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Home My WebLink AboutStructural CalculationsDesÍgned By: Janos Boros P.E. Z. J. S. EIIGINEERING SERVICES INC. 74189 Foothlll BIvd, Ste. 1O1 Fontana, CA 92335 Job # 30260-22 Date 5-5-2022 Reference: LIZ TUCKER <FCP> Descrìptìon: Shedrow Barn with Posted (Þerhang Page Number : 3 Drsren CRrrrRrn This buildìng was designed using the crÍterìa IÍsted below. Capacity for loads greater than these or for Load combÍnations other than shown beLow specifically neither intended nor ìnp)ied. L. BRsrc Lonos 1.1. Codes 2015 International Building Code 1.2. Dead Load D =2.5.DL 1b tr? 1.3. Snor¿ Load Governs Over Live Load Per Section t6O7 of 2015 IBC p = 4O.0s¡t 1b-----= ft: UnReduced Roof Snow Load 1.4. llind Load Per Chapter 26 to 30 ASCE 7 adopted by Section 16O9.1.1. Of 2015 IBC tOtt-RISE BUILDING per Section 26.2 of ASCE 7-10 7. mean roof height h less than or equal to 60 ft; and 2. nean roof height h does not exceed least horizontal dimension ' 6 rb, (z.g.3-r) of ASCE 7-10th = O'002'56 Kz Kzt KA V- = 24.4t fL2 K¿ = 0.85 - Directionality Factor per Section 26.6, Table 76.6-1 Kz = O.85 - Per Section 2.8.3.L, Table 28.3-I for exposure C Kzl = 1.0 - Topographic Factor Per Section 26-8-2 V = 115.0 mph - Basic llind Speed from Section 26.5.1 Occupancy Category I, Figure 26.5-IC h = 15.0 ft. - Mean Heigth Of Roof GC = t 0.55 - Inter. Pressure Coeff. per Section 26.11 and Table 26.11-7pl for Partially Enclosed Buildings Slope = 3/L2 - Roof Slope Page Nunber : 4 Designed By: Janos Boros P.E. Z. J. S, EIIGINEERING SERVICES INC. 14189 Foothill Blvd, Ste. 101 Fontana, CA 92335 Job # 30260-22 Date 5-5-ZOZZ Referencer LIZ TUCI(ER <FCP> Descrlptlon: Shedro¡¡ Barn wlth Posted Overhang heseure Goefficicnt on llain llind-Forced Resisting Systens g = invtan ( Slope ) = 14.04" Transversal llirection ( CASE A ) : GC=pftlI GC=pf t2l GC=pf 131 t¡\J pf t4¡ 0.53 -0.69 -0,48 -0.43 (windward waII) - External (windr¡ard roof) - External (Ieeward roof ) - External (Ieeward wall) - External Pressure Pressure Pressure Pressure Coefficients Coefficients Coefficients Coefficients per per per per Flgure Figure Figure Figure 28.4-t 28.4-t 28.4-1 2a.4-l Longitudinal Dírection ( CASE B ) : g=oo GC=0.40 (windr^¡ard wall) - External Pressure Coefficients per Figure 28.4-1.pf tlI GC ^= -0.69 (windward roof) - External Pressure Coefficients per Figure 28.4-7pf 121 GC ^= 'O-37 (leeward roof ) - External Pressure Coefficients per Flgure 28.4-1Þf t3l GCpf t4l = -Q.29 (Ieeward wall) - External Pressure Coefficients per Figure 28.4-1 1 GC pf t3l 1 GC pf 121 GC pf t31 þ'GC GCpftll-----) pf lzt nGC tl\ Pr lcc pt GC I NTERNAL PRESSUREI}¡TERNAL PRESSURE pi GC <-*-âpi GC pf t¿l GCpfIrt*-)GC<------)pt GC pf l4lGC <----) pi < > pi Designed By: Janos Boros P.E. Z. J. S. ENCINEERING SERVICES INC. 14789 Foothill BIvd, Ste. 101 Fontana, CA 92335 Job # 30?,60'22 Date 5'5'2022 Reference: LI,Z TUCKffi <FCP> Descriptlon; Shedrow Barn with Post'ed Overhang Page Nunber : 5 1.4. Seismic Load Nate : AccordÍng to Section 1613.1 of 2015 IBC : Exceptions: 3. Agricultural storage structures intended only for incidental human occupancy. 2. CHrcr Vrnrlcnl Lono RrsIsrING Svsrrns 2,1. Check Roof Decking - Uniform Load Max. Moment - Required Section Modulus !t l¡w }T M üAX s RQ Triple Equa1 Spans Condition 1 It1 11L IIse: 26 GA Galv. Steel lluitì-Rib, tlctlroy Or Equal- llaterial : Steel , ASTII A¿146 Grade D, Fy = 55 ksi E = 29. 103 ksi. b = 1..0 ft. Modulus Of Elasticity Of Steel 1 ft Wide Strap Being Checked Span Between Tr.¡o Supports Gauge !Íeight D.DL PL 1b -)ft- Panel Top In Compression I+ S+ Fb+ in4 in3 ksi ft ft Panel Bottom In Compresslon I- S- Fb- inA in3 ksi ft ft 26 r.20 0.0486 0.0499 33.O o.0286 0.0462 33. O I = 4.1 ft. Page Nunber : 6 Designed By: Janos Boros P.E. Z. J. S. EÎ{GINEERING SERVICES INC. 14189 Foothill Blvd, Ste. 1Ol, Fontana, CA 92335 Job # 30260-22 Date 5-5-2022 Reference: LfZ TUCI(ER <FCP> Descriptionr Shedrow Barn wíth Posted tlverhang z.t.t. For Dead Load + Snow Lr¡ad Section 1605.3.1 r{ =(o +DDL+SN - .DL .SN PL )b=41.20 lb' ft. M = O.O8 w L2 = 0.665 kio-inDL+SI DL+SN l{axinr¡n PosÍtive }loment M DL+SNS RQ.Fb+ ìlaximu¡l Negat ive ìloment M = 0.10 r.¡ ¿DL+S$ DL+LL s = 0.o201 in? < s*= o.oa99 in? 0K 2 = 0.831 kip-in. M #1!I = o.o2s2 in? < s_= o.o462 in?OKRQ. 2.1.2. Dead Load + 0.6 llind Load Section 1605.3. 1 Effective wÍnd areas of roof A EFF A EFF +GCpt - max. wind pressure I b=31.82 lb' ft. =br=4.10ftz orA = 2 r.