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RC-14-744kv vvr*' BUILDING PERMIT APPLICATION Miami Shores Village r�_ v� Building Department APR 14 �014 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 BY. Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 //�� FBC 20 Master Permit No. /7c / — 7 Z6/ Sub Permit No. ILDING ❑ ELECTRIC ld ROOFING ❑ REVISION ❑ EXTENSION [:]RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLICWORKS [-]CHANGE ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: Igo/ k)C -�6# City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name Fee Simple Titleholder : %i"+'�% Phone#: Address: / 6n, Adf- #1 S� City: `� /�y+ ��S State: l Zip: Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: ��'�� ° ��`c^— Phone#: zz�" 7 'daT Address: City: State: Zip: Qualifier Name: Phone#: State Certification or Registration #: Certific to of Competency #: r 2 F� �i / DESIGNER: Architect/Engineer: 1 W tP Fe �Gan�(, F w� p Phone#: >0) To o16 I Address: �.�%1w 4-OL %G �S% City. '�n� /�� State: ! / Zip: Value of Work for this Permit: $ 0&0 Square/Linear Footage of Work: 3 L S Type of Work: Addition ❑ Alteration ❑ New ❑Repair/Re lace Demolition Description of Work: �e�rv�� r$` ilC Ce 9Q� dl Gitl,l re7 � ✓� �i �' /-p U-, AVCC,c/ ��✓r7�r� Co%-c ea5 /Per 0 44'T Specific color of color thru tile: 0_1 Submittal Fee $ Permit Fee $ CCF $ CO/CC $ Scanning Fee $ Notary $ Radon Fee $ Training/Education Fee $ DBPR $ Bond $ Technology Fee $ Double Fee $ Structural Review $ TOTAL FEE NOW DUE $ 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 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. � Y "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature Owner or Agent Contractor The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of 20 ___, by who is personally known to me or who has produced As identification and who did take an oath. day of 20 __, by who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: Print: a My Commission Expires: My Commission Expires: I� 7l2" APPROVED BY I Plans Examiner >Loning J 0 "t-71 Structural Review Clerk (Revised02/24/2014)(Revised 5/2/2012)(Revised 3/12/2012) )(Revised 06/10/2009)(Revised 3/15/09)(Revised 7/10/2007) 11 r w Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 NAME: ADDRESS: (00, Do hereby petition the Village of Miami Shores to act as my own contractor pursuant to the laws of the State of Florida, F.S 489.103(7). And I have read and understood the following disclosure statement, which entitles me to work as my own contractor; I further understand that I as the owner must appear in person to complete all applications. State Law requires construction to be done by a licensed contractor. You have applied for a permit under an exception to the law. The exemption allows you, as the owner of your property, to act as your own contractor even though you do not have a license. You must supervise the construction yourself. You may build or improve a one -family or two-family residence. You may also build or improve a commercial building at a cost of $25,000.00 or less (The new form states 75,000). The building must be for your own use and occupancy. It may not be built for sale or lease. If you sell or lease a building you have built yourself within one year after the construction is complete, the law will presume that you built for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person as a contractor. It is your responsibility to make sure the people employed by you have licenses required by state law and by county or municipal licensing ordinances. Any person working on your building who is not licensed must work under your supervision and must be employed by you, which means that you must deduct F.I.C.A and with- holdings tax and provide workers' compensation for that employee, all as prescribed by law. Your construction must comply with all applicable laws, ordinances, buildings codes and zoning regulations. Please read and initial each paragraph. 1. I understand that state law requires construction to be done by a licensed contractor and have applied for an owner -builder permit under an exemption from the law. The exemption specifies that I, as the owner of the property listed, may act as my own contractor with certain restrictions even though I do not have a license. Initial 2. 1 understand that building permits are not required to be signed by a property owner unless he or she is responsib for the construction and is not hiring a licensed contractor to assume responsibility. Initial 3. 1 understand that, as an owner builder, I am the responsible party of record on a permit. I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own name. I also understand that the contractor is required by law to be licensed in Florida and to list his or li s ers on permits and contracts. Initial 4. 1 understand that I may build or improve a one family or two-family residence or a farm outbuilding. I may also build or improve a commercial building if the costs do not exceed $75,000. The building or residence must be for my use or occupancy. It may not be built or substantially improved for sale or lease. If a building or residence that I have built or substantially improved myself is sold or leased within 1 year after the construction is complete, the law will presume that I b ' r bs ntially improved it for sale or lease, which violates the exemption. Initial 5. 1 understand that, as the owner -builder, I must provide direct, onsite supervision of the construction. Initial 6. 1 understand that I may not hire an unlicensed person to act as my contractor or to supervise persons working on my building or residence. It is my responsibility to ensure that the persons whom I employ have the license required by law by unty or municipal ordinance. Initi . 'a e 7. 1 understand that it is frequent practices of unlicensed persons to have the property owner obtain an owner -builder permit that erroneously implies that the property owner is providing his or her own labor and materials. I, as an owner -builder, may be held liable and subjected to serious financial risk for any injuries sustained by an unlicensed person or his or employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an owner -builder and am aware of the limits of my insurance coverage for injuries to workers on my property. Initial 8. 1 understand that I may not delegate the responsibility for supervising work to be a licensed contractor who is not licenses to perform the work being done. Any person working on my building who is not licensed must work under my direct supervision and must be employed by me, which means that I must comply with laws requiring the withholding of federal income tax and social security contributions under the Federal Insurance Contributions Act (FICA) and must provide workers pens tion for the employee. I understand that my failure to follow these may subject to serious financial risk. Initia I agree that, as the party legally and financially responsible for this proposed Construction activity, I will abide by all applicable laws and requirement that govern owner -builders as well as employers. I also understand that the Construction must comply with all applicable laws, ordinances, building codes, and zoning regulations. Initial 10. 1 understand that I may obtain more information regarding my obligations as an employer from the Internal Revenue Service, the United States Small Business Administration, and the Florida Department of Revenues. I also understand that I may contact the Florida Construction Industry Licensing Board at 850.487.1395 or hftp:l/www.myfloridalicense.com/dbpr/Dro/cilb/index.htmlj Initia 11. 1 am aware of, and consent to; an owner -builder building permit applied for in my name and understands that I am the party legally and financially responsible for the proposed co truction activity at the following address: InitiP I:�,/Z 12. 1 agree to notify Miami Shores Village immediately of any additions, deletions, or changes to any of the informatio have provided on this disclosure. Initial Licensed contractors are regulated by laws designed to protect the public. If you contract with a person who does not have a license, the Constr4uction Industry Licensing Board and Department of Business and Professional Regulation may be unable to assist you with any financial loss that you sustain as a result of contractor may be in civil court. If is also important for you to understand that, if an unlicensed contractor or employee of an individual or firm is injured while working on your property, you may be held liable for damages. If you obtain an owner -builder permit and wish to hire a licensed contractor, you will be responsible for verifying whether the contractor is properly licensed and the status of the contractor's workers compensation coverage. Before a building permit can be issued, this disclosure statement must be completed and signed by the property owner and returned to the local permitting agency responsible for issuing the permit. A copy of the property owner's driver license, the notarized signature of the property owner, or other type of verification acceptable to the local permitting agency is required when the permit is issued. r Was acknowledged before me this 1'4day of A Pf, 1 , 20 who was personally known to me or who has Produced there License or S V S / d' 0 S L,6 / U as identification. NER TARY Notary Public State of Florida 00 W.Joanna M FelicianoMy Commission FF 082753aa Expires O111212018 MAY 9 1E3Y Miami Shores V ills e 9 Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 MIAMI SHORES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER �T_-HIE FLORIDA BUILDING CODE I (We) have been retained by neA ' /��'! u to perform special inspector services under the Florida Building Code at the /Do / ovE 4Z w 5r project on the below listed structures as of S 1 (date). I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: — 74-4- ❑ SPECIAL INSPECTOR FOR PILING, FBC 1822.1.20 (R4404.6.1.20) ❑ SPECIAL INSPECTOR FOR TRUSSES >35' LONG OR 6' HIGH 2319.17.2.4.2 (R4409.6.17.2.4.2) ;< SPECIAL INSPECTOR FOR REINFORCED MASONRY, FBC 2122.4 (R4407.5.4) ,X SPECIAL INSPECTOR FOR STEEL CONNECTIONS, FBC 2218.2 (R4408.5.2) ❑ SPECIAL INSPECTOR FOR SOIL COMPACTION, FBC 1820.3.1 (R4404.4.3.1) ❑ SPECIAL INSPECTOR FOR PRECAST UNITS & ATTACHMENTS, FBC 1927.12 (R4405.9.12) ❑ SPECIAL INSPECTOR FOR Note: Only the marked boxes apply. The following individual(s) employed by this firm or me are authorized representatives to perform inspection 1. 2. 3. 4. *Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamental Examination; or registration as building inspector or general contractor. I, (we) will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection services. I, (we) understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the County. The Village building inspections must be called for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department. Further, upon completion of the work under each Building Permit I will submit to the Building Inspector at the time of final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Engineer/Architect Name_c��5%�,c►v►O (PRINT) Address 21 qc? tJt; 1631" --5 1 0.)Al cvAA 6CizGL�, 4,. 33-46Z Phone No. 5 DS a-., t 6 ► Created on 6/10/2009 june 5th, 20 14 To: Building Division - Village of Miami Shores Response to Comments Project: 1001 ne 96 st, Miami Shores, Florida STRUCTURAL 1. In the second floor plan all connectors are not embedded in concrete, according to the south elevation though plans show concrete. n/: Aii connectors are not embedded in i concrete. South elevation � shovv the steel columns and base plate connected to existing tie beam (not embedded) as show in Detail 1/S-3. Please see additional detail copy attached. Provide steel -heam-wood joist connection details. A/: Please see clouded area rev. 1 on detail 1/S-3 for steel beam wood connection detail. Please see additional detail copy attached. a j: Andres M. Feliciano, F. L Reg. P. E # 75404 5 JOB AREA 13 F'KUFJUtiLU NUK I H LLLVA I IUN SCALE: 3/16' = 1'-0' NEW CONC. TILE ROOF TO MATCH ^c EXISTING CONC, EXISTING CONC. 1 COLUMN 8x12 COLUMN 8x12 BELOW (V.I.F.) .--- BELOW (V.1 F ) EXISTING CONCRETE i \ BEAM 8x20 (VA.F-) TO BE SEE TYPICAL' REINFORCED WTH STEEL CHANNEL SEE 3/S-3 DETAIL 1/S-3 SEE TYPICAL DETAIL 1/S-3 EXISTING CONC. ° 'Q SLAB 7" TO REMAIN 11 — G.C. MUST VERIFY THAT ALL NEW A14CHOR f m BOLT CONNECTIONS SHALL BE DIRECTLYTO I L9 EXISTING CONIC BEAMS AND CONC, SLAB. I > I H ug ALSO, THAT FIELD CONDITIONS ARE / I y w ACCORDING WITH THE PLANS. IN CASE OF l Lu F_ ANY DISCREPANCIES MUST BE NOTIFIED TO - - - - - - I THE EOR. I ■ d EXISTING CONC. • ° /S SCAB 7" TO REMAIN EXISTING CONC. ` COLUMN 8xi2 ° BELOW (V.LF.) EXISTING CONC. SEE TYPICAL _ COLUMN 8x12 DETAIL 1/S-3 BELOW (V.1.F) — / EXISTING CONC. \ / BEAM 8x 12 (V.1. F.� - SEE TYPICAL DETAIL 11S3 (V.I.F.) PROPOSED 2nd FLOOR PLAN i 4fMb f PROPOSED SOUTH ELEVATION SCA'_E: 3116' =1'-0' U I.F _ Shall be VERIFII MIN, ASTM A500 OR D - EDGE HSS 4x4x1/4 4" DIST. 1/4 TYP. EOC.E OF CONC. 01/447<7 4^ NIN I / D61, I` I Di Si. j A V NEWSTEELA36 C° PL. IN 12x3/4 W/(4) —�. 6" ° TVP' 11147 T-KY 200 + FWS BY NEW STEEL A36 ° PL. 10,12x314 WA4) ° ° INTO EXIST. CONC. - a HILHY'00+HASBY. 2" BEAM/SUB A'.I.FJ —j • NIL iT. 12"0x31/2y a NEW STEEL A36 _ PL.f:6x3 - WELDED W STEEL COLIMN. ° INTO EXIST- CONC. —#—t a ,— TO STEEL COLIMd / ASTM A500 GR. BB ° 12" B 2- ° 13FAMISLAB (V.I.FJ 2.. a.• z•� • c HSS4x4x1/4 •.f a ° —. —�— a NEW STL COG B — ASTMA500GRB EDGE OF CONC. •1 ° . ' p HSS 4x4x114 rcr3.000PSI m� 4 CORNER DETAIL 4 INTERIOR DETAIL NEW STEEL A36 +F 20'-0" L DETAIL 1/S-3 TO SSTEELTEWELDED TEL COLUMN \ BASE PLATE SCALE: 11' = 1'-0' TYP% 3/16 TYP. 3/i6 -I DETAIL 2/S-3 TOP PLATE SCAL a ST. CO.,, Ex57 COW EXI � CO�' ["I 8.20 IV_F.) EEAIa 8.20 ('IF l BEAM 8.:014.Y,F.)\ TO REWIIN �F In --IN 10 f'EMP,N \ I ^! Y 12` CrrPJ 12" 11vP.% IL a<0 IN N IN IN I —% :ECTICN A A (1) STEEL A36 MC 606.7 ATTACNEJ W/(1) KWC DOLT I6 DY NATI 3/0'0 • 3' ENDED. INTO CONC. EXtSTW .. Cam. e12- O/C MAX. STAOGU6A ROW ext C011MN Dx12 I i4-12" (VJ.F.) NJJ'. —1U-6" MAX -12"- DETAIL 3/S-3 It on S-3 )or i, — 5 i /'/ EXISTING WOOD� TRUS�ES ROOF i TO REMAIN A j � I j mmimmm SCALE: 1/8" = V-0" J 1 Mt-kr 0Ur1CUVLC USE (2) RT16A BY USP (1 INSIDE & 1 OUTSIDE) W/(9) 10d x 1 1/2" FASTENERS TO TRUSS & (8) 10d x 1 1 /2" FASTENERS TO PLATES UPLIFT = 1,380 #, L1 = 800 #, L2 = 645 # FL. # 817 (see detail 1/S-3) USE (2) LUGT2 BY USP (2 PLIES) W/(16) 10d COMMON TO DOUBLE PLATE & 06) 10d COMMON TO TRUSSES UPLIFT = 2,260 #, L1 = 1,015 #, L2 = 440 # FL. # 817 (see detail 1/S-3) USE (1) LU28 BY SIMPSON CW/(8) 10d FASTENERS TO GIRDER & (6) 10d x 1 1 /2" FASTENERS TO TO TRUSS UPLIFT = 735 #, GRAVITY = 890 # FL. # 10655 m SEE PLYWOOD NAILING SAIL ON S-3 / NEW WOOD TRUSSES ��- @ 24" O/C (TYP.) SHALL BE SIGNED AND SEALED BY 12 A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA /JI (BY OTHERS) NEW (2) WOOD 2x10 li COIN_ (1) THRU BOLT A307 5/E" O @ 12" O/C MAX. STAGGERED W/ MIN. EDGE DIST. = 4" SCALE: N.T.S. NEW STL BEAM A500 GR. B HSS 10x4x1/4 NEW (2) WOOD 2x10 "D ROOF BO'vJS R2D -0" E3E F.P, IN ING G 'TWHO FLOOR FiN`4- FLOOD TOP OF TIE BEAM FIfJISH FLOOR JOB AREA OR;GINAL i BEAR.'NG I anbuild Engineering for Build, LLC. I o: Liwaing uivision - village of Miami 5 M.NY7A CA 30228 June 5th, 2014 Response to Comments 7U—CF-IV-F, N 0 6 2014 Project: 1001 ne 96 st, Miami Shores, Florida STRUCTURAL 1. In the second floor plan all connectors are not embedded in concrete, according to the south elevation though plans show concrete. A/: All connectors are not embedded in concrete. South elevation show the steel columns and base plate connected to existing tie beam (not embedded) as show in Detail 1/S-3. Please see additional detail copy attached. 2. Provide steel -beam -wood joist connection details. A/: Please see clouded area rev. 1 on detail 1/S-3 for steel beam wood connection detail. Please see additional detail copy attached. 