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DGT-13-1961Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP- 208121 Permit Number: DGT -8 -13 -1961 Scheduled Inspection Date: March 17, 2014 Permit Type: Decks /Gazebos/Trellises Inspector: Rodriguez, Jorge Inspection Type: Final Owner: , Work Classification: Deck - Wood Job Address: 10650 NE 10 Court Miami Shores, FL 33138 - Phone Number Parcel Number 1122320280930 Project: <NONE> Contractor: GG BUILDING CORP Phone: (305)793 -0592 comments EXPAND REPLACE DECK INSPECTOR COMMENTS False Inspector Comments Passed CREATED AS REINSPECTION FOR INSP- 198151. CANCELED BY LUIS i 786 - 277 -6923 Failed Correction ❑ Needed Re- Inspection ❑ Fee No Additional Inspections can be scheduled until re- inspection fee is paid. March 14, 2014 For Inspections please call: (305)762 -4949 Page 9 of 24 Miami Shores Village Building Department (BY. 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 DEC 1 1 2013 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 FBC 20 BUILDING Permit No. PERMIT APPLICATION Master Permit No. Permit Type: BUILDING ROOFING JOB ADDRESS: 16 (�S 0 14 t- � n C City: Miami Shores County: Miami Dade Zip: Folio/Parcel #: Is the Building Historically Designated: Yes OWNER: Name (Fee Simple I n %_r_ City: Tenant/Lessee Name: Email: CONTRACTOR: Company Name: _ Address: I 1 � 'r I "I SI'N o 0 NO )< Flood Zone: 8 State: lam- Zip: i 0 e City: �� Stater Zip: Qualifier Name: ccx-ay Phone #: State Certification or Registration #: ? d Certificate of Competency #: Contact Phone #: Email Address: DESIGNER: Architect/Engineer: Phone#: _ Value of Work for this Permit: $ 46M-) Square/Linear Footage of Work: '5. Type of Work: ❑Addition ❑Alteration • \ONew ❑Repair/Replace ❑Demolition Description of Work: Color thru tile: Submittal Fee $ Permit Fee Scanning Fee $ Radon Fee $ Notary $ Training/Education Fee $ Double Fee $ Structural Review $ CCF $ CO /CC $ DBPR $ Bond $_ Technology Fee $ TOTAL FEE NOW DUE $ �• C' Bonding Company's Name (if applicable) Bonding Company's Address city State Mortgage Lender's Name. (if applicable) Mortgage Lender's Address City State Zip Zip _1 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. 1 �' "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 CQ NCEMENT: ' Notice to ApplaAa ,As a condition to the issuance of a building iit with an estimated value : I ceeging $2500, the�Oplicant must promise in good faith ghat a copy of the notice of commencement and construction lien law brochure will be deli4r%ed�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 insp tion which occurs seven (7) days after the building permit is iss e . In the ab ence of such posted notice, the inspection will not A appWed and a reinspection fee will be charged. Owner o A ent r I It i The foregoing instrument was lacj6iowledged before me this The day of , 20 _, by y_of' who is personally known to me or who has produced -�vHo is nttactor instrument wlaA owled d before me this �_J, J'' `, �G tcr�t- a�s7rw� e j has produced ' i dentification and who did take an oath. `'------ — as identification and who did take an oath. NOT AR PUBLI NOTARY ��11I1111117// /�/ Sign: Sign: Print: - „asaay I vub- a 'Print:' My Commission Expires: � � t :, � �-� Commission # ` My 6mrm, cs'' .•EE173059.'�Q ��` OF APPROVED BY '*- /°'/ r ' /f.> Plans Examiner /ar-, / 1 1, Structural Review (Revised 3 /1212012)(Revised 07 /10 /07)(Revised 06 /10/2009)(Revised 3/15/09) us Expires: Cl)"- e Commission # 5% EF173059 : Q ®F F La�O Zoning Clerk Mission: Rick Scott To protect, promote & improve the health Governor of all people in Florida through integrated state, county &community efforts. John H. Armstrong, MD, FAGS HEALTHState Surgeon General & Secretary Vision: To be the Healthiest State in the Nation October 17, 2013 Greg Goldstin 1255 Lisbon Street Miami, FL 33175 RE: Modification to a Single Family Residence - No Bedroom Addition Application Document Number: AP1122297 Centrax Permit Number: 13-SC- 1498596 10650 NE 10 Court Miami, FL 33138 Lot:3 Block: 6 Subdivision: Dear Applicant, This will acknowledge receipt of a floor plan and site plan on 10/04/2013 for the use of the existing onsite sewage treatment and disposal system located on the above referenced property. This office has reviewed and verified the floor plan and site plan you submitted, for the proposed remodeling addition or modification to your single - family home. Based on the information you provided, the Health Department concludes: 1. the proposed remodeling addition or modification is not adding a bedroom; and 2. it does not appear to cover any part of the existing system or encroach on the required setback or unobstructed area. 3. No existing system inspection or evaluation and assessment, or modification, replacement, or upgrade authorization is required. Because an inspection or evaluation of the existing septic system was not conducted, the Department cannot attest to the existing system's current condition, size, or adequacy to serve the proposed use. You may request a voluntary inspection and assessment of your system from a licensed septic tank contractor or plumber, or a person certified under section 381.0101, Florida Statutes. If you have any questions, please call our office at (305) 623 -3500. SiXcy, Astrid Edwards Engineer Supervisor III Department of Health in Dade County Florida Department of Health www.FloridasHealth.com in Dade County • • , Florida TWITTER:HealthyFLA PHONE: (305) 623 -3500 FACEBOOK:FLDepartmentofHealth YOUTUBE: fldoh ENGINEERING & TESTING, INC. Phone: (866) 781 -6889 •Fax: (866) 784 -8550 www. floridaengineeringandtesting.com 250 S.W. 1P Avenue Pompano Beach, FL 33069 REPORT OF GEOTECB[NICAL EXPLORATION FOR: GG Building 1255 Lisbon Street Coral Gables, Florida 33134 PREPARED FOR: Proposed Wood Deck 10650 N.E. 10h Court Miami Shores, Florida PREPARED BY: Florida Engineering & Testing, Inc. 250 S.W.13t" Avenue Pompano Beach, Florida 33069 (954) 781 -6889 ON: October 16, 2013 VV Qttalztg/ 1�� .486wronce 0Gi 13 7196 OCT 2 8 2013 c TABLE OF CONTENTS I.) DISCLAIMER H.) COVER LETTER • SOIL STRATAS • WATER LEVELS • FOUNDATION RECOMMENDATIONS III.) STANDARD (DYNAMIC CONE) PENETRATION LOG(S) IV.) FIELD SKETCH V.) MAP OF SUBJECT SITE VI.) GENERAL NOTES • KEY CLASSIFICATIONS & SYMBOLS VII.) LIMITATIONS OF LIABILITY DISCLAIMER Our report findings are based on present onsite soil conditions encountered. It is imperative that you read our reports in their entirety and follow all recommendations as listed. Failure to follow our recommendations, may result in delays and additional costs due to permitting agencies (Building Department, etc.) withholding a Certificate of Occupancy for your proposed structure(s). All recommendations shall be followed in order to receive a final certification, which may include but not be limited to density testing per lift of fill material, demucking verifications, piling inspections. In addition, these reports are for foundation analysis only and shall not be used for excavating, backfilling, or pricing estimates. Please schedule us at least 24 hours in advance for all tests and inspections. If you choose to use another engineering firm for further testing and inspections, it is your responsibility to ensure that they provide you0 with the proper certification in writing, as outlined in our report. October 16, 2013 GG Building 1255 Lisbon Street Coral Gables, Florida 33134 RE: SUBSOIL INVESTIGATION Proposed Wood Deck 10650 N.E. 10th Court Miami Shores, Florida Dear Sir or Madam; ENGINEERING & TESTING, INC. Phone: (866) 781 -6889 Wax: (866) 784 -8550 www.floiidaengineeringandtesting.com 250 S.W. 13th Avenue Pompano Beach, FL 33069 Job Order No.: 13 -3005 Pursuant to your request, Florida Engineering & Testing, Inc., has completed a subsoil investigation on October 11, 2013, at the above referenced site. The purpose of our investigation was to verify subsoil conditions relative to the proposed structure(s) foundation preparation and design. Our recommendations are based on the assumption that the proposed structure(s) are as follows: wood deck (approximately 150 square feet). A total of one (1) SPT boring was performed according to ASTM D -1586 down to a depth of twenty feet (20') (BEGL) below existing ground level (see attached field sketch for locations). The following is a general condition for the subject site: Depth From To Soil Descriptions 0'0" - 116" Dark Brown Fine Sand 116" - 3'6" Gray Slightly Silty to Silty Sand 316" - 5'0" Dark Brown Slightly Silty Sand with Some Organics (20.1% Organic Content) 5'0" -10'0" Light Gray Limestone 10'0" - 20'0" Tan Limestone with Some Sand Groundwater table elevation was measured immediately at the completion of the boring(s) and was found at a depth of five feet eight inches (5'8 ") BEGL. Fluctuation in water levels should be anticipated due to surface runoff, tidal influences, seasonal variations, varying ground elevation, construction dewatering and pumping activities in the area. Site contractor must familiarize themselves with site conditions in the event groundwater controls and dewatering is needed. The contractor shall make sure that groundwater levels on adjacent properties are not affected by the contractors dewatering activities. Specialty groundwater contractors shall be consulted for all work below the groundwater level. V? Q �� Quaff* assurance Page 2 October 16, 2013 Job Order No. 13 -3005 GG Building - Proposed Wood Deck 10650 N.E.10`" Court, Miami Shores, Florida: The boring log(s) attached present(s) a detailed description of the soils encountered at the test location(s). The soil stratification shown on the boring log(s) is based on the examination of the recovered soil samples and interpretation of the driller's field log(s). It indicates only the approximate boundaries between soil types. The actual transitions between adjacent soil types may be gradual. Unsuitable material with an organic content of 20.1 % was encountered at approximately three feet six inches (3'6 ") down to five feet (5'0 ") BEGL. All unsuitable material encountered must be removed prior to construction if it is desired to have a total settlement less than one inch (1 "). This information is intended for foundation analysis only; it is not to be used for excavating, backfilling or pricing estimates. Florida Engineering & Testing, Inc., shall be on -site to monitor the excavation of the organic material to ensure complete removal. Based on our understanding of the proposed structure and the information obtained from our field boring logs; we recommend the following procedures for foundation preparation: 1.) Locate construction areas, excavate and remove the layer of unsuitable material down to limestone formation located at approximately five feet (5'0 ") BEGL under all construction areas plus two feet (2') past the outer perimeter of the structure. The organic material may be stockpiled for later use as landscaping material. 2.) Saturate and compact all excavated construction areas with a heavy self - propelled vibratory roller to a minimum of 95% of the A.S.T.M. D -1557 modified proctor method. Make a minimum of ten (10) passes with the roller in each direction. 3.) Backfill excavated construction areas to proper elevation if needed using a clean granular material placed in lifts not to exceed twelve inches (12 ") in thickness and compacted as per item 2. 4.) Care should be taken when using vibration in case of existing structures in the vicinity of the construction area. If vibration cannot be used for compaction, static compaction may be applied. However, in this case, the compacted layers should not exceed six inches (6 ") in thickness. 5.) All construction fill material shall be clean granular soil, free of organics or other deleterious material, and shall contain no more than ten (10) percent fines passing a U.S. Standard No. 200 sieve (0.075mm). 6.) Verify all densification procedures by taking an adequate number of field density tests in each layer of compacted material. 7.) Representative samples of the on -site and proposed fill material should be collected and tested to determine the classification and compaction characteristics. 