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REV-17-2183 Ivlld l f ll JI Iul CJ V IIId8C - - C 1 1 Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 IBY:iE INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 201`4 BUILDING Master Permit No.� ((=,` 692— PERMIT APPLICATION sub Permit No.Q.. t:)—2� '� 11LDING F-1 ELECTRIC Ej ROOFING Ej REVISION ❑ EXTENSION EJRENEWAL ❑PLUMBING ❑ MECHANICAL PUBLIC WORKS [:] CHANGE OF ❑ CANCELLATION ❑,SHOP ,1 n CONTRACTOR DRAWINGS - / JOB ADDRESS: JL)e- 11 p S 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): S� {/b1N1 G`L Phone#: Address: o' 3 ///1 R_ Q 9 , City: H14H) State: Zip: Tenant/Lessee Name: Phone#: Email: / CONTRACTOR: Company Name: n r Zy o 010-4+ Cif— (0n Phone#: ` 6-0 3Z"l 1-5,F-4- Address: f c' B9-c-c .�6-r9,0r City: /11/4 State: t' Zip: 3266 Qualifier Name: rae- Phone#: State Certification or Registration#:(r;C /tel a/!l/ 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 J ❑ Repair/Replace ❑ Demolition Description of Work: 'j'-`c+ )9F0proeAh /,"B j`i'�J/eG` k�' • /JJSe--- J� .� F` //'-/73, z 0�- F- //9 3 . 1/ Specify color of color thru tile: Submittal Fee$ Permit Fee$ W CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$y v. w Bond$ TOTAL FEE NOW DUES ��`1 Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for 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 u�/--, OWER or AGENT CONTRACTOR The foregoing instrument as acknowledged before me this The foregoing instrument was acknowledged before me this day of 6K 20 by lc9 day of GUS,C� � 20 �� by who is personally known to Z.Q IJ0�ISQ� F—Vt �i ho is personally known to me or who has produced �� A��1/cr ��w as me or who has prod uced` 2.L —� J S as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PU Sign: 16A //Z �zSign: Print: 14og f t- <::�4 � Print: Seal: Seal: t� tv�rtir'Y' v`r aow Pu Notary Public State of Florida Sindia Alvarez f y, ,pa M Commission FF 15f5750 4' 2013 Fr �t d� Ex fres 09/03/2018 i, (� RA..M APPROVED BY Plans Examiner Zoning W Structural Review Clerk 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 11473.12 C 0 FGTR 11473.2 LGUM210-3-SDS 11473.13 FGTRE 11473.2 LGUM210-4-SDS 11473.14 FGTRHL 11473.2 LGUM26-2-SDS 11473.12 ••, ' FGTRHR 11473.2 LGUM26-3-SDS 11473.13. ...... HETA12 11473.3 LGUM26-4-SDS 11473.14*--' ••••• • HETA16 11473.3 LGUM28-2-SDS 11473.12 ' '• ••"•• HETA20 11473.3 LGUM28-3-SDS 11473.13 0 0 0*0 000 0 ' ...... { HETA24 11473.4 LGUM28-4-SDS 11473.14...... •••• • HETA40 11473.4 LGUM410-SDS 11473.15...... .. ..:..' HETAL12 11473.5 LGUM46-SDS 11473.15.. • .. .... ...... HETAL16 11473.5 LGUM48-SDS 11473.15; •• HETAL20 11473.5 LTA1 11473.16 ...... HGAM10 11473.6 META12 11473.17 000 0•0 :0.90: " 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 1 HHETAI 2 11473.9 META24 11473.18 HHETAI 6 11473.9 META40 11473.18 HHETA20 11473.9 MSTAM24 11473.19` 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. �_ FW- /� C/) O < AUG 20V m Q Z Z BY.: LU Q. SIMPSON STRONG-TIE COMPANY, INC oUj Q O co _ • Jax Apex Technology, Inc. FBPE CA NO.7647 4746 Sutton Park Court,Suite 402 ` Jacksonville, FL 32224/904/821-6200 t 1 � 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 Technol • •i*sCthe •••• •••• • authorized evaluating engineer of this report. Apex Technology is the prime prgfV;$Wal, as••••• ••••;• defined in Florida Rule 61G-30.002, authorized to sell the engineering service%peftcmed by • Jeffrey P. Arneson, and is in no way acting, nor attempting to act, as an approved evaluation entity. ;••••; Neither Jeffrey P. Arneson, nor any other employee of Apex Technology;has performed : •..