinc coating conforming to ASTM B633 to a minimum thickness of 5 gm. 2. The carbon steel hot -dip galva- nized anchor body, nut, and washer conform to ASTM All 53. The stainless steel expansion elements conform to either AISI 304 or AISI 316. 3. The stainless steel anchor body, nut, and washer conform to AIS( 304. The stainless steel expansion elements conform to either AISI 304 or AISI 316. 4. The stainless steel anchor body, nut, and washer conform to AISI 316. The stainless steel expansion elements conform to AISI 316. Product Features • Length Identification code facili- tates quality control and inspection after installation. • Through fixture installation and variable thread lengths improve productivity and accommodate various base plate thicknesses. • Raised impact section (Dog Point) prevents thread damage during installation. • Anchor size is same as drill bit size for easy installation. For temporary applications anchors may be driven into drilled holes after usage. • Mechanical expansion allows immediate load application. Installation Drill hole in concrete, structural lightweight concrete, or grout filled concrete masonry using a Hilti carbide tipped drill bit and a Niki rotary hammer drill. Remove dust from the hole with oil free compressed air or vacuum. Alternately for 1/2, 5/8, 3/4, and 1 inch diameter Kwik Bolt 3 anchors, the hole may be drilled using a matched tolerance HIM DD -C wet diamond core bit for anchoring applications. The slung must be flushed from the diamond cored hole prior to anchor installation. The minimum hole depth must exceed the anchor embedment prior to torquing by one hole, diameter. Drive the anchor into the hole using a hammer. A minimum of six threads must be below the surface of the fixture. Tighten the nut to the recommended installation torque. 328 HIM, Inc. (US)1-800-878-8000 1 www.usJM.com I en espariol 1-800-879-5000 1 HIM (Canada) Corp.14MO-363-4458 I wwrw.h KCa I Product Technical Guide 2008 .OE5CRIPTION: WTI Kwik $alt 3 is a stuo type expansion anchor with a single piece wedge which expands in concrete and CMU when torque is applied. they are supplied with a nut and washer. iAHTERIAL CHARACTEftW-d S; I' carbon steel studs, conform to AISI 11L41. Nuts are carbon steel conforming to ASTM A563 Grade A end meet dimensional requirements of ANSI 818.2.2. Washers are made from carbon steel conforming to ASTM F844 ono meet dimensional requirements of ANSI 18.22.1 Type A plain. All 3/8". 1/2', 5/8". and 3/4" wedges are made from carbon steel, Ail 114" and 1' wedges are made from stainless steel. GENERAL NOTES: I ) Design values in pounds are equal to ultimate load divided by 4. 2) Edge distance shall be 1.75 times the minimum embedment for tension and 3 times the minimum embedment for shear. Anchor center to center distance shat] be 3 times the minimum embedment. 