Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
RC-12-2054
AMERICAN SOCIETY OF CIVIL ENGINEERS NATIONAL ACADEMY OF BUILDING INSPECTION ENGINEERS 51. T2. S , PS. l),/7,051-\ NATIONAL SOCIETY OF PROFESSIONAL ENGINEER: FLORIDA ENGINEERING SOCIETY CONSULTING ENGINEER PROFESSIONAL BUILDING INSPECTION 12420 S.W. 75th AVE., / MIAMI, FLORIDA 33156 TELEPHONE: (305) 378 -1244 Established 1976 Village of Miami Shores Building Department 10050 N.E. 2nd Avenue Miami Shores, Florida 33138 Dear Building Official 21 November, 2012 Ref: 9275 N. Bayshore Drive Davis Residence The following changes have been made to the rear exterior wall structure based on further visual inspection and adjustments to allow for installation of the sliding glass doors: 1. Relocate the HD3B hold down anchors to the inside of the center panel. 2. Eliminate the HD3B hold down anchor at the South end of the wall. 3. The existing wood header consists of 2 -2x6 members. 4. The ML24Z angle brackets on the bottom plate to have three (3) 1/4 x 4 inch Tapcons. 5. The bottom plate to be anchored to the first floor tie beam with 3/8 x 6 inch wedge bolts at 16 inches on center. 6. Provide two rows of 1/4 x 4 inch Tapcons to secure the plywood sheathing to the concrete at the south end at 8 inches on center. heingold, P.E. 21181 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP - 186518 Scheduled Inspection Date: February 28, 2013 Inspector: Bruhn, Norman Owner: DAVIS, JEFFREY AND YASMIN Permit Number: RC -10 -12 -2054 Job Address: 9275 N BAYSHORE Drive Miami Shores, FL Project: <NONE> Contractor: CALDER CONSTRUCTION INC Permit Type: Residential Construction Inspection Type: Final Building Work Classification: Alteration Phone Number (305)577 -3777 Parcel Number 1132050270570 Phone: (305)978 -5375 Building Department Comments ROTTEN WOOD REPAIR. REPLACE WALL SHEATHING. INCLUDES REMOVAL AND REINSTALLATION OF EXISTING EXTERIOR DOOR AND NEW STUCCO AND CAULKING. Infractio Passed Comments INSPECTOR COMMENTS False Inspector Comments Passed Failed c7U-779 Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. February 27, 2013 For Inspections please call: (305)762 -4949 Page 35 of 35 itt5- tbilic)t/ Miami Shores Village Building Department 90050 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 BUILDING' JOB ADDRESS: /c2%5.- #471-1/ . - ',I Asii/e City: Miami Shores County: Folio/Parcel #: Is the Building Historically Designated: Yes ' OCT 2 2 12 Bpi �v000ee -e FBC 20 Permit No. Master Permit No. 4, ROOFING Miami Dade Zip: Flood Zone: 1//"ef OWNER: Name (Fee Simple Titleholder): c�e; i"crJ f / AO/WS Phone #: 38r — .72 329 2 Address: l`�2 ins ` / r fit! s /, 4 City: %/04,` :S/-,.�r�d, State: o� Tenant/Lessee Name: Phone #: Email: Zip: CONTRACTOR: Company Name: e,i ,® ,-//Z CaAI r /Z //cy s 6 Phone #: Sad"— ,- 6'1,2,s Address: 57g527- 5� / ,f%�,d „1:1:4,7 City: /1140.1 State: / Qualifier Name: Yip • P C �/— State Certification or Registration #: ,ce Zip: 33/66 Phone #: q55 - C C ®r��'si3 Certificate of Competency #: /VA,' C% L' 6 f2 e/ "7-L -1.Y/ e e Phone #: Contact Phone #: 3vr? %�f� ,5'� ?� Email Address: DESIGNER: Architect/Engineer: /`4veA e Value of Work for this Permit: $ s;,/, ,6-47/9 Square/Linear Foo , _e of Work: Type of Work: °Addition ❑Alteration New epair /Replace °Demolition Description of Work: s?r -r h��o %.�re Iv 5 s, G /4-t e c s //'� �v� / Ce ,d s rczr a,✓-®'27/E, d'i e2/Y7Z/ P4e.eier burr liv e S�e-er Color thru tile: ****** �x�xx�* �pa��m* �xe��ax�x��a+x**.0 *�p�p�p�x�+** Its * *** ** Fees* *** * ***,0*** *A,* ***** *.0*x�****wx��r�n�n�nx+�n** **** Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ Notary $ Training/Education Fee $ Double Fee $ Structural Review $ TOTAL FEE NOW DUE $ CCF $ CO /CC $ 5,4 i ril/N 6 Oven iev_ e NSW s %C90 DBPR $ Bond $ Technology Fee $ Bonding Company's Name (if applicable) Bonding Company's Address City State ° Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection hich occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be a roved and a reinspectio fee will be charged. Signature Ownei.r Agent The foregoinf instrument was acknowledged before me this day of 0C-?--- ,20 21-by + WE T)4PVLT who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: Jeffrey R Davis PA Contractor The foregoing instrument was acknowledged before me this day of 490--,4 , 2041, by gs '1- F. L'A 64-t— w o is ersonall known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expir MY COMMISSIONS EE 115440 10800 Biscayne BLVD 1 ��� -. _- EXPIRES: October 24,2015 1YWY Suite 700 B�tY 9��omee Borded Mat BUdkt� IM ******** ** *,N****btl��6+�bX�RN�4+****9�� *** 1114'�I7t�W 1********** ************ **B+ RM, rt+ I+ ****k+ p*****+k ******** **N,****** APPROVED BY Plans Examiner Structural Review (Revised 3 /12/2012)(Revised 07 /10 /07)(Revised 06 /10/2009)(Revised 3/15/09) Zoning Clerk Miami Shores VllIage Building Department RECEIPT C'lL 2. 54- PERMIT #: _ DATE: I, Contractor Owner Architect Pic 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 loor Address: _ From the building department on this date in order to have correcfior s done to plans And /or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Department to continue permitting process. Acknowledged by: sets of plans and (oth PERMIT CLERK INITIAL: t RESUBMITTED DATE: 11 PERMIT CLERK INITIAL: Miami Shores Vivage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No: RC12 -2054 Job Name: Building Critique Sheet 3rd Page 1 of 1 1. Provide details of all connections showing the load path from the roof to the floor. connectors are required. Provide a detail of the wall connection at the sides. Bolts are required to masonry or concrete. 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. Norman Bruhn CBO 305 - 762 -4859 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.12 2. ®s rt Job Name Date 11--t-17-' STRUCTURAL CRITIQUE SHEET 0 tP tz..o vi P1-4----(6 .0 WD 60 e,Cr'a 'b -Dade County a B... s: as8exp.mia dade.g... MIA I -BADE COU Pay Your Local Business Tax Please print this page for your recd LOCAL BUSINESS TAX an Secure containing this payment information virlhin an hour. CONFIRMATION OF PAYMENT Receipt Amount Due: View Number: DetaB 413606 -5 $82.50 L te:: ymtient Ti.. amount Faith Authorization Number: Card Holder Name: Credit Card: Confirmation 3dl imb rr BBL 15j2 U1Z. 06:44 :42 EDT $82.50 03302G Bruce Calder Visa- 7' Copyright 2003 Miami -Dade County. All rights reserved. Privacy Policy 1 of 1 0 15 12 6:45 CUMULATIVE SUBSTANTIAL IMPROVEMENT VERIFICATION WORK SHEET In accordance with FEMA regulation and Miami Shores Village Flood Damage Prevention Ordinance the costs of all improvements must be monitored. The costs of any improvements in the past 12 months and the costs of any proposed improvements must be shown on the worksheet. The cost of improvements must include demolition, raw and finished materials (include those donated), labor (including volunteer and self - performed), construction supervision and management, and overhead and profit. A list of items the costs of which are to be included as well as those excluded is attached for your reference. (A Copy of the Contract must be attached) PROPERTY OWNER: PERMIT # ADDRESS: FOLIO NUMBER: FLOOD ZONE: BASE FLOOD ELEVATION: FREEBOARD: EAST OF FL.CCCL: COST OF PAST IMPROVEMENTS (12 MONTHS): COST OF PROPOSED IMPROVEMENTS: (ATTACH COPY OF CONTRACT) TOTAL CUMULATIVE COST OF IMPROVEMENTS (past and proposed): VALUE OF PRINCIPAL STRUCTURE (attach appraisal): OWNERS SIGNATURE: DATE: PLANREVIEWER: PLAN SIGNATURE: DATE: REVIEWER SUBSTANTIAL IMPROVEMENT / DAMAGE LIST (NOTE: THIS LIST IS INTENDED FOR GUIDANCE ONLY, AND IS NOT ALL INCLUSIVE) ITEMS TO BE INCLUDED ALL STRUCTUAL ELEMENTS, INCLUDING Foundations including; Spread footing, Continuous footing, isolated footing, piles and pile caps Slabs including; Monolithic, floating, elevated Walls including; Exterior walls, Bearing walls, Shear walls Beams, Tie Beams, Columns and Posts Wood decking, Floor and Roof Sheathing Trusses, Joist Windows /Doors ALL BUILDING ELEMENTS, INCLUDING Interior Partitions, Walls, Columns Drywall, Ceilings, Built in Furniture, Cabinets, Vanities All Fixtures Flooring, Tile, Carpet, Stone, Linoleum, ect. All Finishes including Drywall, Paint, Stucco Plaster, Paneling, Tile, Marble, and Moldings Roofing Material ALL HARDWARE ALL UTILITY and SERVICE EQUIPMENT HVAC Electrical System and Equipment Plumbing System and Equipment Security System and Equipment Central Vacuum System Plumbing Fixtures Lighting Fixtures and Ceiling Fans Water Systems including Softeners /Filtration Created on June 2009 ALSO: All Labor and other Costs associated with Demolition, Removing, Replacing, Installing Building or Altering Building Components Construction Management / Supervision Overhead and Profit Equivalent cost for: Donated Materials Volunteer Labor (including owners and friends) Any Improvements Beyond Pre - damaged Condition, including; Utility Upgrades Code Upgrades ITEMS TO BE EXCLUDED Plans and Specifications Survey Costs Elevation Certificate Costs Permit fees Debris Removal Items not considered to be REAL Property Rugs, Furniture, Refrigerator, Appliances not Built -in Outside Improvements, Including; Landscaping Sidewalks Patios Fences Yard lights Sheds Gazebos Irrigation Pool A "substantially improved" structure in a Flood Zone must be brought into compliance with Miami Shores Village Flood Damage Prevention Ordinance for new construction. This means a residential structure must be elevated to or above the level of the 100 -year or base flood and a commercial structure must be effectively "flood proofed" and meet other applicable requirements. These regulations are based upon the Federal Emergency Management Agency (FEMA) requirements and affect your flood insurance costs. Existing residential structures can be "substantially improved" by interior renovations or new additions or other improvements. EXAMPLE: In order to determine whether a proposed construction project would be classified as a substantial improvement, the market value of the building needs to be determined. This value is found on the official tax assessors card for the property or may be obtained by a licensed property appraiser. That number is then divided by 2 to determine the substantial improvement threshold. Therefore, a home with a market value of $100,000.00 could have no more than $50.000 worth of new construction /renovations and /or repairs before the house would have to be elevated above the 100 year base flood elevation as shown on the Flood Insurance Rate Maps. It is the responsibility of the Building Department staff to ensure that the market value estimates are accurate and the cost estimate reflects the actual costs to fully repair the damage and make any other improvements to the structure. The staff requires that the permit applicant or owner of the building supply the proposed construction cost estimate, or contractor's contract, to make the determination. The staff then