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Specifications (2) 71-/ Site Address: 5 L) ' /A TBvo SO RP Building Division k Deferred Submittal Transmittal Letter M TIG'ARD /� DATE RECEIVED: TO: /3R / /4A-J 0 DEPT: BUILDING DIVISION e FROM: A COMPANY: PHONE #.: By: RE: 8 &)P ZO 0 � 1 ' " - ' (Case number) Di 5P /, 6-00 (Project name or sub.: vis in :me and lot number) ATTAC D IS TH 1 F ► % vfING EFERRED SUBMITTAL ITEM: Copies: Descn 2 !TE . Z7 1 / GAt- c t- 47 /UNS AND .7E TA/ L$ rceg. ire EL .5 TA / &f REMARKS: NOTE: Documents for deferred submittal items shall be submitted to the registered design professional in responsible charge who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and been found to be in general conformance to the design of the building. The deferred submittal items shall not be installed until the design and submittal documents have been approved by the building official. Oregon Structural Specialty Code Section 106.3.4.2 FOR OFFICE USE ONLY Routed to Permit Technician: Date: Initial Fees Due: ❑ Yes ❑ No Fee Description: Valuation S Amount ue: Additional fee based on valuation S Special Instructions: Reprint Permit (per PE): ❑ Yes _ ❑ No / ❑ Done Applicant Notified: Date: (o (o (07 Initials: The fee for processing and reviewing deferred p an submittal s hall be equal to 65% of the building based on the valuation of the particular portion or portions of the project with a minimum $200.00 fee. This fee is in addition to the project plan review fee based on the total project value. CO' of Tigard Buildir,3 Division Operating Plan I Building ,Form,\ LcttcrTransmittal.doc 03/1)6/06 — °- 300 S Freeman Idaho Falls ID 83401 Erigitkeerin g Croup . Ph: 208 - 528 -61 10 Fax: 208 -529 -5621 Email: dcc@degroup.com Delta Engineering Group , PROffs 4g_ fix .OT, j 1 , GON 'CH Q e A SS JO NE S Document Number: CALC- W0702TP -001 Description: Stair Calculations 4104. 4114. and 4117 Project: Dick's Sporting_ Goods Tigard. Oregon Job Number: W0702TP Customer: T -Plus Steel Fabricators Inc. Calculation Number: CALC- W0702TP -001 Rev- 1 Date: 9 -26 -07 P2 % City of Tigard Ae+,r•v -d Plans j, B ► VA Date l O7 6 5a 1 ' OFFICE COPY ` ) n Group v v CALC- W0702TP -001 Rev- 1 Date: 9 -26 -07 Table of Contents Section 1: Stair Stringer Loads and Forces Section 2: Stair Tread Loads and Forces Section 3: Handrail Calculations Section 4: Connections Section 5: Stair Landing Loads and Forces Section 6: Seismic Forces and Lateral Loads Section 7: Force and Load Recap Section 8: Analysis Section 8.1: Stair Analysis Section 8.112: _ Stair # 104 Rev. 1 Section 8.112: Stair # 144, Rev. 1 Section 8.112: Stair # 117 Rev. 1 Section 8.2: Stair Pan Analysis Section 8.3: Handrail Analysis Section 9: Drawings E -17. E -18. E -19. E -20. E -21. E -22 • \\ ,:rv1.i ghiecij,flg Group 600 - 2 ( A) 6 5TO wa q < v' CALC- vJ0702TP -001 Rev- I Date: 9 -26 -07 Section 1 Stair Stringer Loads and Forces r f i { • 0 dP 26 00,5 z_ 300 S Freeman flute: of Cahg Falls I/O n340/ - ,_11 _ _ __ c I Ph: 228.02ES110 Ana t \ /SIS Sheet r I :206 -525 -5621 1 boo umenl lvumner: CP.L C- VV07C2TP -00, Rev. D Seccuun: 1 Stair S!rilro -r I Delta Joh Numher: VVC702TP '7.:u40 mei Job Humber: 07 - 07 , Des:.rip`ion: _tai: Calru!at,:n5 - 1 Project: T -Plus Dick's Soonino GoodS j I Reference Droving': Stair X10 = - a - 17 . _ _- Specifications/ Standards: 190 - 2003 Comments: 1.0 Stair Stringer Loading 1.1 Stair 104 Stair 104 Stair 104 Stair 104 N.A. N.A. N.A. N.A. 1.1.1 Stringer Live Load Stair 1:511-13 578-2 50 = Stair width 1 3811 1 _ ft 1.8 tt 0.0 5 1 00 ft �5 00 r . 1 : Iin - 45, . I - � 1...'s. in I yin I . ;yin Design Live Load = LL = 100 psf Stringer load = (VV/2)•LL = 188 lb/ft 188 /8/1/ 188 Ib/ft 0 lb/ft 0 15/ft 0 Ibtft 0 I5/It ' Stdnper Design Live Load = 200 lb/ft 200. /5ttt 200 18m - logt loft; !IA - Ibm 1.1.2 Stringer Design Dead Load Stair ST8-i 0 ST8.6 ST8.2 0 0 0 0 0 Stringer Length = L = 120 ft 13.0 ft 11.2 ft 00 n 0.0 ft I 00 ft 1 0h 0 r In '.1550 In ®i in c ," in I in 1 ':'.IIn 11 v in Tread Width = W. = 1 ft 1 ft 1 ft 1 ft 1 r, 1 N, 1 ft . Tread Length = LT = 3.8 5 3.8 ft 3.8 0 0.0 ft 0.0 ft 0.0 ft 0.0 ft 1.1.2.1 Stringer Dead Load - Ibs /ft per stringer Stair Stringer ST8 STB-6 ST8.2 0 0 0 0 Stringer: C12)(20.7 20.7 Ibs /ft Stringer Weight = w, = 20.7 20.70 20.70 0.00 0.00 0.00 0.00 • Stair Tread: Type „.. N 1 1 -.. weight per ft = =I NA .1 I Stair Weight = = (w•L / = 0 0 0 0 0 0 0 Handrail: . I- : Foe - . ' . in P =Picket Matedal •_ = ® Ibsm P = Picket Quantity =1 , t-' , -, , :- - -1/ ft P, = = cke! Length = 1::'..': Ift Picket Weignt = P Pw • P = 0 0 0 0 0 0 0 rail weight = 1„ = L2273 Ibs/ft rail quantity = r, `;:•4 Post weight = p„ = "."2.0.97 Ibs /ft Post Height = p,. 3.1 ft Post 0798/115= p1 = M.5 ft Post Quantity = p ° a.2 2 2 2 0 0 0 Handrail Weignt = w _ (((r,„'ra p,) =)pa p.`po))/ p1) -. = 13 13 13 0 0 0 0 Stair ?an: Gauge: 112 Ga:-' i j w = 4.375 tbs /ft' • .... . ... . .. .... - Pan material strecn out = P_ = I . '21ft Pan Weight = w, = P w'(L /2)1 = 16 16 16 0 0 0 0 Attachments: Angle I2X2x1/4!1 wt ; Ib L= 0 0 0 0 0 0 0 Alt = WI_ = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Concrete Step: Density = d = 150 Ibsl ft' Step Thickness = 1 1.;:. ':2jin L- ' -'3l I 2 l e " I ` -; Dj 1 . o1 1'_; of 1 •;r;; ': - - '01 Concrete Step Weight = d')712) = 47 47 47 0 0 0 0 Stair 5T8 5T8.8 5T8 -2 0 0 0 0 Stair Weight = W = 1161 Ibs 1256 Ibs 1081 Ibs 0 Ibs 0 Ibs 0 Ibs 0 Its Misc. = 0 Ibs 0 Ibs 0 Ibs 0 Ibs 0 Its 0 Ibs 0 Cis • Design Stair Weight = 1200 Ins 1300 /Os 1117 Ibs 0 Ibs 0 Ibs 0 los 0 IDS Total Dead Load = DL = 97 I01 97 lb/ft 97 Ibm 0 lb/ft 0 15/ft 0 Ibm 0 Ib/ft j Stringer Design Dead Load = 100 lot 100 bet 100 m/0 0 lom 0 ne 0 iota '0 !od 1.1.3 Stringer Design Load TL = Design Load = LL. DL = 264 lb/ft 284 mm 284 lb/ft 0 Ism 0 18/11 0 /5/h 0 l05 I Stringer Design Total Load = 300 tom 300 mm 300 tom 0 l0/0 0 !bm 0 Ibm 0 !b..I 1.1.4 Analysis Results Stringer IStair 104 ST8 -4 C12X20.7 ok 1 IN.A. 0 N.A 0 N.A. 1 ( I Stair 104 ST8 -6 C12X20.7 ok I Stair 104 ST5 -2 0122120.7 ok 1 1 221 1 N.A. 0 NA, N.A. 1 N. n N.A N.A. 1 1 f I N.A. 0 N.A N.A. 1 I ( { f f t ee r 2 6 -vest. 2_ 7 Freeman , nn ~ Idaho ans ID 53401 iv H pGrr�„n I F Delta _rtCinEcfl(1G CrUUG I Ph: 206. 526 -6110 Analysis Sheet I f um Fax: 206.025.5625 I Document Number: C- LC- Vt /37C_TP -001 Ccv. 0 Secaon. 1 a;au Stn oer Dolma. JoL ":u -5cr: './!070'2 -R Customer Job Number: - J _ r Description: Stan' Calculations Jl I Prglesu -= J5 :..7./ _scrlln7 Gdocs Reference Drawings: Star 00114 • 8 -19. 9 - I Specifications, Standards: 19C - 2003 Comments: 1.0 Stair Stringer Loading 1.1 Stair 114 Stair 114 Stair 114 Stair 114 N.A. N.A. N.A. N.A. 1.1.1 Stringer Live Load Stair 1 ST8.7 1 818.5 , ST8 -3 J , W = Stair width =I 38ft 38 ft 3.81ft 0.O CO ft 0.0ft 0.0 ft I Ch i n 45 in )lVI I If: m IIm f in N Design Live Load = LL = 100 pal Stringer load = (W/2)"L L = 158 lb/ft 188 /5/51 188 t0/tt 0 Pet 0 8/51 0 10 /ft 0 Pet I Sttmper Design Live Load = 200 lot 200 to /r. 200 that Ibm lo/55 5Mt tom 1.1.2 Stringer Design Dead Load Stair 018.7 0 STS •5 ST8-3 0 0 0 0 0 Stringer Length = Ls =1 12.3 ft 11.9 ft 11.5 ft 0.0 ft 0 0 ft D .0 tt 0.0 t, 1 in ®' 51 ®' ' n in P n in Tread Width = W = 1 ft 1 tt 1 ft 1 ft 1 51 1 ft 1 ft Tread Length = L, = 3.8 P. 3.8 51 3.8 /1 0.0 ft 0.0 ft 0.0 It 0.0 ft 1.1.2.1 Stringer Dead Load - Ibsltt per stringer Stair Stringer ST8 - STS •5 518 - 0 0 0 0 Stringer: C12X20.7 20.7 Ibs /lt Stenger Weight = w, = 20.7 20.70 20.70 0.00 0.00 0.00 0.00 Stair Tread: Type =1 NA I I weight per ft = w =,NA 1 Stair Tread Weight = wr = (w"L /2 = 0 0 0 0 0 0 0 Handrail: 111 /41'PBa in �-1 P,,, =Picket Material =1 � = 2 3 7 3 10s/11 P = P,:cet Duan5y = I f/ fl Pt = Poke! Lenom = 7 ft Picket Weight = P • P • P, = 0 0 0 0 0 0 0 rail weight = r =I 2.273 Ibs/ft tail quanta) = r, =I 4I Post weight = p = 2.997 Ibs /ft Post Heigh; = q, = I 11 ft Post Spacing = p, _ • 6 ft Post Quantity = Pa =1 2 2 2 2 0 0 0 Handrail Weight = w„ _ (((r „"ra p.).(P, p„ "P„))/ Ps) - = 13 13 13 0 0 0 0 Stair Pan: Gauge: 12 Gs.1 w = 4.375 ibs /lt Pan material strech out = P = 1 21 ft Pan Weight = w, =P.•w•(L., /2)t = 16 16 16 0 0 0 0 Asachments: Angle 12x2x1i4 wt = 3.19 lb L = D 0 0 0 0 0 0 1. A5 = wTL = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Concrete Step: Density = d = 150 Ibs / 8' Step Thickness = t =1 21in 1 21 1 21 1 2 1 1 OI 1 01 1 si 1 0 1 Concrete Step Weight = d'(U72) "(Ls2) = 47 47 47 0 0 0 0 Stair ST8.7 518 -5 5754 0 0 0 0 Stair Weight = W = 1291 Ibs 1137 155 1113 185 0 Ibs 0 1os 0 185 0 Ibs Misc. = 0 Ps 0 10s 0 Ibs 0 les 0 los 0 Ibs 0 8s Design Stair Weigh = 1333 los 1175 8s 1150 ICs 0 les 0 8s 0 108 0 105 Total Deed Load = DL = 97 15/11 97 Ib/ft 97 8/ft 0 IbMt 0 0/9 0 15/11 0 Wit II Stringer Design Dead Load = 100 Ibm 100 15/51 100 10/11 0 IOM: 0 5155 0 18M1 0 lb/ft I 1.1.3 Stringer Design Load 7L = Design Load = 15...- DL = 264 ID/ft 354 15/ft 284 Ib/ft 0 lblft 0 1o/fi 0 bill 0 551/1 I Stringer Design Total Load = 300 mm 300 Pet 300 L ^Mt 0 Pet 0 a... 0 15/11 0 ,bin, 1.1,4 Analysis Results Stringer I Stair 114 ST8 -7 C12X20.7 ok 1 [N.A. 0 N.A 0 N.A. 'Stair 114 ST8 -5 C12X20.7 ok I Stair 114 ST8 -3 C12X20.7 ok I ' • 1 N.A. 0 N.A N.A. 1 i N.A. 0 N.4 N.A. I l I N.A. 0 N.A N.A. ■ • , 4 302 S Freemen Sept-05-07 1 5 of l I,.LLcL ID'.=. I rilir r 6.,.u, :- - e ring C. u .. i - ' " 6t. 206- 529 -5621 ^„ is v'IGC` I ( Document Number: CsLC- 'A -001 Rev. 0 Section: 1 Stair Strinoer t DeL6 Job i,'umber 111 07022. __!emer doh Number: 7_07 Le =nri,iion: Stab i, alcuiatlons Project: T -Plus Dick's Soo.^,ina Goods Nei' cram:, Drawings: Stair m1 17 - E - Specifications/ Standards: IBC - 2003 Comments: 1.0 Stair Stringer Loading 1.1 Stair 117 Stair 177 Stair 117 Stair 717 N.A. N.A. N.A. N.A. 1.1.1 Stringer Live Load Stair I 578.8 578 -9 ST&-1 i W = Stair width =I 3 5 n I 3 8 � 3.B I 0.0I n 0 0 11 0 0I li ft 0.0Ift Design Live Load = LL = 100 p sf 1 in In Stringer load = (W2)'LL = 188 Ism 188 Ibm 188 lb/ft 0 Ism 0 lb/ft 0 lb/ft 0 let I Stnnger Design Lye Load = 270 lb/ft 200 Ibm 200 lb/11 NM Ism loth bit 1.1.2 Stringer Design Dead Load Stair ST8 0 528 - 9 ST8 - 1 0 0 0 0 0 Stanger Length = L = 14.9 ft 158 ft 7.3 tt I 0.0I 1 00 11 0. I 20Ift Eligll in NM in 88.0 in - in in Tread Width = INr = 1 ft 1 ft 1 ft 1 ft 1 R 1 ft 1 ft Tread Length = L1 = 38 ft 3.8 ft 3.8 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 1.1.2.1 Stringer Dead Load - Ibs/ft per stringer Stair Stringer ST8-8 5T8 - ST8 - 0 0 0 0 Stringer: C12X20.7 20.7 Ibs /ft Stringer Weight = w, = 20.7 20.70 20.70 0.00 0.00 0.00 0.00 Stair Tread: Type =1 NA J weight per ft = w =INA 1 Stair Tread Weight = w, = (w'L 1 2 = 0 0 0 0 0 0 0 Handrail: 1 1 1/4i Pioe in P, =Picket Material = I= 2.273 main P = Picket (Deanery =1 i/ ft P, = Picket Length = 1 10 Picket Weight = Po P P; = 0 0 0 0 0 0 0 rail weight = r„ = 2 273 Ibs/ft rail quantity = r, =1 4 Post weight = p., = 2.997 Ibs /ft Post Height = p = 3.1 ft Post Spacing = p = 5 ft Post Quantity = p, = I 2 2 2 2 0 0 0 Handrail Weight = w = (((r„r,'p,).(p,'p.. p,))/ p,). = 13 13 13 0 0 0 0 Stair Pan: Gauge: 112 Go. I w = 4.375 Ibs/ft Pan material strech out = P, = 1 . 2I ft Pan Weight = w, = R'w'(Lr2) t 16 16 16 0 0 0 0 Attachments: Angle 1202x1/4 I w1 = - 3.18 lb L= 0 0 0 0 0 0 0 Concrete Step: An = WI_ = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Density = d = 150 les/ fC1 Step Thickness = t =I 21 in I 21 ( 21 I 21 1 I 0 1 1 0 1 1 OI 1 OI Concrete Step Weight = d'(t112)'(Lf) • 47 47 47 0 0 0 0 Stair 578.8 ST8 -9 078.1 0 0 0 0 Stair Weight = W = 1444 Ibs 1524 les 710 Ibs 0 Ibs 0 Ibs 0 Ibs 0 Ibs Misc. = 0 Ibs 0 IDS 0 Ns 0 Ibs 0 Ibis 0 Ibs 0 Ibs Design Starr Weight = 1452 bs 1575 Ibs 723 Ibs 0 Ibs 0 Ibs 0 Ibs 050 Total Dead Load = DL = 97 Ibm 97 lb/ft 97 lo/ft 0 Ism 0 15/9 0 15m 0 Ism 1 Stringer Design Dead Load = 100 ib/ft 100 Ibm 100 lb/ft 0 Ib/0 0 Ibm 0 tom 0 /0/111 1.1.3 Stringer Design Load TL = Design Load • LL . DL = 284 /o/ft 284 Ism 284 lb/ft 0 Ism 0 Ibm 0 Ism 0 tbdt I Stager Design Total Load = 300 I0m 300 lam 300 Ism 0 OA 0 18/51 0 loft 0 tom 1 1.1.4 Analysis Results Stringer I Stair 117 ST8 -8 C12X20.7 ok I IN.A.. 0 N.A 0 N.A. I Stair 117 STS -9 C12X20.7 ok • Stair 117 ST8.1 C12X20.7 ok I IN.A. 0 N.A N.A. 1 1 N.A. 0 N.A N.A. 1 N.A. 0 N.A N.A. 1 , o � -v �� sc • CALC- W0702TP -001 Rev- 1 Date: 9 -26 -07 Section 2 - - ..._ _ . - -- Stair Tread Loads - and - Forces - 1 1 • Soct-CE.S7 fl ,r_ik:upecring 611,u p Ph: D&-52&6 10 1,1talyEitS Sheet 208,529-5621 Docume:it NL.:rcbar: C.. Rev. S Sectior.: 2 Stair Treads Delta Job Number: \'0702T? Customer Job Number: 07-07 nescnption: Concrete and Sent Plate Treads Project: 7-Plus Dick's Sporting Goods Reference Drawings: Stair #104 - 5-17, 3-28 Specifications/ Standards: IBC - 2003 Comments: 2.0 Stair Tread Calculations 2.1 Concrete Pans 2.1.1 Stair Pan Live Load Stair ST8-4 STS-6 ST8-2 0 0 LL = 100 psf W = ft 3.8 ft 2.853 3.80 0.00 0.051 0.00 0.053 Design Live Load = DL =1 100 100 1 100 1 0 0 1 0 1 0 1 2.1.2 Stair Pan Dead Load Stair Tread Design Width = 12 0 = 1 ft 1 ft 1 ft 1 ft 1 ft 1 ft 1 ft Plate/ Gauge: 12 w = 4.375 4.375 4 0 0.0 0.0 18 0. ibift Pan matenal strech out = P L s Olft ':',01f11.:;;,01ft Pan Length L = 3.8 ft 3.8 ft 3.8 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft Pan Weight = w P:w =I 8.75 1 8.75 1 8.75 1 0 1 0 1 0 1 0 1 Concrete Step: Density = d = 150 Ibs/ ft' Step Thickness = 3 "-/'.' nin o Mf Concrete Step Weight = 5*(t/12) = 25 1 2 1 25 1 0 0 1 0 1 0 1 Design Dead Load = DL =1 34 1 34 34 0 1 0 0 1 0 libsift 2.1.3 Stair Pan Loading . . . TL = Design Load = LL DL =1 134 1 134 1 134 1 0 I 0 1 0 1 0 Ilbsitt JTL = Design Load =1 140 140 140 j 0 1 0 1 0 1 0 lbs/ft • 1 12 12 • 12 • 0 1 - 0 1 0 1 0 lbs/in 2.1.4 Analysis 2.4.1 See attached analysis for results. • ST8 1 12 . Ga. Pan ok 078 1 •, 12 •• Ga. Pan ok I 5T8 1 12 Ga. Pan ok 1 • ,J„.• Deot-ut, OF gi Dea Erisineerin9 Cirpup Ph: 208-528-5110 Analysis Sheet Ft., 200.520-5021 i.h:tnuer: CALC Rev. 0 Section: 2 Stair Treads Delfs Job Humber: W0702TP Customer Job 1.umper: 07-37 Description: Concrete Paps and Beni Plate Treads Project: 7-Plus Dick's Soortina Goods Reference Drawings: Stair 4114 - 3-19, 3-20 Specifications/ Standards: IBC - 2003 Comments: 2.0 Stair Tread Calculations 2.1 Concrete Pans 2.1.1 Stair Pan Live Load Stair ST8-7 578,5 ST8-3 0 0 0 0 LL = 100 psf Ws = ft 3.8 ft 3.8 f1 30 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft Design Live Load = DL = 100 1 100 100 0 01 0 0 2.1.2 Stair Pan Dead Load Stair Tread Design Width = 12 in = 1 ft 1 ft 1 ft 1 ft 1 ft 1 ft 1 ft Plate/ Gauge: 12 w = 4.375 4.375 4.375 0 0.0 o.o lb 0.0 lb/1t Ran material strech out = = f , :.:1 , 21ftr -, :".?.21ftk , g,..T-', 210 r.; pin PA3:::oitt Pan Lengtn = L = 3.5 ft 3.8 ft 3.8 ft 0.0 ft 0.0 ft 0 0 ft 0.0 ft Pan Weight = vv, = PL'w =I 8.75 1 8.75 1 8.75 1 0 1 0 1 0 1 0 Concrete Step: Density = d = 150 100/ ft Step Thickness = t -= 2 inrn 2: in 1'7o O1 in inr';'rn in Concrete Step Weight = cr(t112) =1 25 1 25 1 25 1 0 1 0 1 0 1 0 1 Design Dead Load = DL =1 34 1 34 1 34 1 0 1 0 1 3 1 Olbsal 2.1.3 Stair Pan Loading TL = Design Load = LL • DL =1 134 1 134 1 134 1 0 0 1 0 1 0 113s/f0 1TL = Design Load =1 140 1 140 1 140 1 0 1 0 • 1 0 1 0 los/ft r 12 1 12 1 - 12 1 0 1 0 0 1 0 lbs/in 2.1.4 Analysis 2.4.1 See attached analysis for results. ST8 1 12 • Ga. Pan ok ST8-5 1 12 Ga. Pan ok ST8.3 1 12 Ga. Pan ok 1 • p rrE:Ernall 0 Die: Sept-06-07 ra 95: , • Mal. ^ails u 83401 Deita Engineering Group _ zig Gl•■■ur Ph: 208-528-6110 Analy Sheet M 200.52 Ducurnent Nurnoer: 0ALC-W0702TP-001 Rev. 0 Section: 2 Stair Treads Delta Job Number: ■./Y0702TP Customer Job Number: 07 Description: Concrete Pans and Beni Piaie Treads Project: T-Plus Dick's Snorting Goods Reference Drawings: Stair 4117 - E-21, 0-22 Specifications/ Standards: IBC - 2003 Comments: 2.0 Stair Tread Calculations 2.1 Concrete Pans 2.1.1 Stair Pan Live Load Stair ST8-8 ST8-9 ST8-1 0 0 0 LL = 100 psf Ws = ft 3.8 ft 3.8 ft 3.8 8 0.0 ft 0.0 0 0.0 fi 0.0 ft Design Live Load = DL =1 100 1 100 1 100 1 0 1 0 1 0 1 0 2.1,2 Stair Pan Dead Load Stair Tread Design Widtn = 12 in = 1 ft 1 ft 1 ft 1 ft 1 ft 1 ft 1 ft Plate/ Gauge: 12 w = 4.375 4.375 4.375 0.0 0.0 0.0 lb 00 lb/ft" Pan material strech out = an Length = L = 3.8 ft 3.5 fi 3.8 ft 0.0 ft 0.0 01 0.0 ft 0.0 ft Pan Weight = w = Pw =I 8.75 1 8.75 1 8.75 1 0 1 0 1 0 1 0 Concrete Step: Density = = 150 lbs.' ft' Step Thickness = t = in77, ti in in in ;'•' in Concrete Step Weight= 0r(1./12) =1 25 1 25 1 25 1 0 1 0 1 0 1 0 1 Design Dead Load = DL =1 34 1 34 1 34 1 0 1 0 1 0 1 0 1lbs/ft 7.1.3 Stair Pan Loading TL = Design Load = LL + DL =1 134 1 134 1 134 1 0 1 0 1 0 1 0 Ilbs/f1 = Design Load =1 140 I 140 I 140 I 0 1 0 1 0 5 lbs/11 12 12 12 0 1 0 0 0 l015/in 2.1.4 Analysis 2.4.1 See attached analysis for results. ST8 12 Ga. Pan ok ST8 1 12 Ga. Pan ok ST8 1 12 Ga. Pan ok 1 1 r h � i Oitfi 6 la CALC- W0702TP -001 Rev- 1 Date: 9 -26 -07 Section 3 Handrail Calculations • ti ff goi0 2,606 — 6Y.),:: -- i - .:alb. Sem -05 -U7 Page. 1 ul 1 I � ` , lcaho Falls ID 83401 V CIl C' !,i °SPia Group ! — _ __ _ -_ .___._ - _ _ ______. 11 T ne It!i N p Grouts N ( Ph: 2n-828-8110 .fn - .c!V5 S Sheet E li Document Number: CALL- A/6702TP -001 Rev, 0 Section: Handrail ! j Deets Jcb Number: W0702T7 Customer Job Number: 07 -07 I I Description: Handrail anc \Nell Analysis i ! 1 Project: f✓arnell Center 5 i Reference Drawings: Stair #104 - 6 -17, E -28 i t Specifications/ Standards: IBC - 2003 Comments: 3.0 Handrail 3.1 Pipe and Weld Analysis 3.1.1 Live Load LL = 200 Ibs in any direction or 50 lbs/ft Spacing = 5 ft max = 250 Ibs on center posts 3.1.2 Analysis See Attached Analysis: Post and Rail A -53 Gr.3 1 -1/4 Sch 80 Post ok 1 -1/4 Sch 40 Rail . lok . • 3.1.3 Post Attachment Weld b Sw b d l e y 1..7Aj Rectangular ^ i - d bd + d' /3 NA in NA in r I rBd Round 0 e I d rrd 1.9 in - 6• Ir,;, :r1 Flat Ear ;, A -- - -d d NA in NA in 1;, D.:l a 5 bd NA in NA in F i a- -� b • kBi , 1 -1 /4 Sch BO Post - Attachment Weld Sw = 1rd2 /4 = 2.83 F = Post Force = 0.275 kips F L o = Post Length = 42 in fe = M / Sw = 4.07 L = Total Weld Length = 5.968 in M = F *Lo = 11.55 in -kips L fs = V / L = 0.05 V = 0.275 kips t = 0.2 in f = WO + (fs) = 4.1 E70XX Weld Size // / w = f /.928 = 4.4 sixteenths t = 0.191 in i Minimum Weld Size = 3/16 in Fillet with 1/8" Bevel Weld • ■ . 01 2LbL7 -6oS6 Freeman t Date: S_ ent.05- p7 Pace: 1 of Idgho FaII ID 83405 �21:c F'f oc , Cr = arc Ph: 200-520-610 ^ 0 I yo .S ee! 205•51n -5631 - - nO•Pmen, I ,..,tier: CALr_I n7n_2To -nn1 o �n car Hard:•EiJ Delta Job Number: W0702TD Customer Job Number: 07 - Descripoior.: r�2.1_rail and Weld Analysis Project: Marne!! Center 5 Reference Drawings: Stair 4114 - 5 - 19, 0 - Specifications/ Standards: IBC - 2003 Comments: 3.0 Handrail 3.1 Pipe and Weld Analysis 3.1.1 Live Load LL = 200 Ibs in any direction or 50 lbs/ft Spacing = 5 ft max = 250 lbs on center posts 3.1.2 Analysis See Attached Analysis: Post and Rail A -53 Gr.B 1 -1/4 Soh 80 Post 1 -1/4 Sch 40 Rail 3.1.3 Post Attachment Weld b S b d • LA:1 Rectangular r e I r d bd + 5 NA in NA in Round / • d rrd /4 1.9 in Flat Bar b—e d 5 NA in NA in -- 1 b bd NA in NA in b kS d . 1 -1/4 Soh 80 Post - • Attachment Weld 1 Sw = ttd2 /4 = 2.83 F = Post Force = 0.275 kips F • Lp = Post Length = 42 in fs = M / Sw = 4.07 L. = Total weld Length = 5.968 in M = F'L, = 11.55 in -kips L, fs = V / L = 0.05 V = 0.275 kips t = 0.2 in f = ((fs) + (fe) 5 = 4.1 E70XX Weld Size w = f /.928 = 4.4 sixteenths t = 0.191 in 1 Minimum Weld Size = 3/16 in Fillet with 1/8" Bevel Weld • 1 66p 2.0007- 300 E Freeman Ipai e: c., - P.ne- o f • Idaho Fall=_ ID 63401 DEs'It_ t. -rr•r (:rni n� f ah: 206-526 -6110 =`.nc!ys'.