8.) All Geotechnical work shall be performed under the supervision of a Geotechnical Engineer or his representative. Page 3 October 16, 2013 Job Order No. 13 -3005 GG Building - Proposed Wood Deck 10650 N.E.10`" Court, Miami Shores, Florida: FLQ A 9.) After the installation of any plumbing and electrical piping; we recommend that the disturbed area be recompacted and additional density tests be performed to verify proper compaction of the disturbed areas. Provided the above foundation recommendations are achieved and verified; it is our opinion that the proposed structure can be designed for a shallow foundation system with a permissible soil bearing pressure not to exceed 2,500 P.S.F. with a total settlement less than one inch (1 "). Bearing capacity certification requires satisfactory completion and verification of all the above foundation recommendations. However, it should be noted that if the unsuitable layer will not be replaced with a suitable fill material, the total settlement can be in the range of one inch to one and a half inches (1" to 1 %11). If applicable, provisions shall be made by the architect, engineer of record and contractor to address differential settlements when tying in new to existing structures. If applicable, the seawall structure should be inspected to verify the structural integrity and prevent undermining due to the piling installation or excavation operations. Regardless of the thoroughness of a Geotechnical exploration there is always a possibility that conditions may be different from those of the test location(s); therefore Florida Engineering & Testing, Inc., does not guarantee any subsoil condition surrounding the bore test hole(s). For a more accurate portrayal of subsurface conditions, the site contractor should perform test pits. The discovery of any site or subsurface conditions during construction which substantially deviate from the information in our subsoil investigation should be reported to us immediately for our evaluation. In accepting this report the client understands that all data from this soil boring report is intended for foundation analysis only and is not to be used for excavating, backfilling, or pricing estimates. The site contractor must familiarize themselves with the job site conditions prior to bidding. As mutual protection to clients, the public, and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions, or extracts from or regarding our reports is reserved pending our written approval. All work must be conducted under the supervision of our Geotechnical engineer. All work shall be conducted in compliance with the Florida Building Code FBC and OSHA workers protection rules and all applicable Federal, State, County and City rules and Regulations. Florida Engineering & Testing, Inc., appreciates the opportunity to be of service to you at this phase of your project. If you have any questions or comments, please give us a call. We would be pleased to help any way we can. It has been a pleasure working with you and look forward to doing so in the near future. Sincerely, Reza JaviAmi, .E. Florida Engineering & Testing, Inc. Florida Reg. No. 60223 Certificate of Authorization No. 6923 SPT Test Boring Report Client: GG Building Hole No: B -1 Project: Proposed Wood Deck Date: 10/11/13 Address: 10650 N.E. 101h Court Miami Shores, Florida Location: See Attached Field Sketch Water Level: 518" BEGL As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our i , written approval. Reza Javidan, P.E. A = Auger /Straight Rod Florida Engineering &'Testing, Inc. Ref = Refusal Florida Reg. No. 60223 BEGL = Below Existing Ground Level Certificate of Authorization No. 6923 0 = Weight of Hammer Descriptions Soil i 20 30 40 01 - 1'6" Dark Brown Fine Sand Slightly Sandy ' Brown ' 'Sand Some ` Organics ' IIIIIIIIII1111111�1111111 1111111111111111111111111 ® ©11►I1111111111111111111111 111.! 1111111111111111111 Light Gray ' Limestone 1111111101111111111ME 111111111111111111111111 HIM IIIII IIi44MINI111111 MM ®11111 VIII VIII VIII li:�l 11111 VIII VIII IIIII 11111 ' . • •'• . 11111111111111111F1111111 IIIII HIM IIIII UFAI HIM 1111111111111111111111111 IIIII IIIII IIIII I'111111111 11111 VIII 11111 I1111 11111 • 111111111111111IIIII11111 111111111111111,1111111111 11111111111111'�I111111111 ®1111111111111VAIII1111111 1111111111111111111111111 Water Level: 518" BEGL As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our i , written approval. Reza Javidan, P.E. A = Auger /Straight Rod Florida Engineering &'Testing, Inc. Ref = Refusal Florida Reg. No. 60223 BEGL = Below Existing Ground Level Certificate of Authorization No. 6923 0 = Weight of Hammer ENGINEERING & TESTING, INC. Phone: (866) 781 -6889 *Fax: (866) 784 -8550 wm w. t7oridaeugineeringandtesting .com 250 S.W. 13th Avenue Pompano Beach, FL 33069 REPORT OF MOISTURE CONTENT & ORGANIC CONTENT Date: 10/14/13 Order No: 13 -3005 Client: GG Building Address: 1255 Lisbon Street Coral Gables, Florida 33134 Project: Proposed Wood Deck Address: 10650 N.E. 10th Court Miami Shores, Florida Sampled By: C.G. Reported To: Client Location: B -1 Sample Depth: 31611- 5' BEGL Sample Description: Dark Brown Slightly Silty Sand with Some Organics The following moisture test was conducted in accordance ASTM D- 2216/D -3017 Moisture Content % 69.6% The following organic test was conducted in accordance ASTM D -2974 Organic Content ( %) 20.1% BELL: Below Existing Ground Level Tested By: P.T. Checked By: R.J. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Respectfully Submitted, 7/% Dr Reza JaviiMni , P.E. Florida Engineering & Testing, Inc. Florida Reg. No. 60223 Certificate of Authorization No. 6923 i 0 Quaft .fl&=rwzee F ming ol B -1 S.F.H. . N.E. Court 101h Field Sketch Not to Scale 10650 N.E. 10th Court N Miami Shores, Florida 1 Print - Maps birig- maps 10660 NE 10th Ct Miami, FL 33138 Proposed Wood Deck 10650 N.E. 10th Court Miami Shores, Florida On the go? Use m1ftcom tat find maps, directiDns, businesses, and mare Page I of 1 —7v lip jn,' Carol U ?z .====Nar;tW, i -boach B Park 04L A4. North Varni: an WE il -Z El 0rffi N L "g g,- CiD 5 112 Iftl �M ., ilah St- - Krmft-st NE 11701 W S 1116th- t B SC4VNE. 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GENERAL NOTES • Soil boring(s) on unmarked vacant property or existing structure(s) to be demolished should be considered preliminary with further boring(s) to be performed after building pad(s) are staked out. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. • It is not our field inspector's responsibility to supervise, schedule, or stop any phase of the project. His/her responsibility is limited by the duties stated in the contract. . It is the client's responsibility to provide adequate safety for the site and personnel. KEY CLASSIFICATIONS & SYMBOLS Correlation of Penetration Resistance Particle Size with Relative Density and Consistency Boulder > 12in Cobble 3 -12in Dynamic Cone Standard Gravel 4.76mm - 3in Penetrometer Penetration Relative Sand 0.074mm - 4.76mm (Penetrometer (Hammer Density Silt 0.005mm - 0.074mm Resistance) Blows ) Clay < 0.005mm 0- 10 0- 3 Very Loose 10- 25 3- 8 Loose Sands 25- 45 8-15 Firm Modifiers 45- 75 15-25 Very Firm 75-120 25-40 Dense 0-5% Slightly Silty /Clayey > 120 > 40 Very Dense 5-30% Silty /Clayey 30-50% Very Silty /Clayey 0- 6 0- 2 Very Soft 0- 2% Very Slight Trace Silts 6- 15 2- 5 Soft 2- 5% Slight Trace & 15- 30 5-10 Firm 5-10% Trace 30- 45 10-15 Stiff 10-15% Little Clay 45- 90 15-30 Very Stiff 15-30% Some 90-150 30-50 Hard > 30% with Rock Hardness Description Soft Rock core crumbles when handled. Medium Can break core with your hands. Moderately Hard Thin edges of rock core can be broken with fingers. Hard Thin edges of rock core cannot be broken with fingers. Very Hard Rock core rings when struck with a hammer. LIMITATIONS OF LIABILITY WARRANTY We warrant that the services performed by Florida Engineering and Testing, Inc., are conducted in a manner consistent with the level of skill and care ordinarily exercised by members of the profession currently practicing under similar conditions. No other warranties, expressed or implied, are made. While the services of Florida Engineering & Testing, Inc., are an integral and valuable part of the design and construction process, we do not warrant, guarantee, or insure the quality or completeness of services or satisfactory performance provided by other members of the construction process and/or the construction plans and specifications which we have not prepared, nor the ultimate performance of building site materials. As mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. SUBSURFACE EXPLORATION Subsurface exploration is normally accomplished by test borings. The soil boring log includes sampling information, description of the materials recovered, approximate depths of boundaries between soil and rock strata and groundwater data. The log represents conditions specifically at the location and time the boring was made. The boundaries between different soil strata are indicated at specific depths; however, these depths are in fact approximate and dependent upon the frequency of sampling. The transitions between soil stratum are often gradual. Water level readings are made at the time the boring was performed and can change with time, precipitation, canal levels, local well drawdown, and other factors. Regardless of the thoroughness of a Geotechnical exploration there is always a possibility that conditions may be different from those of the test locations; therefore Florida Engineering & Testing, Inc., does not guarantee any subsoil condition surrounding the bore test holes. For a more accurate portrayal of subsurface conditions, the site contractor should perform tests pits. If different conditions are encountered, Florida Engineering & Testing, Inc., shall be notified to review the findings and make any recommendations as needed. LABORATORY AND FIELD TESTS Tests are performed in accordance with specific ASTM Standards unless otherwise indicated. All criteria included in a given ASTM Standard are not always required and performed. Each test report indicates the measurements and determinations actually made. 1 TO LN ANALYSIS AND RECOMMENDATIONS The Geotechnical report is prepared primarily to aid in the design of site work and structural foundations. Although the information in the report is expected to be sufficient for these purposes, it is not intended to determine the cost of construction or to stand alone as construction specifications. In accepting this report the client understands that all data from the soil boring is intended for foundation analysis only and is not to be used for excavating, backfilling or pricing estimates. The site contractor must familiarize themselves with the job site conditions. Report recommendations are based primarily on data from test borings made at the locations shown on the test boring reports. Soil variations may exist between borings and may not become evident until construction. If variations are then noted, Florida Engineering & Testing, Inc., should be contacted so that field conditions can be examined and recommendations revised if necessary. The Geotechnical report states our understanding as to the location, dimensions, and structural features proposed of the site. Any significant changes in the nature, design, or location of the site improvements must be communicated to Florida Engineering & Testing, Inc„ so that the Geotechnical analysis, conclusions, and recommendations can be appropriately adjusted. CONSTRUCTION OBSERVATIONS Construction observation and testing is an important element of Geotechnical services. The Geotechnical Engineer's Field Representative (Field Rep.) is the "owner's representative" observing the work of the contractor, performing tests, and reporting data from such tests and observations. The Geotechnical Engineer's Field Representative does not direct the contractor's construction means, methods, operations, or personnel. The Field Rep. does not interfere with the relationship between the owner and the contractor, and except as an observer, does not become a substitute owner on site. The Field Rep. is only collecting data for our Engineer to review. The Field Rep. is responsible for his/her safety only, but has no responsibility for the safety of other personnel and/or the general public at the site. If the Field Rep. does not feel that the site is offering a safe environment for him/her, the Field Rep. will stop his/her observation/ testing until he /she deems the site is safe. The Field Rep. is an important member of a team whose responsibility is to observe the test and work being done and report to the owner whether that work is being carried out in general conformance with the plans and specifications. ate: t Goldstein 10650 NE 10th Court MS Wood Deck.mcd The following calculations for gravity loading are in accordance with the Florida Building Code 2010 Edition, and applicable amendments. DEC. 20 A. Design Dock Gravity Loads BY: a) Dock Dead Loads. 2 x 6 wood decking Wdeck := 3.5 psf. 2 x 8 S4S joists at 24" o.c. Wjoist := 2.0 psf. ..Dock Dead Load Wdock_dl := Wdeck + Wjoist Wdock dl = 5.50 psf. b) Dock . Live Load wll := 60.0 • psf; c) Combined Dock Dead and Live Load. WdUl := Wdock dl + Wu wdl n = 65.50 psf. John H. Buscher, P'.E. New Wood Deck . Consulting Engineer. 