uses the latest "Means Square Foot Costs" and "Means Construction Cost Data" books to determine the accuracy of the estimate. These are nationally accepted manuals, which itemize all components involved with construction. The manual provides adjustment rates to handle the varying construction costs throughout the country. Q: What should be included in a contractor's estimate? A: Basically, the only items that are not included in the cost include plans, specifications, surveys and permit fees. All materials that are permanently a part of the structure should be included in the cost estimate. These items include, but are not limited to: windows, doors, hardwood floors, wall to wall carpeting, sheetrock, lumber, roofing material, footings, pilings, kitchen cabinets and counter tops, bathroom vanities, tiling, plumbing fixtures, new furnaces, hot water heaters, heating and air conditioning systems, electrical work and labor. The cost of all materials involved in new construction or replacing and restoring a structure to its pre- damaged condition must be included. Even if volunteer labor or self -labor is used, it must be estimated based on minimum -hour wage scales for the type of construction work that is done. Created on June 2009 Miami Shores Viiiage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Several properties in Miami Shores Village are located in a Special Flood Hazard Area (SFHA) as determined by the Flood Insurance Rate Map (FIRM). Development in a SFHA requires special attention to help protect life and property in the unfortunate event of a flood. Miami Shores Village Flood Damage Prevention Ordinance requires that the Building Department determine if a structure will be "Substantially Improved" prior to issuing any permits for improvement or repair. "Substantial Improvement" is defined in Miami Shores Village Flood Damage Prevention Ordinance as follows: "any reconstruction, rehabilitation, addition, or other improvement of a structure, the cost of which equals or exceeds 50 percent of the market value of the structure before the "start of construction" of the improvement. This term includes structures that have incurred "substantial damage" regardless of the actual repair work performed." The starting date to determine cumulative costs will be 12 months prior to the issuance of any permit under consideration. All future work considered would require appropriate approvals prior to construction. All cumulative costs will be re- evaluated at the time the permits are issued. Q: Why was the 50% figure chosen as the substantial improvement threshold? A: The 50% threshold was chosen as a compromise between the extremes of 1) prohibiting all investment to structure in SFHA and 2) allowing structures to be improved in any fashion without regard to the hazard present. In the first alternative there is potential for causing hardship to those who have located in a SFHA without knowledge of the risk because the structure was constructed prior to the designation of the area as flood prone. These individual could not improve their structures as damage or age contributed to their deterioration. The second alternative provides no mechanism to ensure that increased investment in SFHA will receive needed protection from flood risk, thus contributing to the increased peril of life and property. The threshold is thus a compromise at a halfway point. "Market Value" is defined in Miami Shores Village Flood Damage Prevention Ordinance as follows: " the building value, which is the property value excluding the land value and that of the detached accessory structures and other improvements on site (as agreed to between a willing buyer and seller) as established by what the local real estate market will bear. Market value can be established by an independent certified appraisal (other than a limited or curbside appraisal, or one based on income approach), Actual Cash Value (replacement cost depreciated for age and quality of construction of building), or adjusted tax - assessed values." Note: The "Market Value" does not include the value of the land or other improvements on the property. (ie: pool, gazebo etc.) Created on June 2009 DocuSign Envelope ID: BAE918A9- 4E62- 49B3- B905- 9EA012BC8BB2 Jax Apex Technology, Inc. 4745 Sutton Park Court, Suite 402 Jacksonville, FL 32224 FL CA No. 7547 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. Ameson, of testing and /or calculations submitted by the manufacturer. The capacities listed in this report are based on the limiting capacities as determined from the substantiating data. We reviewed the substantiating data to a degree that allowed us to determine whether or not the work performed is consistent with the intended use of the product, and that the methods used are in compliance with, or meet the intent of, the Florida Building Code. All test reports were prepared by an approved testing laboratory. REPORT NO.: SS08531 -R1 CATEGORY: Structural Components SUB CATEGORY: Metal Connectors SUBMITTED BY: SIMPSON STRONG -TIE COMPANY, INC. 5956 W. LAS POSITAS BOULEVARD PLEASANTON, CA 94588 1. CERTIFICATION OF INDEPENDENCE: Jeffrey P. Ameson, the Florida engineer who prepared this report, and Apex Technology have no financial interest in the manufacturing, sales, or distribution of the products included in this report. Jeffrey P. Ameson and Apex Technology comply with all criteria as stated in Florida Administrative Code Chapter 9N- 3.007. Page 1 of 17 Simpson Strong -Tie DocuSign Envelope ID: BAE918A9- 4E62- 49B3- 8905- 9EA012BC8BB2 2. PRODUCT NAME Embedded Truss Anchor: Masonry Beam Hangers: Multiple Member Column Caps: Column Caps for CMU and Concrete Piers: Purlin Anchor Angle Compression- Tension Strap 3. SCOPE OF EVALUATION LTA2 MBHU3.56, MBHU5.50 CCCQ, CCTQ, ECCLQ CCQM, CCTQM, ECCLQM PA18, PA23, PA28, PA35, PA51, PA68 ML24Z, ML24SS, ML26Z, ML26SS CTS218 Load Evaluation as a Structural Component using the requirements of the Florida Building Code, Building. 4. DESCRIPTION: 4.1 LTA2 Embedded Truss Anchor. The LTA2 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The LTA2 fastens to the wood member with ten 10dx1 W nails, and embeds into the bond beam or tie beam of a masonry or concrete wall. These connectors are manufactured from 18 gauge steel meeting ASTM A653 SS Grade 40. The galvanized coating complies with the G90 requirements of ASTM A653. LTA2 fastener schedules, dimensions and allowable loads are shown in Table 1. See Figures 1 and 2 for additional details of the LTA2. 4.2 MBHU3.56, MBHU5.50 Masonry Beam Hangers. The MBHU3.56 and MBHU5.50 are used to anchor wood beams, trusses, or rafters to masonry or concrete walls. The MBHU fastens to the wood member with twelve Simpson Strong -Tie %4" x 2 %" SDS Wood Screws, and fastens to the masonry or concrete wall with two 3/4" x 5" Titen HD Masonry Screw Anchors. These connectors are manufactured from 10 gauge steel meeting ASTM A653 SS Grade 50, Class 1. The galvanized coating complies with the G90 requirements of ASTM A653. Hanger fastener schedules, dimensions and allowable loads are shown in Table 2. See Figures 3 and 4 for additional details of masonry beam hangers. 4.3 CCCQ, CCTQ, ECCLQ Multiple Member Column Caps. The CCCQ, CCTQ, and ECCLQ are used to connect multiple beams to the top of wood columns. The beams can be oriented in a "cross" configuration (CCCQ), "T" configuration (CCTQ), or an "L" configuration (ECCLQ). The Column Caps fasten to the side beams with eight Simpson W X 2'/2" SDS screws and to the main beam with sixteen Simpson Strong -Tie W X 2%2" SDS screws (provided with the part). The CCCQ, CCTQ, and ECCLQ are manufactured from 7 gauge steel meeting ASTM A -1011 GRADE 33. The coating is a powder coated gray paint. Column Cap fastener schedule, dimensions and allowable loads are shown in Table 3. See Figure 5 for additional details. 4.4 CCQM, CCTQM, ECCLQM Column Caps for CMU and Concrete Piers. The CCQM, CCTQM, and ECCLQM are used to connect beams to the top of CMU or concrete piers, primarily for raised pier foundations. The beams can be oriented in a "straight" configuration (CCQM), "T" configuration (CCTQ), or an "L" configuration (ECCLQM). The Column Caps fasten to the beams with Simpson Strong - Tie' /4" X 216" SDS screws, which are included with the connector. Specially shaped anchor bolts are welded to the bottom of the buckets, and are embedded in the top of the pier. The ECCLQM -KT includes two MSTQM straps, which extend up to provide a shearwall overtuming holdown for corner framing above. The CCQM, CCTQM, and ECCLQM are manufactured from 7 gauge steel meeting ASTM A -1011 GRADE 33. The coating is a hot - dipped galvanizing in accordance with ASTM A 153. MSTQM strap is manufactured Page 2 of 17 Simpson Strong -Tie DocuSign Envelope ID: BAE918A9- 4E62- 49B3- 8905- 9EA012BC8BB2 from 12 gauge steel meeting ASTM A -653 SS GRADE 40. The galvanized coating complies with the G90 requirements of ASTM A-653. Column Cap fastener schedule, dimensions and allowable loads are shown in Table 4. MSTQM strap fastener schedule and allowable loads are specified in Note 9 of Table 4. See Figures 6, 7 and 8 for additional details. 4.5 PA18, PA23, PA28, PA35, PA51, PA68 Purlin Anchors. The PA series Purlin Anchors are heavy straps with a spoon on the end that embeds in concrete to anchor wood members to concrete. They fasten to wood members with either 10d or 16d common nails. The PA18 and PA23 are manufactured from 12 gauge steel meeting ASTM A -653 SS GRADE 33. The PA28, PA35, PA51 and PA68 are manufactured from 12 gauge steel meeting ASTM A-653 SS GRADE 40. The galvanized coating complies with the G90 requirements of ASTM A -653. Anchors with a designation 'Z" after the name have a galvanized coating that complies with the G185 requirements of ASTM A-653. Purlin Anchor fastener schedule, dimensions and allowable loads are shown in Table 6. See Figure 9 for additional details. 4.6 ML24Z, ML26Z Angles. The ML24Z and ML26Z are heavy angles that can be used to transfer shear forces between two perpendicular members. They fasten to wood members with Simpson Strong -Tie SDS %4" diameter by IA" long screws. The ML angles are manufactured from 12 gauge steel meeting ASTM A-653 SS GRADE 33. The galvanized coating complies with the G185 requirements of ASTM A-653. Products designated ML24SS and ML26SS are manufactured from Grade 316L stainless steel and are also covered by this report. Stainless steel connectors require stainless steel SDS fasteners. Angle fastener schedule, dimensions and allowable loads are shown in Table 7. See Figure 10 for additional details. 4.7 CTS218 Compression Tension Strap. The CTS218 is a strap with rolled edges that can be used to resist both tension and compression forces. It fastens to wood members with either 10dx1'/2" long nails or Simpson Strong -Tie SD9112 #9x1%" long screws. The CTS218 strap is manufactured from 14 gauge steel meeting ASTM A-653 SS GRADE 33. The galvanized coating complies with the G90 requirements of ASTM A-653. Strap fastener schedule, dimensions and allowable loads are shown in Table 8. See Figure 11 for additional details. 