° ks,:'.' F.o: 200- 525 -5621 D'o;rean■ RLi itbe 'AJ^7.,2T= -0 ' - -- - - Delta Job Number: VV0702TP CustornerJob Number ,IJ 07 1C1'J1O1' Description: Handrail and Weld Analysis Project: Marvell Center 5 Reference Drawings: Stair #117 - E -21, E -22 Specifications/ Standards: 13C - 2003 Comments: 3.0 Handrail 3.1 Pipe and Weld Analysis 3.1.1 Live Load LL = 200 lbs in any direction or 501bs /ft Spacing = 5 ft max = 250 Ibs on center posts 3.1.2 Analysis See Attached Analysis: Post and Rail A -53 Gr.B 1 -1/4 Sch 80 Post ok 1 -1/4 Sch 40 Rail ok 3.1.3 Post Attachment Weld b ' Sw b d �t j A j Rectangular bd + d NA it NA in B) Round 0 4¢ d trd /4 1.9 in I C J Flat Bar ; b I y -- d d NA in NA in D 1 b bd NA in NA in • f P b B -.j 1.1/4 Sch BO Post Attachment Weld j S = Trd2 /4 = 2.83 F = Post Force = 0.275 kips F �- LP = Post Length = 42 in f = M / Sw = 4.07 L = Total Weld Length = 5.958 in M = F•L = 11.55 in -kips L is = V / L = 0.05 V = 0.275 kips t = 0.2 in f = ((fs) + (f6)2)0.5 = 4.1 E70XX Weld Size /// w = f /.928 = 4.4 sixteenths t = 0.191 in Minimum Weld Size = 3/16 in Fillet with 1/8" Bevel Weld sgtnec ng i Group Fr CALC- W0702TP -001 Rev- 1 Date: 9 -26 -07 Section 4 Connections '6" u_ re i v :.ii�i pi Gi Le4 ;I /1./ Gt `.1u . ' 1`.n to crtn� Group e:. .. tcr.. }� Ph: 208.528-6110 Analysis Sheet - 20c- 525.8524 'Document Idumba! CALC- 'VV0702TP -0O i Rev. 0 Section: 4 Connections .Delta Job Number: W0702TP Customer Job Number: 07 -07 Description: Connections Project: 7-Plus Dick's Soortine Goods Reference Drawings: Stair #104 - E -17, E -28 Specifications / Standards: IBC - 2003 Comments: • 4.0 Connections 4.1 General Welding 1/16 in. weld = 0.9 k /in of weld 1/8 in. weld = 2(.9) = 1.9 Win of weld 3/16 in. weld = 3(.9) = 2.8 k/in of weld 1/4 in. weld = 3(.9) = 3.7 it/in of weld Full length fillet minimum 3/16" required on all member connectin welds ol: Stair Pan VVelds and Skip Welds Angle support to stringer 1/8 " -1" - 2" min ok Pan to Stringer 1/8 " -2" - 5" min ok 4.2 Bolted Connections 4.2.1 Tube Steel Shear Connections Maximum Load Capacity 2 -Bolt 3/8" Plate 6" on Face of Channel- Double Plate 3/4" A325 Bolts 3/16" Minimum Weld Both Sides 16 Kips ok 4.2.2 Structural Shear Connections 2- Bolt 3/8" Plate / Angle 8.2 Kips ok 6" Minimum 3/4" A325 Bolts 3/16" Minimum Weld Both Sides 3- Bolt 3/8" Plate/ Angle 9" Minimum 16.3 Kips ok 3/4" A325 Bolts 3/16" Minimum Weld Both Sides 0 p zod, ot3.5L ..r_.. . ilt ran r J'( . -e -e p I I Group icano r ails ID 83401 Delia ZRQllleerlfQ Group I I Ph: 208-528-Silo Analysis Sheet 20L- 25- 5G21 Inocument Number: CALC- \t /0702TP -710 Rev, 0 Section: 4 Connections I ( Delte Job Number: VV0702TP Customer Job Number: 07 -07 (Description: Connections Project: T - Plus Dick's Sporting Goods Reference drawings: Stair #114 - E- 9, E - Specifications/ Standards: IBC - 2003 Comments: 4.0 Connections 4.1 General Welding 1/16 in. weld = 0.9 k/in of weld 1/8 in. weld = 2(.9) = 1.9 k/in of weld 3/16 in. weld = 3(.9) = 2.8 k/in of weld 1/4 in. weld = 3(9) = 3.7 Win of weld Full length fillet minimum 3/16" required on all member connectin welds ok Stair Pan Welds and Skip Welds Angle support to stringer 1/8" - - 2" min ok Pan to Stringer 1/8 " -2 - 6" min oft 4.2 Bolted Connections 4.2.1 Tube Steel Shear Connections . Maximum Load Capacity 2 -Bolt 3/8" Plate 6" on Face of Channel- Double Plate 3/4" A325 Bolts 3/16" Minimum Weld Both Sides 16 Kips ok 4.2.2 Structural Shear Connections 2- Bolt 3/8" Plate/ Angle 8.2 Kips ok 6" Minimum 3/4" A325 Bolts 3/16" Minimum Weld Both Sides 3- Bolt 3/8" Plate/ Angle 9" Minimum 16.3 Kips ok 3/4" A325 Bolts 3/16" Minimum Weld Both Sides 600 `�U 6 - -0651., 7 l_ f i I , ioanoraus Ili t:541.11 Delta E ng t fleerino Group ( - I 2 �^rncerin�o Group Ph: 208 - 528 -6110 Anah'$IS Sheet I Fax: 200 - 829.5621 I I Inocument Number: CALC- W0702TP -00 Rev, 0 Section: 4 Connections � Defta .lob !' umber: AA /0702TP Customer Job Number: 07 -07 Description: Connections Project: T - Plus Dick's Soortino Goods Reference Drawings: Stair #117 - E -21. E -22 , Specifications/ Standards: IBC - 2003 Comments: 4.0 Connections 4.1 General Welding 1/16 in. weld = 0.9 k /in of weld 1/8 in. weld = 2(.9) = 1.9 k/in of weld 3/16 in. weld = 3(.9) = 2.8 kiln of weld 1/4 in. weld = 3(.9) = 3.7 IJin of weld Full length fillet minimum 3/16" required on all member connectin welds ok I I Stair Pan Welds and Skip Welds Angle support to stringer 1/8"-1" - 2" min ok Pan to Stringer 1/6 " -2" - 5" min ck 4.2 Bolted Connections 4.2.1 Tube Steel Shear Connections Maximum Load Capacity 2 -Bolt 3/8" Plate 6" on Face of Channel- Double Plate. 3/4" A325 Bolts 3/16' Minimum Weld Both Sides 16 Kips ok 4.2.2 Structural Shear Connections 2- Bolt 3/8" Plate/ Angle 8.2 Kips ok 6" Minimum 3/4" A325 Bolts 3/16" Minimum Weld Both Sides 3- Bolt 3/8" Plate/ Angle 9" Minimum 16.3 Kips ok 3/4" A325 Bolts 3/16" Minimum Weld Both Sides ■ r: . 60 r zoo ---- «, gsnee �g Group s�, CALC- W0702TP -001 Rev- 1 Date: 9 -26 -07 Section Stair Loads and Forces • �U I2 2 &7 - -- G o z-- 300 5 r -r_ ! _. ... � -• apt -G5 -L7 zap n ' u1,m _m5 ng Group Fain w 80-; i Ph: 208-528-6110 I 1 aiySiS Sheet Fts: 231.120.5C1 f ` Document Number: CALL- V40702TP -001 Rev. D Section: 5 Stair Landings Delta Job Dumber: 00702TP Customer Job Number: 5073 Description: Stair Landings Project: T -Plus Dick's Sporting Goods Reference Drawings: Stair #104 - E-17. 3-28 Specifications/ Standards: IBC - 2003 Comments: 5.0 IStair'104 - :,alLandtng -' 5.11Canding No!I 1 @ Elev. 106' 11 5.1.1 Landing Size: W = 'S'.5o in = 4.67 ft L = '`= ) `!`_100 in = 8.3 ft Deck Area .= A VW =I 38.916 5.1.2 Dead Loads: Dead Load = DL Concrete Deck: Weight = w = 150 lbs/ ft3 Deck Thickness = t = .:: Olin Concrete Deck Weight = A * 1' w = 1944 Ibs Steel Decking: Gauge: 18 w = 6Ibs /ft' Deck Weight = w = A " w = 233 Ibs Steel Framing: Material Wt. Length Quantity Sides = C12X20 7 20.7 5 2 207 Ibs Carrier Angle = 2X2z174 > . ,_.' 3.2 5 2 31.9 Ibs Other = HSSBX2X1 /4 12.2 8.4 1 103 Ibs Header = HSS6X2X1 /4 +_ 12.2 8.4 1 103 Ibs Back = HSS10X2X1Z4 15.3 8.4 1 129 Ibs Carrier Angle = 2X2z1Y41,:ft ". 3.2 8.4 1 27 lbs Legs = 0 Ibs Misc = 150 Ibs Frame Weight = 749 Ibs Handrails: Description Wt. Length Quantity Outside Rail 15 6 1 90 lbs Outside Rail 15 0 0 0 lbs Rail Weight = 90 lbs Total Dead Load = DL = 3017 Ibs Total Design Dead Load = DL =I'- : 34001Ibs 5.1.3 Live Load: Live Load = LL = 100 psf Landing Live Load = A * LL = 3889 Lbs Total Design Live Load = LL =) �46001Ibs Total Load = TL = 6905 Ibs Total Design Load = DTL =1" ''`8000j)bs 206 lbs/sq ft Member Uniform Load = ((LL DL)/2) / L = 414 Ibs /ft IMember Uniform Design Load = 480 Ibs /ft et)t• 2ex4 300 S Freer n D ! _ {ffie: Sonr_n5.�'77 ^arc• nf IdahoFZlla i^ a3rD1 !. rr. --' r, S :LIT; En meeritij; Group -- Ph: 208.528 -6110 Sh ( 1 1 ' Fear. 20U-c25 -5621 Document Number: CALC-tAJ0702T7-001 Rev. 0 Section: 5 Stair LandingsC t Delta Jo:. I'lurnber: r10702TP Customer Job Humber: 00i3 Description: Stair Landings Project: T -Plus Dick's Sporting Goods Reference Drawinos: Stair #104 - E - 17. E - Specifications/ Standards: 13C - 2003 Comments: 5.1.4 Landing Header and Carrier Beams Results of the attached analysis for the platform headers and carrier beams are below. (Sides • •• 012X20.7 ok 1 1CarrierAngle • .2X2x1/4' • ok Header : • : HSS6X2X1 /4 : • ok Carrier Angle • °2X2x1/4 ok Leas HSS 4x4x3/8 : ok 1 I oof 3U1 Sept-05-07 7'sgc: c.f ' . Ene'eririgGroup Idaho Falls ID C401 Defta Er oirr roup Ph: Fax: 208-529.5621 Dr,cument Number: CALC- \A/0702TP-001 Res 0 Se:c:ich: 5 Continued Dena Job Humber: W0702TP Cus:orner Job I 07-07 Description: Stair Landincs Project: T-Plus Dick's Soortino Goods Reference Drawings: Stair #104 - E-17, 5-28 Specifications/ Standards: IBC - 2003 Comments: 5.0 Stair 104 Landing -1CoritinuedA 5.2 Landing No: 2 Elev. 113' 10-112 5.2.1 Landing Size: W = ;.°.55 in = 4.58 ft L = , :-1:400 in = 8.3 ft • Deck Area = A LW = 38.2 8 5.2.2 Dead Loads: Dead Load = DL Concrete Deck: Weight = w = 150 lbs/ 113 Deck Thickness = =•- 4jin Concrete Deck Weight = A I w = 1910 Ibs Steel Decking: Gauge: 18 w = 6 lbs/ft Deck Weight = w. = A • w = 229 Ibs Steel Framing: Material VVt. Length Quantity • Sides 20.7 5 2 207 lbs Carrier Angle = 2)(23r : 3.2 5 2 31.9 lbs Other = HSS6X2X1/41;,.1.': 12.2 8.4 1 1C2.56 Ibs Header = HSS6'*2X1/4" 12.2 8.4 1 102.58 lbs Back = HSS10X2X114:1' 15.3 8.4 1 128.52 Ibs Carrier Angle = 2X2ar1/4:: : 3.2 8.4 1 27 lbs Legs 0 lbs Misc = 150 Ibs Frame Weight = 749 lbs Handrails: Description Wt. Length Quantity Outside Rail 15 6 1 90 Ibs Outside Rail 15 0 0 0 lbs Rail Weight = 90 lbs Total Dead Load = DL = 2978 lbs Total Design Dead Load = DL =1'i:11;1:250011ns 5.2.3 Live Load: Live Load = LL = 100 psf • Landing Live Load = A LL = 3819 Lbs Total Design Live Load = LL - 4';" , '.310011bs Total Load = TL = 6798 los Total Design Load = LL =1' Member Uniform Load = trLL+ DL1/2) / L = 408 lbs/ft Member Uniform Design Load = 336 lbs/ft ; 5555- - -- -- - - - suu s rreeman - i Date: Seot -05 -0 Page 4 of 0 f Idaho Falls ID E3401 Delta cnoineering Group 1 �,'E:n mcenng Group Ph: 208- 52L.Ci;O ,~,Col }%SiS Sheet 206.5'2S -5621 - E Document Number: CALC- VV0702TP -001 Rev. 0 Section: 5 Continued Delta Job Dumber: VV0702TP Customer Job Number: 07 -07 Description: Continued Project: T -Plus Dick's Snorting Goods Reference Drawings: Stair #104 - E -17. E -28 Specifications/ Standards: IBC - 2003 Comments: - 5.2.4 Landing Header and Carrier Beams Results of the attached analysis for the platform headers and carrier beams are below. 'Sides - • C12X20.7 ok Carrier Angle .. - 2X2x1/4 ok 'Header.: :. :HSS6X2X1 /4 ok Carrier Angle 2X2x1/4 • ok Leas HSS 4x4x1/4 ok 'I 4 p 66562._ Dater Sept-n-07 P[OP of b I • En ineering Group Idaho Falls ID 63401 Vei2B Engineennsii r-roup y j. Ph: 208-528-6110 Ana ?\'s Sheet { � Fa:: 208 - 62S -5621 Document Number: CALC- W0702TP -001 Rev. 0 Section: 5 Continued Delta Job Number: W07 02TP Customer Job Number: 07 -07 Description: Stair Landings Project: 7-Plus Dick's Sporting Goods Reference Drawings: S:air #104 - E -17, E -28 Specifications/ Standards: IBC - 2003 Comments: 5.0 Stair 104 Landing - Continued 5.3 Landing No: 3 @ -120' 2 -1/2 5.3.1 Landing Size: W = ;!;'55 in = 4.58 ft L = {7:100 in = 8.3 5 Deck Area = A L'W =! 38.2 ft' 5.3.2 Dead Loads: Dead Load = DL Concrete Deck: . Weight = w = 150 Ibs/ fi3 Deck Thickness = 1 s ',zr`4! in Concrete Deck Weight = A ` t • w = 1910 Ibs Steel Decking: Gauge: 18 w = 6Ibs /ft Deck Weight = w = A - w = 229 lbs Steel Framing: Material Wt. Length Quantity Sides = 0 Ibs Carrier Angle = e .. -__. 0 Ibs Other = .HSS10X2X1 /4' 15.3 4.0 2 122.4 Ibs Header = HSS10X2X1 /4, 15.3 8.4 1 128.52 Ibs Back = . ,..:. 0 Ibs Carrier Angle = 0 lbs Le = fr ,r , 0 Ibs Misc = 150 Ibs Frame Weight = 401 Ibs Handrails: Description Wt. Length Quantity Outside Rail 15 0 0 0 Ibs Outside Rail 15 0 0 0 Ibs Rail Weight = 0 Ibs Total Dead Load = DL = 2540 Ibs Total Design Dead Load = DL =l:: -3200J1bs 5.3.3 Live Load: Live Load = LL = 100 psf Landing Live Lcad = A ' LL = 3819 Lbs •Total Design Live Load = LL =l . 55001lbs Total Load = TL = 6359 Ibs Total Design Load = LL = ! " <?-? 8700j1bs Member Uniform Load = ((LL+ DLI/2) / L = 382 Ibs /ft !Member Uniform Design Load = 522 Ibs /ft 1 • O 2(exle , c0:•:ie: Sept-06-0'i Page: 6 uf D c1 • Idaho Falls ID 83401 Dei Engineering C..='roup Group Ph: 208.528-C110 Fax: 208-524-5521 Document Number CALC-W0702T7-001 Rev. 0 Section: 5 Continued Delta Job klum VV0702TP Cuctomer Job Number: 07-07 Description: Continued Project: T-Plus Dick's Snorting Goods Reference Drawings: Stair #104 - E-17, E-23 Specifications/ Standards: IBC - 2003 Comments: 5.3.4 Landing Header and Carrier Beams Results of the attached analysis for the platform headers and carrier beams are below. Sides . 0 ok I !Carrier Angle : 0 - ok Header HSS10X2X1/4 oit Angle . 0 . ok Legs " HSS 4x4x3/8 ok 1 60 eZeO6 -b.C.:),5Z, 7 . em?.r. . are: 1 of 6 r Er ene ring Group loan° Falls IU ssaut Delta CrIgu eeri /iC3 l:;('Gl!(:1 Ph: 20E -528 -8110 AnaIySIS Sheet 208.525 -SE21 Document Humber: CALC- W0702TP -001 Rev. 0 Section: 5 Stair Landings Delta Job Number: VV0702TP Customer Job Number: 6073 Description: Stair Landings Elev. - 108 - 1/4 Project: T -Plus Dick's Sporting Goods Reference Drawings: Stair #114 - E -19, E -20 Specifications/ Standards: IBC - 2003 Comments: • 5.0 1 Stair114, 5.11 L"andingsNo 1 t? Elev.- 108' 1-1/4 5.1.1 Landing Size: W = 'r =; »;ii52 in = 4.33 ft L = 1(;?100in = 8.3ft Deck Area = A L'W 436:11ft2 5.1.2 Dead Loads: Dead Load = DL Concrete Deck: - - . Weight = w = 150 Ibs/ ft3 Deck Thickness = t =1:i; 41in Concrete Deck Weight = A t * w = 1806 Ibs Steel Decking: Gauge: 18 w = 6 1bs /ft Deck Weight = w, = A' w = 217 Ibs Steel Framing: Material • Wt. Length Quantity Side = C12X20 t_._c 20.7 5 2 207 lbs Carrier Angle = 2X2x 174 3.2 5 2 31.9 Ibs Othe = HSS6X23t1 /4 12.2 6.4 1 103 Ibs Header = HSS6X2Xi /4 12.2 8.4 1 103 lbs Back= HSS10X2X1 /4- 15.3 8.4 1 129 Ibs Carrier Angle = 2X221/4 3.2 8.4 1 27 Ibs Leg Olbs Misc = 150 lbs Frame Weight = 749 Ibs Handrails: Description Wt. Length Quantity Outside Rail 15 6 1 90 Ibs Outside Rail 15 0 0 0 Ibs Rail Weight = 90 Ibs Total Dead Load = DL = 2862 Ibs Total Design Dead Load = DL =1c,i T:�:320011bs 5.1.3 Live Load: Live Load = LL = 100 psf Landing Live Load = A *LL = 3611 Lbs Total Design Live Load = LL = : s`420011bs Total Load = TL = 6473 Ibs Total Design Load = DTL =1 : "T740011bs 205 Ibs /sq tt Member Uniform Load = ((LL+ DL) /2) / L = 388 Ibs /ft !Member Uniform Design Load = 444 lbs/ft (22c) iv — a // -- 3000 Freaman � nc :: c aeL C..C� ` Ica`c Fas ID Z.:;401 De:ta En9ii •ic Croup _ r- - w P-: o , :'Entnneerzny Groun Ph 205- c23 -c1+p r`.r.a!)'5f• Sheet I 20G- s2s -5c21 Document (dumber: VV0702TP -001 Reza D Section: 5 Stair Landings Deka Job N'umoer: VV0702TP Customer Job Number: 5073 Description: Stair Landinas Project: T -Plus Dicks Sporting Goods Reference Drawings: Stair #114 - E -19, E -20 Specifications/ Standards: IBC - 2003 Comments: 5.1.4 Landing Header and Carrier Beams Results of the attached analysis for the platform headers and carrier beams are below. (Sides .::':C12X20.7 • ok iCarrier Angle 2X2x1/4 ok Header:: ; .: .HSSSX2X1 /4 ok }Carrier Angle ••• 2X2x1/4: ok. • lLegs ' • HSS 4x4x3/8 oh • 300 S Freemen n ote: 2:033-00 • 37 1 =17-- „ , , , • z!t: .•- 230-03&-611U Analysis Sheet Fax: 208-528-5E21 Document isummer: CALC-W0702TP-001 Rev. 0 Section: 5 Continued Do/to Job Number: W3702TP Customer Job Number: 07-07 Description: Stair Landings Elev. 114' 1 Project: T-Plus Dick's Sporting Goods Reference Drawings: Stair #114 - E-19, E-20 Specifications/ Standards: IBC - 2003 Comments: • 5.0 Stair 114 Landing -1Ctintiffiecij-1 5.2 Landing No: 2 Elev. 1141 5.2.1 Landing Size: W = in = 611 L = ..!•:' in = 8.311 Deck Area = A LW =1 501ft 5.2.2 Dead Loads: Dead Lcad = DL Concrete Deck: Weight = w 150 Ibs/ ft3 Deck Thickness = t = 411n Concrete Deck Weight = A • t w = 2500 Ibs Steel Decking: Gauge: 18 w = 6 lbsfie Deck Weight = w, = A • w = 300 lbs Steel Framing: Material Wt. Length Quantity Sides = 20.7 5 2 207 Ibs Carrier Angle = 3.2 5 2 31.9 lbs Other = HSSejC2)(1/.4•;• 12.2 8.4 1 102.56 lbs Header = HSS65 'lief' 12.2 8.4 1 102.56 Ibs Back = HSS10X2X1/4 ' 15.3 8.4 1 128.52 lbs Carrier Angle = 2X2x1/43 3.2 8.4 1 27 Ibs Legs = 0 lbs Misc = 150 Ibs Frame Weight = 749 Ibs Handrails: Description Wt. Length Quantity Outside Rail 15 6 1 90 Ibs Outside Rail 15 0 0 0 Ibs Rail Weight = 90 Ibs Total Dead Load = DL = 3639 lbs Total Design Dead Load = DL = 4200Jlbs 5.2.3 Live Load: Live Load = LL = 100 psf Landing Live Load = A * LL = 5000 Lbs Total Design Live Load = LL =:?.?:f"':15800I1bs Total Load = TL = 8639 lbs Total Design Load = LL Member Uniform Load = ((LL+ DL)/2) / L 518 Ibs/ft Member Uniform Design Load = 600 Ibs/ft or r . , 47 IT6105 ,i3pineering Grow, Ph: 200-620-0110 AneJySie Sheet 204-:■2S-SE■21 Document Number: CALC-W0702TP-001 Rev. 0 Section: 5 Cnuet Delta job Number: 11J0702TP Customer Job Number: 07-07 Description: Continued Project: T Dick's Sporting Goods Reference Drawings: Stair #114 - E-19, E-20 Specifications/ Standards: IBC - 2003 Comments: 5.2.4 Landing Header and Carrier Beams Results of the attached analysis for the platform headers and carrier beams are below. Sides . C12X20.7 ok 'Carrier Angle ok Header ••• HSS6X2X1/4 ok 'Carrier Angle : ok !Legs :HSS 4x4x1/4 ok bop Zoo —oc5 ::1_. L ilL7:J L : c'J - l'7 �&_�c n 01_ =n ineeringGroup maneraus IU b Delta Engineering Group Ph: 200-528-6110 Analysis Sheet 2U8- 523.5621 Document Number: CALC- W0702TP -001 Rev. 0 Section: 5 Continued Delta Job Number: W0702TP Customer,iob Number: 07 -07 i I f k Description: Stair Landinas Elev. 120' 2.112 Project: T -Plus Dick's Snorting Goods Reference Drawings: Stair #114 - E -19, E -20 Specifications/ Standards: IBC - 2003 Comments: 5.0 Stair 114 Landing - Continued 5.3 Landing No: 3 @. 120' 2 -1/2 5.3.1 Landing Size: W = ;x;:62 in = 5.17 ft L = :100 in = 8.3 ft Deck Area = A VW =I 43.1 ft' 5.3.2 Dead Loads: Dead Load = DL Concrete Deck: Weight = w = 150 Ibs/ 113 Deck Thickness = t =I._ 4 in Concrete Deck Weight = A't • w = 2153 Ibs Steel Decking: Gauge: 18 w = 6 1bs /ft' Dec,: Weight = w. _ A • w = 258 Ibs Steel Framing: Material Wt. Length Quantity Sides = ": w•' J, 0 Ibs Carrier Angle = 0 Ibs Other = HSS10X2X114' 15.3 4.0 2 122.4 Ibs Header = HSS10X2X174 15.3 8.4 1 128.52 Ibs Back = Olbs Carrier Angle '„ .a., ._" 0lbs Legs = "' 0 lbs Misc = 150 Ibs Frame Weight = 401 Ibs Handrails: Description Wt. Length Quantity Outside Rail 15 0 0 0 Ibs Outside Rail 15 0 0 0 lbs Rail Weight = 0 lbs Total Dead Load = DL = 2812 Ibs Total Design Dead Load = DL 3200lIbs 5.3.3 Live Load: Live Load = LL = 100 psf Landing Live Load = A' LL = 4306 Lbs Total Design Live Load = LL =I'i1 4900IIbs Total Load = TL = 7118 Ibs Total Design Load = LL =M 3100I Member Uniform Load = ((LL+ DL) /2) / L = 427 Ibs /ft !Member Uniform Design Load = 486 Ibs /ft I ___ p 2006,6651 • ..c;e. - man° Falls IJ 8:1401 i�eita Gr[o(rtee['ii�o Group r - { Peimnccrnriri Group Ph: Ana[yS[S: �i•t�et Fax: 20E•52S -5e21 Document Number: CALL WC702TP -001 Rev. 0 Section: 5 Continued Delta Job Humber: 1/tI0702 T P Customet,ob 4tumber: 07 -07 Description: Continued Project: T -Plus Dick's Sporting Goods Reference Drawings: Stair 4114 - E -19, E -20 Specifications/ Standards: IBC - 2003 Comments: 5.3.4 Landing Header and Carrier Beams Results of the attached analysis for the platform headers and carrier beams are below. Sides .0...: • ok • I Carrier Angle .' ' 0 :. .. ok Header • >:HSS10X2X1/4 ::ok Angle': 0 .. ok %I !Legs HSS4X4x318 ok ' aid e 2aor 7 } 3iri, 5 Freemen • - 2 � _ Scut -05• uT e F.trineenn., Group Idaho Falls ID 83405 Delia Engineering Group [( Ph 2 08- 5 -6 a !' E c Chnc' !- Fax: 208- 629 -5625 E Document Number: CALC- W0702TP -001 Rev. 0 Section: 5 Continued Deli Job I\lumbec W0702TP Customer Jab Member: 07 -07 Description: Stair Landings Project: T -Plus Dick's Snorting Goods Reference Drawings: Stair #114 - E -10, E -20 Specifications/ Standards: IBC - 2003 Comments: 5.0 Not Used Landing 5.3 Landing No: N.A. 5.3.1 Landing Size: W = l) in = 0 ft L = -'0 in = 0.0 ft Deck Area = A VW = `> 0 ft' 5.3.2 Dead Loads: Dead Load = DL Concrete Deck: Weight = w = 150 Ibs/ ft3 Deck Thickness = t = l;iavr ;41in • Concrete Deck Weight = A' t' w = 0 Ibs Steel Decking: Gauge: 18 w = 6 Ibs/ft Deck Weight = w = A' w = 0 Ibs Steel Framing: Material Wt. Length Quantity Sides = HSS12it2z1/4 22.4 0 2 0 lbs Carrier Angle = : 8.2 0 0 0 Ibs Other = HSS4z4z3/87 17.3 0.0 1 0 Ibs Header = HSS4`4z1 /2.'= 21.6 0.0 1 0 lbs Back = HSS12•2z174 22.4 0.0 2 0 Ibs Carrier Angle = 0 Ibs Legs 0 lbs Misc = 150 Ibs Frame Weight = 150 Ibs Handrails: Description Wt. Length Quantity Outside Rail 15 0 0 0 Ibs Outside Rail 15 0 0 0 Ibs Rail Weight = 0 Ibs Total Dead Load = DL = 150 lbs Total Design Dead Load = DL = �.�,- . 5.3.3 Live Load: Live Load = LL = 100 pof Landing Live Load = A LL = 0 Lbs Total Design Live Load = LL =fit '�s0�lbs Total Load = TL = 150 Ibs Total Design Load = LL =I^ ;CJIbs Member Uniform Load = ((LL+ DL) /2) / L = J:,:J:.:l:::ll Ibs /ft Member Uniform Design Load = i::' l.'Y Ibs /ft - 60p `2J7c)(., 38U 5 rreeman Date: Sept 05- 07 Page: 2 of 2 Idaho Falls ID 83405 Delia Engineering Croup GrouP Ph: 208-528-6110 knal\yS Sheet Fax: 200-529-5821 Document I\lumber: CALC- W0702TP -001 Rev. 0 Section: 5 Continued Delta Job Number: W0702TP Customer Job Number: 07 -07 Description: Continued Project: T -Plus Dick's Sporting Goods Reference Drawings: Stair #114 - E -19, E -20 Specifications/ Standards: IBC - 2003 Comments: 5.3.4 Landing Header and Carrier Beams Results of the attached analysis for the platform headers and carrier beams are below. !Sides •HSS12x2x1 /4 ok I !Carrier Angle 0 •ok': I !Header .. ••HSS4x4x1/2 • ok IAnale . 0 ok • !Legs • .. • HSS 4x4x1/4 ok I 63 0 )0 Z&Y;= 66.S 300 Freenun !Daze: seri.05.07 0 o; 6 • 10 _ _ Fz in tttietnt D Ent' 2EE-En-E'; St/E-Ci 208-52S-5621 DC...CLEYtertl. kiLffitber: CALC-INO7C12TP-C/Ci Rev. C.) section: 5 Steil Landings Delta Job Number: W0702TP Customer Job Number: 5073 Description: Stair Landings Elcv. 2-1/2 Project: T-Plus Dick's Sporting Goods ' Reference Drawings: Stair 4117 - E-21, E-22 Specifications/ Standards: IBC - 2003 Comments: • 5.0 I StairA•17';.41Lariditigrt 5.11LandiriO:146:1 1 Eiev.-1082.1/2 5.1.1 Landing Size: W = ':-. in = 4.75 ft L = t in = 9.3 ft Deck Area = A L =1 44.31ft 5.1.2 Dead Loads: Dead Load = DL Concrete Deck: Weight = w = 150 lbs/ 113 Deck Thickness = t Concrete Deck Weight = A • t w = 2217 Ibs Steel Decking: Gauge: 18 w = 6 lbs/f1 Deck Weight w = A w = 266 Ibs Steel Framing: Material Wt. Length Quantity Sides = C12.>;20:7:: 20.7 5 2 207 Ibs Carrier Angle = 3.2 5 2 31.9 Ibs Other = HSS6X2X1/4 12.2 8.4 1 103 Ibs Header = HSS6X2X;114 12.2 8.4 1 103 Ibs Back = HSS10X2X114 15.3 8.4 1 129 lbs Carrier Angle = 2X274c:::'.;44 3.2 8.4 1 27 Ibs LegS = 0 lbs Misc = 150 Ibs Frame Weight = 749 Ibs Handrails: Description Wt. Length Quantity Outside Rail 15 6 1 90 Ibs Outside Rail 15 0 0 0 Ibs Rail Weight = 90 Ibs Total Dead Load = DL = 3322 Ibs Total Design Dead Load = DL =lizt=7.-7 5.1.3 Live Load: Live Load = LL = 100 psf • Landing Live Load = A* LL = 4433 Lbs Total Design Live Load = LL =K;ff'r 450011bs Total Load = TL = 7755 Ibs Total Design Load = DTL 178 It.:slso ft Member Uniform Load = ((LL- DI-1/2) / L = 415 lbst Member Uniform Design Load = 423 Ibs/ft f { 300 S Freemen Date: Sept - 05 - 07 Pepe: 2 of 6 �•' ��LP�: !•_ J r� 0 c. Fa0_ In r•3 01 :lefts FrY rr rrrnrs (=v Fn•meenng Group - "- . a u -r p • Ph: 20042R-6110 1 Iy0[5 :Sheet Document (dumber: CALC- W0702TP -001 Rev. 0 Section: 5 Stair Landings Delta Job I■L:mber: ';hr0702TP Customer Jot b'!ra5er: 5073 Description: Stair Landings Project T -Plus Dick's Sporting Goods Reference Drawings: Stair #117 - E -21, E -22 • Specifications/ Standards: IBC - 2003 Comments: 5.1.4 Landing Header and Carrier Beams Results of the attached analysis for the platform headers and carrier beams are below. Sides C12X20:7 ok ICarrier Angle 2X2x1Y4,: <: ok • 1 Header HSSoX2X1 /4 oh ICarrier Angle 2X2x1/4 ': ok (Leos 0 • _ ok � l 6op 44+x)6 05 112 t • Sept-0641i 3 sr 3 • 1LftiLia:-:-:-". • „._ . 7 .... Ph: 208-528-6110 Analysis Sheet 200-028-5E21 Document Number: CALC-W07 0 2TP-0 01 Rev, 0 Section: 5 Continued Delta Job Number: 1/V07 02TP Customer Job Number: 07-07 Description: Stair Landings Elev.