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RC-14-623Miami 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 BUILDING PERMIT APPLICATION Permit Type: JOB ADDRESS: BUILDING FBC 20 Permit No. Master Permit No.&i' y iB-�� ROOFING City: Miami Shores County Miami Dade zip. 3, 3 b Folio/Parcel#: 1 ! • .3ZD -16- Qlq . (bq 0 Is the Building Historically Designated: Yes NO _ 41O Flood Zones Ik OWNER: Name (Fee Simple 'f Titleholder): GT - 1 �zAv � )WA -t -j N,�1-- Phone#: ��" � SZl� ' �jJ 7 Address:_ _ �"�0 �c C} � City: _ %► &tj Tenant/Lessee Name: Email: r - State:_ Zip: l 3 CONTRACTOR: Company Name: i201 ,Nt Phone#: 3D S • �S (yj 2 Address:—TAy c) NW Crt City: 1 State:— Z / Zip: Qualifier Name: Phone#: State Certification or Registration #: +✓� �Z� 16 S-( Certificate of Competency #: Contact Phone#: Email Address: DESIGNER: Architect/Engineer: Phone#: Value of Work for this Permit: $ 2 t� t j Square/Linear Footage of Work: Type of Work: ❑Addition teration ONew ORe ir/Replaee, -L]Pmolition Description,of Work: LA!�3 t),'(� c�43 'A c9vtSk 00 VA c l7 .k. Color thru tile: Submittal Fee $ Permit Fee $0 CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Bond $ Notary $ Training/Education Fee $ Technology Fee $ Double Fee $ Structural Review $ TOTAL FEE NOW DUE $ 't °��a • rOc) l a t r�, -t .c'P.:.*i ��"k1.: � a �� t 4TH' AF � t SF. 76 � ,_ � F4 1 ;.�„'9 d` � rx Ya �•'�ti �. _y'Yi- � c i, � �, I. �'i�?h _F .- UdIII[We IMKOI&USUAI101[Z4N[• A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) RESIDENTIAL A5. Latitude/Longitude: Lat. N25°51'38" Long WW15'19" Horizontal Datum: ❑ NAD 1927 (0 NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. AT Building Diagram Number 1-A A8. For a building with a crawlspace or enclosure(s): A9. For a building with an attached garage: a) Square footage of crawlspace or enclosure(s) N/A sq ft a) Square footage of attached garage N/A sq ft b) Number of permanent flood openings in the crawlspace b) Number of permanent flood openings in the attached garage or enclosure(s) within 1.0 foot above adjacent grade N/A within 1.0 foot above adjacent grade c) Total net area of flood openings in A8.b N/A sq in c) Total net area of flood openings in A9.b N/A sq in d) Engineered flood openings? ❑ Yes ER No d) Engineered flood openings? ❑ Yes ® No SECTION B — FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name 63. State CITY OF MIMAI SHORES 120652 MIAMI-DADE FLORIDA B4. Map/Panel Number B5. Suffix B6. FIRM Index Date B7. FIRM Panel 88. Flood B9. Base Flood Elevation(s) (Zone feet ❑ meters N/A Effective/Revised Date Zone(s) 1 AO, use base flood depth) I 12086C-0306 L 09/11/2009 09/11/2009 X N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other/Source: B11. Indicate elevation datum used for BFE in Item 139: ® NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ® No Designation Date: N/A ❑ CBRS ❑ OPA SECTION C — BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* ® Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations — Zones Al—A30, AE, AH, A (with BFE), VE, V1 V30, V (with BFE), AR, ARIA, AR/AE, AR/A1—A30, AR/AH, AR/AO. Complete Items C2.a—h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: BMMD-3450 Vertical Datum: NGVD 1929 Indicate elevation datum used for the elevations in items a) through h) below. ® NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: Datum used for building elevations must be the same as that used for the BFE. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment and location in Comments) 0 Lowest adjacent (finished) grade next to building (LAG) g) Highest adjacent (finished) grade next to building (HAG) h) Lowest adjacent grade at lowest elevation of deck or, stairs, including structural support SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. $1 Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a ❑ Check here if attachments. licensed land surveyor? ® Yes ❑ No Certifier's Name MIGUEL J. GARAY License Number 6594 "'ePROFESSIONAL SURVEYOR AND MAPfiff ny Name Address 19630 FRANJO ROAD City CUTLER BAY State FL ZIP Code 33157 Signature Date 01/12/2015 Telephone 305-283-0632 tial A FEMA Form 086-0-33 (7/12) See reverse side for continuation. Replaces all previous editions. Check the measurement used. 13.25' ® feet ❑ meters N/A feet ❑ meters N/A ® feet ❑ meters N/A ® feet ❑ meters 13,25' feet ❑ meters 11.90' 14 feet ❑ meters 12,10' 9 feet ❑ meters _NLA ® feet ❑ meters SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. $1 Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a ❑ Check here if attachments. licensed land surveyor? ® Yes ❑ No Certifier's Name MIGUEL J. GARAY License Number 6594 "'ePROFESSIONAL SURVEYOR AND MAPfiff ny Name Address 19630 FRANJO ROAD City CUTLER BAY State FL ZIP Code 33157 Signature Date 01/12/2015 Telephone 305-283-0632 tial A FEMA Form 086-0-33 (7/12) See reverse side for continuation. Replaces all previous editions. ELEVATION CERTIFICATE, page 2 IMPORTANT: In these spaces, copy the corresponding information from Section A. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 730 NE 94th STREET City MIAMI SHORES State FL ZIP Code 33138 SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments LATITUDE / LONGITUDE = GPS ELEVATION OF MACHINERY IS THE BASE OF A/C Signature Date 01/12/2015 SECTION E — BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1—E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E1—E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawispace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawispace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F — PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owners authorized representative who completes Sections A, B, and E for Zone A (without a FEMA -issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments. SECTION G — COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8—G10. In Puerto Rico only, enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA -issued or community -issued BFE) or Zone AO. G3. ❑ The following information (items G4—G10) is provided for community floodplain management purposes. G4. Permit Number I G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters G10. Community's design flood elevation: ❑ feet ❑ meters Local Official's Name Title Community Name Telephone Signature Date Comments Datum Datum Datum 0 Check here 'if attachments. FEMA Form 086-0-33 (7/12) Replaces all previous editions. ELEVATION CERTIFICATE, page 3 Building Photographs See Instructions for Item A6. IMPORTANT: In these spaces, copy the corresponding information from Section A. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 730 NE 94th STREET City State ZIP Code MIAMI SHORES FL 3885 If using the Elevation Certificate to obtain NFIP flood insurance, affix at least 2 building photographs below according to the instructions for Item A6. Identify all photographs with date taken; "Front View" and "Rear View"; and, if required, 'Right Side View" and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. If submitting more photographs than will fit on this page, use the Continuation Page. FRONT VIEW FEMA Form 086-0-33 (7/12) Replaces all previous editions. ELEVATION CERTIFICATE, page 4 Building Photographs Continuation Page IMPORTANT: In these spaces, copy the corresponding information from Section A. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. City State ZIP Code If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken; "Front View" and 'Rear View"; and, if required, 'Right Side View" and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. FEMA Form 086-0-33 (7/12) Replaces all previous editions. CTION DATE INSP Ro Water Service 2 Rou .Fi Top Out Fire S rinklers eM E r_ECT RICA. Sewer Hook-up WIIIIIIII 1! 21 Roof Drains 12 Gas efa LP Tank e Well ,. Lawn S` miners Main Drain Pool Pi in Backflow Prevento interceptor Catch Basins Condensate Drains unw- tRSFinalPLUMBS MMENTS �, v-4 Com✓ VS F A� WE wal .. 11 jlj� EIRE CTION DATE INSP Ro Water Service 2 Rou .Fi Top Out Fire S rinklers Septic" Tank Sewer Hook-up Roof Drains Gas LP Tank Well ,. Lawn S` miners Main Drain Pool Pi in Backflow Prevento interceptor Catch Basins Condensate Drains tRSFinalPLUMBS MMENTS �, v-4 Com✓ VS F A� pure Test Hood E FC RMA Architecture, Ilc. 1-20-15 Miami Shores Village BUILDING DEPARTMENT 10050 NE 2nd Avenue Miami Shores 33138 Re: Permit #: Rc-3-14-623 Folio #: 11-3206-014-1690 I, Teresa Verez Estenson, have preformed and approved the required inspections at the renovation and addition. I hereby attest to the best of my knowledge, belief and professional judgment, the structural and envelope components of the 730 NE 94th street, Miami Shores, FL 33138 renovation, are in compliance with the approved plans and documents. I furthermore confirm to the best of my knowledge, belief and professional judgment that the approved permit plans represent the as -built conditions of the structural and envelope components of the above said structure. This document is being prepared in accordance with chapter 1 of the Florida Building Code and must be submitted to the Village of Miami Shores Building department in conjunction with the application for a Certificate of Completion for the above referenced structure. If there are any questions, concerns or additional information needed, please feel free to contact me. Sincerely, Teresa Verez Estenson RA Re+Forma Architecture Ilc. State of Florida #: AR94911 - AA26002257 Phone #:305.803.5993 Fax #: 305.910.0246 Email: reforma.miami@gmail.com RE+FORMA architecture+interiors+planning+consulting Reforma.miami @gmail.com OaC�1DLa[�� SCALE: 1" =20' LOCATION SKETCH NE 94th STREET NTSth �jSod-TOM K/W) _ p 20�0' s_. °NE. 9A miT.RE a v a ,• � • s ad h. W. F.. >.c1A F d RI Rrr. amil.. 23.55' PK/WY h7P Ivo 1 7 7 5.0 0 R & M 5.00' swK7 2. w i/2' .aa I $. (Nc py O 1D) (x (AlO 1D) I fa r z o � css w of I JAN . " X015 N LLL LLLLL4 I /� LLL. 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ORAVOM awdown DRUM .•� . fIvom (Ji,a � S1'toxrs, PL 33, 38 t� � f Notice of Preventative Treatments for Termites {As required by Florida Building Code (FRQ 1,04.2.6) ftqw- >r &eozd. lox. is Fl -le ACA��23 GEOTECHNICAL TESTING LABORATORIES ENVIRONMENTAL"_M �, ' DRILLING SERVICES HYDROGEOLOGY INSPECTION SERVICES ASBESTOS ROOFING Miami, September 15 2014 Mr. Orlando Iglesias ORONI, INC. 14040 North West 67th Court Miami, FL 33168 Re: Addition @ 730 North East 94th Street Miami Shores, FL Dear Mr. Iglesias: Pursuant to your request, Dynatech Engineering Corp. (DEC) performed a Compaction Test on September 15, 2014at the above referenced project. DEC was authorized to perform a compaction test only. The purpose of our test was to determine the degree of compaction of the tested layer of material only. In no way shall' a compaction test replace a demucking inspection, soil bearing capacity determination, or a pad certification. A soil boring; test must be performed by client if not yet done, prior to construction to verify subsoil conditions. Underlying soils below test levels must be verified to prevent future settlements. (DEC) was not authorized to perform supervision and certification of the building pad preparation. This is not a pad certification. Our findings are relative to the date and areas of our site work and should not be relied upon to represent conditions on other areas or dates. Any subsequent site, disturbances due to water erosion, rain, storm gutters discharging at footings, construction activities, excavations, overgrown, vegetation, traffic and other disturbances will void this test and the site must be re - compacted and re -tested prior to construction. Environmental analysis of the soil materials is not part of the scope of services. If environmental analysis of the soils is required, we can provide a proposal for performing ,an environmental analysis of the soil materials. No other analysis is implied or warranted. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients; and authorization for use, publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Enclosed find copies of the compaction test results. It has been a pleasure working with you and look forward to do so in the near future. Sincerely yours,30 �� ;tea•IJ NO-39584 ;��Qppq j]�9 QQ�"g • �r Wissam Naamani; P.E. 9� DYNATECH ENGINEEF NG CORP. o Florida Reg. No: 39584 70 Special Inspector No. 757 ` `�` Certificate of Authorization No.: CA 5491 + ' DYNATECH ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH, FLORIDA 33014 (305) 828-7499 MOISTURE -DENSITY RELATIONS OF SOILS PROCTOR COMPACTION TEST DATE: September 15, 2014 CLIENT: ORONI INC. PROJECT: Addition n, ADDRESS: 730 North East 94th Street Miami Shores FL CONTRACTOR: Oroni Inc. MATERIAL DESCRIPTION: Gray sand SAMPLED BY: RN TESTED BY: RN TEST RESULTS Sample Number 1 The following compaction test was conducted in accordance with the Standard Methods for Moisture Density Relations of soil using a 10 lb. Hammer and an 18" drop ASTM D-1557. % MOISTURE 5.9 6.8 7.8 12.2 DRY DENSITY 103.9 105.0 105.9 101.9 Optimum Moisture 8.8 Percent 100% Maximum Dry Density 106.4 lbs./cu.ft. % Passing 1/4" Sieve 89 Percent 108 106 104 102 100 SA r 98 Sampled By: RN Tested By: RN Checked By: WN u o 64 e f C` .� 0 As a mutual protection to clients, the public and ourselves, ajlols(t, are submitted as the confidential property of clients, and author rr . ,. ! D 6A for use, publication of statements, conclusions or extracts from or ra our reports is reserved pending our written approval. 90 / F EN 10 12 14 Respectively submitted, aamam, P.E. DYNATECH ENGINEERING CORP. Florida Reg. No. 39584 Certificate of Authorization No.: CA 5491 D R Y D E N S I T Y DYNATECH ENGINEERING CORP 750 WEST 84TH STREET HIALEAH, FLORIDA 33014 (305) 828-7499 FIELD DENSITY TEST OF COMPACTED SOILS DATE: CLIENT: September 15, 2014 ORONI INC. PROJECT: Addition (a, ADDRESS: 730 North East 94th Street, Miami Shores, FL DEPTH 12" CONTRACTOR: Oroni Inc. Test No. 1 Location: Center of south footer Test No. 2 Location: Center of west footer Test No. 3 Location: Center of north footer Test No. Location: Test No. Location: Description of Material: Gray sand TEST NO. 1 2 3 DEPTH 12" 12" 12" FIELD DENSITY 104,9 104.4 105.3 MOISTURE CONTENT % 7.8 7.1 7.4 MAX. DENSITY IN THE FIELD % 98.5 98.1 98.9 COMPACTION REQUIREMENTS % OF MAXIMUM DENSITY 98% 98% 98% 100% MAXIMUM DENSITY (LAB) 106,4 106.4 106.4 REMARKS: ALL ABOVE TEST RESULTS COMPLY WITH COMPACTION REQUIREMENTS Respectfully submitted, Sampled By: RN �\% V s Tested By: RN ®�� z, 40 Checked By: WN >- �n Wissa Naamani, P.E. 0 9ep DYNATECH ENGINEERING CORP. ° �� - Florida Reg. No. 39584 M# ° p , _ Certificate of Authorization No.: CA 5491 aaas��. TT /y , lk- 'A density test determines the degree of eq ctje f the tested laypt I 41lnal only. In no way shall a density test replace a soil bearing capacity determination. A soil boring test must be provided by clte ibrrucyti6 'w� subsoil conditions. As a mutual protection to the clients, the public and ourselves, all reports are submitted as the confidential prdpe�Iier9t-s" o?dation for publication of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. I'l IUILJL%o%' %P& JL IL IF6, V VxJLt4&txV %, XJL %.'"timx%�Jutta JL%PJL AW;x JuLAsma (As required by Florida Building Code (FBC) 1,04.2.6) /0 191V Time _-n C&y//Q'O-t> r»'" ///Y/ 'V, Chemical used (active ingredient) OsJ Area treated (square feet) f4' 0 Applicator Number of gallons applie 99 Linear feet treated tage of treatment (Horizontal, Vertical, Adjoining Slab, retreat of disturbed area) -73o me 9ysf QUA r a ,M i ,c -ti, G r�pt,aa l L41' -A BUILDING Miami Shores Village Building Department OCT 2g 2014 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 20 IJ Master Permit No. RC -3-14-623 PERMIT APPLICATION BUILDING ❑ ELECTRIC ❑ ROOFING ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS JOB ADDRESS: 730 NE 94 STREET Sub Permit No. 14 REVISION ❑ EXTENSION ❑RENEWAL ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS City: Miami Shores County: Miami Dade Zip: 33135 Folio/Parcel#:11-3206-014-1690 Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple T tleho�aertJENIFER DOVALINA Phone#: Address:730 NE 94 STREET City: MIAMI SHORES State: FL Zip: 33138 Tenant/Lessee Name: Email: CONTRACTOR: Company Name: ORONI, IINC. Phone#: Ac. o 7 j Z Address: 14040 NW 6 COURT City: NORTH MIAMI State: FL Zip: 33168 Qualifier Name: ORLANDO IGLESIAS Phone#e,3 (&-I--acco State Certification or Registration #: CBC1251654 Certificate of Competency #: I -0-�S- j 3 L -cl J DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: $5;kV\(F P< Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ ew .