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RC-10-20-2450, 10634 NE 11th CtMiami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 Location Address Parcel Number 10634 NE 11TH CT, Miami Shores, FL 33138 1122320280440 Contacts Permit Type., Building (Residential) Work Classification: Miscellaneous Permit Status: Approved Expiration: 09/30/2021 JENNA RASSIF Owner SUPERIOR BUILDERS LLC Applicant 10634 NE 11 CT, MIAMI, FL 33138 MARIEDY MENDOZA Other: 3053084774 10667 NE 11, MIAMI SHORES, FL 33138 Business: 3058151513 INFO@SUPERIORBUILDERSLLC.COM SUPERIOR BUILDERS LLC Contractor MARIEDY MENDOZA 10667 NE 11, MIAMI SHORES, FL 33138 Business: 3058151513 INFO@SUPERIORBUILDERSLLC.COM � .�......... ........-._. � ..� IN Description: Back and terrace attached to the house, 2 1 Valuation: Inspection Requests: p y � $ 6,000.00 ceiling fans and 450 sq ft of pavers MOM Total Sq Feet: 450.00 Fees Amount Application Fee - Other $50.00 CCF $3.60 DBPR Fee $2.70 DCA Fee $2.00 Education Surcharge $1.20 Permit Fee $130.00 Planning and Zoning Review Fee $35.00 Structural Review ($90) $90.00 Structural Review ($90) $90.00 Structural Review ($90) $90.00 Technology Fee $4.50 Total: $499.00 Payments Date Paid Amt Paid Total Fees $499.00 Check # 1186 03/30/2021 $499.00 Amount Due: $0.00 Building Department Copy In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating corysfrqction and zoning. Futherrry fro I authorize the above named contractor to do the work stated. Z , Signature: Owner V / /Applican6 -/ Contractor / Agent March 30, 2021 Page 2 of 2 305-815-1513 M www.superiorbuilderslic.com info@superiorbuilderslic.com Date: March 26, 2020 State of Florida County of Miami Dade Before me this day personally appeared Mariedy Mendoza who, being duly sworn, deposes and says: That he or she will be the only person working on the project located at : 10634 NE 11 ct Miami Shores, FI. Contractor Signature A Sworn to (or affirmed) and subscribed before me this 21 st day of December 2020. By Mariedy Mendoza 4P w Notary Public State of Florida Ana Maria Perez My Commission GG 191084 Expires 02/28/2022 Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Notice to Owner — Workers' Compensation Insurance Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.0 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior t4 obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full-time employees, including the owner, must obtain workers' compensation coverage. Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be exempt if I. The officer owns at least 10 percent of the stock of the corporation, or in the case of an LLC, a statement attesting to the minimum 10 percent ownership; 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State, Division of Corporations; and 3. The corporation is registered and listed as active with the Florida Department of State, Division of Corporations. No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions arc valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers' compensation exemption and has acknowledge that he or she will not use day labor, part-time employees or subcontractors for your project. The contractor has provided an affidavit stating that he or she will be the only person allowed to work on your project. In these circumstances, Miami Shores 'Village does not require verification of workers' compensation insurance coverage from the contractor's company for day labor, part-time employees or subcontractors. BY SIGNING BELOW YOU ACKNOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CON,rENTS. Signature: (} ner State of Florida i County of Miami -Dade The foregoing was acknowledge before ore this _ day of A* H 20 �z l li to rv�', lze,,S t _ X— _._._..... tivhn i personalty knowr�o the or has produced 'LLU -LIA l--) Miami Shores Village °._,J�vr BUILDING PERMIT APPLICATION Building Department IOOSO N.F .2nd Avenue, Miami ShorP', I lorida 14 1 19 n1�7 Tel: (105) 79N 2 2n4 Fax: ( tOS) 156-8912 j—�--� INSPEQ�gA{� R: (305 ) 762-4949 l j�CJ FBC 2d_ �� (a-'zf_ 2 Master Permit NO. BY Sub Permit No. BUILDING ❑ E l l t I Rl( lwol ft, ( 1 RI vl')ION -ION ❑ RFNEWAL ❑PLUMPING ❑ MEC HANK At WORKS [_](-IIAN(,F OF ❑ CANCFI IArION ❑ SHOP (ONTRA( TOR DRAWING5 )OF ADDRFct ( CC, S '7 A) Tu If C 4--- CftMiami Shores A-OuntY. Miami Dade Zi 33 P01irotPa,CeW:_--L_zZ S z- 0_Z_b_ (1N y_0 _ Is the Huilding Historically Designated: Yes NO -�Ccut*an:N 7VCW J- y"r load Construction Type: _Flood Zone: - Ae _ BFE: FFE: OWNER Name ,tee Simple Titleholder) Je n r1C1 NQU re'C� t n t Pc1 S S r ` Phone#: 3 ©S_ JU t % % y A,W-es� 10 � 3y f C ZAN%B)Y�/ �h� l�s State: �� Zip: /.tea 'era^. _essee Name: L Phone#: c ,a. it SSi %\G1C I`S0nVj Cozzzv rp CONTRACTOR ;ompany Name: h 6�g= r 10 r• 8✓ I �er s & Lc- Phone#: 3 C'S` S 2 7 = 106(e'7 NE I 1 Ave r�tY►/ S1l�(e State: I Zip: 3 1 ..a.rt�e, game l,ec)4 1- a -A Phone#: �'S i/S—G�• �j lei ''t'e &u,'ficatlon or Registration #: ((. C # / SZ SG 5 7 Certificate of Competency #: DESIGNER t..rchnect/Engineer. Phone#: AGore,_ _ _City: va►�.t of Work for this Permit:S Alm, 6700 . o` Y— Square/linear Footage of Work: Type of Work ❑ Aaditrontt�� a❑ Alteration U New y❑ Repair/Replace Description of Work: Specify Color of Color thru tile: Submittal Fee _.______,__. Permit Fee S Scanning Fee $ Technology Fee $ Structural Reviews $ Radon Fee S Training/ Education Fee $ Late: zip: ❑ Demolition CCF $— CO/CC $ DBPR $ Notary $ 1 -- —___ Double Fee $ ---- Bond $ _ — -� TOTAL FEE NOW DUE $ 6 C (Revised02/24/2014) It Bonding Cpmpany's Name (if app►iclthlc) Bonding Company's Address City State Zip MOrtga€e Lender's Name (if applicable MOrtgage Lender's Address City lip Application is heret N made to nhtain a permit to do the work and install.itions as indicated. I cprtify that no work or installation has COmmenced prier to the issuance of a permit and that all work will hp performerl to mppt tho standard; of all laws regulating COnstruc ion in this iurisdrction. 1 understand that a separate permit must be secured for EI ECTRIC, PLUMBING, SIGNS, POOLS. FURNACES. 1%.Z1IlER1,, fit ATER%,TAWS, MRCONDITIONTRt, ETC..... OWNUR'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all ap:.i.o:"f IPNt regulating construction and zoning "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Sc: tc Appt.:an:: As a condanon to the issuance of a building permit with an estimated value exceeding $25CO, the applicant must ;sf or good Jatth that a copy of the notice of commencement and construction lien low brochure will be delivered to the person w.,,lose property is subject to attachment Also, a certified copy of the recorded notice of commencement must be posted at the job site ,-a- me hra inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the r-�pe,..�on w,l, not be approved and o reinsp n fee will charged. Signature OWNER or AGE14T CONTRACTOR Tt.e Iwegc,:ng instrument was acknowledged before me this The foregoing instrument was acknowledged before me this 7Fi ca j of Oc7'08e 2 20 Z-0 by f day of r�c�0�?2 =0 �O by R.4 SS i F who ersonally�weu to IuR�Ja,4r */rW00A,-, who is eers�lly rr,e or wr,o t.as produced as rile or who has produced as idEn•Jf sat,on and who d.d take an oath. NOTARY PUBUC: Print: �l s. Ih�4� `#`�'�.. , ' 3 rfaf,a Ptrt[ - rAr r..num•aan (. tL1GrA Seal: identification and who did take an oath. NOTARY PUBLIC: Print: Seal: YN ...,wry t'"l-C State of FI Ana Mana Perez Orlda o'�. MY COrmmiss10n GG 191084 w.� Expues 0212EI/2022 iitiiii#ii#iiiiiiiiiiiiiii♦iiii i#ii#i1###♦i#####♦####i########•###i#i•##'r)##i###i##############i##i♦##### Plans Examiner APPROVED BY Zoning Structural Review Jerk (R-ise02/24/2014) J�`� Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2207 Fax: (305) 756.8972 Non -Substantial Improvement Determination Date: February 11, 2021 To: Jennar R. Rassif and Nourddine Rassif 10634 NE 11 Ct. Miami Shores, Florida 33138 Re: Permit application RC-10-20-2450 10634 NE 11 Ct. Miami Shores, Florida 33138 Dear Jennar R. Rassif and Nourddine Rassif, The Miami Shores Village has reviewed your recent application for a permit to add a new open terrace structure to the building located at 10634 NE 11 Ct. Miami Shores, Florida 33138. The Building Department has determined that this structure is located within a mapped Special Flood Hazard Area on the Flood Insurance Rate Map (FIRM), 12086CC0306, with an effective date of September 11, 2009. As required by our floodplain management regulations and/or building code, we have evaluated the proposed renovation and determined that at this time, based on the information provided, the renovation does not constitute Substantial improvement for this structure. This determination is based on a comparison of the cost estimate of the proposed cost of repairs to the pre -renovation market value of the structure (excluding land value and other site improvements). When the cost of repairs is less than 50 percent of the pre -renovation market value of the structure, the renovation is not considered to be a Substantial Improvement, so at this time no additional requirements apply for your project. Please be advised that any change and or modifications to your project may require another determination. if you elect to perform work other than that described and defined in your current permit application, including additional renovations or upgrades or the building of an addition. Construction activities that are undertaken without a proper permit are violations and may result in citations, fines, the removal of the non -compliant construction, or other legal action. Questions regarding the inspection process may be directed to me or Mr. Travis Kendall Flood Plain Administrator for the Village at 305-795-2204 between the hours of 9:00 AM and 5:00 PM, Monday through Friday, or e-mailed to Kendallt@msvfl.gov Sincerely -� l/Zl —4— Ismael Naranjo,�// Building Director 305-762-4859 bo@msvfl.gov 305-815-1513 M www.superiorbuildersllc.com "' info@superiorbuildersllc.com New Patio Terrace Agreement submitted to Jenna Rassif: 10634 NE 11 Ct Miami Shores, FL. 33138 New Patio COST $6,000. STANDARD SCOPE OF WORK (Pavers by owner) • Create 2 footers for the steel columns • Form the new patio ceiling with 2x10 and plywood sheathing • Flat roof paper per code • • Electrical outlets per code • Two ceiling fans installed (Fans provided by owner) • 6" wood finish and stained ceiling .... • Install 500 sq ft of pavers over sand (pavers not includkvf' • Install tile on the steps of the rear exit (tile by owner) ..'.•: Payments • Deposit-$2000 • Once the plans are approved upon job commencement $2,000. Upon roof and ceiling completion, before the paver install $1500. Final inspections and all electrical components installed $500. .... ...... .00 • • • • • • • • • • • • •:906• • • • Permits or plans are not included/ not responsible for any city or permit fees. • Any alteration or deviation from the above specifications involving extra costs will be executed only upon written order, and will become an extra charge over and above the agreement. All agreements contingent upon strikes, accidents, or delays beyond our control. • Any additional work required by the city, association or home owner that is not included in the scope of work, would be an additional cost at owners expense. • Note: Should the lawn near the proposed pool have a sprinkler system, some damage may occur to the sprinkler system during the excavation. Superior Builders LLC will not be responsible for repairing this damage to the sprinkler system. N t v A/ /T 305-815-1513 M www.superiorbuildersllc.com info@superiorbuildersllc.com • refund. If the homeowner request to cancel the agreement after the 72 hrs., the deposit is non-refundable. • • • • • 1 •• Y i s •• Y•• a• Y • • . • • a • • 0000 ••a••' ••••L 0 so • • • • • • • • •s • • 00000 DESIGN CRITERIA .NO LOAD D4wlgilON [p181XE MC[ I Ip,Y 16B NOCODEIMEDNTxEOOLI HOLINNEONBCODE: FRO 'TE SCOPE OF WORK: x[w COLrtREOiERR.t[ NewsrmcowMHE Hew 2NSOI015T loulwFoN [UCTNC4 CLASIFICATION OF WORK: UMFL41Eaq,gxll t] INDEX OF DRAWINGS SPL 5 FP UR4 rLM LS [IERAi[4IWJ PROPERTY ADDRESS AND FOLIO: MI.M-mr;, n .- HOLD EL22szm�o.HD LEGAL DESCRIPTION: iliEEP$.TB, LOTE16BlNf 0 tN,l Oi Oc CO—SHES 0120C. L PRIMARY LAND USE: JasRnlDFxrYL.sINBurAYar Suxn ZONING INFORMATION: AR-,4Bea, .WWi[0 MF0. MS 60 ION." ... , C.D. . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . .. . . . .. . . . . . . . N X 11 ST. CT. GENERAL NOTES: THE COIrtRAROR fixAL CERRY 4' plu FN6ION6. M.'"' MO MCI% Oro ALL OTHERIXMTwC CONDTroFN PRIOR TO COY YENDM O ANY W NCOMRAHID AOTOR i01= PL50 ov rxne rurn P➢RP,FOYLL INP a NOr iFV ENOIrv[FR 1CFm1111 MNL Or ANY MCInLEM� O, CORRO 16pXR NRxNX MD BE _ELT RESPOM6IBU FOR ALL TEMPOFA RECDRFO TO MAI 1 PWMNNSEE M05TMI'y OF ALL RRNCT 3 THE NALL OTMN FROM ALL SURCONTRARORS THE RNAL AFPRCLED SITE _LoWFOM OF ALL FOR NERIECFM TRAOE$. HE 4L REERESPpxa$LE FOR aoly ON_ uV10e0 ON .. DAYS � AE NY RW/A�[11T({BE FOR 0 i �_NRS SIWiBR, SroOLUMNS OROMOSN 6iR[M H $. COOxiR� afR/Ovm[E�ASNAL�%IFDE-N6 B. FOR vFRIMxNNOE �ttFO'IR[0 ORAOII N 4 lOSTIMO ! Oi ROAD FUVq,IpN6, FECEP4 FLOOD IT... OR _ OTHER OwY[R IMO CDMRAC[OR Se H 1 EMIHEER IN WRR WO, A RRIRND YAR FN nOt RER*6CORW[E fi00HUlV REV i ONUS FOR HVICTIIONNOfx IN REFERENCE R1 0 gCCfPTFMCG! F..RFIN T. Tx[FOLLOWx0 o.F.iEMISIHp PM� } DEW CLNR UMU M6 Aw NST ORCXIT[ERS INALL [F uMITID TO PEUPI NOTF�IS SHIERnODINroILRT Di THE CONDi10M6 MDOIM[NlIONS. CONTRPm W i0 FIFLO KRIVV ALL N$ SECURITY NOTES: OF w DEMs.PTFRED11THE"C. WOLS[ON MDRUROWn$FCURM E FORCE OF Soo LIE a µLHD�N MIYORMOvnIL6 ORfRIO%:1 NUACCORDMyC[ WIII R401AxR IINQU EMERIOR I NIG DOORS SXNL H E A LOCH TO SE HET OPERATED ROM S MEN W1NAMINIMLM OF 6,CO0 Po%IOU HEY CNMOB OR LOIXINO AV)]MMY. THE .CTI2lF<i DI IU RS OFORHO MERIOR 6Wxo DOOR$ fx41 XAUF S.Mf LOCH$ M DOeRe ED FOR 6NALL xINGLEAOl MULTIPLE Li oU OF OR POM LotltS wlx Ny ^ MIx xAffl ROx ROUE wttH INERTSOVT RENTOLDe NOINQDWRSSxaLLW.KNoxneMOVIHL[HM E u.MK Orx 4L E% EMOR ONSR TYPE IN5LNNO DOORS BE a ETED, OR OF$IMILAN IMR_LCONEION, TO PR[YLM DIrt NO TIE WRPOSE OF THE STRINE AND THE IMEOPOY $ SINOLE,RISE x0IH0, M[RIOR 101", 111111 ,WLL BI SOLID CORE 111TKAH L TNICH. MD"ElORDOSN4LCOMPLYKttNMEMIfRICIMxA OMDS v PM[n W IXOTERIOR DOORS OTHER THEN OWING WD111 OF THE INSIW x0 DENCE OF LOONS ARD eFMN(RN O MS1M 5 L COMPLY vmx $ sIIID xl6 N_ DOORS AND W H.- S—L RE NEST-E 11 ED voSD CNI ARD10 AS i0 *COMPLYff vR LMWrtICTLXT,UNINUMENM ARURn M50tlRTI0N IO ICED EMRYRn6TAXCF. AMA FO SWI EO. A N EMRMCIF WORDS SH4L If IROn- H A DOOR SCONE ORRIMEOL CNroH LL DOOR MOMANOOWf BY -1 CORON fR000R5 (O 1. 1 RP�kD`�ED� NA PRDIECT: 10630 HE 12 DT MIAMISH0RES,FL3313` REVISION: DAIS: 01-204020 Q' L� W M W d z � W W N Q W O c0 Z ¢ per, f`E V �a'V^J W n0°D� z � ;0;-D HO eTa6B �i`. STAre [r SCF I SHOWN SHEETS NR: A0.00 DRAMR4 BY: 1IECEIVED DESIGN CRITERIA w w,oc,Lue,x«, ut1n+L�w[ µ) i.m. rLa w.WL«YL'l'OL LYf :tt[ vf+ OOm .I LsaLV.NI,tC� n an.an SCOPE OF WORK: tlHtl.. uw roHwoi.•,L. tl. smLe•wr.. uwauf.m ,as.u.lw.,r aucr.LK Kw.unna,.o[wx+walwiu.1. CLASIFICATION OF WORK: 1MLMHN+•fa INDEX OF.DRAWINGS L .iw.caw.[ w.ar. ra. [l Lucixwrt.x PROPERTY ADDRESS AND FOLIO: Lna.uua rtl. wan n nLtl)Ln ran[LaaYlltlmMf LEGAL DESCRIPTION: tl•r.wnnw•mw.re. Lm Lou a Lm NIl160[0. Lao ar[na.aum.L. NLO)eN1lLW.1 I PRIMARY LAND USE: a iFZONING INFORMATION: pwi. KnrE I..x qa 6,l rrt�w >m w r+ tr I uLY l ) ONESTORY RESIDENCE No. 10634 ME 11 ST. CT. GENERAL NOTES: 1 ixe(M+v.t1W SIILLL HIM.LI YwIM1LO,b.[LLL,+prCtu0.u0in NDY1 'i (�ami.o�ltslWlon �rocmtlarml.,ra aro..c nKro.rouw .rnnm Kanwc[m+Htl wn w�irv+n uwmu.`nw[Iara.i,er,enn unro.nrwLm.n rx ninon uawna.<ns n+.. '. i+�wu'znr.�+�ras now+.c oo.a,wc,wn a [m w�'row%.iro. uuuo,+nvr�oet mm«oiuiwawm`sclln[`+.,wa,`ii �[o.tltn ftli lox rp�i.'M+Im� 561x•n on W.M YYII IILKx)MO as I ar,. 1.l:IrwHGgnl.t4f .us w�4l �4)14).11 L1r/1nMS aHaciM ��i ..niuv ronwsia u"�anc'ILio`wm.aiwn ne�ooinur,w. L [�wn��m,om[ur.LlaH nano ntmoLwn,ua.x.oran w` Lwm,cia wwL wnn aaxu.«.Imm na.nrs.ww w�Iwtlwimm naxm. Ml MxmwlKl tlaml[i.[bMxanLL IW wHliq,wN«KIIKLItt to <OwniYm•LRnM'C[llWtaLMY:+HIM+N[Im1Ow«O arw.nY tnOM.n nnR+rol{tlua [lMH wwgl wKxlnmlL••mtl Wn[ tl u.rtlpro wo ro+«l .uw.. noscw.0 a ruuexw[n•au.tlwrlwn,nm,.. rox+.ae,.nronu.r[wnww con.Iicrm.r. o.r[ns.0 SECURITY NOTES: •nca[Inoacwmm�m .1... «nLtwx wm.w.u.r xLa..lr. a ,uuwaanrtwa mwssxuLuwuua Kanl«f,rlvc[m Woo unlnw.x.ww..0 tl.[nlw.wewKeo.w aH wml.nw„xeL µuwwwsan rafmw Lawrowm aK. 1Ywl[ lMVLplaN,x. DeevawuLl wH •tK• ro tl M 6.IMIn Iva a a.rtwMMiM,pe.«Yw.1 e000waf.[[vLY CIwiLSW leC.wG/N•Wn. L n[pf®fMM.4LO1n.0.lww.lgW m[wKIN[YV mi[I6R vuR�OI l n,H ax.ilnt rOw+.K•a «nx) f' Lnl +rw.w.alawTl /-x�`nLer,nit 1f�IMprLIi tw. w� KpOWORnY.M0 la 0lwWau� w[;nxm. coons. n wo snuL a Lam cWc w xo�nx,x .u.00arLxulcwn. n„n,xl w<.ewuxnrvx,[sv wam w wlxn.nm «YTM1IIY i,Nouo.Oo ;wWLt011r[[MM r w�i nH tMLo I reMq,a IR.nawM, nt •��wwmn,KLOu Lw[x,tL.n,+wx w I.o. ..[xrt,x[[pwnLLn4l Krxam[o xrtn,..on KanNmw. u 000x.xo H.wo.nn..L[ocnanrwacnW twl-- ••.•. •0000 r•oxci: • il676Rthh• r n,+nsH M.sua» W Z 5 tttWWW�� W Z8 <o z <.0 J n LL ��W3_iai OOOWEL `oleo,` O/1 V20 \—_ EXIST. RESIDENCE ELECTRICAL PLAN - LEGEND [BCTP�rusw�cx a [IwIT. L[ • TTo.Am[.r.�,T • c.Max.wov0[ua sOl[xrsnxFl • aYOX(oR[oion LwSTINo) C&� G l.. vwurmuM usw gQcnuxor.x . ... . • . ... .. .. . . . .. .. . . . . . ••. . . . . . • . • • IN•• • • • • ••• ••• • ••• ••• • •• • • ELECTRICAL NOTES n.wrtx[ Unv xnorw [ucTPicu TT I T. �R' .E . RNRw[ .wo E,TRPoo[N sx.LL w�[ SP. M �M N[RdaslwleEerai.WFo.Poh GSF rfALmO [l[VAn ON.LK M,M—L.T. 10 oO.1[Pi PmxN f[IXRM IMEROFNCY NAN.OIN[M Puri s[ovo rww wTrvr rtiaTPvuAPCEo or ev. e.Tx CP I-1 PPL Er.x.PcewuciMmriM[luoniq%IR�iiin nia�Eiwile P01[n[ SCOPE OF WORK: xT[R EXIST. PANEL IS xAn .olLs oR w s IIA o",o� rxR[ coxouR :�Ls .[�.s —so ENI.M. PANELS ELECTRICAL (—/2402WIL,M. METER— SOAMP.2 P EMSTINOIPLAERULL LME — FROM TRANSFORMER SA 2/02—C PIPE EIIMTINO ELECTRICAL .E.. ENIST, PANEL ISO AMP. 2 M D20/ 240 VOLT, CONXECTEDTOTWO r X IT OROUNDMG RODS SPACED M NONO TO A{• COPPER WATER PIPE STU— AT METER LOCATION &FOUNDATION STEEL ROBS TO BE OMYEN R MIN. BELOW ORADF EXISTING ELECTRICAL RISER DIAGRAM REVISION: DAIS: 03-2C. 2020 tYIn In w w Z —U, w Zv Q O w 0 c, ZEa CIE fk EX J ^ w N0°°N_Z u;Q�<O RO evase , ST.TE.1 .' w u w O u SCALE: SHOWN SHEETS N.: E1.00 ORA" BY: ELECTRICAL PLAN LEGEND n1acM wirtx r na4TaPilal »ovau+pwnau na � NCM[u n,SlS ELECTRIGLL NOTES a�oau�a� ic�u.m�mnolm »ii n�oui lamcn.m w� cm a .0 lucT ww.m•oou /.•lNiMcnnlnun.wa..na.Iaw •wMwraawlo a mxwraaAcwueTorn<uuaulm .. cowurearvxoro.uMNAroEE AA a. rlriiv�iTw�wni"l Lwr�il wr mLwx. r msurwru roar awoc .w un.omrs e.wl ..,r nnA1�MMYwt �[xWEufA�SM c6MYT MmSm tCMnrtSi�, a neeoL�w%nr.�rQu,Ar wnln wu1 M ➢.amlm eno. al a. w.M oMUI wl.�l `.i uNA�u`w:L�.lru�c.,io1O00,wrri Tpu nwo A SYAGATLP 1NM wu fmMG N/IA I— P—A A Senn 1A SACM1 M UEnMKx W rtM 10 COxrST Mlx SIaMMlenPAlx[r vAMwSrINt ISSOxI OLIRCmA Mt wKAim Mow 5,1M SuOrt aflS'IM n.1Mrx n1 uloaw Y /!PA➢Mu MxGKMn SCOPE OF WORK: • • • • • • •• • •••• Kn;,rPn.rS. EXIST. PANEL B ran coxa,r .. ro.n.a ;p* L }" `,�EAI4TING iPI AEAML UML S IRON TAAM4i0AMFA 1/ 3 0 3TC PIPE [XMTIMC ELEMWAL 4 nct E.—K ➢AMEL4 1330 3/O VOLI. E ME�TER� 3A 3:01NW. LL bfl AMP. I PI --' AI S1/3' vAfKL E16T. a vANEI IAW O 1 PAN[L A =A 140MP.4 PI1130' NO S9LT. 341;OTNWNCU.IN ,L _INtEA4YSTLM 6O —4 lft C LLY COIl00R-�- �,' T L1TNNw3.4'011) ODIWECIED T01WOj'1t 10'ORgMEDING WA SPaKDa'lpE AI Ii' t WLA mAl vl & 4T0s0DT N smi IouTloxa EalNOAnac sTaL A004 f0 4E DRIVEN 4' MIN. At —"AM FXISTING ELECTRICAL RISER DIAGRAM q/I i .. .. . ..... •. ..• . ......... . .. . . . .. ... .. • • • • • • • • • • • • • • • • • • • • ••• • • • • ••• • • • • • • • • • • •• •• • • • •• •• • • • ••• • • • ••• r PRVPUStV FLUUN PLAN PROPOSED ROOF FRAMING PLAN • • • • • • • • • f • • • • • • • • • • • • • • • • • • • • • • • n�iui,zo�u icE °��ow°xxa' ^P.�xr°rXw� .i[gLyx�.X�Xrt»yL MOV TO L E TE s—L a°xra uTO a, a e[ rRl.[ remmco rER o'Er"I° w e.a ewn nmxo • • • s • •,xTO roReN. • IS • ••• • fxDr. wnu-. EXIST. STRUCTURE 1 SECTION a® uxnE+.m mRanmKM xkX rtwR. Im6KeKLn x.r,[,v XiE GW,NNIEiawJ°pE'M m OIOJ wD e[N FlLL[DW/ WM +gwnn Ewwrtn nxewo.yl,+� I uax. oouE[eo eroonxx KL —1 Lxalxkve' ..x» xNN - <>P-N-x-«YE�[T[-n - [c-,I-,.x— lqE/✓p'r -exLn \--- Pxxmoxmpr ooxnxuouc � j. uka Ip eE OR°wD! I P°LYDMLCNf.-- N.xunro vAPOOOR [A+u[R ovFR WxLL co..AmeD RLL.N. XEx aY I aplpR[OOYlwtbx.TR4i e01L IER A ..- 'x II - i6DiHG WAY TDLP• oTwAY °xrx.,E ai imaups SOIL STATEMENT E[x[I TExcuNx 1:m"iaieo r01fux 'm °''++e� W1Pi4am . Low •S°v.E.r. i%nX�'an eua Ex w ° [iw rwxlxa axc ae.Poe ri.wo°o i! 0 vY ee Rx° fxwN NLLuw YtK[M xE twwln[ W4 o�'oao arl.. o 'arE°11Eueac6YMPan M[KQRr[DeWlxe rRauaF WIND LOADS TERMITE PROTECTION NOTE xiiroa In FLASHING DETAIL o:s /1SE;70N xo'woln°solu,PPLI[o1[Enp G,,,,,, x„ TRUSS CONNECTOR SCHEDULE .x[xxm.. aw xm[.°'Iveibs ID 11 -- - Rpl.mlaK 0.NyeENmoxbm uKxpD KK CEMWL wXPury twT c°x4K6 T. rXRN evxnlxa W+s mprrtpKac .Ptlx ISO c°wIrTRRwxMM. °u 1� eawm W.IR nfo9l ® e.r.X YD ..6 R[Kt y+prpp ux µ ® m oywAmaK[�c[EXwvew APPUCABLE CODES: oEM[m [Lp Ixa ;aoc xiKlb (10"00"'0`o�o°°xx moxlsEwue xa owaauv.w[o. Py COLUMN SCHEDULE FOUNDATION SCHEDULE wTC XUK. r —___— �a T MDXNN[M .[[ KooL N a +r + EEE Eee xewoaromlxe Detail U-Hangers @ Wall PROJECT: 1000C NE 11 CT W MRI SHORES, FL SM4 REVISION: DATE'. A 11 x1 M. to. 01 20-MO NO OTKE euTf or U Dac W OL 0 ?U Z SCALE: SHOWN SHEETS NE: S 1.00 DRAWN BY: �1s✓1 ..IS ...... .... .... . . • • • 00*0 . . IS �5 • -� a fv ro. •� e.., ..., .. vxv,x . ni • w N fn•�n, OOf A31NE 11 CT c[nrw nn. •vx ['ne• nrfw„,u o. [.•mr • IS tl\ mom IRIo",*"3m SO- � •O NttAl,VMt. ,{., r.,4n•Hwaq J' Xa[iav,rxr ` xoarwnw IT REVISION, VAT rr nws ,f •f. Alew A..v rn,m wror Tel Mtavro ,,,,t �G> u•Elmm _.._ EXIST. STRUCTURE Mu•w rorwr an n•n Ir lry r i�conc.lwMrx e,�e i�oo,ii •SSH. rofu w Tao E•nASNNAw,Cannnw En•Wec IN, rofmrM[n1 �acaw.na� io �H4+w of :°Yoiv" uigrn o°x.•crlex nu, fo• ra, rewn. >, • • •, eW • p w,r SECTION x,Hw4. ,.,., n �,..• MA . xn<w,A. EXIST. RESIDENCE m�sw[en.x ru xaA e.•ca[o,w ••, SOIL STATEMENT w•rau,a••nefr ,m,e<w+c ,_i..r•>w �w.�xwro�.ry +i W.� .. w,4.o�wc,wa ,i' xoa tM:wu-}qfs!, v,vm a,rin . FOUNDATION PLAN we•a.•,a„r,r� raw 'o �w"w��fr„�'ew :ro �'.°a',°°�WO04r«;w": wirroLoaos J ,�,.'AMtwAVNA,wn ' mwnrwr re..[a •-fn•,� .o-v,n„v �� lii 1,i il� TERMITE PROTECTION NOTE FLASHING DETAIL SECTION n•AAu �. wnw�rz'.:oiic cW"', u: mw: TRUSS CONNECTOR SCHEDULE , .. •,, r +a:, H�,a•wrra ,w,u f•nA Wx � � u� . o[ ^� �- - .nWir.Af n,A rMi „ia wct» „ I.H,HMn - My Wn, M+, ,M ,nex•e� npp ,v.�vs. ,v 'I 0 (/ EXIST. PROPOSED FLOOR PLAN APPLICA81.E CODES: wu Awe. uo ..° "•'0H1p•' t�• ,u,ei •u:,a.[ nx,ve,rw •eoo m,iHaew f�v` . .e. f. f"'ea.tveuoea,waaawufa«aA.wr.+Hco A na�nao.�rr.w.wa nOeO'awwweewHxf rwwrec,o. �'j IXIST. RESIDENCE • COLUMN SCHEDULE FOUNDATION SCHEDULE ,rm,wr,roeo �a �f MARK WIDTH REINFORCEMENT REMARKS SIZE 80TT. AERIF. TOP. REINF. REMARKS MARK D W L LONO. SHORT LONG. SHORT PROPOSED ROOF FRAMING PLAN R» Detall U•Hangers Q Wall w py Z o w z8 Qp 5ae0'0 iI zoOQ§�oz 05;zw�n. W O W W } Q z Z SI- SHOWN SNIns Ne:... _ S1.00 DRAfrtl er: or •• • • • • • ••• •• •• • • • •• ••• •• ••• ••• • ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• • • • ••• • • • ••• <T. PROPOSED FLOOR PLAN r b"•'-'T'Sa EXIST. RESIDENCE PROPOSED ROOF FRAMING PLAN _S.cNanT«o,m �u°i�i'zu fNAPes awu cowaPM m m`uc'Iwr erfe ry�Mm Sw�w ca5.o.5r m 4l'A' Mh9D:wutNMalM rb a4.i M. Nqx. SOIL STATEMENT TERMITE PROTECTION NOTE APPLICABLE CODES: •n ousT f!a•ID nfT wr �` H �•N Fxa]SND bbNC. A--�—La•x01R MPM iO •fMA1N aO GFM•Niflfl' i +n • '869• EF6T.YMlE EXIST. STRUCTURE ( SECTION i • • a••• •••• •••• •••• .N]WaNFFSNDS]PP�. • • • .� c�xuwSrx Aau wvw; i• . oo5uu OW Foorwc fFPAASipI pxi CAN]inD W 4 P•bYmE 8 P/�M PDEYfMYIfNE IW[i iODf[cOMPACSEb Fi �Mx'�94e dh DENSDY COMPAD]IbN. YNP.]T Spt f. WINO LOAOS far•mxMSfWn,SUT •oor wrc� ]ww Pobreoo •aoraY a4bPIMSm •pgrsr TRUSS CONNECTOR SCHEDULE M:a.mEEY4Nr rMto Mxrm 6W uliOMbi]W4 MWMS � iYia.bf-A� FbW ]4/SGi ]PYW HP� osrm u5 WWN NtcaY MAN]s NM+9. .N� nu qvm�� mmSMarvY Fll]Mr COLUMN SCHEDULE FOUNDATION SCHEDULE SIZE BOTT. REINF. TOP. REINF. REMARKS MARK WIDTH REINFORCEMENT REMARKS MARK D W L LONG. SHORT LONG. SHORT • I� •u5w Fau • •OOnx05'v.rswkTb SwWrtosmAPw rl r sn Purz aam a]w• ^ Mn FOW A n ' 161 N[P. WAY • I TDP6 •DI. ' ' (61f•Dt. WAY mPi•m II .I]. �FiI;.W� rl I r•W •boc our SECTION •f I Detail U-Hangers @ Wall Mission: To protect, promote & improve the health of all people in Florida through integrated state, county & community efforts. Ron DeSantis Governor Scott A. Rivkees, MD State Surgeon General Vision: To be the Healthiest State in the Nation (Mariedy Mendoza) 10667 NE 11 Avenue Miami, FL 33138 RE: Contingency Letter Application Document No: AP1584772 Centrax Permit Number: 13-SC-2186256 OSTDS Number: 10634 NE 11 Ct Miami, FL 33138 Lot:16 Block:3 October 22, 2020 ...... . .. ...... ...... . . ..... :;w ...... . . .. . ...... Subdivision: • Dear Applicant: This will acknowledge receipt of an application dated 10/14/2020 for a permit to use an existing onsite sewage treatment and disposal system located on the above referenced property. Reviewed on 10/22/2020. No objection for New terrace construction as per your site plan. NO BEDROOM ADDITION. NO FLOW INCREASE. From a review of your completed application, it has been determined that your existing system appears to meet the minimum standards of F.A.C. 64E-6 for the proposed use. It is approved for use with the plans submitted to this office. If this system should fail, causing an unsanitary condition to exist, steps must be taken to bring the system into compliance immediately. Department approval of the system does not guarantee satisfactory performance for any specific period of time. Any change in material facts which served as a basis for issuance of this approval requires the applicant to modify the permit application. Such modification may result in this approval being made null and void. Issuance of this approval does not exempt the applicant from compliance with other Federal, State, or Local Permitting required for development of this property. If you have any questions on this matter, please call our office at (786) 315-2863. Sincerely, ��" / Sperancia Mercilus, Environmental Specialist II Florida Department of Health in DADE COUNTY 1725 NW 167 St, Opa Locka, FL 33056 PHONE: (305) 623-3500 FAX: (305) 623-3645 www.FloridaHealth.gov TWITTER:HealthyFLA FACE BOOK: FLDepartmentofHealth YOUTUBE: fldoh DocuSign Envelope ID: 78BB1BB6-A83D-425B-B9DI-BEBDOF5889B9 Jax Apex Technology, Inc. 4745 Sutton Park Court, Suite 402 Jacksonville, FL 32224 Evaluation reports are the opinion of the engineer who prepared the report, based on the findings andoin no wav constitute or imply approval by a local building authority. The engineer, in-revic-W of the data submitted, finds that, in his opinion, the product, material, system, or method of constmctien speTi4i. aN identified in this report conforms with or is a suitable alternate to that specified in the TjARda Baildh* Code, SUBJECT TO THE LIMITATIONS IN THIS REPORT """ • .... Jeffrey P. Arneson, P.E., a licensed Florida professional engineer and emplo�/e" of J4x•Apex Technology, Inc. (Apex Technology) has reviewed the data submitted for compliaiil6ejvith tho'nblitia Building Code. Neither Jeffrey P. Arneson, nor Apex Technology, are responsib4a 4®P any errors or omissions to any documents, calculations, drawings, specifications, tests, or snimmanes gmpared and submitted by the design professional or preparer of record who are listed in thy* Substantiating Data section of this report. " ' "" • • • • REPORT NO: SIM201703 CATEGORY: Structural Components SUBCATEGORY: Metal Connectors SUBMITTED BY: SIMPSON STRONG -TIE COMPANY. INC. 5956 W. LAS POSITAS BOULEVARD PLEASANTON, CA 94588 1. CERTIFICATION OF INDEPENDENCE: Jeffrey P. Arneson, the Florida engineer who prepared this report, and Apex Technology have no financial interest in the manufacturing, sales, or distribution of the products included in this report. Jeffrey P. Arneson and Apex Technology comply with all criteria as stated in Florida Administrative Code Chapter 61 G20-3. 2. PRODUCT NAME: Column Caps for CMU and Concrete Piers CCQM, CCTQM, CCCQM, ECCLQM, ECCLRQMD, ECCLRQMD Wood to Masonry Hangers LGUM26-2, LGUM28-2, LGUM210-2, LGUM26-3, LGUM28-3, LGUM210-3, LGUM26-4, LGUM28-4, LGUM210-4, LGUM46, LGUM48, LGUM410, HGUM5.25, HGUM5.50, HGUM7.00, HGUM7.25, HGUM9.00 Page 1 of 13 Simpson Strong -Tie DocuSign Envelope ID: 78BBIBB&A831D-42513-B91DI-BEBDOF5889B9 MBHU3.56/9.25KT, MBHU3.56/11.25KT, MBHU3.56/11.88KT, MBHU3.56/14KT, MBHU3.56/16KT, MBHU3.56/18KT, MBHU5.50/9.25KT, MBHU5.50/11.25KT, MBHU5.50/11.88KT, MBHU5.50/14KT, MBHU5.50/16KT, MBHU5.50/18KT MBHA3.12/9.25, MBHA3.12/11.25, MBHA3.56/7.25, MBHA3.56/9.25, MBHA3.56/11.25, MBHA3.56/11.88, MBHA3.56/14, MBHA3.56/16, MBHA3.56/18, MBHA5.50/7.25, MBHA5.50/9.25, MBHA5.50/11.25, MBHA5.50/11.88, MBHA5.50/14, MBHA5.50/16, MBHA5.50/18 3. SCOPE OF EVALUATION: Load evaluation as a structural component using the requirements of ttV 6;�i�dition (� 117) Florida Building Code, Building and 6111 Edition (2017) Florida Building Cdtfe, R'esido4at 4. DESCRIPTION: 4.1 CCQM-SDSHDG, CCTQM-SDSG, CCCQM-SDSG, ECCLQM-KT.490 ECC4LQIOD- KT Column Caps for CMU and Concrete Piers. The CCQM,.CUTQM, =CQM, and ECCLQM are used to connect wood beams to the top of CMU cxooncrete piers, primarily for raised pier foundations. The beams can be oriented In a "ppight" configuration (CCQM), "T configuration (CCTQM), "cross" confugurotion (CCCQM), or an "L" configuration (ECCLQM). The ECCLQMD has an extend6d rbain hd" to support a deck joist framing into the corner. The ECCLQMD is available TrT left (ECCLLQMD) and right (ECCLRQMD) versions. The column caps fasten to the beams with '/ "x2'h" long Strong -Drive® SDS Heavy -Duty Connector screws. Specially shaped anchor bolts are factory welded to the bottom of the buckets, and become embedded in the top of the pier. The ECCLQMG-KT and ECCLQMD-KT both include two MSTQM straps, which extend up to provide a holdown for corner framing above. The CCQM, CCTQM, CCCQM, ECCLQM and ECCLQMD are manufactured from 7 gauge steel meeting ASTM A1011 GRADE 33 with a hot - dipped galvanized finish in accordance with ASTM A153. The MSTQM strap is manufactured from 12 gauge steel meeting ASTM A653 SS GRADE 40 with a G90 galvanized finish. Column cap fastener schedule and allowable loads are shown in Table 1. Column cap dimensions are shown in Table 2. MSTQM strap fastener schedule and allowable loads are specified in Note 8 of Table 1. See Figures 1, 2, and 3 for additional details. 4.2 LGUM / HGUM Masonry Girder Hangers. The LGUM and HGUM series of high capacity hangers are used to connect wood girders and beams to masonry or concrete walls. Both series use Simpson Strong -Tie® Titen HD® Heavy -Duty Screw Anchors to attach to the masonry or concrete wall, and Strong -Drive® SDS Heavy - Duty Connector screws to attach the beam to the hanger. The LGUM is manufactured from 12 gauge steel meeting ASTM A653 SS Grade 40 with a G90 galvanized finish. The HGUM is manufactured from 7 gauge galvanized steel meeting ASTM A653 SS Grade 33 with a G90 galvanized finish. Girder hanger fastener schedule, dimensions, and allowable loads are shown in Table 3. See Figure 4 for additional details. 4.3 MBHU Masonry Beam Hangers. The MBHU series of hangers are used to anchor wood beams, joists, trusses, or rafters to masonry or concrete walls. The MBHU fastens to the wood member with '/<"x2'h" long Strong-DriveO SDS Heavy -Duty Connector screws, and fastens to the masonry or concrete wall with two 3/"x5" Titen HD® Heavy -Duty Screw Anchors. These connectors are manufactured from 10 gauge steel meeting ASTM A653 SS Grade 33 with a G90 galvanized finish. MBHU Page 2 of 13 Simpson Strong -Tie DocuSign Envelope ID: 78BB1BB6-A83D-425B-B9D1-BEBDOF5889B9 fastener schedules, dimensions, and allowable loads are shown in Table 4. See Figures 5 and 6 for additional details. 4.4 MBHA Masonry Hangers. The MBHA series of hangers are used to anchor wood beams, joists, trusses, or rafters to masonry or concrete walls. The MBHA fastens to the wood member with 10d common nails and fastens to the masonry or concrete with two lengths of threaded rod embedded in the wall using Simpson Strong -Tie SET-XP® Epoxy Adhesive. These connectors are manufactured from 10 gauge steel meeting ASTM A653 SS Grade 33 with a G90 galvanized finish. Hanger fastener schedules, dimensions, and allowable loads are shown in Table 5. See Figure 7 for additional details. 5. MATERIALS: 5.1 Steel. Steel specifications for each product listed in this evaluation report shall be as indicated in the previous section. In addition to the standard -O9Q,soating,** orrie models (designated with a model number ending with Z) are av"MQ with,a G185 zinc coating specification in accordance with ASTM A653. Somea6ders (deSinbtt2d with a model number ending with HDG or G) are availabols-wWth a hot -dip galvanization, also known as "batch" galvanization, in accordance 4414ASTMA1,23, with a minimum specified coating weight of 2.0 ounces of zinc pqr§quare foot of surface area, total for both sides. Some models (designated with'a Modelilditpr ending with SS) are available in Type 316L stainless material manufacttil'dd in accordance with ASTM A240 sheet, strip or plate and ASTM A480 (General Requirements) in the following designation: UNS designation S31603, AISI Type 316L. Model numbers in this report may not include the Z, HDG, or SS ending, but the information shown applies. 5.2 Wood. Wood members to which these connectors are fastened shall be solid sawn lumber, glued -laminated lumber, or structural composite lumber having dimensions consistent with the connector dimensions shown in Tables 1 through 6. Unless otherwise noted, lumber shall be Southern Pine (SP) or Douglas Fir -Larch (DF) having a minimum specific gravity of 0.55 or 0.50, respectively. Where indicated by SPF, lumber shall be Spruce -Pine -Fir having a minimum specific gravity of 0.42. 5.3 5.4 Concrete/Masonry. Concrete and Masonry design specifications shall be the stricter of the specifications by the engineer of record, the Florida Building Code minimum standards, the following, or as noted in the report: Material Specification Minimum Compressive Strength Concrete, f . - 2,500psi' Masonry, f m ASTM E447 1,500 psi Masonry Unit ASTM C90 1,900 psi Mortar ASTM C270 Type S 1,800 psi or by proportions) Grout ASTM C476 2,000 psi or by proportions) 1. Where noted for CCQM models, 3,000 psi concrete is required. Nails. Unless noted otherwise, nails shall be common nails. Nails shall comply with ASTM F1667 and shall have the minimum bending yield strengths Fyb: Nail Pennyweight Nail Shank Diameter inch Nail Length inch(psi) Fyb 10d 0.148 3.00 90,000 16dx2%2 0.162 2.50 90,000 Page 3 of 13 Simpson Strong -Tie DocuSign Envelope ID: 78BB1BB6-A83D-425B-B9DI-BEBDOF5889B9 Fasteners for galvanized connectors in pressure -preservative treated wood shall be hot -dipped zinc coated galvanized steel with coating weights in accordance with ASTM A153 or steel mechanically galvanized in accordance with ASTM B695, Class 55. Fasteners for stainless steel connectors shall be stainless steel except where otherwise permitted by the treatment manufacturer. The allowable loads of stainless -steel connectors match those of carbon -steel connectors when installed with Simpson Strong -Tie stainless -steel, SCNR ring - shank nails, unless noted otherwise. 5.5 Strong -Drive® SDS Heavy -Duty Connector Screws. Fasteners used with the connectors described in Tables 1, 3, and 4 of the report must 4e �i pson•gtrong- • • • •.. Tie® Strong -Drive SDS Heavy -Duty Connector Screws as recognized in rQ5%9. •, SDS screws used in contact with preservative -treated or MlsWArdanf-trebled • • • • • • lumber must, at a minimum, comply with FL9589. The lumbeNreafer or Simpson :....: .. Strong -Tie Company should be contacted for recommendatr',o% • •on rmini ium • • • • • corrosion resistance and connection capacities of fasteners uspA Wth the specific • proprietary preservative -treated or fire retardant -treated lumber.. :***so .. • . • • 5.6 Titen HD® Heavy -Duty Screw Anchors. Anchors shown in tabTe9 3 arx* 4 and • • ••:. Figures 4 and 6 shall be Simpson Strong -Tie® Titen HD Heavy-puty i4crew Anchors ; • • • •; for masonry or concrete as recognized in FL15730. Installation sMAII b*e as Wddifipd • in FL15730. '••• 5.7 Epoxy Anchoring Adhesives. Anchors shown in Table 5 and Figure 7 shall be all - thread rod installed with either Simpson Strong -Tie® ET -HP® Epoxy Adhesive or Simpson Strong -Tie SET-XP® High -Strength Epoxy Adhesive for masonry or concrete as recognized in FL16230 (masonry) and FL17449 (concrete). Installation shall be as specified in FL16230 and FL17449. 6. INSTALLATION: Installation shall be in accordance with this report and the most recent edition of the Simpson Strong -Tie Wood Construction Connectors catalog. Information in this report supersedes any conflicting information between information provided in this report and the catalog. 7. SUBSTANTIATING DATA: Test data submitted by Testing Engineers Inc. and Simpson Strong -Tie, and signed and sealed calculations performed by Bryan Wert, P.E., performed in accordance with the 6h Edition (2017) Florida Building Code, Building and Residential codes. Model Test Lab Test Number ECCLQM Testing Engineers, Inc. P002, P004, P005, Q375 ECCLQMD Simpson Strong -Tie, Inc. S944, S945 CCQM, CCTQM Testing Engineers, Inc. P006, P007, P008, P009 LGUM Testing Engineers, Inc. M202, M203, M204, M211, M2121 M213, M221, M222, M224 HGUM Testing Engineers, Inc. M207, M209, M216, M217, Q690, Q691, R058, R059 MBHU Testing Engineers, Inc. N447, N448, N449, N450, 0356, 0357, 0360, 0361, P773, P774, Q848, Q849 MBHA Testing Engineers, Inc. F391, F392, F393, F394, F964, F965 Page 4 of 13 Simpson Strong -Tie DocuSign Envelope ID: 78BB1BB6-A83D-425B-B9DI-BEBDOF5889B9 8. FINDINGS: The connectors listed in this evaluation report comply with the 61h Edition (2017) Florida Building Code, Building, and 61h Edition (2017) Florida Building Code, Residential when installed in accordance with this report. 