-11E 5 Project: T-Plus Dick's Sporting Goods Reference Drawings: Stair #1 17 - E-21 E-22 Specifications/ Standards: ISC - 2003 Comments: 5.0 Stair 117 Landing -1Continifed4I 5.2 Landing No: 2 Elev. 5 5.2.1 Landing Size: W in = 4.75 ft L „- in = 9.3 ft Deck Area = A LW = ft2 5.2.2 Dead Loads: Dead Load = DL Concrete Deck: • Weight = w = 150 Ibs/ 013 • Deck Thickness = t - 41in Concrete Deck Weight = A t • w = 2217 lbs Steel Decking: Gauge: 18 w = 6 lbs/fe Deck Weight = w, = A w = 266 lbs Steel Framing: Material Wt. Length Quantity Sides = C125C20:71ntI::0 20.7 5 2 207 lbs Carrier Angle = 2X21%4:Z,I,I.:;.:7 3.2 5 2 31.9 Ibs Other = 12.2 8.4 1 102.56 Ibs Header. = IrISS8X2X1'/4\ 12.2 8.4 1 102.56 lbs Back = HSS10X2X1MLI 15.3 8.4 1 128.52 Ibs Carrier Angle = 2X21/4=t47 3.2 8.4 1 27 Ibs Legs 0 lbs Misc = 150 Ibs Frame Weight = 749 Ibs Handrails: Description Wt. Length Quantity Outside Rail 15 6 1 90 lbs Outside Rail 15 0 0 0 lbs Rail Weight = 90 Ibs Total Dead Load = DL = 3322 Ibs Total Design Dead Load = DL = -- 3400ilbs 5.2.3 Live Load: Live Load = LL = 100 psf Landing Live Load = A * LL = 4433 Lbs Total Design Live Load = LL I44500 Ibs Total Load = TL = 7755 ibs Total Design Load = LL = .4 7900jIbs Member Uniform Load = ((LL+ DL)/2) / L = 415 lbs/ft 'Member Uniform Design Load = 423 Ibs/ft j 6 Q6, -665 • I ""' 'OD S Freemen n c•c• e� n5_ni - - - - � >n L �: c ' I 4:P.nginecrin`g Group r ` .. .. E iii:..., Ph: 208- c23_r1<0 `snai } ramie. Sheet f f Document Dumber: CA.LC- 1'dC702TP_001 Rev. 0 Section: 5 Continued Dan. Job Number: 1/1/0702TP Customer Job (dumber: 07 -07 Description: Continued Project: T -Plus Dick's Snorting Goods Reference Drawings: Stair #117 - c -21, E-22 Specifications/ Standards: IBC - 2003 Comments: 5.2.4 Landing Header and Carrier Beams Results of the attached analysis for the platform headers and carrier beams are below. Sides C12X20.7 "ok. Carrier Angle 2X2x1/4: ok = I Header. HSS5X2X1 /4 : ok :I I Carrier Angle 2X2x1/4 ok :I I Legs . 0 • ok• • .. l JU;i S rreemen Sauk -v5 -07 F •.o : E C Group Idaho Falls ID 83401 Data Enpineertn0 Group lI I it P": 20C-F.22-C119 !'.I1a! r C,hrcf r FJ:. Document Number: CALC- I/V0702TP -001 Rev. 0 Section: 5 Continued Dei:'z Job Number: I/\ Customer Job Dumber: 07 -07 Description: Stair Landings Elev.•120' 2 - 1/2 Project: T -Plus Dick's Sporting Goods Reference Drawings: Stair #117 - E -21, E -22 Specifications/ Standards: IBC - 2003 Comments: 5.0 Stair 117 Landing - Continued 5.3 Landing No: 3 @. -120' 2 -1/2 5.3.1 Landing Size: W = <'.i54 in = 4.5 ft L =: 112 in = 9.3ft Deck Area = A L •W = ft 5.3.2 Dead Loads: Dead Load = DL Concrete Deck: Weight = w = 150 Ibs / ft3 Deck Thickness = t = :: in Concrete Deck Weight = A • t • w = 2100 Ibs Steel Decking: Gauge: 18 w = 6 Ibs/ft Deck Weight = w = A • w = 252 Ibs Steel Framing: Material Wt. Length Quantity Sides = 0 lbs Carrier Angle = 0 lbs Other = HSS10X2X114`: 15.3 4.0 2 122.4 Ibs Header = HSS10X2X1 %4` 15.3 8.4 1 128.52 Ibs Back = 0 lbs Carrier Anolz = 0 Ibs Legs = ii : °a? °. 0 lbs Misc = 150 Ibs Frame Weight = 401 Ibs Handrails: Description Wt. Length Quantity Outside Rail 15 0 0 0 Ibs Outside Rail 15 0 0 0 Ibs Rail Weight = 0 Ibs Total Dead Load = DL = 2753 Ibs Total Design Dead Load = DL = l4 -: 28001Ibs 5.3.3 Live Load: Live Load = LL = 100 psf Landing Live Load = A * LL = 4200 Lbs Total Design Live Load = LL ={ ;`'e420011bs Total Load = TL = 6953 Ibs Total Design Load = LL =l - _-`7000 Ibs Member Uniform Load = ((LL* DL1/2) / L = 372 lbs/ft !Member Uniform Design Load = 375 lbs/ft 1 300 S Freeman Date: Sept -05 -07 Page: 6 of 6 up 2-60 0 ° 57 ' r* T - 1J £2".` Idaho Falls ID 83401 Delta Engineering ink Group • t n tnccasn Group Ph:, 208-828-8110 AnaE\'S(S Fax: 206 -52S -5621 Document Number: CALC- VV0702TP -D01 Rev. 0 Section: 5 Continued I• Delta Job Number: 1/V0702 T P Customer Job Number: 07 -07 Description: Continued Project: T -Plus Dick's Snorting Goods Reference Drawings: Stair#117 - E -21, E -22 Specifications/ Standards: IBC - 2003 Comments: • 5.3.4 Landing Header and Carrier Beams Results of the attached analysis for the platform headers and carrier beams are below. Sides c • . - i • • : : : • • • • • : , : - • 0 • • • • : • • • : - : - : ' .: ok !Carrier Angle 0 •i••.ok Header.`. • :r •HSS10X2X1 /4 • oh.: - - lAngle<: 0 -: -. -ok. • •I (Leas 0 ••• ok I • 8 o p 6 .--6ost L est ," Laigineecing Group ° . CALC- W0702TP -001 Rev- 1 Date: 9 -26 -07 Section 6 Seismic Forces and - atera oa s • -� fop 2666 ..---66,5 � -�- s Iceman sc,,,,,r maw :.es a ;..a'. .du :r. 6 yult,euuy .. _ Pfr 20:.124,10 ,,2,1'33,., 50237 01: I e 200.526 -06 ?1 ✓ Document Numoer: 3,.-_0- VJ070220 -001 Pov. 0 _ec.mn. 5 I Delta Jno laumoer 30 . 2 0702 P customer Joo lei/inner: 07 -07 Description: Lateral Forces Project: T -Plus DicY.'0 Sooninn Goons Reference Drawings: Stair P10= - E -17. E -25 Specifications) Standards: 1EC - 2003 Comments: 6.0 Laterial Forces 6.1 South Stair 6.1.1 Stair Laterial Forces 6.1.1.1 Stairs Stair V/: 5183270. :1 -278- 2OLr. ?I 1: 1'" :o;* -1 I- :'.07- 1 ,, - 0 ;t . ra W = 3 S1ai: Weig51 = :161 10r 1 : 9 Cs 1091 Ios 0 let 0 Its 0 los Stinger Length = Ls = 12.0 n 130 n 11.2 n 00 n 0.0 11 00 n 6.1.1.2 Force on Stairs R. _ - . Stair 1 0764 1 1 STOL I 1 570.2 I 1 0 1 I 0 11 0 I a ' ;•=:., F, = 0410 8Sos)M'.)(1.212'O)I /(RdI.I = 488 lip 526 ms 454 Ns 0 Ios 0 Ios 0 Ns• 14 = 72.1:25 Sos = 2/3Ses =10270. F,,,„ = t.6/5os10.SW.) = 1626 1p 1762 Ios 1513 Ns 3 bs 0 let 0 IDS S.es = •'•.I•'.. t s e,,,, = 0 . 2 ISs)(Sos)(I0)M r s) = 305 es 230 605 280 es 0 Ios 0 180 0 Ies :/n I 0 480 Ns • - . 624 Los 454 Ios - 0 I08 - 0 117s 0 Lost 00 °s ee Not Uses Not USetl /<OI Used Per Stair Per Stringer Force on Stair STBJ 41105/1: - o /L5,2 ° 0 orce on SVinger 5104..= 20105/0 '. Force on Stair - - 0064. •= " ; . 41 18511. 1 Force on Stringer S7O4 = 20 1os/0 on Star 57&•2 41 10,31 Force on Stringer 614-2 .= " 20 10510 Force on Stair ' . 1 - .. = Not used Iesnt Force on Stringer 0 = Not used b5/11 Force on Stair . 0 - = Not Used bsel - Force on Stringer ' 0 = Not U sed - Les/11 Force on Stair 0 ' . - = Not Used • - Os/ft . • Force on Stringer - 0 = N01 Used 1175m ' 6.1.2 Platform Laterial Forces 6.1.2.1 Landings Landings 1 1 1 2 1 1 3 1 1 0 1 1 0 I Elev. -105' 11.114 I Elea. 112' 10.1/21 E e .. 120' 2 -1/2 1 Not Iced 1 1 Not Used • Landing Length = Ls = a.3 n 8.3 n 9.3 0 00 a 00 n _ardmg VJi ?,P, = W = -1.7 n <0 11 4.6 P, 0.0 0 00 n Tdtal Weight = W = 3430 lot 2500 Los 3200 105 0 Los 0 Ibs 5.1.2.1.1 Lateral Force on Landings - Platform 1 1 I I 2 1 1 3 1 1 o I 1 o 1 R= 0 11.272.5 Fs = 0 <ISS)IS0e1(W.)( /(Rd1.) 0 1429 Ios 1050 Ios 1344 Ios 0 Los 0 Ios e = ; ;' -1 . : 25 1 .6/Ses1/l.l(W'e) 0 4760 100 3500 105 4480 Ios 0 105 0 Ns Sos = 2/35o, =11=31'11701 ew = 03 / 4 0(Soo/1o//We) = 8223 Los 056 Los 140 Los 0 Ios 0 l0s Sus =I>= : • e 1428101 1000105 1344 185 0106 0105 ug o5 26 N0' Used Not122ed 6.1.2.1.2 Landing Laterial Loads Landing Per Frame Force an Landing', Gun, 06 -II< I L = 1 171 cam W I 306 icset. • Force on Landingl2 • EIev. 113 1C-10 1 L = 124 81m - N :5 ball" Force on Landing10 _ee -127 2 -10 1 L = 161 msm 'N 223 los /0 Force on Landing in N0, use0 1 L = Not Useo 105/11 • W N0: Useo . loam' • . Fore on Landinglo No: used I L = Not used 105/0 W 50111000 loam • • . . _ I Ma 5 Freemx2 �° - - � Ddte. Sent-0 9. OT f•..ac rs CLL Ph: 2084285110 Analysis Sheet Fax: 2005253621 Document Number: CALC!W0702TP -001 Rev. 0 Section: E • Dc._./oL Numo's, Iok, -_i- r:ummi0i Jot l:i,i nt'_r7 Description: Lateral Forces Project: T -Plus Dick's Soortino Go005 Reference Drawings: Stair 0114 - 4 -19. 4-23 1 1 Specifications/ Standards: 13C -2003 Comments: 6.0 Laterial Forces 6.1 South Stair • • 6.1.1 Stair Laterial Forces 6.1.1.1 Stairs Sa 1.-. 5707 ;i1J I °5188 .., 1 'x5764 '•I �'. "''0," I 1''..0z,,..J �. 0 -: .1 W, = Design Sta7 Weipt = 1291 191 1137 Ibs 1113 Ibs 0 IDs 0 of 0 Ibs Stringer Length = Le = 13.3 0 11.8 0 11.5 ft 0.0 ft 0.0 R 0.0 ft 6.1.1.2 Force on Stairs R, =;x-,'2.5 Stair I 518.7 11 5105 I I S78.3 I 1 0 J 1 0 11 0 `:::::?1 F, a 0 .2(a/nly(R./ lo) = 542 ms 478 00 467 Ibs 0 los 0 Ns 0 ms b =: Sof = 3)2S,.7 = 6(5005455,) = 1607 I50 1532 lea 1558 Ibs 0 Os 0 ho 0 ms S ; :1 • F = 03(a,)(S = 339 tar 299 ins 292 m0 0 cos 0 Ibs' 0 Ibs ✓n I "'.1 . _ 612 loo .. . 478 Ibs K7 Ios 00 0 Ibs .. 0 IOSI 29 65 04 Not Used oN I Used Nar Used Per Stair Fer Stringer Force on Etair .. :.. S702. :. 41 Lac : :. :- . F4/ L r' = Force on Stringer 570.7 ' = :.: ?7 lest Force on Stair -. S76-6 - 41 Ids /ft Force on Stringer 570.3'' = - 20 tosl0 Force on Star ':: 5T84 41 1[20)0 Force on Stringer 5784 -'- 20'I05)0 - — - - - -- - r n Stec. 0 = - Not Used lost Force on Stinger -0 = Not Used "lost - - - - Force on Stnr 0 = Nc; Ucea 1 ^slfl Force on Stringer 0 = Not Used ICs/. :.., Force on Slag 0 =Not Usetl Igs /R Force on Stn ger) 0 = Not Used los/R 6.1.2 Platform Lateral Forces • 6.1.2.1 Landings Landings I 1 1 2 0 0 1 0 I EIev . 108' 1 -114 1 Des 114' 7/8 Mg1=1 Not Useo Not Used Landing Length = Ls = 8.3 R 83 ft a3 ft 00 ft D0 ft LanOmg Width = Ws = 43 ft 30 ft 52 0 00 R 00 ft Total Weignl = W = 3200 ler 4200 Ibs 3200 Os 0 Os 0 Ios . 6.1.2.1.1 Lateral Force on Landings oladorm 1 1 1 I 2 1 1 o 1 I o I 1 0 1 Rs .5 r = 0.4(a,RSes00p)(1.2(Lh))/(e./I.) = 1344 10! 176E Ibs 1344 Os 0 Jos 0 les a 1 1.0(0os)(b)0O/.) = 44110 Iex 5880 Os 4490 Ibs 0 Os 0 Ibs 00 / /'S =1 '.0 „m. = 0310045w)I11))W.) = 840 lb: 1103 Os 040 Os 0 l00 0 l50 vh 8, a 134E Ibe 1761 Ibs 1344 Ibs 0 Ibs 0 los 86 p41 be 472.08506 Notused 6.1.2.1.2 Landing Laterial Loads Landing Per Frame Force on Landing! l EIev,108• 1.1/4 1 - L = - • 161 lost • W - • '.310 lost :... Force on Landing 12 07es 114' 1.741 _ • -' 212 lost W Force on Landinglo - Nat Used 1 L = Not Used .. • test - W Not Use6 - lost . Force on Landing,o Not U000 1 L = NM Used lest - W Force on Landinglo Not Used 1 L = 501 used 109m . W Ne. Used .. Jbs/Il • • 6,, 2,0k,--6(5 - 2___- ,,,_:,..z,„.:_,.... Jeh 3 Frei:men 10_._. _ of Ca,;. °gin. , 1 teeth Gals ID 12401 Delta Ennineerinci CrtiuD I /i.P r•' on: 205.620 -0110 Analysis Sheet Fax: 200.521 -5621 Document Numb.: CAL C- D702TP -001 R_.. 0 Section: 5 I Del'.:: Job Nuntsor', !rd0702 T P .-u. ;52118' Jot f:omoe:: 0% -07 ! Description: Lateral Forces , t: Protect Dicks Soonin0 Goods Relerencc Dravongs: Stair 61117 - 0. 5 -2 1 Specifications) Standards: IBC - 2003 Comments: i 6.0 Lateral Forces 6.1 South Stair 6.1.1 Stair Laterial Forces 6.1.1.1 Stairs Stair ..:-. :575.41. 016 _„ss.s;.;ti L :5 0_1t:7I 1 :.d= -z I 17,•:.;,:.0 17 :9;71 W, = Design Stair Weight = 1444 Of 1624 1os 710 180 0 los 0 lot 0 me Simper Length = Ls = 14.9 0 15.6 ft 7.3 ft 0 :3 a 00 6 0,0 fl 6.1.1.2 Force on Stairs R, =J':". -.25 Stair I 5382 11 0082 1 I 008 - I I 0 I I 0 J I e I ao = ""';':1 F, • 041s.)(S h)y(RW Iii) = 606 Or 5401os 29e ms 0 m5 0 los 0 los I. _ - =:1 Sys = 2 =I,7170.70I • 16(6oa)(I.)(W.) = 2021 Mt 2134 994 los 0 los 0 158 0 los 5 es = ' ''1 F = 0. 3fee)(Smll 1 4)0 6 /.) = 379 0s 400 Ins 186 los 0 !Os 0 Ios 0 les 2/n = .7';„:1 25 pJ gg Not Usetl Not Used Not used Per Stair . Per Stenger e n Star 57&8 41 loam • Fe /Ls/2 = Force on Stringer 078 0 :: 20 051.: -arc e. - Force on Sta f " 5782 =: 41 loam - ''' Force an Stnnger 5762 =- 20 =-:- Force on Stair �8T81 410Nrt Farce on Stnnger 578 - 1;; - = -': 20: Pam .. _._ FO4Ce0 Starr - :_ 0 Not 00.0 -1551 - FOR. on Sting 0 : : _. Not USO6: 8056 ,. Force on Ste 0 E. R4= Used 1.11 Force on Stnnger 0 = Not Used :l8sm Force on Ste '.r 0 = NOt U 155/0 Farce or. Stinger 0 = NO, Used' los 6.1.2 Platform Laterial Forces 6.1.2.1 Landings Landings 1 I 2 1 I 3 I I 0 J I 0 Elev.- 100' 2 -1,: i Bev -116' 9 1 Elev= 20' 2 -1/2 I No; Used J I Not Used I ' Landng Length = L = 951 8 5.3 0 9.3 n 0.0 8 0. 11 Landing WPM = Ws = 4.B a 4.8 a 4.5 a 0.0 11 0.0 11 Total Weigel = W. = 3400 Het 3400 101 2000 0s 0 155 0 05 6.1.2.1.1 Lateral Force on Landings Platform I 1 1 I 2 II 3 II 0 II 0 1 R. = t 2.5 F, = 04a,1Is 111.2/SnriIr(Rdi.) = 1420151 1426 les 1176156 010s 01os a. _ ".„.',,1 1= _;_;.1.5 F,,,.., = 1.6(S = I(W.) = 4760 Its 4760 les 3920 Ins 0 les 0 05 Soo = 2/35 =I' `' 0.701 „ = 0.31so)(55v1(le)Iwo) = B93 I0s 693 ios 735 165 0 0s 0 Ies Sus o f ; ,,,, ' 1 - 9 1425 en 1426 05 1176 05 0 845 0 05 25 35 55 Ne Used Rot Wed 6.1.2.1.2 Landing Laterial Loads Lending Per Frame Force on Landing It 501700'2552 ',/0 Force on Landingl2 =0v./165 I L = - 153 tose1. W Force on Landing la 5lev. 120'2-1.2 1 t W .... '251 1056 ... ..... Force on Landing,a Not 155.6 I L = Nat Used: 0sm W Force on Landingio nausea 1 _ = Not used . I0SIII W l Not Used tosm l ngineeri��g Group rt" CALC- W0702TP -001_ Rev- 1 Date: 9 -26 -07 Section 7 Force and Load Recap • eo p 21).66 • D `_ aemlro 1 1 F }1L�� 000 S Freeman w7 - I ,IlPginveripg G mu p ioano Falls ID 53403 :l i.i :c �(SI(rc6'i(iC� C.'C.:JN I 1 Ph: 20c- 52ci.t 10 „holy t :o Sheet I .ax: 206525 -5621 Document Number: _C - W0702TP •001 Rev. 0 Section: 7 Dena .303. Numder: .(979279 .-- stomet Jo.`.i :umber: _i Description: Fore ant Load Reoao Project: T - OluS Dick's Soonina Goods Reference Drawings: Stair 0104 - 5 -17, 6 -26 Specifications/ Standards: IBC - 2003 Comments: 7.0 Force and Load Recap 7.1 Stair and Stringer Recap Per Start Per Smnger L W 31. Stair DLNient LLsomit Lat3lesm Lat DL•LL bs//1 . Stair 104 500-4 100 200 41 41 300 Stair 104 978.6 100 200 41 41 300 Stair 104 978 -2 100 200 41 41 300 N.A. 0 0 0 Not Used Not Used 0 N.A. 0 0 0 Not Used Net Used 0 1N.A.. 0 0 0 Not Used Not Used 0 7.2 Landing Recap N = Number of Carrier Beams L = Length of Carrier Beam (Platform Width) BM = Carrier Beam DL and U_ END a Platform End Seam LDad • 01- = Wr /(N•1) /L LL = DLHN W, = Platform Weight 0 = Design Live Load • Per Frame Carrier Seam Loading Loam ' Per Member TL WT D N L -e 8N END BM END Landing DLIes4t LLmvn Lat es0 Lat DL • LL lbs lbs DUbCR 0U2 LUcent LU2 5101 1041 1 Elev.- 101'11 -1/4 L 0 0 171 0 3400 4600 1' ^: 8.3 206 103 279 139 w 306 Stair 1041 2 E20o113' 10 - 1/2 L 0 0 126 0 2500 3100 Fill. 8.3 152 76 188 94 29 1 032(1 1041 3 Elev..120'2 - 1/2 L • 192 330 161 522 3200 5500 f^;;07 8.3 0 0 0 0 w 2 Old: Used' N.a. 1/A _ N0: Used Not Used Not Used Not Used 0 0 !.': S 1 0.0 0 0 0 0 w Not Used • • • . . .. 6 a, ...-. • (-_:.b .. IDate: Sc.:: .05. 117 Pane: 1 of 1 1 300 S Freemen r, • . D h Group 5 .1PI1: Fnnineerinn Group I Ph: 200. 52.8110 Analysis Sheet Fax: 280.025.5021 Document Number C:+!GWOi O2T ?•001 Rev. 0 Section: 7 • Deno doh Number: VJ0702TP ,.uswoad Jul. Nie 77 - 07 Description: Force and Load >e_=0 Project: 7-Plus Dicks S.n•ortino Goods I Reference Drawings: Stair 0114 - 5 -19. 0 -20 I I Specifications/ Standards: IBC - 2003 Comments: 7.0 Force and Load Recap . 7.1 Stair and Stringer Recap Per Stair Per Stringer L W 71. Stair DLIesln LLmam Late's/n Laf DL • LL Ites51 Stair 114 970 - 100 200 41 41 300 Stair 114 078 - 100 200 41 41 300 Stair 114 578-3 100 200 41 41 i 300 N.A. 0 0 0 Not Used Not Used 0 N.A. a 0 0 Not Used Not Used 0 N.A. 0 0 0 Not Used Not Used 0 7.2 Landing Recap N • Number of Carrier Beams . L = Length of Carrier Beam (Platform Width) BM = Cartier Seam DL and LL END • Platform End Beam Load • DL = W LL =D /(Non) /L W7 = Platform Weight b; = Design Live Load - — -- - " - - - - - - Per Frame Carrier Beam Loading Lasm ' Per Member 71. W 0" N L -n BM END B81 END Landing DLlhsm LL/be5 Lat2ontn tat DL • LL IM Us � OLles/11 07/2 LLbn LLl2 s/ 1 Stair 1141 1 E•v.•108• 1.1/4 L 0 0 161 0 0200 4200 8.3 192 96 252 126 v 310 I Stair 1141 2 Elev. 114. 1 -778 L 0 0 212 0 4200 5800 8.3 252 126 348 174 w 294 - ( Stair 1141 3 Elev. 120'2.1/2 L 0 0 Not Used 0 3203 4500 NM 8.3 '192 96 294 147 IN Not Used 1 Not Used! N.A. N.A. L Not Used Not Used Not Used Not Used 0 0 0.0 0 0 0 0 w Not Used • • e . F � �' Freemen Date: <2gt -05.07 Page: t oi • fario 1 g croup fa no Faio ID 3::401 Delta Engineering Group 1 • Pn: 200- 5284110 Analysis Sheet Fax: 203.525.53:1 1 u ., tJ C -Wn n 711.001 1 S 7 D0e_me. ,. u ...,,__.. CF,L_ Z ^ _�. r... _ __e;;or.: DoItnJnb Aiiim her: VJ3i70277 _ustomei Jot, IJUrm.ec 07.07 Description: Force and Load Recto Project: T -Plus Dicks Sporting Goods Preference Drawings: Stair 11117 - E - E - Specifications/ Standards: 19C - 2003 Comments: • 7.0 Force and Load Recap 7.1 Stair and Stringer Recap Per sar Per Stringer W TL Stair DLlbs/t LLosf.`. Lat4loeli Lat DL LL MVO Stair 117 5754 100 200 41 41 300 Stair 117 5118-9 100 200 41 41 300 Stair 117 5118 -1 100 200 41 41 200 • N.A. 0 0 0 Not Used Not Used 0 N.A. 0 0 0 Not Used Not Used 0 N.A. 0 0 0 N0t Used No: Used 0 7.2 Landing Recap N = Number of Carrier Beams L = Length of Carrier Beam (Platform Width) am = Carrier Beam DL and LL END = Platform End Beam Load DL = We /(N -1) /L LL = 0,8N -1) /L W = Platform Weight o„ = Design Live Load Per Frame Carrier Beam Loading Leant Per Member 01. • We D N 1 -a BM END B51 ENO Landing DLtbent LUbolt Latrlesift Lateloatt DL • LL los Ibs Ot 58510 01J2 LDOSm UJ2 I 5:air 1171 1 Elev. -105' 2 -112 L 0 0 153 0 3400 4500 9.3 182 91 241 121 301 � ' 1 Stair 1171 2 Elev. 118' 5 L 0 0 153 0 3400 4500 9.3 182 91 241 121 w 301 � 1 Stair 117 I °' 3 Elev. - 130 L 0 0 126 0 2000 4200 1 9.3 150 75 225 113 261 1 Not Used A.A. N.A. L Not Used Not Used Not Used Not Used 0 0 r0 0.0 0 0 0 0 Not Used • • b)P r aeli = per t!?, gineering Group • CALC- W0702TP -001 Rev- 1 Date: 9 -26 -07 Section 8 Analysis • eoP 7 2---- 6 gi Group CALC- W0702TP -001 Rev- 1 Date: 9 -26 -07 Section Stair Analysis 60 p 66:5-6.2t- ll i nee 0 1- g Group CALC- W0702TP -001 Rev- 1 Date: 9 -26 -07 Section 8.1.1 Analysis Stair # 104 E � , Ue 2-(4)(' $C) 0 ! • Current Date: 9/26 3:52 PM I ,nice system: English File name: C: \Program Files \RAM \RAM Advanse\Data \Dick's Sporting Goods\Stair 104 (Stairwell 212).adv , 1Y Z X i Ip 1. , ° ` 1 1 t t ! , - 3 , :; ' .rii • -- 3 :/- '' ."'` " ;yYe..av �vi j -rte - l op ,. • mi r i . 1 Dick's Sporting Goods . T -Plus Steel Fabricators Inc. ! CALC- W0702TP -001 Rev. -1 Stair 104 (Stairwell 212)_! . ,...._.„.,....,. LL...:. ad e LA) ! • 1 Current Date: 9/26/2007 2:07 PM Units system: English 1 File name: C: \Program Files \RAM \RAM Advanse \Data \Dick's Sporting Goods \Stair 104 (Stairwell 212).adv Y Z; X / a • �/ X r-.. R� r 1 C i u , , C. C 6 :Ni - S% Cf 6' ` X1 2 1 C A -2 _0 N � � ? .�- 1 g j 5s_ .. SS_f GE 2y 1 0 �� ��k� S S rC Xc g \T Cc 7 �O . till X N I 1� • \ NI \ � l'.,12 ° CI ��y2 %� C IX ) 2 p_' F` • C17X S . xi b '.1)' < '' y0: / � L.k . F: 7, c C - --)07 I c 12 \\ �j/ \ nr5 N�, 1 o I i' I • 1 Dick's Sporting Goods I T -Plus Steel Fabricators Inc. i i. , CALC- W0702TP -0Q1 Rev. -1 1 Stair 104 (Stairwell 212) cl =dill ' 1 1 .1 1 ra LI: ..q. „ • -- • . i . , .: .._.....,_ ,..., %.." go la 2,6c.A...... -- ; 5.,,,,.:„.._.„ s„,::st,,,.,„z., 1 . 0637e 2_____ I Current Date: 9/26/2007 2:05 PM Units system: English 1 File name: C: \Pro.ram Files \RAM \RAM Advanse \Data \Dick's S ctn. Goods \Stair 104 Stairwell 212 .adv • 1 1 Y Z> x / 0 0 / � 0� G - Si k G G. 0 ,.� o O K / O � 00 0 /� o,_.-- / • , 1 , 1 1 Dick's Sporting. Goods T -Plus Steel Fabricators Inc. I CALC- W0702TP -001 Rev. -1 I Stair 104 (Stairwell 212) , c1 =dl +Il 3 � L 6 o t ° 0 -® ' Current Date: 9/26/2007 2:05 PM LYr.its system: English File name: C: \Program Files\RAM \RAM Advanse \Data \Dick's Sporting Goods\Stair 104 (Stairwell 212).adv Y , 1 1 Z> X r.�c /. -0.33 [Ktp /ft]' , l 19 [ip /rt] 0 09 [Kipf f j �,� -0.20 [Kip /ft] 1.91 , ! ry „ fi l, 9 0' � /fit r 'xt 1 ,- r Q i', - i [Kip /ft] : lj. l -0. f [Kip /f] , -010 [Kip /ft] ",1�• - 0.10.[Kip /ft] '` • r [i µYl'I.`I Y' ff ` J r� � I ,5 - i,r 1 —0 28.[Kp /ftli l I (} 2 1 P /ftJ ' ` 1 ', 020[KipL 11 1 rl' 1 i(,4 Jft>> 7.0 IO�KipJft] r r 6 -1' 1 j r I ■ . Dick's Sporting Goods T -Plus Steel Fabricators Inc. CALC- W0702TP -001 Rev. -1 Stair 104 (Stairwell 212) c1 =dl- II - I" , - , t i•,:,-If2 ,, ,. ,o ' 6 — • o�� Current Date: 9/26/2007 2:08 PM Units system: English File name: C:\Proaram Files \RAM\RAM Advanse \Data \Dick's Sporting Goods\Stair 104 (Stairwell 212).adv Y Z> i X / 1 01 p/ `� ' 0 19 [K!pfft]I ' ,- I ll y � l , V y \ . "' ' 9=10 [.rCipifQ; Y .7 Jam' �. �' -- 1 ,,,';; �1'• LI - G. `' 0 ![Kip /ft] .. • 0 0`I.[Kip /ftj 0. - '.[Klp /ft] I l ),, 0.02 ip /ft] %.. -0 p.[K /ft j T ) I (Kd ' I � � a -010 [Kipf€r7 rrf i ,1„..,,,,;. Q j / ft] fi' 1 l 1 0 02' 0.::101 4 t ( � �'I 32 , i l i . I , „,, L Kip1ft] s u it ,.. .. \- 1 r,, 'I.i 12( ,, i I Dick's Sporting Goods I T -Plus Steel Fabricators Inc. I CALC- W0702TP -001 Rev. -1 Stair 104 (Stairwell 212) c2= dl +eqz i b Llti6� 6opg-a-6) Current Date: 9 /26/2007 2:08 PM .. Units- system: English File name: C:1Procram Files \RAM \RAM Advanse \Data \Dick's Sporting Goods \Stair 104 (Stairwell 212).adv Y Z� X • i / r -- "''' 0 / \ Off / O � \ Ok O O OK \ � - OK. �� / /O .,I _. % O �i 01( \p, /- O% 1 o 1 - I I 1 1 ' I Dick's Sporting Goods I T -Plus Steel Fabricators Inc. CALC- W0702TP -001 Rev. -1 I Stair 104 (Stairwell 212) c2 =d1=egz_i i � ! a LL-1, 6(4? 2000 1 Current Date: 9/26/2007 2 :09 PM I ' 1 7 1 : 4 : s st9m• Fn-lie File name: • C:\Program Files \RAM \RAM Advanse \Data \Dick's Sporting Goods \Stair 104 (Stairwell 212).adv 1 Y zl i X / r , ' - U iu pit} ' . I, � f , -0.19 LKipr't]l . /„.. rt 014 LKiP /fr] T - , � r '` '' 1 O 1 P /�ft] 0 1,aii+ ', 4.v' 'Tv �� ' 0,r14.1�CtDrft] 1 iI -' r -4" /;- L ;�, ti \ 2- e. + rl i .- k'� 1 I N, �:� , , y 1'A ..'+4. 0 /ft] - r 1 ;. 0.0 r KipJr] lk[Kip /ft] "° �I' 0.02r { a <ip /ft] ' 4F i.', . wl'`1 ri 0 r /ft] 1 ° ; , � O 2 1 K+ ' k' } '10 1 [Kip /ft] :, Q 1 KI _0.10 LKip/ ] f r r , it r � I I I 1 . _ : 0 0 [K • h st ' ' 1 , ,1 ici. , ", r ' 4 13 [Kiptf�] ,? l .7 r I. -- ':-.1:::::- _ "...'..r..,,,,,-- i �.`. 1,;'7• rX Dick's Sporting Goods T -Plus Steel Fabricators Inc. CALC- W0702TP -001 Rev. -1 ' , Stair 104 (Stairwell 212) ' c3= dl +e.gx 1 . �1 L. Je Current Date: 9/25/2007 2:08 PM Units systs-m: English File name: C: \Program Files \RAM \RAM Advanse \Data \Dick's Sporting Goods \Stair 104 (Stairwell 2121.adv Y . Z> I x 1 / / / / O 0�1 off/ o \L� j o 0 �O _ k. • \ \ -f- `.0, \ \ 1 vl o� o f . 1 I I I Dick's Sporting Goods I T -Plus Steel Fabricators Inc. I i CALC- W0702TP -001, Rev. -1 Stair 104 (Stairwell 212) c3= dI +eqx 0 e Luiginecrjng Group � v CALC- W0702TP -001 Rev- 1 Date: 9 -26 -07 Section 8.1.2 Analysis Stair # 114 i ' Current Date: 9/26/2007 4:07 PM Units system: English File name: C: \Program Files \RAM\RAM Advanse \Data \Dick's Sporting Goods \Stair 114 (Stairwell 221).adv Y /� Z x :. 4 e ,..E1-7 -. iii il :` ,:. . tv- 4; -- 1 p i y p ''' '--,_.,-,.; , .. 4 7 4:I' '.0. -._.: '''''. : f .,1 , ,,, g , - ;: ' ,... 4' ' '''":M-1: -'-'"47 - . 711.% !: :-.F 7 : ;;' :." 1": :; ;; ._ - .:1 . ''''` '4.-;-„,-,-.