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RF-12-214Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 1 3 Inspection Number: INSP- 169706 Permit Number: RF -2 -12 -214 Scheduled Inspection Date: March 29, 2012 Inspector: Rodriguez, Jorge Owner: THOMPSON, MICHAEL Job Address: 1420 NE 103 Street Miami Shores, FL Project <NONE> Permit Type: Roof Inspection Type: Final Work Classification: Hurricane Mitigation Contractor: OBENOUR ROOFING SHEET METAL & SUPPLY CO. INC Phone Number Parcel Number 1132050310030 Phone: 305 - 757 -2612 Building Department Comments INSTALL SIMPSON HGAM 10 RIGHT ANGLE GUSSETS ON EVERY RAFTER Inspector Comments Passed Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. March 28, 2012 For Inspections please call: (305)762 -4949 Page 10 of 22 . , a J1 •I•I• FLORIDA INTERNATIONAL ENGINEERING &TESTING LAB INSIGHT•INNOVATION•INTEGRATION Florida International Engineering and Testing Lab LLC 16701 SW 117 Avenue, Miami, FL 33177 Telephone: (305) 378 - 1991 -Fax: (305 378 -1997 Miami -Dade Lab Certification # 07- 0612.11 -State of Florida ca #27273 February 23, 2012 Miami Shores Bldg. Dept. 10050 NE 2nd Avenue Miami Shores, FI. 33138 Attention: Building Official Re: Roof retrofit inspection for existing site -built single family residence pursuant to Section 553.844, Florida Statutes . The property is located at: 1420 NE 103`d St., Miami Shores, FI. Roof permit #: RF -2 -12 -214 This letter certifies that the roof to wall connection attachment and fasteners have been strengthened and supplemented with additional Dade County approved HGAM 10 Right Angle Gussets and Simpson % "x2 -1/4" Titan masonry screw to wood member and 4-1/4"x2-1/4" Tap Cons as required by Section 533.844, Florida Statutes and the Florida Building Code, 2007. If you have any questions regarding this letter please do not hesitate to contact the undersigned. Re yctfully s miffed, /002.62 det Vinayagar M. Balakrishnan V, P.E. # 63107 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 Permit No. R: Master Permit No. 12f 2_ '2-13 BUILDING PERMIT APPLICATION FBC 20 Permit T +s e: BUILDIN OWNER: Name (Feg Simple Titleholder): Address: Pia. 0 ,° E /03 City: l� S7 i-/5 RECEIVED FE? 0' 012 BY: ROOFING MW, acri+ion 707,14 5,6vAi Phone #: ?S 7K4 f State: 1f Zip: 73/3 Tenant/Lessee Name: Phone #: Email: JOB ADDRESS: /pfd -O N `' s City: Miami Shores County: Folio/Parcel #: /,-321),5---‘93/4413 c' Is the Building Historically Designated: Yes NO Miami Dade zip: 33,E 3 Flood Zone: CONTRACTOR: Company Name: ®/4 - t�i,4 Address: /07 A 97 f r f toi5 S te:� ©hioev✓ State Certification or Registration #: C t!C 04 Email Address: 04;',10l0 Qualifier Name: Phone#: 50,1- Contact Phone #; DESIGNER: Architect/Engineer: Certificate of Com zip: 33/ 3 Phone #: 5t.LI 757 / 2 tency #: et, 0Off69 `ei e ee t/ e Phone #: Value of Work for this Permit: $ Type of Work: DAddition DAlteration Description of Work: ki rnif i 57e ysly oa% o' eiee% ,4� r,z / Square/Linear Footage of Work: New Repair/Replace UDemolition ifid + f t Ape" l/4 71.10 t ********* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *F ***************** *+ x*****+ x*+x*************x *** Submittal Fee $ Permit Fee $ 101°6 CCF $ $ Radon Fee $ DBPR $ Fee e Notary $ Training/Education Fee $ Technology Fee $ Double Fee $ Structural Review $ TOTAL FEE NOW DUE $ 1 I • CO /CC $ Bond $ Bonding Company's Name (if applicable) Bonding Company's Address City State i Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for FT .ECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attach -nt. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occ / s seven ys after the building permit is issued. In the absence of such posted notice, the inspection will not be approved a rei ection fee will be charged. Signature 1,4 Signature r0 er or Agent Contractor The foregoing instrument was acknowledged before me this I' The foregoing instrument was acknowledged before me/thi4 day of r� , 20 A, by IA 1 I2 �L7�q)V , day of i�,/(X✓ , 20 L L , by ZS j) b4 . who is personally known to me or who has produced who is personally known to me or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: Sign: 1/' /0 la T Print: 5'►t 7O 0L j'%t BI,iCwarp, OF kt, ..; .f, Sandra D. Hart