10650 NE 10th Court Miami Shores, Fl- PE #41844 (Structural) 1 Date: 12/09/13 q 1 Page 1 of 14 ?Lu S d 7"- .C" �'[ �b ✓ 4404 SW 139th Court Miami FL 33175 pGGv wS9�h1'°i' Tel. 305 -554 -9770 �'St M (7SOt.1 u g13u 4*Z ?051 -fir v °i L.v •� r-I -i -V r-j t Z. s-r I- T Check Decking, Joists, headers, ledgers and Connections to Posts over existing concrete slab at Lower Deck Section A. Check 24 PT S.Pine #1 Wood Decking, or better: For span continuous over wood joists at 24" o.c. carrying 60 psf live load, OK by insp. B. Check: 2 x 10 P.T. S. Pine No. 2 or better joists: s:= 24 in. max. wdi_ii = 65.50 psf. Ljoist 9.25 ft., max. clear Lcant = 1.0 ft Wjoist (wdl —II)' s wjoist = 131.00 plf. (12) R :- w Ljoist + L R - 736.88 Ibs. r_ — joist'( 2 cant) r — 2 Ljoist Mjoist Wjoist. -8 Mjoist = 1401.09 ft-Ibs. Check Joist size for Southern Pine No 2 or better C,:= 1.15 Cm f, :_ .97 Cob := .85 Fb 1050 psi. Fv :_ 175 psi. h := 9.25 in' deff := h – 1.5 dell = 7.75 in Mjoist•12 1.5•Rr h Rr = 736.88 Ibs. Sreq := Areq .- Fb'Cr'Cm fb Fv'Cm—fv deff Sreq = 16.38 in3 Areq = 7.77 in2 Select 2 x 10 S4S Sprov := 21.39 W, OK Aprov 13.88 W, OK Check joist for Max. Deflection: e 1prov 47.63 in4 Ew := 1600000 wjoist t4. 5' •(Ljoist•12J 12 Ljoist 12 Ojst 384 • E w' 1 prov 360 Ojst 0.28 in. < = 0.31 John H. Buscher, P.E. Consulting Engineer PE #41844 (Structural) 4404 SW 139th Court Miami FL 33175 Tel. 305 - 554 -9170 Y%Ir in, O.K. New. Wood Deck 10650 NE 10th Court Miami Shores, FIr Date: 12109/13 Page 2of14 T t Check ioist connection to slab usino (2) - 2 x 4 x 3/16" x 4" long steel clip angles, one each face of ioist with (1) 1/2" diam. thru bolt thru angle legs and joist, For 2- 1/2 "" > diam. thru - bolt2 in double shear: b:= 3.0 in. d:= 9.25 in. d ff 7.25 in. o �_ and 2 2 x 6 beam loaded perpendicular to grain; loaded_edge_dist := 2.0 in. a) Check capacity of bolts unloaded_edge_dist := 1.0 in. bolt spacing := 2.0 in. 3'Rr . d end dist:= 12.0 in. C — 1.0 f„:= — o '— 2•b•d doff f„ _ 50.82 psi., Fv'Cnl_fv'CO ° 169.75 psi. >= fv = 50.82 psi., OK b) Check capacity of 1/2" diam. thru bolt. is :_ .1875 in. tn, := 1.5 in. G := 0.55 Zs —perp 550 Ibs /bolt. Cm_boit 0.70 Val►ow = :Zs�erp'Cm_boit'Co Vallow = 385.00 lbs. > Rr = 736.88 Ibs., OK. John H. Buscher, P.E. New Wood Deck Consulting Engineer 10650 NE 10th Court Miami Shores, FL PE #41844 (Structural) Date: 12/09/13 4404 SW 139th Court t� Page 3 of 14 Miami FL 33175 Tel. 305 - 554 -9170 \2 o Y Check Decking, Joists, headers, ledgers and Connections to Posts over existing concrete slab at Upper Deck Section A. Check 2x6 PT S.Pine #1 Wood Decking, or better: For 'span continuous over wood joists at 24" o.c. carrying 60 psf live load, OK by insp. B. Check 2 x 8 P.T. S. Pine No. 2 or better joists: s:= 24 in. max. wdi -n = .65.50 psf. Ljolst: =.9.0 ft., max. clear W)olst :° (wd1 II)' s wjolst = 131.00 Pit 12 o Lj2lst Rr = wjolst• Rr = 589.50 lbs. 2 Ljoist Mjoist = wjolst• --`-- Mjolst = 1326.38 ft -lbs. 8 Check Joist size for Southern Pine No 2 or better Cr := 1.15 Cm f,:= .97 Moment= Mjolst = 1326.38 ft.4bs Fb :_ _1250 Psi. Fv := 175 psi. Mjolst• 12 1.5 • Rr Rr := 589.50 lbs. SA req :— req := Fb Cr Cm —fb Fv'Cm fv Cm fb .85 Sreq = 13.03 in3 Ares = 5.21 inz Select 2 x 8 S4S Sprov:= 13.14 in3, OK Aprov 10. 88 W, OK Check ioist for Max. Deflection. Ate_ Iprov := 47.63 in4 Ew := 1600000 5 wjolst (Ljolst 124 12 Ajst :° t Ojst ° 0.25 in. < Llolst 12 - 0.30 384E w' prov 360 John H. Buscher, P.E. Consulting Engineer PE #41844 (Structural) 14404 SW 139th Court Miami FL 33175 Tel. 305 - 554 -9170 in, O.K. New Wood Deck 10650 NE 10th Court Miami Shores, FL Date: 12/09113 Page 4 of 14 t � C. Check 2- 2 x 8 Headers spanning 6.75 ft max. between 4x6 and 4x4 PT Wood Posts. Wdl_II = 65.50 psf. Wbm = 6.0 plf. Lhdr = 6.75 ft. max Leant= .0 ft. Ljolst . Whdr: wdl —II' 2 + 2 0 . + Wbm Whdr = 366.25 plf. Rh Whdr' L2dr Rh = 1236.09 lbs. r 2 Mhdr = Whdr' 8 Mhdr = 2085.91 ft-lbs. <— controls 2 Meant Whdr Leant 2 Meant = 0,00 ft -lbs. Check Header beam size for Southern Pine No 2 or better h:= 7.25 in dell h - 2.0 deli 5.25 in Mhdr ° 2085.91 ft. -lbs Fb := 1200 psi. F,:= 175 psi. Ew := 1.6. 10 6 psi. Mhdr'12 1.5 -Rh•h Rh = 1236.09 lbs. Srey := Arep F 'CnLA Fv'Cm W(deff) Select 2- 2 x 8 S4S; Srey = 24.54 in3 Ares = 15.08 inz for minimum section. Sprov :° 2.13.14 Aprov = 2.10.88 Sprov = 26.28 in3, OK Aprov = 21.76 W, OK Check Header Beam Section for Max. Deflection A Max. Deflection due to Whdr = 366.25 plf. 1prov.:= 2.47.63 Iprov = 95.26 in4 Whdr 4 5' 41-11dr' 2 2 L hdr' 12 Ohdr = Ahdr = 0.11 in. < = 0.23 in. 384- Ew'1 prov 360 Therefore, a 2- 2 x 8 S4S header beam may be used John H. Buscher, P.E. f Consulting Engineer PE #41844 (Structural) 4404 SW 139th Court Miami FL 33175 Tel. 305 -554 -9170 New Wood Deck 10650 NE 10th Court Miami Shores, FL Date: 12/09/13 Page 5 of 14 Check header connection at 4x4 or 4x6 wood post, For 2= 5/8 "" diam. thru -bolts in double shear. b:= 3.0 in. d:= 7.25 in. d tt 5.25 in. e = and 2 - 2 x 8 beam loaded perpendicular to grain; loaded_edge_dist : 2.0 in. a) Check capacity of bolts unloaded_edge_dist := 1.0 in. bolt _spacing := 4.25 in. 3 -Rh d end dist := 2.0 in. Co := 0.80 fy - 2•b,- d.doff f„ = 117.72 psi., Fv•Cm_f„ -Co = 135.80 psi. >= f„ = 117.72 psi., OK b) Check: capacity of 5/8" diam. thru- bolts. is := 1.5 in. tm 3.5 in. G := 0.55 Zs-perP 1130 Ibs /bolt. CM _bolt 0.70 Vallow: °. 22s_perp-Cm bolt-CO Vallow = 1265.60 Ibs. > Rh = 1236.09 Ibs., OK. John H. Buscher, P.E. New Wood Deck Consulting Engineer 10650 .NE 10th Court / Miami Shores, FL PE #41844 (Structural) Date: 12/09/13 Page 6 of 14 4404 SW 139th Court Miami FL 33175 Tel. 305 -554 -9170 C. Check 2 -2 x 8 S4S PT wood ledger: w w 9.25 w 302.94 plf - Idgr •= dl_II' 2 Idgr = a) Check ledger size: Cr := 1.0 Fb := 1200 psi. F,:= 175 psi. h:= 7.25 in in. 2.0 Widgr•2.0•— Whdr= 366.25 plf. 4 1.5•widgr h Sreq Fb Cr Cm fb Areq Fv Cm N.(doff) Select 3 x 8 S4S Sreq = 0.30 in3 Areq = 3.70 rnz #2 or Better Sprov := 31.6 in3, OK Aprov := 18.13 W, OK b) Check capacity of 34" diam. expansion bolts spaced at 24" o.c. max. and with 3" min. embedment into concrete to support 2 -2 x 8" PT wood ledger which in turn carries 'oists For "Hilti" 34' diam. anchor bolts, with 4" min. embedment into concrete. consider bolt diameter at wood ledger = 3/4 Widgr = 302.94 plf. Zs-per := 915 Ibs /bolt. Cm bolt := .70 t,:= 3.0 in. Vallow Zs –bolt . Vallow= 640.50 Ibs. > wldgr 12 ° 605.88 Ibs. OK. Vanow cone = 1057 Ibs allowable shear on seawall, OX AS AN ALTERNATE, 3/4" diam. stainless steel threaded rod drilled and epoxied 6" min. into concrete may be used.. John H. Buscher, P.E. New Wood Deck Consulting Engineer 10650 NE 10th Court Miami Shores, FL PE #41844 (Structural) Date: 12/09113 4404 SW 139th Court �I Page 7 of 14 Miami FL 33175 Tel. 305 -554 -9170 r Check Decking, Joists, headers, ledgers and Connections to Posts over existing grade at Upper Deck Section A. Check 2x6 PT S.Pine #1 Wood Decking, or better: For span continuous over wood joists at 24" o.c. carrying 60 psf live load, OK by insp. B. Check 2 x 8 P.T. S. Pine No. 2 or better joists: s:= 24 in. max. wdl n = 65.50 psf. Ljoi,t := 5.83 ft., max. clear wjoist := (wdi_n)'� 12) wjoist = 131.00 plf. Ljoist Rr :° wjoist R,- = 381.87 lbs. 2 2 Ljoist Mjoist = w'jolst, Mjoist = 556.57 ft -Ibs. 8 Check Joist size for Southern Pine No 2 or better Cr := 1.15 Cm f,:= .97 Moment= Mjoist = 556.57 ft. -Ibs Fb := 1250 psi.. F;, :_ 175, psi. Mjoist' 12 1.5 • Rr Rr = 381.87. Ibs. Sreq := Are - ;_ Fb'Cr'Cm_fb Fv'Cm fv Sreq = 5.47 in3 Areq = 337 inz Cm_fb :_ .85 SOlect 2 x 8. S4S Sprov 13.14 in3, OK Aprov 10.88 inz, OK Check ioist for Max. Deflection. A Iprov = 47:63 in4 E,: 1600000 VYjoist `4 5 12 • (Ljoist • 12 Ajst :_ , O 0.04 in. < Ljoist 12 3� • Ew • Iprov jst = 360 = 0.19 in, O. K: John H. Buscher, P.E. Consulting Engineer PE #41844 (Structural) 4404 SW 139th Court Miami FL 33175 Tel. 305- 554 -9170 New Wood Deck 10650 NE 10th Court Miami Shores, FL Date: 12109/13 Page 8 of 14 P C. Check 2- 3 x 8 Headers spanning 6.75 ft max. between 4x6 and 4x4 PT Wood Posts in middle of deck wdI_II ° 65.50 psf. wbm := 6.0 plf. Lhdr = 7.58 ft. max Leant = •0 ft. L1olst Ljolst w hdr = w dl_II'I + + w b m w hdr = 387.87 : 2 2 \ \dr plf. Lh Rh := Whdr' Rh = 1470.01 lbs. 2 2 r Mhdr := whdr' L Mhdr = 2785.67 ft -Ibs. <— controls. 8 2 L t Meant := whdr' Meant = 0.00 ft -Ibs. 2 Check Header beam size for Southem Pine No 2 or better h := 7.25 in dell := h - 2.0 doff = 5.25 in Mhdr° 2785.67 ft. -Ibs Fb:= 1200 psi. F„ := 175 psi. EW := 1.6.106 psi. Mhdr'12 1.5•Rh•h R 1470,01 Ibs. S Rh = req :_ Fb Cm A req := Fv'Cm fv'(deff) Select. 2 - 3 x 8 S4S; Sreq = 32.77 in3 Areq = 17.94 in2 for minimum section. Sprov •= 2.21.90 Aprov := 2.18.13 Sprov = 43.80 in3, OK Aprov = 36.26 in2, OK Check Header Beam Section for Max. Deflection.O Max. Deflection due to whdr = 387.87 plf. Iprov := 2.79.9 Iprov = 159.80 in4 5' Whd 2 r'(Lhdr' 124 L 12 hdr Ohdr := O 0.11 in. < 384.6 I ndr, _ w' prov = 0.25 in. 360 Therefore, a 2- 3 x 8 US header beam may be used IJohn H. Buscher, P.E. Consulting Engineer PE #41844 (Structural) 4404 SW 139th Court Miami FL 33175 Tel. 305 - 554 -9170 New Wood Deck 10650 NE 10th Court Miami Shores, FL Date: 12/09/13 Page 9 of 14 r Check header connection at 44 or 46 wood post, For 2- 5/8" diam. thru -bolts in double shear. b:= 5.0 in. d:= 7.25 in. doff - 5.25 in. — and 2 - 3 x 8 beam loaded perpendicular to strain; loaded_edge_dist :_ 2.0 in. a) Check capacity of bolts. unloaded_edge_dist := 1.0 in. bolt spacing := 4.25 in. F 3-Rh a end_dist := 2.0 in. Co := 0.80 John H. Buscher, P.E. New Wood Deck Consulting Engineer 10650 NE 10th Court Miami Shores, FL PE #41844 (Structural) Date: 12/09/13 4404 SW 139th Court Miami FL 33175 \ Page 10 of 14 Tel. 305 -554 -9170 ��- 1 D. Check .2- 2 x 8 Headers spanning 6.75 ft max. between 4x6 and 4x4 PT Wood Posts at edge of deck wdi_ii = 65.50 psf. wbm := 6.0 plf• Lndr := 7.58 ft. max Leant = •0 Whdr'= Wdi_ii• L12ist + .5 + wbm Whdr = 229.68 plf. Lhdr. Rh := Whdr- . 2 Rh = 870.50 lbs. 2 M.hdr := Whdr' L 8 r Mhdr = 1649.59 ft -Ibs. <— controls Leant 2 Meant := Whdr' Meant = 0.00 ft -Ibs. ft. 2 Check Header beam size for Southern Pine No 2 or better h:= 7.25 in dell := h - 2.0 dell = 5.25 in Mhdr ° 1649.59 ft. -Ibs Fb:= 1200 psi. Fv := 175 psi. Ew 1.6.106 psi. Mhdr- 12 1.5•Rh•h R 870.50 lbs. S Areq - Rh req Fb'Crr fb Fv-Cn. fv'(deff) Select 2-2x8 S4S; Srey =19.41 in3 Ares = 10.62 inz for minimum section. Sprov := 2.13.14 Aprov := 2.10.88 Sprov 26.28 W, OK Aprov = 21.76 in2 OK Check Header Beam Section for Max. Deflection A---. Max: Deflection due to whdr = 229.68 plf. IproV.:= 2.47.63 Iprov = 95.26. in4 Whdr 5 12 '(Liidr 12)4 Lhdr' 12 r Ohdr = 0.11 in. < = 0.25 in. Ahd . 384- Ew•lprov 360 John H. Buscher, P.E. New Wood Deck Consulting Engineer 10650 NE 10th Court Miami Shores, FL PE #41844 (Structural) Date: 12/09/13 4404 SW 139th Court Q Page 11 of 14 Miami FL 33175 Tel. 305 -554 -9170 1 i e Check header connection at 4x4 or 4x6 wood post For 2- 5/8 "" diam. thru -bolts in double shear, b:= 3.0 in. d := 7.25 in. d off 5.25 in. :_ and 2 - 2 x 8 beam loaded Derpendicular to grain: loaded edge dist := 2.0 in. a) Check capacity of bolts unloaded- edge_dist := 1.0 in. bolt_spacing := 4.25 in. 3-Rh d fV :_ -- end dist:= 2.0 in. Co:= 0.80 - 2bd doff fY = 82.90 psi:, F,•- Cm fv'Co ° 135.80 psi. >= fv = 82.90 psi., OK b) Check capacity of 5/8" diam. thru- bolts t,:= 2.5 in. tm := 3.5 in. G:= .0.55 Zs -perp := 1130. Ibs /bolt. Cmbolt = 0.70 Vallow = 2 Zs -perp•Cm_bolt•CD Vaiiow = 1265.60 Ibs. > Rh = 870.50 Ibs., . OK. John H. Buscher, P.E. New Wood Deck Consulting Engineer 10650 NE 10th Court Miami Shores, FL PE #41844 (Structural) Date: 12109/13 Page 12 of 14 4404 SW 139 th Court Miami FL 33175 .Tel. 305 - 554 -9170 Check Guardrail, with 2x8 horizontal cap component fastened to 2x6 vertical cap component with 10d Hot - dipped galvanized nails at 12" o.c. A. Check 2 x 8 horiz plus 2x6 vert Cap Rail, (vertical 2x4 Component controls): whand 50 plf Leap := 7.58 ft., max. clear Leant : =. 0 Lcap Rh - := whand' 2 Rh = 189.50 Ibs Leap Rv : whand' 2 Rv = 189.50 ibs Lca Mcap := whand' 8p 2 Mcap = 359.10 ft -Ibs unecK Kau size Tor soutnem fine No 2 or better. Cr := 1.0 CM _f„ 1.0 Cm_fb := 1.0 Moment= Mcap = 359.10 ft. -Ibs Fb := 1500 psi Fv = 175 psi Mcap- 12 1.5 • R„ Rv = 189.50 Ibs sre :- Are q q Fb•Cr•Cm fb _ Fv.Cm fv Sreq 2.87 1n3 Areq = 1.62 inz.. Select 2 x 6 S4S Sprov: 7.56 in3, OK Aprov 8.25 W, OK Check cap for Max. Deflection_ Iprov = 20.80 in4 Eyv 1700000 _whand 5. .12 .