The URL can be used to link to this page

REV-10-21-2661, 9333 N Miami AveRAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142ND Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 1 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 PENICHEIRO RESIDENCE 9333 NORTH MIAMI AVE., MIAMI SHORES, FL33150 HOME ADDITION r STRUCTURAL CALCULATIONS Ky CASTELLANOS DESIGN STUDIO ADDRESS: 7300 BISCAYNE BLVD., SUITE 200. MIAMI, FL33138 PHONE: (786) 218 5335 REFERENCES & NOTES: DRAWING #: 2007-2401 COMPLIANCE: 2017 FLORIDA BUILDING CODE 6TH EDITION ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER AND BE ENGINEERED SEPARATELY PRIOR TO PROCEEDING WITH THE AFFECTED PART OF THE WORK. — ---- - -------- REVISIONS DATE BY CHECK REMARKS 0_, 07/27/2020 �_ RAF -- --- ISSUED FOR PERMIT.PAGES 1 TO 47 - -- 1 I 03/12/2021 RAF � ISSUED FOR PERMIT PAGES 1 TO 49 ' I n rrrrrn,r� Digitally signed by.RAINER ARCEO * NQ.3333yj ••.*�. . .� :=FERIA STATE OF Date: 2021.03.12 �••:� � . ' . IRB9:40-05'00' �t�llltl�lllly- • • • • • • ••• • • • • ••• • • RAF Structural Engineering, LLC J:eh 78B¢0-0231 -1 in*fo@r+afse.com / www.rafse.com RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142ND Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 2 • Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 1 Scope....................................................................................................................................3 1.1 Codes & Standards.........................................................................................................3 2 Loads.................................................................................................................................... 3 2.1 Dead loads (DL)..............................................................................................................3 2.2 Live load(LL)...................................................................................................................3 2.3 Wind load.........................................................................................................................3 3 Structural calculations......................................................................................................13 3.1 Diaphragm.....................................................................................................................13 3.2 Rafters...........................................................................................................................14 3.3 Rafters at terrace...........................................................................................................19 3.4 Ledger anchors.............................................................................................................. 24 3.5 Concrete Beam B-1.......................................................................................................29 3.6 Concrete Beam B-2.......................................................................................................32 3.7 Masonry walls................................................................................................................35 3.8 Foundations...................................................................................................................39 3.8.1 Wall footing......................................................................................................................................39 3.8.2 Existing Wall footing.......................................................................................................................43 3.8.3 Column footing................................................................................................................................46 3.9 New trusses connectors................................................................................................49 .. ... . . . . . . . . .. . . . . ... . .. ... .. . . . .. ... ... . ... . . • . 09 . .. 00 . . . . ..0 .. . . .. . .. .. .. RAF Structural Engineering, LLC•1 he i 6�3 0 1.:: ;715 ;afse.com / www.rafse.com RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142ND Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 3 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 1 Scope Structural calculations. 1.1 Codes & Standards - Florida Building Code 6th edition (2017) with amendments. - American Society of Civil Engineers, 7-10. - American Concrete Institute, ACI 318-14. - AISC 360-10 / Steel construction manual 14T" Edition - Building Code Requirements for Masonry Structures (TMS402-13/ AC1530-13/ ASCE5-13) - Specification for Masonry Structures (TMS602-13/ AC1530.1-13/ ASCE6-13) - National Design Specification for Wood Construction with Commentary (NDS 2015) 2 Loads 2.1 Dead loads (DL) Roof: 25 psf 2.2 Live load (LL) Roof: 20 psf 2.3 Wind load Wind design in accordance with FBC 2017 and ASCE7-10. Wind pressures are allowable values. Risk category: II Winds velocity: 175 mph Exposure category: C • . . . . . . .. . . . . . . .. . . . *go . . . 0:0 . . . . ... . . RAF Structural Engineering, LLC /;Ph.7P—g6V3r23.-13 ' ijo-@��fse.com / www.rafse.com RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 14211 Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 4 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 MecaWind v2339 L". I is "o, Ve vP— A by: rile PAF STRUCT",At "ROJECTSN C �6 - STELLAE*5 DrS15K 5TULA,1\200-20t WWD L.'-Ar) C-AL-1."dL FLAT—v-' Basic wirld Paramsta" Wind Load Standard = ASCE 7-10 Exposure Category = Wind Design Speed = 171-3 mph Risk Category = II Str,,;cture Type - Building Building Type = Enclosed G-1 Wind Settings Incl-LF = Include ASD Load Factor of 0.6 in Pressures = True DynType = Dynamic Type of Structure = Rigid NF = Natural Frequency of Strwture (Mode 1) - 1.00" 1" z Al- Alti-ude (Grou%d E.Ievatior' ) above Sea Level = C. 000 It Bdis- = Base Elevation of Structure = 0.000 ft SDB = Simple Diaphragm Building= False Reacs Show the Bast, Reactions in the ou-,D-ar = False MTFRSType = MWFR3 Method Selected = ch 27 Pt I Tcpographia Fsotor For Fig 26.8-1 Topo = Topographic Feature = None Kzt = Topographic Factor nuilding Tnputs Roof Building Roof Type Monoslope W Width Perp to Ridge 25.000 -ength Along Ridge 50.000 ft EHt Eave Height = 1."..001 f� RE Roof En--ry Method = Slone Slope: Slope of Roof = 0.25 :12 Theta: Roof Slope = 1.19 Deg Par : Is there a Parapet = False Exp—M C—t-ta par Tabla 26A-1: Alpha: Const from Table 26.9-1= 9.500 Zg: Const from Table 26.9-1= 9',0.GO' ft At: Const from Table 26,9-1= 0.105 St: Cons- from Table 26.9-1= 1.000 Am: Const from Table 26.9-1= 0.154 Bm: Const from Table 26.9-1= 0.65C C; Cons-. from Table 26.9-1= 0.200 Eps: Const from Table 2.6.9 1= 2 ",0 0-th-9 Ingots: S t d = Overhangs on all sides are the same True OFTypp = Type of Roof Wall InrerserrAons = overhang 0H = Overharq a. Roof beyof�d Wall 2.000i I- Kiin Rind Forma Assisting Syst— (WMRS) Calmlationx per Ch 27 Part 1: El V B Thera Roof Slope in Degrees *0 so* 0 a 0 0*= 1.19 Deg h = Mear. Roof Height: TA -a <- Is Deiy w so E*veqHE*91w-1 10.000 ft h = Mean Roof Height for ?.Ig; go* * 10�oco ft liT:- lsd*Lpst�o Since zh, g� 15 f, (4�5791*ml 0 Jog, %5�zq: 0.849 Kz-- = Topographic Factor is I since no Topographic feature specified Kd Wind Directionality Factor per Table 26.6-1 = 0.85 GCPi = Ref Table 26.11-1 for Enclosed Building = +/-0.18 RA = Roof Area s• o* 000 6 090 0 0 * 0 & = 1566,34 sq tt LF = Load Factor based :pone td$t cess 0 0 0 C.6" qh - 0.00256 * K!; * KA1* Vd * W2) #oLF*• • •* 23,94 PSI qin * or Negative Intex:1%e*sure"*E,*lcQed Boldi,: We qh--F -3.94 p.; qip = For Positive Internal Pressure or Enclosed Btfiflingfuse qh*!,F = 33.94 pst Qast r..-r .06 0 RAF Structural Engineering, LLC j PIZN.060: �3 1-* / inyv4afsexom / www.rafse.com 600 0 0 0 0:0 : 0: RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142ND Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 5 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 Gi = For Rigid Structures (Nat. Freq.>1 Hz) use 0.83 = 0 85 Cast. Fact- Catvg<,ry II Fi.gki 3t-ctu- -. rn ls�tri lnt�1 �1� Zm = 0.6 * Ht 15.0fl0 ft Izm = Cc * (13 / Zm) 0.167 0.228 Lzm = L ' (Zm / 33) Epsilon = 42' Q = (i f (1 + 0.63 « HE + Ht) / Lzm)"0.63))-D.5 = 0.941 G2 = 0.925*Et1+1.7*1zm*3.4* )!(1+1.7*3.4*lzm)) = 0.894 ,-swt Fart- U-Ed iZ F a1-,- G = Lessor Of G1 Or G2 - 0.85,, tMFRS Wind Normal. to Ridge (Ref Fig 27.4-1) h = Mean Roof Height Of Building = to.000 ft Rif`. = Ridge Height Of Roof = 10.521 ft B Horizontal Gimensior. Of Building Normal To Wind Girectiar, - 5^,,COo ft L = horizontal Dimension of building Parallel To Wind Directio-n = 25.000 ft L/B = Ratio Of L/B used. For CP determination = 0.500 h/Z Ratio Of h/L used For Cp determination _ 0.400 Slope Slope of Roof = 1.19 Deg On Bot_-Y = Overhang Bottom -Y (Windward Face Only) = 0.8, 0.9 OH Top_1 = Overhang Top Coeff (D to h) (O.OUJ ft to 5.000 fi - _ ..18, -0.9 OH Top_2 = Overhang Top Coeff (O to h/2) (0.000 ft to 2.000 ft) _ -3.19, -0.9 OH�Tov 3 = Overhang Top Coeff iG t.o h) (0.000 £t to 5.000 ft) = 0.19, -0.9 OH Top 4 = Overhang Top Coeff (h to 2h) (1D.000 ft to 20.000 ft) OH Top 5 = Overhang Top Coeff (n to 21n) (10.000 ft to 20.000 ft) = -0,18, -0.5 OH_Top_6 = Overhang Top Coeff (>2h) (>20.000 ft) = -0,18, -0.3 OH Top 7 = Overhang Top Coeff (>2h) (>26.':00 ft) _ -0.18, -0.3 On Top 8 = Overhang Top Coeff (>2h) (>27.400 f:1 = -0.15, -D.-, Roof 1- Roof Coeff (D to h) (2 „00 ft. `-o 5.00, ft) - 0-.19, -0.9 Roof 2 = Roof Coeff (h to 2h) (10.000 ft t.o 20.000 ft) _ -0.18, -0.5 Roof-3 = Roof Coeff (>2h) (>20.0000 ft) - -0.1a, -0.3 Cp.. WW = Windward Wall. Coefficien- (A11 ;:iB 'Ja lees) = D.80 Cp LW IT Leward Wall Coeffici,en, Using L/B = --0.5G Cp 5W Side Wall Coefficient (All L/B values) _ -0.70 Grpn_WW Parapet Combined Net Pressure Coefficient (Windward Parapet) 1.50 GCpr._LW = Parapet Combined Net Pressure Coefficient (Leeward Parapet) _ -1.00 Wall Wind Pies- based On Positive Internal Preasure (+GCPi) - Normal to Ridge All Wind pressures include a load factor of 0.6 Elev Kz Kzt- qz GCPi Windward Leeward Side Total Minimum Press Press Press Press Pressure* ft. psf psf psf psf psf psf pSf ----- 10.52 ----- ----- ----- ------------------- ------ ----- 0.849 1.000 13.94 0.la 16.97 -20.53 -26.30 37.51 --------- 9.60 10.UU 0.849 1.000 33.94 0.1+3 16.97 -23.53 -26.30 37,51 9.60 Wall Wine Preaaurea based an Negative Internal Pressure (-GCPi) - Normal to Ridge All Wind pressures include a load factor of 0.6 Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum Press Press Press Press Pressure* ... p5f psf psf psf :5t psf _____ _____ _______________ ______ _____ psf _________ _____ 1D.52 _____ _____ 0,849 1.000 33.94 -0.18 29.19 -9.32 -14.09 37.51 9.60 10.0- 0.949 1.000 33.94 -0.18 29.19 -9,32 -14_09 37.51 9.60 Notes Wall Pre-55Ures: Kz Velocity Press Exp Coeff Kz- -+= Topographical Factor qz = 0.00256'Kz*Kz-'Kd*V'2 GCPi = Internal Press Coefficient Side qh * G ' Cp_SW - qip " +GCPi Windward = qz " G * Cp_WW - qip ' +GCPi Leeward = qh * G ' Cp_LW - qip * +GCPi Total = Windward Press - Leeward Press * Minimum Pressure: Para 27.4.7 no less than. 9.60 psf �lr.cl 'applied to Walls + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface Roof Wind Pressures for Positive a Negative Internal Pressure (+/- GcPi) - Normal to Ridge All wind pressures include a load factor of 0.6 •• ••• • • • • • •• oe Paz: Sstar! :End Ca min Cp max GCPi Pressure Pressure Pressure Pressure • • • • • • M• iiist Pr> min' Pp_min- PT'. max Pp max • • • • • • •f t• 4- osf psf psf psf OH Bo`. -Y N/A N/A O.900 O.800 O,GGO 23.08 23.08 23,08 23.08 CH Ton 1 (-X) 0.000 5.000 -0.180 -0.900 0.00O -5,19 -5.19 -25.97 -25.9, 000 000 CH_Toi2 ` )• . f,00 = .000 -0. 130 9 .0 U 00 -5.19 -5.19 -25 .97 25.91 • • GH_T�py"+ (+ L ..D�2•��ry!S� _U.180 U.SOD u.O�U -5.19 5.19 -25.97 -25.97 • • ©H TGp •i (-0) 10.0iv" 20ADC4 -0.190 -°0.5i;u O.OGJ -5.19 -5.19 -14.43 -14.43 • (?....To :+X6 1�.011 20 tQP -0.180 -0.500 0 n 0 -5.19 -5.19 -14.43 -14.43 • • • • • H...TO;A_6 ?-j) 29 � 0.180 0.300 0 UJo -5.19 -5.19 -8.66 -9.66 OR Top_7 (+X) 20.00U 29.'000 -0.180 -U.3G0 O.UCR -5,19 -5.19 -8.66 -9.66 OR Top_9 (+Y) 27.000 29.000 -0.180-U.3100 O.00O -5.19 -5.19 -8.66 -8-66 Roof_1 'All) 2.000 5.000 -0.180 -0.90r0 0.180 0.92 -11.30 -19.96 -32.17 • • • • Roo f6 2 •(A01) • 010 .0WO 20 NOU-0.180 -0.500 0.130 0.92 -1 1 . 30 -8 . 32 -21.5-3 •49F:LlrutVrfl�En%f2%er itg,C C / Ph. 786 603 23 13 / info@rafse.com / www.rafse.com RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142ND Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 6 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 Roof-3 (All) 20.00u 27.c.,., -0.180 -3.3Dc 3.180 0.92 -11.30 -2.55 -14.76 Notes Roof Pressures: Start Dist = Start Dist. from Windward Edge End Dist = End Dist. from Windward Edge Cp Max = Largest Coefficient Magnitude Cp Min Smallest Coefficient Magnitude Pp_max = qh*G*Cp_max - qip*(+GCPi) P.^.max = qh*G*Cp_max - qin*(-GCpi) Pp_mir.* = qh*,K:p min - qlp*( ;GCPi ) Pn_min, = qh*G*Cn min - qin*(-GCPi) OH = Cverhang X Dir along Ridge Y = Dir Percendcular to Ridge Z = Vertical * The smaller uplift pressures due to Cp_Min can become critical when wind is combined with roof live load or snow load; load combinations are given in ASCE 7 + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface b nkS Fund Normal to Sawn (Rot Fig 27.4-1) = Mean Roof Height Of Building = 1G.000 ft RHt = Ridge Height Of Roof = lo.521 ft B _ Horizontal Dimension Of Building Normal. To Wind Lirection = 5G.f DO ft L _ Horizontal Dimension. Of building Parallel To Wind Direction - 25.003 €t L/B = Patio Of L/B ,ised For Q, determination = 0.500 h/L = Ratio Of h/L used For Cp determination = 0.4:0 Slope = Slope of Roof = 1.19 Deg Ofi Bot. 1Y = Overhanq Bottom +Y iWindward Face Orly) 0.8, 0.$ CH-Top-1 = Overhang Top Coeff ((.' to h) t GJ) to 5.000 ft.) _ -G.18, -0.9 CH_Top_2 = Overhang Top Coeff,,0 to h12) (0.3o0 ft to 2.D00 £t) _ -0,18, -0.9 OH Top_3 = Overhang Top Coeff (0 to h) (0.o)UO fr. to 5.000 ft) _ -C.18, -L.9 0H-Top 4 = Overhang Top Coeff (h to 2h) i11i.00,� It to 23,f,'00 ft) _ -0.18, CH Top 5 = Overhang 'Pop Coeff (h to 2h) !lo.OGO f_ to 2C.Io0 ft) Oti_'I'op_6 = Overhang 'fop Coeff (12h) ;>20.000 ft) CII Top_7 = Overhang Top Coeff (>2h) (>20_000 ft) --C=.18, -0.3 GH_Top B = Overhang Top Coeff (>2h) (>27.000 it) _ -0.18, -0.3 Roof 1 = Roof Coeff (u to h.) (2.000 ft to 5.000 ft) _ -::•. 18, -0,9 Roof 2 a Roof Coeff (h to 2h) (1U-000 it to 20.000 £t) = C.18, -01 5 Roof 3 = Roof Coeff (>2h) (>28.000 ft.) _ -G.IB, -0.3 Cp_WW = Windward Wall Coefficient (Ail L/B Values) = 1.90 Cp_LW = Leward Wall Coefficient Using L/B = -0.50 CI:: sW Side Wall Coefficient (All I./B values) - ^.70 GCpn_WW = Parapet Combined Net. Pressure Coefficient (Windward Parapet.) - 1.50 GCpn_LW = Parapet Combined Net Pressure Coefficient (Leeward Parapet) - -1.00 Wall Wind Pressures bated on Positive Internal Pm6aVre (+ccPi) - Normal to aa.re All Wind pressures include a load factor of 0.6 Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum Press Press Press Press Pressure" ft psf psf" psf psf psf psf" psi _-- ---_ ___-.__------- ------ 111.:3 0.849 1 DDO 13.94 O.ls 16.97-2£?.53 -26.30 37.51 - 9.60 Wall wind Pressares based on Nagativa Internal Pressum (-GCPi) - Normal to Save All Wind pressures :include a load factor of 0.6 E I e v Kz Kzt. qz GCPi Windward leeward Side Total. Mir: imum Press Press Press Press Pressure* ft psf psf psf psf psf psf psf --------------- ------ ---S_ _-----_f- 10.-,rO 0.849 1.OoO .33.94 -0.18 1.9.19 -A.32 -14.09 37.51 9.60 Notes Wall Pressures: Kz Velocity Press Exp Coeff Kzt = Topograph'ical Factor r4z = C.il(5256"Kz*Kzt*Kd*V^-" GCPi Internal Press Coefficient Side: qh * G * Cp,"SW - qip *-I'(iC.T}i Windward. - qz * G p WW - ilip * +GCPi Leeward qi G * Cr,_LW - qip * 4GCPi Total - Wi.ndwrird Press - Leeward Press " Minimum Pressure: Para 27.4.7 no less than 9.60 psf (Incl LF) applied to Walls + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface Roof Wind Pressures far Positive r Negative internal Pressure (*/- ✓;CPi) - Normal to r- • • • • • • • • • • • •All Wind pressures include a load factor of 0.6 • p • ark :S Zr•.� d 4 C max GCPi Pressure Pr®ssare Pressure Pressure r p_ min Cp • • • • • • GNsi• CrJt. P^ min* Pp, ma.n:* Pat max PP hoax •• ••• •• • Ct• •If- psf I'sf psf psf. OW Hot_+Y N/A N/A o.800 0.80D -1.003 2-,.08 23.0.8 23.08 23.08 ••• •••CH_Top `I (-X)o0Go'o inu -v 9 U.•- a -5.19 -5,19 25.9; 25.97 • •OH T9p L (4l*7•• 8.0'?• •2 nit'-• � 1Ro - � 9 D. 90 -5.19 -5.19 -25.97 �25.97 • • 011 Tep i (+)fi) �.0w 5.60o• .1.$11)-0.911).3 0 C100 -5.19 -5.19-2.5.97 '5.97 •• • •C.a Tolt? (ex) IA000• 0,.00� 'r IEu -0.500 D. D -5.19 -5.19 -14.43 -14.43 • • y,',% o.toN `�`� o.U'`D -5.19 -5.1919 -14.43 14.43 OH_Tjc�? ('tF,.•Io.o OH Top_6 {_g) L0.;7r70 �9.G C 0*160 -0.300 0."101111 -5.19 -5.19 -9.66 -8,66 OH Tor,,-7 (+X) 20.U" 29.000 -0.180 -0.300 0.000 -5.19 -5.19 -8.66 -8.66 OH_Tog 8 (-Y; 7.00C 29.:= u, 1. 8;? -D ..GCS 0.^v?o -5.19 -5.1.9 -9.66 -8.66 • • • • Roof•l Ali) • •-•-0jb0 5-4j00 -0.18o-o-.900 0.18C 0.92 -11.30 -19.86-32.07 •JJF §Nruelu rsl6n gi eera►g, Z•C / Ph. 786 603 23 13 / info@rafse.com / www.rafse.com RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142ND Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 7 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 Roof-2 (All) 10.000 20.00D -0.180 -0.50C 0.180 0.92 -11.30 -8.32 -20.53 Roof_3 !All) 20.000 27.300 -D.160 -0.300 0.180 0.92 -11,30 -2.55 -14.76 Notes Roof Pressures: Star,: Dist = Star-, Dist from Windward Edge End Dist = End Dist from Windward Edge Cp_Max _ Largest Coefficient Magnitude Cp Min - Smallest Coefficient Magnitude Pp�_MdX = qh*G'Cp_jnax - qio*(+GCPi) Pn-max = clh'G'Cp_max - qin'(-GCpi) Pp_min- = qh,-G1Cp_min - qin*(+rCPi) Pn, min' = qh-GICp_min - qinl(-GCPI) OH =, Overhang X - Dir along R : I dye Y =hit �oirpvnd,-,uldr '.o Ridge Z = Vertical The smaller uplift pressures due to Cp__Min can become critical when wind is combined with roof live load or snow load; load combinations are given in ASCE 7 + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface t5MRS wind P-11.1 to Ridge (rf rig 27.4-11 h - Mean Roof Height Of Building RHt = Ridge Height U Roof 9 = Horizontal Dimension Of Building Normal To Wind Direction L Horizontal Uimersior, Of building Parallel To Wind Direction L/P = Ratio Of L/B used For Cp determination h/-11 Ratio Of h/L used For Cp determination Slope = Slope of Root Overhang Bottom -X (Windward Face only) OP._Top_1 Overhang Top Coeff (0 to h , 12) (D.000 fr.to 2,0010 f-) OP,_Top _,2 Overhang Top coeff �D to 1") Q.N,11 F- to 5.000 ft) OH_Top_3 = Overhang Top Coeff (0 to h) (2.00C ft to 5.000 ft) OHTon4 Overhang Top Coeff (h to 2h) (10.CDO ft to 21.1.0O3 ft) OH_Top_5 = Overhang Top Coeff (h to 2h) (10.000 f-- to 20.0,00 ft) 0HH_Top_6 Overhang Top Coeff (>2h) {>N-000 ft) _Top_7 - Overhang Top Coeff (> 21n) (>20.000 ft) OH_Top_8 = Overhang Top Coeff (>2h) (>52.000 ft) Roof-i = Roof Coeff (0 to h) (2,003 ft to 5,00�) ft) Roof-2 = Roof Coeff (h to 2h) (10.D00 ft to 2�).00o fti Roo' - Roof Coeff (>2h) (>20.D00 ft) 25.000 f- 5 0 . 000 fr. 2 OID C 200 1.19 Deg -0.18, -0.3 -C. 13, -o's Cp_WW - Windward Wall Coefficien- (All L/P Value-) ID .80. Cp LW - Leward Wall Coefficient Using L/2 Cp_SW = Side Wall Coefficient (All LIB values) GCpn WW = Parapet Combined Net' Pressure Coefficient (Windward Parapet) 1.50 GCPT'. 1W - Parapet Combined Ne- Pressure Coefficient (Leeward 'Parapet) -I . 0 Wall Wind Pressures based On Positive Internal Pressure (+CCPi) - P-1101 to FUdq* All wind pressures include a load factor of 0.6 Flev Kz K2:t qz C(.:Pi Windward Leeward Side Total Minimum Press Press Press Press Pressure* ft psf psf psf psf psf psf psf ----- ----- ----- ----- ---- -------- -- ---- ------ --------- 10.52 0.349 1.000 33.94 0.18 16.91 -14.76 -26.30 31.74 9.60 10,0C 0,849 1,030 33.94 0.18 16.9" -14.76 -1-6.30 31.74 9.60 W&11 Wind Pr..-. based on Negative Internal Pro.- - P-11.1 to Ridge All wind pressures include a load factor of 0.6 Elev Kz Kz-- q7 GCPi Windward Leeward side 'Total Mir' imum Press Press Press Press Pres5t;re* ft us' P-- psf psf psf psf psf ----- ----- ----- ----- -------- ------- --------- 10.52 0.949 1.000 33.94 -0.18 29.19 -2.55 -14.09 31.74 9.60 10.00 5.349 1.000 33.94 -0.19 29,19 -2.55 -14,09 31.74 9.611n Notes Wall Pressures: Kz = Velocity Press Exp Coeff Kzt = Topographical Factor qz - 0.002561KZ1KZ--*Kd*V^2 Gcpi, Internal Press Coefficient Side = qh C Cp SW - qip 1(;CPj Windward _ qz * C * Cp WW - clip * IGCPi Leeward = qh G Cp LW - qip +GCPi Total = Windward Press - Leeward Press * Minimum Pressure: Para 27.4,7 no less than 9,60 psf (Incl LF) applied to Walls + • Iotegsujes �ctijg JOWARD Surface - Pressures Acting AWAY from Surface s for Positive & Negative Internal Prossum (+/- GcP0 - Parallel to Ridge *a go: go 9 6 0 a & All wind pressures include a load factor of 0.6 Roof Var Start End Cp-min ComaxGCPi Press%ire Pressure Pressure Pressure, PJS* o*o: f, Dist P1111-Iftirl. Pp Pr,-maxPp max - 4, . '0 a psf psf psf psf loo • so ----- 1-0- --- 41 ------ ------ ----- -------- -------- -------- -------- ON/A /A* 0,800 0.800 0.000 3.08 23 08 23.C9 23.08 *0 H T-4RA, • 0 .2 - IV• 0,120 9 "1 C 0.000 -5.19 -�.19 -215.97 -25.97 0H Top_2 (-Y) 2. L100 5*000 -0,160 - Q 90 C 0.000 -5.19 -25.97 - -15, 9.7 OH-Top-3 (+Yj 2.000 5.003 -1. L60 -0.900 1. NO -5.19 -5.19 -25.97 -25.97 CH Top 4 (-Y) 10.000 20.000 -0.160 -0.5,00 0.00C -5.19 -5.19 -14.43 -14.43 0 0 0 VOH Tct j *f) O)A)e 10 20.6o0 -0. 1 e U 500 U . 0 9 -5.19 -S.19 -14.43 -14.43 f'o 0 • RZF Strjkti tinlleriag,"UT / Ph. 786 603 23 13 info@rafse.com / www.rafse.com *00 0 0 0 000 0 0 RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142ND Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 8 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 Oil Top 6 (-Y) 2 . 0 OU -Q . 1 8G -0 . 30C, 0.0uG -5.19 -5,19 -8.66 -6 .66 04 Top-7 1 i�Y) MOOD 52.r000-0. 3, Bn -0.300 0. 00D -5,19 -5,19 -8.66 -8 '66 Oil Top_8 r+X) 52.000 54.0110 -0. L8C -0.300 0.000 -5.19 -5.19 -8.66 -8.66 Roof-1 (All) 2.000 5.000 -0, 18 0 -0.900 0.190 0.92 -11.30 -19.86 -32 .07 Roof 2 (All) 10.00C 2 ;0 " "' -0. 18L, -0 . 500 0.180 D. 92 -11.30 -8.32 -20.53 Roof-3 (All) 20. 300 S 2 3C, " -0.180 -0.300 0.180 0.92 -11.30 -2 . 5, -14 . -16 Notes Roof Pressures: Start Dist Start Dist from Windward Edge End Dist = End Dist from Windward Edge Cp_Max = Largest Coefficient Magnitude Cp_M i n = Smallest Coefficient Magnitude Ppmaxqh-G-Cppax qio*(+GCPi) Pr.- max = qh*G-Cp max - qin*!-GCpi) pp-mi n* qh-G*Cpmin Pn_mmi* =- qh*G*Cp Ridge qi,"!-GCPi) OF = Overhang X = Dir along Ridge Y - Dir Perpendcular to z - Vertical The smaller uplift pressures due to Cp_Min can become critical when wind is combined with roof live load or snow load; load combinations are given in ASCE 7 + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface C-qp-no-ta and Cladding (CCC) Calculations Pa. Ch 30 Part 4: IMonostope Roof h = Mean Roof Height 'I tT LF = Load Factor based upor. ASD Design = 0.60 Kz-_ Topographic Factor i , I sin-e. no Topographic: feature specified I . 00, EAF Exposure Adjusmenz Factor per Table 30.7-2 = I . D011 LHD n Least Horizontal Dimension: Min(B, L! = 25.000 ft al = Min(O.1 * LFD, 11.4 1 h = 2.500 ft a = Max(al, 0.04 1 LHD, 3 ft = 3,00" ft 2 Parameter tiled to defiuo zone W-Id-h; 2*a = 6.00C ft, Rffootiw Aroas for Componants and Cladding per Table 30.7-2 All wind pressures include a load factor of 0.6 Description Zone Wid-l' spar. 1/3 Rule Area ----- ----- ---- ft ----- ----- -------- sq f-, ----- Zone 1 1 3.160 3.160 No 9.99 Zone 2 2 3.160 ?,160 No 9.99 Zone 2-OH. 2:OH.3 . 16.0 3.1610 No 9.99 Zone 3 3.160 's.160 No 9.99 Zone 3 OF 3 CH 3.160 3.163 N o 9.99 Zone 4 4 3.160 3. 160 No 9,99 Zone 5 5 3.160 3.160 No 9.99 00 Wind Pressures for Cmponants and Cladding par Table 30.7-2 All wind pressures include a load factor of 0.6 Z:nc-Ae� • RF RF RF FCH Ptable Ptable 0 p . *0 Lt r P " s Neg PQ5 Neg P'O s Neg s q f psf ----- ----- ----- ------ Psf psi ------- ----- psf ------- *00 ----------- zone I a a 0 ---- ----- --- 1 09.99 0 C 1.000 1.000 1.000 C. 70 -86.78 9.60 -52.07 • ZoAe 2Zono 0 2 0 *9* *C 1. �100 IU I DO 0 U -136.15 9.60 -81.69 00 • 0• a :4, 2.0iP .9. 9 : *A .O . 1. I'D I . L) 0 11) 1 . D 0 D -.0 -136.15 9.60 -81.69 Zone 6 0 * 3 * 9.91 :C 1.410 1.^00 I 1- 0 0 O0 -185.45 9.60 -111.27 Zoll 3 01P 3_0iPOV.990 R L . COD 1.000 1.150 C." -185.45 9.60 -127.96 Zone 4 4 9.99 D 1.000 1.000 1.000 59.32 -59.32 35.59 -35-59 Zone 5 5 9-99 C. 1.000 1,000 1.000 59.32 35.59 -65.22 :E:F : 0=**Fe*xpl,?�'11 *#diatment wac-or from Table 3D,7-2 0 so* 0 0 0 • 0 RAIN Strucrturel EA hadi r ng, LLC / Ph. 786 603 23 13 / info@rafse.com / www.rafse.com * 0 000 99i e RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142 ND Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-1401 9 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 RF Lrr = Reduction Factor (RF) Letter for Table 30.7-2 RF = Effective Area reduction factor from Table 30.7-2 Ptable = Pressure taker from Table 30.7-2 Ref = Reference used for calculation p = Wind Pressure: Ptable * EAF I RF * Kzt * LF I FOH [Eqn 30.7-11 FOH = 1.15 for Zone 3 Overhangs, and 1.0 for all others [Sec 30.7.1.3] *Per Para 3,,,2.2 the Minimum Pressure- for C&C is 9.6C) psf [0,460 kpa,] {Includes LF} Pressures or, overhangs include Pressure from the top and bottom surface of overhang Componenta and Cladding (C&C) 71cme Si ry per Ch 10 Pt 4: h = Mean Root Height = 10.000 ft LF Lead Factor based upor. ASD Design 0.60 Kz- Topographic Factor is I since no Topographic feature specified = 1.000 EAF Exposure Adjusment Factor per Table 30.7-2 = 1.000 LHD = Least Horizontal Dimension: Min(B, L) = 25.000 Et al = Min(C).1 * LHD, 0.4 * h = 2.5CO ft a Max(al, 0.04 * LHD, 3 Et [0.9 m]) = 3.000 ft 2a Parameter used to define zone width. 2 * ii 6.000 ft Wind Prtesaur6 S=mnary for C&C Zonea baaad Upon Areas Ch 30 Pt 4 All wind pressures include a load factor of 0.6 ZOT'�e Figure I A < -- I A > 10.00 sq f-- 1 500.00 sq ft gas ------------- pst ------------- 1 30.7-2 I 9.6D -52.07 1 9.60 -52.77 IOH 30.7-2 9.60 -52�07 1 9.60 -52.07 - 30.7-2 I 9.60 -81.69 1 9.60 -73.52 2 OH 1 30.7-2 I 9.60 -81.69 1 9.60 -81.69 3 1 30.3-2 I 9.60 -111.27 9.60 -77.99 3 OH 1 30.7-2 I 9.60 -127.96 9.60 -115.16 4 1 30.7-2 I 35.59 -35,59 1 24.92 -28.48 5 1 30.7-2 I 35.59 -65.22 1 24.92 -39.13 A is effective wind area for C&C: Span Length * Effective Width Effective width need not be less than 1/3 of the span leiiqth Maximum and minimum values of pressure shown. + Pressures acting toward surface, - Pressures acting away from surface Overhang pressures calculated per Para 30.10 *Per Para 30.2.2 the Minimum Pressure for C&C is 9.60 pst [0.460 kPal (Includes LFJ * Trsterpolatior- can be used for values of A tha". are between those values shows':. : : 0:0 : • 060 0 0 • :*RAF Structurvi Ek*hedring, LLC / Ph. 786 603 23 13 / info@rafse.com / www.rafse.com 0 0 000 0 RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142ND Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 10 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 MecaWind v2339 aw.ns:a.bix, 0 ..., L� .t,st logs Prepe ,1 b _ate: - . FIIn I,-,ithr: ti"F �'MVOTUAL r� y C'ASL.I 1: AR is (t..SIiih .,t Gl7 S.1,tJ •'�- 4(. F�a�.... c..�.i.o .esl� n ....,-<7al...t �r:�a>, iVlt: LWC 7,LMWL FIAT - OFaN.Nnd Basic Wind Paraeetere Wlad load Standard = ASCF "1-10 Exposure Category = C Wind Design Speed - 1''5.O mph Risk Category - iT Structure Type = BuiLdino Building Type r Open Ganaral Wind Settings Intl LF = Include ASD Load Factor of 0.6 in Pressures = True DynType = Dynamic Type of Structure = Rigid NF - Natural Frequency of Structure (Mode 1) = 1.000 liz Alt = Altitude (Grcund Elevation) above Sea Level = 0.000 ft Bdist = Base Elevation of Structure = 0.000 ft 3DB -= Simple. Diaphragm Bui Lding False Reacs Show the Base Reactions in the output False MWFRSType r MWFRS Method Selected M Ch 27 Pt 1 Topographic Factor per Fig 26.8-1 Tcpo = Tcpographic Feature = None Kzt = Topographic Factor = 1.000 Building Inputs RoofType: Roof Type = McnoSlope h Mean Roof Height = 10.000 f. L : Width Normal to Ridge= 10.000 ft D Length Along Ridge - 28.000 ft WindFlow: Wind "low Method = Obstructed Slope. Slope of Roof = 2.0 Deg Exposure Constants per Table. 26.4-1: Alpha: Const i'rcm Table 26.9-1= 9.500 Zg: Con,st from, Table 26.9-1= 900.000 ft At: Const frog, Table 26.9-1� 0. 105 2t; Ccnst from Table .6.9-i-- 1.000 Am: Const from Table 26.9-1= O,154 B1s: Const from Table 26.9-1= 0.650 C: Ccnst from Table 26.9-1= 0.200 Eps: Ccnst €rom Table 26.9-1= 0.200 Gust Factor calculation: »at Fe t - L t F_a.� at11 ti 1- ' - _,(:tilted >7/t-ra G1 = For Plaid Structures 'Na- 'req.>1 Hz) use 0.85 0.85 F,,,tn, 7: A , ._ 0.6 lit s 1 5. 000 ft Izm - Cc (33 ! ZrO "- 0.16;1 0.2 E Lzm = L -- (Em / 33) Epsilon 427.057 Q = it / ;i + 0.63 i€P + Ht) / Lzm)^0.63))^0.5 = 0.941 G2 = 0.925*;1+L i-t Facto_'':.sets in A.r:ai+rs G = Lessor Of Cl Or G2 = 0.850 Main Wiwi Farce Resisting Systea (MM) calculations per Ch 27 Fart 1: LP - Load Factor based upon ASD Design - 0.60 7h. = Mean R;of Height for Kh: 11 + Rase.- 1.0. 