Commission rlDD867S5+$ Expires: APR. 02, 2013 ** * *+x**** ****+x******> +x*** nagMa004m** *+ *** ***********+x*+x**+x*+x**** My Commission Expires: NOTARY PUBLIC: Sign: Print: Or 144q OF My Commssion _HOAR APPROVED BY Plans Examiner Structural Review (Revised 07 /10 /07)(Revised 06 /10/2009)(Revised 3/15/09) x r: _ ' , FLORMA Sandra D Raft Commission • D Expires: APR. 02, IOU Zoning Clerk Miami -Dade My Home My Home Show Me: Property Information Search By: Select Item t' Text only Property Appraiser Tax Estimator LA Property Appraiser Tax Comparison Portability S.O.H. Calculator Summary Details: Folio No.: 11- 3205-031 -0030 'Qt 1420 NE 103 ST Mailing ddress: ICHAEL A THOMPSON Floors: 1420 NE 103 ST MIAMI Living Units: HORES FL Adj Sq Footage: 138 -2626 Properly Information: Primary Zone: 1300 ONE FAMILY CLUC: 0001 RESIDENTIAL - SINGLE FAMILY Beds/Baths: 2/2 Floors: 1 Living Units: 1 Adj Sq Footage: 2,576 Lot Size: 12,430 SQ FT Year Built: 1958 $50,000/ $347,468 RE -PLAT OF TR C City: MIAMI SHORES BAY Legal PARK ESTS PB 64-97 Description: LOT 12 BLK 5 LOT SIZE 110.000 X 113 OR 17852 - 1967 0697 4 OR 00000-0000 0693 01 Assessment Information: Year 2011 2010 Land Value: $305,182 $435,242 Building Value: $319,420 $321,403 Market Value: $624,602 $756,645 Assessed Value: $397,468 $391,595 Exemption Information: =MEM 2011 2010 L $25 000 $25,000 Taxing Authority: Exemption/ Taxable Exemption/ Taxable Taxable Value Information: Year 2011 2010 Applied Applied Taxing Authority: Exemption/ Taxable Exemption/ Taxable Value: Value: Regional: $50,000/ $347,468 $50,000/ $341,595 County $50,000/ $347,468 $50,000/ $341,595 City: $50,000 / $347,468 $50,000/ $341,595 School Board: $25,000/ $372,468 $25,000/ $366,595 Sale Information: ale Date: 6/1993 Page 1 of 2 ACTIVE TOOL- SELECT ft, SAE Aerial Photography - 2009 0 112 ft My Home 1 Property Information 1 Property Taxes I My Neiahborhood 1 Property Appraiser Home 1 Uslna Our Site I Phone Directory 1 Priv cv 1 Disclaimer If you experience technical difficulties with the Property Information application, or wish to send us your comments, questions or suggestions please email us at Webmaster. Web Site @ 2002 Miami -Dade County. All rights reserved. Legend Property Boundary • Selected • Property O Street oraf Highway Miami -Dade County Water W+ 8 http: / /gisims2. miamidade .gov /myhome /propmap.asp 1/30/2012 SIM200802 Used for Florida State Wide Product Approval # FL11473 Products on this Report which are approved: Product FL# Product FL# DETAL20 11473.1 LGUM210 -2 -SDS 11473.1-- ;" FGTR 11473.2 LGUM210 -3-SDS 11473.113 -, j FGTRE 11473.2 LGUM210 -4 -SDS 11473.14! i I FGTRHL 114732 LGUM26 -2 -SDS 11473.12 _- FGTRHR 11473.2 LGUM26 -3 -SDS 11473.131 HETA12 11473.3 LGUM26 -4 -SDS 11473.14, HETA16 11473.3 LGUM28 -2 -SDS 1 1473 1'2, HETA20 11473.3 LGUM28 -3 -SDS 11473.13 HETA24 11473.4 LGUM28 -4 -SDS 11473.14 HETA40 11473.4 LGUM410 -SDS 11473.15 HETALI2 11473.5 LGUM46 -SDS 11473.15 HETALI6 11473.5 LGUM48 -SDS 11473.15 HETAL20 11473.5 LTA1 11473.16 HGAM10 11473.6 META12 11473.17 HGUM5.25 11473.7 META14 11473.17 HGUM5.50 11473.7 META16 11473.17 HGUM7.00 11473.8 META18 11473.17 HGUM7.25 11473.8 META20 11473.18 HGUM9.00 11473.8 META22 11473.18 HHETAI2 11473.9 META24 11473.18 HHETAI 6 11473.9 META40 11473.18 HHETA20 11473.9 MSTAM24 11473.19 B Y: - -- HHETA24 11473.10 MSTAM36 11473.19 HHETA40 11473.10 MSTCM40 11473.19 HM9 11473.6 MSTCM60 11473.19 HTSM16 11473.11 MTSM16 11473.2 HTSM20 11473.11 MTSM20 11473.2 SIMPSON SIMPSON STRONG -TIE COMPANY, INC F. Pri I ■ 1ECHN0[OGY Jax Apex Technology, Inc. FBPE CA NO. 7547 4745 Sutton Park Court, Suite 402 Jacksonville, FL 32224/ 904/821 -5200 Evaluation reports are the opinion of the engineer who prepared the report, based on the findings, and in no way constitute or imply approval by a local building authority. The engineer, in review of the data submitted, finds that, in his opinion, the product, material, system, or method of construction specifically identified in this report conforms with or is a suitable alternate to that specified in the Florida Building Code, SUBJECT TO THE LIMITATIONS IN THIS REPORT Jeffrey P. Arneson, an employee of Jax Apex Technology, Inc. (Apex Technology), is the authorized evaluating engineer