�C ❑ Repair/ eplace ❑ Demo ion Des iption of Work: 77 Specify color of color thru tile: Submittal Fee $ Permit Fee $�j ' C CCF $_ Scanning Fee $ _ ( Radon Fee $ DBPR $ Technology Fee $((\\ Training/Education Fee $ Structural Reviews $ W _ (Revised02/24/2014) CO/CC $ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ ( ' Cy3 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 construct4on 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. "WARNINGTO 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 an4Areinspection fee will be charged. Signatu ER or AGENT Tegoing instruinstruments acknowledged before me this 2!q day of 0 M JW 20 by V `��%��`who i ersonally kn o me or who has produced as identification and who did take an oath. \4\141' "I I! NOTARY PU �•``\ P i' `s/AGN/''.,� 03/ rz's6 0 - Sign: •• /+_ &A/ 1A Signature �� CONTRACTOR The foregoing instrument was acknowledged before me this �2 -- day of QC � �— 20 , by 4-r, who is ersonally known to me or who has produced as identification and who did i1s)[If-II.7111109 Sign: Print - .'FF1ss�n� Print• REBE CA M.PASTRMA Seal �''� aFFLOR�oP�`��` Seal: MYcoMMISSION#EEs7262a EXPIRES:F&nwY07,2017 I 171*o7l� APPROVED BY Plans Examiner Zoning !y 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 Permit No: R C ► C+rnw+��r�l i'ri+20v..s 06-e# Page 1 of 1 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 Rick Scott Mission: Governor To protect, promote & improve the health of all people in Florida through integrated John H. Armstrong, MD, FACS state, county & community efforts. HEALTH State Surgeon General &Secretary Vision: To be the Healthiest State in the Nation July 28, 2014 Jennier Garcia 730 NE 94 Street Miami, FL 33175 RE: Modification to a Single Family Residence - No Bedroom Addition Application Document Number: AP1151103 Centrax Permit Number: 13 -SC -1545423 730 NE 94 Street Miami, FL 33175 Lot:'12 Block: 65 Subdivision: Dear Applicant, This will acknowledge receipt of a floor plan and site plan on 06/20/2014 for the use of the existing onsite sewage treatment and disposal system located on the above referenced property. No Objection. New Family Room Addition. Reviewed by N. Gumbs on 7/28/2014. This office has reviewed and verified the floor plan and site plan you submitted, for the proposed remodeling addition or modification to your single-family home. Based on the information you provided, the Health Department concludes that the proposed remodeling addition or modification is not adding a bedroom and that it does not appear to cover any part of the existing system or encroach on the required setback or unobstructed area. No existing system inspection or evaluation and assessment, or modification, replacement, or upgrade authorization is required. Because an inspection or evaluation of the existing septic system was not conducted, the Department cannot attest to the existing system's current condition, size, or adequacy to serve the proposed use. You may request a voluntary inspection and assessment of your system from a licensed septic tank contractor or plumber, or a person certified under section 381.0101, Florida Statutes. If you have any questions, please call our office at (305) 623-3500. Sincerely Nicole G s Engineering Specialist II Department of Health in Dade County Florida Department of Health in Dade County • • , Florida PHONE: (305) 623-3500 www.FloridasHealth.com TWITTER:HealthyFLA FACEBOOK:FLDepartmentofHeafth YOUTUBE: fldoh FORM 402-2010 cope: Compliance: with Section 402 of the Floc ones or less in height, additions to existing re iplicabie.To comply, a !wilding most meet or t ohm. If a building does not comply with this m FLORIDA BUILDING CODE, ENERGY CONSERVATION Residential Building Thermal Envelope Approach ALL CLIMATE ZONES la Bu.Wk q Code, Energy Conservation, shall be demonstrated by the use of Form 462 for single- and multiple -family residences of three dential buildings, renovations to existing residential buildings, new heating, cooling and water heating systems in e>asting buildings, as cel all of the energy oeff�iency requirements on Table 402A and all applicable mandatory requirements summarized in Table 402B of this hod or Alternate Form 402, it may soil comply under Section 405 oft Radia 80ding Code, EnergyComervation PROJECT NAME, VVwF#`1wAV1ft BUILDER: AND ADDRESS: Hfe S PERMITTING �+ /ArA i S H. 3 FFiCE 1"` 11 ts.- OWNERc V%1r. ��V a� tN� PERMIT NO:: JURISDICTION NO.: Z 3 to O 0 . - oneralInstructions: i New construction which incorporates aan�yy of the followinngg features cannot comply using this method: glass areas in excess of 20 pQcaN of conditioned floor area, el�ir 'resistance sat and air handlers located In attics AtNitielts s 600 sq.tt., renovations and epipment cbangeouts may comply by this method with ezceplions given. , , f✓ , . FIA in all the applicable spaces of thela Be installed' column on Table 402A with the information requested. All "1b Be installed" values must be equal to or more effift(d Itii the Complete levels. C Complete page 1 based on the "To Be Installed" column information. Read the requirememts of Table 4028 and check each box to indicate your fntettt to comply with all applicable items. Read, sign and date the "Prepared By' certification statement at the bottom of page f. The owner or owWs agent must also sign and date the form. Please Print CK New construction, addition, or existing building !, Single-family detached or multiple -family attached 2. I, If multiple-famtly-No. of :units covered by this submission 3_ 1. Is this a worst case? (yes/no) 4. N a i. Conditioned floor area (sq. ft.) 5. 2 2% i,. Glass type and arca: �� 611.3S ttif i�Q13i TiO N //rr. a.1.1 -factor `.ti 0%+C +S�Ed CiaQ� SQ F' 6a. V. (0 b. SHGC�/�.Ar$S. 6b. : c: Glass area ..�tMQ:�fG� tic: sq: ft Percentage of glass to floor area 7 16.8 % 1.: Floor type, area or perimeter, and insulation: a. Slab -on -grade (R -value) 8a. R=��-^-- iin.tL b. Wood, raised (R -value) 8b. R= ! % sq. It c. Wood; common (R -value) 8C- R= _-- -- - -sq.ft __sq: d. Concrete, raised (R -value) 8d R= _ tt - e. Concrete, common (R -value) Be. R=' sq.tt l; Wail type, area and insulation: > 2 a. Exterior... I. Masonry (Insulation:R=value) 9,-1- R= `. ✓ sot.tL 2. Wood frame (Insulation R -value) 9a-2. R = sq. fl; b. Adjacent: I: :Masonry (Insulation R -value) 9b-1. R= sq.fL 2. Wood frame (Insulation R -value) 9b-2. R = sq. ft. 10. Ceiling type, area and insulation: �J r a. Under attic (Insulation R -value) 16a. R = sq.ft 2 L W b. Single assembly. (Insulation R -value) 10b. R = s4, tt A Air distribution system: DUctInsulation, location, On a.. Duct location, insulation 11a. R= G b. AHU location 11b. Cr t4. l f4 c. Qn, Test report attached (< 0.03; yes/no) 11c.7 report attached? Yes O 2; Cooling system: a. Type 12a. T b. Efficiency 4ERt 1 13. Heating system: 1:3e. Type: (% �L b. Efficiency ,a�`®®�t� `� �f ®Ir®®®�' a. 13b. HS COPi FUE: _- 4. HVAC sizing calcul / Ye JX ®®i 14, No atior`bt tedGN Sic®' ® �. S. Hot water system: a Tyv q 2 CL 115a.5a. Type: 52, ul = 15b. EF: b. Efficiency o Cj0 • * UJ = I hereby cw* that the plans and Opred n carril!!�pctwith the Ronde Review of plans and specifications covered by this calculation indicates compliance with the Rbrida Energy Code.• • a of Energy Code. Before construction is cxoppleted, this buiMing will be inspected for iwmpiance in ® ' o accordance with Section 553.908, F.S. °REPARED BYi B® �-- �* CODE OFFlCIAL: hereby certify that this buildinjAs . ampianee ` �! � IWNER AGENT ®91 t o a. a"d o f �A DATE: TABLE 402A BULOM COMPONENT PERFORMANCE CRITERIA' INSTALLED VALUES: U Faces < 045 �. �pa Windows (sea Note 2): SHGC = 0.30 U FaIXor= SHGC- HGC- % of CFA <= 20% %of CFA"= Skylights U-FBotor c 0.75 Doors: Extarlor door U -Factor U-FacW < 0.65 U -Factor = Floors. Stab -on -graft No requirement R -Value = 120 Over unconditioned see Nob 3 A-13 Whera forced -air fumace is primary system. proWarrimable thermostat is required Walk- Ext and Arfi. (see Note 3): Ale dstrlxt6on system 403 2 Frame R-13 R -Value - Mesa (see Note 3) Fkat trap required for vertical pipe risers. Comgy with efficiencies in Table 403.4.32. Prov ge switch or clearly pp Interior of waft: R-7:6 R-Vakre = �. b Exterior of wall: R 6 R -Value - Ceilings (sae. Notes 3 & 4) R=30 R-Vatue = Q Test report Renectwice 025 Reflectance = A YeAo Air dtstribu0on system (see Note 4) Ductwork & ale handing urift Location:A C Urrxmd6onad space Coricildoned space Not allowed equipmentt Test report Dunt R -value R -Value z 6 R -Value Y Air leakage On On 5 0.03 On _ 404.1 AircondFdoni ms see Note SEER =13.0 SEER s Heating system Heat Pimp (see Note 5) Pooling: SEER ='13.0 SEER = Healing: HSPF - 7.7 HSPF = Gas fumace AFUE 78%:: AFUE= 01 furnace AFUE 78% .. AFUE = Electric resistance: Not allowed (see Nae 5) .. Water h-ftsystem(Storage type) _ f �� .rw^t1K �F-(�iL EIC -T,, Gsegns Beciric (see Nots 6): .. 40 gat: EF :0.92 so gal: EIF 0.90 - =-SS yet : EF = V . 9 7 Gas iced (see Note 7). 40 gat EF = 0.59 Gallons = OMer(descxibe): 50 gall: EF = 0.58 EF. 1) Each component present in the As Proposed home must meet or exceed each of the applicable performance criteria in orderto oompl y wdh this code using this method; otherwise Section 405 compliance must be used: 2) Windows and doors qualifying as glazed fenestration areas must comply with both the maximum U -Factor and the maximum SHGC (solar Heat Gain Coefficient) criteria and Maya a maximum total window area equal to or less than 20% of the oondif)oned floor area (CFA): otherwise Section 405 must be used for compliance. Exception: Additions of 600 square feet (56 � or less may have a maximum glass to CFA of 50 percent. 3) R -values am for insulation material only as applied in accordance with manufacturers' installation instructions. For mass walls, %a 'interior of weft" requirement must be met accept if at feast 50% of the R-6 insulation required for the "oderlo of tamp L4 installed exterior of, or integral to, the wall. 4) Ducts & AHU installed substantially leak free per Section 40322.1. Test by Class 1 SEAS rater required. Exception: Duets insta{ied onto an existing air distribution system as part of an addition or renovation; duct =at be R-6 installed per See. 503.2.7.2. 5) For all conventional units:WM capacities greater than 30:000 Stu/hr. For other types of equipment, see Tables 5032.3(1-6). Exception: The prohibition on electric resistance heat does riot apply to additions, renovations and new heating systems installed in existing buildings. 6) For other cteetrt storage volumes, minimum EF = 0.97-(0.00132 x volume). 7) For other natural gas storage volumes, rrtlnirnum EF = 0.67-(0.0019 x volume). TABLE 4090 : MANDATORY REGUMEMENTS COMPONENTS" REQUIREMENTS CHECK To be cauked, gobicewl: wsethershipped or otherwise seated. Recessed lighting IC -rated as meeting ASTM E / Aleleakage 402.4 283. Windows avid doors = 0.30 drWsq.O. Tes*V or visual inspection required. Fireplaces: gaslieted doors & (/ outdoor c>ambaratidrr ale. Ce1'm9sftm wale 40521 R -t9 space p Progrernmable thermostat 403.1.1 Whera forced -air fumace is primary system. proWarrimable thermostat is required Ale dstrlxt6on system 403 2 Duck in auks oral rvafs ins *ltd to R-8; other &jcU: R-6. Duets tested to Q. = OW by a Class t SERS ratan: Fkat trap required for vertical pipe risers. Comgy with efficiencies in Table 403.4.32. Prov ge switch or clearly Water heaters 403.4 marked Bradt brepkar (electric) or stnsetf (gas). (AmWafiN system plies insulated to = R•2 + accessible manual ( � .. OFF switch. spa Witt treated Pods mutat have vapa-retaidanf covers or a lquld cover Or other ratans proven to rrxi W heat Swimming fool & spes 403.9 lowexcept 9 70% of heat from s0s-racwered energy. OffPomer switch required. Gas heaters minimum themmt 78% 82% atter 4MW1 . Heat pum Pool treaters minimum COP- 4.0. Cdoftng4ieaft Siting calculation:performed & attached. Minimum efficiencies, Per Tables 503.2.3. Equipment efficiency vedlcadon R / equipmentt 403.6 regWm& Special oaxsiar coa6rrg or heating capacity requires separate system or van" capacity Wsem. Electric heat >10kW must be divkled Into two or more LVOV agtdixrrem 404.1 At tweet SO% at perrnanerdy irwtalleo fi81r6ng;foctures rhaft be high-etfi y tamps. Air System Sizing Summary for AHU-1 Project Name: DOVALINA RESIDENCE ADDITION 12/04/2013 Prepared by: JP 11:08PM Air System Information Air System Name: .. .......... .. . . ---_..._------- _..- -- AHU-1 Air System Type: ___._------ _______....... Single Zone CAV Sizing Calculation Information Calculation Months Jan to Dec Central Cooling Coil Sizing Data Total coil load: ------------- — - _._.......1.5 Tons Total coil load: .......... ....... ..........._........ . 18.0 MBH Sensible coil load:- -_.._._--- -- -- --- - ------................. ........14.1 MBH Coil airflow:.- - ----------......._.__._. --- - - -- - ------------ _-.654 CFM Sensible heat ratio:_ __ .-- ._._ ......___ 0.786 Design supply temp: ............ -.. - -- Area per unit load:__. ....__ __. __.._... 398.5 sgft/Ton Load per unit area: __ ____. ........ -- -- ---30.1 BTU/(hr-sqft) Central Heating Coil Sizing Data Max coil load:.----- - -- ---- ..-..._._......__ .............5.8 MBH Coil airflow: - - - ........ - - 654 CFM Load per unit area: -- -- - ---__......_...... ...... ...__---------- 9.7 BTU/(hr-sgft) Supply Fan Sizing Data Actual max airflow: .......... -----------654 CFM Standard airflow:.. ........ - - _ -- 654 CFM Actual max airflow per unit area:_...__.____ ___.___...1.10 CFM/sqft Outdoor Ventilation Air Data Design airflow: .. .. . ... .................... ...................0 CFM Airflow per unit floor area: _..____ 0.00 CFM/sqft Space Sizing Data Number of zones:..__....------ - - - - --- - _.....__....._.._....._ . 1 Floor Area: _..... .._...., - - ........ ............. ___697.0 sgft Location:.______ ____ ---------- _.....____ ___ Miami IAP, Florida Calculation method:____Transfer Function Method Load occurs at:-. -- -- -- -- - -........... -. --- - - - Jul 1400 OA DB / WB: ---......... ..._..____ - --._................... _90.7/76.9 F Entering DB / WB:..-- ----- -- ----------- . ---- -- -- - - - 75.4163.8 F Leaving DB / WB: ............ ........... 55.4154.3 F Coil ADP:. __.._.. 53.2 F Bypass Factor: ........... - --- ........ Resulting RK ............ - --53 % Design supply temp: ............ -.. - -- -........... .-- ---55.0 F Load occurs at:. . - -- .-._......._- - -- - ._..........._. Des Htg Ent DB / Lvg DB:... - - ... - --- 69.7/78.0 Fan motor BHP: -----...___.-- --.. -------------- - - - -- -..0.08 BHP Fan motor kW: .... .. - _.. - - ... 0.06 kW Fan static: _.... - - - _...... - 0.40 in wg Airflow per person: _______..... __.______.......... ____ ___0.00 CFM/person Note: Table contains data for all spaces controlled by a single thermostat: Space sizing basis:.-.. .............. Peak space load Zone sizing basis:_ ___Peak zone load Block Load 4.15 Page 1 of 2 •• ••• • • • • • •• • • •• G • • • . ......... . ... . .. . .... . . .. .. .. ... ••• • • • • ••• • • • • • • • • • • • • a` 1111111111111// d • C/0 Co N 2 : C� :r -VAa m0. • rte- . 0.0 El System Design Load Summary for AHU-1 Project Name: DOVALINA RESIDENCE ADDITION 12/04/2013 Prepared by: JP 11:08PM Block Load 4.15 Page 2 of 2 •• ••• • • • • • •• • •• • • • • ••• • • ••• • ••• • • ••• • • • • ••• • • • •• • • •• • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• =OUNDARYSURVEY LOCATION SKETCH SCALE: NTS r .-- `% N L". 9,,4'f FPS ,yce T-i-T: T-1 se d % e RFF.^C (325. 029 a FIP (NO ID) I apo' r1 03 00 e - 'lj NE 94th STREET 20 00. D0-TOTAC" R/W) _ MEW CBs 3 0 3 ONE STORY C.B.S. RESIDENCE 1823' N° 730 \ 4 WOOD 0 $m"x M / 21.00' LOT 13 BLOCK 65 23.55' PK/WY 5.00' SWK RP 112 - (NO ID) i 12.80' t (E�a4 L.AT 1/2 LOT 12 BLOCK 65 r••00 06••• flP" tS'-°` f1P 1/g' i--' x--x_x—x_xj Lx—xCK�.._x_X I X-4 1 2- (MO /D) 75.01 R .IYI (No ID) 0.4' ALLEY BASED ON 7HE FLOOD OW ANOE RATE MAP OF THE FEDEIIAL DAMENT MANADEMIENT AGENCY DATED OF 0 FIELD WORK REVISIONS DATE 04/03/24 3 DATE: REV19E0 ON os 11 71M NREM- OEC PROPERTY s SMIATED W nwm ZONE x is ON CMU VW INILXw OF WC PRNWDV R MOD EL OWIGH t_ COMM N RY -32= PANEL NUMBER _ _ Mff% L . Nu YIORID TITLE, LLC =one w= w N!f mu w upsmu N •OA.. FIDELFTY NATIONAL TREE MiStNVXM DINT EWM MORTGAGE BAFWMM LLC RS SUCCESSORS. AND/OR ASNOG ATI M. AO low im us ws Tw wow tIC1i1rAL somm ar POW lw Tw haat so= Or S MM AM WW= h-*"= aM7-4 ROMA LWAL NOTES � w AM PIAWIPIR m WLf1011- . EfA.FiT. z OF M niadt Alnw. m =W UWS1AMM NE30101101M OM OR 040ADM Of SO 1 W. LOX 0 11018 • emmawhl ff VA PWA ED BY OLEM. THE LLABMY OF 1140 SURMEY ts'iBIRED TO THE CM OF ANE SUffift M M CO CO "N"m f1LCADAmm F,wr, ME Nor %XmL INS FM wS raR.AT1EMPIED TO LOCATE FIOOIMO-. AND/OR POIRIDAI1OIEi'AND/OR 0080 "M WW&VBWM OF 19630 FRANJO RD -.ADC ovum ANY MUM IF SWOL 11011INDS ARE: RlFERPfO W -AN MU ED WERVAK IF SF X%14 ry NAVA. EIEVAl100 A.E IN)ENED To NAVA OF IWL THE CLOSURE M TIE BoIRVDAFD'. SWAY -S PHONE. (305) 283-0632 - MIGUEL JESUS GA AY P.S.M. 6594 01; O `` NV ww WINNR' K Lamm im lls amft RVE SOL Or A p m . lom am pm ROM UTANPFO 29mgm Aw"m Y �g r - RFlOBICE o m a. o 3:. PA. z V g o w o i V.G. wu d rr LAJ §2� W sm • NITON • 2 WK AIDE 'O�yJ mo cc� I �g V. . UOW POLE PA. O¢1 2 C4 0 �.�.. ZWit- Tui � O� 2 Cl 0 fn b SPI - sm CV a. 0 20 FIA F C.7 w • slanx =ORDERo. 13-128 car_ s CCNo= 0< • W .o • 11WFAI® IL zIND NW. 8 Z � wCL H f� W T a -t 0 a 1o o (325. 029 a FIP (NO ID) I apo' r1 03 00 e - 'lj NE 94th STREET 20 00. D0-TOTAC" R/W) _ MEW CBs 3 0 3 ONE STORY C.B.S. RESIDENCE 1823' N° 730 \ 4 WOOD 0 $m"x M / 21.00' LOT 13 BLOCK 65 23.55' PK/WY 5.00' SWK RP 112 - (NO ID) i 12.80' t (E�a4 L.AT 1/2 LOT 12 BLOCK 65 r••00 06••• flP" tS'-°` f1P 1/g' i--' x--x_x—x_xj Lx—xCK�.._x_X I X-4 1 2- (MO /D) 75.01 R .IYI (No ID) 0.4' ALLEY BASED ON 7HE FLOOD OW ANOE RATE MAP OF THE FEDEIIAL DAMENT MANADEMIENT AGENCY DATED OF CERTIM TO: FIELD WORK REVISIONS DATE 04/03/24 3 DATE: REV19E0 ON os 11 71M NREM- OEC PROPERTY s SMIATED W nwm ZONE x Ardufto OCWALRu ON CMU VW INILXw OF WC PRNWDV R MOD EL OWIGH t_ COMM N RY -32= PANEL NUMBER _ _ Mff% L . Nu YIORID TITLE, LLC =one w= w N!f mu w upsmu N •OA.. FIDELFTY NATIONAL TREE MiStNVXM DINT EWM MORTGAGE BAFWMM LLC RS SUCCESSORS. AND/OR ASNOG ATI M. AO low im us ws Tw wow tIC1i1rAL somm ar POW lw Tw haat so= Or S MM AM WW= h-*"= aM7-4 ROMA LWAL NOTES TNS SURVEY DOES NOT KIM% OR 11E16RIII1E- OWN"W OWNH AI M OF THE AESIRAOT Or IRLE WILL tWE TO BE MW 10 MEWME RWMEO. AM PIAWIPIR m WLf1011- . EfA.FiT. f, MIINEMlM F AMY, AFFi'C:ISID THE PROPERTY. 