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 1 through 8. 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. Page 3 of 17 Simpson Strong -Tie DocuSign Envelope ID: BAE918A9- 4E62- 49B3- B905- 9EA012BC8BB2 5.3 Nails. Unless noted otherwise, nails shall be common nails. Nails shall comply with ASTM F 1667 and shall have the minimum bending yield strengths F,,,,: Common Nail Pennyweight Nail Shank Diameter (inch) Fyn (psi) 10d 0.148 90,000 Fasteners for galvanized connectors in pressure - preservative treated wood shall be hot - dipped zinc coated galvanized steel with coating weights in accordance with ASTM A153 or steel mechanically galvanized in accordance with ASTM B695, Class 55. 5.4 SDS Wood Screws: Fasteners used with the connectors described in Tables 2, 3, 4 and 7 of the report must be Simpson Strong -Tie SDS wood screws recognized in FL9589. Model numbers shown in this report do not include the full SDS model number after the connector model number (e.g., CCTQ- SDS2.5), but the information shown applies. SDS screws used in contact with preservative- treated or fire - retardant- treated lumber must, as a minimum, comply with FL9589. The lumber treater or Simpson Strong -Tie Company should be contacted for recommendations on minimum corrosion resistance and connection capacities of fasteners used with the specific proprietary preservative- treated or fire retardant - treated lumber. 5.5 SD Wood Screws: Altemate fasteners used with the connectors shown in Table 8 (CTS218) shall be Simpson Strong -Tie SD9112 Structural Connector Screws as recognized in FL14101. 5.6 Titen HD Anchors: Titen HD anchors shown in Table 2 and Figure 4 shall be Simpson Strong -Tie Titen HD screw anchors for masonry or concrete as recognized in FL11506. Installation shall be as specified in FL11506. 5.7 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 Testing performed in accordance with ASTM D1761 standards. Test data submitted by Testing Engineers Inc. and Simpson Strong -Tie, and signed and sealed calculations performed by Samuel Hensen, P.E., and Bryan Wert, P.E., performed in accordance with the 2007 Florida Building Code, Building and Residential codes. Page 4 of 17 Simpson Strong -Tie DocuSign Envelope ID: BAE918A9- 4E62- 49B3- B905- 9EA012BC8BB2 Product Test Number Date Tested LTA2 P966 10/29/2009 P967 10/29/2009 P968 10/01/2009 Q018 10/02/2009 Q019 9/30/2009 Q020 09/30/2009 Q856 10/01/2009 M BH U 0356 08/28/2008 0357 01/23/2009 0360 08//28/2008 0361 01/22/2009 N447 06/26/2007 N448 06/26/2007 N449 06/26/2007 N450 06/26/2007 P773 09/11/2009 P774 09/11/2009 Q848 09/24/2009 Q849 09/25/2009 CCTQ N784 09/19/2007 0139 07/27/2007 CCCQ N786 09/20/2007 ECCLQ 0125 06/25/2007 0142 07/26/2007 ECCQM P002 02/25/2009 P003 02/27/2009 P004 05/26/2009 P005 05/22/2009 P008 05/26/2009 Q375 04/16/2009 CCQM P006 11/09/2009 P007 04/15/2009 P009 05/21/2009 CCTQM P011 04/15/2009 PA R570 07/20/2010 ML24Z P181 06/24/2008 ML24SS Q851 10/22/2009 ML26Z P182 06/24/2008 MS26SS Q852 10/22/2009 CTS218 R485 06/21/2010 R486 06/21/2010 R487 06/22/2010 R490 06/23/2010 R654 07/16/2010 R773 08/24/2010 Page 5 of 17 Simpson Strong -Tie DocuSign Envelope ID: BAE918A9- 4E62- 4983 - 8905- 9EA012BC8BB2 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 Toads 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, Building 2007 Edition Section 104.11 Alternate Materials and Methods Section 1714.2 Load Test Procedure Specified Chapter 21 Masonry Chapter 22 Steel Chapter 23 Wood Florida Building Code, R101.2.1 R4407 R4408 R4409 Page 6 of 17 Residential 2007 Edition Scope HVHZ Masonry HVHZ Steel HVHZ Wood Simpson Strong -Tie DocuSign Envelope ID: BAE918A9- 4E62- 4983- B905- 9EA012BC8BB2 TABLE 7 ALLOWABLE LOADS AND FASTENERS FOR ML ANGLES Model No H Fasteners (Total) DF /SP Allowable Loads (100) (115) (125) (160) ML24Z, ML24SS 4 6 — SDS Wx1' /z" 515 515 515 515 ML26Z, ML26SS 6 8 — SDS' /4 "x1' /Z" 1000 1090 1090 1090 ML24 (ML26 similar) Typical ML26 Installation (ML24 similar) Figure 10 ML Dimensions and Typical Installation Details Page 15 of 17 Simpson Strong -Tie DocuSign Envelope ID: BAE918A9- 4E62- 49B3- B905- 9EA012BC8BB2 12. IDENTIFICATION Each connector covered by this report shall be stamped with the manufacturer's name and /or trademark and the product name. 0%**3jdek.ifoo'. 12/16/2011 • PIO. 58644 :6A nmaignm oy * :yk= �Q // Ju P �w0s.. I •. ME OF : 4 87961411828E8432... Vittrfr Jax Apex Technology, Inc. Jeffrey P. Ameson, P.E. P.E. No. 58544 Page 17 of 17 Simpson Strong -Tie DIVISION: 05— METALS SECTION: 05 05 23 —Metal Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 925 -5099 www.stronatie.com EVALUATION SUBJECT: SIMPSON STRONG -TIE CONNECTORS FOR COLD - FORMED STEEL CONSTRUCTION 1.0 EVALUATION SCOPE 1.1 Compliance with the following codes • 2009 International Building Code® (IBC) • 2009 International Residential Code® (IRC) • 2006 International Building Code® (IBC) • 2006 International Residential Code® (IRC) 1.2 Evaluated in accordance with • ICC -ES AC261, Acceptance Criteria for Connectors Used With Cold- Formed Steel Structural Members, approved December 2010 (Effective March 2010). 1.3 Property Evaluated • Structural 2.0 USES Simpson Strong -Tie Connectors for Cold- Formed Steel (CFS) Construction may be used as CFS framing connectors in accordance with Section 104.11 and 2210.1 of the IBC. The hold -down, hurricane tie, and bracing products in this report may also be used in structures regulated under the IRC when their tabulated capacity exceeds that prescribed by the IRC or when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. EVALUATION REPORT 11/4_Eyj Report Number: 0124 Issued: 06/2010 Expires: 06/2012 Revised: 08/31/2011 3.0 DESCRIPTION 3.1 Product Information 3.1.1 S /HDS and S /HDB Hold- downs: S /HD series hold -downs may be used to anchor CFS or structural steel member(s) to foundations or to connect upper story to lower story CFS or structural steel member(s) (floor - to -floor ties). They may also be used as anchorage of concrete and masonry walls to CFS or structural steel member(s) to provide lateral support for the walls in accordance with IBC 1604.8.1 and 1604.8.2. When regulated under the IRC, the hold -down connectors may also be used when their tabulated load exceeds that required by 2009 IRC Section R603.9.4.2 or 2006 IRC Section R603.7.2 or when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. S/HDS series hold -downs use self - tapping screws to attach to the CFS or structural steel member(s). S/HDB series hold -downs use bolts to attach to the CFS or structural steel member(s). A round steel standard plate (W ) washer conforming to ASME B18.22.1, Type A, shall be installed between the framing member bolt nut and the framing member. The hold -down body for S /HD8S, S/HD10S, S/HD8B and S /HD10B are cold formed from No. 10 gage steel. S /HD15S and S /HD15B body are cold formed from No. 7 gage steel. The base plate for all model are fabricated from 1/2 inch thick steel. Reference Figure 1, Table 1A and Table 1B for dimensions, required fasteners and allowable loads. 3.1.2 S /HDU Hold- downs: S/HDU series hold -downs may be used to anchor CFS or structural steel member(s) to foundations or to connect upper story to lower story CFS or structural steel member(s) (floor -to- floor ties). They may also be used as anchorage of concrete and masonry walls to CFS or structural steel member(s) to provide lateral support for the walls in accordance with by IBC 1604.8.1 and 1604.8.2. When regulated under the IRC, the hold -down connectors may also be used when their tabulated load exceeds that required by 2009 IRC Section R603.9.4.2 or 2006 IRC Section R603.7.2 or when an engineered Page 1 of 27 Copyright © 2011 by International Association of Plumbing and Mechanical Officials. All rights reserved. Printed in the United States of America. No part of this publication may be reproduced, stored in an electronic retrieval system, or transmitted, in any form or by any means, electronic, mechanical, photocopying, recording, or otherwise, without the prior written permission of the publisher. Ph: 1- 877- 4IESRPT • Fex 909.472.4171 • Web: www.iapmoes.om • 5001 East Philadelphia Street • Ontario, Califomia 91761 -2818 — USA design is submitted in accordance with Section R301.1.3 of the IRC. S /HDU hold -downs consist of a pre - deflected body formed from No. 10 gage galvanized steel, and a base washer fabricated from No. 3 gage steel. S/HDU series hold -downs use self - tapping screws to attach to the CFS or structural steel member(s). Reference Figure 2 and Table 2 for dimensions, required fasteners and loads 3.1.3 S /LTT Light Tension Ties: S /LTT series light tension ties may be used to anchor CFS member(s) to foundations or to connect upper story to lower story CFS member(s) (floor -to -floor ties). They may also be used as anchorage of concrete and masonry walls to CFS member(s) to provide lateral support for the walls in accordance with IBC 1604.8. S/LTT light tension ties consist of a steel strap component with a 90 degree angle bend at the end and a base plate component installed in the bend. The body of the S/LTT20 is formed from No.12 gage galvanized steel. The base plate component for S/LTTs is No. 3 gage galvanized steel. Reference Figure 3 and Table 3 for product dimensions, required fasteners and allowable loads. 3.1.4 S /HTT and HTT Heavy Tension Ties: S/HTT and HTT series heavy tension ties may be used to anchor CFS member(s) to foundations or to connect upper story to lower story CFS member(s) (floor -to -floor ties). They may also be used as anchorage of concrete and masonry walls to CFS member(s) to provide lateral support for the walls in accordance with IBC 1604.8. S /HTT and HTT heavy tension ties are formed from a single piece of steel and consist of a steel strap with a four -ply formed seat element as an anchor bolt attachment. The straight strap portion has pre - punched holes for installation of self - tapping screws used to connect the S /HTT and HTT to CFS member(s). The S/HTT and HTT are die - formed from No. 11 gage galvanized steel. Reference Figure 3 and Table 3 for product dimensions, required fasteners and allowable loads. 3.1.5 S /BA Joist Hangers: S /BA series hangers may be used to support a CFS joist. The hangers are die - formed from No. 14 gage galvanized steel. The hanger shall be attached onto CFS header sections using self- EVALUATION REPORT f Report Number: 0124 Issued: 06/2010 Expires: 06/2012 Revised: 08/31/2011 tapping screws. Alternatively, the hanger shall be attached by welding each top flange to the supporting member. Reference Figure 4 and Table 4 for dimensions, required fasteners and allowable loads. 