3) Anchor installation shall be made in accordance with HAV's published installation instructions in the Product Technicol Guide. Limit one anchor per cel]. 4) Anchor installation in grouted concrete masonry units require a minimum 12" distance and 8" spacing, Limit one anchor per cell. Avoid installation within 1-3/8' of any vertical mortar joint. See Figure 1. 5) Values shown are for shear plane through the anchor body. S) When the shear plane is acting through the anchor threads, reduce the shear by 10%. 7) When the shear plane is acting through the anchor threads, reduce the shear by 6% 8) When the shear plane is acting through the anchor threads, reduce the shear by 207. Anchor Fracture Diameter (in.) Load (lb) 1/4 2,900 3/8 7,200 i 2 12.400 5 8 19,600 3/4 28,700 Wn. Embed. 30 psi CMU Grouted (in.) (;n.) Tension Shear Tension I Shear 1 44 2 623 458 3/81 2-1/2 1355 1460 780 1155 1 2 3-1/2 1 5 23 905 1723 4 2870 4885 1295 1723 P358 4 a 3 s — — AnWud Installation is Allowed In all Non Stud Areas Mcatar Joint 1— 3/8' FlG.1 a ENGINEERM Z " d, J ,rt rsua�xav 4 v HILTI, INC. 5400 S 122nd E Ave Tulsa. OK 74146 HILTI MIK BOLT 3 MECHANICAL EXPANSION ANCHOR FOR CONCRETE AND MANSONRY 00 ELEMENTS n 1 REVISION DATE: 31-10-06 DATE: 11-12-98 DRAINING 543-003—C SCALE: 1" a 1' SHEET NO. 1 OF 1 FOR OFFICE USE M Due„ r� Cortcrata Masonry-- tcei II, FL,-�" I I _ s _ y 1pt>MR PickIN „ . w, - r f 9i'Al'o;rlw4l P1014 t Aclw .4 mss-. vIvpri TO -1 z4,.D .ilk 4 1oo WIG N s too` L4 , n► - 2 o 11- 140 -1—e SDI') 1p, plowa,4e UJ P (2r, +40� c19, 11,2 o loo, 2 f 1k 100 ,2 112Y/$ ® e2 I I (p.1 A-3 Pc' - 105D 0,15- 19,0-7,G rs)' aq. (9=S .13) ` of �P 15" t-3eo4, (207,6 psi �.�'. `24 .-e 15. ® 'I's, ae1 7 S , Ob 199Is Ir,9_I04, c -)6hnl&o) - 0, 438-A (I&OV) (ttIg,3) r lt4_ SAW mte m oil. I" 012- L' K 7.7 to = 0 V 7s 1 t& = f, 33, ®1 CAPPWOTIVO t>Gr14p- 1.4 0 L Rep,e,-ri 0 14 213e 0,5106 41af t90 r7" ip ogpnvo c -nu, S7,alf+ TIM 0 UIT 46 C -AP. las'alf jq..j�� MKS V-77 Ue` �� Y Peep mg taxs- 1D nr 3 (4)"', It o Oil a, q -72 240 );:fSCR°FTICN: 1� H1LTi Kwik Batt 3 is a stud type expansion ancror witr a single piece r:eage td -;or expands in concrete and CtAt1 when torque is appl;ed, trey are supplied with a nut and masher. MA RML CItARA��h�TCS '" carbon steel studs, conform to AtS! 11L4' Nuts are carbon steel conforming to ASTM A563 Grade A and meet d;mensicnol requirements of A14SI 818.2Z Washers are made from carbon steel conforming to ASTF844 F844 and meet dimensional requirements of ANS! 18.2.1 Type A plain. Al 3/8", 1/2 5/87, crid 3/4" wedges are made rrc_ carbon steel. A:1 114" and I" wedges are made from sta;r"e;s steel. �-:F40TOTE S_ 1 Cesign values in pounds are equal to ul*.rnate load ui:;iaed t)y el. 2) Edge distance stall be 1.75 times tie min; m embedment for tension and 3 times tre mirwrium embedment for srear. Anchor center to center distance shall be 3 times the minimum embedment. 