6 U 6/S/Q Andres M. Feliciano, F.L Reg. P.E # 75404 2199 NE 163TH ST • N. MIAMI BEACH, FL. 33162 p: 305 508 0161 . w: e 9 e: engineering@eng4build.com HKUHU-1'tzU NUK i H LLEVA I 1UN SCALE Tll6 JOB AREA NFINCONIZ TILE 50OF TO MATCH THE EXISTING R1 Al ROOF NEVI STEEL STRUCTURE T D SUPPORT THE NE ROOF SEE DETAIL 1/3 3 ..Id w - p seei column a-, p, o EXISTif\G ST CRIFS RESIDENCE 4 EXISTING CONIC E);ISTING CONIC COLUMN 802 PROPOSED SOUTH ELEVATION G.C. NOTE, COLUMN &12 BELOW (V FF)\ LOA' (V,IF)' SCA'-E 3il 6' V-0' F V IF shall be VERIF(f Na'v .EEL COLUMN lid ASMAA5D�Wj-`E' EXISTING C ONCRETP HSS 4y*41/4 �TE V 'E BEAM ^.x20 I F)TO BE EDC E OF CONC T/411 T�P REINFORCED WTH STEEL` TYPICAL CHAW14FIL SEE 31S-3 DETAIL IIS-3" SEETYPICAL DETAIL 11S-3 _ I p, !T I; ,�•'i /o L. �_—.EIISTEEI All TXISTINJG CONIC P, x314 krWA, TYP'. "i- SLAB 7" TO REMAIN LATHY 200. HAS BY 'j NE�STEEL A36 -HILT1 PL.10� 12.3/4 W,A' -HY I ILI"E " L NEW SlEe- A3." ';I1T ll C' HIT -00 + KAS BY -H-ILT-1-1'7�x 3 INTO LAIST, COL PL.6: 6.39 V�VLMD NEW IC TO F TEEL COLUVIN IJ BEAVISLAB N I F ASTM A500 IRS i HSS 40 x W' NEW STL CGLUM L lu- — Of > EDGE OFCCW- HSS4%4�1,4 G.C. MUST VERIFY THAT ALL NEW ANCHOR CORNER DETAIL INTERIOR DETAIL BOLD CONNECTIONE; SHALL BE DIRECTLY TO 11 NEM EXiSFINIGCONC BEANISANDCONC SLAB W_STEEL_A3mf,,' < -3 E 6 x 3 A WOF LL �!,D I ; ALSO, THAT 9ELD CONDITIONS ARE DETAIL 1/S TO TEEL Co N in co i! ACCORDING WITH THE PLANS IN CASE OF BASE PLATE SCALE 1/2' V-0" Typ 3,16, ILI ANY DISCREPANCIES MUST BE NOTIFIED TO THE OR TYP EXISTING CONIC ztw DETAIL 2/S-3 SLAB 7" TO REMAIN EXISTING CONIC. TOP PLATE SCAL COLUMN 8,12 .'BELOW(V I F) 6 6 EXSTIN:; CONC. SEE TYPICAL -\ DFTAIL 1/S-3 OLU,(7 EXiST,t4G CONIC EAN1 3x 12 (V I F SEE TYPICAi I (1) Sn:E'- A36 WC 8.10.7 kTTACH DETAIL I/S-3 WI(l) KWIK BOLT in H RN ILTI Ery ' 3/8'd . 3* EMBED. INTO CON N. 1. F.) -mnNG CONC. 017' O/C MAX, SrAGGFJtED ROW A DQsyING CONC. coutuild.12 I 'OUJMN 8.42 (VA.F.) V., F.) 12" '10'-G" MAX 12" PROPOSED 2nd FLOOR PLAN l-% r -r A II ') IC Is S-3 ru-\i nI__uyLC on USE RT16A BY (2) USP (1 INSIDE 8. 1 OUTSIDE) W/(9) 10d x 1 1/2" FASTENERS TO TRUSS & (8) 10d x 1 1/2" FASTENERS TO PLATES - - - UPLIF"i = 1,380 #, L1 = 8(J0 #, L2 == 645 # t FL. # 817 (see detail 1/S-3) �— USE (2) LUGT2 BY USP (2 PLIES) W/(16) 10d COMMON TO DOUBLE PLATE & 2 ; (16) 10d COMMON TO TRUSSES UPLIFT = 2,260 #, L1 = 1,015 #, L2 = 440 # . � FL. # 817 (see detail 1/S-3) � USE (1) LU28 BY SIMPSON f EXISTING WOOD - W/(8) -i 0d FASTENERS TO GIRDER - TRUSSES ROOF & (6) 10d x 1 1/2" FASTENERS TO TO TRUSS TO REMAIN UPLIFT = 735 #, GRAVITY = 890 # FL. # 10655 SEE PLYWOOD NAILING 'DETAIL ON S-3 - -- — - �.. -- - NEW WOOD TPUSSES i i -�- - --- _ --- @ 24" CiC (T`(P)SHALL B SIGNED AND SEALED BY A PROFESSIONAL ENGINEER F -RED � R_Gi T P F� S � .t I 1 �- D�FQ. L IDA (BY OTHERS) Jl - NEW (2) WOOD 2x 10 i- i T NEWSTL BEAM A500 GR B I. "HSS 10x4x1/4 CONN 2' r_JILL I <-- - - -- NEW (2) WOOD 2x 10 CONN \1, �t (1) THRU BOLT A307 ®�(n® } 5/E"0 @ 12" O/C MAX SCALE: 1/81P - 11-011 jSTAGGERED W MIN . - EDGE DIST = 4" ALDETAIL 1 %`S-3- - KALE: N.T.S. JOB AREA, SIMOO build Engineering for Build, LLC.. CA 30228 " `�wk August 5th, 2014 Miami Shores Village Building Division Re: Permit No.: Folio No.: Project Address Owner: Dear Sirs Inspection letter for steel columns installation RC 14-744 11-3206-014-3740 1001 NE 96 ST Miami Shores, FI. 33138 Kenneth Lund On Tuesday 22nd July, we had realized a Structural Inspection for: 1. To the best of my knowledge and belief: The new steel columns for the new roof on the second floor terrace and its connections with the steel base plate and beams of the above reference project are according to the approved plans and Florida Building Code 2010. Cordially yours, ��•��5 M: FED/C�''% Q, 0.7 Engineering for d;-4P01\ '► 228 Andres M. Feliciano,' 404 VALID FOR ONE (1) PERMIT ONLY. VALID ONLY WITH RAISED PE SEAL. Project " LUND'S RESIDENCE" 1001 NE 96 ST, MIAMI SHORES, FLORIDA 2199 NE 163TH ST • N. MIAMI BEACH, FL. 33162 p: 305 508 0161 . w: e 9 e: engineering@eng4build.com SIMS build Engineering for Build, LLC. COVER SHEET DATE: May 16th, 2014 PROJECT: LUND'S RESIDENCE New Roof For Existing Open Terrace Revision # 1 ADDRESS: 1001 NE 96TH ST, MIAMI SHORES, FL. 33138 CLIENT: KENNETH LUND 1001 NE 96TH ST, MIAMI SHORES, FL. 33138 PAGE REVA ii 74 MAY a 0 � 14 BY: - - This computation book contains manual and computerized structural calculations, certain printed manufacturer's data and Computation pages are numbered 1 thru 74. Computations were performed to the best of our knowledge according to sound and generally accepted engineering principals and Code requirements, using nationally recognized computer software and in-house developed software. Prior to commissioning into service, the in-house developed software was thoroughly checked by performing parallel manual computations. The sign and seal provided herein are meant to cover all computation sheets pages 1 through 74. Enginee for Bui d, LLC. CA #30228 Andres M. Feliciano, FL Reg. P.E # 75404 VALID FOR ONE (1) PERMIT ONLY. VALID ONLY WITH RAISED PE SEAL. Project " LLIND'S RESIDENCE" 1001 NE 96 ST, MIAMI SHORES, FLORIDA 2199 NE 163RD ST • N. MIAMI BEACH, FL. 33162 p: 305 508 0161 • www.eng4build.com . e: engineering@eng4build.com r s &IM0, build Engineering for Build, LLC. PAGE REVA ii/ 74 INDEX DESCRIPTION Wind Load Calculation Strap Reaction Calculation' Steel Main Beam Design Steel Channel Design to Reinforce Exist. Conc. Beam Anchor Bolt Connection Design Steel Base Plate Design Hurricane Straps Check For L1, L2 & Uplift Existing Piles To Be Verified For New Loads Florida Approval # 817 Wood Connectors Florida Approval # 10655 Wood Connectors PAGE 1 5 8 17 22 29 34 36 38 64 2199 NE 163RD ST • N. MIAMI BEACH, FL. 33162 p: 305 508 0161 . www.eng4build.com • e: engineering@eng4build.com rev.1 /74 MECAWind Version 2.1.0.6 per ASCE 7-10 Deveioced by tfECA Enter_rrisec, Inc. cocyright 201i snra.-CcaentOrprir("a.coa Late 5/12 2014 Project ?Io. ` Comoany 'dame Designed By Address Descriotion Cite Customer 'Tame State ?roj :�oeation . File Location: C:\Users"L112:3CI L71.Des kt op" _engLb-ji ld`..5 12 1L\_ken'IWLcalcs 5 12 1L� RM71.w-nd Directional Procedure All Heights Building (Ch 27 Part 1) All pressures shown are based upon STr2EN(1TF Design, with d Load Factor of 1 Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = D Natural Frequency = N/A Flexible Structure = No Importance Factor 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 11.50 Zg = 700.00 ft At 0.09 Bt = 1.07 Am = 0.11 Bm = 0.80 Cc = 0.15 1 = 650.00 ft Epsilon = 0.13 Zmin = 7.00 ft Slope of Roof = 4 : 12 Slope of Roof(Theta) = 18.40 Deg Ht: Mean Roof Ht = 23.17 ft Type of Roof = Hipped RHt: Ridge Ht = 25.67 ft. Eht: Eave Height = 20.67 ft OH: Roof Overhang at Ease= 1.00 ft Roof Area 2000.00 ft^ 2 Bldg Length Along Ridge = 64.67 ft Bldg Width Across Ridge= 38.58 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis m: 0.6*Ht = 13.90 ft lzm: Cc*(33/Zm)'0.167 = 0.17 Lzm: 1*(Zm/33)'Epsilon = 583.42 ft Q: (1/(1+0.63*((B+Ht)/Lim) 0.63)) 0.5 = 0.93 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.89 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi Internal Pressure Coefficient = +/-0.55 Reduction Factor tor Jarge o ume Buildings, Ri Aog: Total Area of Openings in Bldg Envelope = .00 ft'2 Vi: Unpart.itioned Internal Value = .00 ft"3 Ri: 0.5*((1+1%(1+(Vi/(22800*Aog))'0.5))(Egn. 6-16) = 1.000 Notes: 1) +GCpi = +0.55 - Ri Notes. 2) -GCpi = -0.55 * Ri Figure 27.4-1 External Pressure Coefficients Cp - Loads on Main Wind -Force Resisting Systems rev.2l74 Kh: 2.01*(Ht/Zg) (2/Alpha) 1.49 Kht: Topographic Factor (Figure 6-4) 1.00 Qh: . 00256* (V)''2*I*Kh*Kht*Kd = 99.01 psf Cpww: windward Wall Cp(Ref Fig 6-6) = 0.80 Roof Area = 2000.00 ft''2 Reduction Factor based on Roof Area = 0.80 M-,gFRS-Wall Pressures for Wind Normal to 64.67 ft wall (Normal to Ridge) Wall Cp --------------- ------ Leeward Wall -0 . S0 Side Walls -0.70 Pressure Pressure +GCpi (psf) -GCpi (psf) ----------- ----------- -96.54 12.38 -113.37 -4.46 Wall Elev Kz I Kzt qz Press Press Total ---------------- ft psf +GCpi -GCpi +%-GCoi Windward ------ 25.67 ----- 1.49 ----- 1.00 ------- 99.36 ------- 13.11 ------- 122.02 --------- 109.65 Windward 20.00 1.49 1.00 98.57 12.57 121.48 109.11 Windward 10.00 1.46 1.00 97.09 11.56 120.48 108.10 Note: 1) Total - Leeward CCPi + Windward CCPi Roof Location Cp +GCpi(psf)-GCpi(psf) Windward - Min Lp -0.56-101.59 7.33 Windward - Max Cp -0.08 -61.19 47.72 Leeward Perp to Ridge -0.57-102.43 6.49 Overhang Top (Windward) -0.56 -47.13 -47.13 Overhang Top (Leeward) -0.57 -47.97 -47.97 Overhang (Windward only) 0.80 67.09 67.09 MWFRS-Wall Pressures for Wind Normal to 38.58 ft wall (Along Ridge) Wall Cp Pressure Pressure +GCpi (psf) -Gepi (psf) rev.3/74 --------------- ----------------- ----------- Leeward Wall -0.36 -85.16 23.76 Cede Walls -0.70-113.37 -4.46 Nall Elev Rz Rzt qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ---------------- ------ ----- ----- ------- -------------- --------- Windward 25.67 1.49 1.00 99.36 13.11 122.02 98.26 ?iridward 20.00 1.48 1.00 98.57 12.57 121.48 97.72 �,?indward 10.00 1.46 1.00 97.09 11.56 120.48 96.72 Note: 1) Total - Leeward CCPi + Windward CCPi Roof - Dist from Windward Edge Cp Pressure Pressure +GCpi(psf)-GCpi(psf) --------------------------------- ---------------- ---------- 0.0 ft to 11.6 ft -0.90-130.20 -21.29 11.6 ft to 23.2 ft -0.90-130.20 -21.29 23.2 ft to 46.3 ft -0.50 -96.54 12.38 46.3 ft to 64.7 ft -0.30 -79.71 29.21 rev.4/74 MECAWind Version 2.1.0.6 ASCE 7-10 Developed by ',19CA ...:terprises, Inc. Oyright 24)I'i carc Date 5/12i2014=roject NO. Com»anv `dame Designed By Address Description City Customer Name State . -1roj !,Ocat_ton , File --ocation: C: \Jsers,,E"'7G4BJI--D\Desktop>ieng•ibuild\5 1 14\ken\ j--calcs 5 12 14 RE'dl.1end �t1 -~� i _ -a ��iL f.K Al�. ✓`tea Roof not w shmm s �:. I I .i � i�• "r i� �i115 r xi r Hip Roof -:: $ ,z = 27 sa Wind Pressure on Components and Cladding All pressures shorn are based upon STRENGTH Design, with a Load Factor of I Width of Pressure Coefficient Zone "a" = 3.858 ft Description Width Span Area Zone Max Min Max P Min P -------------------------------------------------------------------------- ft ft ft"2 GCp GCp psf psf truss 11.83' 5.58 11.83 66.0 1 0.34 -0.82 87.73 -135.46 truss 11.83, 5.58 11.83 66.0 2 0.34 -1.29 87.73 -182.21 ti�uss 11.83' 5.58 11.83 66.0 3 0.34 -1.29 87.73 -182.21 Wind Pressure DEAD LOAD LIVE LOAD L1 L2 L3 JOIST SEPARATION AL GRAVITY (1) AL UPLIFT (1) + AL. GRAVITY (2) A.L. UPLIFT (2) + IL TOTAL Gravity 06D 0 6 1Ai Net Uplift RFF C7 0.6 D 0.6 W Net Uplift (ULTIMATE) 30j:,t` 1 00 ft 1.00 ft _' it NA NIA, 1380 0 lb STR 1 OK NA NIA 138O.O lb STR. 2 OK 14ft 7.00 ft 770 0lb 15 psf 109 8 psf -1327.2 lb 'r.i10ft 770.0 lb 15 psf 109.8 psf 1327 2lb PROJECT: SUBJECT: ADDRESS: DATE: DESIGN BY: ,�e3 SCH STRAPS on plans, S-3 GRAVITY NA UPLIFT 13800ib 'i:I(? SCr STRAPS on plans, S-3 GRAVITY NA UPLIFT 1380.0lb GRAVITY = D + L rev _ 174 ROOF STRAIN DESIGN TO114`QCC XZk nAII NET UPLIFT = O6D + O.r;W ND SHEET No. OF i Wind Pressure DEADLOAD LIVE LOAD L1 L2 L3 JOIST SEPARATION AL GRAVITY (1) AL UPLIFT (1) + AL GRAVITY (2) AL. UPLIFT (2i + IL TOTAL Gravity O6D 0 6 V'•I Net Uplift K 0.6 D (0.13 1N INet Uplift �•� �,�t (ULTIMATE) 1 00 ft _' left 1 00 ft NA NIA. 2260 0 lb STR 1 OK NA N/A 2260 0 lb STR 2 OK 14.17 ft 7 09 ft 1169 0Ib 15 psf 109.8 psf 2015.0 lb 7 09 ft 1169.0 lb 15 psf 109 8 psf -2015.0 lb 1 rev.6/74 PROJECT: SUBJECT: ADDRESS: DATE: DESIGN BY: see SCH STRAPS on p;3ns, S-3 GRA.VIT`, NA UPLIFT 2260.0lb see SCH STRAPS on p,3ns, S-3 GRAVITY NA. UPLI FT 2260.0 lb GRAVITY = D + L NET UPLIFT = 0.6D --� 0.6WIND SHEET No. OF 2 -eng4bu'ttd-2014-VARIOUS--1,001 NE 96 ST ken4CALCS-51214 REV1-main beam HSS 5_12_14 REV1 1 e V . 8 74 May 16, 2014: 10:49 AM Load Case D 1=S VisualAnalysis 8.00.0D13 STEEL MAIN BEAM DESIGN DL=25PSFx13FTf2 DL - 163 LB/FT -engebui4d-2014-•VARIOUS--1301 NE yv S? ken-•CALCSv51214 REVI-main beam HSS 5_12_14 RE'` I r Y . r74 May 16, 2014: 10:51 AM Load Cass L IES VisualAnalysis 8.00.4013 LL = 30 PSF x 13 FT / 2 LL = 195 LB/FT - eng4bu6{d--2014-VAR(OUSLf 001 NE 96 ST ken-CALCS-5 12 14 RFVf- mai^ heam HSS S_S 2_14 RE'V1 rev. 10/74 May 36, 2014: 10:51 AM Load Case. W+Y EES VisuaiAnaiysis 8.00.0Di3 HSSIOx4xi14 L=23 ft WL=131 PSFx13FTi2 LL = 852 LBiFT -er,g4blsi4Fr2014-VAR40US--1001 NE 96 Si ken- CALCS-512 14 REV1-main beam HSS 5_12_;4 REVIrev. 11/74 May 16, 2014; 10:53 AM Deslgn View, Unity Checks ES VisualAnalysis 8.00.1}713 HSS10x4x1l4 0.502 0.502 < 1.0 OK Ungroupcd Failcd Woming ., ... -s Project.—eng4build-2O14—VARIOUS-1OO1 NE 96 ST ken —CA f6q.12174 REV1 -main beam HSS 51214 REV1 May 16, 2014 Design Group Results Design Group: Steel Beam X_G01 per AISC ASD (2005) Designed As: HSS10x4x114, Material: \Steel%STM A500 Grade B (Fy = 46ksi) Strana Flexure Check Member Result offset Demand Mz Capacity Mz Code Unity Details Name Case ft K-ft K-ft Ref. Check BmX004 0.6D+0.6W » +Y 11.500-21.893 43.613 F7-1 0.502 OK Lb = 23 R. Cb = 0.5961 Strong Shear Check Member Result offset Demand Vy Capacity Vy Cade Unity Details Name Case ft K K Ref. Check BmX004 0.6D+0.6W » +Y 0.978 4.208 77.016 G2-1 0.056 OK Page 1 V,>uu(A.na psisS.0)(www.lesvieb.com.) -eng4build-2014-•VARiOUS-1001 NE 96 ST ken-•CALCS--51214 REUt- r.ai^ beam NSS 5_12_S4 RE'VI May 16, 2014: 10:55 AM Resu1 Case: 0.9D+1.0W ;)+Y l_S VisualAnalysis 8.00.013 LOAD COMBINATION Reaction for anchor design rev.13/74 -eng4buiic-2014-VW0US- 1,001 NE -46 ST ken-CALCS--5 12 14 REV1-main beam HSS S_12_14 REv, rev. 1 4/ I 4 May 16, 2014: 10:56 AM Resul Case: D FS VisualAnalysis 8.00.0313 DEAD LOAD REACTION Reaction for conc. ream reinforcing -eng4bL'sfd--2014 VARIOUS--1001 %F- 96 ST ken-CALCS-51214 REVi-ma:n beam HISS 5_12_14 RF-vl rev. 15/74 May 16, 2014; 10:58 AM Resul Case: L f=S VisualAnalysis 8.00.0?13 LIVE LOAD REACTION Reaction for conc. beam reinforcing HSS10x4x1 /4 L=23 ft -eng4bulld-2014-'VARIOUS-1001 NE 55 ST ken••CALCS-S 1214 REVI-main beam HSS 5_12_14 REVI rev. 16/74 1 ay 16, 2014: 10:59 AM Resut Case: Wind „+Y IES VisualAnalysis 8.00.0?13 WIND LOAD REACTION Reaction for cone. beam reinforcing HSS10x4x1i4 L=23 ft -eng4buikf-2014--VARi©US-1001 NE -% ST ken--CALCS-beamRElNF 3_20_14 rev. 17/74l ay 16, 2014; 11:03 AM1 ee..rr YY Load Case, D 1=S VisualAnalysis 8.00.0313 EXISTING CONCRETE BEAM TO BE REINFORCED -2.116 K MC8x1 3. /l L=10.50 ft DL = 2,116 LB -eng4bu",16-2014-VARIOUS- ,001 ME 96 S3 ken-•C,ALCS-beamREINF 3_20_14 May 16, 2014; 11:04 AM Load Case L IES VisualAnalysis 800.0D13 MC8x13.-A L=10.50 ft LL = 2,243 LB rev.18/74 -erge-bu4id-2014-VARIOUS-1, 001 NE % S7 ke; t-CALCS--beamRElPIF 3_20_14 rev. 19/74 May 16. 2014: 11:05 AM Load Case. W+Y " IES VisualAnalysis 8.00.b713 MC8x13.7 L=10.50 ft WL = 9,798 LB -eng4build-V2014-•VARIOU Sw1001 NF gg ST ken--CALCS--beamREINF 3_20_14 May 16, 2014: 11:06 AM Design View, Unity Checks I=S VisualAnalysis 8.00.0013 IVIC8x18.7 0.427 0.427 < 1.0 OK rev.20/74 Ungrouped Failed Warning t Project: Meng4build-2614—VARIOUS-1041 NE 96 ST ken—CAd; p�7d,3_20_14 May 16, 2014 q� ! l Design Group Results Design Group: Steel —Beam X_G01 per AISC ASD (2005) Designed As: MC8x18.7, Material: 1Steel\ASTM A36 StrOna Flexure C heCK Member Result Offset Demand Mz Capacity Mz Code Unity Details Name Case ft K-ft K-ft Ref. Check SmX001 0.6D+0.6W > +Y 5.250-11.944 27.997 F2-2 0.427 OK Lb = 10.50 R, Cb = 1.318 Strong Shear Check Member Result Offset Demand Vy Capacity Vy Code Unity Details Name Case ft K K Ref. Check BmX001 0.6D+0.6W >>+Y 10.500 2,305 36.526 G2-1 0.063 OK Page 1 VisuaiAnetysis 600 (www )esweb. corn) r 3 " wit. V ..fir www.hiiti.us Profis Anchor 2.4.6 Company Page: 1 Specifier: ANCHOR BOLT CONNECTION Project: Address: Sub -Project) Fos. No.: Phone I Fax i DESIGN FOR EACH NEW COLUMN Date: 5/13/2014 E-Mail: Specifier's comments: 1 Input data Anchortype and diameter: HIT-HY 200+ HAS U2 ,.. Effective embedment depth: he,.,,,; = 2.750 in- (hz,,;,n;t = 5.750 in.) M aterial: 5.8 Evaluation Service Report ESR-3187 Issued I valid. I M2014 1 I i2014 Proof: design method ACI 318 /AC308 Stand-off installation eb = 0.000 in. (no stand-off), t = 0.750 in. Anchor plate: I,x lvx t = 10-000 in. x 12-000 in. x 0.750 in.. (Recommended plate thickness: not calculated) Profile: Square HSS (AISC), (L x Wx T) = 4.000 in. x4.000 in. x 0.250 in. Base material: uncracked concrete, 3000, f,' = 3000 psi, h = 7.000 in., Temp. short/long: 32132 °F Installation: hammer drilled hole, installation condition: dry Reinforcement: tension. condition A, shear: condition A. no supplemental splitting reinforcement present edge reinforcement: > No 4 bar with stirrups Seismic loads (cat. C, D, E, or F) no Geometry (in.] & Loading pb, in.lb] Inptk data and results rrust be checked for agreerrent with the existing conditions and for plausibility' PROFIS Anchor( c ) 2003.2009 Hiki AG, FL-9494 Schaan Hili is a registered Trademark of Hill AG, Schaan www.hilti.us Profls Anchor 2.4.6 Company Page 2 Specifier Project: Address: Sub-Pro;eetI Pos. No Phone I Fax Date511312014 E-NI ail 2 Load case/Resulting anchor forces Load case Design loads Anchor reactions fib] Tension force_ (+Tension, -Compression) Anchor Tension force Shear -force Shear force x Shear force y 1 746 304 -26 -303 2 746 331 -136 -3113 3267 380 -26 4 3267 408 -136 -385 max- conf-rete compressive strain: 0,02 [`6ol max concrete compressive stress: 100 [psi] resulting tension force in (xJy)=(-1 884/0.000) 802 7 [Ib] resulting comp ressionforce in (x1y)=(4 925/0.000)134 [Ib] 3 Tension load ssion Load N_ [lb] Capacity 0 [Ib] Utilization pia = NJ^ Status Steel Strength* 32b7 6588 49 OK Bond Strength— 8027 11887 68 OK Concrete Breakout Strength" 8027 10187 79 OK anchor having the highest loading —anchor group (anchors in tension) 3.1 Steel Strength N_ = ESR value refer to ICC-ES ESR-3187 q %t_,_ N.. ACI 318-08 Eq. (D-1) Variables n Ase.N [in `] f„ta [pS ) 1 0.14 7'250- Calculations N-.a [fib] i A21911 Results [Ib] tezi p N_ [ib] N_ (lb] 10290 0.650 6688 3267 input data and results rnli be rhecked for agreement wth the existing conddions and for plausitaNtvl PROF SAnchor (c)Ma20nrlHiRIAG,FL-9494Srhaan HiRtisaregistered?radetnarkofHiftiAG,Schaan www.hilti.us Profis Anchor 2.4.6 Company Page 3 Specifier Protect Address. Sub-ProjectI Pos. No.. Phone 1 Fax: Date: 5/13/2014 E-Mail: 3.2 Bond Strength Nag _ { ArNao} Wed,Na Wg.Na Wec,Na Wp,Na Nao ICC-ES AC309 Eq (D-16b) � N,g >_ N a ACI 318-08 Eq (D-1) ANa = see ICC-ES AC308, Part D.5.3 7 ',Man =s',Na ICC-ES AC308 Eq (D-16c) sef.Na = 20d .Y50 5 3 he, ICC:-ES AC308 Eq (D-16d) 14 Sun ICC-ES AC308 Eq (D-16e) Wea,isa = 0.7 + 0 9 c " <_ 1 0 [CC -ES AC308 Eq (D- Mimi_ l_r.Na 0.5 Wg.rta = rl`g.Nau a*g ( llrg.Nanj i -U ICC-ES A.C.308 Eq (D-16g) 15 1 0 ICC-ES AC308 E D-16h Ik,max,c k y m,x = d 1ihef f ICC-ES AC308 Eq. (D-16i) 1 Wec,rJa = (1 + , ) 5 1 0 ICC-ES AC308 Eq. (D-16]) tt ,.Na Nao — Tk.. Kb-d 7r d hef ICC-ES AC308 Eq (D-16f) Variables .