7MSURFEY.E SUBJECT TO OEMAMM AAO M niadt Alnw. m =W UWS1AMM NE30101101M OM OR 040ADM Of SO 1 W. LOX 0 11018 • emmawhl ff VA PWA ED BY OLEM. THE LLABMY OF 1140 SURMEY ts'iBIRED TO THE CM OF ANE SUffift K MIGUEL JESUS GARAY "N"m f1LCADAmm F,wr, ME Nor %XmL INS FM wS raR.AT1EMPIED TO LOCATE FIOOIMO-. AND/OR POIRIDAI1OIEi'AND/OR 0080 "M WW&VBWM OF 19630 FRANJO RD -.ADC ovum ANY MUM IF SWOL 11011INDS ARE: RlFERPfO W -AN MU ED WERVAK IF SF X%14 CUTLER SAY, FL. 33157 NAVA. EIEVAl100 A.E IN)ENED To NAVA OF IWL THE CLOSURE M TIE BoIRVDAFD'. SWAY -S PHONE. (305) 283-0632 - MIGUEL JESUS GA AY P.S.M. 6594 AWWE MOM INS SURM 13 NOT MIEMOE71 FOR MOAER DOM FOR CONSWAICI M PURPO 4. FAX: (305) 259-5789 NV ww WINNR' K Lamm im lls amft RVE SOL Or A FOR. TfWK FUMODW A 1OPOOPAPM SURV►Y 6.: RECUR®. FOM OWHOWAP 110T 091MNPLFD . lom am pm ROM UTANPFO 29mgm Aw"m Up. murf PaF FA . AIM WIL FAA. 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SECTION A - PROPERTY INFORMATION A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 730 NE 94 STREET City MIAMI SHORES State FL ZIP Code 33138 OMB No. 1660-0008 Expiration Date: July 31, 2015 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) W1/2 LOT 12, ALL LOT 13 BLK 65 "MIAMI SHORES SEC 3" PB 10, PG 37 OF MIAMI-DADE COUNTY PUBLIC RECORDS A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) RESIDENTIAL A5. Latitude/Longitude: Lat. 25.861593°N Long. 80.182972°W Horizontal Datum: ❑ NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 8 A8. For a building with a crawlspace or enclosure(s): A9. For a building with an attached garage: a) Square footage of crawlspace or enclosure(s) 1578 sq ft a) Square footage of attached garage N/A sq ft b) Number of permanent flood openings in the crawlspace b) Number of permanent flood openings in the attached garage or enclosure(s) within 1.0 foot above adjacent grade 9 within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A8.b 1462 sq in c) Total net area of flood openings in A9.b N/A sq in d) Engineered flood openings? ❑ Yes ® No d) Engineered flood openings? ❑ Yes ® No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State VILLAGE OF MIAMI SHORES - 120652 MIAMI-DADE FLORIDA B4. Map/Panel Number B5. Suffix B6. FIRM Index Date B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone 12086 C 0306 L I09/11/2011 N/A. Effective/Revised Date Zone(s) AO, use base flood depth) ❑ feet ❑ meters NN/A. 09/11/2011 X N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other/Source: 1311. Indicate elevation datum used for BFE in Item 139: ® NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ® No Designation Date: N/A ❑• CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings" ❑ Building Under Construction" ® Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones Al -A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, ARIA, ARAE, AR/A1-430, AR/AH, AR/AO. Complete Items C2.a-h below according to the building diagram specified in Item AT In Puerto Rico only, enter meters. Benchmark Utilized: MIAMI DADE BM#N-603R Vertical Datum: NGVD-1929 Indicate elevation datum used for the elevations in items a) through h) below. 0 NGVD 1929 0 NAVD 1988.0 Other/Source: Datum used for building elevations must be the same as that used for the BFE. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) g) Highest adjacent (finished) grade next to building (HAG) h) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. l understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a PLACE ❑ Check here if attachments. licensed land surveyor? ® Yes ❑ No QPAI Certifier's Name PABLO J. ALFONSO License Number 5880 oel Title SURVEYOR & MAP P ompany Name ROYAL POINT LAND SURVEYORS, INC Address 6175 !yr3 ST T ity MIAMI LAKES State FL ZIP Code 33014 Signature Date 04/15/14 Telephone 305-822-6062 FEMA Form 086-0-33 (7/12) See reverse side for continuation. .L Replaces all previous editions. Check the measurement used. 9.34 ® feet ❑ meters 10.04 ® feet ❑ meters N/A. ❑ feet ❑ meters NN/A. ❑ feet ❑ meters NN/A. ❑ feet ❑ meters 9.0 ® feet ❑ meters 9.3 ® feet ❑ meters NN/A. ❑ feet ❑ meters SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. l understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a PLACE ❑ Check here if attachments. licensed land surveyor? ® Yes ❑ No QPAI Certifier's Name PABLO J. ALFONSO License Number 5880 oel Title SURVEYOR & MAP P ompany Name ROYAL POINT LAND SURVEYORS, INC Address 6175 !yr3 ST T ity MIAMI LAKES State FL ZIP Code 33014 Signature Date 04/15/14 Telephone 305-822-6062 FEMA Form 086-0-33 (7/12) See reverse side for continuation. .L Replaces all previous editions. LI -L rr%I IV 1• V1L1%III WAIL. MwM6 i IMPORTANT: In these spaces, copy the corresponding information from Section A. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 730 NE 94 STREET City MIAMI SHORES State FL ZIP Code 33138 SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments LATITUDE & LONGITUDE Signature MAPS, CROWN OF ROAD ELEVATION IS +9.54'. Date 04/15/14 SECTION E — BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1—E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E1—E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ® feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F — PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA -issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments Check here if attachments. SECTION G — COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8—G10. In Puerto Rico only, enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA -issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4 -G10) is provided for community floodplain management purposes. G4. Permit Number I G5. Date Permit Issued I G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters Datum G10. Community's design flood elevation: ❑ feet ❑ meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments Check here if attachments. FEMA Form 086-0-33 (7/12) Replaces all previous editions. KEVATION CE ,E, page 3 Building Photographs See Instructions for Item A6. IMPORTANT: In these spaces, copy the corresponding information from Section A. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 730 NE 94 STREET City MIAMI SHORES State FL ZIP Code 33138 FORINSURANCE Policy Number: Company NAIC Numl If using the Elevation Certificate to obtain NFIP flood insurance, affix at least 2 building photographs below according to the instructions for Item A6. Identify all photographs with date taken; "Front View' and "Rear View"; and, if required, "Right Side View" and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. If submitting more photographs than will fit on this page, use the Continuation Page. Photographs date taken: 04/15/14 IN LL7r71 J1YL v1LW FEMA Form 086-0-33 (7/12) Replaces all previous editions. ELEVATION CERTIFICATE, page 4 Building Photographs Continuation Page IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: City State ZIP Code Company NAIC Number: If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. GARAGE VIEW N/A IVENT VIEW N/A 11 FEMA Form 086-0-33 (7/12) Replaces all previous editions. rY' PROPERTY ADD MIAMI SHORES FLORIDA. 33138 w LEGAL DESCRIPTION. (FURNISHED BY CLIENT) LOT THE WEST 1/2 OF LOT 2 AND ALL OF LOT 13BLOCK 65 -- SUBDNISION MIAMI SHORES SECTION THREE Oe ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 10 AT PAGE 37 OF THE PUBLIC RECORDS OF MIAMI—DADE COUNTY, FLORIDA. 128.75(R &M) R x--x7::I-- R x x ems( C.\ AS --ji 128.75(R &M) R 12 37 W.47 =� I M Z co coi Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 MIAMI SHORES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I (We) have been retained by to perform special inspector services under the Florida Building Code at the project on the below listed structures as of (date). I am a registered architect or professional engineer licensed in the State of Florida PROCESS NUMBERS: ❑ SPECIAL INSPECTOR FOR PILING, FBC 1822.1.20 (84404.6.1.20) ❑ SPECIAL INSPECTOR FOR TRUSSES >36 LONG OR 6' HIGH 2319.17.2.4.2 (R4409.6.17.2.4.2) ❑ SPECIAL INSPECTOR FOR REINFORCED MASONRY, FBC 2122A (84407.5.4) ❑ SPECIAL INSPECTOR FOR STEEL CONNECTIONS, FBC 2218.2 (R4408.5.2) ❑ SPECIAL INSPECTOR FOR SOIL COMPACTION, FBC 1820.3.1(R4404.4.3.1) ❑ SPECIAL INSPECTOR FOR PRECAST UNITS & ATTACHMENTS, FBC 1927.12 (84405.9.12) ❑ SPECIAL INSPECTOR FOR Note: Only the marked boxes apply. The,, �f.,��(lowing incl' ' ual��emjl�opd�ffhismor me are authorized representatives to perform inspection 2. 3. 4, *Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamental Examination; or registration as building inspector or general contractor. I, (we) will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection services. I, (we) understand that a Special Inspector inspection tog for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the County. The Village building inspections must be called for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department. Further, upon completion of the work under each Building Permit I will submit to the Building Inspector at the time of final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Sig d Sealed Engineer/ rtect ` c, i > C-. lt� t Ct •�� rr PUNT) t Z(Z tic G k c" • •�` 5 Address—± t t IK • 'cs •'•G p C,AS B. TIN{M9ZNo. j �A7 Q _0 N� F 39254 1 4g Created on 6/1Voo ' -64Y 0 5 2014 • '0Y0 o;�•FLo�`•��•` �SSIONP�,�'•. •;}lid CO*iERSTONE ENGNEERING PARTNERSHIP * Client: Reforma Sheet: 1 of 1 j 129 .1 + Project: 730 NE 9e Street Date: 12-5-13 Miami. Florida 33176 F 2 X712 • Engr: DT .ter Tkwww @WAx ra rAMMW45743 °o`er PE P.E. • Roof Loads Dead Load 35 psf Live Load 20 psf am am net uplift 42.9 — 10 = 32.9 psf FILLD 2x8at24"span =8.5ft Py dl + 11 8_55.2.55 = 467.5 lbs 2 uplift 8.5.32.9 = 279.65 lbs 4 2x10 ridge beam dl + II 8.5, 13.17.55 = 3078.487 2 uplift 8.5.6.5&32.9 = 1840.097 Ground Floor Loading Dead Load 35 psf Live Load 40 psf Check foundation check bolts 2-3/4" lbs good for 2 x 2000 = 4000lbs ok ��v►CIE S 8, j� �i♦♦ wall 12.5.60 = 750 plf DOUGLAS $. TIMMONS rNO avas%AP FL P.E,# 39259 = • �r roof from beam 3078 lbs .......0 .. .. DEC 17 2013 = os •• CW ground floor '1-�.?3=�466.�5 �Pff •�•�,'� .02 ... .. .... total 750 +X469 =1:19 plfdistribute load over 4 ft • • • • . (12194 + 3078)' �1=x,988.9;If . : *t5 tncfi wide good for 1.332000 = 2660 plf ok . .Or . .. . ... . . . . . . . . . . . . . r MecaWind Pro v2.2.3.6 per ASCE 7-10 Developed by MECA Enterr r , rs1C, Copyrighte3< gym. Date 12/13/2013 Project No. Company Name Cornerstone Engineering Partne Designed By Address 12924 SW 114 Court Description Reforma Addition City Miami Customer Name State Fl Proj Location File Location:'',WDMYCLC)UD\Public\cernerstor_e 2013\meca wind\project files\reforma 94th st.wnd Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1) Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = D Natural Frequency = 1.00 Hz Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Alpha = 11.50 Zg = 700.00 ft At = 0.09 Bt = 1.07 Am = 0.11 Bm = 0.80 Cc = 0.15 1 = 650.00 ft Epsilon = 0.13 Zmin = 7.00 ft Slope of Roof = 2.549124 12 Slope of Roof(Theta) = 11.99 Deg Ht: Mean Roof Ht = 11.50 ft Type of Roof = GABLED RHt: Ridge Ht = 12.50 ft Eht: Eave Height = 10.50 ft OH: Roof Overhang at Eave= .00 ft Overhead Type = No Overhang Bldg Length Along Ridge = 13.17 ft Bldg Width Across Ridge= 18.83 ft wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = Description ---------------- 2'x5' window 2'x5' window 3'x5' window 3'x5' window 3'x6'8 door 3'x6'8 door 8'6 joist 8'6 joist 12'6 beam 12'6 beam 2'x6'8 sidelight 2'x6'8 sidelight = 3.00 ft Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp psf psf ------------------------------------------------------ 2.00 5.00 10.0 4 1.00 -1.10 48.61 -52.73 2.00 5.00 10.0 5 1.00 -1.40 48.61 -65.08 3.00 5.00 15.0 4 0.97 -1.07 47.33 -51.45 3.00 5.00 15.0 5 0.97 -1.34 47.33 -62.52 3.00 6.67 20.0 4 0.95 -1.05 46.42 -50.54 3.00 6.67 20.0 5 0.95 -1.29 46.42 -60.70 2.00 8.50 24.1 1 0.42 -0.86 24.87 -42.92 2.00 8.50 24.1 2 0.42 -1.51 24.87 -69.58 8.50 12.50 106.3 1 0.30 -0.80 19.77 -40.37 8.50 12.50 106.3 2 0.30 -1.20 19.77 -56.85 2.00 6.67 14.8 4 0.97 -1.07 47.36 -51.48 2.00 6.67 14.8 5 0.97 -1.34 47.36 -62.59 Khcc:Comp. & Clad. Table 6-3 Case 1 Qhcc:.00256*V^2*Khcc*Kht*Kd = 1.03 = 41.19 psf .. ... . . . . . .. . ......... . .. ... .. . . . .. DOJCF • .. Ft P E.# 392,59 ... . .. . .... . 2013 .. . ... . ..... ... ov . ..... . ... • % ! j,/ •.0 O No 39258 1Nso 41 ESR -2549 SIM' : i 'N' Used for Florida State Wide Product Approval # Strong -Tie FL 10655 Products on this Report which are SIMPSON STRONG TIE COMPANY, approved: INC Product FL# Product FL# Product FL# Product FL# HHUS210-2 10655.1 HU36 10655.42 HUC44 10655.82 SUL210 10655.122 HHUS26-2 10655.2 HU38 10655.43 HUC46 10655.83 SUL210-2 10655.123 HHUS28-2 10655.3 HU410 10655.44 HUC48 10655.84 SUL214 10655.124 HHUS410 10655.4 HU412 10655.45 HUC610 10655.85 SUL24 10655.125 HHUS46 10655.5 HU414 10655.46 HUC612 10655.86 SUL26 10655.126 HHU848 10655.6 HU416 10655.47 HUC614 10655.87 SUL26-2 10655.127 HSUL210-2 10655.7 HU44 10655.48 HUC616 10655.88 SUL414 10655.128 HSUL214-2 10655.8 HU46 10655.49 HUC66 10655.89 SUR210 10655.129 HSUL26-2 10655.9 HU48 10655.50 HUC68 10655.90 SUR210-2 10655.130 HSUL410 10655.10 HU610 10655.51 HUS210 10655.91 SUR214 10655.131 HSUL414 10655.11 HU612 10655.52 HUS210-2 10655.92 SUR24 10655.132 HSUL46 10655.12 HU614 10655.53 HUS212-2 10655.93 SUR26 10655.133 HSUR210-2 10655.13 HU616 10655.54 HUS26 10655.94 SUR26-2 10655.134 HSUR214-2 10655.14 HU66 10655.55 HUS26-2 10655.95 SUR414 10655.135 HSUR26-2 10655.15 HU68 10655.56 HUS28 10655.96 0210 10655.136 HSUR410 10655.16 HUC210-2 10655.57 HUS28-2 10655.97 U210-2 10655.137 HSUR414 10655.17 HUC210-3 10655.58 HUS410 10655.98 0210-3 10655.138 HSUR46 10655.18 HUC212-2 10655.59 HUS412 10655.99 U21OR 10655.139 HU210 10655.19 HUC212-3 10655.60 HUS46 10655.100 0214 10655.140 HU210-2 10655.20 HUC214-2 10655.61 HUS48 10655.101 U24 10655.141 HU210-3 10655.21 HUC214-3 10655.62 LU210 10655.102 U24-2 10655.142 HU212 10655.22 HUC216-2 10655.63 LU24 10655.103 U24R 10655.143 HU212-2 10655.23 HUC216-3 10655.64 LU26 10655.104 U26 10655.144 HU212-3 10655.24 HUC24-2 10655.65 LU28 10655.105 U26-2 10655.145 HU214 10655.25 HUC26-2 10655.66 LUS210 10655.106 U26R 10655.146 HU214-2 10655.26 HUC28-2 10655.67 LUS210-2 10655.107 0310 10655.147 HU214-3 10655.27 HUC310 10655.68 LUS214-2 10655.108 0314 10655.148 HU216-3 10655.29 HUC310-2 10655.69 LUS24 10655.109 U34 10655.149 HU24-2 10655.30 HUC312 10655.70 LUS24-2 10655.110 U36 10655.150 HU26 10655.31 HUC312-2 10655.71 LUS26 10655.111 U410 10655.151 HU26-2 10655.32 HUC314 10655.72 LUS26-2 10655.112 U41OR 10655.152 HU28 10655.33 HUC314-2 10655.73 LUS28 10655.113 U414 10655.153 HU28-2 10655.34 HUC316 10655.74 LUS28-2 10655.114 U44 10655.154 HU310 10655.35 HUC34 10655.75 LUS410 10655.115 U44R 10655.155 HU310-2 10655.36 HUC36 10655.76 LUS414 10655.116 U46 10655.156 HU312-2 10655.37 HUC38 10655.77 LUS44 10655.117 U46R 10655.157 HU314 10655.38 HUC410 10655.78 LUS46 10655.118 U610 10655.158 HU314-2 10655.39 HUC412 10655.79 LUS48 10655.119 U61OR 10655.159 HU316 10655.40 HUC414 10655.80 MUS26 10655.120 U66 10655.160 HU34 10655.41 HUC416 10655.81 MUS28 10655.121 U66R 10655.161 J�S�R-r-�ESR-2549 EPORT T Issued February 1, 2008 This report is subject to re-examination in two years. ICC Evaluation Service, Inc. of e # 5360 wodanan KG Road, VVtift Cdbfia 90601 # (562) 699,0543 www. i Cc-es. arca c # 900 Mor>�r Road, &M A, ENM* gharn, Alabama 35213 # (205) 59,48800 Regional office # 4051 West Hwwnoor Road, Catrmy Club H:6. Lois 60478 # (708) 799-2305 DIVISION: 06—WOOD AND PLASTICS Section: 06090—Wood and Plastic Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800)925.5099 www.stroncitie.com EVALUATION SUBJECT: SIMPSON STRONG -TIE FACE -MOUNT HANGERS FOR WOOD FRAMING 1.0 EVALUATION SCOPE Compliance with the following codes: # 2006 International Building Code® (IBC) # 2006 /ntemational Residential Code® (IRC) # Other Codes (see Section 8.0) Properties evaluated: Structural 2.0 USES The Simpson Strong -Tie face -mount hangers described in this report are used as wood framing connectors in accordance with Section 2304.9.3 of the IBC. The products may also be used in structures regulated under the IRC when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 General: The Simpson Strong -Tie face -mount hangers described in this report are U-shaped hangers that have prepunched holes for the installation of nails into the face of the supporting wood header or beam or ledger. 3.1.1 LU Series Hangers: The LU series hangers are formed from No. 20 gage galvanized steel. See Table 1 for hanger dimensions, required fasteners, and allowable loads; and Figure 1 for a drawing of a typical LU series hanger. 3.1.2 U Series Hangers: The U series hangers are formed from No. 16 gage galvanized steel. See Table 2 for the hanger dimensions, required fasteners, and allowable loads; and Figure 2 for a drawing of a typical U series hanger. 3.1.3 HU/HUC Series Hangers: The HU and HUC series hangers are formed from No. 14 gage galvanized steel. HU hangers having a width equal to or greater than 29/16 inches (65 mm) are available with concealed flanges and are specified with the model designation HUC. See Table 3 for the hanger dimensions, required fasteners, and allowable loads; and Figure 3a for a drawing of a typical HU series hanger and Figure 3b for an HUC hanger. 