9. LIMITATIONS: 1. Maximum allowable loads shall not exceed the allowable loads listed in this report. Allowable loads listed in this report are based on allowable stress design. The loads in this report are not applicable to Load and Resistance Factor Design. • 2. Capacity of wood members is not covered by this report. CapacitX of•wQod members • • • • • • must be checked by the building designer. ;•. •. •+ 3. Connectors in this report having a galvanized coating thickness less'thwG185 Shad'not be installed in contact with preservative -treated wood products thM!'are exposed to Y Y Y Y Y Y Y• rainfall or ground moisture. • Y Y Y Y Y Y i• 4. Allowable loads for more than one direction for a single connectiorl "wot bg added i Y Y Y i • • together. A design load that can be divided into components in the dire'N&s gi\wmdst •; • • . �.... be evaluated as follows: •YYYYY Y s (Design Uplift / Allowable Uplift) + (Design Lateral / Allowable Patera;) < 1 ;f• 'Y """ Y Y • • • • 10. ALLOWABLE LOADS: ' *too*too' 0000 . Y YYwYYY Y The tables that follow reference the allowable loads for the aforementioned products. TABLE 1: CCQM I CCCQM I CCTQM 1 ECCLQM Fasteners and Allowable Loads No. of/4"xT/2" SDS Screws 16" Square Grout -Filled CMU Pier3,6 16" Square CMU Shell Filled with 3,000 psi Concrete3,7 Model No. Main Beam Side Beam Deck Beam Uplift 160 Lateral (160) U lift 160 Lateral (160) Main Beam Side Beam Total Main Beam Side Beam Total CCQM-SDSHDG 12 - - 6,750 - 6,750 2,460 6,495 - 6,495 2,650 CCTQM-SDSG 12 8 - 6,750 5,375 6,750 2,460 6,495 5,375 6,495 2,650 CCCQM-SDSG 12 8 - 6,750 1 5,375 6,750 2,460 6,495 5,375 6,495 2,650 ECCLQMG-KT8 16 16 - 6,240 6,240 7,340 2,220 6,240 6,240 7,830 2,565 ECCLQMDG-KT9 1 16 16 6 6,240 6,240 7,340 2,220 6,240 6,240 7,830 2;565 Notes: 1. Uplift loads have been increased 60% for wind loading as permitted by the code. No further increase permitted. Reduce where other loads govern. 2. Total uplift load and lateral load is based on tested anchor failure in the pier. 3. Allowable loads are based on either a 16" square grout -filled CMU pier with f'R, of 1,500 psi or a 16" square CMU shell filled with 3,000 psi concrete. A minimum of (4) #7 vertical rebars or equivalent steel area is required. The Designer shall design and detail the GFCMU/concrete pier to resist all forces including uplift, shear, and moment. 4. Pier height per Building Designer. 5. Side beam and main beam uplift loads assume DF or SP members and are not additive. 6. The allowable loads listed for grout -filled CMU apply to solid concrete piers of 2,500 psi concrete a minimum of 16" square. 7. The allowable loads listed for CMU shell filled with 3,000 psi concrete apply to solid concrete piers of 3,000 psi concrete a minimum of 12" square. 8. The ECCLQM-KT is a kit packaged with (2) MSTQM straps and (32) SIDS 'W'x2%" screws. One strap may be installed on each face of the ECCLQM (as shown), using the SIDS screws into the beams and (26) 16dx2'/2" nails (not provided) into the wall framing. The MSTQM strap's allowable tension load is 6,240 lbs. If straps are not installed, table uplift applies to beam only. 9. The ECCLQMD-KT is a kit packaged with (2) MSTQM straps and (32) SIDS 'W'x2'h" screws. The allowable download for the deck joist connection is 5,475 lb. and the allowable uplift is 2,010 lb. Page 5 of 13 Simpson Strong -Tie DocuSign Envelope ID: 78BB1BB6-A83D-425B-B9DI-BEBDOF5889B9 TABLE 2: CCQM / CCTQM / CCCQM / ECCLQM Dimensions Model No. Main Channel Width, Wi in. Side Stirrup Width, W3 and Wa in. Main Channel Length, L, in. Side Stirrup Length, L2 in. CCQM3.62-SDSHDG 3 518 — 11 — CCQM4.62-SDSHDG 4 5118 — 11 — CCQM5.50-SDSHDG 5'/2 — 11 — CCTQM3.62-SDSG 3 5/8 3 5/8 11 '/2 4 CCTQM4.62-SDSG 4 5/8 4 5/8 13'/2 4 CCTQM5.50-SDSG 5'/2 5'/2 13'/2 4 CCCQM3.62-SDSG 3 5/8 3 5/8 11 '/2 4 f CCCQM4.62-SDSG 4 5/8 4 5/8 13'/2 0 f4 CCCQM5.50-SDSG 5'/2 5'/2 13'/2 •• • ECCLQM3.62G-KT' 3 5/8 3 5/8 11 '/2 2 • • • •-P �4 • ECCLQM4.62G-KT' 4 5/8 4 5/8 11 '/2 2 "' •t 74 ECCLQM5.50G-KT' 5'/2 5'/2 11'/22 0•••7ar Notes: ••• 1. The MSTQM is a component of the ECCLQM kits. It is 12 ga.; 3" wide and 48"•l006g.: : • • •: • 2. The ECCLURQMDG-KT has the same dimensions as ECCLQMG-KT, except"1 016',/2". • • • • • • • • • • • •• • •••• CCTQM M STQ M CCCQM 0 I 3 , m, Ir 11' ECCLQM ECCLLQMDG-KT 2 u FIGURE 1: CCQM / CCTQM / CCCQM / ECCLQM / ECCLQMD / MSTQM Typical Dimensions Page 6 of 13 Simpson Strong -Tie DocuSign Envelope ID: 78BB1BB6-A83D-425B-B9DI-BEBDOF5889B9 -0 16nominal -� 9 3 000 psi 16" concrete ' nominal 16" Square CMU Pilaster Filled with 3,000 psi Concrete (Plan view) (4) 47 rebar or egmalent area of steel ,�•,_ _..+�'n� .� , ' :•tea..,--..�~� �" _ 8• Pfer 1 height Designer Ji 16" Square CMU Pilaster Filled with 3,000 psi Concrete 16" nominal --i► 4t L.. J. r ,' 16, nominal Grout 16" Square•.•.•• : '*0 Grout -Filled CLAW:*. (Plan view) • • • • .... i4)91rebat •••••• �••.•• or epurvalerl area of stee+: • • • • • • • • • •• • • $^ ! • • .s!_• • .4 A.% wry f • B" iheight flesecytet • • • > • +ti • O ' ' 1 � O•. • 0, • • �� -�1 wI- Of 9 16" Square Grout -Filled CMU FIGURE 2: Pier Typical Dimensions and Minimum Requirements Page 7 of 13 Simpson Strong -Tie DocuSign Envelope ID: 78BB1 BB6-A83D-425B-B9Dl -BEBDOF5889B9 Typical CCQM Installation Main channel of CCCOM cannot be centered when installed into 16' grout-ldied CMU piers. layout considerations should be made accordingly 16' rionrinal 4,7 rebar 14 total) ! � ! .. + r: 16' -- --- nominal r Grout OP.) �.0 101 �`-- CCCQM -3"+6` min. from outside face to SS?B-style anchor CCCQM Installed on 16" Square Grout -Filled CMU (Plan view) Typical CCTQM Installation typical ECCLQM Installation FIGURE 3: Typical Installation Details Typical ECCLRQMD-KT Installation Page 8 of 13 Simpson Strong -Tie DocuSign Envelope ID: 78BB1BB6-A83D-425B-B9D1-BEBDOF5889B9 TABLE 3 - LGUM and HGUM Dimensions, Fasteners and Allowable Loads Dimensions (in.) Fasteners DFISP Allowable Loads (lb.) Model No. Ga. W H B GFCMU and Concrete Joist Uplift2 160 Download 100/115/125 Titen HD® Anchors Strong -Drive® SDS Screws GFCMU Concrete GFCMU Concrete Double 2x Sizes LGUM26-2 12 3'/16 5 4 4 %s"x4" 4 ''/4"X2'/z' 1,430 5,595 LGUM28-2 12 3 7/16 7 4 6 %"x4" 6 '/,"x2'/2' 2,435 8.,250 . LGUM210-2 12 3 7/16 9 4 8 %"x4" 8 '/4'x2'/2" 3,575 9!575 Triple 2x Sizes • • • • • LGUM26-3 12 5'/8 5'/8 4 4 %"x4" 4 '/,"x2'/2' 1,430 •":'• T,,61(7' LGUM28-3 12 5'/8 7'/a 4 6 Vx4" 6 '/4'x2'/z" 2,435 •• 8,29d LGUM210-3 12 5'/a 9'/8 4 8 Vx4" 8 '/4'x2'/2" 3,575 9, • Quadru le 2x Sizes LGUM26-4 12 611/16 5 5/16 4 4 %" 4" 4 '/4'x2'/2' 1,430 00000 • i623 • • LGUM28-4 12 611/16 7 5/16 4 6%"x4" 6'/4'x2'h" 2,435 000000 8,334 LGUM210-4 12 611/16 9 5/16 4 8 %"x4" 8 '/4'x2'/2" 3,575 900 . 4x Sizes 0 0 • • LGUM46 12 3 % 4'/8 4 4 %"x4" 4 '/4'x2'/2' 1,430 • • • 6b0 • LGUM48 12 3 % 6 7/8 4 6 Vx4" 6 % -2'/2" 2,435 8,26Q • LGUM410 12 3 % 8'/8 4 8 %"x4" 8 '/4'x2'/z" 3,575 9,620 Engineered Wood & Structural Com osite Lumber Sizes (Hea Dut HGUM5.25 7 5'/, 11 to 30 5'/, 8 %"x5" 24 '/4'x2'/z' 4,1052 5,0752 14,025 14,770 HGUM5.50 7 5'/z 5'/, 8 %"x5" 24 '/,"x2'/z" 14,000 14,915 HGUM7.00 7 7 5'/, 8 5/e"x5" 24 '/,"x2'T 13,840 14,915 HGUM7.25 7 _ 7'/, 9 5'/. 8 %"x5" 24 %"x2'/2" 13,810 14,915 HGUM9.00 7 5'/, 8 s/e"x5" 24 '/4'x2'/z" 13,625 14,915 Notes: 1. Uplift loads have been increased 60% for wind loading as permitted by the code. No further increase permitted. Reduce where other loads govern. 2. Tabulated uplift loads are based on a 4" min. distance to top of wall. For HGUM installations with a 15" min. distance to top of wall, uplift loads may be increased to 6,180 lb. and 6,585 lb. for GFCMU and concrete, respectively. 3. Minimum f'm = 1,500 psi and f', = 2,500 psi. 4. LGUM must be installed on minimum 6" thick wall and HGUM on minimum 8" thick wall (nominal values for GFCMU). 5. Titen HD anchors may be installed into the head or bed joints. 6. Structural composite lumber (SCL) shall have a minimum specific gravity of 0.50. �--Z7_- LGuV2X 21rm tr 8 _ 2'. LGUM 1' Io 0 104V H �Wy Mgr HGUM Typical LGUM Installation min o top d Tvalt Mastu.e � "It sn 2. mm, to end 't'valt FIGURE 4: Typical LGUM / HGUM and Installation Details Motsiure bat�r `m Typical HGUM Installation alit, p top t 4Ya11 5' man r ITWE 'PIP 15' min to end of waA Page 9 of 13 Simpson Strong -Tie DocuSign Envelope ID: 78BBIBB6-A83D-425B-B9DI-BEBDOF5889B9 TABLE 4: MBHU Dimensions, Fasteners, and Allowable Loads Fasteners DFISP Allowable Loads (lb.) Dimensions (in.) GFCMU and Joist End of Wall I Outside Corner Away From Edge Concrete Model No. Titen HD® GFCMU Concrete GFCMU/Concrete Uplift Download Uplift Download Uplift Download W H B Anchors SDS Screws 160 100 160 100 160 100 MBHU3.56/9.25 39/'s 9 % 3Y2 (2)'/;'X5" (12)'/,"X2'/z" 1,610 2,440 2,715 4,190 '.. • 2,210: • �4,,W5 MBHU3.56/11.25 11 '/, MBHU3.56111.88 11 '/e MBHU3.56/14 14 1,610 2,440 2,715 401%t: • .... 3,345 '�,065 ... • MBHU3.56/16 16 MBHU3.56/18 18 MBHU5.50/9.25 5 ,/Z 9'/, 3'/2 (2),/."X5" (12) %N2'/2" 1,610 2,440 2,715 ••... 4',?91T 0 0 • • 2,210' 16 0:6 4,005 • MBHU5.50/11.25 11 '/, MBHU5.50111.88 11 %e MBHU5.50/14 14 1 1 1 2,240 1 3,260 1 3,485 1 ti970 3,345 1 • .4065 • 1 000 MBHU5.50/16 16 MBHU5.50/18 18 Notes_ 1. Uplift loads have been increased 60% for wind loading as permitted by the code. No further increase permitted. Reduce where other loads govern. 2. Minimum fm = 1,500 psi and f. = 2,500 psi. 3. Structural composite lumber (SCL) shall have a minimum specific gravity of 0.50. too IA' FIGURE 5: Typical MBHU and Installation Detail Page 10 of 13 Simpson Strong -Tie DocuSign Envelope ID: 78BB1BB6-A83D-425B-B9DI-BEBDOF5889B9 Mvumum one non2orU *5 re[_;a located Installation at Outside Comer (Minimum loath '.'W HEY or Mmirnum am hw metal t5 rebar located Installation Away from Edge of Wall tMaximum load) FIGURE 6: MBHU Installation Location Options I. eq —+- eq.� I Mr. 1 n Minimum one N5 rebar located in top course t From edge to & of bott FIGURE 7: Typical MBHA and Installation Detail Mminaen one hor¢ontal ♦5 rebar '. W localed in top course a min. •ZJ • . ••• • •i • goo*** • )Y . • • • • • • • Installatigr19,1 • • • • • • • • • • End o4 Wall • Does • • • e. • .e••.s . . ...... Page 11 of 13 Simpson Strong -Tie DocuSign Envelope ID: 7813611366-A83D-4256-69D1-BEBDOF5889B9 TABLE 5: MBHA Dimensions, Fasteners, and Allowable Loads Model No. Dimensions (in.) Fasteners DFISP Allowable Loads (lb.) GFCMU I ConcreteZ3 Joist GFCMU and Concrete' W H B Top Face Uplift 160 Download 100 MBHA3.56/7.25 3 9/16 7'/4 3'/4 (1) ATR3/4 4 (1) ATR'/4 5 (18)10d 1,885 4,380 MBHA5.50/7.25 5'/z 7'/4 3'/4 MBHA3.12/9.25 31/8 9'/4 3'/4 (1)ATR%4 (1)ATR%4 (18)10d • • • Y•+ +•• • • •••4 •+ 3,475:� �•+ • :•.Y• :' • Y+ + •+ •+••• • Y • • • .+ :•"' • 5,339Z •. ••+ •+•• •++� MBHA3.12/11.25 31/8 11 '/4 3'/4 MBHA3.56/9.25 39/16 9'/4 3'/4 MBHA3.56/11.25 39116 11'/4 3'/4 MBHA3.56/11.88 39/16 11 1/8 3'/4 MBHA3.56/14 39/16 14 3'/4 MBHA3.56/16 39116 16 3'/4 MBHA3.56/18 391ts 18 3'/4 MBHA5.50/9.25 5'/a 9'/4 3'/4 MBHA5.50/11.25 5'/z 11'/4 3% MBHA5.50/11.88 5'/2 117/8 3'/4 MBHA5.50/14 5'/z 14 3'/4 MBHA5.50/16 5'/: 16 3'/4 MBHA5.50/18 5'/z 18 3'/4 Notes: 1. Uplift loads have been increased 60% for wind loading as permitted by the code. No further increase permitted. Reduce where other loads govern. 2. Minimum fm = 1,500 psi and fc = 2,500 psi. 3. ATR is all -thread rod, '/" diameter, grade A307 or better. 4. Loads for MBHA are based on installation using Simpson Strong -Tie® ET -HP® Epoxy Adhesive or Simpson Strong -Tie SET-XP® High -Strength Epoxy Adhesive with 6%" minimum embedment required. 5. MBHA hangers with height of 7'/4" require a 3'/2" minimum embedment of the face bolt using ET -HP Epoxy Adhesive or Simpson Strong -Tie SET-XP High -Strength Epoxy Adhesive. 6. Alternate anchorage permitted when designed by others to have equivalent or better capacity. 7. MBHA hangers with height of 9'/4" and greater installed into concrete achieve 3,775 lb. uplift (160) and 6,050 lb. download (100). 11. REFERENCES: Florida Buildina Code. Buildina 6th Edition (2017 Section 104.11 Alternative materials, design, and methods of construction and equipment Chapter 19 Concrete Chapter 21 Masonry Chapter 22 Steel Chapter 23 Wood Florida Buildina Code. Residential 6th Edition (2017 R101.2.1 Scope R4405 HVHZ Concrete R4407 HVHZ Masonry R4408 HVHZ Steel R4409 HVHZ Wood Page 12 of 13 Simpson Strong -Tie DocuSign Envelope ID: 78BB1BB6-A83D-425B-B9D1-BEBDOF5889B9 Standards AISIS100 2012 ANSI/AWC NDS 2015 ASTM D7147 2005 12. IDENTIFICATION: Each connector covered by this report shall be stamped with the manufacturer's name and/or trademark and the product name. <<11DocuSigned by:�%%J11111111"., E N S FS,O'% 07951 ¢'66Li4�J2 F 2 No 58544 O : Cr 0. STATE OF :J: 0 R IP. 1S/0 N Al- 0%":' 10/19/2017 ��1"""""0� Jax Apex Technology, Inc. Jeffrey P. Arneson, P.E. P.E. No. 58544 October 19, 2017 • . • . .••••• • .. ...... 000000 .. •... .... .... . . .... .•.• •.••• ...... . . ..... • ...... ••..•• . . . •• • •.••.• . . . •• •• • ••.• • • ..•. Page 13 of 13 Simpson Strong -Tie IMES Evaluation Report ESR-2552 Reissued March 2020 Revised July 2020 This report is subject to renewal March 2021. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 05 23—Wood, Plastic, and Composite Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. EVALUATION SUBJECT: SIMPSON STRONG -TIE® FACE -MOUNT HANGERS FOR STRUCTURAL COMPOSITE LUMBER (SCL), PREFABRICATED WOOD I -JOISTS AND GLULAM BEAMS (ENGINEERED WOOD PRODUCTS) 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2018, 2015, 2012, 2009 and 2006 International Building Code° (IBC) ■ 2018, 2015, 2012, 2009 and 2006 International Residential Code (IRC) For evaluation for compliance with codes adopted by the Los Angeles Department of Building and Safety (LADBS), see ESR-2552 LABC and LARC Supplement. Property evaluated: Structural 2.0 USES The Simpson Strong -Tie° face -mount hangers described in this report are used to support structural composite lumber, prefabricated wood 1-joists and glulam beams (i.e., engineered wood products) used in wood construction in accordance with Section 2304.10.3 of the 2018 and 2015 IBC and Section 2304.9.3 of the 2012, 2009, and 2006 IBC. The face -mount hangers may also be used in structures regulated under the IRC when an engineered design is submitted in accordance with Section of the IRC. 3.0 DESCRIPTION 3.1 General: The Simpson Strong -Tie face -mount hangers described in this report are U-shaped hangers that have prepunched holes for the installation of nails or Simpson Strong -Drive SDS screws, depending on the hanger model, into the face of the supporting wood header or beam or ledger. 3.1.1 IUS Series Hangers- The IUS series hangers are formed from No. 18 gage galvanized steel and are used exclusively to support prefabricated wood I -joists to a supporting wood member. See Table 1A for the IUS series hanger model numbers, hanger dimensions, and required fasteners; and Fable 1 E', for allowable loads. See , and i cc for drawings of a typical IUS hanger and a typical IUS hanger installation. 3.1.2 U Series Hangers: The U series hangers are formed from No. 16 gage galvanized steel. The haagar�s:are face - nailed to the supporting wood heaber, and nailed to tli'b".•;* supported structural composit2 •lurrfber oC •fyeVricated • • wood 1-joists with web stiffene"tfl:Afftept th2 required size* • • • • and number of joist nails show1h1h000 . See fir•••• the U series hanger model nWMbT3% hangpiedimpnsions, • required fasteners, and al lowab" ltmds. See • • • • for" • • • drawing of a typical U series joigter. • • • • • • • • 3.1.3 -iU and HUC Series Hangers. The HU and HUtr • •: • series hangers are formed fr®m Wa 14 gage galvanized •. steel, and are face -nailed • to the supporting wood • • • • header/beam and nailed to ths•.supported• •structurL.... composite lumber or prefabricated wood I,}d9t%*with w4b stiffeners. HU hangers having a seat width ()"*Erqual to or greater than 29/16 inches (65 mm) are available with concealed flanges and are specified with the model designation HUC. See Table 3A for hanger model numbers, hanger dimensions, and required fasteners (minimum and maximum); and Table 313 for allowable loads based on the minimum and maximum nailing schedules shown in Table . The HU and HUC hangers have triangular and round holes in both the U-shaped portion supporting the wood joist and in the flanges attached to the supporting wood header/beam. The minimum allowable loads are achieved by filling only the round holes with the type and size of nails shown in Table 3A, and the maximum allowable loads are achieved by filling all holes (both the round and triangular) with size of nails shown in i able 3A. See Figure 3a and 3b for drawings of typical HU and HUC hangers, and Figure 3c for a drawing of a typical installation of an HU hanger supporting a prefabricated wood 1-joist with approved web stiffeners. 3.1.4 HUS and HUSC Series Hangers. The HUS and HUSC series hangers having a seat width, W, of 3966 inches (90 mm) are formed from No. 14 gage galvanized steel. The HUS1.81/10 hanger with a seat width, W, of 113/16 inches (46 mm) is formed from No. 16 gage galvanized steel. The HUS models having a seat width, W, of 39/16 inches (90 mm) are available with concealed flanges, which are specified with the model designation HUSC. The hangers have prepunched holes for the installation of nails that are driven at a 45-degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 4 for HUS series hanger models, hanger dimensions, required fasteners, and allowable loads. See Figure 4 for a drawing of a typical HUS hanger. 1CC-ES Eratuation Relxtrts are not to he construed as representing aesthetics or cmv other attributes not specificalh, addressed, nor are the 'v to be construed as an endorsement o 'the subject of the report or a recommendation for its use. There is no warrants by ICC Evaluation Ser1•ice. LLC. express or implied. as ::w � to any finding or miter matter in dos report, or as to anv product covered by the report. Copyright © 2020 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 18 ESR-2552 I Most Widely Accepted and Trusted Page 2 of 18 3.1.5 HHUS Series Hangers: The HHUS series hangers are formed from No. 14 gage galvanized steel. The hangers have pre -punched holes for the installation of nails that are driven at a 45 degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 5 for the hanger model numbers, hanger dimensions, required fasteners, and allowable loads. See Figure 5 for a drawing of a typical HHUS hanger. 3.1.6 SUR/L Series Hangers: The SUR/L series hangers are formed from No. 16 gage galvanized steel. The SUR and SUL hangers are identical except they are skewed at 45 degrees to the right (SUR) and the left (SUL), respectively. See 'Table 6 for hanger models, hanger dimensions, required fasteners, and allowable loads. See Figure 6a for a drawing of a typical SUL hanger and Figure 6b for a typical SUR hanger installation. 3.1.7 HSUR/L Series Hangers: The HSUR/L series hangers are formed from No. 14 gage galvanized steel. The HSUR and HSUL hangers are identical except they are skewed at 45 degrees to the right (HSUR) and the left (HSUL), respectively, and are designed to support prefabricated wood 1-joists having approved web stiffeners, and structural composite lumber (SCL). See Table 7 for the hanger model numbers, hanger dimensions, required fasteners, and allowable loads. See Figure 7a for a drawing of a typical HSUR hanger, and Figure 7b for a typical HSUR hanger installation. 3.1.8 MIU Series Joist Hangers: The MIU series hangers are formed from No. 16 gage galvanized steel and are used to support prefabricated wood 1-joists or other approved wood members. Other approved wood members must be laterally supported at the ends in accordance with Section 2308.8.2 of the IBC and Section R502.7 of the IRC. See Table 8 for the MIU series hanger model numbers, hanger dimensions, required fasteners, and allowable loads. See Figure 8a for a drawing of a typical MIU hanger and Fi ure 8b for a drawing of a typical MIU hanger installation. 3.1.9 HGUS Series Hangers: The HGUS series hangers are formed from No. 12 gage galvanized steel and are used to support glulam beams or other approved wood members. Other approved wood members must be laterally supported at the ends in accordance with Section 2308.8.2 of the IBC and Section R502.7 of the IRC. The hangers have prepunched holes for the installation of nails that are driven at a 45-degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 9 for the HGUS series hanger model numbers, hanger dimensions, required fasteners and allowable loads. See Figure 9 for a drawing of a typical HGUS hanger. 3.1.10 LGU, MGU, HGU and HHGU Series Hangers: The LGU and MGU series hangers are formed from No. 10 gage galvanized steel; HGU series hangers are formed from No. 7 gage galvanized steel; and HHGU series hangers are formed from No. 3 gage steel. The LGU, MGU, HGU and HHGU series hangers are used to support glulam beams or other approved wood members. Other approved wood members must be laterally supported at the ends in accordance with Section 2308.8.2 of the IBC and Section R502.7 of the IRC. The hangers have pre -punched holes for the installation of Simpson Strong -Drive SDS series wood screws (SDS). See Table 10 for the LGU, MGU, HGU and HHGU series model numbers, hanger dimensions, required fasteners and allowable loads. See Figure 10 for a drawing of the HHGU series hanger and a typical installation detail. 3.1.11 HUCQ Series Hangers: The HUCQ series hangers are formed from No. 14 gage galvanized steel and are used to support glulam beams or other approved wood members. Other approved wood members must be laterally supported at the ends in accordance with Section 2308.8.2 of the IBC and Section R502.7 of the IRC. The hangers have prepunched holes for the installation of Simpson Strong - Drive SDS series wood screws (SDS). See Table 11 for the HUCQ series model numbers, hanger dimensions, required fasteners and allowable loads. See Figure 11 for a drawing of the HUCQ series hanger. 3.1.12 DU, DHU and DHUTF Series Hangers: The DU, DHU and DHUTF series hangers are face -mount and top - flange hangers that are formed from either No. 14 gauge or No. 12 gauge galvanized steel. They are designed to transfer joist floor loads to a wood stud wall through two layers of 5/e-inch-thick (15.9 mm) gypsum board complying with ASTM C1396, and are installed using a combination of nails and Simpson Strong -Drive SDS series wood screws (SDS), which are recognized under ESR-2236. These hangers are installed after the two layers of 5/i} Type X gypsum board is installed and iastene4069At, at a.... minimum, the fastener schedu%ipltetn 14.1, 5 in LBC Table • • 721.1(2). See Table 12A fgr. J}ger dtn ftdns anA • •; • allowable loads. See Table 12 f9CWener schgdule. Sqp • Figure 12 for a drawing of thg,QU, DHU• pgq DHUT+j' • • • hangers and a typical installatib • 00000 3.2 Materials: • • • • • • • • 0 0 0 0 • 3.2.1 Steel: All hangers des gr & in this teport, with ttw • • • • exception of the HGUS and:HPI It series hangers, are • • manufactured from galvanized, steel complyinq with AST1�A • • • • A653, SS designation, Grade 33 •with a minimum yield strength, Fy, of 33,000 psi (227 MPa) and a minimum tense • • •: strength, F,, of 45,000 psi (310 MPa). The-NGUt series hangers are manufactured from galvanized steel complying with ASTM A653, SS designation, Grade 40, with a minimum yield strength, Fy, of 40,000 psi (276 MPa) and a minimum tensile strength, Fu, of 55,000 psi (379 MPa). The HHGU series hangers are manufactured from nongalvanized steel complying with ASTM A1011 SS, Grade 33, with a minimum yield strength, Fy, of 33,000 psi (227 MPa) and a minimum tensile strength, Fu, of 52,000 psi (358 MPa). Base -metal thicknesses for the hangers in this report are as follows: NOMINAL THICKNESS (gage) MINIMUM BASE -METAL THICKNESS (inch) No. 3 0.2285 No. 7 0.1715 No. 10 0.1275 No. 12 0.0975 No. 14 0.0685 No. 16 0.0555 No. 18 0.0444 For SI: 1 inch = 25.4 mm. The galvanized zinc coating conforms to ASTM A924 and ASTM A653 with a G90 designation. Some models (designated with a model number ending with Z) are available with a G185 zinc coating specification in accordance with ASTM A653. Some models (designated with a model number ending with HDG) are available with a hot -dip galvanization, also known as batch" galvanization, in accordance with ASTM Al23, with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (600 g/m�, 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 E$R-2552 I Most Widely Accepted and Trusted Page 3 of 18 resistance of steel connectors in contact with the specific proprietary preservative treated or fire retardant treated lumber. 3.2.2 Wood: Wood headers/beams which the connectors are face nailed to, must be either sawn lumber, glued - laminated lumber, or engineered lumber having a minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), and having a maximum moisture content of 19 percent (16 percent for engineered lumber) except as noted in Section 4.1. The thickness of the supporting wood member (header) must be equal to or greater than the length of the fasteners specified in the tables in this report, or as required by wood member design, whichever is greater. Supported wood members that are prefabricated wood I -joists or SCL must be recognized in a current evaluation report, which will specify the allowable shear capacity and allowable reactions at supports for the proprietary engineered wood lumber. When required, web stiffeners for prefabricated wood 1-joists must comply with specifications noted in the applicable evaluation report for the 1-joists. The hangers described in this evaluation report may support 1-joists having a current ICC-ES evaluation report. The evaluation report for the prefabricated wood I -joist must specify a minimum bearing length that is equal to or less than the hanger bearing length. When the hangers are used to support prefabricated wood I -joists, joist end reactions must not exceed. the allowable joist end reaction per the 1-joist manufacturer's code report. For installation with engineered wood members, minimum allowable fastener spacing and end and edge distances, as specified in the applicable evaluation report for the engineered wood product, must be met. 3.2.3 Fasteners: Nails used for hangers described in this report must comply with ASTM F1667 and have the following minimum fastener dimensions and bending yield strengths (Fyb): SHANK NAIL LENGTH Fyn FASTENERS DIAMETER (inches) (psi) (inches) 10d x 11/2 0.148 11/2 90,000 10d 0.148 3 90,000 16d x 21/2 0.162 21/2 90,000 16d 1 0.162 1 3'/2 T 90,000 For Sf: 1 inch = 25.4 mm, 1 psi = 6.895 kPa. Some of the joist hangers described in this report are attached to the wood members using Simpson Strong -Drive SDS series wood screws as described in ESR-2236. Fasteners used in contact with preservative treated or fire retardant treated lumber must comply with Section 2304.10.5 of the 2018 and 2015 IBC, Section 2304.9.5 of the 2012, 2009 and 2006 IBC, 2015, 2012 and 2009 IRC Section R317.3 or 20061RC Section R319.3, as applicable. The chemical treatment manufacturer 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 allowable loads shown in this report are based on allowable stress design (ASD) and include the load duration factor, CD, corresponding with the applicable loads in accordance with the NDS. Tabulated allowable loads apply to products connected to wood used under dry conditions and where sustained temperatures are 100°F (37.8°C) or less. When products are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is expected, the allowable loads must be adjusted by the wet service factor, CM, specified in the NDS. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100OF (37.80C), the allowable loads in this report must be adjusted by the temperature factor, Ct, specified in the NDS. Connected wood members must be analyzed for load - carrying capacity at the connection in accordance with the NDS and the evaluation report for the engineered wood products. 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturer's published installation instructions. In the event of a opgiFt between this report and the man ufa*re;S publisMed installaticlrr • •; • instructions, this report governs'. ; • • • • • 5.0 CONDITIONS OF USE The Simpson Strong -Tie facemount hangers Ascribed 9" • • • this report comply with, or are•swtabie altercifive9to what ....i. . is specified in, those codes listed n Section..1.0 of this.. .. . . report, subject to the following conditbns: .... % 00*00 .. .. . ..... . 5.1 The connectors must be ngr1L#§ctured, identified and � • installed in accordance: with this report• and the 09*6 manufacturer's published installation anatruotions. A • copy of the instructions must be*evailabAle at the jobsila.... at all times during installation. .... A. ' 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 Adjustment factors noted in Section 4.1 and the applicable codes must be considered, where applicable. 5.4 Connected wood members and fasteners must comply, respectively, with Sections 3.2.2 and 3.2.3 of this report. 5.5 Use of connectors with preservative or fire retardant treated lumber must be in accordance with Section 3.2.1 of this report. Use of fasteners with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.3 of this report. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated March 2018. 7.0 IDENTIFICATION 7.1 The products described in this report are identified with a die -stamped or an adhesive label indicating the name of the manufacturer (Simpson Strong -Tie) the model number, and the number of an index evaluation report (ESR-2523) that is used as an identifier for the products recognized in this report. 7.2 The report holder's contact information is the following: SIMPSON STRONG TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 999-5099 www.stroncltie.com ESR-2552 I Most Widely Accepted and Trusted Page 4 of 18 TABLE IA —APPLICABLE MODEL NUMBERS FOR THE IUS SERIES I -JOIST HANGERS' DIMENSIONS2 FASTENERS DIMENSIONS2 FASTENERS (Inches) (Quantity -Type) (Inches) (Quantity -Type) MODEL MODEL NO. NO. W H B Header Joist W H B Header Joist IUS2.37/16(min) 2 /'a 16 2 14-10d — IUS2.37/16(max) 16-10d — IUS1.81/9.5 , 1 /a 91/2 2 8-10d — IUS2.56/9.25 25/a 9'/4 2 8-10d — IUS1.81/11.88 111/8 10-10d — IUS2.56/9.5 9'/2 8-10d — IUS1.81/14(min) 14 12-10d — IUS2.56/11.88 117/8 10-10d — IUS1.81/14(max) 14-10d — IUS2.56/14(min) 14 12-10d — IUS1.81/16(min) 16 14-10d — IUS2.56/14(max) 14-10d — IUS1.81/16 max 16-10d — IUS2.56/16 min 16 14-10d — IUS2.06/9.5 2 /e 91/2 2 8-10d — IUS2.56/16 max 16-10d — IUS2.06/11.88 117/8 10-10d — IUS3.56/9.5 5 3 /s 9'/2 2 .•. 10-10d — IUS2.06/14(min) 14 12-10d — IUS3.56/11.88 111/e 12-1Od — IUS2.06/14 max 14-10d — IUS3.56/14 min 14 12-10d — IUS2.06/16(min) 16 14-10d — IUS3.56/14 max 14- • • • — IUS2.06/16(max) 16-10d — IUS3.56/16(min) 16 14- fOd — IUS2.37/9.5 2 /ia 91/2 2 8-10d — IUS3.56/16(max) 16-Vd. '. — IUS2.37/11.88 11'/8 10-10d — (This section of the ' table I�'f�ltMMonally •' • • • • • • • blankl • • • • ' ; • • IUS2.37/14 min 14 12-10d — IUS2.37/14(max 14-10d — ForSI: 1 inch =25.4mm. •••• •••• ••••• 'Model numbers ending with (min) refer to nails installed into only round holes of the hanger, and the model nu "bees.ending vtttt•(Mtt) refer to • • •. nails installed into both round and triangle holes of the hanger. • 2Refer to Fi ug res I. ; and (next page) for definitions of hanger nomenclature (W, H, B). ; • •; •; •. • . .• • ••.... TABLE 1 B—ALLOWABLE LOADS FOR THE IUS SERIES I -JOIST HANGERS ' • • • • • MODEL DIMENSIONS' (inches) COMMON NAILS (Quantity -Size) ALLOWABLE LOADS2,5 (Ibs) Uplift 3.4 Download NO. W H B Header Joist CD= 1.6 CD=1.0 CD= 1.15 CD= 1.25 IUS 11/8 to 2'/8 91/4 to 16 2 8-10d — 70 950 1,080 1,165 10-10d — 70 1,185 1,345 1,455 12-10d — 70 1,420 1,615 1,745 14-10d — 70 1,660 1,805 1,805 16-10d — 70 1,805 1,805 1,805 IUS 2"/ie to 35/8 91/2 to 16 2 10-10d — 70 1,185 1,345 1,455 12-10d — 70 1,420 1,615 1,745 14-10d — 70 1,660 1,805 1,805 16-10d — 70 1,805 1,805 1,805 For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N. 'Refer to and (next page) for definitions of hanger nomenclature (W, H, B). 2Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 3The uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads need not be reduced when other load durations govern. 'Additional uplift capacity is available when installing 2-10dx1'/2-inch-long nails through the triangular holes that are pre -punched in the U-shaped portion of the hanger and into the stiffened web of the prefabricated wood 1-joist. When these additional nails are used, the maximum allowable uplift load is 345 Ibs (CD = 1.6). 5The allowable loads are based on the use of prefabricated wood 1-joists having flanges with an allowable compression perpendicular -to -grain, F�L, of 750 psi. When use is to support wood 1-joists with flanges having an F., of less than 750 psi, it must be verified that the combination of bearing capacity and joist nail capacity is adequate. ESR-2552 ( Most Widely Accepted and Trusted Page 5 of 18 U.S. PATENT 6,523,321 FIGURE 1a TYPICAL IUS HANGER (SEAT STYLE A) FIGURE 1b TYPICAL IUS HANGER (SEAT STYLE B) FIGURE 1c-TYPICAL IUS HANGEF INSTALLATION (Supported Wo9GIJ-;girt ,4ithcuiPeb Stiffeners) TABLE 2-ALLOWABLE LOADS FOR THE U SERIES JOIST HANGERS • • •: • • . MODEL DIMENSIONS' (inches) FASTENERS (Quantity- Type) ALLOWABLE LOApS",4%4Ibs) ...... Uplift" LIMAload NO. W H B Header" Joist CD = 1.6 CD= 1.0 = 1.15 : •..,%1.25 10d 16d d 16d 10d 16d U14 113/16 101/4 2 14 6-10d x 1112 970 - 2,015 • - + Q,285 2,46 For SI: 1 inch = 25.4 mm. 1 Ibf = 4.45 N. • 5 • �. • 'Refer to Figure 2 (this page) for definitions of hanger nomenclature (W, H, B). 'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 3U series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist. 4The quantity of 10d or 16d common nails specified in the "Header" column under "Fasteners" is required to achieve the tabulated allowable loads shown in the Allowable Download columns entitled 10d or 16d. 'Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam, and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. 6The allowable loads are based on the use of an engineered wood joist member with an allowable F,.i of 750 psi. When use is to support members having an F�l of less than 750 psi, it must be verified that the combination of bearing capacity and joist nail capacity is adequate. • . FIGURE 2-U SERIES JOIST HANGER ESR-2552 I Most Widely Accepted and Trusted Page 6 of 18 TABLE 3A—APPLICABLE MODEL NUMBERS FOR THE HU/HUC SERIES JOIST HANGERS MODEL DIMENSIONS' (inches) FASTENERS2 (Minimum Quantity -Type) FASTENERS2 (Maximum Quantity -Type) NO. W H B Header Joist Header Joist HU1.81/5 113/16 53/8 2'/2 12-16d 4-10d x 11/2 16-16d 6-10d x 11/2 HU7 611/16 12-16d 4-10d x 11/2 16-16d 8-10d x 11/2 HU9 95/16 18-16d 6-10d x 1'/2 24-16d 10-10d x 11/2 HU11 111/16 22-16d 6-10d x 11/2 30-16d 10-10d x 1'/2 HU14 14 28-16d 8-10d x 1112 36-16d 14-10d x 1'/2 HU2.1/9 2 /e 9 , 2 /2 14-16d 6-10d x 1'/2 18-16d 10-10d x 1'/2 HU2.1/11 11 16-16d 6-10d x 11/2 22-16d 10-10d x1 1/2 HU359 23/8 815/,6 21/2 14-16d 6-10d x 1112 18-16d 10-10d x 11/2 HU3511 111/16 16-16d 6-10d x 11/2 22-16d 10-10d x 11/2 HU3514 131/2 18-16d 8-10d x 11/2 24-16d 12-10d x 11/2 HU3516/22 141/4 20-16d 8-10d x 11/2 — — HU3524/30 18 18-16d 8-10d x 1112 24-16d 14-10d x 11/2 HU310 29/ 6 81/a 21/2 14-16d 6-10d x 11/2 — — HU312 105/8 16-16d 6-10d x 11/2 — — HU314 123/8 18-16d 8-10d x 11/2 — • •— HU316 14'/8 20-16d 8-10d x 11/2 • "` • •—` HU2.75/10 23/4 9 21/2 14-16d 6-10d x 11/2 +1 116d• 10-10d x 11/2 HU2.75/12 103/4 16-16d 6-10d x 1112 2716d • G-1 dx 11/2 HU2.75/14 13 18-16d 8-10d x 1112 -1 • 14-I d x 11/2 • HU2.75/16 14'/16 20-16d 8-10d x 1'/2 25*100d• 14-40d x 11/2 • HU210-2 31/8 813/16 2% 14-16d 6-10d 1415 6d •aCO- 10d • HU212-2 109/16 16-16d 6-10d 22.1" • • VOW • HU216-2 137/8 20-16d 8-10d 1 -10d HU3.25/10.5 10% 22-16d 10-10d • • • • •.i HU3.25/12 113/4 24-16d 12-10d — — HU48 39/16 613/16 2'/2 10-16d 4-10d .14 d• 10d HU410 8% 14-16d 6-10d *18-16d' '• 1U Od • HU412 10%z 16-16d 6-10d '22-16tJ • V(-10d • HU414 125/8 18-16d 8-10d 2416d• • • 64-1Od • HU416 135/a 20-16d 8-10d 26-16d 0 • • 12.1Od HU4.12/9 4 /8 85/8 , 2 h 14-16d 6-10d 18-16d 10-10d HU4.12/11 105/16 16-16d 6-1 Od 22-16d 10-10d HU4.28/9 s 4 /' 9 2 /2 18-16d 8-10d — — HU4.28/11 11 22-16d 8-10d HU4.75/9 43/4 9 2'/2 18-16d 8-10d — — HU4.75/11 11 22-16d 8-10d — — HU3514-2 131/4 18-16d 8-10d — — HU3516-2 151/4 20-16d 8-1Od 26-16d 12-10d HU3520-2 191/4 20-16d 8-10d 26-16d 12-10d HU310-2 51/8 87/8 21/2 14-16d 6-10d — — HU312-2 105/8 16-16d 6-1Od — — HU314-2 125/8 18-16d 8-10d HU5.125/12 51/4 10Y. 21/2 22-16d 8-16d — HU5.125/13.5 13% 26-16d 12-16d — HU5.125/16 13718 26-16d 12-16d — — HU68 5'/2 513/16 21/2 10-16d 4-10d 14-16d 6-10d HU610 75/a 14-16d 6-16d 18-16d 8-16d HU612 93/8 16-16d 6-16d 22-16d 8-16d HU614 115/8 18-16d 8-16d 24-16d 12-16d HU616 1211/,6 20-16d 8-16d 26-16d 12-16d HU410-2 7 91/1, 21/2 14-16d 6-16d 18-16d 8-16d HU412-2 /a'/a 11' 1616d 616d 22-16d 8-16d HU414-2 137/8 20-16d 8-16d I 26-16d 12-16d For SI: 1 inch = 25.4 mm. 'Refer to Figures 3a and 3b (this page) for definitions of hanger nomenclature (W, H, B). 2The Fastener column with "minimum quantity' refers to hangers installed with the designated type of nails into only round pre -punched holes of the hanger, and the Fastener column with "maximum quantity" refers to HU series and HUC series hangers installed with the designated type of nails into both round and triangle pre -punched holes of the hanger. The hanger size and fastener quantity are used to determine allowable loads noted in Table, . 0 it . - j ° • • • • o H 0 • ' o 0 a • 1 _ FIGURE 3a— HU SERIES HANGERS `y „ FIGURE 3b— HUC SERIES HANGERS ESR-2552 { Most Widely Accepted and Trusted Page 7 of 18 TABLE 313-ALLOWABLE LOADS FOR THE HU AND HUC SERIES JOIST HANGERS' MODEL DIMENSIONS2 (inches) FASTENERS (Quantity - Type) ALLOWABLE LOADS3,4,6 (lbs) Uplifts Download NO. W H B Header Joist CD= 1.6 CD= 1.0 1.15 CD= 1.25 113/,6 53/8 to 6"/16 2'/2 12-16d 4-10d x 1'/2 610 1,785 2,015 2,165 21/8 to 7'/8 75/a to 91/8 2% 10-16d 4-10d 760 1,490 1,680 1,805 14-16d 6-10d x 1'12 915 2,085 2,350 2,530 14-16d 6-10d 1,135 2,085 2,350 2,530 14-16d 6-16d 1,345 2,085 2,350 2,530 21/8 to 7'/8 93/8 to 111/8 2'12 16-16d 6-10d x 11/2 915 2,380 2,685 2,890 16-16d 6-10d 1,135 2,380 2,685 21890 16-16d 6-16d 1,345 2,380 2,685 2,890 HU/HUC (Min Nailing) 1 t3/16 to 51/2 9 to 18 2'12 18-16d 6-10d x 1'/2 915 2,680 3,020 3,250 18-16d 8-10d x V12 1,515 2,680 3,020 3,250 18-16d 8-10d 1,515 2,680 3,020 3,250 18-16d 8-16d 1,795 2,680 3,020 3,250 23/8 to 71/8 12"/16 to 191/4 21/2 20-16d 8-10d x 1112 1,515 2,975 3,360 3,610 20-16d 8-10d 1,515 2,975 3,360 3,610 20-16d 8-16d 1,795 2,975 3,360 0 4• • %,610 113(1s to 5'!a 10'/4 to 11'/,s 2'/222-16d 22-16d 6-10d x 11/2 915 3,225 • •3,695 3,970 22-16d 8-10d 1,515 3,27 3,695 • ,970 10-10d 1,795 3,2'tl `• • •3,695 • •3,970 • 22-16d 8-16d 1,795 3,2FT • • • 3,695 • 3,970 • 31/4 113/4 21/2 24-16d 12-10d 1,795 3,570* 4,030 •••4,335 • 5'/4 13'/4 to 137/8 21/2 26-16d 12-16d 2,695 3,875 • • 4,365 • • • 4,695 • 1t3/16 14 21/2 28-16d 8-10d x 1'!2 1,515 4,1GS•• •4,420 • •4,505 *• 113/16 53/8 to 611/16 21/2 16-16d 6-10d x 11/2 915 2,3$ ' • 2,685 • •***2,890 16-16d 8-10d x 1'/2 1,515 2,3BQ 2,685 2,890 21/8 to 7'/8 75/8 to 91/8 2'/2 14-16d 6-10d 1,135 2,0 5 • •2,350 2,530 18-16d 10-10d x 11/2 1,795 2,680 3,020 • • &,250 18-16d 10-10d 1,795 2,610 • • 3,020 3,250 • • 18-16d 8-16d 1,795 2,68 3,0200 5 3,250 HU/HUC 2'/8 to 7118 93/8 to 111/8 2'/2 22-16d 10-10d x 11/2 1,795 3,275 3,695 3,970 22-16d 10-10d 1,795 3,275 3,695 3,970 22-16d 8-16d 1795 3,275 3,695 3,970 (Max Nailing) 173/16 to 5'/2 9'/16 to 18 2% 24-16d 10-10d x 1'/2 1,795 3,570 4,030 4,335 24-16d 12-10d x 1'/2 1,795 3,570 4,030 4,335 24-16d 14-10d x 11/2 1,795 3,570 4,030 4,335 24-16d 12-10d 1,795 3,570 4,030 4,335 24-16d 12-16d 2,695 3,570 4,030 4,335 23/4 to 71/8 135/8 to 19'/4 21/2 26-16d 14-10d x 1'/2 1,795 3,870 4,365 4,695 26-16d 12-10d 1,795 3,870 4,365 4,695 26-16d 12-16d 2,695 3,870 4,365 4,695 1t3/16 111/16 21/2 30-16d 10-10d x 11/2 1,795 4,465 4,705 41810 113/1s 14 2'/2 36 16d 14 10d x 1'/z 1,795 5,055 5,275 5,420 For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, 1 Ibf = 4.45 N. ' HU hanger series with widths (W) equal to or greater than 29/,6 inches (65 mm) are available with concealed flanges and are specified as HUC hanger series. 