• ..... calculations or testing for the products listed in this report. This evaluation is besed•901ely apoaithe ..:..' review, under the direct supervision of Jeffrey P. Arneson, of testing and/or calearations submitted •••... by the manufacturer. •••••• • . . . . ...... The capacities listed in this report are based on the limiting capacities as detertnincti.from the substantiating data. We reviewed the substantiating data to a degree that allowbtl ug to de tditpi* • whether or not the work performed is consistent with the intended use of the product, and that t1Td 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. Arneson, the Florida engineer who prepared this report, and Apex Technology have no financial interest in the manufacturing, sales, or iiistribution of the products included in this report. Jeffrey P. Arneson and Apex Technology comply with all criteria as stated in Florida Administrative Code Chapter 913-72.110. 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, HETAL12, HETAL16, HETAL20, HHETA12, HHETA16, 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, i 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. ;HgMTSM1band MTSM20 are used to anchor wood trusses, rafters, or beams to maspm or coggre#v, ;••••; walls. The MTSM fastens to the wood member with 10d common rtaiKJhd fattdU to .• the wall with either%x2%"Titen Masonry Screws for a masonry walk- r:,4xl% Titan ..:..' Masonry Screws for a concrete wall. These connectors are manufactured from 4--o •••••• gauge steel meeting ASTM A653 SS Grade 33. The galvanized copthg;omplies with • the G90 requirements of ASTM A653. Twist strap fastener schedules, dirnens"apd •••• • allowable loads are shown in Table 1. See Figure 1 for additional d4taits'of twist straps :....: for masonry. '�'• ' 4.2 HTSM16 and HTSM20 Twist Straps for Wood to Masonry. The HTSM1,6 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 either%x2%"Titen Masonry Screws for a masonry wall, or%x1%"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, ori'beams to masonry or concrete walls. The HM9 fastens to the wood member with Simpson %X 1'/2" SDS screws (provided with the part), and fastens to the wall with either%x2%" Titen Masonry Screws for a masonry wall, or%x1%"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 HGAM 10 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HGAM10 fastens to the wood member with Simpson %X 1'h"SDS screws (provided with the part), and fastens to the wall with %x2Y4"Titen Masonry Screws. Allowable loads 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 10dx 1% 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 1'/8"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, r406%*or •••• • beams to masonry or concrete walls. The LTA1 fastens to the wood oArAber with .' 10d x 1'/" common nails and has legs which are embedded into the Talk system••'• ••••:• Allowable loads are shown in Table 2. The LTA1 is manufactured frotttl8 gauge steel ;••••; meeting ASTM A653 SS Grade 33. The galvanized coating complisSWRI;the(59.0 11, • requirements of ASTM A653. Truss anchor fastener schedule, dimeh&rdns and' " allowable loads are shown in Table 2. See Figure 5 for additional dgl'ail's of the LVI, . .. .... ...... 