=s.6ofLzEFF 3 = 5.6O ftz Controls l--------+ GC" = 1.7O - Refer to Figure 3O.4-z cr. ( GC'nP ) = 55.04 lb' ft? Ìr DL+WL [0.6q. (cc +-nP Maxiuun Positive l{oment : S RQ M = O. LO w 12 = 0.642 kip-inDL+HL DL+flL M = -DL+WL = o.ol95 inl < s = 0.0499 in?!b+ + GC pt D^DL PL )- OK Page Number : 7 Desìgned By: Janos Boros P.E. Z. J. S. S¡GINEERING SERVICES INC. 14189 FoothiLl Blvd, Ste. 101 Fontana, CA 92335 Job # 30260-22 Date 5-5-2022 Reference: LIZ TUCKER <FCP> Ðescriptìon: Shedror Barn with Posted Overhang ìlaxinn¡n Negat ive l{oment : M = O.o8 w 12 = 0.514 kiP-in--ÐL+t{L DL+WL M s = -DL+WL = 0.0156 in?RQ. fb_ 2.2. Check Roof R¡rlins/lafters Sinple Span Condltion ($=0.0462in 3 OK - Uniform Load - Max. Moment - Required Sectlon Modulus }T MuAx. S RQ. t, Modulus Of Elasticlty Of Steel Yie1d Stress A 1* A 1* t 2.2.1. For 4"L ft Spaclng, 12.1 ft Long Rrrlin I o 29 55 E Fy 103 ksi ksi P1 IJse: I g x 2'L/2 x 16 GA Or Equal tlaterial : Steel , ASTI'I 4446 Corutect with nÍn. (3) #12 Scret¡ts ( +U Screws are OK, See Appendlx ) v = 622 Ib - From Appendix For 16 GA. To 16 GA. with *12 Screws ALLOTI TEKS S = 1.68 in3 Section Modulus SpacÌng 0f The Purlin Span Between Two Supports b = 4.L ft 2 = lZ"t fl Page Number : I DesÍgned By: Janos Boros P.E. Z. J. S.EXi¡GINEMING SERVICES INC. 14189 Foothill Blvd, Ste. 10L Fontana, CA 92335 Job # 3o.26,0-22 Date 5-5-2A22 Refererrce: LIZ TUCKER <FCP> Descript,ìon: Shedror¡ Barn with Posted Overhang Fon Dead Load + Snow Load Section 1605.3.1 r{LDL+SL $I-- =(p +p )b=174.3 lb DL+SL 'DL 'sL ft R= DL+SL M=DL+SL S RQ ÀLLOH TEKS 2 w LzDL+SL = 1.05 kips <3V = I.87 tips 0K MDL+SLd3E I = 38.27 kip-in = 1.16 in3 < S = 1,68 in3 0K For O.6 Dead Load + 0.6 lfind Load Section 1605.3.1 Effective wind areas of roof : A ETF A EFF cr. ( cC-nP +GCpi ) = 46.53 lb' fL? =b0 =49.61 ftz orA = L l=4B.BoftzEFF 3 = 49.61 f|z Controls l-----) GC" = 1.35 - Refer to Figure 30"4-2, - max wind pressure lb=108.31 1b'- ft. rol*l,r= [ o.o qh ( Gcp * GCor) - 0.6 po, $rl Ror**= J4li- = 0.66 kips < 3 V.----- = 1.82 kips 0K ôbk8'f ttDL+!{L (.2 = 23.79 kip-in8 M - DL+'L = o.TZ in3 < s = 1.6g in3 0Ko.6 Fy M=ÐL+nL c RQ Page Nunber : 9 2.2.2. For 12.2 ft, Spacing, t.?.l fL Long Rafter 69R1 IJse: [] Z x 9-73/L6 x 14 GA Or EEtaI I'Iaterial : Steei , ASTI, 44146 Corrpct with min. (6) #1.2 Screws ( #L4 Screws are OK, See Apperñix ) V -- --- = 622 \b - From Appendix For 16 GÂ. To 16 GA. with *12 Screws ALLOH TEKS S = 4.18 in3 - Section Modulus b = 12.2 1l Spacing Of The Rafter L = l?.t fL - Span Between Two Supports For Dead Load + Snow Load Sect,ion 1605.3. 1 tÌ =(p+p )b=518.5 l'þDL+SL 'DL 'SL ft l¡lDL+SLR= DL+SL M= DL+SL = 3.14 klps < 6 V = 3.73 tips 0l(ALLO¡{ TEKS = 113.87 kip-in = 3.45 in ( g = 4.18 1n3 0K3 For 0.6 l),ead Load + 0.6 llind Load Section 1605.3.1 Effectlve wind areas of roof : [,=-L=48"80ft3 z 'f{¿,2 DL+SL I s RQ, MDL+SLı3Tt =bL=147.62ff or 2 A EFF A EFT A EFF DesÍgned By: Janos Boros P.E. z. J. s. ttfGINEERrtfG SmVrcES Û{C. L4L89 Foothill BIvd, Ste. 101 Fontana, CA 92335 Job # 30260-22 Date 5-5-2022 Referenee: LIZ TUCI(ER <FCP> Description: Shedron Barn with Posted Overhang = 147.62 fl¿ Controls l---è GC, = 1.20 - Refer f'o F'igure 3A.4-2 Page Number : 10 Job # 30.260-22 Date 5-5-2022 Z. J. S. E}¡GINEERING SERVICES INC. 14189 Foothill BIvd, Ste. 101 Fontana, CA 92335 Reference: L\Z TUCKER <FCP> Descrlptlon: Shedrow Barn with Posted Overhang Ðesigned By: Janos Boros P.E. qh ( Gcp * GCor) = 42.tt *- max. wind pressure "or*o= t 0.6 qh ( Gcp * GCor) - 0.6 porl b = z9s.on * lt DL+WL T, R DL+I{L z = !.79 kips < 6 Vorro* = 3.73 f<ips 0K TEKS üt ¿2 DL+HL = 64.80 kip-inM= DL+¡{L 8 S RQ. M - DL+HL = 1.96 in3 < s = 4.lg in3 0K0.6 Fy 2,3. Check Coh¡nns 2-3.1. Check Columr¡s At tlall Panel Corners h = 11.00 Ft Rt¡ h = 13.00 Ft, SF h = 8.OO Ft H s =6. = 12. = t2. s = 12.25 Ft BR 13 Ft 25 Ft 25 Ft a b s Length Of The Colu¡nn At Rear I'lall : Line 12 Length 0f The Column At Stall Fronts Height Of The ttall - Overhang Of The Roof ( Side l.lalls: 12.25'/2 ) - Tributary Load Wldth ( Crltical ) - Span Of The Frame - @ Stalls - Span Of The Frane - (9 I'Ialkway h h s ¿I I II F igure V. 1. SF h RW T,ll¿I s BRS Ä Page Number : 11 Ðesìgned Byt Janos Boros P.E. Z. J. S. EIGINEEnINC SERVICES INC. 14189 Foothill Blvd, Ste. 101 Fontana, CA 92335 Job # 30260-22 Date S-5-2OZZ Reference: LIZ TUG:KB <FCP> DescrÍptìon: Shedrow Barn with Posted ûrrerhang For Dead Load + Snow Load Section 1605.3.1 kt=6"3û ft nzEFe sPo, = po, ( -t + a ) b = 0.38 kips Rtl s Po"*r, = I pol* pr, ) ( -? + a ) b = 6.38 klps Rt{ At Rear llalls ¡ Check : 2" x 2" x 74 GA colu,mns t s Fy = 50'00 ksi A = 0.57 in2 I = 0.35 ina S = 0.35 in3 r = 0.78 in - Minimu¡n Yield Stress - Area - Moment Of Inertia Ds L F +SL J PDL+RI{ Figure V.2 - Section Modulus - Fadius Of Gyration kL - -) -- = e6.58 < Zo0 0Kr 31.21 ksi = 8.88 klps 0K, See Belov¡ P PDL+SL A J <Pa FÍnd Capaclty of the Colunns for Axial Compression Loads : 0 = h_..- h-- = 3.OO ft I Unsupported Length - nax. ]RH 1.' k = 2"1 - Cantilever Condit.ion r--!-9-l'r F]¡ 2 t L 1-lfFe>then Fn = Fy Fv 'l -4-tre J Else Fn = Fe -.--+ Fn 29.9A ksi Designed By: Janos Baros P.E. Z. J.S.ENGINEERING SERVICES INC. 14189 Foothlll Blvd, Ste. 101 Fontana, CA 92335 Job # 30260-22 Date 5-5-2022 Reference: LIZ TUCKER <FCP> Descrlp|lon¡ Shedrow Barn ¡¡ith Posted 0verhang wT-Ç Page Number : 12 > 0.673 then section js not fully effective ! Gheck Each Elenent ¡ If I = 1'052,f; e s -+ 2 1-o.22--T-Then?lseA =d-* f t-"EFF L Eise = A -------å À Pn-ı-Pn = A__ Fn = 17.O4 kip --) Pa =EFF = 8.88 kip = Allowabie Compressive Strength At Stall Fronts : Check : 2" x 2" x 1,4 GA colunns : A EFF A = 0.5? inzEFF Po, = Poa ( SF s BR--z-)b=O.38kips P DL+SL SF SS- ¡ pnr* p=, ) ( j-. -+L) b = 6.38 kips. P. = 11.07 kips 0K, see aeiow Find Capacity of the Colt¡¡urs for Axial Compression Loads : 0=h -h =5.OOftsF l.f k = 1.O Fy = 50.00 ksi - Mini¡nu¡n Yield Stress I Unsupported Length - nax. 1 - Area - Moment Of Inertia - Section Modulus - Radius Of Gyration k¿ - - = r6.6s < 2oo 0Kr 49.55 ksi A T Ëa = $.57 in = 0.35 tn 2 4 3t i" 35 78 SË0 rsO n n kt=5.00 ft T,' L .kL,z(-,'r Fy 2ff'Fe >then Fn = Fy Check Each Elenent ì ,f \ _ 1.052tt Fy w-T* 1-4Fe Else Fn = Fe ------+ t'n 3V.39 ksi {-; Ç > 0.673 then section js not fully effective ! Page Number : 13 DesÍgned By: Janos Boros P.E. Z. J. S.EIGINEERING SERVICES INC. L4189 Foothill BIvd, Ste. 101 Fontana, CA 92335 Job # 30260-22 Date 5-5-2022 Reference: LfZ TUCKR <FCP> Descrìptlonr Shedros Barn wÍth Posted Overhang Then)IseA =¡{-x Irr-"EtT L . o.z2'À .