000 ft Kh. - _Dist Since Zh<15 ft f4.5?2 nil --> 2.01. :.S/-_=g)"'2/Alpha) - M49 Kzt = Topographic Factor is I since no Topographic feature, specified = 1.000 Kd = Wind Directionality Factor per Table 26.6-1 = O.B5 qh = lO.00256 * K.h * Kzt 'Kd � V"2) * LF = 33.94 psf Wind Pressures an Open Building Ebtwalopa Free Roof per Fig 27.4.4 - Wind Dix 0 Deg: • •• • • • • ••• • Wind 4'x:. • • • • • • • • • • • • Uircction. ••• ••• • ••• • • 77 -/ • • • • • • • H • • • • •t•iFR5 Preas�res Fig 27.4-4 on Manoal per g ape Free Roof -Wind Dir 0 Dog • • • • • • • • •• All Wind pressures include a load factor of 0.6 • • *,,a • • • • • • ••• • Lead Gorse 000 • Cnw Cnl ?'nw Tn1 psf osf ••• • • laia4 Ce W,8A• • -0.500 - .200 -14.43 -34 62 • • • • • • • • • • of F li jurajEnjipeeir�ng, LLC / Ph. 786 603 23 13 / info@rafse.tom l www.rafse.tom 000 0 RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 14211D Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 11 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 Load Case B -1.100 -0.600 -31.74 -11.31 Notes: Pew - 'Pressure on windward portion of roof: qh*G*Cnw*LF (E.qn 27.4-41 Pnl Pressure in Leeward portion Of roof: qh*G*Cnl*LF (Eqn 27.4-41 All Wind pressures include at load factor of 0.6 w Pressures Acting, TOWARD Surface - Pressures Acting AWAY from Surface Wind Pressures an Open Building Monoslope Free Roof par Fig 27.4.7 - Wind Dir 90 Deg: L h int front nd a Windward () Edge Wind Direction y=90' Open Building Along Ridgy PrOOOU 0B per Fig 27.4-7 - Wind 90 Deg All mind pressures include a load factor of 0.6 Roof var start End CnA CnB pressure Pressure Dist Dist PnA PnB It ------ ------ psf psf ------ --------------------- -------- Rcof 1 0.000 10.000 -1.200 0.500 -34.62 14.43 Roof-2 110.000 20.000 -0.900 ).500 -25.97 14.43 Roo'-3 20.000 28.000 -0.600 0.300 -17.31 8.66 Notes Roof Pressures: Stare Dist hart Dist from Windward Fdge F.nd Dist - End Dist from Windward Edge CnA - Cn -for Iead Case A CnB = Cn `or Load Case B PnA -- qh*G*CnA (F.qn 21.4-31 Pn8 = qh*q*CnB tegn 21.4-31 .=r_ssutes Acting TOWARD Surface =ressur_s Actina AWAY from Surface Wind Pressures — Open Building Monoslope F ae Roof per Fig 27.6A - Wind Di. 180 Deg': �_- L 0.5 L 0.5 L CNL C v Wind Direction h Br Y= 180a 1515'AS Pressurer es pFig 27.4-6 on Monoslap® Free Roof - Wind Di. 180 Dag All wind pressures include a load factor of 0.6 Load Case Cn•W Cnl Pnw cnl ps_ psf ----------- ------ ------ ------ ------ Load Case A -0.500 -1.200 -14.43 -34.62 Load Ca5e B -1.100 -0.600 -3i.14 -17.31 Notes: Bee e4"!Iw a Pressure n4 wia v=i portion of roof: qn*G*Cnw 1, {Eqn 27.4-4) • 4 a PPesturO CT T4&eward portion Of roof: gn*6*Col*LE' (Eqn 27.4-41 • 1 sr' W1 pre:su:j i oftlude a t< ad fa ctor or of 0.6 s eeiPl�slur•s #Cton%TOWA�D Surface - Pressures Acting f= m Surface e• • e • e e • • OozT.cnents And Cladding (C&C? Calculationa per. ch 30 Part 5! a : : : 00 a - a sea 1W .9truetutal GngitlwT �, LLC / Ph. 786 603 23 13 / info@rafse.com / www.rafse.com 0 000 0 0 RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142ND Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-1401 12 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 h 1111111111177771-7T L Zh = Mean Roof Height for Kh: h + Base-Dizt = 10.000 ft Kh - Since Zh<15 ft [4.572 m] --> 2.01 * (15/zg)(2/Alpha) 0.849 Kzt - Topographic Factor is 1 since no Topographic feature specified - 1.000 LF = Load :actor based upon ASD Design = 0.60 qh = (0.00256 * Kh * Kzt * Kd * V^2) * LF = 33.94 pst Theta Roof Slope 12.0 Deg LHD = Least Horizontal Dimension: Min(B, L) 10.000 ft al Min(0.1 * LHD, 0.4 * h 1.000 ft a= Max(al, 0.04 * LHD, 3 ft [0.9 ml) = 3.000 ft C&C entries with Zones which are Not Applicable to Ch 30 Pt 5 and/or Building selections Description Zone Width Span Length ft ft It Zone 2-OH 2_QH 3.160 3.160 Zone 3 OH 30H 3,160 3.160 Zone 4 4 3.160 3.160 Zone 5 5 3.160 3.16o Wind Pressures for C&C per All wind pressures include a load factor of 0.6 Description Width Span Area 1/3 Zone Cn Cn P P Rule Pos Neer Pos Neg ft �t ft ft psf PSI ----------- ----- ----- ---- ---- ----- Zone e 1 3.160 3.160 9.960 No I 0.560 -1.333 16.73 -38.47 Zone 2 3.160 3.160 9.986 No 2 0.907 -2.013 26.16 -56.09 Zone 3 3.160 3.160 9,966 No 3 0.907 -2. 013 26.16 Cn = Net Pressure Coefficient taker, from Fig 30.8-1, 2 and 4 P = Wind Pressure: qh I G I Cn [Eqn 30.8-1] components and Cladding (C&C) Zone Sumary per Ch 30 Pt 5: Zh = Mean Roof Height for Kh: h + Base -Dist 10.000 ft Rh - Since Zh<15 ft (4,572 m] --> 2.01 * (15/zg) ' (2/Alpha) 0,649 Kzt = Topographic Factor is 1 since no Topographic feature specified 1.000 LEI Load Factor based upon ASD Design 0.60 qh = f,0.00256 * Kh * Kz*, * Kd * V^2) * LF 33.94 psf Theta Roof S1'CPe 2.0 Dec LHD = Least Horizontal Dimension: MiniB, L) = 10-000 It a] = Min',0.1 * LHD, 0.4 * h 1.000 It a = Max(al, 0.04 * LHD, 3 ft (0.9 m]) = 3.000 ft Wind Pressure Summary for CZC Zones based Upon Areas Ch 30 Pt 5 All wind pressures include a load factor of 0.6 •0 OZ cr'% go: Fijure, . I*A <= 1 9.00 > A >= 36.00 sq ft I A >= 0 0•0 0 0 0 g9.00 sq It 1 1 36.00 sq ft psf PSI psf ------------- - ----------------------- - ------------ Fi%uree 16.73 -38.47 1 -38.4'! 1 16.73 -38.47 2 1 Ficnire 30.8-1 1 26.16 -58,09 1 26.16 -58.09 1 26.16 -58.09 *is I jlot4re 30.B-1 1 33.4" -115.40 1 26.16 -58.09 1 26.16 -5e.09 0 0 0 0 6 A •si: %?feciife wiAdsarea for C&C., Scan Length * Effective Width 0 W--tcfiv%-- wi4tAh n:el not be less than 1/3 of the span length 0 Maximum and T!rfrlimut values of pressure shown. + Pressures acting toward surface, - Pressures acting away from Surface goo 0 *P�.r Para 30.2.2 the Minimum. Pressure for C&C is 9.60 psf [0.460 kPa] (Includes LFJ 0 0 0 : : 0 0 0 0 0 0 0 0 0 0 : ! o RAF Sk;cdirOt EtNintft: LLC / Ph. 786 603 23 13 / info@rafse.com / www.rafse.com com g * 0 0 go* 0 RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142N1 Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 13 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 3 Structural calculations 3.1 Diaphragm H = 10ft (average at gable) Span for load calc.: L=25ft (max. for calculations) Diaphragm length for shear flow: B=20ft WL= 29.19psf (MWFRS) Q=WL * H/2 = 146 plf Maximum shear at diaphragm ends: V = Q * (L)/2 = 1813 Ibs Shear flow: V/B = 91plf < 115plf (See FBC Chapter 23) Use unblocked diaphragm w/ 1 1/2" 16gage staples or 8d ring shank nails or 10d common nails spaced at 6"O.C. and 6"O.C. at diaphragm boundaries and at building perimeter. •Y ••• • • • • • •• • Y • • • • • • • • • • • Y • • • • • • RAF StructuitaI E�jfi.etripg!YLLC.• / •b. T!6 603 23 13 / info@rofse.com / www.rafse.com RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142N1 Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-1401 14 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 3.2 Rafters Max. span: L=24ft OH=2.33ft Section: 3X12WD Loading breakdown: Tributary width roof: B=1.33ft D L: Self -weight auto -calculated and added to DL 25psf LL: 20psf WL:-81.69psf * B * 3'-52.07psf *(L/2-3')* B =-950lbs Reactions combinations (ASD): Uplift: U=0.6*479-950=-663lbs L2=146p1f * B = 292lbs (see diaphragm calc.) L1=91plf * B = 182lbs (see diaphragm calc.) Download: Ru=799lbs (see next pages) At Iedger:Simpson Hanger U210-2 w/ (6) 10dx to joists and (14) 10d to header: Rallow=1750lbs (FL#10655) Uallow=990lbs (FL#10655) Rallow > Ru OK Uallow > U OK At tie beam: NuVue NV358 2 ply seat w/ (8)10Dx3" to straps and (3)10Dx3" to seat. Uallow;Z2j�lps> U OK; L 2allow=1839lbs > L2 OK; Llallow=1961lbs > L1 OK U/Uallow+ L2:L1%li \: =10.�*1�. (fee FL #16294) • .. . ... ... . ... .... ... see. • . . ••• • RAF Structiiw ngJ1e rinJ, Ur. 7•Ph. 786 603 23 13 / info@rafse.com / www.rafse.com 000 0 0 0 ••• • RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142ND Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 15 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 14 G Strops NV358/NV458 TABLE 7 — NV358-2 Ply Seat TABLE 8 — NV458-3 Ply Seat Assembly Product Code —12 14G Strop Product Code NVTH16 pimension H (inches) 12 Total No. of Fasteners in 2 Straps 10d x 3' 8 Total No, of Fasteners in Seat 10d x 3" 8 Allowable Lands (lbs) Total No, of Fasteners in 2 Straps 10d x 3" 8 Total No. of Fasteners in Seat 10d x 3" 8 Allowable Loads (lbs) ii1Nift 2245 Ll 1461 L2 1839 UMM 2245 L1 2783 L2 207a t4....NVT 14 14 8 _..2525 220a 208II 14... 8 2525 3131 2338 —tB NVTH24 1fi 12 a 2806 2452 22U 12 8 2806 3479 2597 —20 NVTH24 24 14 8 3a86 2697 2528 14 8 3086 3827 2057 —22 —24 NVTH28 NVM28 22 24 16 8 N"7 2942 2738 16 & 33fi7 4175 3117 Co=1.6 for Uplift, Ll & L2. ? 11ri: tn- ry wet NY3w Sty �.I MV4W H upw "t 4• NY1. Cp1lKrtf L2 Concrete Tie Beam or Ile Beam famed with Concrete filed masare'y, H •• ••• • • • • • •• • • • • • • • • • • • • • • • • • • • •• ••• •• • • • ••• • • • • • • • • • • Soo Ole • • • • • • ••• ••• • • • •• • • • • • • • • • • • • • • • ••• • RAF Structrra g egrin2, Ll:Y % fh. 786 603 23 13 / info@rafse.com / www.rafse.com 000 0 0 0 000 0 43rr' NV45� 2$• t il` 3k� NV338 SX'NV458 Side Vier 2v t W RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142ND Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 16 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 ESR-2649 Most Widely Accepted and Trusted Page 4 of 14 TABLE 2-ALLOWABLE LOADS FOR THE U SERIES JOIST HANGERS MODEL DIMENSIONS' (inches) FASTENERS (Quantity -Type) ALLOWABLE LOADS3," (Ibf)Download Uplift s No. W H B Header' Joist C,, = 1.6 Ca = 1.0 Ce = 1.16 Ce = 1.26 10d 16d 10d 16d 10d 16d U24 I`/,e 3'1e 2 4 2-1 Od x 1'12 240 490 575 550 650 590 705 U26 19/,e 4'/, 2 6 4-10d x 1%, 535 730 865 830 980 890 1,055 U210 1"/,e 7"11r, 2 10 6.1Od x 1'/, 990 1,220 1,440 1,380 1,565 1,480 1,565 U214 19/,e 10 2 12 1 8-1 Od x 11/2 990 1,465 1,730 1,656 1,955 1775 2,110 U34 2e/,& 3'/e 2 4 2-1 Od x 1% 240 490 575 550 650 590 705 U36 251,e 0e 2 8 4-1Odx1'12 535 975 1,150 1,105 1,305 1,185 1,410 U310 2e/,, 8°% 2 14 &1 Od x 1'/2 990 1,710 2.015 1,930 2,280 2,070 2,465 U314 29/,e 10% 2 16 6-1Odx1% 990 1,950 2.305 2.210 2,610 2,370 2,815 U24-2 3'1& 3 2 4 2-10d 240 490 575 550 650 590 705 U262 31/,, 5 2 8 4-10d 535 975 1,150 1,105 1,305 1,185 1,410 U210-2 3'/e 81/2 2 14 6-10d 990 1,750 2,015 1,930 2,280 2,070 2,465 U44 3"/,a 2% 2 4 2-10d 240 490 575 550 $50 590 705 U46 3"/,e 4% 2 8 4-1 Od 535 975 1,150 1,105 1,305 1,185 1,410 U410 3"/,e 8'/e 2 14 6-1 Od 990 1,710 2,015 1,930 2,280 2,070 2,465 U414 3"/,e 10 2 16 6-1 Od 990 1,950 2,305 2,210 2,610 2,370 2,815 U26-3 4% 4'/, 2 8 4-1 Od 535 975 1,150 1,105 1,305 1,185 1,410 U66 5'/2 5 2 8 4-1 Od 535 975 1,150 1,106 1,306 1,185 1,410 U610 57/2 8112 2 14 6-10d 990 1,710 2,015 1,930 2,280 2,070 2,465 U210-3 4% 7'/4 2 14 6-10d 990 1,710 2.015 1,930 2,280 2,070 2,465 U24R 2'/,e 3% 2 4 2-1 Od x 1% 240 490 575 550 650 590 705 U26R 2'/,e 55/" 2 8 4-1 Od x 1'/2 535 975 1,150 1,105 1,305 1,185 1,410 U21OR 2'/,e 9'/" 2 14 &1Od x 1'12 990 1,710 2,016 1,930 2,280 2,070 2,465 U44R 4'/,e 2% 2 4 2-16d 240 490 575 550 1 650 590 705 U46R 4'/," 4% 2 8 4-16d 535 975 1,150 1,105 1,305 1,186 1,410 U41OR 4'/," 8'/, 2 14 6-16d 990 1,710 2,015 1,930 2,280 2,070 2,465 U66R 6 5 2 8 4-16d 535 975 1.150 1.105 1,305 1.185 1,410 U61OR 6 81/2 2 14 6-16d 990 1,710 2.015 1.930 2,280 2,070 2,465 For SF. 1 inch = 25.4 mm, 1 Ibf = 445 N_ 'Refer to Figure 2 (this page) for definitions of hanger nomenclature (W, H, B). `Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. "'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4U Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0,125 inch (3.2 mm), The height, H. of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 6The quantity of 1Od or 16d common nails specked in the 'Header" column under *Fasteners" is required to achieve the tabulated allowable loads shown in the Allowable Dawnload "iOd° or H16d" columns. "Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting headertbeam, 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. 'N rk 4 0 0 .00 for 4U2 • • • •• • • • • • FIGURE 1-LU SERIES HANGER FIGURE 2-U SERIES HANGER • • • • • • •(S"Tkabls 1-Page 3) (See Table 2-above) • • • ••• RAFStruc�• urd cin n�w.L(Z1•Co.7866032313 / info@rafse.com / www.rafse.com RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 1421 Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 17 Ph. (786) 603 2313 - info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 Wilib'd Beam, INC, I043=SqJIdE12.XI.521 Lie-#: KIA1461112665 FW S712UCTURAL E. LLC DESCRIPTIO rafter CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Metho&lowable Stress Design Fb + 1500 psi E: Modulus of EJasti Load CombinafiASCE 7-10 Fb, - 1500 psi Ebend- xx 1600 ksi Fc - Pill 1650 psi Eminbend - x 580ksi Wood Species Southern Pine Fc - Perp 565 psi Wood Grade No- 1., 2" - 4" Thick - 2' - 4' Wide FY 175 psi Ft 1000 psi Density 34.33pct Beam Bracing Beam bracing is defined as a set spacing over all spans Repetitive Member Stress Increw Unbraced Lengths First Brace starts at 12-0 ft from Left -Most support Regular spacing of lateral supports on length of beam = 12.0 ft Span m 24,0 ft Applied Loads Service loads entered. Load Factors will be applied for calouialmns. Beam self weight calculated and added to loads Uniform Load : D = 0.0250, Lr = 0.020 ksf, Tributary Width = 1.330 ft Maximum Bending Stress Ratio = 0.81 a 1 Maximum Shear Stress Ratio = 1.181 :1 Section used for this span 3x12 Section used for this span 3x12 1,090.44psi = 39.49 psi 1,33149psi = 218.75 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 12.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span # I Maximum Deflectiolt Max Downward Tran5iervt Deflection 0.421 in Ratio = 664360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 1053 in Ratio = 273-240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Vakies Segment Length Span # M V Cd CFN Ci C, Cm C I CL M III Fb V fV Fv D Only o0o 000 0.00 0-00 Length = 12,0 It 11 0.537 0-161 0,90 1.000 1.00 1.15 1.00 1.90 078 2,88 6541.62 1218.25 0-44 23.70 157,50 Length = 12.O It 1 0.537 0.151 0.90 1.000 1.00 1-15 1.U0 1.00 0-78 2,88 654.82 1215.25 0,44 23.70 1157.50 +D+Lr 0 * *00 0 * 4 o d.000b • 1.00 1.15 1.30 1.00 0,70 D.00 0-00 0.00 thoo Length = 12-0 fto I 40.848 00.118, • 1':5 :.010 1.00 1.15 1.110 1.00 0-02 4.79 1,090A4 1332.49 0-74 39.49 218,75 Length = 12.0 ft •1 • �1-8jf :0-tl i 1-8516.0016 1-00 1.15 I-IM 1.00 0,62 479 1,09044 1332.49 0.74 39.49 218.75 +[)+0.750Lr 0 0 0 0 0 • G :.OV,, • 1.00 1 A 5 I -DO 1-DO 002 11.00 0.00 0.00 000 Length = 12,0 It 1 •10.73? *9. 161 115 1.000 1.00 1-15 1.00 1.00 0-62 4.31 981.48 1332.49 0-67 35.54 218.75 Length = 12-0 It 1 0.737 0.162 1-25 1.000 1.00 1.15 1-DO 1.00 0-62 4,31 981.48 1332.49 0-67 35.54 218-75 +0-00D 1-000 1.00 1.15 1.U0 1.D0 0,62 0.00 0-00 0.00 0-00 se: **: ", '*' *00 00 0 RAF Structural En:ine:rl101IZI.Ll:: P:. 7"8(2123 13 info@rafse.com / www.rafse.com 000 0 a 0 so* 0 0 MRAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142ND Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 18 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 Load Combination Max Stress Ratios Moment. Values Shear Values Segment Length Span* M V Cd CFV Ci C'r Cm Ct CL 69 fb F"b V fv F'v Length = 12.0 It 1 0.286 0.051 1.60 1.000 1.00 1.15 1.00 1.00 0.59 1.73 392.77 1372.39 027 1422 280.00 Length = 12.0 It 1 0.286 0.051 1.60 1.000 1.00 1.15 1.00 1:00 0.50 1.73 392.77 1372.39 027 1422 280.0C Overall Maximum deflections Load Combination Span Max. "-" Dell Location in Span Load Combination Max.'+' DOI Location in Span +D+Lr 1 1.0629 12.088 0.0004 0.000 Vertical Reactions Support notation: Far left is #' Values in KIPS Load Combination Support 1 Support 2 Overall imum U799 0799_ Overall MlNimum 0.319 0.319 D Only 0.479 0.479 +D+Lr B.799 0.799 +D+0.750Lr 0.719 0.719 +0.80D 0.288 0.288 LT Only 9.319 0.319 •• ••• •• ••• • • ••• ••• ••• • ••• • • •• •• ••• • • RAF Structtli-al Fr gf:er!ngj LL/ • k 7�6 603 23 13 / info@rafse.com / www.rafse.com •% • RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142N1 Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-1401 19 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 3.3 Rafters at terrace Max. span: L=9ft OH=2.33ft Section: 2X6WD Loading breakdown: Tributary width roof: B=1.33ft DL: Self -weight auto -calculated and added to DL 25psf LL: 20psf WL:-58.09psf *(L/2+2')* B =-528lbs Reactions combinations (ASD): Uplift: U=0.6*158-528=-434lbs L2=146plf * B = 292lbs (see diaphragm calc.) L1=91plf * B = 182lbs (see diaphragm calc.) Download: Ru=278lbs (see next pages) At ledger: Simpson Hanger U26 w/ (4) 10d to joists and (6) 10d to header: Rallow=730lbs (FL#10655) Uallow=535lbs (FL#10655) Rallow > Ru OK Uallow > U OK At tie beam: NuVue NVSTA single strap w/ (5)10D to straps and (6)10D to seat. Uallow=13081bs > U OK; L2allow=1049lbs > L2 OK; Llallow=700lbs > L1 OK U/Uallow+ L2/L2allow = 0.870K. (See FL #16294) . • • . .. . NuVue NVRT Doutfe Sfrap JG/ (7)1'6Dx1 %" to rafter and (5) %" tapcon to beam Uallow=1125lbs > 434lbs OK; (See FL #16294) ... ... . ... . . Simpson HGPr1V O w% j j)1��•x1 %T' SDI t4 rafter and (4) %" x 1 W Titen 2 to beam Flallow=9751bs > 182bs OK; F2a4ow=1105lbs > 292lbs OK (See FL #11473) RAF Structural jf Wfrirg,:LL / h.746 603 23 13 / info@rafse.com / www.rafse.com ... . 0 . ... • .. .. RAF Structural Engineering, LLC Architect: Job #: page: 3001 SW 142ND Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 20 Ph. (786) 603 2313 — info@rafse.com / www.rafse.com Project: Dote: M Florida CA No. 32290 1 PENICHEIRO RESIDENCE ADDITION 1 0712712020 TABLE 1- f4TSM, FFTSM, HM9, HGAM10, and LTA2 Dimensions, Fastenefs, and Altowable Loads Fasteners Allowabie Loads (th-) DF;SP SPFIHF MrAel Length No- Ga. (in.) TrusslRafter GFCMU ConcivIle jm� {1 60) (Titen't 2)1 (Titen'12)l Uplift Fi � F- U Plift Fi Fz UTSM16 16 Is (7) 1 Ddx 1 (4) Y.x2V (4) 1,141 x t V 830 f203 W- 715 1203 903 MTSWO 16 1 20 (7) 1 Dd x 1 (4) Y.'x2W (4) 3 xt%7 830 715 HTSM 16 14 16 (8) 10dxlY.' (4) Y.'x2N (4) %.- x f V 1,110 955 HT-SM20 14 20 (10) 10dx1Y? (4) W's 2 V (4) Y.x f W 955 HM90 18 — (4) Y.- x 19? S DS (5) Y.'92YV (5) Wx IV _!,!Io TW 670 190 760 670 190 HGAM109 14 — (4) Wx I %' 6 D S (4) M Vx 2V (4) '/.x t %' B10 875 1,1055 586 630 795' LTA2 pefp,wwall 18 (10) f0dx1W Embed Embed t,1 B017' 415 675 990 415 735 LTA2 PWa0-4-%-'kV31 18 (10) 10dx1I/,' Embed' Embed 1,160" 950 2201 990 Wo 220 Notes: 1- Loads have been increased 60% for wind loading as permitted by the code. No further increase permitted. Reduce where other bads govern- 2- UTSM and FITSIVI do not have to be wrapped over the trusstrafter to achieve tabulated loads. 3- Lateral loads apply for the MTSM and HTSM twist straps when the first seven nail holes near the bend line are filled on the trussirafter side. Any other fasteners required can be installed in any open hole. 4- Allowable loads for the, HGAM10 are for one connector. A minimum trussMafter thickness: of 23Y must be used when framing anchors are installed on each side of the joist or buss- 5- HGAM 10 F2 loads are for forces into the ccnnecbDr- F2 loads away from the connector are W lb_ (MSP) and 400 lb. (SPFIHF). 6- Minimum edge distance for Titen 2 screw is 1 W. T-ften screws of the same diameteT and length may be substituted for the tabulated Titen 2 screw size with no change in allowable load. 7- LTA2 allowable uplift on SP is 1,350 It. for perpendicular -to, -wall installation and parafle4-to-wall installation. 8- Minimum fc = 2,590 psi- Minimum fm = 1,5011 psi. 9- The HWKT and HGAM10KTA are kits with (20) HM9 and (10) HGAM10 connectors packaged with Simpson Strong -Tien Strong-D=e* SIDS Heavy -Duty Connector screws and 2^Y4' and 2W T-Aen* 2 screws, respectively. (11 W'Titen 2 screws for concrete installations sold separately) -1 * 0 Hr-1V mTsvvo 41iw To LTA2 L HM9 I:T*l r. lk Sfwri S4 • %TS111T• oo GR61J Fool: *4 SA4 HM9HGAM10 I LTA2 Dimensions Page 8 of 16 Simpson Shxmg-Tie : :*: *a: • • RAF Structuro(En;nqet'injoLiC Pt:. 7860603 23 13 / info@rofse.com / www.rafse.com % :0 RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142 ND Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 21 Ph. (786) 603 2313 — info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 TABLE 11 14G NVTH Straps NVSTA/tMTA NVSTA-Single Strop NVHTA-Double Straps Assembly 14G Strop Dimension Total No. Total No. Of Allowable Loads (lbs) Total No, Total No. of ARowable Loads (1bS) Product Product H of Fasteners Fasteners in F'c=2500 Psi of Fasteners Fasteners in F'c-2500 Psi unless Noted' Code Code (inches) in Strop 20 GA, Scot in two Straps 20 GA- Seat UPlIft LI—FL2 upilft- Up litt L2 10d x W 10d V 10d x IY2' I Od x 135' NVSTA-12H NWTA-12H NVTH16 12 5 6 1308 700 1045 10 6 072- 2018 t450 1450 NVSTA-14#i IOMTA-14H NVTHIS 14 6 6 1*26 7160 1144 12 --23-36 71-8-1 1631 7 5 1545 823 1239 14 6 — 2215 2598 1312 1812 NVSTA-16" NIMTA-16H NVTH20 16 6 1664 897— In$ 16 1 48 2437 2858 1444 1994 NVSTA-20H NVTH24 20 9 6 1793 950 1�43a 18 6 2656 3117 1615 2175 N'04TA-20H C =1,6 for Uplift, LT 446 At L2 --H)r4--, T-- T svSTA-22H NWTA-22H NVTH26 22 WWISTA- 2444 NVTH2a 24 _tWTA-24H NVSTA-26H NVTH30 26 0 0 NVSTA-32H Tt TA-32H UVTH36 32 • T k WSTA-44H 1 NVTH4a 44 4*TA-44H , T i + !� t Haw Dim Ll 7 — Side V1ew 20 GA. Sect 14C Him 1 Y4 X" 9 1,11 2x-sw F H H 4' W. Concrete UPLIFT P pt. X*dlo. X Concrete UPLIFT slot 0 2D3-x I- /L Embedment Pin *cso- Eftibadment. L 95, NWTA I& 44H NVSTA 12JJ 44H RoWorc" Concrete Reinforced Concrete tie boom Mi., 215 tie b*w- VIA- 205 Top & bottomor reinforced Too A bottom or reinforced Coricroto block waftConcrete bloc* wolf •06 000 : : .-0 : : -0 0 •0 • • • 0*0 0 • RAF Structurapr En;nqe1nZ eC P1. 7860603 23 13 info@rafse.com l www.rafse.com 0% 13 RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142 ND Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 22 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 Wood Beam SmUafe copyrIghtENERCALC, INC. Mi-20a, 15MI:12-10-5,31 DESCRIPTIO rafterterrace CODE REFERENCES Calculations per NDS 2015, IBC 2015, CB-- 2016, ASGE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis MethoiAllowable Stress Design Fb+ 1100psi E. A&dulus of Efaz;+i Load CombinafASCE 7-10 Fb - 1100 p-si Ebend- xx 1400ksi Fc - Pril 1450 psi Eminbend - x 5T0ksi Wood Species Southern Pine Fc - Perp 565 psi Wood Grade No-2: 2" - 4" Thick : 2" - 4' Wide Fv 175 psi Ft 075 psi Density 34-33pcf Beam Bracing Completely Unbraced Repetitive Member Stress Inuea! Applied Loads Service kads entered. Load Factors will be applied for calculations. Beam sell weigh, calculated and added to loads Uniform Load : D = 0.0250, Lr = 0.G20 ksf, Tributary Width = 1-330 ft DESIGN SUMMARY '7 # ' Maximum Sending Stress Ratio 0-88'5 1 Maximum Shear Stress Ratio = 0.209 : 1 Section used for this span 2x6 Section used for this span 2x6 9'911 flpsi = 4538 psi 1, 122.53 psi = 218,75 psi Load Combination +D+Lr Load Combination 4D+Lr Location of maximum on span = 4.6119ft Location of maximum on span = 8,573 It Span # where maximum occurs = Span # 1 Span #where maximum occurs = Span # I Maximum Deflection Max Downward Transient Deflection 0.136 in Ratio = 70 >=360 Max Upward Trans ent Deffeclion 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.315 in Ratio = 342 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Loac Combination Max Stress Ratios Moment Values Shear Values Segment Length Span* M V Cd C Fry C i Cr Cm C t C L M fb Fb V fV FY D Only D.00 IN 0.00 0.00 Length = 9.0 ft 1 0.681 0AW 0.90 1.000 1, DO 1.15 1.00 1.OD 0.85 0.38 568.60 973.26 0.14 26.0 8 157.50 +D+Lr t.OW 1,00 1-15 1.00 1.00 D-05 0.00 0.00 0.00 0.00 Length = 8.G f! 1 0.8895; 0.209 115 1.000 1. DO 115 t.00 1.00 0.71 0.63 993-16 1122.5,k 0.25 45.78 218.75 +D+0,750Lr 1.000 1, DD 1,15 1.00 1.00 0,71 0.00 12.00 0.00 0.00 Length = 9.0 ft 1 0.790 0.187 1.25 1.000 I.DD 1,15 1.00 1.00 D.71 0.68 666.322 1122.53 022 40.8.5 218.75 +D.tkDD 1.000 1 90 1.15 1.00 1.00 0,71 0.00 0.00 0.00 0.00 Length = 'v.0 fi 1 0.288 O.OM 1,80 t.X0 1,DD 1.15 1.00 1.00 0.58 0-21 33948 1177.&P 0.139 15.65 280.00 Overall Maximum Deflections - . a 00 Load CQMbnatT' - - w -0 0 4 pi! • Ell t OLocation in Span Load Combination Max. "+' Deff Location in Span l&r. +D+Lr 0 • 09 40 0 10 • •4.53.3 Doom 0.000 00 • go* 0 ! : 0. Or : • RAF Structural Er�inqserjrI4 L:17:/ 15.h. 126e60d 23 13 / info@rafse.com / www.rafse.com *so a RAF Structural Engineering, LLC Architect: Job #: I Page: 300/SM//421Ave., Miramar, Fl33027 Ph. (786)60822/3 /n/n@/afsecom / www.rufse.com p«y'''' »«*' Florida [ANo. 32290 | FEN0[HE7R0RESIDENCE ADDITION | 07/27/2020 Vertical Reactions Support ".tato".Far left m#* Values in KIPS Load Comumali= Support Support Over-all ucm uAzm oomf-y m. 1ma u.,mo +D+Lr 0. 27, 8 0.275 +0+17501-r 0.245 0.245 +0,60o m.C95 0.0�:111 °°° °°° ° °°: °°° °°° � ° � � ° ° ° ° ° 00 ° °° ° ° ° ° ° ° ° ° :°° o ° 0 ° ° °° ° RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142N1 Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 24 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 3.4 Ledger anchors Ledger calculated for: DL: 479lbs LL: 319lbs 1.2*DL+1.6*LL = 1085bs >2028lbs OK Y• wY• • • • • • •• •• •Y• as • • • •• ••• ••Y • ••• • • Y • • • • • • • RAF Structural f-ngiregri:g; 1* Ph•786 03 23 13 / info@rafse.com / www.rafse.com • •• •Y • • • •• •• ••• • • • ••• • • RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142N1 Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 25 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 wwiww.hifd.us Praha Anchor 2,8.0 Conv-y- Page: 1 sp--fl— Prgect: Address: Prate t I Pos No Phone t Fax: I Date: &'11r2D.30 E-Mad: SpecifiWs € onwrlents: 1 Input data Anchor type and diameter. Effectve ernbedment depth: F:tatena€: Eualvat�nr Serrrce Report: Issued 1 Valid: Proof: St uvo� inst"kwL Anchor p te: Praffe: Base matenal: Reinforcement ,Seismic loads Jcat.. C, D„ E. or F) Kvaik Bolt 3 - CS 518 R31181 � uay hr = a 125 �n-.1— = a8?o h, Carbon Sted ESR-2302 1Z'1M1111 1211.r-201i Design method ACI 3181 AC 193 e_ = 0-00(3 in. ?no stand- iffy t = 3.000 in. 1, x 1, x t = 6.000 in. x 8-t]00 at x 3.OD0 in.; (Reccrrrriended piate th ckness: not calculated no prafile uncracked ate. 3000, f ' = 3,OM ps : h = 8.000 in, tension: core-tion B, shear mndtion B; nosuppb tnenral splittngejnforcerneeent present edge reintaruernent none or < No. 4 bar no " - The anchor ca€odab ne s based on a rid baseplate assun#on. Gaeon-try [in-] & Loading [1h. in -lb] Z' >� � a.9 frig �fxstDe J��SFr aJxrcnt rvih ere ae�aq axtl4rse artl Rr PAW PR;}t'Y' lvKimr r c i �[33-�3° HA1 h:,, 3-3:� �:-hssmn tits � a r�trrJ'r�aticak cY F1• A., &•tua� • • • • • ••• • • RAF StruiturWr nQerjng, I LC; / • � i 786 603 23 13 / info@rafse. com / www. rafse. com ••• 0 RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142N1 Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 26 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 www.hal UM Profis Anchor 2.8.0 Company. Page- 2 Sll Protect Address: Sub -Project I Pos. No-: Phone I Fax: I Date. all I= Eft_ 2 Proof i Utilization (Governing Cases) Design vatites llbl ublizatioo Loading Proof Load Capacity p l ¢ 1%1 Status Tensson -I- - Concrete edge fahm it cExection x+ 2-0Z 5,448 - t 4t OK Loading p 6 Utiiiz:ailion kv 1%] Status Carl-bried tens, x and shear loads 3 Warnings Please oonsder all detats and hi ir.Wamngs gven in the detaded report! Fastening meets the design criteria! 4 Remarks; Your Cooperation duties Any and a4 information and data oontaned in the Softw3m concern solely the use of Hit products and are based on the pr eecpies, formulas and secur=ty regulations w aocordarnce vrsth Hh's technical dirt dons and cpera6ng, nnourntirng and assembly , etc., tit must be s nctly c omplea with by the user. All figures contained therein are average figures, and tie a tic tests are to be conducted prior to using the relewart Hilt product The results of the tamed out by means of the Software are based essenkatly on the data you put it. Therdixe, you bear the sole responsiWy far the absence of errors, the oompleteness and the relevance of Iine data to be put in by you. Moreover, you bear sole responsibility for harrtg She results of the calmdarbim checked and cleared by an expert, parlicuulartyr with regard to c:ompl nce with applicable norms aunt permits, pr €,r to using them for yuxw specify the Sa%iit?re serves only as an aid to interpret norms and pem4s without any guarantee as to the absence of errors, the correal ness and the relevance of the results or subiy for a specific applicae You must take all necessary and reasonable steps to prevent or limit darr,age caised by the Sotmare- In particular, you must arrangefor the reWfar backup of programs and data and, if applicable, carry out the updates of the Software offered by 141f= on a regdm tas'�s. If you do rxat use the 1 Update functiort of tie Software, you must ensure that you are using the current and thus Wto-bate version of the Software m each rase by carrying out manual updates v a the Hit, Website. Hit wl non be liable for cormequences, such as the recovery of lost or danaged data or programs, arising from a culpatte breach of duty by you. •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • ••• ••• ••• • •• • • • • • • •• • • • • •• • PROMS NCim4 a.p 03,2wra9 Hit ,✓c,a 1s �393 umawUe..G,#e e.-t.. rr ft C rrmm.f�ndH1eA :, am�0 . • RAF Structjfral."jgec irl , L C P17. 