(Lcap•12)4 L 12 Ohdr: =. O 0.11 in. < cap' 384•E I ndr = = 0.25 in, O. K; w' prow 360 B. Check Fastening of 2x6 vertical component to wood post with (3) 16d Hot-dipped Galvanized nails For (3) 16 d nails nailed thru 5.5" face of 2x6 each end into post V1613:= 154 Ibs ( 1 1/2" side member) Cm nail 0.7 Vallow 3•V16o•Cm_nall Vallow = 323.40 Ibs > Rv. = 189.50 lbs., OK . John H. Buscher, P.E. New Wood Deck Consulting Engineer 10650 NE 10th Court Miami Shores, FL PE #41844 (Structural) Date: 12/09/13 a Page 13 of 14 4404 SW 139th Court Miami FL 33175 \� Tel. 305 - 554 -9170 r r C. Check 6" x 6" wood posts spaced at 7.58 ft o/c max. Lip Rh Whand' 2 2 Rh = 379.00 Ibs Rh =.S79.00 Ibs Lpot = 4.0 ft. max., measured from header bolts to top of rail Rh_post == Rh Rh -Post = 379.00 Ibs h_post Rh_post-Lpost Mh _post = 1516.00 ft -1b &. Determine Post size for Southern Pine #2 Fb := 850 psi Fv := 165 psi EW := 1.2.106 psi Mh _post • 12 1.5-Rh-Post Sreq := Fb Cm_fl, Arey := Fv.Cm -f, Srsq = 21.40 in3 Areq =3.45 ►n2 Sprov: := 27.73 Aprov := 30.25 Sprov = 27.73 in3, OK Aprov = 30.25 in. 2, 0K Therefore, a 6'.x 6 S4S post maybe used. - John H. Buscher, P.E. New Wood Deck Consulting Engineer 10650 NE 10th Court Miami Shores, FL PE #41844 (Structural) Date: 12/09/13 4404 SW 139th Court Page 14 of 14 Miami FL 33175 Tel. 305 -554 -9170 A to 41 Jr- Po s-r rg As S sw 4� 165 X 1 A14 CA0109'roA T C. Pee 4sorm A &S ESIR4622 Used for Florida State Wide Product Approval # FL10849 Products on this Report which are approved: Product FL# Product FL# AB44 10849.1 ABA66R 10849.3 AB44R 10849.1 ABA66Z 10849.3 AB44Z 10849.1 ABE44 10849.4 AM6 10849.1 ABE44Z 10849.4 AB46R 10849.1 ABE46 .10849.5 AB46Z 10849.1 ABE46Z 10849.5 AB66 10849.1 ABE66 10849.5 -° AB66R 10849.1 ABE66Z 10849.5 AB66Z 10849.1 A 10849.6 ABA44 10849.2 U44Z 10849.6 ABA44R 10849.2 ABU46 10849.6 ABA44Z 10849.2 ABU46Z 10849.6 ABA46 10849.3 ABU66 10849.6 ABA46R 10849.3 ABU66Z 10849.6 ABA46Z 10849.3 ABU88 10849.6. ABA66 10849.3 ABU88HDG 10849.6 8 SIMPSON STRONG -TIE COMPANY, INC. IMES Evaluation Report ESR -1622 Reissued December 1, 2012 This report is subject to renewal January 1, 2014.. www.icc- es.org 1 (800) 423 -6587 1 (562) 699 -0543 A Subsidiary of the /ntemational Code Council® DIVISION: 06 00.00 —WOOD, PLASTIC, AND COMPOSITES Section: 06 05 23 —Wood, Plastic, and Composite Fastenings REPORT HOLDER: SIMP SON STRONG -TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 925 -5099 www.stronntle.com EVALUATION SUBJECT: SIMPSON STRONG -TIE® POST BASE CONNECTORS FOR.WOOD CONSTRUCTION 1.0 EVALUATION SCOPE Compliance. with the following codes: ■ 2012, 2009 and 2006 International Building Code® (IBC) v 2012, '2009 and 2006 International Residential Codee (IRC) Property evaluated: Structural 2.0 USES Simpson Strong -Tie®. post base connectors described in this report are used as wood framing connectors in accordance with Section 2304.9.3 of the IBC, and are used to resist lateral and net induced uplift forces at the bottom end of wood posts in accordance with Section 2304.9.7 of the IBC, and to,prevent lateral displacement at the bottom end.of wood posts in accordance with Section R407.3 of the IRC. The products may also be used in structures regulated under the IRC when an engineered design is, submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 , General: The Simpson Strong -Tie post base connectors described in this report are die- formed brackets that connect wood posts to concrete.footings complying with the IBC or IRC, as applicable, by using anchor bolts installed during the concrete pour or after the concrete hardens. Since the design of anchor bolts in the concrete footings is not within the scope of this report, a footing larger than. the minimum required by 2012 and 2009 IBC Section or 2006 IBC Section' 1805, or IRC Section R403 may be necessary to meet anchorage to concrete requirements. Untreated wood columns may be supported by the post base connectors described in this report because the connectors provide a metal pedestal projecting minimum 1 inch. (25.4 mm) above the concrete footing as required by Section 2304.11.2.7 of the IBC, Section R317.1.4 of the 2012 and 2009 IRC and Section R319.1.4 of the 2006 IRC. 3.1.1 AB- Adjustable Post Base: The AB adjustable post base has three components: a post base cover fabricated from No. 16 gage galvanized steel; a C- shaped standoff channel fabricated from No. 12 gag e.galvanized steel; and a rectangular, bearing plate fabricated from No. 12 gage galvanized steel, which has a slotted hole to accommodate a % -inch diameter (12.7 mm) anchor .bolt. The AB post base cover has an irregular shaped opening that permits lateral adjustment of the wood post, and prepunched .holes for 10d nails driven into the side grain of the wood post. The AB post base cover is placed. in contact with* concrete footing and the bearing plate is placed on top .of the base cover and secured to the. anchor, bolt using a nut. The standoff channel fits inside the base cover. and provides an elevated support for the bottom of. the:. post. See Table 1 for.the overall dimensions of the AB post base . cover, the fastener schedule, and allowable. downloads. See Figure 1 for drawings of the three, components°of the AB adjustable post base_ connector and a typical. installation. 3.1.2 ABA Post Base 'Standoff: The ABA post base standoff is a one -piece connector that elevates the `. supported wood post .11 /1s inches (27' mrn) above. 6. concrete footing. The ABA44 and ABA44R are formed from No. 16 gage galvanized steel and all other ABA models from No. 14 gage galvanized steel. The sides of the ABA post .base connector have pre punched holes for. 10d or 16d nails driven into the side grain of the:wood post. Type A narrow plain washer, conforming to the dimensions shown in ASME B18.22.1. (R 1998), and a .standard cut washer and nut must be used to secure the ABA post base connector to the concrete anchor bolt. See`Tabie 2. for overall dimensions, required fasteners, and allowable uplift loads and downloads. See Figure 2 for drawings of -an* ABA post base standoff connector and atypical installation.. 3.1.3 ABE Adjustable Post_ Base: The ABE post base_ consists of three components: a U- shaped galvanized steel channel ,having` an ; adjustment slot for the .anchor. bolt, `;a galvanized steel standoff base that elevates the wood post 1 inch (25.4 mm) above the concrete footing, and a 0.109 - inch -thick (2.8 mm) round washer (bearing plate) supplied with the ABE44 . connectors and a 0.171-inch-!thick. (4.3 mm) rectangular washer (bearing plate) supplied with the ABE46 and ABE66 connectors. The round and rectangular bearing plates have a bolt hole diameter of !CC -FS F.,whtuNon Reports are not fo he, consimed as representing aesthetics or mot• other auribuu:r nol speei/irullt• addressed, nor are lhcn• to he ronsinted as air endorsement oJ•the sahiecl tf the report or a recommendation for ids use. There is no warranty• Im ICC F.rahialion Sell-le-e. LLC. express or implied, as Elm m am .>inrding m• otirer maner in tlrtiv reryrnrt, nr• as to mtr prrnlerct corered he the repnr[. �,�; ; �, ,ao Copyright © 2012 Page 1 of 5 ESR -1622 ( Most Widely Accepted and Trusted Page 2 of 5 911s inch (14.3 mm) and 11/16 inch (17.5 mm), respectively. The sides of the ABE adjustable post base connector have prepunched holes for 10d or 16d nails driven into the side grain of the wood post. See Table 3 for the overall dimensions of the U- shaped channel, the nominal thickness of the steel channel and standoff base, required .fasteners; and allowable. uplift loads and downloads. See Figure 3 for drawings of the components of an ABE ad' ble connector aypical ins tallation. 3.1.4 ABU Adjustable Pos he ABU44, ABU46, an a onnectors consist of three components: a U- shaped galvanized steel channel having an adjustment slot for the anchor bolt and prepunched holes for installing bolts or nails, but not both, into the side grain of the wood post; a galvanized steel standoff base that elevates the wood post 1 inch (25.4 mm) above the concrete footing, and a 0.171 -inch- thick (4.3 mm) rectangular washer (bearing plate). The ABU88 adjustable post base connector consists of the following components: a U- shaped galvanized steel channel having two 1 ,1/16- inch -wide (27 mm) long- slotted holes for anchor bolts and . prepunched holes for installing nails into the side grain of the wood post; a galvanized steel standoff base that elevates the wood post 1 inch 25.4 mm) above the concrete footing, and two nominally /4 -inch -thick (6.4 mm) square washers (bearing plates). See Table 4 for the overall dimensions of the U- shaped channel, nominal thickness of the steel channel and standoff base, required fasteners, and allowable uplift loads and downloads. See Figure 4 for drawings of the components of an ABU44 and ABU88 adjustable post base connectors and a typical ABU connector installation. 3.1.5 PBV Post Baser The PBV post base is a single piece post base connector formed from' No. 14 gage steel having a powder- coated paint coating. The PBV connector is circular and has a center channel section and two raised semicircular flat portions that provide a 14nch (25.4 mm) raised bearing surface for a round post The connector has prepunched holes for installing SDS screws into the end grain of around post. See .Table 5 for the connector dimensions, required fasteners and allowable downloads. 3.2 Materials: 3.2.1 Steel: Unless noted otherwise, the connectors described in this report are manufactured from galvanized steel in accordance with ASTM A 653, S8 designation, Grade 33, with a minimum yield strength, Fy, of 33,000 psi (227 MPa) and a minimum tensile strength, F,,, of 45,000 psi (310 MPa). The bearing plates for the ABU88 are ASTM A 36 with a minimum yield strength of 36,000 psi (248 MPa) and a minimum tensile strength of 58,000 psi (400 MPa) and have no coating. Base metal thicknesses for the connectors in this report are as follows: NOMINAL THICKNESS MINIMUM BASE METAL THICKNESS (inches) No. 10 Gage 0.1275 No. 12 Gage 0.0975 No. 14 Gage 0.0685 No. 16 Gage 0.0555 '/4 -inch (Bearing Plate) 0.2145 For SI: 1 inch = 25.4 mm. The connectors have a minimum G90 zinc coating specification per ASTM A 653 unless otherwise noted. Some models (designated with a model number ending with Z) are available with a G185 zinc coating specification. in accordance with ASTM • A 653. Some models (designated with a model number ending with HDG) are available with a hot -dip galvanization, also known as "batch" galvanization, in accordance with ASTM A 123, with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (610 g/m2), total for both sides. Model numbers in this report do not include the Z or HDG ending, but the information shown applies. The PBV post base has a "PC" suffix Indicating a powder - coated paint coating. The lumber treater and the holder of this report (Simpson Strong -Tie Company) should: be contacted for recommendations on the appropriate level of corrosion resistance to specify for use of the steel connectors in contact with the specific proprietary preservative treated or fire. retardant treated lumber. 3.2.2 Wood: Wood members with which the connectors are used must be either sawn lumber or engineered lumber having a minimum specific ' gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered. lumber), and having a maximum moisture content. of. 19 percent (16 percent for engineered lumber), except as noted in Section 4.1. The thickness of the supporting wood main member must be equal to or greater than the length Of the fasteners specified in the tables in this report, or as required by wood member design, whichever Is greater. For installation in engineered wood members, minimum allowable nail spacing and end and edge. distances, as specified in the applicable evaluation report for the engineered wood product, must be met 3.2.3 Fasteners: Nails used for hangers described.in this report must comply with the material requirements, physical properties, tolerances, workmanship, protective coating and finishes, certification, and - packaging and, package marking requirements specified in ASTM F 1667. The nails must have the following minimum . fastener dimensions and bending yield strengths (Fyb): FASTENER SHANK FASTENER Fri, DIAMETER LENGTH (psi) (inches) (inches) 10d ,- 0.148 3. 90,000 16d 0.162 3'/2 90,000 '. At a minimum, bolts must comply with ASTM A 36, or A ` 307. SIDS. Screws used in contact with preservative treated or fire retardant treated lumber must, as a minimum, comply with ESR - 2236. Fasteners used :in 'contact with preservative treated or fire retardant treated lumber must comply with Section 2304.9.5 of the._IBC, Section* R3173 of the 2012 and 2009 1RC or Section R319.3 of the 2006 IRC, as applicable. For use with treated lumber, the umber treater or this report holder " (Simpson Strong =Tie Company), or both, should be contacted for recommendations on the appropriate coating or material to specify for the fasteners as well as the connection. capacities of fasteners used with the specific proprietary preservative treated or fire retardant treated lumber. 4.0 DESIGN AND INSTALLATION 4.1 Design: The tabulated allowable loads shown in the product tables of this report are based on Allowable Stress Design (ASD) and include the load duration factor, Co, corresponding With the applicable loads in accordance with the 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 ESR -1622 j Most Widely Accepted and Trusted Page 3 of 5 products), or where wet service is expected, the allowable loads must be adjusted by the applicable wet service factor, CM, specified for lateral loads for dowel -type fasteners in the NDS. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100 °F (37.8 0C), the allowable loads in this report must be adjusted by the applicable temperature factor, Ct, specified in the NDS. Connected wood members must be analyzed for load- carrying capacity at the connection in accordance with the NDS. 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturer's published installation instructions. Bolts and nails must be installed in accordance with the applicable provisions in the NDS. In the event of a conflict between this report and the manufacturer's published installation instructions, this report governs. 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 must be considered, where applicable. 5.4 Connected wood members and fasteners must comply, respectively, with Sections 3.2.2 and 3.2.3 of. this report. 5.5 Use of connectors with 'preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.1 of this report. Use of. fasteners with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.3 of this report. 5.6 The design of anchor bolts and the concrete footings is not within the scope of this report. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC -ES Acceptance Criteria for Joist Hangers and Similar. Devices (AC13), dated October 2010(editorially revised December 2011). 7.0 IDENTIFICATION The products described in this report are identified with a die - stamped label indicating the name of the manufacturer (Simpson Strong -Tie), the model number, and the number . of an index evaluation report (ESR -2523 that is used as an identifier for the products recognized in this report. TABLE 1 —AB ADJUSTABLE POST BASE CONNECTORS' 2 ror SI: 1 Inch = 25.4 mm, 1 Ibs = 4.45 N. 'The allowable downloads may not be increased for short term loading. 2Anchor bolts and the concrete footings must be capable of resisting all loads and forces transferred from the post base connector. AB Adjustable Post Base FIGURE 1 —AB POST BASE CONNECTOR AB Installation DIMENSIONS (inches) FASTENERS ALLOWABLE . DOWNLOADS (Ibs) MODEL NO. Anchor Bolt Co =1.0 W L H Diameter Nails into Post Ca =1.15 (inches) (Quantity -Type) Co =1.25 AB44 39 /,s 39/,e 29 /s2 1/2 8-10d 4,065 AB46 39/16 53/, 3 1l2 8 -10d 4,165. AB44R 4 4' /Ie 29/,8 1/2 8-10d 4,065_ ` AB46R 4 6 213/,s 1/2 8-10d 4,165 AB66 5% 5 9/1e 3 1/2 8-10d 5,335 AB66R 6 6 231,6 12 8 -10d 5,335 ror SI: 1 Inch = 25.4 mm, 1 Ibs = 4.45 N. 'The allowable downloads may not be increased for short term loading. 2Anchor bolts and the concrete footings must be capable of resisting all loads and forces transferred from the post base connector. AB Adjustable Post Base FIGURE 1 —AB POST BASE CONNECTOR AB Installation I r ESR-1 622 1 Most Widely Accepted and Trusted Page 4 of 5 TABLE 2—ABA ADJUSTABLE POST BASE CONNECTORS'1.3 MODEL NO. DIMENSIONS (inches) FASTENERS ALLOWABLE LOADS (lbs) W L H Anchor Solt Diameter (inches) Nails Into Post (Quantity-Type) Uplift Downloads C13=1.6 CD=1.0 Cjj=1.15 ABA44 39/16 31/a 31/16 112 6-10d 555 6,000 ABA44R 4/,s 3'/a 23/,j 1/2 6-10d 555 8,000 ABA46 39/16 53/,6 31/6 sts 8-16d 700 9,435 ABA46R 41/16 53/,6 27/8 6/6 8-16d 700 12,000 ABA66 51/2 51/4 31/a % 8-16d 720 10,665 ABA66R 6 51/16 27/, % 8-16d 720 12,665 r•or w: i jncn = ZbA Min, 1 lbS = 4.45 N. 'The uplift loads have been increased for wind or earthquake loading with no further increase allowed. Reduce loads when other load durations govern. 2The allowable clownloads may not be increased for short term loading. 3Anchor bolts and the concrete footings must be capable of resisting all loads and forces transferred from the post base connector. For 51: 1 inch = 25.4 mm, I lbs = 4.45 N. 'The uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable loads must be reduced when other load clurations, govern. 2The allowable downloads may not be Increased for short term loading. 3 Anchor bolts and the concrete footings must st be capable of resisting all loads and forces transferred from the post base connector. A 1"Mfn� Nail End Qfstuice forupfift Resistance ABE44 ABE installation FIGURE 3—ABE ADJUSTABLE POST BASE CONNECTIONS DIMENSIONS (inches) FASTENERS ALLOWABLE LOADS Uplift MODEL NO. liN1. 11 W L H Anchor Bolt Diameter Nails Into Post for -IV IW� ABA ABA Installation FIGURE 2—ABA: ADJUSTABLE POST BASE CONNECTOR TABLE 3—ABE ADJUSTABLE POST BASE CONNECTORS"' 3 For 51: 1 inch = 25.4 mm, I lbs = 4.45 N. 'The uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable loads must be reduced when other load clurations, govern. 2The allowable downloads may not be Increased for short term loading. 3 Anchor bolts and the concrete footings must st be capable of resisting all loads and forces transferred from the post base connector. A 1"Mfn� Nail End Qfstuice forupfift Resistance ABE44 ABE installation FIGURE 3—ABE ADJUSTABLE POST BASE CONNECTIONS DIMENSIONS (inches) FASTENERS ALLOWABLE LOADS Uplift Download MODEL NO. W L H Anchor Bolt Diameter Nails Into Post ct)-;I.o (inches) (QuantIt6-Type) CD 1.6 Cl,-1.15 Cl)=1.25 ABE44 38/,6 31/2 e/32 112 6-108 520 6,666 ABE46 39/,6 4'/,6 6/8 8-16d 810 ABE66 51/2 57/,6 311, 516 8-164 900 1 2,OOOH For 51: 1 inch = 25.4 mm, I lbs = 4.45 N. 'The uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable loads must be reduced when other load clurations, govern. 2The allowable downloads may not be Increased for short term loading. 3 Anchor bolts and the concrete footings must st be capable of resisting all loads and forces transferred from the post base connector. A 1"Mfn� Nail End Qfstuice forupfift Resistance ABE44 ABE installation FIGURE 3—ABE ADJUSTABLE POST BASE CONNECTIONS PENFI-q �I ESR -1622 j Most Widely Accepted and Trusted Page 5 of 5 TABLE 4—ABU ADJUSTABLE POST BASE CONNECTORS'-Z3 -4 For 51: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 'The uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable loads must be reduced when other load durations govern. ZThe allowable downloads may not be increased for short term loading. AAnchor bolts. and the concrete footings must be capable of resisting all loads and forces transferred . from the post base connector. °Allowable uplift loads based on nails and bolts are not cumulative. r ,n �.. � ABU44 / 2 Load Transfer ABU88 FIGURE 4—ABU ADJUSTABLE POST BASE CONNECTORS TABLE 5-PBV POST BASE CONNECTORS'A3 CONNECTOR DIMENSIONS ALLOWABLE LOADS (Ibs) (inches) Uplift Download MODEL NO. FASTENERS U- Channel Standoff Base (Quantity -Type) H SDS Screws into Post Nails or MODEL NO. Nails Bolts .Bolts PBV6 W (In.) L On.) H (in.) Gage Gage Nails Bolts through Anchor Co =1.6 Co =1.6 C13=1.0 Co =1.15 No. No. Into Post Post Diameter Cu =1.25 (Inc ABU44 38/16 3 5% 12 16 12 -16d 2 -' /z 1 - 5!e 2,200 2,160 .6,665 ABU46 38/,6 5 7 12 12 12 -16d 2 - z ,- a 2,255 2,300 10,335 ABU66 5% 5 6/,6 10 12 12 -16d 2-1/2 1 -5/8 2,300 2,300 12,000 ABU88 7' /, 7 7 12 14 1 18-16d — 1 2-5/, 2,320 — 24,335 For 51: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 'The uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable loads must be reduced when other load durations govern. ZThe allowable downloads may not be increased for short term loading. AAnchor bolts. and the concrete footings must be capable of resisting all loads and forces transferred . from the post base connector. °Allowable uplift loads based on nails and bolts are not cumulative. r ,n �.. � ABU44 / 2 Load Transfer ABU88 FIGURE 4—ABU ADJUSTABLE POST BASE CONNECTORS TABLE 5-PBV POST BASE CONNECTORS'A3 For SI: 1 inch = 25.4 mm, 1 Ibs.= 4.45 N. 'The allowable downloads may not be increased for short term loading. ZAnchor bolts and the concrete footings must be capable of resisting all loads and forces transferred from the post base connector. 3The model number for the SDS' /4 x 3 inch screw is SD25300. PBV PBV installation FIGURE 5 —PBV POST BASE CONNECTORS DIMENSIONS ALLOWABLE (inches) FASTENERS DOWNLOADS ` MODEL NO. (Ibs) L H SDS Screws into Post Anchor Bolt CV--1.16 (Quantity-Type) (Quantity= Diameter) Co =1.25 PBV6 51/4 1 4 - SDS' /4 x 3 1 -5/8 9,250 _ PBV10 931,6 1 4 -- SDS' /4 x 3 1- 5/8 19,225 For SI: 1 inch = 25.4 mm, 1 Ibs.= 4.45 N. 'The allowable downloads may not be increased for short term loading. ZAnchor bolts and the concrete footings must be capable of resisting all loads and forces transferred from the post base connector. 3The model number for the SDS' /4 x 3 inch screw is SD25300. PBV PBV installation FIGURE 5 —PBV POST BASE CONNECTORS ` '-U5 2$ c%iST ESR -2549 Used for Florida State Wide Product Approval #t FL10655 Products on this Report which are SIMPSON STRONG -TIE COMPANY, approved: INC Product FL# Product FL# Product FL# Product FL# HHUS210 -2 10655.1 HU36 10655.42 HUC44 10655.82 SUL210 10655.122 HHUS26 -2 10655.2 HU38 10655.43 HUC46 10655.83 SUL210 -2 10655.123 HHUS28 -2 10655.3 HU410 10655.44 HUC48 10655.84 SUL214 10655.124 HHUS410 10655.4 HU412 10655.45 HUC610 10655.85 SUL24 10655.125 HHUS46 10655.5 HU414 10655.46 HUC612 10655.86 SUL26 10655.126 HHUS48 10655.6 HU416 10655.47 HUC614 10655.87 SUL26 -2 10655.127 HSUL210 -2 10655.7 HU44 10655.48 HUC616 10655:88 SUL414 10655.128 HSUL214 -2 10655.8 HU46 10655.49 HUC66 10655.89 SUR210 10655.129 HSUL26 -2 10655.9 HU48 10655.50 HUC68 10655.90 SUR210 -2 10655.130 HSUL410 10655.10 HU610 10655.51 HUS210 10655.91 SUR214 10655.131 HSUL414 10655.11 HU612 10655.52 HUS210 -2 10655.92 SUR24 10655.132 HSUL46 10655.12 HU614 10655.53 HUS212 -2 10655.93 SUR26 10655.133 HSUR210 -2 10655.13 HU616 10655.54 HUS26 10655.94 SUR26 -2 10655.134 HSUR214 -2 10655.14 HU66 10655.55 HUS26 -2 10655.95 SUR414 10655.135 HSUR26 -2 10655.15 HU68 10655.56 HUS28 10655.96 U210 10655.136 HSUR410 10655.16 HUC210 -2 10655.57 HUS28 -2 10655.97 U210 -2 10655.137 HSUR414 10655.17 HUC210 -3 10655.58 HUS410 10655.98 U210 -3 10655.138 HSUR46 10655.18 HUC212 -2 10655.59 HUS412 10655.99 U21OR 10655.139 HU210 10655.19 HUC212 -3 10655.60 HUS46 10655.100 U214 10655.140 HU210 -2 10655.20 HUC214 -2 10655.61 HUS48 10655.101 U24 .10655.141 HU210 -3 10655.21 HUC214 -3 10655.62 LU210 10655.102 U24-2 10655.142 HU212 10655.22 HUC216 -2 10655.63 LU24 10655.103 U24R 10655.143 HU212 -2 10655.23 HUC216 -3 10655.64 LU26 10655.104 U26 10655.144 HU212 -3 10655.24 HUC24 -2 10655.65 LU28 10655.105 026-2 10655.145 ' HU214 10655.25 HUC26 -2 10655.66 LUS210 10655.106 U26R 10655.146 HU214 -2 10655.26 HUC28 -2 10655.67 LUS210 -2 10655.107 U310 10655.147 HU214 -3 10655.27 HUC310 10655.68 LUS214 -2 10655.108 U314 10655.148 HU216 -3 10655.29 HUC310 -2 10655.69 LUS24 10655.109 U34 10656.149 HU24 -2 10655.30 HUC312 10655.70 LUS24 -2 10655.110 U36 10655.150 HU26 10655.31 HUC312 -2 10655.71 LUS26 10655.111 U410 10655.151 HU26 -2 10655.32 HUC314 10655.72 L S26-2 10655.112 U41OR 10655.152 HU28 10655.33 HUC314 -2 10655.73 LUS28 10655.113 U414 10655.153 HU28 -2 10655.34 HUC316 10655.74 Q US28-2. 10655.114 U44 10655.154- - HU310 10655.35 HUC34 10655.75 LUS410 10655.115 U44R 10655.155 HU310 -2 10655.36 HUC36 10655.76 LUS414 10655.116 U46 10655.156 HU312 -2 10655.37 HUC38 10655.77 LUS44 10655.117 U46R 10655.157 HU314 10655.38 HUC410 10655.78 LUS46 10655.118 U610 10655.158 HU314 -2 10655.39 HUC412 10655.79 LUS48 10655.119 U61OR 10655.159 HU316 10655.40 HUC414 10655.80 MUS26 10655.120 U66 10655.160 HU34 10655.41 HUC416 10655.81 MUS28 10655.121 U66R 10655.161 IMES Evaluation Report ESR -2549* Reissued December 1, 2012 This report is subject to renewal January 1, 2014. www.icc- es.ora 1 (800) 423 -6587 1 (562) 699 -0543 A Subsidiary of the /ntemational Code Council® DIVISION: 06 00 00 —WOOD, PLASTICS, AND COMPOSITES Section: 06 05 23 -Wood, Plastic, and Composite Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94688 (800) 926 -5099 www.strongtie.com EVALUATION SUBJECT: SIMPSON STRONG -TIE® FACE -MOUNT HANGERS FOR WOOD FRAMING 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2012, 2009 and 2006 IntemationalBuilding Code® (IBC) ■ 2012, 2009 and 2006 International Residential Code® (IRC) Property evaluated: Structural 2.0 USES The Simpson Strong-Tie ® face -mount hangers described in this report are used as wood framing connectors in accordance with Section 2304.9.3 of the IBC. The products may also be used in structures regulated under the IRC when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 General: The Simpson Strong -Tie face -mount hangers described in this report are U- shaped hangers that have prepunched holes for the installation of nails into the face of the supporting wood header or beam or ledger. 3.1.1 LU Series Hangers: The LU series hangers are formed from No. 20 gage galvanized steel. See Table 1 for hanger dimensions, required fasteners, and allowable loads; and Figure 1 for a drawing of a typical LU series hanger. 