3.r Anchor installation shall be made in nccordance with H=R. s published installation instruc_Uon2 in the product Technical Guide. Limit one archer per cell. cf Anchor installation in grouteo concrete masonry units require a minimum '2" distance and S" spacing, limit one anchor per cell. Arod insta,lation within 1-3/8' of any vertical mortar ;olnt. See rrgure 1. 5) 'values srow,n are for shear prone trrou9h the aincf;or body. 6j When the shear plane is acting through the cnchor threads, reduce the shear by to"-. 7) '7hen the 'shear plane is acting tnrovah the anzhor threads, reduce tie shear by 6% 8`, When the srear plane is acing tnrough the anchor threads, reduce the shed, b, 20%. —, HIM, INC. Y' Dia. %1 n. Embed. 300 psi CMU Grouted 5400 5 122nd E Ave t (in,) ( tQ Tension Shear Tension Shear ( Tulsa, Ole. 74146 114 623 458' I _2-1 /2 1355 1480 ° 7SC 1155 13.81 1: 2 3 -112 2185 2 43 905 1723 5 8 4 2870 4885 8 1295 1?23 3 4 a-3,'2 0 _ `_ 41tTl KYAK 80iT 3 t 1 �, .. L! i MECHANICAL EXPANSION ANCHOR FOR CONCRETE AND MANSONRY Anchte Irislailabon a Atiaxad In all Non -Shaded Areas Ia� EI-DMENTS r t REVISION DATE: 31-10-O6 BATE: 11-12-98 �`" CRKNING- 543-003-C �. � SH_9-T NO. 1 OF i R'kfW Joint i 1-3/8" t-3Ja" FIG. t wlM Connate Masonry Una Pouted) FOR OFFICE USE uw" I .....e. s_ ENf,1NEF.RING Diameter (in_) I Load (1b) Z > 1/4 2,90C 3/8 7,200 1�� �( 12,400 1 5/8 19,600 0 3 4 28,700 —, HIM, INC. Y' Dia. %1 n. Embed. 300 psi CMU Grouted 5400 5 122nd E Ave t (in,) ( tQ Tension Shear Tension Shear ( Tulsa, Ole. 74146 114 623 458' I _2-1 /2 1355 1480 ° 7SC 1155 13.81 1: 2 3 -112 2185 2 43 905 1723 5 8 4 2870 4885 8 1295 1?23 3 4 a-3,'2 0 _ `_ 41tTl KYAK 80iT 3 t 1 �, .. L! i MECHANICAL EXPANSION ANCHOR FOR CONCRETE AND MANSONRY Anchte Irislailabon a Atiaxad In all Non -Shaded Areas Ia� EI-DMENTS r t REVISION DATE: 31-10-O6 BATE: 11-12-98 �`" CRKNING- 543-003-C �. � SH_9-T NO. 1 OF i R'kfW Joint i 1-3/8" t-3Ja" FIG. t wlM Connate Masonry Una Pouted) FOR OFFICE USE uw" I .....e. HILTI HIT HY 150 t= Intention Adhesive Anchor Description: Fast care adhesive anchor system consisting of a hybrid mortar and a threaded rod. The adhesive is ido*T*d as HIT-HY 150 MA%, The mmrtar f8 dlspBmed from a Compressible side by side reit pack through a aleck rabuaig nozzle. The DiteaaW rads used in Ods approval are HILT[ HAS Super contor" with ASTM A193, Grads B7. The mbft m yield strength is 105 kel and the mtrd"rum tensile s"ng%is tis ksL HAS Super rods are protected from carrosian % t4 a mldmum 5 pm (0.0602 in.) thick zinc electroplated coag. ALL9JAMLE LDAO APaCFlOR 6S1HEDtfENT C� RETE GROUTED CFdU _SSZE _ OEVTM __ 5HEAk�?ENSiD)y,. SMFAR�7ENSIt7N 1z } alt<_. � �� 221a 3es1r 5:8 9 { 4810 5:49 3s3a :at9 1) In order to achieve the allowable load in concrete, a madmum edge distance of 1.5 E and a m nimum spacing of 1.0 E shall be observed. "F agwf to embedment 2)In order to achieve the allowable load to grouted CMU. a nlldmum edge distance of 9 ares and a mddmum spacing 1.0 E shall be observed. 