�.� [psi] da"moo, [in ] hef [:n.] c, , , [in.] s,„g [in.] it rk.c [Psi] 1 8 0.500 2.750 4. 0 7 000 4 1880 ki, f. (psi] ec1,N [in.] ez.N [in J cac [in.] Kb-d 24 3L 0 1 834 0.000 4.136 1.00 Calculations s.,,Na Pn l Cc,,N, [in.] AN. [in 2] ANao [In Wed,Na Ti(, max [Ps] 8 T50 4125 226,00 68.06 0.991 1388 Wg•Na0 'V Q.N. Wec1,Na 4ieo2,Na Wp,Na Nao [lb] 1 . 10 0. 6 1 0 97 8119 Results Nag [Ib] �bo"d 4, N,g [Ib] N_ [Ib] 10288 0 6511 11087 0027 Input data and results mid tie checked for aare errent mththe existing conditions and for pla,Yibipty! PROFIS Anchor( c ) 2003-2009 "M AG, FL-9494 Schaan Hill :s a registered-rrademark of HMAG, Srhaan www.hilti.us Profis Anchor 2.4.6 Company Page 4 SpecifierProject Address Sub -Project I Pos No.. Phone I Fax. Date. 5/13/2014 E-M ail: 3.3 Concrete Breakout Strength Nceg = �AN. lYec.N TY d.N IY..N y,p,N Nb ACI 318-08 Eq. (D-5) ¢ N.p- N` a / ACI 318-08 Eq. (D-1) ANo see ACI 318-08. Part D 5.2 1, Fig RD.5.2.1(b) A.w. = 9 rrr ACI 318-08 Eq. (D-6) 1 tYer.N = 1 ; 2 e,, = 1 0 ACI 318-08 Eq (D-9) 3 hF. 0�7 +0.:i 1 _5t?) `- 1.0 ,ACI 318-,08 Ea. (D-11) ltrcp.N = P✓iA.X cd- c c 1 .i; =,Ci .91 8-08 Eq. (Et-1 3) 3 Nn = I,- ;ti, IF h6TF AC-1 318-08 Eq. (D-7 ) Variables heff n] ec7.N [in] e,2.r, [in.] c..mm [in.] IY..N 2 667 1 -384 0.000 4.000 1.060 na, [in ] k� a f [psi] 4.136 24 1 3C00 Calculations ANc [:n.2] ANW [inlVecl.N W-2.N IYQd.N ,Ycp,N N, ['b] 4 0 4 00 .680 1 00 1 7 5724 Results N.b9 [Ib] ¢A.te ¢ Nohg [.b] N_ [lb] 182 F 0 10187 8027�— It, pl ;data and results,, u! be checked for agreernent imththe existing conddions and for plau,ibiW! PPGFIS Arichor (c) 2003-2009 FM AG, FL 9494 Schaan Hifti is a registeredTrad`rnark of H MAG, Schaan www.hilti.us Company Specifier' Address: Phone I Fax: E-Mail 4 Shear load reNL2SIOj-�J Profis Anchor 2.4.6 Page. 5 Project. Sub -Project I Pos. No.. Date: 5/1312014 Load V d [Ib] Capacity #V [lb] Utilization pv= V 14,V Status Steel Strength" 408 3705 12 OK. Steel failure (With !ever arm)' NIA NIA NIA NIA Pryout Strength (Concrete Breakout 1412 21424 7 OK Strength controls)" Concrete edge failure in direction <-'* 1412 3481 41 OK * anchor !raving the highest loading "anchor group (relevant anchors) 4.1 Steel Strength V_ _ (n 0.6 A,, f„ta) refer w !CC -ES ESP-3187 �Vtee;= V.I. AD 318-08 Eq (D-2) Variables n A,e.v[`n7 fu,a[PSI (n0.6A,vfNta)[Ib] 1 0 14 72500 6175 Calculations V_, [Ib) 6175 Results Vs, [Ib] tea V_ [lb] V_ [;b] 6176 Q. 0 .705 408 4.2 Pryout Strength (Concrete Breakout Strength controls) V.,9 �ANo — k, 11j 1 ec W.N 1Ered.N Wc,N WcR,N NbJ .ACI 318-08 Eq (D-31) 41' ,a='d , ACI 318-08 Eq. (D-2) AN, see ACI 318-08, Fart D.5.2.1 , Fig RD.5 2 l (b) At,,, = 9 hEr ACI 318-08 Eq (0-6) 1 W-M 2 e, 1 { = 1 .0 ACI 318-08 Eq. (D-9) 3 hef/ e.N =0 7 +0.3 (1.5hee� 1 Q t ACC! 318-03 Eq (D-11) 1M.AX(c—m" ca, I _he£) . 1 0 ACI 318-08 Eq. (D-13) Nb = k, ? 1 h'e,5 ACI 318-08 Eq. (D-7) Variables k„p he, [in.] e1.N [in.] ea2.N [in.] c, m„ [n.] 2 2.6137 0. 48 Q 222 4.000 Wc.N cac [In) kc %, fc [psi] U 4 135 24 1 3000 Calculations ANe [�n.2] 2 A... [in J eo1,N Wei>.N wed. 224.00 b4.Q0 0 808 0.9 7 O 0,99N 5724] Results V cV,[I b] concrete $V�g[lb] `_['b) 30E06 0 700 21424 1412 Input data and reeults rrust be checked for agreernent v ththe existing conditions and for piausibiliti! PRCFISAnchor( c)200}20094MA.G,FL-0494t'chaan HilhisaregisterBdTradarrarkofhfiHiAG, chaan www.hilti.us Profis Anchor 2.4.6 Company Page 6 Specifier Project Address: Sub-Proiect l Po & Ncio Phone I Fax Date: 5l13f2014 E-M ail: 4.3 Concrete edge failure in direction x- Al Yao. Wad.V iY..v y n v 1Iyaral1e1,V b q (C - V--bs='" ua ACI 318-08 Eq (D-2) Avg see ACI 318-08, Part D.6.2.1 , Fig RD.6.2.1(b) Av,o = 4.5 at 1 ACI 318-08 Eq (D-23) We v 2ev = 1.0 ACI 318-08 Eq (D-26) 3 a1 l,edv = 0 7 + 0.3(1 �ca1) _< 1.0 ACI 318-00 Eq (D-26) 1h, 1 0 ACI 318-08 Eq (D-29) _ Vb = (7 �d,) R 11f, c;,' ACI 318-08 Eq (D-24) Leal Variables ca, [in.] cat [in.] e� [in ] Y .v ha [in.] 4 00 4 000 0.623 1 400 7.000 le [in ] da [In.] f, [psi] Wprallel.V 2.7 5.0 1.00500 3000 1.0 0 Calculations .Ave [In.2] .Av1 o [in 2] Wec.v IVed,V Wntt Vb [I b] 96.00 72.00 0.906 MOO 1000 1050 Results �' cb [Ib] Q�cancreta ' V.,, [I b] 'qua [Ib, 4 '42 0 760 3481 1412 5 Combined tension and shear loads �N ov r Utilization PNX N Status 0788 0,406 5t3 _ K PM, =A, 01,<=1 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PRUFIS Anchor Load re -distributions on the anchors due to elastic deformat ons of the anchor plate are not considered The anchor plate Is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loadingl • Condition A applies when supplementary reinforcement is used The T factor is increased for non -steel Design Strengths except Pullout Strength and Prvout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength Refer to your local standard • Design Strengths of adhesive anchor systems are influenced by the cleaning method Refer to the IN.ITRUCTIUNS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • The ACI 318-08 version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. • Checking the transfer of loads into the base material and the shear resistance are mquired in accordance with ACI 318 or the relevant standard] Fastening meets the design criteria! Input data and results must be checked for agreerwnt wth the exr'ing cc, Will onsand for plausibility! PROFIS.Anchor (c) 20032009 Fhl i A.G, FL-9494 Schaan Hill is a registered Trademark of I-MAG, Schaan www.hilti.us Company. Specifier: Address: Phone I Fax. E-NI a it 7 installation data Anchor plate, st^el - Profile: Square HSS (RISC); 4.000 x 4 000 x 0 250 in Hole diameter in the fixture. d, = 0.563 in. Plate thickness (input): 0 750 in Recommended plate thickness not calculated Cleaning Premium cleaning of the drilled hole is required Coordinates Anchor in. Anchor x p c.1 c" c.Y 4 1 ;.ii00 -4 000 10.000 - 4.000 12-001- 2 3.000 4.000 10.000 - 12.000 4 Or10 3 -3 000 -4.000 4.000 4.000 12,000 4 -3.000 4.000 4.000 12.000 4 000 re -` . _ . Profis Anchor 2.4.6 Page 7 Project. Sub-Pro;ect I Pos. No Date. 5/13/2014 Anchor type and diameter HIT-HY 200 + HAS, 1/2 Installation torque: 360.001 in lb Hole diameter in the base rnateria'. 0.563 in Hole depth in the base material: 2.7 50 in Minimum th:�:kness of the base material. 4.000 in. Intmi data and resi'lf3 must be ihceked for agreen'erd withthP exeting conditions and for plausibility! PROFIS Anchor (c 2003-2009 H ki AG, fL �J494 Schaan Hitt! is a registered Trademark of HMAG, Schaan Company rev . 2 9) 4 2014 Designer Job Plumber . Base Plate Title Checked By X 1? in Geometrvand Materials Bo!t X (in) Z (in) 1 3. 4. 2 3. -4. 3 3. 4. 4 3. -4. Length 12. in Column Shape HSS4X4X4 Anchor Boat Diameter .5 in Width 12. in Column eX 1. in Anchor Bolt Material A307 Thickness .75 in Column eZ 0. in Anchor Bolt Fu 36. ksi Base Plate Fy 36. ksi Column to Edge Iv'-n (X) 1. in Anchor Bolt Fy 36. ksi Base Plate E 29000. ksi Column to Edge M i (Z) 1. in Anchor Bolt E 29000. ksi Bearing Fp 1.19 ksi HSS Tube X-sides welded AB Protected Lerugtla .6 in Bearing Fc' 3. ksi HSS Tube Z-sides welded AB to AB Pviin Spacing 4 in Pedestal Length 16 in Plain Base Plate Connection AB to StiTtner M.n Spacng 0.6 in Pedestal Width 14 in Vx Shear Lug NOT present AB to Column Min Spacing 1 in Pedestal Heigh 7 in Vz Shear Lug NOT present AB to Edge Min Spacing 0.5 in Analyze Base Plate as Rigid AB Rovv Mn Spacing 0.5 In Pp Based on AISC J8 Criteria Priority is AB to Column Spacing Base Plate AISC ASD 13th Include Threads for AB Design AB Pullout ACI 2006 AB Fv, Ft based on AISC Criteria AB Head Square NW Concrete Total AB Length. 3. in Seismic Reduction %. 26. Concrete NOT Cracked Supp. Reinforcement Present Square Base Plate Required ABs Welded to Base Plate Tension Pedestal Bar Fy 60. ksi Shear Pedestal BarFy: 50. ksi Loads DL LL "/%/L P ftc) Vy (tc) V7 fl<) Nily (tt-fl) RA7 (h_ff) Rn•"-n 2.116 No 2.243 No .9.798 1.376 .322 Yes Base Plate Stress and Bearing Result Base Plate Stress (ksi) Bearing Pressure (ksi) Combination I nod Sets Allnvdahle ASIF 1 I C AIIMACahIP '?.RiF I I C (1) 1 DL 32.4 1. .047 1 19 1. 018 (2) 1DL+!LL 32.4 1 .097 1 19 1 038 (3) 1DL+.75LL K.4 1. 085 1 19 1 033 (4) 1 DL+.hWL 32.4 1. .125 1 19 1 0 (5) 1DL+ 75LL+ 45WL 32.4 1. .022 1. 19 1 0 (6fDL+ 6'dVL 32.4 1. .153 1.19 1 0 (7.)9DL+1WL 324 1 262 1 1 19 1. 0 (3)2DL+1 6LL 32.4 1 .137 1 1 A9 1. 054 RIS.ABase Version 2.02 [C1UserslENG4BUILDtAppData\Roa en-CALLS-5 12 14 REV1-STEEL PLATE 5_13_14 rev ?rNge 1 Company e Y . 30/74 2014 Designer Job Plumber : Base Plate Title Checked Bearing Contours 022 .045 1 .039 (ksi) ® (ksi) (ksi) .007 .016 013 1DL 1DL+1LL 1DL+ 75LL Allowable : 1.19 ksi Allowable : 1.19 ksi Allowable : 1.19 ksi U C :.018 U.C. :.038 U.0 :.033 0. Q. 0. 000 Ali (ksi) (ksi) (ksi) 0. 0. 0. 1 DL+.ML 1 DL+.75LL+.45WL .6DL+.6VVL Allowable : 1.19 ksi Allowable : 1.19 ksi Allowable : 1.19 ksi U.0 :0. U C. : 0. U.C. : 0. D. 064 (ksi) (ksi) 0. .021 1.2DL+1.6LL ��U'vabie : 1.19 ksi Allowable : 1.19 ksi :0. U.0 :.054 Base date Stress Contour PF 1.528 3.148 2.743 (ksi) I_ (ksi) _u .017 x 035 03 1DL 3CL+1 i_ Allowable : 32A ksi Allowable : 32.4 ksi U.0 :.047 U.C. :.097 4.052 (ksi) .000497239 Mv 1 DL+.6\NL 1DL+.75LL+ 45WL Allowable :32.4 ksi Allowable : 32.4 ksi U C. :.125 U C. :.022 1DL+75LL Allowable : 32.4 ksi U.C. :.085 703 (ksi) 6.57182e-6 .6DL+.6Vv1_ Allowable : 32.4 ksi U.C. :.153 4.953 (ksi) .000614927 RiSA.Base Version 2.02 [C \UserslENG4BUILDWppData\Poa...... en—C.ALCS-5 12 14 REV i—STEEL PL.A.TE 5_13_14 rev l.r"ge 2 Designer Company rev. 311774 L'114 Job Number Base Plate Title Checked E%/ Base Plate Stress Contours (continued) 8.4s 4 426 (ksi) (ksi) .001 .44s 9DL+1VVL 'l.2DL+1.61-L Allowable : 32.4 ksi Allowable : 32.4 ksi U.0 :.262 U C. :.137 RISABase Version 2.02 [C:\User lENG4BUILDVA..ppData\Roa......en—CALCS--5 12 14 REV1—STEEL PLATE 5_13_14 rev1.r&gge 3 C)esigner red/ • 2/74 2014 ' Designer Y • V LLL!!! //( Job Number Base Plate Title Checked Anchor Bolt Results C'nmhinatinn I ngri fiat- Rnif Tan- !4ti 1/x !hl 1/7 fill Fnt lls-il if fi<-i) Fnv find) fir lL cil I Inrtv (1) 1DL 1 0. 0. 0. 33.8 0. 18 N.A. ( 0. (T) 2 0 0 0 33.8 0. 18. N.A 0. (T) 3 0 0 0 33.8 0. 18. N.A. 0. (T) 4 0 0 0. 33.8 0. 18 N.A. 0. (T) (2) 1DL+1LL 1 0. 0. 0. 33.8 0. 18 N.A. 0 (T) 2 0. 0 0. 33.8 0. 18 NA 0 (T) 0. 0. 0. 33.8 0. 18 N.A 0 (T) 4 0. 0 0. 33.8 0 18 N.A 0 (T) (:3) 1DL+ 75LL 1 0. 0 0. 33.8 0 18 N.A. 0. (T) 2 0. 0. 0. 33.8 0. '18. N.A. 0 (Ti 3 0. 0 0. 93.8 0. 18 N.A. 0 (T) 4 0. 0. 0 33.8 0. 18. N.A. 0 (T) (4) 1DL+.6WL 1 1.254 -.221 -.093 27 6.39 14.4 1 221 .473 (T) 2 1.254 - 213 - 027 27 639 14.4 1 093 .473 (, ) 3 627 - 185 .006 27 3.195 14.4 942 .237 (T) 4 627 - 206 - 08 27 3 195 14.4 1.127 .237 (T) (5) 1DL+.75LL+.45WL 1 204 - 166 -.07 27 1 037 14A .916 127 (S) 2 204 - 16 -02 27 1.037 14.4 .82 .114 (S) 3 .102 1 - 139 .005 27 .5,10 14.4 707 098 (S) 4 .102 -.155 -.06 j 27 .519 14.4 845 117 (S) (6.PDL+.6WL 1 1.536 - 221 -.093 27 7 827 14.4 1.221 58 (T) 2 1.536 -.213 -.027 27 7 827 14.4 1 093 .58 (T) 3 768 - 185 .006 27. 3 913 j 14.4 .942 .29 (T) 4 768 - 206 -.08 27. 3.913 14.4 1.127 .29 (T) (7)9DL+1WL 1 2 631 - 368 -.155 27. 13.404 14.4 2.035 j .993 (T) 2 2 631 - 355 - 045 27. 13.404 14.4 1.822 .993 (T) 3 1.316 - 303 .011 27. 6.702 14A 1 57 .55 (C) 4 1.316 - 344 - 133 2.7 6 702 14.4 1.879 .583 (C) (8)2DL+1.6LL 1 0 0. 0 33.8 0 18 N.A O. (T) 2 I 0. 0. 0 33 8 0 18 N.A 0 (T ) 3 0. 0 0 33.8 0. 18 N.A. 0. (T) 4 0. 0 0, 33.8 0 18. N.A. 0. (T) Anchor Bolt Results fPulloutLCs) Combination Load Sets Bo!t Tens (k) Vx fki V7 fk1 Fnt fksil ft ik-il Fnv fkgil Ni fkgil ilnity {7.pDL+1WL 1 2.631 -.368 -.155 27. 13.404 144 2 035 993 (T) 2 2.631 -.355 -.045 2T 13404 14.4 1 822 .993 (T) 3 1 316 -.308 .011 27. 6.702 144 1 57 55 (C) 4 1.316 -.344 -.133 2T 6.702 14A 1 879 .583 (C) (8)2DL+1 61-L 1 0. 0. 0 338 0 0. 18 18. N.A N.A. 0. (T) 0 (T) 2 0 0 0. 33.8 3 0 1 0 0. 338 0. 18. 1 tT-A-1 0 IT 4 0. 1 0 0. 1 33.8 1 0. 18, N.A. I 0 (T) Load Combinations LC Combinati n Load Sets 7 .9DL+1V1L 8 1.2DL+1 6LL Anchor Bolt Pullout Capacity Results Note: All capacities shown include phi factors Single Bolt: Tension Capacity LC Bolt Tens.(k) Nsa(k) Ncb(k) Nr)n(k) Nsb(k) Unitv Seismic Load(k) Steeir.in2' RIS.ABasp Version 2 02[C:1,Users\ENG4EUILD\AppData\.Roa ....en-CALCS-5 12 14 REV 1-STEEL PLATE 5_13_14 rev1 .rPzdge 4 companyi rlev . 3 3 f f 4 2014 Desgner `�+� ` Job Number : Base Plate Title Checked By.___ Single Bolt: Tension Capacity (continued) I ( P,-,It Tunc rh) rticarhl Nirhrk) N1nnik'i NlshW I Initv Seismic I oad(k) Stee'(in2) 7 1 1 2.631 3.834 4.871 9 324 0. .686 N.A. 0 0. 2 2.631 3.834 4 871 9 3 4 0. .686 N.A 0 0. 3 1.316 3.834 4.871 9 324 0. .343 N.A. 0 0 4 1.316 3.834 4.871 9.324 0. 343 N.A. 0. 0. 8 1 0 3.8834 4.871 9 324 0, 0. N.A. 0 0. 2 0. 3.834 4.871 9.324 0. 0 N.A. 0 0. 3 0 3.834 4.871 9.324 0. 0 N.A. 0. 0. 4 0. 3 834 , 4 1 Single Bolt: Shear Capacity I C ::M1 %1, tL,; V7 fL,) catkl Vrh)(vlkl Vrh' 77N,) 11(-h771'k) Vch7x!k) Va; tk'i Vxllnity VzUnity 7 1 1 -.368 -155 1 994 2 765 5.237 2 716 9.743 185 078 4 2 - 355 -.045 1.994 2.765 5.237 2.357 5.23 7 9 743 178 .022 3 - 308 011 1 994 2.357 5.237 2.357 5.237 9 743 155 005 4 -.344 - 133 1 994 2.357 5.237 2.357 5.237 9 743 173 .067 8 1 0 0 1 994 2.765 5.237 2.716 5 237 9 743 0. 0. 2 0. 0. 1.994 2.765 5 237 2 357 5.237 9.743 0. 0 3 0 0. 1 994 2.357 5 237 2 716 5.237 9 743 0 0 4 0 0. 1 994 2.357 5 237 2 357 5 237 9.743 0. 0 Single Bolt: Shear Capacity Seismic & Reinforcement I r P ,It VN (I') V7 1h1 Vvi Initu V,71 Inihi Vx-SFi Vx-I (ki Vx-St(fn?) V7-SPI V7-1 W Vz-Stfln2) 7 1 -.368 -.155 .185 078 N A. 0. 0. N.A. 0. 0 2 -.355 - 045 .178 .022 N.A. 0 0. N.A. 0 0 3 - 308 011 155 .005 N.A. 0. 0. N A. 0. 0 4 -.344 - 133 173 067 N.A. 0 0. N.A 0. 0 8 1 0 0. 0 0. N.A. 0. 0. N.A 0 0. 2 0. 0 0 0. N.A. 0. 0. N.A. 0 0. 3 0. 0 0 0. N A. 0 0 0. 4 0 0. 0. 0. N.A. 0 0. N A. 1 0. 0. Single Bolt: Combined Tension and Shear Capacity I C Rn!t NIn('r'� VnxikI Vn7fk) SRSS InteractoOn 7 1 3.834 1.994 ' 1.994 .887 N.A. 2 3.834 1994 1994 .866 N.A 3 3.834 1.994 1 .994 .498 N A 4 3.834 1 994 1.994 528 N A 8 1 3.834 1.994 1.994 0. N.A. 2 3.834 1.994 1 994 0. N.A. 3 3.8:34 1.994 1.994 0 N.A. 4 3 834 1.994 1 994 0. N.A. RISA,Base Version 2 02[C:1Users�ENG4BIJILD'.-,.,ppData\Roa .... en-CALCS-5 12 14 REVI-STEEL PLATE 5_13_14 revl rkjge 5 F1 F" 3 T-1 4!f V I �A; :- F -F f = 6 t 4Fe 16 36- e-7 /6 12- -7-16,41 3 6,Y*A pa, o rev.35/74 # -17 (-:2) .44-tl 1,9d lob' 4 14-1 0 &4 47" f-6 -rev. 6/74 P-5F -;reaxle LL = f,720 (b D �- 1316 17 i L-, L 1,144-t 4 7 6 0 �Z 15D 3 2h 0.67 Al z; kV / 4��,eslo lef -t 7r/T4 vj gN 12 4#-5 16 "'y 20" v"1,3 it 7 i3 12-* 7 T 1, --i�i,cfrp,5, W308 �L T-D 0,,-, oh, -2, �4 --,291 11 301,1 5MR12D14 Businessp`"N y BCSS Hom F i cn In ` Usrr Ragi�s't"ra"tion Ho: Top its �t� Approval (��usER. Publ Florida Building Cade Online S.ibmi: Surrharge Sta s tZ Farts "ubrcati�ns 17 k FBC Staff BCIS Si:r Map Lintz; : search r ,out t �,pr �yal Menu � Pr.,l+ ur AD ,1':ati,r + ir-h -, h ,A�ti +n List -> Application D etal •,' - FL Application Type FL i; 17-k3 Revision, Code Version 2U13 Application Status Approved Curnrwnts Arc hived Product Manufactur^r United Stccl Prducts Company Add ress/Phone/Erna il 14335 Southcross Drive SUIt!