2Refer to Figures 3a and 3b (previous page) for definitions of hanger nomenclature (W, H, B). 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4HU series and HUC series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist. 5The uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. 'The allowable loads are based on the use of an engineered wood joist member with an allowable F�1- of 750 psi for all models except those specific to glulam sizes, which are based on an allowable Fri of 650 psi. When use is to support members having an F., of less than 750 psi or 650 psi, respectively, it must be verified that the combination of bearing capacity and joist nail capacity is adequate. FIGURE 3c-TYPICAL HU HANGER ESR-2552 i Most Widely Accepted and Trusted Page 8 of 18 TABLE 4-ALLOWABLE LOADS FOR THE HUS SERIES JOIST HANGERS DIMENSIONS' (inches) FASTENERS (Quantity -Type) ALLOWABLE LOADS2,1,6 (Ibs) MODEL NO. W H B Header Joist° Uplifts Download CD= 1.6 Co= 1.0 CD= 1.15 CD= 1.25 HUS46 3'/16 5 2 4-16d 4-16d 1,165 1,065 1,210 1,305 HUS48 39/,6 6 15/ 16 2 6-16d 6-16d 1,320 1,595 1,815 1,960 HUS410 3'/16 815/16 2 8-16d 8-16d 2,990 2,125 2,420 2,615 HUS412 39/16 10% 2 10-16d 10-16d 3,435 2,660 3,025 3,265 HUS1.81/10 I 113/,a 8'/a 3 30-16d 10-16d 2,675 5,135 5,295 5,400 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 4 (this page) for definitions of hanger nomenclature (W, H, B). 'Tabulated allowable load capacities must be selected based on duration of load as permitted by the applicable building code. 3HUS hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist. '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. 'The uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. 'The allowable loads are based on the use of an engineered wood joist member with an allowable F�l of 750 psi. When use is to support members having an Fc= of less than 750 psi, it must be verified that the combination of bearing capacity and joist nail capacity is adequate. ...••9 • •••• •••••• •••• •••• ••••• FIGURE 4-HUS JOIST HANGER (see Table.)... • • • • • • • .• .. . ...... • • •• • •••••• TABLE 5-ALLOWABLE LOADS FOR THE HHUS SERIES JOIST HANGERS DIMENSIONS' (inches) FASTENERS (Quantity -Type) ALLOWABLE LOADS2.' (Ibs) MODEL NO. W H B Header Joist° Uplifts Download Co= 1.6 Co= 1.0 CD= 1.15 CD= 1.25 HHUS46 35/8 5% 3 14-16d 6-16d 1,320 2,7856 3,155' 3,405' HHUS48 S78 7 3 22-16d 8-16d 1,780 4,2106 4,7706 5,1406 HHUS410 35/8 1 9 11 3 30-16d 10-16d 3,565 5,635 6,380 6,445 HHUS5.50/10 5% 1 9 1 3 30-16d 10-16d 3,565 5,635 6,380 6,880 HHUS7.25/10 71/4 1 9 1 3'/16 30-16d 10-16d 3,565 5,635 6,380 6,880 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 5 (this page) for definitions of hanger nomenclature (W, H, B). 'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 3HHUS hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist. °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. 5The uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. 'The allowable loads for model numbers HHUS46 and HHUS48 are based on the use of an engineered wood joist member with an allowable F,l of 750 psi. When use is to support members having an F�l of less than 750 psi, it must be verified that the combination of bearing capacity and joist nail capacity is adequate. t r H r �Fp • FIGURE 5-HHUS JOIST HANGER (see Table 5) �SR-2552 I Most Widely Accepted and Trusted Page 9 of 18 TABLE 6-ALLOWABLE LOADS FOR THE SUR/SUL SERIES JOIST HANGERS MODEL NO. DIMENSIONS' (inches) FASTENERS (Quantity -Type) ALLOWABLE LOADS2,6 (Ibs) Uplifts Download W H B A, A2 Header Joist CD=1.6 Co=1.0 CD=1.15 Co=1.25 SUR/1-210 19/16 8 2 11/8 15/16 10-16d 10-10d x 1112 1,585 1,440 1,635 1,760 SUR/L214 19/16 10 2 1'/8 15/16 12-16d 12-10d x 11/2 1,930 1,730 1,960 2,115 SUR/L1.81/9 1t3/,s 9 3 15/8 25/16 12-16d 2-10d x 1% 22534 1,730 1,955 1,955 SUR/1-1.81/11 173/16 11 3 15/8 25/16 16-16d 2-1Od x 1'/2 22534 2,305 2,560 2,560 SUR/1-1.81/14 113/16 133/4 3 15/8 2'/16 20-16d 2-1Od x 11/2 22534 2,560 2,560 2,560 SUR/L2.06/9 2'/16 91/16 33/16 15/8 21/8 14-16d 2-10d x 1V/2 2253 2,015 2,285 2,465 SUR/L2.06/11 2'/16 11V/4 3'/16 1% 2'/8 16-16d 2-10d x 11/2 2253 2,305 2,615 2,665 SUR/L2.06/14 21/16 135/8 33/16 15/8 21/8 18-16d 2-10d x 1'/2 2253 2,590 2,665 2,665 SUR/L2.1/9 2'/8 91/16 33/16 19/16 21/8 14-16d 2-10d x 11/2 2253 2,015 2,285 2,465 SUR/L2.1/11 21/8 113h6 33/16 19/16 21/8 16-16d 2-10d x 1'/2 2253 2,305 2,615 2,665 SUR/L2.1/14 2'/8 13'/16 3 3/ 16 19/16 21/8 18-16d 2-10d x 11/2 2253 2,590 2,665 2,665 SUR/L2.37/9 23/8 81'/16 33/16 15/16 21/8 14-16d 2-10d x 1'/2 2253 2,015 2,285 2,465 SUR/L2.37/11 2% 113/16 1 33/16 15/16 21/8 16-16d 2-10d x 1112 2253 2,305 2,615 2,665 SUR/L2.37/14 23/8 13'/16 33/16 15/16 21/8 18-16d 2-10d x 1'/2 2253 2,590 2,665 2,665 SUR/L2.56/9 29/16 813/16 33h6 11/8 21/8 1 14-16d 2-10d x 11/2 2253 2,015 2,285 2,465 SUR/L2.56/11 2'/16 113/16 33/16 11/8 21/8 16-16d 2-10d x 11/2 2253 2,305 2,6j5 . 2,665 SUR/L2.56/14 2'/16 13'/16 3'/16 11/8 2% 18-16d 2-10d x 11/2 2253 42,590• 2,665 * "2,665 SUR/1-210-2 31/a 8" hr, 25/a 17/16 23/8 14-16d 6-16d x 2% 1,160 201 • 2,294 • 2,345 SUR/1-214-2 31/a 121'/16 27/16 1'/16 23/8 18-16d 8-16d x 21/2 1,505 +a►,W. • 2,3 5'..'2,345 SUR/L46 39h6 43/4 25/8 1 23/a 8-16d 4-16d 730 •1tb50•• 1,305 . 1,325 SUR/1-410 3'/16 8'/2 1 25/8 1 2% 14-16d 6-16d 1,160 201,69 2,285... 2,345 • SUR/L414 39/16 12% 1 2% 1 23/8 18-16d 8-16d 1,505 :*i 2,34.5.. '2,345 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. • • .•.•.. • • • •00 •••••• 'Refer to Figure 6a (this page) for definitions of hanger nomenclature (W, H, B, Al, A2). 00 ' Go**** 2Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building;CIdD.'; • .0 3Optional triangle holes may be filled (requires web stiffeners) for additional uplift resistance. When a total of sift 10dx1,/z" nail9 are installed into ..;. the joist for 9- and 11-inch models, an uplift value of 825 Ibs may be used. When a total of eight 10dx11/2" nailgare installed irtio 4olist for ' 4- inch models, an uplift value of 1,190 Ibs may be used. • . . • • • • • . 4Uplift value based on use of LVL joist member. When using an 1-joist as the joist member, allowable uplift must be taken as *40 lbs.• ' 5The uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. 'The allowable loads are based on the use of an engineered wood joist member with an allowable F�l of 750 psi. When use is to support members having an F,l of less than 750 psi, it must be verified that the combination of bearing capacity and joist nail capacity is adequate. ?A f vl FIGURE 6a-SUL SERIES JOIST HANGER FIGURE 6b-TYPICAL SUR HANGER INSTALLATION ESR-2552 I Most Widely Accepted and Trusted Pagel 0 of 18 TABLE 7-ALLOWABLE LOADS FOR THE HSUR/HSUL SERIES JOIST HANGERS MODEL NO. DIMENSIONS' (inches) FASTENERS (Quantity -Type) ALLOWABLE LOADS2.3 (Ibs) W H B A, A2 Header Joist Uplift° Download CD= 1.6 CD= 1.0 CD= 1.15 CD= 1.25 HSUR/L210-2 31/8 811/16 27/16 13/4 23/8 20-16d 6-16d x 2112 1,160 2,975 3,360 3,410 HSUR/L214-2 3'/8 12"/16 27/16 13/4 23/8 26-16d 8-16d x 2% 1,505 3,870 4,365 4,695 HSUR/L46 3'/16 43/4 1 2'116 1 1 23/16 12-16d 4-16d 730 1,785 1,795 1,795 HSUR/L410 3'/16 81/2 27/16 1 23/16 20-16d 6-16d 1,160 2,975 3,360 3,410 HSUR/L414 39/16 121/2 2'/16 1 2 3/ 16 26-16d 8-16d 1,505 3,870 4,365 4.685 HSUR/L4.12/9 41/8 9 3 17/16 23/8 12-16d 2-1 Od x 11/2 1454 1,725 1,725 1,725 HSUR/L4.12/11 41/8 111/8 3 1'/16 23/8 16-16d 2-1 Od x 1'f2 1454 2,380 2,685 2,890 HSUR/L4.12/14 41/e 133/4 3 17/16 23/8 20-16d 2-1 Od x 11/2 1454 2,975 3,330 3,330 HSUR/L4.12/16 41/8 153/4 3 1'/16 2% 24-16d 2-1 Od x 1112 145' 3,330 3,330 3,330 HSUR/L4.28/9 45/16 9 3 17/16 23/8 12-16d 2-1 Od x 11/2 1454 1,7255 1,725 1,725 HSUR/L4.28/11 45/16 11 V8 3 1'/16 23/8 16-16d 2-1 Od x 1'/2 145' 2,380 2,685 2,890 HSUR/L4.75/9 43/4 875/16 23/4 17/16 23/8 12-16d 2-1 Od x 1112 1454 1,725 1,725 1,725 HSUR/L4.75/11 43/4 1015/16 23/4 17/16 23/8 16-16d 2-1 Od x 1'/2 1454 2,380 2,68� • 2,890 HSUR/L4.75/14 43/4 133/4 23/4 0% 23/8 20-16d 2-1 Od x 11/2 1454 2,975 3,3A • • • •3,330 • HSUR/L4.75/16 43/4 153/4 23/4 17/16 23/8 24-16d 2-1 Od x 11/2 145' 3,3V • 3,33 • • 3,330 HSUR/L5.12/9 51/8 9 273/16 17/16 23/8 12-16d 2-1 Od x 1'/2 1454 1,725 � • • 1,72t ' 1,725 • HSUR/L5.12/11 51/8 11 213/16 1'/16 23/8 16-16d 2-1 Od x 1112 1454 2,3$O • • 2,685 2,890 : • HSUR/L5.12/14 5'/8 133A 2 13/ 16 17/16 23/8 20-16d 2-1 Od x 11/2 1454 2,5-" • • • 3,33% • • •3,330 HSUR/L5.12/16 51/8 153A 2 13/ 16 1'/16 23/8 24-16d 2-1 Od x 1'/2 1454 3,830 • • 3,330 • 3,330 • • For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. • • • • 0 - - - - - • • • • • • 'Refer to Figure 7a (this page) for definitions of hanger nomenclature (W, H, B, A1, A2). • • • '. 2Tabulated allowable loads must be selected based on duration of load as permitted by the applicable buildin code. : �. '. ' • • • • • 'When 1-joists are the supported member as shown in Figure 7b, each 1-joist must have web stiffeners instakd up al;cordarl'ce \Vh the 1-je!st . manufacturer's evaluation report, and the minimum required quantity and type of nails, as specified in the coIL"n erftitled FA 64-ENE RS must be nailed directly into the web stiffeners and/or 1-joist. • • • • 4Optional triangular holes may be filled (requires web stiffeners) for additional uplift. When a total of six 10d x 11/2" nails are installed into the joist, an uplift value of 505 Ibs may be used. 5The uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. 'The allowable loads are based on the use of an engineered wood joist member with an allowable Fri of 750 psi. When use is to support members having an Fri of less than 750 psi, it must be verified that the combination of bearing capacity and joist nail capacity is adequate. FIGURE 7a-HSUR JOIST HANGER FIGURE 7b-TYPICAL HSUR JOIST HANGER INSTALLATION (Web Stiffeners not shown for Clarity -See Footnote 3 to Table 7) ESR-2552 ! Most Widely Accepted and Trusted Page 11 of 18 TABLE 8-ALLOWABLE LOADS FOR THE MIU SERIES JOIST HANGERS MODEL NO DIMENSIONS' (in.) FASTENERS'," ALLOWABLE LOADS (ibs) 2,5,6,7 Uplift3,4,5 Download W H B Header Joist CD=1.6 Co= 1.0 CD=1.15 CD= 1.25 MIU1.56/7 1 s /,8 615/,6 2 /2 10-16d 4-10d x 11/2 555 1,440 1,635 1,760 MIU1.56/9 8t5/,s 16-16d 6-10d x 11/2 965 2,305 2,615 2,820 MIU1.56/11 11'/,s 20-16d 6-10d x 1112 965 2,880 3,135 3,135 MIU1.56/14 13'/,6 22-16d 6-10d x 11/2 965 3,170 3,550 3,610 MIU1.81/7 t3 1 /,8 615/,6 2 /2 10-16d 4-10d x 11/2 555 1,440 1,635 1,760 MIU1.81/9 813/,6 16-16d 6-10d x 11/2 965 2,305 2,615 2,820 MIU1.81/11 111/,s 20-16d 6-10d x 11/2 965 2,880 3,135 3,135 MIU1.81/14 135/,s 22-16d 6-10d x 11/2 965 3,170 3,595 3,875 MIU1.81/16 155/,6 24-16d 6-10dx1112 965 3,455 3,902 4,045 MIU1.81/18 17 5/,6 26-16d 6-10d x 11/2 965 3,745 4,020 4,045 MIU2.1/11 21/a 11'/16 2'/2 20-16d 6-10d x 1'/2 965 2,880 3,135 3,135 MIU2.37/7 23/s 6M15/16 21/2 10-16d 4-10d x 11/2 555 1,440 1,635 1,760 MIU2.37/9 9 16-16d 6-10d x 11/2 965 2,305 2,615 2,820 MIU2.37/11 111/,6 20-16d 6-10d x 11/2 965 2,880 3,135 3,135 MIU2.37/14 131/2 22-16d 6-10d x 1112 965 3,170 3,595 3,875 MIU2.37/16 15% 24-16d 6-10d x 11/2 965 3,45y 3,920 • • •4,@45 MIU2.37118 171/2 26-16d 6-10d x 11/2 965 3,741 • • ;4,045 4,045 MIU2.37/20 191/2 28-16d 6-10d x 11/2 965 4,034 • • •.4,060 ' ,060 MIU2.56/9 2'/16 815/16 2112 16-16d 6-10d x 1'/2 965 2,305 • • . 92,615 . 2,820 MIU2.56/11 111/16 20-16d 6-10d x 11/2 965 2,880 • • • 3,135 •.3,135 MIU2.56/13 12'/4 20-16d 6-10d x 1112 965 2,880 • • • 3,135 • • • 3,135 MIU2.56/14 13'/,s 22-16d 6-10d x 1'/2 965 3,170• • • •3,595 • 8,875 MIU2.56/16 15'/,6 24-16d 6-10d x 11/2 965 3,453' • 3,920 • 4,045 MIU2.56/18 177116 26-16d 6-10d x 1'/2 965 3,7450 • • •4,045 • 4,045 MIU2.56/20 19'/16 28-16d 6-10d x 1112 965 4,03b •4,060'� • 04,060 MIU3.12/9 3 /8 91/,s 2 /2 16-16d 6-10d x 11/2 965 2,3 *.2,615 •21820 MIU3.12/11 111/8 20-16d 6-10d x 11/2 965 2,880 3,135 • • • %135 MIU3.56/9 s 3 hs 813/16 2 /2 16-16d 6-10d x 1'/2 965 2,305 2,615 • • •2,820 MIU3.56/11 111/8 20-16d 6-10d x 1112 965 2,880 3,135 3,135 MIU3.56/14 135/,6 22-16d 6-10d x 1'/2 965 3,170 3,595 3,875 MIU3.56/16 15'/16 24-16d 6-10d x 1'/2 965 3,455 3,920 4,045 MIU3.56/18 175/16 26-16d 6-10d x 1'/2 965 3,745 4,045 4,045 MIU3.56/20 195/16 28-16d 6-10d x 1'/2 965 4,030 4,060 4,060 MIU4.12/9 4 /8 91/,6 2 , h 16-16d 6-10d x 1'/2 965 2,305 2,615 2,820 MIU4.12/11 111/8 20-16d 6-10d x 1112 965 2,880 3,135 3,135 MIU4.12/14 139/,6 22-16d 6-10d x 1'/2 965 3,170 3,595 3,875 MIU4.12/16 159/16 24-16d 6-10d x 1'/2 965 3,455 3,920 4,045 MIU4.28/9 5 4 /16 9 2 h 16-16d 6-10d x 11/2 965 2,305 2,615 2,820 MIU4.28/11 1111a 20-16d 6-10d x 11/2 965 2,880 3,135 3,135 MIU4.28/14 13% 22-16d 6-10d x 11/2 965 3,170 3,595 3,875 MIU4.28/16 15'/2 24-16d 6-10d x 1'/2 965 3,455 3,920 4,045 Please refer to next page for continuation of Table 8. ESR-2552 I Most Widely Accepted and Trusted Page 12 of 18 TABLE 8-ALLOWABLE LOADS FOR THE MIU SERIES JOIST HANGERS (Continued) MODEL NO. DIMENSIONS' (in.) FASTENERS'" ALLOWABLE LOADS (Ibs)2,5,6,7 Uplift3•4•5 Download W H B Header Joist CD= 1.6 Co= 1.0 Co= 1.15 CD= 1.25 MIU4.75/9 4 3/� 9 2 /z 16-16d 6-10d x 11/2 965 2,305 2,615 2,820 MIU4.75/11 11'/16 20-16d 6-10d x 11/2 965 2,880 3,135 3,135 MIU4.75/14 13% 22-16d 6-10d x 1'/2 965 3,170 3,595 3,875 MIU4.75/16 15'/2 24-16d 6-10d x 11/2 965 3,455 3,920 4,045 MIU4.75/18 171/2 26-16d 6-10d x 1'/2 965 3,745 4,045 4,045 MIU4.75/20 191/2 28-16d 6-10d x 11/2 965 4,030 4,060 4,060 MIU5.12/7 51/8 615/16 21/2 10-16d 4-10d x 11/2 555 1,440 1,635 1,760 MIU5.12/9 8 13/ 16 16-16d 6-10d x 1'/2 965 2,305 2,615 2,820 MIU5.12/11 111/8 20-16d 6-10d x 11/2 965 2,880 3,135 3,135 MIU5.12/14 135/16 22-16d 6-10d x 11/2 965 3,170 3,595 3,875 MIU5.12/16 155/16 24-16d 6-10d x 11/2 965 3,455 3,920 4,045 MIU5.12/18 175/16 26-16d 6-10d x 11/2 965 3,745 4,045 4,045 MIU5.12/20 195/16 28-16d 6-10d x 1'/2 965 4,030 4,060 4,060 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 8a (this page) for definitions of hanger nomenclature (W, H and B). 2Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. • • 3The uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allow;bleV%ft loadstnust be reduceA„ • when other load durations govern. • • • • . * • ^Total number of joist nails specified in the table must be installed to resist tabulated uplift loads. The bottom twoJ Gdx,1'./2 nails:rnLN 0 installed • at a 45-degree angle into the bottom flange of the prefabricated wood 1-joist, as shown in the detail in Figure 8,J91"s page). These nails are ' designated as PAN nails. ' ' • SWeb stiffeners must be installed on wood 1-joists, with the following exception: An alternate reduced uplift capacity 6�230 Ib.; Lr'dr % obtained • without using web stiffeners and all of the specified joist nails indicated in the table by installing two angled PAN TATeat the hantel•9eat into ti1w ... bottom flange of the wood 1-joist as shown in the detail in Figure 8b (on this page). ` • • • • • ,.0 •, • 'For joist members other than prefabricated wood 1-joists, lateral support must be provided at the ends in accoodanse with SQc't'oh'�3,_ 08.8.2�Qf •••• the IBC or Section of the IRC. a • • • • • • 'The tabulated allowable loads are based on the use of prefabricated wood 1-joists having flanges with an alloytabldPc( npressi on perpendicular- '. to -grain, F.-, of 750 psi. When use is to support members having an F- of less than 750 psi, it must be verifigd thatthe combinaticn of bearlIrt • • • capacity and joist nail capacity is adequate. • . a ' • • • • • 0*09 A FIGURE 8a-MIU JOIST HANGER FIGURE 8b-ALTERNATE MIU JOIST HANGER INSTALLATION (See Footnotes 3 and 4 to Table 8) F,SR-2552 ! Most Widely Accepted and Trusted Page 13 of 18 TABLE 9-ALLOWABLE LOADS FOR THE HGUS SERIES JOIST HANGERS MODEL DIMENSIONS' (Inches) FASTENERS (Quantity -Type) ALLOWABLE LOADS2,5 (lbs) Uplift4 Download NO. W H B Header Joist' CD = 1.6 CD = 1.0 Co = 1.15 Co = 1.25 HGUS2.75/10 23/4 8% 4 46-16d 16-16d 4,095 9,100 9,100 9,100 HGUS2.75/12 23/4 107/8 4 56-16d 20-16d 5,040 9,400 9,400 9400 HGUS2.75/14 23/4 121/8 4 66-16d 22-16d 5,515 9,695 9,695 9,695 HGUS3.25/10 31/4 8% 4 46-16d 16-16d 4,095 9,100 9,100 9,100 HGUS3.25/12 31/4 10% 4 56-16d 20-16d 5,040 9,400 9,400 9,400 HGUS46 35/8 55/16 4 20-16d 8-16d 2,155 4,360 4,885 5,230 HGUS48 3% 7'/,6 4 36-16d 12-16d 3,235 7,460 7,460 7,460 HGUS410 3% 91/16 4 46-16d 16-16d 4,095 9,100 9,100 9,100 HGUS412 35/8 1016 4 56-16d 20-16d 5,040 9,400 9,400 9,400 HGUS414 3% 12'/1a 4 66-16d 22-16d 5,515 9,695 9,695 • 99,695 HGUS5.25/10 51/4 91/16 4 46-16d 16-16d 4,095 9,100 •`9000 ` 9,100 ` HGUS5.25/12 5'/4 105/e 4 56 16d 20 16d 5,040 9,400 • • • •9400 `. •1,400 • HGUS5.5/8 51/2 615/1s 4 36-16d 12-16d 3,235 7,460 ` • *7,460 0 7,460 ' • HGUS5.5/10 5'/2 815/16 4 46-16d 16-16d 4,095 9,100 • ••••9,100 '..•. M,100 60 HGUS5.5/12 5'/2 101/2 4 56 16d 20 16d 5,040 9,400 :,400 • �,400 • • HGUS5.5/14 51/2 121/2 4 66-16d 22-16d 5,515 9,695 �,695 9,695 * 0 HGUS5.62/10 5`'/a 8% 4 46-16d 16-16d 4,095 9,100 • 9,100 •• • •9,100 •• HGUS5.62/12 55/8 107/16 4 56-16d 20-16d 5,040 9,400 • • 9,400 " 9,400 ; HGUS5.62/14 55/e 127/16 4 66-16d 22-16d 5,515 9,695 9,695 `• ••19,695 HGUS6.88/10 55/8 813/16 4 46-16d 16-16d 4,095 9,100 9,100 9,100 HGUS6.88/12 67/8 1073/16 4 56-16d 20-16d 5,045 9,400 9,400 9,400 HGUS6.88/14 67/8 12t3/16 4 66-16d 22-16d 5,515 9,695 9,695 9,695 HGUS7.25/8 71/4 71/4 4 36-16d 12-16d 3,235 7,460 7,460 7,460 HGUS7.25/10 71/4 85/e 4 46-16d 16-16d 4,095 9,100 9,100 9,100 HGUS7.25/12 7'/4 105/8 4 56-16d 20-16d 5,040 9,400 9,400 9,499 HGUS7.25/14 71/4 125/a 4 66-16d 22-16d 5,515 9,695 9,695 9,695 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 9 (this page) for definitions of hanger nomenclature (W, H, B). 2Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 3Joist nails must be driven at a 45-degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 4The uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. 5The allowable loads are based on the use of an engineered wood joist member with an allowable F�1 of 750 psi for all models except those specific to glulam sizes, which are based on an allowable Fri of 650 psi. When use is to support members having an F�l of less than 750 psi or 650 psi, respectively, it must be verified that the combination of bearing capacity and joist nail capacity is adequate. sFor supported members other than glulam beams, lateral support must be provided at the ends in accordance with Section 2308.8.2 of the IBC or Section R502.7 of the IRC. 0 25,18, - G q 1 •°e A ° ° G ° • u rl �B FIGURE 9-HGUS SERIES JOIST HANGER ESR-2552 I Most Widely Accepted and Trusted Page 14 of 18 TABLE 10—ALLOWABLE LOADS FOR THE LGU, MGU, HGU AND HHGU SERIES HANGERS DIMENSIONS' FASTENERS ALLOWABLE LOADS2,6,7 (lbs) Uplift, Download (inches) (Quantity -Type) MODEL No. W B ha3 a Header Joist CD=1.6 CD=1.0 CD=1.15 CD=1.25 (m4 LGU3.25-SDS 3'/4 8 41/2 73/8 31/4 16 SDS'/4"x 2'/2" 12 SDS'/4"x 21/2" 5,555 6.720 7,310 7,310 LGU3.63-SDS 35/6 LGU5.25-SDS 5114 MGU3.63-SDS 35/8 91/4 4'/2 85/6 4 24 SDS'/4"x 2 /2" 16 SDS'/4"x 21 /2" 7,260 9,45L1 • • • • 9,4.• • • • • 9t460• • • • • MGU5.25-SDS 51/4 MGU5.50-SDS 51/z MGU5.62-SDS 55/6 • • .•.• • : • • • • •• • ••..•• MGU7.00-SDS 7 • HGU3.63-SDS 3'/y • • • •••• • • • • ••• • �• • ' •••••• HGU5.25-SDS 51/4 HGU5.50-SDS 51/2 11 5'/4 103/6 43/4 36 SDS'/4"x 24 SDS1/4" x 9.460 13,160• • i 13,160 • • 13 160 • HGU5.62-SDS 55/6 HGU7.00-SDS 7 . • • • • • • • • • • • • HGU7.25-SDS 7'/., HGU9.00-SDS 9 HHGU5.50-SDS 51/2 13 51/4 123/8 43/4 44 SDS'/4"x 21/2" 28 SDS1/4"x 2'/2" 14,145 17,345 17,345 17,345 HHGU5.62-SDS 55/6 HHGU7.00-SDS 7 HHGU7.25-SDS 71/4 HHGU9.00-SDS 9 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 10 (this page) for definitions of hanger nomenclature (W, H, B, ha and a)- 2 Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 'The supporting member (header) height must be at least at high as the flange height, ha. 4The H dimension must be specified. The maximum H dimension is 30 inches. 5The uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. 6The allowable loads are based on the use of an engineered wood joist member with an allowable F,1 of 650 psi. When use is to support members having an F.l of less than 650 psi, it must be verified that the combination of bearing capacity and joist nail capacity is adequate. 'For supported members other than glulam beams, lateral support must be provided at the ends in accordance with Section 2308.8.2 of the IBC or Section R502.7 of the IRC. - a - 11 Minimum Carrying Member Thickness = 21/2' FIGURE 10—DIMENSIONS AND TYPICAL INSTALLATION OF THE LGU, MGU, HGU AND HHGU SERIES HANGERS ESR-2552 I Most Widely Accepted and Trusted Page 15 of 18 TABLE 11—ALLOWABLE LOADS FOR THE HUCQ SERIES JOIST HANGERS MODEL DIMENSIONS' (inches) FASTENERS (Quantity -Type) ALLOWABLE LOADS2,3,5 (lbs) Uplift4 Download NO. W H B Header Joist CD=1.6 CD=1.0 CD=1.15 CD=1.25 HUCQ1.81/9-SDS 113/16 9 3 8-SDS'/4" x 13/4" 4-SDS'/4" x 13/4" 1,310 2,000 2,300 2,500 HUCQ1.81/11-SDS 173/16 11 3 10-SDS'/4" X 13/4 4-SDS'/4" x 13/4" 1,310 2,500 2,875 3,125 HUCQ410-SDS 3'/16 9 3 12-SDS'/4" x 2'/2" 6-SDS'/4" x 2'/2" 2,265 4,500 4,500 4,500 HUCQ412-SDS 3'/16 11 3 14-SDS'/4" x 21/2" 6-SDS'/4" x 2'/2" 2,265 5,045 5,045 5,045 HUC05.25/9-SDS 5'/4 9 3 12-SDS'/4" x 2'/2" 6-SDS'/4" x 21/2" 2,265 4,500 4,500 4,500 HUCQ5.25/11-SDS 51/4 11 3 14-SDS'/4" x 2'/2" 6-SDS'/4" x 21/2" 2,265 5,045 • 5,0:5 • 5,045. • HUCQ610-SDS 59/16 9 3 12-SDS'/4" x 2'/2" 6-SDS'/4" x 21/2" 2,325 4,6E 5,1$1 . • 5,185 HUCQ612-SDS 5'/16 11 3 14-SDS'/4" x 2'/2" 6-SDS'/4" x 21/2" 2,325 5,.ln: 5,185 5,184 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. • • • • • • • • •••• ••••• 'Refer to Figure 11 (this page) for definitions of hanger nomenclature (W, H, B). •••• • 2Tabulated allowable loads must be selected based on duration of load as permitted by the applicable buildinglcb4g.'; ;.. •; • • • 3The uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allov►2b12Uplift IoadS must be reduced* when other load durations govern. • • • • . • • • 'The allowable loads are based on the use of an engineered wood joist member with an allowable Fc1 of 650 psi:W hLn ise is to support members•.. • having an F.l of less than 650 psi, it must be verified that the combination of bearing capacity and joist nail capacity i� adequa:e.0 . .' 'For supported members other than gluiam beams, lateral support must be provided at the ends in accordance wittvSe�ction 2308.$.2 of the 14�• • •; or Section R502.7 of the IRC. • • 1 FIGURE 11—DIMENSIONS AND TYPICAL INSTALLATION OF THE HUCQ SERIES HANGERS ESR-2552 I Most Widely Accepted and Trusted Page 16 of 18 TABLE 12A—ALLOWABLE LOADS FOR DU, DHU AND DHUTF SERIES JOIST HANGERS MODEL PRODUCT DIMENSIONS (inches) ALLOWABLE LOADS (Ibs) SERIES INSTALLATION CONDITION 1,6,7 Uplift Download W H Ga B CD=1.603•4 CD=I.002 DU 1'/1e to 23/8 9'/e to 1515/,6 14 2.5 Over (2) layers 5/e" gypsum wallboard 95 1.110 DHU DHUTF 19/16 to 3'/16 91/e to 2315/,6 12 3 Over (2) layer 5/8" gypsum wallboard 95 1,4105 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45N. 'Loads assume two layers of 5/8-inch-thick Type X gypsum wallboard fastened using, at a minimum, the fastener schedule in Items 14.1-5 in IBC Table 721.1(2). Wall assembly must consist of minimum two 2x4 top plate members with studs spaced not more than 16 inches on center. Top plate member splices must occur at a stud location. 2Hangers spaced closer than 16 inches on center shall reduce capacity proportionately. • 3Triangle nail holes may be filled with (4) additional 10d x 1'/2 inch long nails to achieve an allowable uplift load of 7.60 Ibs. : • � • • • • • • • • • 4DF carried members with minimum 1% inches x 21/2 inches solid sawn dimensions increase the allowable uplift•load•to 170:ft. • • '. 'Allowable download may be increased to 1,610 Ibf for DF/SP using the DHU3.56/24 or DHUTF3.56/24 modc*lli'ad f ors. ' • • • • • • 'DU and DHU are mounted with the top of the hanger flush with the top of the wall and tight to the gypsum waliiloard • • • • • • • 'Wall top plates must be restrained to prevent rotation. Use an SSP stud plate tie to connect the wall top plate to Back wall s►ud on the • opposite face of the wall or provide equivalent restraint by another method as determined by the designer. The'Sinson Strong tin Company* • • • SSP is a cold -formed, galvanized steel, strap connector that has a bent end that when installed bears on the Wdf ttse wall I; p69je+ The • • • SSP is to be attached to the side of the wall top plates with three 10d common nails, and attached to the walk6oudwsith four 110d common nails. ..+... • + TABLE 12B—FASTENER SCHEDULE FOR DHU, DHU AND DHUTF SERIES HANGERS SERIES FASTENERS Joist' Face Top DU (2) 10d x 11/2" (4) SIDS '/4" x 3.5" DHU (2) 10d x 1'/2" (8) SDS'/4" x 3.5" DHUTF (2) 10d x 11/2" (8) SDS'/4" x 3.5" (6) 10d x 11/2" 'The two nails must be installed in the positive angle nailing (PAN) holes close to the hanger seat. H YV , ► VW ' r DHU (DU Similiar) DHUTF FIGURE 12—DU, DHU AND DHUTF HANGERS • 2x� insrait SSP a' each scud or equivalent A-" Oes{Fn to preti,en' plate rotation Typical DHU Installation ICC-ES Evaluation Report ESR-2552 LABC and LARC Supplement Reissued March 2020 Revised July 2020 This report is subject to renewal March 2021. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 05 23—Wood, Plastic, and Composite Fastenings • • • • • • • REPORT HOLDER: " • SIMPSON STRONG -TIE COMPANY INC. '""' :.•..: EVALUATION SUBJECT: • SIMPSON STRONG -TIE® FACE -MOUNT HANGERS FOR STRUCTURAL COMPOSt7E LUMBER SCC ,' • - PREFABRICATED WOOD [-JOISTS AND GLULAM BEAMS (ENGINEERED WOOD PRODU�'15�'; ' • • • •• • Y••••• 'tWMM"MAND Fd wood 1-joists and glulam beams (engineered wood products), des44be'4 ICC-E �gas�l�rthls e�aiva�ptnaapc�ltstsup�rr»r�;li�tedrfdicetr%>nt�reoge�s`rofadd�i+oant#��b�ttt�et +crrg t®t#petl�re(fb6i�gil ipdtt flr�h�a(QiA IB . and glulam beams (engineered wood products). descr'l� hn ICC-ES �`� ��'��@�, j�ht`.�ualu�liory��c�(;� �t�q t�tr�ii �t�1�r��f�ttftRtSdr�e�i et3feB�9loteYrtA�t a;rt5�dob�sttltt�ti�c� ■ 2020 City of Los Angeles Building Code (LABC) ■ 2020 City of Los Angeles Residential Code (LARC) 2.0 CONCLUSIONS The Simpson Strong -Tie® face mount hangers for structural composite lumber (SCL), prefabricated wood 1-joists and glulam beams (engineered wood products), described in Sections 2.0 through 7.0 of the evaluation report ESR-2552, comply with the LABC Chapter 23, and the LARC, and are subjected to the conditions of use described in this supplement. 3.0 CONDITIONS OF USE The Simpson Strong -Tie® face mount hangers for structural composite lumber (SCL), prefabricated wood 1-joists and glulam beams (engineered wood products), described in this evaluation report supplement, must comply with all of the following conditions: • All applicable sections in the evaluation report ESR-2552. • The design, installation, conditions of use and identification are in accordance with the 2018 International Building Code (2018 IBC) provisions noted in the evaluation report ESR-2552. • The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17, as applicable. • The supported end of joist or beam must be within'/4-inch from the supporting member. • Solid blocking must be required for all joist hangers supporting roof joists having one end twisted more than one-half degree per foot of length relative to the other end, except as specifically noted in the evaluation report. • Under the LARC, an engineered design in accordance with LARC Section R301.1.3 must be submitted. This supplement expires concurrently with the evaluation report, reissued March 2020, and revised July 2020. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of dye subject of the report or a recommendation for its use. There is no syarranly by ICC Evaluation Service. LLC, express or implied. as .1 to any finding or other matter in this report. or as to any product covered by the report. ■�� Copyright © 2020 ICC Evaluation service, LLC. All rights reserved. Page 17 of I ICC-ES Evaluation Report ESR-2552 FBC Supplement Issued July 2020 This report is subject to renewal March 2021 www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00—WOOD, PLASTICS, AND COMPOSITES Section: 06 05 23--Wood, Plastic, and Composite Fastenings REPORT HOLDER: : • e • SIMPSON STRONG -TIE COMPANY INC. EVALUATION SUBJECT: SIMPSON STRONG -TIE® FACE -MOUNT HANGERS FOR STRUCTURAL COMPO;"[: PREFABRICATED WOOD I -JOISTS AND GLULAM BEAMS (ENGINEERED WOOD PRODUCTM • 1.0 REPORT PURPOSE AND SCOPE Pur ose - • • • • (SCE j',... •••••• • • • •••••• p .•••.: The purpose of this evaluation report supplement is to indicate that the Simpson Strong -Tie® face -mount hange",,described in ICC-ES evaluation report ESR-2552, have also been evaluated for compliance with the codes noted below. Applicable code editions: ■ 2020 and 2017 Florida Building Code —Building ■ 2020 and 2017 Florida Building Code —Residential 2.0 CONCLUSIONS 999 The Simpson Strong -Tie® face -mount hangers, described in Sections 2.0 through 7.0 of ICC-ES evaluation report ESR- 2552, comply with the Florida Building Code —Building, and the Florida Building Code —Residential, provided the design requirements are determined in accordance with the Florida Building Code —Building or the Florida Building Code — Residential, as applicable. The installation requirements noted in ICC-ES evaluation report ESR-2552 for the 2018 and 2015 International Building Code® meet the requirements of the Florida Building Code —Building or the Florida Building Code — Residential, as applicable. Use of the Simpson Strong -Tie° face -mount hangers has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the Florida Building Code —Building, and the Florida Building Code —Residential with the following condition: a. For connections subject to uplift, the connection must be designed for no less than 700 pounds (3114 N). For products falling under Florida Rule 61 G20-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the evaluation report ESR-2552, reissued March 2020, and revised July 2020. ICGES Evaluation Reports are not to be construed as representing aesthetics or ane other attributes not ,specifically addressed, nor are then to be construed as an endorsement of the .subject of the report or a recommendation for its use. There is no warranty by !CC Evaluation Sen•ice. LLC, express or implied, as .j* to any finding or other natter in this report, or as to any product covered by the report. can Copyright OO 2020 ICC Evaluation Service, LLC. All rights reserved. Page 18 of 18 ICC-ES Evaluation Report ESR-2613 Reissued June 2020 Revised July 2020 This report is subject to renewal June 2021. www.icc-es.orcl ( (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS, AND COMPOSITES Section: 06 05 23—Wood, Plastic, and Composite Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. EVALUATION SUBJECT: SIMPSON STRONG -TIE® HURRICANE AND SEISMIC STRAPS AND TIES FOR WOOD FRAMING 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2018, 2015, 2012, 2009 and 2006 International Building Code® (IBC) ■ 2018, 2015, 2012, 2009 and 2006 International Residential CodeO (IRC) For evaluation for compliance with codes adopted by the Los Angeles Department of Building and Safety (LADBS), see ESR-2613 LABC and LARC Supplement. Property evaluated: Structural 2.0 USES The Simpson Strong -Tie® hurricane and seismic straps and ties described in this report are used as wood framing connectors in accordance with Section 2304.10.3 of the 2018 and 2015 IBC and Section 2304.9.3 of the 2012, 2009 and 2006 IBC. The products may also be used in structures regulated under the IRC when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 General: The Simpson Strong -Tie hurricane and seismic straps and ties recognized in this report are installed to resist design forces on wood -frame construction resulting from the application of the most critical effects of the load combinations prescribed by code that include wind or seismic loads. 3.1.1 Hurricane Ties: Hurricane ties are used to anchor wood rafters or joists to wood wall plates or studs or to anchor wood studs to wood sill plates. The H6 and H7Z ties are formed from No. 16 gage galvanized steel and the H1, H2.5A, H3, H5, H10A, and H10-2 tibc.a& formed from No. 18 gage galvanize) steel. See Table 1 for t e • model numbers, tie dimensions'fastener OwdtAes, and allowable loads. See Figures 18" 1 b forilluNfations of the hurricane ties recognized irrtHeteport, and Figure 1c....: for illustrations of installation • onfigVtatltlh�s wiM designated allowable load directions! • • • • ""' 3.1.2 HS24 Hurricane Tie:• � � • • • : • : • e •HS24 • herrit�ne tl8ee �. anchors wood rafters or trusses to*wood wall lop plates. • The HS24 connector is foimea * :rom No. 18 9 a ��•: 9� ' galvanized steel. See Table ffor required fasteners ang allowable loads. See Figure 2 for a. drawing of th e0HS24 tie • • • • and a typical installation detail. 3.1.3 LTS, MTS, and HTS Series Twist Straps: The LTS, MTS, and HTS series twist straps are used to anchor wood trusses or rafters to wood wall double top plates, wood studs, wood beams, or wood rim boards. The LTS, MTS, and HTS series twist straps are formed from No. 18, No. 16, and No. 14 gage galvanized steel, respectively. See Table 3 for strap model numbers, overall strap lengths, required fasteners, and allowable uplift loads when installed with different fastener schedules. See Figure 3 for a drawing of an LTS12 twist strap and two typical MTS strap installations. 3.1.4 LFTA Light Floor Tie Anchor: The LFTA light floor tie anchor is used as a floor -to -floor tension tie and is formed from No. 16 gage galvanized steel. See Table 4 for anchor tie dimensions, required fasteners, and the assigned allowable uplift load. See Figure 4 for a drawing of the LFTA connector. 3.1.5 SP and SPH Series Stud Plate Connectors: The SP1 connector fastens one edge of a wood stud to the contiguous edge of a wood sill plate, and the SP2 connector fastens to one side of a wood double top plate and to the contiguous edge of a wood stud. The SP4, SP6, SP8, SPH4, SPH6, and SPH8 are 11/4-inch-wide (32 mm) U-shaped straps with a horizontal portion that bears against the wood wall top plates or sill plates and two vertical legs that are nailed to the edges of a wood stud. The SP and SPH connectors are fabricated from No. 20 and No. 18 gage galvanized steel, respectively. See Table 5 for SP and SPH models, connector dimensions, required fasteners, and allowable uplift loads. See Figure 5 for drawings of the SP1 and SP2 connector, and of typical stud -to -plate connection details for the SP1, SP2, S134, and SPH4 connectors. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any outer attributes trot specifically addressed, nor are then to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC. express or implied, as s: to any finding or other matter in this report, or as to any product covered b. the report. Copyright O 2020 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 12 ESR-2613 I Most Widely Accepted and Trusted Page 2 of 12 3.1.6 RSP4 Reversible Stud Plate Ties: The RSP4 tie plates are used to connect a nominally 2-inch-wide wood stud to either a top or sill plate of a wood framed wall. The RSP4 tie connector is fabricated from No. 20 gage galvanized steel. See Table 6 for required fasteners and allowable loads. See Figure 6a for a drawing of the RSP4 connector showing overall dimensions; Figure 6b for a drawing of a typical RSP4 installation connecting a wood double top plate to a wood stud; and Figure 6c for a typical RSP4 installation connecting a wood stud to a wood sill plate. 3.1.7 SSP and DSP Stud Plate Connectors: The SSP stud -to -plate connector is used to provide a positive connection between a single wood stud and the top or sill plate of the same wood wall, and the DSP stud -to -plate connector is used to provide a positive connection between a double wood stud and the wood wall top or sill plate of the same wood wall. The SSP and DSP connectors are fabricated from No. 18 gage galvanized steel. See Table 7 for required fasteners and allowable uplift loads. See Figure 7 for drawings of the SSP and DSP connectors showing overall dimensions; a drawing of an SSP installation connecting a stud to a sill plate; and a drawing of a DSP installation connecting a double wood stud assembly to a top plate. 3.1.8 HGT Heavy Girder Tiedown Brackets: The HGT heavy girder tiedown brackets are used to provide a positive connection between wood roof beams or multi -ply wood roof trusses and wood posts vertically aligned to support the end reaction of the beam or truss member. The HGT tiedown connector is a U-shaped bracket that is installed over the top chord of the roof truss having a slope from 3:12 (14 degrees) to 8:12 (34 degrees). Other components required for the connection, such as the anchor rods and hold-down or tie -down devices, that must be used to form a complete load path to resist design uplift forces from their point of origin to the load -resisting elements, that is, the vertically aligned supporting wood post, must be designed and specified by the registered design professional. The HGT tiedown brackets are fabricated from No. 7 gage steel, and are supplied with insert plates and crescent washers. See Table 8 for tiedown connector models, connector dimensions, fastener schedules, and allowable uplift loads. See Figure 8 for a drawing of the HGT-2 tiedown connector. 