of this report. Apex Technology is the prime professional, as defined in Florida Rule 61G-30.002, authorized to sell the engineering services performed by Jeffrey P. Arneson, and is in no way acting, nor attempting to act, as an approved evaluation entity. Neither Jeffrey P. Ameson, nor any other employee of Apex Technology, has performed calculations or testing for the products listed in this report. This evaluation is based solely upon the review, under the direct supervision of Jeffrey P. Ameson, of testing and/or calculations submitted by the manufacturer. The capacities listed in this report are based on the limiting capacities as determined from the substantiating data. We reviewed the substantiating data to a degree that allowed us to determine whether or not the work performed is consistent with the intended use of the product, and that the methods used are in compliance with, or meet the intent of, the Florida Building Code. All test reports were prepared by an approved testing laboratory. REPORT NO.: SIM200802 CATEGORY: Structural Components SUB CATEGORY: Metal Connectors SUBMITTED BY: SIMPSON STRONG -TIE COMPANY, INC. 5956 W. LAS POSITAS BOULEVARD PLEASANTON, CA 94588 1. CERTIFICATION OF INDEPENDENCE: Jeffrey P. Ameson, the Florida engineer who prepared this report, and Apex Technology have no financial interest in the manufacturing, sales, or distribution of the products included in this report. Jeffrey P. Ameson and Apex Technology comply with all criteria as stated in Florida Administrative Code Chapter 9B- 72.110. 2. PRODUCT NAME Truss to Wall Connectors MTSM16, MTSM20, HTSM16, HTSM20, HM9, HGAM10 Page 1 of 13 Simpson Strong -Tie Embedded Truss Anchors META12, META14, META16, META18, META20, META22, META24, META40, HETA12, HETA16, HETA20, HETA24, HETA40, HETALI2, HETALI6, HETAL20, HHETAI2, HHETAI6, HHETA20, HHETA24, HHETA40, LTA1, DETAL Wood to Masonry Straps MSTAM24, MSTAM36, MSTCM40, MSTCM60 Girder Tiedowns FGTR, FGTRE, FGTRHL, FGTRHR Wood to Masonry Hangers LGUM26 -2, LGUM28 -2, LGUM210 -2, LGUM26 -3, LGUM28 -3, LGUM210 -3, LGUM26 -4, LGUM28 -4, LGUM210 -4, LGUM46, LGUM48, LGUM410, HGUM5.25, HGUM5.50, HGUM7.00, HGUM7.25, HGUM9.00 3. SCOPE OF EVALUATION Load Evaluation as a Structural Component using the requirements of the Florida Building Code, Building. 4. DESCRIPTION: 4.1 MTSM16 and MTSM20 Twist Straps for Wood to Masonry. The MTSM16 and MTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The MTSM fastens to the wood member with 10d common nails, and fastens to the wall with either %x2 %" Titen Masonry Screws for a masonry wall, or %x1' /e" Titen Masonry Screws for a concrete wall. These connectors are manufactured from 16 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.2 HTSM16 and HTSM20 Twist Straps for Wood to Masonry. The HTSM16 and HTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HTSM fastens to the wood member with 10d common nails, and fastens to the wall with either1/4x2 %" Titen Masonry Screws for a masonry wall, or 1x1%" Titen Masonry Screws for a concrete wall. These connectors are manufactured from 14 gauge steel meeting ASTM A653 SS Grade 50, Class 1. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.3 HM9 Hurricane Tie. The HM9 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HM9 fastens to the wood member with Simpson % X 11/2" SDS screws (provided with the part), and fastens to the wall with either %4x2%4" Titen Masonry Screws for a masonry wall, or %4x13/4" Titen Masonry Screws for a concrete wall. The HM9 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Hurricane tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 2 for additional details of the HM9. 4.4 HGAM10 Hurricane Gusset Angle. The HGAM10 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HGAM10 fastens to the wood member with Simpson % X 1W' SDS screws (provided with the part), and fastens to the wall with '/4x2%4" Titen Masonry Screws. Allowable Toads are shown in Table 2. The HGAM10 is manufactured from 14 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Angle . Page 2 of 13 Simpson Strong -Tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 3 for additional details of the HGAM10. 