3.1A LUS Series Hangers: The LUS series hangers are formed from No. 18 gage galvanized steel. The hangers have prepunched holes for the installation of nails that are driven at a 45 -degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 4 for the hanger dimensions, required fasteners, and allowable loads; and Figure 4 for a drawing of a typical LUS series hanger. 3.1.5 MUS Joist Hanger: The MUS series hangers are formed from No. 18 gage galvanized steel. The U-shaped portion of the hangers has prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 5 for the hanger dimensions, required fasteners, and allowable loads; Figure 5 for a drawing of a typical MUS series hanger. 3.1.6 HUS Series Hangers: The HUS series hangers are formed from No. 14 gage galvanized steel with the exception of the HUS26, HUS28 and HUS210 hangers, which are formed from No. 16 gage galvanized steel. The hangers have prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 6 for the hanger dimensions, required fasteners, and allowable loads; and Figure 6 for a drawing of a typical HUS series hanger. 3.1.7 HHUS Series Hangers: The HHUS series hangers are formed from No. 14 gage galvanized steel. The hangers have prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header,' which is described as double shear nailing in the installation instructions. See Table 7 for the hanger dimensions, required fasteners, and allowable loads; Figure 7 fora drawing of a typical HHUS series hanger. 3.1.8 SURIL Series Hangers: The SUR/L series hangers are formed from No. 16 gage galvanized steel. SUR and SUL are mirror-image identical hangers, skewed at 45 degrees right and left, respectively. See Table 8 for the hanger dimensions, required fasteners, and allowable loads; and Figure 8 for a drawing of typical SUR/L series hangers. 3.1.9 HSUR/L Series Hangers: The HSUR/L series hangers are formed from No. 14 gage galvanized steel. SUR and SUL are mirror-image identical hangers, skewed at 45 degrees right and left, respectively. See Table 9 for the hanger dimensions, required fasteners, and allowable loads; and Figure 9 for a drawing of typical HSUR/L series hangers. REPOMM are not to be construed as representing aesthetics or any other attributes not spec ally addressed nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied, as to any fording or other matter in this report, or as to any product covered by the report. Copyright 0 2008 rror�ca�weyr Page 1 of 10 Page 2 of 10 ESR 2549 3.2 Materials: 3.2.1 Steel: The hangers described in this report are manufactured from galvanized steel complying with ASTM A 653, SS designation, Grade 33, with a minimum yield strength, F, of 33,000 psi (227 MPa) and a minimum tensile strength, F,,, of 45,000 psi (310 MPa). Minimum base -metal thicknesses for the hangers in this report are as follows: NOMINAL THICKNESS (gage) MINIMUM 13ASE-METAL THICKNESS (inch) No. 14 0.0685 No. 16 0.0555 No. 18 0.0445 No. 20 0.0335 For SI: 1 inch = 25.4 mm. The hangers have a minimum G90 zinc coating specification in accordance with ASTM A 653. Some models (designated with a model number ending with Z) are available with a G185 zinc coating specification in accordance with ASTM A 653. Some models (designated with a model number ending with HDG) are available with a hot -dip galvanization, also known as "batch" galvanization, in accordance with ASTM A 123, with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (600 g/m2), total for both sides. Model numbers in this report do not include the Z or HDG ending, but the information shown applies. The lumber treater or holder of this report (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of steel connectors in contact with the specific proprietary preservative treated or fire retardant treated lumber. 3.2.2 Wood: Wood members with which the connectors are used must be either sawn lumber or engineered lumber having a minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), and having a maximum moisture content of 19 percent (16 percent for engineered lumber) except as noted in Section 4.1. The thickness of the supporting wood member (header, beam, or ledger) must be equal to or greater than the length of the fasteners specified in the tables in this report, or as required by wood member design, whichever is greater. 3.2.3 Fasteners: Nails used for hangers described in this report must comply with ASTM F 1667 and have the following minimum fastener dimensions and bending yield strengths COMMON NAIL SIZE SHANK DIAMETER (inch) FASTENER LENGTH (inches) F,,, (psi) 10d x 1'/2 0.148 11/2 90,000 10d 0.148 3 90,000 16d x 212 0.162 2'/2 90,000 16d 0.162 3'/ 1 90,000 For 31: 1 inch = 25A mm, 1 psi = 6.895 kPa. Fasteners used in contact with preservative treated or fire retardant treated lumber must comply with IBC Section 2304.9.5 or IRC Section R319.3, as applicable. The lumber treater or this report holder (Simpson Strong -Tire Company) should be contacted for recommendations on minimum corrosion resistance of fasteners and connection capacities of fasteners used with the specific proprietary preservative treated or fire retardant treated lumber. 4.0 DESIGN AND INSTALLATION 4.1 Design: The tabulated allowable loads shown in this report are based on allowable stress design (ASD) and Include the load duration factor, Co, corresponding with the applicable loads in accordance with the NDS. Tabulated allowable loads apply to products connected to wood used under dry conditions and where sustained temperatures are 100°F (37.8°C) or less. When products are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is expected, the allowable loads must be adjusted by the wet service factor, Cbp specified in the NDS. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100°F (37.80C), the allowable loads in this report must be adjusted by the temperature factor, C„ specified in the NDS. Connected wood members must be analyzed for load - carrying capacity at the connection in accordance with the NDS. 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturer's published installation instructions. In the event of a conflict between this report and the manufacture's published installation instructions, this report governs. 5.0 CONDITIONS OF USE The Simpson Strong -Tie face -mount hangers for wood - framed construction described in this report empty with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The connectors must be manufactured, identified and installed in accordance with this report and the manufacturer's published installation instructions. A copy of the instructions must be available at the jobsite at all times during installation. 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 statues of the jurisdiction in which the project is to be constructed. 5.3 Adjustment factors noted in Section 4.1 and the applicable codes must be considered, where applicable. 5.4 Connected wood members and fasteners must comply, respectively, with Sections 3.2.2 and 3.2.3 of this report. 5.5 Use of connectors with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.1 of this report. Use of fasteners with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.3 of this report. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC -ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 2006 (corrected March 2007). 7.0 IDENTIFICATION The products described in this report are identified with a die - stamped label indicating the name of the manufacturer (Simpson Strong -Tie), the model number, and the number of an index evaluation report ESR -2523) that is used as an identifier for the products recognized in this report. 8.0 OTHER CODES 8.1 Evaluation Scope: In addition to the codes referenced in Section 1.0, the products in this report were evaluated for compliance with the requirements of the following codes: Page 3 of 10 # 2003 International Building Code® (2003 113C) # 2003 International Residential Code® (2003 IRC) # 2000 International Building Code@ (2000 IBC) # 2000 International Residential Code® (2000 IRC) # 1997 Uniform Building Code- (UBC) The products described in this report comply with, or are suitable alternatives to what is specified in, the codes listed above, subject to the provisions of Sections 8.2 through 8.7. 8.2 Uses: 8.2.1 2003 IBC, 2003 IRC, 2000 IBC, and 2000 IRC: See Section 2.0 of this report. 8.2.2 UBC: Replace the information in Section 2.0 with the following: Simpson Strong -Tie face -mount hangers are used as wood framing connectors in accordance with Section 2318.4.8 of the UBC. 8.3 Description: 8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this report. 8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this report, except modify Section 3.2.3 of this report to reference Section R323.3 of the IRC. 8.3.3 UBC: See Section 3.0 of this report, except modify the first sentence in the last paragraph of Section 3.2.3 as follows: Fasteners used in contact with preservative treated ESR 2549 or fire retardant treated lumber must, as a minimum, comply with UBC Section 2304.3. 8.4 Design and Installation: 2003 IBC, 2003 IRC, 2000 IBC, 2000 IRC, and UBC: See Section 4.0 of his report. 8.5 Conditions of Use: 8.5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC, The Simpson Strong -Tie products described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 8.0, subject to the same conditions of use indicated in Section 5.0 of this report. 8.5.2 UBC: The Simpson Strong -Tie products described in this report comply with, or are suitable alternatives to what is specified in, the UBC, subject to the same conditions of use indicated in Section 5.0 of this report, except the last sentence of Section 5.5 is replaced with the following: Fasteners used in contact with preservative treated or fire retardant treated lumber must, as a minimum, comply with UBC Section 2304.3. 8.6 Evidence Submitted: 2003 IBC, 2003 IRC 2000 IBC, 2000 IRC, and UBC: See Section 6.0 of this report. 8.7 Identification: 2003 IBC, 2003 IRC 2000 IBC, 2000 IRC, and UBC: See Section 7.0 of this report. Page 4 of 10 ESR -2549 TABLE 1 --ALLOWABLE LOADS FOR THE LU SERIES JOIST HANGERS ror sr: i mcn = zb.4 mm, i ibr = 4.45 N. 1. Refer to Figure 1 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. LU Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch (3.2 mm). 5. The quantity of 10d or 16d common nails specified in the "Header" column under "Fasteners" is required to achieve the tabulated allowable loads shown in the Allowable Download "10d" or "16d" columns. 6. Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam, and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. h yr Vi FIGURE 1—LU SERIES HANGER DIMENSIONS' (inches) FASTENERS (Quantity -Type) ALLOWABLE LOADS'`s (lbs) MODEL W H B Headers Joist Uplifts Download CD =1.33 or =1.6 Co =1.0 CD =1.15 Co =1.25 10d 16d 10d 16d 10d 16d LU24 19t,6 3% 1% 4 2-10dxl% 245 445 530 510 610 555 665 LU26 19l,s 4'/, 1'% 6 4-10dx1'/: 490 665 800 765 920 830 1,000 LU28 1911s 1% 8 6-10dx1'h 735 890 1,065 1,025 1,225 1,110 1,300 LU210 19/,s 71316 1'% 10 6-10dx1'h 735 1,110 1,330 1,275 1,530 1,390 1,660 ror sr: i mcn = zb.4 mm, i ibr = 4.45 N. 1. Refer to Figure 1 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. LU Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch (3.2 mm). 5. The quantity of 10d or 16d common nails specified in the "Header" column under "Fasteners" is required to achieve the tabulated allowable loads shown in the Allowable Download "10d" or "16d" columns. 6. Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam, and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. h yr Vi FIGURE 1—LU SERIES HANGER Page 5 of 10 ESR -2549 TABLE 2 -ALLOWABLE LOADS FOR THE U SERIES JOIST HANGERS MODEL No. DIMENSIONS' (inches) FASTENERS2 (Quantity-Type)lbs Uplift ALLOWABLE LOADS Download W H B Header Joist Co ,81.33 or =1.6 Co a 1.0 10d 16d Co 1.15 10d 161d CD =1.25 10d 16d U24 19/16 31/8 2 4 2-10dxl'/2 240 445 530 510 610 555 665 U26 19116 43/4 2 6 4-10dx1'/2 480 665 800 765 920 830 1,000 U210 19/16 713116 2 10 1 6-10dx11/2 720 1,110 1,330 1,275 1,530 1,390 1,660 U214 19/16 10 1 2 12 8-10dxl'/2 960 1,330 1,595 1,530 1,835 1,665 1,995 U34 29/16 39/6 2 4 2-10dxl'/2 240 445 530 510 610 555 665 U36 29116 5318 2 8 4-10dxl'/2 480 890 1,065 1,025 1,225 1,110 1,330 U310 29/16 8'/s 2 14 6-10dxl'/2 720 1,555 1,860 1,790 2,140 1,940 2,330 U314 29/16 10 /2 2 16 6-10dxl'/2 720 1,775 2,130 2,040 2,450 2,220 2,660 U44 39/16 2'/e 2 4 1 2-10d 295 445 530 1 510 610 555 665 U46 39/16 47/8 1 2 8 4-10d 590 890 1,065 1,025 1,225 1 1,110 1,330 U410 39/16 83/6 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U414 39/16 10 2 16 6.10d 890 1,775 2,130 2,040 2,450 2,220 2,660 U24-2 3'/8 3 2 4 2-10d 295 445 530 510 610 555 665 U26-2 31/s 5 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 U210-2 31/8 8'/2 2 14 1 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U66 5112 5 2 8 4-104 590 890 1,065 1,025 1,225 1,110 1,330 U610 51/2 8'12 2 14 6-104 890 1,555 1,860 1,790 2,140 1 1,940 2,330 U210-3 51/2 73/4 2 14 6-104 890 1,555 1,860 1,790 2,140 1,940 2,330 U24R 21/16 35/s 2 4 2-10dxl'/2 240 445 530 510 610 555 665 U26R 21/16 5% 2 8 4-10dxl'/2 480 890 1,065 1,025 1,225 1,110 1,330 U21OR 2'/16 91/8 2 14 1 6-10dx11/2 720 1,555 1,860 1,790 2,140 1,940 2,330 U44R 41/1e 2518 2 4 2-16d 355 445 530 510 610 555 665 U46R 4'/1s 1 4% 1 2 8 4-16d 710 890 1,065 1,025 1,225 1 1,110 1 1,330 U41 OR 4'/16 81/8 2 14 6-16d 1,065 1,555 1,860 1 1,790 2,140 1,940 2,330 U66R 6 5 2 8 4-16d 710 890 1,065 1,025 1,225 1,110 1,330 U61 OR 6 81/2 2 14 6-16d 1 1,065 1,555 1,860 1 1,790 2,140 1,940 2,330 For Si: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 1. Refer to Figure 2 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. U Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. The quantity of 10d or 16d common nails specified in the "Header" column under "Fasteners' is required to achieve the tabulated allowable loads shown in the Allowable Download "10d" or "l6d" columns. 6. Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam, and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift k)ads must be reduced when other load durations oovem. FIGURE 2-U SERIES HANGER FIGURE 38 -HU SERIES HANGER FIGURE 3b-HUC SERIES HANGER (See Table 2 -above) (See Table 3 --Next Page) (See Table 3, Footnote 3 -Next Page) Page 6 of 10 ESR -2549 TABLE 3 -ALLOWABLE LOADS FOR THE HU/HUC SERIES JOIST HANGERS MODEL HANGER DIMENSIONS' (inches) FASTENERS2 (Quantity -Type) ALLOWABLE LOADS (Ibsff s NO. W H B Header Joist upife Co =1.33 or Co =1.0 =1.6 Download Co =1.15 CD =1.25 HU26 TV/ -i6 3'/,6 21/. 4-16d 2-10dx1 /2 240 535 615 670 HU28 19/16 5% 2'/. 6-164 4-10dx11/2 480 805 925 1,005 HU210 19/16 71/8 21/4 8-16d 4-10dx11/2 480 1,070 1,230 1,340 HU212 19/16 9 2% 10-16d 6-10dx11/2 720 1,340 1,540 1,675 HU214 19/16 1018 2'/. 12-16d 6-104x1 /2 720 1,610 1,850 2,010 HU34 28116 3 /8 2 % 4-16d 2-10dx1 /2 240 535 615 670 HU36 2 l,6 53/. 2'/z 8-16d 4-10dxl /2 480 1,070 1,230 1,340 HU38 2N16 7118 2% 10-164 4-10dx1 /2 480 1,340 1,540 1,675 HU310 2 /,6 8 /8 2'/z 14-16d 6-10dx1 /z 720 1,875 21155 2,345 HU312 28/18 105/, 2'/z 16-164 6-10dx11/2 720 2,145 2,465 2,680 HU314 28/16 123/a 2% 18-16d 8-10dx11/2 960 2,410 2,770 3,015 HU316 29116 14'/a 2% 20-16d 8-10dxl'/2 960 2,680 3,080 3,350 HU44 39/1a 218 2% 4-16d 2-10d 300 535 615 670 HU46 3 111,6 53/16 2 %2 8-16d 4-10d 605 1,070 1,230 1,340 HU48 3 /,6 6 /16 2% 10-16d 4-10d 605 1,340 1,540 1,675 HU410 3/16 818 2% 14-16d 6-10d 905 1,875 2,155 2,345 HU412 39/16 101,8 2'/z 16-16d 6-10d 905 2,145 2,465 2,680 HU414 7/,;- 12 /e 2% 18-16d 8-10d 1,205 2,410 2,770 3,015 HU416 39/16 13 /a 2% 20-16d 8-10d 1,205 2,680 3,080 3,350 HU66 5'/2 4 /,e 2'h 8-16d 4-16d 715 1,070 1,230 1,340 HU68 5% 513/" 2% 10-16d 4-16d 715 1,340 1,540 1,675 HU610 5% /8 2 % 14-16d 6-16d 1,070 1,875 2,155 2,345 HU612 1 5'/z 93/8 2'/z 16-16d 6-16d 1,070 2,145 2,465 2,680 HU614 5'/z 11 /8 2 %2 18-16d 8-16d 1,430 2,410 2,770 3,015 HU616 5'/2 12"/16 2'/z 20-16d 8-16d 1,430 2,680 3,080 3,350 HU24-2 T/. 3 /,6 2% 4-16d 2-10d 300 535 615 670 HU26-2 3118 5 /a 2'/2 8-16d 4-10d 605 1,070 1,230 1,340 HU28-2 31/8 7 2% 10-16d 4-10d 605 1,340 1,540 1,675 HU210-2 3'/e --P1,-. 2 14-164 6-10d 905 1,875 2,155 2,345 HU212-2 31/a 109/,a 2'/z 16-16d 6-10d 905 2,145 2,465 2,680 HU214-2 31/8 12 3116 2'/ 18-16d 8-10d 1,205 2,410 2,770 3,015 HU216-2 31/a 13 /e 2'/2 20-16d 8-10d 1,205 2,680 3,080 3,350 HU310-2 5'18 818 2'/2 14-16d 6-10d 905 1,875 2,155 2,345 HU312-2 5 /a 1018 2 Y. 16164 6-104 905 2,145 2,770 2,680 HU314-2 7/6 12 /a 2% 18-16d 8-10d 1,205 2,410 2,770 3,015 HU210-3 41/16 81,6 2% 14-164 6-10d 905 1,875 2,155 2,345 HU212-3 4/,6 105/1, 2 % 16-16d 6-104 1 905 2,145 2,465 2,680 HU214-3 4 /,a 12116 2 % 18-16d 8-104 1,205 1 2,410 2,770 3,015 HU216-3 4111% 1318 2 % 20-164 8-104 1 1,205 1 2,680 3,080 3,350 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 1. Refer to Figures 3a and 3b (previous page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties 3. HU series hangers with widths (W) equal to or greater than 2 9/,6 inches (65 mm) are available with header flanges turned in (concealed) and are identified with the model designation HUC#. See Figure 3b (previous page). 4. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 5. HU Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govem. Page 7 of 10 ESR -2549 TABLE 4-ALLOWA13LE LOADS FOR THE LUS SERIES JOIST HANGERS MODEL NO. W DIMENSIONS' (inches) H B COMMON NAILSZ (Quantity -Type) Header Joists Uplifts Co =1.33 or =1.6 ALLOWABLE LOADS"i (lbs) Download Co=1.0 Co=1.15 Co=1.25 LUS24 19/16 31/8 1-3/4 4-10d 2-10d 465 640 735 800 LUS26 1 /+e 4 /4 13/4 4-10d 4-10d 930 830 955 1,040 LUS28 1'/,. 