| l¿rsel =A-)A =o.s7 irf J EFT EFF À pn = A--- Fn = 2l-26 kip --> Pa = + = 11.o7 kip = Allowabte ÇonpressÍve Strength EFF For O.6 Dead Load + O.6 ttind Load ( Uplift ): Section 1605.3.1 GC = O.69 - As Critical, See Page 4 For Valuespf Ð s--2- S s v Rl¡ v SF P P 0.6 qh (GCpr t GCor) - 0.6 po,(+a)b=2.5tklps I o.u er, (GC", I GCo,) - o.o oo" ](+.#)b=2.51 kips PvSF Flgure V.3 2.3.2. Check Lateraly Unsupport'ed Post in the Talkway: Li.ne E Use : 3" x 3" x 14 GA Colunn 1 PPvnltv 1^1 b sL sR = 8.13 ft = 12.25 ft = 12.25 ft For Dead Load + Snor¡ Load Section 1605.3.1. s L I Tributary Load ]Jidth: 12.25'/2+2' Overhang I I Next Colunn To The Left 1 I Next Colunn To The RÍght I + P=(p+Þ)DL+SL .DL .SL 2 s R b = 4.23 kip ( Fa = 14.63 Kip, See Be.low Page Number : 'I4 Deslgned By: Janos Boros P.E. Z. J. S. EI¡GINEERING SERVICES INC. 14189 Foothill Blvd, Ste. 101 Fontana, CA 92335 Job # 30.260-22 Date 5-5-2022 Reference: LIZ TUCKER <FCP> Descrìptlon: Shedrow Barn with Posted Overhang Find Capacity of thc Columns for AxÍal Conrpression Loads : k = 1.0 I = 9.00 ft, - Unsupported Length Of The Colunn Fy = 5o.oo A = 0.87 f = 7.23 S = 0.82 r = I.79 ke= ksi .21n .4ln .31n in 9.OO fr nzE - Mininun Yield Stress - Area - Moment Of Inertia - Section Modulus - Radius Of Gyration kL _-----------å -----:- = 90'68 < 200 0Kr 35.41 kslFe ,k{,2r Fy 2ffFe>then Fn = Fy Check Each Eienent : flse Fn = Fe --------+ Fn 32.35 ksiL-Fvl z-Fã J 7.O52l1 ^= w-F ff-vE > 0.673 then section is not fully ef,fective ! ,TT Then]IseA =¡\-*f "-"EFF t 1 _ o.22'à I -- . zl Else A = A ------+ A = 0.87 in-J EFF EFF Pn = A--- Fn = 2A.lO kÌp ---+ Pa = ån = !4.63 kip = Allovable Compressive StrengthEFF I For O.6 Dead Load + 0.6 llind Load Section 1605.3- 1 GCo. = 0.69 - As Critical, See Page 4 For Values 0.6 cn (GC*)-0.6p .DL s +s L RPrGcpi P DL+HL 0.6 Fy --z--DL+lll. A = 0.87 inz '0K b = 1.66 kip Attach Coluttt To FootÍng Vith : = 6.31 kip Refer To APPENDIX = 3.50 kip Refer To APPENDIX Page Nunber : 15 ,z ÍIïLTI Bolt (2) 5/8" Dìaneter Bolt x 4" Embedment x 6" EdgeDÍstance ( KI{IK BOLT <KB-TZ> HILTI,Inc. rcc Es EsR-1917 ) Or Equivùent P v T T = (2) Pur" = (2) Vs/8 = 50.00 ksi = O.l-¡'75 i.n. = 0.125 in. = 0,375 i.n. 3.OCI in, .OO i"n. .00 in. P =t.66klps<P 0K- DL+HL ' T Base Plate.trÞsign IJse 3.A Ínllìde x O.375 irt x 8.0 ln Long : P 1 v !,lelding Figure a a b Figure b - Yield Stress - Bolt Size - Thickness Of 'Ihe ÞIelding - Thickness ûf The Plate - l¡idth Of The PLate - Length OJ' The Plate - Ðistance Between Cotr. & Cent -" Section Mociulus'- Moment. Fl--l II d I ltt F t P 4. b =$!, =t Þ M ÐesÍgned By: Janos Boros P.E. Z. J. S.ENGINEERING SERVICES INC. 14189 Foothill BIvd, Ste. 101 Fontana, CA 92335 Job # 302:60-22 Date 5-5-2022 Reference: LIZ TUCKER <FCP> DescriptÍon: Shedrow Barn with Post'ed Overhang eo ¡ È ¡ I i Of Bol b Page Number : 16 DesÍgned Byt Janos Boros P.E, Z. J. S. ENGII{EERING SERVICES INC. 14189 Foothill Blvd, Ste. 101 Fontana, CA 92335 Job # 3026CI-22 Date 3-5-2022 Reference: LIZ TUGKER <FCP> Descriptìon: Shedrow Barn with PosLed Overhang t2 P a M = 0.6 Fy S = 2.11 kip-in. ALLO}I s-6 = 0.0703 in3 P 2 ALLOI{ Check For lfelding Use I/8" I'leldÍng 4" Long F = 7O.0 ksi Y 4.0 in 0.125 in = 6.14 klps > Por**, = !.66 tips 0K I Yietd Stress For Welding ] I Length Of The ]Ielding l I Size Of The ]lelding ì M tlLLOA 2, -t - Itùz f= b= o.3 F.. { z --b / = 2.42 ki.ps > p-- -- = 1.66 tips 0Kt Z ' DL+HL = 8.13 ft = t2,25 ft = 12.25 fL b .qL SR 2.3.3. Check Lateraly ed Post in the llalkway: Line A Use ¿ 4" x 4" x X.3 GA Colum I Trlbutary Load ]lidth:72.25'/Z+2' Overhang II Next Colu¡nn To The Left . I I Next Column To The Right 1 For Dead Load + Snou Load Section 1605.3.1 PoL*sr- = 1 Fol't Fu, ))b = 4"23. kip ( Pa = 22"25 Kip , See BeJoi¡ Find CapacÍty of the Columns fqr åxial Compression Loads : k = 1.0 L = !2.00 ft - Urrsupported Length Of The CoLumn S+sL Fy = 50.00 ksi rq, = 1.38 inz | = 3.51 ina 5 = 1.75 in3 - Minimum Yield Stress - Area - Moment 0f Inertia - Section Modulus Page Nunber : t7 Designed By: Janos Boros P.E. Z. J. S. HIGINEENING SERVICES INC. 14189 Foothill BIvd, Ste. 101 Fontana, CA 92335 Job # 30260-22 Date 5-5-2022 Reference: LIZ TUCKffi <FCP> Descriptionr Shedrow Barn with Post'ed (hrerhang r= k8= Fe= 1.59 ln 12.00 ft nzE 35.64 ksl - Radius Of Gyration -------+k ¿ = 90.38<2oo0Kr ,k L 'tzr rr Fe , + thenln - tr I t - +- ] Check Each Elenent : If )t = t'o52 wT ff-vE Else Fn = Fe ------+ Fn 32.47 ksi > 0.673 then section is not fuÌly effectìve I{T - o.22 lÞ-'ÀThenlJseA =A-x l"-"EFF L 1 -. 