86 603 23 13 / info@rafse.com / www.rafse.com • •• •• RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142N1 Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 27 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 DESCRIPTt0 wl-1 Code Reference: Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used, ASCE 7-10 General Information Ledger Width 3.0 in Design Method: ASD (using Service Load Combinations Ledger Depth 11.0 in Wood Stress GradMuthem Pine, Not: 2" - 4" Thick Ledger Wood Spel Southem Pine Fb Allow 1100 psi G : Specific Gravity 0.55 Fv Allow 175 psi Bolt Diameter 5l8" in Fyb : Bolt Bending Yie 45,000 psi Bolt Spacing 16.0 in Concrete as Main Supporting Member Cm - Wet Service Fa€ 1.0 Using 6" anchor embedment length in equation Ct - Temperature Fact 1.0 Using dowel bearing strength fixed at 7.5 ksi per NDS Table Cg - Group Action Far 1.0 C A - Geometry Facto 1.0 1 (47001IC4WMWI rtemal)o O,u(slea) Analytical model actuafiy uses TOO spars to ensure that all poawble con=atiars of Cclt boat," and point load location are watiated. Final results are an emealope solution. Load Data Dead Uniform Load__. pif Point Load... 479.0 lbs Spacing 16.0 in Offset 8.0 in Horizontal Shea lbs Roof Live Floor Live pif pif 319.0 lbs lbs lbs lbs Snow Wind Seismic Earth pif pit pit pif lbs lbs lbs lbs lbs lbs lbs lbs • ••• ••• • ••• RAF Struclurci 0 gi e$rilg, (LC i • Ph;786 603 23 13 / info@rafse.com / www.rafse.com ••• • 0 0 ••• • RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142N1 Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 28 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 Wood Ledger SaftarecaRrigltI5tr1F_RCALC, WC IM-2020,13Uk 12.2(1.5.31 DESCRIPTIO wl-1 DESIGN SUMMARY _ + Maximum Ledger Bending Maximum Bolt Bearing Summary Dowel Bearing Strengths Load Combination ... Load Combination _ . _ for specific gravity & bolt diameter) +D+Lr +D+Lr Ledger, Perp to Grain 7,500.0 ksi Moment 133.001 it -lb Max_ Vertical Load 798.0 lbs Ledger, Parallel to Grain 7,500.0 ksi fib: Actual Stress 26.380 psi Bolt Allow Vertical Loa( 919.36 lbs Supporting Member, Perp to 3,250.0 ksi Fb : Allowable Strr 1,375.0 psi Supporting Member, Parallel ti 6,150.0 ksi Stress Ratio 0.01919 :1 Maximum Ledger Shear Load Combination ... +D+Lr Shear 399.003lbs fv : Actual Stress 36.273 psi Fv : Allowable StresM5.833 psi Stress Ratio 0.2487 :1 Max. Horizontal Load OD Ibs Bolt Allow Horizontal L( 1,536.32 lbs Angle of Resultant 90.0 deg Diagonal Compon€ 798.0lbs Allow Diagonal Bolt For 919.36 Ibs Stress Ratio, Wood CM Bo 0.8680 :1 Allowable Holt Capacity Note I Refer to NDS Section 11.3 for Bolt Capacity calculation method. Governing Load CombinatiBD+Lr Resutant Load Angle : Theta: 90.0 deg Ktheta = 1.250 Fe theta = 919.36 Bolt CaDacitv - Load Perpendicular to Grain Fem 7,500.0 Fes 3,250.0 Fyb 45,0000 Re 2.308 Rt 2.0 k1 1.301 k2 1.619 k3 0.9012 Im : Eq 11.3-1 Rd = 5.0 Z = 0.0 lbs Is : Eq 11.3-2 Rd = 5.0 Z = 1,218.75 lbs 11 Eq 11.3-3 Rd', = 4.50 Z = 1,761.59 lbs Illm : Eq 11.3 3 Rd = 4.0 Z = 2,027.20 lbs Ills : Eq 11.3-5 Rd = 4.0 Z = 735.49 lbs IV : Eq 11.3-6 Rd' = 4.0 Z = 805.43 lbs min : Basic Design Value = T35.49 lbs Reference design value - Perpendicular to Z * CM * CD* Ct * Cg * Cdelta = 919.36 lbs Bolt Capacity - Load Parallel to Grain Fern 7,500.0 Fes 6,150.0 Fyb 45,000.0 Re 1.220 Rt 2.0 k1 0.7902 k2 1.142 k3 1.049 Im : Eq 11.3-1 Rd = 4.0 Z = 0.0 lbs Is : Eq 11.3-2 Rd = 4.0 Z = 2,882.81 Ibs 11 : Eq 11.3-3 Rd = 3.60 Z = 2,531,26 lbs Illm : Eq 11.3-4 Rd = 320 Z = 2,918.67 lbs Ills : Eq 11.3-5 Rd = 320 Z = 1,432.03 lbs IV : Eq 11.3-6 Rd = 320 Z = 1,229.06 lbs Zmin : Basic Design Value = 1,229.06 lbs Reference design value - Parallel to Grain Z * CM * CD* Ct * Cg * Cdelta = 1,536.32lbs ••• ••• • • • • • •• ••• •• • • • ••• •• •• • • •• • • •• • ••• • • : • : • • • Y • • • • RAF Strqe;ura1 nsiievri g, CLC f•Php7866032313 / info@rafse.com l www.rafse.com 0 0 ••• • • RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142ND Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 29 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 3.5 Concrete Beam B-1 Max. span: L=14ft Co,+inn• Width: 8" Height: 12" Loading breakdown: Tributary width roof: B=24ft/2 +2.5 = 14.5ft (CONSERV.) DL: Self -weight auto -calculated and added to DL Roof: 25psf * B = 363plf LL: Roof: 20psf * B = 290 plf Reinforcement details: (Steel grade 60) Bottom: (2) #6 Top: (2) #6 Cover: 1-1/2" Stirrup: - #3 @ 4" O.C. AT OPENINGS .. ... . . . . . .. . .. . . . . ... . .. ... .. . . . .. ... ... . ... . . . . . .. . . . . . .... ... . .. ... . . . . ... . . • 000 • . • RAF Structural EngineeriAg, of;P 8.2 6 03 3 ./ info@rafse.com / www.rafse.com RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142N1 Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 30 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 DESCRIPTIO CODE REFERENCES Calculations WACI 318-t4, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Sete ASCE 7-10 Material fe = 3.0 ksi Phi Values Flexure: 0.90 fr = fc 7.550 = 410.792 psi Shear: 0.750 l�r Density = 145.0 pcf Q t = 0.850 LtWt Facto = 1.0 Elastic ModulLF 3,122.0 ksi Fy - Stirrups 40.0ks fy - Main Reba— 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Reba- 20,000.0 ksi Stirrup Bar Sipe # 3 Number of Resisting Legs Per Stirrup = 2 i4on a wx12"h Cross Section & Reinforcing Details Rectangular Section, Width = B.0 in, Height = 12.0 in Span #1 Reinforcing.._. 246 at 3.0 in from Top, from 0.0 to 14.0 ft in this span 24*6 at 3.0 in from Bottom, from 0-0 to 14.0 ft in this spa 'Beam self weight calculated and added to loads Loadfor Span l'luaober 1 Uniform Load : D = 0.3630, Lr = 0.290 k1 ft, Tributary Width = 1.0 ft DESIGN SUMMARY r • Ntaximum Bending Stress Ratio = 0.816 : 1 Maximum Deflection :Section used for this span Typical Section Max Downward Transent Deflection 0.076 in Ratio = 22 t 9>=3Bi Mu : Applied 24.882 k-ft Max Upward Transient Deflection 0.000 in Ratio = 0 <300. Mn ' Phi : Affowable 30.501 k-ft Max Downward Total Deflection 0-520 in Ratio = 319>=241 Max Ltmard Total Deffcton 0.000 in Ratio = 0 <240. Location of maximum on span 7.013 ft Span # where maximum occurs Span # 1 Vertical Reactions support ncta on : Far left is 41 Load Combination Support 1 support 2 Oveirall mum a overall Mll:limum 1.931 1.931 D only 3.218 3.218 +D+Lr 5.248 5.248 +D+0.750Lr 4,740 4.740 ip_gOD •• ••• • "116�9,33"1 • �0.9334 •• Lr only i • •t•U i at i • •• • • • • • • ••• Shear StirRiremeets • • • Between 0.00 • • Phir < - Phi R d Vs at . ,.3,1. use 43 stmips, spaced at 4.0W in Between 4.16 to 9,84 ft, Vu < PhV a'2, Req'd Vs = Not Reqd 9 6 3.1, ame #3 stim4ts spaced at 0.000 m Between 9.87 to 13.97 ft. PhrtVc;2 < Vu <= PhiVc. Req'd Vs = Min 9.6.3.1, use #3 stirWs spaced at 4.000 in Maximum Forces &9reeAl for L(9ad C80bin4ibLis, • • • . • . . • • • • •• • • • • • • • • • 000 • • • • • • • • • • • • • RAF Structural Engineeri4, L!�% j . 7g6 6Q3 21•1'3•i info@rafse.com / www.rafse.com ••• 0 0 0 ••• 0 • RAF Structural Engineering, LLC Architect: Job #: Page: 300/SM//421Ave., Miramar, Fl]]027 Ph. (786)60323/3 /n/o@/ufsmcom/www.ro/se.com '»n«'': u«,»: Florida [ANo. 32290 | pEN/[HBRDRESIDENCE ADDITION | 07/27/2020 | | Conbreft seam Load Combination Location (ft) oewnc-m Span # along Beam Max Phi'Mnx Stress Ratio MA)Unwm BENDING Envelope -.-Mu: Span #x I Wmo 15.77 xmuo 0.52 +1 20o+0anu Span #x 1 14-ODO /r.cn 30.50 uoo +1 -2oo opan#n 1 14aM 1151 30.50 0.44 +1 20o+ 1 �BoLr opaa# 1 1 1+.3W 24a8 30�50 ume +n.9oo Overall Maximum Defter—tions Load CornbAafon Span Ltax- '-"Del (�n) -wabm �n Span (ft Load Gombinatbn Max. '4!' Defl (in)3cation in Span (ft RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142N1 Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 32 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 3.6 Concrete Beam B-2 Max. span: L=24ft Ccrtinn- Width: 8" Height: 12" Loading breakdown: Tributary width roof: B=9ft/2 +2 = 6.5ft (CONSERV.) DL: Self -weight auto -calculated and added to DL Roof: 25psf * B = 163plf LL: Roof: 20psf * B = 130 plf Reinforcement details: (Steel grade 60) Bottom: (2) #6 Intermediate: (2) #6 Top: (2) #6 Cover: 1-1/2" Stirrup: - #3 @ 6" O.C. AT OPENINGS .. ... . . . . . .. . .. . . . . ... . .. ... .. . . . .. ... ... . ... . . . . . .. . . . . . .... ... . .. ... . . . . ... . . RAF Structural Engineering, L&%• h; 46 6Q3 21:1%2: info@rafse.com / www.rafse.com RAF Structural Engineering, LLC Architect: Job #: Page. 3001 SW 142ND Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 33 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 c flsarlf - DrAware ro yr'-qht HNEP.GALv, IN& 1141�2.D3, BWIn'1 5.3f ! di CODE REFERENCES Calculations perACI 310-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc - = 3.0 ksi 4� Phi Values Flexure fr = fe 7.50 = 410.792 psi Shear Density = 145.0 pof t LtWt Facto = 1.0 Elastic Modulu= 3,122.0 ksi l=y - Stirrups 40.0ksi fy - Main Reba-- 60.0 ksi E - Stirrups = 29,000.Oksi E - Main Reba= 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 0.91) 0 75D 0.850 24.Q ft Cross Section & Reinforcing Details Rectangular Section, Width = 8-0 in, Height = 16.0 in Span #1 Reinforcing--.. 246 at 3. D in from Top, from 0.0 to 24.0 ft in this span 246 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this sp. 246 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this span Beam self weight calculated and added to loads Load for Span Number 1' Uniform Load : D = 0.1630, Lr = 0.130 kfft, Tributary Width = 1.0 ft DESIGN SUMMARY r Maximum Bending Stress Ratio = 0_612 : 1 Maximum Defection Corr used for this span Typical Section Max Downward Trmsent Defection 0.114 in Ratio = 2530>=36I : Applied 40.19E k-ft Max Upwarc Transient Deflection 0.000 in Ratio = D <360. Mn ` Phi : Allowable 65.637 k-ft Max Downward Total Defection 0.966 in Ratio = 298 >=241 Max U ward Total Deflect-zn f1.0o0 in Ratio = 0 <240. Location of maximum on span 12.622 1t Span # where maximum occurs Span # 1 Vertical Reactions Support notaton : Far left is 41 Load Combination support 1 Supped 2 Gverall MA rmum aD63 5. Overall MlNimurn 1,560 1.560 D Only • • • • • • 4,5030 •3,5�03 • • +D+Lr • • 3.Do : r 0 3 i +D+0.756Lr • Y • • 0, Ba6 • 0"3 • • • R • • • LrOnly 1560 f.:60 Shear Stirrup Requirements Between is .. a u <= c. _ s = 9. use strrups spat at --n Between 4.15 to 19,8513t, =Pu <, PW&�2, f;<JVs i of Rece 0t3 ir3fl, a #3 stirrups spaced at MOO n Between 19 89 to 23 96 ft,* PhAic�2 r Mai<= &16%1% Req 4AVs aMin use #3 st r ups spaced at 6.D00 in •• • • • • • • • • 'Is L • f • • • • • RAF Structural Engineerin •• P . •'86 03 1 1,•l info@rafse.com / www.rafse.com RAF Structural Engineering,LLC Architect: Job #: Page: 300/SN//421Ave., Miramar, Fl33027 Ph. (780 60322/3 inf»@/ofse.com / w*vv.rofse.com Project: Date: Florida CA No 32290 | FEN/[HBRD RESIDENCE ADDITION | 07/27/2020 muxonum ro,oeo m Stresses for Load Combinations Loadoommnalion uDcatan ft) Bend ng Siresseesults k-ft Segment Span � Mu Max PhiMnm Siress Ratio Span # 1 1 2o.42 65.E4 0.4-5 ,1zoD+0.5mLr Span w1 1 24�001) u000 oo.o* oAu +1 2oo Span # 1 1 u*-mm 25.22 ma.m* 0.38 ~1.2oo,1.6oLr Span # 1 1 c*�mm 40.20 nmaw oow ^u.uoo Overall Maximum Deflections Load Combnaton Span Max. DO rn) _Dc-aLw �n Spar (ft Load Combination Max. '+!'Defl (in)acatiDn in Span ift °°° °°° ° °°° ° ° � °° � � °° � ° � � ° ° ° °° ° ° ° ° ° °° ° ° ° ° ° ° ° ° ° °° ° °°° ° ° 0 RAF Structural Engineering, LLC Architect: Job #; Page: 3001 SW 142NO Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 35 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 3.7 Masonry walls Max. Height: L=11ft Section: Width: 8" Tributary width roof: B=24ft/2 +2.5 = 14.5ft (CONSERV.) DL: Self -weight auto -calculated and added to DL Roof: 25psf * B = 363pif ILL Roof: 20psf * B = 290 plf WL: (MWFRS) WL= 29.19/0.6 = 48.65psf Reinforcement details: (Steel grade 60) (1) #5 @ 48"' O.C. max. .. ... . . . . . . . .. ... .. . . . .. ... ... . ... . . . . . .. . . . . . .... ... . .. .... ....... . . . RAF Structural Engineering, LL / 6. 7 6 0 23 3 .ih rafse.com / www.rafse.com MRAF Structural Engineering, LLC Architect: Job n: IPage: 3001 SW 142ND Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 36 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 MaScrCti'Sr Slender Wall crwarer ,r r��raERcuc,lra ,t s3 a tt.e at�iz tas.3f DESCRIP'TIO Wall Cycle References Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load CDmbi,n.aEaons Used: ASCE 7-10 General Information Calculations per AC1530-13, IBC 2015, CBC 2016, ASCE 7-10 Construction Typgirouted Hollow Concrete Masonry F'm = 1.9 ksi Nora. Wall Thickness 8 in Temp Difff across thickne = deg F Fy - Yield = 60.0 ksi Actual Thickness 7A325 in ASin Allow Gaut -of -plane Deft= 0_0 Fr - Rupture = 01.€I psi Reba "d' distance 3.750 in Em = fm ' = 900.0 Lower Leven Reba ... Minimum Vertical Steel = 0.0-020 Max 5b of P bal. — 0-1309 Bar Size # 5 Grout Density = 14D pef Bar Spacing 45 in Block Weight Normal Weight Wall Weight = 55.0 psf Wall is grouted at rebar cells only Wall Dimensions A Ciear Height = 110 ft E Parapet height = ft Wall Support ConditVtpp 4 Bottom Finned Vertical Loads Vertical Uniform, Loads, per f f zr sr iyir,b DL : Dead Lr : Rod Live Lf : Floor Lve S : Snowy IN : 'Nina Ledger Load Eccentrcity 5 750 in loft Concentric Load 0.393 0.29 kft Lateral Loads Wind Loads: Full area WIND loan 43.85 psf Seisms Leads: W*I i"rie�ght SEsmic Load Input Methoe :Direct entry of Lateral Wall Weight Seism c Wall Lateral Load 0 psf Fp 1.0 = 0.0 psf •• ••• • • • • • •• • • • • • • • • • • • ••• ••• • ••• • • • • • • • • • • • • • • • • • • • • • • RAF Structural Engineering, LL /4. 36 7,02 23J3 •In#4@rafse.com / www.rafse.com ••• 0 0 • 000 0 • RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142ND Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 37 Ph. (786) 603 2313 - info@rofse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 I Masonry Slender Wall ScftomcoppWENERCALC.R#C.tom, Bdktl2M-5.31 I DESCRIPTIO Wall DESIGN SUMMARY Results reported for "Strip Width" of 12.0 in Governing Load Combination Actual Values --- Allowable Values PASS Moment Capacity Check Maximum Bending Stress Rat0_4577 +0.90D+W Max hqu 0-6118 k-ft Phi ' Mn 1.337 k-ft PASS Service Deflection Check Actual E>efl. Ratio U 936 Allowable Defl. Ratio 240-9 W Only Max. Deflection 9.12834, PASS Axial Load Check Max Pu I Fag 16.895 psi Max. Allow. Defl. 0.50 in +1.20D+0.5OLr+W Location 4.B33 ft 0-2 ' fm 380.0 psi PASS Reinforcing Limit Check Actual A--Fbd O-OD1667 Max Allow Asfbd 0.1309 Maximum Reactions for Load Combinaffor Top Hodzontal W Only 0.2433 k Base Horizontal W Only D.2433 k Vertical Reaction +D+Lr 1.203,k Design Maximum Combinations - Moments Results reported for "Strip Wkfth' = 12 in. Ax4f Load MornefdValues 0.81 Load Combination Pu 0.2*fm'b't Mar Mu Phi Phi Mn As As Ratio rho bal K k k4 k-f* W2 --- O. 0.000 0.00 0.00 0.00 0.00 9.000 D.00DD 0.0000 O.OrA 0.000 0.00 0.00 0.00 0.00 O.DOO ROGDO 0.0000 0.000 O. 0,00 0.00 020 0.00 OLGO, D.OWD 0-0000 0.000 O.Ow 0.00 0.00 0.00 0.00 O.DGO D.00DO O-DOOO +1.2OD+1.6;DLr+O.5OW at 4.67 to 5.01 1.252 20.978 D.44 0.30 0.90 1.52 0.D78 D.0017 0.1306 at 4,67 to 5.00 0.711-11 2D.976 D.44 0.30 0.90 1.32 01)78 0.0017 0,1307 +1.2OD+D.50Lr+W at 4.67 to 5.00 O.QM 20.976 D.44 0.61 0.90 1.43 O.D78 0.0017 0.1307 +1.20D+W at 4.67 to 5.00 0.7-a 2D.276 0.44 0.61 0.90 1.39 0.078 0.0017 0.1307 0.000 0.000 D.00 0.00 0.00 0.00 0.000 O.00DD O,DOOQ +O.QOD+W at 4.67 to 5.00 0.541 20.9715 D.44 0.61 0.90 1.34 0.078 0.0017 0-1308 0.000 0.000 D.00 0.00 0.00 0.00 0.000 10000 0,0000 Design Maximum Combinations - Deflection Results reported for "Strip Width- = 12 in. AxialLoad Moment Values Stiffness Deflectons Load Combination Pu Mcr Lfactual I gross I cracked I effective Deflection Defl. Ratio I k-11 1 11 1n14 InAd W4 In O. DOD 0.00 D.00 0.00 0.00 0.000 O.ODO 0.0 O-DOO 0.00 10D O.GO 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +D+D.d0W at 4-67 to 5.00 0.656 0.44 D.36 331.10 18.18 331ADO D.012 10,350.7 O-DOO 0.00 D.GD aza O.OD 0.000 0.000 0.0 +0+{).75OLr+0.46OW at 4.67 to 5.00 0.874 0.44 D.27 331.10 16.73 331100 D.009 13.793.2 +D+D.45OW at 4,67 to &OG 0.656 0.44 0.27 IWAO 16.18 331-100 D.ODQ 13.801.0 0.'000 0.00 D.GD 0.00 0.00 0.000 0.000 0.0 +O.8M+D.eM at C67 to 5.00 0-394 0.44 D.36 33 1. 10 15.50 331 -1 DO 0.012 10.357.5 O'DOO 0.00 0.00 0.00 0.00 0.000 D.ODD 0.0 O"DOO 0.00 D.GD 0.00 0.00 0.000 D.ODO 0.0 W Only at 5.DO to 5.33 0.000 0.44 D.61 331.10 14.47 10.773 0.128 935.6 O.ODQ 0.00 Q.GD 0.00 0.00 O.GOO 0.000 0.0 - - - : : : .. : . Reactions - Vertical al & Horizontal 0! . *!-0! .-- '*. Load Combination 0 , Basklioi:�--] % Top Horaontal Verfical Q Wall Base D Only as as* O'U* P * 0 0 09 0-00 k 0.913 k 0:0 0 11 RAF Structural Engineering, LLC 9.80 6V3 73 /;YffQ$rafse.com / www.rafse.com 090 • 0 0 00* 0 0 RAF Structural Engineering, LLC Architect: Job #: Page: 300/SM//42° Ave.' /Nirumor, Fl33027 Ph. (786) 603I3/3 /n/o@rofse.com / woww/rufse.com pnve't' Date: Florida [ANo. 32290 | PBVCHBRORESIDENCE ADDITION | 07/27/2020 +m+Lr no N 0m0 ^ 1.203^ +m+o.7EmLr ou ^ mua^ 1.13k +o+nm»w 0.1 u 0-15 ^ omoMasonry Slender Wall DESCRIPTIO wall wwuommnm-venicm& Horizontal Load Combinalion Base Hortmntal TDp Hcr�7wtal Verfeal @ Wall Base +o+030e ooN omm^ umu^ +o+u.750u~.415GW 0.1u oA 1^ 1.131x +u+0.459W 0.1 w um^ ommr +o+ .ou5Ds uo ^ 0.00 ^ muo^ +oxmm+nmmw 0.1 » o.`u ^ uwm^ +0.60D+oz0E 0.0 » oom ^ on*u^ Lronly o.o* oou' o.M^ wonly 0.2 v 0-24^ o»wo« "°°°°��°�°°°��°°~ � � ° °:°° °°°... RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142ND Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 39 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 3.8 Foundations 3.8.1 Wall footing Section: Width:16" Height: 12" Loading breakdown: See wall reactions. DL: Wall Reaction: 913pli LL: Wall Reaction: 290plf go • .. ; • •. .•. .. '.' . : ••• • Y RAF Structural Engineering, LLC / Ph. 786 603••23 10d :nfr"afsi. cool / Vww. rafse. com ••• " •Y • • 0 •• • ' RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142ND Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 40 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 Wall Footing Software copyright ENERCALC, INC. 1983-2020, Build:12.21).5.31 G. DESCRIPTIO wf-1 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values Pc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy Rebar Yield = 60.0ksi Increase Bearing By Footing Weight = No Ee = Concrete Elastic Modulus = 3,1220 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density - 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft Ain Steel % Bending Reinf. = Allow- Pressure Increase per foot of depth ksf Min Allow % Temp Reinf. = 0.00180 when base footing is below - ft Min. Overturning Safety Factor = 1.0: 1 Increases based on footing Width Min_ Sliding Safety Factor = 1.0 : 1 Allow. Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL Yes when footing is wider than = ft Adjusted Allowable Bearing Pressure = 2.0 ksf Dimensions Reinforcing Footing Width = 1.33 ft Footing Thickness = 12.0 in Bars along X-X Axis Wall Thickness = 8.0 in Rebar Centerline to Edge of Concrete... Bar spacing = 1200. Wall center offset at Bottom of footing 3.D in Reinforcing Bar Size = # 5 from center of footing = Din D Lr L S W E H P : Column Load = 0.9130 0.290 k OB Overburden = ksf V-x = 0.30 k h1-zz = k-ft Vx applied = in above top of footing •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• ••• ••• • ••• • • • • • •• • • •• • • •• • • • • • ••• • • • •• ••• • • • • ••• • • RAF Structural Engineering, LLC / Ph. •6 •3,2 ;1 /:infi@rQ•f�e.com / www.rafse.com RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142 Nil Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-1401 41 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 Wall Fcaating WW'M Saftaire copAft ENERGAI-C, INC- IN3-2=, 8 - "12-M531 DESCRIPTIO wf-1 DESIGN SUMMARY Factor of Safety Item Applied Capacity Governing Load Combination PAS S 2.451 Overturning - Z-Z 0.160 k-ft 0-4412 k-ft +0.60D+0-60W PASS 1.106 Sliding - X-X 0.180 k 0.1991 k +0-60D+0.60W PASS n/a Uplift 0.0 k 0.0 k No Upfift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 07234 Soil Bearing 1-447 ksf 20 ksf +D+0.750Lr+0A50W PASS 0.008862 Z Flexure (+X) 0-1075 k-ft 12.131 k-ft +1.20D+0.50Lr+W PASS 0-003392 Z Flexure (-X) 0.04115 k-ft 12.131 k-ft +0-90D PASS n/a 1-way Shear (+X) 0.0 psi 82.156 psi n/a PASS 0-0 1 -way Shear (-X) 0-0 psi 0.0 psi Na Detailed Results Soil Bearing Rotation Axis & Actual of Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc -X +X Ratio D Only 2.0 ksf 0-0 in 08315 ksf 0.8315 ksf 0-416 +D+Lr 20 ksf 0.0 in 1 MO ksf 1050 ksf 0,525 +D+0.750U 2-0 ksf 0-0 in 0-9950 ksf 0-9950 ksf 049B + D+0.6GW 20 ksf 1-953 in 0-2291 ksf 1.434 ksf 0717 +D+{).750Lr+0A50W 2-0 ksf 1-224 in 0-5432 ksf 1.447 ksf 0713 +D+0.45OW 2.0 ksf 1-465 in 0-3797 ksf 1.283 ksf 0-642 +0-6()D+0.60N 2.0 ksf 3-255 in 00 ksf 1.115 ksf 0-558 ,+0-600 2.0 ksf 0-0 in 0-4989 ksf 0-4989 ksf 0,249 Overturning Stability Units k-ft Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status D Only None 0.0 k-ft Infinity OK +D+Lr None 0.0 k-ft Infinity OK +D+0.75OLr None Cho k-ft Infinity OK +D+0.60W 0.180 k-ft 0,7354 k-ft 4.086 OK +D+0.750Lr+0-450W 0.1350 k-ft 0.880 k-ft 6.519 OK +D+0.450W 0.1350 k-ft 07354 k-ft 5447 OK +0-6()D+0.60'N O� 180 k-ft 0-4412 k-ft 2.451 OK +0-6043 None 0,0 k-ft Infinity OK Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status D Only 0.0 k 0.3318 k No Sliding OK +D+Lr 0.0 k DAM k No Sliding OK +D+0,750Lr 0.0 k 0.3970 k No Sliding OK +D+0.60W 0-180 k 0.3318 k 1843 OK +D+0.750Lr+0.450W 0.1350 k 0.3970 k 2-941 OK +D+0.450W 0.1350 k 0.3318 k 2.457 OK +0.60D+0,60W 0,180 k 0.1991 k 1.106 OK +(1.60D 0.0 k 0.1991 k No Sliding OK Footing Flexure lexure Axis & Load Combinatic Mu Whichl-ension @ Bot As Req'd Gvrn. As Actual As :)hi*Mr k-ft Side ? or Top ? in12 in^2 jn12 k-ft Status +11A0ID 0M4011 -X Bottom 0.2592 Km Temp % 0.31 12-131 OK ,+1-40D 0.064011 +X Bottom 0-2592 Nlin Temp % 0-31 12-131 OK ,+I-2GD+0.5GLr 0.060845 -X Bottom 0.2592 Mn TemD % 0.31 12-131 OK ,+1-20D+0.5GLr 006086 +X Bottom 0-2592 Mn Temp % 0,31 12-131 OK +1200 005486 -X RuNin 0,,�592 Vm Temp % 031 12-131 OK ,+1-20D 0.05486 4ftobn OV-592 *Min Temp % 031 12.131 OK 0.07405 • -X Bodorrp 01�t * Vm Temp % 0.31 12-131 OK ,+I-2GD+1.6GLr +I 2013+11.601-r 0'074(15 q- w 84ttotl 0 VM Temp % 0.31 12.131 OK ,+I-2GD+1.6GLr+0.5UW 0.05073 rf Waftome 9 o 01592 *Win Temp % 0.31 12-131 OK go: RAF Structural Engineering, LLC / Ph. 784 60124 1; I-Fcf6(*rafqe.LrqT / www.rafse.com 0 RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142N1 Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 42 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 Will Pa61f1ng Softwe ccpyr4t ENERCALO, INC. 1 20M, @uiU12211_5.331 DESCRiPT10 wf-1 Footing Flexure lexure Axis & Load Combinatic Mu Which Pension i§ Bot As Req`d Gvrn. As Actual As Dhi*Mr k-ft Side ? or Top ? in12 in12 ier"2 k-ft Status +1.20D+1.60Lr+0.50W 0.09737 +X Bottom 0.2592 Min Temp % 0-31 12.131 OK , +1.20D+0.5GVV 0.03154 -X Bottom 0.2592 Win Temp % 0.31 12.1.31 OK +1.2013+0.5GIN 0.07819 +X Bottom 0.2592 Min Temp% 0.31 11131 OK , +1.20D+0.5@Lr+W 0.01422 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK , +1.20D+0.5t3Lr+W 0.1075 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK , +1.2(D+W 0-09824 -X Bottom 0.2592 Min Temp % 0-31 12.131 OK +1.20D+W 0.1015 +X Bottom 0.2592 Min Temp % 0-31 12.131 OK +0.9013+W 0.000216 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +0.901)+W 0,09017 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +0.90D 0.04115 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +0.90D 0.04115 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK One Way Shear Units : It Load Combination... Vu -X Vu @ +X Vu:Max Phi Vn Vu i Phi`Vn Status +1.40D 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50Lr 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1,60Lr 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.601-r+0,50W4r 0 psi 0 psi 0 psi 82.158 psi 0 OK +1 20t3+ti.50W 0psi opsi 0 psi 82.158 psi 0 OK +1.20t7+0.50Lr+WV 0 psi 0 psi 0 psi 82.15E psi 0 OK +1201)+W 0 psi 0 psi 0 psi 82.158 psi 0 OK +0.90D+W 0 psi 0 psi 0 psi 82,158 psi 0 OK +0.90D 0 w 0 psi 0 psi 82.158 psi 0 OK •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • r• ••• ••• Y ••• Y • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • Y Y : Y : • RAF Structural Engineering, LLC / Ph. 796 6 33 ;3 •l 1nf*ra:se.q:n / www.rafse.com • •• •• • • ••• • 0 0 ••• 0 • RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142ND Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 43 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 3.8.2 Existing Wall footing Section: Width:16" Height: 12" Loading breakdown: Tributary width roof: B=24ft/2 +2.5 + 32'/2= 30.5ft (CONSERV.) DL: Self -weight auto -calculated and added to DL Roof: 25psf * B = 763plf 75psf * 10' = 750plf LL: Roof: 30psf * B = 915 plf .. ... . . . . . .. . .. .. ... . . .. . . ... . . . . .. ... ... . . . . .. ... . . . . . .. . . . . . . . . . . .... ....... . RAF Structural Engineering,xLC.- (• P.j. A.86:603*23 03 • / Onfo@rafse.com / www.rafse.com ... 0 0 0 . % . . RAF Structural Engineering, LLC Architect: Job #t: Page: 3001 SW 142N1 Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 44 Ph. (786) 603 2313 info@rofse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 Wall Footing SoflwarecoMnghtENERCALC,INC. 19&12D20,Build.12,20-5.31 DESCRIPTIO exist wf Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used ASCE 7-10 General Information Material Properties Soil Design Values rc : Concrete 28 day strength = 3 0 ksi Allowable Soil Bearing = 2.0 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Ivfodulus = 3,1220 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density - 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 (p Values Flexure = 0.90 Shear - 0.750 Increases based on footing Depth Analysis Settings Min Steel la Bending Reinf = Reference Depth below Surface = Allow. Pressure Increase per foot of depth = ft ksf Min Allow % Temp Reinf. = 0.00180 when base footing is below = It Min. Overturning Safety Factor = 1.0 : 1 Increases based on footing Width Min. Sliding Safety Factor = 1.0 : 1 Allow- Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL Yes when footing is wider than = ft Adjusted Allowable Bearing Pressure = 2.0 ksf Dimensions Reinforcing Footing Width = 1.330 ft Footing Thickness = 12.0 in Bars along X-X Axis Wall Thickness = 8.0 in Rebar Centerline to Edge of Concrete..- Bar spacing = 1200. Wall center offset at Bottom of footing 3.0 in Reinforcing Bar Size = ## 5 from center of footing = 0 in D Lr L S W E H P : Column Load = 1.513 0.9150 k OB Overburden = ksf V-x - 0.0 k M-zz = k-tt Vx applied = in above top of footing •• • •• ••• •• ••• • • • • •• • • • •• • • ••• • • • • •• ••• ••• • ••• • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • 00 ••• • • • • ••• • • • • • . • • . • goo RAF StructuralEngineerin�; L. 8 60:23:1.3'(:info@rafse.com / www.rafse.com 00 0 RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142ND Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 45 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 Wall Footing 3orWare wpyTIght=NERCALC.INC-t992.2"29,BwkC12�S.3t DESCRIPTIo existwf DESIGN SUMMARY � +' Factor of Safety Itern Applied Capacity Governing Load Combination PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-fi No Overtum'rng PASS nla Sliding - X-X 0.0 k 0.0 k No Sliding PASS nla Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.9853 Soil Bearing 1.971 ksf 2-0 ksf +D+Lr PASS 0.01197 Z Flexure (+X) 0.1452 k-ft 12,131 k-ft +1.2p0+1.d0Lr PASS 13.005232 Z Flexure (-X) O.Od347 k-ft 12,131 k-ft +0.90D PASS n1a 1-way Shear (+X) O.0 psi 82.158 psi n+a PASS 0-0 1-way Shear (-X) 0.0 psi 0.0 psi nfa Detailed Result Soil Bearing Rotation Axis & Actual soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc -X +X Ratio D Onty 2.O ksf 0.0 in 1-283 ksf 1.283 ksf 0.64' +D+Lr 2.0 ksf 0.0 in 1.971 ksf 1.971 ksf 0.985 +D+0.75OLr 2.0 ksf 0.0 in 1.791E ksf 1.799 ksf 0.899 +0110D 2-0 ksf 0.0 in 0.76H ksf 0.789C ksf 0.385 Overturning Stability Lints : k-ft Rotation Axis Load Combination..- Overturning Moment Resisting Moment Stability Ratio Status Feting Has NO O.,ertuming Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Mu Which Pension @ Bot As Req°d Gvrn_ As Actual As 'hi*Mr lexure Axis & Load Corobinatio k-ft Side's or Top ? in"2 in"2 in"2 k-ft Status +1A0D 0.09874 -X Bottom 0.2592 Min Tema % 0-31 12.131 OK +1.4OD 0.09874 +X Bottom 0.2592 Min Temp % 0-31 12.131 OK +t_20D+0.50Lr 0.1035 -X Bottom 0.2592 Min Temp % 0-31 12.131 OK +t_20D+0.50Lr 0.1035 +X Bottom 0.2592 Min Ternp % 0.31 12.131 OK +I.20D 0.08453 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +11.20'D 0.08483 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60Lr 0.1452 -X Bottom 0.2592 Min Temp % 0-31 12.131 OK +I-20D+1.60Lr 0.1452 +X Bottom 0.2592 Min Temp % 0-31 12.131 OK +0.9013 0.06347 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +0.90D 0.00347 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK One Way Shear Units : k Load Combination... Vu O -X Vu (a +X Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.2013+0.501-r 0 psi 0 psi 0 psi 82-158 psi 11 OK +1.20D O psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+ 1.601-r 0 psi 0 psi 0 psi 82.158 psi 0 OK +0.90D 0 psi 0 psi 0 psi 82-158 psi 0 OK ass •.. . . . • . •. ••• ••i • ••• • • • • • • • f • • • • • • • • • • • • • • • • • • • • • • • • RAF Structural Engineerirgi LLf-/ •�1.•�86 1,•� 3��3 �� info@rafse.com l www.rafse.com RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142ND Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 46 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 3.8.3 Column footing Section: Width:30" Height: 12" Loading breakdown: See beam B-1 & B-2 reactions. DL: 3600lbs Columns:20001bs LL: 2100plf ••• ••• • ••• • • • • • • • • • • • • RAF Structural Engineeringy�LC�N Ah� 7662 : 1•• •: fo@rafse.com / www.rafse.com RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142ND Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 47 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: 0 Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 General Footing LC sore. - ENEReLc.INC., 2020.suiie-12.20.5.3, r- DESCRIPTIO f-1 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Desi Values fc : Concrete 28 day strength = 3.0 ksi Aliowab�en Soil Beari = 2.0 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Sol] Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. _ 0.30 Values Flexure = 9_90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0_00180 when footing base is below = R Min. Overturning Safety Factor = 1.0 :1 Min. Sliding Safety Factor = 1.0 - 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal'Vy`t for Soil Pressure : No when max_ length or width is greater than = ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft Footing Thickness = 12.0 in Pedestal dimensions. px : parallel to X-X Axis = in w pz : parallel to Z-Z Axis in Height - in Rebar Centerline to Edge of Concrete._. at Bottom of footing = 3.0 in l •_ Bars parallel to X-X Ams Number of Bars = 3 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Size - # 5 Bandwidth Distribution Check (ACI 15.4.4,2) - Direction Requiring Closer Separatio n/a t # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L P : Column Load = 5.60 2-V • • • OB : Overburden - • • • • • • • • • M-zz = • • • • • v-Z _ S W E H 0.0 0.0 .