3.2 Materials: 3.2.1 Steel: Unless otherwise noted, the connectors described in this report are fabricated from ASTM A653, SS designation, Grade 33, galvanized steel with a minimum yield strength, Fy, of 33,000 psi (227 MPa) and a minimum tensile strength, Fu, of 45,000 psi (310 MPa). The HTS twist straps, the SSP and DSP stud -to -plate ties, and the H2.5A hurricane tie are fabricated from ASTM A653, SS designation, Grade 40, steel with a minimum yield strength of 40,000 psi (275 MPa) and a minimum tensile strength of 55,000 psi (379 MPa). The body of the HGT heavy girder tiedown bracket is fabricated from ASTM A1011, SS designation, Grade 33, hot rolled steel with a minimum yield strength of 33,000 psi (227 MPa) and a minimum tensile strength of 52,000 psi (358 MPa), and the crescent washers of the HGT bracket are fabricated from ASTM A36 steel with a minimum yield strength of 36,000 psi (248 MPa) and a minimum tensile strength of 58,000 psi (399 MPa). Base -metal thicknesses for the connectors in this report are as follows: NOMINAL THICKNESS (gage) MINIMUM BASE -METAL THICKNESS (inch) No. 3 0.2285 No. 7 0.1705 No. 10 0.1275 No. 14 0.0685 No. 16 0.0555 No. 18 0.0445 No. 20 0.0335 For SI: 1 inch = 25.4 mm. The galvanized connectors have a minimum G90 zinc coating specification in accordance with; &%1W A653. Some models (designated with a, 'Nodel Humber endirftf with Z) are available with a G18&zine coatijg;pegification ' in accordance with ASTM A658.9 Same models (designatet' • • • • with a model number endinj-with-HDG) are availablp ..„ with a hot -dip galvanization,. eiso known►-ag "batch" • galvanization, in accordance 0 wkl& ,. ASTM 6ACK0 *with e- � - • minimum specified coating weigbtof.2.0 ounces of zinc par• -- • square foot of surface area (60D.41p42), totar.V* 601h sides.•. - • • Model numbers in this report dg991,ipclude the.Z or HDG . ending, but the information sh(*vn 9pilies. .. .... % The HGT Heavy Girder Tiedcjwn P%ckets ;aVL9 9 painted....: finish and may also be availabletivith the HDVffrt§4. ' .... 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: Supporting wood members to which these connectors are fastened must be solid sawn lumber, glued - laminated lumber, or engineered lumber [such as Laminated Veneer Lumber (LVL), Parallel Strand Lumber (PSL), and Laminated Strand Lumber (LSL)] having dimensions consistent with the connector dimensions shown in this report. Unless otherwise noted, supporting wood members and supported members must have an assigned minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), except as noted in Table 5 for the SPH stud plate tie connectors, which provides values for which lumber members having assigned minimum specific gravities of 0.50 and 0.55 are required; and Table 7 for the SSP and DSP stud -to -plate tie connectors, which permits lumber having assigned minimum specific gravities of 0.50 and 0.43. The lumber used with the connectors described in this report must have a maximum moisture content of 19 percent (16 percent for engineered lumber) except as noted in Section 4.1. The thickness of the wood members must be equal to or greater than the length of the fasteners specified in the tables in this report, except if noted otherwise in the tables and accompanying footnotes in this report, or as required by wood member design, whichever controls. 3.2.3 Fasteners: Bolts, at a minimum, must comply with ASTM A36 or A307. Nails used for connectors, straps, and ties described in this report must be bright or hot -dipped galvanized carbon steel nails complying with ASTM F1667 with the minimum dimensions and bending yield strengths (Fyb) shown in the following table. Alternatively, nails of other materials or finishes may be used when they are recognized in an [CC -ES evaluation report as having bending yield strength and withdrawal capacity equal to or ESR-2613 I Most Widely Accepted and Trusted Page 3 of 12 better than those of a bright carbon steel nail of the same nominal diameter. NAIL NAIL FASTENERS DIAMETER LENGTH F jD (inch) (inches) (Psi) 8d x V/2 0.131 11/2 100,000 8d 0.131 21/2 100,000 10d x 11/2 0.148 11/2 90,000 10d 0.148 3 90,000 For SI: 1 inch = 25.4 mm. Fasteners used in contact with preservative -treated or fire -retardant -treated lumber must be hot -dipped galvanized carbon steel nails. Alternatively, nails of other materials or finishes may be used when they are recognized in an ICC-ES evaluation report for use in the applicable treated lumber. 4.0 DESIGN AND INSTALLATION 4.1 Design: The tabulated allowable loads shown in this report are based on allowable stress design (ASD) and include the load duration factor, CD, corresponding with the applicable loads in accordance with the National Design SpecificatiorP for Wood Construction (NDS). Tabulated allowable loads apply to products connected to wood used under dry conditions and where sustained temperatures are 100OF (37.8°C) or less. When products are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or when wet service is expected, the allowable loads must be adjusted by the wet service factor, CM, specified in the NDS. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100OF (37.80C), the allowable loads in this report must be adjusted by the temperature factor, Ct, specified in the NDS. Connected wood members must be analyzed for load -carrying capacity at the connection in accordance with the NDS. 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturer's published installation instructions. In the event of a conflict between this report and the manufacturer's published installation instructions, this report governs. 4.3 Special Inspection: 4.3.1 Main Wind -force -resisting Systems under the IBC: Periodic special inspection must be conducted for components within the main wind -force -resisting system, where required in accordance with Sections 1704.2 and 1705.11 of the 2018 and 2015 IBC, Sections 1704.2 and 1705.10 of the 2012 IBC, Sections 1704 and 1706 of the 2009 IBC, and Section 1704 of the 2006 IBC. 4.3.2 Seismic -force -resisting Systems under the IBC: Periodic special inspection must be conducted for components within the seismic -force -resisting system, in accordance with Sections 1704.2 and 1705.12 of the 2018 and 2015 IBC, Sections 1704.2 and 1705.11 of the 2012 IBC, and Sections 1704 and 1707 of the 2009 and 2006 IBC. 4.3.3 Installations under the IRC: Special inspections are normally not required for connectors used in structures regulated under the IRC. However, for components and systems requiring an engineered design in accordance with IRC Section R301, periodic special inspection must be in accordance with Sections 4.3.1 and 4.3.2 of this report. 5.0 CONDITIONS OF USE The Simpson Strong -Tie Hurricane and Seismic Straps and Ties 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 ins,Lallation;if 8ftdCtions.A.... copy of the instruction; mast: be aygilabje at the .' jobsite at all times during installation. • ...... . .. ..... . 5.2 Calculations showing core Hance with this report m4l • • •; be submitted to the cods.ollicial. The•oalculations • must be prepared by a r6gisteted desibm VefessioneF • • • where required by the st6Uv. ;.of the jurisdiction xno • • • which the project is to be 4pplhstrdcted.:0.0.. .0.. .... • • 5.3 Adjustment factors noteJP 1rj • Section 4.1 and the • . applicable codes must be • consio%ec% where' •' • • applicable. ; ... • • :....: 5.4 Connected wood members and fastgg4rs must comply, respectively, with Sections 3.2.2 and 3.2.3 of this report. 5.5 Use of connectors with preservative or fire retardant treated lumber must be in accordance with Section 3.2.1 of this report. Use of fasteners with preservative or fire retardant treated lumber must be in accordance with Section 3.2.3 of this report. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated March 2018. 7.0 IDENTIFICATION 7.1 The products described in this report are identified with a die -stamped label or adhesive label indicating the name of the manufacturer (Simpson Strong -Tie), the model number, and the number of an index evaluation report (ESR-2523) that is used as an identifier for the products recognized in this report. 7.2 The report holder's contact information is the following: SIMPSON STRONG -TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 999-5099 www.strongtie.com ESR-2613 1 Most Widely Accepted and Trusted Page 4 of 12 TABLE 1—HURRICANE TIES FASTENERS (Quantity -Type) ALLOWABLE LOADS' 2 (Ibs) MODEL NO. To Rafter To Plates To Stud Connection Configurations' Uplift°,5 CD=1.6 Lateral 6•' CD=1.6 F, F2 H1 6-8d x 11/2 4-8d — 1 470 510 190 H10A 9-10d x 1% 9-10d x 1'/2 — 1,040 565 285 H10-2 6-10d 6-10d — 655 430 355 H2.5A 5-8d 5-8d — 2 565 110 110 H3 4-8d 4-8d — 400 210 170 H5 4-8d 4-8d — 440 100 225 H6 — 8-8d 8-8d 3 1,230 — • •— H7Z 4-8d I 2-8d 8-8d 4 830 • 4-W • — • For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. • • " " ` • • 000000 • • • • • • • • • 'Allowable loads are for one anchor installed to a minimum nominal 2x supported and minimum nominal 2x supporting wood msmber. A rafter minimum actual • thickness of 2'/2 inches must be used when framing anchors are installed on each side of the rafter and on the same side of thtelai'e' " • **too* 'Allowable simultaneous loads in more than one direction on a single connector must be evaluated as follows: • o • • + • • • • " Design Uplift / Allowable Uplift + " • • • + • • 00960 • • • • • Design Lateral Parallel to Plate / Allowable Lateral Parallel to Plate + • • Design Lateral Perpendicular to Plate / Allowable Lateral Perpendicular to Plate 51.0. •' • •"• • • •"• • • The three terms in the unity equation consider all possible forces that the hurricane tie may be designed and installed to resiscoThs number ofterms that must t124 • • • • considered for simultaneous loading is determined by the registered design professional and is dependent on the method,Qf•cpllciylating wind forces and the •• assumed load path that the connector is designed to resist. • • • • "'Connection Configurations" shown in (next page) indicate the load directions F, and F2, and are details showing ctnnectoroinstallatM, onot6e outsicre+ • • • • of the wall for clarity. Installation on the inside of the wall is acceptable to achieve the tabulated allowable loads. • • • • • • • °Connections in the same area (i.e. truss to plate connector and plate to stud connector) must be on installed on the same side QfJtTe v:all to achigN"fie tabulated • allowable uplift loads and ensure a continuous load path. • • 'Allowable uplift loads have been increased for wind or earthquake loading, and no further increase is allowed. Allowable loads must be reduced"w•hen other load durations govern. 'Allowable lateral loads in the F, direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking required by code to laterally support the ends of joists/rafters. 'Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or rafter members. „ w 141 i • e o e • 016* Z 6' 1>A �ty� • H1 H2.SA H3 FIGURE 1a-1-11, H2.5A, AND H3 HURRICANE TIES ESR-2613 ; Most Widely Accepted and Trusted Page 5 of 11 83 8" H6 10t6 H7Z H 10-2 • • s FIGURE 1 b—H5, H6, H7Z, H10A AND H10-2 HURRICANE TIES HI Installation (H10A and H10-2 similar) H6 Stud t1 Band Joist Installatio H6 Stud to Double Top Plate Installation H2.5A Installation (Nails into both top plates) (1-13 and H5 similar) Use a minimum of two 8d nails this side of truss -/ (total lour 8d nails into truss) i i - _ i F. I Two 8d nails 7Tl I+ into plates. -•I Eight Ild nails into 7 studs H7Z Installation FIGURE 1c—CONNECTION CONFIGURATIONS OF HURRICANE TIE INSTALLATIONS SPECIFIED IN TABLE 1 ESR-2613 { Most Widely Accepted and Trusted TABLE 2—HS24 HURRICANE TIE 6of11 FASTENERS' (Quantity -Type) ALLOWABLE LOADS (Ibs) Co=1.6 MODEL NO. To Rafter or Truss To Double Top Plate Upliftz Lateral' e•s F, Fz 8-8d x 1'/2 & 2-8d (slant) 8-8d 605 645 1,100 HS24 8-8d x 11/2 8-8d 625 625 680 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.5 N. '"Slant" nailing refers to 8d common nails installed as toenails on each side of the connector. The nails must be driven through the connector at an angle approximately 30' with the rafter/truss member with the nail penetrating through the rafter/truss member into the wood double top plate. 'The uplift loads have been increased for wind or earthquake loading. No further increase is allowed. Allowable loads must be reduced when other load durations govern. . 0 'Allowable lateral loads in the F, direction must not be used to replace diaphragm boundary members or nailing or replace solid plocking r"R"by code to laterally support the ends of joists/rafters. • • • 'Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the th19s or?after mCrA per. • • IF, load direction is parallel to plate, and F2 load direction is perpendicular to plate. • • • • • • • • • 0 • • .. ; 0 1� 0 0 0 0 0� 0 0 ? Q o HS24 Dimensions ° U.S. Patents 5,603,580 • •••••• • • •••••• •••• •••• • • • • •••• •••• •••••• •••••• • • ••••• •• •• • •••••• • • • • • • • • • • • • • • • • • • • • • ° • •••• • • • HS24 Installation and Allowable Load Directions FIGURE 2—HS24 HURRICANE TIE TABLE 3—LTS, MTS, AND HTS TWIST STRAPS TWIST STRAP SERIES MODEL NO. STRAP LENGTH (in) TOTAL QUANTITY OF FASTENERS' ALLOWABLE UPLIFT LOADSz,' (Ibs) When Installed with 10d Common Nails When Installed with 10dx11/z Common Nails When Installed with 10d Common Nails When Installed with 10dx11/2 Common Nails Co = 1.6 CD = 1.6 LTS' LTS12 12 12 12 660 600 LTS16 16 LTS18 18 LTS20 20 MTS4 MTS12 12 14 14 990 990 MTS16 16 MTS18 18 MTS20 20 MTS30 30 HTS16 16 16 16 1,310 1,310 HTS" HTS20 20 20 24 1,310 1,310 HTS24 24 HTS28 28 HTS30 30 HTS30C 30 For SI: 1 inch = 25.4 mm. 1 Ibs = 4.45 N ' Half of the fasteners must be installed on each end of the strap to achieve the allowable uplift load. 'Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 'Tabulated allowable uplift loads have been increased for wind or earthquake loading. No further increase is allowed. Allowable loads must be reduced when other load durations govern. 'Each model of the LTS and MTS twist strap series (except for the MTS30) has more nail holes than the minimum quantity of nails specified in the table. IHTS30C has the twist in the center of the strap length. ESR-2613 I Most Widely Accepted and Trusted Page 7 of 11 1 Typ. z LTS12 (MTS and HTS Similar) Typical MTS Installation - Rafter to Stud FIGURE 3—TWIST STRAPS TABLE 4—LFTA LIGHT FLOOR TIE ANCHOR' .... .... . . 1**Tdaj MTS IQ§taUdtion - • • • • • o tu"to Double Top Plate • • • • • • ...... . . • • • ..... . . . . . ...... 0000 MODEL NO. LFTA ANCHOR DIMENSIONS (in) FASTENERSZ (Quantity -Type) ALLOWABLE TENSION LOAD3° (Ibs) Co = 1.6 Strap Width (W) Clear Span Overall Length (L) LFTA 21/4 17 383/8 16-10d x 11/2 965 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 'The LFTA anchor is used to transfer tension forces between vertically aligned wood studs across floor framing with floor joists having a maximum nominal depth of 12 inches. 'Half of the fasteners must be installed on each end of the strap to achieve the allowable uplift load. 'Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 'Tabulated allowable uplift loads have been increased for wind or earthquake loading. No further increase is allowed. Allowable loads must be reduced when other load durations govern. FIGURE 4—LFTA LIGHT FLOOR TIE ANCHOR ESR-2613 I Most Widely Accepted and Trusted Page 8 of 11 TABLE 5—SP AND SPH STUD PLATE TIES CONNECTOR SERIES MODEL NO. CONNECTOR DIMENSIONS (in) FASTENERS' (Quantity -Type) ALLOWABLE UPLIFT LOADS2,3,4 (Ibs) (W) (L) To Stud To Plate Co= 1.6 S.G.=0.50 S.G.=0.55 SP1 — — 6-10d 4-10d 555 555 SP2 6-10d 6-10d 1,010 1,010 SP4 39/16 71/4 6-10d x 11/2 — 825 825 6-16d x 2'/2 — 850 850 SP SP6 59/,6 73/4 6-10d x 1'/2 — 825 825 6-16d x 2'/2 — 850 • 850. SP8 75/,6 85/,s 6-10d x 11/2 — 825 ; • • 825 • • 6-16d x 21/2 — 850 • 00 • • • 860 • SPH4 39/16 83/4 10-10d x 1'/2 — — • • • • • 1,040 • 12-10dx11/2 — 1,280 •�• '. .�,TfS•� • SPH SPH6 59/,s 9'/4 10-10dx1112 — — ••• •• �1,040� 00 12-10dx11/2 — 1,280 •• • •1,415� •• SPH8 75/16 83/8 10-10d x 11/2 — — • • 1,115 12-10d x 1'/2 — 1,280 • . ;1,a1rj• For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. • • • • • • • • 'For Models SP1 and SP2, one 10d common stud nail must be installed as a toenail. It must be driven through the connector at an angle approximately 30' with the stud with the nail penetrating through the stud into the wood sill plate. (See detail on this page entitled "SP1 Nailing Profile.") 2Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 'Tabulated allowable uplift loads have been increased for wind or earthquake loading. No further increase is allowed. Allowable loads must be reduced when other load durations govern. 'Allowable uplift loads are given for wood assemblies consisting of lumber having an assigned specific gravity (S.G.) of 0.50, such as Douglas fir —larch, and 0.55, such as southern pine. Typical SPH4 Installation: Stud to Wood Sill Plate (SP4 Similar) SP1 Installation: Stud to Sill Plate SP2 Installation: Stud to Double Top Plate SP1 Nailing Profile Typical SP4 Installation: Double Top Plate to Stud (SPH Similar) FIGURE 5—SP AND SPH STUD PLATE TIES ESR-2613 I Most Widely Accepted and Trusted TABLE 6—RSP4 REVERSIBLE STUD PLATE CONNECTOR' 9of11 MODEL FASTENERS (Quantity -Type) ALLOWABLE LOADS2,' (Ibs) Co = 1.6 NO. To Stud To Plate Connection Configuration' Uplift Lateral s F, FZ RSP4 4-8d x 1'/1 4-8d x 1'/2 Stud to Double Top Plate 390 165 245 Stud to Sill Plate 245 165 225 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. ' Refer to Figure 6a for overall dimensions of the RSP4 plate connector. 2Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 'Tabulated allowable loads have been increased for wind or earthquake loading. No further increase is allowed. Allowable loads must be reduced when other load durations govern. 'Refer to Figure 6b and 6c for connection configurations. IF, load direction is parallel to plate, and F2 load direction is perpendicular to plate. ; • • • ; • 0 0 4'/2° • 0 0 • FIGURE 6a—RSP4 STUD PLATE CONNECTOR DIMENSIONS F1_. F2 FIGURE 6b—RSP4 INSTALLATION: STUD TO DOUBLE TOP PLATE • • • • • • • • • • • • • • • • • •••••• • • ••••• •• •• • •••••• e I he • • FIGURE 6c—RSP4 INSTALLATION: STUD TO SILL PLATE U.S. PATENT 5,697,725 TABLE 7—SSP AND DSP STUD PLATE TIE CONNECTORS FASTENERS ALLOWABLE UPLIFT LOADS' 2,3,4 (Ibs) MODEL (Quantity -Type) CD=1.6 NO. Double Top Plate Sill Plate Studs Double Top Plate Sill Plate S.G. = 0.50 S.G. = 0.50 S.G. = 0.43 3-10d x 1'/2 — 330 4-10d x 11/2 — 1-10d x 1'12 — 395 310 SSP 3-10d — 410 — — 4-10d — 1-10d — 430 400 8-10d x 1'/2 6-10d x 1'/2 — 730 — 2-10d x 11/2 — 620 515 DSP 6-10d — 780 — — 8-10d — 2-10d — 780 565 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 'Tabulated allowable uplift loads have been increased for wind or earthquake loading no further increase allowed. Reduce loads when other load durations govern. 2When cross -grain bending or cross -grain tension cannot be avoided, mechanical reinforcement to resist such forces should be considered. 'For Sill Plate allowable uplift loads, all round nail holes in the connector must be filled with the specified quantity and type of nails. 'For Double Top Plate allowable uplift loads, all round and triangular nail holes the tie connectors must be filled with the specified quantity and type of nails. ESR-2613 I Most Widely Accepted and Trusted Page 10 of 11 I 23W SSP DSP U.S. Patent U.S. Patent 7,065,932 7,065,932 7,356,973 7,356,973 SSP Installation: Single Stud to Sill Plate FIGURE 7—SSP/DSP STUD PLATE TIES DSP Installaiion: . DoubW StuiJ to Dou0IL'Pdp•Plate • •••.•• • • TABLE 8—HGT HEAVY GIRDER TIEDOWN CONNECTORS' Z • :***:a HGT CONNECTOR DISTANCE BETWEEN FASTENERS ; AgOWAq1,,,,E UPLIFT MODEL3,4 WIDTH THREADED RODS (Quantity -Type) LOAD95,6 + NO. (W) (on center) •: C� �.6.. (in.) (inches) Threaded Rod To Multi -ply I Truss • • HGT-2 35/16 53/4 2-5/8' Dia. 16-10d 10.345 HGT-3 415/16 73/8 2-5/8" Dia. 16-10d 10,440 HGT-4 69/,6 9 2-5/8' Dia. 16-10d 11.395 For SI: 1 inch = 25.4mm, 1 Ibs = 4.45 N. 'The HGT connector can accommodate top chord slopes from minimum 3:12 (14°) to maximum 8:12 (34°) and are provided with crescent washers for sloped top chord installations. 'All elements of the tie -down assembly (multi -ply trusses, vertically aligned wood studs/posts, and the full -height threaded rods) must be designed to resist applied loads. 'The HGT-2, HGT-3, and HGT-4 connector attaches to the heel joint of a two-ply, three-ply, and four -ply wood truss, respectively, where each ply thickness is nominal 2 inches. 'When the HGT-3 is used with a two-ply truss, shimming is required, and the shimming material must be similar (thickness and grade of lumber) as the truss member material. Additionally, the entire assembly must be designed by a registered design professional to act as one unit. `-Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 6The uplift loads have been increased for wind or earthquake loading with no further increase is allowed. Reduce loads when other load durations govern. 'Full -height threaded rods are shown in Figure 8 for illustration purposes only, as one method of transferring the design load from the HGT connector to the foundation. The threaded rod material specifications must be specified by the registered design professional. 'Two LBP 5/,inch washers must be installed on top of each crescent washer. LBP washers and crescent washers are required. Crescent washers are supplied with the connector. LBPS/a washers are available from Simpson Strong -Tie Company, and are 2-inch square by thick galvanized steel washers with a center bolt hole to accommodate a 5/8-inch diameter threaded bolt/rod. Crescent washer \ 4 supplied and required U f� 1'16 HGT-2 (HGT-3 and HGT-4 similar) Install two LBP%' washers on top of each crescent washer (total four 5,e' washers) for wood installation. All washers and crescent washers are required. Crescent washers are supplied. Typical HGT-3 Installation with full height threaded rod. The design of the threaded rod, including any necessary hardware or shrinkage compensating devices, is outside the scope of this report. FIGURE 8—HGT HEAVY GIRDER TIEDOWN CONNECTOR ICC-ES Evaluation Report ESR-2613 LABC and LARC Supplement Reissued June 2020 Revised July 2020 This report is subject to renewal June 2021. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES • • • •' • Section: 06 05 23—Wood, Plastic, and Composite Fastenings • • • •••••• • •• REPORT HOLDER: •••••• • • • • • • • • SIMPSON STRONG -TIE COMPANY INC. • • • • • • • • • • •.•• ..•. .••.. EVALUATION SUBJECT: • ...•.. .. •. . ..••.. SIMPSON STRONG -TIE® HURRICANE AND SEISMIC STRAPS AND TIES FOR WOOD FRAIQd 00: 0"• . . .• . ...••. 1.0 REPORT PURPOSE AND SCOPE • • •• • • Purpose: • • The purpose of this evaluation report supplement is to indicate that Simpson Strong-TieO hurricane and seismic straps and ties for wood framing, described in [CC -ES evaluation report ESR-2613, have also been evaluated for compliance with the codes noted below as adopted by the Los Angeles Department of Building and Safety (LADBS). Applicable code editions: ■ 2020 City of Los Angeles Building Code (LARC) ■ 2020 City of Los Angeles Residential Code (LARC) 2.0 CONCLUSIONS The Simpson Strong -Tie® hurricane and seismic straps and ties for wood framing, described in Sections 2.0 through 7.0 of the evaluation report ESR-2613, comply with the LABC Chapter 23, and the LARC, and are subjected to the conditions of use described in this supplement. 3.0 CONDITIONS OF USE The Simpson Strong -Tie® hurricane and seismic straps and ties for wood framing, described in this evaluation report supplement must comply with all of the following conditions: • All applicable sections in the evaluation report ESR-2613. • The design, installation, conditions of use and identification are in accordance with the2018 International Building Code (2018 IBC) provisions noted in the evaluation report ESR-2613. • The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17, as applicable. • In accordance with LABC Section 2305.5, allowable seismic load values of Simpson Strong -Tie straps and ties used as hold-down connectors must be 75 percent of those in the evaluation report ESR-2613. • Under the LARC, an engineered design in accordance with LARC Section R301.1.3 must be submitted. • The seismic design provisions for hillside buildings referenced in LABC Section 2301.1 have not been considered and are outside of the scope of this supplement. This supplement expires concurrently with the evaluation report, reissued June 2020 and revised July 2020. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or an• other attributes not specifically addressed, nor are then to be construed as an endorsement of the subject of the report or a recommendation for its use, There is no warrant). bi /CC Evaluation Service, LLC, express or implied, as •w� to any finding or other natter in this report, or as to ray product covered by the report. Copyright© 2020 ICC Evaluation Service, LLC. All rights reserved. Page 11 of 12 IMES Evaluation Report ESR-2613 FBC Supplement Issued July 2020 This report is subject to renewal June 2021. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS, AND COMPOSITES Section: 06 05 23--Wood, Plastic, and Composite Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. • ...... . ...... EVALUATION SUBJECT: • .. SIMPSON STRONG -TIE® HURRICANE AND SEISMIC STRAPS AND TIES FOR WOOD FRAMINGt • • ...... • .... .... ..... 1.0 REPORT PURPOSE AND SCOPE • • •00000• • • • • .. .. . ...... Purpose: 9• . • *00 The purpose of this evaluation report supplement is to indicate that the Simpson Strong -Tie® Mrricanee and Mism"la straps• • • and ties, described in ICC-ES evaluation report ESR-2613, have also been evaluated for compjiangd with tht cddes notes..... below. • • 0 000000• 0000 Applicable code editions: ■ 2020 and 2017 Florida Building Code —Building ■ 2020 and 2017 Florida Building Code —Residential 2.0 CONCLUSIONS The Simpson Strong -Tie® hurricane and seismic straps and ties, described in Sections 2.0 through 7.0 of ICC-ES evaluation report ESR-2613, comply with the Florida Building Code —Building, and the Florida Building Code —Residential, provided the design requirements are determined in accordance with the Florida Building Code —Building or the Florida Building Code — Residential, as applicable. The installation requirements noted in ICC-ES evaluation report ESR-2613 for the 2018 and 2015 International Building Code meet the requirements of the Florida Building Code —Building or the Florida Building Code — Residential, as applicable. Use of the Simpson Strang -Tie® hurricane and seismic straps and ties has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the Florida Building Code —Building, and the Florida Building Code —Residential with the following condition: a. For connections subject to uplift, the connection must be designed for no less than 700 pounds (3114 N). For products falling under Florida Rule 61 G20-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the evaluation report, reissued June 2020 and revised July 2020. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any otter attributes not specifically addressed, nor are they to be construed N" as an endorsement of the subject of the report or a recommendation for its use. There is no trarranty by ]CC Evaluation Sen•ice, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright 0 20201CC Evaluation Service, LLC. All rights reserved. Page 12 of 12 MECAWind Version 2.1.1.4 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2020 www.mecaencerprises.com Date 9/7/2020 Project No. Company Name : Designed By Address Description COVERED TERRACE City Customer Name State Proj Location L File Location: C:\Users\Master\Desktop\ARGENIS\TRABAJOS MIAMI\sergio\covered terrace\MECAWIND \COVERED TERRACE.wnd 3 L-M a I a Monoslope Roof a a L . . •• • • • • • • • .000 Wind Pressure on Components and Cladding (Ch 30 Part 5) All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = 3 ft Description Width Span Area Zone Cn Cn Max P Min P ft ft -------------------------------------------------------------------------- ft^2 Max Min psf psf Zone 1 1.00 1.00 1.0 1 1.20 -1.10 34.62 -31.74 Zone 2 1.00 1.00 1.0 2 1.80 -1.70 51.93 -49.05 Zone 3 1.00 1.00 1.0 3 2.40 -3.30 69.24 -95.21 Zone 4 1.00 1.00 1.0 1 1.20 -1.10 34.62 -31.74 Zone 5 1.00 1.00 1.0 1 1.20 -1.10 34.62 -31.74 Zone 1H 1.00 1.00 1.0 1 1.20 -1.10 34.62 -31.74 Zone 2H 1.00 1.00 1.0 1 1.20 -1.10 34.62 -31.74 Zone 3H 1.00 1.00 1.0 1 1.20 -1.10 34.62 -31.74 ROOF WOOD JOIST 1.33 17.00 96.3 1 1.20 -1.10 34.62 -31.74 ROOF WOOD JOIST 1.33 17.00 96.3 2 1.20 -1.10 34.62 -31.74 ROOF WOOD JOIST 1.33 1.33 1.8 3 2.40 -3.30 69.24 -95.21 \\\\\\\IIIII///// FOR No.87496 STATE OF '• O F(0RI OP.2� q/12�20�'%�ss10NAL Ea�� Title : Job # Dsgnr: Project Desc.: Project Notes Sty. e: c:lUsersWasteADesktop%RGENISITRABAJOS MIAMIIsergiolcovered terror ENERCAUcovered terrace.ec6 ENERCALC, INC.1983.2011, Bufid:6.11.6.23, Ver.6.11.6.23 Description : ROOF JOIST (2) 2X10WOOD #2 Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-06 Analysis Method: Allowable Stress Design Fb - Tension 750.0 psi E : Modulus of Elasticity Load Combination 2006 IBC & ASCE 7-05 Fb - Compr 750.0 psi Ebend- xx 1,600.0 ksi Fc - Pril 1,250.0 psi Eminbend - xx 580.0 ksi Wood Species : Southern Pine Fc - Perp 480.0 psi Wood Grade Fv 175.0 psi Ft 425.0 psi Density 35.440 pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling �; • ...... . .. ...... D(0.0266) Lr(0.0266) W(-0.06517) D(0.0"Lgg)•Lr O.0266)-WS 0.12635I••••; + • V •. . 40061 ..... . . ..... 2-2x10 -2-2x1 Q • Span = 17.0 ft Span = 1.3.30 ft • • • • • � • . . . . .. ...... .. . .... . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.020, Lr = 0.020, W =-0.0490 ksf, Tributary Width =1.330 ft Load for Span Number 2 Uniform Load : D = 0.020, Lr = 0.020, W = -0.0950 ksf, Tributary Width =1.330 ft DESIGN SUMMARY • • Maximum Bending Stress Ratio = 0.801: 1 Maximum Shear Stress Ratio = 0.146 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb : Actual = 600.83psi fv : Actual = 25.63 psi FB : Allowable = 750.00psi Fv : Allowable = 175.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 8.500ft Location of maximum on span = 16.346ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.158 in Ratio = 1295 Max Upward L+Lr+S Deflection -0.039 in Ratio = 828 Max Downward Total Deflection 0.092 in Ratio = 346 Max Upward Total Deflection -0.087 in Ratio = 366 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C r C m C t +D Length =17.0 ft 1 0.446 0.082 1.000 1.000 1.000 1.000 1.000 Length =1.330 ft 2 0.011 0.082 1.000 1.000 1.000 1.000 1.000 +D+Lr+H 1.000 1.000 1.000 1.000 Length = 17.0 ft 1 0.801 0.146 1.000 1.000 1.000 1.000 1.000 Length = 1.330 ft 2 0.020 0.146 1.000 1.000 1.000 1.000 1.000 +D+0.750Lr+0.750L+H 1.000 1.000 1.000 1.000 Length = 17.0 It 1 0,712 0.130 1.000 1.000 1.000 1.000 1.000 Length = 1,330 ft 2 0.018 0.130 1.000 1.000 1.000 1.000 1.000 +D+W+H 1.000 1.000 1.000 1.000 Length = 17.0 ft 1 0.414 0.078 1.000 1.000 1.000 1.000 1.000 Summary of Moment Values Summary of Shear Values Mactual fb-design Fb-allow Vactual fv-design Fv-allow 1.19 334.59 750.00 -0.03 8.29 750.00 2.14 600.83 750.00 -0.05 14.89 750,00 1.90 534.27 750.00 -0.05 13.24 750.00 -1.11 310.20 750.00 0.26 14.27 175.00 0.02 14.27 175.00 0.47 25.63 175.00 0.03 25.63 175.00 0.42 22.79 175.00 0.03 22.79 175.00 0.25 13.72 175.00 Title : Job # Dsgnr: Project Desc.: Project Notes Wood Beam e: c:lUserslMasterlDesktop�ARGENISITRABAJOS MIAMIlsergiolcovered terraoelENERCALicovered terrace.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : ROOF JOIST (2) 2X10WOOD #2 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C FN C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length =1.330 ft 2 0.031 0.078 1.000 1.000 1.000 1.000 1.000 0.08 23.05 750.00 0.05 13.72 175.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.000 1.000 1.000 Length =17.0 It 1 0.068 0.012 1.000 1.000 1.000 1.000 1.000 0.18 50.90 750.00 0.04 2.03 175.00 Length = 1.330 ft 2 0.014 0.012 1.000 1.000 1.000 1.000 1.000 0.04 10.27 750.00 0.02 2.03 175.00 +0.60D+W+H 1.000 1.000 1.000 1.000 Length = 17.0 ft 1 0.592 0.111 1.000 1.000 1.000 1.000 1.000 -1.58 444.03 750.00 0.4.. :19.43 175.00 Length =1.330 ft 2 0.035 0.111 1.000 1.000 1.000 1.000 1.000 0.09 26.37 7 F.00 • • 0.06 19.43 11?5 (lb:' Overall Maximum Deflections - Unfactored Loads ' : `• • • • • Load Combination Span Max. -" Defl Location in Span Load Combination " ax. "+" Defl Location in S fan 1 0.0000 0.000 W Only _ Saaaa• • -0.3805 8.50(4 • W Only 2 0.0920 1.330 • •.. a. . 00.0000 • • 8.500..... • • • • • • Vertical Reactions - Unfactored Support notation : Far left is #1 y�ly�eyi KIPS . . +.:.. Load Combination Support 1 Support 2 Support 3 ..' ..' • • • • • • • Overall MAXimum -0.547 0.729 .... • • • D Only 0.282 0.330 ; ; .. . • • + • • Lr Only 0.225 0.263 • ' ' • • W Only -0.547 -0.729 : • + """ • • D+Lr 0.507 0.593 ' • • + • D+W -0.265 -0.398 • • • • D+Lr+W -0.040 -0.135 Wood Beam Description : ROOF BEAM (3) 2X12 WOOD #2 Material Properties Analysis Method: Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species : Southern Pine Wood Grade Title : Dsgnr: Project Desc.: Project Notes e: 61.1sersWasteMesktot Job # �vered terracelENERCALIoovered terrace.ec6 INC.1983.2011, Build:6.11.6.23, Ver.6.11.6.23 Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Fb - Tension 700.0 psi E : Modulus of Elasticity Fb - Compr 700.0 psi Ebend- xx 1,600.Oksi Fc - Prll 1,250.0 psi Eminbend - xx 580.0 ksi Fc - Perp 480.0 psi Fv 175.0 psi Ft 400.0 psi Density 35 pcf Beam Bracing : Completely Unbraced : • :..:40 006000 ' • • • • • •.•.•• • •. ...••. • 0 • • D(0.231) Lr(0.198) W(-0.548) D(0.231) Lr(0.198) W(-0.548) D(0.231)-tp.198) A, -O.W) ' • ••••T ••r• •+:••• . • • • • -•--------- 000 3-2x12 3-2x12 • • 03-�412 0 • Span = 10.330 ft Span = 10.330 ft • Spam t0.330,% . ...... • • •• • • •••• Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.2310, Lr = 0.1980, W =-0.5480 ksf, Tributary Width =1.0 ft Load for Span Number 2 Uniform Load : D = 0,2310, Lr = 0.1980, W =-0.5480 ksf, Tributary Width =1.0 ft Load for Span Number 3 Uniform Load : D = 0.2310, Lr = 0.1980, W =-0.5480 ksf, Tributary Width =1.0 it DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.8541 Maximum Shear Stress Ratio = 0.395 :1 Section used for this span 3-2x12 Section used for this span 3-2x12 fb : Actual = 595.53psi fv : Actual = 69.10 psi FB : Allowable = 697.44psi Fv : Allowable = 175.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 10.330ft Location of maximum on span = 9.415 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.032 in Ratio = 3858 Max Upward L+Lr+S Deflection -0.002 in Ratio = 57790 Max Downward Total Deflection 0.072 in Ratio = 1730 Max Upward Total Deflection -0.089 in Ratio = 1394 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C FN C r Cm C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length = 10.330 ft 1 0.471 0.218 1.000 1.000 1.000 1.000 1.000 -2.60 328.43 697.44 1.29 38.11 175.00 Length = 10.330 ft 2 0.471 0.218 1.000 1.000 1.000 1.000 1.000 -2.60 328.43 697.44 1.29 38.11 175.00 Length=10.330 ft 3 0.471 0.218 1.000 1.000 1.000 1.000 1.000 -2.60 328.43 697.44 1.29 38.11 175.00 +D+Lr+H 1.000 1.000 1.000 1.000 Length=10,330 ft 1 0.854 0.395 1.000 1.000 1.000 1.000 1.000 -4.71 595.53 697.44 2.33 69.10 175.00 Length=10.330 ft 2 0.854 0.395 1.000 1.000 1.000 1.000 1.000 -4.71 595.53 697.44 2.33 69.10 175.00 Length = 10.330 ft 3 0.854 0.395 1,000 1.000 1.000 1.000 1.000 -4.71 595.53 697.44 2.33 69.10 175.00 +D+0.750Lr+0.750L+H 1.000 1.000 1.000 1.000 Wood Beam Title : Job # Dsgnr: Project Desc.: Project Notes e: c:luserswasteADesktoplARGENISITRABAJOS MIAMMergnoioovered terracelENERCALIcovered terrace.ec6 ENERCALC, INC. 1983.2011, Build:6.11.6.23, Ver.6.11.6.23 Description : ROOF BEAM (3) 2X12 WOOD #2 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C FN C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length=10.330 ft 1 0.758 0.351 1.000 1.000 1.000 1.000 1.000 -4.18 528.76 697.44 2.07 61.35 175.00 Length=10.330 ft 2 0.758 0.351 1.000 1.000 1.000 1.000 1.000 -4.18 528.76 697.44 2.07 61.35 175.00 Length=10.330 ft 3 0.758 0.351 1.000 1.000 1.000 1.000 1.000 -4.18 528.76 697.44 2.07 61.35 175.00 +D+W+H 1.000 1.000 1.000 1.000 Length=10.330 ft 1 0,589 0.272 1.000 1.000 1.000 1.000 1.000 3.25 410.83 697.44 1.61 47.67 175.00 Length=10.330 ft 2 0.589 0.272 1.000 1.000 1.000 1.000 1.000 3.25 410.83 697.44 1.61 47.67 175.00 Length=10.330 ft 3 0.589 0.272 1.000 1.000 1.000 1.000 1.000 3.25 410.83 697.44 1.61 47.67 175.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.000 1.000 1.000 Length=10.330 ft 1 0.037 0.017 1.000 1.000 1.000 1.000 1.000 0.20 25.69 697.44 0.10 2.98 175.00 Length=10.330 ft 2 0.037 0.017 1.000 1.000 1.000 1.000 1.000 0.20 25.69 697.44 0.10 2.98 175.00 Length=10.330 ft 3 0.037 0.017 1.000 1.000 1.000 1.000 1.000 0.20 25.69 697.44 0.10 2.98 175.00 +0.60D+W+H 1.000 1.000 1.000 1.000 Length=10.330 ft 1 0.777 0.359 1.000 1.000 1.000 1.000 1.000 4.29 542.20 697.44 2.12 62.91 175.00 Length=10.330 ft 2 0.777 0.359 1.000 1.000 1.000 1.000 1.000 4.29 542.20 697.44 2.12 62.91 175.00 Length=10.330 ft 3 0.777 0.359 1.000 1.000 1.000 1.000 1.000 4.29 542.20 697.44 2.12 62.91 175.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Dell Location in Span Load Combination Max. "+" Deft Location in Span 1 0.0000 0.000 W Only -0.0889 4.707 W Only 2 0.0059 1.177 W Only -0.0059 5.230 3 0.0000 1.177 W Only -0.0876 5.753 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum - - . 64 -6.227 -6.227 -2.2 D Only 1.006 2.766 2.766 1.006 Lr Only 0.818 2.250 2.250 0.818 W Only -2.264 -6.227 -6.227 -2.264 D+Lr 1.824 5.016 5.016 1.824 D+W -1.258 -3.460 -3.460 -1.258 D+Lr+W -0.440 -1.211 -1.211 -0.440 toot•• toot•• • •• toot•• • toot•• • • • toot•• toot toot • • toot toot toot• toot•• • • toot• • • toot•• •• •. • toot•• • toot•• • • • • •• • toot•• • e • • • • • • • • toot•• es s toes0000 • • • Title: Job # Dsgnr: Project Desc.: Project Notes Steel Column e: c:{UsersWasterO90op\ARGENISITRABAJOS MIAMllsergio%wvered terracakENERCALIcoveredterrace.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : STEEL COLUMN HSS 4X4X1l6" General Information Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Steel Section Name: HSS4X4X1/4 Overall Column Height 8.0 ft Analysis Method : 2006 IBC & ASCE 7-05 Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade A500, Grade B, Fy = 46 ksi, Carbon Steel Fy : Steel Yield 46.0 ksi Brace condition for deflection (buckling) along columns: E : Elastic Bending Modulus 29,000.0 ksi X-X (width) axis: Unbraced Length for X-X Axis buckling = 8 ft, K = 1.0 Load Combination: Allowable Stress Y-Y (depth) axis :Unbraced Length for Y-Y Axis buckling = 8 ft, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 97.446 Ibs' Dead Load Factor AXIAL LOADS ... Axial Load at 8.0 ft, D = 2.766, LR = 2.250, W = -6.227 k BENDING LOADS.. . Lat. Uniform Load creating Mx-x, W = 0.0160 klft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.07201 :1 Maximum SERVICE Load Reactions . . Load Combination +D+Lr+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are ... Top along Y-Y 0.0640 k Pu : Axial 5.113 k Bottom along Y-Y 0.0640 k Pn / Omega: Allowable 71.015 k Mu-x : Applied 0.0 k-ft Maximum SERVICE Load Deflections ... Mn-x / Omega: Allowable 10.765 k-ft Along Y-Y-0.006589 in at 4.027 ft above base for load combination : W Only Mu-y :Applied 0.0 k-ft Mn-y I Omega: Allowable 10.765 k-ft Along X-X 0.0 in at O.Oft above base for load combination : PASS Maximum Shear Stress Ratio = 0.002517 :1 Load Combination +D+W+H • • Location of max.above base 0.0 ft At maximum location values are ... • • ' Vu : Applied 0.0640 k • • Vn I Omega: Allowable 25.423 k ..