2lElseA =A--+A =t.32in-I EFF Err Pr = 4"", Fn = 42.73 kip ----+ Pa = + = 22'25 kip = Allowab)e Compressjve Strength À For 0.6 Dead Load + O.6 llind Load Section 1605.3.1 GC - = 0.69 - As Critical, See Page 4 For Valuespf P TGCpi DLDL+flL P 2 DL+HL = 0.06 in2 0KA = 1.38 in 0.6 Þ'y Attach Colun¡n To Footìng Vith : 0.6 q. (GC'n Pf )-o.op = 6.31 kip Refer To APPENDXX = 3.50 klp Refer To APPENDIX I J s +sLR--T-b = 1.66 klp (2) 5/8" Diameter Bolt x 4" Embedment x 6" EdgeDistance( KL¡IK BOLT <KB-TZ> HILTI,Inc. ICC ES ESR-1917 ) Or Equivalent T P V = (.2) P =(zlv5/A 5/8T P DL+I{L = 1.66 kips < Pr 0K Base Flate Design Use 4.0 ÍnWide x 0.375 in x L0.0 ìn Long : Page Nunber : 18 ,z HILTI Bolt ûf Bol. t 1 / Figure a a Iiesrs-! Yield Stress BoLt Size Thickness Of The l{elding Thickness Of The Plate l.ridth (}f The Plate Length Of The Plate Distance Between Col. & Cerrt Section I'lociulus Moment 3 Pv l.lelding F-I-r b t. F = 50.00 ksiv d = O.375 in. t = O.125 in.l.t t = 0.375 in. P = 4.00 in = 10.00 in = 1.00 ln. a b T, S M .2at P-----ı--= 0,0938 in M $= ALLOW = 0.6 Fy S = 2.81 kip-5.n M ALLO}I g 2 Desìgned By: Janos Boros P.E. Z. J.S.M|GINEERING SENVICES INC. 14189 Foothill Blvd, Ste. 101 Fontana, CA 92335 Job # 30260-?,2 Date 5-5-2022 Reference: LIZ TUCKER <FCP> Description: Shedrow Barn with Posted (Þerhang t¿oo P ALLOW 2 L -t w = 8.18 kips > P = n.66 tips 0K.. DL+HL Page Number : 19 Designed By: Janos Boros P.E. Z. J.S.E{GINEERING SERVICES INC. 74189 Foothill Blvd, Ste. 10L Fontana, CA 92335 Job # 3026,0-22 Date 5-5-2022 Reference: LIZ TUCÏ(ER <FCP> Description: Shedron Barn with Posted Overhang Check For llelding Use 7/8" Velding 4" Long F = 7O.0 ksi Y tn in 25 l. - 4.0 b = 0.1 I Yleld Stress For llelding I I Length Of The l.lelding ] I Size Of The Welding 1 0.3 F Y 2-3.4. Check Lateraly Unsuppont,ed Post, in the llalkway: Li.ne Dl and D2 Use : 4" N 4" x 1,3 GA Colunrt '/ 2 b l. = 7.42 kips > P-- -- = !.66 tips 0K Z ^ DL+llL b sL sR = 8.1.3 f t = 12.25 îL = 12.25 ft For Dead Load + Snow Load Section 1605.3. 1 s +s I Tributary Loacl ]li.dth: 12.25'/2+2' Overhang I I Ne:<t, Colunn To The Left I I Next Column To The Right, I PDL*sL - 1p¡l* p", ) + b = 4.23 kip.: Pa = 10.33 Kip, see Below Find Capacity of the Goh¡nns for Axial Connpressíon Lcads k = 2.'1. Embedded-Posts 2 = 9.OO ft - Unsupported Leng+"h Of The Colunr¡ Fy = 50.00 ksi - Minimun Yietd Stress A = 1.38 inz - Area I = 3.51 ina - Mo¡nent Of Inerti.a S = 1.75 in3 - Section l4odulus r = 1.59 in - Radius Of Gyration k J = 18.90 ft ------.)KT,!42.35 < 2il0 0Kr nzEFe== 14.37 ksi.-.kf -zt.-Jr rr Fe , + rhen Fn = tu i t -Fvì -4- iË J .[ Ise Fn * Fe ".-*"----+ Fn 14.37 ksi DesÍgned By: Janos Boros P.E. Z. J. S.N¡GIÌÛEMING SERVICES INC, 14189 Foothill Blvd, Ste. 101 Fontana, CA 92335 Job # 30260-22 Date 5-5-2A22 Reference: LIZ TUüKER <FCP> Ðescriptio¡r: Shedrow Barn with Posted Overhang t w Ç Page Number : 20 > 0.673 then section is not, fully effectÍve ! frheck Each Element t 7.O52ll ^={T Ihen l/se A =A-xEFF .ElseA =A------+AEFF EFF 1.-o.22-T-= 1.38 inzw-l.t Pn=A_-._ Fn = 19.84 kip ---J Pa =ETF = 10.33 klp = Alfowable Compresslye Strength I Pn For 0.6 Dead Load + 0,6 llind Load Section 1605.3.1 GC = 0.69 - As Critical, See Page 4 For Valuespl' P ÐL+W"L ,\ '= 1. 38 ln 2 3. Lnrrnnl Lono RrsrsrtrNc Svslrns O.6q. (GC tGC )-0.6p'n Pf pl "DL P n L+ÎtL 0.6 Fy r S.* S .| -t"--a'o = 1.66 kipr I L ¿OK fiiclge = Eave LL liidth = L,ength= ir -'r '-it ü1. 1.5, úO f t. tt.oo ft. 36.75 ft 49.S0 ft 8.00 f t. -. 2a.46, . .iÞ- .-.21t - Ridgehelght- Ea'¿eheight Height Of The l.Ia1l Ref'er To Page 3 Page Number : 2I 3.l.Check For Lateral Loads in Transversal Direction P ---+ EAVE P GROUND R fn Figure V.4. - Critical Tributary Load llidth ìn TransversaL Direction - Critical Shear VaJl Length in Transversal Directlon J Tlr TRNS = 12.25, f I = l2.OO ftT, TRI{S 3.1"1. Check For llind Load : GC = 0.96pf P GROUI{D pf P Eave + Ridge E^YE - -¿r, TRI{SÌrmD Check Sheam¡alls : - Total ( inc1. Leeward and lJlndward ), See Page 4 For Values i P =GC 0.6EAVE pf on[T + (Ridse -uave)]mr*, GC 0.6 qh tïl = 7.64 kips - See Figure Above T$¡= 0.95 klps - See Figure Above TRIIS = 1.78 kips - Force Due 'la Ovetlurnlng per panel per TÀBl.Ii 1 per ICG-ES ESR-2937 Ås a Reference Only í I l I I l : . l : R TRIIS F {r**, ft ft. 3.5 kips Designed By: Janos Boros P.E. Z. J. S. BÙGINEERING SERVICES INC. L4I89 Foothill Blvd, Ste. 101 Fontana, CA 92335 Job # 30260-22 tate 5-5-2022 Reference: LIZ TUCKER <FCP> Descriptìon: Shedror¿ Barn wit'h Post'ed Ûverhang 72 ft Page Number ; 22 Designed By: Janos Boros P.Ë. Z. J. S.NÙGINEERII{G SERVICES IIIC. 14189 Foothill BIvd, Ste. 101 Fontana, CA 92335 Job # 30260-22 Date 5-5-2022 Reference: LLZ TUCKER <FCP> Descrìptìon; Shedrow Barn with Posted (hrerhang Check Shear Transfen From Shear Ìlalls To Foundation for llind Load: rJ = 4.5. I{ALL LÞ_ f12 h ¡{= 8.00 ft I Spec. Weight Of Wallpanel I Height Of The ]Iall l l Àt, Stalt Fronts ¡ P = {2) Ps/B =' 6.3t kip Refer 7'o APPENDIX = (2) \'iq/B = 3.50 kip Refer To APPENÐIX T v T (2) 5/8" DÍameter Bolt x 4" Embedment x 6" EdgeDÍstance( XWfX BOLT <KB'-TZ> HILTI,Inc. ICC ES ESR-1917 ) Ar Eqt-ivalent t--.-- = 12.00 f,t I Length of the Wa.Il Considered to Resi'st iJpÌ5.ft )I{ALL n.-,-.,.. - '- 2 [ Number of Columns at ]¡all Panel Corners ]col.uì0t5 Due To ,Jverturn.ì.ng . See Att'tve/uP -P +R '-0.6 !. li D =4.O2kipsS tt TRNS ¡IALL H 'rrlÂtJ,Slrl HIND' It¡e to U1>lif L P +PEAVE GROUIìIÐ = tr"29 klps n COLÌII{NS P v fi Fi L s { T ,r At- Rear Walls r s - l.