••••• • RAF Structural Engineering, LL / 1'h. 766609 23; 3 s info@rafse.com / www.rofse.com k ksf k-ft k-ft k k f- MRAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142ND Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 48 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 DESIGN SUMMARY MENNOW. Min_ Ratio Item Applied Capacity Governing Load Combination PASS 0.6885 Soil searing 1.377 ksf 2.0 ksf +D+Lr about Z-Z axis Fars nfa Overturning - X-X 0.0 k-ft 0.0 k-ft No Dvertuming PASS rlta Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS nla Sliding - X-X 0.0 k 0.0 k No Sliding PASS nIa Sliding - Z Z 0.0 k 0.0 k No Sliding PASS Na Uplift 0.0 k 0.0 k No Uplift PASS 0.08716 Z Flexure (+X) 1.260 k-ftfft 14.455 k-fVft +1.20D+1.60Lr Pass 0:08716 Z Flexure (-X) 1260 k-fait 14.455 k-fVft +1.20D+1.60Lr PASS 0.08716 X flexure (+Z) 1.260 k-ftlft 14.455 k-fttft +1'.20D+1.60Lr PASS 0.08716 X Flexure (-Z) 1.260 k-ff,'ft 14.455 k-ftfft +1'.20D+1-60Lr PASS 0 09088 1-way Shear (+X) 7.467 psi 82.158 psi +1.20D+1.6tYLr PASS 0.09088 1-way Shear (-X) 7A67 psi 82.158 psi +1.20D+1.60Lr PASS 0.09088 1-way Shear (+Z) 7A67 psi 82.158 psi +1.20D+1.60Lr PASS 0.09088 1.-way Shear (-Z) 7A67 psi. 82.158 psi +1.20D+1.601-r PASS 0-1723 2-way Punching 28.311 psi 164.317 psi +1.20D+1-60Lr •• ••• • • • • • •• • ••• ••• •• • • • •• • • • -0.0 •• • • RAF Structural Engineering, LL / •Ph. 6:61CV 2 1-13 ;/ jri v@rafse.com / www.rafse.com • • • ••• • • • ••• • d 8 • a RAF Structural Engineering, LLC Architect: Job #: Page: 3001 SW 142ND Ave., Miramar, FL33027 CASTELLANOS DESIGN STUDIO 2007-2401 49 Ph. (786) 603 2313 info@rafse.com / www.rafse.com Project: Date: Florida CA No. 32290 PENICHEIRO RESIDENCE ADDITION 0712712020 3.9 New trusses connectors Max. span: L=1O.6ft OH=2ft Loading breakdown: Tributary width roof: B=2ft DL: Self -weight auto -calculated and added to DL 25psf* 2' * (10.6/2 +2) = 365pif WL:-65.22psf *2' * (10.6/2 +2) _-953lbs Reactions combinations (ASD): Uplift: U=0.6*365-953=-734lbs L2=29.19psf * 10'/2 * 2' = 292lbs (see diaphragm calc.) L1=292psf *24'/2 / 10.5' = 334lbs (see diaphragm calc.) At tie beam: NuVue NVSTA single strap w/ (9)10D to straps and (6)10D to seat. Uallow=1783lbs > U OK; L2allow=1430lbs > L2 OK; Llallow=950lbs > L1 OK U/Uallow+ L2/L2allow = 0.95OK. (See FL #16294) TABLE 10 TABLE 11 1X7 H 4' wa Ph row ConcrNe £mbWman Or NVSTA ati 44M •• ••• • • • • • • • • •• • • 000 • • U}ftFT 000 • • • �xiot 0-2flFR t CowoA Emb.dnw:t UPL�'T ft NVHTA • ••• { • • • •tenA-.d Cain • • • ReFetaraC Canstate r— U. bMn wa. 2 • • • • •• w Mn • Tap & bottom a raN 'ud •0 t _ Ca+aetM btadc .08 .,,,�� C.anaats black WE • • • • • • • • RAF Structural Engineering, LAC 6. Pj.74 3 22 1 /•info@rafse.com / www.rofse.com see 0 Miami Shores Village E=. 70RED BUILDING PERMIT APPLICATION ❑BUILID ING ❑ ELECTRIC Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 I r: F 14 2021 BY:--L—L— FBC 20 Z Master Permit No. RC-V? ZD Sub Permit No. ❑ ROOFING REVISION ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF a A` CONTRACTOR JOB ADDRESS: ` 1 �' it vA: 1 A44., Miami Sh ❑ EXTENSION ❑RENEWAL ❑ CANCELLATION ❑ SHOP DRAWINGS 331 Folio/Parcel#:� �7i}r, Is the Building Historically Designated: Yes NO Occupancy Type:/Load: Construction Type: CLFlood Zone: BFE: FFE: / j OWNER: Name (Fee Simple Titleholder):f16�( ; C � � Pf-16 `tj-Y.��1ra Phone#: � \O ' � 1 � 45 Address: Pat ;77� 0 - tA; &-W% j40-0 City: Pa` 1% j 4.-"%"A0 If E S State: i I i Zip: 5 310 Tenant/Lessee Name: Email Phone#: CONTRACTOR: Company Name: 1..ew,r--\ V4�1%�-i64A6Whone#: Address: �� J�" ` &%,rCZV%.A 1j✓(,i City: State: 1" Zip: 331 3�e Qualifier Name: C/A^Ar I ie S Phone#: 3 / State Certification or Registration #: &C%& Certificate of Competency #: DESIGNER: Architect/Engineer: OOpJHa ;A I/ Phone#: .3 9��• Q�Q� Address: Z000 go L. City: DCD2A` Statec�J_ Zip: 32.Vi �o Value of Work for this Permit: $ Ly �, O� 0Square/Linear Footage of Work: V"d d Type of Work: A Addition ❑ Alteration ElNew ❑ Repair/Replace ❑ Demolition Description of Work: `�� S AGO IiASIe tN CawpOrd Ira Puts yr le d"r Specify color of color thru tile: Submittal Fee $ Permit Fee $ 3 rJ CC $ _CO/CC $ Scanning Fee $ Cl Radon Fee $ f D B P R $ �� • 2- S Notary $ Technology Fee $ �� • Lj Training/Education Fee $ Double Fee $ Structural Reviews $ Bond $ TOTAL FEE NOW DUE $ (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zi Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a c tifd. /)ied copy of the recorded notice of commencement must be posted at the job site for the first : 4ch o _ en (7) s after the building permit is issued. In the absence of such sted notice, the inspectio ill not be app ved nd a rein ecti ee will be charge�� Signatu OWNER dF AGENT The foregoing instrument was acknowledged before me this day of 0 C h 6&C 20 by P"t 10i-i&vwho is sonally known, o me or who has produced identification and who did take an oath. NOTARY PUBLIC: Signatu CON The foregoing instrument was Xkrgw- ledged before me this day of 000 h e�(- 20 by ��.fi:' Ee f Cir'b5 who i ersonally know to as me or who has produced identification and who did take an oath. NOTARY PUBLIC: as f Sign:' • Sig Print:of1 Print: Iv P Seal: Nz Comm.:HH159435 Expires: Sept.27,2025Comm.:HH Seal: �o�pYP4��%% 159435 Expires: Sept.2T,2025 Notar Public - State of Florida y Public - State of Florida Notary �v APPROVED BY Plans Examiner Zoning AV�A 114___ Structural Review Clerk (Revised02/24/2014) Ovr'4,._5 ��Oit1Op' PERMIT ADDRESS: 9333 N MIAMI AVE Miami Shores, FL 33150 APPLICATION DATE: 10/14/2021 SQUARE FEET: EXPIRATION DATE: 04/12/2022 VALUATION: CONTACTS NAME Applicant Kamau Powell Contractor CHARLES GIBSON PARCEL: 1132060130350 800.00 DESCRIPTION: REVISE TRUSSES TO INCORPORATE RAFTERS ON $45,000.00 LEDGER COMPANY ADDRESS Lemon City 3634 Grand AVE Miami, FL 33133 LEMON CITY CONSTRUCTION 3634 GRAND AVE 33133 Owner PATRICIAN PENICHEIRO 9333 N MIAMI AVE Miami Shores, FL 33150 REVIEW ITEM Building v.1 STATUS REVIEWER Requires Re -submit Ismael Naranjo email: bo@msvfl.gov Correction: General - Ismael Naranjo (10/22/21) - Not Resolved Corrective Action: 1. Provide a narrative reflecting all new changes and modification. Provide cloud with delta on each section or component being revised. 107.4 2. Planning and Zoning approval required to change from a slope roof system to a low slope roof system. Please contact Miami Shores Village Planning Director, Mr. Travis Kendall at kentalt@msvfl.gov or at 305-795-2207 3. Provide supporting documents such as structural calculations and product approvals for structural members and connectors. 107.1 4. Additional comments may follow once above rejection comments are addressed. Structural v.1 Approved Orlando Blanco email: bz3@msvfl.gov October 25, 2021 10050 NE 2 Ave Miami Shores FL 33138 Page 1 of 1 Miami Shores Village Building Department 10050 NE 2"d Ave Miami Shores, FL 33138 The purpose of the revisions was to correct deficiencies in the design of the roof. Due to inaccurate measurements on the part of the previous architect, the previous roof and truss design was not feasible. We have revised the roof design to install rafters on a ledger instead of the previous truss design. We have included product approvals and structural calculations for the revisions. Professional'Business & ' ylatio BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications Contact Us BCIS Site Map Links Search I b '.'' Product Approval d�pr \+,„ • USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail • • FL # FL17232-R7 Application Type Revision Code Version 2020 Application Status Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MiTek Inc. Address/Phone/EmailC 0 t 16023 Swingley Ridge Road Chesterfield, MO 63017 (800)328-5934 • • • •••••• ewalden@mii.com • •.' . • . • Authorized Signature Erin Walden •""• • ;....; ewalden@mii.com • • • • • • • • • • .•.. .••. .•..• ..•••• • .. •..•. Technical Representative Erin M. Walden • • • • • Address/Phone/Email 16023 Swingley Ridge Road • • • Chesterfield, MO 63017 • • (952) 898-8635 ' • :' • • ' • • • �' ewalden@mii.com • • • • • • Quality Assurance Representative Erin M. Walden • Address/Phone/Email 16023 Swingley Ridge Road Chesterfield, MO 63017 (952) 898-8635 ewalden@mii.com Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity ICC Evaluation Service Quality Assurance Contract Expiration Date 10/31/2022 Validated By ICC Evaluation Service, LLC. Certificate of Independence FL17232 R7 COI Certification of Independence for Evaluation. pgff Referenced Standard and Year (of Standard) Standard Year ANSI/AWC NDS 2018 ASTM D7147 2011 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Go to Page 49 Method 1 Option C 12/02/2020 12/08/2020 12/12/2020 FL # Model, Number or Name Description 17232.1 CLPBF Butterfly Hanger 00 Pagel/ 200 Limits of Use Installation Instructions Approved for use in HVHZ: No FL17232 R7 II ESR-3445 Oct2020.12df Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL17232 R7 AE ESR-3445 Oct2020.pd 17232.2 HD26, HD24-2, HD34, HD44 Face Mount Hanger Limits of Use Installation Instructions • • Approved for use in HVHZ: No FL17232 R7 II ESR-3445 Ocir2020.a • • • Approved for use outside HVHZ: Yes Verified By: ICC Evaluatbp.S t4ce, LLC . .' Impact Resistant: N/A Created by Independent.Thil arty: • • • • • Design Pressure: N/A • • Evaluation Reports • Other: FL17232 R7 AE ESR-3,?4'V(3rt2020.pdf 17232.3 HD28, HD210, HD212, HD214, Face Mount Hanger ";". HD216 HD26-2 HD28-2 HD210-2 • • • • • • • • • • • • • • • • • • • HD212-2, HD214-2, HD216-2, HD26- • • • • • • • • • • • • • • 3, HD28-3, HD210-3, HD212-3, .. •.. • • . • HD214-3 HD216-3 HD28-4 HD210- ' ' ' • 4, HD36, HD38, HD310, HD312, • • • •. HD314, HD316, HD38-2, HD310-2, • • • : . :. • • 0: HD312-2, HD46, HD48 " ' ; • • •; • • • Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL17232 R7 II ESR-3445 Oct2020.pd Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL17232 R7 AE ESR-3445 Oct2020.p_df 17232.4 HD410, HD412, HD414, HD416, Face Mount Hanger HD418, HD66, HD68, HD610, HD612, HD614, HD616, HD86, HD88, HD810, HD812, HD814, HD816, HD1770, HD17925, HD17112, HD1714, HD27925, HD27112, HD2714, HD32105, HD3212, HD5112, HD51135 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL17232 R7 II ESR-3445 Oct2020.12df Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL17232 R7 AE ESR-3445 Oct2020.p&f 17232.5 HD5210, HD5212, HD5214, HD5216, Face Mount Hanger HD62117, 1-101117, HD7100, HD7120, HD7140, HD7160, HD7180, HD77117, HD83117, HD95117 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL17232 R7 II ESR-3445 Oct2020.g,f Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL17232 R7 AE ESR-3445 Oct2020.12df 17232,6 HUS26, HUS28, HUS210, HUS175, HUS177, HUS179, HUS24-2, HUS26- 2, HUS28-2, HUS210-2, HUS212-2, HUS46, HUS48, HUS410, HUS412 Slant Nail Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL17232 R7 II ESR-3445 Oct2020.W Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL17232 R7 AE ESR-3445 Oct2020.Qd 17232.7 IHF15925, IHF15112, IHF1514, Joist Hanger IHF16925, IHF16112, IHF3614, IHF17925, IHF17112, IHF1714, IHF1716, IHF20925, IHF20112, IHF2014, IHF23925, IHF23112, IHF2314, IHF2316, IHF2318, IHF25925, IHF25112, IHF2514, IHF2516,IHF26925,IHF26112, IHF2614, IHF2616 Limits of Use Installation Instructions Approved for use in HVHZ: No FL17232 R7 II ESR-3445 Oct2020.12df Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL17232 R7 AE ESR-3445 0ct2020.2ff 17232.8 IHF15925-2, IHF15112-2, IHF16925- Joist Hanger 2, IHF16112-2, IHF35925, IHF35112,IHF3514,IHF3516, ;...;. IHF3518 IHF20925-2 IHF20112-2 • • • •••••• IHF2014-2, IHF23925-2, IHF25925- • • • • • • 2,IHF25112-2 •....• :•••�� .••.:• Limits of Use Installation Instructichlo •' • ' ; ; Approved for use in HVHZ: No FL17232 R7 II ESR-34654Q"ZQ .p4[• • • • • • • • Approved for use outside HVHZ: Yes Verified By: ICC Evaluation•Service, LLG • .. 0 0 0 : 0 0 Impact Resistant: N/A Created by Independent'rbiWiliarty: . .. • 09000 Design Pressure: N/A Evaluation Reports • • • • • Other: FL17232 AE ESR- 44 p�f • 17232.9 IHFL15925, IHFL15112, IHFL17925, Joist Hanger • • • IHFL17112, IHFL1714, IHFL1716, : • • • • :. • • •: IHFL20925 IHFL20112 IHFL2014 '• • • • • • IHFL2016, IHFL23925, IHFL23112, • IHFL2314, IHFL2316, IHFL25925, IHFL25112, IHFL2514, IHFL2516, IHFL35925, IHFL35112, IHFL3514, IHFL3516 Limits of Use Installation Instructions Approved for use in HVHZ: No FL17232 R7 II ESR-3445 Oct2020.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL17232 R7 AE ESR-3445 Oct2020.122f 17232.10 JL24, JL26 Standard Joist Hangers Limits of Use Installation Instructions Approved for use in HVHZ: No FL17232 R7 II ESR-3445 Oct2020.ga Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL17232 R7 AE ESR-3445 Oct2020,12d 17232.11 31-28, JL210 Standard Joist Hangers Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL17232 R7 II ESR-3445 Oct2020.12d Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL17232 R7 AE ESR-3445 Oct2020.pdf 17232.12 I JN210E6-2 JN28-2, JN26E, JN28E, I Power Nail Hangers Limits of Use Installation Instructions Approved for use in HVHZ: No FL17232 R7 II ESR-3445 Oct2020.12d Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Design Pressure: N/A Other: Created by Independent Third Party: Evaluation Reports FL17232 R7 AE ESR-3445 Oct2020.12df 17232.13 3US24, 3US24-2, 3US24-3, 3US44 Slant Nail Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ: No FL17232 R7 II ESR-3445 Oct2020.122f Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL17232 R7 AE ESR-3445 Oct2020.pdf 17232.14 JUS26, JUS28, JUS210, JUS36, Slant Nail Joist Hanger JUS38, JUS310, JUS26-2, JUS28-2, JUS210-2, JUS214-2, JUS46, JUS48, JUS410, JUS412, JUS414, JUS26-3, JUS28-3, JUS210-3, JUS212-3, JUS214-3 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL17232 R7 II ESR-3445 Oct2020.2df Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL17232 R7 AE ESR-3445 Oct2020.12_df 17232.15 LGU325, LGU363, LGU525, MGU363, Girder Hanger MGU525, MGU550, MGU562, MGU700, HGU363, HGU525, HGU550, HGU562, HGU700, HGU725, HGU900 • • • • • • Limits of Use Installation Instructions : • • •' Approved for use in HVHZ: Yes FL17232 R7 II ESR-34C10,ct2020.�'�"" •.+.;• Approved for use outside HVHZ: Yes Verified By: ICC Evaluejjpr:5Xvice, LLC • Impact Resistant: N/A • • Created by Independent Third Party: • • • + Design Pressure: N/A • • Evaluation Reports • 0409 • • • Other: FL17232 R7 AE ESR-344V6ct2020.pr • • • • • • • 17232.16 CJSUUH44, 4, SUH24R, SUH34, SUH24-2, SUH44R, SUH26-3 Joist Hanger • • "• • • • • • • • • • • • • • • • • • • • Limits of Use Installation Instructions • • • Approved for use in HVHZ: No FL17232 R7 II ESR-32145JW020.& " Approved for use outside HVHZ: Yes Verified By: ICC EvaluatNh Shcvice, • • • • • • • Impact Resistant: N/A Created by Independent Third Party: • Design Pressure: N/A Evaluation Reports Other: FL17232 R7 AE ESR-3445 0ct2020.pdf 17232.17 SUH26, SUH28, SUH210, SUH214, Joist Hanger SUH1710, SUH1714, SUH2611, SUR28R, SUH210R, SUH214R,SUH2310, SUH2314, SUH36, SUH310, SUH314, SUH2610, SUH2614, SUH26-2, SUH28- 2,SUH210-2,SUH214-2 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL17232 R7 II ESR-3445 Oct2020.p�1f Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL17232 R7 AE ESR-3445 Oct2020.pdf 17232.18 SUH46, SUH48, SUH410, SUH414, Joist Hanger SUH4611, SUH41011, SUH28-3, SUH210-3, SUH2310-2, SUH2314-2, SUH310-2, SUH66, SUH610, SUH66R, SUH610R Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL17232 R7 II ESR-3445 Oct2020.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL17232 R7 AE ESR-3445 Oct2020.pd 17232.19 THD26, THD28, THD210, THD175, Face Mount Hanger THD177, THD179, THD26-2, THD28- 2, THD210-2, THD210-3, THD210-4, THD46, THD48, THD410, THD412, THD414, THD610, THD612, THD614, THD7210 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL17232 R7 II ESR-3445 Oct2020.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL17232 R7 AE ESR-3445 Oct2020,p-d 17232.20 THDH26, THDH28, THDH210, Face Mount Hanger TH DH27925,THDH27112,THDH2714, THDH26-2, THDH28-2, THDH210-2, THDH212-2, THDH214-2, THDH3210, THDH3212, THDH46, THDH48, THDH410, THDH412, THDH414 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL17232 R7 II ESR-3445 Oct2020.12d Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL17232 R7 AE ESR-3445 0ct2020.pdf Go to Page^ '�' � �j Page 1 J 2 Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 w w wwww•• The State of Florida is an AA/EEO employer. rM%Ught 2007-2013 State of Florida.:: Privacy Statement :: AA&essibift% Statemdht :: Refund StateMrR w • w • o Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public records:"w*t9io not send elecgonic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contalt6901148111F.1395. "Oursuant to Section 49641249(i), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department jr FLe mil address if hey have on The e�a.1 provided may be used for official communication with the licensee. However email addresses are public record. If you o no wish to supply a personal adypjse provide the Department with an email address which can be made available to the public. To determine if you are a licoweawmder Chaptardv* F.S., plaaae click g Product Approval Accepts: ***of* 0000 as *a**. ® e`Chec ® •w:•w: : •wives• www• ww •• wwww wwww•w Credit Card ...... . w' Safe . . .. . .. . ...... •• IMES Evaluation Report ESR-3445 Reissued October 2020 This report is subject to renewal October 2022. wwwAcc-es.orq 1 (800) 423-6587 1 (662) 699-0643 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: MITEK® INC. 16023 SWINGLEY RIDGE ROAD CHESTERFIELD, MISSOURI 63 , (800) 328-5934 L� www.mitek-us.com uspcustomerservice0m ii.com EVALUATION SUBJECT:„i MiTek USP FACE MOUNT ANORS 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2018, 2015, 2012, 2009 and 2006 International Building Codes (IBC) ■ 2018, 2015, 2012, 2009 and 2006 Intemational Residential Codes (I RC) For evaluation for compliance with codes adopted by the Los Angeles Department of Building and Safety (LADBS), see ESR-3445 LABC and LARC Supplement. Property evaluated: Structural 2.0 USES The MiTek USP structural connectors described in this report (see Table 17 for complete listing) are used for connecting wood framing members in accordance with Section 2304.10.3 of the 2018 and 2015 IBC (Section 2304.9.3 of the 2012, 2009 and 2006 IBC). The connectors may also be used in structures regulated under the IRC when an engineered design is submitted to, and approved by, the code official, in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 CLPBF Butterfly Hanger: The CLPBF Butterfly Hanger is a face -mount hanger with triangular header flanges having prepunched nail holes for joist -to -header or truss -to -truss connections. The CLPBF Butterfly Hanger is cold -formed from No. 18 gage steel and is prepunched for 10d common nails into the header and 10d-by-1 1/2-inch nails into the joist. See Table 1 and Figure 1 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.2 HD Face Mount Hanger: The HD Face Mount Hanger is designed to support headers, joists and trusses. The HD Face Mount.Hanger is cold - formed from No. 14 gage steel; agd is pr*tfiWd for ZQd • common nails into the suppdrfip§ rDembeg, ancL either 16d • • common, 10d common or 1Qd-�y;11/2-inch •rWIs. into 14ei •: • supported member. See Ta4lg•?, Ord Figure J for product • dimensions, fastener schedi4e.,� allowable• loads, and • •: typical installation details. The HD, THDt YFV end TNFI offer increased allowable download and/or upTiA value `6;". installing additional nails into The dl'emon&holes,Minimum ('min') load values require the installation of ilie specifidd':' nails into all round holes V i1W (anger to'support the % corresponding allowable loads. Maxim4r% (Iw') 189d•99 values require the installatiob of ftre speclfied'rlails intc=au..: round and all diamond holesocf th8 hangertq$ppport'the • increased loads. Interpolation is not alloAed between the min -max allowable load values and nail count. 3.3 HUS Slant Nail Joist Hanger: The HUS Slant Nail Joist Hanger is designed to provide double shear nailing for joist/truss-to-beam connections. The HUS Slant Nail Joist Hanger is cold -formed from No. 14 gage or No. 16 gage steel and is prepunched for 16d common nails into both the joist and the header. See Table 3 and Figure 3 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.4 JL Standard Joist Hangers: The JL Standard Joist Hangers are designed as face mount hangers for connecting nominal dimension lumber to headers, beams or girders. The JL hangers are cold -formed from No. 20 gage steel. The hangers are prepunched for 16d common or 10d common nails into the header, and 10d-by-11/2-inch nails into the joist. See Table 4 and Figure 4 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.5 JN and JNE Power Nail Hangers: JN and JNE Joist Hangers are designed to support one- and two-ply nominally 2-by-6 and 2-by-8 dimension lumber joists. The JN joist hangers are cold -formed from No.18 gage steel and have a seat depth of 15/8 inches (41 mm). The JNE joist hangers are cold -formed from 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 the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. .mwu ern a-uur ..,w Copyright 0 2020 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 25 ESR-3445 I Most Widely Accepted and Trusted Page 2 of 25 No. 20 gage steel and have a seat depth of 2 inches (51 mm). JN and JNE joist hangers are not prepunched for nails. See Table 5 and Figure 5 for product dimensions, required fastener schedule, allowable loads, and a typical installation detail. 3.6 JUS Slant Nail Joist Hanger: The JUS Slant Nail Joist Hanger is designed for face -mount applications to provide double shear nailing for joist/truss-to-beam connections. The JUS Slant Nail Joist Hanger is cold -formed from No. 18 gage steel and is prepunched for either 10d common or 16d common nails into both the joist and the header. See Table 6 and Figure 6 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.7 SUH Joist Hanger: The SUH Joist Hanger is designed as a face -mount hanger to support nominal dimension lumber joists. The SUH Joist Hanger is cold -formed from No. 16 gage steel. The SUH Joist Hanger has prongs in the header flanges to temporarily position the hanger on the header. The hanger is prepunched for 10d common or 16d common nails into the header and 10d-by-1 1/2, 10d common, or 16d common nails into the joist. See Table 7 and Figure 7 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.8 THD Face Mount Hanger: The THD Face Mount Hanger is designed to support metal - plate -connected wood trusses and can also support LVL, LSL and PSL members. The THD Face Mount Hanger is cold -formed from either No. 12 gage, No. 14 gage, or No. 16 gage steel; and is prepunched for 16d common nails into the header, and either 10d common or 10d-by-1 1/2-inch nails into the joist. See Table 8 and Figure 8 for product dimensions, required fastener schedule, allowable loads, and a typical installation detail. 3.9 THDH Face Mount Hanger: The THDH Face Mount Hanger is designed as a hanger for metal -plate -connected wood trusses and can also support LVL, LSL and PSL members. The THDH Face Mount Hanger is cold -formed from No. 12 gage steel and is prepunched for 16d common nails. See Table 9 and Figure 9 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.10 THE Face Mount Hanger: The THE Face Mount Hanger is designed to provide lateraltop chord support for I joist -to -header applications. The supporting header may be wood I joists, LVL, LSL, PSL, or solid sawn lumber. The THE Face Mount Hanger is cold -formed from either No. 18 gage, No. 16 gage, or No. 12 gage steel; and is prepunched for 10d common nails into the header, and either 10d common or 10d-by-1 1/2-inch nails into the joist. See Table 10 and Figure 10 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.11 THFI Face Mount Hanger: The THFI Face Mount Hanger is designed to provide lateral top chord support for I joist -to -header applications with the added benefit of having six locking prongs in the hanger seat. The supporting header may be wood I joists, LVL, LSL, PSL, or solid sawn lumber. The locking prongs provide a consistent uplift capacity for I -joists of all bottom flange thicknesses without the need of hanger -to -joist nails. The THFI also has a patented self-supporting top tab that securely grips to the header and holds the hanger in place without needing manual assistance while fasteners are installed. The THFI Face Mount Hanger is cold formed from No. 18 gage steel and is pre -punched for 10d common nails into the header. See Table 11 and Figure 11 for product dimensions, fastener schedule, allowable loads and a typical installation detail. 3.12 LGU/MGU/HGU Girder Hanger: The LGU/MGU/HGU Girder Hangers are designed as face mount hangers for attaching glulam beams to glulam headers. Header fasteners are located high on the side flanges to allow a deeper supported member to be attached top flush to a shallower supporting member. The LGU/MGU/HGU Girder Hangers are cold formed from either No. 10 gage or No. 7 gage steel and are pre -punched for 1/4-inch-diameter MiTek Pro Series WS3 (3-inch-length) wood screws. The MiTek Pro Series wood screws are proprietary screws described in ESR-2761 and are shipped with the hangers. The LGU/MGU/HGU Girder Hangers can also be used to attach LVL, LSL and PSL beams and headers together. See Table 12 and Figure 12 for product dimensions, fastener schedule, allowable loads and a typical installation detwil.• 3.13 THDHQ Girder Truss Hanger. 0 The THDHQ Girder Truss Aq.%eifs ari •designed as • face mount hangers for attapaipq,rrultkply metal plated wooded girder trusses togeftj., T he THDHQ hange6 •.. are cold formed from No! :2 gage steer*and are ee m pre -punched for 1/4-inch-diaeter MiTek Pro Series':". WS3 (3-inch-length), WS45* *(1?/3ich-lem*gW1' or W$6' (6-inch-length) wood screws! 'tlie MiTek 'Pro Serid? 0 0 wood screws are proprieVr;:Ostrews de§cribed in • ESR-2761 and are shipped with the TF VNQ' hangeiS' .. • • The THDHQ hangers can alto he ysed t6 cdh1hect LVL.... •: LSL and PSL beams and headbts tdgetheC Age, lable t3 • and Figure 13 for product dimensions, fastener schedule, allowable loads and a typical installation detail. 3.14 IHF Face Mount Hanger: The IHF Face Mount Hanger is designed to resist the gravity and uplift loads from wood I joists. Sized specifically for wood I -joists, the sides of the IHF Face Mount Hanger provide lateral support to the I -joist top flange. The IHF Face Mount hanger is intended to support wood I joists with flanges manufactured from structural composite lumber (SCL). Design values for the IHF Face Mount Hanger and I joist flange property requirements are provided in Table 14. The supporting header may be wood I -joist, LVL, LSL, PSL, or solid sawn lumber. The IHF Face Mount Hanger is cold -formed from No. 16 gage steel, and is prepunched for either 10d common or 16d common nails installed into the header and 10d-by-11/2-inch nails installed into the joist flanges. Diamond holes in the hanger flanges for hanger -to - header nailing provide for customizable (MIN/MAX) fastening to match the allowable download capacity needed as indicated in Table 14. The IHF Face Mount Hanger dimensions and typical installations are shown in Figure 14. 3.15 IHFL Face Mount Hanger: The IHFL Face Mount Hanger is designed to resist the gravity and uplift loads from wood I joists. Sized specifically for wood I -joists, the sides of the IHFL Face Mount Hanger provide lateral support to the I -joist top flange. The IHFL Face Mount Hanger is intended to support wood I joists with flanges manufactured from sawn lumber or structural composite lumber (SCL). Design values for the IHFL Face Mount Hanger and I -joist flange property requirements are provided in Table 15. The supporting header may be wood I joist, LVL, LSL, PSL, or solid sawn lumber. The IHFL Face Mount Hanger is cold -formed from No. 18 gage steel, and is prepunched for 10d common nails installed into the header. Uplift resistance is provided by six Seat Cleat® prongs that ESR-3445 I Most Widely Accepted and Trusted Page 3 of 25 lock the bottom flange of the I -joist to the hanger, providing a consistent uplift capacity for I joist of all bottom flange thicknesses without the installation of hanger -to -joist nails. Additional uplift capacity is provided when two joist nails are installed into the joist bottom flange (see Table 3.15 Footnote 6). Diamond holes in the hanger flanges for hanger -to -header nailing provide for customizable (MIN/MAX) fastening to match the allowable download capacity needed as indicated in Table 15. The IHFL Face Mount Hanger dimensions and typical installation are shown in Figure 15. 