3.1.2 U Series Hangers: The U series hangers are formed from No. 16 gage galvanized steel. See Table 2 for the hanger dimensions, required fasteners, and allowable loads; and Figure 2 for a drawing of a typical U series hanger. . 3.1.3 HU and HUC Series Hangers: The HU and HUC series hangers are formed from No. 14 gage galvanized steel. HU hangers having a width equal to or greater than 29/16 inches (65 mm) are available with concealed flanges and are specified with the model designation HUC. See Table 3 for the hanger dimensions, required fasteners, and allowable loads; and Figure 3a for a drawing of a typical HU series hqWer and Figure 3b for an HUC hanger. 3.1. L S Se es Hangers: The LUS series hangers are form o. 18 gage galvanized steel. The hangers have prepunched holes for the installation of nails that are driven at d 45- degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 4 for the hanger dimensions, required fasteners, and allowable loads; and Figure 4 for a drawing of a typical LUS series hanger. 3.1.5 MUS Joist Hanger: The MUS series hangers are formed from No. 18 gage galvanized steel. The U- shaped portion of the hangers has prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 5 for the hanger dimensions, required fasteners, and allowable. loads; Figure 5 for a drawing of a typical MUS series hanger. 3.1.6 HUS and HUSC Series Hangers: The HUS and HUSC series hangers are formed from No. 14 gage galvanized steel with the exception of the HUS26, HUSC26, HUS28, HUSC28, HUS210, and HUSC210' hangers, which are formed from No. 16 gage galvanized steel. The HUS models having a seat width (W) equal to 39/is inches (90 mm). are available with concealed flanges and are specified with the model designation HUSC. The hangers have prepunched holes for.the installation of joist nails that are driven at a 45-degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 6 for the hanger dimensions, required fasteners, and allowable loads; and Figure 6 for a drawing of a typical HUS series hanger. 3.1.7 HHUS Series Hangers: The HHUS series hangers are formed from No. 14 gage galvanized steel. The hangers have prepunched holes for the installation of joist nails that are driven at a 45- degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 7 for the hanger dimensions, required fasteners, and allowable loads; Figure 7 for a drawing of a typical HHUS series hanger. `Revised January 2013 WC RV A' aluaton Reports are nal m be construed as representing oesthean or on), other ailnbutes not specffically addmvetf nor are they to be construed as an endorsement ofthe subject (#'the report or a recommendatlon,for us use. There is no warranty by R'C rralnation Semice,11C. express or impheg as ' f h any, finding or other matter in this report or as to atp? product corered by the report u +000 Copyright 0 2013 Page 1 of 14 ESR -2549 Most Widely Accepted and Trusted Page 2 of 14 3.1.8 SUR/L and SUR/LC Series Hangers: The SUR/L series hangers are formed from No. 16 gage galvanized steel. SUR and SUL are mirror -image identical hangers, skewed at 45 degrees right and left, respectively. The 2 -2x and 4x SUR/L models are available with the A2 flanges concealed and are identified with the model designation SUR/LC. See Table 8 for the hanger dimensions, required fasteners, and allowable loads;. and Figure 8 for a drawing of typical SUR/L series hangers. 3.1.9 HSUR/L and HSUR/LC Series Hangers: The HSUR/L series hangers are formed from No. 14 gage galvanized steel. SUR and SUL are mirror -image identical hangers, skewed at 45 degrees right and left, respectively. The 2 -2x and 4x HSUR/L models are available with the A2 flanges concealed and are identified with the model designation HSUR/LC. See Table 9 for the hanger dimensions, required fasteners, and allowable loads; and Figure 9 for a drawing of typical HSUR/L series hangers. 3.1.10 The HTU Series Hangers: The HTU hangers are designed to support trusses installed with full or partial heel heights and gaps between the truss and the supporting girders of up to, but not exceeding, 1/2 inch (12.7 mm), as shown in Tables 10A and 10C, and '/s inch (3.2 mm) as shown in Table 10B. Minimum and maximum nailing options are given in Tables 10A, 10B, and 10C to address varying heel heights and support conditions. The HTU hangers are formed from No. 16 gage galvanized steel. See Table 10A and Figures 10A and 10B for hanger dimensions, required fastener schedule, allowable loads and an installation detail for installations in which the gap between the truss and the supporting girders is less than or equal to 1/2 inch (12.7 mm). See Table 1013 and Figures 10A and 106 for hanger dimensions, required fastener schedule, allowable loads and an installation detail for installations in which the gap between the truss and the supporting girders is less than or equal to '/e inch (3.2 mm). See Table 10C and Figures 10A and 10C for hanger dimensions, required fastener schedule, allowable loads and an installation detail for installations in which the minimum allowable number of nails is driven into the supporting girder, and the gap between the truss and supporting girder is less than or equal to 1/2 inch (12.7 mm). 3.1.11 The LUCZ Series Hangers: The LUCZ hangers have concealed flanges to allow for installation near the end of a supporting member such as a ledger or header. The hangers are formed from No. 18 gage galvanized steel. See Table 11 and Figure 11 for hanger dimensions, required fastener schedule, allowable loads and a typical installation detail. 3.1.12 The HGUS Series Hangers: The HGUS series hangers are formed from No. 12 gage galvanized steel. The hangers have prepunched holes for the installation of nails that are driven at a 45 degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 12 for the HGUS series hanger model numbers, hanger dimensions, required fasteners, and allowable loads; and Figure 12 for a drawing of a typical HGS hanger. 3.2 Materials: 3.2.1 Steel: All hangers described in this report, with the exception of the HTU and HGUS series hangers, are manufactured from galvanized steel complying with ASTM A653, SS designation, Grade 33 with a minimum yield strength, Fy, of 33,000 psi (227 MPa) and a minimum tensile. strength, F,,, of 45, 000 psi (310 MPa). The HTU and HGUS series hangers are manufactured from galvanized steel complying with ASTM A653 SS designation, Grade 40 with a minimum yield strength, Fy, of 40,000 psi (276 MPa) and a.minimum tensile strength, Fu, of 55,000 psi (379 MPa). Minimum base -steel thicknesses for the hangers in this report are as follows: NOMINAL THICKNESS (gage) MINIMUM BASE -METAL THICKNESS (inch) No. 12 0.0975 No. 14 0.0685 No. 16 0.0555 No. 18 0.0445 No. 20 0.0335 For SI: 1 inch = 25.4 mm. The hangers have a minimum G90 zinc coating specification in accordance with ASTM A653. Some models (designated with a model number ending with Z) are available with a G185 zinc coating specification in accordance with ASTM A653. Some models (designated with a model number ending with HDG) are available with a hot -dip galvanization, also known as "batch" galvanization, in accordance with ASTM A123, with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (600 g/m2), total for both sides. Model numbers for all hangers in this report, except the LUCZ series hangers, do not include the Z or HDG ending, but the information shown applies. The lumber treater or holder of this report (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of steel connectors in contact with the specific proprietary preservative treated or. fire retardant treated lumber. 3.2.2 Wood: Wood members with which the connectors are used must be either sawn lumber, structural glued laminated timber or engineered lumber having a minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), and having a maximum moisture content of 19 percent (16 percent for engineered lumber) except as noted in Section 4.1. The thickness of the supporting wood member (header, beam, or ledger) must be equal to or greater than the length of the fasteners specified in the tables in this report, or as required by wood member design, whichever is greater. 3.2.3 Fasteners: Nails used for hangers described in this report must comply with ASTM F1667 and have the following minimum fastener dimensions and bending yield strengths (Fyb): COMMON NAIL SIZE SHANK DIAMETER (inch) FASTENER LENGTH (inches) Fyb (psi) 10d X 1'12 0.148 11/2 90,000 10d 0.148 3 90,000 16d X 2'/2 0.162 21/2 90,000. 16d 0.162 31/2 90,000 For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa. Fasteners used in contact with preservable treated or fire retardant treated lumber must comply with IBC Section 2304.9.5 or 2012 IRC Section R317.3, 2009 IRC Section R317.3, or 2006 IRC Section R319.3, as applicable. The lumber treater or this report holder (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of fasteners and connection capacities of fasteners used with the specific proprietary preservative treated or fire retardant treated lumber. ESR -2549 Most Widely Accepted and Trusted Page 6 of 14 TABLE 4- ALLOWABLE LOADS FOR THE LUS SERIES JOIST HANGERS MODEL DIMENSIONS' (Inches) COMMON NAILSZ (Quantity -Type) ALLOWABLE LOADe4 (lbs) NO. W H B Header 6 Joist" Uplift6 Download Co =1.0 Cr) =1.15 CI) =1.25 LUS24 19/,6 a 13/4 4-10d 2 -10d 490 670 765 830 1946 43/4 1314 4-10d 4-10d 1,165 870 990 1,075 LUS28 19/,6 65 /8 13/4 6-10d 4-10d 1,165 1,105 1,260 1,365 L 19/,6 7'3/16 13/4 8-10d 4-10d 1,165 1,345 1,530 1,660 LUS24 -2 31/8 31/e 2 4-16d 2 -16d 440 800 910 985 3' /e 415/,8 2 4-16d 4-164 1,165 1,030 1,180 1,275 LUS28 -2 3' /e 7 2 6-16d 4-16d 1,165 1,315 1,500 1,620 3'/e 8'b /,e 2 8-16d 6-16d 1,745 1,830 2,085 2,260 LUS214 -2 3'/8 101 Ar, 2 10-16d 6-16d 1,745 2;110 2,405 2,605 LUS26 -3 45/8 4'/8 2 4-164 4-16d 1,165 1,030 1,180 1,275 LUS28 -3 45/8 6'/4 2 6-16d 4-16d 1,165 1,315 1,500 1,620 LUS210 -3 45/8 813/,6 2 8-16d 6-16d 1,745 1,830 2,085 2,260 LUS36 29/16 551 /aa 2 4 -16d 416d 1.165 1.030 1.180 1280 LUS44 39/,8 3 2 4-16d 2 -16d 440 800 910 985 LUS46 39/,6 4314 2 4-16d 4-16d 1,165 1,030 1,180 1,275 LUS48 7/,8 63/4 2 6-16d 4-16d 1,165 1,315 1,500 1,620 LUS410 39/,6 8314 2 8-16d 6-16d 1,745 1,830 2,085 2,260 LUS414 39/,6 103/, 2 10-16d 6-16d 1,745 2,110 2,405 2,605 For sr: i mcrn = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 4 (this page) for definitions of hanger nomenclature (W, H, B). ZRefer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4LUS Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (32 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 'Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6Aliowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. FIGURE 3a-HU SERIES HANGER FIGURE 3b-HUC SERIES HANGER (See Table 3 -Page 6) (See Table 3, Footnote 3 -Page 5) 1 MSSA - Mr, 5,TRAP ESRm2105 Used for Florida State Wide Product Approval # FL10852 Products on this Report which are approved: Product FL# Product FL# CMST12 10852.1 LSTA21 10852.4 CMST14 10852.1 LSTA24 10852.4 CMSTC16 10852.1 LSTA30 10852.4 CS16 10852.1 LSTA36 10852.5 CS16 -R 10852.1 LST149 10852.6 CS16Z 10852.1 LST173 10852.6 CS18 10852.1 MST27 10852:7 CS18 -R 10852.1 MST27HDG 10852.7 CS16S 10852.1 MST37 10852.7 CS20 10852.1 MST37HDG 10852.7 CS20 -R 10852.1 MST48 10852.7 CS22 .10852.1 MST48HDG 10852.7 CS22 -R 10852.1 MST60 10852.7 FHAl2 10852.2 MST60HDG 10852.7 FHA18 10852.2 MST72 10852.7 FHA24 10852.2 MSTA12 . 10.852.8, FHA30 10852.2 MSTA12Z 10852.8 FHA6 10852.2 MSTA15 � 10852.8 FHA9 10852.2 MSTAI5Z 10852.8 HST2 10852.3 MSTA18 10852.9 HST3 10852.3 MSTA18Z 10852.9 HST5 10852.3 MSTA21 10852.9 HST6 10852.3 MSTA21Z 10852.9 LSTA12 10852.4 MSTA24 10852.9 LSTA15 10852.4 MSTA24Z 10852.9 LSTA18 10852.4 MSTA30 10852.9 SIMPSON Product FL# - MSTA30Z 10852.9 MSTA36 10852.9 MSTA36Z 10852.9 MSTA9 10852.10 MSTC28 1, 0852.11 MSTC40 10852.11 MSTC52 10852.11 MSTC66 10852.11. MSTC78 10852.11 MSTI26 10852.12 MSTI36 10852.12 MSTI48 10852.12 MST160 10852.12 MSTI72 10852.12 ST12 10852.13. . ST1.8 10852.13 ST2115 10852.14 ST2122 1085213 SIMPSON STRONG -TIE COMPANY, INC. ST22 10852.13 ST2215 10852.13 ST292 10852.13 ST6215 10852.13 ST6224 10852.13 ST6236 10852.13 ST9 10852.13 SIMPSON STRONG -TIE COMPANY, INC. ICC -ES Evaluation Report ES -2105 Reissued November 1, 2013 This report is subject to renewal January 1, 2015. www.icc- es.ora 1 (800) 423 -6587 1 (562) 699 -0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00 —WOOD, PLASTICS AND COMPOSITES Section: 06 05 23 —Wood, Plastic, and Composite Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 925 -5099 www: stronatie.com EVALUATION SUBJECT: SIMPSON STRONG -TIE STRAPS 1.0 EVALUATION SCOPE Compliance with the following codes: e 2012, 2009 and 2006 International Building Code® (IBC) e °2012, 2009 and 2006 International Residential Code® (IRC) Property evaluated: Structural 2.0. USES The Simpson Strong -Tie FHA, HST, LSTA, LSTI, MST, MSTA, MSTC, MST[, and ST Series Straight Tie Straps; CMST and CS Series Coiled Tie Straps; MSTC16 Coiled Tie Strap; CTS218 Compression/Tenslon Straps,; and the MSTCB3 Pre -bent Tie Straps are used to transfer between wood members wind or seismic loads •resulting from the critical load combination in accordance with Section 1605.3 of the IBC where allowable stress equations are used: The straps may also be used in structures regulated by the IRC where.an engineered design is submitted in accordance with IRC Section R301.1.3. 