ûtr t 1.:l 0K (.2) .5/B' lt.iatneter Bo.lt x 4" Enbedment x 6" EtigeDistãnce( KþIIK t*r:Lt qrn-Tz> HILTI,Inc. : TÇ:T: ES ESR-19T7 )(,r Ëq¿r i.vaLent = 6. í)l i<ip Rt:fer 7'o APFENÐIXs/a - 3""50 ki.p Refer To APPENDIX5,t8 i ï.engt;h of the WalL Considered to Resist UpÌift I I i]i.unber of. CoLunns at ]Ja]I Panel Corners l V \t! 1 I IJ .t T V ,I *(2)P =(2)V lì .- l,rÂi.L n coLi.)Ht{s 12"00 {t ,/P =P +R- s v TRtlsRH\ IIIND ' D¡e Due To OverturnÍng See Above -0.6¿ h Þ =4.O2kipslrÂLL ll ' }¡ALL to UplÍft Page Number : 23 Rldge s P +P cRotrlilDEAVE = 1.29 kipsv ncoLUl'll{s +s = 1.ol < t.2 0K 3.2"1. Gheck For lÍind Load : Shear llalls , Critical at Line C P r ILt{-l vT v 3.2.Check For Lateral Loads in Longitudinal Direction P EAVE UI{D Eave -a ( 2 I ,{r, I J - Eave)TI.i__ , = 1.4O kips - See Figure Åhove LONG {ìRn = 18..37 ft = 3Z-OO ft S I DE IIALL Figure V.5 -- Cr.itica] Tributary Load llidth tn LongÍtudtnal Direction 36.75' ,/2 - Critical Shear ValL Length ìn Longìtudinai Direction TtJ LONG GC = 0.6g - Totat ( inct. Leeward and lJindward ), See Page 4 For Valuepf ¿ LONG F' =GCËjÂVE 6tf' P 0.6 qh[Eave + Ridge----z--- Gfi Eave 2 Deslgned By: Janos Boros P.E. Z. J. S.E}ÙGIIÍEERING SERVICES INC. 14189 Foothill Blvd, Ste. 1Ol Fontana, CA 92335 Job # 30260-22 Date 5-5-2022 Reference: LIZ TUCKER <FCP> DescriptÍon: Shedrow Barn with Posted Overhang {ìROr.lNl)pf 0.6 cltr TIJ---_, = t..O2 kips - See I'Ígure Above LTT{G Page Number : 24 Designed By: Janos Boros P.E Z. J. S. BIGINEERING SERVICES INC. 141.89 Foothill BLvd, Ste. 101 Fontana, CA 92335 Job # 30260-22 Date 5-5-2022 Reference: LIZ TUCKER <FCP> Desc'r'Iption: Shedrow Barn with Post,ed (Þbrhang R LONG TIIND P Eave EAVE {.LONC = 0.48 kips - Force Due To Overturning Check Shearwalls : PEÀYE = 44 rb < zgi. to' 0K{ro". ft _ 3.5 kips 1- lrft I per panel per TABLE 1 per ICC-ES ESR-2937 As a Reference Onlyft. Check Shear Transfer From Roof To Sl¡ear llalls For Longitudinal llirrd Loadr theck Cant,ilever Colums For Bending ( Oniy The Ones At Eave, Interior One-s ly'ere Ârot Gonsidered ¡ Conserva.tìve ) l' = GC 0.6 c-Tlrf'h f Eave + Ridge L--Eave TW = O.37 kins LONG ¡t ;$ LONG , ' l' I Nr¡mber of Colu¡nns 'Iransferring The Load To The Shear T.lall.s ] P(Eave-h) t"f.._,* = -I-- - L. = 2.68 kip-inr¡I¡¡D NLONG M T{I lifÐfb = S ='1.69 ksi < 0.6 Fy = 30.00 ksi OK { Refer '!'a Coiumn Design For S Ahd Fy Values ) Check Shear Transfer From Shear Walls To Foundation for llind Loarl : Lbp= 4.5 2Þ1ALLf,t lt$= 8.0O ft I Spec. Weight Of ,Wa].lpanel I Height Of The l'Ia]l 1 -t l\t Rear ïIalls For Longitudinal tlind Load: (2) 5/8" Diameter Bolt x 4" Í)mhedmant x 6"',Edge:t)Í,ç{,a¡r*e( fWrr BOI.T <KB-TZ> HILTI,Inc. ICC ES ESR-1917 ) Or Equiva)ent Page Nunber : 25 DesÍgned By: Janos Boros P.E. Z. J.S.ffGINEERIIIG SERVICES INC. L47a9 Foothill Blvd, Ste. 101 Fontana, CA 92335 Job # 30260-22 Date 5-5-2OZZ Reference: LIZ TUCXER <FCP> DescrÍptÍon; Shedrow Barn wlth Posted Overhang TP V = (,2) P =(z)v 5/A s/a = 6.31 kip = 3.50 kip Refer To APPENDIX Refer To APPENDIX T T1{Àll.= t2.00 ft =$ I Length of the ]lall Considered to Resist Upllft ì I Nunber of Colurnns at l.la1l Panel Cor:ners ]ncol,ulfi{s P =f P +R- v LoilGRr{\ l{IND ' Due P +P EAVE GROT'}ID Due To OverturnÍng See Above -0.6¿ h p )=2.73kips}IALL W 'WALL to UplÍft s v = 0.48 klpssncoLUltNs s += 0.57 < L.z 0K T Lateral Loads dre Resjsted By (2) Ertbedded Columts ( Cr¡ticai ) ¿ Purlin P ----> T Eave = h Eave P P vsv- T 3.2.t. Check For llind Load : Enbedded Posts at [.ine D I 1 dge i' SIDE HALL Figure 2 ,/T, iiout^ry l,oad width Page Number : 26 Designed By: Janos Boros P.E. Z. J.S.ENGINEERING SERVICES INC 14189 Foothill BIvd, Ste. 101 Fontana, CA 92335 Job # 30260-22 Date 5-5-2022 Reference: LIZ TUCKER <FCP> Description; Shedron Barn with Posted Overhang Check 4.0O" x 4.00" x 0.089" Sqtare Tube S= I- Fy = 50.00 ksl A = 1.38 1n2 t = 3.51 ina .75 in3 59 in Ridge = 15.00 ft Eave = 9,00 ft h = Ç.00 ft A Tributary t¡idth - Minimum Yleld Stress - Area - Moment Of Inertia - Section Modulus - Radius Of Gyration - Ridgeheight. - Eaveheight - Length Of The Colunn lTlll = 6.13 ft - 12.25'/2 1 1 Slope = 2.OO/12 - Roof Slope Check Columns For Bending : For Ìfind : Longítudinal Direct,ion ( CASE B ) o=oo GCpf tr¡ GC pf I21 GCpf I3l GCpf t4l O.4O (windward wall,) - Èxternal Pressure Côefficients þer Figure 6-10 = -0.69 (windv¡ard roof) - External Pressure Coefficlents per Figure 6-1O = -Q.37 (Ieeward roof ) - ExternaL Pressure Coefficients per Figure 6-1O = -O.29 (leeward wall) - External Pressure Coefficients per Figure 6-10 Nöte: Plus arñ njnus sìgns signtfy pressures acting, tov¡ard and away from the surfaces, respectively. Page Nunber -. 27 Designed By: Janos Boros P.E. Z. J. S. NEIilEERING SERVICES INC. 14189 Foothill Blvd, Ste. 101 Fontana, CA 92335 Job # 30260-22 Date 5-5-2OZz Reference: LIZ TUGI(ER <FCP> Descrìption; Shedrow Barn with Post'ed .Overhang 11GCpf a2l GC pf t3l 1" GCpf 111--+GC(--> pl I IITERNAL pt PRESSURE GC€pl Eave + Ridge Eave 0.6 qh TW .- 0.47 kips GC pf t4I PT MDL+l¡L A fb = IGC pf t11 -trL tt Zpf I4l 2 = ?5,12 kip-in. -( 2) Colualr:.s dre Resisting The Load Þ-r*.fìTA --ã- M DL+l¿L. A Þ = 14.33 ksi < 0.6 Fy = 30.00 ksi OK 4. CHEcr Founnnnon ps c D"L = 15OO = 15O = 2500 = 1û0 5 130 Lb-'---=Ft, i-b rt' Lb-l-z ]n Lb.