3)Allowable toads are equal to ultimate load divided by a. 4)Concrete block grout shall have a w *num compressive strength of 20M pct. 5)Arlclor rods conform with ASTM A193, Grade 87. 6) Anel ariasta6ation shah be made in accordance with published Installation Instructions b1 the Hill Product Terdtnicai Guide. s+ description HIT-HY 150 MAX 11.1 oz HIT-HY 150 IMAX 11.1 oz HIT-HY 150 MAX 16.9 oz HIT HY 150 MAX 47.3 oz HAS Super Rod 1/2 x 6-1/2 HAS Super Rod 518 x 8 HAS Su r Rod 314 x 9-5/8 HAS Super Rod 3/4 x 14 REVISION DATE DATE: 23 RPR 2009 DRAWING: 543-002-E SCALE - SHEET NO. t OF t FOR OFFICE USE � 4 INFLUENCE OF TEMPERATURE ", 120 J - --- jy Thomas Allan Kakum 100 > 1 P&Ae..ismilnym�.a 1 80 tt�p. 9 i P HtUt, Inc, 4D 5400 S 122nd E Ave 211 Tulso, OK 74146 0 0 50 100 150 200 250! DEGREES r M�. HIT HILTI HY t50 1)The PWWMulfwd isbased upan Wad Om mnrci tna�peraivle kit 7W F. IO i'�.HESIVtt z)Amhw pe w-Qnw is affected by tlm tempelanaekdem cmmmW m RDHE$iti<E AtiChiDR mamnrny. See cwm W order to anal aftwole laaas. description HIT-HY 150 MAX 11.1 oz HIT-HY 150 IMAX 11.1 oz HIT-HY 150 MAX 16.9 oz HIT HY 150 MAX 47.3 oz HAS Super Rod 1/2 x 6-1/2 HAS Super Rod 518 x 8 HAS Su r Rod 314 x 9-5/8 HAS Super Rod 3/4 x 14 REVISION DATE DATE: 23 RPR 2009 DRAWING: 543-002-E SCALE - SHEET NO. t OF t FOR OFFICE USE BUILDING PERMIT APPLICATION 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 NOZ 01 AON r-. 7 FBC 20 16 �- Master Permit No I® � � �` Sub Permit No. UILDING ❑ ELECTRIC ❑ ROOFING REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL [:]PUBLICWORKS [:]CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: (� 0 0 S T YR j 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): ) �4 , Phone#: —� Cs5 Address: IV 67 10 0 5 e -6 - City: 6—City: si 11"J- S H �S State: Zip: 3 1 Tenant/LesseefName: Phone#: Email: i e k M �41 ,41A CONTRACTOR: Company Name: Phone#: Address: City: State: Zip: Qualifier Name: Phone#: State Certification or Registration #: Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: Specify color of color thru tile: Submittal Fee $ Permit Fee $ ' CQ CCF $ CO/CC $ Scanning Fee $ 6i 'ro Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews $ (Revised02/24/2014) DBPR $ Notary Double Fee $ Bond $ TOTAL FEE NOW DUE $ —r ° 00 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 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant. As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature ! Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this to day of NW . 20 by day of . 