4.7 DETAL20 Double Embedded Truss Anchor. The DETAL is a(high tapagjty • connector used to anchor single-ply wood trusses or rafters to masonry or cond*1V 0 . walls. The DETAL fastens to the wood members with 10dx1'h" nairs•They are.. . embedded in the masonry or concrete wall to a depth of 4'/s inches. The strap portion of the anchor is 1%8"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%" and larger members. They are installed with 10d common nails to the wood and either '/4x2%"Titen Masonry.Screws to masonry, or%x11/"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%x21/4" Titen Masonry Screws to masonry, or%xl%"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-l"ie • 1 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 Y2 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 F„=52ksi. They have a gray powder coat finish. Girder tie down fastener schedule, dimensions and allowable loads 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 Tite"WD anchors to attach to the masonry or concrete wall, and Strong-Drive:Scjews (Jioly see •••••• provided)to attach the beam to the hanger. To install the Titen HD dmhOrs, drUth9tgs •; of the same diameter as the anchor into the masonry or concrete. Abtdl Should 11e%" •••••• deeper than the specified Titen HD length. The SDS screws are insilthYbest wittf a :....: low-speed Y2"drill and a'/" hex head driver. Predrilling holes for SDficNews islnof• ' required. The LGUM is manufactured from galvanized steel comply'YaWth ASPM ' 653 SS Grade 40 with minimum yield and tensile strengths of 40 ar1d55.Rsi (27%OPO 379 MPa), respectively. The HGUM is manufactured from gaivaniz"steel complying with ASTM A 653 SS Grade 33 with minimum yield and tensile strehgA of 33 end 45 ...... ksi (228 and 310 MPa), respectively. The galvanized coating complies rAth theU=56 requirements of ASTM A 653. The steel thicknesses are 0.099" (2.5?fn"for the• ; • LGUM, and 0.173" (4.39 mm)for the HGUM. Girder hanger fastener schedule, 00 dimensions and allowable loads 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 Tables1 through 6. Unless otherwise noted, lumber shall be Southern 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 Nails and Bolts. Unless noted otherwise, nails shall be common nails. Nails shall comp)y with ASTM F 1667 and shall have the minimum bending yield strength Fyb: Common Nail Nail Shank Diameter Fyb (psi) Pennyweight inch 10d 0.148 90,000 16d sinker 0.148 90,000 16d 0.162 90,000 Fasteners for galvanized connectors in pressure-preservative treated wood shall be hot-dipped zinc coated galvanized steel with coating weights in accordance with ASTM A153. Fastener's for stainless steel connectors shall be stainless steel. 1' Page 4 of 13 Simpson Strong-Tie 1 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 f c - 2500 psi , Masonry, f m 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 i 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 si neq• • and sealed calculations performed by Jeremy Gilstrap, P.E., and SC1QvJel:-ienser4 • P.E., performed in accordance with the 2007 Florida and Residential.guilding Cadds.' ....:. Product Test Number Datejesft •• • MTSM B845, H756 2/27/90, 12/6/00 .... • •• ••••• HTSM 02-3667 1/30/02 """ 0 00 "••• HM9 Uplift 02-3793 5/15/02 5' 000000 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, 6/4/02, 6/8/02, 7/24/02, 2/8/04 02-3861, 04-4675 META F1 02-3674, 02-3802 6/4/02, 6/8/02 META F2 02-3674, 02-3802, 6/4/02, 6/8/02, 7/24/02 02-3861 HETA Uplift 02-3803, 02-3862, 6/10/02, 7/26/02, 2/8/04 04-4676 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, 6/4/02, 7/29/02, 2/7/04 04-4674 HHETA F 1 02-3676 6/4/02 HHETA F2 02-3676, 02-3863 6/4/02, 7/29/02 HETAL Uplift 02-3803, 02-3862, 6/10/02, 7/26/02, 2/8/04 04-4676 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, 7/13/06, 7/13/06, 7/13/06, 7/14/06, M222, M224 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 0000 8. FINDINGS •••••• •• •••••• • 0000.. 