4.5 META, HETA, HETAL, HHETA Embedded Truss Anchors. Embedded Truss Anchors are used to anchor a wood member (usually a truss) to a masonry or concrete wall. Embedded truss anchors fasten to a single -ply wood truss with 1 0dx 1 Y2 nails or to a multiple -ply truss with 16d common nails. They are embedded in the masonry or concrete wall to a depth indicated on the side of the anchor (4" for META, HETA, and HETAL, and 51/16" for HETAL). The strap portion of the anchor is 11/4" wide. The anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, with the exception of the truss seat of the HETAL which is manufactured from steel meeting ASTM A653 SS Grade 33. Steel thickness is as specified in Table 9. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2 for single installations and Table 3 for double installations. See Figures 4 and 6 for additional details of single and double embedded truss anchors. 4.6 LTA1 Lateral Truss Anchor. The LTA1 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The LTA1 fastens to the wood member with 10dx 1'/" common nails and has legs which are embedded into the wall system. Allowable loads are shown in Table 2. The LTA1 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2. See Figure 5 for additional details of the LTA1. 4.7 DETAL20 Double Embedded Truss Anchor. The DETAL is a high capacity connector used to anchor single -ply wood trusses or rafters to masonry or concrete walls. The DETAL fastens to the wood members with 10dxVA" nails. They are embedded in the masonry or concrete wall to a depth of 4% inches. The strap portion of the anchor is 1'/" wide. The strap anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, and the truss seat is manufactured from steel meeting ASTM A653 SS Grade 33. The strap anchors are 16 ga. steel and the seat is 18 ga. steel. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 3. See Figure 6 for additional details of the DETAL. 4.8 MSTAM, MSTCM Wood to Masonry Strap Tie. The MSTAM and MSTCM Strap Tie models are used to provide a tension connection between wood members and a masonry or concrete structure. The MSTAM Straps are 1 %4" wide for use on 1'/z" and larger members. They are installed with 10d common nails to the wood and either %4x21/4" Titen Masonry Screws to masonry, or %4x1'/" Titen Masonry Screws to concrete. The MSTCM Strap is 3" wide for use on doubled 2 -by or single 4-by and larger members. They are installed with 16d sinker nails to the wood and either %x2' /4" Titen Masonry Screws to masonry, or 1/4x1%" Titen Masonry Screws to concrete. The MSTCM Strap has countersunk nail slots for a lower nailing profile and coined edges for safer handling. The straps are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, of a thickness as specified in Table 4. The galvanized coating complies with the G90 requirements of ASTM A653. Masonry strap fastener schedule, dimensions and allowable loads are shown in Table 4. See Figure 7 for additional details of wood to masonry straps. 4.9 FGTR, FGTRE, FGTRHL, FGTRHR Face Mount Girder Tie Down. The FGTR is a non -pitch specific girder tie down that can be used in new construction or retrofit applications to tie down a girder truss or beam to a concrete or masonry wall. The Page 3 of 13 Simpson Strong -Tie FGTR can be installed in a single application or can be doubled to achieve a higher uplift capacity. The FGTR fastens to the truss with Simpson Strong -Tie SDS%" wood screws, and fastens to the masonry or concrete wall with Simpson Strong -Tie 1/" diameter Titen HD fasteners, which are supplied with the connector. The FGTRE uses a strap that is oriented with its flat dimension parallel to the truss for placement at the end of walls when the truss is parallel to the wall. The FGTRHL and FGTRHR are designed with the flat dimension of the strap at a 45 degree angle to the truss for anchorage of hip trusses. The FGTR straps are manufactured from 7 gauge ASTM A- 1011 Grade 33 steel having Fy =33ksi and F„ =52ksi and the plates are made from 3 gauge ASTM A -1011 Grade 33 steel having Fy =33ksi and Fu= 52ksi. They have a gray powder coat finish. Girder tie down fastener schedule, dimensions and allowable Toads are shown in Table 5. See Figure 8 for additional details of face mount girder tie down connectors. 