3.16 Materials: 3.16.1 Steel: The specific types of steel and corrosion protection for each product are described in Table 16 of this report. Minimum steel base -steel thicknesses for the different gages are shown in the following table: GAGE NO. MINIMUM BASE -STEEL THICKNESS (inch) 20 0.033 18 0.044 16 0.055 14 0.070 12 0.099 For SI: 1 inch = 25.4 mm. 3.16.2 Wood: Wood members must be sawn lumber or structural glued laminated timber with a minimum specific gravity of 0.50, or approved structural engineered lumber (structural composite lumber, alternative strand lumber, or prefabricated wood I joists) with a minimum equivalent specific gravity of 0.50, unless otherwise noted in the applicable table within this report. Wood members must have a moisture content not exceeding 19 percent (16 percent for structural glued laminated timber and structural engineered lumber products, except as noted in Section 4.1). For connectors installed with nails, the thickness of each wood member must be sufficient such that the specified fasteners do not protrude through the opposite side of the member, unless otherwise permitted in the applicable table within this report. Wood members that are structural engineered lumber must be recognized in, and used in accordance with, a current evaluation report. Refer to Section 3.14.4 for issues related to treated wood. 3.16.3 Fasteners: Required fastener types and sizes for use with the MiTek structural connectors described in this report are specified in this section and Tables 1 through 15. Nails used for connectors described in this report must be bright or hot -dipped galvanized carbon steel nails complying with material requirements, physical properties, tolerances, workmanship, protective coating and finishes, and packaging and package marking requirements specified in ASTM F1667; and must have lengths, diameters and bending yield strengths as shown in the following table: FASTENER DESIGNATION FASTENER LENGTH (inches) SHANK DIAMETER (inch) MINIMUM REQUIRED Fyn (psi) P-nail' 1.375 0.105 100,000 10d x 11/2 1.5 0.148 90,000 10d Common 3.0 0.148 90,000 16d Common 3.5 0.162 90,000 For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa. 'The fastener designation "P-nail' refers to power -driven nails described in ESR-1539. The fastener must have a minimum diameter, length, and bending yield strength as specified in this table. Alternatively, nails of other materials or finishes may be used when they are recognized in an ICC-ES evaluation report as having bending yield strength and withdrawal capacity equal to or better than those of a bright carbon steel of the same nominal diameter. MiTek Pro Series screws used for LGU/MGU/HGU and THDHQ hangers are described in ESR-2761. 3.16.4 Use in Treated Wood: Connectors used in contact with preservative -treated or fire -retardant -treated wood must comply with Section 2304.10.5 of the IBC (Section 2304.9.5 of the 2012, 2009 and 2006 IBC); Section R317.3 of the IRC (Section R319.3 of the 2006 IRC). The lumber treater or the report holder (MiTek), or both, should be contacted for recommendations on the appropriate level of corrosion resistance to specify for the connectors. Fasteners used in contact with preservative -treated or fire - retardant -treated wood must be hot -dipped galvanized carbon steel nails. Alternatively, nails of other materials and finishes may be used when they are recognized in an ICC-ES evaluation report for use in the applicable treated lumber and have equivalent or greater capjggieg as those required in this report. : .'. • • • •; • •• • . . • 4.0 DESIGN AND INSTALLATJ9M . . : • • • • • ....: 4.1 Design: •••••• The allowable load capacities OR Tables 1.thfdUgb 15 &e ' based on allowable stress desi6M*The use otWallowatfl8;••, load values for the products IMfWift`Table Z 7,&%is rep8R0 • • must comply with all applicabl8 teprements*AtlConditiohlt0 •; • specified in this report. Tabc401:8004lowable IMds are for • • normal load duration and/or Short Icrad duTM9n! (lased on • • • • load duration factors, CD, in alcorgagce with Section 11.3.2 • ,.. • .. • of the National Design Specificat 6n0ifor Wood Construction (NDS) for the 2018 and 2015 IBC and IRC:(�ecTion 10.3.2 of the NDS for the 2012, 2009 and 2006 IBC and IRC), as indicated in Tables 1 through 15 of this report. No further increases are permitted for load durations other than those specified. Tabulated allowable loads are for connections in wood seasoned to a maximum moisture content of 19 percent (16 percent for structural glued laminated timber and structural engineered lumber products) or less, used under continuously dry conditions and where sustained temperatures are limited to 100°F (37.8°C) or less. When connectors are installed in wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where the in-service moisture content is expected to exceed this value, the applicable wet service factor, CM, must be applied. Unless otherwise noted in the tables of this report, the applicable wet service factor, CM, is as specified in the NDS for lateral loading of dowel -type fasteners. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100+F (37.8$C), the allowable loads in this evaluation report must be adjusted by the temperature factor, Ct, specified in Section 11.3.4 of the NDS for 2018 and 2015 IBC and IRC (Section 10.3.4 of the NDS for the 2012, 2009 and 2006 IBC and IRC). Connected wood members must be checked for load -carrying capacity at the connection in accordance with NDS Section 11.1.2 for the 2018 and 2015 IBC and IRC (Section 10.1.2 of the NDS for the 2012, 2009 and 2006 IBC and IRC). 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturers published installation instructions. 4.3 Special Inspection: 4.3.1 Main Windforce-resisting Systems under the IBC: Periodic special inspection must be conducted for ESR-3445 I Most Widely Accepted and Trusted Page 4 of 25 components within the main windforce-resisting system, where required in accordance with Sections 1704.2 and 1705.11 of the 2018 and 2015 IBC, Section 1705.10 of the 2012 IBC, Sections 1704 and 1706 of the 2009 IBC, and 5.2 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, where required in accordance with Sections 1704.2 and 1705.12 of the 2018 and 2015 IBC, Section 1705.11 of the 2012 IBC, and Sections 1704 and 1707 of the 2009 and 2006 1 BC. 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 requirements and exemptions must be in accordance with Sections 4.3.1 and 4.3.2 of this report. 5.0 CONDITIONS OF USE The MiTek Structural Connectors described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The connectors must be manufactured, identified and installed in accordance with this report and the manufacturer's published installation instructions. A copy of the manufacturer's published installation instructions must be available at the jobsite at all times during installation. In the event of a conflict between this report and the manufacturer's published installation instructions, this report governs. Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.3 Connected wood members and fasteners must comply with Sections 3.14.2 and 3.14.3, respectively. 5.4 Adjustment factors, noted in Section 4.1 of this report and the applicable codes, must be considered where applicable. 5.5 Use of connectors and fasteners with preservative - treated or fire -retardant -treated lumber must be in accordance with Section 3.14.4. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC 63)t •approved • • • October 2018. 7.0 IDENTIFICATION ...... :""` ,...:. The connectors described in thk*rtp8ft are identified by thd,,,.; product model (stock) nurrotP,"toe nuYM&*.pf the • ICC-ES index evaluation report T&6RliTek(ESR=2(Y85), and •; • •. by one or more of the followin j tloSigoations: I\4il ft, I USP • • • • or USP Structural Connectors.** • • soft • • • • • • ..000: .. , . . ,,,,,, „ , TABLE 1—CLPBF BUTTERFLY HANGER ALLOWABLE LOADS' 2,3,4 JOIST DIMENSIONS FASTENER SCHEDULE ALLOWABLE LOADS (lbs) SHOO. WIDTH L STEEL Header Joist Download Uplift (in.) W H D Qty Type Qty Type Cp=1.0 C13=1.15 Cp=1.25 Cp=1.60 CLPBF 11/2 18 19/16 21/2 21/2 12 10d Common 6 10d2x 1,340 1,340 1,340 195 For SI: 1 inch = 25.4 mm, 1 lb. = 4.45 N. 'Allowable loads have been adjusted for load duration factors, CD, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installation requirements. 2See Section 3.14.3 for required fastener dimensions and mechanical properties. AAloowable loads shown are for installations in wood members complying with Section 3.14.2. Wood members must also have a reference compression perpendicular to grain design value, F,,R of 625 psi (4.31 MPa) or greater. °CLPBF hangers provide torsional resistance, up to a maximum joist depth of 3.5 inches (88.9 mm), where torsional resistance is defined as a moment not less than 75 pounds (334 N) times the depth of the joist, at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). CLPSF TYPICAL CLPBF INSTALLATION FIGURE 1—CLPBF BUTTERFLY HANGER ESR-3445 I Most Widely Accepted and Trusted Page 5 of 25 TABLE 2-HD FACE MOUNT HANGER ALLOWABLE LOADS1,2,3,4,6,6 STOCK NO. STEEL GAGE HANGER DIMENSIONS (inches) MIN /MAX FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) HEADER JOIST DOWNLOAD UPLIFT W H D Oty Type City Type Co =1.0 Co =1.15 Co =1.25 Co =1.6 HD26 14 19/16 3'/2 21h min 4 16d Common 2 10d x 11/2 615 695 745 335 max 4 16d Common 4 10d x 11/2 615 695 745 585 HD28 14 18/16 51/4 2112 min 8 16d Common 4 10d x 1112 1,230 1,390 1,490 760 max 8 16d Common 6 10d x 11/2 1,230 1,390 1,490 760 HD210 14 V/16 73/16 21/2 min 10 16d Common 4 10d x 1'/2 1,540 1,735 1.865 760 max 14 16d Common 6 10d x 1'/2 2,155 2,430 2,610 1,170 HD212 14 19/16 913/16 2'/2 min 14 16d Common 6 10d x 11/2 2,155 2,430 2,610 1,170 max 20 16d Common 10 10d x 11/2 3,080 3,475 3,725 1,510 HD214 14 1B/16 1013/16 2'/2 min 16 16d Common 8 10d x 11/2 2,465 2,780 2,980 1,190 max 24 16d Common 12 10d x 11/2 3,695 4,125 4,250 1,510 HD216 14 1B/16 123/4 21/2 min 18 16d Common 8 10d x 11/2 2,770 3,125 3,355 1,510 max 26 16d Common 12 10d x 11/2 3,930 4,125 04,250 • 1,900 HD24-2 14 31/8 31/2 21/2 4 16d Common 2 10d Common 615 V5 • 45 365• • HD26-2 14 3'/a 51/4 2'/2 min 8 16d Common 4 10d Common 1,230 • 1,3�t •1490 • 760 max 12 16d Common 6 10d Common 1,850JQV •2,2 5 1,170- • HD28-2 14 31/a 71/a 21/2 min 10 16d Common 4 10d Common 1.540 3� 1,865• 780 • max 14 16d Common 6 10d Common 2,155 JJ30 2,JV9 • 1,1700 HD210-2 14 3'/e 9 2'/2 min 14 16d Common 6 10d Common 2,155 1 Ve • P 1,170• • max 20 16d Common 10 10d Common 3,080 4 V25 • • 1,950• • HD212-2 14 31/e 11 21/2 min 16 16d Common 8 10d Common 2,465 • 7 I? 1,305• • max 24 16d Common 12 10d Common 3,695 4 AlZO, 4,470 • 2,340 HD214-2 14 3% 13 21/2 min 18 16d Common 8 10d Common 2,770 3M25• 3V5 • 1,510 • max 26 16d Common 12 10d Common 4,005 4,515 484 • 2,340 • HD216-2 14 31/e 14 2'/2 min 22 16d Common 10 10d Common 3,390 0 316200 `6100 1,950 • max 30 16d Common 14 10d Common 4,620 5,035 2,735 HD26-3 14 45/e 4'/2 21/2 min 8 16d Common 4 10d Common 1,230 1,390 1,490 760 max 12 16d Common 6 10d Common 1 1,850 2,085 2,235 1,170 HD28-3 14 45/8 63/8 21/2 min 10 16d Common 4 10d Common 1,540 1,735 1,865 780 max 14 16d Common 6 10d Common 2,155 2,430 2,610 1,170 H0210-3 14 45/8 81/4 21/2 min 14 16d Common 6 10d Common 2,155 2,430 2,610 1,170 max 20 16d Common 10 10d Common 3,080 3,475 3,725 1,950 HD212-3 14 45/e 10114 21/z min 16 16d Common 8 10d Common 2.465 2,780 2,980 1,305 max 24 16d Common 12 10d Common 3,695 4,170 4,470 2,340 HD214-3 14 45/e 121/4 2'/2 min 18 16d Common 8 10d Common 2,770 3,125 3,355 1,510 max 26 16d Common 12 10d Common 4,005 4,515 4,845 2,340 HD216-3 14 45/e 131/4 21/z min 22 16d Common 10 10d Common 3,390 3,820 4,100 1,950 max 30 16d Common 14 10d Common 4,620 5,035 5,035 2,735 HD284 14 61/e 7 2'/2 min 10 16d Common 4 16d Common 1,540 1,735 1,865 870 max 14 16d Common 6 16d Common 2,155 2,430 2,610 1,305 HD210 3 14 61/e 91/4 21h min 14 16d Common 6 16d Common 2,155 2,430 2,610 1,305 max 18 16d Common 8 16d Common 2,770 3,125 3,355 1,845 HD34 14 21116 3 21/2 min 4 16d Common 2 10d x 11/2 615 695 745 335 max 4 16d Common 4 10d x 1'/2 615 695 745 585 HD36 14 29hs 43/4 2'/z min 8 16d Common 4 10d x 11/2 1.230 1,390 1,490 760 max 8 16d Common 6 10d x 11/2 1.230 1,390 1.490 760 HD38 14 29/16 6"/,s 2'/2 min 10 16d Common 4 10d x 11/2 1,540 1,735 1,865 760 max 14 16d Common 6 10d x 11/2 2,155 2,430 2,610 1,170 HD310 14 2B/,6 77/,s 21/2 min 10 16d Common 4 10d x 1'12 1,540 1,735 1,865 760 max 14 16d Common 6 10d x 11/2 2,155 2,430 2,610 1,170 HD312 14 2B/16 95/18 2'/2 min 14 16d Common 6 10d x 11/2 2,155 2,430 2.610 1,170 max 20 16d Common 10 10d x 11/2 3,080 3,475 3,725 1,510 HD314 14 29/1e 115/,s 21/2 min 16 16d Common 8 10d x 11/2 2,465 2,780 2,980 1,190 max 24 16d Common 12 10d x 11/2 3,695 4,170 4,435 1,900 HD316 14 2e/18 135/,s 2'/2 min 18 16d Common 8 10d x 11/2 2,770 3,125 3,355 1,510 max 26 16d Common 12 10d x 11/2 4,005 4,435 4,435 1,900 HD38-2 14 51/8 61/e 2'/2 min 10 16d Common 4 10d Common 1,540 1,735 1,865 780 max 14 16d Common 6 10d Common 2,155 2,430 2,610 1,170 HD310-2 14 51/e 8 2'/2 min 14 16d Common 6 10d Common 2,155 2.430 2.610 1,170 max 20 16d Common 10 10d Common 3,080 3,475 3.725 1,510 ESR-3445 I Most Widely Accepted and Trusted Page 6 of 25 TABLE 2-HD FACE MOUNT HANGER ALLOWABLE LOADS1,2,3,4,5,6 (Continued) STOCK NO. STEEL GAGE HANGER DIMENSIONS (inches) MIN /MAX FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) HEADER JOIST DOWNLOAD UPLIFT W H D Qty Type Qty Type Co = 1.0 Co =1.15 Co =1.25 Co =1.6 HD312-2 14 51/e 10 21/2 min 16 16d Common 8 10d Common 2,465 2,780 2,980 1,305 max 24 16d Common 12 10d Common 3,695 4,170 4,470 2,340 HD44 14 39/16 35/16 21/2 4 16d Common 2 10d Common 615 695 745 390 HD46 14 39/16 51/16 2'/2 min 8 16d Common 4 10d Common 1,230 1,390 1,490 760 max 12 16d Common 6 10d Common 1,850 2,085 1 2,235 1,170 HD48 14 39/1e 615/16 21/2 min 10 16d Common 4 10d Common 1,540 1,735 1,865 780 max 14 1 16d Common 6 10d Common 2,155 2,430 2,610 1 1,170 HD410 14 39h6 8"/16 2'/2 min 14 16d Common 6 10d Common 2,155 2,430 2,610 1,170 max 20 16d Common 10 10d Common 3,080 3,475 3,725 1,950 HD412 14 3°/16 10t3I16 2'/2 min 16 16d Common 8 10d Common 2,465 2,780 2,980 1,305 max 24 16d Common 12 10d Common 3,695 4,170 4,470 2,340 HD414 14 39/16 1213/16 21/2 min 18 16d Common 8 10d Common 2,770 3,125 3,151• • • 1.510 max 26 16d Common 12 10d Common 4.005 • 4,51y 4,6M5 2,340 HD416 14 39/h6 1413/16 21/2 min 22 16d Common 10 10d Common 3,390 •3420 • 4, :.1,950 max 30 16d Common 14 10d Common 4,620 06409000 4,990 2,245 HD418 14 39A6 161/2 21/2 -- 28 16d Common 8 10d Common 4,310 • i,i16• • 4,815 1,560 HD66 14 51/2 41/16 2'/2 min 8 16d Common 4 16d Common 1,230 6,i960 1,4 0• • • .870 max 12 16d Common 6 16d Common 1,850 g,W6 • 2,235• • • 1,305 HD68 14 51/2 515/16 2112 min 10 16d Common 4 16d Common 1,540 • 1,b3fi • • 1,86 • .920 Max 14 16d Common 6 16d Common 2,155 •2#43& • 2,610• • • 1,305 HD610 14 5'/2 713/i6 2'/2 min 14 16d Common 6 16d Common 2,155 •tea • a 2,610 1.305 max 20 16d Common 10 16d Common 3,080 •3,475 3,725 • • 2.305 HD612 14 5'/2 913I16 21/2 min 16 16d Common 8 16d Common 2,465 .2,780 • 2,9819 • •,305 1 max 24 16d Common 12 16d Common 3,695 4,90 4,470 -02.765 HD614 14 5112 11t3/16 2112 min 18 16d Common 8 16d Common 2,770 3,125 3,3559 1,845 max 26 16d Common 12 16d Common 4,005 4,515 4,845 2,765 HD616 14 51/2 1313/1e 21/2 min 22 16d Common 10 16d Common 3,390 3,820 4,100 2,305 max 30 16d Common 14 16d Common 4,620 4,990 4,990 3,225 HD86 14 71/2 415/16 21/2 min 8 16d Common 4 16d Common 1,230 1,390 1,490 870 max 10 16d Common 4 16d Common 1,540 1,735 1,865 920 HD88 14 71/2 613/16 2'/2 min 10 16d Common 4 16d Common 1,540 1,735 1,865 920 max 14 16d Common 6 16d Common 2.155 2.430 2,610 1,305 HD810 14 T!z 89h6 2V2 min 14 16d Common 6 16d Common 2,155 2,430 2,610 1,305 max 18 16d Common 8 16d Common 2,770 3,125 3,355 1,845 HD812 14 7'/2 101/2 2'/2 min 16 16d Common 6 16d Common 2,465 2,780 2,980 1,305 max 22 16d Common 8 16d Common 3,390 3,820 4,100 1,845 HD814 14 7'/2 11t3I18 21/2 min 18 16d Common 8 16d Common 2,770 3,125 3,355 1,845 max 24 16d Common 12 16d Common 3.695 4,170 14,435 2,765 HD816 14 71/z 1213/16 21h min 20 16d Common 8 16d Common 3,080 3,475 3,725 1,845 max 26 16d Common 12 16d Common 4,005 4,435 4,435 2,765 HD1770 14 113/16 71/6 21/2 min 12 16d Common 4 10d x 11/2 1,850 2,085 2,235 760 max 16 16d Common 8 10d x 1112 2,465 2,780 2,980 1,190 HD17925 14 113h6 91/8 21/2 min 18 16d Common 6 10d x 11/2 2,770 3,125 3,355 1,170 max 24 16d Common 10 10d x 11/2 3,695 4,170 4,320 1,900 HD17112 14 113/18 113/6 2'/2 min 22 16d Common 6 10d x 11/2 3,390 3,625 3,685 1,170 max 30 16d Common 12 10d x 11/2 4,320 4,515 4,640 1,900 HD1714 14 113/16 135Ae 21/2 min 28 16d Common 8 10d x 11/2 3,790 3,920 4,005 1,510 max 36 16d Common 14 10d x 11/2 4,580 4,810 4,955 1,900 HD27925 14 23/4 93/16 21/2 min 14 16d Common 6 10d x 11/2 2,155 2,430 2,610 1,170 max 20 116d Common 10 10d x 11/2 3,080 3,475 3,725 1,510 HD27112 14 23/4 113/16 21/z min 16 16d Common 8 10d x 11/2 2,465 2,780 2,980 1,190 max 24 16d Common 12 10d x 11/2 3,695 4,170 4,435 1,900 HD2714 14 23/4 133/16 21/2 min 18 16d Common 8 10d x 11/2 2,770 3,125 3,355 1,510 max 26 16d Common 12 10d x 11/2 4,005 4,435 4,435 1,900 HD32105 14 31/4 9t6/16 21/2 min 16 16d Common 6 10d Common 2,465 2,780 2,980 1,170 max 22 16d Common 10 10d Common 3,390 1 3,820 4,100 1,950 HD3212 14 3114 117/6 2'/2 min 18 16d Common 8 10d Common 2,770 3,125 3,355 1,510 max 26 16d Common 12 10d Common 4,005 4,515 4,845 2,340 ESR-3445 I Most Widely Accepted and Trusted Page 7 of 25 TABLE 2-HD FACE MOUNT HANGER ALLOWABLE LOADS1,2,3,4,5.6 (Continued) STOCK NO. STEEL GAGE HANGER DIMENSIONS (inches) MIN IMAX FASTENER SCHEDULE ALLOWABLE LOADS (lbs) HEADER JOIST DOWNLOAD UPLIFT W H D WF Type Qty Type Co = 1.0 Co = 1.15 Co =1.25 Co = 1.6 HD5112 14 5'/4 915/16 2'/2 min 16 16d Common 8 16d Common 2,465 2,780 2,980 1,305 max 24 16d Common 12 16d Common 3,695 4,170 4,470 2,765 HD51135 14 5'/4 12'a/16 21/2 min 20 16d Common 10 16d Common 3,080 3,475 3,725 2,305 max 28 16d Common 14 16d Common 4,310 4,860 5,035 3,225 HD5210 14 51/a 7N 2% min 14 16d Common 6 16d Common 2,155 2,430 2,610 1,305 max 20 16d Common 10 16d Common 3,080 3,475 3,725 2,305 HD5212 14 53/e 97/a 21/z min 16 16d Common 8 16d Common 2.465 2,780 2,980 1,305 max 24 16d Common 12 16d Common 3,695 4,170 4,470 2,765 HD5214 14 53/e 117/8 21/2 min 18 16d Common 8 16d Common 2,770 3,125 3.355 1,845 max 26 16d Common 12 16d Common 4,005 4,515 &845 • 2,765 HD5216 14 53/e 137/8 21/2 min 22 16d Common 10 16d Common 3,390 6 3,810 4,100 2,305 • max 30 16d Common 14 16d Common 4,620 • 91,990• 4 WQ, • • 3,225 HD62117 14 61/4 113/4 21/2 24 16d Common 6 10d Common 3,695 • 4,470 4,435 • 1,170 • Hd71117 14 71/e 113/4 21/2 26 16d Common 6 10d Common 4,005 • g,g3.5 4,445• • 4 1,170 • HD7100 14 7'/e 9 2'/2 min 14 16d Common 6 16d Common 2,155 • • a436 2,6f0• • 1,305 • max 18 16d Common 8 16d Common 2,770 • 01f2l • 3,:55• • 1,845 HD7120 14 71/a 101'/16 21/2 min 16 16d Common 6 16d Common 2,465 • • 2,780 2,980 • 1,305 max 22 16d Common 8 16d Common 3,390 0 3,820 4,l,0Q • 1,845 • HD7140 14 7'/e 13 2'/2 min 20 16d Common 8 16d Common 3,080 • 3,475• 3,725 • • 1,845 max 26 16d Common 12 16d Common 4,005 00435 • 4,44 • 4• • •2,765 HD7160 14 71/8 155/e 2% 24 16d Common 8 10d Common 3,695 4,170 4,435 1,560 HD7180 14 71/8 173/4 21/2 28 16d Common 8 10d Common 4,310 4,860 4,940 1,560 HD77117 14 71/8 11314 21/2 26 16d Common 6 10d Common 4,005 4,435 4,435 1,170 HD83117 14 8a/16 113/4 21/2 26 16d Common 6 10d Common 4,005 4,435 4,435 1,170 HD95117 14 9% 1V/4 1 21/z 30 16d Common 6 10d Common 1 4,620 4,990 4,990 1,170 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 6.895 kPa. 'Allowable loads have been adjusted for load duration factors, Co, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installations requirements. 2See Section 3.14.3 for required fastener dimensions and mechanical properties. 3 For minimum (MIN) nailing configuration, all round nail holes must be filled with nails. For maximum (MAX) nailing configuration, all round and diamond holes must be filled with nails. The joist hangers are not intended for use with intermediate numbers of fasteners. 'Allowable loads shown are for installations in wood members complying with Section 3.14.2. Wood members must also have a minimum reference compression perpendicular to grain design value, Fo-perp, 625 psi (4.31 MPa). 5HD hangers provide torsional resistance, up to a maximum joist depth of H + 1.0 inch (H + 25.4 mm), where torsional resistance is defined as a moment not less than 75 pounds (335 N) times the depth of the joist, at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 6HDIF inverted flange hangers are available in widths of 2.25 inches (57.2 mm) or greater at the same design loads as a corresponding HD models. TYPICAL HD INSTALLATION FIGURE 2-HD FACE MOUNT HANGER TYPICAL HD -IF INVERTED FLANGE INSTALLATION ESR-3445 I Most Widely Accepted and Trusted Page 8 of 25 TABLE 3-HUS SLANT NAIL JOIST HANGER ALLOWABLE LOADS'.2,3,4,6 DIMENSIONS (in.) FASTENER SCHEDULE ALLOWABLE DESIGN LOADS (Ibs) STOCKNO. STEEL GAGE W H D A Header Joist 5 Download Uplift Qty Type Qty Type CD = 1.0 CD = 1.15 Co = 1.25 Co = 1.6 HUS26 16 16/8 5 7/ 16 3 2 14 16d Common 6 16d Common 2,760 3,140 3,400 2,045 HUS28 16 15/8 73/16 3 2 22 16d Common 8 16d Common 4,170 4,745 5,125 2,990 HUS210 16 15/8 93/16 3 2 30 16d Common 10 16d Common 5,455 5,825 6,060 4,110 HUS175 16 113/16 53/8 3 2 14 16d Common 6 16d Common 2,760 3,140 3,400 2,045 HUS177 16 113/16 71/8 3 2 22 16d Common 8 16d Common 4,170 4,745 5,125 2,990 HUS179 16 113/16 91/8 3 2 30 16d Common 10 16d Common 5,580 6,060 6,060 4,110 HUS24-2 14 31/8 37/16 2 1 4 16d Common 2 16d Common 850 965 1,040 765 HUS26-2 14 31/8 51/4 2 1 4 16d Common 4 16d Common 1,085 1,235 1,330 1,170 HUS28-2 14 31/8 71/8 2 1 6 16d Common 6 16d Common 1,625 1,850 1,880 2,420 HUS210-2 14 31/8 91/8 2 1 8 16d Common 8 16d Common 2,170 2,465 2,660 2,420 HUS212-2 14 31/8 111/8 2 1 10 16d Common 10 16d Common 2,710 3,080 3,325 3,615 HUS46 14 35/8 5 2 1 4 16d Common 4 1 16d Common 1,085 1,235 1,330 1,170 HUS48 14 35/8 7 2 1 6 16d Common 6 16d Common 1,625 1,850 1g880 • 2,420 HUS410 14 35/8 87/8 2 1 8 16d Common 8 16d Common 2,170 • 2,465 29660 2,42b' • HUS412 14 35/8 107/8 2 1 10 16d Common 10 16d Common 2,710 •3,A0 3.3 3,615 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Allowable loads have been adjusted for load duration factors, CD, as shown, in accordance other durations, and are not permitted to be adjusted for other load durations. See Sections 4. AAloowable loads shown are for installations in wood members complying with Section 3.14.2 perpendicular to grain design value, F,,,p, of 625 psi (4.31 MPa) or greater. 3S S f 3143f ' df t d' d h' I rt' with the NDS. The allowable loads do I to loads of • 4a�P Y 1 and 4.2 for additionaLdetgnand instellatioptequireWeotr:. Wood members must 1§t5'have a reference comprMq�.' . .• • ' '.:..• ••..•. ee ec ion . . or require as ener Imenslons an mec amca pope les. .. •. • 4HUS hangers provide torsional resistance, where torsional resistance is defined as a moment not less than 75 pouVgsW4 N) timesdthe depth of tht. joist, at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is.0.126 inch (3.2.rgm).. • • • • •' 5Joist nails must be driven horizontally into the joist at an angle of 30- to 45-degrees from normal, such that they pAetrate through-.th2jp{sT and into the - header. • 6HUS-IF inverted flange hangers are available in widths of 21/4 inches or greater at the same design loads as corresponding NUS mclleis• •. HUS TYPICAL. HUS INSTALLATION TYPICAL HUS DOUBLE TYPICAL HUS-IF SHEAR NAIL INSTALLATION INVERTED FLANGE INSTALLATION FIGURE 3-HUS SLANT NAIL JOIST HANGER ESR-3445 I Most Widely Accepted and Trusted Page 9 of 25 TABLE 4—JL STANDARD JOIST HANGER ALLOWABLE LOADS',2,3,4 FASTENER SCHEDULE STOCK STEEL DIMENSIONS (inches) ALLOWABLE LOADS (lbs) Header Joist Download Uplift NO. GAGE Qty Type Qty Type W H D CD=1.0 Co=1.15 Cc) =1.25 Co=1.6 4 10d Common 2 10dx1'/2 470 540 580 295 JL24 20 V/16 3 11/2 4 16d Common 2 10dx1112 560 640 695 295 6 10d Common 4 10dx1'/2 710 805 870 600 JL26 20 19/16 43/4 11/2 6 16d Common 4 10dx1'/2 840 960 1,045 600 10 10d Common 6 10dx1112 1,180 1,345 1,450 815 JL28 20 1'/16 63/8 11/2 10 16d Common 6 10dx1'/2 1,400 1,600 1,740 815 14 j 10d Common 8 10dx1'/2 1,650 1,885 2,030 1,030 JL210 20 1g/16 81/4 1'/2 14 1 16d Common 8 10dx1'/2 1,960 2,040 2,040 1,030 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi =6.895 kPa. i o * *: , 'Allowable loads have been adjusted for load duration factors, Co, as shown, in accordance with the NDS. ThE:allowt6le loads do not apply to . • loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 an& 4.2 f8r additi @alolcign and ... • installations requirements. 000000 • 2See Section 3.14.3 for required fastener dimensions and mechanical properties. 1 4 0: • • • ; �. •.; 3Aloowable loads shown are for installations in wood members complying with Section 3.14.2. Wood member agst also have a•minimur-O reference compression perpendicular to grain design value, Fc-perp, of 625 psi (3.17 MPa). • • • • 0 0 0 • • • • • • 4JL hangers provide torsional resistance, up to a maximum joist depth of H + 1.0 inch (H + 25.4 mm), where torsioAl resistance is dg�ned as a, •:. • • moment not less than 75 pounds (334 N) times the depth of the joist, at which the lateral movement of the top or•I1blVh:Df the joistoNith•respecta • • • .. to the vertical position of the joist is 0.125 inch (3.2 mm). • • • • • • • • • .•.••. • JL TYPICAL JL INSTALLATION FIGURE 4—JL STANDARD JOIST HANGERS ESR-3445 I Most Widely Accepted and Trusted Page 10 of 25 TABLE 5—JN AND JNE POWER NAIL HANGER ALLOWABLE LOADS',Z STOCK NO. JOIST WIDTH STEEL GAGE Dimensions in. Fastener Schedule3,4,5 Allowable Loads Ibs c W H D Header Joist Download Uplift Oty Type Qty Type Co=1.0 Co=1.15 Co=1.25 Co=1.6 JN26-2 JN28-2 (2) 11/2 (2) 1'/z 18 18 31/16 31/16 53/8 71/8 15/8 15/8 8 P-nail 6 P-nail 490 560 610 585 10 P-nail 6 P-nail 610 700 765 585 12 P-nail 6 P-nail 730 840 915 585 14 P-nail 6 P-nail 855 980 1,070 585 16 P-nail 6 P-nail 975 1,120 1,220 585 18 P-nail 6 P-nail 1,100 1,265 1,375 585 20 P-nail 6 P-nail 1,220 1,405 1,525 585 22 P-nail 6 P-nail 1,340 1,545 1,680 585 24 P-nail 6 P-nail 1,465 1,685 1,830 585 JN26E JN28E JN210E 1112 11/2 1112 20 20 20 19/16 19/16 19/16 51/4 63/4 81/4 2 2 2 8 P-nail 4 P-nail 480 550 600 305 10 P-nail 4 P-nail 600 690 750 305 12 P-nail 4 P-nail 720 830 900 305 14 P-nail 4 P-nail 840 965 1,050 305 16 P-nail 4 P-nail 960 1,105 1,200 305 18 P-nail 4 P-nail 1,080 1,240 1,310 305 20 P-nail 4 P-nail 1,325 1,325 1,3 5 • 305 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. • • . . 'Allowable loads have been adjusted for load duration factors, Co, as shown, in accordance with the NDS. The aYcwvabie load s0.qq.rlc:,apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2.Wr. additional design and' • `" installation requirements. " • 00 • 2Allowable loads shown are for installations in wood members complying with Section 3.14.2. • ` .... : •40• 0 3The fastener designation "P-nail" refers to power -driven nails described in ESR-1539, and must have a minimurrtidemeter, length iMUending.. • • • yield strength as specified in Section 3.14.3 of this report. • • • • • • 4Fasteners must be driven in such a way as firmly seats the nail head against the hanger steel, without embedding*h�nail he'Dd 41Trough the •. plane of the metal surface, or otherwise punching through. .. • • 0000 • 5The quantity of nails installed must be equally distributed to both sides of the hanger. The nails must be located V"ip designated prepunched ' • nailing areas at one inch (25.4 mm) spacing in a row, with the vertical rows spaced at 3/8 inch (9.53 mm); also, i4ails"It be np yess than 5/16 • • •• • • inch (7.94 mm) from any hanger edge. ` 0 •..+ • • 6JN and JNE hangers provide torsional resistance, up to a maximum joist depth of 10 inches (254 mm), where torjonajlebistance is defined as a moment not less than 75 pounds (334 N) times the depth of the joist, at which the lateral movement of the top or bottom df the joist•va Wcrospect to the vertical position of the joist is 0.125 inch (3.2 mm). • TYPICAL JN INSTALLATION JNE FIGURE 5—JN AND JNE POWER NAIL HANGERS ESR-3445 I Most Widely Accepted and Trusted Page 11 of 25 TABLE 6-JUS SLANT NAIL JOIST HANGER ALLOWABLE LOADS' 2,3,4 DIMENSIONS (in.) FASTENER SCHEDULE ALLOWABLE DESIGN LOADS (lbs) STOCK NO. STEEL GAGE yy H D A Header Joist Download Uplift Qty Type Oty Type CD =1.0 CD = 1.15 CD = 1.25 CD = 1.6 JUS24 18 19/,5 31/8 13/4 1 4 10d Common 2 10d Common 675 775 835 660 JUS26 18 19/15 413/,5 13/4 1 4 10d Common 4 10d Common 870 1,000 1,080 1,050 JUS28 18 19/15 65/8 13/4 1 6 10d Common 4 10d Common 1,110 1,270 1,375 1,050 JUS210 18 19/15 73/4 13/4 1 8 10d Common 4 10d Common 1,350 1 1,545 1,670 1,050 JUS36 18 29/16 51/4 2 1 4 16d Common 4 16d Common 1,040 1,185 1,290 1,270 JUS38 18 29/15 63/4 2 1 6 16d Common 4 16d Common 1,325 1,510 1,645 1,270 JUS310 18 29/16 91/8 2 1 8 16d Common 6 16d Common 1,845 2,105 2,290 2,345 JUS24-2 18 31/8 37/18 2 1 4 16d Common 2 16d Common 805 900 900 660 JUS26-2 18 31/8 51/4 2 1 4 16d Common 4 16d Common 1,040 1,185 1,290 1,270 JUS28-2 18 31/8 71/8 2 1 6 16d Common 4 16d Common 1,325 1,510 1,645 1,270 JUS210-2 18 31/8 91/8 2 1 8 16d Common 6 16d Common 1,845 2,105 2,290 2,345 JUS214-2 18 31/8 131/8 2 1 12 16d Common 6 16d Common 2,420 2,755 2,830 2,345 JUS44 18 35/8 31/4 2 1 4 16d Common 2 16d Common 780 780 V o * * 660• • JUS46 18 35/8 5 2 1 4 16d Common 4 16d Common 1,040 0,1,181 1.290 s 1,270 JUS48 18 35/8 67/8 2 1 6 16d Common 4 16d Common 1,325 ,IsA 1 45 1,27CP JUS410 18 35/8 87/8 2 1 8 16d Common 6 16d Common 1,845 • •?a 2,290 • 2,345; • JUS412 18 35/8 107/8 2 1 10 16d Common 6 16d Common 2,130 404406 2,J03' s . 2,345 JUS414 18 35/8 127/8 2 1 12 16d Common 6 16d Common 2,405 2!4M 2,46e 2,345 JUS24-3 18 45/8 23/4 2 1 4 16d Common 2 16d Common 805 ": 9 0 • • 660 • JUS26-3 18 45/8 41/2 2 1 4 16d Common 4 16d Common 1,040 ' ,1 5 1,290 1,270 JUS28-3 18 45/8 63/8 2 1 6 16d Common 4 16d Common 1,325 •1,5f0 • 1,W • 1,270 • JUS210-3 18 45/8 83/8 2 1 8 16d Common 6 16d Common 1,845 2,10�, 2,10' • 2,345 • il JUS212-3 18 45/8 103/s 2 1 10 16d Common 1 6 116d Common 2,130 '2 465 • 2,405 • .2,345 ' JUS214-3 18 45/8 123/8 2 1 12 16d Common 1 6 116d Common 2,405 2,405 2,41J5 2,345 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Allowable loads have been adjusted for load duration factors, CD, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installation requirements. AAllowable loads shown are for installations in wood members complying with Section 3.14.2. Wood members must also have a reference compression perpendicular to grain design value, F,,,, of 625 psi (4.31 MPa) or greater. 