0000.. Upon review of the data submitted by Simpson Strong-Tie, it is my Qpirriep thathg •• • models as described in this report conform with or are a suitable altetrl9five to the •• ••;••• standards and sections in the 2007 Florida Building Code, Building,04481he FI C14•. 0.0.0 Building Code, Residential code editions listed in section 10 of this Fegort,subjecf fo ••••:0 the limitations below. Maximum allowable loads shall not exceed ttp atiopvable•loags 000.0 ;• listed in this report: .00000 . 0000.. 00 0 000 0 9. LIMITATIONS: 1 1. Maximum allowable loads shall not exceed the allowable loads listed in this report. Allowable loads listed in this report are based on allowable stress design. The loads 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 4 10. CODE REFERENCES Florida Building Code, Building 2007 Edition Section 104.11 Alternate 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, Residential 2007 Edition R101.2.1 Scope R4407 HVHZ Masonry R4408 HVHZ Steel R4409 HVHZ Wood 11.ALLOWABLE LOADS: The tables that follow reference the allowable loads for the aforementioned products. TABLE 1 ALLOWABLE LOADS AND FASTENERS FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS Fasteners Allowable Uplift Loads MU 160 Model Ga Length Southern Concrete Truss/Rafter (CMU (TitePine/Douglas Fir- Spruce-Pine-Fir Larch MTSM16 16 16 7-10d 4-Y4X2%4 4-'/4x1'/4 875 755 I MTSM20 16 20 7-10d 4-Y4x2%4 4-Y4x 1% 875 755 HTSM16 14 16 8-10d 4-%4x2% 4-%x 1'/ 1175 1010 HTSM20 14 20 10-10d 4-%4x2%4 4-%4x1'/4 1175 1010 HM9 18 - 4-SDS%XlY2 5-Y4x2%4 5-%x1'/4 805 6 • HGAM10 14 - I 4-SDS%4X1'/2 4-%4x2% 4-%x2%4 850 8 •• Notes: • • • • 1. 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 govern. • • • • • 2. HM9 allowable F1 load shall be 635 lbs(DFUSYP)&545 lbs(SFP),and allowable F2 load shah be t00 lbs(BFUSYP)& ••••• 170lbs(SPF). .••••• • •• •.i••• 3. HGAM10 allowable F1 load shall be 1005 lbs(DFUSYP)&870 lbs(SFP),and allowable F2 104v%jivRbe 11 SOS•' •••••4 (DFUSYP)&950 lbs(SPF). • 4. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2%"must be wised when framing •• anchors are installed on each side of the joist or truss. • ' ;...;. """ • HGAM10 HM9 res,o M F ''.�'7;.•.�:-•._ 3• ..a a, F Moisture barrier not shown Figure 1 Figure 2 Figure 3 Typical MTSMM/HTSM Application Typical HM9 Installation Typical HGAM10 Installation Page 7 of 13 Simpson Strong-Tie TABLE 2 ALLOWABLE LOADS AND FASTENERS Uplift Lateral Loads Model No. Ga H 1 Ply So.Pine Truss 2 or 3 Ply F, FZ So.Pine Truss I vamto werpen.to Fasteners Load Fasteners Load wap xral) META12 8 7-10dx1'/ 1450 6-16d 1450 340 725 META14 10 7-1Odx1'/m 1450 6-16d 1450 340 725 META16 12 7-10dx1'/s 1450 6-16d 1450 340 725 META18 14 7-10dx1'/z 1450 6-16d 1450 340 725 18 6-10dx1'/z 1270 5-16d 1245 340 725 META20 16 7-10dx1'/s 1450 6-16d 1450 340 725 META22 18 7-10dxl% 1450 6-16d 1450 340 725 META24 20 7-10dx1'/Z 1450 6-16d 1450 340 725 META40 36 7-10dx1'/s 1450 6-16d 1450 340 725 HETA12 8 7-10dx1'/s 1520 7-16d 1780 340 725 HETA16 12 9-10dxl% 1810 8-16d 1810 340 725 8-10dx1'/s 1735 7-16d 1780 340 725 HETA20 16 16 9-10dx1'/2 1810 8-16d 1810 340 725 HETA24 20 9-10dx1'/s 1810 8-16d 1810 340 725 HETA40 36 9-10dxl% 1810 8-16d 1810 340 725 •••• • •-.A- :00• •••••• HHETA12 8 7-10dx1'/s 1565 7-16d 1820 340P..' $15 • • +• HHETA16 12 10-10dxl% 2235 9-16d 2235 34011• •0815 •• • •••••• i HHETA20 14 16 9-10dxl'/z 2010 8-16d 2080 340+* ••815 • ;• ; .