-,._ f �" +'Z d� �' y b S"y ,.., 14 A �F'y N 0 4 4 tk :it ' d f. . 5 l - lip r 1 I Dick's Sporting Goods T -Plus Steel Fabricators Inc. CALC- W0702TP -001 Rev. -1 Stair 114 (Stairwell 221)_! I _ K . . t ) e1 ti ' 6 O .- 0 `�_ , Current Date: 9/26/2007 3:59 Pf■A Units system: English File name: C:\Prograrn Files \RAM \RAM Advanse \Data \Dick's Sporting Goods\Stair 114 (Stairwell 221).adv Y Z> X x x Ix F � % j�r � a� \ \Z 0., ? � ' O % L y1� ti IX x \z/„.) x ',5?__. NIi 4x, \ cri ; �4�1' p tr> i Cam, 6 / .. �,,1 -n / r /� i � x l I I Dick's Sporting Goods ■ T -Plus Steel Fabricators Inc. CALC- W0702TP -001 Rev. -1 Stair 114 (Stairwell 221) • 6 2,60f. Current Date: 9/26/2007 4:15 PM I Units system: English File name: C: \Program Files \RAM \RAM Advanse \Data \Dick's Sporting Goods \Stair 114 (Stairwell 221).adv Y Z X -0 29.[Kfp /ft] i 11 t ;✓ t0 Elrplrtil ' I [ [ / x : _Y I>-- 0.20 Ki � a: I yra I. 4 -0.20 [KiDI -0.10 [Kiy7ftJ 1 -II r I J 0 17 [KEPI � ^-( • 5 [KfP /ft] - � r Q 25 (Kip /ft] T a 20 Kf ftjr )1 • 1 [Ki ft � t] - u 0 19 �ft) V/33 [Ki j I i :`�1, r , t ikiplrt`.) I : 1 ' I,. Qa17 /ft7 :.� .4Q13[lCl ACl' I I I f r Ja i i �`v I r • f yct /ft] �,:✓ •';'' -0.20 [Kipp]; i[ 0.10' / ft] II r l ,:flay • I ✓ r • I I Dick's Sporting Goods T -Plus Steel Fabricators Inc. CALC- W0702TP -001 Rev. -1 Stair 114 (Stairwell 221) c 1 =d l +I I ..f i i --., • OcL) 2:e.)C — . ...__._. .... :__ .._, �s� ? - 4 ,, Current Date: 9/26/2007 4:15 PM Units system: English File name: C: \Pro•ram Files \RAM \RAM Advanse \Data \Dick's Sporting Goods \Stair 114 Stairwell 221).adv Y \\ Z X Ok i Pic \ O/ / % Y / / O Y // / of o\ \off \i„.....-- ��� o o \ \� .- \ =� \0 O �� � �K 0 ok \ \k v \o, / / \� i. / / of / \ % O / / i i / II / / i 1 1 Dick's Sporting Goods T -Plus Steel Fabricators Inc. , CALC- W0702TP -001 Rev. -1 , • Stair 114 (StainNell 221) j c1 =dl +Il 6 C.) P Current Date: 9/26/2007 4:18 PM 1 Units system: English File name: C: \Program Files \RAM \RAM Advanse \Data \Dick's Sporting Goods \Stair 114 (Stairwell 221).adv 1 Y /''-- Z X -1' ' 19.[Kip /ft] I :.fr' Y fy:: 1 1 I i „ '- z: — I ," -0.10 [ ] ? y -�;,,� 0.02 Kp /ft] (- 'i -0.10 [K$'ft] , l,i 0.02 r /ft] _ /)YI he., y� �. y '" mac 1..254tOp /ftI 1 'rte ! 0.16 [Kipfft ` ;0:3,9 [KipJft]. i" 0 [Kip /ft s K -o i3 [.K+p1r] , " 010 [Kip /ft] , I I - r ... 010 �u -t] l j-fsyv l I ' ( T d �' S1'I J`",�1;4�tfl [� S� i 1 x70 1 /ftL ' I' � i i x : ,,., I ° ft] o e t , a ' ,cy= -0 k 10 [K / /ft] X 14 rV 0.02, /ft] -- y , -0.10 [KAY /ft] �! ,,f" 0.02LIft /ft] = ..r . ;s _ t Dick's Sporting Goods I T -Plus Steel Fabricators Inc. CALC- W0702TP -001 ,Rev. -1 Stair 114 (Stairwell 221) c2= dl +eqx / ..1..) i.... 1 L C.A..- ' (30 / 26.X.1) — / :rent nave: 9/26/2 4.18 PM Units s English File name: C: \Program Files \RAM \RAM Advanse \Data \Dick's Sporting Goods \Stair 114 (Stairwell 221).adv , 1Y /\ Z x o( ---------„A„,_ O . \\ i ° o k ° ,------- % a� o c)\& � oK ��Ok o \ \� i � I� \o / _ --- i o� // / o/ / / / o 37/ o �, / I; /1 1' , _ / 1 . Dick's Sporting Goods T -Plus Steel Fabricators Inc. I CALC- W0702TP -001 Rev. -1 Stair 114 (Stairwell 221) c2 =dl +eqx ..........11. .. , . _......, ,.....:,.. ... k..... ! . '1 .:! :r..!. '....-:•:... '' ''.- -1 , . i . ! I Current Date: 9/26/2007 4:18 PM Units system: English l File name: C:\Program Files\RAM\RAM Advanse\Data \Dick's Sporting Goods\Stair 114 (Stairwell 221).adv Y /\ !Z X ..,. 1 1:9.,.[Kip/ft] ..7--- I I : : : ! I , I ; ,-,•1#' ''' - < • - • " 4 ' . 4 j . 4 'Ili I , . Iti-, ' -0.10 [Net] 0.04p/ft] ,.,4„.?......J- :i 6 ,. ,., -0.10 [Ki7ft] ,, ','..(F I. 0.0.2Iipp/ft] , ,,,, . I Ug'''' 'i•Zi'' 0.zs,,,ptop/ft] ,1,15-.- ..'•-• :0:19 [Kip/ft] - ----.2_:1fIs UK - 3 0, ''' I I I 5 ' i „IDiI:. 0.[Kp/ft...] 101140t * 4g ,-...4.1.4i;i!!!' ,i i... ..-hr ■ V,... ' 1 4: 1 :1;i , !.1 I , I ' . I 1 1 .'7Vsii;:!:-1-..[:•- • J A" ; , .. ; 44.0 .LKI stk!,ii-v.: 1 1 ,:.: ': ,,... 2 -.', ...' : ,' a .;ix! "14 :! 7 : I I '1; '11 I -4, ',,. , : ,, ' I %:! . ' 4 41ki:. - -- ---4 k-,1-2-• , !!:,t- - - . '7 - - ' , ' I :. .., !--•. _..5:4A-,.1 •:-': ' , i 1 11 p -- . 0 .:5_ . ,..li::;.:f . :.1‘,.' i -":4,4‘^,6..„41:-...-.1':i..:i.,-;;;;',..1,1,4., , IP.i 0 Z I r ' - '''' - " ,,,, : • - 0. 10 [1.<0ft] ":4f:' 0 . 02gp/ft] ,./ A: -0.10 [1. 0.02114p/ft] .,... ' ■ ' ,„.. . ,,. ::.4. ..2.1- ,,■„ »J 1 ■ .:TT,'-z .7 - .L1-t'4 ri , 1.■;' ' I , 1 ■ 1 I Dick's Sporting Goods T-Plus Steel Fabricators Inc. . CALC-W0702TP-001 Rev.-1 • Stair 114 (StainNell 221) c3=d1÷eqz • 63 ' ?___: . Current Date: 9/26/2007 4:19 PM 1 I Units system: Enclish 1 1 File name: C: \Program Files \RAM \RAM Advanse \Data \Dick's Sporting Goods \Stair 114 (Stairwell 221).adv i iY /\ Z X • ff. / o� Ok �� o A 0 / . 1 a 1 o j /� p � \' \ \ (,..*1.- o 2/ ------------ / 19-1 --- - oi j i . / 0/ o • Dick's Sporting Goods , T -Plus Steel Fabricators Inc. ! CALC- W0702TP -001 Rev. -1 Stair 114 (Stairwell 221) c3= dl +=qz o Zxx56 n Ls neer; S Group CALC- W0702TP -001 Rev- 1 Date: 9 -26 -07 Section 8.1.3 Analysis Stair # 117 1 .. s • .�, eI ;c. 6C) p , 2e_ - :6 -- Current Date: 9/26/2007 4:33 PM Units system: English File name: C: \Program Files \RAM \RAM Advanse \Data \Dick's Sporting Goods \Stair 117 (Stairwell 221) Rev 1.adv ,Y X `------ Z `t'l " "s n+w x. „'ty '� �� t f ,t X44 � 17 4 z i, �3 0 yam , .. »r ti • • S Dick's Sporting Goods , T -Plus Steel Fabricators Inc. CALC- W0702TP -001 Rev. -1 Stair 117 Stairwell 227 1 1 r j -.. 665-6, Current Date: 9/26/2007 4:33 PM I Units system: English File name: C: \Program Files \RAM \RAM Advanse \Data \Dick's Sporting Goods \Stair 117 (Stairwell 221) Rev 1.adv Y X Z C 1 290.7 \-p C12 N pc C ].c 0.7 A2 pl 1 I\ . \ , ✓ o \CI C i ,� 4 q � ";p \''.›. \,tom C 12X \, � \ cl . j - \.' f fL '� ,)3 5 - / % i X 1 C 0 C 12X2 z ti 1 \: ' . C640 \S \\ � ■ c � r -p C 1 \\ \Cz2X C 1 _ , G y � s r ` rii 9 ( pp n Ir) I N X -ice X I Dick's Sporting Goods T -Plus Steel Fabricators Inc. CALC- W0702TP -001 Rev. -1 Stair 117 Stairwell 2271 f , 3 e-- iHt p- i f 2 ijo i o , 2,4e).54 a c Current Date: 9/26/2007 4:32 PM Units system: English File name: C:\Program Files \RAM \RAM Advanse \Data \Dick's Sporting Goods \Stair 117 (Stairwell 221) Rev 1.adv 1 y Z L ' 0}0 j /ft] 4..,''', [Kip '7.1.1'1•!-.1[ r H I Ir ' cJ �3 jKip /ft] ,F t:11: [K /ft] 1 [Km 0 Kip /ftJ 't 0 �`g, .lfipy t l I • �'' a: "1'�� o 1 = ft] 'n 02.4 f � ' a, \4 l ''T , '� .- , , -11-42, i 11 , ship/ '{,i „' �f py it; + :i 1 1 i f \.... Y � -- or iI -0.20 [Kip /`t F ,-iii dr: w t - 0.101Krp -� I ; ^.14,2`0 [Kipffrj� l i..4∎Y l I i' { __ �I I . I , I' � ” ` - [Kip /p•�r Yz 1 . I : y � �R a�F* CK7 0,:.1,,,..[..I; ip il . t . 0 0 [lfip ftY O �i KiP /ft a r l ,; 0 �10IiPJ ft} ■ 0 1 Ki /f 0 1 ; :TK ip/ lt�� jp �, [ P, . ] t ? �r � I f ■ ]0 05' Kip'(ft] t. , -0.0 9 � rp � —1 1 t 1441 iR /fEJ. I J I, 1, "? k.i, I i', ( i 0 CI 1 r : L . r, • •I Dick's Sporting Goods 1 T -Plus Steel Fabricators Inc. ! CALC- W0702TP -001 Rev. -1 • Stair 117 (Stairwell 227) c1 =dl +Il I I 60P Zet:i - 4:3 - ...-- . • Current Date: 9/26/2007 4:32 PM Units system: Enclish File name: C: \Program Files \RAM \RP.M Advanse \Data \Dick's Sporting Goods \Stair 117 (Stairwell 221) Rev 1.adv , Y x '— z OK \ \ o OK \ \ O O \O \,�. �� Y 1 \_ 00 \� o , i , � OK i / VLY7 'b ; \ \ OK O kl 0 O \ \� Z � . p0 �� 10 Dick's Sporting Goods T -Plus Steel Fabricators Inc. CALC- W0702TP -001 Rev. -1 Stair 117 (StaiPNell 227) c1 =dl +ll • ,. f , T t � . L. 1 , 4 ,. 1 „3_,,,,3,-3,5.3„.„,„„3-,,„.:, a)paa,C- . I I 1 (366 � Current Date: 9/26/2007 4:32 PM Units system: English File name: C: \Program Files \RAM \RAM Advanse \Data \Dick's Sporting Goods \Stair 117 (Stairwell 221) Rev 1.adv Y X ,t_____ I Z 4 R atio= 0_j \ \ -P 'd . Ra to� 0 M \�o :6407 \�SI "' Ratt \ � rte-, i\ \0 � `s g� �o , p ti o= 0.36 R a aor✓8 \G O 1O O C `O� • R atio= 0.4 % , ' 63\` ' ` �,� � J69 // R ati o �j1i \ 7, 7 z 77 I �i O hi p�� i N % 00 .1/ / Rat c,R . 0304' 2 o_ \-P \ �o Rat 'r)'.. o637 \ Rat,. c, \S \\ \o \o 03\289 1 s o \ Ra�o, ` ;� I ∎` \ o \ 03 62 \�~ atio =Q� ?6582 \ , X29 • LA GO CS y 3 II 0 w W QG V Dick's Sporting Goods T -Plus Steel Fabricators Inc. , CALC- W0702TP -001 Rev. -1 Stair 117 (Stairniell 227) c1 =dl +Il : , ibb c' : X6 -6aJb 1 Current Date: 9/26/2007 4:32 PM I Units system: English 1 File name: C:\Program Files \RAM \RAM Advanse \Data \Dick's Sporting Goods \Stair 117 (Stairwell 221) Rev 1.adv Y X Z ,.. .'s_ {Kip re ' . ' 0 O j.r . I ' , '.4-02 [Kip /ft] j ' ' �YF2 rp ft I, rA . i 9.{Kiprft] =. v Y.'..,,1,:::.„._-;-_, ti , jKip]. I .„:,..___T,,, _ , , �I �i I IItxi 1 I, ,)J I ,- ,i' a -I iJ�I 1 t I t ■ 1 •J r te\ 1: 3.4021,-,- i r ! 1 _ 0:15 [Kip /ftl = ` . -0.10 [Kip /ftJ r,{ 1' ).'t'' � 10 0 E /ft] ,k w ? = Y o- - - - , 0L0 ,[ iAY J 1 X:\ + I ..' e-' - v ' j� (: s ♦ 1 iI, a �` d + l ' ` 1 Y � I- ' , ii � ' i _ 0.i5,[-KipL�}-.._ m.1`,, t , 7 0 1, • ■ i Dick's Sporting Goods 1 T -Plus Steel Fabricators Inc. ! CALC- W0702TP -001 Rev. -1 Stair 117 (Stairwell 227) I c2= dl -eqx 0 . . -- - _ _. _ fn, ra, 41:: f 5.71 .7,- ' 6 z...,,, ,.. ,.._., ,....i,...„,..- :: :;!,..„.::,:,,,,:::„,::::„..-...:9,, 66 5 2___ Current Date: 9/26/2007 4:31 PM Units system: English File name: C: \Pro•ram Files \RAM \RAM Advanse \Data \Dick's S•ortin• Goods\Stair 117 Stairwell 221 Rev 1.adv ; Y X `— Z OK o \ A . O , p .O� \''N OK , \, i O i / / . i 7- o� O / - GK G\`' �OK �v % / O K 0 1 4 7 ■ Dick's Sporting Goods T -Plus Steel Fabricators Inc. CALL- W0702TP -001 Rev. -1 , Stair 117 (Stairwell 227) c2= d1+eq_x . 1 T i f &op Ze',6 - Current Date: 9/26/2007 4:31 PM Units system: English File name: C: \Program Files \RAM \RAM Advanse \Data \Dick's Sporting Goods \Stair 117 (Stairwell 221) Rev 1.adv Y X Z Ratio =p 081033 • d �G14b0 co Ratio- g ?8 co!, • o �• 13701 I \i3 � •..- ' 02) 19) \ ' • \,,a \ • �°F \ c \`-'0 \ •, \ \ \0� \, �, \,.fp Ratio = -;,, •.�(6• d'4, 9 � . \ 'f r� -- �� 57046 t / RatiO� • i j 1 � 5 I 0 0 ∎ j c-'-'-'-' 1501,2 Ratio 1 ,353 do = - 68387 \ / Q ' S.- • d �`'. ti •05338 _ Rp.. / L �� o f 02 S.5 oP o o . ii 0 r a a V p Dick's Sporting Goods T -Plus Steel Fabricators Inc. , CALC- W0702TP -001 Rev. -1 Stair 117 (Stairwell 227) c2 =a1 +eqx • - r 1 ,_„ _ 1 Jeli,..1 i b, 0i 3O2av- 1 • , Current Date: 9/25/2007 4:30 PM Units system: English Fiie name: C: \Program Files\RAM\RAM Advanse \Data \Dick's Sporting Goods \Stair 117 (Stairwell 221) Rev 1.adv Y 'Z I , . 1. P/ ] tI { Ki P '010 Ki ft - rx_ 'S ILK "P /ftJ I; 'I '0 0 8 [xipM -- - & I ` f, 1, r u\' 11., a I ; t7 1S fK J� '� I I 0 R #1...:r r l � F . 19 K /ft] .„).-',..,_.- —‘ s'..t. -,-. 7:-.--. :::!,.4.0'kf-13 'NI ' ,1 � J I� s I "!-'''...-.:ii II rl - I I -0.10 [Kip /ft r r ;'' I, 0.02 Y i- ft) I ' 0 10 [KiPift ,� I I 0 02 jft] at I r 'y . r � ' ` I 1 ! I . " ft 3 {Kip /ft) 1 0 [ , r 4F'l Ll f 0.07 [ V..:0 [KiRz ; ' ` � 0 r ft l i ( , . { . i • c ,1, ' I ri r • Dick's Sporting Goods T -Plus Steel Fabricators Inc. 1 CALC- W0702TP -001 Rev. -1 Stair 117 (Stairwell 227) : ` c3= dl +eqz I d` N t op 2t 663 � i - I Current Date: 9/26/2007 4:30 PM Units system: English File name: C: \Program Files \RAM \RAM Advanse \Data \Dick's Sporting Goods \Stair 117 (Stairwell 221) Rev 1.adv , Y X Z OK \ \ OK Ok \ o I \'' \\ \ \0 � \ - \ \ \ \ \0 .o \ OK,t \ Y / , \ \ .\OtC i \ \- 7 i i 0 4-Z o 7 7: OK \ /� Off/ i OK \ \` \O \\ K i 0 1 Dick's Sporting Goods T -Plus Steel Fabricators Inc. , CALC- W0702TP -001 Rev. -1 Stair 117 (Stairwell 227) ' j c3= dl +eqz _ 'f t r , S!.7.1_ SI :;:2:....:;:e:-. 00 p 2 86 - L- . ,....." , • , „ ,...- :•,,,,„,,,:::., ocS� --z______ , • Current Date: 9/25/2007 4:31 PM Units system: English File name: C: \Program Files \RAM \RAM Advanse \Data \Dick's Sporting Goods \Stair 117 (Stairwell 221) Rev 1.adv IY X' ------ Ratio = 0 170056 n \P�R \o, N \ wo 9 90 N LA Rat 10 m:1841-DO X9; r o \ rs i:i • Ratio 0.1 32665] I -P \ a N '� 0 0 66,5- \ - a =a1 , c� \ 8 \y �do c`o \ Ratio- \e\ \ r � f \ ✓� � 1_, \ ., ' s\ 6 . \`lo 66557 Rat10 ",z77 / 0 .15265- y O�i1) / 5. o .' -- ;� c Ratio , �2ati = 102773 0 0� ` \ \ � ' 0 . 1 0g \ o \ o o T \ o \ r / � 9S \o / 3 28,53 ° . 814 Oej sat- Rat e,—\ f -c; crs ; v 0 Io ;r C ! I Dick's Sporting Goods i I T -Plus Steel Fabricators Inc. • CALC- W0702TP -001 Rev. -1 I Stair 117 (Stairwell 227) c3= dl +eqz bttfa3-- 6 Lngtncet.iig Gt ouE; i � = � J` �� J xy CALC- W0702TP -001 Rev- 1 Date: 9 -26 -07 Section 8.2 Stair Pan Ana!ysis • 60 iv Section 8.2: 12 Ga. Stair Pan Analysis 60 Inches Wide • 12 Ga. bent plate pan for concrete stairs: For all stairs 60" wide and smaller \\\\ • ST5O -5 h [D4 4] 34.34 !s ONcr43 7.907 �►] 4.322 Dwa-r] 2.591 A Rw 7 2.279 -1- • & Up C" Section 8.1: i 2 Ga: Stair ran Analysis - continued 'I } , ,, * �l \ i IUI itlhmnua IWIIIHnRII N/1!!!!!l111E!!fh!!!lll11lNHVl I@!f!h. n!!!l2l,Ill1fl7!!f!I!!flpni N Ns mot y may, err ST5G -5 MOMENT OF INERT1A11 I[D+GH"41 34.34 MOMENT OF INERTIA 12 P[etcw ] 7,907 MOMENT OF INERTIAIEFr [I cH"4] 8.5792 MAX. BORDER DIST, DP41.0 4.322 SAFETY FACTOR 18,1950 YIELD POINT . l[n] 33000 E— MODULUS [Ps) 29000000 MATERIAL S1EELSTFICT AL =IN MAX,DEFLECTION 31 [INCH] 1,619732 E -3 MAX.3ENDING MOMENTl.4B1 [L9F 19] 3301.4 • MAX.GEFLECTION 32 [INCH] 0,162165 E -3 MAX.3ENCINO MOMENT MR2 [LLF u+] 1435.4 k1AX.,STRESS RES. 1.[F s1 1813.5 MA; .DEFLECTION SRES [IwCU] 1.527E29 E -3 MAX.3ENDIN0 MOMENT WIRES [LeF IN] 3800.0 SCALE FOR DEFL LINE 383`- 11.4000 " :1 SCALE FCR BE CINQ MOW. LINE 1: 20'- 0.0000' 0 OP 6656 Adigine. -jng Gc oup CALC- W0702TP -001 Rev- 1. Date: 9 -26 -07 Section 8.3 Handrail Analysis • < 2 6C\5 • • Current Date: 9/6/2007 234 FM • Units system: Enolish File name: C:\Program Files\RAM\RAM Advanse1Da1a \Delta Files \Typical Handrail Analvsis.adv x Z - - _ - - - • • A 11 7.4 -•: ,-- • • • Dicks Sporting Goods Handrail Calculations cfmir inA 114 znri 117 • : ; f: ■-.--, 1: • ; , ..4 .. ' 0 C)i° i' ' .p. 1 rurrent Cate: 9/6/2007 2:3 PIS / Units system: English i I F rIe name: C:IProgram FilesIRAM1RAM Advarlse\Data\Delta Files\Typical Handrail Analysis.adv I 1 x Z axo ,�a- , PIPE ' ' x ? Z-71 0.� o ti 0. T ° , - ' , V I , .1,7' 71 Q1' '7- i u1 %/ -» 4*1 A, i40 e P '. >,c5 R E.. y v m n .F .. , r te tiQ% �v✓ Y% N tn , Z F.i ;1f1? F ? i x L i i - & -e1. Gt. T II ,,'1. j o Q1 Q ?�G ,,/ 1 I Dicks Sporting Goods j Handrail Calculations Can;■ 1l14 11A .....d 117 1 ■ . . ._ .... ._ . , ... , .. ,., _.. • (70317 , .• 1 . • , Current Date.: 9/6/2007 2:32 PM Units system: Enclish . 1 File name: C:\Progran Files\RAWRAIVi Advanse \Data \Delia Files\Tvpical 'Handrail Analysis.adv 1 Y x z • • -0.05 [ft ,c ii 1 ill 11- -0.2 [K101 . z i : ' z ,,,,_, 7; V ,7 z Z ./ / 7" ..- ,./ [Kip ' ; z x! ,--:-- -. ..- Zz/ -,,....., Dicks Sporting Goods 1 i Handrail Calculations ! 1A 1 1 A nne-I 117 : ' , p i - . ! .1. k i_71:1, ,,... .,.. 11 1 .. .„.. ,..,.:,........„:.,......„......,. . . � 1 �5�2 :::- . I c,,rrent: Date: 9/6/2007 2:33 Phi I Units system: English File name: C: \Progr m Files'R,kJ\RAIM( Advafise\Data \Delta Files\I vpical Handrail Anailysis.adv X --------- Z I / \ Oz O O L , I OY.• ,- - , • 7 - - O ' I , Dicks Sporting Goods Handrail Calculations c,,:. 1,1A 11A nn.1 117 . . 6 c) . i o C am -'6 Group 4 CALC- W0702TP. -001 Rev- 1 Date: 9 -26 -07 Section 9.0 Drawings MIL- _ Site Address: �/ L2 V 'I . ,, ' ,_�., III I Building Division Transmittal Letter TIGARD I DATE RECEIVED: TO: C k.1) garittf+- DEPT: BUILDING DIVISION FROM: S D nc.ot-c e n COMPANY: PHONE #.: 5 — 6 00°1 By: — RE: 67c c5 P 0 'i re) Goo! Case number, site address, etc.) ■ (Project name or subdivision n. , �: nd lot n .er) / � jf � p ,-0 b 0 / _ 0 ° ATTACHED THO' 0 LLOWI ■ - ITEMS/ Y " Copies: 1 Descrip 'on: 1 ° opies: _ Description: Additional s of plans Revisions: Cross section(s) an.. etails. Wall bracing and /or lateral analysis. Floor /roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. y, Other (explain): A I4-trru% acre_ aftuh 0.4.vr Sc, 6....7 r ot 1 REMARKS: FOR OFFICE USE ONLY Routed to Permit Technician Date: Initials: Fees Due: ❑ Yes No Fee Description: Amount Due: $ $ $ $ Special Instructions: Reprint Permit (per PE): ❑ Yes Er No ❑ Done Applicant Notified: Date: Initials: I:Building \ Forms \Ltr- Transmittal.doc 02/20/07 • Page 1 of 1 ) ‹— CA Scotty Walker From: Larry Griffith [I.griffith ©mjmarch.com] Sent: Thursday, June 28, 2007 11:33 AM To: Scotty Walker, Shawn Carey Cc: Lisa Terlson; Mike Knapp Subject: DSG - Tigard - Altemate deck attachment Attachments: 070625.03 Dicks Sporting Goods.tif Altemate deck attachment system as designed by Hilti (see attached file) is acceptable. Note change in spacing of Deltagrip Side Seam attachment from 18" to 4 ". mjm architects www.mjmarch.com Larry Griffith 1 structural engineer 105 broadway 1 nashville, to 37201 1 p. 615.244.8170 1 f. 615 - 244 -8141 FVP2C0 Oz__ City of Tigard A, ro ed Plans B, ':•. Date 7 kD C7 q4S2u l OFFICE COPY 6/29/2007 • • • "'",": "71, e• _;) P w"x) 6 ° Page 1 of 1 Scotty Walker From: Ed Sonnebom [ed3©wciei.com] Sent: Friday, June 29, 2007 9:26 AM To: Scotty Walker Cc: Lisa Terlson; Shawn Carey; Jesse Fields Subject: RE: deck attachment substitution Scotty, You need to have engineer of record approve this based on the product that is on job. Roof deck is ASC steel deck and deck literature was provided at time of approvals. We cannot dictate FOR design. Sincerely, Ed Sonneborn III Exec. Vice President West Coast Iron and Erection Inc. 1821 West 5th Avenue, Suite 206 Spokane, WA 99201 (888) 532 -8005 Ext # 2 (509) 757 -0447 Efax (509) 710 -0553 CeII Email: ed3 @wciei.com Website: www.wciei.com "We Care" From: Scotty Walker [ mailto :scotty.walker @Deacon.com] Sent: Friday, June 29, 2007 8:28 AM To: Jesse Fields; Ed Sonnebom . Cc: Lisa Terlson; Shawn Carey Subject: deck attachement substitution Gentlemen, We are planning on using an altemate attachment method for deck. We plan to use HILTI X -EDN 19/X -EDNK 22 in lieu of 5/8° diameter puddle welds. I attached product data and shear capacities for the system, and I need to know if you or the manufacturer needs to approve the substitution. Thanks, Scotty Walker Project Engineer S.D. Deacon Corp. of Oregon T: 503.297.8791 C: 503.320.8095 www.deacon.corn 6/29/2007 d uP " 06. -0a Z _ . 25 06 -200T 05:02pm From-Hilti Tech Eng +818 -252 -6848 T -520 P -001 F -633 1` %; ',`ar : .;,V7... I June 25, 2007 Page 1 of 16 Contact: Josh Hemmert Phone: (503)824-5303 Company: Columbia Bridge & Iron Email: Joshua@cblpnw.com Project Dicks Sporting Goods Submittal requesting the use of Hilti mechanical deck fasteners as an alternative to 5/8" diameter puddle welds for attachment of diaphragm roof and floor deck to supporting steel members. The specified decking attachment 5/8" diameter puddle welds shall be replaced by the Hilti mechanical deck fastener X -EON 19 where the steel base material thickness is 3/16" < t < 3/8" or X-EDNK 22 where the steel base material thickness is 1/8" < t,. < 114 ". The actual base material thickness should be verified an -site prior to purchasing or installing the fasteners. The fasteners shall be installed at the fastening pattern depicted in the attached diaphragm shear table(s). References: 1. Tables 7 -1.7 -3 — Allowable Diaphragm Shear, ICC-ES Evaluation Report 1414 2. Applicable Deck Diaphragm Table Calculations 3. General Notes, ICC-ES Evaluation Report ESR -1414 - Page 6 4. System Notes, ICC-ES Evaluation Report ESR -1414 - Page 16 5. Cover Page, ICC-ES Evaluation Report No. 2197 6. Table 22- Allowable Values to Resist Uplift Forces, ICC-ES Evaluation Report No. 2197 7. Footnotes, ICC-ES Evaluation Report No. 2197 8_ Hilti Decking Manual 2001, Tables 5.1.1 and 5.12 9. Deck Isometric Diagrams ROOF DECK DIAPJ-IRAGM- Given Connection Design: 518" Diameter Puddle Weki Zone Deck pee Ga Deck Deck uge Span Type Type and F Diaphragm Shear Fastener Pattern Pattern aP y (p Low 1.5 B 16 S' — 6" 5/8" Puddle 36/7 18" 2476 High 1 S B 22 5' — 6" 518" Puddle 36/4 bee 744 Weld 18" On Center Notes: . t Design diaphragm shear capacity based on ICC-ES Evatua6on Report No.1414, Table 7.1. Proposed Connection Design: Hilti X 191X - EDNK 22 Zone Deck Deck Deck Fastener Fastener Pattern Swap Fastener Design Diaphragm Shear Type Gauge Span Type Typc and Pattern Capacity WO' Low 1.5 B 16 5' — 6" X - EDN 191 36/7 De 2482 X - EDNK 22 4" On Center X-EDN 191 High 1.5 B 22 5' — 6" X - EDNK 22 36/4 4 " On 754 Notes: Design diaphragm shear capacity based on ICC-ES Evaluation Report No.1414. Table 7-3. 070625.03 25 -06 -2001 05:02am Fron-Hilti Tech Eng 600 -166� 6 0s-bz_ +918- 252 -6849 T -520 P.002 F -633 CONCRETE FILLED DIAPHRAGM: Given Connection Design: 5/8" Diameter Puddle Weld Concrete Type: Normal Weight Design Compressive Strength, f' 3000 psi Concrete Thickness: 4" above top of deck flute Zone Deck Deck Deck Fastener ten Fastener Desi p�h Type Gaa�e Span [ype Pat tern Fas er Sidelap Type and Patte Sbea Cm Floor 1.0 5/8" Puddle # 10 Screw (ply 26 5' — 0" 3314 Weld 8" On Center --.-- Proposed Connection Design: Hilti X-EDN 19/X -EDNK 22 Concrete Type: Normal Weight Design Compressive Strength, f',: 3000 psi Concrete Thickness; 4" above top of deck flute Zone T Deek Deck Deck Fastener Fasten Si ddap Fastieaer Design Diaphragm > Type Patt Type and Patte Shear Capacity {pU) t 19/ Floor 1.0 26 5' — 0" X X 33/4 #10 Scre 2659 Notes: $" On Center diaphragm shear capacity based on 5131 Design Manual, 2n Edition calculation methods with safety factor for con of 3.25. nate f;4ed diaphragms When shear studs are present in the design, the contribution of the deck fastener to diaphragm strength is oonsldered negligible. Shear stud fastener design and spacing at the submittal. Use of shear studs to transmit diaphragm shear shy be checked separately_ a � p of this The project structural engineer must approve this submittal. If you have any technical questions or concerns, please do not hesitate to contact the undersigned directly. Submitted by: Elizabeth A. Payne 1 -877- 749-6337 Checked by Y' metal 070625.03 6 0p 10 ‘ - 60 ZZ.