3See Section 3.14.3 for required fastener dimensions and mechanical properties. 4JUS hangers provide torsional resistance, up to a maximum joist depth of H + 1.0 inch (H + 25.4 mm) where torsional resistance is defined as a moment not less than 75 pounds (334 N) times the depth of the joist, at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5Joist nails must be driven horizontally into the joist at an angle of 30- to 45-degrees from normal, such that they penetrate through the joist and into the header. JUS TYPICAL JUS INSTALLATION "`t 1/ w Drive joins nails-- into heodrm at 3V to 45" to achieve listed loads. TYPICALJUS DOUBLE SHEAR [NAIL INSTALLATION FIGURE 6-JUS SLANT NAIL JOIST HANGER ESR-3445 I Most Widely Accepted and Trusted Page 12 of 25 TABLE 7-SUH JOIST HANGER ALLOWABLE LOADS1,2,3 STOCK STEEL DIMENSIONS (in) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) Download NO. GAGE W H D A Header Joist 16d Common Nails Into Header 10d Common Nails Into Header Uplift Qty Qty Type CD=1.0 CD=1.15 CD=1.25 CD=1.0 CD=1.15 CD=1.25 CD=1.6 SUH24 16 19/16 31/4 2 13/16 4 2 10dx1'/2 590 665 720 500 560 605 380 SUH26 16 19/16 5'/8 2 13/16 6 4 10dx11/2 880 1,000 1,080 750 840 910 755 SUH28 16 19/16 6% 2 1 13/16 8 6 10dx1'/2 1,175 1,335 1,440 1,000 1,120 1,210 875 SUH210 16 19/16 8 2 13/16 10 6 10dx11/2 1,470 1,670 1,800 1,250 1,405 1,515 1,135 SUH214 16 19/16 10 2 11/8 12 8 10dx1'/2 1,765 2,000 1 2,160 1,500 1 1,685 1,815 1,510 SUH1710 16 173/16 77/e 2 13/16 10 6 10dx1112 1,470 1,670 1,800 1,250 1,405 1,515 1,135 SUH1714 16 113/16 97/8 2 13/16 12 8 10dx1'/2 1,765 2,000 2,000 1,500 1,685 1,815 1,510 SUH24R 16 2 31/16 2 11/e 4 2 110dx1'/2 590 665 720 500 560 605 380 SUH26R 16 2 415/16 2 13/16 1 6 4 10dx11/2 880 1,000 1,080 750 840 910 755 SUH28R 16 2 67/16 2 11/8 8 6 10dx1'/2 1,175 1,335 1,440 1,000 1,120 11,210 875 SUH21OR 16 2 713/16 2 11/9 10 6 10dx11/2 1,470 1,670 1 1,800 1,250 1,405 1,515 1,135 SUH214R 16 2 913/16 2 1'/e 12 8 10dx1'/2 1,765 2,000 2,160 1,500 1,685 1,815 1,510 SUH2310 16 23/8 875/16 2 13/16 16 6 10dx1'/2 2,350 2,585 2,585 2,000 2,245 • .2,IQ 1,135 SUH2314 16 23/8 10% 2 13/16 18 6 10dx1'/2 2,585 2,585 2,585 2,2504 2,525 • 2,725 Olt! SUH34 16 29/16 33/e 2 11/e 1 6 2 10dx11/2 880 1,000 1,080 715e • 840 �••g�• 380 SUH36 16 29/16 55/16 2 11/8 10 4 10dx1'/2 1,470 1,670 1,800 t,290• • 11405 • 1,515 79 SUH310 16 29/16 87/e 2 11/s 16 6 10dx1'/2 2,350 2,585 1 2,585 2,e0M• • 2,245 2'420 1, • SUH314 16 29/16 109/16 2 11/8 18 6 10dx1'/2 2,645 3,000 3,240 2,2%0 2,525 •2725� 1, 5 SUH2610 16 2'1/16 813/1s 2 13/16 16 6 10dx11/2 2,350 2,670 2,880 2,000• 2,245 •2,0420 1,7T.v SUH2614 16 2'1/16 10% 2 13/9 18 6 10dx11/2 2,645 3,000 3,240 40 :2,525 y,0125. 1, SUH24-2 16 31/8 31/8 2 1'/e 1 6 2 110dC 880 1,000 1,080 960 • 840 ••MI6 3 0 SUH26-2 16 31/e 5'/16 2 11/e 10 4 10dC 1,470 1,670 1,800 Jn! :1,405 1,t15 755 SUH28-2 16 31/8 61/4 2 11/9 12 4 10dC 1,765 2,000 2,000 1!500 01,685 • 8 58 5• 7 5 SUH210-2 16 31/s 89/16 2 1'/8 16 6 10dC 2,350 2,670 2,880 2b00 • •2,245 2, 1,1 S • SUH214-2 16 31/a 101/4 2 1'/8 18 6 10dC 2,645 3,000 3,240 2,A8 02,525 •Z,Z 1,1 5 SUH44 16 39/16 27/8 2 1'/e 6 2 10dC 880 1,000 1,080 750 840 910 380 SUH46 16 39/16 V/16 2 11/8 1 10 4 110dC 1,470 1,670 1,800 1,250 1,405 1,515 755 SUH48 16 39/16 6'/16 1 2 11/e 12 4 10Dc 1,765 2,000 1 2,000 1,500 1,685 1,815 755 SUH410 16 39/16 83/8 2 11/8 16 6 10dC 2,350 2,670 2,880 2,000 2,245 2,420 1,135 SUH414 16 39/16 101/16 2 11/6 18 6 10dC 2,645 3,000 3,240 2,250 2,525 2,725 1,135 SUH44R 16 4 211/16 2 11/e 6 2 16dC 880 1,000 1,080 750 840 910 450 SUH46R 16 4 4'1/16 2 11/8 8 4 16dC 1,175 1,335 1,440 1,000 1,120 1,210 875 SUH41OR 16 4 83/16 2 2 1 14 6 116dC 2,060 2,335 2,520 1,750 1,965 2,120 1,220 SUH26-3 1 16 45/e 1 51/4 2 1 8 2 10dC 1,175 1,335 1 1,440 1,000 1,120 1,210 380 SUH28-3 16 45/e 71/a 23/4 1 10 6 10Dc 1,470 1,670 1,800 1,250 1,405 1,515 1,135 SUH210-3 16 45/8 83/e 2 1 14 6 10dC 2,000 2,000 2,000 1,750 1,965 2,000 1,135 SUH2310-2 16 43/4 83/e 2 13/16 14 6 10dC 2,060 2,335 2,520 1,750 1,965 2,120 1 1,135 SUH2314-2 16 43/4 10 2 13/16 16 6 10dC 2,350 2,670 2,880 2,000 2,245 2,420 1,135 SUH310-2 16 51/e 9 2 1 15/8 14 6 10dC 2,060 2,335 2,520 1,750 1,965 2,120 1,135 SUH66 16 5'/z 5 2 1 8 4 10dC 1,175 1,335 1 1,440 1 1,000 1,120 1,210 755 SUH610 16 5'/2 9 2 1 14 6 10dC 2,060 2,335 2,520 1,750 1,965 2,120 1,135 SUH66R 16 6 5 2 1 8 4 16dC 1,175 1,335 1,440 1,000 1,120 1,210 875 SUH61OR 16 6 9 2 1 14 6 16dC 2,060 2,335 2,520 1,750 1,965 2,120 1,220 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Allowable loads have been adjusted for load duration factors, CD, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installation requirements. AAloowable loads shown are for installations in wood members complying with Section 3.14.2. Wood members must also have a reference compression perpendicular to grain design value, Fop rp, of 625 psi (4.31 MPa) or greater. 3See Section 3.14.3 for required fastener dimensions and mechanical properties. 10dC refers to 10d Common and 16dC refers to 16d Common nails. TYPICAL SUH INSTALLATION FIGURE 7-SUH JOIST HANGER ESR-3"5 I Most Widely Accepted and Trusted Page 13 of 25 TABLE 8-THD FACE MOUNT HANGER ALLOWABLE LOADS',2,3,4,5 STOCK NO. STEEL GAGE DIMENSIONS (in.) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) Header Joist Download Uplift W H D Qty Type Qty Type CD = 1.0 Co = 1.15 CD = 1.25 Co = 1.60 THD26 16 1% 51/16 3 18 16d Common 12 10dx1112 2,645 3,000 3,240 2,265 THD26max 16 1518 51/16 3 20 16d Common 20 10dx11/2 2,940 3,240 3,240 2,315 THD28 16 15/8 7 3 28 16d Common 16 10dx11/2 4,115 4,200 4,200 2,315 THD28max 16 15/8 7 3 28 16d Common 26 10dx1'/2 4,115 4,670 4,975 2,315 THD210 16 15/8 9 3 38 16d Common 20 10dx11/2 5,315 5,620 5,660 3,775 THD210max 16 15ha 9 3 38 16d Common 32 10dx11/2 5,585 6,145 6,145 4,035 THD175 14 17/8 5 3 18 16d Common 12 10dx11/2 2,770 3,125 3,355 2,315 THD177 14 17/8 67/8 3 28 16d Common 16 10dx11/2 4,310 4,860 5,005 2,315 THD179 14 17/8 87/8 3 38 16d Common 20 10dx1112 5,850 6,250 6,455 3,905 THD26-2 14 37/15 53/8 3 18 16d Common 12 10d Common 2,770 3,125 3,3T• • J,340 THD28-2 14 31/16 71/8 3 28 16d Common 16 10d Common 4,310 :,86C6 • 5,00% 2,595 THD210-2 14 37/15 9'/8 3 38 16d Common 20 10d Common 5,850 6,600• • 7,04;0 • • • 1,905 THD210-3 12 51/8 9 3 38 16d Common 20 10d Common 6,535 • 7�$�5• • 7,745 4,035 THD2104 12 63/4 9 3 38 16d Common 20 10d Common 6,535 7,1!3�• • 7,74� • • • • 1,035 THD46 14 35/8 55/1e 3 18 16d Common 12 10d Common 2,770 3,T2V • 3,355 2,340 THD48 14 35/e 71/15 3 28 16d Common 16 10d Common 4,310 4,i �60• • 5,003 • • �2595 THD410 14 35/8 9'/16 3 38 16d Common 20 10d Common 5,850 CbW9e el 7,045 • 3,905 THD412 14 3% 11 3 48 16d Common 20 10d Common 7,045 70045 7,041 • •36905 THD414 14 3% 12'/8 3 58 16d Common 20 10d Common 7,045 7.045 • 7,045 3,905 THD610 12 51/2 9 3 38 16d Common 20 10d Common 6,535 7255 7,741 • 04035 THD612 12 51/2 11 3 48 16d Common 20 10d Common 8,255 8,435 8,435 4,035 THD614 12 51/2 12'/3 3 58 16d Common 20 10d Common 8,435 8,435 8,435 4,035 THD7210 12 1 71/4 9 3 38 16d Common 20 10d Common 6,535 7,255 7,745 4,035 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 6.895 kPa. 'Allowable loads have been adjusted for load duration factors, CD, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installations requirements. 2See Section 3.14.3 for required fastener dimensions and mechanical properties. 3Aloowable loads shown are for installations in wood members complying with Section 3.14.2. Wood members must also have a minimum reference compression perpendicular to grain design value, F,p,,p, of 625 psi. 4THD hangers provide torsional resistance, up to a maximum joist depth of H + 1.0 inch (H + 25.4 mm), where torsional resistance is defined as a moment not less than 75 pounds (334 N) times the depth of the joist, at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5Some THD models feature nail holes along the bend line that must be filled with nails, driven into the header at a 45e angle, to achieve the tabulated allowable loads. 10NA Drive bend line I nails into header at 4Y to achieve listed loods. TYPICAL THD INSTALLATION TYPICAL THD BEND LINE NAIL INSTALLATION FIGURE 8-THD FACE MOUNT HANGER ESR-3445 I Most Widely Accepted and Trusted Page 14 of 25 TABLE 9-THDH FACE MOUNT HANGER ALLOWABLE LOADS' 2•3,4 STOCK NO. STEEL DIMENSIONS (in.) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) GAGE W H D Header Joist Download Uplift Qty Type City Type CD = 1.0 CD = 1.15 CD = 1.25 CD = 1.6 THDH26 12 15/8 5'/16 5 20 16d Common 8 16d Common 4,375 4,895 5,180 2,805 THDH28 1 12 15/6 73/,6 5 1 36 16d Common 12 16d Common 7,595 8,175 8,175 4,345 THDH210 12 15/8 9'/16 5 46 16d Common 16 16d Common 9,310 9,710 9,710 5,290 THDH27925 12 23/4 91/6 4 46 16d Common 12 16d Common 9,020 9,020 9,020 4,345 THDH27112 12 23/4 107/8 4 56 16d Common 14 16d Common 9,710 9,710 9,710 4,345 THDH2714 12 23/4 121/4 4 66 16d Common 16 16d Common 11,185 11,325 11,325 5,290 THDH26-2 12 3'/16 53/6 4 20 16d Common 8 16d Common 4,375 4,895 5,180 2,805 THDH28-2 12 3'/16 71/8 4 36 16d Common 10 16d Common 7,360 8,175 8,175 3,000 THDH210-2 12 37/,6 9% 4 46 16d Common 12 16d Common 9,020 9,020 9,020 4,345 THDH212-2 12 33/6 101/2 4 56 16d Common 14 16d Common 9,710 9,710 9,710 4,345 THDH214-2 12 33/6 121/4 4 66 16d Common 16 16d Common 11,325 11,325 1142*56 . 5,290 THDH3210 12 3'/16 93/9 4 46 16d Common 12 16d Common 9,020 1,020• . 9,t0 4,34501 THDH3212 12 33/,6 10% 4 56 16d Common 14 16d Common 9,710 9, 0 9,A16 • • • 5,290 THDH46 12 39/16 53/6 4 20 16d Common 8 16d Common 4,375 4,895• 5,180 21805 THDH48 12 39/16 71/9 4 36 16d Common 10 16d Common 7,360 8,175 8,17 3,000 THDH410 12 39/16 91/6 4 46 16d Common 12 16d Common 9,020 9,t,12p. 9,02Q • b• 4,345 • THDH412 12 39116 101/2 4 56 16d Common 14 16d Common 9,710 $Z160• • 9,740 se 5,290 • THDH414 12 39/,6 131/16 4 66 16d Common 16 16d Common 11,325 14,Z 5. • 11,326• • 5,305 • THDH26-3 12 51/8 51/,6 4 20 16d Common 8 16d Common 4,375 ZA3960 • 5,180 • 2,805 THDH28-3 12 51/6 73/,6 4 36 16d Common 12 16d Common 7,595 81175 8,1i3 •4,345 0` THDH210-3 12 51/6 9'/16 4 46 16d Common 16 16d Common 9,710 ;710 9,710 � 5,290 THDH212-3 12 51/6 113/16 4 56 16d Common 20 16d Common 9,530 9,N 9,5 (a • • • 5,290 THDH214-3 12 51/6 13'/16 4 66 16d Common 22 16d Common 11,325 11,325 11,325 5,305 THDH5210 12 53/6 9% 4 46 16d Common 16 16d Common 9,710 9,710 9,710 5290 THDH5212 12 5318 111/6 4 56 16d Common 20 16d Common 9,530 9,530 9,530 5,290 THDH5214 12 53/6 131/6 4 66 16d Common 22 16d Common 11,325 11,325 11,325 5,305 THDH610 12 51/2 9 4 46 16d Common 16 16d Common 9,020 9,020 9,020 5,290 THDH612 12 51/2 11 4 56 16d Common 20 16d Common 9,530 9,530 9,530 5,290 THDH614 12 51/2 13 4 66 16d Common 22 16d Common 11,325 11,325 11,325 5,305 THDH26-4 12 69/16 51/16 4 20 16d Common 8 16d Common 4,375 4,895 5,180 2,805 THDH28-4 12 61/,6 79/,6 4 36 16d Common 12 16d Common 7,595 8,175 8,175 4,345 THDH6710 12 67/6 813/16 4 46 16d Common 12 16d Common 9,020 9,020 9,020 4,345_ THDH6712 12 67/6 1013/16 4 56 16d Common 14 16d Common 9,020 9,020 9,020 5,290 THDH6714 12 67/6 1213116 4 66 16d Common 16 16d Common 11,325 11,325 11,325 5,305 THDH7210 12 71/4 9 4 46 16d Common 12 16d Common 9,020 9,020 9,020 4,345 THDH7212 12 71/4 10112 4 56 16d Common 14 16d Common 9,020 9,020 9,020 5,29D ' THDH7214 12 71/4 121/4 4 66 16d Common 16 16d Common 11,325 11,325 11,325 5,305 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Allowable loads have been adjusted for load duration factors, CD, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installation requirements. 2Aloowable loads shown are for installations in wood members complying with Section 3.14.2. 'See Section 3.14.3 for required fastener dimensions and mechanical properties. °THDH hangers provide torsional resistance, up to a maximum joist depth of H + 1.0 inch (H + 25.4 mm) where torsional resistance is defined as a moment not less than 75 pounds (334 N) times the depth of the joist, at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 'Allowable loads shown are for installations in wood members complying with Section 3.11.2. 'Wood members must also have a minimum reference compression perpendicular to grain design value, Fc.perp, of 625 psi. 'Joist nails must be driven horizontally into the joist at an angle of 30- to 45-degrees from normal, such that they penetrate through the joist, and into the header. Clove ioizt nails--+' �^ y s into Ire�n#er ut 3D',a aS-a sz6ima �," hbad lxda TYPICAL THDH DOUBLE SHEAR " NAIL INSTALLATION TYPICAL THDH INSTALLATION THDH FIGURE 9-THDH FACE MOUNT HANGER ESR-3445 I Most Widely Accepted and Trusted Page 15 of 25 TABLE 10-THF FACE MOUNT HANGER ALLOWABLE LOADS1,2,3,4 STOCK NO. STEEL GAGE DIMENSIONS (in.) FASTENER SCHEDULES ALLOWABLE LOADS (Ibs) Nail Header Joist Download Uplift W F H D Conf. Qty Type Qty Type CD = 1.0 CD = 1.15 CD = 1.25 CD = 1.60 THF15925 18 112 9'/16 2 MIN 8 10d Common 2 10dx1'/2 930 1,065 1,160 240 MAX 12 10d Common 2 10dx1'/2 1,390 1,600 1,700 240 THF15112 18 1'/2 111/1e 2 MIN 8 10d Common 1 2 10dx11/2 930 1,065 1,160 240 MAX 16 10d Common 2 10dx1'/2 1,855 2,135 2,165 240 THF15140 18 1'/2 13'/2 2 MIN 12 10d Common 2 10dx11/2 1,390 1,600 1,740 240 MAX 20 10d Common 2 10dx11/2 2,105 2,140 2,165 240 THF16925 18 15/8 9 2 MIN 8 10d Common 2 10dx1'/2 930 1,065 1,160 240 MAX 12 10d Common 2 10dx1'/2 1,390 1,600 1,700 240 THF16112 18 15/e 11 2 MIN 8 10d Common 2 10dx11/2 930 1,065 1,160 240 MAX 16 10d Common 2 10dx11/2 1,855 2,135 2,320 240 THF16140 18 15/e 137/16 2 MIN 12 10d Common 2 10dx1112 1,390 1.600 1,740 240 MAX 20 10d Common 2 10dx11/2 2,265 2,300 2,320 • 240• THF17925 18 1314 815/16 2 MIN 8 10d Common 2 10dx11/2 930 1,065 1,160 • 240 MAX 12 10d Common 2 10dx1'/2 1,390 1,600 • • 1,70; • 2400 THF17112 18 13/4 1015/15 2 MIN 8 10d Common 2 10dx11/2 930 1,065 • • 9,%@ • 240 MAX 16 10d Common 2 10dx11/2 1,855 2,135 • • 2,12E 2A THF17140 18 13/4 133/e 2 MIN 12 10d Common 2 10dx1'/2 1,390 1,600 • • f,?4Q • • 14b0 • MAX 20 10d Common 2 10dx11/2 2,320 2,455 • •1,40 240 THF20925 18 21/e 81/e 2 MIN 8 10d Common 2 10dx11/2 930 1,065 •1,166 • X0 • MAX 12 10d Common 2 10dx11/2 1,390 1,600 1,700 24 THF20112 18 2'/e 113/16 2 MIN 8 10d Common 2 10dx1'/2 930 1,065 0 10161 00240, MAX 16 10d Common 2 10dx11/2 1,855 2,135 • 2,40 : 24p • THF20140 18 21/e 131/4 2 MIN 12 10d Common 2 10dx11/2 1,390 1,600 • • 01,74i • 240 • MAX 20 10d Common 2 10dx11/2 2,320 2,670 2,790 • 240 THF15925-2 16 31/e 93/16 2'/2 12 10d Common 6 10d Common 1,415 1,630 1,770 1,135 THF15112-2 16 3% 1013/1e 21/2 14 10d Common 6 10d Common 1,650 1,900 2,065 1,135 THF15140-2 12 3'/e 123/4 21/2 18 10d Common 6 10d Common 2,395 2,755 2,995 1,275 THF16925-2 16 33/8 9'/16 21/2 12 10d Common 6 10d Common 1,415 1,630 1,770 1,135 THF16112-2 16 33/8 103/4 21/2 14 10d Common 6 10d Common 1,650 1.900 2,065 1,135 THF16140-2 12 33/e 121/8 21/2 18 10d Common 6 10d Common 2.395 2,755 2,995 1,275 THF17157 18 113/16 153/4 31/2 - 24 10d Common 2 10dx1112 2,785 3,200 3,480 240 THF20157 18 21/a 153/4 33/a - 24 10d Common 2 10dx1'/2 2,785 3,200 3,480 240 THF17157-2 12 35/8 153/4 21/2 22 10d Common 6 10d Common 2,925 3.365 3,660 1,275 THF20925-2 16 43/16 811/16 2% 12 10d Common 6 10d Common 1,415 1.630 1.770 1,135 THF20112-2 16 43/,6 11 2'/2 16 10d Common 6 10d Common 1,890 2,170 2,360 1,135 THF20140-2 16 43/16 135/8 21/2 20 10d Common 6 10d Common 2,360 2,715 2,950 1,135 THF23925 18 25/16 93/16 21/2 12 10d Common 2 10dx1'/2 1,390 1,600 1,740 165 THF23100 18 25/16 93/m 21/2 12 10d Common 2 10dx11/2 1,390 1,600 1.740 330 THF23118 18 25/,6 113/16 2'/2 14 10d Common 2 10dx1112 1,625 1,870 2,030 330 THF23140 16 25/16 13'/2 2112 18 10d Common 2 10dx11/2 2,125 2,445 2,655 330 THF23160 16 25/16 158/16 21/2 22 10d Common 2 10dx11/2 2,595 2,970 2,970 330 THF23180 16 25/16 171/e 21/2 24 10d Common 8 10dx11/2 2,830 3,255 3.540 1,285 THF23925-2 16 4314 83/8 21/2 12 10d Common 6 10d Common 1,415 1,630 1,770 1,135 THF23118-2 16 43/4 1011/1e 21/2 16 10d Common 6 10d Common 1,890 2,170 2,360 1,135 THF23140-2 12 43/4 135/16 21/2 20 10d Common 6 10d Common 2,660 3,060 3,325 1,275 THF23160-2 12 43/4 1515/16 21/2 24 10d Common 6 10d Common 3,190 3,670 3,990 1,275 THF25925 18 21/2 91/a 21/2 12 10d Common 2 10dx1112 1,390 1,600 1,740 165 THF25112 18 21/2 111/a 21/2 14 10d Common 2 10dx11/2 1,625 1,870 2,030 330 THF25120 18 21/2 111/8 21/2 14 10d Common 2 10dx1112 1,625 1,870 2,030 330 THF25130 16 21/2 12'/4 21/2 - 18 10d Common 2 10dx11/2 2,125 2,445 2,655 330 THF25140 16 2'/2 137/1e 21/2 18 10d Common 2 10dx1112 2,125 2,445 2,655 330 THF25160 16 21/2 151/2 21/2 22 10d Common 2 10dx1112 2,595 2,970 2,970 330 THF25925-2 16 51/8 83/16 2'/2 12 10d Common 6 10d Common 1,415 1,630 1.770 1,135 THF25112-2 16 51/a 107/16 21/2 16 10d Common 6 10d Common 1.890 2170 2,360 1,135 THF25140-2 12 51/8 13% 21/2 20 10d Common 6 10d Common 2,660 3,060 3,325 1,275 ESR-3445 I Most Widely Accepted and Trusted Page 16 of 25 TABLE 10-THF FACE MOUNT HANGER ALLOWABLE LOADS ',2,3,4(Conti nued) STOCK NO. STEEL GAGE DIMENSIONS (in.) FASTENER SCHEDULES ALLOWABLE LOADS (lbs) Nail Header Joist Download Uplift W H D Conf. Qty 24 Type 10d Common Qty 6 Type 10d Common Co = 1.0 3,190 CD = 1.15 3,670 CD = 1.25 3,990 CD = 1.60 1,275 THF25160-2 12 51/e 158/4 21/2 THF26925 18 25/8 91/is 21/2 12 10d Common 2 10dx11/2 1,390 1,600 1,740 165 THF26112 18 2% 1V66 2'/2 14 10d Common 2 10dx11/2 1,625 1,870 2,030 330 THF26140 16 25/8 13% 21/2 18 10d Common 2 10dx1'/2 2,125 2,445 2,655 330 THF26160 16 25/8 157/1e 21/2 22 10d Common 2 10dx11/2 2,595 2,970 2,970 330 THF35925 18 3'/2 85/8 21/2 12 10d Common 2 10dx11/2 1,390 1,600 1,740 230 THF35112 18 31/2 105/e 21/2 16 10d Common 2 10dx11/2 1,855 2,135 2,320 230 THF35140 16 31/2 1215/16 21/2 20 10d Common 2 10dx11/2 2,360 2,715 2,950 230 THF35157 16 3V2 15 2'/2 22 10d Common 2 10dx11/2 2,595 2,985 3,245 230 THF35165 16 31/2 169/i8 21/2 24 10d Common 8 10dx11/2 2,830 3,255 3,540 01"6? 0 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 6.895 kPa. 0.9 : • • 'Allowable loads have been adjusted for load duration factors, CD, as shown, in accordance with the NDS. The 811G*111mC loads Co not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 a*d 4.Q•Fer additionaledesign and installations requirements. *see 0000 2See Section 3.14.3 for required fastener dimensions and mechanical properties. • 0 0 * 0 • ' 0000 0 AAloowable loads shown are for installations in wood members complying with Section 3.14.2. Wood members must also have a mirynum reference compression perpendicular to grain design value, FGIerP, of 625 psi (4.31 MPa). 0 0:0 0: : • • 4For minimum (MIN) nailing configuration, all round nail holes must be filled with nails. For maximum (MAX) naiflilg Whfiguration Aground and •••••• • diamond holes must be filled with nails. The joist hangers are not intended for use with intermediate numbers of fasteners. • • • 5Reinforce supported and supporting 1-joists as required per manufacturer's instructions. . . ; 0 • • 0 • • • • • • • • •••••• a_ THE TYPICAL THE INSTALLATION FIGURE 10-THF FACE MOUNT HANGER TYPICAL THE DOUBLE IJOIST TO HEADER INSTALLATION ESR-3445 I Most Widely Accepted and Trusted Page 17 of 25 TABLE 11-THFI FACE MOUNT HANGER ALLOWABLE LOADS'•2,3,4 STOCK NO. STEEL GAGE HANGER DIMENSIONS in. MIN/ MAX FASTENING SCHEDULE ALLOWABLE LOADS (lbs) W H D Header6 Joist' Download Uplift Qty Type Qty Type CD = 1.0 CD = 1.15 CD = 1.25 CD = 1.6 THF11795 18 17/8 91/2 2 8 10d Common 960 1,095 1,180 125 THF117118 18 17/8 117/8 2 10 10d Common 1,200 1,265 1,265 125 THF11714 18 17/8 14 2 Min 12 10d Common 1,440 1,640 1,770 125 THF11714 18 17/8 14 2 Max 14 10d Common 1,680 1,915 2,065 125 THF11716 18 17/8 16 2 Min 14 10d Common 1,680 1,915 2,065 125 THF11716 18 17/8 16 2 Max 16 10d Common 1,920 2,190 2,190 125 THF12095 18 21/e 91/2 2 8 10d Common 960 1,095 1,180 125 THF120118 18 21/8 117/8 2 10 10d Common 1,200 1,265 1,265 125 THF12014 18 21/8 14 2 Min 12 10d Common 1,440 1,640 1,770 125 THF12014 18 21/8 14 2 Max 14 10d Common 1,680 1,915 2,065 125 THF12016 18 21/8 16 2 Min 14 10d Common 1,680 1,915 2,015,•125 THF12016 18 21/8 16 2 Max 16 10d Common 1,920 02,199 • • 2,2b5 125 THF12395 18 2% 9'/2 2 8 10d Common 960 1*J5 • 1,1Z;Q.• •125 THF123118 18 2% 117/e 2 10 10d Common 1,20071�Jt§0%,6. 1,265 125 THF12314 18 23/8 14 2 Min 12 10d Common 1,440 1,770 125 THF12314 18 23/8 14 2 Max 14 10d Common 1,680 2,095 • • •125 THF12316 18 23/8 16 2 Min 14 10d Common 1,680 2,06.5 • 125 THF12316 18 23/8 16 2 Max 16 10d Common 1,920 2,2 A •• • 125 THF125925 18 2% 9'/4 2 8 10d Common 960 4,095 • 1,180 125 THF12595 18 21/8 91/2 2 8 10d Common 960 i,095 1,18E• • 25 THF125118 18 2% 117/8 2 10 10d Common 1,200 41,265 • 1,265 • • 125 THF12514 18 25/8 14 2 Min 12 10d Common 1,440 1VU 1,770•..425 THF12514 18 25/8 14 2 Max 14 10d Common 1,680 1,915 2,06 125 THF12516 18 21/8 16 2 Min 14 10d Common 1,680 1,915 2,065 125 THF12516 18 21/e 16 2 Max 16 10d Common 1,920 2,190 2,265 125 THF13595 18 31/8 91/2 2 10 10d Common 1,200 1,265 1,265 125 THF135118 18 3'/e 117/e 2 12 10d Common 1,440 1,640 1,770 125 THF13514 18 31/8 14 2 Min 12 10d Common 1,440 1,640 1,770 125 THF13514 18 31/e 14 2 Max 14 10d Common 1,680 1,915 2,065 125 THF13516 18 3'/e 16 2 Min 14 10d Common 1,680 1,915 2,065 125 THF13516 18 37/e 16 2 Max 16 10d Common 1,920 2,190 1 2,265 125 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 6.895 kPa. 'Allowable loads have been adjusted for load duration factors, CD, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installations requirements. 2See Section 3.14.3 for required fastener dimensions and mechanical properties. AAllowable loads shown are for installations in wood members complying with Section 3.14.2. Wood members must also have a minimum reference compression perpendicular to grain design value, F�p.,p, of 625 psi (4.31 MPa). 4For minimum (Min) nailing configuration, all round nail holes must be filled with nails. For maximum (Max) nailing configuration, all round and diamond holes must be filled with nails. The joist hangers are not intended for use with intermediate numbers of fasteners. 'Joists are held in hangers using seat cleats. 6Reinforce supporting ]-joist headers as required per manufacturer's instructions THFI TYPICAL THFI INSTALLATION FIGURE 11-THFI FACE MOUNT HANGER ESR-3445 I Most Widely Accepted and Trusted Page 18 of 25 TABLE 12-LGU / MGU / HGU GIRDER HANGER ALLOWABLE LOADS DIMENSIONS (in.) FASTENER SCHEDULE ALLOWABLE LOADS2.4 (lbs) STOCK NO. STEEL GAGE yy H' H� D Header Joist Download Uplift Qty Type Qty Type CD = 1.0 CD = 1.15 CD = 1.25 CD = 1.6 LGU325 10 3'/4 Specify 73/8 41/2 18 WS3 12 WS3 7,135 7,410 7,410 3,975 LGU363 10 35/8 Specify 7% 41/2 18 WS3 12 WS3 7,135 7,410 7,410 3,975 LGU525 10 51/4 Specify 73/8 41/2 18 WS3 12 WS3 7,135 7,410 7,410 3,975 MGU363 10 35/8 Specify 85/8 41/2 24 WS3 16 WS3 9,515 10,940 11,890 5,060 MGU525 10 51/4 Specify 85/8 41/2 24 WS3 16 WS3 9,515 10,940 11,890 5,060 MGU550 10 51/2 Specify 85/8 41/2 24 WS3 16 WS3 9,515 10,940 11,890 5,060 MGU562 10 55/8 Specify 85/8 41/2 24 WS3 16 WS3 9,515 10,940 11,890 5,060 MGU700 10 7 Specify 85/8 41/2 24 WS3 16 WS3 9,515 10,940 11,890 5,060 HGU363 7 35/8 Specify 10% 51/4 38 WS3 24 WS3 14,705 14,990 14,990 7,375 HGU525 7 51/4 Specify 103/8 51/4 38 WS3 24 WS3 14,705 14,990 14,990 7,375 HGU550 7 51/2 Specify 10% 5'/4 38 WS3 24 WS3 14,705 14,990 14,990 7,375 HGU562 7 55/8 Specify 103/8 51/4 38 WS3 24 WS3 14,705 14,990 14,990 7,-3Z5 HGU700 7 7 Specify 10% 51/4 38 WS3 24 WS3 14,705 14,990 • 1%990 7,375 HGU725 7 7'/4 Specify 10% 51/4 38 WS3 24 WS3 14,705 14,990 • 14'990 ZZ45 HGU900 7 9 Specify 103/8 5'/4 38 WS3 24 WS3 14,705 14,990 • •;1.4tJ90 7,375 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 6.895 kPa. ••• •• • • • • • • •••• • 'The minimum supported member heights, H, for the LGU, MGU, and HGU are 8", 91/4", and 11 ", respectively. • • • • • • *so* • • • • . • 2Allowable loads have been adjusted for load duration factors, CI), as shown, in accordance with the NDS. The allowable loads do no4 y pply to •.; • • • loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and V2*. o*additiorwI al esign and • • • • installations requirements. 3The WS3 is a Y." x 3" self -drilling screw described in ESR-2761 and are included with the hangers. • • • • • • • 4Allowable loads shown are for installations in wood members complying with Section 3.14.2. Wood member4must also hawoa minimum • • • • • • reference compression perpendicular to grain design value, F,P.rp, of 625 psi (4.31 MPa). • • ; • • • • • • • • • • •••••• LGU/MGU/HGU TYPICAL LGU,: MGU/HGU INSTALLATION FIGURE 12-LGU / MGU / HGU GIRDER HANGER ESR-3445 I Most Widely Accepted and Trusted Page 19 of 25 TABLE 13-THDHQ GIRDER TRUSS HANGER ALLOWABLE LOADS'•2,3 DIMENSIONS (in.) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) STOCK NO. STEEL GAGE W H D Header Joist Download Uplift Qty Type Qty Type CD = 1.0 CD = 1.15 CD = 1.25 CD = 1.6 THDHQ26-2 12 35/16 5'/16 4 12 WS3 4 WS3 5,015 5,745 5,745 2,055 THDHQ26-3 12 415/16 57/16 4 12 WS3 4 WS3 5,015 5,745 5,745 2,055 THDHQ26-4 12 69/16 57/16 4 12 WS45 4 WS6 5,015 5,745 5,745 2,490 THDHQ28-2 12 35/16 73/16 4 20 WS3 8 WS3 8,355 9,540 9,540 3,645 THDHQ28-3 12 4 15/ 16 73/16 4 20 WS3 8 WS3 8,355 9,540 9,540 3,645 THDHQ28-4 12 69/16 73/16 4 20 WS45 8 WS6 8,355 9,540 9,540 4,530 THDHQ210-2 12 35/16 93/16 4 28 WS3 8 WS3 10,840 10,880 10,880 5,270 THDHQ210-3 12 415/16 93/16 4 28 WS3 8 WS3 10,880 10,880 10,880 5,270 THDHQ210-4 12 69/16 93/16 4 28 WS45 8 WS6 10,880 10,880 10,880 4,200 THDHQ46 12 3% 57/16 4 12 WS3 8 WS3 5,015 5,745 5,745 2,055 THDHQ48 12 3% 73/16 4 20 WS3 8 WS3 8,355 9,540 9,540 3,645 THDHQ410 12 35/6 93/16 4 28 WS3 8 WS3 10,880 10,880 j 10,880 5,270 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 6.895 kPa. • • • 000000 'Allowable loads have been adjusted for load duration factors, Co, as shown, in accordance with the NDS. Tltf!allo%able 11"Asnot apply to • loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1*8Vg4.2 for additional design•3r1ci'{{ installations requirements. • • • { • • • • • 2Wood screws (WS) used for THDHQ hangers are described in ESR-2761 and are included with the hangers. • { { { • • • • : • • • • AAloowable loads shown are for installations in wood members complying with Section 3.14.2. Wood meMVgrs•Ltiust aISFLf�ovea minigibi L•• reference compression perpendicular to grain design value, F�p.rp, of 625 psi (4.31 MPa). 000000 0 0 • • 00 • • 0000 • • • • ••{•{• • • 00 • • • •• • • • • • •{•••• THDHQ TYPICAL. THDHQ INSTALLATION FIGURE 13-THDHQ GIRDER TRUSS HANGER ESR-3445 I Most Widely Accepted and Trusted Page 20 of 25 TABLE 14-IHF JOIST HANGER ALLOWABLE LOADS' 2,3,4,5,6 DIMENSIONS (inches) FASTENER SCHEDULE ALLOWABLE LOADS (lbs.) STOCK NO. STEEL GAGE W H D Nailing Configu- ration Header Joist FC-PERP = 750 psi Uplift Qty Type Qty Type Co =1,0 Co =1.15 Co =1.25 Co =1.6 IHF15925 16 11/2 911,6 2112 MIN 8 10d Common 2 10d x 1'/z 1,000 1,120 1.210 330 MAX '20 16d Common 2 10d x 1112 2,905 2,905 2,905 330 IHF15112 16 11/2 111/16 2112 MIN 10 10d Common 2 10d x 11/2 1,250 1,405 1,515 330 MAX 24 16d Common 2 10d x 1Vz 3,065 3,095 3,115 330 IHF1514 16 11I2 131/2 2% MIN 12 10d Common 2 10d x 1112 1,500 1,685 1,815 330 MAX 28 16d Common 2 10d x 11/2 3,065 3095 3,115 330 IHF16925 16 1s/8 9 292 MIN 8 10d Common 2 10d x 11/2 1,000 1,120 1,210 330 MAX 20 16d Common 2 10d x 02 2,905 2,905 2,905 330 IHF16112 16 1% 11 21/2 MIN 10 10d Common 2 10d x 11/2 1,250 1,405 1,515 330 MAX 24 16d Common 2 1 10d x 11/z 3,295 3,325 3,350 330 IHF1614 16 16/e 13'/1e 2'/2 MIN 12 10d Common 2 10d x 11/2 1,500 1,685 1,815 330 MAX 28 16d Common 2 10d x 11/2 3,295 3,325 3,350 330 IHF17925 16 13/4 81611e 21/2 MIN 8 10d Common 2 10d x 11/2 1,000 1,120 1,0 00 • •' 330 MAX 20 16d Common 2 10d x 11/2 2,905 1 •,a,9050 2,905 330 IHF17112 16 131a 1015/16 21/2 MIN 10 10d Common 2 10d x 11/2 1,250 • i.aa5• 1 t.t• • • 330 MAX 24 16d Common 2 10d x 11/2 3,530 • 6,,4. 3,585 • 330 • IHF1714 16 13/a 133/a 2112 MIN 12 10d Common 2 10d x 1112 1,500 • 01,*6 1,8" • 330 • MAX 28 16d Common 2 10d x 1112 3,530 • g31,M0 3,595• • 330 • • IHF1716 16 113/16 15314 21/2 MIN 14 10d Common 2 10d x 11/2 1,750 •l,965• 2:120• • • 330 • •' MAX 30 16d Common 2 10d x 1'/2 3,530 • 3 560 3,585 330 • • IHF20925 16 2% BTJa 21/z MIN 8 " 10d Common 2 10d x 1112 1,000 1!12= 1r2j0 330 MAX 20 16d Common 2 10d x 11/z 2,905 e 2,W5 ?•90? • ' • 330 IHF20112 16 2118 113/16 2'/2 MIN 10 10d Common 2 10d x 11/2 1,250 • •1,4050 111515 • 330 • MAX 24 16d Common 2 10d x 1112 3,530 3,960 3,960 330 IHF2014 16 21/s 13114 2'/z MIN 12 10d Common 2 10d x 1 Vz 1,500 1,685 1,815 330 MAX 28 16d Common 2 10d x 1112 4,115 4,150 4,170 330 IHF23925 16 2'/16 93/16 2112 MIN 10 10d Common 2 10d x 11/2 1,250 1,375 1,375 330 MAX 24 16d Common 2 10d x 11/2 3,530 4,000 4,320 330 IHF23112 16 2'/16 113/16 2112 MIN 10 10d Common 2 10d x 11/2 1,250 1,405 1,515 330 MAX 24 16d Common 2 10d x 11/2 3,530 -3,960 3,960 330 IHF2314 16 26/16 13'/2 21/2 MIN 12 10d Common 2 10d x 112 1,500 1,685 1,815 330 MAX 28 16d Common 2 10d x 1112 4,115 4,440 4,440 330 - .IHF2316 16 21/ie 158/16 21/2 MIN 14 10d Common 2 10dx1V2 1,750 1,965 2,120 330 MAX 30 16d Common 2 Y 10d x 11/2 4,410 4,440 4,440 330 IHF2318 16 23/15 171/a 21/2 MIN 14 10d Common 2 10d x 1112 1,750 1,965 2,120 330 MAX 30 16d Common 2 10d x 11/2 4,410 4,440 4,440 330 IHF25925 16 2'12 91/8 2112 MIN 10 10d Common 2 10d x V/z 1,250 1,375 1,375 330 MAX 24 16d Common 2 10d x 11/2 3,5W 4,000 4,320 330 IHF25112 16 2112 111/8 21/2 MIN 10 10d Common 2 10d x P/z 1,250 1,375 1,375 330 MAX 24 16d Common 2 10d x 11/2 3,530 3,960 3,960 330 IHF2514 I 16 2'/z 13'/ts 2112 MIN 12 10d Common 2.:. 