4.10 LGUM, HGUM Masonry Girder Hangers. LGUM and HGUM girder hangers are high capacity joist hangers that are used to connect wood girders and beams to masonry or concrete walls. The LGUM and HGUM use Simpson Strong -Tie Titen HD anchors to attach to the masonry or concrete wall, and Strong -Drive Screws (which are provided) to attach the beam to the hanger. To install the Titen HD anchors, drill holes of the same diameter as the anchor into the masonry or concrete. Holes should be'/" deeper than the specified Titen HD length. The SDS screws are installed best with a low -speed %" drill and a %" hex head driver. Predrilling holes for SDS screws is not required. The LGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 40 with minimum yield and tensile strengths of 40 and 55 ksi (275 and 379 MPa), respectively. The HGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 33 with minimum yield and tensile strengths of 33 and 45 ksi (228 and 310 MPa), respectively. The galvanized coating complies with the G90 requirements of ASTM A 653. The steel thicknesses are 0.099" (2.51 mm) for the LGUM, and 0.173" (4.39 mm) for the HGUM. Girder hanger fastener schedule, dimensions and allowable Toads are shown in Table 6. See Figure 9 for additional details of masonry girder hangers. 5. MATERIALS 5.1 Steel. Steel specifications for each product listed in this evaluation report shall be as indicated in the previous section. 5.2 Wood. Wood members to which these connectors are fastened shall be solid sawn lumber, glued - laminated lumber, or structural composite lumber having dimensions consistent with the connector dimensions shown in Tablesl through 6. Unless otherwise noted, lumber shall be Southem Pine or Douglas Fir -Larch having a minimum specific gravity of 0.50. Where indicated by SPF, lumber shall be Spruce - Pine -Fir having a minimum specific gravity of 0.42. 5.3 com Faste hot - dipped zinc coated galvanized steel with coating weights in accordance with ASTM A153. Fasteners for stainless steel connectors shall be stainless steel. fails and Bolts. Unless noted otherwise, nails shall be common nails. N ly with ASTM F 1667 and shall have the minimum bending yield strength s Common Nail Pennyweight Nail Shank Diameter (inch) Fyy (psi) 10d 0.148 90,000 16d sinker 0.148 90,000 16d 0.162 90,000 ails shall Fyb: Page 4 of 13 Simpson Strong -Tie 5.4 Concrete /Masonry. Concrete and Masonry design specifications shall be the stricter of the specifications by the engineer of record, the Florida Building Code minimum standards, the following, or as noted in the report Material Specification Minimum Compressive Strength Concrete, ft B845, H756 2500 psi Masonry, fm ASTM E447 1500 psi Masonry Unit ASTM C90 1900 psi Mortar ASTM C270 Type S 1800 psi (or by proportions) Grout ASTM C476 2000 psi (or by proportions) 6. INSTALLATION Installation shall be in accordance with this report and the most recent edition of the Simpson Strong -Tie Wood Construction Connectors catalog. The Information in this report supercedes any conflicting information between information provided in this report and the catalogue. 7. SUBSTANTIATING DATA Test data submitted by Testing Engineers Inc. and Product Testing, Inc., and signed and sealed calculations performed by Jeremy Gilstrap, P.E., and Samuel Hensen, P.E., performed in accordance with the 2007 Florida and Residential Building Codes. Product Test Number Date Tested MTSM B845, H756 2/27/90, 12/6/00 HTSM 02 -3667 1/30/02 HM9 Uplift 02 -3793 5/15/02 HM9 F1 Direction 02 -3793 5/15/02 HM9 F2 Direction 02 -3793 5/15/02 HGAM10 Uplift 02 -3884 7/29/02 HGAM10 F1 Direction H046 3/25/99 HGAM10 F2 Direction H141 6/22/99 META Uplift 02 -3674, 02 -3802, 02 -3861, 04 -4675 6/4/02, 6/8/02, 7/24/02, 2/8/04 META F1 02 -3674, 02 -3802 6/4/02, 6/8/02 META F2 02 -3674, 02 -3802, 02 -3861 6/4/02, 6/8/02, 7/24/02 HETA Uplift 02 -3803, 02 -3862, 04 -4676 6/10/02, 7/26/02, 2/8/04 HETA F1 02 -3803 6/10/02 HETA F2 02 -3803, 02 -3862 6/10/02, 7/26/02, HHETA Uplift 02 -3676, 02 -3863, 04 -4674 6/4/02, 7/29/02, 2f7/04 HHETA F1 02 -3676 6/4/02 HHETA F2 02 -3676, 02 -3863 6/4/02, 7/29/02 HETAL Uplift 02 -3803, 02 -3862, 04 -4676 6/10/02, 7/26/02, 2/8/04 HETAL F1 D793 3/17/94 Page 5 of 13 Simpson Strong -Tie Product Test