____ • 25 =06 -2007 05:03pm Fr09 -Hilti Tech Eng +818 -252 -6648 T -520 P.003 F -633 Page 20 of 100 ESR -1414 TABLE 7- 1- ALLawAsLE DIAPHRAGM SHEARS (qJ (In plf), FACTORED DIAPHRAGM SHEARS (qJ (In pIf), AND FLEXIBILITY FACTOR (F) (Continued) 16 GAGE DG8-36 AND DG8F-36 INTERLOCK DECK KITH ARC WITTSEAN WELDS AND 0ELTAGt65 O' SIDS SEA!! ATTACHMENT Support Seam Deck�m Spam Rates) Fasteners :..:i�' 6N Spm1 4 5 6 7 8 9 • 11 2 4 Fun 4369 E110111113 EMI 4251 6311 1182 6344 3304M1120771M12112. 3517 1859 2955 F 3.1 -0.2R 11-0.1R 32 -0.1R -0.11 3.2-0.1R 3.211R -0.1R 3.2.0.1R 6 AA 3923 5885 3827 MI MI 5637 .11! �� 1 3304 5254 IMIIME11171111 1859 2955 F 3.5-0.311 36-0311 3.6.0211 33-02R 3.7-0.211 142 7-031 IIPM111 3.-0.111 sm 8 A A� t5' '• 3528 ( 1 3345 6018 3344 6 ma alb 3211 Q, r"1 M F I ._ 39.0.8R 4.0.48 4-0.311 14311 -� 143 12 pm 3090. mini 2781 MI F " : I 2609 m 2549 E1 F.^7m 2212 UM 2033 F 4.447R 4.6.0.711 4.7-011R 41.0.68 4.94611 5.131 5.1-0.511 I I2.` 1244R 3631 18 AA 41=1 .2649 : .�c:�c FM , , 3326 /M F`?I2025 3038 2024 3036 2023 3035 1959. 2817 F : 1 - •,• 5.6.111 E.Z� 5.61811 W �'.T_:. fi-0.t _ .-! 7: 24 �� 2357 3536 2031 1..' 2028 3042 1808 2712 1831 2747 1650 2475 1689 2533 1539 2308 5S12R 6.2-1.OR 6.1-118 .3.1 • 66 -12R 7.1 -13R 69.1.1R 73 -1.111 36 A A r 3656 2034 3181 1732 F^ IEEEI E It s it [m 1401 mini 1937 cam F 6.4.1.411 6.3.1.711 7.1-2R 7.61911 82-L1R IMMIII1 : 1BR 89-1.711 . • AA 7. 2099 3058 11 11 1732 FI[,�•-. 220 0 ® 2 Iln MI 1380 204 1819 1092 1638 992 QM F 5.4-2.1R 6.3•1.7R 7.1-28 7. 882511 8.2 -2.1R 561+2.511 10.1.228 60 +. 2039 3058 1663 12494 1732 2597 1468 2 121011908 1177 11615 •18�' 11639 �2) 1488 Milli , .. . -- 3353 , •: P1� 3313 4970 3300 EMETIC) 3287 . . 424 •y . , 1 ® 1959 0 F 3.1-0.111 324111 3.241' 32-0.111 0 . y } .3..0.111 6 3127 4691 8179 4618 3044 4565 3117 4525 255 4453 2212 3417 1853 2955 3.60.31 331. 3$.0.111 3.8.018 t -° e 2928 F"717' F 420 3 cm Ela 4w6M7 4017 2262 FrinlEMI 7455 NXII 33542 11 4 - 1 - 0 . 311 �'s'1rIy. kI>T:'i 4.342R 12 A _ C?!F iriri �,;� 3763 2424 3637 R'.•T'lF%'7Fm 2161 9900 M Fn 2201 3306 1849 2955 F 4.8-0.7R 4.7-0 ; • 44,91.11R $•0.611 5.1-031 5.14).511 52451 62441 .. _• 411 3615 18 4. 4 Z411 3017 2321 3482 2054 1 3046 203813058 2g.(3030 185612783 1888• 2787 1880 2790 1741. 2611 Gig 5.14911 521 5$111 5.8-0.911 1 R 5.2-0.111 62 -0.711 • •.7R 2747 3221 2098 3147 1842 2763 1848 2771 7667 2500 1882 2337 1554 2331 1594: 2379 1476 2214 5. -1.411 5.8128 • 1.413 6.4 -134 • : 1.111 7.4 -1211 •1 ; 1 • AAA 3221 1834 MIt>"7MI: IM 1 454 EOM 1074 1 �I1Q! 17W 5.8-1.411 6.7.1.7R 7.62.1R 7.3-148 8.1 811-2.12 83.1.611 8.9.1.88 9.4.1.711 4, 1 4 1822 12733 1834.22751 159012385 1348 12187 1209 11 1814 1300 11958 116411745 1047 11571 951 l 1426 F 7- R .. • .711 7&2.1R - 1. 88 -2.1R t5-22R ,1 -2.511 10$2.211 j • 0, 4 16'.2 2733 1526 2290 1590 2385 1388 E0 7 1210 1814 1082' 1993 945 1417 1047 1577 •941 1426 L 63 7.7 7 4,111 ail 411 q. 7R IP 71 7 R 111, - 7 Sp 1l1 _ A_7 ?q 4 4: a 275314129 2742 4113 273414111/ 2728 4092 272314085 272 140D 257'7 4075 7212 13517 I ,?x91 2 lail F 12-0.11 12411R 324: • 1R 324111 ■ ' ..1. 1 ...t1R I 6 1602 0904 2677 3866 MS 3838 2633 3800 2685 3787 MI7 7'12 '�, .: 3.00211 3.7 -0211 3.7-0211 .111 38-0.1R IM MO 3.60.111 38.0.11 IrilIMMIZEIIMIIM3MI nos r r... 3535 2317 rar11 2212 rinfTIEM F 444R 4-0 :. a _ 4.341211 12. tc •O .3...0 Eirl 3219 -t � 1I �1 11�7 111 3 •'• n93 Fes, /(� ■., �i F711111711 1♦ 14 -0211 MI MEM F 4.7 4.90.68 54511 6.1.058 5241.5R R 3 43.0.411 5.3-0.411 �TI*7 c. 3614 1e % 1 4 203a 1305 7 12983 1786 12679 1782 12� 1779 1 12668 3645 12450 165712466 1667) 2500 ;15x;8- 23A2 F 54481 6.1 -111 6.3 - 1611 6.71. 21 AA 1801 27 F 1632 2418 148 0 Fr1I 1422 2133 1"°_ .m1 F � 1� _ f.7 -1.1R T 1I 7 7.7 -1.111 7b111 750.81 1801 2 16 2313 1348 2023 1415 2122 1273 1909 1226 1839 1113 7669 1010 1516 . .111 7.7.1.6x2 :: : 7-1 0.4.1.79 9.9 -1511 , ' °'? .. 173 159 23 23 2023 ]� 1�6 3538 101 1524 914 1370 •818 1242 I r 7.8.2.631 7 -1.8A a.1-2.7R © 1._ __, • 151 . • 1 1.2 4_ 1 . AA� 2236 1252 mpi ri �iri ICt17 it''ri� 2.7 1�iirrll I ■rti F 7.8 -2.5R 92-31R 83.2311 93-148 10.3.2,811 11.3-3.1R 1233.48 11 -2.49 714.1.611 gp 0 r Z.) do- 0 6Oz_ ' 25 -06 -2007 05:03pm From-Hilti Tech Eng +918 - 2524149 T -520 P.004/016 F -633 Page 17 Of 100 ESR -1414 TABLE 7- 1- ALLOWABLE DIAPHRAGM SHEARS (L) Cn PH). FACTORED DIAPHRAGM SHEARS (ci (in p11), AND FLEXIBILITY FACTOR (F) 22 GAGE DG .36 AM 0G8F-36 ITMERLOCK DECK 011111 ARC SPOTlSEO was AO DELTAGRI= mu SEMI ATTACHMENT Debate Gas System Cotes) Suppmt Seam Deck Fasteners Spacing fa) Span Qt) 4 5 6 7 8 9 10 11 12 4 A 1835 2753 EMI E �, 1100 E1 1 0 EII 704 En n' 9 484 Q F 13 -0.9R .::- 7.8-0.3R EM. 8-0. - 8.1-0.7R 8.2418R Errill 8.3.0 6 AAA :�� 1491 2236 1422 s [ 117 :� t 1100 IEIJ 1381 F, iii It 1F F7© F MM. • 1AR 8.91AR 92-138 9.6.12R 97 -128 98 -1.1R 9.9-IR 8 Tin 1432 m EMI 01 1864 ®, 1100 1787 mom 1 704 HO 582 425 469 m 8.8.1.88 92 -111R 9.8.1.9R 10.1.88 1 • 11R 10.S-1.7R 11 -11R MilM11 113 -1.4R 12 AA 1255 ED ETF] ] 1040 Ell EMMII 851 ® ] 704 ( F 9.8-2.4R 10.4.2.68 11.1-2.79 117 -2.8R 1212.78 1=1 1 .7R 133 -2.79 13.4 -Z2R 39!7 128 variorum 1046 E °}� 863 1z94 . 1209 763 1145 I I.i 582- I I O© F 101 -2.99 11.3.1R 123 -3.7R 12.9d6R 13.4359 14.5-49 14.8 -39R 1117Fril _ R 24 AAEgn 1911 p ELorir - iEiI 279 1091 us 939 608 MI 809 Y• 00® F 10.8- • 11.7.31 112-4.39 MEN 15438 15.4 -4.59 165.4.99 175.4.19 AA :1154 1581 833 EEC 680 1021 649 958 937 d 730 E in 0 849 390 585 36 F 10.8 -3.49 12.5-43R '11 16.1 -5Sit 17.542R 17]-0.7R 1946.3R 19.7-52R E Ca iwAEA E] 680 1021 lEi7! i tmti r 770 •430. 3g3 IiE F 11.6428 175439 14.14.2R 15.8 -5.49 17.44519 17.8-629 19478 20.5-7.4R 21.1481 AA 925 1388 0 1016 690 1(91 Ell Ira 489 I 1 426 639 © 562 383 m 516 orig m simm 14.1 712 =EMU 1111137711111.77M11 1 73R 21 .1.69 4 r rurmi 2266 1470 2206 �Qarrri � '' E IEJEE 004 Effi] 582 E: 49 F 7.-039 78.0.8R 7.9-0$12 9.1.038 ' ! 83468 T 3 8441.89 AE l 6 A 2027 cm 1934 MI En 1204 Ell 11 Elil Frmingranuni 925 4 89 1711 X11 85.1.48 9.94.48 92 -1 a.5 -7.3R Irma 98 -1.1R 10-1.1R 10.1 -19 10.1-0.9R 8 A AEf Ern E Ef , MEM 1088 1633 1032 I 1 EM EL:7 ETl E1E1 512 • 9iS 489' F 9.2 -198 4b18R 109-17R 11 -1.68 11.4 -1.6R 11.6-1.3R u A vaira Er it x1 1520 Irma 899 1339 052 1278 E 1229 E'JEi1r] 425 !Q F 103 -299 KOMI 12&288 133 -279 IrrTM111FINME 14.1• R runiEnrarmrirmen 12x6 riming s097 643 1 623 934 182 E1 3615 18 F 11 -3 IIEI1 -M 133.3.48 119.388 14.3358 ErME111=1wITE11117M1 24 MAIMED 569 1303 &7 1093 )0 1037 694 p .580 ISO 0> wrai i _ irn F 118 -3.88 12.73.98 14.4 -4.79 1112=11 16.3.59 1864159 179.028 19.1429 E 36 A A En Err1 782 EIir1 638 957 Cfll 0 525 E1 460 O VI 1711 410 GM F:71 933 F 11 &389 M1 1 7-5.89 165.4R 17.7.68 19.4 -6.89 19341R 20847R 21.7 - .7R itirunra 792 m 0 535 . ana 467 DEIEI 40s 606 360 540 323.0 F 123 -49R I � E SL 17 5.6.68 1 • A-7. 4R 19A-6.89 21-739 22.7-89 Irma r7AI11?7EFIa70 6 3 8 p 535 902 '45E 686 FM DOFM 360. 540 .323 p 4 inn ino 1004 1E3 1870 PM FM 1216 E1'31188 1<E 1 E 869 rz Elite EM 704 1119 682 925 F 7.9.0.811 60. 6.1.0.79 1E � . - i ce E 3♦ '� 8.&049 6 n1A 7143 ESit lug am _ _ 75 mix Er7 1039 1093 In Mira 9171.• 'r-1 )fir7 F 8.9.148 93-138 .11.29 111=111 10.1.1R 10.1 -19 102 -1R 103413R 10.4 -0.8R 8 A A -� EF1l 1021 1532 EMI 7 EU E11 '909 Elm 1 864 E 704 882 925 489 BEI F • .7R 199.1: 1 1.631 11.4.169 IMIEN 11$1.59 Mani 12 -129 AA 927 E1J1E 1 1292 813 Ei+G7 all EMI Ell EMI Ell 171 Ell s82. 98 409 p 12 F U11 12.2.89 12.8-2.8R 132.2811 136278 14.1 -2.68 IlleM1111111WITM 18 rim 853 1280 in tim- 7i 1038 .660 X11 'fi35 953 101 [ l f O tai_ F 12 -3.4R 123 -3.4R 14.6.43R 16.1 -].9t 19.4.3 _ :.� 7R � � E A 24 A A . E f © E Z 1 1 3 6 0 1 901 581 [ E m E 7 4 2 5 6 5 419 113 • 399 193 F 131.439 14 -4.2R �; 3r�__�ti11 11 1] • R A A 11'11 El i 628 EM 510 FM 803 PI 430 IFMEMI MI S © 340 • 510 mm 0! 16.5.5.48 177458 1111MEMFMTIM 23.1 -7.1R 24.2.6. as PIA 570 1004 628 El 610 E m F 1♦ 17111E2 491 :11 m 1 11 !' F ET= 17.76.59 19.9 -749 2214638 21 &7.49 73.688 a Li 60 A A 670 1004 mom 570 .- CS 638 362 542 EZI 461 BM 400 200 435 259 88 F 141 -5.7R 17.4 -7.1R 17.7.8.59 19.9 -7.4R zit R 2.6-7.49 • ' 25 -06 -2007 05:03pm Fro -Hilti Tech Eng +818- 252 -68 T -520 P.005/018 F -633 Page 28 of 100 ESR -1414 TABLE 7- 3-- ALLOWABLE DIAPHRAGM SHEARS (qJ (in pit), FACTORED DIAPHRAGM SHEARS (419 (in p1f), AND FLEXJBILITY FACTOR (F) (Continued) 16 GAGE 0013.36 AND DG8F38 INTERLOCK DECK 1 M I9L11 PINS AND DELTAGR97"' SIDE SEAN ATTACHMENT (See De?46ipO System Notes) Support Seem Span 89 - - FasRrters ,. 4 5 6 7 8 9 10 11 12 4 4 6 3138 • 4707 2127 469. 3105 3119 4678 3113 4670, 3108 4663 310 4657 2577= 4256 2212 3517 1899 2955 F 3028 3.1 -0.2R 3.1 -0.1R 3.14.1R 12 -0-1R 32 -0.1R 32-0.3 R 32 -0.1 R 3.2 -0.111 8 4. 1 4 / 2825 1 4238 •2 23 1 4235, 2750 1 4124 • 2760 1 4140 2706 1 2720 4079 2677 a 4016 2212 1 3517 1859 1 2955 F 3.7 -05R 3.74.4R 3.9-0.4R 3.9.0.411 4 -0.4R 4-0.311 1 4.1-03R 424.311 12 0.• 1 4 2562.13843 2485 1 3728 2429 1 3643 2381.1 3578 2351 '1 3526 1323 1 3485 2309 3450 ! 2212 1 3422 •1859 1 2955 F 4.1-03R 4.3-0.7R 4S-0.7R 4.647R 4.7 4.8-0.5R 4.90.68 0 4.9.0 3619 18 q' 1 4 2762:13543 •2310 1 3464 2083 1 3125 2080 1 3121 207818 1928 1 2891 1942 1 2913 1953 1 2.930 18 2763 F 4.441.9R 4.5.0.9f 5.1.1.1R 52 -1R 5.3-09R 5.7 -1R 5.7-0.9R 5.7 -0.9R 6-0.8R 24 0=1 13 - - 2087 - ( 3 1 854 1 2161 1886.1 2829 1716 1 2574 ,25_741159_1 263 1627 ( 2440 1672 2508 1 565 1 2347 F 4.9.12R 5-138 59.1.411 5.6- E1 -1.4R 6.1 -12R 65-13R 6.5-12R 6.8 -1.1R q. 1 4 2083 13140 1807.12711 , 1579 12368 1E5812487 1495 12242 1358 12031 1443 12151 1334 12000 122011830 36 F 4.9 -12R 5.6 -1SR 62-138 52-1.611 6.8-1.811 7.3-211 7.1 -1.71 7.6.1.911 8-1.611 so 6, [CC 1735 12603 1461 1 2192 1579 123613 1395 12093 1230 11846 1081 1622 • 962 '1 1442 1103.1 1654 ` 1001 1 1502 ........._ F 5j2R 6. 7R 12-1.8R 6.9-2,1R 75- R 83.2.78 9-2M, 85- 4R 8.8.7.1R A 1 4 2487/ 3730 2483 3 7 2 6 0 4 8 6 1 3720 ' 2478 13717 2476 3714 2475- 1 3713 2474 3711 '2212 1 3517 1859 1 255 i � 4 f , 3.1 -0.111 32-0-1R 3241R 32 -0.1R 32 -01R 3.2-0.1R 32-0.1R 32-0.11 32 -0.1R 8 41 6 228_0 3421 2290 1 3436 2248 1 3372 2261 1 3391 2230 1 3344 2243 1 3364 2218 1 3327 MI 3345 1869 1 2955 F 3.9-0.4R 3,9438 4.1-0.38 4.1-03R 42-0311 4.1433R 42-0211 4.3.02R 12 4 1 4 2 0 7 7 1 3116 2040 1 3099 2012 1 3018 _1982 2987 1975.1 z2961 1953:1 2944 -1952 12928 1943 2915 1858 1 2903 F 4.5-0 -711 47-0.7R 4.80.611 4.9-0.6R 5-0511 53-0.511 5.1-0511 52-0.511 .0411 36/7 18 , 9.1 4 1907 12960 1895 1 2843 1726 1 2589 1745 1 2617 1758.12637 1644 2466 , 1667 2500 1685 1 2528 1589 12399 F 4.80.911 5.1-0.9R 5.7-1R 5.743.98 5.7 -0911 62-09R 63-0.811 6.1-0.7R 6.4-018 z4 - 4 14 1658 12487 1700 1 2549 1519 1 2279 1575 1 2362 1442 1 2163 1497 12246 1392 1 2088 1444 1 2166 '1358.1 2037 F 5.6-1-4R 5.6-1.2R 6.4 -1.411 6.3-1211 6.9 -].3R 6.7.1 72-13R 7.1 -1.1R 7A-1R 4. 1 4 1658 12487 1436 12154 1257 11885 1366 1 2049 1236 1 1854 1126 1 1689 1223 11835 1134 1 1701 - 1056 1584 F .1AR 65 -1.711 7.4.1R 7.1 -1.6R 79.1911 88.2 -111 847 8.61.8R 311 -1.7R 60 9. 14 12981 1946 108811632 1257188'5 111211669 995 11493 899 11348 805 1 1208 451 11427 880 1:.. •.1 L 1 :_ :: _ '. a 0. 4 1812 7718 1811 2716 1810 2714 1809 2713 1808 2713 1808 2712 '1808 2711 .1807 2711 1801 2710 F 32-01 32.0.1R 12.0.1R 32-0.1R 32 -0.1R 324.1R 32-0.1R 3.3-0.1R 3.3-0.1R 8 0.10. 1725 12587 1730 1 2 5 9 5 1m 1 2567 1718 1 2576 1704 1 2556 1710 12565 1608 12548 1704 12557 1695 1 2543 F 4-0.411 4-0.3R 4.1 -0.311 4.1-038 42 -0.311 42 -0.2R 4.3-02R 4302R 43-02R 12 , 4 1 4 1628 12442 •1610 1 2415 1597 1 2195 .1587 1 2380 1579 1 2368 1573 J 2359 1567 1 2351 1553 1 2345 1559 1 2339 F 4.6-0.7R 49-0.611 4.9.0611 545R 5.1-05R 52 -0.511 5249.411 5.3-0.411 53.8.4R 36/5 18 4.1 6 1537 1 2305 1532 12299 1436 12154 1448 12173 1457 1 2186 1389 1 2083 ' 1404 2106 '1416 1 2123 1363 1 2044 �F 5241.68 53-0.811 59-1R 5.94.911 59-09R 6.4-0.8R 634.7R 6.24.7R 65-0.711 24 4 ' 1 4 - 1388.1 2081 1417 1 2125 130'3 1965 1342 1 2013 1254 1 1881 1293 1 1940 1122.11833 1266 1 1889 1189 1 1798 F 5.9 -1.4R 5.9 -12R 6.7.1.4R 6.5-1.1R 72 -1.311 7 -1.1R 75-12R 7.3-1R 7.7• R •4 1 q, '1 1388 [2081 72421864 1115 1 1672 11981 1798 1104 1 163a 1020 1 1530 1098 -1 1647 1030 1 1545 1168 1 5.91AR 661AR 73Z1R 7.5-1.611 82.1.8R 9-2R 8.4-1AR 9.1 -1.811 9.6 -1.6R -q, i q, .1135 1 1703 977 1 1465 1115 1 1672 "1005 1 1507 911 1 1367 831. 1 1247 ' 763 •1 3145 = 880 1 1320 822 1 1232 60 R ;.- i; - .: 11__ . ?: 11 _R 4 •4. 4 1 2193 1460 2190 1459 2189 1459 2189 1459 2188 .1439 2188 1458 2188 • 1458 2187, 1456 2187 F 32-0.1R 32-0.1R 32 -0.1R 3.2-0.1R 3.2-0.1R 33-0.111 33-0.1R 3340R 334011 8 0, 1 4 1409 12114 1413 1 2120 1403 1 2104 1407 1 2111 _ 1799 1 2089 1403 1 2105 - 1397 12.696 1401 1 2101 1398 1 2094 F 4,143R 4-0.3R 42-0311 42-0211 r 4.3.0.28 4242R 43-02R 43 -0211 4.4-02R 12 4. I q, 1341 ( 2020 1338 1 2006 1331 1 1997 1336 1 1989 1322 1 1993 1319 1 1979 '1317' 1 1975 1315 1 1972 1313 1 1969 F 4.84.68 5-0.6R 5-1-0,511 52-0.5R 52 -0-411 5.3-0.411 5.3-0.4R 5-4-9.39 5.4-0311 36/4 18 0 ;1 0. 1284 11815 12es 11928 1220 1 1830 1232 1 1848 1241 1 1861 ' 1194 11791 1207 1 1810 1216 1 1824 1180 1 1770 F 5611.9R 55-0.811 . 1 , 1-0 6.1 -0711 5.641911 65478 6.4-0.6R ..6 -0.611 24 - as 4 1171 1756 1202 1802 1120 1680 1155 1732 1091 1636 1724 1686 1072 1608 '1112 1654 1058 1588 F 6.4-1AR 62.1.11 71 -13R 6.8 -1.1R 7S1211 7.3-1R 7.8 -1111 7.6.098 8-0.92 4 14 1171 11756 1063.1 1595 966. (1448 1042 1 1563 970 11455 904 - 1 1355 972 t 1459 919 1 1279 - 970 1 1304 F 6.4- A: .4 -1.811 85 -2.1R 79.1611 8.7-1911 9.• • 1 • • 1 •' 10.1-1.6R q, 4 956 1434 830 1244 965 1448 878 1317 802 1203 736 1104 •679 1018 789 1184 .741 1111 60 F - 8.1.2.6R _ 963.2R 85-2.1R 9$ -2.4R 10.6-2.8R - 11.7-3.111 127JAR 112 -2.41 11.9.22R _ 00pze 6C; 7 25 -06 -2007 05:04pm From -Hilti Tech Eng +818- 252 -68 8 T -520 P.006/016 F -633 Page 25 Of 100 ESR4414 TABLE 7- 3- ALLOWABLE DIAPHRAGM SHEARS (q,) (in pif), FACTORED DIAPHRAGM SHEARS (q) (in pif). MD FLEXIBILITY FACTOR (9 72 GAGE 068 -35 AND DGBF36INTERLOCK DECK WITH HUI PINS AND DELTAGR11 SIDE SEATS ATTACSBAEafT Support Sego Mee DdlaGfip°' S>sma Notes) Fasteners Spacing (n) S " 4 5 6 7 8 9 10 11 12 4 a 1 4_ 1506 1 2259 1479 Fiiii 1459 12189 1436 1 2166 1100 1 1748 869 1 1381 "704 •11119 582 1 925 489••1 m F 6.9-0.98 72-0.99 7.4-0.99 7 99 71 AR 7.8-0.89 740.88 8-0.7R 8.1 -0.69 8 q,' 4 1251 1876 1218 1827 1147 1720 . 113 5 1703 1085 11629 r 869 1381 '704 1119 582 1 925 • 489 1 777 F 8-1.7R 8.4 -1.7R ( 9•1.8R 92 -18R 9.7 -1.8R [ 991 .SR 102.1.88 10.3 -1.7R 105 -1.6R 12 4, 1 4 1109] 1663 1030 11546 973 1 1459 929 (1394 895 1 1342 867 11301 1 704 • ( 1119 582' 1 925 489 1 777 _ F 8.6 -2.1R 93-2.49 9.9-2.5R 105 -2.6R 109.2.68 111-2.79 17 1R 12.1.2.7R 12.2 -22R 3619 18 0. I a 1022 1 1533 .954 1 1431 831 1 1246 802 1 1204 778 1 1167 682 11023 6711 1006 502.1 925 489 1 m F 8.9 - 2.4R 9.7.2.7R 10.8 -329 11.3-32R 11.832R 12.8.3.6R 13.1 -3.69 1 14-3R 24 Q. 1 at 924 1 1386 869 1 1304 738 1 1118 714 1 1011 614 1 921 609 1 914 539 1 809 642 813 489 1 735 F 93-2.56 1013R 113-3.6R 11.83.79 129 -.19 1334.1R 1434.4R 14.6-4.3R • 4, 4 924 1386 772 1158 .629 943 620 931 532 798 , 463• 695 474 711 423 634 390 570 F 9.3 -2.56 10.6 -358 119.428 12,42R 13.6459 14 &5.28 16.64.4R 60 q, I a 813 1 1220 641 1 961 629 1 943 527 1 790 , 450 1 675 390 :1 bas 342 1 514 383 1 545 '326 1 486 F 9.8-3.29 11 � 411 11 9528 13.7.488 14.4§.39 15.6-6R 17 4 4, 1 4 1218 1E26 , 1206 1808 1197 (1795 1191 1 1786 1100 1 1748 869. 1 1381 : • , ' :489 1 m F 7.4-099 7.7-099 7.80.88 8-0.89 1 8.1 8.2-0.7R 8-1-0.6R 8.341.69 - 84.0.58 8 % 1 4 1007 1 1511 999 1 1497 951 11426 952 1 1428 919 1379 •869 1 1361 489 1 777 F 9.1.89 9.41.88 10 -1.99 10.2 -179 10.7 -1.89 10 k1.79 11.4 -1.4R 12 0.1 4 813 1 1310 827 11241 794 1 1191 169 11153 ; 749 11124 734 11100 82 1 925 485 1 777 F 99-2.59 10.7,2.79 11.42.88 12.288 123-2.89 12.9.228 13.64.79 13.7..29 36/1 18 4 4 787 1181 753 1129 637 985 648 972 642 962 583 875 564 - 877 ', ' 878 499 m F 102-38 11.4-3.19 12.8-3.59 13.3-3.79 135398 15-49 153389 15 54 1 31,, 24 '41 4 686 1029 158 11003 577 1 866 580 1 870 513 1 770 524 •1 786 467 1 701 481 1 727 655 F 11.33.6R 12.133R 133-4.59 141 -4.39 15.. • ' 5.9.4.7R 17 -5.1' 17.4-4.89 18.1 -42R '4- 4 686 1029 574 850 480 729 , 499 748 431' 647 ' 378 567 402 603 •361 542 • 328 491 F 11.3-169 13-4.59 14.8.5.49 15.3 -5.1 R 18.8 -556 18.46.59 18.4 -5.99 19.8-6.59 • u . AR 4, 4, 568 852 453 680 480 720 405 608 349' 523 •305 458 270. 106 302 452 • 273 491 60 F . ... - .• R 148- AR 1. - 29 18.3-6.99 .! _ : 4 : : _ .4 = I 4 0.. 4 927 1391 922 1383 918 1377 915 1373 913 1370 866 1367 7804, 1119 582 925 489 m F 7.6-0.99 71-089 _ 8•39 8.1-0.79 82-0.69 83-0 8.4-059 8.4-029 85-0.58 8 4 1 4 818 11227, :815 1 1X22 188 11181 789 1 1184 710' 11155 773 11160 704.11119 582 1 925 489 1 111 F 95.1.98 9.8 -1$R 10.4 - 1.87t 105 -1.7R 11.1 -1.78 11.1 -tSR 6R 11,5.1AR 113.1.38 12 161 4 736 1 1194 7917 1 1061 686 11029 670 1 1005 657 1 986 647 1 970 638 ' 957 582 1 825 483 1 777 F 10.6 -2.79 11,4.2.89 12.1 -2.89 12.7-229 13.1.2.79 13.6 -2.79 13.8269 _ 14 7 14.4 -279 36/5 18 - :6 - V 1 1016 655 1 983 ' 585 1 878 580 1 871 577 1 865 531 1 797 - 53 800 535 802 1 489 1 752 F 11.3•.29 , 12.2 -3.38 138-49 143 -329 1433.79 16.419 161.3.99 16.53.79 17 3R 24 q, 1 4 . :602 1 903 592 1 888 522 1 783 526 1 789 476 1 114 484 •I 727 - 448 1 669 456 1 684 425 1 638 F 12.3 -49 13.1 -4R 14.9.4.89 154dS9 16.9 -5-19 172.428 185 -539 18.6.428 19.5-43R 0, 1 4 602 1 903 516 1 774 , 448 1 673 464 F696 414 1 621 - 363 1 545 188 1 582 3491 1 524 316 1 415 F 12.3 -4R 14.4 -59 16.4 -59 . 16.71.R 18.5.6.28 20.2•79 20.14.38 21.1-6.99 22.6.5.99 , 1 4 , 507 1 761 426 1 639 448 1 673 386 1 579 332 1498 290 1 436 ,257' ( 386 289 1 434 262 1 392 60 F 1 - :: 4 4 4 769 1139 757 1133 / � '759 1132 754 1130 753 1129 752 115 704- 1119 582 925 489 777 F 7.8-0.8R 8-0.7R 82.0.79 83-0.6R 8.4 -0.6R 85-059 8 +SR , 85-0.4R 8.6-0.4R e n. 1 4 685 1028 Es 1 1028 668 11002 •671 1 1096 658 1 988. 662 ' 993 : 652 1 978 582 1 925 489 1 777 F 10-1SR 103 -1.79 11 -1.88 11•1SR 11.5-1$9 115 -1 .4R 119 -1A9 „...11.V,9 122 -12R 12 0:1 a 622 1 932 604 1 906 591 1 887 561 1 872 574:1 860 567 4 851 362 1 843 - 558 1 837 489 1 m F 11.4 -2.89 12.3.2.89 129 -289 13.5.239 139.2.79 14.3 -269 14.7 -2.59 1 411 38/4 18 414 573 1 959 561 1 842 507 1 760 ' 507 1 761 507 1 761 471 1 707 '475 .1 • 713 14.7-2.59 . , 154.49 1 717 451` - 677 F 12.4 -359 1323S9 151-429 15.5-3.99 15.8-1.79 17.3-4.19 17.43.56 171.3.69 18.63,39 24 a 1 4 '506 1 759 507 1 760 450 1 675 459. 1 589 418 1 6V 430 .1 644 498. 1 Slab 429 1 614 1 575 F 13.7.4.59 14.54.4R 16.6•529 169.489 186.5.49 18.7-59 20.3-5.49 20.2-59 212459 4, 1 506 1 159 437 1 655 - 382 1 573 403 1 605 364 1 645 319 1 478 348 '1 522 :'312. 1 469 , • 283 1 424 F 13.7 -439 16. 3 .59 1: • 79 18.549 20.6.6.19 22.7.7.611 _ 4.69 24.7.29 5.1.6.39 60 q, 4 -417 625 346 519 382 573 328 493 287 423 246 369 217 325 253 379 228 342 F _ 15.5 -69 . 18.4 -7.59 185 20.9 -7.79 232-8.79 25.6 -9.79 27.8-10,59 _ 26.7 -99 278•7.69 25 -06 -2007 05:04em From -Hilti Tech Ens +918 -252 -6849 T -520 P.007 /018 F -633 PROFIS DF DIAPHRAGM DESIGN FOR STEEL DECKS V1.0 .�_.. ° 'anY Page: 1 Hiltl, Inc. Contact Project Dick's Phone (800) 879-8000 Fax (800) 879 -7000 Adder Contract No.: HiltiTechEng@ushOti.com Phone/Fax / Responsible: http://www.us.haticom e-Mal: Date: 6/25/2007 Project Notes: Calculations based on: Steel Deck Institute (SDI)Dlaphragm Design Manual, Zone Panel Data: /Walled Factors of Safety: 4.00 inch NW Structural Concrete FM, weight 145 pef (Fe= 3000 PSI) Re on Re concept h bads ads Weed 1.00 - Factor: f2 = 3.25 Width W [b -] =33 Depth D [m.] =1.00 Thickness T [n.] = 0.0179 Structural Connection: At end /interiorsuppatt Hai X•EDN19 / X- EDNK22 THQ12 on user -defined pattern: left (3.67/ 1);(16.50/1) / right (3.67/1 t(16.50/ 1) Sidelap Connection: IMPORTANT: Hitti #10 Drill Screw At diaphragm perimeter HMI X -EDN19 / X-EDNK22-THQ12 spaced at a n®dntrm of 7 inches on center based on the Design Diaphragm Shear of 500.00 pit Design Shear Strength: Stitch Connectors Design Shear Strength (PLF) Per Span Span (R) 4,0 4.5 5.0 5.5 6.0 K1 0 2513 2502 2493 2486 2480 0.734 1 2542 2528 2517 2507 2500 0.486 2 2572 2554 254.0 2529 2519 0.363 3 2602 2581 2564 2550 2539 0.290 4 2631 2607 2588 2572 2559 0.241 5 2661 2633 2611 2593 2579 0.206 6 2690 2660 2615 2598 0.180 7 2720 2688 - 2636 2618 0.160 8 2749 2712 •.v 2658 2638 0.144 9 2779 2738 2706 2679 2657 0.131 10 2808 2765 2730 2701 2677 0.120 Shear Stiffness: Shear stffness modulus (G') determined by the fWbwing equation _ K2 3.22 + 3(K1)(Span) + (kip/ in.) Where K1 • Refer to table for values; K2 = 528: K3 = 3803 lama dal:land ranks must be dedted appeernert voids the Edwina cordhicrc and ter plaadeiGtyi Please nab thalragrem ewCti3uner7 caarnartIw Milo AG AM rt- xwa Wart - wm a a rimer rude Mark dnde t:opraion Schaal 6 0e - ec% 25 -06 -2007 05:05pm Fri -Hilti Tech Eng +818 -252 -6848 T -520 P.008/016 F -633 Page 6 of 100 ESR -1414 General Notes: The following notes apply to all of the tables in this report unless otherwise noted. 1. The allowable diaphragm shear values fisted in the tables are in pounds per linear foot (Wm). 2. Allowable superimposed Toads listed in the tables are in pounds per square foot (Pa). 3. The base -metal thickness for all decks is indicated in Tables 1A, 18, 35, 38, 39, and 41. For decks with specified yield strength of 80,000 psi (551 MPs), yield strength used for design shall be 60.000 psi (413 MPa). 4. Deck panel seams shall be fastened by welds. button punches or DeltaQriplw seam attachment, as indicated in the report. The length of seam welds shall be a minimum of 11/2 inches (38 mm). The DeltaGrip"' seam attachments shall be as desa1bed in Figure 6. The seam attachment. where required, shall be in accordance with the appropriate table, not to exceed 3 feet (914 mm) on center unless noted otherwise. 