3.0 DESCRIPTION 3.1 Straight Tie Straps: The FHA, HST, LSTA, LSTI, MST, MSTA, MSTC, MSTI, and ST Series straight tie straps are .supplied in manufacturer- designated lengths with prepunched holes for nails or bolts. 3.1.1 FHA Series:, The FHA Series tie straps are 63/6 to 30 inches (162 to 762 mm) long, and have a constant width of 13/16 inches (30.2 mm). The total strap width between longitudinal edges is 17/16 inches (36.5 mm). The longitudinal edges of the fie straps have '/4 -inch -deep (6.4 mm) notches that are spaced 2 inches (51 mm) on center. Each end of an FHA strap has four 11/s4- inch - diameter (4.3 mm) prepunched nail holes. See Figure 1 for a drawing of the FHA Series be straps. See Table 1 for strap dimensis�a�, fastener schedules, and allowable tension loads./ / 3.1.2 ST Series: The ST9, ST12, ST18, and ST 22 straps are 9 to 21% inches (229 to 549 mm) long and 11/4 inches (31.8 milt) wide. Each strap has 'unevenly spaced 11/winch- diameter (4.3 mm) prepunched • nail holes. One end of each strap has a "speed prong" which is formed from the steel strap. See Figure 2 fora drawing of the ST9, ST12, ST18, and ST 22 tie straps. The ST292, ST2122, ST2215, ST6215, ST6224, and ST6236 straps are 95/,6 to 33"A6 inches 4236.5 to 858.8 mm) long, and have a constant width of 1' /16 inches (46 mm). The total strap width between longitudinal edges is 21/16 inches (52.4 mm . Notches are 9/32 inch (7.1'mm) deep and are spaced 1 /4 inches (44.5 mm) on center. Each longitudinal edge of an ST strap has a` row .of. 91/64- inch - diameter (4.3 . mm) . prepunched nail ' holes, spaced 13/4 inches (44.5 mm) on center. See Figure 3 for drawing of the ST292, ST2122, ST2215, ST6215, ST6224, and ST6236 be straps. - The ST2115 strap Is 165/18 inches. (414.3 mm) long and 3/4 inch (1.9.1 mm)' wide, -and has one row. of, ,1w. inch, diameter (4.3 mm), prepunched nail holes, spaced 1% inches (41.3 mm) on center. See. Figure..4 for a ` drawing of the ST2115 tie strap. See Table 1 for ST Series tie strap dimensions, fastener schedules, and allowable tension loads. 3.1.3 HST Series: The HST Series tie straps are either, 211/4 or 251/2 inches (540 or 648 mm) long and from 21 /z to 6 inches (63.5 to 152 mm) wide. Each end of an HST strap has either three or six prepunched holes to accommodate- 5/8-inch- or 34-inch- diameter (15:9 and 19.1 mm) bolts. The spacing and the location of the bolt holes in the strap length comply with the code - required bolt spacing and' end_ distances. See Figure 5 for a drawing of the HST Series be ' straps. See Table 2 for strap dimensions, fastener schedules, and allowable tension loads. 3.1.4 MST Series: The MST Series fie straps are 27 to 72 inches (686 to 1829 mm) long and 29/,B inches (52.4 mm) wide. Each strap has two:rows of 11/64-inch- diameter (4.3 mm) 'prepunched nail holes spaced 13/4 inches (43.7 mm) on center. Additionally, the straps have 5 /s- inch - diameter (15.9 mm) prepunched bolt holes IC*('-FS F.raluotion Reports are not to he construed ac representing aecthetirs or unv other andhates not speei/kallr uddresced. nor are thcg to be construed as un endotxeoent rJ'dne subject a% the report or a reronunendulion for ih use. Aere is no nrarrunn• hr ICC F. rahnation Serrice. LLC, egress or Implied, as a, tvirf*ntling or aher matter in this repo i. or as to mm product covered by the report. Copyright © 2014 aim Page 1 of 10 ESR -2105 ! Most Widely Accepted and Trusted Page 2 of 10 spaced 51/4 inches (133.4 mm) on center. See Figure 6 for a drawing of the MST Series tie straps. See Table 2 for strap dimensions, fastener schedules, and allowable tension loads. S�Serles: e LSTA and MSTA er 5'aP�T29 to 1245 mm) long and 11/4 inches (32 mm) wide. Each strap has one row of staggered 11/64 -inch- diameter (4.3 mm) prepunched nail holes. The MSTA49 has 5/32 -inch- diameter (4.0 mm) prepunched nail holes. Longitudinal spacing (pitch) of consecutive holes is 11/2 inches (38 mm), and the transverse distance (gage) between staggered holes is 9 /15 inch (14.3 mm). For the MSTA49, the longitudinal spacing (pitch) of consecutive holes is 117/32 inches (38.9 mm), and the transverse distance (gage) between staggered holes is 1/2 Inch (12.7 mm). Both ends of every strap (except for the MSTA49) has one nail hole located between the last two staggered holes. See Figure 7 for a drawing of the LSTA and MSTA Series tie straps. See Table 3 for strap dimensions, fastener schedules, and allowable tension loads. 3.1.6 LSTI Series: The LSTI Series tie straps are either 49 or 73 Inches (1244 or 1854 mm) long and 33/4 inches 95.3 mm) wide. Each strap has two rows of staggered /32 -inch- diameter (4.0 mm) prepunched nail holes. Longitudinal spacing (pitch) of consecutive holes in a row is 3 inches (76 mm), and the transverse distance (gage) between staggered holes in a row is 3/6 inch (9.5 mm). See Figure 8 for a drawing of the LSTI Series tie straps. See Table 3 for strap dimensions, fastener schedules, and allowable tension loads. 3.1.7 MST[ Series: The MST[ Series tie straps are 21/16 inches (52.4 mm) wide and from 26 to 72 inches (660 to 1829 mm) long. Each strap has three rows of %;, -[nch- diameter (4.0 mm) prepunched nail holes spaced 3 inches (76 mm) on center. The holes in adjacent rows are offset by 1 inch (25.4 mm), resulting in one nail hole per inch of strap. See Figure 9 for a drawing of the MSTI Series tie straps. See Table 3 for strap dimensions, fastener schedules, and allowable tension loads. 3.1.8 MSTC Series: The MSTC Series tie straps are 281/4 to 773/4 inches (718 to 1975 mm) long and 3 inches (76.2 mm) wide. The straps have two rows of staggered prepunched holes spaced. 11/2 inches (38.1 mm), measured from center -to- center of holes. On the nail head side of the strap, the holes are oblong and measure 3/64 inch wide by 9/32 inch long (5.1 mm by 7.1 mm), and are chamfered at 120 degrees. On the wood side of the strap, the holes are 11/64 inch wide by 1/4 inch long (4.4 mm by 6.4 mm). The long direction of the nail holes is perpendicular to the length of the strap. See Figure 10 for a drawing of the MSTC Series tie straps. See Table 3 for strap dimensions, fastener schedules,. and allowable. tension loads. 3.2 Coiled Tie Straps: The CS Series, CMST Series, and CMSTC16 tie straps are supplied in coils and are cut to a specified length at the jobsite for engineered applications where the connected wood members are not abutting each other: 3.2.1 CS Series: The CS14, CS16, CS18, C820, and CS22 straps are supplied as 100 -, 150 -, 200 -, 250 -, and 300 -foot -long (30.5, 45.7, 61.0, 76.2, and 91.4 m) coils, respectively. The coiled steel is 11/4 inches (32 mm) wide and has two rows of prepunched, 5/32 -inch- diameter (4.0 mm) holes. The longitudinal spacing of the holes in each row is 21/16 inches (52.4 mm). See Figure 11 for a drawing of the CS Series tie straps and Figure 14 for a typical installation. See Table 4 for strap dimensions, fastener schedules, and allowable tension loads. 3.2.2 CMST Series: The CMST12 strap is supplied as a 40 -foot -long (12.19 m) coil, and the CMST14 strap is supplied as a 521/2- foot -long (16.0 m) coil. The coiled steel is 3 inches (76 mmJ wide and has two rows of prepunched round holes with 1 /64 -inch (4.3 mm) diameters, and two rows of equilateral triangular holes sized to circumscribe an 11/64- inch - diameter (4.3 mm) hole. The longitudinal spacing of the round and triangular holes in each row is 3.5 inches (88.9 mm). See Figure 12 for a drawing of the CMST14 tie strap, and Figure 13 for a typical installation. See Table 4 for strap dimensions, fastener schedules, and allowable tension loads. 3.2.3 CMSTC16: The CMSTC16 strap is supplied as a 54- foot -long (16.46 m) coil. The width of the coiled steel is 3 inches (76.2 mm). The strap has two rows of staggered . prepunched holes spaced 11/2 inches (38.1 mm), measured from center -to- center of holes. On the nail head side of the strap, the holes are oblong and measure 1/4 inch wide by 1164 inch long (6.4 mm by 8.3 mm), and are chamfered at 120 degrees. On the wood side of the. strap, the holes are 11164 inch wide by 1/4 inch long (4.4 mm by 6.4 mm). See Figure 13 for a drawing of the CMSTC16 be strap and Figure 13 for a typical installation. See Table 4 for strap dimensions, fastener schedules, and allowable tension loads. 3.3 Compression/Tension Straps: The CTS Series compression/tension strap is supplied in, manufacturer - designated lengths with pre - punched holes for nails or Simpson Strong -Tie SD Series wood screws ESR - 3046). The straps have unique rolled edges and embossments allowing the straps to span gaps to partially restore compression as well as tension .capacity to the notched or cut wood lumber framing. The CTS218 is 11/2 inches wide by 17.7/8 inches long (38 by 454 mm). The flat portion of the strap is 13/8 inches wide (35 mm) and the rolled edge is 3/8 inch deep (9.5 mm). The strap has one row of staggered 5 /3rinch- diameter (4.0 mm) prepunched fastener holes. Longitudinal spacing of consecutive holes is 1/2 inch (12.7 mm), and the transverse distance between staggered holes is. 3/6 inch (9.5 mm) : There are 24' total; prepunched holes, 12 holes on either side of a 65 /16-inch -long gap (161 mm). A 53/4- inch - long -by -9/32 -inch -deep (147 by 7.1 mm) embossment is centered in the gap and on the strap. See Figure 15 for a drawing of the, CTS218 strap and Figure 16 for a typical installation.' See Table 5 for strap quantities, fastener schedule, and allowable tensile . and compressive loads. 3.4 Pre -Bent Straps: The MSTC48B3 and MSTC66B3 are pre - bent straps designed to transfer tension load from an uPPer -story wood column or post to joists or a beam at the* story below. The. MSTC48133 and MSTC66133 pre -bent tie straps are 44'/e and 62/8 inches (1140 and 1597 mm) long, respectively,' and 3 inches (76.2 mm) wide. The straps have two rows of staggered prepunched holes spaced 11/2 - inches (38.1 mm), measured from center -to- center of. holes. On the nail head side of the strap, the holes are oblong and measure 13/64 inch wide by 9/32. inch long (5.1 mm by 7.1 mm), and are chamfered at 120 degrees. On the wood side of the strap, the holes are 11/64 inch wide by 14 inch ESR -2105 I Most WideiyAccepted and Trusted Page 3 of 10 long (4.4 mm by 6.4 mm). The long direction of the nail holes Is perpendicular to the length of the strap. See Figure 17 for drawings of the MSTCB3 Series pre -bent be straps. See Table 6 for strap dimensions, fastener schedules, and allowable tension loads. 3.5 Materials: 3.5.1 Steel: The tie straps described in this report are manufactured from galvanized steel complying with ASTM A653, SS designation, and minimum G90 zinc coating specifications, except for the HST3 and HST6 tie straps, which are manufactured from galvanized steel complying with ASTM A1011, and the MST48, MST60, and MST72 tie straps, which are manufactured from galvanized steel complying with Simpson Strong -Tie's published specification for steel. Refer to the tables in this report for the minimum specified yield and tensile strengths, Fy and F,,, respectively, of the steel for each strap described in this report. Some models are available with a G185 continuous sheet galvanization in accordance with ASTM A653. The model numbers of tie straps with a G185 zinc coating are followed by the letter Z. Some models are available with a batch hot -dip 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 A123. The model numbers of tie straps with a batch hot - dipped zinc coating are followed by the letters HDG. The galvanized steel tie straps have the following minimum base -metal thicknesses: GAGE BASE -METAL THICKNESS (inch) No. 3 0.2285 No. 7 0.1715 No. 10 0.1275 No. 12 0.0975 .No. 14 0.0685 No. 16 0.0555 No. 18 0.0445 No. 20 0.0334 3.5.2 Wood: Wood members with which the tie straps are used must be either sawn lumber or engineered lumber having a minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), and having a maximum moisture content of 19 percent (16 percent for engineered lumber). The thickness (depth) of the wood main member must be equal to or greater than the length of the fasteners specked 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. 