•..• . .. ...... Load Combination Results . . .... .... Load Combination +D +D+Lr+H +D+0.750Lr+0.750L+H +D+W+H +D+0.750Lr+0.750L+0.750W+H +D+0.750L+0.750S+0.750W+H +D+0.750Lr+0.750L+0.5250E+H +0.60D+W+H Maximum Reactions - Unfactored Load Combination D Only Lr Only W Only D+Lr D+W D+Lr+W Maximum Axial + Bending ,tress Ratio_ Status Stress Ratios Location Maximum ShearR'aQds . Stress Ratio StatdS' ; Oftation 0.040 PASS 0.00 ft 0.000 PASV 0.00 1 0.072 PASS 0.00 ft 0.000 PAS'':':0.00 ft � • 0.064 PASS 0.00 ft 0.000 PASS 00.00 90. 0. 0 0 of 0 0.037 PASS 8.00 ft 0.003 PASS .' .0.00 9 " : • . • .. 0.010 PASS 4.03ft 0.002 PASS' '0.00 ft"". ' ' 0.022 PASS 4.03 ft 0.002 PASS 0.00 ft "" 0.064 PASS 0.00 ft 0.000 PASS 0.00 ft 0.049 PASS 8.00 ft 0.003 PASS 0.00 ft Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Top @ Base k k - 2.863 k k k 2.250 k k 0.064 -0.064 k 6.227 It k k 5.113 k k 0.064 -0.064 k 3.364 k k 0.064 -0.064 k 1.114 k Steel Column Title : Job # Dsgnr: Project Desc.: Project Notes e: c:lUserslMaster\DesktopVARGENISITRABAJOS MIAMftergi6covered terrace,ENERCAUcovered terrace.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver:6.11.6.23 Description : STEEL COLUMN HSS 00116" Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance D Only 0.0000 in 0.000 ft Lr Only 0.0000 in 0.000 It W Only 0.0000 in 0.000 It D+Lr 0.0000 in 0.000 ft D+W 0.0000 in 0,000 ft D+Lr+W 0.0000 in 0.000 8 Steel Section Properties : HSS4X4X114 Depth = 4.000 in I xx = Web Thick = 0.000 in S xx = Flange Width = 4.000 in R xx = Flange Thick = 0.250 in Area = 3.370 in^2 Iyy = Weight = 12.181 plf S yy = R yy = Ycg = 0.000 in c a X Max. Y-Y Deflection Distance 0.000 in 0.000 ft 0.000 in 0.000 ft -0.007 in 4.027 ft 0.000 in 0.000 ft -0.007 in 4.027 ft -0.007 in 4.027 ft 7.80 inA4 J - 12.800 in14 3.90 inA3 1.520 in 7.800 inA4 3.900 inA3 1.520 in W ,*Loads I •••••• • • • m • • • • • • E • • • • of •••• • •• •••••• _ 0000 • • • • • • • • • • • • 000 - • • • • • • • • • • • • • • • • • • • • • • so C— • • • • • • • • • Loads are total entered value. Arrow• tlo ncyrefl•Gt ah5ofute tlirechon. • • • •• • •••••• • •0000 • •• • • • General Footing Description : FOOTING F1 4X4X24" General Information Material Properties Fc : Concrete 28 day strength = fy : Rebar Yield = Ec : Concrete Elastic Modulus = Concrete Density = (p Values Flexure = Shear = Analysis Settings Min Steel % Bending Reinf. _ Min Allow % Temp Reinf. _ Min. Overturning Safety Factor = Min. Sliding Safety Factor = Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments 8 shears Include Pedestal Weight as DL Dimensions Width parallel to X-X Axis = Length parallel to Z-Z Axis = Footing Thicknes = Pedestal dimensions... px : parallel to X-X Axis = pz : parallel to Z-Z Axis =_ Height Rebar Centerline to Edge of Concrete.. at Bottom of footing = Reinforcing Title : Job # Dsgnr: Project Desc.: Project Notes 2, e: c:lUsersWasterlDesktop\ARGENISITRABAJOS MIAMIIsergiolcovered terracelENERCAUmvered terrace.ec6 ENERCALC, INC.1902011, BuikI:6.11.6.23, Ver.6.11.6.23 Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Soil Design Values 3.0 ksi Allowable Soil Bearing = 2.0 ksf 60.0 ksi Increase Bearing By Footing Weight = No 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 0.90 0.750 Increases based on footing Depth Footing base depth below soil surface = ft 0.00140 Allowable pressure increase per foot of depti= ksf 0.00180 when footing base is below = ft 1.50 :1 1.50 : 1 Increases based on footing plan dimension Yes Allowable pressure increase per foot of dep1= ksf Yes when maximum length or width is greater4 ft Yes 4.0 ft 4.0 ft 24.0 in 18.0 in 18.0 in 18.0 in 3.0 in Bars parallel to X-X Axis Number of Bars = 5.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 5.0 Reinforcing Bar Siz( _ # 6 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D z a m .:... •e:9060 ...... ...... • a . e • ease'.. 4e0e e•ae• •eee•• e'i a eeeea — 00 .. . .} ... . I • '• • a e e e e a• • • .... . . rr0 • • •a • Lr L S W E H P : Column Load = 2.863 2.250 -6.227 k OB : Overburden = 0.1650 ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k General Footing Description : FOOTING F14X4X24" DESIGN SUMMARY PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS Min. Ratio 0.3965 n/a n/a nla n/a 1.006 0.007003 0.007003 0.007003 0.007003 nla 0.0 n/a n/a n/a Detailed Results Soil Item Title : Job # Dsgnr: Project Desc.: Project Notes e: c:lUsersWasterlD ktopARGENISITRABAJOS MIAMIIsergiolcovered terracelENERCALIw-wed terrace.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Applied Capacity Governing Load Combination Soil Bearing 0.7930 ksf 2.0 ksf +D+Lr+H Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning Sliding - X-X 0.0 k 0.0 k No Sliding Sliding - Z-Z 0.0 k 0.0 k No Sliding Uplift -6.227 k 6.263 k +0.60D+W Z Flexure (+X) 0.3546 k-ft 50.640 k-ft +0.90D+1.60W+1.60H Z Flexure (A) 0.3546 k-ft 50.640 k-ft +0.90D+1.60W+1.60H X Flexure (+Z) 0.3546 k-ft 50.640 k-ft +0.90D+1.60W+1.60H X Flexure (-Z) 0.3546 k-ft 50.640 k-ft +0.90D+1.60W+1.60H 1-way Shear (+X) 0.0 psi 82.158 psi n/a 1-way Shear (-X) 0.0 psi 0.0 psi n/a 1-way Shear (+Z) 0.0 psi 82.158 psi n/a 1-way Shear (-Z) 0.0 psi 82.158 psi n/a 2-way Punching 0.7506 psi 82.158 psi +0.90D+1.60W+1.60H Rotation Axis & Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X-X, +D 2.0 n/a 0.0 0.6524 0.6524 n/a n/a 0.326 X-X, +D+Lr+H 2.0 n/a 0.0 0.7930 0.7930 n/a n/a 0.397 X-X, +D+0.750Lr+0.750L+H 2.0 n/a 0.0 0.7578 0.7578 n/a n/a 0.379 X-X, +D+W+H 2.0 n/a 0.0 0.2632 0.2632 n/a n/a 0.132 X-X, +D+0.750Lr+0.750L+0.750W+H 2.0 n/a 0.0 0.4660 0.4660 n/a n/a 0.233 X-X, +D+0.750L+0.750S+0.750W+H 2.0 n/a 0.0 0.3605 0.3605 n/a n/a 0.180 X-X, +D+0.750Lr+0.750L+0.5250E+H 2.0 n/a 0.0 0.7578 0.7578 n/a n/a 0.379 X-X, +0.60D+W+H 2.0 n/a 0.0 0.002238 0.002238 n/a n/a 0.001 Z-Z, +D 2.0 0.0 n/a n/a n/a 0.6524 0.65:4..:. 0.326 Z-Z, +D+Lr+H 2.0 0.0 n/a n/a n/a 0.7T0 • . . 0.7930 0.399• • • • Z-Z, +D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 0.757$• • 0.758S 0.379 .' Z-Z, +D+W+H 2.0 0.0 n/a n/a n/a 0.26r32.... 0.26:2 ' ..' 0. W.. ; . Z-Z, +D+0.750Lr+0.750L+0.750W+H 2.0 0.0 n/a n/a n/a 0.46.6Q.; 0.4660 0.z33 Z-Z, +D+0.750L+0.750S+0.750W+H 2.0 0.0 n/a n/a n/a 0.3605 0.3605 • 0. ... Z-Z, +D+0.750Lr+0.750L+0.5250E+H 2.0 0.0 n/a n/a n/a 0.75A O •' . 0.75ZIT 0 0 . 0.379 ' Z-Z, +0.60D+W+H 2.0 0.0 n/a n/a n/a 0.00223E' • . 0.002232P• • • OAM: • • Overturning Stability • • + • • • • • .. • .. Rotation Axis & Load Combination... Overturning Moment Resisting Moment 6ta�biiRy Ratio Status . Footing Has NO Overturning . . .. . ...... Sliding Stability .'. 'All units k ; +•,; Force Application Axis • Load Combination... Sliding Force Resisting Force Sliding SafetyRatro Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu k-ft Which Side ? Tension @ Bot. As Req'd or Top ? in^2 Gvrn. As in^2 Actual As inA2 Phi*Mn k-ft Status X-X, +1.40D 0.2049 +Z Bottom 0.52 Bendinq 0.55 50.64 OK X-X, +1.40D 0.2049 -Z Bottom 0.52 Bendinq 0.55 50.64 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.2305 +Z Bottom 0.52 Bendinq 0.55 50.64 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.2305 -Z Bottom 0.52 Bendinq 0.55 50.64 OK X-X, +1.20D+1.60Lr+0.50L 0.3513 +Z Bottom 0.52 Bendinq 0.55 50.64 OK X-X, +1.20D+1.60Lr+0.50L 0.3513 -Z Bottom 0.52 Bendinq 0.55 50.64 OK X-X, +1.20D+1.60Lr+0.80W 0.1082 +Z Bottom 0.52 Bendinq 0.55 50.64 OK X-X, +1.20D+1.60Lr+0.80W 0.1082 -Z Bottom 0.52 Bendinq 0.55 50.64 OK X-X, +1.20D+1.60S+0.80W 0.06756 +Z Top 0.52 Bendinq 0.55 50.64 OK Title : Job # Dsgnr: Project Desc.: Project Notes - o SEP 252G ';p' I General Footing e: c:lUsersWasteO&sktoplARGENISITRABAJOS MIAMIIsergi6mvered terracelENERCALIcovered terrace.ec6 9 ENERCALC, INC. 1963.2011, Build.6.11.6.23, Ver.6.11.6.23 Description : FOOTING F1 4X4X24" X-X, +1.20D+1.60S+0.80W 0.06756 -Z Top 0.52 Bendinq 0.55 50.64 OK X-X, +1.20D+0.50Lr+0.50L+1.60W 0.2558 +Z Top 0.52 Bendinq 0.55 50.64 OK X-X, +1.20D+0.50Lr+0.50L+1.60W 0.2558 -Z Top 0.52 Bendinq 0.55 50.64 OK •••••• • •• •••••• • •••• •••• • • •••• •••• ••••• •••••• • • ••••• •• •• • •••••• • • • •• • •••••• 0000 Title : Job # Dsgnr: Project Desc.: Project Notes : - - --- _ -- --- - - - -_ e: c:lUsersWasteADesktop'ARGENISITRABAJOS MIAMAseMiolcovered terracelENERCAUzovered temace.ec6 General Footing ENERCALC, INC. 1983-2011, Buad.6.11.6.23, Ver.6.11.6.23 Description : FOOTING F10024" Footing Flexure Flexure Axis b Load Combination Mu k-ft Which Side ? Tension @ Sot. As Req'd or Top ? in^2 Gvrn. As inA2 Actual As inA2 Phi*Mn k-ft Status X-X, +1.20D+0.50L+0.50S+1.60W 0.3107 +Z Top 0.52 Bending 0.55 50.64 OK X-X, +1.20D+0.50L+0.50S+1.60W 0.3107 -Z Top 0.52 Bendinq 0.55 50.64 OK X-X. +0.90D+1.60W+1.60H 0.3546 +Z Top 0.52 Bendinq 0.55 50.64 OK X-X, +0.90D+1.60W+1.60H 0.3546 -Z Top 0.52 Bendinq 0.55 50.64 OK Z-Z, +1.40D 0.2049 -X Bottom 0.52 Bendinq 0.55 50.64 OK Z-Z, +1.40D 0.2049 +X Bottom 0.52 Bendinq 0.55 50.64 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.2305 -X Bottom 0.52 Bendinq 0.55 50.64 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.2305 +X Bottom 0.52 Bending 0.55 50.64 OK Z-Z, +1.20D+1.60Lr+0.50L 0.3513 -X Bottom 0.52 Bendinq 0.55 50.64 OK Z-Z, +1.20D+1.60Lr+0.50L 0.3513 +X Bottom 0.52 Bendinq 0.55 50.64 OK Z-Z, +1.20D+1.60Lr+0.80W 0.1082 -X Bottom 0.52 Bendinq 0.55 50.64 OK Z-Z, +1.20D+1.60Lr+0.80W 0.1082 +X Bottom 0.52 Bendinq 0.55 50.64 OK Z-Z, +1.20D+1.60S+0.80W 0.06756 -X Top 0.52 Bendinq 0.55 50.64 OK Z-Z, +1.20D+1.60S+0.80W 0.06756 +X Top 0.52 Bendinq 0.55 50.64 OK Z-Z, +1.20D+0.50Lr+0.50L+1.60W 0.2558 -X Top 0.52 Bendinq 0.55 50.64 OK Z-Z, +1.20D+0.50Lr+0.50L+1.60W 0.2558 +X Top 0.52 Bendinq 0.55 50.64 OK Z-Z, +1.20D+0.50L+0.50S+1.60W 0.3107 -X Top 0.52 Bendinq 0.55 50.64 OK Z-Z, +1.20D+0.50L+0.50S+1.60W 0.3107 +X Top 0.52 Bendinq 0.55 50.64 OK Z-Z, +0.90D+1.60W+1.60H 0.3546 -X Top 0.52 Bendinq 0.55 50.64 OK Z-Z, +0.90D+1.60W+1.60H 0.3546 +X Top 0.52 Bendinq 0.55 50.64 OK One Way Shear Load Combination... Vu @ •X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50Lr+1.60L+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60Lr+0.50L 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60Lr+0.80W 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60S+0.80W 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50Lr+O.SOL+1.60W 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50L+0.50S+1.60W 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +0.90D+1.60W+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK Punching Shear • • OMIR TIits k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn •. • : • • . Status • • +1.40D 0.4337 psi 164.32 psi 0.002639 • • • • • • • • • 0" goo: +1.20D+0.50Lr+1.60L+1.60H 0.488 psi 164.32psi 0.00297 • • •: • • • Ott +1.20D+1.60Lr+0.50L 0.7437 psi 164.32 psi 0.004526 • • • • . • • • Ok' • • • +1.20D+1.60Lr+0.80W 0.229 psi 164.32psi 0.001393 ...... • • O; • • • • • • 000 +1.20D+0.50Lr 05 0.5415 psi 164.32psi 0.003295 • • •....• 0• O R0L+1.60W +1.20D+0.50L+0.50S+1.60W 0.6577 psi 164.32osi 0.004003 • • • • OK• • •; • +0.90D+1.60W+1.60H 0.7506 psi 164.32psi 0.004568 ***goo OK • Current Date: 4/13/2020 12:01 AM Units system: English File name: C:\Users\Master\Desktop\ARGENIS\TRABAJOS MIAMI\sergio\covered terrace\RAM CONNECTION\BASE PLATE.rcnx\ Data Connection name Fixed biaxial BP Connection ID 1 Family: Column - Base (CB) Type: Base plate Description: COLUMN BASE PLATE GENERAL INFORMATION Connector N F B D Steel connections MEMBERS Column Column type Prismatic member Section HSS_SQR 4X4X1 4 Material A500 GrB rectangular Longitudinal offset 0 in Transversal offset 0 in CONNECTOR Base plate Connection type Unstiffened Position on the support Center N: Longitudinal dimension 12 in B: Transversal dimension 12 in Thickness 0.75 in Material A36 Column weld E70XX D: Column weld size (1/16 in) 2 Override A2/A1 ratio No Include shear lug No Suoport With pedestal No Longitudinal dimension 18 in Transversal dimension 18 in Thickness 18 in Material C 3-60 Include grouting No Anchor Pagel Anchor position Longitudinal position Rows number per side 1 Anchors per row 2 Longitudinal edge distance on the plate 2 in Transverse edge distance on the plate 2 in Anchor type L-bolt Include lock nut No Anchor 3/4" Effective embedment depth 12 in Total length 13.74 in Material A307 GrC Fy 36 kip/in2 Fu 58 kip/in2 Cracked concrete Yes Brittle steel No Anchors welded to base plate No Anchor reinforcement Type of reinforcement Primary Tension reinforcement No Shear reinforcement No . . . • . • . • • . • • . . • • •.•.•. *000 Paget Current Date: 4/13/2020 12:00 AM Units system: English File name: C:\Users\Master\Desktop\ARGENIS\TRABAJOS MIAMI\sergio\covered terrace\RAM CONNECTION\BASE PLATE.rcnx\ Steel connections Results Connection name Fixed biaxial BP Connection ID 1 Family: Column - Base (CB) Type: Base plate Description: COLUMN BASE PLATE Design code: AISC 360-16 LRFD, ACI 318-11 DEMANDS Description Pu Mu22 Mu33 Vu2 Vu3 Load type [Kip] [Kip'ft] [Kip'ft] [Kip] [Kip] ------------------------------------------------------------------------------------------ DL 9.96 0.00 0.00 0.10 0.00 Design GEOMETRIC CONSIDERATIONS Dimensions Base plate Distance from anchor to edge Weld size DESIGN CHECK Verification -------------------- - ------ - -------------------- Concrete base Axial bearing Base plate Flexural yielding (bearing interface) Flexural yielding (tension interface) Column Weld capacity Elastic method weld shear capacity Elastic method weld axial capacity Unit [in] [1/16in] Unit --------------- [Kip/in2] [Kip`ft/ft] [Kip'"ft/ft] [Kip/ft] [Kip/ft] [Kip/ft] Ratio 0.28 •••••• • •• •••••• • •••• ••.. • . •••• •••• ••••• •••••• • • ••••• Design for major axis '. Base plate (AISC 360-16 LIM;% Value Min. value Max. value Eta. References : • • • •: ------ ----- --------- -------------------- --------------------- --------------------- ------------- 1.62 0.25 -- d 2 2 table J2.4 Capacity Demand Ctrl EQ Ratio References 2.49 4.56 4.56 50.12 33.41 50.12 0.00 DL 0.00 DG13.1.1; 0.00 DL 0.00 DG1 Eq. 3.3.13 1.28 DL 0.28 DG1 Eq. 3.3.13 5.98 DL 0.12 p.8-9, Sec. J2.5, Sec. J2.4, HSS Manual p. 7-10 0.18 DL 0.01 p.8-9, Sec. J2.5, Sec. J2.4 9.06 DL 0.18 p.8-9, Sec. J2.5, Sec. J2.4 Pagel Design for minor axis Base plate (AISC 360-16 LRFD) GEOMETRIC CONSIDERATIONS Dimensions Unit Value Min. value Max. value Sta. References Base plate Distance from anchor to edge [in] 1.62 0.25 Weld size [1/16in] 2 2 table J2.4 DESIGN CHECK Verification Unit Capacity Demand Ctrl EQ Ratio References Concrete base Axial bearing [Kip/in2] 2.49 0.00 DL 0.00 DG1 3.1.1; Base plate Flexural yielding (bearing interface) [Kip'ft/ft] 4.56 0.00 DL 0.00 DG1 Eq. 3.3.13 Flexural yielding (tension interface) [Kip'ft/ft] 4.56 1.28 DL 0.28 DG1 Eq. 3.3.13 Column Weld capacity [Kip/ft] 50.12 5.98 DL 0.12 p. 8-9, Sec. J2.5, Sec. J2.4, HSS Manual p. 7-10 Elastic method weld shear capacity [Kip/ft) 33.41 0.00 DL 0.00 p. 8-Bt • • • • •'. Sec*J2.5, ° SecV2.4' ' r Elastic method weld axial capacity [Kip/ft] 50.12 9.06 DL "*V9 p. A, " �.... Sec.«1Y.•f • • -------------- ------------------- - --- ------ --------- ns----------- .-:-f to----- - t .... Ratio 0.28 ••••++ • • ••••• • . •••••• • Major axis ' Anchors '..' GEOMETRIC CONSIDERATIONS '.•' : ••.. :"": Dimensions Unit Value Min. value Max. value Sta. Referopoas Anchors Anchor spacing [in] 8.00 3.00 -- d Sec. D.8.1 Concrete cover [in] 4.62 3.00 - vI Sec. 7.7.1 Effective length (in] 12.75 -- 17.25 d DESIGN CHECK Verification Unit Capacity Demand Ctrl EQ Ratio References Anchor tension [Kip] 14.55 2.49 DL 0.17 Eq. D-2 Breakout of anchor in tension [Kip] 9.18 2.49 DL 0.27 Eq. D-3, Sec. D.3.3.4.4 Breakout of group of anchors in tension [Kip] 18.14 9.96 DL 0.55 Eq. D-4, Sec. D.3.3.4.4 Pullout of anchor in tension [Kip] 4.78 2.49 DL 0.52 Sec. D.3.3.4.4 Anchor shear [Kip] 7.57 0.03 DL 0.00 Eq. D-29 Breakout of anchor in shear [Kip] 2.89 0.03 DL 0.01 Table D.4.1.1, Sec. D.4.3 Breakout of group of anchors in shear [Kip] 5.62 0.10 DL 0.02 Table D.4.1.1, Sec. D.4.3 Pryout of anchor in shear [Kip] 18.35 0.03 DL 0.00 Eq. D-3, Table D.4.1.1, Sec. D.4.3 Pryout of group of anchors in shear [Kip] 36.29 0.10 DL 0.00 Eq. D-4, Table D.4.1.1, Sec. D.4.3 Interaction of tensile and shear forces [Kip] 1.20 0.00 DL 0.00 Eq. D-2, Eq. D-3, Sec. D.3.3.4.4, Eq. D-4, Paget Eq. D-29, Table D.4.1.1, Sec. D.4.3, Sec. D.7 Ratio -------------- ---------------------------------------- -------------- ---------------- 0.56 - ------------ -------- ------ ---------------------- ------ ---.-•- --------- ------------------------ --- ---------------------------- --- -------- - - - Minor axis Anchors GEOMETRIC CONSIDERATIONS Dimensions Unit Value Min. value Max. value Sta. References Anchors Anchor spacing [in] 8.00 3.00 Sec. D.8.1 Concrete cover [in] 4.62 3.00 Sec. 7.7.1 Effective length [in] 12.75 -- 17.25 ✓ DESIGN CHECK Verification Unit Capacity Demand Ctrl EQ Ratio References Anchor tension [Kip] 14.55 2.49 DL 0.17 Eq. D-2 Breakout of anchor in tension [Kip] 9.18 2.49 DL 0.27 Eq. D�,-�3, • • Sec.•IJN%*,r4 • • • • • • Breakout of group of anchors in tension [Kip] 18.14 9.96 DL ' • •(f.54 Eq. 9.4, • • ` ••••so Sec.:D.53.,r4 • •s•••• Pullout of anchor in tension [Kip] 4.78 2.49 DL .9.46% Sec. D.33.4.4 • • Anchor shear [Kip] 7.57 0.00 DL 0 00,Q0 Eq. D-619.9 ; •'": Breakout of anchor in shear [Kip] 2.89 0.00 DL • • jQQQ Tabig A411 , **:*so •••••• Sec.j).4.3. ••:•• Pryout of anchor in shear [Kip] 18.35 0.00 DL . • %%Ol Eq. Q 3"" ...... Table D.4,1.1, �• ��•��• • Sec.P,4.3. ��••;, Pryout of group of anchors in shear [Kip] 36.29 0.00 DL 0.%0 Eq. Q-4! . • • • • Sec.O.�. • • Ratio -------- ---------- --------------------------------------------------------------------------------- 0.55 ---------- ------------------------------ ------------------------------------- --- ------- - ------------------------ ------------------------------------ Global critical strength ratio 0.55 Page3 Biaxial Maximum compression and tension (DL) Base plate Concrete stress [IlAn2] ❑ ❑ { ( ❑ ❑ ❑ ❑ ❑ 0 ❑ Maximum bearing pressure 0.00 [psi] Minimum bearing pressure 0.00 [psi] Maximum anchor tension 2.49 [Kip] Minimum anchor tension 2.49 [Kip] Neutral axis angle 0.00 Bearing length-1.2E31 [in] Anchors tensions Anchor Transverse Longitudinal Shear Tension [in] [in] [Kip] [Kip] 1 -4.00 -4.00 0.03 2.49 2 -4.00 4.00 0.03 2.49 3 4.00 4.00 0.03 2.49 4 4.00 -4.00 0.03 2.49 Results for tensile Group Area Tension Anchors [in2) [Kip] 1 324.00 9.96 1, 2, 3, 4 Base plate mnchsxs tensiDn [kip) -2.49 -2.49 -2.49 -2.49 -2.49 -2.49 -2.49 2.49 -2.49 -2.49 -2.49 -2.49 -2.49 -2.49 -2.49 -2.49 •• • •• • • 466996 • • . • e••• Goes • • G • • •Gee eGGe eo•Gs G••o•e G G •GSGs G . ...•• s• •• • owes• s s • G o • • • • • • e Major axis • • 0 0000 0900 Page4 Results for shear Group Area Shear Anchors [in2] [Kip] 1 324.00 0.10 1, 2, 3, 4 2 135.00 0.05 2,3 Results for Group Area Tension Anchors [in2] [Kip] 1 324.00 9.96 1, 2, 3, 4 Minor axis Page5 LUS/HUS/HHUS/HGUS Double -Shear Face -Mount Joist Hangers (cont.) HHUS/HGUS CONNECTOR TYPE A HHUS — Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45' • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table bad • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double -shear nailing HGUS — Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: HGUS Seat Width Joist Download Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load HUCQ Heavy -Duty Face -Mount Joist Hanger The HUCQ series are heavy-duty joist hangers that incorporate Strong -Drive® SIDS Heavy -Duty I o Connector screws. Designed and tested for installation at the end of a beam or on a post, they m provide a strong connection with fewer fasteners than nailed hangers. See pp. 144-150 for structural ® ®' composite lumber hangers. m o 0 Material: 14 gauge H 0 Finish: Galvanized. Most models available in m m stainless steel or ZMAXO coating. Installation: • Use all specified fasteners; see General Notes. • Install Ya" x 21/2" Strong -Drive SDS Heavy -Duty Connector screws, which are provided, in all round holes. (Lag screws will not achieve the HUC0410 same load.) • HUCQ hangers can be welded to a steel member. Allowable loads are the lesser of the values in the hanger tables on pp.104-113 or the weld capacity — refer to technical bulletin T-C-HUHUC-W at strongtie.com. Allowable Loads: • See table on pp.104-113 for loads. Typical HUCO Installation on Options: a Beam • These hangers cannot be modified. Codes: See p.12 for Code Reference Key Chart Acute �_side 0-1 Specify angle Top View HHUS Hanger Skewed Right (joist must be bevel cut) All joist nails installed on the outside angle (non -acute side) •• Typical HUCQ Installation on a Post Simpson Strong -Ties' Wood Construction Connectors SIMPSON • • ' • • • " StrongTie u 0 SS Ss, LS-j These products are available with For stainless- Many of these products are approved for installation additional corrosion protection. Ei steel fasteners, ®I with Strong -Drive® SD Connector screws. For more information, see p.15. see p. 21. See pp. 335-337 for more information. Joist Size ModelMin./' No. Ga'Max. , Fasteners (m.) Header Joist DF/SP Allowable Loads Uplift Floor Snow Roof (160) (100) (115) (125) Installed Gost Index (ICI) Code Ref. "imenons Sawn Lumber Saes LUS28 18 1'A. 6% 13/4 — (6) 0.148 x 3 (4) 0.148 x 3 1,165 1,100 1,260 1,350 Lowest W28 20 1 %6 6% 11h — (8) 0.162 x 31/2 (6) 0.148 x 11h 850 1,110 1,180 1,180 13% LUS210 18 1'Ns 71-'Ae 13/4 — (8) 0.148 x 3 (4) 0.148 x 3 1,165 1,335 1,530 1,640 15% LU210 20 19N6 7144s 11h — (10) 0.162 x 31/i (6) 0.148 x 11h 850 1,390 1,580 1,615 28% 200 U210 16 1'a/is 71.15s 2 — (10) 0.162 x 31h (6) 0.148 x 11/2 990 1,440 1,565 1,565 76% LUC21OZ 18 1 % 73/4 13/4 — (10) 0.162 x 31h (6) 0.148 x 11h 985 1,185 1,345 1,455 180% HU210 14 1 %e 71/s 21/4 — (8) 0.162 x 31h (4) 0.148 x 11h 605 1,190 1,345 1,440 225% HUS210 16 1 % 9 3 — (30) 0.162 x 31/2 (10) 0.162 x 31h 2,635 5,450 5,795 5,830 450% IBC, FL, LA HGUS210 12 1 % 91/a 5 — (46) 0.162 x 31h (16) 0.162 x 31/2 2,090 9,100 9,100 9,100 LUS28 2 18 31/a 7 2 — !, (6) 0.162 x 31/2 (4) 0.162 x 31h 1.060 1,315 1,490 1,610 Lowest LUS210-2 18 31/s 9 2 — (8) 0.162 x 31h (6) 0.162 x 31h 1,445 1,830 2,075 2,245 34% U210-2 16 31/a 81h 2 — 1 (14) 0.162 x 31h (6) 0.148 x 3 990 2,015 2,280 2,465 88% DBL HUS210-2 14 31/a 92,s 2 — (8) 0.162 x 31h (8) 0.162 x 31/2 3,270 2,110 2,385 2,575 217% 2X10 HU210-2/HUC210-2 14 311 8% 21/2 Min. (14) 0.162 x 31/2 (6) 0.148 x 3 1,135 2,085 12,350 2,520 441% 14 31/s WIN 21/2 Max. (18) 0.162 x 31h (10) 0.148 x 3 1,895 2,680 3,020 3,251 .4§7.Vu HUCO210-2-SDS 14 31/4 9 3 — (12)1/4 x 21/2 SDS (6)1/4 x 21h SDS 2, 345 4.315 • 4,115• 4,31 • �� ` � HHUS210-2 14 3%a 9%e 3 — (30) 0.162 x 31h (10) 0.162 x 31/2 3,550 5,705 435 6,48; • • IBC, FL, LA LUS28-3 18 4% 6% 2 — (6) 0.162 x 3% (4) 0.162 x 3% 1,060 1,315 J%0. 1,610 WS210-3 18 4% 83Se 2 — (8) 0.162 x 31h (6) 0.162 x 31h 1,445 1,830 e 2,D7,5 2,245 q a 0 U210-3 16 4% 73/4 2 — (14) 0.162 x 3/h (6) 0.148 x 3 990 2,015 Qe80 2,46 • • • •+ 00000 TPL 14 4% 8% 2% Min. (14) 0.162 x 31h (6) 0.148 x 3 1,135 2,0850 3Ja 2,52 •• 18G1F!!Lii 2X10 HU210-3/HUC210-3 14 4114e 8156 21h Max. (18) 0.162 x 31h (10) 0.148 x 3 1,895 2,680' 3 D20 3,258 • • • •�! HHUS210-3 14 4t1/ia 87h 3 — (30) 0.162 x 31/2 (10) 0.162 x 31h 3,405 5,630• 6,485 - FL' HGUS210-3 12 4% 9% 4 — (46) 0.162 x 31h (16) 0.162 x 3% 4,095 9,100 9,100 9,104 • s e 0 C, L HUCO210-3-SDS 14 4% 9 3 — (12)1/4 x 21/2 SDS (6)1/4 x 2% SDS 2,345 4.3 ` • 14, 1 4,315 • •Ft• • • 14 611s 8% 21/2 Min. (14) 0.162 x 31h (6) 0.162 x 31h 1,345 2,085 2,350 2,52% ' • " IBC, FL QUAD HU210-4 / HUC210-4 14 6% 8% 21h Max. (18) 0.162 x 31/2 (8) 0.162 x 3% 1,795 2,680 3,020 3,250 IBC, FL 2x10 HHUS210-4 14 61h 87% 3 — (30) 0.162 x 31/2 (10) 0.162 x 31h 3,405 5,630 6,375 6,485 FL HGUS210-4 12 6% 91/s 4 — (46) 0.162 x 31/2 (16) 0.162 x 3% 4,095 9,100 9,100 9,100 IBC, FL LUS210 18 1 % 71-Me 1-/4 — (8) 0.148 x 3 (4) 0.148 x 3 1,165 1,335 1,530 1,640 Lowest LU210 20 1 fN 71% 11h — (10) 0.162 x 31h (6) 0.148 x 11h 850 1,390 1,580 1,615 11% U210 16 1 %s 7% 2 — (10) 0.162 x 31h (6) 0.148 x 11h 990 1,440 1,565 1,565 53% 202 LUC21OZ 18 1 % 734 13✓4 — (10) 0.162 x 31h (6) 0.148 x 11/2 985 1,185 1,345 1.455 180% HU212 14 19%6 9 21/4 — (10) 0.162 x 3% (6) 0.148 x 11h 1,135 1,490 1,680 1,800 347% HUS210 16 1 % 9 3 — (30) 0.162 x 31h (10) 0.162 x 31h 2,635 5,450 5,795 5,830 378% LUS210-2 18 3% 9 2 — (8) 0.162 x 31h (6) 0.162 x 31/2 1.445 1,830 2,075 2,245 Lowest IBC, FL, LA U210-2 16 31/8 81h 2 — (14) 0.162 x 31/2 (6) 0.148 x 3 990 2,015 2,280 2,465 40% LUS214-2 18 31/a 101%6 2 — 1 (10) 0.162 x 31h (6) 0.162 x 31h 1.445 2,110 2,395 2,590 56% DBL HUS210-2 14 31/e 9% 2 — (8) 0.162 x 31/2 (8) 0.162 x 31h 3,270 2,110 2,385 2,575 2x12 HUS212-2 14 3% 10% 2 — (10) 0.162 x 31/2 1 (10) 0.162 x 31/2 3,435 2,635 2,985 3,220 14 31/a 10% 21/2 Min. (16) 0.162 x 31h (6) 0.148 x 3 1,135 2,385 2,690 2,880 = HU212 2 / HUC212 2 14 31/a 10%s 2% Max. (22) 0.162 x 31h (10) 0.148 x 3 1,895 3,275 3,695 3,970 411% I HUCO210-2-SDS 14 31/4 9 3 — (12)1/4 x 2% SDS (6)1/4 x 21/2 SDS 2,345 4.315 4.315 4,315 FL LUS210-3 18 4% S% 2 — (8) 0.162 x 31h (6) 0.162 x 31/ 1,445 1,830 2,075 2,245 IBC, FL 14 4%91%e 21h Min. (16) 0.162 x 3% (6) 0.148 x 3 1,135 2,385 2,690 2,880 = TPL 202 HU212 3 / HUC212 3 14 4"As 91% 2% Max. (22) 0.162 x 3% (10) 0.148 x 3 1,895 3,275 3,695 3,970 = IBC, FL, LA U210-3 16 4% 7Y4 2 — (14) 0.162 x 31h (6) 0.148 x 3 990 2,015 2,280 2,465 HUG0210-3-SDS 14 4% 9 3 — (12)1/4 x 2%SDS (6)1/4 x 21h SDS 2.345 4,315 4,315 4,315 FL See footnotes on p.108. Codes: See p.12 for Code Reference Key Chart Simpson Strong -Tie'" Wood Construction Connectors SIMPSON Strong -Tie Medium -Duty Face -Mount Hangers (cont.) These products are available with additional corrosion protection. For more information. see p. 15. - -- Model No. fasteners (in.) GFCMU Concrete DWO2 Titen•2 Joist Allowable Loads (DF/SP) --GFCMU Concrete Code Ref. Standard Concealed Uplift (160) -- Down (100/125) Uplift (160) Dorm (100/125) HU26 HU26X (4) 1/4 x 244 (4) 1/4 x 144 ' (2) 0.148 x 11/2 335 1,000 335 1,545 HU28 HU28X (6) Y4 x 2% (6)1/4 x 144 (4) 0.148 x 11h 545 1,500 760 2,400 HU24-2 HUC24-2 (4)1/4 x 23/4 (4) 1/4 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 HU26-2 (Min.) HUC26-2 (8)1/4 x 23/4 (8) Y4 X 144 (4) 0.148 x 3 760 2,000 760 3,200 HU26-2 (Max.) HUC26-2 (12)1/4 x 244 1 (12)1/4 x 144 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU26-3 (Min.) HUC26-3 (Min.) (8)1/4 x 23/4 (8)1/4 x 144 (4) 0.148 x 3 760 2,000 760 1 3,200 HU26-3 (Max.) I HUC26-3 (Max.) (12) 1/4 x 244 (12)1/4 x 144 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU28-2 (Min.) HUC28-2 (Min.) (10)1/4 x 24114 (10)1/4 x 144 (4) 0.148 x 3 760 2,500 760 3,725 HU28-2 (Max.) HUC28-2 (Max.) (14)114x 23/4 (14) Y4 x 144 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210 HU210X (8)1/4 x 23/4 1 (8)1/4 x 1 % (4) 0.148 x 11h 545 2,000 760 2,415 HU210-2 (Min.) HUC210-2 (Min.) (14)1/4x 23/4 (14) Y4 x 144 (6) 0.148 x 3 1,135 3,500 1,135 4,60* • • ® HU210-2 (Max.) HUC210-2 (Max.) (18)1/4 x 244 (18)1/4 X 144 (10) 0.148 x 3 1,800 4,500 ' j,j}dn ; 5,W HU210-3 (Min.) HUC210-3 (Min.) (14)1/4 x 23/4 (14)1/4 x 144 (6) 0.148 x 3 1,135 3,500 04,036• • 4,920 • • HU210-3 (Max.) HUC210-3 (Max.) (18)1/4 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 `1,91V ` 5,085 ` ® HU212 HU212X (10)1/4 x 23/4 (10)1/4 x 14/4 (6) 0.148 x 11/2 1,135 2,500 •1j4V. • 2,flfy5• • ®I HU212-2 (Min.) HUC212-2 (Min.) (16)114 x 23/4 (16)1/4 x 13/+ (6} 0.148 x 3 1,135 4,000 • �,436• • 4.920 • HU212-2 (Max.) HUC212-2 (Max.) (22)1/4 x 23/4 (22)1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 `1,3te 5,685 HU212-3 (Min.) HUC212-3 (Min.) (16) 1/4 x 23/4 (16)1/4 x 144 (6) 0.148 x 3 1,135 4,000 ; 1,135 4,W HU212-3 (Max.) HUC212-3 (Max.) (22)1/4 x 23/4 (22) Y4 x 144 (10) 0.148 x 3 1,800 5,085 • 1,8000 5,085 • - HU214 HU214X (12)1/4 x 24/4 (12) 1/4 x 13/4 (6) 0.148 x 11/2 1,135 2,665 1i35 ` 2,6d* ` • HU214-2 (Min.) HUC214-2 (Min.) (18)1/4 x 244 (18)1/4 x 1 % (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-2 (Max.) HUC214-2 (Max.) (24)1/4 x 2% (24)1/4 x 144 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU214-3 (Min.) HUC214-3 (Min.) (18) Y4 x 23/4 (18)1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)1/4 x 23/4 (24)1/4 x 1 Y4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 HU216X (18)1/4 x 234 (18)1/4 x 144 (8) 0.148 x 11h 1,515 2,920 1,515 2,920 HU216-2 (Min.) HUC216-2 (Min.) (20)1/4 x 24i (20)1/4 x 14i (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) 1 HUC216-2 (Max.) (26)1/4 x 23/4 (26) Y4 x 144 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216-3 (Min.) HUC216-3 (Min.) (20)1/4 x 244 (20) Y4 x 144 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-3 (Max.) HUC216-3 (Max.) (26)1/4 x 244 (26)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU7 (Min.) (Not available) (12)1/4 x 24/4 (12)1/4 x 13/4 (4) 0.148 x 1112 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)1/4 x 23/. 1 (16)1/4 x 13/4 (8) 0.148 x 1112 1,085 3,485 1,085 3,485 HU9 (Min.) (Not available) (18)1/4 x 244 (18) Y4 x 13/4 (6) 0.148 x 1112 1,135 3,230 1.135 3,230 HU9 (Max.) (Not available) (24)1/4 x 244 (24) Y4 x 13/4 (10) 0.148 x 11h 1,445 3,735 1,445 3,735 HU11 (Min.) (Not available) (22)1/4 x 23/4 (22)1/4 x 144 (6) 0.148 x 11/2 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)1/4 x 144 (10) 0.148 x 11h 1,445 3,735 1,445 3,735 HU14 (Min.) (Not available) (28) 1/4 x 2% (28)1/4 x 144 (8) 0.148 x 11h 11,515 3,485 1,515 3,485 HU14 (Max.) (Not available) (36) Y4 x 2Y. (36) Y4 x 1 Y. (14) 0.148 x 1 % 1 2,015 4,245 2,015 4,245 238 LTS/MTS/HTS Twist Straps Twist straps provide a tension connection between two wood members. They resist uplift at the heel of a truss economically. LTS/MTS have a 2"-bend section and HTS has a 31'4"-bend section that eliminates interference at the transition points between the two members. Material: LTS — 18 gauge; MTS — 16 gauge; HTS — 14 gauge Finish: Galvanized. Some products available in stainless steel and ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • LTS, MTS and HTS are available with the bend reversed. Specify "-REV' after the model number, such as MTS16-REV. Codes: See p. 12 for Code Reference Key Chart These products are available with For stainless - additional corrosion protection. ® steel fasteners, For more information, see p. 15. see p. 21. ®Many of these products are approved for installation with Strong -Drive` SD Connector screws. See pp. 335-337 for more information. 0 I CONNECTOR TYPE B R 1 • typ. L o' 1114 LTS12 (MTS and HTS similar) Total Quantity DF/SP SPF/HF Model Strap of Fasteners Allowable Uplift Loads Allowable Uplift Loads Code Length (160) (160) No. (in) ___...---- 0.148" x 3" 0.148" x 1'/z" 0.148" z 3" 0.148" x 1'fe" - - - 0148" x 3" --- 0148" x 1'/s Ref. Nails Nails Nails l Nails Nails Nails LTS12 12 12 120 %6C 570 5'5 IBC, LTS16 16 LTS20 20 MTS12 12 14 14 990 990 850 850 FL, LA FL MTS16 16 MTS20 20 MTS30 30 MTS24C 24 MTS30C 30 HTS16 16 16 16 1,310 1,310 1,125 1,125 20 __---. .. _. IBC, !, 24 HTS24-- FL, 20 24 1,310 1.310 1.125 1,125 LA HTS30P30 HTS30C0 1. See pp. 260-261 for Straps and Ties General Notes. 2. LTS 12 through 1-TS20, MTS 16 through MTS30, and HTS24 through HTS30C (except HTS30) have additional nail holes. 3. All straps except the MTS30 and HTS30 have the twist in the center of the strap. 4. Twist straps do not need to be wrapped over the truss to achieve the allowable load. 5. May be installed on the inside face of the stud. 6. Allowable lateral loads are F1 = 75 lb. and F2 = 125 lb. when the following installation requirements are met. The first seven nail holes on each side of the bend must be filled with 0.148" x 11h" minimum nails. All additional fasteners may be installed in any remaining strap holes. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. yr"•••• 1L••••• MISSA • • (HTS30,s"lar) MTS Installation as a Truss -to -Top Plate Tie Typical MTS30 Installation MTS30 Installation with I -Joist Rafter 277 CCQ/ECCQ Column Caps This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed W cost, or a combination of these features. Column caps provide a strong connection for column -beam U M combinations. This design uses Strong -Drive® SDS Heavy -Duty C Connector screws to provide faster installation and provides a N greater net section area of the column compared to bolts. The SDS N screws provide for a lower profile compared to standard through m bolts. Material: CCQ3, ECC03, CCQ4, CCQ4.62, ECCQ4, ECCQ4.62, CCQ6, ECCQ6 — 7 gauge; all others — 3 gauge Finish: Simpson Strong -Tie gray paint; available in HDG and stainless steel; CCOQ and ECCOQ — no coating Installation: • Install'/4" x 2'/z" Strong -Drive SDS Heavy -Duty Connector screws, which are provided with the column cap. (Lag screws will not achieve the same load.) Install stainless -steel Strong -Drive Wi s st I c nnectors. COQ column caps only (no straps m y b-welding to pipe or other columns. DimensionsCQ and ECCQ. Weld by Designer.3 um er sizes, provi a dimensions. An optional W2 dimension may be specified with any column size given. (Note that the W2 dimension on straps rotated 90° is limited by the W 1 dimension.) Options: • For end conditions, specify ECCQ. • Straps may be rotated 90° where W1 > W2 and for CCQ5-6. • Other custorn column caps are available. Contact Simpson Strong -Tie, Codes: See p.12 for Code Reference Key Chart Inverted CCQ44SDS2.5 Post -to -Beam Installation CONNECTOR TYPE C Typical CC046SDS2.5 Installation ECCQ46SDS2.5 CCOQ4-SDS2.5 (no coatinc Strong -Tie • ...•.. • �•CCQ4+6SDS2.5 .. ..:.. • . •••••• .. .• . ...••• • °. •• • • • • • • e SirMPSoN • °�9Tiee: o 0 U Optional CCQ with Straps Rotated 90° CCOQ Installation on Steel Column )y ier 88 CCQ/ECCQ Column Caps (cont.) These ® products are available with additional corrosion For stainless -steel protection. For more information, see p. 15. ® fasteners, see p.21. Strong -Tie Model No. Beam Width (In.) Dimensions (n.) No. of 1/4" x 2W' SDS Screws L Post W1 W2 N Beam CCU ECCQ CCQ ECCQ Allowable Loads (DF/SP) Code net. CCOO/ECCOQ Model No.9 (No Legs) CCQ ECCO Uplift Down Uplift Down (160) (100) (160) (100) CC03-4SDS2.5 31A 31/4 3M. '' 11 81h 7 I 16 14 14 5,370 16,980 3,465 ', 6,125 CC003-SDS2.5 CC03-6SDS2.5 31/a 31A 51h 11 81/2 7 16 14 14 5370 21,485 1 3,465 10,740 ECC003-SDS2.5 Q CCQ44SDS2.5 3% 3% 11 8% 7 16 14 14 5,370 19,020 3,785 7,655 • • • • • © CCQ46SDS2.5 t3'h 3% 51h 11 8% 7 16 14 14 6,785 24,065 3,785 •1a2�10 ; • CC004-SDSIS• ECC904-SOS2.5 ® CC048SOS2.5 3% Ph 11 81h 7 16 14 14 6,785 24,065 3,785 •160& • 0 • • • • CC04.62-3.62SDS 41/2 4Vs 3% 11 81/2 7 i 16 14 14 5,370 23,390 3,785 09,ad5• • • • CC04.62-4.62SDS 41/2 4% 45A 11 81h 7 16 14 14 5,370 30,070 3,785 •12,65� • • • ; 904.62 SD92.5 4.fi2 SDS2 CC04,62-5.50SDS 41/2 4% 51/2 11 81h 7 16 14 14 6,785 30,940 3,785 .15.41 • ® CCQ5-4SDS2.5 5% 51/4 3% 11 81h 7 16 14 14 5,370 26,635 4,040 •41, a • f e • .. GC05-6SDS2.5 5% 5% 51h 11 8% 7 16 14 14 6,785 28,190 5,355 • ♦7". 90 • COQS SDS2.5 ECC005-SDS2.5 © CC05-8SDS2.5 5% 51/4 7% 11 81/z 7 16 14 14 6,785 35,235 5,355 024,025 • � •. • • CCQ64SDS2.5 51/4, 51/2 5'h 3% 11 81h 7 16 14 14 5,370 28,585 3,785 •12,O0 • • • • i • ® CC066SDS2.5 51/4, 51/2 51/2 51/2 11 81h 7 16 14 14 6,785 33,275 3,785 18,905 0 of C4a06-SDS2.5 ®' CC068SDS2.5 51/4, 51h 51/2 71h 11 81/2 7 16 14 14 6.785 37,815 3.785 25,780 ECC006-SDS2.5 d CCQ6-7.13SDS2.5 51/4, 51h 51/2 ' 71/a 11 81h 7 16 14 14 6,785 1 37,815 3,785 24,490 Q CCO74SDS2.5 6% 6% 3% 11 8% 7 16 14 14 5,370 33,490 4,040 15,355 FL8 LA Q ! CCQ76SDS2.5 63/4 6% 5'h 11 81h 7 16 14 14 6,785 37,125 5,355 24,130 CCO07-SDS2.5 f CC077SDS2.5 63/4 6% 6% 11 8% 7 16 14 14 6,785 48,265 5,355 29,615 ECC007-SDS2.5 CCQ78SDS2.5 63/4 67h 7'h 11 8% 7 16 14 14 6,785 48,265 5,355 32,905 ® CC07.1-4SDS2.5 7 71A 3% 11 81/2 7 16 14 14 5,370 34.730 4,040 18,375 ® CCQ7.1-6SDS2.5 7 71/a 51/2 11 81/2 7 16 14 14 6,785 38,500 5.355 28,875 CCOQ7.12-SDS2.5 ! CCQ7.1-7.1SDS2.5 7 7Ya 71/a 11 81/2 7 16 14 14 6,785 57,750 5.355 36,750 ECCOQ7.12-SDS2.5 CCQ7.1-8SDS2.5 7 711s Ph 11 81/2 7 16 14 14 6,785 52,500 1 5.355 39,375 CCO84SDS2.5 71/2 7% 3% 11 8% 7 16 14 14 6,785 37,210 5,355 16,405 CCQ86SDS2.5 Ph Ph 51/2 11 81h 7 16 14 14 6,785 41,250 5,355 25,780 CC008-SDS2.5 ECCO08-SDS2.5 00088SDS2.5 71/2 71h 71/2 11 8% 7 16 j 14 14 6,785 51,565 5,355 35,155 CC094SOS2.5 83/4 87/e 35/e 11 81h 7 16 1 14 14 6,785 47.545 5,355 19,905 CCQ96SDS2.5 83/4 87/a 51/2 11 81h 7 16 14 14 6,785 48,125 5,355 31,280 CC009-SDS2.5 ECC009-SDS2.5 CCQ98SDS2.5 83/4 81% Ph 11 81/2 7 16 14 14 6,785 62,565 5,355 42,655 CCO106SDS2.5 91/4 9% 5'h 11 8% 7 16 14 14 6,785 52,250 5,355 32,655 CCO010-SDS2.5 ECCO010-SDS2.5 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Downloads shall be reduced where limited by capacity of the post. 3. Uplift loads do not apply to spliced conditions. Spliced conditions must be detailed by the Designer to transfer tension loads between spliced members by means other than the post cap. 4. Spliced conditions must be detailed by the Designer to transfer tension loads between spliced members by means other than the column cap. 5. Column sides are assumed to be aligned in the same vertical plane as the beam sides. CCQ4.62 models assume a minimum 31h"-wide post. 6. Structural composite lumber columns have sides that show either the wide face or the edges of the lumber strands/veneers known as the narrow face. Values in the tables reflect installation into the wide face. See technical bulletin T-C-SCLCLM at strongtie.com for load reductions resulting from narrow -face installations. 7. Beam depth must be a minimum of 7'. 8. For 51/i engineered lumber, use 5'h' models. 9. CCOQ and ECCOO welded to a steel column will achieve maximum bad listed as CCQ and ECCQ. The steel column width shall match the beam width. Weld by Designer. 89 Masonry Beam Face -Mount Hanger (cont.) Dimensions Fasteners (in.) Series Model Ga. GFCMU and Joist No. Concrete W H B Titen HD• Strong -Drive Anchors SOS Screws 9r/+to <14 MBHU3.56 10 3% 3'h (2) 3/+" x 5" (12)'/l' x 2Yz" 14 to 18 + ( Allowable Loads End of Wall / Outside Corner OF/SP GFCMU Concrete Uplift Download Uplift Download (160) (1001 (1�) 115125) 115J0025) 610 ; 2,440 2,715 4,190 1,610 1 2,440 2,715 _4,190 _ SIMPSON Strong -Tie Allowable Loads Away from Edge OF/SP GFCMU and Concrete Code Ref. Uplift Download (160) 115125) 2,210 4,005 3.343 • • 6065 91/+to <14 1,610 2,440 2,715 2,219 • .0.,005 MBHU5.50 10 51h 31h (2) V'+" x 5" (12)1/+" x 21h" 14 to 18 2,2408 3,260° 3,485 E-If-v 3,346 • t,065 • • i . upon ioaas nave Dean tncreasea ror eannquaKe or wino toaomn g wnn no runner increase aitowea. neauce were diner toaas�q.0err . 