-_--: Ft' Lb *'' I Min, SoiI Pressure I Specific Weight Of Concrete I Compressive Strength Of The Concrete] I Min. Lateral Bearing Pressure 1 l Tr; f I 4, i I t I pF I Min. Lateral SLidlng Resistance ] 4.1 e Type A and C at. Rear llalls and Porch Use : 2 Fl. - 0 In. Dia. x 3 Ft. - O In. Deep Concrete FootÍ.ng Page Number : 2a I Depth Of The Footing I I Radius Of The Foottng I Area ûf The Botto¡n Of The Footing ] Ð r A 00 00 =t. = t. 2 -I Ft Ft 2 4"1.1. Vertical Docrn r = 3,14 Ft P 4.?3 kipslERT DOWt¡ D = 1500 Lb )- Ft- P VERT.pıi¡lr- = 1346 Lb A Ftz OK 't1.7.2, Ventical Up P'fERT UP P = 1.Éi6 klps =A =(T_) (2rr) Stress Increase Due To Vìnd Or Seismic D 1.41 kips 2.09 klps 3.51 kips T"DIIEIGTH FOOTINç P FRICT. P TOTAL NESISTIIIÊ TOTAL TTESISTING= -------P lMRT ¡.tP I I J, Safety = 3 f 7 1.33 D.S --- Refer To Section 1810.3.3.1"4 18L0.3.3. L.5 P DesÍgned By: Janos Boros P.E. Z. J. S. EIIGINEERING SERVICES II{C. 14189 Foothill Blvd, Ste. 101 Fontana; CA 92335 Job # 30260-22 Date 5-5-2OZZ Reference: LIZ TUCÏER <FCP> DeseriptÍon: Shedrow Earn r¡ith Posted 0verhang Safety 2.1t 0K 4.2 @ Type B at, Stall Fronts IIse : zFt". - 6 In. Dia. x 3 Ft. - 9In- Deep Concrete Footing Page Nunber : 29 I Depth 0f The Footing I I Radius Of The Footing I Area Of The Bottom Of The Footlng I D r A =3. =1. Ft Ft 75 25 P 6.38 klps = ,' o = 4.91' Ft.z 4.2.1. Vertical Down P VERT DOWN D = 15oo Lb Ft2 P VERT.Do',N - 13oo LÞ A Ftz 4.2.2. Vertícal UP OK VERT trP P P -D v SF +R TRIISn HIND\ Drt A ùte To Overturning See Above -0.6¿ h D = 4.O2 kips-rrÂLL -¡t'ltALL to Uplift DT c 1,33 D.S--_-6- 2.76 Rips 3.27 kips WEIGTHF(x)TINT I SafetY = 3 r 1 P =() (,2rr) FRICT.-T_ PTOlÀL RESISTII¡G TOTAL RESISTING VERT UP Stress Increase Due To Vind Or SeÍsnÌc D Refer To Section 1810.3,3.1..4 1810. 3. 3. 1.. 5 P Desìgned By: Janos Boros P.E. Z. J.S.n|GINEERING SERVIGES INC. 74189 Foothill BIvd, Ste. 101 Fontana, CA 92335 Job # 30260-22 Date 5-5'2022 Reference: LIZ TUCKER <FCP> Description: Shedrow Barn wlth Posted Overhang Safety î.. s0 0K 6.03 kips 4.3 O Type A2 at Porch Use : 2 îL. - O In. Dia. x 3 Ft. - 9 In. IÞep Concrete Footlng Page Number : 30 I Depth Of The Footing I I Radius Of The Footing I Area Of The Bottom Of The Footing ],2o=3.14Ft.z 4.1.1. Vertical llown P 4-23 kips VERT DOI{N P VERT. DOHIiI Dr A 75 Ft oo Ft =!. - I. p = 15oo Lb > Ft2 = 1346 Lb Ft2 OKsA 4.1.2. Vert,ical Up P = 1.66 kips =A YERT trP P !{EIGTI¡ FOOTINC TD Safety = 3 r 1.33 Stress Increase Ihte To Wind Or Seis¡ric D's 1.77 ki.ps 2.62 klps c J P FRICT. P TOTAL NESISTING =tål (2rr)D Refer To Section 78L0,3.3.L.4 1.81.0. 3. 3. 1. 5 P TOTALRESISTIIIG 2"64 0K YERTt,P 4.39 kips P DesÍgned By: Janos Boros P.E Z. J.S.ENGINEERING SERVICES INC 14189 Foothill BIvd, Ste. 1O1 Fontana, CA 92335 Job # 30260-22 Date 5-5.2AZz Reference: LTZ TUCKR <FCP> DescrÍptÍon: Shedror¡ Barn with Posted Overhang Safety Page Nunber : 31 Designed By: Janos Boros P.E. 2..'. S. Eh¡GINEERI}IG SERVICES INC. 747A9 Foothill Blvd, Ste. 101 Fontana, CA 92335 Job # 30260'22 Date 5-5-2022 Reference¡ LIZ TUCKER <FCP> Ðescription: Shedrow Barn with Posted Overhang Gtreck For Lateral Load Per Section 1807-3-2-t- IJse : 2 ft - O in Dia. x 3 ft' 9 in Deep RounC FootÍng b d J s *1.33{Z) (pa) d 1b Per Seetion L806.3.4. Load Due To Vtnd/ Or SeÍsnic - Dìameter Of The FootÍng - Ðepth Of The Pile - Per Table 1806.2 = 998 ,1b." ft2 . 4.36 hr.+-A = 2.OO = 3.75 ft ft ft2Da - 100' ft of DePth 3 1 s3s =--=333psf13 M = 25.12 kip-ln HAX h = 9.OO ft MÌf Ìr P 2.34 P-E--Ë'-' 1 AX - llaxlnllu,m tloment At The Base, See Page 27 Of The Calcttlations - Distance In Feet From Grourñ Surface To Point Of Application Of "P" = 233 lb - Applied Lateral.Force In Pourzds o.82A= d=3.75ft>Az-14 = 3.27 ft 0K - Specified Compressive Strength Of Çoncrete - Allowable Tensile Strergth Of Çoncrete blithout Reinforcement. - Section lilodulus 0f Footing Check Concret"e For Reinforcement : f = 2500 psic f t S $= .3Trb-Tz-- f .= 1.6t, = L357. 1'l inz /;''c Ph 5= 8Cì.0 psi >18.5 psi 0K Page Number : 32 APPEIDIX Allowable Loads (lb) For Screws Per ICC-ES m-52O2, LAnn 25294 St.eel. Ilentbers shali conform to Section 223O,A3, of the code. ?.0 ga, L8 ga - ASTll, A 653 Grade 33 S.Q. with a mininum of 33,OA0 psi yze)d strength. '; 16 ga, 14 g,a, 12 ga - ASTÌ,1 A 653 Grade .5O S.Q. 'with a mininrun oÍ' 50,úOOpsi yield strength Designed By: Janos Boros P.E. Z. J. S. EI{GINEERING SERVICES INC. 14189 Foothill Blvd, Ste. 101 Fontana, CA 92335 Job # 3026A-22 Date 5-5-2022 Reference: LIZ TUCKER <FCP> Descrìption; Shedrow Barn wlth Posted Overhang STEEL THICKNESS in. (GAUGE) 1/4 - L4 SCREW *rz scaElr #10 SCREIil +8 SCRE}¡ *6 scREi.¡ SHEAR PULL OUT SI{EAR PULL OUT SHEAR PULL OUT SHEAR Pt,LL OI.JT SHEAR PTJLL OUT .1046 .4747 .0598 .0478 .0359 (12) ( 14) ( 16) ( 18) (20) 1toz 920 649 351 2.42 591 386 2t9 137 t20 884 429 622 326 232 497 379 2e4 141 123 660 624 629 344 225 575 337 230 155 83 534 533 458 330 222 363 352 302 143 93 436 45e 423 zsl 168 320 220 231 138 81 Designed Byt Janos Boros P.E. Z. J.S.