3.5.3 Fasteners: Nails must comply with ASTM F1667 and have minimum bending yield strength, Fyb, of 90,000 psi (620.1 MPa). Bolts used with the MST and HST Series be straps must as a minimum comply with ASTM F1554 -07a Grade 36 and have a minimum bending yield strength of 45,000 psi (310.1 MPa). Fasteners used in contact with preservative - treated or fire- retardant - treated lumber must, as a minimum, comply with IBC Section 2304.9.5, 2012 and 2009 IRC Section R317.3 or 2006 IRC Section R319.3, as applicable. The lumber treater or report holder 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. 4.0 DESIGN AND INSTALLATION 4.1 Design: Tabulated allowable tension loads in this evaluation report are based on allowable stress design and are the lesser of the tie strap steel strength or the connection strength. When connection strength governs, the tabulated allowable loads include the load duration factor, Co, corresponding to design wind and seismic loads in accordance with the NDS. Tabulated allowable loads are for tie straps connected to . wood used under continuously dry interior conditions, and where sustained temperatures are 100 °F (37.8 °C) or less. When be straps are fastened 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 based on fastener lateral design values in this evaluation report must be adjusted by the wet service factor, Cm, specified in the NDS. When tie straps are connected to wood that will experience sustained exposure to temperatures exceeding 100 °F (37.7 1C), the allowable loads ` In this evaluation report must be adjusted by the temperature factor, Cr, specified in the NDS. Connected wood members must be analyzed for load- carrying capacity at the tie strap connection in accordance with the NDS. 4.2 Installation: Installation of the tie straps must be in accordance with this evaluation report and the manufacturer's . Installation Instructions. In the event of a conflit between this report and the manufacturer's. published Installation instructions, this report governs. 5.0 CONDITIONS OF USE The Simpson Strong -Tie Straight and Coiled Tie Straps 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 tie straps must be manufactured, identified, and Installed in accordance with this report and the manufacturer's published installation instructions, A copy of the instructions must be available at the jobsite at all times during installation. 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statues of the jurisdiction in which the project is to be constructed. 5.3 Adjustment factors noted in Section 4.1 of this report and the applicable codes must be considered, where applicable. 5.4 Connected wood members and fasteners must . comply, respectively, with Sections 3.3.2 and 3.3.3 of this report. e , ESR -2105 I Most Widely Accepted and Trusted Page 4 of 10 5.5 Use of tie straps with preservative- treated and fire- 6.3 Quality documentation. retardant - treated lumber is outside the scope of this 7,0 IDENTIFICATION report. Use of fasteners with treated lumber must comply with Section 3.3.3 of this report. Each tie strap. described in this report is identified with a 6.0 EVIDENCE SUBMITTED die - stamped label indicating the name of the manufacturer (Simpson Strong -Tie), the model number, and the number 6.1 Data in accordance with the ICC-ES Acceptance of an index evaluation report QB -2 23) which contains a Criteria for Joist Hangers and Similar Devices (AC13), summary of all the product model numbers in the ICC -ES dated October 2010 (editorially revised December evaluation reports issued to this manufacturer. 2011). 6.2 Structural calculations. TABLE 1— ALLOWABLE TENSION LOADS FOR THE ST AND FHA SERIES TIE STRAPS MODEL SERIES MODEL NO. TIE STRAP PROPERTIES COMMON NAILS (Total Quantity -Size) ALLOWABLE TENSION LOADS 23,4 (lbs.) Thickness (Gage No.) Length (Inches) Minimum Fr (ksi) Minimum F„ (ksl) C° 1.6 FHA6 12 63 /e 33 45 8-16d 945 FHA9 12 9 33 45 8-16d 945 FHA FHAl2 12 115/8 33 45 8-16d 945 FHA18 12 173/4 33 45 8-16d 945 FHA24 12 237/8 33 45 8-16d 945 FHA30 12 30 33 45 8-16d 945 ST292 20 9T/ 33 45 12 -16d 1,265(5' ST2122 20 1213118 40 55 16-16d 1,530(5( ST2115 20 168/,8 50 65 10 -16d 660(6) ST2216 20 :i6- 8 /,8 50 65 20 -16d 1,875181 ST6215 16 165/,8 33 45 20 -16d 2,095 i ST ST6224 16 23 /,e 40 55 28-16d 2,5400 ST6236 14 33' /,8 50 - 65 40-16d 3,845(5) ST9 16 9 33 45 8-16d 885 ST12 16 118/8 33 45 10-16d 1,105 ST18 16 173/4 33 45 14-16d 1,4201" ST22 16 218/8 33 45 18-16d 1,420(61 For S1:.1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Quantity of fasteners is the minimum number of common nails required to achieve the tabulated allowable loads. One half of the tabulated quantity must be installed in each wood member forming the connection. Fasteners must comply with Section 3.3.3 of this report. AAllowable tension.loads are based on the steel straps connected to wood members having an assigned or equivalent minimum specific. . gravity of 0.50: Allowable tension loads are the lesser.of the tie strap steel strength or the connection strength. 4Tabulated allowable tension loads are govemed by connection strength, unless noted otherwise. Connection strength is derived by multiplying the number of nails by the minimum value from the yield mode equations in Section 11.3.1 from the NDS, where the side.member (i.e. the steel tie strap) dowel bearing strength, Fes, is equal to 2.2FJCo, where Co equals 1.6 as shown in the table,, and where F„ equals the minimum specified tensile strength value of.the steel shown in the table. The tabulated allowable tension loads governed by connection strength have been multiplied by the load duration factor, Co, noted in the table, and are not permitted to be adjusted for other load durations. 5The tabulated allowable tension load is governed by steel strength, and does not Include a one -third stress increase or the load duration factor, Co. The steel strength Is the lesser of yielding at the gross section of the strap, the fracture in the net section away from the connection, or fracture at the connection in accordance with Section C2 of AISI S100- 071S2 -10 (2012 IBC), Section C2 of AISI S100 -07 (2009 IBC) or AI,SI- NAS -01 (North American Specification for the Design of Cold- formed Steel Structural Members) (2006 IBC), w- -FHAiB FIGURE 1 -FHA SERIES TIE STRAPS { ..._..gam ..18 r,T12 .,... FIGURE 2—ST SERIES TIE STRAPS FIGURE 3—ST SERIES TIE STRAPS FIGURE 4.— ST2116 TIE STRAP J ESR -2105 I Most Widely Accepted and Trusted Page 5 of 10 TABLE 2— ALLOWABLE TENSION LOADS FOR THE HST AND MST SERIES TIE STRAPS MODEL SERIES MODE NO. TIE STRAP PROPERTIES FASTENERS' (Quantity –Size) ALLOWABLE TENSION LOADSZ.3AS (lbs.) CD= 1-6 Thick. (Gage No.) Length (in.) Min. FY (ksi) Min. F (ksi) Nails Bolts Nails Bolts Wood Member Thickness (in.) 3 31/2 5112 Meat HST2 7 204 40 55 — 6ils' — 5,280 5,260 5,220 HST HST5 7 21'/4 40 55 — 12j/,. — 10,560 10,605 10,650 HST3 3 25'12 33 52 — 6214° — 6,875 7,740 7,680 HST6 3 25% 33 52 — 12214° — 13,545 15,240 15,475 MST27 12 27 40 55 30 -16d 4–'/2° 3,705 2,175 2,170 2,165 MST37 12 37'/2 40 55 42 -16d 6–'/2° 5,080 3,075 3,060 3,030 MST MST48 12 48 42 56 50-16d ' 8- -'/2° 5,310181 3,695181 3,6951" 3,675 MST60 10 1 60 42 56 68-16d 10–'/,' 61730j' 4,665 .4,605 4,490 MST72 10 1 72 42 56 68-16d 10 –'/2" 6,730 "" 4,665 4,605 4,490 1-or 51: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Quantity of fasteners is the total number of common nails or bolts, but not both, required to achieve the tabulated allowable loads. One half of the tabulated.quantity must be installed In each wood member forming the connection. Fasteners must comply with Section 3.3.3 of this report. 2Aloowable tension loads for nailed and bolted connections are not cumulative. 3Allowable tension loads are based on the steel straps connected to wood members having an assigned or equivalent minimum specific gravity of 0.50. Allowable tension loads are the lesser of the tie strap steel strength or the connection strength. "Tabulated allowable tension loads are governed by connection strength, unless noted otherwise. Connection strength is derived by multiplying the number of fasteners by the minimum value from the yield mode equations in Section 11.3.1 from the NDS, where the dowel bearing strength, F., of the side member (i.e., the steel tie strap) is equal to 2.2F„ /Co for nailed and bolted connections, where the load duration factor, Co, equals 1.6 as shown in the table, and where the minimum specified tensile strength. F„ of the steel strap is as shown in the table. For bolted connections, the tabulated allowable tension loads include the load duration factor, Co, noted In the table, and the applicable group action factor, C, he tabulated allowable tension load Is governed by steel strength, and does not include a one -third stress Increase or the load duration factor, Co. The steel strength is the lesser of yielding at the gross section of the strap, the fracture in the net section away from the connection, or fracture at the connection in accordance with Section C2 of AISI S100- 07/S2 -10 (2012 IBC), Section C2 of AISI S100 -07 (2009 IBC) or . AISI- NAS -01 (North American Specification for the Design of Cold- formed Steel Structural Members) (2006 IBC). FIGURE "ST SERIES TIE STRAP f't A....... Meat . . ............ PiRTBffi,, FIGURE "ST SERIES TIE STRAP ESR -2105 I Most Widely Accepted and Trusted Page 6 of 10 TABLE 3— ALLOWABLE TENSION LOADS FOR THE LSTA, MSTA, LSTI, AND MSTI SERIES TIE STRAPS MODEL SERIES MODEL N0. TIE STRAP PROPERTIES NAILS ° (Total Quantity -Size) ALLOWABLE TENSION LOADS2'3'4 (lbs.) Thickness (Gage No.) Length (inches) Min. F. (ksi) Mtn. F. (ksi) CD 1.6 LSTA9 20 9 50 65 8-10d common 740 LSTA LSTA12 20 12 50 65 10-10d common 925 LSTA15 20 15 50 65 12 -10d common 1,110 LSTA18 20 18 50 65 14-10d common 1,235151 LSTA21 20 21 50 65 16-10d common 1,235j ) LSTA24 20 24 50 65 18-10d common 1,235(5) LSTA30 18 30 50 65 22 -10d common 1,640151 LSTA36 18 36 50 65 __?j-1 0d common 1,64015] MSTA ST 9 18 9 50 50 65 65 8-10d common -10-10 common 750 940 MSTA12 18 12 S 18 15 50 65 12 -10d common 1,130 MSTA18 18 18 50 65 14-10d common 1,315 MSTA21 18 21 50 65 16-10d common 1,505 MSTA24 18 24 50 65 18-1gd common 1,640�b' MSTA30 16 30 50 65 22 -10d common 2,050!51 MSTA36 16 36 50 65 26-10d common 2,050151 MSTA49 16 49 50 65 26-10d common 2,020151 LSTI LSTI49 18 49 40 55 32- 10dxl' /2 common 2,975 LST173 18 73 40 55 48- 10dx11/2 common 4,205151 MSTI MSTI26 12 26 40 55 26- 10dx1' /2 common 2,745 MSTI36 12 36 40 55 36- 10dx11/2 common 3,800 MSTI48 12 48 40 55 48- 10dx1' /2 common 5,065 MST160 12 60 40 55 60- 10dx11/2 common 5,080151 MSTI72 12 72 40 55 72- 10dxl' /2 common 5,08015) MSTC MSTC28 16 28'14 50 65 36-16d sinker 3,455 MSTC40 16 40'/4 50 65 52 -16d sinker 4,7451b1 MSTC52 16 521/4 50 65 62 -16d sinker 4,745�s' MSTC66 14 653/4 50 65 76-16d sinker 5,860(6) MSTC78 14 773/4 50 65 76 --16d sinker 5,860151 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Total fasteners are the minimum number of nails required to achieve the tabulated allowable loads. One half of the total must be installed In each wood member forming the connection. Fasteners must comply with Section 3.3.3 of this report 2Allowable tension loads are based on the steel straps connected to wood members having an assigned or equivalent minimum specific 'Allowable of 0.50. Allowable tension loads are the lesser of the tie strap steel strength or the connection strength. 4Tabulated allowable tension loads are governed by connection strength, unless noted otherwise. Connection strength is derived by multiplying the number of nails by.the minimum value from the yield mode equations in Section 11.3.1 from the NDS, where the side member (i.e., the steel be strap) dowel bearing. strength, F., is equal to 2.2F„ /Co, where the load duration factor, Co, equals 1.6 as shown In the table, and where the minimum specified tensile strength, F. of the steel strap Is as shown In the table. The,tabulated allowable tension loads'. governed by connection strength have been multiplied by the load duration factor, Co, noted In the table. 'The tabulated allowable tension load Is governed by steel strength, and does not include 'a one -third stress increase or the load duration ' factor, 00. The steel strength is the lesser of yielding at the gross section of the strap, the fracture in the netsection away from the connection, or fracture at the connection in accordance with Section C2 of AISI S100- 07/S2 -10 (2012 IBC), Section C2 of AISI S100 -07 (2009 IBC) or AISI- NAS -01 (North American Specification for the Design of Cold- formed Steel Structural Members) (2006 IBC): ESR -2105 Most Widely Accepted and Trusted Page 7 of 10 7 b Y • i;% �{ N" Y r J` _ I .s I Y 4 ,� ' s0is —i� i.. ' ..ir. •.;:. .a, �� ,, 1? G�k ^S f �Yf1� tl.� �I ri f t . $, :'''� ., our�< MIA FIGURE T —LSTA SERIES (MSTA SERIES SIMILAR) TIE STRAP r .1 + >d _. f FIGURE 9—MSTI SERIES TIE STRAP - v £� %� Li N..� a pt lS,. ,::''� �{•�y7 T h .'fig { },` .. - FIGURE 10 --MSTC SERIES TIE STRAP