Number Date Tested HETAL F2 D844 3/28/94 DETAL Uplift 0797 3/28/08 DETAL F1 0795, 0799 5/12/08, 3/27/08 DETAL F2 0796, 0798 6/05/08, 3/28/08 LTA1 Uplift 02- 3616 2/13/02 LTA1 F1 02- 3616 2/13/02 LTA1 F2 02- 3616 2/13/02 MSTAM24 Uplift 02 -3795 5/17/02, 5/17/02 MSTAM36 Uplift 02 -3795 5/17/02, 5/17/02 MSTCM40 Uplift 02 -3796 5/31/02 MSTCM60 Uplift N471 1/26/07 FGTR Uplift 04 -5004, 04 -5005 10/6/04, 10/6/04 FGTRE Uplift 04 -5010 10/29/04 FGTRHL/R Uplift 04 -4915 10/13/04 LGUM Down M202,M 203, M204, M222, M224 7/13/06, 7/13/06, 7/13/06, 7/14/06, 8/03/06 LGUM Uplift M211, M212, M213 8/18/06,8/18/06, 8/21/06 HGUM Down M207, M209,M216, M217 9/11/06, 9/11/06, 10/20/06, 10/20/06 HGUM Uplift M729, M731 8/3/06, 8/04/06 8. FINDINGS Upon review of the data submitted by Simpson Strong -Tie, it is my opinion that the models as described in this report conform with or are a suitable altemative to the standards and sections in the 2007 Florida Building Code, Building, and the Florida Building Code, Residential code editions listed in section 10 of this report, subject to the limitations below. Maximum allowable Toads shall not exceed the allowable loads listed in this report. 9. LIMITATIONS: 1. Maximum allowable loads shall not exceed the allowable Toads listed in this report. Allowable Toads listed in this report are based on allowable stress design. The Toads in this report are not applicable to Load and Resistance Factor Design. 2. Capacity of wood members is not covered by this report. Capacity of wood members must be checked by the building designer. 3. Allowable loads for more than one direction for a single connection cannot be added together. A design load that can be divided into components in the directions given must be evaluated as follows: Design Uplift/Allowable Uplift + Design Lateral Parallel to Plate /Allowable Lateral Parallel to Plate + Design Lateral Perp. to Plate/Allowable Lateral Perp. to Plate < 1.0 10. CODE REFERENCES Florida Buildino Code. Building 2007 Edition Section 104.11 Altemate Materials and Methods Chapter 1714.2 Load Test Procedure Specified Chapter 21 Masonry Chapter 22 Steel Chapter 23 Wood Page 6 of 13 Simpson Strong -Tie Florida Building Code. R101.2.1 R4407 R4408 R4409 Residential 2007 Edition Scope HVHZ Masonry HVHZ Steel HVHZ Wood 11. ALLOWABLE LOADS: The tables that follow reference the allowable Toads for the aforementioned products. TABLE 1 ALLOWABLE LOADS AND FASTENERS a v■ 1 IASIga I v mHouiKT UK CONCRETE WALL CONNECTORS d a'y m� kj i. �� } R C91I�� �I +x &� � 6 i'h�� ,lAif M1KTiK A sT: mho' ° L �tNv 1 1�' YV t. -ate A. ydg ry �. �" ® 5 I 4 6 n F Y k y , a k` �9 MTSMI6 5 vl 16 ,fit iF16 v "�` _; .'E° ,s. �ti to R4 • � [ {+fit 1 � I1,, 4 ,r _w..�; i �. , ' l r�,. �,{'� yip. ca _, '`�y 875 755 16 7 -10d 4- '/4x2'/4 4_'/4x1% MTSM2O HTSM16 16 20 7 -10d 4- '/4x2'/4 4- %4x1% 875 755 14 16 8 -10d 4- %4x2'/4 4- '/4x19/4 1175 1010 HTSM2O 14 20 10 -10d 4 - %x2%4 4-1/4x1% 1175 1010 HM9 18 - 4 -SDS1/4X1'/2 5 - %x2% 5- 1/4x1% 805 690 HGAM10 ' Notes: 14 - 4-SDS1/4X1% 4- %x2'/4 4 - %x2%4 850 850 1. 2. 3. 4. Loads include a 60% load duration increase on the fastener capacity for wind loading where allowed by the Florida Building Code. Loads do not include a stress Increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govem. HM9 allowable F1 load shall be 635 Ibs (DFUSYP) & 545 Ibs (SFP), and allowable F2 load shall be 200 Ibs (DFUSYP) & 170 Ibs (SPF). HGAM10 allowable F1 load shall be 1005 Ibs (DFUSYP) & 870 Ibs (SFP), and allowable F2 load shall be 1105 Ibs (DFUSYP) & 950 Ibs (SPF). Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2 %" must be used when framing anchors are installed on each side of the joist or truss. Moisture barrier not shown Figure 1 Typical MTSMM/HTSM Application Page 7 of 13 Figure 2 Typical HM9 Installation Figure 3 Typical HGAM10 Installation Simpson Strong -Tie TABLE 2 ALLOWABLE LOADS AND FASTENERS mi YtlI 1 w �� d� 1 :i ( NIL dN Y META12 ii of �1Y 3e+�� a `� �n 18 4`L' Cj 4 O F I, tY 'tK � 4, �4' dd, 1 to N 1, 8 M rtW. 7; ,� tae f�yyg A t 1'iu�ltri .,- w � b K� � T M +. d ➢_r'F 4�ke� �Y �,s>'T3� ..j > T J �:�a�f y I�b0j4 k }� __ICN4 4 i a 5m YIPS Wig I'� .0 di Lµ Y 4f 0� hl vt I Y� 9I :z.'.I, �i'" .