20 , by I C,de_t CA \TNS L4 —,who is personally known to me or who has produced tL (h N ��_ as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Notary Public State of Florida Sea I: �'FVNN Sindia Alvarez My Commiasion FF 158750 of Expires 08103/201a , who is personally known to me or who has produced identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: as �k�k�k�k&*�k�kak�kilt*�k�k�k�k+k*�k�k�k�k�ktk�k �K**�k�k�k�k�k�k�k&�k�k�k�kffiN��k�k#�k�k�k*ekekffi�k�kek�kyc**�k�k�k�k&&**�k�k�k*�k�k**�K�kffi�k�k&�k�k�k�k�k�k�k�k**�k�k*�k�ktR**AcBt�* APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 II -l2-] Permit No: Page 1 of 1 lei-lg �- ;tructur V'r t , eFeet "Or, STOPPED REVIEW Plan review Is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and Include one set of voided sheets in the re -submittal drawings. Mehdi Asraf g L w 13'-4" 2 S� TYP. VERIFY EXISTING NAILER HAS FASTENER EVERY 24" O.C., 1 OTHERWISE PROVIDE NieO TAPCON @ 24" — O.C. WHERE MISSING 1 2x10 STRONG BACK, V.I.F. EXISTTNG 2x10 FLOOR JOISTS AS PORTRAYED, TYP. FRAMING NOTES: 1. DESIGN PER FBC 2010 1 2. LOADS: LL=40 PSF DL=25 PSF 3. ALL REPD 2x10 SHALL BE SYP No 2 4. NEW 4x12 GIRDER SHALL BE SYP No 2 5. ALL STEEL PLATES ARE A36 6. SOIL BEARING PRESSURE IS ASSUMED PER PRESCRIBED BY FBC 2010, ASBP=2000 PSF 7. ALL BOLTED CONNECTIONS SHALL BE SPECIALLY INSPECTED DURING PREPARATION AND INSTALLATION OF CONNECTORS I i I i 15'-4" 7'-9" --------- ------- 1 � I I � I I I EXISTI FLOR F ING AND PL HEATHING WITH NO AL TIONS I I EXISTIN 00 RAMING AND PLYWqbkSHEATHING WITH N TE ONS s • W7 EXISTING CONC SLAB ON GRADE /- XV NOV 26n EXISTING CONC BLOCK FOUNDATION PIER OVER CONC PAD (1'-4"x8'-0') > ?zo w 4z NEW 2-2x12 GIRDER PLACED UNDER 2x10 FLOOR JOISTS EXISTING CMU WALL NEW 3/4" PLYWOOD PER PLAN EXISTING 2x NAILER REPLACED 2x10 ' FLOOR JOIST PER PLAN -USP CONNECTOR RT7A W/ 5-81) NAILS TO FLOOR JOIST. USE 8d NAILS TO 2x NAILER AND 2-3/16uO TAPCONS TO CONC BLOCK STEM WALL EXISTING FOOTING ...... STEM WALL. V.I.F. ...:.. TYP. FLOOR JOIST CONN 2 ••;••; S •' " 1"=V-0" K-1•••••• REPLACED 2x10 • FLOOR JOIST PER PLAN • • • •; USP CONNECTOR RT7 W/ 5-8d NAILS TO JOIST AND 5-8d NAILS TO DOUBLE TOP PLATE NEW 2-2x GIRDER BEAM PER PLAN IUi egai Shores Village /APPROVED BY DATE PARTIAL FLOOR FRAMING PLAN 1 ZONINQ DEPT -,P I SK- BLDG DEPT NTS TO COMPUANC WITM ALL a STATE AND COUNTY RULES AND REGULATIONS NAIL 2-2x12 TOGETHER W/ 10d NAILS @ 9" O.C. MIN. 3 ROWS OF NAILS • • RV ENGINEERS INC 10433 SW 92nd St Mi—L YL 33176 raoNE: (7"Zn4341 (305)4W26W MAIL t r RAL V P.E. 572 LL O cc LLJ rr Z Q LL Ir O O J LL Dots Rev1s>qu SM DPT COW 11/17 Dote Of IBM 11/7/2014 Dfe•11 BY Ry tssekad By RV Scow As — NDIED .Iae t umW SK -1 J REPLACI 2x10 F.J. NEW 2-2 GIRDER GIRDER CONNECTION 3 5/16'THK PLATE W/ 4-5/16"0 KWIK BOLT3 EaiER�NSI9AldC S QNOA No 06-0810.13 1 5/16° THK BENT U PLATT W/ 2-3/4"0 THRU BOLT REPLACED 2x10 FLOOR JOIST REPLACED 2x10 FLOOR JOIST PER PLAN W/ USP A3 CUP TO �817.55 NECTOR CONNECT TO EXISTING 2x NAILER SK -2 RT7A (NNECT 1 "I`O'�rr EXISTING CMU WALL EXISTING 2x NAILER NOTE: SOLID FILL EMPTY CELLS p m W/ 3000 PSI GROUT, MIN p 3 ROWS WHERE THRU Eo BOLTS ARE PLACED - p FILL SOLID MIN. 2 ! 