• • • • 10-10dxl 2235 9-16d 2235 3401'" 815 • • • a HHETA24 20 10-10dx1'/s 2235 9-16d 2235 34Q:.a++§15 + •• •+;••• HHETA40 36 10-10dxl% 2235 9-16d 2235 340• ••815 ••:•+• ••••.. HETAL12 7 10-10dx1'/2 1085 10-16d 1270 41 :•1100 + '+ HETAL16 16 11 14-10dxl% 1810 13-16d 1810 41% 1100 •••••• HETAL20 15 14-10dx1'/2 1810 13-16d 1810 411••• 11100 +++ + ;•"�; LTA1 18 3'/e 12-10dx1'/z 1420 12-10dx1'/ 1420 485 1425 •• 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 govern. 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 fc is 2,000psi 5. It is acceptable to use a reduced number of fasteners in a product provided that there is a reduction in load capacity. The load 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 loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6- 16d or 7-10dx1'/2"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. Moisture barrier ra shovm � P Typical META ,.,. Installed with TSS Figure 4 Figure 5 PaoMETA/HETA/HHETA Tvpical Installation LTA1 Typical Installation - - --- -- Simpson Strong-Tie i TABLE 3 ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS Uplift Loads Lateral Loads5 Model No. Qty. Application 1 Ply Southern 2 or 3 Ply Southern F, F2 Pine Truss Pine Truss (parallel (perpen. Fasteners Load Fasteners Load to wall) to wall) DETAL20 1 CMU 18-10dx1'/2 2480 - - 20006 1370 Concrete 18-10dx1'/z 2480 - - 2000 1505 META 2 CMU 10-10dx1% 1985 14-16d 1900 1210 1160 Concrete 10-10dx1'/z 1985 14-16d 2565 1210 1160 HETA 2 CMU 10-10dx1'/z 2035 11 2-16d 2500 1225 1520 Concrete 10-10dx1'/z 2035 12-16d 2700 1225 1520 HHETA 2 CMU 10-10dx1'/z 2035 12-16d 2500 1225 1520 Concrete 10-10dx1'/ 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 govern. 2. Minimum P,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 DETALP-O.Xqr DETAt'_20' •'••;• 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 appliL"04ft0with andlforS •••••• spaced a minimum of 3"apart. For single ply applications use lateral loads in Tabl27•DETAL lateral ��• load apply to single-ply application. 4,00000 • • • • 6. DETAL20 Lateral Loading in the F, direction anchored in CMU greater than 1,790 Ib"dy resultain •• •••• deflection up to 5/s2"in the F, direction. •••••• *00, ••••• .. .. 0006 0.00.0 6.66.. 7 0 • 0 . 6 . . . 6 :66... 606000 :TypiEW Instanation • 0.0 0 0 0 6 6 with two IMTss 0 • 00 a Rebar Figure 6 DETAIL and Double META/HETA/HHETA Application Page 9 of 13 Simpson Strong-Tie t TABLE 4 MASONRY STRAPS ALLOWABLE LOADS FASTENERS AND DIMENSIONS Dimensions Simpson Strong-Tie DF/SP SPF Model No. Ga. inches Titen Screws 160 160 W L CMU Concrete Nails Load Nails Load MSTAM24 18 1% 24 5-%x2% 5-%x1% 8-10d 1500 9-10d 1500 MSTAM36 16 1% 36 8-%x2% 8-%x13/. 10-10d 1870 11-10d 1870 MSTCM40 16 3 40% 14-%x2% 14-%xI% 22-16d Sinker 4220 26-16d Sinker 4220 MSTCM60 16 1 3 59% 14-%x2% 14-%xI% 26-16d Sinker 4220 26-16d Sinker 4220 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 govern. 2. Minimum edge distance is 1'/2"for Titen Masonry Screws. 3. Minimum fm= 1500 psi and minimum f =2500 psi. 4. Products shall be installed such that the Titen screws are not exposed to moisture. • • • • T 1,1h. ... .. ..... . . .... ...... 00 ... 