� 233 Burnsville, MN 553D6 (952)898-86u2 jcollins�nri.com Auth--rhed Signature Jim Colins jrc)ilins@mll.com Ttchnicai R oresLntative Todd Grt!vious, PE Add-=ss/Phcnt_/Email 14335 Southcross DriVL Burnsville, MN 55306 (952) A9&-8651 tq reviuu&Co,g irLralta r l.c utn Quality .assurance Representative Chad Becker Address/PhorheJEmail 703 :tigers Drive Mor--tgovnEn,, MN 56069 ;SrJ7? 354-7333 cbe.-irer+j�rnii.Iam Category Structural Compon=_its SuhcatQ9ory vtc,ud Currn_cturs Complianec Method Evaluation Reputt frum a Product Evaluation Entity Evaluation Entity ICC Evaluation Soviet, LLC Quality Assuram_e Entity PFS Corporation Quality Assurance C:mfr"act E=:piraticn !rate 12/31/2315 validated By Terreire E. Wolfe P.E ® ValidatiDn Checklist - Hardcopy Rez—& ed Certiticat� of Ind"pend,nce F "17 R3 Cul ICC Indre ndenc�xft.pdy Referentod Standard znd Year tof Standard) Standard Year A.F. AND P.A. NDS 2D'J5 ASTM D1761 2DYJ ASTM D7147 2075 Eauivaltnce of Product Standards Certified By Sections from the Code Product .Approval Method Method 1 Option C Date Submitted 32/22/2X2 https:?hr m-v.loridabuildiny.orglprlpr_ppp dtl.aspY!?paran*--,r.GE\AQv'tDq, .eK%21i1 Ne1FSD%2bBh1Si9.26sH2gV,:4Ya 2y21°'63�J 112 _ 511'�iZ'Ji-0 Date Va]16aL-gi0 Date Pending FBC Approval Date ApprL.vod Florida Building Code014ine J4(1�I1J11 74(37(2�17 J5J11/='J12 Summary of Products Qo to PagL .aft FL # Model, Number or Hame 51 7.61 4 1;TC24 i Lam t of Usr. I Approved for use in HVH2: Yas Approved for use outside HVH2: Yes I Impact Resistant: N/A Design Pressure: N/A Either: _ Limits s of Use i Approved for use in HVH2: Yes Approved for use outside HVH2: Yes I Impact Resistant: N/A Design Pressure: N,,'.A I other: rev.39174 Description — Scissor Truss. Connt�Cter mstaRaticn Instructions FL617 P3 II esr1465.pdT Verified By: ICC Evaluation Service, LLC Created bV Independent Third Party: Evaluation Reports FI P.17 R3 AE esr,465.ndf Scissor Truss Connecter Instalation Instructions FUsJ7 R3 II esr1465.odf Verified By: ICC Evaluation Service, LLC Created bV Independent Third Party: Evaluation Reports FLt17 P3 .AE esr1465.odf 010 Page4/40.0 i 317.63 S STC28 Scissor Truss Connecter Limits of Use Installation Instructions { Approved for use in HVH2: Y g FL817 R3 II esr1465.od? Approved for use outside HVH2: Yes ! Verified By: I+ C EV, luation Service, LLC j impact Resistant: i /A ; Created bV• Ind: p;-ndent Third Party: Design Pressure: N/A $ Evaluation Reports c E F1 ftt7 R'1 A =:�TA6 ..orJt � � Pag^_ 4 / 4 s other:—__----___df I_"------ ------ ,,�rqam -- -- '----"---- ---- o t Pagc wr r.,nnttayt UL .. I �-1 I h nth t-' r,�'*`r. it "allah-=isle FL_323go '�y,n,5J The Stdte Jf Fly -idc : cn AA/FF,• employr-r. i-.yrright'J 17-: UI/ ,, S-te yr Flo lid a.: P,it•<n CY Stinteme it:, Aurac.sihilit-i + at=ment Rrinn Under Flodds lac, email atlriressas era vuhlit -Cord . it you do ,,^ot uknt voor 7-maN address released in resPgrse to a oublit-ca;nrds request L❑ not sen eL,Tr,nic mall to ttl�s entity. Instead, 4s"Vitati t'- u`ficc r:y phenr orbytraditi'nai rr,ail. If yju havt anv qucs[iurs, please -r,ta K ;;SU.4a7.13S5. 'Pun_ua nt t. Sa..l.inn 455,2?"1} =1n nA., `.l:,�ul�c, affert i,n eJ inh.=r 1, 1I it r n 1 - —I u�<Ier Ch' ..le 455, F,,, must prnvriz if �h. C .n'- Irn,- t It - n -1 -rl 1 ens th-y baseer e. The crnt, is pruvld-d rray b- us d f-�r ul ii�l r�mt k_a tl r i I tt liter _. H�o.e v-r mail address_& ar pljhli rc d IT }ou j� r t -e-li t„ _pf,ly>. 1_nna1.,: rlra pine nrnvide rh . r.,n,id r.enwIh an ern., I .,dire. - .h h ran h� rr ade . +,hir 1-i In, r ,h1w. Tn daiem,u c ry-n ,� Cn_n = u -d-r CI autr 455, F.S., please J & 1111- Product Approval Accepts; F Q r� Q E i aps.-Y ii-4 floridabuilding.orglprtpr_app dtl.a px'pavanFe,.GE11XaPADgvaK%2bkAle1S5D%2bBhlSi%-?6--H2gVc4Ya�ZWI'%'� 272 ICC IaUA T ON EV CE �5 r e ccepte and rue ICC-ES Evaluation Report ESR-1455' Reissued October 1, 2011 Tris repori is svbject to renewal in two years. wy .icc-es.gEq f (800) 423-5567 1 (562) 699-0543 A Subsidiai• of fhe International Code CouncilP DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 05 23—Wood, Plastic, and Composite Fastenings REPORT HOLDER: UNITED STEEL PRODUCTS COMPANY 1430E SOUTHCROSS DRIVE, SUITE 200 BURNSVILLE, MINNESOTA 55306 (952) 898-9772 1vww.uspcon nect:ors.com i nfo(aiiuspcon nectors.com EVALUATION SUBJECT: USP STRUCTURAL CONNECTORS 1.0 EVALUATION SCOPE Con1pliance with the following codes: ® 2012, 2009 and 2W6 international &Mding Code' (IBC) * 2012, 2099 and 2006 international Residential Gadej (IRC) Property evaluated: Structural 2.0 USES The USP structural Connectors described in this report (see Table 1 for a complete listing) are used for Connecting wood framing members in accordance with Section 2304.0.3 of the ISC. They may also be used in structures regulated under the IRG when an engineered design is submitted in accordance with IRC Section R301.1.3. 3.0 DESCRIPTION 3.1 HJC and HTHJ Hip/Jack Connectors: The HJC and HTHJ H'ptJaCk Connectors are designed to support single -ply n'p and jack trusses from double -ply girder trusses. The hip truss is installed at 45 degrees with respect to the jack truss. The HJC series hanger is cold - fort -led from, No. 12 gage steel and prepunched for 16d common nails to be installed into the supporting truss or girder bottom chard and I od common nails for nailing into the hip and jack members. The HTHJ series connector is cold -farmed from No. 1P gage steel and prepunched for 10d Dr 16d common nails. See Figure 1 and Table 2 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.2 GTU Girder Truss Hanger: The GTU Girder Truss Hanger is designed to support a girder truss from another girder truss. The girder truss hanger is fabricated from No. 7 gage hot -rolled steel plate and is prepunched for 10d common mails and 'i4-inch- 6ameter (19 mm) bolts. The seat is factDry-•,vel&d tD the supporting base with '", inch {4.8 111111) fillet welds. See Figure 2 and Table 3 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.3 BN Breakfast Nook Hanger. The BN Breakfast Nook -hanger is designed to connect four sets of mono -trusses or other wood -framing members in the traditional "breakfast nook" configuration. The BN series connector is cold -formed from No. 14 gage steel and prepunched for 10d common nails into the header and 10d by 1'12-inch nails into the joist. The connector joints are factory -welded with �!�-inch (3.2 mm) fillet welds. See Figure 3 and Table 4 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3,4 HGA Hurricane Gusset Angle: The HGA10 connector is des,gried to connect wood - framing members together. The Connectors are cold - formed from No. 14 gage steel and prepunched for installation with United Steal Products WS3 or VIS15 wood screws, which are supplied with the device. See Figure 4 and Table 5 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.5 KCCQ and KECCQ Column Caps: The KCCO and KECCQ Column Caps are designed to connect wood beams to column posts utili2ing United Steel Products VIS3 wood screws, which are supplied with the device. The column caps ar:= fabricated from No. 7 gage or No. 3 gage hot -rolled steel and are painted subsequent to fabrication. The connectors consist of a U-shaped plate. factory -welded to two vertical straps '•nrith 3t16-inch j4.8 mm) fillet welds. See Figure 5 and Table 6 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.6 JN and JNE Power Nail Hangers: JN and ENE Joist Hangers are designed to support ane- and two-ply narninally 2-by-6 and 2-by-8 wood joists. The JN joist hangers ara cold -formed from No.18 gage steel and have a seat depth of 1'1,3 inches (41 rnm). The JNE Joist hangers are cold -formed from No. 26 gage steel and have a seat depth of 2 inches (51 mm). N and JNE joist hangers are not prepunched for nails. See Figure 6 and Table 7 for product dimensions, required fastener schedule. allowable IDads, and a VDicsl i►;stAiatiD11 detail. *Revised January 2012 1CY'ESEv.tirrran•�zf e� t'nrr wiLL ram+ -Feud r, z + La'da y. � •1xYor•ar�:iuritrate� l�ra}_�fJicUld,'nd,�rrs�_.i ru•r'n tl y1•rf 'raga us' uq .ndnr,rnte.af ,J Ti iu��ecl -!lc r vnr. m to ac rr r e t3 .r fr u9 rs,_ �re� u' au ,y�„ru+1: i. /�.0 LavAuulnrr A'rr:ue, LLL; zpre,. o- lnrp�_,1• rz, arz mai`,,rlrvlr q:; nrnlJur roatrer i„ rJ,x eprza, ;u a; �n mar n nr.e_i r...:c roil ,hv :�" rePrzr! Cotr,right 9 2912 .. �5 us:�uvi w Page i of 24 ai id Trusted 2 of 24 ESR-1465 I Most: Widet 3.7 LS Light Slope Hanger: The LS Light Slope Hanger has a seat that can be field - adjusted to a maximum of 30 degrees from horizontal, to accommodate slopes up to seven units vertical in 12 units horizontal. The seat depth and width are 3 inches (76 mrr+) and 1 '1,:; inches 140 mm), respectively. The hanger is cold - formed from No. 18 gage steel and is prepunched for 16d common and 10d by 1'12-inch nails. See Figure 7 and Table 8 for product dirrrensions, fastener schedule, aijovvable loads, and a typical installation detail. 3,8 SPT Stud -Plate Tie: The SPT Stud -Plate Tie is designed to fasten single and double plates to studs. The SPT 44 and stud -plate ties are designed to accommodate connections of double or triple studs to the plate, respectively. The stud -plate ties are cold -formed from No, 20 gage steel. The SPT 22 and SPT 24 stud plates are prepunched to accept 10d common nails, and the SPT 44 and plates are prepunched to accept 15d common nails. Nails fastened to the wide face of the stud must be driven at 30 degrees from the perpendicular on the horizontal plane. See Figure a and Table 9 for product dimensions, fastener schedule, allowable toads, and a typical installation; detail. 3.9 STC Scissor Truss Clip, The STC Scissor Truss Clip is designed to connect a sing le -ply scissor truss to wDriO rally 2-hy-4. 2-by-6 or 2-by- a wall top plates. The connector is cold -formed from No. 12 gage steel and has prepunched horizontal nail slots for horizontal adjustment of the scissor truss, and prepunched flanges for installation of 10d by 1'12-inch nails into sill plates. See Figure 9 and Table 10 for product dimensions: fastener schedule, allowable loads. and a typical installation detail. 3.4.0 LDSC4 avid DSC4 Drag Strut Connectors: The LDSC4 and DSC4 Drag Strut Connectors are designed to tie wooden truss chord members to the tcp plates in a wall system. The drag strut connecter is fabricated from No. 14 gage or No. 3 gage hat -soled steel. The DSC4 Drag Strut is prepunched with holes for United Steel Products WS3 wood screws, wmich are provided with the device. The LDSC4 Drag Strut is prepunched for 10d by 1'lrinch nails. See Figure 10 and Table 11 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.11 HHCP2 Hurricane/Seismic Anchor: The HHCP2 HurricaneiSeismic Anchor is designed to connect hip rafters or trusses to wall top plates, such that the rafter or truss bisects the go -degree angle between the two intersecting .wall planes. The hanger is cold -formed from No. 1S ,gage steel and is prepunched for lod by 111,- inch nails. See Figure 11 and Table 12 for product dim �r}sions; fastener schedule, allowable loads, and a typical installation detail. 3.12 ,JPF Purlin Hanger: The ,JPF Purlin Hanger is designed to support nom rally 2-by lumber. The connector is provided with constant width and different heights and consists of "U" shaped straps with bent top flanges. The purlin hangar is cold -formed from No. 20 gage steel and is prepunched for 10d cornmcn nails. The joist nails must be driven at an angle from 30 to 45 degrees horizontally through the joist into the header such that the joist is toe -nailed to the header. See Figure 12 and Table 13 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.13 LUGT and LUGTC `i' 41 I l 4 LUGT and LUOTC Girder Tiedowns are designed to connect girder trusses and other framing members to the top of light -frame w od walls or posts. The LUGT and LUGTC series tiedowns are cold -farmed from No. 14 gage steel and prepunched for 10d common nails. See Figure 13 and Table 14 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3A4 CMSTC and MSTC Strap Ties: The CMSTC arid MSTC Strap Ties are designed to connect wood framing to resist tension forces when attached to multiple 2-by members. The strap ties are cold - formed from No. 16 or No. 14 gage steel and prepunched for 1od or 16d common nails. See Figure 14 and Table 15 for product dimensions, fastener schedule; allowable loads, and a typical installation detail. 3.15 FTC Floor Truss Clip: The FTC Floor Truss Clip is designed to transfer vertical (in -plane) loads between two floor trusses having single - ply chords or double -ply chords to allow the two trusses to act as a single floor girder truss. Trie FTC clip is cold - formed from 18 gaga steel and is prepunched for 10d common or 10d by 1112-inch nails. See Figure 15 and Table 15 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.16 RT Stray Rafter Tie: The RT Strap Rafter Tie is designed to connect roof rafters and trusses to their supporting construction. All RT series connectors, except the RT 10 and the RT 20, connect roof rafters or trusses to the top plate. The RT 10 and RT 20 connect the rafter or truss to both the top plate and the .Jertical wall stud below. The RT connector is fabricated I rom No. is or No. 1 . gage steel and is prepunched for Od corrrmon, ad by 11i.�-inch, 10d common or 10d by Vlj-inch nails. See Figure 16 and Table 17 for product 6rrensiDtlS. fastener schedule, allowable loads, and typical installation details. 3.17 Materials: 3.17.1 Steel: The specific types of steel and corrosion protection for each product are described in Table 18 of this report. Minimum steel baste metal thicknesses for the different gages are shown in the following table: GAGE NO. MINIMUM EASE -METAL THICKNESS (inch) 20 ].033 18 6,044 16 O.Oss 14 0,07O 12 0.099 1 � 0,129 0.171 0,240 For 51: 1 inch - 2.5.4 rnrn, 3.17.2 Wood: Wood members must be sawn lumber or -structural glued laminated timber with a minimum specific gravity of 0.50, or approved structural engineered lumbar structural composite lumber, alternative strand but?iber, nr prefabricated wood 1-joists) with a minimum e uhlalant specific gravity of 9.50, tuiless otherwise noted in the applicable table within this report. V'lood members must have a moisture cuntent not exceeding 18 percent (16 percent for structural engineered lumber), except as noted in Section 4.1. For connectors installed with nails or ESR-1465 I roost widely Accep!ed and Trusted 3of24 VbdS series wood screws, the thickness of each wood member must be sufficient such that the specified fasteners do riot protrude through the opposite side of the member, unless other+ntise permitted in the applicable table within this report, Wood rnembers that are structural engineered lumber must be recognized in, and used in accordance. ;Ariih, a current ICC-ES evaluation report. Refer to Section 3.17.7 for issues related to treated wood. 3.17.3 Fasteners: Required fastener types and sizes for use -with the USP structural connectors described in this ro.poi4 are specified in this section and in Tables 4 through 1 .+. 3.1 7.4 Bolts: At a m,n,mum, bolts must comply with ASTM A 36 or ASTM A 307, and must have a minimum bending yield strength of 45,000 Ibflin2 (310 MPa). Bolt diameters must be as specified in the app!icable tables of this report. 3.17.5 WS Series Wood Screws: The WS series wood screws used with the HGA, KCCQ, KECGQ and DSC connectors roust be United Steel Products WS3 and WS15 wood screws, as described in ESR-275 , The appropriate size of WS series wood screw must be used, as indicated in the applicable tables of this report. 3.17.6 Nails: Nails used fir connectors described in this report must comply Wth material requirements, physical properties, tolerances. workmanship, protective coating and titlishes, and packaging and package marking requirements specified in ASTIvi F 1557; and must have lengths, diameters and bending yield strengths. Fb, as shown in the following table: FASTENER DESIGNATION FASTENER LENGTH (inches) SHANK DIAMETER (inch) MINIMUM REQUIRED Feb (Ibflin') P-nail' 1.375 0,105 100000 3d n 1'1 1.5 0.131 100000 Bd common 2.5 0.131 100000 10d common 3.0 0.143 90000 10d x 1 `1, 1.5 0.143 90000 15d common 3,5 0.132 90000 For SI: 1 inch = 25.4 mm, 1 psi = 5.89 kPa. 