10d,, 11/z 1,500 1,685 1,815 330 MAX 28-, 16d Common 2 10d x 11/2 4,115 4,440 4,440 330 IHF2516 16 21/2 151/2 2112 MIN 14 10d Common 2 10d x 11/2 1,750 1,965 2,120 330 MAX 30 16d Common 2 10d x 11/2 4,410 4,440 4,440 330 IHF26925 16 26/a 91115 21!2 MIN 10 10d Common 2 10d x 11/2 1,250 1,375 1,375 330 MAX 24 16d Common 2 10d x 1112 3,530 4,000 4,320 330 IHF26112 16 211, 111h6 2112 MIN 10 10d Common 2 10d x 1 Vz 1,250 1,375 1,375 330 MAX 24 16d Common 2 10d x 11/2 3,530 3,960 3,960 330 IHF2614 16 28/8 133/8 % 2'12 MIN 12 10d Common 2 10d x 11/2 1,500 1,685 1,815 330- MAX 28 16d Common 2 10d x 11/2 4,115 4,440 j 4,440 330 IHF2616 16 26/e 157/16 2'/2 MIN 14 10d Common 2 10d x 11/2 1,750 1,965 2,120 330 MAX 30 16d Common 2 10d x 11/2 4,410 4,440 4,440 330 ESR-3"5 I Most Widely Accepted and Trusted Page 21 of 25 TABLE 14-IHF JOIST HANGER ALLOWABLE LOADS1,2,3,4,5,6 (Continued) DIMENSIONS (inches) FASTENER SCHEDULE ALLOWABLE LOADS (lbs.) STOCK NO. STEEL GAGE Nailing Header Joist Fc-PErs = 750 psi Uplift W H D Configu- at; Type city Type CD =1.0 CD =1.15 CD =1.25 CD =1.6 ration MIN 10 10d Common 2 10d Common 1,250 1,375 1,375 330 IHF15925-2 16 31/8 018 292 ; MAX 24 16d Common 2 10d Common 3,530 4,000 4,320 330 MIN 10 10d Common 2 10d Common 1250 1,375 1,375 330 IHF15112-2 16 31/a 1013/1e 21/2 MAX 24 16d Common 2 10d Common 1 3,530 3,960 3,960 330 MIN 10 < 10d Common 2 10d Common 1,250 1,375 1,375 330 IHF16925-2 16 33/B 91116 211z ; MAX 24 16d Common 2 10d Common 3,530 4,000 4,320 330 MIN 10 10d Common 2 10d Common 1,250 1,375 1,375 330 IHF16112-2 16 33/8 103/4 21/2 MAX 24 16d Common 2 10d Common 3,530 3,960 3,960 330 MIN 10 10d Common 2 10d x 1112 1,250 1,375 1,375 330 IHF35925 16 3112 85f8 : 212 MAX 24 16d Common 2 10d x 11/z 3,530 4,000 4,320 330 MIN 10 10d Common 2 10d x 1112 1,250 1,375 1,375 330 IHF35112 16 31/2 10% 21/2 MAX 24 16d Common 2 10d x 11/2 3,530 3,960 3,960 330 MIN 12 10d Common 2 10d x 11/2 1,500 1,685 1 E15 330 IHF3514 16 31/2 1215! a 2'/z MAX 28 16d Common 2 10d x 111z 4,115 4,Jill• 4,,440 330 • •' MIN 14 10d Common 2 10d x 1112 1,750 1,965 241i0• • • 330 IHF3516 16 31/2 15 21/2 MAX 30 16d Common 2 10d x 11/2 4,410 oe 4,:40 1 4,440 330 MIN 14 10d Common 2 10d x 1112 1,750 + 61*9V 2,1i0• 330 • •' IHF3518 16 31[2 169116 2112 • • MAX 30 16d Common 2 10d x 11/2 4,410 • •40t40 4Q,q'► ♦ 330 • •„ MIN 10 10d Common 2 10d Common 1,250 • 014t" 19615 • 330 • • 1 IHF20925-2 16 43/16 811/16 2112 MAX 24 16d Common 2 10d Common 3,530 • 3SQ0 3,9e(T • 330 • • MIN 10 10d Common 2 10d Common 1,250 • •1 1,515 • 330 IHF20112 2 16 43he 11 21/2 MAX : 24 16d Common - 2 10d Common 3,530 3,960 3:3 % " • 330 � • MIN 12 10d Common 2 10d Common 1,500 14685► 1,815 330 • • IHF2014-2 16 43/1e 135/a 21/2 MAX 28 16d Common 2 10d Common 3,960 3,960 "j (P • • • 330 MIN 10 10d Gammon 2 10d Common 1,250 1,405 1,515 330 IHF23925-2 16 4114 83/8 21/2 MAX 24 16d Common 2 10d Common 3,530 3960 3,960 330 MIN 10 10d Common 2 10d Common 1,250 1,405 1,515 330 IHF25925-2 16 5'/e 83/16 21/2 MAX 24 16d Common 2 10d Common 3,530 3,960 3,960 330 MIN 10 10d Common 2 14d Common 1,250 1405 1,515 330 IHF25112-2 16 5118 107/15 21/z MAX 24 16d Common 2 10d Common 3,530 3960 3,960 1 330 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi =6.895 kPa. 'Allowable loads have been adjusted for load duration factors, CD, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installation requirements. 2See Section 3.16.3 and 3.16.4 for fastener requirements. 'Allowable loads shown are for installations in wood members complying with Section 3.16.2. Wood I -joist flanges must have a minimum reference compression perpendicular to grain design value, F,p,P, of 750 psi. 4Fill all round header nail holes for MIN nailing; and all round and diamond nail holes for MAX nailing. The joist hangers are not intended for use with intermediate numbers of fasteners. 5Diamond joist nail holes must be filled to achieve the tabulated uplift. With no joist nails installed, allowable uplift of 65 Ibs is provided by Seat Cleat® engagement with I -joist flange. 'Web stiffeners are not required unless specified by the wood I -joist manufacturer. IHF TYPICAL IHF TYPICAL IHF DOUBLE I -JOIST INSTALLATION TO HEADER INSTALLATION FIGURE 14-IHF FACE MOUNT HANGER ESR-3445 I Most Widely Accepted and Trusted Page 22 of 25 TABLE 15-IHFL JOIST HANGER ALLOWABLE LOADS',2,3,4,5,6 DIMENSIONS (inches) FASTENER SCHEDULE ALLOWABLE LOADS (lbs.) ALLOWABLE LOADS (lbs.) STOCK NO. J W F Q v) t7 W H D Nailing Configu- ration Oty Header Type FC.PERP = 625 psi Joist Cc =1.0 Cc =1.15 Cc =1.25 Fc-PERP = 750 psi Cc =1.0 Cc =1.15 Cc =1.25 Uplift ° Cc =1.6 IHFL15925 18 1 1/2 ? 9 1/16 21/2 I - 8 10d Common - 960 1,095 1,180 960 1,095 1,180 50 IHFL15112 18 1 1/2 11 1/16 2 112 j - i 10 10d Common - 1,200 1,370 1,475 1,200 1,370 1,475 50 IHFL17925 18 - 1 3/4 815/16 21/2 - 8 10d Common - 960 1,095 1,180 960 1,095 1,180 50 IHFL17112 18 1 3/4 10 15/16 j 21/2 1 - i10 i 10d Common - 1,200 1,370 1,475 1,200 1,370 1,475 50 IHFL1714 18 1 3/4 13 3/8 21/2 MIN MAX ' i 12 = 14 ? 10d Common '10d Common - 1,440 - 1,680 1,640 1,770 1,440 1,640 1,770 50 1,915 2,065 j 1;680 1,915 2,065 --� 50 IHFL1716 18 1 3/4 j 15 7/8 21/2 1 MIN MAX 14 16 ! 10d Common ` 10d Common - 1,680 - 1,920 1,915 2,065 1,680 1,915 2,065 50 I 2,190 2,360 1,920 2,190 2,360 50 IHFL20925 18 2 1/16 8 3/4 21/2 ` - 8 10d Common I - 960 1,095 j 1,180 960 1,095 1,180 50 IHFL20112 18 2 1/16 11 5/16 2 1/2 - 10 10d Common - 1,200 1,370 1,475 1,200 1,370 1,475 50 IHFL2014 18 2 1116 E T 13 3/16 , 2112 MIN , MAX ( 12 14 10d Common i ; 10d Common 1 - 1,440 - 1,680 1,640 1,770 1,440 1,640 1,770 < < 50 1,915 ; 2,065 I 1,680 1,915 2,065 i 50 IHFL2016 18 2 1/16 1511/16 21/2 MIN MAX 14 16 10d Common ! 10d Common - 1,680 - 1,920 1,915 2,065 1,680 1,91: • •;.065 50 2,190 2,360 • 1,9Wp • 2,191 2,360 • • 10- • 'IHFL23925 18 2 5116 ; %9 3116` 2 112 - '. � 8 i 10d Common - 960 ' 1,095 1;180 960 9,09 • •1.180 'So• • IHFL23112 18 2 5/16 11 3/16 2 1/2 10 10d Common ( - 1,200 1,370 1,475 1,290 1,376 1,475 50 • • IHFL2314 18 a. 2 5/16 13 1/2 2112 MIN . MAX t 12 14 10d Common 10d Common 1 - 1,440 - 1,680 1,640 1,770 1 440 1,640 ) 1,770 • •• • i 1,915 2,065 ; � • •1�J0• • , 1,91S. M65 E 50 IHFL2316 18 2 5/16 j 15 9/16 21/2 MIN MAX 14 16 10d Common ! ; 1 10d Common - 1,680 - 1,920 1,915 2,065 I • •14"p40• •, 1,9V • ,065 10 • 2,190 2,360 2,19t • • •2'360 g0 IHF125925 .i 18 21/2 9 1/8 2112 - 8 10d Common i - 960 1,095 1,180 • • 9�6C • • 1,095 • 1,180 54 • IHFL25112 ? 18 2 1/2 11 1/8 j 21/2 i -- 10 I 10d Common - 1,200 1,370 1,475 • 1,200 • 1,3747• •1,475 • • • i4 • • IHFL2514 18 21/2 i 13 7/16 ! 21/2 i 1 MIN MAX 12 = 14 10d Common 1Ad Common - I 1,440 - F}• 1,680 1,640 1,770 j • 1,44(r I 1 64J i• *1,770 • 50 • 1,915 `i 2,065 •14680 • ` 1,915 I �2 065 1 • 50 • 1HFL2516 18 21/2 1 15 1/2 21/2 MIN MAX 14 16 10d Common 10d Common - 1,680 - 1,920 1,915 2,065 1,680 1,9'It 2,065 50 2,190 2,360 1,920 2,190 2,360 50 :IHFL35925 E-'. 18 3 112 `:8 518 21/2 1 10 1 10d Common - 1,200 1,370... 1,475 1,200 :. 1,370 , 1,475 :3 50 IHFL35112 18 31/2 10 5/8 1 21/2 MIN MAX j 10 12 10d Common 10d Common - 1,200 - 1,440 1,370 1,475 1,200 1,370 1,475 50 1,640 1,770 1,440 1,640 1,770 50 IHFL3514 18 3112 1215/16 21/2 MIN r. MAX ,. 12 14 i 10d Common 10d Common ( - 1,440 ( - 1,680 1,640 1,770 1,440 1,640 1,770 50 1,915 2,065 1,680 1,915 2,065 `' 50 IHFL3516 18 31/2 j 15 21/2 MIN MAX i 14 16 I- 10d Common t 10d Common - 1,680 1,920 1,915 2,190 2,065 2,360 1,680 1,920 1,915 2,190 2,065 2,360 50 50 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi =6.895 kPa. 'Allowable loads have been adjusted for load duration factors, Co, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installation requirements. 'See Section 3.16.3 and 3.16.4 for fastener requierments. 'Allowable loads shown are for installations in wood members complying with Section 3.16.2. Wood members must also have a minimum reference compression perpendicular to grain as shown above for utilization of the associated design value. 'Fill all round header nail holes for MIN nailing; and all round and diamond header nail holes for MAX nailing. The joist hangers are not intended for use with intermediate numbers of fasteners. 'Web stiffeners are not required unless specified by the 1-joist manufacturer. 6Uplift resistance provided by Seat Cleat' engagement with I -joist flange. For additional uplift capacity, install (2) 10d x 1-1/2" nails through diamond holes in the bucket and into the joist member. Under these installation conditions, the allowable uplift load is 220 lbs (160%). g 4 T IHFL TYPICAL IHFL INSTALLATION FIGURE 15-IHFL FACE MOUNT HANGER ESR-3445 I Most Widely Accepted and Trusted Page 23 of 25 TABLE 16—STEEL TYPE, STRENGTH AND CORROSION RESISTANCE Product Steel Coating' CLPBF Butterfly Hanger ASTM A653, SS designation, Grade 40 G90 HD Face Mount Hanger ASTM A653, SS designation, Grade 40 G90 HUS Slant Nail Joist Hanger ASTM A653, SS designation, Grade 40 G90, G185 JL Standard Joist Hanger ASTM A653, SS designation, Grade 40 G90 JN Power Nail Hanger ASTM A653, SS designation, Grade 40 G90 JNE Power Nail Hanger ASTM A653, SS designation, Grade 40 G90 JUS Slant Nail Joist Hanger ASTM A653, SS designation, Grade 40 G90, G185 SUH Joist Hanger ASTM A653, SS designation, Grade 40 G90 THD Face Mount Hanger ASTM A653, SS designation, Grade 40 G90, G185 THDH Face Mount Hanger ASTM A653, SS designation, Grade 40 G90, G185 THE Face Mount Hanger ASTM A653, SS designation, Grade 40 G90 THFI Face Mount Hanger ASTM A653, SS designation, Grade 40 G90 LGU/MGU/HGU Girder Hanger ASTM A653, SS designation, Grade 40 • C90 THDHQ Girder Truss Hanger ASTM A653, SS designation, Grade 40 : • • • ' G90 ' • IH FL Face Mount Hanger ASTM A653, SS designation, Grade 40 • • • • • • • • • :b90 IHFL Face Mount Hanger ASTM A653, SS designation, Grade 40 + • +: • • • 90 • 'Corrosion protection is a zinc coating in accordance with ASTM A653. TABLE 17—CROSS-REFERENCE OF PRODUCT NAMES WITH APPLICABLE REPORT SECTIONS, TABLES ANp'FjGVj2ES • .. PRODUCT NAME SECTION TABLE NO.• : FIGURE NO. • CLPBF Butterfly Hanger 3.1 1 • 1 HD Face Mount Hanger 3.2 2 2 HUS Slant Nail Joist Hanger 3.3 3 3 JL Standard Joist Hangers 3.4 4 4 JN Power Nail Hanger 3.5 5 5 JNE Power Nail Hanger 3.5 5 5 JUS Slant Nail Joist Hanger 3.6 6 6 SUH Joist Hanger 3.7 7 7 THD Face Mount Hanger 3.8 8 8 THDH Face Mount Hanger 3.9 9 9 THE Face Mount Hanger 3.10 10 10 THFI Face Mount Hanger 3.11 11 11 LGU/MGU/HGU Girder Hanger 3.12 12 12 THDHQ Girder Truss Hanger 3.13 13 13 IHF Joist Hanger 3.14 14 14 IHFL Joist Hanger 3.15 15 15 ICC-ES Evaluation Report ESR-3445 LABC and LARC Supplement Reissued October 2020 This report is subject to renewal October 2022. www.icc-es.org 1 (800) 423-6687 1 (662) 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: MITEK®, INC. EVALUATION SUBJECT: MiTek USP FACE MOUNT HANGERS 0 • ..•..• .....• 1.0 REPORT PURPOSE AND SCOPE ..., ��•• �••••� Purpose: .... ..•. •..•• .••... . .. .. The purpose of this evaluation report supplement is to indicate that MiTek USP face mount Bangers for oonneciing wood' .• framing members, described in ICC-ES evaluation report ESR-3445, have also been evaluated for compliance wo 19 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 (LABC) ...... ■ 2020 City of Los Angeles Residential Code (LARC) • 2.0 CONCLUSIONS The MiTek USP face mount hangers for connecting wood framing members, described in Sections 2.0 through 7.0 of the evaluation report ESR-3445, comply with the LABC Chapter 23, and the LARC, and are subject to the conditions of use described in this supplement. 3.0 CONDITIONS OF USE The MiTek USP face mount hangers for connecting wood framing members, described in this evaluation report supplement must comply with all of the following conditions: • All applicable sections in the evaluation report ESR-3445. • The design, installation, conditions of use and identification are in accordance with the 2018 Intemational Building Code® (2018 IBC) provisions noted in the evaluation report ESR-3445. • 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 1/4-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 ESR-3445, reissued October 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 the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, 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 2020 ICC Evaluation Service, LLC. All rights reserved. Page 24 of 25 ICC-ES Evaluation Report ESR-3445 FBC Supplement Reissued October 2020 This report is subject to renewal October 2022. www.icc-es.orq 1 (800) 423-6687 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: MITEK®, INC. EVALUATION SUBJECT: • • • • MiTek USP FACE MOUNT HANGERS ••�� • •••••� • 1.0 REPORT PURPOSE AND SCOPE •�•••• •�•�•• • • •••• •••• ••.•• • • Purpose: •••••• • •• ••••• •• •. •••• •• ••. The purpose of this evaluation report supplement is to indicate that MiTek USP face mount hangers for connecting woo •• framing members, described in ICC-ES evaluation report ESR-3445, have also been evaluatedfor Wipliance Ah the codes • noted below. • :•. •. 00090: Applicable code editions: • • • : 0 0 ■ 2020 and 2017 Florida Building Code —Building ■ 2020 and 2017 Florida Building Code —Residential 2.0 CONCLUSIONS The that MiTek USP face mount hangers, described in Sections 2.0 through 7.0 of the evaluation report ESR-3445, 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-3445 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 MiTek USP Face Mount Hangers has also been found to be in compliance with the High -Velocity Hurricane Zone (HVHZ) 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-3445, reissued October 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 the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as II a to any finding or other matter in this report, or as to any product covered by the report. w Copyright 0 2020 ICC Evaluation Service, LLC. All rights reserved. Page 25 of 25 CALC ENGINEERING 2000 NW 89th PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 C I I Ir STRUCTURAL CVQAF10Y PROJECT: THE PENICHERO RESIDENCE ADDITION ADDRESS: 9333 N MIAMI AVE. MIAMI, FL, 33150 APPLICABLE CODES - FBC 2020 - ASCE 7-16 - ACI 318-14 - N DS 2015 .. 0 0 0 . These Calculations contain manual and computer generated structural calculations. Computations were performed to the best of my knowledge according to sound and generally accepted engineering principals and Code requirements. The sign and seal provided herein is meant to cover all computation sheets pages 1 through 30. Masood Hajali, PhD, P.E. Florida Reg.: 82038 1 CALC ENGINEERING 2000 NW 89'h PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 PROJECT: THE PENICHERO RESIDENCE ADDITION ADDRESS: 9333 N MIAMI AVE. MIAMI, FL, 33150 TABLE OF CONTENTS 1. DESIGN CRITERIA...................................................................................................................................3 2. LOADS....................................................................................................................................................4 3. ROOF RAFTER DESIGN ..........................................................................................+.......�..........�...:.11 4. CONCRETE BEAM DESIGN .. .............................................................................................................21 •. 5. ...................................................... ........................ CMU WALL DESIGN .......................................•...•. 27 ...• ...... 6. FOUNDATION DESIGN...........................................................................................•••• ........... •.:.e.t...30 ..... .. ..... .. .. .... ...... Computer Programs Used: • • Mecawind • Enercalc 2 CALC ENGINEERING 2000 NW 89th PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 1. DESIGN CRITERIA Design Parameters • Florida Building Code, 2020 Edition • Wind Parameters: ■ ASCE 7-16 ■ Wind Velocity= 175 MPH (ULT) ■ Risk Category= II ■ Exposure= C ■ Mean Roof Height=15'-0" ■ Kd= 0.85 ■ GCpi= ±0.18 (Enclosed Structures) Materials Used • Concrete Strength at 28 days - fc=3'000psi • Reinforcing - fy=60,000psi • Masonry — fm 1,500psi (fc=1'900psi) • Wood SYP No.1 Design Loads • Refer to Section 2. Foundation Parameters • Presumptive Bearing Capacity 2000psf. .• • . ..••.• • 90660 . •....• .•.. .... ...... •0000 • • .• .. . .... ...... ...... 0• • • •. . ••.... • . • sees . :see*: :900:0 3 CALC ENGINEERING 2000 NW 89th PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 2. LOADS ROOF LOADS Live= 20psf Dead Load= 20psf System= 5psf TL= 55psf DESIGN UPLIFT FOR ENCLOSED RAFTER (Refer to MecaWind Output Below) WZone1= 60.9psf (ASD) L=7'-o" WZone2= 80.4psf (ASD) L=7'-o" • WZone1,2= 70.7psf (ASD) (Average) L=7'-0" _ •�•• •YYYY• � • WZone1= 48.1psf (ASD) L=20'-0" •••:..""� WZone2= 64.Opsf (ASD) L=20'-0" •"". ."". WZone1,2= 56.1psf (ASD) (Average) L=20'-0" •••••• "" ";••• .,,,,o .... ...... DESIGN UPLIFT FOR PARTIALLY ENCLOSED RAFTER (Refer to MecaWind OQtppt$elow) .• WZone1= 73.4psf (ASD) L=7'-0" :'. •. • • • • • WZone2= 92.9psf (ASD) L=7'-o" '..' �..... WZone1,2= 83.2 psf (ASD) (Average) L=7'-o" WIND LOADS FOR ENCLOSED MecaWind v2381 :--;:�:t c v:.r'a ;� :.:.,.,:• 1 vnaw.meca.biz, Basic Wind Parameters Wind Load Standard = ASCE 7-16 Exposure Category = C Wind Design Speed = 175.0 mph Risk Category = II Structure Type = Building Building Type = Enclosed General Wind Settings Incl_LF = Include ASD Load Factor of 0.6 in Pressures = True DynType = Dynamic Type of Structure = Rigid NF = Natural Frequency of Structure (Mode 1) = 1.000 Hz Zg = Altitude (Ground Elevation) above Sea Level = 0.000 ft Bdist = Base Elevation of Structure = 0.000 ft SDB = Simple Diaphragm Building = False MWFRSType = MWFRS Method Selected = Ch 27 Pt 1 Topographic Factor per Fig 26.8-1 Topo = Topographic Feature = None Kzt = Topographic Factor = 1.000 Building Inputs RoofType: Building Roof Type = Flat RfHt Roof Height = 15.000 ft W Building Width = 60.000 ft L Building Length = 72.330 ft Par Is there a Parapet = False Exposure Constants per Table 26.11-1: Alpha: Table 26.11-1 Const = 9.500 Zg: Table 26.11-1 Const = 900.000 ft At: Table 26.11-1 Const = 0.105 Bt: Table 26.11-1 Const = 1.000 Am: Table 26.11-1 Const = 0.154 Bm: Table 26.11-1 Const = 0.650 C: Table 26.11-1 Const = 0.200 Eps: Table 26.11-1 Const = 0.200 4 CALC ENGINEERING 2000 NW 891h PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 Overhang Inputs: Std = Overhangs on all sides are the same = True OHType = Type of Roof Wall Intersections = None Main Wind Force Resisting System (MWFRS) Calculations per Ch 27 Part 1: h = Mean Roof Height above grade = 15.000 ft Kh = 15 ft [4.572 m]< Z <Zg-->(2.01*(Z/zg)^(2/Alpha) (Table 26.10-1}= 0.849 Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000 Kd = Wind Directionality Factor per Table 26.6-1 = 0.85 Zg = Elevation above Sea Level = 0.000 ft Ke = Ground Elevation Factor: Ke = e^-(0.0000362*Zg) (Table 26.9-1} = 1.000 GCPi = Ref Table 26.13-1 for Enclosed Building = +/-0.18 RA = Roof Area = 4339.80 sq ft LF = Load Factor based upon ASD Design = 0.60 qh = (0.00256 * Kh * Kzt * Kd * Ke * V^2) * LF = 33.94 psf qin = For Negative Internal Pressure of Enclosed Building use qh-LF = 33.94 psf qip = For Positive Internal Pressure of Enclosed Building use qh*LF = 33.94 psf Gust Factor Calculation: • • • • • • • • Gust Factor Category I Rigid Structures - Simplified Method ••• • • • 0000*0 • G1 = For Rigid Structures (Nat. Fre >l Hz) use 0.85 = 0.85 • • • Gust Factor Category II Rigid Structures - Complete Analysis • • • • • • • • • • • • Zm = 0.6 * Ht = 15.000 ft•••••• • Izm = Cc * (33 / Zm) ^ 0.167 = 0.228 •••• • • •••••• Lzm = L * (Zm / 33) ^ Epsilon = 427.057 • • •••••• • • Q = (1 / (1 + 0.63 * ((B + Ht) / Lzm)^0.63))^0.5 = 0.909 •••• •••• ••••• G2 = 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.877 • •• • •• • • • Gust Factor Used in Analysis • • • • • • • • • • • • G = Lessor Of GI Or G2 = 0.850 •• •• •••• •••••• • MWFRS Wind Normal to Ridge (Ref Fig 27.3-11 • •• h = Mean Roof Height Of Building = 15.000 ft •• • • • • • • •• • • RHt = Ridge Height Of Roof = 15.000 fl • •• • • • • • B = Horizontal Dimension Of Building Normal To Wind Direction = 72.330 ft •• • • • •••••• L = Horizontal Dimension Of building Parallel To Wind Direction = 60.000 ft •••••• • • L/B = Ratio Of L/B used For Cp determination = 0.830 • h/L = Ratio Of h/L used For Cp determination = 0.250 Slope = Slope of Roof = 0.0 Deg Roof = Roof Coeff (0 to h/2) (0.000 ft to 7.500 ft) _ -O.16, -0.9 Roof = Roof Coeff (h/2 to h) (7.500 ft to 15.000 ft) _ -0.18, -0.9 Roof = Roof Coeff (h to 2h) (15.000 ft to 30.000 ft) _ -0.18, -0.5 Roof = Roof Coeff (>2h) (>30.000 ft) _ -0.18, -0.3 Cp_WW = Windward Wall Coefficient (All L/B Values) = 0.80 Cp_LW = Leward Wall Coefficient using L/B = -0.50 Cp SW = Side Wall Coefficient (All L/B values) _ -0.70 GCpn_WW = Parapet Combined Net Pressure Coefficient (Windward Parapet) = 1.50 GCpn LW = Parapet Combined Net Pressure Coefficient (Leeward Parapet) _ -1.00 Wall Wind Pressures based On Positive Internal Pressure (+GCPi) - Normal to Ridge All wind pressures include a load factor of 0.6 Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum Press Press Press Press Pressure* ft psf psf psf psf psf psf ----- ----- ----- ----- ------------------- ------ -------------- 15.00 0.849 1.000 33.94 0.18 16.97 -20.53 -26.30 37.51 9.60 Wall Wind Pressures based on Negative Internal Pressure (-GCPi) - Normal to Ridge All wind pressures include a load factor of 0.6 Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum Press Press Press Press Pressure* ft psf psf psf psf psf psf ----- ----- ----- ----- -------------------- ------ -------------- 15.00 0.849 1.000 33.94 -0.18 29.19 -8.32 -14.09 37.51 9.60 Notes Wall Pressures: Kz = Velocity Press Exp Coeff Kzt = Topographical Factor qz = 0.00256*Kz*Kzt*Kd*V^2 GCPi = Internal Press Coefficient Side = qh * G * Cp_SW - qip * +GCPi Windward = qz * G * Cp_WW - qip * +GCPi Leeward = qh * G * Cp_LW - qip * +GCPi Total = Windward Press - Leeward Press * Minimum Pressure: Para 27.1.5 no less than 9.60 psf (Incl LF) applied to Walls + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface Roof Wind Pressures for Positive & Negative Internal Pressure (+/- GCPi) - Normal to Ridge All wind pressures include a load factor of 0.6 CALC ENGINEERING 2000 NW 89th PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 Roof Var Start End Cp_min Cp_max GCPi Pressure Pressure Pressure Pressure Dist Dist Pn_min* Pp_min* Pn_max Pp_max ft ft psf psf psf psf ---------- ------ ------ ------ ------ ----- -------- -------- -------- -------- Roof (All) 0.000 7.500 -0.180 -0.900 0.180 0.92 -11.30 -19.86 -32.07 Roof (All) 7.500 15.000 -0.180 -0.900 0.180 0.92 -11.30 -19.86 -32.07 Roof (All) 15.000 30.000 -0.180 -0.500 0.180 0.92 -11.30 -8.32 -20.53 Roof (All) 30.000 60.000 -0.180 -0.300 0.180 0.92 -11.30 -2.55 -14.76 Notes Roof Pressures: Start Dist = Start Dist from Windward Edge End Dist = End Dist from Windward Edge Cp_Max = Largest Coefficient Magnitude Cp_Min = Smallest Coefficient Magnitude Pp_max = qh*G*Cp_max - qip*(+GCPi) Pn_max = qh*G*Cp_max - qin*(-GCpi) Pp_min* = qh*G*Cp min - qip*(+GCPi) Pn min* = qh*G*Cp_min - qin*(-GCPi) OH = Overhang X = Dir along Ridge Y = Dir Perpendcular to Ridge Z = Vertical * The smaller uplift pressures due to Cp_Min can become critical when wind is combined with roof live load or snow load; load combinations are given in ASCE 7 + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface • • MWFRS Wind Parallel to Ridge (Ref Fig 27.3-1) h = Mean Roof Height Of Building RHt = Ridge Height Of Roof B = Horizontal Dimension Of Building Normal To Wind Direction L = Horizontal Dimension Of building Parallel To Wind Direction L/B = Ratio Of L/B used For Cp determination h/L = Ratio Of h/L used For Cp determination Slope = Slope of Roof Roof = Roof Coeff (0 to h/2) (0.000 ft to 7.500 ft) Roof = Roof Coeff (h/2 to h) (7.500 ft to 15.000 ft) Roof = Roof Coeff (h to 2h) (15.000 ft to 30.000 ft) Roof = Roof Coeff (>2h) (>30.000 ft) Cp_WW = Windward Wall Coefficient (All L/B Values) Cp_LW = Leward Wall Coefficient using L/B Cp-SW = Side Wall Coefficient (All L/B values) GCpn WW = Parapet Combined Net Pressure Coefficient (Windward Parapet) GCpn LW = Parapet Combined Net Pressure Coefficient (Leeward Parapet) • • • = 15.000 ft•••••• = 15.000 ft•••:•• = 60.000 ft = 72.330 ft•••••• = 1.206 •••• = 0.207 •••••• = 0.0 Deg • • _ -0.18, -0'� •• -0.18,-0•@•••• -0.18, -Gr 5 • -0.18, -0.3 • • 0.80 •••• 0 _ -0.46 _ -0.70 = 1.50 _ -1.00 Wall Wind Pressures based On Positive Internal Pressure (+GCPi) - Parallel to Ridge All wind pressures include a load factor of 0.6 Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum Press Press Press Press Pressure* ft psf psf psf psf psf psf ----- ----- ----- ----- ---- --------------- ------ ----- --------- 15.00 0.849 1.000 33.94 0.18 16.97 -19.35 -26.30 36.32 9.60 Wall Wind Pressures based on Negative Internal Pressure (-GCPi) - Parallel to Ridge All wind pressures include a load factor of 0.6 Elev Kz Kzt qz GCPi ft psf ----- ----- ----- ----- ----- 15.00 0.849 1.000 33.94 -0.18 Windward Leeward Side Total Minimum Press Press Press Press Pressure* psf psf psf psf psf --------------- ------ -------------- 29.19 -7.13 -14.09 36.32 9.60 Notes Wall Pressures: Kz = Velocity Press Exp Coeff Kzt = Topographical Factor qz = 0.00256*Kz*Kzt*Kd*V^2 GCPi = Internal Press Coefficient Side = qh * G * Cp_SW - qip * +GCPi Windward = qz * G * Cp_WW - qip * +GCPi Leeward = qh * G * Cp_LW - qip * +GCPi Total = Windward Press - Leeward Press * Minimum Pressure: Para 27.1.5 no less than 9.60 psf (Incl LF) applied to Walls + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface Roof Wind Pressures for Positive & Negative Internal Pressure (+/- GCPi) - Parallel to Ridge All wind pressures include a load factor of 0.6 Roof Var Start End Cp-min Cp-max GCPi Pressure Pressure Pressure Pressure Dist Dist Pn_min* Pp_min* Pn_max Pp_max ft ft psf psf psf psf ---------- ------ ------ ------ ------ ----------------------------- -------- Roof (All) 0.000 7.500 -0.180 -0.900 0.180 0.92 -11.30 -19.86 -32.07 Roof (All) 7.500 15.000 -0.180 -0.900 0.180 0.92 -11.30 -19.86 -32.07 Roof (All) 15.000 30.000 -0.180 -0.500 0.180 0.92 -11.30 -8.32 -20.53 Roof (All) 30.000 72.330 -0.180 -0.300 0.180 0.92 -11.30 -2.55 -14.76 2 CALC ENGINEERING 2000 NW 89(h PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 Notes Roof Pressures: Start Dist = Start Dist from Windward Edge End Dist = End Dist from Windward Edge Cp Max = Largest Coefficient Magnitude Cp_Min = Smallest Coefficient Magnitude Pp max = qh*G*Cp_max - qip*(+GCPi) Pn max = qh*G*Cp max - qin*(-GCpi) Pp_min* = qh*G*Cp_min - qip*(+GCPi) Pn min* = qh*G*Cp min - qin*(-GCPi) OH = Overhang X = Dir along Ridge Y = Dir Perpendcular to Ridge Z = Vertical * The smaller uplift pressures due to Cp_Min can become critical when wind is combined with roof live load or snow load; load combinations are given in ASCE 7 + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface Components and Cladding (C&C) Calculations per Ch 30 Part 1: h/W = Ratio of mean roof height to building width = 0.250 h/L = Ratio of mean roof height to building length = 0.207 h = Mean Roof Height above grade = 15.000 ft Kh = 15 ft [4.572 m]< Z <Zg-->(2.01*(Z/zg)^(2/Alpha) (Table 26.10-1)= 0.849 Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000 Kd = Wind Directionality Factor per Table 26.6-1 = 0.85 GCPi = Ref Table 26.13-1 for Enclosed Building = +/-0.18 LF = Load Factor based upon ASD Design = 0.60 • • qh = (0.00256 * Kh * Kzt * Kd * Ke * V^2) * LF = 33.94 psf* • • 0 LHD = Least Horizontal Dimension: Min(B, L) = 60.000 ft al = Min(0.1 * LHD, 0.4 * h = 6.000 ft •••••• a = Max(al, 0.04 * LHD, 3 ft [0.9 m]) = 6.000 ft •••••• h/B = Ratio of mean roof height to least hor dim: h / B = 0.250 0.2*h = Parameter used to define Zone 3 = 3.000 ft • •••• • 0.6*h = Parameter used to define Zones 1 and 2 = 9.000 ft •••• Wind Pressures for C&C Ch 30 Pt 1 All wind pressures include a load factor of 0.6 Description Zone Width Span Area 1/3 Rule ft ft ft sq ft Roofing 1 1.000 1.000 1.00 No Roofing 1' 1.000 1.000 1.00 No Roofing 2 1.000 1.000 1.00 No Roofing 3 1.000 1.000 1.00 No Rafter 1 2.000 7.000 16.33 Yes Rafter 2 2.000 7.000 16.33 Yes Rafter 1 2.000 20.000 133.33 Yes Rafter 2 2.000 20.000 133.33 Yes Wall 4 3.000 9.000 27.00 No Ref GCp GCp p p Fig Max Min Max Min psf psf 30.3-2A 0.300 -1.700 16.29 -63.81 30.3-2A 0.300 -0.900 16.29 -36.66 30.3-2A 0.300 -2.300 16.29 -84.18 30.3-2A 0.300 -3.200 16.29-114.72 30.3-2A 0.279 -1.612 15.57 -60.83 30.3-2A 0.279 -2.187 15.57 -80.34 30.3-2A 0.200 -1.237 12.90 -48.08 30.3-2A 0.200 -1.704 12.90 -63.95 30.3-1 0.831 -0.921 34.33 -37.39 Area = Span Length x Effective Width 1/3 Rule = Effective width need not be less than 1/3 of the span length GCp = External Pressure Coefficients taken from Figures 30.3-1 through 30.3-7 p = Wind Pressure: qh*(GCp - GCpi) [Eqn 30.3-1]* * Per Para 30.2.2 the Minimum Pressure for C&C is 9.60 psf [0.460 kPa] (Includes LF) Since Roof Slope <= 10 Deg, the GCp value is reduced by 10% WIND LOADS FOR PARTIALLY ENCLOSED • • • • • MecaWind v2381 ,. .._ .._ .. ._ ...,-'os www.meca.biz, Basic Wind Parameters Wind Load Standard = ASCE 7-16 Exposure Category = C Wind Design Speed = 175.0 mph Risk Category = II Structure Type = Building Building Type = Partially Enclosed General Wind Settings Incl_LF = Include ASD Load Factor of 0.6 in Pressures = True DynType = Dynamic Type of Structure = Rigid NF = Natural Frequency of Structure (Mode 1) = 1.000 Hz Zg = Altitude (Ground Elevation) above Sea Level = 0.000 ft Bdist = Base Elevation of Structure = 0.000 ft SDB = Simple Diaphragm Building = False zi = Level of highest opening in building or zero to use h = 0.0 ft MWFRSType = MWFRS Method Selected = Ch 27 Pt 1 Topographic Factor