4" 1 `-2-2x12 GIRDER PER PLAN ROWS W/ 3000 PSI GROUT 5/16° THK SEAT 424 EXISTING CONC BLOCK FOUNDATION PIER, V.I.F.•• 006.0. Goes GIRDER CONNECTION 4 1 "=11-0" SK - 3 SIDE' 0000 GIRDER CONNECTION 0.00•• SK- ..•..• 111=17-0" •.•... 0=01 AnCri nvin • • • s• • EXISTING CONC BLOCK GIRDER CONNECTIU WDATION PIE , 111=11-0" SK- )LTS RV ENGMEM INC 10433 SW 92nd SS blip d. VL 33176 pRM. (135)2714501 (1(157 t r R P.E. 260 LL O Lu rr z 75 Q cr LL cr O O J LL Dace Of m.,. 71/7/2014 Drawn By RV atedcad BY RV saw@ AS-N07ED Job Number SK -2 J Do WM M J � W W • ..•. z • H�_ Woo • :0004 • •o •200 • Do* r W Z LL O Lu rr z 75 Q cr LL cr O O J LL Dace Of m.,. 71/7/2014 Drawn By RV atedcad BY RV saw@ AS-N07ED Job Number SK -2 J t t � ' Alejandro Melendez, R.A, LEED.AP 13818 SW 16 Terr. Miami, FI, 33175 10-08-2014 Atash Residence Re: Permit —Demo -14-1897 To whom It may concern, The reason for this letter is to certify that after Field Inspection and review of As -Built Documents as obtained by the City of Miami Shores online database, all walls as Indicated on drawing D1.0 -Demolition Plan dated 9-23-2013 to be demolished are interior partition non - Load Bearing walls. For Further reference I have Included a copy of the Drawing. I f you have any questions please feel free to contact me at 786-547-8467 Thank You Alejandro Melendez, LEED.AP N DEM0L7ON PLAN iB GENERAL DEMOLITION NOTES: area,v�+cne�wu�,arrruaxaNmswmammwrm�aTwnT� mmnrKamareeimwTarnamlc vlaraureouraralwTelaca+awrsnArcv aaa.Meaeaeaam nT®er rmamm+aveartm.x+t OINl D®ro49S18WLaEf®6'6WIIDMA9PFEMD0RHPfF&BtlAVd3lTDALt LIl6Wr@aMVIMJI6a�LiUMaA948O.k�i ARPe\4AT0I BLW.mDiAtOPD �1AaJwar o,wluoAmrwwnrromro�vme aaaRrwnR 'aovwmn�n<morsnwrmww+�en*n rinrs,>x:raanal.umv ca111axa�auaavaaANrawcnalA�rsaam mname�erv�w nn�wmv�m�orob,�ira�iv rousro r�i rxua'�Tra°oaT®wxa°�a. w'r"rw'n''�100 nmm� �+'A1Hmix� vaP91Am+RDa16TARa+wa�ar T.+L c °e.6mDu""' m w""'mt`�"or.vretiwmmawsw+mw:ar s� Da`�°°''m*�wa°k1n'm'ro veflvsr vrxc sm�.aa+�dAim�m'arm�mnmoTroswtr�a�au AttwReoc&wLBFDCrf aialn,Ft(®8�IC8.NODIiBT.AC AW1rPlV@. ao-'r�a>aanunmlmuroAoxalramm *aaLsxwrasrwlm�'1wlwwa m eaaDr®awaeroswma watt w�oawmvmmlsaa�rte wreow r1°�°rare'eT�ma.Eaai1a��iw,TMav+�v'+oaeaa.a � 4a�a�*� �D='AD��r6Ddn1 VleDt�Dl96�!&L�MINAM1FNCWBSAUCMN o��m'�era�' �«m�rw�aR°Af"ava+�ms',roR°�1°r DEMOUTION NARRATIVE a ra�D a ,oma � laa irtlWFi�eLf 4e frBmfIDr. ND ttlF�i�PrJm � � �• RY�6 OmfLm fraa� w9SF' mus vASPm/ mus w Rnu dSmG m1wR PAwY4 w marl ,o XD YAATWr aaJS AR 10 & [CY0L9aD ao tow eEAwm aA<s,a ,o � Damao PEFV f W EDAIF EAASSHOWN 2014 PROJECT No. D-1.0