'The fastener designation "P-nail' refers to pneurnaticaliy driven nails described in ESR-1539. The fastener must have a minimum diameter, length, and bending yield strength as specified in this tab) �. 3.17.7 Use in Treated Wood: Connectors and fasteners used in contact with preservative -treated or fire-ratardant- treated woad must comply with IBC Section 2304.9.5 or IRC Section R319.3. The lumber treater or the holder of this report !United Steel Products Company), or both, should be contacted for recommendations on the approprate Ievnl of corrosion resistance for the connectors and fasteners as well as the connection capacities of the fasteners used with the specific proprietary preservative - treated or fire -retardant -treated lumber. 4.0 DESIGN AND INSTALLATION 4.1 Design: The allowable load capacities in Tables 4 through 17 are based on allowable stress design. The use of the allowable. load values for the products listed in Table i of this report must comply with all applicable requirements and conditions specified in this report. Tabulated allowable loads are for normal duration and/or short duration. based on load duration factors, Cr,, in accordance with Section 10.3.2 of the NOS, as indicated in Tables 4 through 17 of this report. No further increases are permitted for load durations other than thosf e�lt a eja +able loads are for connections in wood seasene to a maximum moisture content of 19 percent 1116 percent for engineered wood products) or less, used under continuously dry conditions and where sustained temperatures are limited to 100'F 137.8'Cl or less. When connectors are installed in wood having a moisture content greater than 19 percent (16 percent for engineered wood products),, or where the in-service moisture coy+tent is expected to exceed this value, ttre applicable wet service factor, G,,i, must be applied. Unless otherwise noted in the tables of this report, tl;e applicable wet service factor, cr,a, is as specified in the NOS for lateral loading of dowel -type fasteners, i1`111en connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100'F t37.8'C), the allowable loads in this evaluation report must be adjusted by the temperature factor, C,, specified in Section 10.3.4 of the NOS. The group action factor, C,. has been accounted for, in accordance with Section 110.3.6 of the NOS, in the tabulated allowable loads, where applicable. For connectors installed with bolts, minimum edge distances and end distances within the wood members must be met, such that the geometry factor, G,. is 1.0, in accordance with NOS Section 11.5.1. Connected wood members must be checked for Icad-carrying capacity at the connection in accordance with NOS Section 10.1.2. 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturers published installation 'instructions. Bolts must be installed in accordance with NDS Section 11.1.2. WS series wood screws must be installed in accordance with ESR-2761. 4.3 Speciallnspection: 4.3.1 IBC: Periodic special inspection is required for installation of connectors described in this report that are designated as components of the seismic -force -resisting system for structures in Seismic Design Categories C, D, E or F in accordance with IBC Section 1797.3 or 1707.4. with the exception of those structures that qualify under the Exceptions to Section 1704.1. 4.3.2 IRC: Special Inspections are not required for connectors used in structures regulated under the IRC. 5.0 CONDITIONS OF USE The LISP Structural Connectors 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: 6.1 The connectors roust be manufactured, identified and installed in accordance with this report and the manufacturer's published 'installation instructions. A copy of the manufacturer's published installation instructions must be available at the jobsite at all times during installation. In the event of a conflict between this report and the manufacturer's published installation instructions, this report governs. 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 statutes of the jurisdiction in which the project is to be constructed, 5.3 Connected wood members and fasteners roust comply with Sections 3.17.2 and 3.17.3, respectively. 5.4 Adjustment factors, noted it-, Section 4.1 of this report and the applicable codes, roust be considered where applicable. ESR-1465 I Wsl AcceDlea+and Trusted 4 of 24 5.5 Use of connectors and fasteners smith preservative - treated or fire -retardant -treated lumber must be in accordance with Section 3.17.7. 5.6 Connectors identified in Table 1 as being manufactured under a quality control program with third -party inspections are manufactured at the designated facilities under a quality control program with inspections by PFS Corporation (AA-552). 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 20-10 (editorially revised December 2011). 7.0 IDENTIFICATION r V ,4 ! 74 Each cotinector described in this report is identified by the product model (stock) number, the number of the ICC-ES index evaluation report for United Steel Products Company (ESR-2655). and by one or more of the following designations- USP, or United Steel Products Company. Labels on connectors identried in Table 1 as being manufactured under a quality control program with third - party inspections also bear the name of the third -party inspection agency (PFS Corporation). TABLE 1—CROSS-REFERENCE OF PRODUCT NAMES iMTH APPLICABLE REPORT SECTIONS, TABLES AND FIGURES PRODUCT NAME REPORT SECTION TABLE NO. FIGURE NO. BN Breakfast Nook Hanger 3.3 4 3 CNISTC Strap Tie 3.14 15 14 D6C4 Drag Strut Connector 3.10 1 1 10 FTC FI•aflr Truss Clip 3.15 1 15 G-TU rJirder Truss Hanger 3-2 3 2 HGA Hurricane Gusset Angla 3A 5 4 HHCP2 HurricarelSeismic Anchor 3.11 12 11 HJG HiplJack Connector .1 L 1 HTHJ HiplJack Connector 3.1 2 1 JN Power Nail Hanger 3_6 7 6 JNE Porter Nail Hanger 3.6 7 5 JPF Purlin Hanger 3.12 13 12 KCCQ Column Cap ` 3.5 6 5 KECCQ Column Cap ` 3.5 6 5 LCSC4 Drag Strut Corinactor 3.10 11 1£i LS Light Slope Hanger 3.7 8 7 LUGT Girder Tiedo'rm 3.13 14 13 LUGTC Girder Tiedown 3.13 14 13 MSTC Strap Tie 3.14 15 14 RT Strap Rafter Tie 3.113 17 17 SPT Stud -Plate Tie 3.8 9 3 STC Scissor Truss Clip 3.9 10 9 Products are manufactured at the LISP manufacturing facilities in Largo, F-L; Livermore, CEI; an; Montgomery. MN under a quality control program with third party inspections by PFS Corporation (AA-552). TABLE 2—HJC AND HTHJ HIPIJACK CONNECTOR ALLOWABLE LOADS "2'3 STOCK NO. STEEL GAGE DIMENSIONS _ FASTENER SCHEDULE ALLOWABLE LOADS (lbs) W H D Carrying Truss Carried Trusses a Download uplift' — Qty Type �� Type Jack Hip WCca=1.6 Total -Co=1.6 Jack Hip Co=1.0 Co=1.15 Co=1.25 fJo=1.6 HTHJ26-18 18 Elie 5 5 16 16d C6menon _ 5 7 16d Gammon 2190 2520 2740 _ 1045 745 1700 HJ026 12 6 ,, 3 1 16 16d Comrraon 7 5 10d Curnmon 238,5 2740 2s80 — — 1840 _ HJC28 12 6 7'1,, 31 20 1bd Common 73 6 10d Common 2980 3425 3505 — M 1840 For Sl: t inch = 25.4 mm, 1 10. = 4.45 N, 'Allowable luads have been adjusted for load duration factors, Cc, as shown: in accordance with the NUS„ The allowable leads du nor apply to leads of other durations, and are not permitted to be adjusted for other load durations, See Sections 4.1 and 4.2 for additional design and installation requirements. `See Section 3,17.,1,, fr.3r requirerl fastener dimensiuns and mechanical properties. 2Allowablet lovids shown rare for installations in wood members aumplying aeith Sec:tioni 3.17,2, %lJoud rnen,bers must also have a reference compression perpendiaular to g Fom design value. F; of 625 p.si 1431 k4l"aj &r greater. 4A,Ilowable downluads are the total allowable download for the hip and jack trusses combined, and assume that 7514of the total local is distributed to the hip truss and 251,1i is distributed to the jack truss. Allowable uplift luads on the HJC21:5 :ind HJC28 are the total allowable uplift loads for thee hip and jack trusses combined, and assume that 75`90 of the total load is distributed to the hip truss and 25% is distributed to the jo k tru,-'„ IL 'Typical HJC/H`fHJ installation top view FIGURE 1--HJC AND HTHJ HIP JACK CONNECTOR up O tO b.. TABLE 3—GTU GIRDER TRUSS HANGER ALLOWABLE LOADS''p,a I' c 1 F: at i a Ir 'rit.rLE ALLOWABLE LOXIA (Ibc4) �dw �" DiNfElFSICtS(in.) MIMtMIUiVt ..m.� �. 5Download, C fiatllk,d'Merrtben f?c +Ioacla Uplift A STOCK( STEE CA32Ft rr,.nay Tarp Ply Three Ply Two Fly Three Ply NO. GAGE MEMBER frt�{nl:w4 Bolts Nails wt Wx H D SIZE ° Bc11t YY T� Cor='1.o Ca=1.15 C&1.25 Co-=f.Or Cu=1.15 Go=1.25 Ga='1.6 Gurl.6 i,,11k1C1 7 +�r�4 5'%� 22'r� 6 2x6 5 3rq, 2 'urq, 8 10d fi250 6250 (i2�0 fe2"r) bz`$! 6250 $335 &3�: GTU3D 7 471g 5`!z 2`r'r' 6 2 X 6 314 Z sla S 14d E� 35 97QU low V2� 0 1 10665 1 I 1 2 x ID 6 'r; 2. #/, $ 10t1 Cu tr r r R 10 t ase4fb 16 1(}265 10000 12022 UTU t CXt Fur BE 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Aflowable loads have been adjusted for load duration factors. CD, as shown, in accordance with the NDS. The allowable loads du not apply to loads of other durations. and are not ?See to be adjusted for other loaad durations. See Sections 4.1 and 4.2 for additional design and installation requirements. See Section 3.17.3 for required fastener dimensions and mechanical properties. `Aoviable loads shown are for installations in wood members complying with Section 3.17.2.. "The Carrying Member is defined as the vertically aligned lumber web member of a minimum h-vo-ply plated -wood truss. "Two Ply" denotes a minimum carrying member thickness of 3 inches (76.2 mm) along the bolt ayis. "Three Ply' denotes a minimum carrying member thickness of 4.5 inches (114 mm) along the bolt axis. The bottom chord of the carrying truss must not be larger than a nominal 2 x B. in order to achieve the required end distances for bolts into the carrying member, `The Carried Member must be constructed such that the two bolts pass through a vertically-orientedweb member, with a minimum 1112 inch (39 mm) edge distance and 5'1, inch (133 rnm) end distance. tin I �• TU40 (67ubo imilvr) FIGURE 2--GTU GIRDER TRUSS HANGER n1 ESR-1465 I Uost Widely Accepted and Trusted 7 of 24 TABLE 4—BN BREAKFAST NOOK HANGER ALLOWABLE LOADS rev. I STt)CK I STEEL INO, GAGE DIMENSIONS (ii) FASTENER SCHEDULE AL-OWASLE LOADS (IbS.) Nader Joi--fi Download Uplift7 otY Type` s 1 T G-1.4 C.,�=1.96 C1.26 C1.G N+ 10 1 CMCcrrnrncrts t t7tt x 1',', �0 2736 2975 fi45 �t2; ( - l 7`r"s 10 2(i 1(7d Common s 10€1 x 1'?2 2380 2735 2975 645 For 51: -1 inch = 25.4 mm, 1 IV = 4.45 N. 'flowable loads have been adjusted for load duration factors, Co, as shown, in accordance with the NDS. The allowable loads do not apply to loads of Other durations, and are not permuted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installation requirements. -See Section 3.17.3 for required fastener dimensions and mechanical properties. 'Allowable loads shown are for installations in wood members complying with Section 3.17.2. "The BN hanger supports four members simultaneously. Each supported member- must be 1.5 inches (38 mm) vnde. 'Two nals nwst be installed in each of four members for a total of eight nails. 'Allowable loads must be distributed equally (within 10%) among the four supported members. 'BAa ,imum uplift on any member must not exceed 175 pounds, and the sum of all four members must not exceed the tabulated load sho'rni. ti— fypical 13N installation zz lie 7 A !p IC(i 13N amdard Configuration (top view) FIGURE 3-13N BREAKFAST NOOK HANGER ESR-1465 1 Most and Trusted 8 of 24 TABLE 5—HGA HURRICANE GUSSET ANGLE ALLOWABLE LOAA DIMENSIONS (In) FASTENER SCHEDULE ALLOWABLE LOADS (ltfS) STOCK STEED. -_- Plate RaPterr runs Fr E24 F3 uplin NO. GAGE W H D Oty Type � Typee=1,6 =1.6 O Ca=1.8 e G -1 HGA I0 14 1 3), 3 2 1 d WS3 4 WS15 1320 1565 835 1285 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Allowable loads have been adjusted for a load duration factor. C , of 1.6, corresponding to a ten minute load duration (i.e., wind or earthquake bading), in actflrdance with the INDS. The alloviable loads do not apply to loads of other durations. See Seutions 4.1 and 4.2 for additional design and installation requirements. 'Allowable loads shown are for installations in wood members complying Frith Section 3.17.2. `See Section 3.17.3 for required fastener dimensions and mechanical properties. `Allowable loads in the F2 direction are based on a reference compression perpendicular to grain design value: F , of 565 psi (3,94 MPa) or greater. PSMrt Fi Typical HGA10 ln5talla-Mort FIGURE 4—HGA HURRICANE GUSSET ANGLE TABLE 6-KC C 0 AND KECC 0 C 0 LUMM CAP ALLOWABLE LOADS' "' WOOD MEMBERS DIMENSIONS 011clleO NO., OF USP W53 ALLOWABLE LOADS (lbs.) WOOD SCREWS L Download Uplift' STOCK NO. Beam Post Steel w, H Cr,=1.0 Width SIZe 4 onge KCCQ KECCQ Beam Post KCCO KECCQ '-KCCQ KECCQ KCCO325 3 3 7 314 7 16 14 2-14 5 5 14-65D 71390 7,105 KCCQ32546 3 7 3'/4 11 7li, 16 14 2 16 14 24.065 7,105 KC0044 31 3"?, 7 7 3, 7'l, 16 14 24.065 16.405 7.105 KCCQ45 K C- C 10141 31imz 5'1, 7 3,1�� 8'1, 6 14 24.065 18,59!� 7,390 7,105 6 12 11 9'1z 16 14 24,065 2U80 700 7,105 KGC047 31/2 7 7 711, rCC l-6 8 13 16 14 >8.440 20.780 aV 7, 105 K 0 47X 3'/, 7 3 3 71l- all, 1614 24,065 18.595 7,390 7,105 7'1, 7 36/0 311Z 3 5'1'4 3,l, b 13 911, 16 14 41.340 22.330 7,3E0 7,105 t<ccQ525--6 51/, 3 13 It 14 41,640 27.3D0 7,290 7,I05 KCCO525-8 7'1, 3 13 91, '16 14 41.640 30.43D 7,390 7,105 114 6,l, 11 9,1, lk 1.4 36-905 31,17D 7,390 7,105 KCCQ57 5 7 7 5 /e 7 l6 8 13 9 16 14 42.555 31.170 72,U) 7.105 KCCQ57X 7 3 KCCQ64 11 8 1,_, I b 14 37.815 23.535 7,390 7. 105 1 c 14 37-815 28.910 7,390 7,105 K(-,CQGC, 7 -1 KCC;Q67X 7 7 5,12 7 41 5,1" 11 8, r) 14 37.815 29.-a�o 7,390 7,105 KCCQSB 7 5 71t, fill, 11 81/, 14 37815 29,22D 7,290 7,105 8 1l, 16 14 48.125 28.240 735fCt 7,105 KCCQ71-4 7 3% 3 7 16 14 48,125 35-2135 7,390 7,105 KCCQ71-6 7 5l, 3 7'/? 16 14 48.125 37.19U 7,3ElO 7,105 KCCQ71-71 k' CQ7 1 -�7-_ 7 7 3 3 711:� 6 6,/, 1 14 48-125 37.19D 7Z10 7,105 KCCQ71--d 7 71l, 3 7 le. KCCQ74 3 l, 3 6-,/, 3% 611, 1 ell, it 14 46,405 27AS5 7,390 7,105 8 +2 16 14 46.405 35,80 7,390 7,105 KCCU-76 63/4 fill;3 6,/, -,/, 67 p"l, is 14 46405 35 - 8 6 D 7,390 7,105 Ct (I Q 7 7 6'/, 63.1: 3 6 'j, KCC078 6. 16 14 46.405 373.BB0 7,3H 7.105 KCC084 3 7 7i, 16 14 51.565 29 785 7,390 7,105 1 14 51,565 37.a�40 7,3H 7,105 KU,08r 5 7 7'1, 16 14 51.565 391845 7,390 7,105 KCCQ88 71/>. 3,1, 7 811Z 16 60.155 33.595 7,390 71.105 KCCQ,q4 87/4 311, 7 8 b'l, 11 8'l 16 14 60- 155 42-630 7,290 7,105-- KCC;Qgb 6'4 5,12 7 671�� KCC098 711, 71l- 02 11 81", it 60,155 46,485 7,31J0 7,105 7 = 76'1 2 11 8 'l 14 65.315 455.760 7,105 -V U> 0 A. A. For Sl: 1 inch = 25.4 mrn, 1 lbf = 4.45 IJ. Footnotes for Table 6: Allowable loads have been adjusted for load duration factors, Cr,, as shown, in accordance with the NOS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. Sege Sections 4.1 and 4.2 for additional design and installation requirements, See Section 3.17.3 for required fastener dimensions and wechanical properties. 'Allowable loads shown are for installations in wood members complying with Section 3.17.2. Wood members must also have a reference compression perpendicular to grain design value, Fr„ of 625 psi (4,31 MtPa) or greater, `Values indicate the required dimension of the post in tiwe direction parallel to the long axis of the beam. `Allowable downloads apply to conditions in which the underside of the beam and top of the post are in contact with the steel bearing surfaces of the column cap, and the team is continuous over the length, L, of the column cap. 'Allowable downloads must be further reduced to account for stress limitations in the colurnn (including axial loading and moment due to eccentricity), where such limitations govern. `Allowable uplift loads for the KCCO colurnn caps do not apply to spliced beam configurations. Typical KCC enter cap iMotallation FIGURF S---KCCQ AND ICV='CCQ OLURr1N CAPS Typical KECC end cap p inotallatio go rn C1i r» ESR-1465 1 Most Widety Accepted and Trusted Pa,4e 1 i of 24 TABLE 7—JN AND JNE POWER NAIL HANGER ALLOWABLE LOAfev ' S WK ' NCB. JGIST Wl7M I STEEL (3AGE DlMEf1S1ONS(in.) rASMIER SC.NEMLE 3.4.3 ALL.O4t1AME LOADS +lb34 L°V 14 D 14aadvr ,lairrt Dowmlaad Upfiht e atyr Type Qtv Type Co=1 J 1262 J-1426-2 a (2)it,'- M 1t,f; 1¢ 15 3tAr0 VAS, §''Is 11, 1R+$ 11 :a 8 P rs l h P- r1 mI90 SW C130 575 10 P-nC31 6 P-ter? FM Ace 750 575 12 P-nail 9 P--lad 77111 gin 9)n 575 7= tai; 6 P-pail fSdG i 10550 575 16 P413i1 & P-13i1 ex 110E 1,200 575 18 P-na,l 5 P-lad ; ;mil 1241 1350 575 20 P-maii 5 P-^sail 1 1 138E 4-W 575 22 P-rtiaal 6 P-earl 1320 152C, 16-5€1 575 24 P-nml 5 P-^sail 1440 1W 18f117 575 JN26E J`v287" JN210E 1t 1112 1'/E 2D 20 20 1911� 1`Fiw 1 5t1, 6S,4 $11a 2 2 2 8 P-mol 4 P-,,al 411 645 510 -140 10 P-mail 4 P--mil 5a0 680 7I0 34f1 12 P-m01 4 P-read Tic 815 835 34- 0 14 P-nail 4 P-tail 826 C-4-t7 1035 3-10 16 P-11.3,11 4 =' ^ail C-1e15 1(1P V80 3440 18 Pal 4 P- pail Iwo o 122C 11,*30 20 P-mail 4 P-nail 1415 143E 1?30 3d11 For 5I: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. Ahwable, loads have been adjusted fnr load duration factors, Co, as shown, in accordance with the NDS. The allovrable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installation requirements. `Allowable loads shown are for instaflations in wood mambers complying with Section 3.17.2. 