401/: 'ego 0 �� • • •••••• 0 •••••• t e •• 0 0 0 7 Typ. op o 14' —3- Typical MSTAM36 MSTAM36 MSTCM O Installation. Typical MSTCM60 Installation Figure 7 MSTAM/MSTCM Typical Dimensions and Installation Page 10 of 13 Simpson Strong-'Tie TABLE 6 FGTR SERIES ALLOWABLE LOADS AND FASTENERS Fasteners Allowable Model No. Qty. To Block and T Uplift Load Concrete Wall To Truss (160) { FGTR 1 2-Titen HD Y2X5" 18-SDS1/4x3 50006 2 4-Titen HD Y2x5" 36-SDS1/4x3 9400 FGTRHUR 1 2-Titen HD%2X5" 18-SDS1/4x3 3850 FGTRE 1 2-Titen HD%2X5" 18-SDS1/4x3 46856 FGTRE+FGTR 1 Each 4-Titen HD%2X5" 36-SDS1/4x3 50006 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 govern. 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. *000 3. Minimum edge distance for the Titen HD is 4° 000900 •••�•• 4. THD's should be spaced in every other hole on the part • 5. Attached members must be designed to resist the applied loads •• ••0 0 • 6. Products used for corner applications shall be limited to 4685 lbs allowable• •• •• •••• 7. Loads are governed 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 lbs. The conr>eUor'ms been tested ' attached to a steel column to an allowable load of 11,400 lbs which can be u'se8 for design Dl'ovided the wall is designed by the engineer of record to transfer the uplift forces. 0000 .. .. .... ...... ;fit do "f — 4'mik 'i 4' Two FGTRs FGTRHL FGTR FGTR TRUSS 4 SHOULD M BE SET BACK%: _,� ` •. FGTRE 'R 1 FGTRHLTOPVIEW Figure 8 FGTR/FGTRE/FGTRHL/FGRHR Typical Installation Page 11 of 13 Simpson Strong-Tie i TABLE 6—LGUM AND HGUM ALLOWABLE LOADS, FASTENERS AND DIMENSIONS Dimensions(in.) Fasteners Allowable Loads(lbs.) Model No. Ga CMU/Concrete Joist Uplift Download(DF/SP/LVL/PSL/LSL) W H B Titen HD SDS ScrewsCMU Concrete (/160) (100/115/125) DOUBLE 2x SIZES LGUM 26-2 12 3 /16 5 4 4-%"x 4" 4-'/4"x2'/z" 1430 5595 LGUM 28-2 12 3'/16 7 4 6-%"x 4" 6-'/4"x2'/2" 2435 8250 LGUM 210-2 12 3'/ie 9 4 8-%"x 4" 8-'/4"x2'/2" 3575 9575 TRIPLE 2x SIZES LGUM 26-3 12 5% 5% 4 4-3/6"x 4" 4-%N2'/" 1430 5610 LGUM 28-3 12 5% 7% 4 6-%" x 4" 6-'/"x2'/2" 2435 8290 LGUM 210-3 12 5% 9 Y. 4 8-%" x4" 8-'/4"x2'/2" 3575 9715 QUADRUPLE 2x SIZES LGUM 26-4 12 6 /16 5 /18 4 4-%" x 4" 4-'/4"x2'/" 1430 5625 LGUM 28-4 12 6 /16 70/16 4 6-'/" x 4" 6-%N21/2" 2435 8335 LGUM 210-4 12 6 /16 9'/16 4 8-%"x 4" 1 8-'/4"x2'/2" 3575 6 698t3t1 4x SIZES 0000000000 LGUM 46 12 35/ 4% 4 4-9/s" x4" 4-% x %" 1430 lea LGUM 48 12 3% 6% 4 6-%"x4" 6—%"x2%2" 2435 . '9290 LGUM 410 12 35/ 8% 4 8-3/a" x4" 8-'/4"x2'/2" 3575 9620 4,9664. ENGINEERED WOOD AND STRUCTURAL COMPOSITE LUMBER SIZE6 AVY • HGUM5.25 7 5% 5%4 8-%"x5" 24-'/4"x2'/" 10085 4965 16015 • HGUM5.50 7 5'/2 11 5'/4 8-%"x 5" 24-'/4"x2'/2" 1012514940 • • 16015 HGUM7.00 7 7 to 5% 8-5/6"x 5" '24-'/4"x2'/2" 10375 4770 1601 • HGUM7.25 7 7'/4 30 5'/4 8-5/a"x 5" 24-%4"x2'/2" 10415 o 14740 16015 • HGUM9.00 7 9 5% 8-5/a" x 5" 24-'/4"x2'/" 10705 14545 ••• •• 16015 Notes: 6 • 4, •0.90• 1. Uplift loads include a 60%load duration increase on the fastener capacity in wood for wind loading wft" 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 govern. 2. Minimum fm= 1500 psi and fc=2500 psi. 1 4.Opt �4Y,J 4.6Mh O Ll� p b 11 qlow • •' 1 "W llwml . LGUM HGUM Typical LGUM Installation Typical HGUM Inslaltation t i Figure 9 LGUM/HGUM Typical Installation r a 1 Page 12 of 13 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. i • • ••1• 0000•• 0000•• •• • 116••• • 006.00 0 • • •11116 0000 • •• 00.66 _ 060••• • •• 0000• 1 • • • • •• •• 600• 0.611• • •6010• • • •0.61• • • • • • • i ``t 0 fr yM..r •. y �- � � Fir, 1 S Y 'Jaxbny, Inc. •. Je y�';' b , P.E. •k� `"' 'ariu -5, 9 r Page 13 of 13 Simpson Strong-Tie