5. Arc seam or spot (puddle) welds shall have an effective fusion area to supporting members at leas-( equivalentto % inch (10 mm) wide by 1 inch (25 mm) long or' /, inch (13 mm) in diameter. DGe and DGBF deck types shall be attached to supporting members with welds that have an effective area of l inch (10 mm) wide by 1 inch (25 mm) long in the flutes adjacent to the deck interlock See Figure 5. 6. Puddle weld pattems are shown in Figure 3 for Types ASC2, ASC3, B. BR. BF, DOB, DGBF, N, NR, NF, DGN, DGNF, 2W, 2WF, DG2W. DG2WF, 3W, 3WF, DG3W and DG3WF decks; and Figure 9 for CF 1 and CP - decks; and Figure 7 for Q-Max Systems; end Figure 8 for Shear -Vet"" Systems. 7. Spacing of marginal welds to members parallel to flutes shall comply with the following, unless otherwise noted: a. Arc seam or spot (puddle) welds to members such as chords and to collector elements such as struts or ties shall have a spacing in feet (mm) equal to 35.000(f)Iv (For SI: 6,130(0/v), where: t = Uncoated base - metal thickness Of fluted Steel deck, in inches (mm). v = Actual diaphragm shear at marginal supports or actual shear transferred to collector. in pounds per foot (N/m). b. Fillet welds to members such as diaphragm chords shall have a spacing In feet (mm) equal to 480 (/„ )/v (For SI: 84 (l.)/v), where: 1 = Length of weld, in inches (mm) [not less than 11/2 inches (38 mnt)j. v = Actual diaphragm shear to be transferred to chords, in pounds per foot (N/m). c. Fruit welds attaching the diaphragms to struts, ties or other collector elements shall have a spacing in feet (mm) equal to 300 (r yv (For SI: 52.5 Iv), where v is the actual shear to be transferred to the collector element, in pounds per foot (N/m). d. Weld spacing is limited to 3 feet (914.4 mm), maximum. 8. Regarding attachments at interior lines of shear transfer perpendicular to deck eomrgatons: The shear transfer from e diaphragm to interior tie or strut lines perpendicular to deck corregations shall not exceed the shear values indicated in the tables. Two lines of puddle welds may be used t0 develop the actual shear transfer to these collector elements. 9. Where individual panels are cut, the partial panel shall be fastened in a manner to fully transfer the shears at the point of the diaphragm to the adjacent full panels for the values spedfked in the tables. 10. The minimum 28-day compressive strength for structural concrete shall be 3,000 psi (20.68 MPa). The appropriate concrete density (normal weight or structural lightweight) is indicated in the tables. The minimum concrete depth shall be 2 inches (51 mm) over the top flange, and the concrete shad be reinforced with a minimum 6 x 6 W1.4 x W1.4 welded -wire fabric. The reinforcement shall be placed near the renter of the fill over the top flange. If the fiO exceeds a 3%-inch (83 mm) thickness over the top flange, reinforcement is required in each direction equal to 0.00075 times the area of concrete fill over the metal deck. 11. All decks with structural concrete fill may be considered to have F < 1. 12. For decks with concrete fill, the diaphragm shear values and flexibility factors apply to deck sections with or without embossments. 13. The diaphragm shear values, for decks without fill. also apply to the acoustical version of the specific deck. known as Acustadekm. For fully perforated AcustadekTM, multiply the allowable or factored shear strength In the tables by 0.85. 14. Composite deck panel seams shall be fastened at 36 inches ( 914.4 mm) on center, maximum, to reduce differential deflection during concrete placement with button punches or screws. DeltaGrip" seam attactunenis or welds may be used to reduce differential deflection with the seam attachments when spaced at a ma:dmum of 60 inches (1524 mm) on center. 15. For decks with structural concrete 011. the diaphragm shear values and flexibility attached. factors apply whether or not the sidelaps are 16. Deck panel seams may be fastened with self - upping or self - drilling screws in place of button punches without affecting the tabulated allowable diaphragm shear and flexibility factors under the following conditions: a. Screws are minimum No. 10 size, with a minimum 3 4 -inch (19 mm) length. b. Screw spacing is no greater than tabulated button -punch sparing. c. The deck material best -mete) this is minimum N. 22 gage 10.0299 inch (0.787 mmp. 17. For decks with structural concrete 011, the allowable diaphragm shear and flexibility factors shall applyto galvanized, painted, or phosphatized/painted decks. • 25 -06 -1001 05:05pte From -Hilti Tech Ens +A18- 152 -6849 T -520 P.009/018 F -633 Page 16of100 ESR -1414 �. , _�, , —. r schetxbls Minimum Offset Gage Dim A(iin) 1 : 22 0.19 - _..4. - -_i_> t J - 21 0.98 • A • 1 � } _ 20 1 010 A 19 0.16 -T I 1 1 ! t 18 I 0.16 1 1 I 16 0.16 For St 1 inch = 25.4 mm 1 Dim , Dim A ---1 A ~� 1 I 1 1.,_ t r _k____ .,... li Section A - A Section A- A Opposite 1-.1 in .4 ,1 in--i 1 A -..--- FIGURE 6- DELTAGRIP*U SYSTEM DETAILS DELTAGRIPP SYSTEM NOTES FOR TABLES 7,12 MID 14 1 5ee Figure 3 for fastener attadlmern patterns to supports and sae Figure 6 for DeltaGrlp"' System details. fine dimension from the first and last s1delap connection within each span is to be no more than mite -halt of me aped spacing. 31 4 inch minimum edgo distance kw mechanically driven pin and saf drilling screws. 4 0GB36 and DGN-24 Deck and lap 10 be 2 inch nominal + / -Y inch over supports, no and lap required for DG2W -36 and DG3W36. For allowable shears. q.. the allowable stress oesgn safety factor for Toad combinations including earthquake Toads of, f1= 3.0 with welded connections or Q = 2.5 for pins or screws, has been applied to tabulated values. plate like trucking governs allowable shears above and to the right of the heavy One and a safety factor of 0 = 2.65 has been appliad- 'Fet factored shears, ti the resiStance factor for load and resistance factor design for load combinations irtclutfing earthquake loads of. 0 = 0.5 with welded connections or 0 = 0.6 for pins or screws has been applied to the tabulated values_ Plate like above and to the fight of me heavy line end a resistance factor of 0 = 0.8 has been applied. twd�g 9 allowable shears ?A be I mage e s load a, o ; o m b;d factored subject shear, q,. are for diaphragms subject to toad motions that include earthquake loads. Adjustments may 'Spate, o, of arc spot welds. pins � to wind s loads per AISI Cotd Framed Steel Manual Section 05 (see Table 6 ). at gib support members such as aloes and to collector snail have a spacing adequate to transfer the actual elements such as mutt 8l ties required shear in or a to er n lbs p r T i = 4�qa where s Is d in feel, elf, qe is nominal shear strength Of the weld or fastener in floe � � 9a is actual R is the varUCal load span of deck units (L„) dwelled by the per Tables 4 & 5. 9 �8m (L) of the deck trnit m interpolation of shear and RCrdbi0ty values between aajecent spans is permissible. Acceptable mechanically driven pins: rTW Budd®( ER -4254 11118 ER -4373 Pneutek ER-3829 Bx12 pin X EDNK-22 TH012 pin SOK81075 pin 8X14 pin X EDN-19 THQ12 pin SDK63075 pin ENP 2 -21 L15 pin K64062 pat ENPN 2-21 L15 pin K6•075 pin KB8062 pin K66075 pin ' 2 Acceptable self *Ong screws: TN Buildex ER -4254 and ER-5056 12 -14 I.C.H. Tratoc . Traps, or TEK self drilling screw 12 -24 I.C.H. Track , Tract, or TEK self drilling screw. 9DG2W-36 and DO3W -96 Shear values for screws shall be adjusted by factor of 0.8 for 22 and 20 gage, 0.9 for 18 and 18 gage. • --- 0o5 - 25 -06 -2007 05:O6pm From -Hilti Tech Eng +818 - 252 -6849 T -520 P.O10 /018 F -633 • • . ._ R EPORr issued April 2007 This report is subject to re- examination in one year. ICC Evaluation Service, inc. Ofike _, 530Wa rnon & Rood. Miller. Claude 90601 • (59c0 989-0543 WWW,icc- es.oirq Office •90D°Aare A. na�ma35213 - rM 5949300 Regional Moe • 40$1 West A osnizor Fwd, CouncyClub Hes. l 30478 • (708)799-2305 DIVISION: 05— METAL$ panels must have widths of 24, 30 or 36 inches (610, 762 and Section: 05090 -Metal Fastenings 914 mm) with the flutes spaced 6 inches (152 mm) on center. and the sidelaps must be a nestableiype or a stain REPORT HOLDER: interloddng -type_ T e 2- in�deep (51 mm) tar�smust have a width of 36 inches (914 mrn), with the flutes spaced 12 HIISl, INC. inches (305 mm) an center and standing seam, interlocldng 5400 SOUTH 122' EAST AVENUE type sidelaps_ The 3-inch -deep (76 mm) panels must haw TULSA, OKLAHOMA 74146 widths of 24 or 36 inches (610 and 914 mm), with flutes (800) 879-8000 spaced 8 or 12 inches (203 and 305 mm) on center, www_us. -80 coin respectively, and nestshle -type or standing seam, intertoddng -type sidelaps. The 1 /s -inch-deep (38 mm) steel EVALUATION SUBJECT: deck panels must have minimum base - steel, thicknesses o f 0.0598, 0.0474, 0.0358 or 0.0295 inch (152, 1.19, 0.91 or BARE STEEL DECK AND CONCRETE-PILLED STEEL 076 mm) [ 59.47.35 or 29 mils (No. 16.18.20 or 22 gage)]. The 2-inch-deep (51 mm) steel f deck 0.0 panels , 0 must 0 h DECK DIAPHRAGMS ATTACHED WITH HILTI X- ENP -19 115, X -EDN19 THQ12, OR X-EDNK 22 THQ12 FASTENERS Q�0358 Inch thicknesses of i mrn) 59,47,, 1 o4 (1_52, 1.19, 1.06 or 001 mm) [59, 47, 41 or 35 1.0 EVALUATION SCOPE mils (No- 16 ,18, 19 or 20 gage} - The 3-inch-deep (76 mm) Steel deck panels must have 'minimum basestrml thicknesses Compliance with the following codes: of 0.0478, 0.0418, 0.0359 or 0-0299 inch (121, 1.06, 001 or ■ 2006 international ® 0.76 mm) [47, 41, 35 or 29 mks (Pb. 18, 19, 20 or 22 gagen. Code (IBC) Steel deck panels must conform to the requirements ofASTM • 1997 Uniform Building Code* NBC) A 653 SS, Grade 33, with a minimum yield strength of 33,000 Psi (228,000 Property evaluated: the minimum G60�� must be in accordance with designation. Forateel deck panels installed Structural without concrete ilk the panels may also be painted or Pied steel complying wah ASTTU A 811, Grade C, or 2.0 USES ASTM A 1008 SS, Grade 33 (minimum), with a minimum yield Hillis X- ENP-19 L15, X -EDN19 THQ12 and X�IK 22 deck embossments �erita for positive decks shall itive intertodc wave THQ12 fasteners are used for the attachment of bare steel =deb =deb IR deck and concrete -filled steel deck diaptwagms to structural steel members 33 Concrete Fin: 3.0 DESCRIPTION The structural conaete fillis eitnernonnal -n htorsbuctanrel 3.1 Power-driven Fasteners: sand fightweight, with a minimum 28day compressive r, of 3,000 psi (20.7 tea), and a minimum The FGiti fasteners are manufactured from hardened carbon thickness above the deck of 2 inches (51 mm). Structural steel with an electroplated arc coating eormfamting to ASITwA � ���� must contain aggregate coin B 633-07, SC 1, Type III, w ASTM C 33, and haven a minimum unit we �P8 pourvis per The X- ENP -19 L15 Fasteners aria 0937 ink Q1 foot (2323 - Structural d with a 0.177 - inch - di� ast er (4.5 mm knurled, (23.8 mm) ltd concrete 101 must contain aggregate complying t ( ) ed, tapered shank with ASTM C 33 and ASTIR C 330 and have a minimum unit fitted with two 0 s90- indFdiamemer (15 -0 wan) steel cupped weight of 110 pounds per cubic foot (1782 kg/m'). washers. The X- ENP-19 L15 fasteners have a flattened head design to accept a sealing cap. 3.4 Reinforcement: The respectively, - EDN19 THQ12 and X -®NIQ2T} rt Igl2fasteersare, Steel weided pin wire reirlforcernent. in a�prdg with 0.827 inch (21.0 mm) and 0.950 inch (24.4 nun) Section 1907.12 of the IBC and the UBC, must be ppaced in long. Both fasteners have a dorne.style head, a 0.472 -inch- concrete diameter (12.0 mm) steel flat washer and a steel bp hat � mks } 1 re m and S n s j l of washer. See Table 1 for fastener drawings. A liDU oe fabricated e d Into sheets is gain wires oornforrhttrng in A6T11A A 82 ted into sheets 3.2 Steel Dadc in accordance with ASTM A 185, and be embedded 1 inch The steel deck panels must have norninaly 1 2- or 3 -inch- provides from ) the minim m su M a of the concrete on �m reinforce Table 19 for deep (38. 51 and 76 mm) flutes. The 1%-inch-deep (38mm) allowable se ete.f da "gent fO cam. �m sheers. t� Roams are ace to be ooawwdas r prwsatgr aestheget or wry other awedeeeee nw spec re:ate a nor arc they to becomwal w w eradramont grata ai6i�' ersha report or a r �r hr now a m moms,. g .A7CE.ebasen avviPc, r r :?:s '" . .. Ad gar other sewaerseIke peearorreeay "elect meaibytber e p or t ��"'" °iSo `H J� CoPYri9ht0 wra.ve ° +r .eee Page 1 et 26 by ( 0076 Z 25 -06 -2007 05:06pm From -Hilti Tech Eng +918 -252 -6848 T -520 P.011 /018 F -633 Page 24 of 26 ESR -2197 Table 20 - Tyaieal Exterior or Interior Sher Transfer Smda t d Minimute Stud Length 4 1 -1/2" 3" 2 " 3 -1/2" 3 " 4-1/2" For St I inch =25.4 mm. 1) Refer to notes following Tara 22. TABLE 21- NOMINAL SHEAR. Qr (LBS), AND FLEKIIIIIM FACTORS, Sr (INJ1C1? FOR X- ENP-19 L15, X- 1ti1N19.T11Q12 OR X- EBNK22 -THQ12 FASTED ATTACHING STEEL DECK TO STEEL SUPPORTS' F PACFOR 00598 0.0474 PANEL THICKNESS (DP (16 GALE) (1S GAGE) GAGE) (Z0 GAGE) (22 X-ENP-19 1,15 Qr 3149 2529 2243 1933 1603 Sr 0.0044 0.0040 _ 0.00.17 0.0034 .. 0.0031 X- EDN19 -THQ12 Qr 2924 3348 2083 1 1489 .. _. _- -.- -- - x -- - - . . .005T_ - 40116.2.:..:-..-2 7 ..... - .11.0056.= X.EDN!)12-111Q12 Qr 2924 2368 2083 1795 1489 -- . — :Sc_ =111105! . ' =: = : • - _ ' _oo0.5T - _ _ _ .' ' -- _ =_.. 0 - _0.08i3=. For SL• finch= 25. 4 ma, 1 1bf- 4.45N. 1inchlltp= 5.7mmltN. 'Refer to notes following Table 22 for additional instillation and dtsi0n TABLE 22- ALLOWABLE LOADS TO RESIST UPLIFT LOADS FOR STEEL DECKS ATTACHED WITH X-ENP -19 L15, X- EDNI9 -THQI2 OR X- EDNK22-THQI2 FASTENERS a.BS)a • BASE STEEL PANEL T1UQa4ESS ON.) FASTENER THICKNESS 0.0598 04474 0S418 0.0358 _ (11' (16 GAGE) n GAGE) (19 GAGE) (20 GAGE) (22 GAGE) X- ENP -19 i15 > 1/4 525 475 440 395 325 X -E»Z 19 -THQ12 >3/16 <341 340 340 330 340 218 x- EDN1C2Z- T7[QIZ > 1 1 8 X 340 340 340 340 215 1. Loads are based on AS774 A 36 steel base nanerial and mml decking with yictd point, F = 33,000 p 2. Rcfcr to footnotes following this table 25- 06-2007 05:06pm Fro-Hilt i Tech Eng +918 -252 -6849 T -520 P.012/018 F -633 Page 25 of 26 ESR -2197 FOOTNOTES TO TABLES 2 THROUGH 22 1. Willi X ENP -I9 L15, X-EDN19 THQ12 or X- DNK22 THQ12 Diaphragm deflection equations provided apply to nxtmgular laminas are used at all panel ends. mine supports and deck edges symmetrical Cliapbrag015 only. No 0-r diaphragms. parallel to the deck carnations. The sides of adjacent pants nomymmttrical diaphragms with re- entrant corners or parallel to the corrugations am lapped by nesting or interlocking and diaphragm subjected m tensional loadings require special then fastened with a nboimnm No. 10 selfdrtlling semi saows design considarnioos. manufactured by flied. be. or button pfd. c. Roof mammy c concrete walls shall 2. Fenly sew connect= per spec leh excluding those have their deflections limited to the following swam 3. the following assumptions apply to the attached tables: a The deck sheet length is assWnxl to equal the span times the a = F L / 0.01E r number of spats. b. All tables are based onetime a span condition. (For 51: 694.000 TO. / Er) c. For creel deck diaphragms in Tables 2 - 8, the umber of A = Deflection of sop of bolt, fetches (mm) diaphragm edge fasteners m walls of transfer elms vitae] to the dock oonugadoos is assumed to equal the SOW number of H - Wall height, fen (pma) stitch or siddep connectors a1 n sidelaps. d. For caste filled diaphragms In Tables 10 -15, the number or t= Thickness of wall, inches (ate). edge fasteners at wails or transfer runes patnlle•1 to the deck E = Mo of elasticity of the wall material, pounds =mad= shalt not exceed 30 Indus (762 tom) on mater. 4. Tables 2 - 6, 10. and 12 - 13 apply to 6mamotliate and wide nib t- per square inch (We). 12-indi (38 nun) deep metal deck with a flute pitch of 6 inches provided adequate apace is available for &Maw placement. r - Allowable flannel compressive went of the wall 5. Tables 7 - 8. 11 and 14 - 15 apply to 2—inch and 3-inch deep metal poimds pa inch (kg/m). For decking with flute pitch of 12 lades& psovidod adequate space is available far fastener p masonry 4= 0,33f".; for concrete f = 0.45P. 6. For Tabks 10-15. No.10 screws or itugcr may be substituted for the speciSed button pond= 10. All end perimeter and interior cambers and Mir enadnneats rust 7. The embedmeec of Hilt fasteners imo d0- mama] sort member be designed to asst all applied toads is such that the standoff dimension. hams is Figures 6 -7 is obtained 8. Htlti fasteners shall be centered not less dm I inch (25 mm) from X- ENP- -19L15 the panel ends and not less than 5/16 inch ('7.9 non) !lam the panel edges parallel to cocngatioos ar the sidelaps. 9. Diaphragm deflections mast be considaod in the design. Table 23 dcsrn'bca dmphragm limhfffiioas i i a Flnabslily Factor F is defined us the average Mao-inches a j 73/19.--3/8" diaphragm web well deflect in a span of one foot under a sheer load Vane pound per foot. F - 1000 / G'. end. b. The Fiscal dtlaetionequstioo b � Steel Desk = M/II +q/BG' d te1 Jl�i` �l Structural Steel For a umifasmly lorded rearaigulir diaphragm on a simple Mrmber spun. the maximum de leedon ax due canertine of the diaphragm is; a =50728)4. / 384 El + qi�/ 10e Figure 6 — Nail Head Standoff (files) for X- ENP -19 L15 fastener (For Sur 5(1000)' qL' / 384 El + 4LF71 0') A = Diaploogm deflection, inches (mm). q Wind or seismic load, kips per lineal foot (Wm) X•EDN19 THQ12 q. dam Average m diaphragm pounds pods per foot X -EDNK22 THQ12 N/m) over length L L = length of diaphragm mortal to land, feet (m) "—` = fa++im = 3/16"-3/8" B =Width of diaphragm parallel to load, feet (m) \\\\\ ' I s `�1 Steel !leek E = Modulus of elasticity of su pporting steel chord material pram& per squae inch (IcPa). Structural Sled 1= Moment of inertia. inches' (mm`). Member Figure 7— Nail Head Standoff (h, ) for X EDN19 - THQ92 and X - EDNK22- THQ12 fasteners 66f LW - 6D3 . 25-06-200T 05:0Tpm From -Hilti Tech Eng +818 -252 -6648 T -520 P.013/016 F -633 5. Siding and Decking Application Information ♦!■ 11` .41 , :. 1 5.1 Fastening Comparison Tables 5.1.1 Allowable Tension Allowable tensile loads in potmds and ikki Deck Gauge and Thickness in inches and [mmi 16 18 20 22 24 26 28 0.0598" 0.0474" 0.0358" 0.0295" 0.0239" 0.0179" 0.0149" Fastening [1519) [1204] [0.909] [0.749] [0.605] [0455] [0.378] X- EDNK22 TFIQ12 610 530 415 240 195 140 X -EDN19 THQ12 [2.71] [2.36] [1.85] [1.07] [0.87) [0.62] X- ENP- 191,15 645 590 540 485 400 110 - [2.87] [2.62] [2.40] [2.161 [1.78] [0.49] ENP132 Zl L15 560 480 400 325 295 215 - [2.49] [2.14] [1.78] [1.45] [1.31) [0.96] 538 426 321 265 No.12 HWH Screw [23 _ 9] [1.89] [1.43] [1.18] -_ _ 112" Puddle Weld 416 340 264 220 - - - [1.85] [1.51] [1.17] [0.98] 5/8" Puddle Weld 532 432 332 276 - - [2.37] [1.92] [1.48] [123] 3/4" Puddle Weld 652 524 404 336 _ -. [2.90] [233) [1.80] [1.49] Notes: I . Puddle weld values based on a single deck thickness in accordance with AISI 1996 Specifications. Safety factor = 2.5. 2. Screw values based on 2001 North American Specification for the Design of Cold Fonned Steel Structural Members. Safety factor = 3.0. 3. Safety factor for powder / pneumatic pins 5.0 applied to the average ultimate test values. 4. For wind loading all values can be increased by 1t3. Revision to Hilti Steel Deck Fastening Manual Hilti Technical Support - 07 / 15 / OS 25 -06 -2007 05:0Tpm From -Hilti Tech Eng +918 -252 -6849 T -520 P.014/018 F -633 5. Siding and Decking Application Information PI fl i I .._ A,k6\. -. _._ S4 3 FiYi _ v 5.1 Fasteni Compariso Tables 5.1.2 Frame Fasteners - Nominal Shear Strength and Flexibility Factors Normal Shearpounds and [ kN and Fle�abilty Factor, St, in inches /kip and mm / kN] Deck Gange and Thickness in inches [mml 16 18 20 22 0.0598" 0.0474" 0.0358" 0.0295" Fastening [ 1.519] [1204] [0.909] [0.749] X- EDNK22 THQ12 Of 2925 [13.01] 2350 [10.45] 1795 [7.98] 1500 [6.67] X -EDN19 THQ12 Sf 0.0051 [0.029] 0.0057 [0.033] 0.0066 [0.038] 0.0073 [0.042] X- ENP -19 L15 Qt' 314 [14.00] 2529 [11.25] 1933 [8.60] 1603 [7.13] Sr 0.0031 [0.018] 0.0034 [0.019] 0.0040 [0.023] 0.0044 [0.025] >;NPH2 -21 L15 Qr 2900 [12.90] 2347 [10.44] 1874 [8.34] 1590 [7.07] Sr 0.0051 [0.029] 0.0053 [0.030] 0.0066 [0.038] 0.0073 [0.042] No. 12 or 14 HWH Screw Qr 2060 [9.16] 1635 [727] 1230 [5.47] 1015 [4.51] Sf 0.0053 [0.03] 0.006 [0.034] 0.0069 [0.039] 0.0076 [0.043] 12" Puddle weld Qt 2605 (11.59] 2125 [9.45] 1645 [7.32] 1375 [6.12] Sr 0.0047 [0.027] 0.0053 [0.030] 0.0061 [0.035] 0.0067 [0.038] 5/8" Puddle Weld Qr 3345 [14.88] 2710 [12.05] 2085 [927) 1740 [7.74] Sr 0.0047 [0.027] 0.0053 [0.030] 0.0061 [0.035] 0.0067 [0.038] Qt 4085 [18.17] 3295 [14.66] 2530 [11.25] 2105 [9.36] 3/4" Puddle Weld • 0.0047 [0.027] 0.0053 [0.030] 0.0061 [0.035] 0.0067 [0.038] Notes: 1 . Nominal shear forces and t3adbiility factors are based on decking materials with tinier yield strength of 331esi. 2. The values in the table were generated using evasions from the Steel Deck Institutes Diaphragm Design ManuaL Equations for Nominal Shear, QF, and Flexibility Factor, SF X ®m9 2 TRQ12 Qr = 52.1 x t (1 -t) Sr = 1.25 x 1 0� /(t)" X- ENP -19 L15 Or= 56.0 x t (1 - 1) Sf = 0.75 x 10 ENPH2 -21 L15 Or = 61.1 x t (1 - 4t) Sf = 1.25 x 10 /(t) ° ' S No. 12 or 14 FTWH Screw Qf = 1.25 x t x Fy (1 - 0.005 Fy) Sf = 1.3 x 10 /(t) 1/2" Puddle Weld Qr = 2.2 x t x Fu (0.5 - t) Sf = 1.15 x 1 0s / 5/8" Puddle Weld Qr = 22 x t x Fu (0.625 - t) Sf = 1.15 x 10 /(t) ° ' a 3/4" Puddle Weld Of = 2.2 x t x Fu (0.75 - t) Sf = 1 .15 x 10 /(t) 5 • Nomenclature in the equations: - t is he sad core thickness of the sheet in inches. Fla is the ultimate strength of the soli sheen in emits of ksi ry is the yield strength of the steel sheet in units of ksi Revision to Hilti Steel Deck Fastening Manual ltilti Tcc1miwl Support- 07 115 / 05 Dick's Sporting Goods AT PERIMETER PROVIDE HILTI X -EDN19 THQ12 /X- EDNK22 T THQ12 FASTENERS AT THE SAME SPACING AS SIDELAP FASTENERS - 777 1:7 /' FASTEN DECK TO SUPPORT � . MEMBERS WITH HILTI X- EDN19 THQ12 /X- EDNK22 THQ12 FASTENERS AT ALL , -/ SUPPORTING MEMBERS USING = A FASTENER PATTERN AS INDICATED ON ATTACHED -i DIAPHRAGM SHEAR CALCULATIONS m N m FASTEN DECK SIDELAPS WITH m� EQUALLY SPACED HILTI SELF- DRILLING #10 SCREWS 4 INCHES ON CENTER SPACING AS INDICATED ON ATTACHED F DIAPHRAGM SHEAR CALCULATIONS � C VJ'^Sl NOT TO SCALE {\j N 1 , 0 Dick's Sporting Goods FASTEN DECK TO SUPPORT MEMBERS o WITH HILTI X -EDN19 THQ12 /X- o .,-"-'.7..