'The fastener designation "P-nail" refers to pneumatically -driven nails described in ESP-, 153g, and must have a minimum diameter, length, and bending )yield strength as specified iri Section 3.17.3 of this report. 4Fasteners must be pneumatically driven in such a way as fm4y seats the nail head against the hanger steel, without embedding the nail head through the Mane of the metal surface. or otherwise punching through. '"The quantity of nails installed must be equally distributed to bath sides of the hanger. The nails must be located at one inch spacing in a row, with the vertical rows spaced at "Is inch (9.53 mm); also no less than 511E inch (7.94 mm) from a sheared edge and no less than _,, t inch {7,94 nm) from a formed edge. gJN and JNE hangers provid, torsional resistance up to a maximum joist depth of ID inches (254 mm), where torsional resistance is domed as a moment 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 ugth respect to the vertical position of the joist is 0.125 inch (3.2 rnrn} r_ ESR•1465 I Most Wide& AcceDled and Trusted 12of 24 TABLE 8—LS LIGHT SLOPE HANGER ALLOWABLE LOADS "', v' DIMENSIONS ifn.) FASTENERS ALLOWABLE LOADS (lb-,) STOCK STEEL Pleader Mwnlaad l.iptift � NO. GAGE W H D Qty Type 01ty Type Co".0 C6-1.1 , 1 q)-1.25 C0=1.6 7 10d x 62 7 1qd x 1'l 78--- 900 980 675 7 16d Coriv ion 7 10d x Ill. 94- 0 1105 1170 675 10d x 11?r 9 10d x 1'f:, 1010 1160 1260 10M PTO,LS2 1gJ�g 7'fa 0 16d common 9 1 10d x 1117 1723.5 1 1370 1370 1035 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. Allowable loads have been adjusted for load duration factors, Cc, as shown, in accordance with the NDS. The allowable loads do not apply to bads of other durations, and are not permitted to be adjusted for Other load durations. See Sections 4A and 4.2 for additional design and installation requirements. 2See Section 3.17.3 for required fastener dimensions and mechanical properties. 'Allowable loads shown are for installations in wood members complying with Section 3A7.2. 'Hangers may be field -adjusted to a maximum of 30 degrees from horizontal, to accommodate slopes up to 7' 12, r' R v� cal 1 Tiled FIGURE 7-1-5 LIGHT :LOPE HANGER E5R-1465 1 Most Wi iety Accepted and Trusted Paae13of24 52 TABLE 9---SPT STUD -PLATE TIE ALLOWABLE LOADS . STOCK NO. STEEL GAGE DIMENSIONS fin) FASTENERS 4 ALLOWABLE LOADS (Ibs)" W H L stud Plate Uplift F1 F2 Qty Type (lty j Type CK)=i.6 Ca=1.6 Co=1.6 SPT22 20 131" 431z 31 4 10d Common 4 143d Common 695 5L0 260 SPT24 20 121'� 5"1,, 31!: 6 10d Common 6 t4d Common 10313 5613 2bql l SPT44 20 3�1,: s374 ti'17 n" 1 13d Common 6 16d Common 1305 6:13 0= 255 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Allowable loads Have been adjusted for a toad duration factor, Cr, of 1,3, corresponding to a ten minute load duration (i.e., vAnd or earthquake loading), in accordance with the NDS. The allowable loads do not apply to loads of other durations. See Sections 4.1 and 4.2 for .additional design and installation requirements. 2See Secticm 3,17.3 for required fastener dimensions and mechanical properties, 'Allowable loads shown are for installations in woad members complying with Section 3.17.2. -The tvu nails fastened to the ride face of the stud must be driven 301 from the perpendicular on the 110620nt9l plane. 'The allowable loads are fora single SPT device per connection. If two SPT d dices are used for a single connection (with cne an either side of the framing), allowable loads may be doubled. 5 FT rty is p-r FIGURE 3—SPT STUD -PLATE TIE EBR-1465 I Most and Trusted Facie 14 of 24 TABLE 10--STC SCISSOR TRUSS CLIP ALLOWABLE LOADS' ` — rev. STOCK NO. STEEL GAGE 011MENSIONS (in.) FASTENERS SCHEDULE � ALLOWABLE LOADS (IbS) Tru33 Plate Lateral (F9) uplift wl WA Oty T Yp"g oty Type Cry-1. Cei. STC 24 i2 '` ,q A's 5 11Di x 11, 6 6 10d x 1 tfz 330 810 ,TC 7F 12 1nd x 0, fi I tfltl x 1tf, 3-N) 81(1 STC 28 12 1 Dd x 1'f' 6 10d x 1' f2 330 210 For SI: 1 inch = 25.4 rnm. 1 IV = 4.45 N. Ilollwwable loads have been adjusted for a load duration factor, CD, of 1.5, corresponding to a tan minute load duration (i.e., wind or earthquake loading), in accordance with the NdS. The allowable loads do not apply to loads of other durations. See Sections 4.1 and 4.2 for additional design and installation requirements. 'See Section 3.17.3 for required fastener dimensions and machanical properties. 'Mowable loads shows are for installations in wood members complying ),lith Se,:tion M7,2. "The truss set into the STC connector must be laterally supported to prevent rotation in the device. a FIGURE 9—STC SCISSOR TRUSS CLIP ,and Trusted 15of24 ESR-1455 I Most rev TABLE ii—T]SC AND LDSC DRAG STRUT ALLGWABLE LOADS STUCK NO. STEEL GAGE DIMENSIONS tin.) FASTENM SC14EDULE ALLOWAELE LDAiDS Qbs) Truss Top Plate Tension Compression �{ L t]ty Tie ctyf Type Grp= I.6 G�=1. LDSC.4L;1R 4 2 j tug:, 9 1 x1:"- 9 i 10dx1'� GSCrlIJR v 3': i! 1�a,y53 its `1�n 4i Far Sl: i itv-h = 25.4 mm, 1 Ibf = 4.45 N. -Ilowabla loads have been adjusted for a load duration factor, Cc of 1.5, corresponding to a ten minute lead durati=gin (i.e., Wind or earthquake ifladingj, in accordance with the NDS. The allowable loads do not apply to loads =af other durations. See Sections 4.1 and 4,2 for additional design and installation requirements. `See Section 3.17.3 .or required fastener dimansions and machanical properties. 'Allo,.aable loads shown are fvr installations in imoQd members Complying with ,;ej: ion 3.17.2. P5 C4R right Shown J 7- LD!5C4L left ahown FIGURE 10—GSG DRAG STRUT Goo-rrn: Fitt tG�9K7.r Typical D5C4R LD5C4 Installation ,ind Trusted 16 of 24 ESR-1465 I Most . ev TABLE i2—HHCP HURRICANEISEISMIC ANCHOR ALLOWABLE LoAb. D!MENSIONS;irt.s FA.STEW—R SCHEDULE LOAD$ Ob�) STOCK TRUSS STEEL NO, GAGE TrussJP-ftr P13te (in.) H city Type ON Type cn=1.6 (:,=I 6 0 10dx1 7D For 81: 1 inch = 25.4 mw, I Ibf = 4.45 N. Allowable loads have bean adjusted for a load duration factor, �-,, of 1.6, corresponding to a ten minutes load duration (i.e., wind or earthquake loadin9j, in accordance vjtfi the NOS. The alowable loads do not apply to bads of Other durations, See Sections 4.1 and 4.2 for additional design and installation requirements. 'See Section 3.17.3 for required fastener dintensions and mechanical properties. 'Allowable loads &Iiovmi are for installations in wood members complying uldith Section 3.17.2. U 0! f-r 4 r� . ypical ht1C?2 trijsWafter to clouble- plate corner m5tallation FIGURE 11—HHCP HURRICANE SEISMIC ANCHOR TABLE 13—JPF PURLIN HANDIER ALLOWABLE LC)AIDS "" DIMEN31IONS (ln,) FASTENER SCHEDULE ALLOWABLE LOADS (bs.)' STOCK NO. STEEL GAGE MEMBER SIZE W H TF FWader Joist, Download uplift Top Fam Tne Oty Tpe CD21 .0 Cr)0t15 CD=1,2tL Cr'=I.G ,;PF24 '20 11�'e 2x4 2 0 1 Od 2 1 0d C."rmn 1070 070 1070 -a 1 15 2 2 1W Cori mirl 2 1 Od Czniimn 1275 '1275 12075 470 1 ,JPF26 20 1 1 9 1 5�"" 11 1, fit", 2x6 2 0 110d Common - 2 10d Comnx)n 1070 !070 1070 — 315 2 2 11 Oci tal n61A r7 1 -'i275 1275 470 For 51: 1 inch = 25.4 rwy), I lb f —1.45 St. Allowable loinds have been adjusted for load duration Incturs. Cr,, as shown. in accord�,.)nm with the NUS. The allowable loads (to not apply to loads of ollier durstiuiis, and are not V ermitte d to be adjusted for oilier Lad durations. See Sections is 4.1 and 4.:� for additional citsign and installation requirements. 'SeL 3.17.3 for required fastener dimensions and mechar*"al properties. 2 Allowable loads shown are fur installations in wood rneri-ribers complying with Section 3.17,2. Alood members must also have a reference ccnipres,,ion perpendicular to gram design value, F, - of U25 psi (4.31 KiPa) or greater. I JPF hangers provide torsional resistance, where torsional resistanre is defined as a moment not less than 75 pounds (334 N! times; the depth of the joist at vd)ich the lateral movement of the top or botium of the joist vVith respect to the verl�icull F,osition of the foist is 0.129 inch (3.2 mm). 'Joist nails niust be driver) horizontally into the joist at an angle of 30- to 45-degrees from normal, suc;h that they' pwieWztu through the joist, and into the header. I FIGURE 12---JPF PURLIN HANGER 'U GIRDERSTOCK fT9EPJIBE:R STEEL NO.WVIDTM (in.) G1F ,�{ LUGT"2 14 3` f 7 1� TABLE 14-4.UOT AND LUGTC GIRDER'rIEDOWN ALLOWABLE LOAD5''' DIMENSION lOnc:hes:j WFASTENER SCHEDULF: Plate Stud RafiderfirrtAs TH B 441"C'1�1`,A"pe i� Nall Type Nail Type �, K)rt 1=1 1(}+ci common i6 1 tad �:orrtmorl x1 "2 1 -A ALLOWABLE LOADS 0b'-5 j Fi Fp Uplift Cel.6 Gell.6 Cv=1',6 1015 440 2260 Fur SI: 1 inci, 25.4 mm, 1 Ibf = 4.45 N. •Allowable loads have been adjusted for a toad duration factor, C, of 1.6, corresponding to a ten minute load duration (i.e.. wind or earthquake loading), in accordance with the NDS. The allowable loads do not apply to loads of other durations. See Sections 4.1 and 4.2 for additional design and installation requirements. 2See Section 3.17,3 for required fastener dimensions and mechanical properties, 'Alluwable loads shm mn are far installations in wood members complying with Section 3.17.2. c Cro *l- t E� a , A Typical 1. 61 wood inataiiat on FIGURE 11: —LUGT ESR-146 , 1 Most 11;lidery Ae �epled and Trusted Page 19 of 24 ev. TABLE 15—MSTC AND CMSTC STRAP TIE ALLOWABLE LOADS r DIMENSIONS {in.) FASTENERS ALLOWABLE STEEL TENSION LOADS Minimum Nails STOCK NO. GAGE {Ibsj W L Type CD=1,6 Per End 3 2311, 18 10d Common 3455 MSTC2i3 15 3 2s11, -17 1 t7d CDRlnlDfi 3$6+3 16 3 40114 24 10d Carimon 4? 15 MSTC40 16 3 40114 23 16d ConvnDn 4?15 1S 3 5211, 30 lod CvpunElo a 4715 MSTG52 i6 ,S�ri4 26 '.Lid corri11oil 4715 a 14 3 65 1, 36 gd Common 6015 MSTG55 ., 4 3 n5 i,, 31 5d Common u1015 14 3 a - 14 1 ad CommonC 616 1 MST_ C 8 14 31 77'14 3v bd Cor ni n r c i> ' 3 — '19 lud Connnion 4715 GMSTCI6" 15 3 — 25 16d Gammon 4715 For SI: 1 inch = 25,4 rim, 1 Ibf = 4,45 N. 'Allowable loads have been adjusted for a load duration factor, Go, of 1.,6, corresponding to a ten minute load duration (i.e., wind or earthquake loading), in accordance with the NDS. The allowable loads do not apply to loads of other durations, See Sections 4.1 and 4.2 for additional design and installation requirements. 'See Section 3.17.3 for required fastener dimensions and mechanical properties. "Allowable loads showta are for installations in wood members complying with Section 3.17.2. 4Length of CMSTCI6 is approximately 54 feet_ The CMSTCIn strap tie may be cut to length as necessary for 1hQ application, provided the minimum nailing requirements at each end are met, { .ty.: - fv -- FIGURE 14—MSTC AND CMSTC STRAP TIE ESRA465 l %4051 WiLivi and Trusted Page 20 of 24 TABLE %— FTC FLOOR TRUSS CLIP ALLOWABLE Lap.DS 1, 1' `, °' rev. WOOD MEMBER DESCRIPTION STEEL GAGE DIMENSIONS (in.) � i FASTENERS ALLOWABLE LOADS (Ibsl' STOCK NO. W, Ws Ff I Ott i Type Co=1.0 FTia i ply 4 x 2 1 "r 1g Cs�r7rnrbn g35 r C_tF t 1 71y`4x2 1$ t',1i — 4'1 1f` t 1d Corrutr,Oj $8S FT 2 2 Ay 4 x 2 1$ 3'Iz 3'1,:: 3 10 l Jd l ornmo805 FTG2F l 2 tly4 12 1$ 3 1,8 — 4'13 10 1rJd FTC32 pn/ x 2 18 21,:. 2 1 1'1_ 10360 For SI: 1 inch = 25.4 mr. t, 1 lb` = 4.45 N. 'Allowable loads have been ad ust d for load duration factors, Co. as shiwin, in accordance With the NID—S. The alluviable loads do not apply to loads of other durations. and are not permitted to be adjusted for otiter load durations. See Sections 4.1 and 4.2 for additional design and installation requirements. 'See Section 3,17.3 for required fastener di taensian5 and mechanical properties. 3Aflowable loads shovm are far installations. irr Rood m+tmbers complying With Section 3.17.2. fcr use with single ply chord floor truss systerns: and the FTC2- 'The FTCi . FTCi F, and FTC32 ara it tees+de+ and FTC2F are intended for double ply ctrard floor :runs systerns. `The FTC clips must be installed in pairs, ❑r nnultiples ❑f tvsa, ❑n either side of, and vrithin tore{ve inches of a concentrated load. To transfer uniform loads, the FTC clip should be installed in regular intervals aloha tine length of the truss, and located at panel pDints. he top chord of the truss, and, if necessary, along the bottom chord in 'The FTC clip should be installed on t addifian. `Tabulated allDlvable loads apply only to vertical {in -plan¢? lands transferred from one truss chord to an edjeJent truss chord. C J'•11J' MIF -typical r% installation FIGURE 15—FTC FLOOR TRUSS CLIP ESR.1465 ] Mosi Widely Accepted and Trussed Page 21 of 24 TAt3LE 17—RT STRAP RAFTER TIE ALLOWABLE LOADS rev . r'`j'{ � ��// `A✓LLOWABLE FASTENER SCHEDULE STOCK STEEL LOAD LOADS (lbs) Rafter l Truss Plate Stuff NO. � GAGE DIRECTION Qty Type Qty Type Qty Type Co=1.6 Sd Common 8d Common Uplift 310 RT3A 1 . ( 4 or 4 -or- — — i Perp(F1) 190 ! 3d x 1'r-, Ld x 1'l. I Parallel (F2) 190 i 8d Common 8d Common Uplift 410 RT4 18 4 i -or- 4 -or- — — Perp (F1) 215 Ed x 1 `r Sd x 1'1; Pa,alki (F2) 215 -- nrrion ad Common I Uplift 540 RT5 18 4 -or 4 -or- — — Perp (F1) l 2d5 8j x 1'in 8d x 1'12 Parallel {F2) s 5 Uplift F :7-3`7 RT5 18 a 10d x 1 ?, { t j 10d x 1'?; — — Perp (Fi) P100 l i Parallel (F2) 8s fl Uplift 585 RT7 18 5 8d Gammon 5 8d Common — — Perp fl) 195 Parallel (F2) 195 ad Common Lid Conitnon ` Uplift 670 RT7 A. 18 5 - or - 5 - or - — — Perp (F1) 210 8d x 1'1� Ed x 1'1; l II Parallel (F2) 210 10d Common 10d Commar, Uplift 775 RT11k 16 5 -or- 5 -or- — I Perp (F1) 215 R 10d Y 1'r , t fld x 1'? : , Parallel (F2) 215 Uplift 585 RT10 1' 6 8d Cammfln 8 ad Common G �d Cmm��or� ! Perp (Fi) 195 Parallel (F2) 195 I j Uplift 530 P.T15 I l 8d x 11;2 5 8d Common — — Perp (F1) i e 500 RT16A 18 9 10d r<':'?_ g 8 I 1 sld Common - or- 10e, x I — — i Uplift Perp (FI) Parallel (F2) 1389 80t', 6,45 RT16-2 18 8 8d Comm-t.ii - Dr- Sd x 1'i 8 8d Cor,'mon l -or - _ x i — — Uplift Perp (F 1) Parallel (F2) 1 15ill 355 415 l RT 20 16 I 9 I 10d x 1'?, 4 10d C-otlirmor. 9 I ibd x 1'f2 ( Pep (F1) Parallel (F2) For SI: 1 iriCh = 25.4 mcn, 1 Ibf = 4.45 N. AI(DvuaLla loadq r -3,je kreen adjusted for a load duration factor, Cu, of 1,x,, cQkn_spoudirx3 to a ten minute load duration (La., wind or earthquake loading), in accordance with the NDS. The alloAvacle loads do not apply tc loads of other durations, yu :erections 4.1 and 4.2 for additional design and installatio>, require-ments. `Sep SaaLi=.gin 3.17.3 for required fastener dimensions and mechanical praperii .s. 'Allordable loads shown are for installations in wood members complying with Section 3.4i=.m. ESR-1465 I Avlost Widely Accepted and Trusted g She 22 of 24 '-74 ray. 1 �g a 1 Typical Kra 1 .. _ ., . Typical RT4 tru5Eimfter +'` truoalrafter RIZA. to date imatallation RT4 to plate in!F:,tallatlom t 1� j _ Typical RTC d �: i al RTO truoolrafter tru �5rafter to Aouble RT66 t01 ouble RT5 plate in5taliation plate inotaElation r T ic;al RSA Typical �� 1 t��o1 rafter � -u --cin� fte r �Zi�A double plate :n5tal{alien i PIT17 plate rmt-afft'- 1 ior- FIGURE 16 -RT STRAP RAFTER TIE E5R-1465 I Most Wide, and Trusted Page 23 of 24 rev. ,1 �L t L F A 7 i . -, Typical RT10 Typical MA truss/rafter to 5tU45l to double t double plate to RTBA plate installation PT10 stud installation 7;"' Ile rt Typical RT15 trusslrafter t _ Typical RTIGA _. double plate true/rafter to double lZT15 installation RT16A plate installation ij ?- Typical RT15.2 `, Typical RT20 truss/rafter to double ► truss/rafter to double RT16-2 plate installation RT20 ate to Stud installation FIGURE 1fi—RT STRAP RAFTER TIE (Continuad} ESR-1465 I Most Widely Accepted and Trusted Page 24 of 24 TABLE 1E—STEEL TYPE, STRENGTH AND CORROSION RESIST A1f *.WV. b �3/ J PRODUCT STEEL COATING BN Breakfast Nook Hanger ASTM A 1011, SS designation, Grade 33 Painted CPASTC Strap Tie ASTM 653, SS designation, Grade 50, Class 1 G90' DSC4 Drag Strut Connector ASTM .A 36 Painted FTC Floor Truss Clip ASTM A 353, SS designation, Grade 33 G90' GTU Girder Truss Hanger ASTM A 1011, SS designation, Grade 33 Painted HGA Hurricane Gusset Angle ASTIR A 353, SS designation, tirade 33 G94' HHCP2 Hurri:anelSeismic Anchor ASTPA A 653, SS designation, Grade 33 u80', G1 6' ii JC HiglJack Connector ASTi:t A 9-53, SS designation, i3rada 33 G90' HTHJ Hipr`Jack 4--3nnector s i ASTM A 553, SS designation, Grace 33 G90', G155' JN P-mvF!r Nall Hanger ASTM A 553, SS designation, vrade 33 G90' JNE Power Nail Hanger ASTM A 353, SS designation, Grade. 