ÐÍGIIüEERING SERVICES INC. 14ta9 Foothi]l Blvd, Ste. 101 Fontana, CA 92335 Job # 30260-22 Date 5-5-2022 Reference: LIZ TUGKER <FCP> Description; Shedron Barn r¡ith Posted Overhang Page Nunber : 33 APPNDIX Allowable Shear (kips)For Bolts Per Table V-4.5 of the Cold-Formed Specifications By AISI STEEL THICKNESS in. (GAUGE) 7/4" Dia.3/8" Dia.1/2" Dia 5/8" Dla.3/4" DLa. 4307 o.49 A3Z5 1 o3 4307 1. 10 4325 2 32 4307 t.96 A3Z5 4.t2 4307 3.07 A32s 6.M 4307 4.42 A3Z5 9.28 .1046 .4747 .0598 .0478 .0359 (]2) (14) (16) ( 1S) (20) 1 t T o 0 97 47 T2 90 68 1.97 7.47 T. T2 0.90 o.68 2 z L 1 T 95 TT 69 35 o1 2 2 t tt 95tt 69 35 01 3 2 2 t I 94 81 25 80 35 3 2 2 I I 94 81 25 80 35 4 3 2 2 I .92 .52 .81 .25 :69 4 3 2 2 I 92 52 81 25 69 5 4 3 ¿ 2 9t 22 38 70 a2 5 4 3 2 2 9l 22 38 70 a2 St,eel llenl:ers shall conform to SectÍon 2234'43' of the code.. 2O ga, 18 ga - ASTÌí A 653 Grade 33 S.Q. with a mininlrrm of 33,000 psÍ. yield strength. 16 ga, 14 ga, 12 ga - ASTI, A 653 Grade 50 S.Q. wj th a nlnìnum of 1O,\AO psi yÍeld strength. Page Nunber : 34 Appendix Section Properlties For C 8.00 x 2.50O x 16 GA (ZO|Z AISI, 55.0 KSI STEEL; IX FOR DEFL., SX FOR STRESS) DEPTH = 8.OO IN FLANGE IIIDTH = 1.5000 IN LIP LEt\lcTH = Q.7500 IN LIP ANGLE = 9O.00 DEG INSIÐE RADIUS = 0.1000 IN THICÏNESS = 0.0750 IN X-X AXIS EFFECTIVE PROPLRTIES - LCAD DETERMINATION LYLYLYZTO TOP LIP TOP LÏP CORNM TOP FLANGE TOP WEB CORNER FT'LL WEB OR WEB 81 EFFECTIVE WEB BOTTOM HEB CORNM BOTTOM FLANGE BOTTOM LIP CORNM BOTTOM LIP 4.3281 o.2034 r.7379 o.2034 t.z9r7 6. 0844 o.2034 2.1820 o.zo34 o,5910 0.5910 0. 2034 2.182.0 0.2034 7.6820 a.2034 2.1820 0. 2034 0. 5910 3230 0765 D295 0765 8048 7988 9235 970s 9235 545s 4545 0765 o295 0765 0000 9233 9745 9235 5455 0.1060 0.0156 o.0513 0.0156 1.0396 29.1979 r..6L18 77.3976 1_6115 4.4594 4.2686 o.0156 0.0644 0.0156 3û.7280 1.6118 1.7.3916 1.6115 4.4594 o.0029 0. 0003 0.0000 o. 0003 o.7796 14.7707 o.0003 o. 0000 o. ooo3 o.ot72 {\ n17" 0.0003 0.0000 0. CIoo3 37.7782 o.0003 0.0009 o. oo03 o.01,72 o o o o o 4 7 7 7 7 O¿$342 O:0012 0. o0x5 0.0012 0.8367 1.40,;1 143 L?..77tO 13A.62A0 12.7644 33.6487 û.122I 0.0012 0. 0019 o.0012 1.22.91.20 12.771.A 1.38.6200 12.7684' 33.64a7 SI.IM 13.0288 55.5002 338.7972 78.97L7 YBAR = 4.2598 IN X-X Æ(IS EFFECTIVE PROFF]RTIES - ÐEFLËCTION NITERMINATION Y LY Ly2 IOL TOP LÏP TOP LIP CORNER TOP FLANGE TCIP I.JEB CORNER }.IJLL WEB OR }'EB 81 tsOTTOM WEB CORNER BOTTOM FLANGE BOTTOM LIP CORNER BCITTOM LiP SUM o o o Ð 4 ,r 7 7 7 Deslgned By: Janos Boros P.E Z. J.S. TT{GINEERIIIG SERVICES INC. 14189 FoothÌll BIvd, Ste. 1O1 Fontana, CA 92335 Job # 30260-22 Date 5-5-2022 Reference: LIZ TUCKER <FCP> Description; Shedrow Barn r¡ith Post.ed Overhang YBAR = 4.0000 IN 14.0416 56. 1664 324.8464 37.8139 l I I I j I I i i i Job # 30260-22 Date 5-5-2022 Z. J. S. ETiIGINEERING SMVICES INC. 14139 Foothllt Blvd, Ste. 1O1 Fontana, CA 92335 Designed By: Janos Boros P.E. Reference: LIZ TUCKER <FCP> Description: Shedrow Barn with Posted ûrcrhang Appendix Y-Y AXIS PROPERTIES (GROSS SECTION) LXLXLNZ 9.2045 15. 8761 a Page Nunber : 35 IO o. ooo0 0.0003 0.8657 0.0003 0.0000 0.0003 0.8657 0.0003 o. oooo L7328 TOP LIP TOP LIP CORNER TOP FLANGE TOP }¡EB CORNER FULL I.TEB OR WEB 81 BOTTOM WEB CORNER BOTTOI,Í FLANGE BOTTOM LIP CORNM BOTTOM LIP 0 o 2 0 7 0 2 o 0 5910 2A34 1820 2034 6820 2 2 1 o 0 o I 2 2 441.1. 3939 2,205 r.4427 0. 4869 2.6631 ,0. 0096 0.0000 o.0096 2.663L o.4869 1.4427 3.5217 1. 1656 3.2544 0.0004 0.0000 0.0004 3.2504 1. 1656 3.5217 2034 78ZO 2034 14. 0416 o470 0000 o470 1144s910 2205 3939 SIJM XBI\R = û.6555 IN Section Properities For C 8.00 x 2.500 x 16 GA. QO|Z AISI, 55.o KSI STEEL; IX FOR DEFL., SX FOR STREES) DEPTH = 8"OO ÏN LIP ANGLE = 9ìC O0 ÐEG FLANGE I.IIDTI{ = 2.5000 IN LIF LENGTH = 0.7500 IN INSIDE RADIUS = O.1000 ïN THICKNESS = 0.0590 IN IX = 7.9057 IN4 Sli = 1.6807 IN3 RX = 3.0891 IN IY = C.6829 IN¿r SY '= 0.3763 IN3 RY = 0.9079 IN AREA = 0.8285 INz ÞlA =55. 35 KIP-IN llT = 2.82 PLF VA = 2.23 KfP AEFF = O.37687IN2 J = 0.0010 IN4 ALLOI . END tsËARiI,¡$ (KIPS) ALLOW. INT. BEARING(KIPS) l. û.64&9 1,.2680 BEARING LENGTH (IN 23 0" 7383 0.8318 1.4025 1.5370 4 o"9253 t.6714 APPf,NDÏX 2012 AISI Speciflcation ASD SECTI0N DESIGNATION: Ll g-13/t6 x 2 x 14 cA TNzuT PROPERTIES: Page Number : 36 Steel Thickness = 0.075C in Inside Corner Radlus = 0.0765 ln Yield St,ress, Fy = 50.O ksi Fy llith Cold-tlork,' Fya - 50.0 ksi 6.1432 ina 1.. 7335 in 6.9567 Tb/ft 8165 lb 28€,11 lb lleb Helght = Top Flange = Bottom Flange = 9.50O in 2.000 in 2.0O0 in CIUTPUT PROPffiTIES: Ef,fective Section Pnoperties, Stnong Axis Neutral Axls from Top Flber' (Yce) 5.1825.in Monent of Inertia for Ðeflection (Irc<) 23.6860 ina Section Modulus isxx) 4.1886 in3 Allowable Bending Moment (Ma) 10450.61 Ft-Lb = 125.4 kip-in' Gross SectÍon Froperties of FulI Section, Stlong Axis Neutral A,:<ls fron Top Fiber (Yce) 4.75pO in Moment of Inertia (Ixx) 24.3606 ina üross Sectlonal Area (A) 2.0444 inz Radius of Gyration (Rx) 3.4519 in ISe*.Lion FroperÈies, lleak A:ris Gross Moment of Inertia (Iyy) Radius of Gyration lRy) Otlrer Section Froperty Data Member lJe5,ght, per Foot of Length irLlouable Shear Force ln lleb (Unpunched) l'',ro for use in Interaction Eqrration C5-2 Desìgned By: Janos Boros P,E, Z. J.S.ENGINETNING SERVICES INC. 14189 Foothill BIvd, Ste. 101 Fontana, CA 92335 Job # 3A260-22 Date 5-5-2OZ? Reference: LI? TUCKER <FCP> Ðescription: Shedrow Barn with Posted Overhang Input Data: tfc = 2500 Psi ha = 12'00 ln Base material Reinforcement Page Nunber : 37 APPilDIX Check ¡ HILTI KIIIK BOLT TZ ÆÙCIIORS per ICC ESR-1917 SeismÍc Load nin thickness of base naterial cracked concrete conditton B; no supplemental splltting reinforcenent present edge reinforcement: none or < No. 4 bar NO, Ca3 Ca4 Ca1 DIRECTION OF SHEAR more ) nore ) -t I I I x caz ca,r = 6.00 in Ça2 = 6'OO in ca3 = 48-O ln ¡nln' ( or ca¿ = 48.O in min' ( or Designed By: Janos Boros P,E. Z. J. S. E¡GINEERING SERVICES INC, t4LA9 Foothlll Blvd, Ste. 101 Fontana, CA 92335 Job # 30260-22 Date 5-5-2022 Reference: LIZ TUCKER <FCP> DescrÍption: Shedrow Barn with Posted Overhang ¡ I DesÍgæd By: Janos Boros P.E, Z. J. S. HIGIITEERIÌIG SERVICES INC. 14189 Foothill Blvd, Ste. 101 Fontana, CA 92335 Job # 30260-22 Date 5-5-2022 Reference: LI? TUCKER <FCP> Descrtptìon; Shedrow Barn wiùh Posted Onerhang DESIGN INFORTIATION: Page Number : 38 Anchor O.Ð. Effective mln. embedment Min, menber thickness Crlt,lcal edge distance Min. edge distance Min. anchor spaclng Mln. hole depth ln concrete Mln. specified yield strength Min specif5.ed uit. strength Effectlve t,ensile stress area Steel st,rength in tension Steel strength in çhear Steel strength in shear, sei.sluic Putlout strength uncracked concrete Itullout sirength cracked concrete, ret'er to ICC report Effect.iveness f*rct.cr for uncracked concrete Effectiveness tactor f'or cracked concrete do het \r,, "ou cnln sntn ho fy fu A N". = 1717O Ib Vr. = 10555 Ib Vsers = 10555 lb Np,(¡¡¿¡* 9145 lb No,.. = N. C. lb krrn"" = 24 k", = 17 ku[cR = O.625 in = 4.0O0 in = 8.000 in = 6.75 ln = 3.25O in = 3.000 in = 4.750 in = 8480O psi = 1O6000 psl = 0.162 lne t.47ipcrN k= CPO= Õ= Õ.= Õ= k CR 2.O o-75 o-65 o.6s o.70 Coefficient for pryor.rt sLre'ngth Strength reduction factor for tension, Strength reduction factor for shear ,Strength reduction factor for tension, Strength reduction fac+.er fol shear , steeL failure steel failure concrete failure concret.e failure St,ep 1. Check l{inimums: Edge Dist¿¡nce, Ånchûr Spaci.ng, and Memben Thickness: c = 6.0 in = c = 3.25 ingvrn ¡¡in N.A. in 3 srir, = 3.0 ingvrn h-.._-= 12. in = thin o LO in 9VÌn OK Nor AppucABLE FoR stNGLË OK Page Number : 39 Ðesigned By: Janos Boros P.E. Z. J.S. NEINEERING SERVICES INC. 14789 Foothill BIvd, Ste. 101 Fontana, CA 92335 Job # 30260-22 .Date 5-5-2OZz Reference: LIZ TUCKER <FCP> DescriptÍon: Shedror¡ Barn with Posted (Þerhang Step 2. Calculate Steel caPacitY: 0Nro = Õ A"u f,rr" = 12A79 Ib Step 3.Ca1cT¡laùe Concreùe Breakout Strength Ln Tension : A NC v iû v iy N bÕN"* = O ec, ll ed, N c, il cP'N A =9h =144.0inNCO ef 2 cat = 6.00 in - 1.5 h"f = 6.oo in ca? ,i 9.Oq in = 1.5 her = 6.00 ln c.3 = 48.0 in ' 1,5.h"r = 6.00 in c?4.= 48.0 in = 1.5 hu,= 6.00 in A.t¡c l l "("o1 ,or 1.5.hef) + (ca3 or 1.5 lr r)x At{co (c., or 1.5 h-r)(c.n or 1.5 h r)= 144.0 in2x+ fi:= 6800 li¡c 1. hef 5 N b =lçCRCKD 'å 1.0 ec, l{ = 1.0 ed, l{ = 1.0 c., N' = 1.0cPrH v v .ìt !p (e =Q, )-N ( Min [c"1 ,c"2,ca3,ca4J = 6.O in > 1.5 ho,¡ - 6.CIÙ i.n ) - cracked concrete ( Min [ò.1,c.2,c.3,c.41 = 6-o in e C-" = 6.75 in ] A ÕNcus = ç **x!*- ü"",8 v"d,N v.,N v.o,^l Nu * 4420 ib li¡CO { Page Number : 40 Desìgned. By: Janos Boros P.E. Z" J.S. EiIGINEERIIIG SERVICES INC. 14189 Foothill BIvd, Ste. 1Ol Fontana, CA 92335 Reference: LIZ TUCKER <FCP> Descrlption¡ Bhedrow Barn with Posted Overhang Job # 30260-22 Date 3-5-ZAZ2 l¡tep 4. Calculate R¡llout Strength in Tension: J\¡= Ì{ot Critical Refer t.o ICÇ report P¡ Cl Step 5.Calculate Steel Strength of in Shear: ÞV=" = 6333 Lb Step 6.Ca.Iculate Concret,e Breakout Strength in Shear: l,Þli'o'" = !D Àvc ----. v Avco EecrV edrV iPVcrV b ,.\ =4.5(c'lCG a1. )z = 162 imz :i 5 oal = 9.tl0 in < h" = l2.OO in {^a2 = 6.00 in < 1.5 cat = 9'OO in í',i4 '-. 48.0 i¡¡ * 1.5 cal = 9.OO in '' -t'lc ( i.5 c a3 (cu2 or 1.5 c.r) + (ca¿ or 1.5'èat)='r3s iJ)r L conss:rvat ive assumptionå'"2dE:O lI ¿2 ,r;ç 5I c = 4671 IbV =Jif 'rit {r ¡l ß o cal r"d, \t =1..û (er*=0. ) = Ð 7.i t.-3 -j"z = O,9O '! .5 c.t 'r ó.00 Í.n .: i J ,:fiã: a!= 9.OO in .l iir . = !..0 * cracked (;Õncrete, no supplcnentary l.einf'or'cen¡elrt:crv gç:¡ V A-vc= lÐ ---.-.-- ,q VCO iFved,V c,V L) {rV iìt!4¡ìþ = ?452 lb Page Nunber : 47 Z. J.S.NGINETNING SERVICES INC. 7A.a9 Foothill Blvd, Ste. 101 : , " Fontana, CA 92335 Job # 3o.260-22 Date 5-5-20iP.2 Designed By: : Janos Boros P.E.; Reference: LIZ TUCKER <FCP> Description: Shedrow Barn with Posted (lrerhang Step ?. Calcr¡tat,e Concrete Pry-out Strengt'h in Shear: ov =0k Ncp9 cbgcp her = 3.loz in > 2.5 ln ---+ k.o = 2- N.¡s Al¡co cP, I b 0v cpg =iÞk N = 9520 Ib SUIII.IARY OF STRÐIG]TI CALCT'LAIIOI{S :. Tension : v.9c'N vúcdrN crN N = 68OO lb Shear Ailc = 6333 lb = 2452 Ib = 952O Ib v cbg úN".. Õlûcus ON Pmr = 1287i Ib ' ----+ Ai.lowable Stress Ðesign (/L..4) = = 4420: I]o' | ':' ) Ailowable Stress Design U1.4) = = N.C. ]b -------+ Allowable Stress Design l'/7-4') =r¿ Refer to rCC Report P T = 315? lb Critical 9199 lb 3157 tb N.C. rb 4523 tb 1751 lb 6800 lb ': { &Vr. iÞvcbs ov"on :) Allowable Stress Design (/L4) - ------) Allowable Stress Design (/1.4) = --à All.owable Stress Deslgn Ut.4) = V = 1.751 ]b Critical T