6 /a 13/4 6-104 4-104 930 1,055 1,215 1,320 LUS210 19/1, 71 /1e 1 /4 8-10d 4-10d 930 1,275 1,465 1,595 LUS24-2 3 /a 3 /e 2 4-16d 2-16d 440 765 880 960 LUS26-2 3 /a 4 /,e 2 4-16d 4-16d 1,140 1,000 1,150 1,250 LUS28-2 3% 7 2 6-16d 4-16d 1,140 1,265 1,455 1,585 LUS210-2 3 Ja 81611. 2 8-16d 6-16d 1,710 1,765 2,030 2,210 LUS214-2 31/8 1015116 2 10-16d 6-16d 1,710 2,030 2,335 2,540 LUS44 39/16 3 2 4-16d 2-16d 440 765 880 960 LUS46 39/,e 43/4 2 4-16d 4-16d 1,140 1,000 1,150 1,250 LUS48 30/le 6s/4 2 6-16d 4-16d 1,140 1,265 1,455 1,585 LUS410 F11-.- 83/4 2 8-164 6-16d 1,710 1,765 2,030 2,210 LUS414 3'/,. 103/4 2 10-16d 6-16d 1,710 2,030 2,335 2,540 For SI: 1 inch = 25.4 mm, 1 ibf = 4.45 N. 1. Refer to Figure 4 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. When LUS Series hangers support joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the headerlbeam (double shear nailing) to achieve the tabulated loads. 6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. V/ys Max.. FIGURE 4-LUS SERIES HANGER Page 8 of 10 ESR -2549 TABLE 5 -ALLOWABLE LOADS FOR THE MUS SERIES HANGERS For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 1. Refer to Figure 5 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of toad as permitted by the applicable building code. 4. When MUS series hangers support solid -sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. FIGURE & -MUS HANGER (see Table 5) FIGURE 8 -HUS SERIES HANGER (see Table 6) TABLE 6 -ALLOWABLE LOADS FOR THE HUS SERIES HANGERS DIMENSIONS COMMON NAILS ALLOWABLE LOADS COMMONNAILS2 (Quantity -Type) inches (0 tuna -T lbs MODEL W H Uplifts Download NO. W H B Header Jolsts Co _ 1.33 or Download CD=1.15 CD=1.25 HUS26 Co =1.0 C° =1.15 C° =1.25 = 1.6 MUS26 1 /,g 53/16 2 6-10d 6-10d 1,090 1,310 1,505 1,640 MUS28 19/,g /4 2 8-104 8-10d 1,555 1,750 2,010 2,185 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 1. Refer to Figure 5 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of toad as permitted by the applicable building code. 4. When MUS series hangers support solid -sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. FIGURE & -MUS HANGER (see Table 5) FIGURE 8 -HUS SERIES HANGER (see Table 6) TABLE 6 -ALLOWABLE LOADS FOR THE HUS SERIES HANGERS For 31: 1 inch = 25.4 mm, 1 pound = 4.45 N. 1. Refer to Figure 6 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where HUS series hangers support solid -sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. DIMENSIONS' (inches) COMMONNAILS2 (Quantity -Type) ALLOWABLE LOADSS4 (lbs) MODEL NO. W H B Header Jolse Uplift° CD =1.33 or =1.6 CD= 1.0 Download CD=1.15 CD=1.25 HUS26 15/, 53/8 3 14-16d 6-16d 1,550 2,565 2,950 3,205 HUS28 1% 71/, 3 22-16d 8-16d 2,000 3,585 3,700 3,775 HUS210 1 /g 9 /1g 3 30-16d 10-16d 2,845 3,775 3,920 4,020 HUS46 39/,8 _W /,6 2 4-16d 4-16d 1,080 1,005 1,115 1,255 HUS48 39/,g 6'5/,g 2 Cr16d 6-16d 1,550 1,505 1,730 1,885 HUS410 39/,, 815/,, 2 8-164 8-16d 1 2,160 2,010 2,310 2,510 HUS412 3 /,e 10 /4 2 10-16d 10-16d 2,700 2,510 2,885 3,140 HU826-2 318 53/16 2 4-164 4-16d 1,080 1,005 1,115 1,255 HUS28-2 3 /8 731,6 2 6-16d 6-16d 1,550 1,505 1,730 1,885 HUS210-2 7/-. 93/,6 2 8-16d 8-16d 2,160 2,010 2,310 2,510 HUS212-2 1 T-/81 11 1 2 1 10-16d 10-16d 2,560 2,510 1 2,885 3,140 For 31: 1 inch = 25.4 mm, 1 pound = 4.45 N. 1. Refer to Figure 6 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where HUS series hangers support solid -sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. Page 9 of 10 ESR -2549 TABLE 7 -ALLOWABLE LOADS FOR THE HHUS SERIES HANGERS For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 1. Refer to Figure 7 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where HUS series hangers support solid -sawn joists having a maximum depth of 11 inches, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam to achieve the tabulated loads. 6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. A. . N FIGURE 7--HHUS SERIS HANGER (see Table 7) FIGURE "UR/L SERIES HANGER (see Table 8) TARLF R-ALLOWARt F LOAnS FOR TNF SU IRIAI11 QFRIFS _TMST 14AN"- 0s DIMENSIONS' COMMON NAILS2 ALLOWABLE LOADS 114 (Inches) (inches) (Quantity -Type) (Ibs) (Ibs) MODEL NO. MODEL NO. Uplift° Download W H B Header Joists W H B Al A2 Header Joist Co = 1.33 or Co=1.33 or =1.6 =1.0 Co=1.15 Co=1.25 HHUS26-2 3/,e 5"11r, 3 14-16d 6-16d 1,550 2,580 2,965 3,225 HHUS28-2 35/,s 7/2 3 22-16d 8-16d 2,000 3,885 4,470 4,855 HHUS210-2 35/,6 91/8 3 30-16d 10-16d 2,855 5,190 5,900 5,900 HHUS46 3% 5/4 3 14-16d 6-16d 1,550 2,580 2,965 3,224 HHUS48 3 /, '7/. 3 22-16d 8-16d 2,000 3,885 4,470 1 1 4,855 HHUS410 3 /8 9 3 30-16d 10-16d 2,855 5,190 5,900 5,900 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 1. Refer to Figure 7 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where HUS series hangers support solid -sawn joists having a maximum depth of 11 inches, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam to achieve the tabulated loads. 6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. A. . N FIGURE 7--HHUS SERIS HANGER (see Table 7) FIGURE "UR/L SERIES HANGER (see Table 8) TARLF R-ALLOWARt F LOAnS FOR TNF SU IRIAI11 QFRIFS _TMST 14AN"- 0s rut ON; i Mm = 40.4 Rim, I im � 4.40 IV. 1. Refer to Figure 8 (this page) for definitions of hanger nomenclature (W, H, B). These hangers have a 45° skew. 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where SURiL series hangers support solid -sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govem. DIMENSIONS' FASTENERS2 ALLOWABLE LOADS2'4 (inches) (Quantity -Type) (Ibs) MODEL NO. Upiffe Download W H B Al A2 Header Joist Co = 1.33 or = 1.6 =1.0 Co=1.15 Co =1.25 SUR/1-24 19/1, 3'/1s 2 1 /s 1'/4 4-16d 4-10dx11/2 450 530 610 665 SUR/1-26 1 /16 5 2 1 Js 1 /4 6-16d 6-10dxl /2 720 800 960 1,000 SUR/1-26-2 3% 415/,. /8 02 23/a 8-16d 4-16dxl'/2 710 1,065 1,225 1,330 SUR/L210 1g/,s 8 /s 2 1'/a 1 h 10-164 10-104x1 /2 1,200 1,330 1,530 1,660 SURA -214 1 /,s 10 2 1'/s 14 12-16d 12-10dx1 /2 1,440 1,595 1,835 1,995 SUR/1.210-2 3 /s 8 /,s /s 1 /2 23/e 14-164 6-16dx2 /2 1,065 1,860 2,140 2,330 SUR/L414 3 /18 12 /2 /e 1 231s 1 18-16d 8-164x2 /2 1,420 2,395 2,500 2,500 rut ON; i Mm = 40.4 Rim, I im � 4.40 IV. 1. Refer to Figure 8 (this page) for definitions of hanger nomenclature (W, H, B). These hangers have a 45° skew. 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where SURiL series hangers support solid -sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govem. Page 10 of 10 ESR -2549 TABLE 9—ALLOWABLE LOADS FOR THE HSUR/HSUL SERIES JOIST HANGERS MODEL NO. W DIMENSIONS' (inches) H B Al A2 FASTENERS= (Quantity -Type) ALLOWABLE LOADS'` (lbs) Header Joist Uplifts Download CD 1.33 or =1.6 Co=1.0 C0=1.15 Cp=1.25 HSURIL26-2 3111, 1 415/16 27/16 1% 23/,s 12-16d 4-16dn2'/Z 715 1,610 1,850 2,000 HSURIL210-2 3'/a 8"/16 27/15 1% 23/,e 20-164 6-16dx2'/2 1,070 2,680 3,080 3,350 HSUR/1-214-2 3'/,, 12"/,s 27/1, 1%4 23/16 26-16d 8-16dx2'/2 1,430 3,485 4,005 4,355 HSUR/1-46 39/16 4314 27/16 1 23/16 12-16d 4-16d 715 1,610 1,850 2,000 HSURIL410 39/16 8'/2 2711, 1 23/16 20-16d 6-16d 1,070 2,680 3,080 3,350 HSUR/L414 L el,, 1 121/2 1 27/16 1 23/1, 1 26-164 8-164 1 1,430 1 3,485 4,005 4,355 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 1. Refer to Figure 9 (this page) for definitions of hanger nomenclature (W, H, B)_ These hangers have a 45' skew. 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where HSUR/L series hangers support solid -sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. FIGURE 9—HSUR/L SERIES HANGER ESR -2105 Used for Florida State Wide Product Approval # FL10852 Products on this Report which are approved: Product FL# Product FL# Product FL# CMST12 10852.1 LSTA18 10852.4 MSTA30 10852.9 CMST14 10852.1 LSTA21 10852.4 MSTA30Z 10852.9 CMSTC16 10852.1 LSTA24 10852.4 MSTA36 10852.9 CS14 10852.1 LSTA30 10852.4 MSTA36Z 10852.9 CS14R 10852.1 LSTA36 10852.4 MSTA49 10852.9 CS16 10852.1 LSTA9 10852.5 MSTA9 10852.10 CS16-R 10852.1 LST149 10852.6 MSTC28 10852.11 CS16Z 10852.1 LST173 10852.6 MSTC40 10852.11 CS18 10852.1 MST27 10852.7 MSTC52 10852.11 CS18-R 10852.1 MST27HDG 10852.71 MSTC66 10852.11 CS18S 10852.1 MST37 10852.71 MSTC78 10852.11 CS20 10852.1 MST37HDG 10852.7 MST126 10852.12 CS20-R 10852.1 MST48 10852.7 MST136 10852.12 CS22 10852.1 MST48HDG 10852.7 MST148 10852.12 CS22-R 10852.1 MST60 10852.7 MSTI60 10852.12 FHAl2 10852.2 MST60HDG 10852.7 MST172 10852.12 FHA18 10852.2 MST72 10852.7 ST12 10852.13 FHA24 10852.2 MSTA12 10852.8 ST18 10852.13 FHA30 10852.2 MSTA12Z 10852.8 ST2115 10852.14 FHA6 10852.2 MSTA15 10852.8 ST2122 10852.13 FHA9 10852.2 MSTA15Z 10852.8 ST22 10852.13 HST2 10852.3 MSTA18 10852.9 ST2215 10852.13 HST3 10852.3 MSTA18Z 10852.9 ST292 10852.13 HST5 10852.3 MSTA21 10852.9 ST6215 10852.13 HST6 10852.3 MSTA21Z 10852.9 ST6224 10852.13 LSTA12 10852.4 MSTA24 10852.9 ST6236 10852.13 LSTA15 1E}852.4 MSTA24Z 10852.9 ST9 10852.13 Strong -Tie SIMPSON STRONG -TIE COMPANY, INC. E'REPORT"' ESR -2105 Reissued January 1, 2009 This report is subject to re-examination in two years. ICC Evaluation Service, Inc. a f»tesk ar oilfce a 5380 wodom LN Road, WhM W. Cahianis 9M a (OW)SOM3 WiN1Al.IGC^�S. orQ PAgional OW" a 900 montdair Road, Suave A. eirmh O m. Abbams 36213 a (205) 59940W RegWW ONlce a 4051 West FWanoor Road, Cmxft c:tub hRB. aYtds 80478 a (M)7994305 BION: 06 --WOOD AND PLASTiCS Section: 06090—Wood and Plastic Fastenings SI MPSON STRONG -TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 92545099 www.stroncdie.com EVALUATION SUBJECT: SI MPSON TIE STRAPS 1.0 EVALUATION SCOPE Compliance with the followring codes: ■ 2006 lnternetimal SWding Cods (IBC) e 2006 international Rasbaritial Cocke (IRC) Property evaluated: Structural 2.0 USES The Simpson Strong -Tie FHA, HST, LSTA, LSTs, MST, MSTA, MSTC, MSTI, and ST Series Straight Tie Straps; and CMST and CS Series Colied Tie Straps; and the CMSTC16 Coiled Tie Strap are used to transfer between wood members wind or seismic bads resulting from the critical bad combination in accordance with Section 1605.3 of the IBC where allowable stress equations are used. The straps may also be used in structures regulated by the IRC where an engineered design is submitted in accordance with IRC Section 8301.1.3. 3.0 DESCRIPTION 3.1 Straight Tie Straps: The FHA, HST, LSTA, LSTI, MST,MSTA, MSTC, MSTi, and ST Series straight tie straps are supplied in manufacturer - designated lengths with prepunched holes for nails or bolts. 3.1.1 FHA Series: The FHA Series fie straps are 68/8 to 30 inches (162 to 762 mm) long, and have a constant width of 1311, inches (30.2 mm). The total strap width between longitudinal edges is 17/„ inches (36.5 mm). The longitudinal edges of the tie straps have'/,, Inch -deep (6.4 rant) notches that are spaced 2 inches (51 mm) on center. Each end of an FHA strap has four "/6,4nchtiiameter (4.3 mm) prepunched nail holes. See Figure 1 for a drawing of the FHA Series tie straps. See Table 1 for strap dimensions, fastener schedules, and allowable tension loads. 3.1.2 ST Series: The ST9, ST12, ST18, and ST 22 straps are 9 to 216/8 inches (229 to 549 mm) long and I% inches (31.8 mm) wide. Each strap has unevenly spaced "1644nch- diameter (4.3 mm) prepunched nail holes. One end of each strap has a "speed prong" which is formed from the steel strap. See Figure 2 for a drawing of the ST9, ST12, ST18, and ST 22 tie steps. The ST292, ST2122, ST2215, ST6215, ST6224, and ST6236 straps are 95118 to 3311118 inches (236.5 to 858.8 mm) long, and have a constant width of 118118 inches (46 mm). The total strap width between longitudinal edges is 2%, inches (52.4 mm). Notches are 9132 inch (7.1 mm) deep and are spaced fi, inches (44.5 mm) on center. Each longitudinal edge of an ST strap has a row of "/ -inch-diameter (4.3 mm) prepunched nail holes, spaced 1V/4 inches (44.5 mm) on center. See Figure 3 for a drawing of the ST292, ST2122, ST2215, ST6215, ST6224, and ST6236 tie straps. The ST21 IS strap is 166/„ inches (414.3 mm) Iorhg and'/, inch (19.1 mm) wide, and has one row of "/&1 -inch -diameter (4.3 mm), prepunched nail holes, spaced 16/8 inches (41.3 mm) on cuter. See Frere 4 for a drawing of the ST2116 tie strap. See Table 1 for ST Series tie strap dimensions, fastener schedules, and alk-A"e tension bads. 3.1.3 HST Series: The HST Series tie straps are either 21'/4 or 251/2 inches (540 or 648 mm) long and tom 21/2 to 6 Inches (63.5 to 152 mm) wide. Each end of an HST strap has either threeor sbcprepurichedholestoaccommodates/,-inch-orb/4- inch -diameter (15.9 and 19.1 mm) bolts. The spacing and the location of the bolt holes in the strap length comply with the code -required bolt spacing and end distances. See Figure 5 for a drawing of the HST Sodas tie straps. See Table 2 for strap dimensions, fastener schedules, and towable tension loads. 3,1.4 MST Series: The MST Series Is straps are 27 to 72 inches (686 to 1829 mm) long and 21/16 inches (52.4 mm) wide. Each strap has two rows of"/e,-inch diarrheter(4.3 rrun) prepunched mail holes spaced 1'/, inches (43.7 mm) on enter. Additionally. the straps have 61,-snch-diarrhebr (15.9 mm) prepunched bolt holes spaced 5'/,inches (133.4 mm)on center. See Figure 6 for a drawing of the MST Series Is straps. See Table 2for strap dimensions, fastenerschedules, and allowable tension loads. 3.1.5 LSTAand MSTASeries: The LSTAand MSTA Series tie straps are 9 to 49 inches (229 to 1245 mm) long and 1'/4 inches (32 mm) wide. Each strap has one row of staggered "/84 -inch -diameter (4.3 mm) prepunched nail holes. The MSTA49 has 6132-inch-dameter (4.0 mm) prepunched nail hones. Longitudinal spacing (pitch) of consecutive holes is 11/2 inches (38 mm), and the transverse distance (gage) between staggered holes is 9/t6 inch (14.3 mm). For the MSTA49, the longitudinal spacing (pitch) ocohsecutive holes is 1'7/, inches (38.9 mm), and the transverse distance (gage) AEPmTw- are not to be construed as representing aesthetics or any ober atribares not spec0caly addressed, nor are they to be construed as as J�/�* endorsement of the abject ojthe report or a recommendation for he we. here is no werreary by /CC Evaluation Service, Inc- express or implied, as b any j finding or other waver to this report or at to any product covered by the report. mae.a."mim. Copyright 0 2007 Page 1 of 12 Page 2 of 8 ESR -2105 between staggered holes is'/2 inch (12.7 mm). Both ends of every strap (kept for the MSTA49) has one nail hole located between the last two staggered holes. See Figure 7 for a drawing of the LSTA and MSTA Series tie straps. See Table 3 for strap dimensions, fastener schedules, and allowable tension loads. 3.1.6 LSTI Series: The LSTI Series tie straps are either 49 or 73 inches (1244 or 1854 mm) long and T14 inches (95.3 mm) wide. Each strap has two rows of staggered 5/,24iuh- diameter (4.0 mm) prepunched nail holes. Longitudinal spacing (pitch) of consecutive holes in a row is 3 inches (76 mm), and the transverse distance (gage) between staggered holes in a row is 3/, inch (9.5 mm). See Figure 8 for a drawing of the LSTI Series tie straps. See Table 3 for strap dimensions, fastener schedules, and allowable tension bads. 3.1.7 MSTI Series: The MSTI Series tie straps are 2'/,® inches (52.4 mm) wide and from 26 to 72 inches (660 to 1829 mm) long. Each strap has three rows of5/winch-diameter (4.0 mm) prepunched nail holes spaced 3 inches (76 min) on center. The hales In adjacent rows are offset by 1 !rich (25.4 mm), resulting in one nail hole per inch of strap. See Figure 9 for a drawing of the MSTI Series fie straps. See Table 3 for strap dimensions, fastener schedules, and allowable tension loads. 3.1.8 MSTC Series: The MSTC Series tie straps are 28'/, to 774/4 inches (718 to 1975 mm) long and 3 inches (762 mm) wide. The straps have two rows of staggered prepunched holes spaced 1'/2 inches (38.1 mm), measured from center- to-cen er of holes. On the nail head side of the strap, the holes are oblong and measure t3/. inch wide by '42 Inch long (5.1 mm by 7.1 munn� and are chamifered at 120 degrees. On the wood side of the strap, the holes are "/s,, inch wide by % inch long (4.4 mm by 6.4 mm). The long direction of the nail holes is perpendicular to the length of the strap. See Figure 10 for a drawing of the MSTC Series be straps. See Table 3 for strap dimensions, fastener schedules, and allowable tension loads. 3.2 Coiled Tie gaps: The CS Series, CMST Series, and CMSTCI6 tie straps are supplied in coils and are cut to a specified length at the jobsite for engineered applications where the connected wood members are not abutting each other. 3.2.1 CS Series: The CS14, CS16, CS14 CS20, and CS22 straps are suppled as 100-, 150-, 200,j 250-, and 300 -foot - long (30.5, 45.7, 61.0, 76.2, and 91.4 m) coils, respectively. The coiled steel is 11/4 inches (32 mm) wide acrd has two rows of prepunched, $/,2 -inch -diameter (4.0 mm) holes. The longitudinal spacing of the holes in each row is 2/18 inches (52.4 mm). See Figure 11 for a drawing of the CS Series fie straps and Figure 14 for a typical installation. See Table 4 for strap dimensions, fastener schedules, and allowable tension loads. 