3.1.6 S/B & S /LBV Joist Hangers: S/B and S/LBV series hangers may be used to support CFS joists. The hangers are formed from No. 12 gage and No. 14 gage galvanized steel for S/B and S /LBV, respectively. The hanger shall be attached onto a CFS supporting member using self - tapping screws or may have each top flange welded to the supporting member. Reference Figure 5 and Table 5 for dimensions, required fasteners and allowable loads. 3.1.7 S /JCT & S /HJCT Joist Hangers: S /JCT and S /HJCT hangers may be used to support CFS joists. The S /JCT and S /HJCT hangers are formed from No. 14 gage and No. 12 gage galvanized steel, respectively. The hanger shall be attached onto CFS supporting member using self- tapping screws or may have each top flange welded to the supporting member. The vertical flange of the hanger is fastened to the web of the joist using self - tapping screws. Altematively, the hangers may be installed onto a supporting wood member with nails for S /JCT model series and with Simpson Strong - Tie SDS screws (for use under designs in accordance with the 2006 IBC and IRC) for the S /HJCT model series. Reference Figure 6 and Table 6 for dimensions, required fasteners and allowable loads. 3.1.8 TJC37 Truss Jack Connector: The TJC37 truss jack connector may be used for skewed members or to connect jack trusses to girder trusses. TJC37 is formed from No. 16 gage galvanized steel. It can be skewed from 0 degrees (perpendicular to the supporting member) to 67.5 degrees from the line perpendicular to the supporting member. When installing, position the jack truss on the inside bend line with the end of the jack truss flush with the bend line. Then bend the TJC37 to the desired position. Reference Figure 7 and Table 7 for dimensions, required fasteners and allowable loads. 3.1.9 TBD Truss Brace Diagonal: The TBD22 truss brace diagonal may be used to meet the temporary truss bracing recommendations of SBCA CFSBCSI. It is a flat strap that is formed into an A -shape as it is pulled from the carton to provide rigidity and to prevent it sagging between the CFS trusses it braces during construction. The TBD is formed from No. 22 gage galvanized steel. Page 2 of 27 Reference Figure 8 and Table 8 for dimensions, required fasteners and allowable loads. 3.1.10 S /H1A Hurricane Tie: The S/H1A hurricane tie may be used to tie a CFS rafter or truss chord to a CFS top track and wall stud. The hurricane tie is formed from No. 18 gage galvanized steel. Reference Figure 9 and Table 9 for dimensions, required fasteners and allowable Toads. 3.1.11 LSTA & MSTA Strap Ties: LSTA and MSTA strap ties may be used to provide a tension connection between two CFS members. They are from 9 to 36 inches long and are 1 -% inches wide. Each strap has one row of staggered pre - punched holes. The straps are manufactured from various gages of galvanized steel. Allowable loads, fastener requirements, and steel thicknesses are shown in Table 10. Refer to Figure 10 for further information. 3.1.12 MSTC Strap Ties: MSTC strap ties may be used to provide a tension connection between two CFS members. They are from 28 -% to 77-%inches long and are 3 inches wide. The straps have two rows of staggered pre - punched holes. They have countersunk fastener slots for a lower fastening profile, and coined edges for safer handling. The straps are manufactured from No. 16 gage and No. 14 gage of galvanized steel. Allowable loads, fastener requirements, and steel thicknesses are shown in Table 10. Refer to Figure 10 for further information. 3.1.13 S/MST Strap Ties: S /MST strap ties may be used to provide a tension connection between two CFS members. They are from 27 to 72 inches long and are 2 -1/16 inches wide. Each strap has two rows pre - punched holes. The straps are manufactured from No. 12 gage and No. 10 gage of galvanized steel. Allowable loads, fastener requirements, and steel thicknesses are shown in Table 10. Refer to Figure 10 for further information. 3.1.14 LSTI & MSTI Strap Ties: LSTI and MSTI strap ties may be used to provide a tension connection between two CFS members. The LSTI strap ties are either 49 or 73 inches long and MSTI strap ties are from 26 to 72 inches long. The LSTI models are 3-% inches wide and the MSTI models are 2 -1/16 inches wide. The LSTI and MSTI straps are manufactured from No. 18 gage and No. 12 gage galvanized steel, respectively. EVALUATION REPORT( `MMO Report Number: 0124 Issued: 06/2010 Expires: 06/2012 Revised: 08/31/2011 Allowable loads, fastener requirements, and steel thicknesses are shown in Table 10. Refer to Figure 10 for further information. 3.1.15 ST Strap Ties: ST strap ties may be used to provide a tension connection between two CFS members. They are manufactured in various widths and lengths. The straps are manufactured from various gages of galvanized steel. Allowable loads, fastener requirements, and steel thicknesses are shown in Table 10. Refer to Figure 10 for further information. 3.1.16 FHA Strap Ties: FHA strap ties may be use used to provide a tension connection between two CFS members. They have a corrugated shape with a total width of 1 -7/16 inches. The straps are manufactured from No. 12 gage galvanized steel. Allowable Toads, fastener requirements, and steel thicknesses are shown in Table 10. Refer to Figure 10 for further information. 3.1.17 HRS Heavy Strap Ties: HRS strap ties may be used to provide a tension connection between two CFS members. They are 1 -3/8 inches wide. The straps are manufactured from No. 12 gage galvanized steel. Allowable loads, fastener requirements, and steel thicknesses are shown in Table 10. Refer to Figure 10 for further information. 3.1.18 CS, CMST, & CMSTC Coiled Strap Ties: CS, CMST and CMSTC Coil strap ties may be used to provide a tension connection between two CFS members. They are packaged in a coil so that the length of strap needed can be cut from the coil. The CS straps are 1-1/4 inches wide. The CMST and CMSTC straps are 3 inches wide. The CMSTC has coined edges for safer handling. The straps are manufactured from various gages of galvanized steel. Allowable loads, fastener requirements, and steel thicknesses are shown in Table 11. Refer to Figure 11 for further information. 3.1.19 LTS, MTS, MTSC, HTS, & HTSC Twist Straps: LTS, MTS, MTSC, HTS, & HTSC Twist Straps ties may be used to provide a tension connection between two CFS members. LTS light twist Strap, MTS medium twist strap, and HTS heavy twist straps have a formed bend so that the ends are oriented 90 degrees from each other. They are 1 -% inches wide and the twist is located in the center of the strap, with the exception of the 30 inch long models. The twist straps are manufactured from various gages of galvanized steel. Allowable loads, Page 3 of 27 fastener requirements, and steel thicknesses are shown in Table 12. Refer to Figure 12 for further information. 3.1.20 SP4 & SP6 Stud to Track Ties: The SP stud to track ties may be used to connect wall tracks to studs. They are formed from 20 gage galvanized steel. Reference Figure 13 and Table 13 for dimensions, required fasteners and allowable loads. 3.1.21 SSP & DSP Stud to Track Ties: SSP and DSP stud to track ties may be used to connect wall tracks to studs. The SSP is 1-% inches wide for fastening to a single stud, while the DSP is 2-% inches wide for fastening to double studs. The SSP and DSP are formed from 18 gage galvanized steel. Reference Figure 14 and Table 14 for dimensions, required fasteners and allowable loads. 3.1.22 TSP Stud to Track Tie: TSP stud to track ties may be used to connect wall tracks and studs. It has a twist so that it fastens to the side of the stud. TSP is formed from 16 gage galvanized steel. Reference Figure 14 and Table 14 for dimensions, required fasteners and allowable loads. 3.1.23 LTP5 Lateral Tie Plate: The LTP5 lateral tie plate may be used to transfer shear between the top or bottom tracks to the rim joist or blocking, or between other parallel members. The LTP5 may be installed over structural wood panel sheathing or sheet steel sheathing to connect the bottom track of a wall to the rim joist or blocking. The LTP5 lateral tie plate is manufactured from 20 gage galvanized steel with embossments along the length. Reference Figure 15 and Table 15 for dimensions, required fasteners and allowable loads. 3.1.24 DTC & STC Truss Clips: DTC and STC truss clips may be used as alignment control between a roof truss and non gravity -load- bearing walls. The 1-% inch slot permits vertical truss chord movement. DTC and STC connectors are formed from 18 gage galvanized steel. Reference Figure 16 and Table 16 for dimensions, required fasteners and allowable loads. 3.2 Materials 3.2.1 Steel: The galvanized steel connectors described in this report are manufactured from steel complying with ASTM A 653 SS. The non - galvanized steel connectors comply with ASTM A 36 or ASTM A 1011. The steel EVALUATION REPORT IMMO Report Number: 0124 Issued: 06/2010 Expires: 06/2012 Revised: 08/31/2011 used to fabricate the CFS connectors shown in this report comply with Connector Material Properties table on Table 17. Connectors fabricated from steel complying with ASTM A 653 have a minimum G90 zinc coating specification. Some models may also be available with either a G185 zinc coating (designated with a model number ending in the letter Z) or with a batch hot - dipped galvanized coating (designated with a model number ending with the letters HDG) with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (610 g /m2), total for both sides, in accordance with ASTM A 123. Model numbers in this report do not list the Z or HDG ending, but the information shown applies. The lumber treater and the holder of this report (Simpson Strong -Tie Company) should be contacted for recommendations on the appropriately preservative treated or fire retardant treated lumber. 3.2.2 Cold- Formed Steel Members and Structural Members: Structural cold - formed steel framing members that are attached to the connectors shown in this report shall be in accordance with the American Iron and Steel Institute (AISI) North American Specification for the Design of Cold- Formed Steel Structural Members (NAS) and evaluated to the IBC in an IAPMO ES or ICC -ES evaluation report. Structural steel members that are attached to the connectors shown in this report shall be in accordance with the AISC Specification for Structural Steel Buildings (360) or evaluated to the IBC in an IAPMO ES or ICC -ES evaluation report. At a minimum, the material specification for structural cold - formed steel framing members that are attached to the connectors shown in this report must comply with ASTM A 1003. Loads in this report are based on CFS members with a minimum yield strength, Fy, of 33 ksi and a minimum tensile strength, Fu, of 45 ksi for 43 mil (18 gage) and thinner and a minimum yield strength, Fy, of 50 ksi and a minimum tensile strength, Fu, of 60 ksi for 54 mil (16 gage) and thicker. Use of the connectors in this report with materials not meeting the requirements of this section is outside the scope of this report. 