per Fig 26.8-1 • • •••••• 000000 • • • • • •0000 • • •••••• • • • • • •••• •••••• • • • •• •0 0 0• • • • • • 7 CALC ENGINEERING 2000 NW 89(h PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 Topo = Topographic Feature = None Kzt = Topographic Factor = 1.000 Building Inputs RoofType: Building Roof Type = Flat RfHt Roof Height = 15.000 ft W Building Width = 60.000 ft L Building Length = 72.330 ft Frames Incl Transverse Frames= False n Number of Frames = 3 e Solidity Ratio = 0.350 Par Is there a Parapet = False Aog Tot Area of Openings= 0.00 sq ft Vi Unpart Int Volume = 0.00 ft^3 Exposure Constants per Table 26.11-1: Alpha: Table 26.11-1 Const = 9.500 Zg: Table 26.11-1 Const = 900.000 ft At: Table 26.11-1 Const = 0.105 Bt: Table 26.11-1 Const = 1.000 Am: Table 26.11-1 Const = 0.154 Bm: Table 26.11-1 Const = 0.650 C: Table 26.11-1 Const = 0.200 Eps: Table 26.11-1 Const = 0.200 Overhang Inputs: Std = Overhangs on all sides are the same = True OHType = Type of Roof Wall Intersections = None • • Main Wind Force Resisting System (MWFRS) Calculations per Ch 27 Part 1: • • • h = Mean Roof Height above grade = 15.000 ft • • • • • • Kh = 15 ft [4.572 m]< Z <Zg-->(2.01*(Z/zg)^(2/Alpha) {Table 26.10-11= 0.849 • • •i • • Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000 Kd = Wind Directionality Factor per Table 26.6-1 = 0.85 ••••• • Zg = Elevation above Sea Level = 0.000 ft **so Ke = Ground Elevation Factor: Ke = e^-(0.0000362*Zg) {Table 26.9-11 = 1.000 • • •• • • Ri = Reduction Factor for Partially Enclosed Large Volume Buildings = 1.000 • • GCPi = Ref Table 26.13-1 for Partially Enclosed Building: 0.55*Ri = +/-0.55 •• • • RA = Roof Area = 4339.80 s4P4ft•00 LF = Load Factor based upon ASD Design = 0.60 • • • qh = (0.00256 * Kh * Kzt * Kd * Ke * V^2) * LF = 33.94 psf* • qin = For Negative Internal Pressure of Partially Encl Bldg use qh LF = 33.94 psf• qip = For Positive Internal Pressure no zi entered so use qh*LF = 33.94 psf••• Gust Factor Calculation: Gust Factor Category I Rigid Structures - Simplified Method G1 = For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm = 0.6 * Ht = 15.000 ft Izm = Cc * (33 / Zm) 0.167 = 0.228 Lzm = L * (Zm / 33) Epsilon = 427.057 Q = (1 / (1 + 0.63 * ((B + Ht) / Lzm)^0.63))^0.5 = 0.909 G2 = 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.877 Gust Factor Used in Analysis G = Lessor Of Gl Or G2 = 0.850 MWFRS Wind Normal to Ridge (Ref Fig 27.3-1) h = Mean Roof Height Of Building = 15.000 ft RHt = Ridge Height Of Roof = 15.000 ft B = Horizontal Dimension Of Building Normal To Wind Direction = 72.330 ft L = Horizontal Dimension Of building Parallel To Wind Direction = 60.000 ft L/B = Ratio Of L/B used For Cp determination = 0.830 h/L = Ratio Of h/L used For Cp determination = 0.250 Slope = Slope of Roof = 0.0 Deg Roof = Roof Coeff (0 to h/2) (0.000 ft to 7.500 ft) = -0.18, -0.9 Roof = Roof Coeff (h/2 to h) (7.500 ft to 15.000 ft) = -0.18, -0.9 Roof = Roof Coeff (h to 2h) (15.000 ft to 30.000 ft) = -0.18, -0.5 Roof = Roof Coeff (>2h) (>30.000 ft) = -0.18, -0.3 Cp WW = Windward Wall Coefficient (All L/B Values) = 0.80 Cp LW = Leward Wall Coefficient using L/B = -0.50 Cp SW = Side Wall Coefficient (All L/B values) = -0.70 GCpn WW = Parapet Combined Net Pressure Coefficient (Windward Parapet) = 1.50 GCpn LW = Parapet Combined Net Pressure Coefficient (Leeward Parapet) = -1.00 Wall Wind Pressures based On Positive internal Pressure (+GCPi) - Normal to Ridge All wind pressures include a load factor of 0.6 Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum Press Press Press Press Pressure* ft psf psf psf psf psf psf ----- ----- ----- ----- ------------------- ------ -------------- 15.00 0.849 1.000 33.94 0.55 4.41 -33.09 -38.86 37.51 9.60 Wall Wind Pressures based on Negative internal Pressure (-GCPi) - Normal to Ridge All wind pressures include a load factor of 0.6 8 CALC ENGINEERING 2000 NW 89(h PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum Press Press Press Press Pressure* ft psf psf psf psf psf psf ----- ----- ----- ----- -------------------- ----- -------------- 15.00 0.849 1.000 33.94 -0.55 41.75 4.24 -1.53 37.51 9.60 Notes Wall Pressures: Kz = Velocity Press Exp Coeff Kzt = Topographical Factor qz = 0.00256*Kz*Kzt*Kd*V^2 GCPi = Internal Press Coefficient Side = qh * G * Cp_SW - qip * +GCPi Windward = qz * G * Cp_WW - qip * +GCPi Leeward = qh * G * Cp_LW - qip * +GCPi Total = Windward Press - Leeward Press * Minimum Pressure: Para 27.1.5 no less than 9.60 psf (Incl LF) applied to Walls + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface Roof Wind Pressures for Positive & Negative Internal Pressure (+/- GCPi) - Normal to Ridge All wind pressures include a load factor of 0.6 Roof Var Start End Cp_min Cp_max GCPi Pressure Pressure Pressure Pressure • • Go* :• Dist Dist Pn_min* Pp_min* Pn_max Pp max • • • • • • • • • ft ft psf psf psf psf •• • • • •• •••••• •••••• • Roof (All) 0.000 7.500 -0.180 -0.900 0.550 13.47 -23.86 -7.30 -44.63 • •• • • • • • Roof Roof (All) 7.500 15.000 -0.180 -0.900 0.550 13.47 (All) 15.000 30.000 -0.180 -0.500 0.550 13.47 -23.86 -7.30 -44.63 -23.86 4.24 -33.09 • ••••• •••••• • Roof (All) 30.000 60.000 -0.180 -0.300 0.550 13.97 •••••• -23.86 10.01 -27.32 •••• • • •••• ••••• Notes Roof Pressures: ••••• • •• • • • ••••• Start Dist = Start Dist from Windward Edge End Dist = End Dist from Windward Edge •• •• • ••• • •••• • ••••• Cp_Max = Largest Coefficient Magnitude Cp_Min = Smallest Coefficient Magnit4g • • •• • P max h*G*C max i *(+GCPi) Pn_max P_ =q P_ -qP h*G*C max in*( -GC i) • • • =9 P_ -4 P • • Pp min* = qh*G*Cp_min - qip*(+GCPi) Pn min* = qh*G*Cp_min - qin*(-GCPi) • • •• •• • • •• i • OH = Overhang X = Dir along Ridge Y = Dir Perpendcular to Ridge Z = Vertical • • • •• * The smaller uplift pressures due to Cp_Min can become critical when wind is comb nej • • • •••••• with roof live load or snow load; load combinations are given in ASCE 7 �•••6• • • + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface • MWFRS Wind Parallel to Ridge (Ref Fig 27.3-11 h = Mean Roof Height Of Building = 15.000 ft RHt = Ridge Height Of Roof = 15.000 ft B = Horizontal Dimension Of Building Normal To Wind Direction = 60.000 ft L = Horizontal Dimension Of building Parallel To Wind Direction = 72.330 ft L/B = Ratio Of L/B used For Cp determination = 1.206 h/L = Ratio Of h/L used For Cp determination = 0.207 Slope = Slope of Roof = 0.0 Deg Roof = Roof Coeff (0 to h/2) (0.000 ft to 7.500 ft) _ -0.18, -0.9 Roof = Roof Coeff (h/2 to h) (7.500 ft to 15.000 ft) _ -0.18, -0.9 Roof = Roof Coeff (h to 2h) (15,000 ft to 30.000 ft) _ -D.18, -0.5 Roof = Roof Coeff (>2h) (>30.000 ft) _ -0.18, -0.3 Cp WW = Windward Wall Coefficient (All L/B Values) = 0.80 Cp_LW = Leward Wall Coefficient using L/B = -0.46 Cp-SW = Side Wall Coefficient (All L/B values) _ -0.70 GCpn_WW = Parapet Combined Net Pressure Coefficient (Windward Parapet) = 1.50 GCpn LW = Parapet Combined Net Pressure Coefficient (Leeward Parapet) _ -1.00 Wall Wind Pressures based On Positive Internal Pressure (+GCPi) - Parallel to Ridge All wind pressures include a load factor of 0.6 Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum Press Press Press Press Pressure* ft psf psf psf psf psf psf ----- 15.00 ----- ----- ----- ------------------- 0.849 1.000 33.94 0.55 4.41 -31.91 ------ -------------- -38.86 36.32 9.60 Wall Wind Pressures based on Negative Internal Pressure (-GCPi) - Parallel to Ridge All wind pressures include a load factor of 0.6 Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum Press Press Press Press Pressure* ft ----- psf psf psf ----- ----- ----- ------------- ------- psf psf psf ----- ----- --------- 15.00 0.849 1.000 33.94 -0.55 41.75 5.43 -1.53 36.32 9.60 Notes Wall Pressures: Kz = Velocity Press Exp Coeff Kzt = Topographical Factor qz = 0.00256*Kz*Kzt*Kd*V^2 GCPi = Internal Press Coefficient CALC ENGINEERING 2000 NW 89th PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 Side = qh * G * Cp-SW - qip * +GCPi Windward = qz * G * Cp_WW - qip * +GCPi Leeward = qh * G * Cp LW - qip * +GCPi Total = Windward Press - Leeward Press * Minimum Pressure: Para 27.1.5 no less than 9.60 psf (Incl LF) applied to Walls + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface Roof Wind Pressures for Positive & Negative Internal Pressure (+/- GCPi) - Parallel to Ridge All wind pressures include a load factor of 0.6 Roof Var Start End Cp_min Cp_max GCPi Pressure Pressure Pressure Pressure Dist Dist Pn_min* Pp_min* Pn max Pp max ft ft psf psf psf psf ---------- ------ ------ ------ ------ ----- -------- -------- -------- -------- Roof (All) 0.000 7.500 -0.180 -0.900 0.550 13.47 -23.86 -7.30 -44.63 Roof (All) 7.500 15.000 -0.180 -0.900 0.550 13.47 -23.86 -7.30 -44.63 Roof (All) 15.000 30.000 -0.180 -0.500 0.550 13.47 -23.86 4.24 -33.09 Roof (All) 30.000 72.330 -0.180 -0.300 0.550 13.47 -23.86 10.01 -27.32 Notes Roof Pressures: Start Dist = Start Dist from Windward Edge End Dist = End Dist from Windward Edge Cp Max = Largest Coefficient Magnitude Cp Min = Smallest Coefficient Magnitude • Pp max = qh*G*Cp_max - qip*(+GCPi) Pn max = qh*G*Cp_max - qin*(-GCpi) • • • Pp min* = qh*G*Cp_min - qip*(+GCPi) Pn_min* = qh*G*Cp_min - qin*(-GCPi) •• • OH = Overhang X = Dir along Ridge Y = Dir Perpendcular to Ridge Z = Vertical • • 0000 * The smaller uplift pressures due to Cp_Min can become critical when wind is combined • with roof live load or snow load; load combinations are given in ASCE 7 •••••• + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface •••• Components and Cladding (CSC) Calculations per Ch 30 Part 1: •••• h/W = Ratio of mean roof height to building width = 0.250 • •• • • • h/L = Ratio of mean roof height to building length = 0.207 •••••• h = Mean Roof Height above grade = 15.000 ft • • • • • • Kh = 15 ft [4.572 m]< Z <Zg-->(2.01*(Z/zg)^(2/Alpha) {Table 26.10-1}= 0.849 • • • Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000 • • Kd = Wind Directionality Factor per Table 26.6-1 = 0.85 • • Ri = Reduction Factor for Partially Enclosed Large Volume Buildings = 1.000 • • • GCPi = Ref Table 26.13-1 for Partially Enclosed Building: 0.55*Ri = +/-0.55 •• • LF = Load Factor based upon ASD Design = 0.60 qh = (0.00256 * Kh * Kzt * Kd * Ke * V^2) * LF = 33.94 psf LHD = Least Horizontal Dimension: Min(B, L) = 60.000 ft al = Min(0.1 * LHD, 0.4 * h = 6.000 ft a = Max(al, 0.04 * LHD, 3 ft [0.9 m]) = 6.000 ft h/B = Ratio of mean roof height to least hor dim: h / B = 0.250 0.2*h = Parameter used to define Zone 3 = 3.000 ft 0.6*h = Parameter used to define Zones 1 and 2 = 9.000 ft Wind Pressures for C&C Ch 30 Pt 1 All wind pressures include a load factor of 0.6 Description Zone Width Span Area 1/3 Ref GCp GCp p p Rule Fig Max Min Max Min ft ft ft sq ft psf psf ----------- ---- ----- ------ ------ ----------- ----- ------ ----- ------- Roofing 1 1.000 1.000 1.00 No 30.3-2A 0.300 -1.700 28.85 -76.37 Roofing 1' 1.000 1.000 1.00 No 30.3-2A 0.300 -0.900 28.85 -49.22 Roofing 2 1.000 1.000 1.00 No 30.3-2A 0.300 -2.300 28.85 -96.73 Roofing 3 1.000 1.000 1.00 No 30.3-2A 0.300 -3.200 28.85-127.28 Rafter 1 2.000 7.000 16.33 Yes 30.3-2A 0.279 -1.612 28.13 -73.39 Rafter 1' 2.000 7.000 16.33 Yes 30.3-2A 0.279 -0.900 28.13 -49.22 Rafter 2 2.000 7.000 16.33 Yes 30.3-2A 0.279 -2.187 28.13 -92.90 Rafter 1 2.000 20.000 133.33 Yes 30.3-2A 0.200 -1.237 25.46 -60.64 Rafter 1, 2.000 20.000 133.33 Yes 30.3-2A 0.200 -0.838 25.46 -47.10 Rafter 2 2.000 20.000 133.33 Yes 30.3-2A 0.200 -1.704 25.46 -76.51 Wall 4 3.000 9.000 27.00 No 30.3-1 0.831 -0.921 46.89 -49.94 Area = Span Length x Effective Width 1/3 Rule = Effective width need not be less than 1/3 of the span length GCp = External Pressure Coefficients taken from Figures 30.3-1 through 30.3-7 p = Wind Pressure: qh*(GCp - GCpi) [Eqn 30.3-1]* * Per Para 30.2.2 the Minimum Pressure for C&C is 9.60 psf [0.460 kPa] {Includes LF) Since Roof Slope <= 10 Deg, the GCp value is reduced by 10% • • 10 10 CALC ENGINEERING 2000 NW 89th PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 3. ROOF RAFTER DESIGN Rafter A) Spans= Typical Spacing= Loads :...:. Uplift= 70.7psf *1.33ft = 94.1lb/ft Gravity= 45psf *1.33ft = 60lb/ft ' • •; • • ....; .... ...... Reactions ....' • R Uplift= 4511b ""•• •• • R Gravity= 2871 b • • • • • • Connect to Ledger w/ (1) Hanger USP HUS210 w/(30) 16d@Ledger and (10):16d@ Joist:FL •- Approval 17232. Allowable Gravity = 54551b. ••..% • Rafter Design From attached calculations use 2x10 SYP No. 1 11 CALC ENGINEERING 2000 NW 891h PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 Simply supported Wood Beam Calculation Load Type: Grav .Crave Load 45 psf Trybutary Width 1.33 ft Span 9.58 ft Cd 1.00 - Basic Fb 1000 psi Bending Check W Grav 59.85 M Grav 686.6 M Grav 8239.2 Rep member 1.15 Fb 1150 S req 7.16 S sum 21.39 D/C V 0.33 Shear Check Desing Shear 286.7 Shear stress 31.0 Allowable Fv 175 D/C %e0. 18 Deflection Check Elastic Mod. 1600000 Inertia 98.9 Beam deflection 0.07 Defl. Rat. Lim 240 Defl. Lim 0.48 D/C q/0.15 Then Use: 2 x 10 lb/ft lb*ft lb/in psi in 3 in 3 Simply supported Wood Beam Calculation Load Type: Uplf Uplf Load 70.7 psf Trybutary Width 1.33 ft Span 9.58 ft Cd 1.60 - Basic Fb 1000 psi Bending Check • . •••••• W Uplf 94,fl�.. lb�f:. '• M Uplf 1978:.7. lb*f� M Uplf 1j!9,1410.7 lb4in. '••••� Rep member 1.1�' - • • • • ..... Fb 1844.• pci.". ••••• .. . .... ...... S req 74.01 . i" 3 • • • 73..' S sum ?,l . �9. in D/C %0411.33 Shear Check lb Desing Shear 450.4 lb psi Shear stress 48.7 psi psi Allowable Fv 175 psi D/C VO.28 Deflection Check psi Elastic Mod. 1600000 psi in 3 Inertia 98.9 in 3 in Beam deflection 0.11 in - Defl. Rat. Lim 240 in Defl. Lim 0.48 in D/C #/0.24 Then Use: 2 x 10 12 CALC ENGINEERING 2000 NW 89th PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 Rafter B) Spans= Typical Spacing= Loads Uplift= Gravity= Reactions 9'-2„ 1'-4" 70.7psf *1.33ft = 94.1lb/ft 45psf *1.33ft = 60lb/ft R Uplift= 4321b • R Gravity= 2751 b • • • • • • Connect to Ledger w/ (1) Hanger USP HUS210 w/(30) 16d@Ledger and (10) 16M&Joist FL • Approval 17232. Allowable Gravity = 54551b. •••• Rafter Design .. .. ...• •...�. �••��• From attached calculations use 2x10 SYP No. 1 • 13 .. CALC ENGINEERING 2000 NW 89th PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 Simply supported Wood Beam Simply supported Wood Beam Calculation Calculation Load Type: Grav Load Type: Uplf Grav Load 45 psf Uplf Load 70.7 psf Trybutary Width 1.33 ft Trybutary Width 1.33 ft Span 9.17 ft Span 9.17 ft Cd 1.00 - Cd 1.60 - Basic Fb 1000 psi Basic Fb 1000 psi Bending Check Bending Check W Grav 59.85 lb/ft W Uplf 94.03 lb/ft. M Grav 629.1 lb*ft M Uplf 9$8..C. 1;*ft •..... M Grav 7549.1 lb/in M Uplf 1�•8•�0 A} iia% •• Rep member 1.15 - Rep member 1.14.. Fb 1150 psi Fb 18%400. psi... �••••� .... • S req 6.56 in 3 S req ��': it �3'•� ••:••' S sum 21.39 in 3 S sum 2�+fig• iri ' ' '•••;• D/C %f0.31 D/C 4F0.730 •• '. •• Shear Check Shear Check •' ' ;...;. �•�'•: Desing Shear 274.4 lb Desing Shear 431.1 1•b Shear stress 29.7 psi Shear stress 46.6 psi Allowable Fv 175 psi Allowable Fv 175 psi D/C *% 0 . 17 D/C VO.27 Deflection Check Deflection Check Elastic Mod. 1600000 psi Elastic Mod. 1600000 psi Inertia 98.9 in 3 Inertia 98.9 in 3 Beam deflection 0.06 in Beam deflection 0.09 in Defl. Rat. Lim 240 - Defl. Rat. Lim 240 - Defl. Lim 0.46 in Defl. Lim 0.46 in D/C wi 0 .13 D/C +1 0 .21 Then Use: 2 x 10 Then Use: 2 x 10 14 CALC ENGINEERING 2000 NW 89th PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 Rafter C) Spans= Typical Spacing= Loads Uplift= Gravity= Reactions 23'-9" 1'-0" 56.1psf *1.00ft = 56.1lb/ft 45psf *1.00ft = 45lb/ft R Uplift= 6671b 0• R Gravity= 5351b ""'• Connect to Ledger w/ (1) Hanger USP HUS210-2 w/(8) 16d@Ledger and (8) foist FL ;�•�•; ••.• Approval 17232. Allowable Uplift = 21701b. **Soo* •• •• ..... Rafter Design • • • • • • From attached calculations use (2)-2x10 SYP No. 1 • ' .. 15 CALC ENGINEERING 2000 NW 89th PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 NF$ ra SAX, n' `� Z"R6 Timber Beam Joist RE �,.— I _.� Timber Member Information Code Ref 2001 NDS, 200318C, 2003 NFPA 5000: Base aliowables are user defined. Timber Section 2-2,4o Beam Width in 3.000 Beam Depth in 9.250 Le: Unbraced Length it 8.00 Timber Grade Fb - Basic Allow psi 1,000.0 Fv -Basic Allow psi 175;0 Elastic Modulus ksi 1,600.0 : • • • : • Load Duration Factor 1.000 + • • • • Member Type ManuffPine • • • • • Repetitive Status Repetitive • • • • e • • • • • • • Center Span Data • • • • • • • Span: ft 23-75 . , 000000 Dead Load Vm 25_00 **so Live Load #/ft 20.E • • • • • • • R@SUItS Ratio = 0.9005 " • • Mmax @ Center ink 38.07 • • fb : Actual psi 890;0 ; •', • • • Fb - Allowable psi 988`3 • • • • sending ON • • • • • • • tv : Actual psi 27_0 Fv : Allowable psi 175'ti sneu aic Reactions Left End DL lbs 296.87 LL lbs 237-50 Max. DL+LL ibs 534.37 @ Right End OL lbs 296-87 LL ibs 237.50 Max- DL+LL las 534.37 .enter Total Defl in) -1.018 Location It 11.875 Well Ratio 280.1 16 CALC ENGINEERING 2000 NW 8P PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 MORi MChf r.a. (IFnMnrriM Gtlurgrm Timber Beam & .Moist �.i!lMfflft Page na. -' Rafter C) Uplift Timber Member Information Code Ref: 2DO1 NDS, 200318C, 2003 NFPA 5000. Base allowabtes are userdefined_ Timber SRcdon 2-2XIO Beam Width in 3.000 Beam Depth in 9.250 Le: Unbraced Length ft 8.00 Timber Grade Fb - Basic Allow psi 1,050 0 Fv - Basic Allow psi 1176.0 Elastic Modulus: ksi 1,6wo • • Load Duration Factor 1:6w , • • • • • • • • Member Type Manuf/Pine • ' • Repetitive Staves Repetthve Y• • • • Center span Data ' span ft 23.75 • • • . ' .... Dead Load #/!ft • • • • � • •• • • • Live Load 56.10 • • • • • • Results Ratio = 0-6758 • • • • • ' • • Mmax @ Center in-k 47.47 • • • • • X = ft 11.87 i • • fb:Actual psi 1,109.5 • . • • • Fb _ Allowable psi 1,6418 • • • • " sending 09 " • • • fv : Actual psi 33.7 • Fv : Allowable psi 280.0' ShearOK LL lbs 666,19 Max. DL4-LL lbs 66619 Right End 0L tbs ODO LL lbs 666..19 Max. DL+LL lbs 666A9 Deflections Ratio > 2401 Center LL Deft in -1.269 LlDef1 Ratio 224.7 Center Total Deft in -1 `269 Location ft 11875 LJDefI Ratio 224.7 From FBC 2020 §1604.3 (see below), the value of the wind load can be modified, see calculations below. "The wind load is permitted to be taken as 0.42 times the "component and cladding" loads for the purpose of determining deflection limits herein. Where members support glass in accordance with Section 2403 using the deflection limit therein, the wind load shall be no less than 0.6 times the "component and cladding" loads for the purpose of determining deflection". 17 Ll CALC ENGINEERING 2000 NW 89th PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 Loads Uplift= Rafter C) Uplift l 56.1psf *1.00ft*(0.67) = 38lb/ft Timber Beath & Joist limber Member Information Code Ref- 2001 NOS, 2003 IBC, 2003 NFRA 5000_'Base aliowables. we user iiefined_ Timber Section 2-2-00 Beam Width in 3.000 • • • • • • i • Beam Depth in R250 • • • • • LeV Unbraced Length It 8-00 • • • • • Timber Grade •••••• •••••• • • Fb - Basic Allow psi 1,050A • • • • • • • Fv - Basic Allow psi• • • • • • • • Elastic Modulus ksi 1,6000 • • • Load Duration Factor 1.600 • • • • Member Type ManuflPine • • • • • • • • • Repetitive Status Repetitive • • • • • • • • • Center span oats • • • • • • Span ft 23.76 • • • Dead Load slit i • • • • • • Live Load #!ft 38-M • • • • • FieSUIts Ratio = 04577 • Min Center in* 3215 X- ft 11,87 fb Actual psi 751.5 Fb --Allowable psi 1641.8 bauding OK tv : Actual psi 22.8 Fv .Allowable psi 280.0 chew ox Reactions Left End DL lbs 0,00 LL lbs 451.25 Max. DL+LL bs 45125 @ Right End DL Fos 000 LL lbs 451.25 Max. DL+LL lbs 46125 LtDefl Rates D:0 Center LL DO in -0-859 UDefl Ratio 331.7 Center Total Defk in -0.859 Location It 11:875 Lltlef! Ratio 331.7 18 CALC ENGINEERING 2000 NW 89th PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 Rafter D) Spans= Typical Spacing= Loads Uplift= G ravity= Reactions 7'-10" V-4" 70.7psf *1.33ft = 94.1lb/ft 45psf *1.33ft = 60lb/ft R Uplift= 4341b R Gravity= 2351b • .. •••••• .. • ...... Connect to Ledger w/ (1) Hanger USP HUS210 w/(30) 16d@Ledger and (10) 26d @*Joist FL . , •96•; Approval 17232. Allowable Gravity = 54551b. .... •••• • Rafter Design '• •• •••. From attached calculations use 2x10 SYP No. 1 • • ...... • • • 0 . •• •••••• • • 19 CALC ENGINEERING 2000 NW 89th PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 Simply supported Wood Beam Simply supported Wood Beam Calculation Calculation Load Type: Grav Load Type: Uplf Grav Load 45 psf Uplf Load 83.2 psf Tributary Width 1.33 ft Trybutary Width 1.33 ft Span 7.83 ft Span 7.83 ft Cd 1.00 - Cd 1.60 - Basic Fb 1000 psi Basic Fb 1000 psi Bending Check Bending Check • 0 ;... :. W Grav 59.85 lb/ft W Uplf 11%.66; lb%ft M Grav 458.7 lb*ft M Uplf 8408+r0.• lbo*T":• M Grav 5504.0 lb/in M Uplf 1Q176!S lb/irk Rep member 1.15 - Rep member lrTro. - •••• Fb 1150 psi Fb 1$.4p psi"• . • • • *4000 S req 4.79 in 3 S req 50t"9 o: in 3. S sum 21.39 in 3 S sum 201.390 in• 3 . D/C VO.22 D/C 0 OrfG "••0 • Shear Check Shear Check Desing Shear 234.3 lb Desing Shear 433.2 lb Shear stress 25.3 psi Shear stress 46.8 psi Allowable Fv 175 psi Allowable Fv 175 psi D/C V0.14 D/C k*0.27 Deflection Check Deflection Check Elastic Mod. 1600000 psi Elastic Mod. 1600000 psi Inertia 98.9 in 3 Inertia 98.9 in 3 Beam deflection 0.03 in Beam deflection 0.06 in Defl. Rat. Lim 240 - Defl. Rat. Lim 240 - Defl. Lim 0.39 in Defl. Lim 0.39 in D/C */0.08 D/C V%0.15 Then Use: 2 x 10 Then Use: 2 x 10 20 CALC ENGINEERING 2000 NW 89th PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 8-1 (8"X12'J Spans= Tributary Width Roof= Loads LL= DL= DL BM (8x12)= 4. CONCRETE BEAM DESIGN 8'-2„ 2'-8" 20psf*2.67ft=53.4#/ft 25psf*2.67ft=66.8#/ft 100#/ft From attached calculations use 8"x12" w/ 2#513, 2#5T, #3 ties @ 5" o.c. 21 CALC ENGINEERING 2000 NW 89th PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 Concrete Beam Mon B-1 General information Code Ref: Act 318-02,1997 USC, 2003 IBC, 2083 NFpA 8000 Fy 60;000.0 psiSpans Considered Continuous over Supports ACI Dead Load Factor 1.20' Pc 3;0001) psi Stirrup Fy 60,00&0 psi ACI Live Load Factor 1.60 concrete Member Information Description Span It 8.17 Beam Width in &00 • . Beam Depth in 12,00 • • • • • • • • End Fixity Pin -Dirt ' • Reinforcing enter earDepth 10.00in ' • • • • • • • • • • �' Left 0.61in2 •••••• OwD"Ih 2.00in ' Right Area 0.61in2 • • • • • Bnr 2.00in •••• •••.� Loads • Using live Load This Span ?? Yes ' • • • Dead Load ktft 0.100 • • • Live Load kftf 0.100 • • • • • Results Beam OK • • • • Mmax @ Cntr k ft 2.34 00090. • a X =: It 4.08 Mn * Phi kit 24.98 Max @ Left End k-ft 0.00 Mn " Phi k-It 24.98 Max @ Right End k-tt ODO Mn • Phi k-ft 24,98 Sending OK Shear @ Left' k 1.14 Shear @ Right k 1.14 Reactions & Deflections DL@Let k 0.41 LL @ Left k 0.41 Total @ Lett' k 0.82 DL 0 Right k OA1 LL @ Right k 0.41 Total @ Rift k 0.82 Max [reflection in -0.006 X = ttl 4.08 Inertia, Effective jn4j 1,152-00 Shear Stirrups Stirrup 'RebarArea in2 0.220 Spacing @ Left in Not Req'd Spacing Q .2*L in Not Re4d Spacing @ A*L in Not Req'd; Spacing 0 :6`L in Not Req'd Spacing @ l- in Not Req'd Spacing @ Right in Not Req'd 22 CALC ENGINEERING 2000 NW 89th PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 a-z (8-712") Spans= 13'-2" Tributary Width Roof= 13'-7" Loads LL= 20psf* 13.58ft=272#/ft DL= 25psf* 13.58ft=340#/ft DL BM (8x12)= 100#/ft • From attached calculations use 8"x12" w/ 2#713, 2#5T, #3 ties @ 5" o.c. • *see 0*00 ...... 23 CALC ENGINEERING 2000 NW 89th PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 �.�: mactt�uu ,Uw. K r-osM58,ver$;aA,! Dec- aos -Span Concrete Beam Page 1 :itlr�aU2wO i3. ENEnCALC Fex3ir a. Se9ivMe k dtv.w* Calcdabo General Information code Ref: Act 318-02, 1997 USC, 2003 SC, 2003 NFP/ 54II0 Fy 60 000.0 psi SpansConsidered Continuous Over Supports ACI Dead Load Factor 120: fc 3,OD0:0 psi Stirrup Fy 60,000-0 psi ACI Live Load Factor 1.60 Concrete Member information 11 Sparc ft 13.17 Beam Width in 8.00 • . Beam Depth in 12-00 � "• " • End Fixity Mm-Pin �' 00' Reinforcing Center Area 1.20in2 • • • • • • •' • • • • s 10.Doin • • Left Aren 11.61in2 ""•• • Bar oepth 2.00in • • • • Right Area 0.61n2 �••••' •'•••• Loads ': • • Using Live Lead This Span '77 Yes • • • . • • Dead Load klft OA40 • • • ' • Live Lead kilt 0280 • • • • Results Beam OK • •' Mmax LW Cntr k7ft 21.16 •ra X = ft 6.58 Mn * Phi k-A 44.46 Max@ Left End k4t 0.00' Mn *Phi k-ft 24_98 Max @ Right End k-ft O:00 Mn * Phi k ft 24.98 Bending OK Shear @ Left k 6A3 Shear @ Right k 6A3 Reactions & Denections DL Q Left k 2.90 LL @ Left k 1.84 Total @ Left 1e 4.74 DL @ Right' k 2.90 LL Q Bight it 1.84s Total @ Right k 434 Max Deflects in -0.254 Q X= ft 6.58 Inertia: Effective irA 615.07' Shear Stlrrupa bnrrup KeDar Area rnz u,zzu Spacing @ Left in 5.00 Spacing @ e2*1- in 5.00 Spacing @ A*L in Not Recrd, Spacing @ .6*L in Not Req`i Spacing @ _8*L in 5.00 Spacing @ Right in 5.00 24 CALC ENGINEERING 2000 NW 89t' PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 8-3 (8"X16") Spans= 22'-10" Tributary Width Roof= 5'-8" Loads LL= 20psf*5.67ft=114#/ft DL= 25psf*5.67ft=142#/ft DL BM (8x16)= 134#/ft From attached calculations use 8"x16" w/ 2#713, 2#5T, #3 ties @ 5" o.c. 25 CALC ENGINEERING 2000 NW 89th PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 u 11:-c ss verCAL6 .a. s oar zags Multi -Span Concrete Beam Page 1 ts4f963-2fl03 ENBf CRL5 0 1==rc�fiware be elY.ecw:Gafnelatiana General information Code Ref: ACI 318-02, 1997 USC. 2003 IBC. 2003 NFPA 5000 Fy 60;000.0 psi Spans Considered Continuous Over Supports' ACI Dead Load Factor 1.20 rt 3,000-0 psi Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.60 Concrete Member information Description Span fit 22.83 Beam Width in 8.00 • Beam Depth in MOO • • • • • • • • End Fixity Pin -Pin • . • • • 0 • Reinforcing Center Bar 000000 • : • • • i • 1. 0i in • Left Aree 0.61iin2 •••••• earDepth 2:00in 0000• Right 0.61in2 • • •••• • • • • • • Bar Depth 2:OOin • • • • LoadS i � � � • • • Using Live Load This Span 79 Yes a• Dead Load kfft 0.276 • • • Live Load kilt 0.114 • • • Results Beam OK • • • Mmax @ Cntt k-ft 33.46 • • • • • • • Q X = ft 11.41 Mn • Phik-ft 66.06 Max @ Left End k-ft 0.00 Mn ` Phi k-ft 35.96 Max @ Right End k-ft 0;00 Mn' Phi k ft 35.96 Sending OK Shear i@ Left k 6.86 Shear @ Right k 5.86 Reactions & Deflections DL @ Left k 3.15 LL @:Left k 1;30 Total @ Left k 4.45 DL a:Right k 3_15 LL Q Right k 1.30 Total @ Right; k 4.45 Max. Deflection in -0-553 @X= ft 11.41 Inertia :'Effective init 1,381.55 Shear Stirrups Stirrup Reoar Area in2 0;220 Spacing @ Left in 7.00 Spacing @ .2*L in Not Req'd Spacing @ .4—L in Not Req'd Spacing @ ,6`L in Not Req'd Spacing @ .8•1- in Not Req d. Sparing @ Right in 7.00 26 CALC ENGINEERING 2000 NW 89th PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 critical Unbraced Span= Wlat= 5. CMU WALL DESIGN 8'-11" 37.4psf From calculations below use #5 @ 48". 27 CALC ENGINEERING 2000 NW 891h PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 u�, aew asos3sa vLs.sn, s zuua Mason Wall Desl it Page 1 r£"6 �vs [rrEr#cx L. Encer�eet� w sociwera bmci�srlv.emrCaluit•tiaie Parapet Height 0.00 it Cali Dur, Thickness 8.0 in Wal Rebar Size 5 Rebar Spacing 48 in Depth to Rebar 3.810 in a Gender 1_000 Special Inspection 1.0011 Grout sly RebarQniy Normal Weight Block Equivalent Solid Thickness 3.392 in Uniform Load Concentric Axial Load Wind Load 37.400 psf Dead Load 0.000 #tit Dead Load 0.000 #/it • • Live Load 0.000 #1ft Live Load 0.000 #tft • • • Load Eccentricity 0,000 in Roof Load • • • 0 • Roof Load •••••• '••••• E 1,350,000 psi Rebar Area 0.078 irr2 np 0-03641 • I - - -, 0.921 f • • • n : Es / Em 21:481 Radius of Gyration 2 952 in k 0,23590 2 f Nj • 9.20 V& • • Wall Weight 55.000 psi Moment of Inertia 354:810 in4 • • • • • • • • • Max Allow Axial Stress = 0,25 I m (1-(h1140r)"2) " Sptnsp 349.85 psi • • • • • Allow Masonry Bending Stress ` 0.33 fm * Spinsp = 495.00 psi • • • • • • Allow Steel Bending Stress = 24,000.00 psi : • Axial Bending Stresses Axial' • • Moment load steel Masonry Compression Top of Wall in-# lbs psi psi psi DL + LL t3.0 0.0 0:0 0.0 0.00 DL+LL+Wind 0.0 0.0 0.0 0.0 0.00 DL + LL +'Seismic 0A 0.0 0.0 0.0 0,00 Between Base & Tap of Wall DL + LL 0.0 245:3 0.0 0.0 6.03 DL + LL + Wind 4;463.7 245:3 16,407.1 235,8 6.03 DL + LL + Seismic 0.0 245.3 0.0 0.0 6.03 92ft high wall with 0.00ft parapet, Normal Block w/ 8.00in wall w/ #5 bars at 48.00ino.c. at center Max. Bending Compressive Stress ......... 241.82 OK Allowable ........ ............. 495.00 OK Max. Axial Only Compressive Stress . 6.03 psi Allowable .......... 349.85 OK Max Steel Bending Stress .... 16,407.13 psi Allowable ....... 24,000.00 OK • • •••••• • 28 CALC ENGINEERING 2000 NW 89t' PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 Wall Weight moment @'Mid Ht 245.30 lbs Wind Moment @ Mid Ht 4,463.67 ink! Seismic Moment @ Mid Ht 0.00 in Dead Loaf Moment @ Top of Walt 0-DO in-# ,Dead load Moment @ Mid Ht 0.00 in # Total Dead Load 0.00 lbs Total Live Load 0.00 lbs Live Load Moment @ Top of Wall 0.00 in-# Liveload Moment @ Mid Ht 0.00 in-# Maximum Allow Moment for Applied Axial Load = 6,629.37 in-# Maximum Allow Axial Load for Applied Moment = 14,240 36 ' lbs • • sees•• •• ,', sees•• sees•• sees•• • • • • •e••ye sees•• sees sees • • sees•• • sees • • sees • • ee see• •es•ee see••• •• • • • • • • • •••... • 29 CALC ENGINEERING 2000 NW 89th PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 6. FOUNDATION DESIGN Under Critical Column — C3 TG= 52701b Allowable soil bearing= 2000psf Min. Footing Area= 5270/2000=2.635ft2 Use F-48 Under Critical Wall Tributary Width Roof= 12'-0" ••••% Loads • ...... •••••� LL= 20* 12=240lb/ft ' DL= 25 * 12=300l b/ft "" • DL Wall= 60*(8.5)=5101b/If • TL= 105501b/lf •••• "•••• Allowable soil bearing= 2000psf .. • Min. Footing Width= 1050/2000=0.6ft "•••• • • Then use WF-16 30