33 G90' JPF Purlin Hanger ASTM A 653, SS designation, Grade 33 G90' KCCQ ! KECCQ Column Cap No. 3 Gage Material: ASTM A36 Painted No. 7 Gage Material: ASTM A 1011, SS designation, Grade 33 LDSC4 Drag Strut Connector ASTM A 553, SS designation, Grade 33 G90' LS Light Slope Hanger ASTM A 553, SS designation, Grade 33 G90' LUGT 1 LUGTC Girder Tiedolwn ASTM A 5S3, SS designation, Grade 33 G90' PASTC Strap Tie ASTM A r,53, SS designation, Grade 50, Class 1 G90' RT Strap F[after Tie ASTPA A 553, SS designation, Grade 33 G901, G195' SPT Stud -Plate Tie ASTM A 553, SS designation, Grade 33 G9Ji, 01m, STC Sdssor Truss Clip ASTM A 653, SS designation, Grade 33 G90' Fa: LI: 1 Ibfhr:` _ -.89 kPa. Corrosion protection is a zinc coating in accordance with ASTM A 553_ vULJR-25 9 [��4/74 Used fur Florida State Fide Product Approval # -- -I V;Eb�) 10655 Products on this Report which are SIMPSON STRONG -TIE COMPANY, approved: INC Product FL# Product FL# Product FL# Product FL# HHUS210-2 10655.1 HUM 10655.42 HUC44 10655.82 SUL210 10655.122 HHUS26-2 10855.2 HU38 10655.43 HUC46 10655.83 8UL210-2 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 10655.85 St1L26 10-355.126 HHUS48 10655.6 HU416 10655.47 HUC614 10655.87 SUL26-2 10655.127 HSUL210-2 10655.7 HU44 10685.48 HUC616 10655.88 SUL 414 10655.128 HSUL214-2 10655.8 HU46 10655.49 HUC66 10655.89 SUR210 10655.129 HSUL26-2 10655.9 HU49 10655.50 HUC68 10655.90 SUR210-2 10655.130 HSUL410 10655.10 HU610 10655.51 HUS210 10655.91 SUR214 10655.131 HSUL414 19655.11, 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 10v55.13 HU616 10655.54 HUS25 10555.94 SUR26-2 10655.134 HSUR214-2 10665.14 HU66 10655.55 HUS26-2 10655.95 SUR414 10655.135 HSUR26-2 19655.15 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 HU0210-3 10655.55 HUS410 10655.98 U210-3 10655.138 HSUR48 19655.1u HU0212-2 10655.59 HUS412 1°3855.99 U21OR 10655.139 H11210 10655.19 HUC212-3 10555.613 HUS45 10655.100 U214 10655.140 HU210-2 10655.20 HUC214-2 10655.61 HUS48 10555.101 U24 10655.141 HU210-3 10655.21 HUC214-3 10655.62 LU210 10665.102 U24-2 10555.142 HU212 10655.22 HUC216-2 10655.63 LU24 10655.103 U24R 106-55.143 HU212-2 10655.23 HUC216-3 10655.64 LU26 10655.104 U26 10655.144 HU212-3 10655.24 HUC24-2 10655.65 LU28 10655.105 U26-2 10655.145 HU214 10655.25 HU026-2 10655.66 LUS210 10655.106 U26R 10655.146 HU214-2 113655.26 HUC2�2 10655.67 LUS210-2 10655.107 'U310 1 D355.147 HU214-3 10655.27 HU;;.310 10655.68 LUS214-2 10655.108 U314 10655.148 HU216-3 10655.29 HUC310-2 10655.69 LUS24 10555.109 U34 10655.149 HU24-2 10655.30 HUC312 10655.70 LUS24-2 10655.110 U36 10655.154 HU26 10655.31 HUC312-2 10655.71 LUS26 10655.111 U410 10655.151 HU26-2 10655.32 HUC314 10655.72 LUS26-2 10655.112 U41 t1R 10655.152 HU28 10655.3:; HUC314-2 10655.73 LUS28 10655.113 U414 10655.153 HU28-2 -10355.34 HU0316 10655.74 LUS28-2 1,3)Z55.1-14 U44 10655.154 HU310 10G55.35 HU034 10655.75 LUS410 10655.115 U44R 10655.155 HU310-2 10655.36 HUC36 10655.76 LUS414 10i355.116 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 19655.39 HUC412 10655.79 LUS48 10655.119 U61OR 10655.159 HU316 10655.40 HU0414 10655.80 HUS26 10655.120 U66 10655.160 HU34 10655.4-1 HUC416 10555.81 MUS28 10655.121 U65R 10655.161 E R, 549 ES TM sit '�J4008 REPORT re . This report is subject to re-examination in two years. ICC Evaluation Service, Inc. BusinesslRegional Office # smo workman mill Road, vili bier. Calgarnia 90601 # (5-52) 699-o.`�t3 Regional Office # 909 MDntilair RDA, Suite •A, Binnuigiwm, .'%Ao 55213 # !205) 59998Ck7 l,ts]yJW.iCC=e5.orq Regional office #4051WestFlossmoorRoad, CoururyOubHills,lllinois6t1478#(7081791�-2305 DIVISION: 06—WOOD AND PLASTICS Section: 06o9o—Wood and Plastic Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY, INC. s956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94589 (800) 925-5099 tr R v.stron tie.cc m EVALUATION SUBJECT: SIMPSON STRONG -TIE FACE -MOUNT HANGERS FOR WOOD FRAMING 1.0 EVALUATION SCOPE Compliance with the following codes: # 2006 lnfemational Building CUc1s'' (IBC) # 2006 International Pesidentiat :ode,'`' {!RC) # Other- Codes (see Section 8.0) Properties evaluated: Structural 2.9 USES The Simpson Strong -Tie face -mount hangers described in this report are used as wriod framing connectors in accordance With Section 2304.0.3 of the !BC. The products r�tay also he used in structures regulated underthe IRC when an enrgir:eered design is submitted in accordance with Section R301.1.3 of the IRL. 3.9 DESCRIPTION 3.1 General: The Simpson Strong -Tie face -mount hangers described in this report are U-shaped hangersthat have prepunched hales forthe 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 farmed from No. 16 gage galvanized steel. See Table 2 for the hanger dimensions, requ red fasteners, and allowable loads; and Figure 2 fora drawing of a typical U series hanger. 3.1.3 HUIHUC 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!,i inches {65 mm) are available with concealed flanges and are specified with the model designation HUG See Table 3 for the hanger dimensions, required fasteners, and allowable loads; and Figure 3a for a drawing of a typical HU series hanger and Figure 3b for an HUC hanger. 3.1.4 LUS Series Hangers: The LUS series hangers are formed from No. 18 gage galvanized steel. The hangers have prepunched holes for the installation of nails that are driven at a 45-degree angle through the ;oist and into the header, which is described as double shear nailing in the installation, instructions- See Table4forthe hangerdirnensions, required fasteners, and aliovrable loads, and Figure 4 for a drawing of a typical LUS series hanger. 3.1.5 MUS Joist Hanger: The MUS series hangers are formed from No. 18 gage galvanized steel. The U-shaped portion of the hangers has prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 5 for the hanger dimensions, required fasteners, and allowable loads; Figure 5 for a drawing of a typical MUS series hanger 3.1.6 HUS Series Hangers: The HUS series hangers are formed from No. 14 gage galvanized steel with the exception of the HUS26, HUS28 and HUS210 hangers, which are formed from No- -16 gage galvanized steel The hangers have prepunched holes far the installation of joist nails that are driven at an angle through the joist and into the header. which is described as double shear naming in the installation instructions. See Table h for the hanger dimensions, required fasteners, and allowable !cads; and Figure 6 for a drawing of a typical NUS series hanger. 3.1.7 HHUS Series Hangers: The HHUS series hangers are formed from No. 14 gage aalvani2ed steal. The hangers have prepunched ho!es for the installation of joist r<a;ls that are driven at an angle through the joist and into the lieader, which is described as double shear nailing in the installation instructions. See Table 7 forthe hanger dimensions, required fasteners, and allowable loads; Figure 7 for a drawing of a typical HHUS series hanger. 3.1.8 SURIL Series Hangers: The SURIL series hangers are formed from No. 16 gage galvanized steel. SUR and SUL are mirror -image identical hangers, skewed at 45 degrees right and left, respectively. See Table 8 for the hanger dirriensions, required fasteners, and allowable loads; and Figure 8 for a drawing of typical SURIL series hangers. 3.1.9 HSURIL Series Hangers: The HSURIL series hangers are formed from No. 14 gage galvanized steel. SUR and SUL are mirror -image identical hangers, skewed at 45 degrees right and left, respectively. See Table 9 for the hanger dinensons, required fasteners, and allowable loads; and Figure 9 for a drawing of typical HSURIL series hangers. F� REPORTS ca - r f a r,re: 1 u a ti- g n ee- f 1 ti n �tf -re .�r - -: 1r-'�:71 Fr e• 1- n- 3 l 1,• 1-m - 1' r. fC F-.. ir:11J,! �;t+o""' l.c., r . r r � ntrr vi r ,.- 1ty .>, Pm. , ,,.r .i.. 1 u .. n�rct>�r'reAne� Page 1 of! 0 Copyright G� 2003 Page 2 of 10 ESR-2549 3.2 Materials: duration factor, Gr,, corresrT►rit►v Alit 74,ads in accordance with the NDS. 3.2.1 Steel: The hangers described in this report are manufactured from galvanized steel complying with ASTM A 653. SS designation, Grade 33, with a minimum yield strength, FY, of 33,000 psi (227 ILdPa) and a rninirrium tensile strength, F., of 45,000 psi (310 MPa). Minimum base -metal thicknesses for the hangers in this report are as follows: NOMINAL THICKNESS (gage) MINIMUM BASE -METAL THICKNESS (inch) No 14 0.0635 No. 16 0.0555 No 18 0.0445 No. 20 0.0335 For SI: 1 inch = 25.4 inni. The hangers have a rnininiurn G00 zinc coating saecifrcation it-, accordance with ASTM A 653. Some models ('designated with a modal number ending ,v th 2) are available with a G1 zinc coating specification; in accordance with ASTM A653. Some, models (desicgnated with a model number ending with HDO) are available with a hot -dip galvani2ation, also known as "batch" galvanization, in accordance with ASTM .A 123, with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (600 gm'), total for both sides. Model numbers in this report do not include the Z or HDG ending, but the information shown applies. The lumber treater or holder of this report (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of steel connectors in contact with the specific proprietary preservative treated or fire retardant treated lumber. 3.2.2 Wood: Wood menibers with which the connectors are used must be either savin lumber or engineered lumber having a minitrurm specific gravity of 0.50 (niinirriurn equivalent specificgravity of 0.50 f��rengineered lurnber},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) rriust 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, vLthichever is greater. 3.2.3 Fasteners: Nails used for hangers described in this report must roriply with ASTM F 1667 and have the following minimum fastener dimensions and bending yield strengths (F"): COMMON NAIL SIZE SHANK DIAMETER (inch) FASTENER LENGTH (inches) F,,b (psi) 10d X 1 1, 0.148 1 Vi 90,D00 10d 0.143 3 90,000 15d - 2 t, 0.162 V; 90,11,10 16d 0.162 3'l; 90,000 For SI: 1 inch = 25.4 mm, 1 psi = h.895 kPa. Fasteners used in contact with preservative treated or fire retardant treated lumber must comply with IBC Section 2304.9.5 or IRC Section R319.3, as applicable. The ;umber 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. 4.0 DESIGN AND INSTALLATION 4.1 Design_ The tabulated allotivabie loads shown in this report are based on allowable stress design (ASD) and include the load Tabulated a'lowable loads apply to products connected to wood used under dry conditions and where sustained temperatures are 100'F (37.8'0) or less. When products are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is expected, the allowable loads must be adjusted by the wet service factor, C , specified in the NDS. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100°F (37.8'Q, the allowable loads in this report must be adjusted by the temperature factor, C;, specified in the NDS. Connected wood members rriust be analyzed for load - carrying capacity at the connection in accordance with the NDS. 4.2 instatlatiton_ Installation of the connectors ri lust be in accordance with this evaluation report and the manufacturer's published installation instructions. In the eventcf a conf;ict between this report and the manufacture's published installation instructions, this report governs. 5.11 CONDITIONS OF USE The Simpson Strong -Tie face -mount hangers for wood - framed constim-.tion 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 avai;able at the jobsite at a'i times during installation. 5.2 Calculations showing compliance with this report must be submitted to the code official. Tile alculatiotis 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, whore applicable_ 5.4 Connected wood rriambers and fasteners must c31r;pty, 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 th,s report. 6.0 EVIDENCE SUBMITTED Data in accordance with the iCC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 2006 (corrected March 2007), 7.0 IDENTIFICATION The products described in this report are identified with a die - stamped label indicating the name ,f the manufacturer (Sirripson Strong -Tie), the model number, and the number of an index evaluation report (ESR-2523) that is used as an identifier for the products rec,gni2ed in this report. 8.0 OTHER CODES 8.1 Evaluation Scope: in addition to the codes referenced in Section 1.0, the products in this report were evaluated for compliance with the requirements of the following codes: Page 3 of 10 EBR-2549 2003 lnlernal+onat Building Code' 1(2003 IBC) 2003 Residential Code' (2003 IRC) # 20010 BUuding CUd82 (2090 IBC) # 2000 lnterriadicr:al 1Residenhal Code' (2000 IRC) # 1997 1Jr1ifcr11, Su,ildi17g CodeTll (UBC) The products described in this report comply with, or are: swtabla altevmal l;ns to ,-tahat is spcifisd in, the codes listed above, subject to the provisions of Sections 8.2 through 8 7 8.2 Uses: 8.2.1 2003 IBC, 2003 IRC, 2000 IBC, and 2000 IRC: See Section 2.0 of this report. 8.2.2 UBC: Replace the information in Section 2.0 with the folinwing: Simpson Strong -Tie face -mount hangers are used as wood framing connectors in accordance with Section 2318.4.8 of the UBC. 8.3 Description: 8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this report 8.3.2 2000 IRC and 7000 IRC: See Section 3.0 of this report except modify Section 3.2.3 of this report to reference Section R323.3 of the IRC. 8.3.3 UBC: See Section 3.0 of this report, except modify thn first sentence in the last paragraph of Section 3.2.3 as follows: Fasteners used in contact with preservative treated or fire retardant treated lurib ,ittst, 7 14, with UBC Section 2304.3. 8.4 Design and Installation: 2003 IBC, 2003 IRC, 2000 IBC, 2000 IRC, and UBC: See Section 4.0 of his report. 8.5 Conditions of Use: 8.5.1 2003 IBC, 20D3 IRC 2000 IBC, and 2000 IRC: The Simpson Strong -Tie products described in this report comply with, or are suitahle alternatives to what is specified in, those codes list; d In Section 8.0, subject to the same conditions of use indicated in Section 5.0 of this report. 8.5.2 UBC: The Simpson Strong -Tie products described in this report comply with. or are suitable alternatives to what is specified in, the LIBC, subject to the same conditions of use indicated in Section 5.0 of this report, except the last sentence of Section 5.5 is replaced wrri the fol'owing: Fasteners used in contact with preservative treated or fire retardant treated lumber must, as a minimum. wrriply with UBC Section 2304.3. 8.6 Evidence Submitted: 2003 IBC, 2003 IRC 29t:0 113C, 2000 IRC, and UBC: See Section 16.0 of this report. 8.7 Identification: 2003 IBC, 2003 IRC 2000 18C, 2000 IRC, and UBC: See Section 7.0 of this report m Page 4 of 19 ESR-2549 rev.68/74 TABLE 1—ALLOWABLE LOADS FOR THE LU SERIES JOIST HANGERS DIMENSIONS' rASTENEI2S2 ALLOWABLE LOADS3AS (ibs) (inches) {Quantity -Type) MODEL Uplift" Download Na. W H B Headers Joist Co= 1.33 CD = 1.D CD= 1.15 CD= 1.25 or =1.G 10d 16d 10d 16d 10d 1Ed LU24 1 ;, 31A 1 4 2-10dx11/ 245 445 530 510 61u 555 635 114 % 1' 1 4 30 1,110 1,300 LU26 1°? . o'/ 1'lz 5 6-1bdx1 % 735 a0 1.nss 1,025 1 225 L U214 1311., Pi1i; 1'1 19 -10dx1'/_ 735 1.110 1,330 1,275 1 1,530 1,390 1,.tEO For 91: 1 inch = 25.4 rim, 1 lbf = 4.45 N. 1. Refer to Figure 1 (this page) for definitons of hanger nomenclature (W. H, B). 2_ Refer to Section 3.2 3 of this report for nail sizes snd required minimum physical properties- 3 . Tabulated allowable loads must be selected based on duration of load as permitted by the applicahla building code. 4. LU Series hangers provide torsicnal resistance, which is defined as a moment of not less than 75 pounds (334 N) times thm depth of tiie Joist at which the lateral movement of 1he top or bot!om of the joist with respect to its vertical position is 0.125 inch (3.2 mm _ 5. The quartity of 10d or 1-5d common nails specified in the `Header' column under "Fasteners' is required to achieve the tabulated allowable loads shown in the Allowable Dc%vnload '10d" o-" I bd" columns- u. Allo:vable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam. and have. been increased for wind or earthquake loading with no further increase allowed The allowable uplift loads must be reduced when other load durations govern. VA FIGURE 1—LU SERIES HANGER Page 5 of 10 ESR-2549 re V .69/ 4 TABLE 2-ALLOWABLE LOADS FOR THE U SERIES JOIST HANGERS ALLOWABLE LOADS3,41 DIMENSIONS' FASTENERS'` Ibs MODEL (inches) (Quantity -Type) Uplift 5 Download No. CD = 1.33 or Co = 1.13 CD = 1,i5 CD W H B Headers Joist -1.6 1od 16d 1ild 56d 10d 16d i�+t>: 3'!n L 4 2-lUdx1'!f 24D 445 530 51+] 61D 555 665 U24 y' 4-1Udx1'i, 4P0 565 80,3 755 32D P3+J 1 '30 1'i 7''fir 2 10 S-1Odxl1/, 720 1,i10 1,33+1 1,275 1,53t1 1,390 1,56D U210 s 1'i1_. 