3.2.3 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 Page 4of27 (minimum equivalent specific gravity of 0.50 for engineered lumber), and having a maximum moisture content of 19 percent (16 percent 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 National Design Specification for Wood Construction and its Supplement (NDS) is taken into account, or as required by wood member design, whichever is greater. 3.2A Fasteners: At a minimum, bolts shall comply with ASTM A 36 or A 307. SDS screws shall comply with ICC -ES ESR -2236. Self- tapping screw fasteners for steel -to -steel connections shall be in compliance with ASTM C 1513 or evaluated to the IBC in an IAPMO ES or ICC -ES evaluation report. Self- tapping screw fasteners shall extend through the steel connection a minimum of three (3) exposed threads in accordance with AISI General Provisions. The self - tapping screw fasteners used for connectors in this report shall comply with the following tabulated nominal diameters: FASTENER NOMINAL DIA. (in.) No. 8 0.164 No. 10 0.190 No. 14 0.242 1/4" 0.250 For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa. Nails used for connectors described in this report must comply with ASTM F 1667 and have the following minimum fasteners dimensions and bending yield strengths (Fyb): FASTENER SHANK DIA (in.) FASTENER LENGTH (in.) (psi) 8d x l% 0.131 1 % 100,000 10d 0.148 3 90,000 For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa EVALUATION REPORT IMMO --# E Report Number: 0124 Issued: 06/2010 Expires: 06/2012 Revised: 08/31/2011 Fasteners used in contact with preservative- treated or fire- retardant - treated lumber must, as a minimum, comply with IBC Section 2304.9.5, or 2009 IRC Section R317.3 or 2006 IRC Section R319.3, as applicable. SDS screws used in contact with preservative- treated or fire - retardant- treated lumber must comply with ICC -ES ESR- 2236. The lumber treater or this report holder (Simpson Strong -Tie Company), or both, should be contacted for recommendations on the minimum corrosion resistance protection 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 loads shown in the product tables of this report for cold - formed steel (CFS) members are based on Allowable Stress Design (ASD) and Load Resistance Factor Design (LRFD) for tables 1A, 1B, 2 and 3 performed in accordance with the 2007 and 2001 AISI North American Specification for Design of Cold- Formed Steel Structural Members including the 2004 supplement (NAS). 4.1.1 Tabulated allowable strength design (ASD) loads for the connectors in this report are based on the least value of the following criterion: 1. The average test Toad under which 1/8 inch deflection occurs. 2. The average ultimate test load, divided by a safety factor, 0, determined in accordance with NAS Chapter F. 3. Allowable Toads for welds and allowable lateral loads for bolts, or screws for steel to steel connections calculated in accordance with NAS Section E2, E3 and E4, respectively. 4.1.2 Tabulated Load Resistance Factor Design (LRFD) Toads for the holdown connectors (Table 1A, 1B, 2 and 3) in this report are based on the least value of the following criterion: 1. The average test Toad under which 1/4 inch deflection occurs. Page 5 of 27 The average ultimate test load, multiplied by the resistance factor, fi, determined in accordance with NAS Chapter F. Design strength for welds and the lateral design strength for bolts or screws for steel -to -steel connections calculated in accordance NAS Section E2, E3 and E4, respectively. Connected cold - formed steel members must be analyzed for load carrying capacity at the connection in accordance with the NAS. For connectors attached to wood members, the allowable loads shown in this report are based on allowable stress design and include the load duration factor, Co, corresponding with the applicable loads in accordance with the National Design Specification for Wood Construction and its supplement (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 tension loads must be adjusted by the wet service factor, CM, specified in the NDS. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100 °F (37.8 °C), the allowable loads in this report must be adjusted by the temperature factor, Ct, specified in the NDS. Connected wood members must be analyzed for load carrying capacity at the connection in accordance with NDS. The design of wood or steel members fastened to bolt or screw hold -down devices must consider combined stresses due to axial tension and flexural bending induced by eccentricity in the connection. Stresses shall be evaluated at the critical net section. Connections (e.g., hold- downs) of a discontinuous system (e.g., shear wall) to the supporting member (e.g., beam) shall comply with ASCE 7 Section 12.3.3.3. Additional drift may occur, depending on the type of supporting member that is used, and shall be considered by the registered design professional. EVALUATION REPORT Report Number: 0124 Issued: 06/2010 Expires: 06/2012 Revised: 08/31/2011 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 manufacturer's published installation instructions, this report govems. 4.3 Special Inspection 4.3.1 A statement of special inspection shall be prepared by the registered design professional in responsible charge, and submitted to the code official for approval when required by Section 1705 of the 2009 IBC. A quality assurance plan shall be submitted to the code official for approval when required by Sections 1705 or 1706 of the 2006 IBC. 4.3.2 Periodic special inspection shall be conducted when the HD or HDA series hold -downs are components within the main wind - force- resisting system of structures constructed in areas listed in IBC Section 1706.1 (Section 1705.4 for the 2006 IBC). Special inspection requirements do not apply to structures, or portions thereof, that qualify for exception under IBC Section 1704.1, 1704.4, 1706.2 or 1706.3 (Section 1704.1 and 1704.4 for the 2006 IBC). 4.3.3 Periodic special inspection shall be conducted in accordance with the applicable sections of Section 1707 when the HD or HDA series hold -downs are components within the seismic - force - resisting system of structures constructed in Seismic Design Category C, D, E or F. Special inspection requirements do not apply to structures, or portions thereof, that qualify for exception under IBC Section 1704.1, 1704.4, 1705.3, 1707.3 or 1707.4. 4.3.4 For installations under the IRC, special inspection is not normally required. However, for an engineered design where calculations are required to be signed by a registered design professional, periodic special inspection requirements and exemptions are as stated in Sections 4.3.1 and 4.3.2 as applicable for installations under the IRC. Page 6 of 27 EVALUATION REPORT 5.0 CONDITIONS OF USE 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 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 shall be applied to allowable loads when warranted by the service conditions. 5.4 Connected steel members, connected wood members and fasteners must comply, respectively, with Sections 3.2.2, 3.2.3 and 3.2.4 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 3.2.4 of this report. 5.6 Simpson Strong -Tie Connectors for Cold- Formed Steel (CFS) Construction shall be fabricated at Simpson Strong -Tie facilities under a quality control program that meets or exceeds the Minimum Requirements for IAPMO ES Listee's Quality Assurance System. Report Number: 0124 Issued: 06/2010 Expires: 06/2012 Revised: 08/31/2011 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC -ES Acceptance Criteria for Connectors Used With Cold- Formed Steel Structural Members (AC261), approved December 2010 (Effective March 2011). Test results are from laboratories in compliance with ISO /IEC 17025. 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 the index evaluation report (ER -102) which identifies products recognized in this report. Page 7 of 27 IAPMO #0124 Director of Evaluation Services • EVALUATION REPORT Report Number: 0124 Issued: 06/2010 Expires: 06/2012 Revised: 08/31/2011 TABLE 10 - ALLOWABLE TENSION LOADS FOR STRAPS Mode! No 13aterlal Thick mil Dimensions (in] 1 Fasteners (Total) Framing Member Thickness Allowabte Tension Loads (Ibs) W j 1 33 mil (209a3 43 mil C18100 54 mil (1e ga) 33 mil (2Oga) 43 mil (18 $1,3) 54 mil ' (16 9� LSTA9 33 (20 gaj 1 % 9 8.010 8 410 8- #10 705 1120 1190 LSTA12 1 1% 12 10-#10 10.010 8• CO 1635 1190 1190 LSTA15 1 'A 15 12 - #10 12.010 10 410 1080 1190 1190 LSTA18 11' 18 14410 12410 10- 410 1190 1190 1190 LSTA21 1 % 21 14-#10 12.010 10-#10 1190 1190 1190 LSTA24 1 X16 24 14- #10 12.010 10. #10 1190 1190 1190 ST292 2' /,a 9'!re 12 -#10 10-#10 10- #10 1080 1240 1240 ST2122 2' /,e 12 "I, 1B- #10 12 -#10 10- #10 1415 1500 1500 572115 16 181I, 8- #10 9- #10 4- #10 630 630 830 ST2215 2Y,e 18'1,e 20- #10 14-#10 10- #10 1785 1825 1825 LSTA30 1 % ' 30 18- #10 12-#10 10-#10 1555 ' 1555 1558 L�TsTaa� 43 (18 66) , i l 1 r. ae 19=#10 18 #19 14� #16 1558 1555 1555 3.37149 LST173 : 3% : t 49 ' 32-410 324410 _20.310 2830 ` 4080 4050 3 61 1 73 _ . 480. #10 32. #10 20-810 4050 4059 4050 MSTA9 1 4 1 16 ' 9 12 8x810 10- #10 9-810 13-#10 . - -- 705 1050 1555 MSTAi2 10 #10 8- 410 885 1315 , 1555 MSTA15 116 15 12- #10 12.910 10-#10 1080 , ' 1555 1555 . MSTAid 1 , ' 18 14- 110 12n #10 10 - #10. 1235' '- 1555 1555 MSTA21 1 V. 21 18-#10 12 -#10 " 10- #10 , 1415 1555 1555 MSTA24 1 sf 24 18- #10 12- 010 10- 4010 1555 1555 1555 MSTA30 se (10 1 1A 30 22- #10 18 #10 12- #10 1945 1950 1950 MSTA38 1 V 36 24 810 18- #10 18-410 1950 3950 1950 ST6215 2 '/,e 18 '"lie 20- #10 18 010 10- #10 1765 2025 2025 878224 2' /14 23'1,a 28- #10 20- #10 12 - #10 2455 2455 2455 879 1 ' 9 8.010 8- #10 8 #10 705 1050 1350 ST12 1 , 11 1n 10#10 10.010 8• #10 885 1315 1350 ST18 1 Y 17% 14-#10 12-#10 12-#10 1235 1350 1350 ST22 1 14 21 'la 20- #10 20- #10 20- #10 1350 1350 1350 MSTC28 3 28 44 38- #10 38.410 30-810 3180 4600 4800 MSTC40 3 40'A 52- 810 48- #10 48- 310 4595 4600 4800 MSTC52 3 52 V. 54- #10 42- #10 42- 410 400 4800 4810 MSTC86 88 (149r►i 3 64 68 #10 46- #10 30- #10 5795 5785 5795 MSTC78 3 14 88• 310 48 -'#10 30- 310 5795 5795 5795 876236 2'1,e "1r3 40- #10 30- #10 18- #10 3535 3780 3780 1-1R.48 97 (12 gal 1 4t3 6 8.010 6- #10 8- #10 530 790 1800 HRS9 1'to 8 13410 10-010 10 #10 885 1315 2870 H 1 9 12 144110 14 #10 12- #10 1235 1840 2710 FHAB 1 ?,e 8' /e 8- 810 8.010 8- #10 705 1050 2045 FHA9 1' /,e 9 8-#10 8- 410 0.310 705 1050 - 2048 FHAl2 1' /,a 11 °/e 8- #10 8- 810 8.010 705 1050 2045 FHA18 1'/,a 1734 8- #10 8- #10 8-#10 705 1050 2045 FHA24 1 '1,e 231a 8.010 8- #10 8- CO 705 1050 2045 FHA30 1'I,e 30 8. #10 8.010 8- #10 705 1050 2045 526T128 2'1,e 26 28410 28-#10 22- 810 2300 3420 5025 MSTI38 2' /,e 36 38 #10 38 #10 22- #10 3180 4735 5025 MST148 2'/,a 48 48- #10 40.010 ?2 - #10 4240 5025 5025 MS1180 2'/,e 60 59- #10 40- 010 22 - #10 5025 5025 5025 6457172 2'110 72 82.910 54 #10 54.910 5025 5025 5025 S/MS727 2'l;e 27 30- #10 34 #10 22- 310 2850 3945 5025 S/MST37 2' /,e 3714 42- 810 40- #10 22- #10 3710 5025 5025 S/MST48 2'!,e 48 54- #10 40310 24- #10 4770 5155 5155 SIB `' 118 ` (106 4< 2'1.. 