-•,„ EDNK22 THQ12 FASTENERS AT ALL e SUPPORTING MEMBERS USING A 33/4 FASTENER PATTERN AS INDICATED -+ , ON ATTACHED DIAPHRAGM SHEAR .7 , 1) .... 1 .: \ CALCULATIONS /''''' �` �����N = FASTEN DECK SIDELAPS CS � -\ \\ \. \ . WITH �': ' � \ EQUALLY SPACED #10 SELF a �` p- • ■�, ! ' �• DRILLING SCREWS 8 INCHES ON ~ �' CENTER AS INDICATED ON ATTACHED \1� �, \� \�. DIAPHRAGM SHEAR CALCULATIONS V ". N N '- N t ° \ ` . ,,,,�� \' �� " „` AT PERIMETER PROVIDE HILTI X- - -;� .. `_ �,: "� �� � EDN19 THQ12 /X- EDNICZ2 THQ12 \ . N - ..�. •,"-•� <, \� `.. • - FASTENERS AT A MAX OF 7 INCHES ON P CENTER BASED IN A DESIGN �~' DIAPHRAGM SHEAR OF 500 PLF 4)N \ ' . ' N m N m co ■ SHEAR DIAPHRAGM LOAD BASED ON THE FOLLOWING CONCRETE PARAMETERS: NOTE: SHEAR STUD FASTENER DESIGN AND SPACING AT THE DIAPHRAGM PERIMETER IS NOT 3000 PSI 1 CONSIDERED AS PART OF THIS SUBMITTAL. USE OF SHEAR STUDS TO TRANSMIT DIAPHRAGM NORMAL WEIGHT N 4" SHEARS SHOULD BE CHECKED SEPARATELY. ABOVE TOP FLUTE o 0 i T /0! r �" p u C U� I � NOT TO SCALE (\; 600 — 03 � 25- 06 -200T 05:08pm From - Hilti Tech Eng +818- 251 -6848 T -520 P.017/018 F -633 • •Re Eel r f': ubmittal. : - ,: • ,... %:----.=::- q ced nisi niatioa fo • ' ' ; - . ' - ` a Hilti Account Manager.: ERIK NELSON Date: 6/15/07 Phone: 503 -810 -9908 Fax 918- 459 -1801 Decking Installer COLUMBIA BRIDGE AND Contact Name: (Last, First): JOSH HEMMERT Phone: 45 3rD Fax: JOSHUA@CBIPN W.COM MAXWELL JOHANSON (GRIFFITH, LARRY Engineer of Record: MAHER Contact Name: (Last. First): Phone: 612- 244 -8170 Fax: 1 615- 244 -8141 1 Project Name: DICKS SPORTING GOODS Project Location: TIGARD, OR Total Area: 88,000 Deck Manufacturer ASC Regional Hilti Field Engineer. I tun nordstrom Building Code: ❑ 801 ❑ 1CC-ES ❑ Canada Submittal Recipient ® Decking Installer [E] Account Manager ❑ Other. ZoneLOW ROOF Support Span (ft)5.5 Design Diaphragm Capacity (pif) ❑ X- ENP -19 ❑ X- EDN19/EDNK22 ❑ Exposed to Weather Deck Type Deck Gauge Weld Size Weld Pattern Sidelap Type Sidelap Pattern Base Thickness 0 B( 1 - 5 ") 0 2 ❑ 1/2" ® 36 / 0 ❑ #10Screw ❑ N (3") ❑ 22 ® 5/8" ❑ 30 / ® ®18 (in.) O 7 ❑ #12 Screw ❑ # On Center Per Span ❑ 12 1/4" /16" ❑ Other ❑ 3 /4" ❑ 24 / ❑ 5 ❑ Button Punch 5/16 ❑ 18 0 /❑ 4 ❑ (in.) Top Seam Weld Length 3 /8" El 16 ❑ 3 tgi Proprietary Punch System ❑ >7/16" ZoneHIGH ROOF Support Span (ft) Design Diaphragm Capacity (pif) ❑ X- ENP -19 ❑ X -EDN 19/EDNK2 ❑ Exposed to Weather Deck Type Dcck Gauge Weld Size Weld Pattern Sidelap Type Sidelap Pattern Base Thiess El B(1.5") 0 2 1/2" ® 36 / 0 0 #10 Screw Span 0 x /16" NC B) ® 22 5/8" ❑ 5/8" / ❑ 7 ❑ #12 Screw W 18 (in.) On Center ® 1/4" ❑ 20 ❑ 3/4" ❑ 24 / ❑ 5 ❑ Button Punch ❑❑18 ❑ / ®4 ❑ ❑3/8"„ (in.) Top Scam Weld Length ❑ 3/8" ❑ 3 ® Proprietary Punch System ❑ >7/16" ❑ ❑ Other Zone Support Span (ft) Design Diaphragm Capacity (ptf) ❑ X- ENP -19 ❑ X -EDN 19/EDNK22 ❑ Exposed to Weather Deck Type Deck Gauge Weld Size Weld Pattern Sidclap Type Sidelap Pattern Base Thickness ❑B(l.s» 0 2 ❑ 12" 0 3 / 0 0 41 Sew 0 N(3~) 0 2 0 5/8" 0 3 / 0 ❑ffl2Screw C3 ( ) On Center ❑ #PerSpan ❑ 1/4" ❑ Other ❑ 10 ❑ 3/4" ❑ 24 / ❑ 5 ❑ Button Punch 0 5/16" ❑ /❑ 4 ❑ (in.) Top Seam Weld Length 3 /8" ❑ 16 8 ❑ 3 ❑ Proprietary - ❑ ❑ Other etary Punch System ❑ >7/16" Notes: Save and E -mail completed Submittal Form to HiltiTechEno, q.hlfi.com • •v`� �- - 25 -06 -2007 05:06pm From - Hilti Tech Eno +818 -252 -6849 T -520 P.016/016 F -633 - - -- -- -• r : .t • C ' �.;,,., - _ •:Requir j atiort fof Ccac Filied 'Sie a i:.Decic_Sw b niiti a : , ^.. - _ : ' ~ ._ . , ,�� �' - Hilti Account Manager. ERIK NELSON Date: 6/22/06 Phone: 503- 810 -9908 Fax: 918-459-1801 Decking installer COLUMBIA BRIDGE AND Contact Name: (Last. First): JOSH HEMMERT Phone: Fax: Fax: JOSHUA@CB1PN W.COM MAXWELL JOHANSON GRIFFITH, LARRY Engineer of Record: MAHER Contact Name: (Last. First): Phone: 612 -244 -8170 Fax: 1615 - 244 -8141 Proiect Name: DICKS SPORTING GOODS Project Location; TIGARD, OR Total Area: 88000 Deck Manufacturer TF 75 - FORMDECK Regional Hilti Field Engineer. TIM NORDSTROM Building Code: ❑ SDI ® ICC-ES ❑ Canada Submittal Recipient: El Decking Installer Account Manager ❑ Other. ZoneFLOOR DECK Support Span (ft)5 Design Diaphragm Capacity (pit) ❑ X- ENP -19 ❑ X- EDN19/EDNI(22 Deck Type Deck Gauge Weld Size Weld Patten Sidelap Type Sidelap Pattern Base Thickness ❑ B (1.5") ❑ 24 ❑ 1/2" ❑ 36 / ❑ 9 ® #10 Screw ❑ # Per Span ❑ G /I6" ❑ N ( 3 " ❑ 22 ❑ 5/8" ❑ 30 / ❑ 7 ❑ #12 Screw ® 8 (in.) On Center ® 114" ❑ 2" X 12" 0 20 ❑ 3/4" ❑ 24 / ❑ 5 ❑ Button Punch ❑ 5/16" ❑ 3" X 12" ❑ 18 ® 33 / El 4 ❑ (in.) Top Scam Weld Length h ❑ 3/8" ❑ 9/16" ❑ 16 ❑ 3 ❑ Other ❑ ?7/16" ® Other ® 26 ❑ ® Normal Weight Concrete ® 3000 psi 4(1nches) Concrete Depth Above Top of Flute ❑ Light Weight Concrete ❑ 3500 psi ❑ 4000 psi ❑ Insulating Concrete 130 psi ❑ Perform Calculations based on Shear Studs Present in Design Deck fastened with Hihi fasteners at a 36/4 pattern with screwed or button- punched side lap connections Qa 36" O.C. maximum. See 1CC -ES Legacy Report ER -4373 for mote details. Minimum Concrete Shear Reinforcement ❑ .00075 b„ s ❑ .0025 h,,, s2 Minimum Average Spacing of Shear Studs ❑ 12" ❑ 18" ❑ 24" ❑ 30" ❑ 36" Minimum Welded Wire Fabric f o r Tabulated shear Values ❑ 6x 6 —W 1.4 x W 1.4 ❑6x6— W2.0xW2.0 O 6x6— W2.9xW2.9 ❑6x6 —W 4.0xW4.0 0 4x4 --W 4.0 x W 4.0 ❑ 6x6— W7.5xW73 O 6x6 W8.3xW8_3 Notes:4 X 4 W2.9 X 2.9, 1 INCH FORM DECK, PUDDLE WELDS ARE 3/8 IN, NEEDS SUBMITTAL TODAY Save and E -mail completed Submittal Form to HiItiTechEnqgaus.hifti.com ' J Site Address: • 41 I Building Division . '! .;.:„.". 7 ; Transmittal Lette DATE RECEIVED: TO: EPIC.. 1/an 1 0sie I -e 4 C E \ ED DEPT: BUILDING DIVISION MAY 2 2 200? FROM: S, t-✓A 1 j -( WV CF (�9D BUILDING DIVISION COMPANY: ' 0 at ,.,„ J PHONE #.: —o 2 - b o I Coo • s RE: G 1 1 0 1 - S. L - .1 lAvti ski „ 9fvn S 6/ Ate916:*-665-O 2' (Case number, site addr:).s, etc.) (Project name or subdi I sion name and lot number) ATTACHED ARE THE FOL t ' ING ITEMS: Copies: 1 escription: Copies: 1 Description: A. " i onal set s • .lans. Revisions: Cros \\hon(s) d details. Wall bracing and /or lateral analysis. Floor /r s f f - • g. Basement and retaining walls. : -- - : `:- tions. Engineer's calculations. ic Other (explain): 12- C 1 REMARKS: -C I - cc- Lie 1 9-r✓A rf re11. G. G. � E uP '�-vX,1..Prtc 1 FOR OFFICE USE ONLY Routed to Permit Tech . ci. . • Date: Initials: Fees Due: ❑ Yes ►, • . Fee Description: Amount Due: $ $ $ $ $ Special Instructions: Reprint Permit (per PE): ❑ Yes A No ❑ Done Applicant Notified: Date: Initials: I:Building\ Forms \I,tr- Transmittal.doc 02/20/07 Page 1 of 1 X577 Scotty Walker From: Larry Griffith [I.griffith@mjmarch.com] Sent: Thursday, May 17, 2007 12:31 PM To: - Scotty Walker Cc: Shawn Carey Subject: Pipe Sleeve at Grade Beam Attachments: pipe sleeve at grade beam.pdf Attached is a sketch showing grade beam modification at the pipe sleeve. mjm architects 1 www.mjmarch.com Larry Griffith 1 structural engineer 105 broadway 1 nashville, to 37201 1 p. 615.244.8170 1 f. 615- 244 -8141 5/21/2007 1 0049 • *%4. , •.. • :•••• . . • . [ 1 sDDJ ?Q 1\ . R EQUEST FOR INFORMATION RFI No. 80 EWO No. I From: PROJECT: / DSG #342 - Washington Square S.D. Deacon Corp. JOB NO. / 965 0720 SW Bancroft Portland, OR 97239 DATE: 6/21/07 SUBJECT: To: MJM Architects SPEC REF: 105 Broadway Ave. Nashville, TN 37201 DRAWING REF: • DETAIL REF: • . DESCRIPTION OF REQUEST: One of the anchor bolts for column at 1/G was set low and we will not be able to place nut and washer on bolt. Would it be acceptabel to weld bolt directly to baseplate using 1/4" fillet or we believe we can tighten nut 3/8" and then weld nut to bolt and nut to baseplate. See attached Sketch. � j 0 P 2 - O© .5 REVISION City of Tigard yr'w d Plans B 4110 0 Date? l0 0 �� 7 PROPOSED SOLUTION: REQUESTED DATE OF RESPONSE:6 -21 -07 Cost Impact: PRIORITY: Schedule Impact: yes See attachments RESPONSE: RESPONSE DATE: Do NOT weld bolt directly to the baseplate. Extend anchor bolt per the attached sketch. BY : Larry Griffith (6/21/07) FIRM : MJM cc: File, Project Manager, Superintendent S.D. Deacon Corp. of Oregon 0720 S.W. Bancroft St., PorUand, OR 97239 • P.O. Box 25392, Portland, OR 97298 T: 503-297-8791 • F: 503 - 297 -8997 OR CCB #134328 • WA REG #SDDEACO011JB www.deacon.com PORTLAND 1 SEATTLE 1 SACRAMENTO 1 NEWPORT BEACH 5)00 266,6 r 6634e_ NOTE: AN INDEPENDENT TESTING LAB SHALL TEST CONNECTION BEFORE WORK IS PERFORMED & SHALL MONITOR WELDING ON SITE FOR COMPLIANCE W/ AWS. ANCHOR BOLT EXTENTION TO MATCH EMBEDED PLATE ANCHOR BOLT DIAMETER WASHERS AS AND GRADE. REQUIRED. 111 BACKGOUGE - 1 (MAX.) I I I BASE PLATE (SEE PLAN) EXISTING EMBEDDED ANCHOR BOLT (SEE PLAN) ANCHOR BOLT EXTE\TION DETAIL • . Page I of 1 Scotty Walker From: Scotty Walker Sent: Thursday, June 21, 2007 11:06 AM To: 'Joshua Hemmet; Derek Maggio' Subject: FW: Response to RFI #80 Attachments: RFI #80 Response.pdf; Anchor Bolt Extension.pdf Scotty Walker Project Engineer S.D. Deacon Corp. of Oregon T: 503.297.8791 C: 503.320.8095 www.deacon.com From: Larry Griffith [mailto:I.griffith @mjmarch.com] Sent: Thursday, June 21, 2007 10:39 AM To: Scotty Walker; Shawn Carey Cc: Lisa Terison; Mike Knapp Subject: Response to RFI #80 mjm architects 1 www.mjmarch.com Larry Griffith I structural engineer 105 broadway 1 nashville, to 37201 1 p. 615.244.8170 1 f. 615 - 244 - 8141 i A/11 /lM7 _ G3 pz 0 65 ' , ® Information / 6032 North Cutter Circle Suite N480 ®��� Portland, Oregon 97217 /� Build On Phone:503- 289.1778 Engineering • Consulting • Testing Daily Field Report Fax:503 -289 -1918 • Page 1, of 1 Client: Permits: Date: t) 1 C k-' S � , Ppv� i. 1,. +ta S 13 vt c 7.00 (o 00 41 Z (O - 2.2. - 24.) 7 Pr eject: , C / S �� cls� Address: WASk • St .1- Vf Ae.". is • P,S �v: ( t L k `) 1 1),)%A.."(,),1(.- IAJU d Y( 4a 34 t t C,._ Jam. �lL11 t r. Yt. . (� T 7 i General Contractor: ) 6 6c A C J Subcontractor f _ �� A , 7 ,, , (� ;, yt/eather: q �/C c offin _ , �' °F Location(s) /Item(s): S *; -.-. ,-7w `-� l� �i v , V 125New Inspection ❑ Re- Inspection Types) ,of Observations /Testing Performed ❑ (verified) ❑ Concrete ❑ Rebar ❑ Prestress ❑ Epoxy Anchors ❑ Expansion Anchors ❑ Wood 'Weldin /Boltin g g 0 Other: S pecial Inspection❑ Technician ❑ Geotechnical ❑ At Completion R 1n- Progress ❑ Post - Completion* 0 Continuous 23 Periodic ❑ Other Detailed Observation Materials, Workman ProcedureDe Referenced Details /Drawings: c�,�;, 'tl.z�5 , (1 Oki S 17 ; Co n.- ' u^` -- 1/k L- J - Z-- - : -- - \ P,1L - C- S .(\ -V-C— \ J i 1 \C�. - c, IikN,.h 7\) e t cD -.M- \J ' 1Jt■_•, i,.Jsea c_ i : a,J P1/47. 7i. 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(4),,SA- ..n,��.s, ‘n__. ) , % 4, • 'A - F t 1,^ e S I I k N u7 U T l +C vt 1,. ` , .t c,. • \ L- ■-J� C.= 1), Nc i 1 - �i - c - N - 1�c�1 ti •i 11 ■5 P -, (- 4L 1 L0■,.., -1,.■ 145 Novi i (-1 L.J,& -5 CAS; t..I 'l \„,,P,c_c N�l-ktJv'- • l ..:)L _l \-k 1 S (t� \t „vt, t, L, i 1 1,1' fl, 1,,-.1 6 ■ As\ AA c T. CA._) , 1,3 I 4 t it ` ,P.l.,L. t!L to (1., i O \,.Y�1. ‘t „-\ L- P.,_.1 t1 f /'b - 1 tp, . k w cc.. - (.,Jc L, v- , (-It— , k r..1 0.Q 1/4_)- c, v' , (L i) - Ava. a- .A..... TA ;,l.r. /v i C �7 i 1t ■1� IPk_L\ W Js.S C.�r -T, 'E A ,v/ 4 1.)6, v\ r': T T 14 t 14 c.1 L..bc,A, ,,._.\, SEE I 3G ( .. 6 f 2 i /20o 3 c‘c.) l..=` 1� t,..lc,_ iJcT■,-\1l.S . ( ) ( 4 - & i 6 (13 + r P t L ; d i I e 5 ! C-41(04 01 I A 1 k/ S 6 1 . 1 Co ( 6 V i; u.,frl. 4 -(.- o p ,.!( -+. C►Z.t ► 0..., Non - Conformance # IVA : Pa rties Notified: in General Contractor 0 Subcontractor ❑ Architect ❑ Engineer ❑ Owner ❑ Other: ❑ Standby Time: To the best of my knowledge, the work inspected above was in accordance with the building department approved design drawings, specifications and applicable workmanship provisions of the International Building Code: ❑ Except As Noted ❑ Not Applicable p pp 0 Unapproved Drawings /Plans /Materials ❑ NCR Issued - 7 o - orip ance ❑ Requires Engineers Acceptance (RFI) ❑ Reinspection Required Inspector (print): ,\) t ) I1 1: J / , ID Number 0 Y Q 7 I` Reviewed By: Inspector Signature: \ Jobsite Representative Signature: Such inspection and testing shall not relieve the contractor of it o ligations to the construction contract, approved permit documents and the State Building Code Bu.\ 2 n( • CO as? 2- Site Address: 7 Li o 5 . (,,i , lit/ s ti ; "5 i d,, 4 I a r;1,t._ I II ° B uilding Division . C . T I G A R D Transmittal Letter DATE RECEIVED: TO: VI'l c/'IL- VuA 6D✓ntter h DEPT: BUILDING DIVISION APR 2 5 2007 FROM: 5 • t —cA 1 k-( .- ' COMPANY: S 0 O-ca.c o ^ i PHONE #.: c-G I - b Z 0 - 1 o 9 - - . «By: RE: q L1 v Z Sc.., (Avli 5 , to.‘ SY9 c.,..,_ D. i vt- (Case number, site address, etc.) 1 . /cc Spo r- ■,r5 ct c, 01 (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: 1 Description: 1 Copies: Description: Additional set(s) of plans. Revisions: Cross sections) and details. Wall bracing and /or lateral analysis. Floor /roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. Z V � Other (explain): a-- C S REMARKS: FOR OFFICE USE ONLY Routed to Permit Technician: Date: Initials: Fees Due: ❑ Yes ❑ No Fee Description: Amount Due: $ $ $ $ $ Special Instructions: Reprint Permit (per PE): ❑ Yes ❑ No ❑ Done Applicant Notified: Date: Initials: I: Building \ Forms \Ltr- Transmittal.doc 02/20/07 , i 6 op `2et..4, G I k e ., , ' �., S =) , � ' { ' N. APR . L 200 ftEQUEST FOR INFORMATION RFI No. 9 rI �% I I �' I R111 EWO No. From: PRl) ECT 1 J( r TI TDSC #3 - Washington Square S.D. Deacon Corp. JOB NO. 4104 0720 SW Bancroft Portland, OR 97239 DATE: 2/26 /2007 SUBJECT: Demo - Structural Steel to Remain To: MJM Architects SPEC REF: 105 Broadway Ave. Nashville, TN 37201 DRAWING REF: Demo Set Attn: Will Beard DETAIL REF: DESCRIPTION OF REQUEST: Please verify extent of steel demo at existing second floor mezzanine. Do all horizontal steel members at second floor deck, between G.5 to K.5, and 49 to 51 (inclusive) get removed? And does the miscellaneous steel framing above the old frame shop get removed also? See attached photo taken from grid 48 looking at the column at G.2 -47. PROPOSED SOLUTION: REQUESTED DATE OF - RESPONSE: 2/28/2007 Cost Impact: No PRIORITY: Schedule Impact: No See attachments Photo #164 • RESPONSE: RESPONSE DATE: o T� ; e / . BY 4414 17n T') J7/ '/i /q FIRM MP/ cc: File, Project Manager, Superintendent 9/1/2004 S.D. Deacon Corp. of Oregon 0720 S.W. Bancroft St., Portland, OR 97239 • P.O. Box 25392, Portland, OR 97298 T: 503-297-8791 • F: 503 - 297.8997 OR CCB 5134328 • WA REG SSDDEA00011J0 www.deacon.corrt PORTLAND I SEATTLE I SACRAMENTO 1 NEWPORT REACH ©� 5 40 C__ ! `,' 2, 2 :7. 9 :47AM_ ' A =.c -_ fI 9. 5 P a 19 P. 2 cS`�� ,.....----- 0(9 7S r T., Aavdf Og-- i ,P --- ? . r: ¥:Saes of C 4'MIJ . 1 ` E ca.... ! . j ... h . • . : w U £ xs1- s6 z-roL) .. , . M G NE s e5 17)c* coi.v . M -.1 L1 j ® Lit ' ppp A .. 4 ty.st. Cot., _ ... -..; • • • N ', Tye 1{r 6 772 f 4 .,�,.� a ._ . L. i . . ... : Oxsr;:.. Col ...' .......... •i ... :... . 1 NoTes ....�..... • 1' . i?2(LL .. tfc2 „ !N, KST, . TvoE : Ca(:(. ! :,`i.%�... VN Fig).'?: E x s r`. • 86 D) ... SE C TroN......!4 R... 1)67 Mr . 4 G ': t!3E.. . cod.. ; 2. NOW S Lt P CO 1 S H, . .. ! .. S4t:r.* ; ,,Mien �.S - S Wr rFf(aNeSs e* ...ear.. 1218E:. ' i--; 1 3. �xs cd-vr� � SHALL . •6' ",..82.4•ce 0 vnr vG - ... , N � , d . i S( c IS C P(,E7e'. . . , II 6 2J.Duc, — ( REQUEST FOR INFORMATION RFI No. 11 EWO No. From: PROJECT: DSG #342 - Washington Square S.D. Deacon Corp. JOB NO. 965 0720 SW Bancroft Portland, OR 97239 DATE: 2 -26-06 SUBJECT: Column types grids A.1/ 2.6 & 2.8 To: MJM Architects SPEC REF: 105 Broadway Ave. Nashville, TN 37201 DRAWING REF: S-1.0 'Rtttn: Alan Blankenship DETAIL REF: DESCRIPTION OF REQUEST: Please provide column type for columns shown on S-1.0 along grid A.1 at 2.6,2.8,4.4 and 4.5. We believe these columns are HSS3x3x1 /4 shown typically In detail NS -1.0. If so please provide cap plate size for these columns. PROPOSED SOLUTION: REQUESTED DATE OF RESPONSE: Cost l PRIORITY: Schedule Impact: See attachments RESPONSE: RESPONSE DATE: TIj N55 3 s3 x' nc s acr i(1' V5P 'lcj" <'kP I. BYL4rr) 61f(AthNA719 FIRM /WV/ 'cc: File, Project Manager, Superintendent 9/1/2004 SD. Deacon Corp. of Oregon 0710 S.W. Bancroft St, Portland, OR 97239 • P.O. Box 23392, Portland, OR 97298 T: 50.297 -8791 • F: 5032978997 OR CcB 1134328 • WA REG 1SDDEAC0011J8 wwar.deacon.com PORTLAND I SEATTLE f SACRAMENTO 1 NEWPORTBEACH Y �i ' •a te c7Vr to a VG REQUEST FOR INFORMATION FIFO No. 13 EWO No. From: PROJECT: DSG #342 _ Washington Square S.D. Deacon Corp_ NQ, 965 0720 SW Bancroft - Portland, OR 97239 r' TE: 2128/07 - BJECT: rebar drill and epoxy detail To ' MJM Architects SPEC REP: 105 Broadway Ave. Nashville, TN 37201 DRAWING REP: BA .0 Attn: Alan Blankenship - ar AIL REP: ESC R1PTI0N OF REQ sT: Several conditions occur in which a new ode beam ties into an on;lsting pile cap. For example, on S-1.O, aloes grid 2, between 8.11 and J.6, ms's and GB9's are shown to interact wiith eadstirog pH cape. We have a few `questions about these candtuone, We have not been able to find a typical detect for this condition, is 5!S-12 to be utilized? Also, where the new bea Je alabstantially d than the ex ng f cap (ax. 50" G8ge I with 28" d m cap) how would you Eke us to tie into edging foundation? Interacting deep existing pile w D AT E OF • ESPONSE: 3/7/2007 frost lropect PRIORTrY: schedule impact: 8se ettachmente o S E: tiSC 515-4 Z . - A _Q�► - o FIRM o , Pte« : Superintendent in sn. Doacan Cow. of Ofegon IMO S.W. Benctok Bt., Portland, OR 97239 • P.O. Baer 25.792. Portland. OR 97 T: 50329741191 • F: 608"28749 OR GCB 0134328 • WA REG 0 3DDEA001111JB PORTLAND I SEATEIE I SAGRAVEIWO 1 NEWPORT BEACH 1) 0 CY-31‹ . . • gebei•-• Deve- 'mewl epHryn . _ . - • 6 LCJb r r _ " � cj �i n Group z: 300 S. Freeman Ave Idaho Falls, Idaho 83401 PH. (208) 528 -6110 Fax (208) 529 -5621 www.degroup.com REQUEST FOR INFORMATION RFI #: DEG-41 Job Name: Dick's Sporting Goods Date: 3/6/07 To: Todd Rnnd From: Henry Barton Job #: Contract #: Drawing/Spec: We. require a reply to this RFI by . Ifa definitive response Ls not received by this date, the project will be delayed and additional costs will be incurred DESCRIPTION: Ref: S - 5.0, Detail 2&3 blowup of second floor shows 1/2 dia DBA and both a 6" cfc and also a 16" c/c. Please advise. Secondary question on same vein, do you want DBA's sent loose are shop applied to angle. 7f DBA's shop applied to angle, all angle assemblies must be sent loose and field welded. Please advise. SUGGESTED ANSWER: ANSWER: D 4 r3 are spaced ad- !b' . Mal tee shop ueVel. L.a m1 en' t 3 / SIGNED: DATE: "CONCEPT TO COMPLETION" ,f R :::-... n ` _ i �e '-' .rose , g Group CDC-Z6 e-- ~' 300 S. Freeman Ave Idaho Falls, Idaho 83401 PH. (208) 528 -6110 Fax (208) 529 -5621 www.dcgrouo•com REQUEST FOR INFORMATION RFI #: DEG-42 Job Name: Dick's Sporting Goods Date: 3/6/07 To: Todd Ruud From: Henry Barton Job #: Contract #: Drawing/Spec: We require a reply to this RFI by . If, a definitive response is not received by this date, the project will be delayed and additional costs will be incurred DESCRIPTION: Ref: 1 /S -I.2 please supply dimensions for placement of HSS8x8x1 /4 columns from each other at truck docking area. Columns are 1' -1" from grid 3.4 according to 2 & 3/S -4.0. Also note that on 3/S -4.0, it shows HSS8x8x1 /4 to go higher than HSS8x8x1 /4 Header. Please advise. SUGGESTED ANSWER: ANSWER: cee eviac6{d sgelcA. ta rri • , SIGNED: DATE: "CONCEPT TO COMPLETION" ., AA 40 I 9 dy- Q ...6 ,+ GB4 dTer .... r _ _ _ 7 r _ _ _ 7 --\ k A ---- k WA cl, c i rill krAll I Cr \ ■ Q . MN • 4 r--,-I-Mliftsimma -:' —_______ _.=...: -___ ._■ .7.11...)Diri.1"10r ‘Elti_jemarl rmir •Igp.........ILII ...Am r ni V 11 ■4/1 1 1 i ■ I 1 • g li o 3-8 1/8" NI 8'-8" 2-8" 8'-8" 11111 4'-01/2" . 1 1 EC - 1 111 I I I . 0 H.6 • H.8 0 Lo i C 0 § g • g ) S \I - V/ 0 4 - °'gh '; s - �-ViP y; Group ,,._.: � .. 4 - 300 S. Freeman Ave i Idaho Fails, Idaho 83401 PH. (208) 5284110 Fax (208) 529 -5621 www.degrouo.conl I REQUEST FOR. INFORMVAATION I RIM: DEG-44 Job Name: Dick's Sporting Goods Date: 3/6/07 To: Todd Rund From: Henry Barton Job #: Contract #: Drawing/Spec: We require a reply to this RFI by will be delayed and additional costs will b . lf. a delnitive response is not received by this date, the project e incurred. DESCRIPTION: Ref: 2/S -11.0 at elevator openings, second floor (blowup details) shows a joist with a HSS2 1/2x2 1/2x1/2, but second floor plan view on S -2.0 shows W16x26 beam. Similar condition on opposite side of opening. Please clarify what is going on there. (No joists shown in that vicinity on plan views.) SUGGESTED ANSWER: ANSWER The Wav X Z6 b-earn (5 eorrrci. tool (•,' ;/ 6 3/a47 filkt , SIGNED: DATE: �,, "CONCEPT TO COMPLETION" ii 8 0 l a 2rvich) .1G x ihee` gGroup 136 SI 300 S. Freeman Ave Idaho Falls. Idaho 83401 PH. (208) 528 -6110 Fax (208) 529 -5621 www.dearoon.cnm 1 REQUEST FOR INFORMATION RFI#: DEG-47 Job Name: Dick's Sporting Goods Date: 3/6/07 To: Todd Rand From: Henry Barton Job #: Contract #: Drawing/Spec: We require a reply to this RFI by . f a definitive response is not received by this date, the project will be delayed and additional costs will be incurred DESCRIPTION: Ref: S -10.0, any detail,1, B, or C. Please supply joist bearing bracket plate thicknesses or supply indepth detail. SUGGESTED ANSWER: ANSWER: (lam l /4" Lary? G-n' '-i4 3 / 4 7 rte'" SIGNED: DATE: , "CONCEPT TO COMPLETION" J�� Y I , g Group s " f 300 S. Freeman Ave . Idaho Falls, Idaho 83401 P11. (208) 528 -6110 Fax (208) 529 -5621 www.deeroun.com REQUEST FOR INFORMATION RFI #: DEG-48 Job Name: Dick's Sporting Goods Date: 3/6/07 To: Todd Rund From: Henry Barton Job #: Contract 4k Drawing/Spec: We require a reply to this RFI by . If. a definitive response is not received by this date, the project will be delayed and additional costs will be incurred DESCRIPTION: Ref: 2 & 3/S -4.0, Does HSS8x8x1 /4 column extend to roof or terminate at door header? Blowup details at second floor and roof show it as Stud, but the label on the detail itself show HSS8x8x1 /4. Please clarify. SUGGESTED ANSWER: ANSWER: The gX 8 frodt `O.