�' S 11. i° ` o rri%ri z� .1i�11'�.deA.'2`R'2q t * . �k*'t i' v W'-1I z ^'74i ` °th. P E 7- 10(1x1'36 1450 6-16d 1450 340 725 META14 10 7- 10dx1% 1450 6-16d 1450 340 725 META16 12 7- 10dx1% 1450 6-16d 1450 340 725 META18 14 7- 10(1x1'34 1450 6-16d 1450 340 725 META20 16 6-10(1x1'!4 1270 5-16(1 1245 340 725 7- 10dx1% 1450 6-16d 1450 340 725 META22 18 7- 10dx1% 1450 6-16d 1450 340 725 META24 20 7- 10dx1% 1450 6-16d 1450 340 725 META40 36 7- 10dx116 1450 6-16(1 1450 340 725 HETA12 16 8 7- 10(1x1% 1520 7 -16d 1780 340 725 HETA16 12 9- 10(1x1'36 1810 8-16d 1810 340 725 HETA20 16 8- 10(1x1'34 1735 7 -16d 1780 340 725 9- 10(1x1'/4 1810 8-16d 1810 340 725 HETA24 20 9- 10dx1% 1810 8-16d 1810 340 725 HETA40 36 9- 10dx1% 1810 8-16d 1810 340 725 HHETAI2 14 8 7- 10(1x1'3 1565 7 -16d 1820 3406 815 HHETAI6 12 10- 10(1x136 2235 9-16d 2235 3406 815 HHETA20 16 9- 10dx1% 2010 8-16d 2080 3406 815 10- 10(1x1'34 2235 9-16d 2235 3406 815 HHETA24 20 10- 10(1x1'34 2235 9-16d 2235 3406 815 HHETA40 36 10- 10dx1% 2235 9-16d 2235 3406 815 HETAL12 16 7 10- 10(1x1'/4 1085 10-16d 1270 415 1100 HETAL16 11 14- 10(1x1'34 1810 13-16d 1810 415 1100 HETAL20 15 14- 10(1x1'36 1810 13-16d 1810 415 1100 LTA1 18 3'I 12- 10(1x1% 1420 12- 10(1x1'34 1420 485 1425 Notes: 1. Loads include a 60% Toad duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce Toads where other Toads govem. 2. Five nails must be Installed into the truss seat of the HETAL 3. Parallel - to-plate load towards face of HETAL is 1975 lbs. 4. Minimum Pc is 2,000psi 5. It is acceptable to use a reduced number of fasteners in a product provided that there is a reduction in Toad capacity. The Toad per nail can be approximated by dividing the allowable load by the number of fasteners. This concept applies to all member sizes. There should be a minimum of 4 nails installed in the strap. Lateral Toads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6- 16d or 7 -10dx1 W fasteners are used with the META anchor. 6. The HHETA allowable F1 load can be increased to 435 pounds if the strap is wrapped over the truss and a minimum of 12 nails are installed. Typical META Installed wild TSS Figure 4 META/HETA/HHETA Typical Installation Pap_ _ . _.. Figure 5 LTA1 Typical Installation Simpson Strong -Tie TABLE 3 ALLUVVAtiLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS i 1W4; I5".,� ^ r iky4 �� ,}r k 'fin`s IY ' �'1 �� � tl 4w _ .,.x� � � '" � i fA �� I o P f • d � � f ��9 [ ��ItieO�LA ( •' d � �� d ��7�di P� a �� "c �,�'$-�d' �t�F :Gr"c I�i�r `i =''Sa a � hI .� k++r yy'f)d f 'j' Ede a+? P a DETAL20 1 CMU 18 -10dx 1 % 2480 - - 20006 1370 Concrete 18 -10dx 1% 2480 - - 2000 1505 META 2 CMU Concrete 10- 10dx1'/ 1985 14-16d 1900 1210 1160 10- 10dx11/2 1985 14-16d 2565 1210 1160 HETA 2 CMU Concrete 10- 10dx11A 2035 12 -16d 2500 1225 1520 10 -10dx1 % 2035 12 -16d 2700 1225 1520 HHETA 2 CMU Concrete 10- 10dx1% 2035 12 -16d 2500 1225 1520 10- 10dx11/2 2035 14-16d 3350 1225 1520 Notes: 1. Loads include a 60% Toad duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govem. 2. Minimum fc is 2,500 psi. 3. Install with spoons facing outward and spaced no more than 1/8" wider than the truss width. 4. Install half of the required number of fasteners in each strap, except for the DETAL20. For DETAL20, install six nails in each strap and six nails in the truss seat. 5. Lateral loads for META, HETA, and HHETA anchors apply only to 2- or 3 -ply applications with anchors spaced a minimum of 3° apart. For single ply applications use lateral Toads in Table 2. DETAL lateral Toad apply to single -ply application. 6. DETAL20 Lateral Loading in the F1 direction anchored in CMU greater than 1,790 Ib. may result in deflection up to 8/32 in the F1 direction. Page 9 of 13 Typical Installation with two METAs Figure 6 DETAL and Double META/HETA/HHETA Application Simpson Strong -Tie TABLE 4 MASONRY STRAPS ALLOWABLE LOADS FASTENERS AND DIMENSIONS env �+mc f► tf 1 %a 24 5- %x21/4 5-1/4x1% 8-10d MSTAM36 16 1% 36 8- 1/4x2% 8 - %xl% 10 -10d MSTCM40 16 3 40% 14 -1 %x21/, 14_/x1% 22 -16d Sinker MSTCM60 16 3 59% 14 - %x2% 14 - %x1% 26 -16d Sinker Notes: 1. Loads include a 60% Toad duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govem. 2. Minimum edge distance is 11/2" for Titen Masonry Screws. 