68- #10 52•#10 3#10 0 6010 6650 8650' SIMST72 ' 2 91e i; 72' 78=810 52 -_#10 30.010 8650: X10 6650 r 81: 1 ti,ctt 28.4 mm, 1 ®= 4.48 ro. 1. Use half of D e fasteners In sad% member being connected to achieve the tabulated low, 2. Loads are based on lei of steed capacity mid fastener eradiation, Page 18 of 27 DIVISION: 06 —WOOD, PLASTICS AND COMPOSITES SECTION: 0605 23 —Wood, Plastic, and Composite Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 925 -5099 www.stronqtie.com EVALUATION SUBJECT: SIMPSON STRONG -TIE BOLT HOLD -DOWNS 1.0 EVALUATION SCOPE 1.1 Compliance with the following codes • 2009 International Building Code® (IBC) • 2009 International Residential Code® (IRC) • 2006 International Building Code® (IBC) • 2006 International Residential Code® (IRC) 1.2 Evaluated in accordance with • ICC -ES AC155, effective July 2010 1.3 Property evaluated • Structural 2.0 USES Simpson Strong -Tie bolt hold -down connectors are used as wood framing anchorage, such as to connect wood posts to concrete foundations or to connect an upper –story wood post to a lower -story supporting wood post, in accordance with the 2009 IBC Sections 2304.9.3, 2305.1, 2308.9.3.1, 2308.9.3.2, AF &PA SDPWS -2008 (Special Design Provisions for Wind and Seismic) Sections 4.3.6.4.2 and 4.3.6.1.2 (the 2006 IBC Sections 2304.9.3, 2305.1, 2305.3.2, 2305.3.7, 2305.3.8.2.4, and 2308.9.3.1). As required by IBC Section 1604.8.1 and 1604.8.2, the hold -down connectors are used as anchorage of concrete and masonry walls to structural wood elements to provide lateral support for the walls. Page 1 of 8 EVALUATION REPORT MAIO E Report Number. 01 Report Number. 0143 Issued: 06/2009 Expires: 06/2012 Revised: 08/31/2011 e When regulated under the IRC, the hold -down connectors may also be used when their tabulated load exceeds that required by the IRC or when an engineered design is submitted in accordance with Section R301.1.3 of the IRC, or in altemate braced wall panels per 2009 IRC Sections R502.2.2.3, R602.10.1.4.1(2), R602.10.3.2, R602.10.3.3, R602.10.4.4, and R602.10.5.3 and in the 2006 IRC Sections R602.10.6.1 or R602.10.6.2 . In addition, the hold -down connectors may be used as anchorage of concrete and masonry walls to structural wood elements to provide lateral support for the walls in accordance with Section R606.12.2.3, R611.9.1 of the 2009 IRC or R606.12.2.2, R611.8.2.1 of the 2006 IRC. 3.0 DESCRIPTION 3.1 Product Information 3.1.1 HDA Bolt Hold -down: The HDA bolt hold - down consist of a steel strap with bolt holes used to connect the hold -down to the wood member. The lowest bolt in the wood member is seven -bolt diameters from the end of the wood member, designed to obtain full Toad value, if the hold -down is placed flush onto the sill plate. The HDA has a load transfer plate, installed in the seat element. This eliminates the need for an anchor bolt washer. It is die - formed from No. 12 gage galvanized steel and the base plate component is manufactured from No. 7 gage galvanized steel. See Figure 1, Table 1, and Table 3 for product dimensions, required fasteners and allowable loads. 3.1.2 HD Bolt Hold- downs: The HD bolt hold -downs consist of a main structural steel component with pre - punched holes along their side for installation of bolts used to connect the hold -down to the wood member. They have a factory welded Toad transfer plate at the base with a pre - punched hole for an anchor rod or bolt. The HD5 and HD7 are required to be installed raised off the sill plate to ensure the lowest bolt in the wood member is seven bolt diameters from the end of the wood member to obtain full load value. Whereas, the HD9, HD12, and HD19 hold -downs have a tapered leg that extends below the base and that positions the first bolt in the wood member seven bolt diameters from the end of the wood member. The HD5 body is die - formed from No. 7 gage steel. Copyright © 2011 by International Association of Plumbing and Mechanical Officials. All rights reserved. Printed in the United States of America. No part of this publication may be reproduced, stored in an electronic retrieval system, or transmitted, in any form or by any means, electronic, mechanical, photocopying, recording, or otherwise, without the prior written permission of the publisher. Ph: 1- 877- 4IESRPT • Fax 909.472.4171 • Web: www.ianmoes.oro • 5001 East Philadelphia Street • Ontario, Califomia 91761 -2816 — USA The HD7, HD9, HD12 and HD19 bodies are formed from No. 3 gage steel. The base plate component is manufactured from No. 3 gage steel for the HD5, 5/16 inch thick for the HD7 and % inch thick for the HD9, HD12, and HD19. See Figure 1, Table 1, and Table 3 for product dimensions, required fasteners and allowable loads. 3.1.3 HDB Bolt Hold- downs: HD3B hold -down is single -piece formed hold -down consisting of a steel strap with a four -ply formed seat element for an anchor bolt. The straight -strap portion has a pre - punched bolt holes for installation of bolts used to connect the hold -down to wood member. The HD3B is die - formed from No. 12 gage galvanized steel. HD5B, HD7B and HD9B bolt hold -downs consist of a main structural steel component with pre - punched holes for installation of bolt fastener used to connect the hold -down to the wood member. The steel crossbars and a washer plate at the base with a pre - punched hole for an anchor rod or bolt. HD5B and HD7B bodies are formed from No. 10 gage galvanized steel. The crossbars are steel bar stock 3/8 -inch —thick-by % -inch deep, and the washers are formed from 3/16- inch -thick steel plate. Whereas HD9B body is formed from No. 7 gage galvanized steel and its crossbars are 3/8 -inch —thick-by 1 -inch deep. The washer for HD9B is formed using 3/8- inch -thick steel plate. Reference Figure 2, Table 2 and Table 3 for product dimensions, required fasteners and allowable Toads. 3.2 Materials EVALUATION REPORT_CF") Report Number: 0143 Issued: 06/2009 Expires: 06/2012 Revised: 08/31/2011 3.2.1 Steel: The HDA and HDB hold -downs described in this report are manufactured from ASTM A 653, SS, Grade 33 galvanized steel having a minimum yield strength, Fy, of 33,000 psi (227 MPa) and a minimum ultimate tensile strength, Fu, of 45,000 psi (310 MPa). The HD hold -downs body and HD5, HD5B, and HD7B base plate are fabricated from ASTM A 1011, SS, Grade 33 steel having a minimum yield strength of 33,000 psi (227 MPa) and a minimum ultimate strength of 52,000 psi (359 MPa). The HD7, HD9, HD12, HD19, and HD9B base plates are manufactured from ASTM A 36 steel having a minimum yield strength of 36,000 psi (248 MPa) and a minimum ultimate strength of 58,000 psi (400 MPa). Base metal thicknesses for the bolt hold -downs in this report are as follows: Page 2 of 8 GAGE BASE METAL THICKNESS (in.) 3/8 inch 0.3600 5/16 inch 0.2975 No. 3 0.2285 3/16 inch 0.1775 No. 7 (A 653) 0.1715 No. 7 (A 1011) 0.1705 No. 10 0.1275 No. 12 0.0975 For SI: 1 inch = 25.4 mm The HDA hold -downs have a minimum G90 zinc coating specification per ASTM A 653. Some models may also be available with either a G185 zinc coating (indicated by model numbers ending in the letter Z) or with a batch hot - dipped galvanized coating 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 in accordance with ASTM A 123 (indicated by model numbers ending with the letters HDG). Model numbers do not list the Z or HDG ending in this report, but the information shown is applicable. The HD series bolt hold -downs have a painted finish. The holder of this report (Simpson Strong -Tie Company) or the lumber treater should be notified 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: When the hold -down are used, the wood members 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). The minimum wood member thickness (depth) is specified in Table 1 and Table 2. 3.2.3 Fasteners 3.2.3.1 Bolts: Machine bolts must comply with ANSI /ASME Standard B18.2.1 and with ASTM A 307. The minimum bending yield strength, (Fyb), of the bolt must be 45,000 psi (310 MPa). 3.2.3.2 Threaded Anchor Rods: As a minimum, EVALUATION REPORT threaded steel anchor rods must comply with ASTM A36 or ASTM F1554, Grade 36. 3.2.3.3 Preservative - treated and fire- retardant- treated wood: Fasteners used in contact with preservative- treated or fire- retardant - treated lumber must comply with IBC Section 2304.9.5 or 2009 IRC Section R317.3 (2006 IRC Section R319.3), as applicable. The report holder or lumber treater should be notified for recommendations on minimum corrosion resistance 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 4.1.1 Hold -Down Assembly: As shown in Table 1 and Table 2 of this report, the allowable loads are for hold -down assemblies consisting of the following components: (1) hold -down device; (2) an anchor bolt/rod attached to the seat of the device; (3) a wood member, having minimum specified dimensions and properties; (4) quantity and size of fasteners used to attach the hold -down device to the wood member; and, in one case as noted, (5) a standard cut washer (Type A plain steel washer (VV)) with dimensions conforming to ASME B18.22.1. As shown in the product tables of this report, the allowable loads are based on allowable stress design (ASD). It includes the Toad duration factor, CD, corresponding with the applicable loads in accordance with the National Design Specification (NDS) for Wood Construction. Story drifts of the structure must be determined in accordance with Section 12.8.6 of ASCE 7 -05 where design load combinations include earthquake loads or effects. The deflection of a shear wall restrained from overturning by hold -downs installed in conformity with this report may be calculated using Equation 23 -2 shown in 2009 IBC Section 2305.3 (2006 IBC Section 2305.3.2), or Equation 4.3 -1 shown in Section 4.3.2 of ANSI /AF &PA SDPWS (2009 IBC SDPWS -2008 and 2006 IBC SDPWS- 2005). The total deflection values, Ad and OS, at ASD -level and strength -level forces, respectively, for hold -down assemblies shown in Tables 1 and Table 2 of this report, include all sources of hold -down device rotation and extension, and anchor rod elongation where the length of the anchor rod is a maximum of 6 Page 3 of 8 Report Number: 0143 Issued: 06/2009 Expires: 06/2012 Revised: 08/31/2011 inches (152 mm) for the HDA and HDB hold -down and a maximum of 8 inches (203 mm) for the HD series hold- downs. The addition of the hold -down anchor rod elongation to the total elongation (deflection) of the hold -down assembly needs to be evaluated when the actual diameter, length or ASTM steel specification of the anchor rod differs from that shown in this report. When hold -downs are used in series, the cumulative deformation of all hold -downs within that series should be accounted for. The symbol A as used in this report refers to the symbol da in section 2305.3.2 and 2305.3 of the IBC and to the symbol As, in Section 4.3.2 of ANSI /AF &PA SDPWS -2005 and SDPWS -2008. Tabulated allowable loads are for hold -downs connected to wood used under constantly dry interior conditions, and where sustained temperatures are 100 °F (37.8 °C) or less. The allowable loads shown in Table 1 and Table 2 of this report must be adjusted by the wet service factor, Cm, specified in the NDS, when hold -down are fastened to wood having a moisture content greater than 19 percent (16 percent for engineered lumber), or where wet service is anticipated. The allowable loads shown in Table 1 and Table 2 in this report must be adjusted by the temperature factor, Ct, specified in the NDS when hold -down are fastened to wood that will experience sustained exposure to temperatures, exceeding 100 °F (37.8 °C), The design of wood members fastened to bolt hold - down devices must consider combined stresses due to axial tension and flexural bending induced by eccentricity in the connection. Stresses shall be evaluated at the Critical net section. 