3.2.2 CMST Series: The CMST12 strap is supplied as a 40 - foot -song (12.19 m) cam, and the CMST14 strap is supplied as a 52'/2-foot4Mng (16.0 m) coil. The coiled steel is 3 itches (76 mm) wide and has two rows of prepunched round trees with "/844nch (4.3 mm) diameters, and two rows of egcilateral triangular holes sized to circumscribe an "/e,4nch-diameter (4.3 mm) hole. The longitudinal spacing of the round and triangular holes in each row is 3.5 inches (88.9 mm). See Figure 12 for a drawing of the CMST14 be strap, and Figure 13 for a typical installation. See Table 4 for strap dimensions, fastener schedules, and allowable tension bads. 33.3 CMSTCIB: The CMSTCI6 strap is supplied as a 54- foot4ong (16.46 m) coil. The width of the coiled steel is 3 inches (76.2 mm). The strap has two rows of staggered prepunched holes spaced 1'/2 incus (38.1 mm), measured from center-b-oenter of holes. On the nail head side of the strap, the holes are oblong and measure'/, inch wide by 21/a inch long (6.4 mm by 8.3 mm), and are chamfered at 120 degrees. On the wood side of the strep, the holes are "44 inch wwide by V4 inch long (4.4 mm by 6.4 mm). See Figure 13 for a drawing of the CMSTC16 tie strap and Figure 13 for a typical installation. SeeTable4forstnap dimensions, bstener schedules, and allowable tension loads. 3.3 Materiais: 3.3.1 Steel: The tie straps described in this report are manufactured from galvanized steel complying with ASTM A 653, SS designation, and minimum G90 zinc coating specifications, except for the HST3 and HST6 tie straps, which are manufacturedfnon galvanized steel complying with ASTM A 1011. Refer to the tabu in this report for the minimum specified yield and tensile strengths, F,, and F,„ respectively, of the steel for each strap described in this report. Some models are available with a G185 continuous sheet galvanization in accordance with ASTM A 653. The model numbers of tie straps with a G185 zinc coating are followed by the letter Z. Some models are available with a batch hot4lp galvanized coating with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (600 g/rif), total for bath sides, in accordance with ASTM A 123. The model numbers of tie straps with a batch hot -dipped znc coating are followed by the letters HDG. The galvanized steel tie straps have the following minimum base -metal thiduhesses: GAGE BASE -METAL THICKNESS (ice) No. 3 0.2285 No. 7 0.1715 No. 10 0.1275 No. 12 0.0975 No. 14 0.0685 No. 16 0.0555 No. 18 0.0445 No. 20 0.0334 3.3.2 Wood: Wood members with which tine tie straps are used must be either sawn lumber or engineered lumber having a minimum specific gravity of 0.50 (minimum equivaientspedficgravityof0.50forengineeredium bar), and having a maximum moisture content of 19 percent (16 pecent,for engineered lumber). The thickness (depth) of the wood main member must be equal to or greater than the length of the fasteners specified in the tables in this report, unless the reduced penetration effect on the load calculation per the applicable Nacional Design Specification for Wood Construction and its Supplement (NDS) is tadcen into account, or as required by wood member design, whichever is heater. 3.3.3 Fasteners: Nails must comply with ASTM F 1667 and have minimum bending yield strength, F,,e, of 90,000 psi (620.1 MPa). Bolts used with the MST and HST Series be straps must as a minimum comply with ASTM A 36 or A 307 and have a minimum bending yield strength of 45,000 psi (310.1 MPa). Fasteners used in contact with preservative -treated or fire - retardant -treated limber must, as a minimum, comply with IBC Section 2304.9.5 or IRC Section R319.3, as applicable. The lumbar treater or report holder should be contacted for recommendations on manimu n corrosion resistarice and connection capacities of fasteners used with the specific proprietary preservative -meted or ire -retardant treated lumber. Page 3 of 8 ESR -2105 4.0 DESIGN AND INSTALLATION 4.1 Design: Tabulated allowable tension loads in this evaluation report are based on allowable stress design and are the lesser of the be strap steel strength or the connection strength. When connection strength governs, the tabulated allowable loads include the bad duration factor, Ca, corresponding ndirg to design wind and seismic bads in accordance with the NDS. Tabulated allowable bads are for tie straps connected to wood used under continuously dry interior conditions, and where sustained temperatures are 100°F (37.8°C) or less. When fie straps are fastened to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is effected, the allowable tension loads based on fastener lateral design values in this evaluation report must be adjusted by the wet service factor, CN, specified in the NDS. When tie straps are connected to wood that will experience sustained exposure to temperatures exceeding 100°F (37.70C), the allowable loads in this evaluation report must be adjusted by the temperature factor, Cr, specified in the NDS. Connected wood members must be analyzed for load - carrying capacity at the tie strap connection in accordance with the NDS. 4.2 Installation: Installation of the tie straps must be in accordance with this evaluation report and the manufacturer's published installation instructions. In the event of a conflict between this report and the manufacturer's published installation instructlons, this report governs. 5.0 CONDITIONS OF USE The Simpson Strong -Tie Straight and Coiled Tie Straps described in thin 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 fdlawing conditions: 5.1 The be straps must be manufactured, Identified, and installed in accordance with this report and the manufacturer's published installation instructions. A copy of the Instructions must be available at the jobsite at all times during installation. 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 statues of the jurisdiction in which the project is to be constructed. 5.3 Adjustment factors noted in Section 4.1 of this resort and the applicable codes rrost be considered, where applicable. 5.4 Connected wood members and fasteners must comply, respectively, with Sections 3.3.2 and 3.33 of this report. 5.5 Use of tie straps with preservative -treated and *a- retardant -treated lumber is outside the scope of thhi report. Use of fasteners with treated lumber must comply with Section 3.3.3 of this report. 6.0 EVIDENCE SUBNIITTED 6.1 Structural calculations. 6.2 Quality documentation. 7.0 IDENTNFICATION Each tie strap described in this report is identified with a die - stamped label indicating the name of the manufacturer (Simpson Strong -Tie), the model number, and the number of an Index evaluation report (ESR -2523) which contains a summary of all the product model numbers in the ICC -ES evaluation reports issued b this manufacturer. Page 4 of 8 ESR -2105 TABLE 1—,ALLOWABLE TENSION LOADS FOR THE ST AND FHA SERIES TIE STRAPS MODEL SERIES MODEL NO. Thickness (Gage No.) TIE STRAP PROPERTIES Length Minimum Fy (Inc) (ksq Minimum F. (ksQ COMMON NABS' lT�l �) ALLOWABLE TENSION LOADS''' (Ms.) C. m 1.6 FHA FHA6 12 65/, 33 45 8-16d 945 FHA9 12 9 33 45 8-16d 945 FHAl2 12 115/, 33 45 8-16d 945 FHA18 12 175/, 33 45 8-16d 945 FHA24 12 23'/, 33 45 8--16d 945 FHA30 12 30 33 45 8-16d 945 ST ST292 20 95/1. 33 45 12-16d 1,265"' ST2122 20 12'5/, 40 55 16-16d 1,530h5' ST2115 20 166/18 50 65 10-16d 660h6h ST2215 20 165/,. 50 65 20-16d 1,8750" ST6215 16 165/„ 33 45 20-16d 2,0951' ST8224 16 235/,. 40 55 28-16d 2,540'5' ST6236 14 3378/,. 50 65 40-16d 3,845'6' ST9 16 9 33 45 8-16d 885 ST12 16 1151 33 45 10-16d 11105 ST18 16 175/. 33 45 14-16d 1,4200? ST22 16 216/ 33 45 18-164 1,42015) Far St: 1 inch = 25.A Mm, 1 l f = 4.45 N. 'Quantity of fasteners is the minimum number of common nam required to achieve the tabulated allowable loads. One half of the tabulated quaintly mint be Installed in each wood member forming the connection. Fasteners must comply *0 Section 3.3.3 of this report. 'Allowable tension bads are based on the steel straps connected to wood members having an assigned or equivalent mthitnuun specific gravity of 0.50. SAilowablo tension bads are the lesser of the tie strap steel strength or the connection strength. 'Tabulated allowable tension bads are govemed by contention strength, unless noted otherwise. Connection strength Is derived by multiplying the number of nails by the minimum value from the yield mode equations In Section 11.3.1 from the NDS -05, where the side member p -e., the steal to strap) dowel bearing strmgtn, F. Is equal to 2.2fVCD, where CD equals 1.6 as shown In the table, and whine F. equals the minimum specified tensle strength value of the steel shown in the table. The tabulated allowable tension bads governed by connection stenglh have been multiplied by the bad duration lector, Co, noted in the table, and are not permitted to be adjusted for other load durallons. SThe tabulated allowable tension bad Is governed by steel strength, and does not include a one-thtrd stress increase or the load duration factor, C,. The steel strength Is the lesser of yielding at the gross section of the strap, the fracture in the not section may from the connection, or fracture at the connection in accordance with Section C2 of AISI-NAS-01 (North American SpechScatbn for the Design of Cold4onned Steel Structural Members, including the 2004 Supplement). VAe -FHA34 s 1'l. FHA24— ►�H+ST22 #" • `x� FHA18 FHAt2-- ST18 FH r— Sf12 +--FHAti- STa FIGURE 1 --FHA SERIES TIE STRAPS Vie —ST6236--} — I�--ST622d — ST22iB 4 _ ST2h22 N, ST282 FIGURE 2--3T SERIES TIE STRAPS L -ye r,• • 165/16- • FIGURE 3—W SERIES 71E STRAPS FIGURE 4—ST2115 TIE STRAP Page 5 of 8 ESR -2105 TABLE 2—ALLOWABLE TENSION WADS FOR THE HST AND MST SERIES ME STRAPS r0r 61: 1 mCn = LO.4 nYn, 7 Wt = 4.45 N. 'Quantity of fasteners is the total number of common naffs or bolts, but not both, required to achieve the tabhulected allowable looms. One half Of the tabulated quantity Must be Wiled In each wood member forming the connection. Fasteners must comply with Section 3.3.3 of this report- 2Allowable tension loads for nalled and bolted cornecdons are not cumulative. ZAibwable tension loads are based on the steel straps connected to wood members having an assigned or equh alent minimum specific gravity of 0.50. 'Allowable tension bads are the lesser of the tie strap sleet strength or the connection strength. w'abubted allowable tension bads are governed by connection strength, unless noted otherwise. Connection strength Is derived by multiplying the number of fasteners by the minimum value from the yield mode equations In Section 11.3.1 from the NDS -05, where the dowel bearing strength, F., of the side member (i.e., the steal tie strap) is equal to 2.2FjCo for nailed and boiled connections, where the bad duration factor, Co, equals 1.6 as shown in the table, and where the minimum specified tensile strength, F. of the steel strap is as shown in the table. For bolted connections, the tabulated allowable tension Icads include the bad dumbon tactor, C,,, noted in the table, and the applicable group action factor, C,. 'The tabulated allowable ternsbn bad is governed by steel strength, and does not include a one-third Wass increase or the bad duration factor, Co. The steel strength is the lesser of yielding at the gross section of the strap, the fracture in the net section away from the connection, or fracture at the connection in accordance with Section C2 of AISI-IAS-01 (North American Specification for the Design of CoWformed Steel Structural Members, including the 2004 Supplement). RGURE S—HST SERIES TIE STRAP FIGURE 6—MST SERIES TIE STRAP ALLOWABLE TENSION LOADS''0 5 TIE 37W PROPERTIES FASTENERS' (on.) (QUantity-Si�B) MODEL MODEL Cd = 1.6 SERIES NO. Tom' Boit (fie Length Length . Min. F (test) r Min. F (ksi)" Nails Boit Nails Wood Member ThMdo�sa� on.) No.) 3 3'1 S'1, HST2 7 21% 40 55 — 6-6/s" — 5,280 5,260 5,220 HST HST5 7 21'l,, 40 55 — 12-6/," — 10,560 10,605 10,650 HST3 3 25'/2 33 52 — 6-21; — 6,875 7,740 7,680 HST6 3 25'/2 33 52 —12 'i�" — 13,545 15,240 15,475 MST27 12 27 40 55 30-16d 4-42' 3,705 2,175 2,170 3,165 MST37 12 37/2 40 55 42-16d 6--!/,' 5,080 3,075 3,060 3,030 MST MST48 12 48 42 56 50-16d &-U,- 5,310Ph 3,699"h 3,6W) 3,675 MST60 10 6042 56 68-16d 10-%- 8,7300) 4,665 405 4,490 MM210 72 42 56 68-16d 10-'I " I 6,730"' 1 4,665 4,605 4,490 r0r 61: 1 mCn = LO.4 nYn, 7 Wt = 4.45 N. 'Quantity of fasteners is the total number of common naffs or bolts, but not both, required to achieve the tabhulected allowable looms. One half Of the tabulated quantity Must be Wiled In each wood member forming the connection. Fasteners must comply with Section 3.3.3 of this report- 2Allowable tension loads for nalled and bolted cornecdons are not cumulative. ZAibwable tension loads are based on the steel straps connected to wood members having an assigned or equh alent minimum specific gravity of 0.50. 'Allowable tension bads are the lesser of the tie strap sleet strength or the connection strength. w'abubted allowable tension bads are governed by connection strength, unless noted otherwise. Connection strength Is derived by multiplying the number of fasteners by the minimum value from the yield mode equations In Section 11.3.1 from the NDS -05, where the dowel bearing strength, F., of the side member (i.e., the steal tie strap) is equal to 2.2FjCo for nailed and boiled connections, where the bad duration factor, Co, equals 1.6 as shown in the table, and where the minimum specified tensile strength, F. of the steel strap is as shown in the table. For bolted connections, the tabulated allowable tension Icads include the bad dumbon tactor, C,,, noted in the table, and the applicable group action factor, C,. 'The tabulated allowable ternsbn bad is governed by steel strength, and does not include a one-third Wass increase or the bad duration factor, Co. The steel strength is the lesser of yielding at the gross section of the strap, the fracture in the net section away from the connection, or fracture at the connection in accordance with Section C2 of AISI-IAS-01 (North American Specification for the Design of CoWformed Steel Structural Members, including the 2004 Supplement). RGURE S—HST SERIES TIE STRAP FIGURE 6—MST SERIES TIE STRAP Page 6 of 8 ESR -2105 TABLE 3 --ALLOWABLE TENSION LOADS FOR THE LSTA, MSTA, LSTI, AND YSTI SERIES 71E STRAPS MODEL SERIES MODEL NO. (Gage No.) TIE STRAP PROPERTIES Length Min. F, (inches) (ksQ Min. F. (ksQ NAM.S' (Total tlusn'lity�-Slne) ALLOWABLE. TENSION LOAM-" (11w)Thickness C, a 1.6 LSTA LSTA9 20 9 50 65 8-10d common 740 LSTA12 20 12 50 65 10-10d common 925 LSTA15 20 15 50 65 12-10d common 1,110 LSTA18 20 18 50 65 14-104 common 1,235'*' LSTA21 20 21 50 65 16-10d common 1,235"6' LSTA24 20 24 50 65 18-104 common 1,2355) LSTA30 18 30 50 65 22-10d common 1,64016' LSTA36 18 36 50 65 24-10d common 1,64016) MSTA MSTA9 18 9 50 65 8-104 common 750 MSTA12 18 12 50 65 10-10d common 940 MSTA15 18 15 50 65 12.104 common 1,130 MSTA18 18 18 50 65 14-10d common 1,315 MSTA21 18 21 50 65 16-10d common 1,505 MSTA24 18 24 50 65 18-10d common 1,64016) MSTA30 16 30 50 65 22-104 common 2,0W) MSTA36 16 36 50 65 26-10d common 2,050'6) MSTA49 16 49 50 65 26-10d Gammon 2,020(6) LSTI LST149 18 49 40 55 32-10dx1'/ common 2,975 LST173 18 1 73 40 55 48-10011/= common 4205")) INSTI MST126 12 26 40 55 26-10dx1'/, common 2,745 MSTI36 12 36 40 55 36-10dx1'/, common 3,800 MSTI48 12 48 40 55 48-10dx1'/, common 5,065 MSTI60 12 60 40 55 60-10dx1'/, carmron 5,080`6) MSTI72 12 72 40 55 72-10dx1'/, common 5,0806`) MSTC MSTC28 18 28'/4 50 65 36-16d sinker 3.455 MSTC40 16 40'/, 50 65 52-16d striker 4.7450 MSTC52 16 52'/4 50 65 62-16d sinker 4,745-) MSTC66 14 651/4 50 65 76-16d sinker 5,860`-) MSTC78 14 776/ 50 65 76-16d sinker 5.860'-) rw ah: 7 inch = zo.4 mm, 1 For - 4.45 N. 'Total fasteners are the minimum number of naks required to achieve the to Wlated allowable loads. One half of the total must be Wiped In each wood member fomdng the cwwwCfiorh. Fasteners must comply with Section 3.3.3 of this report "Allowable tension bads are based on the steel stns connected to wood members having an assigned or equivalent minimum specific gravity of 0.50. 'Albwable tension loads are the lesser of the tie strap steed strength or the connection strerhgth. 'Tabulated allowable tension bads are governed by connection strength. unless noted otherwise. Connection strength is derived by multiplying the number of nails by the minimum value from the yield mode equations in Section 11.3.1 from the NDS -05, where the side member p.e.. the steel the strap) dowel bearing strength, Fa, is equal to 2.2F, jC„ where the load duration factor, C,,, equals 1.6 as showy► In the table, and where the minimum specified tensile strength, F. of the steel strap is as shown M the table. The tabulated allowable tension loads governed by connection strength have been muk"W by the load duration factor, C„ noted in the table. *The tabulated allowable tension bad Is governed by steel strength, and does not include a erre-third stress increase or the bed duration factor, C,. The steel strength Is the lesser of yielding at the gross section of the strap, the fracture in the net section away from the connection, or fracture at the connection in acomia ice with Section C2 of AISI-NAS- 01(North Ammon Specification for the Design of Cokl40rmed Steel Structural Members, Including the 2004 Supplement). Page 7 of 8 ESR4105 E 9/16" LSTA36 LSTA30 - pill LSTA24 LSTA21 LSTA18 LSTA15 LSTA12 RGURE 7--WTA SERIES (MSTA SERIES SIML.ARj TIE STRAP RGURE B--LS71 SERIES TIE STRAP FIGURE 9—MSTI SERIES TE STRAP FIGURE 14-aIASTCSERES TE STRAP Q t3 A Page 8 of 8 ESR -2105 TABLE 4—ALLOWABLE TENON LOADS FOR THE CS AND CMST SERIES CON.. STRAPS MD THE CMSTC16 COIL TIE STRAP ror 01: 1 InCn = Z5.4 mmn, 1 tbf = 4.45 N. 