0000 i 6000 0 2. Concrete shall have a minimum compressive strength of f c = 2,500 psi. • • • • 3. Grout -filled CMU (GFCMU) shall have a minimum compressive strength of f'm = 1,500 psi. "" "' �' • • 4. Structural composite lumber (SCL) shall have a minimum specific gravity of 0.5. 000000 • 00000 5. Allowable loads onlyg �' p � • • apply to installation on 8" nominal routed CMU wails, with a minimum of one horizontal #5 rebar located ir. tine to course. • • • • • • 6. Products shall be installed such that Titen HD® anchors are not exposed to exterior environments. 000000 0 0 • 7. Allowable loads are based upon the tested ultimate load with a safety factor of 3. • • • • • •• • •••••• 8. Where noted in table, loads listed are for end -of -wall condition. For outside -comer condition, uplift is 2,365 lb. and download is 3,6 0 lb. • • • • • • • • • • • • •••• Minimum one Minimum one Minimum one horizontal #5 rebar 'A w horizontal 05 rebar horizontal #5 rebar h W located in top course located in top course 11W min. i located in top course 4' min 4 min. O 1 11, min. O O Titen HD O anchor 0 Installation at Outside Corner ----- Installation on (minimum load) End of Wall (minimum load) Installation Away from Edge of Wall (maximum load) N i O U d C C O �U �4W ° J t0 C 2U 245 MBHU Masonry Beam Face -Mount Hanger The MBHU beam hanger provides a face -mounted solution for connecting beams to masonry or concrete walls. A non -welded, one-piece connector, the MBHU is suitable for solid sawn and engineered wood beams as well as trusses. Installation is simplified because the Titen HDI,' heavy-duty screw anchor and Strong -Drive® SDS Heavy -Duty Connector screws are included with the hanger. Since the Titen HD anchor is installed after the wall is built, locating the anchor in the right spot is easier than with cast -in -place bolts. Material: 10 gauge Finish: Galvanized Installation: • Use all specified fasteners (included). • Attach hanger to a concrete or grout -filled CMU wall using Titen HD anchors. Note the following: - Drill holes using drill bits equal in diameter to the specified Titen HD anchor. - Holes shall be drilled 1/2' deeper than the specified Titen HD length (i.e. 51h' for a 5" long Titen HD anchor). - Caution: Oversized holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen HD is not recommended for exposed exterior applications. • Provide moisture barrier between beam and wall per jurisdictional requirements. Codes: See p.12 for Code Reference Key Chart Model No. Dimensions (in.) Width (W) Height (H) MBHU3.56/9.25KT 3f/ie 91/4 MBHU3.56/11.25KT 3%6 111/4 MBHU3.56/11.88KT 39/1e 117/e MBHU3.56/14KT 39;e 14 MBHU3.56/16KT 3% 16 MBHU3.56/18KT 3%6 18 MBHU5.50/9.25KT 51h 9Y4 MBHU5.50/11.25KT 51/2 111/4 MBHU5.50/11.88KT 51/2 117A MBHU5.50/14KT 51/2 14 j MBHU5.50/16KT 51/2 16 MBHU5.50/18KT 51/2 18 1. Each MBHU hanger includes (2) 3/4" x 5' Titen HD� anchors and (12) 1/: x 21h' Strong -Drive' SIDS Heavy -Duty Connector screws. CONNECTOR TYPE D W vw- for 91/ 4 height models ° all others s ° H ° s [ L 7, ° B ® 0 o � 6 •••• MBH5..... •••••• • • •r 1/4" x 21/2" Strong&Drivei SIDS ` Heavy -Duty Connectortcrew•• • • • • Titen HD" 3/4" x 5" Screw Anchor Typical MBHU Installation 244 MECAWind Version 2.1.1.4 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2020 www.mecaer)terprises.com Date : 9/7/2020 Project No. Company Name Designed By Address Description COVERED TERRACE City Customer Name State Proj Location L File Location: C:\Users\Master\Desktop\ARGENIS\TRABAJOS MIAMI\sergio\covered terrace\MECAWIND \COVERED TERRACE.wnd 3 a! a 4 L a a 4'N h /e �I • C~ • 11�I Wppe Roof • • • • Wi.ncl* K;r.+es sure on Components and Cladding (Ch 30 Part 5 ) Al; pre,�K:;s shown are based upon ASD Design, with a Load Factor of • • • Width of Pressure Coefficient Zone "a" = 3 ft •••••Description Width Span Area Zone Cn Cn Max P Min P .••0 ft ft ft^2 Max Min psf psf -------------------------------------------------------------------------- Zone 1 1.00 1.00 1.0 1 1.20 -1.10 34.62 -31.74 Zone 2 1.00 1.00 1.0 2 1.80 -1.70 51.93 -49.05 Zone 3 1.00 1.00 1.0 3 2.40 -3.30 69.24 -95.21 Zone 4 1.00 1.00 1.0 1 1.20 -1.10 Zone 5 1.00 1.00 1.0 1 1.20 -1.10 Zone 1H 1.00 1.00 1.0 1 1.20 -1.10 Zone 2H 1.00 1.00 1.0 1 1.20 -1.10 Zone 3H 1.00 1.00 1.0 1 1.20 -1.10 ROOF WOOD JOIST 1.33 17.00 96.3 1 1.20 -1.10 ROOF WOOD JOIST 1.33 17.00 96.3 2 1.20 -1.10 ROOF WOOD JOIST 1.33 1.33 1.8 3 2.40 -3.30 34.62 -31.74 34.62 -31.74 34.62 -31.74 34.62 -31.74 34.62 -31.74 34.62 -31.74 34.62 -31.74 69 24 11 "' NO No.87496 - %��` STATE OF X°.c� , �t ORIOP'.•�N��\ 0/2 `ssZONAL ti�,\S /1 Title : Job # Dsgnr: Project Desc.: Project Notes Punted 19 JP.N 2021 10 42PM Wood Beam C:\Users\MasteN)esktop\ARGENIS\TRABAJOS MIAMRsergalcovered ten WENERCALIcovered terrace.ec6 ENERCALC, INC.1983-2011, Buikt:6.11.6.23, Ver:6.11.6.23 Description : 1.-ROOF JOIST (2) 2X10WOOD #2-REV1 Material Properties Calculations per NDS 2006, IBC 2009, CBC 2010, ASCE 7-06 Analysis Method: Allowable Stress Design Fb - Tension 750.0 psi E : Modulus of Elasticity Load Combination 2006 IBC & ASCE 7-05 Fb - Compr 750.0 psi Ebend- xx 1,600.Oksi Fc - PHI 1,250.0 psi Eminbend - xx 580.0 ksi Wood Species : Southern Pine Fc - Perp 480.0 psi Wood Grade Fv 175.0 psi Ft 425.0 psi Density 35.440 pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D(0.0266) Lr(0.0266) W(-0.06517) D(0.0266) Lr(0.0266) W(-0.12635) i T iTt 2-2x10 Span = 14.0 ft 2-2xl 0 Span = 1.330 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for SM 1VL%er 1 . .. •' . ;Uniform t"d : D = 0.02b. Lr = 0.020, W = -0.0490 ksf, Tributary Width =1.330 ft pqd for Spap NUgsper 2 , , • Uniform Logd : D = 0.02r, t6 :0.020, W = -0.0950 ksf, Tributary Width =1.330 ft .:..RESIGN SUAWARY • • • • • • ..pAaximum'Bertciing Stress iiatio = - - 0.5401 Maximum Shear Stress Ratio = 0.131 :1 •,,;,, Section"ed Jor this spars.. 2-2x10 Section used for this span 2-2x10 V. Actual....' 405.10psi fv : Actual = 22.92 psi • • • • ; FB : Allov&Vl%.. = 750.00psi Fv : Allowable = 175.00 psi ..... Load Combination ...... +D+Lr+H Load Combination +D+Lr+H • , Locati&C(f 16timum op spas, = 6.892ft Location of maximum on span = 14.000ft Span # vjF eje`maximunl pCours; = Span # 1 Span # where maximum occurs = Span # 1 Maximum D"ection Max Downward L+Lr+S Deflection 0.072 in Ratio = 2335 Max Upward L+Lr+S Deflection -0.021 in Ratio = 1502 Max Downward Total Deflection 0.050 in Ratio = 636 Max Upward Total Deflection -0.048 in Ratio = 666 Maximum Forces & Stresses for Load Combination Load Combination Segment Length Span # Max Stress Ratios M V C d +D Length =14.0 ft 1 0.301 0.073 1.000 Length =1.330 ft 2 0.011 0.073 1.000 +D+Lr+H Length =14.0 It 1 0.540 0.131 1.000 Length =1.330 ft 2 0.020 0.131 1.000 +D+0.750Lr+0.750L+H Length =14.0 It 1 0.480 0.116 1.000 Length =1.330 It 2 0.018 0.116 1.000 +D+W+H Length =14.0 ft 1 0.276 0.070 1.000 Summary of Moment Values Summary of Shear Values C FN C r C m C t Mactual fb-design Fb-allow Vactual tv-design Fv-allow 1.000 1.000 1.000 1.000 0.80 225.60 750.00 1.000 1.000 1.000 1.000 -0.03 8.29 750.00 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.44 405.10 750.00 1.000 1.000 1.000 1.000 -0.05 14.89 750.00 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.28 360.23 750.00 1.000 1.000 1.000 1.000 -0.05 13.24 750.00 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 -0.74 206.75 750.00 0.24 12.76 175.00 0.02 12.76 175.00 0.42 22.92 175.00 0.03 22.92 175.00 0.38 20.38 175.00 0.03 20.38 175.00 0.23 12.33 175.00 Title : Job # Dsgnr: Project Desc.: Project Notes: Pnnted 19 JAN 2,121. 10 42RI Wood Beam C:kUwsWasterlDesktopV+RGENISITRABAJOS MIAMhsergio covered terraoelENERCALkomered teneoe.eo6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver:6.11.6.23 Description: 1--ROOF JOIST (2) 2X10WOOD #2-REV1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C FN C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length =1.330 ft 2 0.031 0.070 1.000 1.000 1.000 1.000 1.000 0.08 23.05 750.00 0.05 12.33 WHO +D+0.7501-r+0.7501-+0 750W+H 1.000 1.000 1.000 1.000 Length =14.0 ft 1 0.048 0.009 1.000 1.000 1.000 1.000 1.000 0.13 36.28 750.00 0.03 1.66 175.00 Length =1.330 ft 2 0.014 0.009 1.000 1.000 1.000 1.000 1.000 0.04 10.27 750.00 0.02 1.66 175.00 +0.60D+W+H 1.000 1.000 1.000 1.000 Length =14.0 ft 1 0.396 0.100 1.000 1.000 1.000 1.000 1.000 -1.06 296.96 750.00 0.32 17.43 175.00 Length =1.330 ft 2 0.035 0.100 1.000 1.000 1.000 1.000 1.000 0.09 26.37 750.00 0.06 17.43 175.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "2 Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 W Only -0.1726 7.000 W Only 2 0.0500 1.330 0.0000 7.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -0.448 -0.632 D Only 0.232 0.281 Lr Only 0.185 0.223 W Only -0.448 -0.632 D+Lr 0,416 0.504 D+W -0216 -0.352 D+Lr+W -0.032 -0.128 • • ••••• •••• •••r•• ••••• •• • •••• • •••••• • •••••• •••••• •••• • • Title : Job # Dsgnr: Project Desc.: Project Notes Pnnted 19 AN 2021, 1043PPA Wood Beam C_1Use VAmteN)esktoplARGENISITRABAJOS MIAMllsergiol vered terracelENERCAUcovered termce.ec6 ENERCALC, INC. 1983-2011, Buikt:6.11.6.23, Ver.6.11.6.23 Description : 2.-ROOF BEAM (3) 2X12 WOOD #2 REV1 Material Properties Calculations per NDS 2006, IBC 2009, CBC 2010, ASCE 7-06 Analysis Method: Allowable Stress Design Fb - Tension 700.0 psi E : Modulus of Elasticity Load Combination 2006 IBC & ASCE 7-05 Fb - Compr 700.0 psi Ebend- xx 1,600.0 ksi Fc - PHI 1,250.0 psi Eminbend - xx 580.0 ksi Wood Species : Southern Pine Fc - Petp 480.0 psi Wood Grade Fv 175.0 psi Ft 400.0psi Density 35.440pcf Beam Bracing : Completely Unbraced D(0.211) Lr(0.168) M-0.474) D(0.211) Lr(0.168) M-0.474) i i � � i t• i � t• 3-2x12 3-2x12 Span = 9.916 ft Applied Loads Span =9.916ft Service loads entered. Load Factors will be applied for calculations. Beam self weight calloulated and added to loads 0 L adofor Span �lu;U 1 • • • • • • •uniform Loed : D•= 0.211b• Lr = 4.1680, W = -0.4740 ksf, Tributary Width =1.0 ft .. ""for Spat Nu%& 2 Uniform Load : D = 0.2110,.:r.7,(:1680, W = -0.4740 ksf, Tributary Width =1.0 ft • -DESIGN SVM)FARY • • • • •Maximum Bending StressOAib• = 0.8721 Maximum Shear Stress Ratio • • : • 6ectionused for this span• • • • 3-2x12 Section used for this span • 1.:.4ctual .... = 608.25psi fv : Actual . FB : Allowable... • = 697.55psi Fv : Allowable • • • • • load Combination • • : • • • +D+Lr+H Load Combination Location maziirtum onspane. = 9.916ft Location of maximum on span .:... Span # wWa vaximum SacLrs : = Span # 1 Span # where maximum occurs 0.350 :1 3-2x12 61.27 psi 175.00 psi +D+Lr+H = 9.916 ft Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.018 in Ratio = 6589 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.042 in Ratio = 2827 Max Upward Total Deflection -0.051 in Ratio = 2335 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C FN C r C in C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length = 9.916 ft 1 0.498 0200 1.000 1.000 1.000 1.000 1.000 -2.75 347.21 697.55 1.18 34.97 175.00 Length = 9.916 ft 2 0.498 0200 1.000 1.000 1.000 1.000 1.000 -2.75 347.21 697.55 1.18 34.97 175.00 +D+Lr+H 1.000 1.000 1.000 1.000 Length = 9.916 ft 1 0.872 0.350 1.000 1.000 1.000 1.000 1.000 -4.81 608.25 697.55 2.07 61.27 175.00 Length = 9.916 ft 2 0.872 0.350 1.000 1.000 1.000 1.000 1.000 -4.81 608.25 697.55 2.07 61.27 175.00 +D+0-750Lr+0-750L+H 1.000 1.000 1.000 1.000 Length = 9.916 ft 1 0.778 0.313 1.000 1.000 1.000 1.000 1.000 -4.30 542.99 697.55 1.85 54.69 175.00 Length = 9.916 ft 2 0.778 0.313 1.000 1.000 1.000 1.000 1.000 -4.30 542.99 697.55 1.85 54.69 175.00 +D+W+H 1.000 1.000 1.000 1.000 Length = 9.916 It 1 0.558 0.224 1.000 1.000 1.000 1.000 1.000 3.08 389.29 697.55 1.32 39.21 175.00 Title : Job # Dsgnr: Project Desc.: Project Notes Pnnted- 19 JAN 2021. 10 43PU Wood Beam 3: C:wserslMasteN)esktop\ARGENISITRABAJOS MIAMIlsergiftovered terraceTNERCALIcovered terrace.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : 2--ROOF BEAM (3) 2X12 WOOD #2 REV1 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C r C m C t Length = 9.916 It 2 0.558 0.224 1.000 1.000 1.000 1.000 1.000 +D+0.750Lr+0.750L+0.750W+H 1.000 1.000 1.000 1.000 Length = 9.916 ft 1 0.013 0.005 1.000 1.000 1.000 1.000 1.000 Length = 9.916 ft 2 0.013 0,005 1.000 1.000 1.000 1.000 1.000 +0.60D+W+H 1.000 1.000 1.000 1.000 Length = 9.916 ft 1 0.757 0.304 1.000 1.000 1.000 1.000 1.000 Length = 9.916 ft 2 0.757 0.304 1.000 1.000 1.000 1.000 1.000 Overall Maximum Deflections - Unfactored Loads Summary of Moment Values Summary of Shear Values Mactual fb-design Fb-allow Vactual fv-design Fv-allow 3.08 38929 697.55 1.32 39.21 175.00 0.07 9.39 697.55 0.03 0.95 175.00 0.07 9.39 697.55 0.03 0.95 175.00 4.18 528.18 697.55 1.80 53.20 175.00 4.18 528.18 697.55 1.80 53.20 175.00 Load Combination Span Max. ' " Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 W Only -0.0510 4.195 2 0.0000 0.000 W Only -0.0502 5.797 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -1.763 -5.875 -1.763 D Only 0.831 2.770 0.831 Lr Only 0.625 2.082 0.625 W Only -1.763 -5.875 -1.763 D+Lr 1.456 4.852 1.456 D+W -0.932 -3.105 -0.932 D+Lr+W -0.307 -1.023 -0.307 ....•• • •. .• .. ..... .. • .••• • Title : Job # Dsgnr: Project Desc.: Project Notes: Printed. 19 JAN 2021, 1044Prd Steel Column c:kUs=WasteN)esk"XARGENISITRABAJOSMIAMIIsergiolcoveredterrMTNERCALIcoveredterrace.ec6 ENERCALC, INC.19n2011, Buikl:6.11.6.23, Ver.6.11.6.23 Description : 3.-STEEL COLUMN HSS 4X4X1/6' General Information Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Steel Section Name: 1HSS4X4X1/4 Overall Column Height 8.0 ft Analysis Method : 2006 IBC & ASCE 7-05 Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade A500, Grade B, Fy = 46 ksi, Carbon Steel Fy : Steel Yield 46.0 ksi Brace condition for deflection (buckling) along columns E : Elastic Bending Modulus 29,000.0 ksi X-X (width) axis : Unbraced Length for X-X Axis buckling = 8 ft, K =1.0 Load Combination: Allowable Stress Y-Y (depth) axis :Unbraced Length for Y-Y Axis buckling = 8 ft, K = 1.0 Applied Loads Column self weight included : 97.446 Ibs' Dead Load Factor AXIAL LOADS ... Axial Load at &0 ft, D = 2.770, LR = 2.082, W = -5.875 k BENDING LOADS... Lat. Uniform Load creating Mx-x, W = 0.0160 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are .. . Pu : Axial Pn / Omega: Allowable • h&4s Applied • • • • Mn-x� Omegas Allbwabte ::so** • • • Mbyi Applied• • • Mn-y / Omega: �Ib�ff 0 00 so so :I:r;JS MaXiT§rgpS earStr§ssJ i4= • • Load Combination • • Losatiorrof max.abow sees • • ...: At maximum' location values are .. . • • •Vu: Applied 000000 . • .. • . Vn /Omega : , wahla Load Combination kesult9 • 000000 • • • • • • • • 0.06970 :1 +D+Lr+H 0.0 ft 4.949 k 71.015 k 0.0 k-ft 10.765 k-ft 0.0 k-ft 10.765 k-ft 0.002517 : 1 +D+W+H 0.0 ft 0.0640 k 25.423 k Service loads entered. Load Factors will be aonlied for calculations. Maximum SERVICE Load Reactions . . Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.0640 k Bottom along Y-Y 0.0640 k Maximum SERVICE Load Deflections ... Along Y-Y-0.006589 in at for load combination: W Only Along X-X 0.0 in at for load combination : 4.027ft above base 0.0ft above base 0000 Maximum Axial +Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0.040 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.070 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.062 PASS 0.00 ft 0.000 PASS 0.00 ft +D+W+H 0.033 PASS 8.00 ft 0.003 PASS 0.00 ft +D+0.750Lr+0.750L+0.750W+H 0.009 PASS 4.03 ft 0.002 PASS 0.00 ft +D+0.750L+0.750S+0.750W+H 0.020 PASS 4.03 ft 0.002 PASS 0.00 ft +0+0.750Lr+0.750L+0.5250E+H 0.062 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+W+H 0.045 PASS 8.00 ft 0.003 PASS 0.00 ft Maximum Reactions - Unfactored Note: only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 2.867 k Lr Only k k 2.082 k W Only k 0.064 -0.064 k 5.875 k D+Lr k k 4.949 k D+W k 0.064 -0.064 k 3.008 k D+Lr+W k 0.064 -0.064 k 0.926 k Title : Job # Dsgnr: Project Desc.: Project Notes: Pnnted 19 JAN 2021 10 44PM Steel Column C:wsers\Master\Desktop\ARGENISITRABAJOSMIAMRsergi6covered terracelENERCABcoveredterrace.ec6 ENERCALC, INC.1983-2011, Buikt:6.11.6.23, Ver 6.11.6.23 Description : 3.-STEEL COLUMN HSS 4X4X1/8' Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 it 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 it 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft -0.007 in 4.027 It D+Lr 0.0000 in 0.000 It 0.000 in 0.000 ft D+W 0.0000 in 0.000 ft -0.007 in 4.027 ft D+Lr+W 0.0000 in 0.000 it -0.007 in 4.027 ft Steel Section Properties : HSS4X4X114 Depth = 4.000 in I xx = 7.80 inA4 J = 12.800 in"4 Web Thick = 0.000 in S xx = 3.90 inA3 Flange Width = 4.000 in R xx = 1.520 in Flange Thick = 0.250 in Area = 3.370 inA2 I yy = 7.800 in^4 Weight = 12.181 plf S yy = 3.900 inA3 R yy = 1.520 in Ycg = 0.000 in • • • • • ••••• •••f •••••• • x M W LOad. Loads are total entered value. Art do not reflect absolute dwechon. Title : Job # Dsgnr: Project Desc.: Project Notes Prnted ' 9 JAN 2021 10 450t4 General Footing ==C\Users\Master\Desktop\ARGENISITRABAJOSMIAMIIsergio\coveredterraWENERCAUcoveredterrace.ec6 g ENERCALC, INC. 1983-2011, Buiki:6.11.6.23, Ver:6.11.6.23 Description : 4-FOOTING F1 4X4X24"REV-1 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min, Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Include Pedestal Weight as DL Dimensions Width parallel to X-X Axis = 4.0 ft Length parallel to Z-Z Axis = 4.0 ft Footing Thicknes = 24.0 in 3.0 ksi = 60.0 ksi 3,122.0 ksi 150.0 pcf = 0.90 = 0.750 = 0.00140 0.00180 1.50:1 1.50 :1 Yes Yes Yes f'-Stl4tal dimerlslons.• •� • •••" ix : parallel to x-X•Axis - 18.0 in pz : parallelio Z 2'Axis '_ . _ . . 18.0 in •• Height •••••• 18.0 in • • #2ehw Cente0ine to�Edge of C000rete. ... et.Bottorn%$Q jng ; s.:.. ..... 3.0 in .. . .... • Reihforcina • • 9erseparallel to X-X /*cis • • .... •. Number oi$ars': .- .. 5.0 • ; Peinforcing.�% Size • ; • # 6 Bars paralleltg7.-Z4%s Number of Bars = 5.0 Reinforcing Bar So = # 6 Bandwidth Distribution Check (AC I 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Agalied Loads Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Soil Design Values Allowable Soil Bearing = 2.0 ksf Increase Bearing By Footing Weight = No Soil Passive Resistance (for Sliding) = 250.0 pcf Soil/Concrete Friction Coeff. = 0.30 Increases based on footing Depth Footing base depth below soil surface = ft Allowable pressure increase per foot of deptl= ksf when footing base is below = ft Increases based on footing plan dimension Allowable pressure increase per foot of depl = ksf when maximum length or width is greater4 ft z D Lr L S W E H P : Column Load = 2.867 2.082 -5.875 k OB : Overburden = 0A650 ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Title : Job # Dsgnr: Project Desc.: Project Notes Pn*-d 19 AN 2921. 10 45PA General Footing :: C:wserslMasteN)esktoplARGENISITRABAJOS MIAMIIsergi6covered termw\ENERCALIcovered terrace.ec6 g ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver6.11.6.23 Description : 4.-FOOTING F1 UU24" REVA DESIGN SUMMARY - • • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.3914 Soil Bearing 0.7828 ksf 2.0 ksf +D+Lr+H PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS 1.066 Uplift -5.875 k 6.265 k +0.60D+W PASS 0.006683 Z Flexure (+X) 0.3384 k-ft 50.640 k-ft +1.20D+1.60Lr+0.50L PASS 0.006683 Z Flexure (-X) 0.3384 k-ft 50.640 k-ft +1.20D+1.60Lr+0.50L PASS 0.006683 X Flexure (+Z) 0.3384 k-ft 50.640 k-ft +1.20D+1.60Lr+0.50L PASS 0.006683 X Flexure (-Z) 0.3384 k-ft 50.640 k-ft +1.20D+1.60Lr+0.50L PASS n/a 1-way Shear (+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (+Z) 0.0 psi 82.158 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 82.158 psi n/a PASS n/a 2-way Punching 0.7164 psi 82.158 psi +1.20D+1.60Lr+0.50L Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X-X, +D .....: 2.0 n/a 0.0 0.6526 0.6526 n/a n/a 0.326 . . ". 2.0 n/a 0.0 0.7828 0.7828 n/a n/a 0.391 �YA-U+Lr+H +0.750Lt+0.750L+H • • 2.0 n/a 0.0 0.7502 0.7502 n/a n/a 0.375 . ' .: 0 0 2.0 n/a 0.0 0.2854 0,2854 n/a n/a 0.143 •x-X, +D+0.750Lr*0.750L+0.75DM. ; 2.0 n/a 0.0 0.4748 0.4748 n/a n/a 0.237 .X-X +D+0.750L+0.750S+0.750Vy+H 2.0 n/a 0.0 0.3772 0.3772 n/a n/a 0.189 "X X,'�+0.75QLr-0- 5ff DL+0.52 ; - i 2.0 n/a 0.0 0.7502 0.7502 n/a n/a 0.375 •k-:.•410.60D+W't-11 • • • • •' • • 2.0 n/a 0.0 0.02439 0.02439 n/a n/a 0.012 • .Zs ,.blD • • • 2.0 0.0 n/a n/a n/a 0.6526 0.6526 0.326 00000 . Z-Z, +A+Lr+H 0 . • .: .... • 2.0 0.0 n/a n/a n/a 0.7828 0.7828 0.391 •22,'4Q+0.750Lr+.0.750L+H ...... 2.0 0.0 n/a n/a n/a 0.7502 0.7502 0.375 Z-Z, +D+W+H • 2.0 0.0 n/a n/a n/a 0.2854 0.2854 0.143 ' xZ,6+b+0.750,l6V.7 QL+0.75M+'A • 2.0 0.0 n/a n/a n/a 0.4748 0.4748 0.237 Z, +D+0.750L40.750S+0.75*V+�-P' . 2.0 0.0 n/a n/a n/a 0.3772 0.3772 0.189 . A,.FD+0.750LP+,760L+0.5250E+H 2.0 0.0 n/a n/a n/a 0.7502 0.7502 0.375 Z-Z. +0.60D+V0-".. * 2.0 0.0 n/a n/a n/a 0.02439 0.02439 0.012 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis &Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Side ? or Top ? in^2 in^2 in"2 k-ft X-X, +1.401) 0.2051 +Z Bottom 0.52 Bending 0.55 50.64 OK X-X, +1.40D 0.2051 -Z Bottom 0.52 Bending 0.55 50.64 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.2267 +Z Bottom 0.52 Bending 0.55 50.64 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.2267 -Z Bottom 0.52 Bending 0.55 50.64 OK X-X, +1.20D+1.60Lr+0.50L 0.3384 +Z Bottom 0.52 Bending 0.55 50.64 OK X-X, +1.20D+1.60Lr+0.50L 0.3384 -Z Bottom 0.52 Bending 0.55 50.64 OK X-X, +1.20D+1.60Lr+0.80W 0.109 +Z Bottom 0.52 Bendinq 0.55 50.64 OK X-X, +1.20D+1.60Lr+0.80W 0.109 -Z Bottom 0.52 Bending 0.55 50.64 OK X-X, +1.20D+1.60S+0.80W 0.05358 +Z Top 0.52 Bending 0.55 50.64 OK Title : Job # Dsgnr: Project Desc.: Project Notes Pnnted 19 JAN 2021 10.45PM General Footing 3: C:\UserslMasteeDesktW\ARGENISITRABAJOS MIAMRserg6covered twam\ENERCALIcovered terrace.ecG g ENERCALC, INC.1963-2011, Buikl:6.11.6.23, Ver6.11.6.23 Description : 4.-FOOTING F1 4X4X24"REV-1 X-X, +1.20D+1.60S+0.80W 0.05358 -Z Top 0.52 Bendinq 0.55 50.64 OK X-X, +1.20D+0.50Lr+0.50L+1.60W 0.2322 +Z Top 0.52 Bendinq 0.55 50.64 OK X-X, +1.20D+0.50Lr+0.50L+1.60W 0.2322 -Z Top 0.52 Bendinq 0.55 50.64 OK • • • • • • • ....•. . .. . • • ....•• .••.. .... •••••• ••••• •f • •.•. 0000 ••.••• •••••• • •••••• • . • . • • . • ••.• Title : Job # Dsgnr: Project Desc.: Project Notes: Pnntsd. 19 AN 2921. 10 45PI General Footin =:C:lUsersrMasteN)esk4\ARGENISITRABAJOSMIAMRsenli6coveredterracelENERCAUcoveredterrace.ec6 g ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : 4.-FOOTING F1 4X4X24' REV-1 Footing Flexure Flexure Axis 8 Load Combination Mu Which Tension Q Bat. As Req'd Gvm. As Actual As Phi*Mn Status k-ft Side ? or Top ? in"2 in^2 in^2 k-ft X-X, +1.20D+0.50L+0.50S+1.60W 0.283 +Z Top 0.52 Bendinq 0.55 50.64 OK X-X, +1.20D+0.50L+0.50S+1.60W 0.283 -Z Top 0.52 Bendinq 0.55 50.64 OK X-X, +0.90D+1.60W+1.60H 0.3269 +Z Top 0.52 Bendinq 0.55 50.64 OK X-X, +0.90D+1.60W+1.60H 0.3269 -Z Top 0.52 Bendinq 0.55 50.64 OK Z-Z, +1.40D 0.2051 -X Bottom 0.52 Bendinq 0.55 50.64 OK Z-Z, +1.40D 0.2051 +X Bottom 0.52 Bendinq 0.55 50.64 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.2267 -X Bottom 0.52 Bendinq 0.55 50.64 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.2267 +X Bottom 0.52 Bendinq 0.55 50.64 OK Z-Z, +1.20D+1.60Lr+0.50L 0.3384 -X Bottom 0.52 Bendinq 0.55 50.64 OK Z-Z, +1.20D+1.60Lr+0.50L 0.3384 +X Bottom 0.52 Bendinq 0.55 50.64 OK Z-Z, +1.20D+1.60Lr+0.80W 0.109 -X Bottom 0.52 Bendinq 0.55 50.64 OK Z-Z, +1.20D+1.60Lr+0.80W 0.109 +X Bottom 0.52 Bendinq 0.55 50.64 OK Z-Z, +1.20D+1.60S+0.80W 0.05358 -X Top 0.52 Bendinq 0.55 50.64 OK Z-Z, +1.20D+1.60S+0.80W 0.05358 +X Top 0.52 Bendinq 0.55 50.64 OK Z-Z, +1.20D+0.50Lr+0.50L+1.60W 0.2322 -X Top 0.52 Bendinq 0.55 50.64 OK Z-Z, +1.20D+0.50Lr+0.50L+1.60W 0.2322 +X Top 0.52 Bendinq 0.55 50.64 OK Z-Z, +1.20D+0.50L+0.50S+1.60W 0.283 -X Top 0.52 Bendinq 0.55 50.64 OK Z-Z, +1.20D+0.50L+0.50S+1.60W 0.283 +X Top 0.52 Bendinq 0.55 50.64 OK Z-Z, +0.90D+1.60W+1.60H 0.3269 -X Top 0.52 Bendinq 0.55 50.64 OK Z-Z. +0.90D+1.60W+1.60H 0.3269 +X Top 0.52 Bendinq 0.55 50.64 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu Q -Z Vu +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D .....: 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK :. tt=+0.50L41.6600L0-1.60H ; „". 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK VL: +1..20D+1 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK ..60L'r+0.. 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK 0t1.20D+1.60S+0.80W ; . ; .. ; 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK : +1. OD+0.50L�r+0. 0 +1.60W 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK * o +c Ob+o.501- i +1.60W . . 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK .' Vg9UD+1.60W9,f.8CH 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK • pmfrfiing Shear • • • • • : All units k • o •e* : •Lsoad Combination.* • fee* Vu Phi*Vn Vu I Phi*Vn Status • 11 10.D ••• • • 0.4342 psi 164.32psi 0.002643 OK +1.20D+0.50b�r*1•90L+1.60H 0.4798 psi 164.32psi 0.00292 OK .$1.20/�D+1.60Lr10.50L' : •• 0.7164 psi 164.32psi 0.00436 OK ••#1'2VL+1.60 �oisM . . 0.2308 psi 164.321Dsi 0.001405 OK +1.20D+1.60 +0!804V 0.1134 psi 164.32psi 0.00069 OK +1.20D+0.50Lr+0.50L+1.60W 0.4915 psi 164.32psi 0.002991 OK +1.20D+0.50L+0.50S+1.60W 0.599 psi 164.32psi 0.003646 OK +0.90D+1.60W+1.60H 0.6921 psi 164.32psi 0.004212 OK Bentleu! Current Date: 4/13/2020 12:01 AM Units system: English File name: C:\Users\Master\Desktop\ARGENIS\TRABAJOS MIAMI\sergio\covered terrace\RAM CONNECTION\BASE PLATE.rcnx\ Data Connection name Fixed biaxial BP Connection ID 1 Family: Column - Base (CB) Type: Base plate Description: COLUMN BASE PLATE GENERAL INFORMATION Connector B • * j;BERS Column • • ' • • • • • • + Column type Section • •� Mate*i••� •� • Longitudinal offset • • • Tray; ersal.offset •• • CONNECTOR Base plate Connection type Position on the support N: Longitudinal dimension B: Transversal dimension Thickness Material Column weld D: Column weld size (1/16 in) Override A2/A1 ratio Include shear lug SuppoCt With pedestal Longitudinal dimension Transversal dimension Thickness Material Include grouting Anchor Steel connections D Prismatic member HSS_SQR 4X4X1_4 A500 GrB rectangular 0 in 0 in Unstiffened Center 12 in 12 in 0.75 in A36 E70XX 2 No No No 18 in 18 in 18 in C 3-60 No Pagel Anchor position Longitudinal position Rows number per side 1 Anchors per row 2 Longitudinal edge distance on the plate 2 in Transverse edge distance on the plate 2 in Anchor type L-bolt Include lock nut No Anchor 3/4" Effective embedment depth 12 in Total length 13.74 in Material A307 GrC Fy 36 kip/in2 Fu 58 kip/in2 Cracked concrete Yes Brittle steel No Anchors welded to base plate No Anchor reinforcement Type of reinforcement Primary Tension reinforcement No Shear reinforcement No • • • • • .• •"'. . Paget Current Date: 4/13/2020 12:00 AM Units system: English File name: C:\Users\Master\Desktop\ARGENIS\TRABAJOS MIAMI\sergio\covered terrace\RAM CONNECTION\BASE PLATE.rcnx\ Steel connections Results Connection name Fixed biaxial BP Connection ID 1 Family: Column - Base (CB) Type: Base plate Description: COLUMN BASE PLATE Design code: AISC 360-16 LRFD, ACI 318-11 DEMANDS Description Pu Mu22 Mu33 Vu2 Vu3 Load type [Kip] [Kip*ft] [Kip*ft] [Kip] [Kip] DL • 9.96.. 0.00 0.00 0.10 0.00 Design .• !! ---------_y__t____-------------------------------------------------------------- • • • ' GEQME?RIC CONgipgUA•TIONS • •"' D'imensibns �.. • Unit '..� Base 0';too •••• • • Distance from Ocher to gdge [in] . '" • Weld size "� [1/16in] DESIGlJCWU4C ..... Verification Unit Concrete base Axial bearing Base plate Flexural yielding (bearing interface) Flexural yielding (tension interface) Column Weld capacity Elastic method weld shear capacity Elastic method weld axial capacity Design for major axis Base plate (AISC 360-16 LRFD) Value Min. value Max. value Sta. References 1.62 0.25 -- 2 2 -- table J2.4 Capacity Demand Ctrl EQ Ratio References [Kip/in2] 2.49 0.00 DL [Kip*ft/ft] 4.56 0.00 DL [Kip*ft/ft] 4.56 1.28 DL [Kip/ft] 50.12 5.98 DL [Kip/ft] 33.41 0.18 DL [Kip/ft] 50.12 9.06 DL Ratio 0.28 0.00 DG1 3.1.1; 0.00 DG1 Eq. 3.3.13 0.28 DG1 Eq. 3.3.13 0.12 p. 8-9, Sec. J2.5, Sec. J2.4, HSS Manual p. 7-10 0.01 p. 8-9, Sec. J2.5, Sec. J2.4 0.18 p. 8-9, Sec. J2.5, Sec. J2.4 Pagel Design for minor axis Base plate (AISC 360-16 LRFD) GEOMETRIC CONSIDERATIONS Dimensions Unit Value Min. value Max. value Ste. References Base plate Distance from anchor to edge [in] 1.62 0.25 -- v Weld size [1/16in] 2 2 - V table J2.4 DESIGN CHECK Verification Unit Capacity Demand Ctri EQ Ratio References Concrete base Axial bearing [Kip/in2] 2.49 0.00 DL Base plate Flexural yielding (bearing interface) [Kip*ft/ft] 4.56 0.00 DL Flexural yielding (tension interface) [Kip*ftKt] 4.56 1.28 DL Column Weld capacity [Kip/ft] 50.12 5.98 DL Elastic method weld shear capacity Elastic method weld axial capacity •' r �. • Ratio • • • • • GEOi&-f$t1C CONSIGORAVONS • • • •00 Dimd,19jons ' 0.00 • ��•• • Anchors �•�••• • Anchor saacing .. • �•"• CaUretetover • •• Effe;Uvie•leingth 00 DESIGN CHECK Verification [Kip/ft] 33.41 0.00 DL [Kip/ft] 50.12 9.06 DL 0.28 0.00 DG1 3.1.1; 0.00 DG1 Eq. 3.3.13 0.28 DG1 Eq. 3.3.13 0.12 p. 8-9, Sec. J2.5, Sec. J2.4, HSS Manual p. 7-10 0.00 p.8-9, Sec. J2.5, Sec. J2.4 0.18 p. 8-9, Sec. J2.5, Sec. J2.4 Major axis Anchors Unit _-� Value ---Min. value ^Max. value A Sta.`References [in] 8.00 3.00 - V Sec. D.8.1 [in] 4.62 3.00 -- V Sec.7.7.1 [in] 12.75 -- 17.25 Unit Capacity Demand Ctrl EQ Ratio References Anchor tension [Kip] 14.55 2.49 DL 0.17 Eq. D-2 Breakout of anchor in tension [Kip] 9.18 2.49 DL 0.27 Eq. D-3, Sec. D.3.3.4.4 Breakout of group of anchors in tension [Kip] 18.14 9.96 DL 0.66 Eq. D-4, Sec. D.3.3.4.4 Pullout of anchor in tension [Kip] 4.78 2.49 DL 0.62 Sec. D.3.3.4.4 Anchor shear [Kip] 7.57 0.03 DL 0.00 Eq. D-29 Breakout of anchor in shear [Kip] 2.89 0.03 DL 0.01 Table DA.1.1, Sec. D.4.3 Breakout of group of anchors in shear [Kip] 5.62 0.10 DL 0.02 Table DA.1.1, Sec. D.4.3 Pryout of anchor in shear [Kip] 18.35 0.03 DL 0.00 Eq. D-3, Table D.4.1.1, Sec. D.4.3 Pryout of group of anchors in shear [Kip] 36.29 0.10 DL 0.00 Eq. D-4, Table D.4.1.1, Sec. D.4.3 Interaction of tensile and shear forces [Kip] 1.20 0.00 DL 0.00 Eq. D-2, Eq. D-3, Sec. D.3.3.4.4, Eq. D-4, Page2 Ratio GEOMETRIC CONSIDERATIONS Dimensions Anchors Anchor spacing Concrete cover Effective length DESIGN CHECK Verification Anchor tension Breakout of anchor in tension Breakout of group of anchors in tension Pullout of anchor in tension Anchorshear BMe4t of anchor icgear ;. • • • • • • • • Pr�Cyj o{anchor.in sheet •••• •••• Pr o utb1 ot•qpAen3 in shear .' group �•�•�; Ratio , •�•.• • • Globai critical strength ratio • Eq. D-29, Table DA.1.1, Sec. D.4.3, Sec. D.7 0.66 Minor axis Anchors Unit Value Min. value Max. value Sta. References [in] 8.00 3.00 --V Sec. D.8.1 [in] 4.62 3.00 - V Sec.7.7.1 [in] 12.75 -- 17.25 Unit Capacity Demand Ctrl EQ Ratio References [Kip] 14.55 2.49 DL 0.17 Eq. D-2 [Kip] 9.18 2.49 DL 0.27 Eq. D-3, Sec. D.3.3.4.4 [Kip] 18.14 9.96 DL 0.66 Eq. D-4, Sec. D.3.3.4.4 [Kip] 4.78 2.49 DL 0.62 Sec. D.3.3.4.4 [Kip] 7.57 0.00 DL 0.00 Eq. D-29 [Kip] 2.89 0.00 DL 0.00 Table DA.1.1, Sec. D.4.3 [Kip] 18.35 0.00 DL 0.00 Eq. D-3, Table D.4.1.1, Sec. D.4.3 [Kip] 36.29 0.00 DL 0.00 Eq. D-4, Table D.4.1.1, Sec. D.4.3 0.66 0.66 Page3 Biaxial Maximum compression and tension (DL) -s_e p s:e Base plate ;orsrete We__ Anchorstensbon [kip] Q -2-40 2.49 0 -2-49 0 -2.49 2.49 -2-40 Q -2.49 Q _ -2.49 Q -2-40 Q -2-49 -2.40 -2.49 -2.49 -2.49 Q -2.49 Q -2.49 ---------------------------------------------------------------- Maximum bearing pressure 0.00 [psi] Minimum bearing pressure 0.00 [psi] Maximum anchor tension 2.49 [Kip] Minimum anchor tension 2.49 [Kip] Neutral axis angle 0.00 Bearing•length-1.2E31 [in] ---------- --------------------------------- • • • •": AnC.hors t.;sions• • . • Anchor Transv*Ad'tongitudinal Shear Tension •• - = • • • L - +{'�L'=0----------- -- [Kip] [Kip] - ----- • • ' •I -4.08 •' . -4.00 0.03 2.49 ••��•• ."2• • -t.@O ' 4.00 0.03 2.49 • 3 • • 4.000 • •4.00 0.03 2.49 • • ••••• • 4 4.OG•••' -4.00 0.03 2.49 • • • • • • • • ------� � err• --------- :-- �� ±-•--------------------------------------- • s • •• ••••'•"• • • Results fdr*tensile breakout DL Major axis Group Area Tension Anchors [in2] [Kip] 1 324.00 9.96 1, 2, 3, 4 Page4 Results for shear Group Area Shear Anchors [in2] [Kip] 1 324.00 0.10 1, 2, 3, 4 2 135.00 0.05 2,3 Results for tensile brea"DL • • • ... Group • Area Tens'iail • Anchors • 0 0 0 0 0 [in2] • [KV • • • ��•� 1 •324.60 ;9.P60 1, 2, 3, 4 0000 _1_---- Minor axis Page5 Simpson Strong -Tie- Wood Construction Connectors Double -Shear Face -Mount Joist Hangers (cont.) HHUS/HGUS Strong -Tie 'CONNECTO11 R TYPE A HHUS — Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45° and/or sloped to a maximum of 45' • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double -shear nailing HGUS — Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: HGUS Seat Width Joist Download Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load H • • • • • • • • • • He0Vy' Duty;F*ace-Mount Joist Hanger • • • • • • • The HUCQ series are heavy-duty joist hangers that incsTeNate Strong-Idnve® SDS Heavy -Duty Connector screws. lesdM4 and tested for install tU at the end bf a bdam or on a post, they providbta d1rong connection with fewer fasteners than nailed hangers. See pp. 144-150 for structural composite lumber hangers. Material: 14 gauge Finish: Galvanized. Most models available in stainless steel or ZMAX® coating. Installation: • Use all specified fasteners; see General Notes. • Install 1/4' x 21h" Strong -Drive SDS Heavy -Duty Connector screws, which are provided, in all round holes. (Lag screws will not achieve the same load.) • HUGQ hangers can be welded to a steel member. Allowable loads are the lesser of the values in the hanger tables on pp.104-113 or the weld capacity — refer to technical bulletin T-C-HUHUC-W at strongtie.com. Allowable Loads: Options: • These hangers cannot be modified. Codes: See p.12 for Code Reference Key Chart H UCQ410 Typical HUCQ Installation on a Beam Acute 'side Specify angle Top View HHUS Hanger Skewed Right Qoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). Typical HUCQ Installation on a Post Face -Mount Hangers - Solid Sawn Lumber (DF/SP) r ISS E) These products are available with For stainless- Many of these products are approved for installation additional corrosion protection, steel fasteners, I with Strong -Drive® SD Connector screws. For more information, see p.15. see p. 21. See pp. 335-337 for more Information. Joist Size Model No. Dimensions (in.) Min. Max. Fasteners (in.) DF/SP Allowable Loads Installed Cost Index (ICI) Code Ref. W H B Header Joist Uplift (160) Floor (100) Snow (115) Roof (125) Sawn Lumber Sizes LUS28 18 19Ae 6% 11Y+ — (6) 0.148 x 3 (4) 0.148 x 3 1,165 1,100 1,260 1,350 Lowest W28 20 14io 6% 11h — (8) 0.162 x 31h (6) 0.148 x 11h 850 1,110 1,180 1 180 13% WS210 18 1 %e 71% 1 V4 — (8) 0.148 x 3 (4) 0.148 x 3 1,165 1,335 1,530 1,640 15% LU210 20 19%e 71% 11h — (10) 0.162 x 31h (6) 0.148 x 11h 850 1,390 1,580 1,615 28% 2x10 U210 16 1 OAs 71%9 2 — (10) 0.162 x 31h (6) 0.148 x 11h 990 1,440 1,565 1,565 76% LUC21OZ 18 195e 7% 19Y+ — (10) 0.162 x 31h (6) 0.148 x 11h 985 1,185 1,345 1,455 180% HU210 14 1 % 715 21/+ — (8) 0.162 x 31h (4) 0.148 x 11h 605 1,190 1,345 1,440 225% HUS210 16 1 % 9 3 — (30) 0.162 x 31h (10) 0.162 x 31h 2,635 5,450 5,795 5,830 450% IBC, FL, LA HGUS210 12 1 % 9% 5 — (46) 0.162 x 31h (16) 0.162 x 31h 2090 9,100 9,100 9,100 LUS28-2 18 31h 7 2 — (6) 0.162 x 31h (4) 0.162 x 31h 1.060 1,315 1,490 1,610 Lowest LUS210-2 18 31h 9 2 — (8) 0.162 x 31h (6) 0.162 x 31h 1..,445 1,830 2,075 2,245 34% U210-2 16 31/e 81h 2 — (14) 0.162 x 31h (6) 0.148 x 3 990 2,015 2,280 2,465 88% DBL HUS210-2 14 31% 9% 2 — (8) 0.162 x 31h (8) 0.162 x 31h 3,270 2,110 2,385 2,575 217% 2X10 • • • I-u1210-2 / HUC210-2 • • 14 31A 814%e 21h Min. 14) 0.162 x 31h 6 0.148 x 3 1,135 2,085 2,350 2,520 441% 14 31h 814%e 2% Max. (18) 0.162 x 31h (10) 0.1480 3 1,895 2,680 3,020 3,250 467% • • H CQ210-:-SDS �, 14 31/+ 9 3 — (12) Y+x 21h SDS (6)1/+x 21h SDS 3.5 4,315 4,315 4,315 FL • MHUS210-2 • 14 We 9%z 3 — (30) 0.162 x 31h (10) 0.162 x 31h 3,550 5,705 6,435 6,485 IBC, FL, LA LUS28-3 • • • 18 4% 6Y+ 2 — (6) 0.162 x 3/h (4) 0.162 x 3/h 1,060 1,315 1,490 1,610 • • LUS210-3 , , • 18 4% 8% 2 — (8) 0.162 x 31h (6) 0.162 x 31h 1,445 1,830 2,075 2,245 • IBC, FL • • • U210-3 : • • : • • 16 4% 7% 2 — (14) 0.162 x 31h (6) 0.148 x 3 990 2,015 2,280 2,465 .M • • • • • 14 4114e 8Y1e 21h Min. (14) 0.162 x 31h (6) 0.148 x 3 1,135 2,085 2,350 2,520 IBC, FL, LA 2X10 QU210-3 PHUC210-3 • • • • • 14 4"Ae 834e 21h Max. (18) 0.162 x 31h (10) 0.148 x 3 1,895 2,680 3,020 3,250 • • •••• HHUS210 3 , 14 41Yie 87% 3 — (30) 0.162 x 31h (10) 0.162 x 31h 3,405 5,630 6,375 6, 48 _ FL • • • • • HGUS21ef • 000 12 4144e 91b 4 — (46) 0.162 x 31h (16) 0.162 x 31h 4,095 9,100 9,100 9,100 IBC, FL • • • HUCQ21;3-90 • 14 4% 9 3 — (12)1/+x 21h SDS (6)1/4 x 21h SDS 2 345 4,315 4,315 4, 315 FL • • 14 61% 8% 21h Min. (14) 0.162 x 31h (6) 0.162 x 31h 1,345 2,085 2,350 2,520 IBC, FL QUAD HU210 4 / HUC210 4 14 61% 8% 21h Max. (18) 0.162 x 31h (8) 0.162 x 31h 1,795 2,680 3,020 3,250 IBC, FL 2x10 HHUS210-4 14 61/e 87A 3 — (30) 0.162 x 31h (10) 0.162 x 31h 3.405 5,630 6,375 • FL HGUS210-4 12 6%e 91h 4 — (46) 0.162 x 31h (16) 0.162 x 31h 4,095 9,100 9,100 9,100 IBC, FL LUS210 18 19%e 7% 1 V+ — (8) 0.148 x 3 (4) 0.148 x 3 1,165 1,335 1,530 1,640 Lowest LU210 20 1 % 71% 11h — (10) 0.162 x 31h (6) 0.148 x 11h 850 1,390 1,580 615 11% U210 16 194e 71%e 2 — (10) 0.162 x 31h (6) 0.148 x 11h 990� 1,440 1,565 i,565 53% 2x12 LUC21OZ 18 19%e 7% 19Y+ — (10) 0.162 x 31h (6) 0.148 x 11h 985 1,185 1,345 180% HU212 14 1 %e 9 2Y+ — (10) 0.162 x 31h (6) 0.148 x 11h 1,135 1,490 1,680 1,800 347% HUS210 16 1 % 9 3 — (30) 0.162 x 31h (10) 0.162 x 31h ?,635 5,450 5,795 5,830 378% LUS210-2 18 31% 9 2 — (8) 0.162 x 31h (6) 0.162 x 31h 1,830 2,075 2,245 Lowest IBC, FL, LA U210-2 16 31/6 81h 2 — (14) 0.162 x 31h (6) 0.148 x 3 0 2,015 2.280 2,465 40% LUS214-2 18 31A 10144e 2 — (10) 0.162 x 31h (6) 0.162 x 31h 2,110 2,395 2,590 56% DBL HUS210-2 14 31/e 94ie 2 — (8) 0.162 x 31h (8) 0.162 x 31h 3,270 1 2,110 2,385 2,575 2x12 HUS212-2 14 31h 1034 2 — (10) 0.162 x 31h (10) 0.162 x 31h ' ' : 2,635 2,985 3,220 14 318 10% 21h Min. (16) 0.162 x 31h (6) 0.148 x 3 1,135 2,385 2,690 2,880 HU212-2 / HUC212-2 14 31U 10% 21h Max. (22) 0.162 x 31h (10) 0.148 x 3 1,895 3,275 3,695 3,970 411% HUCQ210 2 SDS 14 3Y+ 9 3 — (12)1/+ x 21h SDS (6)1/+ x 21h SDS FL LUS210-3 18 4% 8% 2 — (8) 0.162 x 31h (6) 0.162 x 31h 1,44i 1,830 2,075 2,245 IBC, FL 14 411Ae 9134e 21h Min. (16) 0.162 x 31h (6) 0.148 x 3 1,135 2,385 2,690 2,880 TPL 2x12 HU212-3 / HUC212-3 14 4% 9vAs 21h Max. (22) 0.162 x 31h (10) 0.148 x 3 1,895 3,275 3,695 3,970 IBC, FL, LA U210-3 16 4% 7-Y+ 2 — (14) 0.162 x 31h (6) 0.148 x 3 ?)',0 2,015 2,280 2,465 HUCO210-3-SDS 14 4% 9 3 — (12) Y+x 21h SDS (6) Y+x 21h SIDS 2,345 4.315 4,315 4,315 FL See footnotes on p.108. Codes: See p.12 for Code Reference Key Chart HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers (cont.) These products are available with additional corroslon protection. For more information, see p.15. Model No. Fasteners (in.) Allowable Loads (DF/SP) Code GFCMU Concrete Standard Concealed GFCMU Titen 2 Concrete Then 2 Joist Uplift (160) Down (100/125) Uplift (160) Down (100/125) Rot. HU26 HU26X (4)1/4 x 2Y4 (4) Y4 x 1 Y4 (2) 0.148 x 1 Yz 335 1,000 335 1,545 HU28 HU28X (6) Y4 x 2% (6) Y4 x 1 Y4 (4) 0.148 x 11h 545 1,500 760 2,400 HU24-2 HUC24-2 (4)1/4 x 2Y4 (4)1/4 x 1 Y4 (2) 0.148 x 3 380 1,000 380 1,545 HU26-2 (Min.) HUC26-2 (8) Y4 x 2% (8)1/4 x 1 Y4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-2 (Max.) HUC26-2 (12) Y4 x 2% 1 (12) Y4 x 1 Y4 (6) 0.148 x 3 1,135 3,000 1,135 1 3,950 HU26-3 (Min.) HUC26-3 (Min.) (8)1/4 x 2Y4 (8) Y4 x 1 Y4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12) Y4 x 2% (12) Y4 x 1 Y4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU28-2 (Min.) HUC28-2 (Min.) (10)1/4 x 2Y4 (10)1/4 x 1 Y4 (4) 0.148 x 3 760 2,500 760 3,725 HU28-2 (Max.) HUC28-2 (Max.) (14)1/4 x 2Y4 (14) Y4 x 1 Y4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210 HU210X (8)1/4 x 2Y4 1 (8) Y4 x 1 Y4 (4) 0.148 x 1 Yz 545 2,000 760 1 2,415 HU210-2 (Min.) HUC210-2 (Min.) (14) Y4 x 2% (14) Y4 x 1 Yi (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210- (Max.) HUC 10-,2 qX.) (18)1/4 x 2Y4 (18) Y4 x 1 Y4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU210tj(Mlh4: HUCg10-3 (Mig.) (14) Y4 x 2% (14) Y4 x 1 Y4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUCi?10;{Maa.) (18) Y. x 2Y4 (18) Y4 x 1 Y4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212;• • ". HU2VR* . " (10) Y4 x 2Y4 (10) Y+x 1 Y4 (6) 0.148 x 1 Yz 1,135 2,500 1,135 2,665 111.1212-2•(;in.) • HUC21 jj? jgin.) (16)1/4 x 2Y4 (16) Y4 x 1 Y4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 111.1212-2(MaxO • 1-102*42{Max.) (22)1/4 x 2Y4 (22)1/4 x 1 Y4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU212-3 (Ain.) Hl1131t:3 01M.) (16)1/+ x 2Y4 (16) Y4 x 1 Y4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-11M49m . HUC J12-31V1ax.) (22)1/4 x 2Y4 (22) Y4 x 1 Y4 (10) 0.148 x 3 1,800 5,085 1,800 5,085 - HU214 • • • • HU214i(• : (12)1/4 x 2% (12)1/4 x 1 Y4 (6) 0.148 x 11h 1,135 2,665 1,135 2,665 HU214-f *1 HUC214-2 (Min.) (18) Y4 x 2% (18) Y+x 1 Y4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-2 (Max.) HUC214-2 (Max.) (24)1/4 x 2Y4 (24) Y4 x 1 Y4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU214-3 (Min.) HUC214-3 (Min.) (18)1/4 x 2Y4 (18) Y4 x 1 Y4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)1/4 x 2Y4 (24)1/4 x 1 Y4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 HU216X (18)1/4 x 2Y4 (18)1/4 x 1 Y4 (8) 0.148 x 11h 1,515 2,920 1,515 2,920 HU216-2 (Min.) HUC216-2 (Min.) (20)1/4 x 2% (20)1/4 x 1 Y4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)1/4 x 2Y4 (26)1/4 x 1 Y4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216-3 (Min.) HUC216-3 (Min.) (20)1/4 x 2Y+ (20)1/4 x 1 Y4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-3 (Max.) HUC216-3 (Max.) (26)1/4 x 2Y4 (26) Y4 x 1 Y4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU7 (Min.) (Not available) (12)1/4 x 2Y4 (12) Y4 x 1 Y4 (4) 0.148 x 1 Yz 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)1/4 x 2Y4 (16)1/4 x 1 Y4 (8) 0.148 x 11h 1,085 3,485 1,085 3,485 HU9 (Min.) (Not available) (18)1/4 x 2% (18) Y+x 1 Y+ (6) 0.148 x 1 % 1,135 3,230 1,135 3,230 HU9 (Max.) (Not available) (24) Y4 x 2Y4 (24) Y4 x 1 Y4 (10) 0.148 x 11h 1,445 3,735 1,445 3,735 HU11 (Min.) (Not available) (22)1/4 x 2Y4 (22)1/4 x 1 Y4 (6) 0.148 x 11h 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 2% (30)1/4 x 1 Y4 (10) 0.148 x 11h 1,445 3,735 1,445 3,735 HU14 (Min.) (Not available) (28)1/4 x 2% (28)1/4 x 1Y4 (8) 0.148 x 11h 1,515 3,485 1,515 3,485 HU14 (Max.) (Not available) (36) Y4 x 2% (36)1/4 x 1 Y4 (14) 0.148 x 1 % 2,015 4,245 2,015 4,245 238 LTS/MTS/HTS Twist Straps Twist straps provide a tension connection between two wood members. They resist uplift at the heel of a truss economically. LTS/MTS have a 2"-bend section and HTS has a 33/4"-bend section that eliminates interference at the transition points between the two members. Material: LTS — 18 gauge; MTS — 16 gauge; HTS — 14 gauge Finish: Galvanized. Some products available in stainless steel and ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • LTS, MTS and HTS are available with the bend reversed. Specify "-REV" after the model number, such as MTS16-REV Codes: See p. 12 for Code Reference Key Chart These products are available with For stainless - additional corrosion protection. ; steel fasteners, For more Information, see p. 15. see p. 21. Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. CONNECTOR TYPE I' L sb " o' 1 LTS12 (MTS and HTS similar) Total Quantity DF/SP SPF/HF trap of Fasteners Allowable Uplift Loads Allowable Uplift Loads Code No. Ubngth • • • (160) (160) Ref. � • •(�n) 0.111& x 3. 0.148" x 11h" 0.148" x 3" 0.148" x 11/2" 0.148" x 3" 0.148" x 1 W •. • ; . Nails • Nails Nails Nails Nails Nails LTS12+ 12 v �15 IBC, •12• : 12 660 600 1_1S16.• •16 LTS 0 20 M%120 :12 •••••• •••••• • •••••• 14 • • • • 14 990 990 850 850 FL, LA MTS16 16 MTS20 020 MTb•30 •30 W 24 •24 FL MTS30C 30 HTS16 16 16 16 1,310 1,310 1,125 ?� HTS20 20 2 0 24 IBC, FL, LA HTS24 24 HTS30 30 HTS30C 30 1. See pp. 260-261 for Straps and Ties General Notes. 2. LTS12 through LTS20, MTS16 through MTS30, and HTS24 through HTS30C (except HTS30) have additional nail holes. 3. All straps except the MTS30 and HTS30 have the twist in the center of the strap. 4. Twist straps do not need to be wrapped over the truss to achieve the allowable load. 5. May be installed on the Inside face of the stud. 6. Allowable lateral loads are F1 = 75 lb. and F2 = 125 lb. when the following installation requirements are met. The first seven nail holes on each side of the bend must be filled with 0.148" x 11W minimum nails. All additional fasteners may be Installed In any remaining strap holes. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 1' typ• 10" MTS30 (HTS30 similar) 1 15, 15" 1Y4" HTS30C (MTS30C similar) MTS Installation as a Truss -to -Top Plate Tie Typical MTS30 Installation MTS30 Installation with 1-Joist Rafter 277 CCQ/ECCQ Column Caps REo This product is preferable to similar connectors because le W _ , of (a) easier Installation, (b) higher loads, (c) lower installed cost, or a combination of these features. Column caps provide a strong connection for column -beam V a combinations. This design uses Strong -Drive® SIDS Heavy -Duty Connector screws to provide faster installation and provides a H greater net section area of the column compared to bolts. The SDS 4) screws provide for a lower profile compared to standard through A bolts. m Material: CCQ3, ECCQ3, CCQ4, CCQ4.62, ECCQ4, ECCQ4.62, CCQ6, ECCQ6 — 7 gauge; all others — 3 gauge Finish: Simpson Strong Tie gray paint; available in HDG and stainless steel; CCOQ and ECCOQ — no coating Installation: • Install 1/4" x 21h" Strong -Drive SDS Heavy -Duty Connector screws, w ielh are provided with the column cap. (Lag screws • • • will not achieve the sam4o4. Iristall stainless -steel Strong -Drive t v aides stw' ggnn oi$. • • CCOQ and �CCOQ columrrcaps only (no straps) may be • •••• • • . grdered for field -welding to pipe or other columns. Dimensions are same ae �c�.Gl and FCt% • • oner. 000 • r roug - upi er size;,vide dimensions. An 9ptional%2 &T;nsion rMV be specified with any column 000 • • • • lize given. (Note that the W2 dimension on straps rotated !•••.• • 0 20' is limited by.the W1 %niension.) .•.• • .•.•.. . •• Options: . . • � • • • • 040 for end condit+ons, specify ECCA. • Straps mgy lle•rotated 90° where W1 -! W2 and for CCQ5-6. i 0:: ,'I: SIrT1!:), on, `ztmnq-Tire Codes: See p.12 for Code Reference Key Chart Inverted CCQ44SD , Post -to -Beam Installation CONNECTOR TYPE Typical CCQ46SDS2.5 Installation Strong -Tie e 0 0 e � o 0 0 a o ° • o SIMp� ° 0 ° o o �°g.Te• o s e • . • Wz�pl� ECCQ46SDS2.5 CCQ46SDS2.5 CC004-SDS2.5 (no coating) • 0 0 0 ° 0 0 SIMp� 0 0 • SlrooA•Ti� 0 a o ° e ° 0 Optional CCQ with Straps Rotated 901 Weld by Designer CCOQ Installation on Steel Column CCQ/ECCQ Column Caps (cont.) H These products are available with additional corrosion protection. For more Information, see p. 15. For stainless -steel fasteners, see p.21. Model No. Beam (inn) Dimensions (in.) No. of 1/4" x 21h" SDS Screws Allowable Loads (DF/SP) Code Ref. W1 W2 L H CCQ ECCQ Beam Post Uplift Down Uplift Down CCOTECCO ccQ ECCO (160) (100) (160) (100) CCQ3-4SDS2.5 31A 31/4 3% 11 81h 7 16 14 14 5,370 16,980 3,465 6,125 CCQ3-6SDS2.5 31/e 3Y4 51h 11 81h 7 16 14 14 1 5,370 21,485 1 3,465 CCQ44SDS2.5 31h 3% 3% 11 81h 7 16 14 14 5,370 19,020 3,785 7,655 CCQ46SDS2.5 31h 3% 51h 11 81h 7 16 14 14 6,785 24,065 3,785 12,030 CCQ48SDS2.5 31h 3% 71h 11 8'h 7 16 14 14 6,785 24,065 3,785 16,405 CCQ4.62-3.62SDS 41h 4% 3% 11 81h 7 16 14 14 5,370 23,390 3,785 9,845 CCQ4.62-4.62SDS CC04.62-5.50SDS Cg4j,4SQ!V.5 41h 4% 4% 1 11 8% 7 1 16 14 1 14 1 5,370 070 940 26,635 3,785 12,655 4% 4% 51h 11 8% 7 16 14 14 1 6,785 3,785 15,470 51h 5Y4 3% 11 81h 7 16 14 14 1 5,370 4,040 11,210 CCQ1-6SDbl2.5 . % 5Y4 51h 11 81h 7 16 14 14 6,785 28,190 5,353 17,615 C3Q5 8S,t.5 51h 5Y4 71h 11 81h 7 16 14 14 6,785 35,235 5,355 -4.02F CCQ6aSDS2.5 �Y+*.4116 51h 3% 11 81h 7 16 14 14 5,370 28,585 3,, _ 12,030 1300663C62.5 50?5'A 51h 51h 11 81h 7 16 14 14 6,785 33,275 3.785 18,905 C13Q6M2.5 +J'/s 6''A 51h 71h 11 81h 7 16 14 14 6,785 37,815 1 3,785 25,780 CQQt%3SbS2.5 6/4,;' 51h 71A 11 81h 7 16 14 14 6,785 37.815 3,785 24,490 CCQ74SDS2.5 6'h 3% 11 6'h 7 16 14 14 5,370 33,490 4,040 ,3t)b F� C,CCQ76SDS2.5 6'h 51h 11 81h 7 16 14 14 6,785 37.125 sWi 4,130 CCQr77SDS25 F?6 6'/a 6'% 11 81h 7 16 14 14 6,785 48,265 5,355 )9,615 CC�,1'113S %5 6'/e 71h 11 81h 1 7 16 14 14 1 6,785 48,265 1 355 "9,905 CCQ1.i-2?DS2.5 7 71h 3% 11 81h 7 16 14 14 5,370 34,730 4,040 18,375 CCQ7.1-6SDS2.5 7 71h 51h 11 81h 7 16 14 14 6,785 38,500 5,355 28,875 CCQ7.1-7.1SDS2.5 7 71A 71rb 11 81h 7 16 14 14 6,785 57,750 5,355 36,750 CCQ7.1-8SDS2.5 7 71/e 71h 11 8'h 7 16 14 14 6.785 52,500 5,355 39,375 CC084SOS2.5 7% 71h 3% 11 81h 7 16 14 14 6,785 37,210 5,355 CCQ86SDS2.5 71h 71h 51h 11 81h 7 16 14 14 6,785 41,250 5.35E 25,780 CCQ88SDS2.5 71h 71h 71h 11 81h 7 16 14 14 565 35,155 CCQ94SDS2.5 83/4 8'h 3% 11 81h 7 16 14 14 6,785 47,545 5,355 i9,905 CCQ96SDS2.5 83/4 8'A 51h 11 81h 7 16 14 14 6,785 48,125 5,355 A280 CCQ98SDS2.5 83/4 8'/e 71h 11 81h 7 16 14 14 6,7F'_ 5,355 ,2,655 CCQ106SDS2.5 91/4 91h 51h 11 81h 7 16 14 14 6,785 52,250 5,355 32,655 Strong -Tie CCOQ/ECCOQ Model No. (No Legs) CCO03-SDS2.5 ECCOQ3-SDS2.5 CCOQ4-SDS2.5 ECCOQ4-SDS2.5 CCOg4.02-SDS 2. CCOQ4.62-SDS2. CCOQ5-SDS2.5 ECCO05-SDS2.5 CCOQ6-SDS2.5 ECCOQ6-SDS2.5 CCOQ7-SDS2.5 ECCOQ7-SDS2.5 CCOQ7.12-SDS2.5 ECCOO7.12-SDS2.5 CCOQ8-SDS2.5 ECCOQ8-SDS2.5 CCO09-SDS2.5 ECCOQ9-SDS2.5 CCOQ10-SDS2.5 ECCOQ10-SDS2.5 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Downloads shall be reduced where limited by capacity of the post. Uplift loads do not apply to spliced conditions. Spliced conditions must be detailed by the Designer to transfer tension loads between spliced members by means other than the post cap. 4. Spliced conditions must be detailed by the Designer to transfer tension loads between spliced members by means other than the column cap. 5. Column sides are assumed to be aligned in the same vertical plane as the beam sides. CCQ4.62 models assume a minimum 31h"-wide post. 6. Structural composite lumber columns have sides that show either the wide face or the edges of the lumber strands/veneers known as the narrow face. Values in the tables reflect installation Into the wide face. See technical bulletin T-C-SCLCLM at strongtie.com for load reductions resulting from narrow -face installations. 7. Beam depth must be a minimum of 7". B. For 51/s' engineered lumber, use 5'h' models. n�. 9. CCOQ and E welded to a steel column will achieve maximum load listed as CCQ and ECCQ. The steel column width shall match the beam width. Weld by Designer. j 89 1�111 :1 iL Masonry Beam Face -Mount Hanger The MBHU beam hanger provides a face -mounted solution for connecting beams to masonry or concrete walls. A non -welded, one-piece connector, the MBHU is suitable for solid sawn and engineered wood beams as well as trusses. Installation is simplified because the Titen HD® heavy-duty screw anchor and Strong -Drive® SDS Heavy -Duty Connector screws are included with the hanger. Since the Titen HD anchor is installed after the wall is built, locating the anchor in the right spot is easier than with cast -in -place bolts. Material: 10 gauge Finish: Galvanized Installation: • Use all specified fasteners (included). • Attach hanger to a concrete or grout -filled CMU wall using Titen HD anchors. Note the following: - Drill holes using drill bits equal in diameter to the • •specified, Titenfl-ID anchor. • • • • • Holes shay be drilled 1�'4rreeper than the specified ......Titen Al len'gt6 (i.e. 514" for a �" long Titen HD anchor). • - Caution: Oversized ho2S hftfle base material will • • • • • reduc(:or cMr-hVate the a It�hanical interlock of • • • • • the threaci"ith the base"aterial and will reduce + • • • the anchor's load capaoity... . . . . . +. •.Men HD is not?lcommenddd'tbr exposed exterior • applications* . •; •. • • • • Provide mgistwe•barrier between beam and wall • 0 000per jurisdictional require4 ents. Codes: See p.V.for Code Reference Key Chart Model No. Dimensions (in.) Width (W) Height (H) MBHU3.56/9.25KT 3% 91/4 MBHU3.56/11.25KT 3% 111/4 MBHU3.56/11.88KT 3% 11-% MBHU3.56/14KT 3% 14 MBHU3.56/16KT 3% 16 MBHU3.56/18KT 3% 18 MBHU5.50/9.25KT 51h 91/4 MBHU5.50/11.25KT 51h 111/4 MBHU5.50/11.88KT 51h 117A MBHU5.50/14KT 51h 14 MBHU5.50/16KT 51h 16 MBHU5.50/18KT 51h 18 1. Each MBHU hanger includes (2) 1/.° x 5" Titen HD® anchors and (12) 1/4" x 21/2" Strong -Drive" SDS Heavy -Duty Connector screws. CONNECTOR TYPE D 1 for 91/4" height models 21/4" all others MBHU 1/4" x 21h" Strong -Drive® SDS Heavy -Duty Connector Screw Titen HD® 3/4" x 5" Screw Anchor 1/0 Typical MBHU Installation Strong -Tie 244 MBHU Masonry Beam Face -Mount Hanger (cont.) Dimensions (in.) Series Model Ga. No. W H B 91/a to <14 MBHU3.56 10 We 3Yz 14 to 18 Fasteners GFCMU and Joist Concrete Titan HD• Strong -Drive Anchors SOS Screws (2) Vi x 5" (12) 1/4" x 21h" Allowable Loads Allowable Loads End of Wail / Outside Comer Away from Edge DF/SP OF/SP GFCMU Concrete GFCMU and Concrete Code Uplift Download Uplift Download Uplift Download Ref. (160) 115125) (1�) 1151/1125) (160) 115/125) 1.610 2,440 2,715 4,190 2,210 4,005 1,610 2,440 2,715 4,190 3,345 6,065 FL MBHU5.50 10 5�/z 91/4to<14 3'/z (2) eY+' x 5' (12) Yi" x 21i° 11610 2,440 2,715 4,190 2,210 4,005 14 to 18 2,24(P 3,2608 3,485 6,970 3,345 6,065 1. Uplift bads have been Increased for earthquake or wind loading with no further Increase allowed. Reduce where other loads govern. 2. Concrete shall have a minimum compressive strength of f'c = 2,500 psi. 3. Grout -filled CMU (GFCMU) shall have a minimum compressive strength of f'm =1,500 psi. 4. Structural comWslte lumber (SCL) shall have a minimum specific gravity of 0.5. • 5. Mloweb a bedmnly apply to installation on 8' nominal grouted CMU walls, with a minimum of one horizontal #5 rebar located in the top course. • • • • • 9. Products shell be installed sWdMto Titan HD- anchors are not exposed to exterior environments. • T. A lowaplt tgd*re basedUpon Me tested ultimate load with a safety factor of 3. • • • • G. Where noted Inrtable, loads liistede re for end -of -wall condition. For outside -comer condition, uplift Is 2,365 lb. and download Is 3,640 lb. • • •••••• • ••••• • •• •• • • • • • •••• Installation Away from Edge of Wail (maximum load) 245 MUM-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786)315-2590 F (786) 31525-99 NOTICE OF ACCEPTANCE (NOA) www.miamidade.aov/economy GAF 1 Campus Drive Parsippany, NJ 07054 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or • giaterial WICto perform in the accepted manner, the manufacturer will incur the expense of such testing • Ind theme may immediately revoke, modify, or suspend the use of such product or material within their • ; • • • jurisdibtiob„RER � esembs the right to revoke this acceptance, if it is determined by Miami -Dade County • Product Control Seg49n jhat this product or material fails to meet the requirements of the applicable •••••builftgcu e. .. "This j2roduet is app;Vygd as described herein, and has been designed to comply with the Florida Building Code • • • • :including t;e Higfi•Velcibity Hurricane Zone of the Florida Building Code. •' • • 6DESGR=1ON:•tAF Conventional Built -Up Roof Systems for Wood Decks. I-ABFJ.iriG: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERA'IINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews and revises NOA No. 14-1030.01and consists of pages I through 27. The submitted documentation was reviewed by Jorge L. Acebo. �ow i l l 11//// OR RA 1/20/21, J� GENgF.Os ; No. 87496 = NOA No.: 18-0919.07 CMAMw,aoe courm Expiration Date: 11/04/23 —'A- STATE OF Approval Date: 11/08/18 iOA� PLORkgP—��41 Pagel of27 ��iFss'ONAL V�G\\�� ROOFING SYSTEM APPROVAL Cateeory: Roofing Sub-Cateeory: BUR Material: Fiberglass Deck Tyne: Wood Maximum Deshm Pressure: -97.5 psf. TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: TABLE 1 Test Product Product Dimensions Specification Description GAFGLAS® Ply 4 39.37" (1 meter) ASTM D2178 Smooth surfaced asphaltic ply sheet reinforced Wide with fiberglass mat. Tri-Ply® Ply 4 39.37" (1 meter) ASTM D2178 Smooth surfaced asphaltic ply sheet reinforced Wide with fiberglass mat. GAFGLAS® 39.37" (1 meter) ASTM D2178 Smooth surfaced asphaltic ply sheet reinforced • F1exPlyr'66•.: Wide with fiberglass mat. • . • .. • •.. QAFGI%A%" V5 �• *3937" (1 meter) ASTM D4601 Smooth asphaltic base or base/ply sheet reinforced • Base Sheet ; Wide with fiberglass mat. ...... ...... • • .Tri-Ply}� #�3 Base • • 3&37" (1 meter) ASTM D4601 Smooth asphaltic base or base/ply sheet reinforced • • • • • Sheet .. ". • • • Wide with fiberglass mat. • . . ... . ..' LAFGLAS #80 0 • • • 39.37" (1 meter) ASTM D4601 Smooth asphaltic base or base/ply sheet reinforced '; • • •-Ultima' Bade Sheet:. • • Wide with fiberglass mat. • • • • • -GAF AS® ; , • 939.37" (1 meter) ASTM D4897 Smooth surfaced asphaltic perforated venting base Stratav�eut�- Wide sheet reinforced with fiberglass mat. Perforated Venting Base Sheet GAFGLAS® 39.37" (1 meter) ASTM D4897 Smooth surfaced asphaltic nailable venting base Stratavent® Nailable Wide sheet reinforced with fiberglass mat. Bottom side Venting Base Sheet surfaced with granules. Ruberoid® 20 39.37" (1 meter) ASTM D6163 SBS polymer -modified asphalt base or Smooth Wide anchor sheet reinforced with a fiberglass mat. Ruberoid® Mop 39.37" (1 meter) ASTM D6164 Smooth surfaced mop applied SBS base or Smooth wide anchor sheet reinforced with a polyester mat. RuberoidfD Mop 39.37" (1 meter) ASTM D6164 Smooth surfaced mop applied SBS base or anchor Smooth 1.5 wide sheet reinforced with a polyester mat. Ruberoid® Mop 39.37" (1 meter) ASTM D6164 Smooth surfaced mop applied SBS base or Plus Smooth wide anchor sheet reinforced with a polyester mat. Ruberoid® HW 25 39.37" (1 meter) ASTM D6163 Smooth surfaced torch applied SBS base or anchor Smooth wide sheet reinforced with a fiberglass mat. NOA No.: 18-0919.07 Expiration Date: 11/04/23 Approval Date: 11/08/18 Page 2 of 27 TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: TABLE 1 Test Product Product Dimensions Specification Description Ruberoid® HW 39.37" (1 meter) ASTM D6164 Smooth surfaced torch applied SBS base or anchor Smooth wide sheet reinforced with a polyester mat. GAFGLAS® 39.37" (1 meter) ASTM D3909 Granule surfaced asphaltic cap sheet reinforced Mineral Surfaced Wide with fiberglass mat. Cap Sheet Tri-Ply® BUR 39.37" (1 meter) ASTM D3909 Granule surfaced asphaltic cap sheet reinforced Granule Cap Sheet Wide with fiberglass mat. GAFGLAS® 39.37" (1 meter) ASTM D3909 Granule surfaced asphaltic cap sheet reinforced EnergyCap' Wide with fiberglass mat. Cap sheet is factory coated Mineral Surfaced with TOPCOAT® EnergyCote' Elastomeric Cap Sheet Coating. Topcoat' Surface 5 or 55 gallons ASTM D6083 Solvent -based thermoplastic rubber . Spal SB •...: sealant designed to protect and restore aged roof • .. surfaces and to increase roof reflectivity. „ • Topcoats ,1, or 55 gallons ASTM D6083 Water -based elastomeric coating •�...Membranq. •..'.. '..:.Topcoaj * MV Plus" •' 6•or 55 gallons Proprietary Water based, low VOC primer designed to block • ', •„ ". asphalt bleed -through. ...... bpcoat' Fi:eOuf :' •9 or 55 gallons Proprietary Low VOC, water based fire barrier coating. • Fire fW&t'Coating•: * • • Vers Q0 Fire-' ?2" x 100' rolls ASTM D226 Non -asphaltic, fiberglass reinforced underlayment Resistant Roof and/or fire barrier Deck Protection VersaShield® Solo' 42" roll wide, 100 ASTM D146, Non -asphaltic, fire resistant fiberglass Fire -Resistant Slip ft. D828, D4869, underlayment Sheet D6757 Topcoat® 1, 5 gallons or TAS 139 Solvent -based elastomeric sealant. F1exSeal' 1 qt. tube NOA No.: 18-0919.07 MIAMgjame j; Expiration Date: 11/04/23 Approval Date: 11/08/18 Page 3 of 27 APPROVED INSULATIONS: TABLE 2 Product Name Product Description EnergyGuard7 Polyiso Polyisocyanurate foam insulation Insulation EnergyGuard' Tapered Polyiso Insulation EnergyGuard' Ultra Polyiso Insulation EnergyGuard77i1 RA Polyiso Insulation EnergyGuard' RA Composite Polyiso Insulation EnergyGuard' RH Polyiso Insulatioq • EflergyCpard : RH igper`qd • Polyiso Ifisu);ion . • • • • Ehergyfj hard' RN PAlYLsA ••••1I1Sulatloil••• •••iw• +wwww •• • • www• • •.. $nergy(Iu1K1 ' PerAW jtibf 41sulatiod • • • ... • ...... • • EnergyKaM Per4ite$ecover • ""board.". " • • • hoard."• wwww Securock® Gypsum -Fiber Roof Board Securock® Glass -Mat Roof Board Polyisocyanurate foam insulation Glass -faced polyisocyanurate foam insulation Polyisocyanurate foam insulation Polyisocyanurate foam insulation with high density fiberboard or permalite Polyisocyanurate foam insulation Polyisocyanurate foam insulation Polyisocyanurate foam insulation Perlite insulation board Perlite recover board Gypsum board Glass faced gypsum board Structodek® High Density Fiber High density fiberboard Board Roof Insulation DensDeck® Prime Roof Board Gypsum board DensDeck® Roof Board Gypsum board Manufacturer (With Current NOA) GAF GAF GAF GAF GAF GAF GAF GAF GAF GAF United States Gypsum Corp. United States Gypsum Corp. Blue Ridge Fiberboard, Inc. Georgia-Pacific Gypsum LLC Georgia-Pacific Gypsum LLC NOA No.: 18-0919.07 Expiration Date: 11/04/23 Approval Date: 11/08/18 Page 4 of 27 APPROVED FASTENERS: Fastener Product Number Name 1. Drill-Tec' # 12 Fastener 2. Drill-Tec' # 14 Fastener 3. Drill-Tec'' ASAP 3S 4. Drill-Tec' 3" Steel Plate 5. Drill -Tea' 3" Standard Steel Plate ...... :0006. . . . .. •; •• •6. •Drill-Tecl AccgTrac® Flat ' Plate ".. " ...... . .. .. ..... .... ...... • 00007. • D;ilj-Tec ; •./4eegTrac® • 'Re'bbssed P"IAt'b' .....: ...... . ...... . .. 8. ...... • Dril'1-Tec j irr. ribbed • • • s' • .' GaIvalume'Platd (Flat) ... TABLE 3 Product Description Phillips head, modified buttress thread, pinch point, carbon steel fastener for use in steel or wood decks. With CR-10 coating. Available with a pinch point or drill point. Truss head, self -drilling, pinch point, high thread fastener for use in steel, wood or concrete decks. Drill-Tec` # 12 Fastener with Drill-Tec'T' 3" Standard Steel Plate. Round Galvalume® steel stress plate with reinforcing ribs and recessed for use with Drill-Tec' fasteners. Galvalume® coated steel stress plate for use with approved Drill-Tec' fasteners. A2-SS aluminized steel plate for use with Drill-Tec' fasteners. Galvalume® steel plate with recess for use with Drill- Tec' fasteners. Round Galvalume" plated steel stress plate with reinforcing ribs for use with Drill-Tec' fasteners. Manufacturer Dimensions (With Current NOA) # 12 x 8" max. length, #3 Phillips head. #14 x 16" max. length, #3 Phillips head. See components 3" Round 3" Round 3" square; 017" thick 3" square; 017" thick 3" Round GAF GAF GAF GAF GAF GAF GAF NOA No.: 18-0919.07 Expiration Date: 11/04/23 Approval Date: 11/08/18 Page 5 of 27 EVIDENCE SUBMITTED: Test Aaencv Test Identifier Description Date Factory Mutual Research Corp. 3014547 4470 05/22/03 3029832 4470 05/11/07 3033135 4470 11/24/08 3034312 4470 04/09/09 3036980 4470 08/14/09 3038278 4470 11/18/11 3040738 4470 11/16/10 3041769 4470 05/26/11 3042887 4470 11/14/11 3042905 4470 01/10/12 3046081 4470 02/13/13 3046388 4470 09/24/12 3047636 4470 08/08/13 ODOA8.AM 4470 07/09/99 OD lA8.AM 4470 07/29/94 OY9Q5.AM 4470 04/01/98 1 B9A8.AM 4470 09/04/97 2B8A4.AM 4470 07/02/97 3B9Q1.AM 4470 01/08/98 3D4Q2.AM 4470 05/30/97 797-03221-267 4470 09/27/07 797-03825-267 4470 07/21/08 797-10228-267 4470 01/23/15 UL LLC ; R1306 UL 790 08/21/18 . . . . .. iMeNnstruction MateriW : GAF-122-02-01 TAS 139 05/07/06 T' theologies,-L14- ; ; GAF-270-02-02 ASTMD226 11/15/10 ' "• • • • GAF-276-02-01Rev ASTM D6083 12/16/10 GAF-276-02-02 ASTM D226 11/15/10 ..... .... ...... '..:.. .. GAF-306-02-01 ASTM E96 07/07/11 • '. '.: '....' GAF-314-02-01 ASTM D2178 08/23/11 • • • • • • • GAF-315-02-01 ASTM D2178 08/23/11 GAF-369-02-01 ASTM C1289 10/22/12 GAF-417-02-01 ASTM C1289 05/28/13 ...... .... . . •..,�• GAF-464-02-01 ASTM C1289 10/22/12 GAF-464-02-01 ASTM C1289 02/06/14 GAF-499-02-01 ASTM D6083 03/12/14 GAF-500-02-01 ASTM D6083 03/12/14 GAF-549-02-01 TAS 114 08/08/14 GAF-549-02-02 TAS 114 08/08/14 GAF-559-02-01 TAS 117(B) 09/30/14 GAF-559-02-04 ASTM D 1876 10/01/14 GAF-559-02-05 ASTM D 1876 10/15/14 GAF-559-02-06 TAS 114(H) 10/02/14 GAF-559-02-07 ASTM D 903 10/02/14 GAF-559-02-08 ASTM D 903 10/02/14 NOA No.: 18-0919.07 Expiration Date: 11/04/23 Approval Date: 11/08/18 Page 6 of 27 EVIDENCE SUBMITTED: (CONTINUED) Test Aaencv Test Identifier Deseriution Date PRI Construction Materials GAF-559-02-09 ASTM D 903 10/02/14 Technologies, LLC GAF-559-02-11 TAS 114 10/14/14 GAF-559-02-12 TAS 114 10/14/14 GAF-559-02-13 TAS 114 10/15/14 GAF-559-02-14 TAS 114 10/15/14 GAF-559-02-15 TAS 114 10/15/14 GAF-559-02-16 TAS 114 10/15/14 GAF-559-02-18 TAS 114 10/15/14 GAF-559-02-19 TAS 114 04/16/15 GAF-628-02-01 ASTM C1289 05/31/16 IRT of S. Fl. 02-005 TAS 114 01/18/02 02-014 TAS 114 03/22/02 Trinity I ERD C8500SC.11.07 TAS 117 11/30/07 G30250.02.10-3-R2 ASTM D3909 06/03/15 G31360.03.10 ASTM D6164 03/31/10 G33470.01.11 ASTM D6164 11/16/11 G34140.04.11-2 ASTM D6163 04/25/11 G34140.04.11-4-R2 ASTM D6401 06/04/15 G34140.04.11-5-R3 ASTM D4897 06/04/15 G36780.07.11-R1 4470-TAS 114 07/18/11 G40630.01.14-1 ASTM D6163 01/06/14 G40630.01.14-2A ASTM D6164 01/07/14 G40630.01.14-2A-1•Rl ASTM D6164 04/10/14 • • • • •: G43610.01.14 ASTM D3909 01/22/14 ' •"• • G6850.08.07-1 ASTM D3909 08/13/07 • • •... '. '.: SC6870.08.14-R1 ASTM D3909 09/04/14 • • • • • • • SC9700.08.15-R1 ASTM D2178 8/31/2015 """ • • • • SC 10680.05.16 ASTM D6163 5/10/2016 ••:*• �••• ••��• SC13105.03.17-R1 ASTM D6164 3/23/2017 ..... .. . .... •Dyaatech E$guidering 011voration #4482.02.95-1 TAS 114 09/01/95 ':Atlantic &,Cjqitean Reof• • 11-053 TAS 114 08/12/11 •Consultants LLC NOA No.: 18-0919.07 MIAMMDADE COUNTY Expiration Date: 11/04/23 Approval Date: 11/08/18 Page 7 of 27 APPROVED ASSEMBLIES Membrane Type: BUR Deck Type 1I: Wood, Insulated Deck Description: Min. 19/32" or greater plywood or wood plank secured 6 in. o.c. at panel end and intermediate supports with 8d ring shank nails to supports spaced 24 in. o.c. at max. System Type A(1): All insulation layers are adhered, to a mechanically attached anchor sheet. Membrane is subsequently fully adhered to insulation. All General and System Limitations shall apply. Fire Barrier: Topcoats' FireOut'°' Fire Barrier Coating, VersaShield' Fire -Resistant Roof Deck Protection, (optional) VersaShield' Solo' Fire -Resistant Slip Sheet, DensDeck' Roof Board, Securock' Glass - Mat Roof Board or Securock' Gypsum Fiber Roof Board installed per manufacturer's installation instructions. Anchor sheet: GAFGLAS® #80 Ultima' Base Sheet, GAFGLAS' Stratavent' Nailable Venting Base Sheet or Ruberoid' 20 Smooth mechanically fastened as described below. Fastening GAFGLAS' Ply 4, GAFGLAS' Flex Ply"" 6, GAFGLAS' #75 Base Sheet or any of above Option #1: anchor sheets attached to deck with approved annular ring shank nails and tin caps at a fastener spacing of 9" o.c. at the lap staggered and in two rows 18" o.c. in the field. Not for use with DensDeck or Securock Fire Barrier (Maximum Design Pressure —45 psf. See General Limitation #9) Fastening GAFGLAS' Ply 4, GAFGLAS' F1exPl3im 6, GAFGLAS' #75 Base Sheet or any of above Option #2: anchor sheets attached to deck with Drill-Tec'°' #12 Fastener, Drill -Tech" #14 Fastener and Drill-Tec' 3" Steel Plate, Drill -Teo`' AccuTrac' Flat Plate or Drill-Tec'"° AccuTrac' Recessed Plate 12" o.c. in 3 rows. One row is in the 2" side lap. The other rows are equally • • ; • • • ; spaced approximately 12" o.c. in the field of the sheet. .'(M¢rimum Design Pressure —45 psf. See General Limitation #9) • Fastening ; •:QAFGLAS' FlexPly— 6, GAFGLAS' #75 Base Sheet, Tri-Ply' #75 Base Sheet or any of . bption 0b .. ..above anchor sheets attached to deck with approved annular ring shank nails and tin caps at • • • • • O.L. • : • •afastener spacing of 9" o.c. at the 4" lap staggered and in two rows 9" o.c. in the field. : • •NW for use with DensDeck or Securock Fire Barrier • • • • • • . aximum Design Pressure —52.5 psf. See General Limitation #7) stening.....: "' Wdy of the above anchor sheets attached to deck with approved 11/4" annular ring shank nails . ;Qplion #4: : . and inverted 3" steel plate at a fastener spacing of 9" o.c. at the 4" lap and in two rows '....' • staggered with a fastener spacing of 9" o.c. in the center of the membrane. Not for use with DensDeck or Securock Fire Barrier (Maximum Design Pressure —60 psf. See General Limitation #7) Fastening GAFGLAS' #75 Base Sheet or any of above anchor sheets attached to deck with Drill-Tec" Option #5: # 12 Fastener, Drill-Tec' # 14 Fastener and Drill-Tec' 3" Steel Plate, Drill-Tec' AccuTrac' Flat Plate or Drill-Tec'' AccuTrac' Recessed Plate 12" o.c. in 4 rows. One row is in the 2" side lap. The other rows are equally spaced approximately 9" o.c. in the field of the sheet. (Maximum Design Pressure -45 psf. See General Limitation #9) NOA No.: 18-0919.07 Expiration Date: 11/04/23 Approval Date: 11/08/18 Page 8 of 27 Fastening (Continued) Any of above anchor sheets attached to deck approved annular ring shank nails and 3" Option #6: inverted Drill-Tec' insulation plates at a fastener spacing of 9" o.c. at the 4" lap staggered in two rows 9" in the field. Not for use with DensDeck or Securock Fire Barrier (Maximum Design .Pressure —60 psf. See General Limitation #7) Fastening GAFGLAS' #75 Base Sheet or any of above anchor sheets attached to deck with Drill-Tec' Option #7: # 12 Fastener or Drill-Tec' # 14 Fastener and 3" Drill-Tec' 3" Steel Plate, Drill-Tec'' AccuTrac® Flat Plate or Drill-Tec' AccuTrac' Recessed Plate 8" o.c. in 4 rows. One row is in the 2" side lap. The other rows are equally spaced approximately 9" o.c. in the field of the sheet. (Maximum Design Pressure —45 psf. See General Limitation #9) One or more layers of any of the following insulations. Insulation Layer Insulation Fasteners Fastener (Table 3) Density/ft2 EnergyGuard" Polyiso Insulation, EnergyGuard"' Ultra Polyiso Insulation, EnergyGuard RH Polyiso Insulation, EnergyGuard' RA Polyiso Insulation, EnergyGuard' RA Composite Polyiso Insulation Minimum 1" thick N/A N/A EnergyGuard' Perlite Recover Board, DensDeck® Prime Roof Board Minimum V211 thick N/A N/A EnergyGuard71N Perlite Roof Insulation Minimum %11 thick N/A N/A Note: All insulation shall be adhered to the anchor sheet in full mopping of approved hot asphalt within the EVT range and at a rate of 20-40 lbs./100 fe. Please refer to Roofing Application Standard RAS 117 for insulation attachment. Composite insulation panels may be used as a top layer placed with the polyisocyanurate side facing down. GAF requires either a ply of GAFGLAS' Stratavent® Perforated Venting •Base•Sheet-bid•4ry or a lgler of EnergyGuardT" Perlite Roof Insulation or wood fiber overlay board on all :polyisocyanurate applicdtiobs. • use Sheet:• • • • ; •: (optional) Install one ply of GAFGLAS' #75 Base Sheet, Tri-Ply® #75 Base Sheet, •:•... .. ..GAFGLAS' #80 Ultima' Base Sheet, Ruberoid® Mop Smooth, Ruberoid® Mop Smooth •• • • • • • • • • • • 4 r5, Ruberoid' Mop Plus Smooth or Ruberoid® 20 Smooth, Ruberoid® HW Smooth or ".: • Rbberoid' HW 25 Smooth directly over the top layer of insulation. Adhere with any *see*: • ' • � :: approved mopping asphalt applied within the EVT range and at a rate of 20-401bs./sq. ...... • •; gpplied in accordance with manufacturer's instructions. (see General Limitation #4). ...... OR •' • • • • • • • • • • • GAFGLAS' Stratavent' Perforated Venting Base Sheet loose -laid dry (not for use with •""• perlite top layer insulation or composite polyiso top layer insulation). Ply Sheet: One or more plies GAFGLAS' Ply 4, Tri-Ply' Ply 4, GAFGLAS' F1exPlyTM 6 or GAFGLAS' #80 Ultima Base Sheet adhered in a full mopping of approved asphalt applied within the EVT range and at a rate of 20-40 lbs./sq. installed per manufacturer's installation instructions. Cap Sheet: (Optional) One ply of GAFGLAS' Mineral Surfaced Cap Sheet, Tri-Ply' BUR Granule Cap Sheet or GAFGLAS' EnergyCap' Mineral Surfaced Cap Sheet adhered in a full mopping of approved asphalt applied within the EVT range and at a rate of 20-40 lbs./sq. installed per manufacturer's installation instructions. MIAMI•DAD, COUNTY NOA No.: 18-0919.07 ymj Expiration Date: 091907 Approval Date: 11/08/18 Page 9 of 27 Surfacing: Optional on granular surfaced membranes; required for smooth membranes. Chosen components must be applied according to manufacturer's application instructions. All coatings must be listed within a current NOA. 1. Gravel or slag applied at 400 lbs./sq. and 300 lbs./sq. respectively in a flood coat of approved asphalt at 60 lbs./sq. 2. Topcoat® Membrane or Topcoat® Surface Seal SB applied at 1 to 1.5 gal./sq. OR Topcoat® MB Plus applied at 0.5 to 0.75 gal./sq.(to be used as a primer) followed by Topcoat' Membrane applied at 0.5 to 0.75 gal./sq. 3. Fiber Aluminum Roof Coating. Maximum Design Pressure: See Fastening Options. • • *09 • • . • .. . • ..•• NOA No.: 18-0919.07 Expiration Date: 11/04/23 Approval Date: 11/08/18 Page 10 of 27 Membrane Type: BUR Deck Type 11: Wood, Insulated Deck Description: Min. 15/32" thick or greater plywood or wood plank secured 6 in. o.c. at panel end and intermediate supports with 8d ring shank nails to supports spaced 24 in. o.c. at max. System Type A(2): All insulation layers are adhered, to a mechanically attached anchor sheet. Membrane is subsequently fully adhered to insulation. All General and System Limitations shall apply. Fire Barrier: Topcoat' FireOut'a' Fire Barrier Coating, VersaShield' Fire -Resistant Slip Sheet or (optional) VersaShield' Solo' Fire -Resistant Slip Sheet installed per manufacturer's installation instructions. Anchor sheet: GAFGLAS' #75 Base Sheet, Tri-Ply' #75 Base Sheet, Ruberoid' 20 Smooth or GAFGLAS' Stratavent' Venting Nailable Base Sheet is secured as described below. Fastening Miami -Dade County Approved min. 12 ga. Annular ring shank nails and min. 1-5/8 in. Option #1: diameter tin caps are spaced 8 in. o.c. in the min. 4 in. wide anchor sheet side laps and 8 in. o.c. in the field of the sheet in two staggered rows. (Maximum Design Pressure: —45 psf. See General Limitation #7) Fastening Miami -Dade County Approved min. 12 ga. Annular ring shank nails and min. 1-5/8 in. Option #2: diameter tin caps are spaced 6 in. o.c. in the min 4 in. wide anchor sheet side laps and 6 in. o.c. in the field of the sheet in two staggered rows. (Maximum Design Pressure: —52.5 psf. See General Limitation #7) Fastening Option #3: Fastening • • bptien #4: .. . . ' �•ast�ning ..... ; „ ption #5: Drill-Tec' # 14 Fasteners and Drill-Tecr'' 3 in. Standard Steel Plates, Drill-Tec' AccuTrac' Flat Plates or Drill-Tec' 3 in. Ribbed Galvalume Plate (Flat) are spaced 16 in. o.c. in the min. 4 in. wide anchor sheet side laps and 16 in. o.c. in the field of the sheet • • � in two staggered rows. • . • Ofaximum Design Pressure: —52.5 psf. See General Limitation #7) • • . brill-Tec' # 14 Fasteners and Drill -Teo' 3 in. Standard Steel Plates, Drill-Tec'' .. . AccuTrac' Flat Plates or Drill-Tec' 3 in. Ribbed Galvalume Plate (Flat) are spaced 12 • •: • in. o.c. in the min 4 in. wide anchor sheet side laps and 12 in. o.c. in the field of the sheet • ... in two staggered rows. •"" (Maximum Design Pressure: —60 psf. See General Limitation #7) • • • • Drill-Tec"" # 14 Fasteners and Drill-Tec" 3 in. Standard Steel Plates, Drill-Tec'' . * AccuTrac' Flat Plates or Drill-Tec' 3 in. Ribbed Galvalume Plate (Flat) are spaced 8 in. • o.c. in the min. 4 in. wide anchor sheet side laps and 8 in. o.c. in the field of the sheet in three staggered rows. (Maximum Design Pressure: —75 psf. See General Limitation #7) One or more layers of any of the following insulations. Base Insulation Layer Insulation Fasteners Fastener (Table 3) Density/W EnergyGuard'T' Polyiso Insulation, EnergyGuard' Tapered Polyiso Insulation, EnergyGuard"• Ultra Polyiso Insulation, EnergyGuard' RH Polyiso Insulation, EnergyGuard' RH Tapered Polyiso Insulation Minimum 1" thick N/A N/A NOA No.: 18-0919.07 Expiration Date: 11/04/23 Approval Date: 11/08/18 Page 11 of 27 Top Insulation Layer Insulation Fasteners Fastener (Table 3) Density/ft2 EnergyGuard`' Perlite Roof Insulation Minimum %11 thick N/A N/A Structodek® High Density Fiberboard Roof Insulation Minimum %11 thick N/A N/A Securock® Gypsum -Fiber Roof Board, DensDeck® Prime Roof Board Minimum V411 thick N/A N/A Note: All insulation shall be adhered in a full mopping of approved hot asphalt within the EVT range and at a rate of 20-40 lbs./100 ft'. Please refer to Roofing Application Standard RAS 117 for insulation attachment. Base Sheet (Optional): GAFGLAS® #75 Base Sheet, Tri-Ply® #75 Base Sheet, Ruberoid® 20 Smooth adhered in a full mopping of hot asphalt applied at 20-401bs./sq. installed per manufacturer's installation instructions. Ply Sheet: When optional base sheet and/or cap sheet is present: Two or more plies of GAFGLAS® Ply 4, Tri-Ply® Ply 4, GAFGLAS® Flex Ply 6 adhered in a full mopping of hot asphalt applied at 20-401bs./sq. installed per manufacturer's installation instructions. Cap Sheet (Optional): Surfacing: •'. ...... .... Maximum Design Pressure: When optional base sheet and/or cap sheet is not present: Three or more plies of GAFGLAS® Ply 4, Tri-Ply® Ply 4, GAFGLAS® Flex Ply 6 adhered in a full mopping of hot asphalt applied at 20-40 lbs./sq. installed per manufacturer's installation instructions. GAFGLAS® Mineral Surfaced Cap Sheet, Tri-Ply® BUR Granule Cap Sheet or GAFGLAS® EnergyCap' Mineral Surfaced Cap Sheet adhered in a full mopping of hot asphalt applied at 20 — 401bs./sq. installed per manufacturer's installation instructions. • • optional on granular surfaced membranes; required for smooth membranes. Chosen components must be applied according to manufacturer's application • Instructions. All coatings must be listed within a current NOA. .1.. Gravel or slag applied at 400 lbs./sq. and 300 lbs./sq. respectively in a flood coat of • .... *approved asphalt at 60 lbs./sq. ..2..Topcoat' Membrane or Topcoat® Surface Seal SB applied at 1 to 1.5 gal./sq. • .