4.1.2 Hold -Down Devices Used as Anchorage of Structural Walls: Allowable steel strengths are detailed in Table 3 for the HDA, HDB and HD hold - down devices. The values are for the steel anchorage device independent of the bolts used to attach the hold -down to the wood member and anchor rod. The values are used when designing structural wall anchorage in accordance with Section 12.10 and 12.11.2 of ASCE. 7 -05. The hold -down assembly strengths in Table 1 and Table 2 are to be used for wall anchorage in accordance with 2009 IRC EVALUATION REPORT Sections R606.12.2.3, R611.9.1 or 2006 IRC Sections R606.12.2.2 and R611.8.2.1. 4.1.3 Anchorage to Concrete or Masonry: A registered design professional, in accordance with Chapters 19 or 21 of the IBC must determine the adequate embedment length and anchorage details, including edge and end distances as applicable, for design of anchorage to concrete and masonry structural members. In accordance with Section 1912 of the IBC, where design Toad combinations include earthquake loads or effects, the design strength of anchorage to concrete must be determined, except for detached one -and two- family dwellings assigned to Seismic Design Category A, B or C, or located where the mapped short-period spectral response acceleration, Ss, is less than 0.4g. 4.2 Installation: Installation of the Simpson Strong - Tie hold -down connectors must be in accordance with the manufacturer's published installation instructions and this evaluation report. Where a conflict exists between this report and the manufacturers published installation instructions, this report shall prevail. 4.3 Special Inspection: 4.3.1: A statement of special inspection shall be prepared by the registered design professional in responsible charge, and submitted to the code official for approval when required by Section 1705 of the 2009 IBC. A quality assurance plan shall be submitted to the code official for approval when required by Sections 1705 or 1706 of the 2006 IBC. 4.3.2: Periodic special inspection shall be conducted when the HDA, HDB, HD series hold -downs are components within the main wind - force- resisting system of structures constructed in areas listed in IBC Section 1706.1 (Section 1705.4 for the 2006 IBC). Special inspection requirements do not apply to structures, or portions thereof, that qualify for exception under IBC Section 1704.1, 1704.4, 1706.2 or 1706.3 (Section 1704.1 and 1704.4 for the 2006 IBC). 4.3.3: Periodic special inspection shall be conducted in accordance with the applicable sections of Section Page 4 of 8 Report Number: 0143 Issued: 06/2009 Expires: 06/2012 Revised: 08/31/2011 1707 when the HDA, HDB, HD series hold -downs are components within the seismic - force- resisting system of structures constructed in Seismic Design Category C, D, E or F. Special inspection requirements do not apply to structures, or portions thereof, that qualify for exception under IBC Section 1704.1, 1704.4, 1705.3, 1707.3 or 1707.4. 4.3.4: For installations under the IRC, special inspection is not normally required. However, for an engineered design where calculations are required to be signed by a registered design professional, periodic special inspection requirements and exemptions are as stated in Sections 4.3.1 and 4.3.2 as applicable for installations under the IRC. 5.0 CONDITIONS OF USE The Simpson Strong -Tie bolt hold -down connectors detailed in this report comply with, or are acceptable alternatives to what is specified in those codes listed in Section 1.0 of this report subject to the following conditions: 5.1 The hold -downs must be manufactured, identified and installed in concurrence with the manufacturer's published installation instructions and this report. During installation, a copy of the instructions must be available at the jobsite at all times. 5.2 Calculations must be submitted to the code official showing compliance with this report. A registered design professional must prepare the calculations where required by the statues of the jurisdiction in which the project is to be constructed. 5.3 Adjustment factors must be considered, where applicable, as noted in Section 4.1 and the applicable codes. 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 hold -down connectors with fire- retardant- treated or preservative- treated lumber must be in accordance with Section 3.2.1 of this report. Use of fasteners with fire- retardant- treated or preservative - treated lumber must be in accordance with Section 3.2.3.3 of this report. 5.6 Anchorage to masonry structural members or concrete must be designed in accordance with Section 4.1.3 of this report. 5.7 Wood member design is the responsibility of the registered design professional. 6.0 EVIDENCE SUBMITTED Data in accordance with ICC -ES Acceptance Criteria for Hold -Downs (Tie- Downs) Attached to Wood Members (AC155) effective July 1, 2010, inclusive of tests and calculations. Test results are from laboratories in compliance with ISO /IEC 17025. 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 the index evaluation report (ER -102) which identifies products recognized in this report. IAPMO #0143 Director of Evaluation Services Page 5 of 8 EVALUATION REPORT�� E Report Number: 0143 Issued: 06/2009 Expires: 06/2012 Revised: 08/31/2011 EVALUATION REPORT RIR Report Number: 0143 Issued: 06/2009 Expires: 06/2012 Revised: 08/31/2011 TABLE 2 — ALLOWABLE TENSION LOADS AND DISPLACEMENTS FOR HDB BOLT HOLD -DOWN ASSEMBLIES 1'2 MODEL NO. DIMENSIONS (In.) FASTENERS MINIMUM WOOD MEMBER THK8 (In.) ALLOWABLE TENSION LOADS3 Pau(Ibs.) CD=1.6 DISPLACEMENT 4'5 A, (In.) HB SB W H B SO CL ANCHOR BOLT DIA (In.) WOOD MEMBER BOLTS QTY. DIA. (In.) Ass As HD3B 4%z 21 2%z 734 2 a 11 % 2 % 116 1,895 0.156 0.207 2% 2,525 0.169 0.250 3 3,130 0.120 0.239 HD5B 5'/a 3 2%i 9g 2% 2 1% % 2 9 2% 3,750 0.129 0.181 3 4,505 0.156 0.223 334 4,935 0.150 0.202 HD7B 5% 3 214 12% 2% 2 1% 1 3 3/4 3 6,645 0.142 0.198 334 7,310 0.154 0.238 HD9B 6' /a 3% 2' 14 2' /a 2s 1'/a % 3 % 31 7,740 0.159 0.250 434 9,920 0.178 0.238 734 10,035 0.179 0.241 SI: 1 inch = 25.4 mm, 1 lbs = 4.45 N. 1. The allowable loads for the hold -down assemblies are based on allowable stress design (ASD) and include the load duration factor, CD = 1.6, corresponding with wind/earthquake loading in accordance with the NDS. No further increase is allowed. Reduce where other load durations govem. 2. Anchorage to concrete or masonry must be determined in accordance with Section 4.1.3 of this report Anchorage to concrete or masonry walls shall be in accordance with Section 4.1.2 of this report. 3. The tabulated allowable (ASD) tension loads shall be multiplied by 1.4 to obtain the strength -level resistance loads associated with the tabulated As deformations. 4. Tabulated displacement values, Aau and As, for hold -down assemblies include all sources of hold -down assembly elongation, such as fastener slip, hold -down device extension and rotation, and 6" of anchor rod elongation, at ASD -level and strength level forces respectively. 5. Elongation of the hold -down anchor rod must be calculated when the actual unbraced length is greater than 6 inches, or the ASTM steel specification of the anchor rod differs from that described in the Section 3.2.4 of this report. In lieu of calculating the elongation of the hold -down anchor rod for hold -downs raised 6" to 18" above the concrete, it is permitted to add an additional anchor rod elongation of 0.01° to the tabulated hold -down deflection. 6. The hold -down bolts attaching the hold -down to the wood member shall be in accordance with Section 3.2.3.1 of this report and they each shall have a minimum of a standard cut washer installed between the wood post and the nut. 7. Allowable Tension loads are valid for hold -downs installed flush to, or raised off of, the sill plate. 8. Wood structural member(s) shall have a minimum width of 336 and be a minimum Grade No. 2 with specific gravity of 0.50 Page 9 of 11 John H. Buscher PE PROJECT DESIGN LOADINGS Sheingold_Davis_Exterior Wall_Legalization.xmcd The following calculations for wind loading are in accordance with the Florida Building Code 2010 Edition to incorporate ASCE 7 -10, with Chapter 27 of ASCE 7 -10 for MWFRS and Chapter 30, Part 1 for C & C. A. Calculation of velocity pressure _ and Vuit := 175 mph Ulitimate 3- second gust wind speed, per Section 1620, FBC 2010 Vasil = Vult 0.6 Vasil = 135.55 mph R := 1.0 Risk Factor , per Table 1-5-1, for a Category II structure, h := 22.0 ft D: =40.0 ft H =0.0 ft. Lh := 0.0 ft. x := 0.0 ft. Zo := 0 ft. Height above grade, for design. Least Horizontal Dimension Hill or Escarpment height. Dist. upwind of crest to where a Elev. = 0.5H Distance from crest to bldg. site. Height above local ground level. Velocity Pressure Coefficients, per Table 27.3 -1, for Exposure Category C . K , eval. at h <= 22 ft.: Kz, eval. at z <=22 ft.; Kh := .92 Kz := .92 Directionality Factor, per Table 26.6 -1 Kd := 1.0 Gust Effect Factor, per Section 26.9.1 Topographic Factor K ,per Table 26.871 H — =0.00 ; Kt: =0.0 Lh Lh = 0.00 ; K2 := 0.0 L = 0.00 ; K3 := 0.0 Velocity Pressures: g� eval. at h = 22 ft : q, eval. at z<=22 ft : qh := C.Y• Kh- Kzt• Kd• Vasd2- R qh = 43.28 psf qz := 2 C.