3. Minimum fm = 1500 psi and minimum fc = 2500 psi. 4. Products shall be installed such that the Titen screws are not exposed to moisture. 1870 11 -10d 4220 26 -16d Sinker 4220 26 -16d Sinker 1500 1870 4220 4220 Page 10 of 13 Typical MSTAM36 Installation Figure 7 MSTAM/MSTCM Typical Dimensions and Installation Typical MSTCM60 Installation Simpson Strong -Tie ABLE 5 FGTR SERIES ALLOWABLE LOADS AND FASTENERS FGTR FGTRHUR FGTRE 1 2 -Titen HD ' /x5" 18 -SDS1 /4x3 2 4 -Titen HD %x5" 1 2 -Then HD %x5" FGTRE +FGTR Notes 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govem. 2. Products shall be attached to grouted and reinforced CMU walls or reinforced concrete walls that are designed to transfer the uplift loads to the foundation. 3. Minimum edge distance for the Titen HD is 4" 4. THD's should be spaced in every other hole on the part 5. Attached members must be designed to resist the applied loads 6. Products used for comer applications shall be limited to 4685 Ibs allowable 7. Loads are govemed by the grouted wall capacity based on testing of the products attached to the comer of a block wall at an average ultimate load of 14,800 Ibs. The connector has been tested attached to a steel column to an allowable load of 11,400 Ibs which can be used for design provided the wall is designed by the engineer of record to transfer the uplift forces. 1 1 Each 2 -Titen HD %x5" 4 -Titen HD %x5" 36 -SDS1 /4x3 18 -SDS1 /4x3 18 -SDS1 /4x3 36 -SDS1 /4x3 50008 9400 3850 46858 50008 FOTRHL TOPVIEW Page 11 of 13 Two FGTRs FGTR TRUSS SHOULD RE SET RACK IV FGTRE Figure 8 FGTR/FGTRE/FGTRHIJFGRHR Typical Installation Simpson Strong -Tie E 6 — LGUM AND HGUM ALLOWABL TABLE ALLOWABLE LOADS, FASTENERS AND DIMENSIONS '�i _. � b �.u��j(y.,�kI`* t v 1" �. ""d i t Q 1 4 P bx'r. j }} *rt.' 'y.. tl. 6"Yii.'...`WY ii 1 4. s �t i G.7Y 1t1 ix C, ;1•u' G ,l ,y .k1 `S 'iq.���^'Y'�fb ,,.nl',�',5 3 k `. 3 .y'e'vlhT'?.s. 5A 3 L pi 1� '� B my�s� R' �_ y5 }. 7�'!'QA ��5 �1W. c w.r I,i,,�y� 6�i'+-0 hi t4L ,.. ,` dWY10; �'' —: ' 1'A= k i .fit sF $1 li- rY7777 4 I yp Tdt �, , (Wq JtN "+'J�' ply �n k`..i 37 IWi '7�F6 �Y� - 3wa �ik'r(, !t,! �r'.'�e,,. I�L�ro fi3 y tl`.5]p,6� x�r`�i Cb �: 4 1 41i 4 C/ a -"', t t. • '1'"� fi.>Fi'>L x .. 9t ''i Yt ti "P 1 t ry,� 4 - p Y L� *" . 1� tY ..'�4'"r li I � ryii tl to `y .n 4�1+ —�' y9� P ' �u ' ,. AHtr' t" �4- 4'�. � '•2A�'i.d '"� F • / �. ._fit T r �1 to A q"e�k M1IJ'�PL �1? i W " 51q+ !'k�J 0a Q �� b�)+., 1I !Illy Y��t6 � SAP c.Sw ;' N '� -ii -rt a t l' 1�': ,..Y 1: A B �.. ®, ,.� N 4v y t^t4� 'TS ' • � Q ■ d t • vr BYO e �'47 .,• .y� }5: i t �' DOUBLE 2x SIZES '/16 I"(Na1�� LGUM 26-2 12 3 5 4 4 - %" x 4° 4 -1/4"x2%° 1430 5595 LGUM 28-2 12 3'/18 1/16 7 4 6 - %° x 4° 6 - '/.°x2 %° 2435 8250 LGUM 210 -2 12 3 9 4 8 - %° x 4° 8 - %. °x2%° 3575 9575 TRIPLE 2x SIZES LGUM 26-3 12 5'/s 5'/s 4 4 - %° x 4° 4 - ' /s °x2W 1430 5610 LGUM 28-3 12 5 % 7'/s 4 6 - %° x 4° 6 - '/. °x2 %° 2435 8290 LGUM 210-3 12 5 '/B 9 Y 4 8 - %° x 4" 8 - %°x2%° 3575 9715 QUADRUPLE 2x SIZES "/18 LGUM 26-4 12 6 5'/18 4 4 - %° x 4" 4 - '/. °x2 %° 1430 5625 LGUM 28-4 12 6 11/18 7'/18 4 6 - %" x 4° 6 - %.°x2' /a° 2435 8335 LGUM 210-4 12 6 "116 9'/16 4 8 - %° x 4° 8 - %.°x2'/° 3575 9860 4x SIZES LGUM 46 12 3 % 4 %s 4 4 - Vs" x 4° 4 -' /a x2' /2" 1430 5600 LGUM 48 12 3 % 6 %s 4 6 -' /.° x 4" 6 - %"x2%" 2435 8260 LGUM 410 12 3 % 8 % 4 8 - %° x 4° 8 - '/.°x2' /a° 3575 9620 ENGINEERED WOOD AND STRUCTURAL COMPOSITE LUMBER SIZES (HEAVY DUTY) HGUM5.25 7 5 % 5 '/. 8 - %° x 5° 24 - 1/i x2%° 10085 HGUM5.50 14965 16015 7 5 / 11 51/4 8 - %" x 5° 24 - % °x2W 10125 16015 HGUM7.00 14940 7 7 to 5'/. 8 -8/8° x 5° 24 - Wx2 %° 10375 16015 16015 16015 HGUM7.25 7 7 Y. 30 5'/. 8 - %° x 5° 24 - %"x2 %° 10415 14770 HGUM9.00 Nn +ec • 7 9 5'/. 8 - %° x 5° 24 - '/.°x2%° 10705 14740 14545 1. Uplift loads include a 60% Toad duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Budding Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govem. 2. Minimum fm = 1500 psi and fc = 2500 psi. LOII Page 12 of 13 NUM Typical LBW !infanta* Figure 9 LGUM/HGUM Typical Installation Natal HBUM Installation Simpson Strong -Tie 12. IDENTIFICATION Each connector covered by this report shall be stamped with the manufacturer's name and/or trademark and the product name. Page 13 of 13 Simpson Strong -Tie