'Total fasteners are the minimum number d nails required to achieve the tabulated alovA"e loads. Ow half of the total must be Irked In each wood member farming the connection. Fasteners must comply with Section 3.3.3 d thhi report ZAlbwable tension bads are based on the steel straps oom cooed to wood members having an assigned or equivalent minimum specific gravity of 0.50. 'Alowable tension bads must be the lesser of the tie strap steel strength or the connection strength. 'Allowable tension loads based on connection strength are derived by mmttipying the number of nathi by the minimum value from the yield mode equations in Section 11.3.1, where the side member (i.e., the steel tie strap) dowel bearing strength. F., Is equal to 2.2Ff Ca„ where Co equals 1.6 as shown in the table, and where the minimum specified tensile strength. F. of the steel strap Is as shown In the table. Allowable tension bads go"med by connection strength have been mulled by the load duration factor, Cp, noted to the table. 5The tabulated allowable tension bads based on steel strength do not include a one$hird stress increase, and are the lesser of yielding at the gross section of the strap, the fracture M the net section away from the connection, or fracture at the connection In accordance with Section C2 of AISI-PIAS-01 (Porth American Specification for the Design of Cok"omnad Steel Structural Members, Including the 2004 Supplement). FIW RE 11 --CS SERIES TE STRAP rJ a a , a Rt3URE 12--CMST14 TIE STRAP €ate is -carat+ !• s° r-•-"-•- 3` Typ.-Y RWRE 13---CMSTC16 TE STRAP FK3URE 14—TYMCAL INSTALLA71ON OF CS, CMST, AND CMSTC16 TIE STRAP TIE STRAP PROPERTIES ALLOWABLE TENSION LOADS" MODELMODEL NO _ NABS' (66•) SERIES . Thidcrwu Min. F. Min. Fe length (QuantRY-Size) Based on Steel (Mage No.) (ksiy (ksi) rro' 1.6 Sk+sngtli` CS14 14 Cut to length 50 65 30-10d common 2,985 2,490 364W common 3,005 2,490 CS16 16 Cut to length 40 55 22-10d common 2,080 1,705 26-8d common 2,040 1,705 CS CS18 18 Cut to length 40 55 18-10d common 1,675 1,37022-84 common 1,695 1,370 CS20 20 Cut to length 40 55 14-10d common 12M 1,030 18-84 common 1,370 1,030 CSM 22 Cut to length 40 5555 12-10d common 1,100 845 144W common 1,055 845 CMST12 12 Cut to length 50 65 84-16d common 10,710 9,215 98-10d oommnon 10,780 9,215 CMST CMST14 14 Cut to tength 50 65 66-16d common mon 7,755 6,490 78-10d common 7,760 6,490 CMSTC CMSTC16 16 1 Cut to 50 65 56-16d sinker 5,375 4,585 ror 01: 1 InCn = Z5.4 mmn, 1 tbf = 4.45 N. 'Total fasteners are the minimum number d nails required to achieve the tabulated alovA"e loads. Ow half of the total must be Irked In each wood member farming the connection. Fasteners must comply with Section 3.3.3 d thhi report ZAlbwable tension bads are based on the steel straps oom cooed to wood members having an assigned or equivalent minimum specific gravity of 0.50. 'Alowable tension bads must be the lesser of the tie strap steel strength or the connection strength. 'Allowable tension loads based on connection strength are derived by mmttipying the number of nathi by the minimum value from the yield mode equations in Section 11.3.1, where the side member (i.e., the steel tie strap) dowel bearing strength. F., Is equal to 2.2Ff Ca„ where Co equals 1.6 as shown in the table, and where the minimum specified tensile strength. F. of the steel strap Is as shown In the table. Allowable tension bads go"med by connection strength have been mulled by the load duration factor, Cp, noted to the table. 5The tabulated allowable tension bads based on steel strength do not include a one$hird stress increase, and are the lesser of yielding at the gross section of the strap, the fracture M the net section away from the connection, or fracture at the connection In accordance with Section C2 of AISI-PIAS-01 (Porth American Specification for the Design of Cok"omnad Steel Structural Members, Including the 2004 Supplement). FIW RE 11 --CS SERIES TE STRAP rJ a a , a Rt3URE 12--CMST14 TIE STRAP €ate is -carat+ !• s° r-•-"-•- 3` Typ.-Y RWRE 13---CMSTC16 TE STRAP FK3URE 14—TYMCAL INSTALLA71ON OF CS, CMST, AND CMSTC16 TIE STRAP f�` REPOR"I'mESR-2145 Supplement SReissued January 1, 2009 This report is subject to re-examination in two years. ICC Evaluation Service, Inc. su*weefte0orai oMm a 5W wa trim W Rued, whow. C ft mis 90601 a (5a2) 6994543 VtIW1N.ICC S.00Q PagkmW Ofte ■ 900 Monkiair Road, Solna A. Bhrmhohem, Abbe= 35213 m (206)59949600 Regie" OMice • 4051 Weet fteatrwor Road, Country Cite ice, inose x0478 ■ (708) 799.2305 DIVISION: 06—WOM AND PLASTICS Section: 06090-4110od and Plastic Fastenings SIMPSON STRONG -TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94568 (800) 92$5099 www.stronatie.com EVALUATION SUBJECT: SIMPSON TIE STRAPS 11.0 EVALUATION SCOPE Compliance wilt the following code: ■ 2007 FMrida Building Code --Building (FBC-B) e 2007 Florida Building Code--ReWenti d (FBC-R) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the Simpson Skong-Tie FHA, HST, LSTA, LSTI, MST, MSTA, MSTC, MSTI, and ST Sergi Straight Tie Straps; and CMST and CS Series Coiled Tie Straps; and the CMSTCI6 Coiled Tie Strapdescribed in Sections 2.0 through 7.0 and in Tables 1, 2, 3, and 4 of the master report, comply with the 2007 Florida Binding Code—&elk ft and the 2007 Honda Buik*r Code—Ro&W&nW when designed and installed in accordance with the master evaluation report under the following additional Conditions: • The Simpson Tie Straps are selected based on the most critical toad combination suiting from the toad combinations in Section 1605.3.1 of the FBC. For use of the Simpson Tie Straps in the High Velocity Hurricane zone: • The Tie Straps are selected based an the most critical "combination resultirg from the load comblinatios in Section 2.4.1 of ASCE 7. • Straps having an assigned allowable tension capacity of less than 700 pounds (3116 N) must be used such that two or more of the straps are installed so that the total allowable tension capacity exceeds the code -prescribed minimum of 700 pounds (3115 N). • Nails must be galvanized. For products falling under Florida Rule W72, verification that the report holder's quality assurance program is aurid ed by a quality assurance entity approved by the Florida Building Commission for the type of inspecuions being Conducted is the responsibility of an approved vali ation entity (or it* code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master evaluation report issued on January 1, 2009. 0$ROMTs- are not sake construed as mpresessbtg aesikedes or any oler attributes mor specifically addressed, nor are Aey a be construed as an endorsement of ike subject of the report or a recommendation for its use, There is no warranty by !CC Evaluation Service, lea, express or istplied, as ban), finding or other matter in this report, or as so any prodact covered by Ike report. W tea11111 1— msoteteoneetaien Copyright 0 2007 Pose 1 or 1 Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 MIAMI SHORES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I (We) have been retained by to perform special inspector services under the Florida Building Code at the project on the below listed structures as of (date). I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: ❑ SPECIAL INSPECTOR FOR PILING, FBC 1822.1.20 (84404.6.1.20) ❑ SPECIAL INSPECTOR FOR TRUSSES >35' LONG OR 6' HIGH 2319.17.2.4.2 (84409.6.17.2.4.2) ❑ SPECIAL INSPECTOR FOR REINFORCED MASONRY, FBC 2122.4 (R4407.5.4) ❑ SPECIAL INSPECTOR FOR STEEL CONNECTIONS, FBC 2218.2 (R4408.5.2) ❑ SPECIAL INSPECTOR FOR SOIL COMPACTION, FBC 1820.3.1(R4404.4.3.1) ❑ SPECIAL. INSPECTOR FOR PRECAST UNITS & ATTACHMENTS, FBC 1927.12 (R4405.9.12) ❑ SPECIAL INSPECTOR FOR Note. Only the marked boxes apply. The f lowing iin_d� ' ual(s) employed by this firm or me are authorized representatives to perform inspection 1. )Mbit'- ! I MM01, - 2. 3. 4. *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special inspector. The qualifications shall include licensure as a professional engineer or archbet; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamental Examination; or registration as building inspector or general contractor. I, (are) will notify Miami Shores Village Building Department of any Changes regarding authorized personnel performing inspection services. I, (we) understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be perforated by the County. The Village building inspections must be called for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department. Further, upon completion of the work under each Building Permit I will submit to the Bulling Inspector at the time of final inspection the completed inspection tog form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Budding Code and are in substantial accordance with the approved plans. Signed and Sealed Engineerlitect - — Name i a $ d tilt Address M tVt \"� DATE: Phone No. 11&(:s r Created on 6110/2009 Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 MIAMI SHORES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I (We) have been retained by to perform special inspector services under the Florida Building Code at the project on the below listed structures as of (date). I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: ❑ SPECIAL INSPECTOR FOR PILING, FBC 1822.1.20 (84404.6.1.20) ❑ SPECIAL INSPECTOR FOR TRUSSES >35' LONG OR 6' HIGH 2319.17.2.4.2 (84409.6.17.2.4.2) ❑ SPECIAL INSPECTOR FOR REINFORCED MASONRY, FBC 2122.4 (84407.5.4) ❑ SPECIAL INSPECTOR FOR STEEL CONNECTIONS, FBC 2218.2 (R4408.5.2) ❑ SPECIAL INSPECTOR FOR SOIL COMPACTION, FBC 1820.3.1(R4404A.3.1) ❑ SPECIAL INSPECTOR FOR PRECAST UNITS & ATTACHMENTS, FBC 1927.12 (R4405.9.12) ❑ SPECIAL INSPECTOR FOR Note. Only the marked boxes apply. T he fallowing ind' ' ual(s) employed by this firm or me are authorized representatives to perform inspection 3. 4. *Special Inspectors utilizing authorizes representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector, The qualifications shall include licensure as a professional engineer or architect graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamental Examination; or registration as building inspector or general contractor. I, (we) will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection services. 1, (we) understand that a Special Inspector inspection lag for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the County. The Village building inspections must be called for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department Further, upon completion of the wok under each Building Permit I will submit to the Building Inspector at the time of final inspection the completed inspection log fors and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Signed and Sealed Engine Nameert ? .J- Addnm—nt a�ai i� 1i Vit^ DATE: Phone No. _ { T7 Created on 6/10/2009 Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 MIAMI SHORES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I (We) have been retained by to perform special inspector services under the Florida Building Code at the project on the below Noted structures as of (date). I am a registered architect or professional engineer licensed in the State of Florida PROCESS NUMBERS: ❑ SPECIAL INSPECTOR FOR PILING, FBC 1822.1.20 (84404.6.1.20) ❑ SPECIAL INSPECTOR FOR TRUSSES >35' LONG OR 6' HIGH 2319.17.2.4.2 (84409.6.17.2.4.2) ❑ SPECIAL INSPECTOR FOR REINFORCED MASONRY, FBC 2122.4 (R4407.5.4) ❑ SPECIAL INSPECTOR FOR STEEL CONNECTIONS, FBC 2218.2 (R4408.5.2) ❑ SPECIAL INSPECTOR FOR SOIL COMPACTION, FBC 1820.3.1(R4404.4.3.1) ❑ SPECIAL INSPECTOR FOR PRECAST UNITS & ATTACHMENTS, FBC 1927.12 (84405.9.12) ❑ SPECIAL INSPECTOR FOR Note: Only Me marked boxes apply. The f lovdng in ' ual(s) employed by this firm or me are authorized representatives to perform inspection 1. -; y� l t-AM01.IC-5- 2. 3. 4. *Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shalt include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamental Examination; or registration as budding inspector or general contractor. I, (we) will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection services. 1, (we) understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the County. The Village building inspections must be called for on all mandatory inspections. Inspections performed by the Special Inspector hued by the Owner are in addition to the mandatory inspections performed by the Department Further, upon completion of the work under each Building Permit i will submit to the Building Inspector at the time of final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Signed and Sealed Engineer/ itect �- l "L `{ Z —` l Vic tum Address t�1 VI DATE: Phone No. Created on 6/10/2009 Used for Florida State Wide Product Approval # FL11473 Products on this Report which are approved: Product FL# DETAL20 11473.1 FGTR 11473.2 FGTRE 11473.2 FGTRHL 11473.2 FGTRHR 11473.2 HETA12 11473.3 HETA16 11473.3 HETA20 11473.3 HETA24 11473.4 HETA40 11473.4 HETAL12 11473.5 HETAL16 11473.5 HETAL20 11473.5 HGAM10 11473.6 HGUM5.25 11473.7 HGUM5.50 11473.7 HGUM7.00 11473.8 HGUM7.25 11473.8 HGUM9.00 11473.8 HHETA12 11473.9 HHETA16 11473.9 HHETA20 11473.9 HHETA24 11473.1 HHETA40 11473.1 HM9 11473.6 HTSM 16 11473.11 HTSM20 11473.11 Product FL# LGUM210-2-SDS 11473.12 LGUM210-3-SDS 11473.13 LGUM210-4-SDS 11473.14 LGUM26-2-SDS 11473.12 LGUM26-3-SDS 11473.13 LGUM26-4-SDS 11473.14 LGUM28-2-SDS 11473.12 LGUM28-3-SDS 11473.13 LGUM28-4-SDS 11473.14 LGUM410-SDS 11473.15 LGUM46-SDS 11473.15 LGUM48-SDS 11473.15 LTA1 11473.16 META12 11473.17 META14 11473.17 META16 11473.17 META18 11473.17 META20 11473.18 META22 11473.18 META24 11473.18 META40 11473.18 MSTAM24 11473.19 MSTAM36 11473.19 MSTCM40 11473.19 MSTCM60 11473.19 MTSM 16 11473.2 MTSM20 11473.2 SIMPSON STRONG -TIE COMPANY, INC Jax Apex Technology, Inc. FBPE CA NO. 7547 4745 Sutton Park Court, Suite 402 Jacksonville, FL 3222419041821-5200 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 LEM[ITATIONS 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 61 G-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. Arneson, 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. Arneson, 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. Arneson, 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. 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, 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%4" Titen Masonry Screws for a masonry wall, or %x1%" 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 either'/ 4x2'/4" Titen Masonry Screws for a masonry wall, or %x13/4" 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 1 %" SDS screws (provided with the part), and fastens to the wall with either'/ 4x2'/4" 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 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 1'/Z" SDS screws (provided with the part), and fastens to the wall with'/4x %" 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 10dxl % 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 51/18" for HETAL). The strap portion of the anchor is 114" 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 10dxI%" 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 10dx1'/z" nails. They are embedded in the masonry or concrete wall to a depth of 4'/z inches. The strap portion of the anchor is 11/" 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'/4" Titen Masonry Screws to masonry, or %x13/4" 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'/4x2'/4" Titen Masonry Screws to masonry, or %x13/" 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 be 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 SDSY4" wood screws, and fastens to the masonry or concrete wall with Simpson Strong-Tie'/z" 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 Fu=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 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 Titan 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 Yz" deeper than the specified Titen HD length. The SDS screws are installed best with a low-speed'/Z" drill and a s/8" 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 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 Tables'! 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 Pennyweight(inch)Fyb Nail Shank Diameter (psi) 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 Al 53. Fasteners for stainless steel connectors shall be stainless steel. 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 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 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, 2/7/04 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, 9111/06,10/20/06,10/20/06 HGUM Uplift M729, M731 1 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 alternative 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 loads shall not exceed the allowable loads listed in this report. 9. LIMITATIONS: 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 10. CODE REFERENCES Florida Buildina 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. 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 shall be 200 lbs (DFUSYP) & 170 lbs (SPF). 3. HGAM10 allowable F1 load shall be 1005 lbs (DFUSYP) & 870 lbs (SFP), and allowable F2 load shall be 1105 lbs (DFUSYP) & 950 lbs (SPF). 4. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2 W must be used when framing anchors are installed on each side of the joist or truss. Molslum tiariler not shown HGAM10 HM9 _r. Y.. r 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 META12 8 7-10dx1'/z 1450 6-16d 1450 340 725 META14 10 7-10dx1% 1450 6-16d 1450 340 725 META16 12 7-10dxl% 1450 6-16d 1450 340 725 META18 14 7-10dx11A 1450 6-16d 1450 1 340 725 18 6-10dxl% 1270 5-16d 1245 340 725 META20 16 7-10dx1'h 1450 6-16d 1450 340 725 META22 18 7-10dx1h 1450 6-16d 1450 340 725 META24 20 7-10dxl% 1450 6-16d 1450 340 725 META40 36 7-10dxl% 1450 6-16d 1450 340 725 HETA12 8 7-10dxl% 1520 7-16d 1780 340 725 HETA16 12 9-10dx1'h 1810 8-16d 1810 340 725 8-10dx1% 1735 7-16d 1780 340 725 HETA20 16 16 9-10dx1'/z 1810 8-164 1810 340 725 HETA24 20 9-10dx1% 1810 8-16d 1810 340 725 HETA40 36 9-10dxl% 1810 8-16d 1810 340 725 HHETA12 8 7-10dx1% 1565 7-16d 1820 3406 815 HHETA16 12 10-10dxl% 2235 9-16d 2235 3406 815 9-10dxl% 2010 8-16d 2080 3406 815 HHETA20 14 16 10-10dx1'r4 2235 9-164 2235 3406 815 HHETA24 20 10-10dxl % 2235 9-16d 2235 3406 815 HHETA40 36 10-10dxl% 2235 9-16d 2235 3406 815 HETAL12 16 7 10-10dx1'h 1085 10-16d 1270 415 1100 HETAL16 11 14-10dxl% 1810 13-16d 1810 415 1100 HETAl20 15 14-10dxl% 1810 13-16d 1810 415 1100 LTA1 18 3% 12-10dxl% 1 1420 12-1077 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 angors or less than 6- 16d or 7-10dx1 %" 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 with TSS Figure 4 Figure 5 Pa. META/HETAIHHETA Tvpical Installation LTA1 Typical Installation Simpson Strong -Tie 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 fc is 2,500 psi. 3. Install with spoons facing outward and spaced no more than 1t8' 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 loads in Table 2. DETAL lateral load apply to single -ply application. 6. DETAL20 Lateral Loading in the F, direction anchored in CMU greater than 1,790 lb. may result in deflection up to 6/32 in the F, direction. 05E Or Figure 6 DETAL and Double META/HETA/HHETA Application Page 9 of 13 Simpson Strong -Tie in ks Notes: 1. Loads include a 60°/6 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 W for Titen Masonry Screws. 3. Minimum I'm = 1500 psi and minimum P. = 2500 psi. 4. Products shall be installed such that the Titen screws are not exposed to moisture. Typical MSTAM36 Inshilation. Figure 7 MSTAM/MSTCM Typical Dimensions and Installation Typical MSTCM60 Installation Page 10 of 13 Simpson Strong -Tie TABLE 5 FGTR SERIES ALLOWABLE LOADS AND FASTENERS . _ Fasteaer� Allo, eb116 Vbftl No qty Tib Klock and Ta Trc� , Upt �lte1lY5 1 2 -Titan HD %X5" 18-SDS1/4x3 5000 FGTR 2 4-Titen HD %x5" 36-SDS1/4x3 9400 FGTRHUR 1 2-Titen HD %x5" 18-SDS1/4x3 3850 FGTRE 1 2-Tcten HD %x5" 18-SDS1/4x3 46858 FGTRE+FGTR 1 Each 4-Titen HD %x5" 36-SDS1/4x3 50008 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. 3. Minimum edge distance for the Titan HD is 47 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 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 connector has been tested attached to a steel column to an allowable load of 11,400 lbs which can be used for design provided the wall is designed by the engineer of record to transfer the uplift forces. W'A Two FGTRs FGTR FGTRHLTOPd1EW Figure 8 FGTRIFGTRE/FGTRHUFGRHR Typical Installation Page 11 of 13 Simpson Strong -Tie TABLE 6 — LGUM AND HGUM ALLOWABLE LOADS, FASTENERS AND DIMENSIONS Dimens C�l;: a tert�rs AUow 0 Lam$ 00 IVlodei No. Ga I CMIi/Cor r ie Dist Itft , Dot�nloait FISPILVUPS SL W H g CMUI Coftcr; Titan SI)S Sous PO Notes: 1. Uplift loads include a 60°A 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 permitter. Reduce loads where other loads govem. 2. Minimum fm = 1500 psi and fo = 2500 psi. H e !O 1. ai a EGN TTp[cal WUM Installation Page 12 of 13 R�51�sa GartlH �e aMsftatn--•�-�= f .. Typical How 1001tallon Figure 9 LGUM/HGUM Typical installation Simpson Strong -Tie T'POf DOUBLE 2x SIZES LGUM 26-212 3 /j 5 4 4 - Y,, x 4° 4 - %a°x2%a 1430 5595 LGUM 28-2 12 3 /is 7 4 6 - %a x 4° 66-'/e°x2%' 2435 8250 LGUM 210-2 12 1 3'/is 1 9 4 1 8 - 3/a x 4' 1 8 - Wx2W 3575 9575 TRIPLE 2x SIZES LGUM 26-3 12 1 5% 1 5% 1 4 1 4 - %a x 4° I 4 - Y4 x2'W 1430 5610 LGUM 28-3 12 5% 7% 1 4 6-3/a" x 4° 5-'/a°x2W 2435 8290 LGUM 210-3 12 5% 9 %a 4 8 - Y. x V 8 - Y4 x2W 3575 9715 QUADRUPLE 2x SIZES LGUM 26-4 12 6'/16 5 /is 4 4 - Y. x 4° 4-'/a°x2YV 1 1430 5625 LGUM 28-4 12 6 /is 7 /is 1 4 6 - Ys x 4° 6 - Y4"x2h° 1 2435 8335 LGUM 210-4 12 6 /is 9 /,s 1 4 1 8 - 9/e x 4° I 8 - %s°x2W 3575 9860 4x SIZES LGUM 46 12 1 3% 1 4% 1 4 4 - 9/a x 4" 4 - %a x2W 1430 5600 LGUM 48 12 3% 6% 4 6-3/so x 4° 6 -'/4 xZIR 2435 8260 LGUM 410 12 3% 8% 4 8-3/,' x 4° 8 - %°x2'h" 3575 9620 ENGINEERED WOOD AND STRUCTURAL COMPOSITE LUMBER SIZES HEAVY DU WGUM5.25 7 5% 11 to 30 5% 8 - e/: x 5° 24 - '/a x2W 10085 14965 16015 HGUM5.50 7 5% 5%8 - e/" x 5° 24- '/<°x2W 10125 14940 16015 HGUM7.00 7 7 5% 8 - %a x 5" 24 - '/a x2W 10375 14770 16015 HGUM7.25 7 7% 5% 8 - 5/s x 5° 24 - Wx2W 10415 14740 16015 HGUM9.00 7 9 5% 8 - e/s x 5° 24 - Y4"x2W 10705 14545 16015 Notes: 1. Uplift loads include a 60°A 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 permitter. Reduce loads where other loads govem. 2. Minimum fm = 1500 psi and fo = 2500 psi. H e !O 1. ai a EGN TTp[cal WUM Installation Page 12 of 13 R�51�sa GartlH �e aMsftatn--•�-�= f .. Typical How 1001tallon Figure 9 LGUM/HGUM Typical installation Simpson Strong -Tie T'POf 12. IDENTIFICATION Each connector covered by this report shall be stamped with the manufacturer's name and/or trademark and the product name. 4yKe•r4 aNt` Mq� • wo ► or Jax ri , Inc. .d ;�• Jr �?j, , P.E. Page 13 of 13 Simpson Strong Tie 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 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 HETA24 11473.4 LGUM28-4-SDS 11473.14 HETA40 11473.4 LGUM410-SDS 11473.15 HETAL12 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 HHETA12 11473.9 META24 11473.18 HHETA16 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 11473.2 ... . ... . . .. m ... . : . .. . . . . . . . . . . . .. . . .. . S6PS647iTRONG-TIE COMPANY, INC ... . . . . ... . . . . ..... . ... . .. .. . . . . .. .. .... . .... . 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. Arneson, 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. Arneson, 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. Amason, the Florida engineer who prepared this report, and Apex 'T$cpn0IWA havo rlo financial interest in the manufacturing, sales, or distribution of the p1bcId*s:nV0& lhthis report. Jeffrey P. Amason and Apex Technology comply with •• •a0 chdri'Ad's icte2ed.in Florida Administrative Code Chapter 96-72.110. ,2. Pt QDUCI NAME ... . .. . .... . ' ;.TTu$sjoVjjiIl'Cen0eptors MTSM16, MTSM20, HTSM16, HTSM20, HM9, HGAM10 P46 I -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, 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 1/4x2%" Titen Masonry Screws for a masonry wall, or'/4X13/4" 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 either'/4X2'/4" Titen Masonry Screws for a masonry wall, or %x13/4" 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 1%" SDS screws (provided with the part), and fastens to the wall with either %x2%" Titen Masonry Screws for a masonry wall, or %x13/4" 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. .. .WvNcgne�ie faVeng schedule, dimensions and allowable loads are shown in Table 1. SbdVb4e:2 =oi:aQditional details of the HM9. . •• • • • • ••• . . • •X4 MAIM d HuMcane Gusset Angle. The HGAM10 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HGAM10 fastens to the •;•wood LnmrberYlith Sim�son '/4X 1'/z" SDS screws (provided with the part), and fastens tgtjeValtwitj1 rovi- iten Masonry Screws. Allowable loads are shown in Table 2. °The'WGAVM0 is rr:artyfbctured from 14 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Angle Pais 2of 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 10dxl % 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 11/8" 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, rafters, or beams to masonry or concrete walls. The LTA1 fastens to the wood member with 10dx1'/a" 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 10dx1'/2" nails. They are embedded in the masonry or concrete wall to a depth of 4'/Z inches. The strap portion of the anchor is 11/s" 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 %" wide for use on 1 W and larger members. They are installed with 10d common nails to the wood and either '/4x2'/4" Titen Masonry Screws to masonry, or %x13/4" 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 %x13/4" 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 ." 030, CI$ss 1. cl $tlyeltness as specified in Table 4. The galvanized coating complies •. vItNft 01) N40ements of ASTM A653. Masonry strap fastener schedule, ••• •d;ne*mIicrrOaAdialk0able loads are shown in Table 4. See Figure 7 for additional details of wood to masonry straps. ;.. •; � 4.9;F¢Tll, FG*R f, egTRHL, FGTRHR Face Mount Girder Tie Down. The FGTR is :. a`nQnj)itchspeeif¢ girler tie down that can be used in new construction or retrofit • applitatiofls to tie tloWn a girder truss or beam to a concrete or masonry wall. The Pat@ 3rof 13• .. „• r ' • • • • 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 %" 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 Titan 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 V deeper than the specified Titen HD length. The SDS screws are installed best with a low -speed Y2" 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 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 t e rninirmnum bending yield strength Fyb: Common Nait• Pennyweight •�Vail�V* 9 4rr ger • i ctt . Fyb (psi) 10d "' U.148 ' 90,000 16d sinker 0.148 90,000 16d • aQ.162 • 90,000 Fasteners for galvanic copnegtgrs n aressur&PrVs$rvative treated wood shall be hot -dipped zinc coated gblv4Mized'stbel With coatint.*eights in accordance with ASTM A153. Fasteners for stainless steel connectors shall be stainless steel. Page 4 of 13 ... . . . ... . . . . . . . ... . . . Simpson Strong -Tie . . . . . . . . . . . .. .. . . . .. .. ... 9 0 0 000 0 . 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 - 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, 7/29/02,2/7/04 HHETA F1 02-3676 6/4/02 HHETA F2 -02-a676,02-3863 644/02, 7/29/02 • HETAL Uplift 02- 0 2.3 6 • •04 X4676 fo: 6110/02, 7/26/02, 218/04 HETAL F1 D793 3/17/94 . ... . ... . . ... . . . . V: . . . . . . . . . . . . . . • •• . • •• • Page 5 of 13 G o @ . . . . 000 .. 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 FGTRHUR 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 alternative 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 loads shall not exceed the allowable loads listed in this report. 9. LIMITATIONS: 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 10. CODE REFERENCES ; . ... ...... . Florida Building Code, B� Fdima d4��di1'ior ••� Section 104.11 Alternate Materials and Methods Chapter 1714.2 ... LoaV Tq%trProgedure,Specified Chapter 21 ;ME"ry; Chapter 22 ;, St4eC ;. • ' o ; Chapter 23 Wodd ' Page 6 of 13 . . . Simpson Strong -Tie Florida Buildina 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 Allowable Uplift Loads Fasteners 160 Model Length Ga Southam No. (in.) Truss/Rafter CMU Concrete Pine/Douglas Fir- Space -Pine -Fir • • • • (Titen) (Titen) Larch MTSM16 161 16 7-10d 4-'/4x2'/4 4-'/4x13/4 875 755 MTSM20 161 20 7-10d 4-'/4x2'/4 4-'/4x13/4 875 755 HTSM16 14 16 8-10d 4-'/4x2'/4 4-'/4x13/4 1175 1010 HTSM20 14 20 10-10d 4-'/4x2'/4 4-'/4x13/4 1175 1010 HM9z 18 - 4-SDS'/4X1Y2 5-'/4x2'/4 5-/4x13/4 805 690 HGAM10 ' 14 - 4-SDS'/4X1Y2 4-'/4x2'/4 4-/4x2% 850 850 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 shall be 200 lbs (DFUSYP) & 170 lbs (SPF). 3. HGAM10 allowable F1 load shall be 1005 lbs (DFUSYP) & 870 lbs (SFP), and allowable F2 load shall be 1105 lbs (DFUSYP) & 950 lbs (SPF). 4. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2'/a must be used when framing anchors are installed on each side of the joist or truss. Moisture barrier not shoum HMO r� s .• ••• • • • • • •• 0 • •• • • • • ••• • Figure 1 ••• ••'•: Fi rl2• • Typical MTSMM/HTSM i Application ypical 49 Installation ff. 7.7 1 F2 Figure 3 Typical HGAM10 Installation • • • • • • • • • • • • • •• • • •• • • • Page 7 of 13 • • • • • • • 000 . • • : ; : : Simpson Strong -Tie • • • • • • • • • • • % •• • • • •• •• ••• 0 • • ••• • • TABLE 2 ALLOWABLE LOADS AND FASTENERS ,T•• • Model No. Ga H Uplift Lateral Loads 1 Ply So. Pine Truss 2 or 3 Ply F1 Fa So. Pine Truss ( m fro. tD Fasteners Load Fasteners Load META12 18 8 7-10dx1'/z 1450 6-16d 1450 340 725 META14 10 7-10dxl% 1450 6-16d 1450 340 725 META16 12 7-10dxl% 1450 6-16d 1450 340 725 META18 14 7-10dx1'/2 1450 6-16d 1450 340 725 META20 16 6-10dx1/z 1270 5-16d 1245 340 725 7-10dxl% 1450 6-16d 1450 340 725 META22 18 7-10dxl% 1450 6-16d 1450 340 725 META24 20 7-10dx1'/s 1450 6-16d 1450 340 725 META40 36 7-10dx1'/z 1450 6-16d 1450 340 725 HETA12 16 8 7-10dx1'/z 1520 7-16d 1780 340 725 HETA16 12 9-10dxl% 1810 8-16d 1810 1 340 725 HETA20 16 8-10dx1%s 1735 7-16d 1780 340 725 9-10dx 1 % 1810 8-16d 1810 340 725 HETA24 20 9-10dxl% 1810 8-16d 1810 340 725 HETA40 36 9-10dx1%a 1810 8-16d 1810 340 725 HHETA12 14 8 7-10dxl% 1565 7-16d 1820 3408 815 HHETA16 12 10-10dxl% 2235 9-16d 2235 1 3408 815 HHETA20 16 9-10dx1'/z 2010 8-16d 2080 3408 815 10-10dxl% 2235 9-16d 2235 3408 815 HHETA24 20 10-10dx1'/a 2235 9-16d 2235 3408 815 HHETA40 3610-10dx1'/z 2235 9-16d 2235 3408 815 HETAL12 16 7 10-10dx1'/z 1085 10-16d 1270 415 1 1100 HETAL16 11 14-10dxl% 1810 13-16d 1810 415 1100 HETAL20 15 14-10dx1'/a 1810 13-16d 1810 415 1100 LTA1 18 31/e 12-10dx1'/z 1420 12-10dxl% 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 toads where other loads 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,OOOpsi 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%" 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. • • • • • ••• • -- !�•"W0 ,T•• • • Typical MP,�/t • • . :•: Installed dth; • • • • • • • • . • • Figure 4 META/HETA/HHETA Typical Installation Pa, _ ••• • • • • ••• • • • • . . • • • :00.: Wig= baWer W swo Figure 5 LTA1 Typical Installation Simpson Strong -Tie TABLE 3 ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS Model No. Qty. Application Uplift Loads Lateral LoadsS 1 Ply Southern 2 or 3 Ply Southern Fi Pine Truss Pine Truss (parallel Fasteners Load Fasteners Load to wall) F2 (perpen. to wall) DETAL20 1 CMU 18-10dx1%2 2480 - - 20006 1370 Concrete 18-10dx 1 % 2480 - - 2000 1505 META 2 CMU Concrete 10-10dx1'/a 1985 14-164 1900 1210 1160 10-10dxl% 1985 14-164 1 2565 1210 1160 HETA 2 CMU Concrete 10-10dxl% 2035 12-16d 2500 1225 1520 10-10dx 1 % 2035 12-16d 2700 1225 1520 HHETA 2 CMU Concrete 10-10dxl% 2035 12-16d 2500 1225 1520 I 10-10dx1'/2 1 2035 14-16d 3350 1225 1520 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 f, 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 loads in Table 2. DETAL lateral load apply to single -ply application. 6. DETAL20 Lateral Loading in the F, direction anchored in CMU greater than 1,790 Ib. may result in deflection up to 5/32" in the F, direction. 95 F (m Typical Installation . with two METAs Figure 6 DETAL and Double METAIHETA/HHETA Application •• ••• . • . • • •. • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• • • • . • • • • • • • . • • a 000 Page 9 of 13 • • • • . • • . • . • • • • • • • • • • • • . • • • . • • Simpson Strong -Tie 000 0• •• .. • • • •• .. 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'/Z" 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. Y L 4 MSTAM36 MSTCM40 Typical NSTAM36 Instillation. Figure 7 MSTAM/MSTCM Typical Dimensions and Installation Typical MSTCM60 Installation •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• • • ••• • • • • ••• • • • • • • • • • • • • • • • •• • • •• • • • Page 10 of 13 ••• • • • • ••• • • i i i i• i i i : Simpson Strong -Tie • • • • • • • :00.: 000 0 0 0 ••• 0 • TABLE 4 MASONRY STRAPS ALLOWABLE LOADS, FASTENERS AND DIMENSIONS Model No. Ga. Dimensions inches Simpson Strong -Tie Titen Screws DF/SP 160 SPF 160 W L CMU Concrete Nails Load Nails Load MSTAM24 18 1% 24 5'/4x2% 5-%xl% 8-10d 1500 9-10d 1500 MSTAM36 16 1% 36 8-'/4x2% 8'/4x13/4 10-10d 1870 11-10d 1870 MSTCM40 16 3 40% 1 14-'/4x2'/4 14-'/4x13/4 22-16d Sinker 4220 26-16d Sinker 4220 MSTCM60 16 3 591/2 14-%x2% I 14-'/4x13/4 26-16d Sinker 1 220 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'/Z" 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. Y L 4 MSTAM36 MSTCM40 Typical NSTAM36 Instillation. Figure 7 MSTAM/MSTCM Typical Dimensions and Installation Typical MSTCM60 Installation •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• • • ••• • • • • ••• • • • • • • • • • • • • • • • •• • • •• • • • Page 10 of 13 ••• • • • • ••• • • i i i i• i i i : Simpson Strong -Tie • • • • • • • :00.: 000 0 0 0 ••• 0 • TABLE 5 FGTR SERIES ALLOWABLE LOADS AND FASTENERS Fasteners Allowable Model No. MY. To Block and Uplift Load Concrete Wall To Truss (160) 1 2 -Titan HD %x5" 18-SDS1/4x3 50006 FGTR 2 4 -Titan HD %x5" 36-SDS1/4x3 9400 FGTRHUR 1 2 -Titan HD %x5" 18-SDS1/4x3 3850 FGTRE 1 2 -Titan HD %x5" 18-SDS1/4x3 46856 FGTRE+FGTR I 1 Each 1 4-Titen HD %x5" 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. 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 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 connector has been tested attached to a steel column to an allowable load of 11,400 lbs which can be used for design provided the wall is designed by the engineer of record to transfer the uplift forces. Two FGTRs FGTR TRUSS SHOULD BE SET BACK 1/4' FGTRE Figure 8 fGTRIFGTRE/FGTRHL/FGRHR Typical Installation Page 11 of 13 • 0 •e• 0 • • • • • • • • Simpson Strong -Tie ••• 0 0 0 000 0 0 9i Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 'i /2-//� Permit No: Structural Critique Sheet Page 1 of 1 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