***OR • •Topcoat® MB Plus applied at 0.5 to 0.75 gal./sq.(to be used as a primer) followed by Topcoat® Membrane applied at 0.5 to 0.75 gal./sq. 3. Aluminum Fiber Roof Coating. See fastening options above. NOA No.: 18-0919.07 Expiration Date: 11/04/23 Approval Date: 11/08/18 Page 12 of 27 Membrane Type: BUR Deck Type 1I: Wood, Insulated Deck Description: Min. 15/32" thick or greater plywood or wood plank secured 6 in. o.c. at panel end and intermediate supports with 8d ring shank nails to supports spaced 24 in. o.c. at max. System Type A(3): All insulation layers are adhered, to a mechanically attached anchor sheet. Membrane is subsequently fully adhered to insulation. All General and System Limitations shall apply. Fire Barrier: Topcoat' FireOut' Fire Barrier Coating, VersaShield' Fire -Resistant Slip Sheet or (optional) VersaShield' Solo' Fire -Resistant Slip Sheet installed per manufacturer's installation instructions. Anchor sheet: GAFGLAS' #75 Base Sheet, Tri-Ply' #75 Base Sheet, Ruberoid' 20 Smooth or GAFGLAS' Stratavent' Venting Nailable Base Sheet is secured as described below. Fastening Miami -Dade County Approved min. 12 ga. annular ring shank nails and min. 1-5/8 in. Option #1: diameter tin caps are spaced 8 in. o.c. in the min. 4 in. wide anchor sheet side laps and 8 in. o.c. in the field of the sheet in two staggered rows. (Maximum Design Pressure: -45 psf. See General Limitation #7) Fastening Miami -Dade County Approved min. 12 ga. annular ring shank nails and min. 1-5/8 in. Option #2: diameter tin caps are spaced 6 in. o.c. in the min 4 in. wide anchor sheet side laps and 6 in. o.c. in the field of the sheet in two staggered rows. (Maximum Design Pressure: -52.5 psf. See General Limitation #7) Fastening Drill-Tec' #14 Fasteners and Drill -Tech" 3 in. Standard Steel Plates, Drill-Tec' Option #3: AccuTrac' Flat Plates or Drill-Tec' 3 in. Ribbed Galvalume Plate (Flat) are spaced 16 in. o.c. in the min. 4 in. wide anchor sheet side laps and 16 in. o.c. in the field of the ...... sheet in two staggered rows. • .. • • j'Maximum Design Pressure: -52.5 psf. See General Limitation #7) Fastening • rill-Tec'' # 14 Fasteners and Drill-Tec' 3 in. Standard Steel Plates, Drill-Tec' • bption #4s .. • .. ..AccuTrac' Flat Plates or Drill-Tecn' 3 in. Ribbed Galvalume Plate (Flat) are spaced 12 • "' • • • • • • • • • ..in. o.c. in the min 4 in. wide anchor sheet side laps and 12 in. o.c. in the field of the ""' •' ' • • • sheet in two staggered rows. so • • • • • • • (Maximum Design Pressure: -60 psf. See General Limitation #7) ..... • T'a3%ning... ..: """Drill -Tech' #14 Fasteners and Drill-Tec' 3 in. Standard Steel Plates, Drill-TecT' • . tiion #5:: . . • • : . ";AccuTrac' Flat Plates or Drill-Tec' 3 in. Ribbed Galvalume Plate (Flat) are spaced 8 in. '.... • . o.c. in the min. 4 in. wide anchor sheet side laps and 8 in. o.c. in the field of the sheet in three staggered rows. (Maximum Design Pressure: -75 psf. See General Limitation #7) NOA No.: 18-0919.07 Expiration Date: 11/04/23 Approval Date: 11/08/18 Page 13 of 27 One or more layers of any of the following insulations. Base Insulation Layer Insulation Fasteners Fastener (Table 3) Density/ft EnergyGuard" Polyiso Insulation, EnergyGuard"' Tapered Polyiso Insulation, EnergyGuard" Ultra Polyiso Insulation, EnergyGuard' RH Polyiso Insulation, EnergyGuard'-- RH Tapered Polyiso Insulation Minimum 1" thick N/A N/A Top Insulation Layer Insulation Fasteners Fastener (Table 3) Density/W EnergyGuard' Perlite Roof Insulation Minimum'/." thick N/A N/A Structodek® High Density Fiberboard Roof Insulation Minimum'/." thick N/A N/A Securock® Gypsum -Fiber Roof Board, DensDeck® Prime Roof Board Minimum'/." thick N/A N/A Note: All insulation shall be adhered in a full mopping of approved hot asphalt within the EVT range and at a rate of 20-401bs./100 W. Please refer to Roofing Application Standard RAS 117 for insulation attachment. Base Sheet: Ruberoid® 20 Smooth adhered in a full mopping of hot asphalt applied at 20-401bs./sq. Cap Sheet: GAFGLAS® Mineral Surfaced Cap Sheet, Tri-Ply® BUR Granule Cap Sheet or GAFGLAS® EnergyCap' Mineral Surfaced Cap Sheet adhered in a full mopping of hot asphalt applied at 20 — 40 lbs./sq. installed per manufacturer's installation instructions. Surfacing: Optional on granular surfaced membranes; required for smooth membranes. Chosen components must be applied according to manufacturer's application instructions. All coatings must be listed within a current NOA. ...... • • • • 0 a : 1! *.Gravel or slag applied at 400 lbs./sq. and 300 lbs./sq. respectively in a flood coat of ...... ' . approved asphalt at 601bs./sq. • ...... 2. Topcoat® Membrane or Topcoat`' Surface Seal SB applied at 1 to 1.5 gal./sq. . .. . . .. .. . . R ..... .... 66909 .. . ...... .... Topcoat® MB Plus applied at 0.5 to 0.75 gal./sq.(to be used as a primer) followed by ; • • 9 • • .. *Topcoat® Membrane applied at 0.5 to 0.75 gal./sq. :.. . • • • • • • • .....Aluminum Fiber Roof Coating. ...... • •• A4aximum�esign . . . Pressure: • • • • " See fastening options above. NOA No.: 18-0919.07 Expiration Date: 11/04/23 Approval Date: 11/08/18 Page 14 of 27 Membrane Type: BUR Deck Type 1I: Wood, Insulated Deck Description: Min. 15/32" thick or greater plywood or wood plank secured 6 in. o.c. at panel end and intermediate supports with 8d ring shank nails to supports spaced 24 in. o.c. at max. System Type A(4): All insulation layers are adhered, to a mechanically attached anchor sheet. Membrane is subsequently fully adhered to insulation. All General and System Limitations shall apply. Fire Barrier: TOPCOAT FireOut' Fire Barrier Coating, VersaShield' Fire -Resistant Slip Sheet or (optional) VersaShield' Solo' Fire -Resistant Slip Sheet installed per manufacturer's installation instructions. Anchor sheet: GAFGLAS' #75 Base Sheet, Tri-Ply' #75 Base Sheet, Ruberoid' 20 Smooth or GAFGLAS' Stratavent' Venting Nailable Base Sheet is secured as described below. Fastening Miami -Dade County Approved min. 12 ga. annular ring shank nails and min. 1-5/8 in. Option #1: diameter tin caps are spaced 8 in. o.c. in the min. 4 in. wide anchor sheet side laps and 8 in. o.c. in the field of the sheet in two staggered rows. (Maximum Design Pressure: —45 psf. See General Limitation #7) Fastening Miami -Dade County Approved min. 12 ga. annular ring shank nails and min. 1-5/8 in. Option #2: diameter tin caps are spaced 6 in. o.c. in the min 4 in. wide anchor sheet side laps and 6 in. o.c. in the field of the sheet in two staggered rows. (Maximum Design Pressure. —52.5 psf. See General Limitation #7) Fastening Drill-TecT'° # 14 Fasteners and Drill-Tec"" 3 in. Standard Steel Plates, Drill-TecT" Option #3: AccuTrac' Flat Plates or Drill-TecT' 3 in. Ribbed Galvalume Plate (Flat) are spaced 16 • in. o.c. in the min. 4 in. wide anchor sheet side laps and 16 in. o.c. in the field of the sheet • • • in two staggered rows. • • • '.' :(Maximum Design Pressure. —52.5 psf. See General Limitation #7) ...... . .. **astening . . ; • ;Drill-Tec' # 14 Fasteners and Drill-Tec' 3 in. Standard Steel Plates, Drill-TecT'° . •Option #4. • • .. 0.AccuTrac' Flat Plates or Drill-TecT' 3 in. Ribbed Galvalume Plate (Flat) are spaced 12 ""' • • • • ...... in. o.c. in the min 4 in. wide anchor sheet side laps and 12 in. o.c. in the field of the sheet . ". in two staggered rows. ' •' •' • • . (Maximum Design Pressure: —60 psf. See General Limitation #7) ...... • Yastening ....: """ Drill-Tec' # 14 Fasteners and Drill-TecT' 3 in. Standard Steel Plates, Drill-TecT' .:1)ption #5; ... • • • AccuTrac' Flat Plates or Drill-TecT' 3 in. Ribbed Galvalume Plate (Flat) are spaced 8 in. '....' o.c. in the min. 4 in. wide anchor sheet side laps and 8 in. o.c. in the field of the sheet in three staggered rows. (Maximum Design Pressure: —82.5 psf. See General Limitation #7) NOA No.: 18-0919.07 Expiration Date: 11/04/23 Approval Date: 11/08/18 Page 15 of 27 One or more layers of any of the following insulations. Insulation Layer Insulation Fasteners Fastener Density/ftz (Table 3) EnergyGuard' Polyiso Insulation, EnergyGuard' Tapered Polyiso Insulation, EnergyGuard' Ultra Polyiso Insulation, EnergyGuard'" RH Polyiso Insulation, EnergyGuard"" RH Tapered Polyiso Insulation Minimum 1" thick N/A N/A Note: All insulation shall be adhered in a full mopping of approved hot asphalt within the EVT range and at a rate of 20-40 lbsJ100 fe. Please refer to Roofing Application Standard RAS 117 for insulation attachment. Base Sheet: GAFGLAS® Stratavent® Perforated Venting Base Sheet is laid dry over the insulation. Ply Sheet: When optional cap sheet is present: Two or more plies of GAFGLAS® Ply 4, Tri-Ply® Ply 4, GAFGLAS® Flex Ply 6 adhered in a full mopping of hot asphalt applied at 20-40 lbs./sq. installed per manufacturer's installation instructions. When optional cap sheet is not present: Three or more plies of GAFGLAS® Ply 4, Tri-Ply® Ply 4, GAFGLAS® Flex Ply 6 adhered in a full mopping of hot asphalt applied at 20-401bs./sq. installed per manufacturer's installation instructions. Cap Sheet (Optional): GAFGLAS® Mineral Surfaced Cap Sheet, Tri-Ply® BUR Granule Cap Sheet or GAFGLAS® EnergyCap' Mineral Surfaced Cap Sheet adhered in a full mopping of hot asphalt applied at 20 — 40 lbs./sq. installed per manufacturer's installation instructions. Surfacing: Optional on granular surfaced membranes; required for smooth membranes. Chosen components must be applied according to manufacturer's application instructions. All coatings must be listed within a current NOA. • • ':"': 1.. Gravel or slag applied at 400 lbs./sq. and 300 lbs./sq. respectively in a flood coat of • • • • • • approved asphalt at 60 lbs./sq. ...... . .. • . . % 2.. Topcoat® Membrane or Topcoat® Surface Seal SB applied at 1 to 1.5 gal./sq. ...... .. .. ••OR • • " "" • • • • • •Topcoat® MB Plus applied at 0.5 to 0.75 gal./sq.(to be used as a primer) followed by • • • • . •"".Topcoat® Membrane applied at 0.5 to 0.75 gal./sq. • • •' • •Aluminum Fiber Roof Coating. n . •'. •;uaximumIDesi •... Pressure:•..... • See fastening options above. NOA No.: 18-0919.07 MIAMI•DAD, COUNTX Expiration Date: 11/04/23 Approval Date: 11/08/18 Page 16 of 27 Membrane Type: BUR Deck Type 1I: Wood, Insulated Deck Description: 19/32" thick or greater or greater plywood or wood plank secured 6 in. o.c. at panel end and intermediate supports with 8d ring shank nails to supports spaced 24 in. o.c. at max. System Type A(5): All insulation layers are adhered, to a mechanically attached anchor sheet. Membrane is subsequently fully adhered to insulation. All General and System Limitations shall apply. Fire Barrier: FireOuf' Fire Barrier Coating, VersaShield® Fire -Resistant Slip Sheet or VersaShield® (optional) Solo' Fire -Resistant Slip Sheet. Anchor sheet: GAFGLAS® #75 Base Sheet or Tri-Ply® #75 Base Sheet is secured as described below with Dade County Approved min. 12 ga. galvanized ring shank nails and 32 ga., 1-5/8 in. diameter tin tabs. Fastening: Nails and tabs are spaced 8 in. o.c. in the 4 in. wide side lap and 8 in. o.c. in two staggered rows in the field of the sheet. One or more layers of any of the following insulations. Base Insulation Layer Insulation Fasteners Fastener (Table 3) Density/ftz EnergyGuard"' Polyiso Insulation, EnergyGuard' Tapered Polyiso Insulation, EnergyGuard' RH Polyiso Insulation, EnergyGuard' RH Tapered Polyiso Insulation Minimum 1" thick N/A N/A Top Insulation Layer Insulation Fasteners Fastener (Table 3) Density/ft' StructodeV High Density Fiberboard Roof Insulation, SecurocV Gypsum -Fiber Roof Board -Minimum 72:'*f tick • • N/A N/A .Note:. All ib;utq on shall be adhered in a full mopping of approved hot asphalt within the EVT range and at a >;6te of 20-40 ]bs./100 fj..:rjCase refer to Roofing Application Standard RAS 117 for insulation attachment. `B"e.'ly: ••;,, • ;;;; *Iwo or more plies of GAFGLAS® FlexPly'�"' 6 adhered with hot asphalt applied at 20-25 •..:.. .. lbs./sq. . . • . . .. C'ap Ply: ..w♦ '.w•.' GAFGLAS® Mineral Surfaced Cap Sheet adhered with hot asphalt applied at 20-25 .... • • . ... • : .. % • jbs./sq. . �x+facing:.... Optional on granular surfaced membranes; required for smooth membranes. • • • • • Chosen components must be applied according to manufacturer's application instructions. All coatings must be listed within a current NOA. 1. Gravel or slag applied at 400 lbs./sq. and 300 lbs./sq. respectively in a flood coat of approved asphalt at 601bs./sq. 2. Topcoat® Membrane or Topcoat® Surface Seal SB applied at 1 to 1.5 gal./sq. OR Topcoat® MB Plus applied at 0.5 to 0.75 gal./sq.(to be used as a primer) followed by Topcoat® Membrane applied at 0.5 to 0.75 gal./sq. Maximum Design Pressure: —52.5 psf. (See General Limitation #7) NOA No.: 18-0919.07 Expiration Date: 11/04/23 Approval Date: 11/08/18 Page 17 of 27 Membrane Type: BUR Deck Type 1I: Wood, Insulated Deck Description: 19/32" or greater thick or greater plywood or wood plank secured 6 in. o.c. at panel end and intermediate supports with 8d ring shank nails to supports spaced 24 in. o.c. at max. System Type C: All layers of insulation are mechanically attached to roof deck. Membrane is subsequently fully adhered to insulation. All General and System Limitations shall apply. Fire Barrier: FireOuf ' Fire Barrier Coating, VersaShield® Fire -Resistant Slip Sheet or VersaShield® (optional) Solo` Fire -Resistant Slip Sheet. One or more layers of any of the following insulations. Base Insulation Layer (Optional) Insulation Fasteners Fastener (Table 3) Density/ftz EnergyGuard"" Polyiso Insulation, EnergyGuard" RA Polyiso Insulation, EnergyGuard' RN Polyiso Insulation Minimum 1" thick N/A N/A Note: All layers shall be simultaneously fastened; see top layer below for fasteners and density. Insulation panels listed are minimum sizes and dimensions; if larger panels are used, the number of fasteners shall be increased maintaining the same fastener density. Please refer to Roofing Application Standard RAS 117 for insulation attachment. GAF requires either a ply of GAFGLAS® Stratavent® Perforated Venting Base Sheet laid dry or a layer of EnergyGuard" Perlite Roof Insulation or wood fiber overlay board on all polyisocyanurate applications. Top Insulation Layer Insulation Fasteners Fastener (Table 3) Density/ft' •SECUROGV*4psum-Fiber Roof Board :MMILum %&. thick � • • • • • 2,8 1:1.78 ftz ...... . .. . $pse Ply: • •ego;ply: •••• 00 • . . urfacingr....: ...... .... Maximum Design Pressure: • 0 Swo or more plies of GAFGLAS® FlexPly— 6 adhered with hot asphalt applied at 20-25 :::::jbs./sq. installed per manufacturer's installation instructions. • •' • GAFGLAS® Mineral Surfaced Cap Sheet, Tri-Ply® BUR Granule Cap Sheet or • • GAFGLAS® EnergyCapn' Mineral Surfaced Cap Sheet adhered with hot asphalt applied .... ...... t 20-25 lbs./sq. installed per manufacturer's installation instructions • • • • •'Optional on granular surfaced membranes; required for smooth membranes. *"*Chosen components must be applied according to manufacturer's application instructions. All coatings must be listed within a current NOA. 1. Gravel or slag applied at 400 lbs./sq. and 300 lbs./sq. respectively in a flood coat of approved asphalt at 601bs./sq. 2. Topcoat® Membrane or Topcoat® Surface Seal SB applied at 1 to 1.5 gal./sq. OR Topcoat® MB Plus applied at 0.5 to 0.75 gal./sq.(to be used as a primer) followed by Topcoat® Membrane applied at 0.5 to 0.75 gal./sq. 3. Fiber Aluminum Roof Coating. —60 psf. (See General Limitation #7) NOA No.: 18-0919.07 Expiration Date: 11/04/23 Approval Date: 11/08/18 Page 18 of 27 Membrane Type: BUR Deck Type 1I: Wood, Insulated Deck Description: 19/32" or greater plywood or wood plank secured 6 in. o.c. at panel end and intermediate supports with 8d ring shank nails to supports spaced 24 in. o.c. at max. System Type D: All insulation is loose laid with preliminary attachment to roof deck. Anchor sheet is subsequently mechanically fastened through insulation to the roof deck. All General and System Limitations shall apply. One or more layers of any of the following insulations. Insulation Layer Insulation Fasteners Fastener (Table 3) Density/ft' EnergyGuard'" Polyiso Insulation, EnergyGuard' Ultra Polyiso Insulation, EnergyGuard'" RA Polyiso Insulation Minimum 1.3" thick N/A N/A Structodek® High Density Fiber Board Minimum 1" thick N/A N/A Note: Insulation shall have preliminary attachment, prior to the installation of the base sheet, at a minimum application rate of two fasteners per board for insulation boards having no dimension greater than 4 ft., and four fasteners for any insulation board having no dimension greater than 8 ft. All layers of insulation, optional thermal barrier (when present) and base sheet shall be simultaneously fastened. See base sheet below for fasteners and density. Please refer to Roofing Application Standard RAS 117 for insulation attachment. Fire Barrier: FireOutf' Fire Barrier Coating, VersaShield' Fire Resistant Roof Deck Protection, (optional) VersaShield® Solo" Fire -Resistant Slip Sheet, DensDeck® Roof Board, Securock' Glass - Mat Roof Board or Securock' Gypsum Fiber Roof Board. Base Sheet: Install one ply of GAFGLAS® #75 Base Sheet, Tri-Ply #75 Base Sheet, GAFGLAS® #80 ....., Ultima'" Base Sheet, GAFGLAS® Stratavene Nailable Venting Base Sheet or Ruberoid® • • • • .20.Smooth applied over the loose laid insulation with 2" side laps mechanically fastened as ...... • described below; Vastening ; . ; P 11-Tec'# 12 Fastener or Drill-Tec' # 14 Fastener and Drill-Tec' 3" Steel Plate, Drill- ' �'O on #1 j : T.ac 3 in. Ribbed Galvalume Plate (Flat), Drill-Tec'" AccuTracl Flat Plate or Drill-Tec'" . AacuTrac Recessed Plate is installed through the base sheet and insulation in 3 rows 12 000000 • . " V r.. One row is in the 2" side lap. The other rows are equally spaced approximately 12" " o.c. in the field of the sheet. • • • • • • ..:.(Maximum Design Pressure —45 psf. See General Limitation #9) .:Fastening .... • ii grill-Tec' # 12 Fastener or Drill-Tec' # 14 Fastener and Drill-Tec' 3" Steel Plate, Drill - Option #23•000 Tec 3 in. Ribbed Galvalume Plate (Flat), Drill-Tec' AccuTrac® Flat Plate or Drill-Tec' AccuTrac® Recessed Plate is installed through the base sheet and insulation in 4 rows 8" o.c. One row is in the 2" side lap. The other 3 rows are equally spaced approximately 9" o.c. in the field of the sheet. (Maximum Design Pressure —75 psf. See General Limitation #9) Fastening GAFGLAS® #80 Ultima"m Base Sheet, Ruberoid® 20 Smooth, Ruberoid® Mop Smooth Option #3: attached to deck with approved annular ring shank nails with a minimum embedment of 1" into the wood substrate and inverted 3" steel plate at a fastener spacing of 9" o.c. at the 4" lap and in two rows staggered with a fastener spacing of 9" o.c. in the center of the membrane. Not for use with DensDeck or Securock Fire Barrier (Maximum Design Pressure —60 psf. See General Limitation #7) NOA No.: 18-0919.07 Expiration Date: 11/04/23 Approval Date: 11/08/18 Page 19 of 27 Fastening (Continued) Drill-TecT'' #12 Fastener or Drill-Tec' #14 Fastener and Drill-Tec' 3" Steel Plate, Drill - Option #4: Tec 3 in. Ribbed Galvalume Plate (Flat), Drill-Tec' AccuTrac® Flat Plate or Drill-Tec' AccuTrac® Recessed Plate in 4 rows 12" o.c. One row is in the 2" side lap. The other rows are equally spaced approximately 9" o.c. in the field of the sheet. (Maximum Design Pressure —60 psf. See General Limitation #9) Ply Sheet: One or more plies of GAFGLAS® Ply 4, Tri-Ply® Ply 4, GAFGLAS® F1exPly" 6 or GAFGLAS® #80 Ultima Base Sheet adhered in a full mopping of approved asphalt applied within the EVT range and at a rate of 20-401bs./sq. installed per manufacturer's installation instructions. Cap Sheet: (Optional) One ply of GAFGLAS® Mineral Surfaced Cap Sheet, Tri-Ply BUR Granule Cap Sheet or GAFGLAS® EnergyCap' Mineral Surfaced Cap Sheet adhered in a full mopping of approved asphalt applied within the EVT range and at a rate of 20-40 lbs./sq. installed per manufacturer's installation instructions. Surfacing: Optional on granular surfaced membranes; required for smooth membranes. Chosen components must be applied according to manufacturer's application instructions. All coatings must be listed within a current NOA. 1. Gravel or slag applied at 400 lbs./sq. and 300 lbs./sq. respectively in a flood coat of approved asphalt at 60 lbs./sq. 2. Topcoat® Membrane or Topcoat® Surface Seal SB applied at 1 to 1.5 gal./sq. OR Topcoat® MB Plus applied at 0.5 to 0.75 gal./sq.(to be used as a primer) followed by Topcoat® Membrane applied at 0.5 to 0.75 gal./sq. 3. Fiber Aluminum Roof Coating. Maximum 494n *Pressure: • •••••• •••• .'Sere Fastening Options NOA No.: 18-0919.07 Expiration Date: 11/04/23 Approval Date: 11/08/18 Page 20 of 27 Membrane Type: BUR Deck Type 1: Wood, Non -insulated Deck Description: 19/32" or greater plywood or wood plank decks secured 6 in. o.c. at panel end and intermediate supports with 8d ring shank nails to supports spaced 24 in. o.c. at max. System Type E(1): Anchor sheet mechanically attached to roof deck. All General and System Limitations shall apply. Fire Barrier: Topcoat® FireOutr' Fire Barrier Coating, VersaShield® Fire Resistant Roof Deck (optional) Protection, VersaShield® Solo' Fire -Resistant Slip Sheet installed per manufacturer's installation instructions. Base sheet: GAFGLAS" #80 Ultima' Base Sheet, Stratavent® Nailable Venting Base Sheet, Ruberoid® 20 Smooth, Ruberoid® SBS Heat -Weld' Smooth or Ruberoid® SBS Heat -Weld" 25 base sheet mechanically fastened to deck as described below; Fastening GAFGLAS® Flex Ply' 6, GAFGLAS® #75 Base Sheet, Tri-Ply® #75 Base Sheet or any of Option #1: the above anchor sheets attached to deck with approved annular ring shank nails and tin caps at a fastener spacing of 9" o.c. at the 4" lap staggered and in two rows 9" o.c. in the field. (Maximum Design Pressure —52.5 psf. See General Limitation #7) Fastening GAFGLAS® #80 Ultima.. Base Sheet, Ruberoid® 20 Smooth or Ruberoid® Mop Smooth Option #2: attached to deck with approved 1'/4" annular ring shank nails and inverted 3" steel plate at a fastener spacing of 9" o.c. at the 4" lap and in two rows staggered with a fastener spacing of 9" o.c. in the center of the membrane. (Maximum Design Pressure —60 psf. See General Limitation #7) Ply Sheet:.:...: One or more plies of GAFGLAS® Ply 4, Tri-Ply® Ply 4 or GAFGLAS® #80 Ultima Base : "' •: Sheet adhered in a full mopping of approved asphalt applied within the EVT range and at a • • •... rite of 20-40 lbs./sq. installed per manufacturer's installation instructions. ..CaSheet: 'Tbptional) One ply of GAFGLAS® Mineral Surfaced Cap Sheet, Tri-Ply® BUR Granule � , • • • • • ' .:.. ' :..:,dap Sheet or GAFGLAS® EnergyCap' Mineral Surfaced Cap Sheet adhered in a full • •' • • • • ... mopping of approved asphalt applied within the EVT range and at a rate of 20-401bs./sq. . . :....: • • • • • installed per manufacturer's installation instructions. �jgjacing: ' "Optional on granular surfaced membranes; required for smooth membranes. Chosen •; • • •; components must be applied according to manufacturer's application instructions. • • • • • • .... 411 coatings must be listed within a current NOA. • 1. Gravel or slag applied at 400 lbs./sq. and 300 lbs./sq. respectively in a flood coat of approved asphalt at 60 lbs./sq. 2. Topcoat® Membrane or Topcoat® Surface Seal SB applied at 1 to 1.5 gal./sq. OR Topcoat® MB Plus applied at 0.5 to 0.75 gal./sq.(to be used as a primer) followed by Topcoat® Membrane applied at 0.5 to 0.75 gal./sq. 3. Fiber Aluminum Roof Coating. Maximum Design Pressure: See Fastening Options NOA No.: 18-0919.07 Expiration Date: 11/04/23 Approval Date: 11/08/18 Page 21 of 27 Membrane Type: BUR Deck Type 1: Wood, Non -insulated Deck Description: 19/32" or greater plywood or wood plank decks secured 6 in. o.c. at panel end and intermediate supports with 8d ring shank nails to supports spaced 24 in. o.c. at max. System Type E(2): Anchor sheet mechanically attached to roof deck. All General and System Limitations shall apply. Fire Barrier: Topcoat® FireOut'T" Fire Barrier Coating, VersaShield® Fire Resistant Roof Deck (optional) Protection, VersaShield® Solo" Fire -Resistant Slip Sheet installed per manufacturer's installation instructions. Anchor sheet: GAFGLAS® #80 Ultima Base Sheet mechanically attached with Miami -Dade County Approved min. 11/4 long, 12 ga., annular ring shank nails and 1-5/8" diameter tin caps spaced 7" o.c. in the min 4" wide side laps and in 3 staggered rows in the field of the sheet. Ply Sheet: Two or more plies of GAFGLAS® Ply 4, Tri-Ply® Ply 4, GAFGLAS® F1exPly, 6 adhered to the base sheet in full mopping of approved asphalt applied within the EVT range and at a rate of 20-40 lbs./sq. installed per manufacturer's installation instructions. Cap Sheet: One ply of GAFGLAS® Mineral Surfaced Cap Sheet, Tri-Ply® BUR Granule Cap Sheet or GAFGLAS® EnergyCapTM Mineral Surfaced Cap Sheet adhered in a full mopping of approved asphalt applied within the EVT range and at a rate of 20-40 lbs./sq. installed per manufacturer's installation instructions. Surfacing: Optional on granular surfaced membranes; required for smooth membranes. Chosen components must be applied according to manufacturer's application instructions. All coatings must be listed within a current NOA. ' :I.. • Gravel or slag applied at 400 lbs./sq. and 3001bs./sq. respectively in a flood coat of • approved asphalt at 60 lbs./sq. ...... . .. • . . :2:..'1;opcoat® Membrane or Topcoat® Surface Seal SB applied at 1 to 1.5 gal./sq. ...... .. .. -OR "" • • • •''topcoat® MB Plus applied at 0.5 to 0.75 gal./sq.(to be used as a primer) followed by • .: " "Topcoat® Membrane applied at 0.5 to 0.75 gal./sq. ' Maliimum Design • • • • • • • Yressures....: "• • •J82.5 psf. (See General Limitation #7) • ...... .... .. . . NOA No.: 18-0919.07 Expiration Date: 11/04/23 Approval Date: 11/08/18 Page 22 of 27 Membrane Type: BUR Deck Type H: Wood, Non Insulated Deck Description: Min. 15/32" thick or greater plywood or wood plank secured 6 in. o.c. at panel end and intermediate supports with 8d ring shank nails to supports spaced 24 in. o.c. at max. System Type E(3): Anchor sheet mechanically attached to roof deck. All General and System Limitations shall apply. Fire Barrier: TOPCOAT FireOut' Fire Barrier Coating, VersaShield" Fire -Resistant Slip Sheet or (optional) VersaShield" Solo'' Fire -Resistant Slip Sheet installed per manufacturer's installation instructions. Anchor sheet: GAFGLAS" #75 Base Sheet, Tri-Ply" #75 Base Sheet, Ruberoid" 20 Smooth or GAFGLAS" Stratavent" Venting Nailable Base Sheet is secured as described below. Fastening Miami -Dade County Approved min. 12 ga. annular ring shank nails and min. 1-5/8 in. Option #1: diameter tin caps are spaced 8 in. o.c. in the min. 4 in. wide anchor sheet side laps and 8 in. o.c. in the field of the sheet in two staggered rows. (Maximum Design Pressure: —45 psf. See General Limitation #7) Fastening Miami -Dade County Approved min. 12 ga. annular ring shank nails and min. 1-5/8 in. Option #2: diameter tin caps are spaced 6 in. o.c. in the min 4 in. wide anchor sheet side laps and 6 in. o.c. in the field of the sheet in two staggered rows. (Maximum Design Pressure: —52.5 psf. See General Limitation #7) Fastening Drill-Tec711 # 14 Fasteners and Drill-Tec' 3 in. Standard Steel Plates, Drill-Tec'a' Option #3: AccuTrac" Flat Plates or Drill-Tec' 3 in. Ribbed Galvalume Plate (Flat) are spaced 16 in. o.c. in the min. 4 in. wide anchor sheet side laps and 16 in. o.c. in the field of the sheet in two staggered rows. ...... • -..(Maximum Design Pressure: —52.5 psf. See General Limitation #7) •;Fastening . r".: rDrill-Tec' #14 Fasteners and Drill -Teo' 3 in. Standard Steel Plates, Drill-Tec' .Option #4: : • :. *:AccuTrac" Flat Plates or Drill-Tec' 3 in. Ribbed Galvalume Plate (Flat) are spaced 12 . .**.--in. o.c. in the min 4 in. wide anchor sheet side laps and 12 in. o.c. in the field of the sheet • in two staggered rows. -.:::-(Maximum Design Pressure: —60 psf. See General Limitation #7) • miening 0 "" Drill-Tec' #14 Fasteners and Drill-Tec' 3 in. Standard Steel Plates, Drill-Tec' •"Option #5: •"• 1 ; • • 0 0 AccuTrac" Flat Plates or Drill-Tec' 3 in. Ribbed Galvalume Plate (Flat) are spaced 8 in. • • • • + • .... • r • ; o.c. in the min. 4 in. wide anchor sheet side laps and 8 in. o.c. in the field of the sheet in • • • • three staggered rows. (Maximum Design Pressure: —97.5 psf. See General Limitation #7) Ply Sheet: When optional cap sheet is present: Two or more plies of GAFGLAS" Ply 4, Tri-Ply" Ply 4, GAFGLAS" Flex Ply 6 adhered in a full mopping of hot asphalt applied at 2040 lbs./sq. installed per manufacturer's installation instructions. When optional cap sheet is not present: Three or more plies of GAFGLAS" Ply 4, Tri-Ply" Ply 4, GAFGLAS" Flex Ply 6 adhered in a full mopping of hot asphalt applied at 20-40 lbs./sq. installed per manufacturer's installation instructions. NOA No.: 18-0919.07 Expiration Date: 11/04/23 Approval Date: 11/08/18 Page 23 of 27 Cap Sheet: (Optional) GAFGLAS® Mineral Surfaced Cap Sheet, Tri-Ply® BUR Granule Cap Sheet or GAFGLAS EnergyCap' Mineral Surfaced Cap Sheet adhered in a full mopping of hot asphalt applied at 20 — 40 lbs./sq. installed per manufacturer's installation instructions. Surfacing: Optional on granular surfaced membranes; required for smooth membranes. Chosen components must be applied according to manufacturer's application instructions. All coatings must be listed within a current NOA. 1. Gravel or slag applied at 4001bs./sq. and 300 lbs./sq. respectively in a flood coat of approved asphalt at 601bs./sq. 2. Topcoat® Membrane or Topcoat® Surface Seal SB applied at 1 to 1.5 gal./sq. OR Topcoat® MB Plus applied at 0.5 to 0.75 gal./sq.(to be used as a primer) followed by Topcoat® Membrane applied at 0.5 to 0.75 gal./sq. 3. Fiber Aluminum Roof Coating. Maximum Design Pressure: See Fastening Above. ...... . .. . . ...... . .. .... ..... .... ...... ..... .. . .... s ssssss ssss • • • • • ••w• NOA No.: 18-0919.07 Expiration Date: 11/04/23 Approval Date: 11/08/18 Page 24 of 27 Membrane Type: BUR Deck Type 1I: Wood, Non Insulated Deck Description: Min. 15/32" thick or greater plywood or wood plank secured 6 in. o.c. at panel end and intermediate supports with 8d ring shank nails to supports spaced 24 in. o.c. at max. System Type E(4): Anchor sheet mechanically attached to roof deck. All General and System Limitations shall apply. Fire Barrier: TOPCOAT FireOut' Fire Barrier Coating, VersaShield' Fire -Resistant Slip Sheet (optional) VersaShield® Solo' Fire -Resistant Slip Sheet, installed per manufacturer's installation instructions. Anchor sheet: GAFGLAS' #75 Base Sheet, Tri-Ply® #75 Base Sheet, Ruberoid® 20 Smooth or GAFGLAS' Stratavent' Venting Nailable Base Sheet is secured as described below. Fastening Miami -Dade County Approved min. 12 ga. annular ring shank nails and min. 1-5/8 in. diameter Option #l: tin caps are spaced 8 in. o.c. in the min. 4 in. wide anchor sheet side laps and 8 in. o.c. in the field of the sheet in two staggered rows. (Maximum Design Pressure. —45 psf. See General Limitation #7) Fastening Miami -Dade County Approved min. 12 ga. annular ring shank nails and min. 1-5/8 in. diameter Option 42: tin caps are spaced 6 in. o.c. in the min 4 in. wide anchor sheet side laps and 6 in. o.c. in the field of the sheet in two staggered rows. (Maximum Design Pressure: —52.5 psf. See General Limitation #7) Fastening Drill -Teo' #14 Fasteners and Drill -Teo' 3 in. Standard Steel Plates, Drill-Tec' AccuTrac' Option #3: Flat Plates or Drill -Teo' 3 in. Ribbed Galvalume Plate (Flat) are spaced 16 in. o.c. in the min. 4 ':"': .in..Wide anchor sheet side laps and 16 in. o.c. in the field of the sheet in two staggered rows. • • • *0144,mum Design Pressure. —52.5 psf. See General Limitation #7) Fastening. •• :VM__ec' #14 Fasteners and Drill-Tec' 3 in. Standard Steel Plates, Drill-Tec' AccuTrac' • Option #4: •• F1at.Blates or Drill-Tec7' 3 in. Ribbed Galvalume Plate (Flat) are spaced 12 in. o.c. in the min 4 .' .:. • • •' • • : in.:wide anchor sheet side laps and 12 in. o.c. in the field of the sheet in two staggered rows. • • "' . ". : . . .. . jAWtdmum Design Pressure: —60 psf. See General Limitation #7) ' •Fastening • ... • t r i-Tec' # 14 Fasteners and Drill-Tec' 3 in. Standard Steel Plates, Drill -Teo'`' AccuTrac' • Option #/6....: ' MAf Plates or Drill-TecT" 3 in. Ribbed Galvalume Plate (Flat) are spaced 8 in. o.c. in the min. 4 0: , 0.0 i1� 7w* ide anchor sheet side laps and 8 in. o.c. in the field of the sheet in three staggered rows. '....' (Maximum Design Pressure:—97.5psf. See General Limitation #7) Base Sheet: Ruberoid' 20 Smooth adhered in a full mopping of hot asphalt applied at 20-40 lbs./sq. installed per manufacturer's installation instructions. Cap Sheet: GAFGLAS' Mineral Surfaced Cap Sheet, Tri-Ply' BUR Granule Cap Sheet or GAFGLAS EnergyCap' Mineral Surfaced Cap Sheet adhered in a full mopping of hot asphalt applied at 20 — 401bs./sq. installed per manufacturer's installation instructions. NOA No.: 18-0919.07 Expiration Date: 11/04/23 Approval Date: 11/08/18 Page 25 of 27 Surfacing: Optional on granular surfaced membranes; required for smooth membranes. Chosen components must be applied according to manufacturer's application instructions. All coatings must be listed within a current NOA. 1. Gravel or slag applied at 400 lbs./sq. and 300 lbs./sq. respectively in a flood coat of approved asphalt at 60 lbs./sq. 2. Topcoat® Membrane or Topcoat® Surface Seal SB applied at 1 to 1.5 gal./sq. OR Topcoat® MB Plus applied at 0.5 to 0.75 gal./sq.(to be used as a primer) followed by Topcoat' Membrane applied at 0.5 to 0.75 gal./sq. 3. Aluminum Fiber Roof Coating. Maximum Design Pressure: See Fastening Above. ...... . .. . . ...... . .. .. .. ..... .... ...... ..... .. . ... . .. ...• :0966. ...... ...... . ...... ...... • ...... .... . . . 0000 NOA No.: 18-0919.07 Expiration Date: 11/04/23 Approval Date: 11/08/18 Page 26 of 27 WOOD DECK SYSTEM LIMITATIONS: 1 A slip sheet is required with GAFGLAS® Ply 4 and GAFGLAS® Flex Ply71" 6 when used as a mechanically fastened base or anchor sheet. 2. Minimum'/4" DensDeckT' Roof Board or %2" Type X gypsum board is acceptable to be installed directly over the wood deck. GENERAL LIMITATIONS: 1. Fire classification is not part of this acceptance; refer to a current Approved Roofing Materials Directory for fire ratings of this product. 2. Insulation may be installed in multiple layers. The first layer shall be attached in compliance with Product Control Approval guidelines. All other layers shall be adhered in a full mopping of approved asphalt applied within the EVT range and at a rate of 20-401bs./sq., or mechanically attached using the fastening pattern of the top layer 3. All standard panel sizes are acceptable for mechanical attachment. When applied in approved asphalt, panel size shall be 4' x 4' maximum. 4. An overlay and/or recovery board insulation panel is required on all applications over closed cell foam insulations when the base sheet is fully mopped. If no recovery board is used the base sheet shall be applied using spot mopping with approved asphalt, 12" diameter circles, 24" o.c.; or strip mopped 8" ribbons in three rows, one at each sidelap and one down the center of the sheet allowing a continuous area of ventilation. Encircling of the strips is not acceptable. A 6" break shall be placed every 12' in each ribbon to allow cross ventilation. Asphalt application of either system shall be at a minimum rate of 121bs./sq. Note: Spot attached systems shall be limited to a maximum design pressure of -45 psf. 5. Fastener spacing for insulation attachment is based on a Minimum Characteristic Force (F') value of 275 lbf., as tested in compliance with Testing Application Standard TAS 105. If the fastener value, as field-tested, are below 275 lbf. ration attachment shall not be acceptable. 6r • • Fasten a rspacing fbr Adrhanical attachment of anchor/base sheet or membrane attachment is based on a minimum lastenel re%igtanc ;value in conjunction with the maximum design value listed within a specific system. Should the fastenerresistanc$be jogs than that required, as determined by the Building Official, a revised fastener spacing, • %• • • prepared.,4ped and.s"ed by a Florida Registered Professional Engineer, Registered Architect, or Registered .**:*Roof CMt[Itant msy6submitted. Said revised fastener spacing shall utilize the withdrawal resistance value • takendom Testing*AWication Standards TAS 105 and calculations in compliance with Roofing Application ;••••;5tandargIUS 117*0•�� ..7....Perimeter and corng; #jeas shall comply with the enhanced uplift pressure requirements of these areas. Fastener • densities s�iall be increased for both insulation and base sheet as calculated in compliance with Roofing Application "• • •'StandatdRAS 111?Ca4ulations prepared, signed and sealed by a Florida registered Professional Engineer, Registered Architect, or Registered Roof Consultant (When this limitation is specifically referred within this NOA, General Limitation #9 will not be applicable.) 8. All attachment and sizing of perimeter nailers, metal profile, and/or flashing termination designs shall conform to Roofing Application Standard RAS 111 and applicable wind load requirements. 9. The maximum designed pressure limitation listed shall be applicable to all roof pressure zones (i.e. field, perimeters, and corners). Neither rational analysis, nor extrapolation shall be permitted for enhanced fastening at enhanced pressure zones (i.e. perimeters, extended corners and corners). (When this limitation is specifically referred within this NOA, General Limitation #7 will not be applicable.) 10. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 61G20-3 of the Florida Administrative Code. END OF THIS ACCEPTANCE NOA No.: 18-0919.07 Expiration Date: 11/04/23 Approval Date: 11/08/18 Page 27 of 27