10 2 12 8-'1Ddx11,' 9-39 1.330 1.595 1,530 1,835 1,165 1,995 U214 21,; 3jft 1 4 2-19dx11! '40 445 530 510 610 555 666 U34 gel 5 !h 2 0 4-19dxllb 480 899 1;965 1,025 1,225 1,119 1,331) 1011 S�lh 2 14 Ci-lodx1'I, 720 1,555 1860 1,790 2,140 1,94D 2,33! Li310 2yl1, 2�t 10'i, 2 iG o-10dx1'li 720 i i75 2,13+�+ 2,040 2,450 2,220 2,660 I- U-114 :; 3911, 2762 4 2-10d 295 445 530 1 510 610 555 565 IJ4q 3°1+s 47& 2 P 4-10d 590 390 1,065 1,025 1,225 1.,110 1,330 U4r. 3011:, m31! z 14 5-1f)d i390 1,555 1,85D 1,799 2,140 1,940 2,330 U410 1_1414 3"i1 10 d 113 6-1Dd 890 1.775 2,130 j 2,040 2,450 2,22D 2,6-m 311 3 2 4 2-1']d 295 445 530 510 610 555 665 U24-2 311, 5 2 8 4-lfid 590 9D 1,DG5 1,D25 1,225 1,i1D 1,330 U26-2 311 8'1, 14 6-lad 890 1,555 1,860 1,790 2,149 1,940 2,330 U21D 2 5'is 5 8 4-19d 59D 890 1,065 1,025 1,225 1,11D 1,330 U3G 5'i, 8'!s 14 6-10d �90 1,555 1,850 1,790 2,140 1,940 2,330 U610 5'i 7:! 2 14 u-10d 89fl 1,555 1,860 1,790 2,1�49 -1,941) 2,330 U210 3 Z1l;; 3 /F 2 4 2-10dx11,2 240 445 530 510 610 555 b55 IJ24R 21i1., 5"!M 2 410dx 11, 4'10 380 1 065 1,025 1,225 1,114 1,330 U26R 2 !1; �J'!n 14 n iDdxi'/, 72D 1 555 1 851] 1,7+99 2.140 1,940 2,330 U21DR 4!,, 251n2 4 2-16d 355 445 530 510 1310 555 61,35 U44R 4 i�, 4'!n 2 8 4-16d 710 MCI i,UGS 1,D25 1,225 1,11D 1,330 U46R 4111s P'!s 14 6-15d 1,065 1555 11.P60 1,790 2.140 1,940 2,330 U410R 6 5 8 4-16d 710 890 1,965 1,025 1,225 -1,1'10 330 IJ'13R 6 P+l 2 14 6-16d 1.065 1.555 1,866 1,790 2.14D 1,940 2,330 U•y14R t-or bi: 7 mmi - z3 R tit t;, + ID, - 1 - 1. Refer to Figure 2 (this page) for definitions of hanger nomenclature ffl, 11. B). 2 Refer to Section 32.3 of this report for nail sizes and required atimmum physical properties 3- Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building coda 4. U Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at wt-irch the lateral movement of the top or bottom of the oist wilt) respect to the vertical position of the joist ISO 125 inch (3.2 mm)- 5. The quantity of 10d or 16d common nai!s specified in the -Header" column under "Fasteners' is required to actlieve the tabulated allowable loads shown in the allowable Download 'I Od" or "16d' columns. 6. Allowable uplift loads are forhangers installed with either 113d or 16d common nails into the supporting header/beam and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads rnust be reduced when other load durations govern. f`>� FIGURE 2-U SERIES HANGER FIGURE 3a-HU SERIES HANGER FIGURE 3b-HUC SERIES HANGER (See Table 2-above) (See Table 3-Next Page) (See Table 3, Footnote 3-Next Page) Page 6 of 10 E sR-2549 rev.70/74 TABLE 3-ALLOWABLE LOADS FOR THE HU1HUC SERIES JOIST HANGERS MODEL NCL HANGER DIMENSIONS' (inches) FASTENERS' (quantity -Type) ALLOWABLE LOADS (lbs)''d'5 W H B Header Joist Uplift Download Co = 1.33 or = 1,G Co = 1.0 Co = 1.15 Cr = 1.25 HU26 11, 3'11F 21.4 4-i6d 2-10dx1'12 240 535 615 670 5-15d 4-10dx1'l, 48s a05 925 lxl5 HU210 111 71 ► 2''X 8-15d 4-10dxi't, 480 1.0713 1,230 1,340 HIJ212 1"/1, 9 2 % 10-16d 6-10dx1'1� 720 1,340 1,540 1,675 HIJ214 1 !1; 1,37 Z ,/ 12-16d 6-10dx111, 720 1.610 1,85o 2,010 HU34 2/13 3 i 211~ 4-1i6d 2-10dx1'l, 240 535 615 r]t1 HU36 2'Iv 5'1:, 21,' 8-1rA 4-10dx1'1_ 480 1,070 1,136 1,340 HU38 2"Ils 7113 2'/z 10-1Gd 4-1fldx1'11 480 1,340 i,54t7 1,675 HU3i0 2°,',3 8'13 2'. i4-16d 6-1fldx1't2 720 1.975 2.155 2,345 HU312 2'/1, 10°l, 2'.' 1 15-16d 5-10dx1'l2 7213 2.145 2,455 2.680 HU314 1231, 2 % 18-1bd 3-10dx11/, 960 2.410 2,77,10 3,015 HU316 2'/1, 14 Ly 2 ".! 2E3-"lEd 3-10dx111, 960 2.680 3,030 3,350 HU44 38/1, 2 1, 2 1,, 4-15d 2-10d 300 535 515 670 HIJ46 311, 5115 21,1; 8-16d 4-1 ad 605 1,070 1,230 ,340 HU48 3�1,; nI 2'/ 10-16d 4-10d 605 1,340 1,540 675 g]2,680 HU410 3al,z 5313 2'/, 14-1Gd 6-i0d 905 1,875 2,155 _,4 .5 HU412 3"11., 10°11�, 21� 15-15d 6-10d 905 2,145 2,455 HU414 33/13 121� 21/ i8-16d -10d 1,205 2,410 2,770 3,015 HU416 3111, 13°1, 2'./2 20-15d 8-10d ! 1,205 2,3P0 3,080 3,350 HUri^ 5'/z 4'l1 Z'/x 8-16d 4-1 id 7".5 1,070 1,230 1,340 HUrB 5,/. 5 !• 2 ;; 10-16d 4-16d 715 1,340 1,540 1,675 HU610 5'•4 7'1;; 2'/ 14-16d 6-1Sd 1,07o, 1,875 2,155 2,345 HU612 5'i 911; 2'A 16-1Gd 6-1 Ed 1Ji)70 2,145 2,465 2,680 HU; 14 5'l= 11r-T 2'. 18-16d 3-1 Ed 1,430 2,410 2,770 3,015 HU61r 5'.z 12111,; 211,, 20-16d 3-1 Ed 1,430 2,590 3,080 3,350 HU24-2 311.,E 2.`_, 4-i3d 2-1W 300 535 615 670 HU26-2 3`13 5'l, Z 1/2 8-1od 4-1 ad 605 1,070 1,230 1,340 HU28-2 M, 7 2',.7 10-16d 4-10d 605 1,340 1,540 1,675 HU21 fl-2 3,1P, 8' S1-,; 2 ',`1 14-1 Bd 6-1 ad 905 i ,875 2,155 2,345 HU212-2 3'1 1011=, 2112 j 16-16d 6-1 ad 905 2,145 21465 2,680 HU214-2 311,, 121311; 2'. 18-16d 3-1 ad 1,205 2,410 2,774 3,015 HU216-2 3'13 13% 2'.4 20-16d 8-10d 1,205 2,680 ttBU 3,350 HU310-2 511a 8'4, 2'. 14-15d 6-10d 005 1,875 2,155 2,345 HU312-2 5'1� 10 4 Z 15 15-16d 6-10d 905 2,145 2,770 2,t - HU314-2 5'i, 12 L, 2 .3-15d 8-10d 1,Zti15 2,41d 2,77i1 3,rf15 HU210-3 4 '1,„ 01. 2 'A 14-16d b-10d 905 1,,75 2,155 2, `45 HU212-3 4 r,, j 101'11; 2 ;; 16-16d 6-1 ad 905 2,145 2,465 2.6u0 HU214-3 4"!,r 12'1,, 2'..S 18-16d 3-1 ad 1,205 2,410 2,770 3,015 HU21+-3 4"1,E 13% 2 20-lGd 8-10d 1,205 2,680 3,080 3,350 For SL- 1 inch = 25.4 rnm, 1 Ibf = 4.45 N. 1. Refer to Figures 3a and 3b (previous page) for definitions of hanger nornenF_lature (1A1, H, El. 2. Refer tc Section 3.2.3 of this report for nail sizes and required minirium physical properties 3. H�U 5--rivs `rangers with widths ;W i --qua{ to or greater than 2' inches ids mrn $art availa� n rrrth header flanges turned in (ceneeal--dj and are identified with the model designation HUC#. See Figure 3b (previous pane). 4. Tabulated allowable loads must be selected based on duration of load as pen -noted by the applicable building code. 5. HU Series hangers provide torsional resistance, which is defined as a moment of rat less than 75 pounds (334 N) times the depth of the joist at wii ch the ialeral rfi=.a'vement of the top or bottom of the joist with respect to the verti; al position of the joist is 0-125 inch (',', 2 mm). 6. Allowable uplift loads have been invr eased for wind or earthquake loading with n❑ further increase allowed. The allowable uplift loads must be reduced when other load durations govern. ESR-2549 Page 7 of 10 rev.71/74 ., rur i ��c firb�rc rt11CT WANGERS l ABLt 4—ALLVVVAt$LC LtJt%UQ rv+c -- — COMMON NAILS` ALLOWABLE LOADS"' {Quantity -Type) (I bs) HDIMENS110INS' Uplift, Download MODEL NO.wB Header Joists Co = 1.33 or Co=1.D Cd=1.15 Co=1.25 =1.6 5US24 41 1"! 4-10d 2-10d 46S o40 735 800 LUS215 I 3 ' 10d -0 0 830 955 1,040 6 ,, '31, 3-10d 4-10d 930 1,055 1,216 1:320 LUS28 1yt1r 7"11, 1 !, 8-10d 4-10d 930 1:275 1,465 1,595 LUS21G 3'!e 3'!R ? 4-15d 2-15d 440 735 889 950 LUS24-2 LUS252 3`r� 4 �,, 2 1-15d 4-16d 1,1�40 1.000 1,1510 1,25G LU,32t�-2 3'i� 7 2 ti-16d 4-15d 1,1»t1 1.2+i5 1,455 1 565 LUS2i❑-2 -: �� `!ti_, 1+3d-15d 1,710 1,755 2,030 2.210 US214-2 3`?; -16d 1.710 2,030 2,335 2.540 �� ! 3 2 4-1 Sd 2-16d 440 735 U80 030 LUS44 4'r5 2 4-1,;d 4-1 nd 1,14it 1.00r; 1.150 1,250 LU545 3�l, 3 !1 5'i, 2 6-15d 4-15d 1,140 1265 1,455 1:585 LUS48 3y 2 6-15d 5-16d 1,710 1,7,55 2,030 2,290 LUS410 LUS414 3"?i; 1fi to 2 10-1fd 5-16d 1,710 2.030 2,335 2.540 For SI: 1 inch = 25.4 mrn. 1 IV = 4.45 N. 1. Refer to Figure 4 {this page) for definitons of hanger nomenclature (W. H, 8). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. When LUS Series hangers support joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of file joist at which the lateral mov5ment of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 4- ACwmable uplift loads have been increased for wind or earthquake loading 101i no further increase is allowed. The alluimable uplift loads must be reduced when other 'Dad durations govern. 11/1s, Max- W --. FIGURE 4—LUS SERIES HANGER ESR-2549 Page 8 of ifl �` � [ I e .7 / 14 TABLE 5--ALLOWABLE LOADS FOR THE MUS SERIES HANGERS finches) MODEL No. W H B MUS26 1 "!,h 5'ti;; 2 NtUS28 1 ytlh ��t 2 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. Header Joists Uplifi� Download Co = 1,33 or " =1.fi Cd=1.0 Co=1.15 Cn=1.25 f-lfld -1S1d 1,tl9tl 1,31ii 1, ns 1,�451 8-1Dd 8-1Dd 1,5�5 1,750 2,010 2.185 1. Refer to Figure 5 (this page) for definitions of hanger nomenclature (W, H, P). 2. Refer to Section 3.2.3 of this report for nail sites and required minimum physical properties. 3. Tabulated allowable loads must bd selected based on duration of Idad as permitted by the applicable building code. 4. 4%ihen MUS series hangers support solid -sawn joists. they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 IN) times tine depth of the joist at which the lateral movement of the top or bottom of the joist )NIVI respect to Ilse vertical position of the joist is 11.125 inch (3.2 mrn). 5. Joist nails must b driven at a 45 degree angle through the joist into the header/beam (double shear nail`.ng) to achieve the tabulated loads. S. A€lovtabie upiiit 4oads lie ee been increased for find or ea!t1 V4uake Ioaditrg vAlh no furti er snrsea is attvved. The a',€owable uplift loads must be rejucad v?hen other load durations gc ,err, ,Y a rye ,F`i � I 1. J! iH FIGURE S—MUS HANGER (see Table S) W HUS2ti HUS2' HUS2il HUS4+3 HUS48 HUS410 HUS412 HUS2ti-2 HUS2ti-2 HUS20-2 HUS212-2 For SI: 1 inch = 0 FIGURE ti—HUS SERIES HANGER (see Table 6) TABLE fi--ALLOVIVALSLt MENSIONS' (inches) LUAUD rurc cOMMON NAILS' (QuantityType) me ALLOWABLE LOADS" (Iles) Uplift' Download H 4 B Header Joist' Co = 1.33 or Co= i.9 Cr, = 1.15 CG = 1.25 3 3 2 2 2 2 2 2 2 2 14- 16d 22-15d 3D-16d 4-15d 6-i6d 8-16d i D-15d 4-16d 6-15d H-ttid i D-1 nd li-15d 6-1od 10-16d 4-1nd 6-16d 8-15d 1 D-1 bid2,700 4-1:5d 6-1Sd AM 1 D-16d t.550 2,DDt0), 2,845 1,D8D 1,55D 2,130 1,080 1,ss0 2,1A10 2,56D 3;535 3.775 1 DD5 1:5D5 2,010 2,510 1.005 1;5D5 2,f11� 2;51 D 2,850 3,7DD 3.92D 1,115 i,73D 2,310 2,895 1,11$ 1,73D 2,3141 2,P85 205 j 4 D2D 1,255 1:885 2,51t 3,140 1255 1;885 2,51f1 3.1 iD 5 fw 7'11� c" g'!1. 14'!� 5'!1; 7-'11 q- 11 mm, i poutw = 4.43 IN 1. Refer to Figure 5 (this page) for definitions of hanger nomenclature (W H, B). 2. Refer to Section 32 3 of this report for nail .sizes and required nnnimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.10Vhere HUS sexes hangers support solid -sawn joists, they provide torsional resistance, which is defined as a rnoment of not less than 75 i-r of the joist at which the lateral movement of the top or bottom of the joist with respect to pounds (334 N) times the deptthe vertical pcs;t:on of the joist is 0A 25 inch (3.2 mrnl. 5. Joist nails rrrust be driveri, at a 45 degree angle through- joist into the headeribearn (double shear nailing) to aChie'--�e the tabulated :Dads_ 6. ,allowable uplift loads have beet; increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. ESR-2549 Page 9 of 10 rev . l�% /7 TABLE 7-ALLOWABLt DIMENSIONS' {inches) �� H B LUALM, ruec + COMMON NAILS' (Quantity -Type) n� r4, +c+ +�-•- - • • -- - ALLOWABLE LOADS"' (ibs) MODEL NO. Header Joist' Uplift` Download Co=1.33 or = 1.6 Ca= 1.0 Co= 1.15 Cr,= 1.25 .14-15d 22-15d 30-15d 14-1od 22-1&d 30-15d t;-15d IS-15d 10-16d 6-1Sd 3-15d 10-16d 1,S51} 2,900 2,955 1,550 2,4D 1 2,$55 2,58^ 3,3 5.19E 2,590 3,33b 5,190 2,J55 4,470 5,900 2,965 4,47n 5,9DD 3,225 4,855 5,800 3,224 4,855 5,900 HHU 25-2 3 i_ 5' t- 3 HHIJS2b-2 33 !ia 7 r 3 HHU5219-2 HHU546 3'! 5'1.+ HHUS43 3l, 7'1 HHUS4ID 3'!,; 9 For SI: 1 inch = 2b.4 ntnt, -r inr - 4.v1 IN- -1. Refer to Figure 7 (this page) for definitons of hanger nomenclature (W, H, B). 2. Refer to Section 3-2 3 of this report for nail sizes and required numniurn physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where HIJS series hangers support solid-say*rn foists having a maximum depth of 11 inches, they provide torsional resistance; Vrhieh 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 cf the joistwith respect to the vertical position of the joist is 3.125 inch {3.2 mm). Joist Waits must be driven at a 45 degree angle through file joist into the header?beam to achieve the tabulated loads. d. Al:5tvable uplift loads have been increased for wind or earthquake leading pith no further' increase is allowed. The allo�iable uplif±loads must be reduced when other load durations govern. FIGURE 7-HHUS SERIS HANGER (see Table 7) FIGURE 8-SURIL SERIES HANGER (see Table 8) MODEL NO. W TABLE a --ALLOWABLE LOADS DIMENSIONS' (iriches) H B Al A2 FOR THE SURISUL SERIES JOIST HANGERS FASTENERS' (Quantity -Type) ALLOWABLE LOADS" (Ibs) Header Joist Uplift' Download Co = 1.33 or = 1.6 C= 1.0 o CU = 1.15 Co m 1.25 2 2 2'!� 2 2 1' 1 1 1, 1 !z 1 !, 11 1!� 1 11; 1 /, 23/tl 1 la 11, 2`l,> 23/8 4-16d G 15d S i5d 10-15d 12-15d 14-15d 19 16d 4 i iidxi'1 a iCidXi'?- - 4 1Gdx1'! 1TI0dxi'l 12-1t1dx1"l 5-16dx2?� 8-iGdx2'! 45t) 720 719 i.200 1.440 1.065 1,420 53D ago 1,055 1,330 1,595 1,9602,140 2,395 Gi D 96D 1,225 1,530 1,#i35 2,500 „65 1.JDD 1,330 1,550 1,a 2,"353JSUR?L2 2,00 SURlL s4 i r`!"r 3'?";, SUR,125 1"?"=, 5 5URlL25 2 3 ?� 4 '!t S !i� 5URlL21ii 1 ?t3 SUR11-214 1 lr 1D J-2 3SUR!!414 a1 , 2''t� Z'l� 3�!„ 12'/a or SI: 1 inch = 25 4 mri, 1 lbf = 4.45 N 1. Referlo Figure 3 (this page) far definitions of hanger nomenclature {rAr, H, B). These hangers hajre a 45` skew. 2. Refer to Section 3.2.3 of this repc+rt for nail sizes and required minirrurn physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the appli;;able building code. 4. Where SUR1L series hangers support solid -sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the lop or bottom of the joist ,.Rath respect to file vertical position of the joist is 0.125 inch (3.2 trim). rrth no further increase is atlo�+red- he allowable uplift Io 5- Allowable uplift loads have been increased for,pind or earthquake I,clading must be reduced when other load durations govern. Page 10 of 10 (�'Q\ [ ESR-2549 1 V V .74/7 no!ucin �cacc ,ncT YeRIGG AG MODEL NO. DIMENSIONS' (inches) FASTENERS' (Quantity -Type) ALLOWABLE LOADS"" (I bs) W H B Al A2 Header Joist r Uplifts Download GQ _ 1.33 or =1.fi Go=1.0 CQ=1.15 Co=1.25 HSURIL28-2 3119 41'll 27t1; 1'/+ 2"1,, 12-15d 4-16dx2'i} 715 1,513 1,850 2,000 HSURIL210-2 3"1z. 8''11.; 2-11 1'A 2'1,., 20-15d 6-16&2'17 1,U70 2.380 3,080 3.359 HSUR1L214-2 3% -12i1r, 2-1,_. 1 % 231,_, 23-15d 8-15dx2'1,, 1,430 , 3,455 4,005 4,355 HSURIL46 3'%, 4314 2-1,, 1 231,, 12-15d 4-15d 715 1,510 -1,650 2.000 HSUR1L410 3 1, S'! 2 i; 1 2'1.1_; 20-16d 6-16d 1,1370 2,Sa0 3,080 350 ]4,355 HSURIL414 3"l,h 12'1_ 21,- 1 29?i; 26-16d 8-16d 1,430 3,485 4,005 For SI_ t mcn = 25.4 mm, l Inr = a 4-1 !v. 1. Refer to Figure 9 (this page) for definitions ,f hangar nomenclature (W, H, B), These hangers have a 45` skew. 2_ Refer to Section 3-2.3 of this report for nail sizes and required rninimurn physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where HSURIL series hangers support solid -sawn joists, they provide torsional resistance, which is defined as a mfln,erlt of not less than 75 pounds (334 N) times the depth of tho joist at v:hich the lateral movement of the top or bottom of the foist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Allowable uplift Loads have been increased for wind or earthquake loading, with no further increase is allowed. The allowable uplift lords must be reduced when other load durations govern. FIGURE 9—HSURIL SERIES HANGER (ZEM(4) buoy Engineering for Build, LLC. CA 30228 August 5th, 2014 Miami Shores Village Building Division Re: Permit No.: Folio No.: Project Address: Owner: Dear Sirs: Inspection letter for steel columns installation RC 14-744 11� 11-3206-014-3740 1001 NE 96 ST Miami Shores, FI. 33138 Kenneth Lund On Tuesday 22nd July, we had realized a Structural Inspection for: 1. To the best of my knowledge and belief: The new steel columns for the new roof on the second floor terrace and its connections with the steel base plate and beams of the above reference project are according to the approved plans and Florida Building Code 2010. Cordially yours, \,�t111111�� Engineering\feq Andres M. Feliciano; VALID FOR ONE71) PERMIT ONLY. VALID ONLY WITH RAISED PE SEAL. Project " LUND'S RESIDENCE" 1001 NE 96 ST, MIAMI SHORES, FLORIDA 2199 NE 163TH ST • N. MIAMI BEACH, FL. 33162 p: 305 508 0161 9 w: e 9 e: engineering@eng4build.com