�•Kz•K�•Kd•V�d •R qz = 43.28 psf Internal Pressure Coefficients for Buildings. GCDi, Per Table 26.11 -1 Pressure acting Inward ( +): GCpip := 0.18 Pressure acting Outward ( -): GCpin := -0.18 G := 0.85 Kzt := (1 +Kj•K2•K3)2 Kzt = 1.00 C7 := 0.00256 JOHN H. BUSCHER, P.E. Consulting Engineer PE # 41844 (Structural) 4404 SW 139th Court Miami, FL 33175 Tel. (305) 554 -9170 Davis Residence 9275 N. Bayshore Drive Miami Shores, FL Exterior Wall Legalization Date: 11/13/12 Page: 1 of 6 jghtlAsiighavileressures for Components and Cladding. External Pressure Coefficients, GCp, for wind Toads on building components or cladding; For Buildings with Mean Roof Height, h < 60 ft, per Figure 30.4 -1 a = distance from building comer = smaller value of 10% of minimum width, or 0.4h. also, a >= 4% of minimum width, and a >= 3 ft. Therefore, since b = 48 ft. and h = 22 ft., a = 4.8 ft. An asterisk shown after the tributary area quantity indicates that the "length/3" option is used. Wall Component Pressure Coefficients, GCpw, for any roof slope. Component Zone Area GCp Design Pressure Wall Section ( +), 4,5 A := 10 sf GCpwp := 1.0 Plywood nailing Wall Section ( -), 4 A = 10 sf GCpw4n := -1.1 Plywood nailing Wall Section ( -), 5 A = 10 sf GCpw5 := -1.4 Plywood nailing Wall Section ( +), Wood Framed Panel 2'-0 "' wide x 8.0 high 4,5 A := 16 sf` GCpwp := 1.1762 - 0.17661og (A) GCpwp = 0.96 4 A := 16 sf GCpw4n :_ -1.2766+ 0.17661og (A) GCpw4n = -1.06 5 A := 16 sf GCpwsh := - 1.7532 + 0.3532 Iog (A) GCpw5n = -1.33 pwp10 = qh' (GCpwp + GCpip) pv,p10 = 51.07 psf. Pw4n10 qh• GCpw4n + GCpin) Pw44n10 = -55.39 psf. Pw5n10 qh• (GCpW5„ + GCpin) pw5n10 = —68.38 psf. pwpl := gh•(GCpvp +GCpip) pwp1 = 49.49 psf. Pw4n1 qh' (GCpw4n + GCpin) Pw4n1 = -53.83 psf. Pw5n1 = qh• (GCpwsn + GCpin) Pw5n1 = -65.26 psf. JOHN H. BUSCHER, P.E. Consulting Engineer • PE # 41344 (Structural) 4404 3W 1 39th Court Mic m!, FL 33175 Tel. 3) 354 -9170 Davis Residence 9275 N. Bayshore Drive Miami Shores, FL Exterior Wall Legalization Date: 11/13/12 Page: 2 of 6 japeAutiltotKed Nails to fasten 3/4" CDX plywood to studs to resist max wind load (thickness = .751 Wail Wind Zone 5 Pw5nl0 qh• (GCpw5 + GCpin) Pw5nl0 = -65.26 psf. , negative wind pressure controls sscrew = 6.0 in. Treq (pw5n1ol 12 12 For 8d Ring Shank nails at 6" o/c L8d := 2.5 in. Sttud := 12.0 in. tplyweed := 0.75 in. sscrew Sttud Treq = 32.63 Ibs per screw for screws spaced at 8" o /c, CM := 0.70 For screws G = 0.55 for S.Pine CD := 1.6 dpenet L8d - (tplywood) W := 41 Ibsen. of penetration (NDS 2005 Table 11.2C) dpenet = 1.75 in. Tallow := W dpenet- Cm- CD Tallow = 80.36 Ibs /nail > Treq = 32.63 Ibs per nail, O.K. Therefore. Use 8d galvanized rinushank nails at 6" o/c thru 3/4" plywood into each stud JOHN H. °-USCH -iER, P.E. Oor`sL Engineer PF # 413 4 (Structural) 4104 SW 139th Court �,► FL ;^3175 •is ZZ) 5,4 -4170 Davis Residence 9275 N. Bayshore Drive Miami Shores, FL Exterior Wall Legalization Date: 11/13/12 Page: 3 of 6 ,1AFt4ad bearing. see exterior wall sections on drawing 1.2 D) Check Existing 2x8 wood stud in middle of panel for wind loads l -stud := 7.5 ft. between sstud 12.0 in. o/c connections 1 b) Check 2 x 8 S4S wood studs Pw5n1 := qh' (GCpw5n + GCpin) Pw5n1 = -65.26 wstud I Pw5n1 I 12 stud 1-stud Rstud := wstud' 2 wstud • Lstud 2 Mstud 8 psf. Check Joist size For #2 or better : Mstud = 458.84 No Notch at ends Rstud = 244.71 Select 2 x 8 S4S #2 or Better lbs. wstud = 65.26 Of Rstud = 244.71 Mstud = 458.84 lbs. use "Simpson" angle ML24Z, with (3) 1/4" screws thru each leg into stud and top or bottom plate Allowable load = 515 lbs (Cd = 1.6) ft-lbs. Cr =1.15 Cm v: =1.0 Cmth =1.0 CD: =1.6 ft.-lbs Fb := 1250 psi. Fv := 175 psi. b := 1.5 in n := 0.0 in. d := 7.25 in deff := 7.25 in. minimum at end of stud 'Meted' • 12 Sreq Fb- Cr•Cm fb•CD Sreq = 2.39 1.5• IRstudl d Area Fv. Cm fv' Co deaf in3 Areq = 1.31 in2 Aprov := b • deff Aprov = 10.88 in2, OK S.prov 13.14 in3, OK Therefore, 2 x 8 S4S studs at 12" o.c. may be used. Check 2 x 8 S4S Section for Max. Deflection, Amix. Max. Deflection between supports 5' wstud (Law- 12)4 12 Astud 384- Ew. I prov wstud = 65.26 pif. Ew := 1.6.106 Astud = 0.06 in. <= psi (prov 47.63 Lstud • 12 360 - 0.25 in. in4 ;EN H. SL!SCHE'i, 1).E. FIE 4? Z:44 'uctur al) 4434 S`s'! 1;7:','-;111 Court ;oJ im`, FL 33175 Davis Residence 9275 N. Bayshore Drive Miami Shores, FL Exterior wall Legalization Date: 11/13/12 Page: 4of6 ' 2 -2x8 wood stud iamb at end of panel for wind Toads Consider 2.0' of tributary area for adjacent SGD 1-stud 7.5 ft. between connections trib:= 2 +2 =3.00 ft 2 1b) Check 2 x 8 S4S wood studs Pw5n1 qh' (GCpw5n + GCpin) Pw5n1 = —65.26 psf. wstud I Pw5n1 I • trib I-stud Rstud := Wstud. 2 wstud • Laud Mstud = 8 wstud = 195.77 Of Rstud = 734.14 lbs. use "Simpson" angle ML26Z, with (4) 1/4" screws thru each leg into stud and top or bottom plate Allowable Toad = 1090 lbs (Cd = 1.6) Mstud = 1376.52 ft-lbs. Check Joist size For #2 or better : Cr: 1.15 Cm fy := 1.0 Cm fb := 1.0 CD := 1.6 Mstud = 1376.52 ft.-lbs Fb := 1250 psi. Fv := 175 psi. No Notch at ends b := 1.5 in n := 0.0 in. d := 7.25 in deff := 7.25 in. minimum at end of stud Rstud = 734.14 lbs. grog - I dl 12 Areq := 1.5 IRstudl d Fb• Cr• Cm fb• CD Fv• Cm_fv CD doff Select 2 x 8 S4S Smq = 7.18 in3 Areq = 3.93 in2 #2 or Better Spree 2.13.14 = 26.28 Therefore, 2- 2 x 8 S4S studs may be used. Check 2 -2 x 8 S4S Section for Max. Deflection, c1 Max. Deflection wstud = 195.77 pif. between supports 5• wstud (I -stud' 12 )4 12 stud 384E w' prov 4.13, OK Aprov 2• b• doff Aprov = 21.75 in2, OK Ew := 1.6.106 stud = 0.09 in. <= psi Iprov := 2.47.63 = 95.26 in4 I-stud• 12 360 - 0.25 in. uOf= T 73U r C ^ 2 rP.�. r 4401 I =::ct 75 9170 Davis Residence 9275 N. Bayshore Drive Miami Shores, FL Exterior Wall Legalization Date: 11413/12 Page: 5 of 6 J'F) ,Chegk 2 wrwpgd stud wall panel top 2x8 plate connection to existing 2x8 roof foists at 16" o/c for wind loads Lpanei := 8.0 ft between top and bottom connections 1 b) Check 2 x 8 top plate connection trib := 1.33 ft, to match joist spacing Pw5n1 := qh• (GCpw5n + GCpin) Pw5n1 = -65.26 psf. wpanel := IPw5n1I •trib Lpanei RH_panel := wpanel• 2 wpanel = 86.79 plf RH_panel = 347.17 lbs. use "Simpson" angle ML24Z, with (3)1/4" screws thru each leg into stud and top or bottom plate Allowable load = 515 Ibs (Cd =1.6) Gl Check 2x8 wood stud wall panel Bottom 2x8 plate connection to existing 2x8 blocking in subfloor Lpanei := 8.0 ft between top and trib := 1.0 ft, to match 1/4" x 4" screw spacing bottom connections 1b) Check 2 x 8 to plate connection Pw5n1 := qh • (GCpw5n + GCpin) Pw5n1 = -65.26 psf. wpanel := I Pw5n1 I trib wpanel = 65.26 pif Lpanei !bstR H panel = wpanel • 2RH_panel = 261.03 Zscrew := 178 Ibs /screw for #14 (d= .242 ") screw thru 1 1/2" plate G =0.55 S.Pine per NDS 2005 Table 11L Provide 2 -1 /4 "x 4" screws at 12" o/c 2•Zscrew = 356.00 lbs/ft > RH_panel = 261.03 Ibs/ft OK. H) Check Wall Panel for uplift continuity between floor and roof structure Since Roof Cantilever is supported from steel beam offset inside wall, no uplift is considered. However, 1) Provide "Simpson" MSTA18 strap with 6 -10d nails each end between 2-2x8 studs and top plate 2 Provide " Simpson" HD3B Hold -Down with 2 -5/8" dram. thru -bolts into 2 -2 : studs and 5/8" diam. stainless steel threaded rod drilled and epoxied into tiebeam. Use Hilti HIT HY 150 epoxy system or equal. JOHN H. ?'IUSCHE', P.E. �j Conssu'` , : En j'�:±..yyeer 1`E :r 41 .44i t5truc11:ral 41,34 SW 1390 Co'mert 1 ,,.,175 17,31. -J 3) r. ? 7O Davis Residence 9275 N. Bayshore Drive Miami Shores, FL Exterior Wall Legalization Date: 11/13/12 Page: 6 of 6 NORTH BAYSHORE DRIVE 83' EXISTING DRIVEWAY EXISTING POOL EXISTING ALUMINUM TRELLIS 83' J BISCAYNE BAY SITE PLAN N.T.S. 1N, o :Qrcter NE 9818+ 51 NE 9711151 NE Seth St NE 951h Si NEe.mst ct, St Kiamba'<, NF 91M 51 Cethn6o Cheh$1 a4t NE 92m1 51 NE 951h 51 NE 95th St 1d 51 t timmaila De. t "t Ferdatand NE elm St NE 91s1TorroCe m NE Nth Si V '.' NE Oath St z ntt,at • y`. w1 r941 St Z 7431t1 St m MC Rath T ram LOCATION MAP NE 13th Ave NE 91s1 Thome NE 91st St N.T.S. k 11 • r DAVIS RESIDENCE EXTERIOR WALL LEGALIZATION 9275 NORTH BAYSHORE DRIVE MIAMI SHORES, FL. a 1 1 H ll w 8 II 0 II 1 EXISTING ROOF TO REMAIN EXISTING SLIDING DOORS TO REMAIN AREA OF WORK. SEE SHEET 1.2 EXISTING RAILING TO REMAIN, TYP. EXISTING ALUMINUM TRELLIS TO REMAIN EXISTING WOOD FRAME EXTERIOR WALL TO BE LEGALIZED. SEE DETAILS ON SHEET 1.2 EXISTING EXTERIOR PARTIAL ELEVATION 3/16" = 11 -0" Joseph Sheingold, PE# 21181 NGOLD P.E. W 0 U J m W Q Z tL5 t rt0§ m `o a- Zc" SW0 to OWJ 1.1 U SHAPE ANCHORS AS PER ROOF REPLACEMENT PERMIT EXISTING ANGLE BRACKET SIMPSON ML24Z W /(3) SCREWS THRU EACH LEG Bra. EXISTING I —BEAM EXISTING ROOF ASSEMBLY EXISTING i" MARINE GRADE PLYWOOD SHEATHING W/ 8d RING SHANK O 6" O.C. INTO STUD, TYP. EXISTING in STUCCO OVER PAPER BACKED WIRE LATH, TYP. EXISTING i" PLYWOOD SKIRT EXISTING I" ANCHOR BOLT ® 16" O.C. INTO CONCRETE EXISTING 2 "X6" ROOF JOIST EXISTING SINGLE 2 "X8" TOP PLATE EXISTING 2 "X8" STUD EXISTING IR -19 INSULATION EXISTING INTERIOR FINISH MATERIAL, TYP. (2) 4'41. TAPCONS ©12" O:C. ALONG BOTTOM PLATE THRU i" SUBFLOOR INTO 2 "X6" BLOCKING (TYP) EXISTING SINGLE 2 "X8" BOTTOM PLATE EXISTING (3) 2 "X8" FLOORING PLATE EXISTING i" PLYWOOD SUBFLOOR EXISTING 2 "X8" SILL EXISTING 2 "X6" FLOOR JOIST EXISTING CONCRETE TIE BEAM EXISTING EXTERIOR WALL SECTION 1. = U SHAPE ANCHORS AS PER ROOF REPLACEMENT PERMIT EXISTING ANGLE BRACKET SIMPSON ML24Z W /(3) "X" SCREWS THRU EACH LEG /% 1/.111 EXISTING I —BEAM EXISTING 4" TAPCONS Cs� 20" O.C. ALL AROUND FRAME, TYP. EXISTING i" STUCCO OVER PAPER BACKED WIRE LATH, TYP. EXISTING r" PLYWOOD SKIRT EXISTING ROOF ASSEMBLY EXISTING 2 "X6" ROOF JOIST EXISTING SINGLE 2 "X8" TOP PLATE EXISTING (4) 2 "X8" HEADER EXISTING ALUMINUM SLIDING DOOR FRAME, TYP. EXISTING (3) 2 "X8" FLOORING PLATE EXISTING i" ANCHOR BOLT CO 16" 0.C. INTO CONCRETE EXISTING i" PLYWOOD SUBFLOOR EXISTING 2 "X8" SILL EXISTING 2 "X6" FLOOR JOIST EXISTING CONCRETE TIE BEAM EXISTING EXTERIOR WALL SECTION 1. = 11_o" r EXISTING i" MARINE GRADE PLYWOOD SHEATHING W/ $d RING SHANK ® 6" O.C. INTO STUD, TYP. EXISTING 2 "X8" STUD EXISTING (2) 2 "X8" STUD, TYP. EXISTING i" BUCK, TYP. EXISTING 4" TAPCONS ® 20" 0.C. ALL AROUND FRAME, TYP. EXISTING ALUM. SLIDING DOOR FRAME, TYP. EXISTING JAMB DETAIL 1" =1 . -o" Joseph Sheingold, PE# 21181 1.2 COLUMN, TYP EXISTING CONCRETE WALL, TYP MASTER BEDROOM STUDY EXISTING EXTERIOR WALL SECTION 1.=1.-on EXISTING 2 "X6" ROOF JOIST, TYP. SLIDING GLASS DOOR OPENING --- (2) i" THRU —BOLT, TYP. r EXISTING ROOF ASSEMBLY � Y n EXISTING ANGLE BRACKET S.S.TIE ML26Z ° ° ° EXISTING (4) 2 "X8" HEADER EXISTING ANGLE BRACKET S.S.TIE ML26Z — EXISTING ANGLE BRACKET S.S.TIE ML24Z EXISTING ANGLE BRACKET S.S.TIE ML24Z, WITH (6) i "X " TAPCONS INTO CONCRETE (TYP) (2) i"Xtn TAPCONS ©12" ITC. MAX. (TYP) EXISTING STRUCTURAL ELEVATION 1.= 1' -0° EXISTING ANGLE BRACKET S.S.TIE ML24Z FL- 13904, W/ (6) i "X4" TAPCONS INTO WOOD BEARING PLATE, TYP. EXISTING (TIE DOWN STRAP) S.S.TIE MSTA18 FL -13872 W /1Od NAILS, TYP. --- SLIDING GLASS DOOR OPENING ---- SIMPSON HD3B FL -12708 HOLD DOWN W/ in SS THREADED ANCHOR (HILTI 150) W/ 6" EMBEDMENT INTO CONC. W/ EPDXY (TYP) EXISTING (3) 2 "X8" FLOORING PLATE EXISTING i" PLYWOOD SUBFLOOR EXISTING 2 "X6" FLOOR JOIST (TYP) / EXISTING i" ANCHOR BOLT 16" 0.C. INTO CONCRETE (TYP) L Joseph She J.N. SHEINGOLD P.E. co M N to 8 8 co ao 1.3 c-F i ._....„L , NW 1 22 1 B Y: - - ------ Vc 12.-W154 Miami Shores Wage APPROVED ZONING DEPT v DATE BLDG DEPT W04- tt/tron7, SUBJECTTO COMPLIANCE W1111 ALL FEDERAL STATE AND COt 1NTY Rulis A!',!; HI GULATIONS