(Gt wm5 .elcifpre iy e Gtr rr'1 30/69 • SIGNED: DATE: "CONCEPT TO COMPLETION" 4 - g ineer g Group ,-,rr_ 60 54,7 i i : " 300 S. Freeman Ave • Idaho Falls, Idaho 83401 PH. (208) 528-6110 Fax (208) 529 -5621 www.degroup.com REQUEST FOR INFORMATION''` RFI #: DEG-49 Job Name: Dick's Sporting Goods Date: 3/6/07 To: Todd Rund From: Henry Barton Job #: Contract #: Drawing/Spec: We require a reply to this RFI by . I, f. a definitive response is not received by this date, the project will be delayed and additional costs will be incurred DESCRIPTION: Ref: 4/S -5.0 - X brace column bearing. Please explain how this applies. Please provide X brace elevations and with material used for X braces and how it is to be attached to these X brace column bearings along with work point elevations. SUGGESTED ANSWER: ANSWER: brit a 615 jhDCU ¢1 64° are 1' Jv1'54 (rirdGe.- bpan 44. X -braI akinin toot, ()1S. t ejfe pi .(Ani 3A/47 • PI j»' SIGNED: DATE: "CONCEPT TO COMPLETION" °_T.. g C)p2J ( -� • D."4 Group A v e • S .ve �U J Idaho Falls, Idaho 83401 P11.(208)528 -61J0 Fax (208) 529 -5621 w'yw.degroup.com REQUEST FOR INFOR VIATION% RFI #: DEG-51 Job Name: Dick's Sporting Goods Date: 3/6/07 To: Todd Rund From: Henry Barton Job #: Contract #: Drawing/Spec: TVe require a reply to this RFI by . If a definitive response is not received by this date, the project will be delayed and additional costs will be incurred DESCRIPTION: Ref: A/S - 11.0, note derails C, D, and E. They show braces as HSS8x3x 1/4, HSS8x3x3 /8 and HSS8x3x3 /4. Please advise SUGGESTED ANSWER: ANSWER: use piS58'X 30y tly -6-34-7 Z P /a'.v "4D 14u !4 $ sX 3 x ' -� ypIc4t17 ' Sin Iv Zn 4 Par, 44epf kW HSS 3 x frX 7 S � allow between) Cola M'5 a/r n ' 7 • G�p�t 61. 1#► vat, • SIGNED: DATE: "CONCEPT TO COMPLETION" ^^- a. lJ e 2 - 61 k Groan .�� : C cs S Z ;. 300 S. Freeman Ave Idaho Falls, Idaho 83401 PH. (208) 528 -6110 Fax (208) 529 -5621 www.de¢roup.com REQUEST FOR INFORMATION ' RFI #: DEG-53 Job Name: Dick's Sporting Goods Date: 3/6/07 To: Todd Rund From: Henry Barton Job #: Contract #: Drawing/Spec: We require a reply to this RFI by . Ifa definitive response is not received by this date, the project will be delayed and additional costs will be incurred. DESCRIP'T'ION: Ref: 1 & 2/ S -7.0, Please advise on how HSSI6x8x1/2 beams are to be supported and to what extent do they extend out to. SUGGESTED ANSWER: ANSWER: 712e are ivel/i j° -kve (a n5 e'C 46 1 CoNnen !,e C 1� Lam 6,-6 fm vu %'7 friPA • SIGNED: DATE: "CONCEPT TO COMPLETION" nee' Ili Group 60P 2 " ) 6 " ,,•� rYc 300 S. Freeman Ave S y ' Idaho Falls. Idaho 83401 PH. (208) 528-6110 Fax (208) 529 -5621 www.degroun.com REQUEST FOR MORMATION RFI #: DEG-54 Job Name: Dick's Sporting Goods Date: 3/6/07 To: Todd Rand From: Henry Barton Job #: Contract #: Drawing/Spec: We require a reply to this RFI by . Ifa definitive response is not received by this date, the project will be delayed and additional costs will be incurred. • DESCRIPTION: Ref: B/S -12.0, Note sections 4 /S -11 on detail, should that actually be 3/S - 12.0 and 4/S - 12.0? Please advise. SUGGESTED ANSWER: ANSWER. $_12. O yes The r�e r..e xrs art s F te Pogo, f7 pisvi • - i SIGNED: DATE: "CONCEPT TO COMPLETION" g 'nee i Group 300 S. Freeman Ave Idaho Falls, Idaho 83401 PH. (208) 528-6110 Fax (208) 529 -5621 www.denroun.com 1 REQUEST FOR INFORMATION RFI #: DEG -58 Job Name: Dick's Sporting Goods Date: 3/6/07 To: Todd Rund From: Henry Barton Job #: Contract #: Drawing/Spec: We require a reply to this RFI by . IIf a definitive response is not received by this date, the project Will be delayed and additional costs will be incurred. DESCRIPTION: Ref: G/S -10.0, Assuming this sits above top of steel, can we supply L5x4x318 angles as loose stock length material for field conditions? Please advise. SUGGESTED ANSWER: ANSWER: \i . LGi ►` 1 // 7/ // tvall • • SIGNED: DATE: "CONCEPT TO COMPLETION" n inee ° ng Group U� ? ' . 300 S. Freeman Ave '°`` Idaho Falls, Idaho 83401 PH. (208) 528 -6110 Fax (208) 529 -5621 www.degroun.com I REQUEST FOR INFORMATION " RFI#: DEG-62 Job Name: Dick's Sportin Goods I Date: 3/6/07 g To: Todd Rund From: Henry Barton Job #: Contract #: Drawing/Spec: We require a reply to this RFI by . Ifa definitive response is not received by this date, the project will be delayed and additional costs will be incurred DESCRIPTION: Ref: F/S - 10.0, this detail derived from S-2.0 at the large opening right of escalator large opening. Note that F/S -10.0 shows beams not at column centerline, yet the plan view on S -2.0 appears that all beams are on the column centerline or gridline. Please clarify for all beams on grid 3 and 4. SUGGESTED ANSWER: ANSWER: rxamj a,,e. Tom'' Cd 45 ,sh n /r t31 •t 2 P (S —ro.O. La1Ai 3114 SIGNED: DATE: ��. "CONCEPT TO COMPLETION" 1 .,. ginee , Group " 3 S , ;-, `✓ r''..-11_;"" 00 S. Freeman Ave '" Idaho Falls, Idaho 83401 PH. (208) 528 -6110 Fax (208) 529 -5621 www.degmun.com i I REQUEST FOR INFORMATION 4'1..• RFI #: DEG-64 1 Job Name: Dick's Sporting Goods Date: 3/6/07 To: Todd Rund From: Henry Barton Job #: Contract #: Drawing/Spec: We require a reply to this RFI by . If a de unitive response is not received by this date, the project will be delayed and additional costs will be incurred DESCRIPTION: Ref S - 2.0, the elevator opening has not "see typ. opening detail for connection S- 5.1". I do not see this depicted there. Please advise. SUGGESTED ANSWER: ANSWER: Ty roper)i lte (5 cx) 8 hel- -3-57 Z. tam 6 C4' 71 07 PiRet SIGNED: DATE: :;.,.� "CONCEPT TO COMPLETION" 1 f. /) eZe)u6 1,7{.04:06-:r Group �« � � �J ti 300 S. Preeman Ave Idaho Falls, Idaho 83401 PH. (208) 528 -6110 Fax (208) 529 -5621 www.dearoun.com REQUEST FOR INFORMATION Y RFI #: DEG-65 Job Name: Dick's Sporting Goods Date: 3/6/07 To: Todd Rund From: Henry Barton Job #: Contract #: Drawing/Spec: W require a reply to this RFI by . If a definitive response is not received by this date, the project will be delayed and additional costs will be incurred DESCRIPTION: Ref S -3.0 at elevator shaft north. It refers to 41S -5.1, how does this relate. Please Advise. SUGGESTED ANSWER: ANSWER: vie secillyi CodleGd' ' hew ( Show 1)79 hv�'S� beam. LA n7 g4,r6S ,. 31 07 SIGNED: DATE: "CONCEPT TO COMPLETION" ,Q,?5-,_-_4,,,,_ ,3, D. -,=: Ke' ' l.-) . _ ; nee. . Group r 0j-- -& 2 j1 300 S. Freeman Ave Idaho Falls, Idaho 83401 PH. (208) 528 -6110 Fax (208) 529 -5621 www.deeroup.com REQUEST FOR INFORMATION''- RFl#: DEG-66 Job Name: Dick's Sporting Goods Date: 3/6/07 To: Todd Rund , From: Henry Barton Job #: Contract #: Drawing/Spec: We require a reply w this RFI by . If a definitive response is not received by this date, the project will be delayed and additional costs will be incurred DESCRIPTION: Ref S -3.0 at area were High Roof is located. How is 1/S -8A similar? Similar with HSS l Ox 10x3/8 tube only? Please advise. SUGGESTED ANSWER: ANSWER: 4,1 "Si) f (GL✓ 1 SPco )) No lopeni»y 01 S €crvc1liar No 15 ca fa ive go: (S si tni,`(OtiY. Lary (finis 5h;'49 prIpli , SIGNED: DATE: . ��. "CONCEPT TO COMPLETION" t4 005 2 — ,.;fS g Group rrm •. 300 S. Freeman Ave . Idaho Falls, Idaho 83401 P1. (208) 528 -6110 Fax (208) 529 -5621 www.degroun.corn REQUEST FOR INFORMATION''' RFI #: DEG -69 Job Name: Dick's Sporting Goods Date: 3/6/07 • To: Todd Rund From: Henry Barton Job #: Contract #: Drawing/Spec: We require a reply to this RFI by . If :a definitive response is not received by this date, the project will be delayed and additional costs will be incurred. DESCRIPTION: Ref 1 & 2/S -3.1, are moment connections FEMA type? Please advise. SUGGESTED ANSWER: ANSWER: hj5 l S iAn daft/ s C rn emen OOh n 'ChM d2 rnvt • 3 /rZld 1, 01 1, 6h-n 414A 7 iwJm • SIGNED: DATE: , "CONCEPT TO COMPLETION" ti* -3 ,� ! r .gGroup C7v r ;s. f . 300 S. Freeman Ave Idaho Falls, Idaho 83401 PH. (208) 528 -6] l0 Fax (208) 529 -5621 www.dcgroup.com REQUEST FOR INFORMATION RFI#: DEG-38 Job Name: Dick's Sporting Goods Date: 3/6/07 To: Todd Rund From: Henry Barton Job #: Contract #: Drawing/Spec: We require a reply to this RFI by . If a definitive response is not received by this date, the project will be delayed and additional costs will be incurred DESCRIPTION: Ref: 3/S -1.1 , grid 1 & H, is column actually going deep (- 2' -10 ")? This also goes for other columns shown on 1/S 1.2 around the truck docking area. Ref: image on 4/S -5.2, this image doesn't reflect columns going deep. Please advise. SUGGESTED ANSWER: ANSWER: Co !u f1?r! Rh r v/ !/ s(- P 1 a Ct7hG1'�i deS t .M rr/ Cpnc et ' -10 "). Top rc p r er Cap 41 14 h Cww( o wt & bey -F H (4 /Z —2 ► tv''. So-P-1 r (a. 17 , p i.e.- Cups A-ra S r4 € h rvS show of (c oluc aria (i /S -i 9 aye befew FeL C ere-le pedeffefic & an etc. m,,,( frio fr (9 . 4/1 6 c??h 3 1,49 Yh SIGNED: DATE: "CONCEPT TO COMPLETION" 1 0 e zpd, ....._ ,_, 06576 - Z__ , .11: 1r3 a,„ . Group _` 300 S. Freeman Ave Idaho Falls, Idaho 83401 PH. (208) 528 -6110 Fax(208)529 -5621 www.degmup.conl I REQUEST FOR INFORIIMATION RFI #: DEG-43 Job Name: Dick's Sporting Goods . Date: 3/6/07 To: Todd Rund From: Henry Barton Job #: Contract #: Drawing/Spec: s We require a reply to this RFI by . If a definitive response is not received by this date, the project will be delayed and additional costs will be incurred DESCRIPTION: Ref: 1 /S -1.2, column placement of HSS5x5x3/8, two left of grid H, need dimensions to them and their baseplate elevations. Also elevator sump pit, what is required here. And are there guide rails required? Also need Clear Opening dimensions. Please advise. Note: C/S -12.0 shows other columns and or posts in this area, please clarify condition of these too. SUGGESTED ANSWER: ANSWER: see anal chic( 3 ,c (plume) Ii r ig- 9red o irrtPr7 St'vns aft e(ev4fie: See Z(5 -9.2 scv 4— fa-Loci! hi *A, TS otraw►'p La r' - i 4.1 3 40 SIGNED: DATE: "CONCEPT TO COMPLETION" . . ... 4 i - l _____ L:7 i IIFt.. 4.9 r —--- rum ........,.. , 1 1 1 4.8 I 1 i . ,..1 , 'I rn I I 4ho es I I I§ . , )IR PIT: I i! 1) ---- CONCRETE SLAB 11 . .54)12" EIN. T&B. _ Ili iiN11111111F______ 1 lifi 4.6 ! ‘ 1-11111"1"iilill ud fil -- 1--- 1 I I IF 1 1 1 • 1 L I LI 1 W \ ,.....,, 1 ii 1 , ,i,.......,, hp - - 1 • fr ila I ., ar" — c - _____ 1 I LI . j , ! 1 ! 10' 13/ ! 4•--9" 5 ! G.7 G.8 1 1 ave � i aT . Group 300 S. Freeman Ave %. Idaho Falls, Idaho 83401 PH. (208) 528 -6110 Fax (208) 529 -5621 www.deeroup.com I Y REQUEST FOR INFORMATION #: DEG-55 Job Name: Dick's Sporting Goods Date: 3/6/07 To: Todd Rund From: Henry Barton Job #: Contract #: Drawing/Spec: r We require a reply to this RFI by . If a definitive response is not received by this date, the project will be delayed and additional costs will be incurred. DESCRIPTION: Ref: 5/S -4.0 and A/S -4.0, is the HSS3x3x0 -3 actually to be angle? If so what is the angle thickness? Also, isn't that HSS8x8 actually a 8 "x16 GA CEE stud? Please advise. SUGGESTED ANSWER: ANSWER: slecip,7 4 /S` Lf 0 S hoR l 0 � be cza GL c 3/s -c p, O m .t-ite pss g8 x -s. The Ns5 3x3 (rata oaf 4 /S-t� Shoo d 7c 3 x 30 �iGL ( rnrf" 31W MP SIGNED: DATE: "CONCEPT TO COMPLETION" 2 Group 300 S. Freeman Ave ' Idaho Falls, Idaho 83401 PH. (208) 528 -6110 Fax (208) 529 -5621 www.deeroup.cnm 1 REQUEST FOR INFORMATION RFI#: DEG -56 Job Name: Dick's Sporting Goods Date: 3/6/07 To: Todd Rund From: Henry Barton Job #: Contract #: Drawing/Spec: 1 We require a reply to this RFI by . If a definitive response is not received by this date, the project will be delayed and additional costs will be incurred. DESCRIPTION: Ref: 1 /S -5.1, Please provide angle deck edge dimension to grid line, also not at roof level that the L4x3x1 /4 is on the beam. Is it to be on beam or on top of joist as deck edge? Please advise. SUGGESTED ANSWER: ANSWER: C00' 411144c_ £ Cu We n h ,v dr 't " iJ S -fp ea-sir 4e of 4n SCE � is �" '3 - 1'' h &�vrr► �ihe Mid 5 f ew &!e rrr-t is (Gi 1155 hPied (i1 Air A Lavyy A Wa"(9 SIGNED: DATE: "CONCEPT TO COMPLETION" Grou • i't'1 d S P ec), 300 S. Freeman Ave Idaho Falls. Idaho 83401 PH. (208) 528-6110 Fax (208) 529 -5621 www.degroup.com REQUEST FOR INFORMATION RFI #: DEG-60 Job Name: Dick's Sporting Goods Date: 3/6/07 To: Todd Rund From: Henry Barton Job #: Contract #: Drawing/Spec: We require a reply to this RFI by .1 f a definitive response is not received by this date, the project will be delayed and additional costs will be incurred DESCRIPTION: Ref: C/S -8.0, Require dimension from grid to deck edge and 1/4" plate at escalator. Not shown on Architecturals. Please advise. SUGGESTED ANSWER: ANSWER: 4 4 , 44446 . 1 & e ci GjoSare Are. SIGNED: DATE: "CONCEPT TO COMPLETION" t• r:��e..�. Group 300 S. Freeman Ave Idaho Falls, Idaho 83401 • PH. (208) 528 -6110 Fax (208) 529 -5621 www.degroup.com REQUEST FOR INFORMATION RFI #: DEG -37 Job Name: Dick's Sporting Goods Date: 3/6/07 To: Todd Rund From: Henry Barton Job #: Contract #: Drawing/Spec: We require a reply to this RFI by . If a definitive response is not received by this date, the project will be delayed and additional costs will be incurred. DESCRIPTION: Ref: 3 /S -1.1 , grid .2 & .7/ G.9, need pilecap elevation. (note: dim from G.9 to H on S -1.0 is 10 3/4" while on 3/S -1.1 it is shown as 1' -2 7/8 ") Need clarity on this, Please advise. SUGGESTED ANSWER: i x) �'" /y J) G• I (4 t'S E• 2 3 Af; ► ANSWER: D rn.e�s 7/ pfey C'ip cot N/ 1 Z %1c ". 7 I (s'►>.eZde brGt.n lma evict mil (,'he /5 —10. j /Foe f,ng Ai 6, Rf z erta . 5 Lorin ljn '�i�-1'+ 3 1t21o, . ry1 3 SIGNED: DATE: "CONCEPT TO COMPLETION" 60 e tea( r 1 f D DE 1 ( ( -, , R EQUEST FOR INFORM • anoN RFi No. 15.1 _ EWO No. _ From: PROJECT: [1�5G #342 - Washington Square ; S.D. Deacon Core NO. 0720 SW Bancroft Portland, OR 97239 WITS: 3/8/07 SUBJECT: Reber lap length To: WM Architects SPEC REF: 105 Broadway Ave. - Nashville, IN 37201 'ORAWING REF: Attn: Alan Blankenship — DETAIL REF: DESCRIPTION OF REOUE$T: Please see attached table for typical rebar kip lengths. Please confirm these minimum lengths wig be acceptable for mbar splice lengths in reinforced fie. -. • - • .. 0 SOLUT QUESTED DATE OF • RESPONSE: 3J9i2007 COSI Impact SCITedule Impact - its 'REST: RESPONSE 4'E - - - - twki 6, fir 1 FIRM cc: Elia, 1:17 �t MVO �— i S.D. Reams Cap, M Oregon &7i J S.W. 6B+xvuf St, mod, OR 97239 • P.O. 130'25302, poi8and, OR 97298 i T: 5034974M • F: 51:13,297-0907 OR OTC 0134328 • WA REG 1 SDDEACO61 ua TMYYI corn ■ PORRAND 1 SEATTLE I SACRAMENTO 1 %MORT BEACH 1 i - I RE5AR DEVELOPMENT it LAP SPLICE LENGTHS N I CONCRETE STRENGTH (fe ) 3000 PSI 4OOO P51 5000 PSI BAR D EVELOPMENT L _ SPLICE To - + i1 DEVELOPEIEN LEN Tal • DEVELOPMENT EN TP SIZE AI�33A�E, SPLICE * . ...- 5PL 1C� BARS • BARS BARS EARS 28 18 14 — - - - -- . 24 17 13 22 ' #4 28 22 37 25 }q �5 3 6 27 47 31 32 22 17 � �� .. . _ 24 40 28 33 21 3� •. �? 28 48 3B �- ' 25 43 62 45 81 54 42 3 70 48 7 r � ! i _ 71 55 q 62 47 80 FT, 80 62 105 0 _ 55 . 42 im C • 53 i qi 62 48 ' 81 #10 89 68 118 77 1 59 102 • *11 96 75 q 53 � �1 ., 131 SS l (5 113 76 58 1 i i 1 EACON s REQUEST FOR INFORMATION RFI No. 23 EWO No. From: PROJECT: DSG #342 - Washington Square S.D. Deacon Corp. JOB NO. 965 0720 SW Bancroft Portland, OR 97239 DATE: 3/16/07 SUBJECT: Column placement and orientation To : MJM Architects SPEC REF: _ 105 Broadway Ave. Nashville, TN 37201 DRAWING REF: S -1.0 Attn: Will Beard DETAIL REF: DESCRIPTION OF REQUEST: Please confirm the column located at grid 2/H is oriented with the web facing east/west. Please provide dimension from grid 53.9 to grid 3 in order to place east side loading dock column. PROPOSED SOLUTION: REQUESTED DATE OF RESPONSE: 3/23/2007 Cost Impact. PRIORITY: Schedule Impact: See attachments RESPONSE: RESPONSE DATE: BY FIRM cc: File, Project Manager, Superintendent S.D. Deacon Corp. of Oregon 0720 S.W. Bancroft St, Portend, OR 97239 • P.O. Box 25392, Portland, OR 97298 T: 503 - 297 -8791 • F: 503 - 297 -8997 OR GCB #134328 • WA REG #SDDEACO011JB www.deacon.com PORTLAND I SEATTLE 1 .SACRAMENTO I NEWPORT BEACH • 6 ,l 1 5L 2-- Dick's Sporting Goods Tigard, OR MJM #06158 Response to RFi #23 Correct. The web of this column faces east/west. The X- bracing connects to the column flanges. Dimension from column line 3 to column Tine 53.9 is 1'-4 ". Note that column line 53.9 is in -line with column line 2.9. • i r 6 _, . _ i --- REQUEST FOR INFORMATION RFI No. 24 EWO No. From: PROJECT: DSG #342 - Washington Square S.D. Deacon Corp. JOB NO. 965 0720 SW Bancroft Portland, OR 97239 DATE: 3/23/07 SUBJECT: More steel Q's To: MJM Architects SPEC REF: 105 Broadway Ave. Nashville, TN 37201 DRAWING REF: Attn: Will Beard DETAIL REF: DESCRIPTION OF REQUEST: Please see attached steel questions. PROPOSED SOLUTION: REQUESTED DATE OF Cost Impact: RESPONSE: 3/30/2007 PRIORITY: Schedule Impact: See attachments RESPONSE: RESPONSE DATE: BY FIRM cc: File, Project Manager, Superintendent S.D. Deacon Corp. of Oregon 0720 S.W. Bancroft St, Portland, OR 97239 • P.O. Box 25392, Portland, OR 97298 T 503 -297 -8791 • F: 503- 297 -8997 OR CCB #134328 • WA REG #SDDEAC0011JB www.deacon.com PORTLAND 1 SEATTLE 1 SACRAMENTO 1 NEWPORT BEACH 2 ' c v�' c� s6 - 2-- 79 Ref: 7 &6/S -9.1: Require top of steel elevations for beams running perpendicular to grid .09 (Seems to be lower than beams at e1.112 -10 along grid .09, but by how much ?) Please advise. 80 Ref: 6/S -9.1: note blow up of cap plate for canopy column. (1/2" from HSS6x6 outside wall of material to center of hole on plate) What size hole is this, because 3/4 dia bolt is not possible nor is a 1/2" dia bolt, due to weld from plate to column top. Please advise. 81 Ref: S -2.0 canopy: See grid D and .2, looks like right end of the W10x22 running east/west is to be supported by a bracket off the tube column on grid C.95. Please supply details. Same on opposite hand. 82 Ref DEG RFI -62 and S -2.0: Note that if all beams are off center line as per F/S- 10.0 then the two W30x108 beams on grid 3 &4 (Plan west end) at grid B will have a connection issue with girder bearing seats. See enclosed images. Note that this only effects the girder between grid 3 &4 on grid B. Please asdvise. 83 Ref: 2/S -7.0: and DEG RFI 53 & RFI 12 SD Deacon. Note that the center to center dimension of 1-4 from column grid line to tube column at canopy does not allow enough space for the HSS16x8x1 /2 beams to pass between them. (7/8 shy of slipping thru.) Please advise 84 Ref: 4/S -1.2: Please provide dimension from grid 6/50 to center of column and baseplate. Looks like C10 baseplate on column schedule does not match, and please provide cap plate being used to support girder. 85 Ref: A/S -11.0 and 1/S -11.0: note that columns C3 at x- braced areas have a 3/4x1 - 6x1-6 baseplate w/ (4) -1 1/4 dia. bolts on column schedule (S -1.0), but 1/S -11.0 shows a 10 bolt patterned baseplate which states "see column schedule" Please clarify what governs. 86 Ref. 1 /S -2.0: West large opening, at escalator, shows a northwest beam W30x 108 12' -0" west of grid C making the beam centerline 4' -0" from concrete edge of opening. If you Ref. 1/S8 -0, this beam is 14 -0 from grid C making it 6 -0 from concrete edge of opening. Please advise on W30x108 placement. 87 Ref. 1 /S -2.0 at large openings and 4/S -9.1. C- shaped bent plate w/ stiffeners will not fit like shown on 4/S -9.1 detail due to off set beams that were imposed by detail F/S -10.0. The C- shaped bent plate w/ stiffeners will actually be in the center line of the web of the beams that are 5 3/4" off of grids 3 and 4. Please advise. OF 2-6°6 Dick's Sporting Goods Tigard, OR MJM #06158 Response to RFI #24 (DEG item # 79 through 87) item #79 Top of steel elevation is 112' -4 except beam along column line 0.3 where top of steel elevation is 112' -5 5/8 ". Item #80 3 4" cap plate with 3 ,4" diameter bolts. The W' dimension should read 1 W (distance from tube edge to bolt centerline and also from bolt centerline to plate edge). Item #81 See attached sketch. Item #82 See response to DEG Item 62 on Deacon RFI #17.1. Item #83 These building columns are oriented so column web runs parallel to column line 1. Changing the 1'-4" dimension to 1'-4W will allow for placement of the 16x8 tube steel. Item #84 The columns at C/6 and D/6 are 8x4 tubes (the 8" dimension runs parallel to the masonry wall). There is a 1 4" gap between the masonry•wall and the face of the tube column (shown on the Architectural drawings). Therefore, center of tube to face of masonry is 2 1 /4 ". Use 34" cap plate. See attached sketch for anchor bolt layout. Item #85 See response to RFI #26 on 3- 30 -07. Item #86 The dimensions shown on 1/S -8.0 are correct. Item #87 Section 4/S -9.1 applies to the section of the W30 beam that is plan west of column line C and the section of the W24x68 beam that is plan east of column line F. Detail A/S -9.1 applies between column lines C and F along 3 and 4. . : . e 2_6, -,, . . , :.'''.5:'-''. ,. f.. www i ''L 3 1, 2 a t`i,5� ((���� "� M(�l 4 WIOW -In i . \:, -' .. .,-' , • .... t (3,) ' k /3IA5 Tk (C/ 1l(0) ol RBI A 2- (I TVA 4 g V - T►G ?, d2 Maxwell Johanson Maher a r c h i t e c t s ` � l • • . ,%. . • • • • www.mtij`niarcti corn J ( �tT • TIE . Ir - 1 1 11 I f f /' �1 --` .• - . ...:. • • -.... ......... '.. ....- ' . 1. ..... :, , '- ' '' . .• :: • . ' , ' •_ .... ,....' ,. ''' ' . ••• ' . ...... -...v ,' , , / r i • t % " uSSBY.F)ca/t . . . . . . . .. ..............,,.,.....:...,:........ , • • r rc 4-r cipoP4 • pi.. RP l * (tTEM ti D SG - Ti 11 0 /Z.- ^ • • . . • . • • • Maxwell Johanson Maher • a r c h i s e c t s • • • • • Oop 26 oc_)5 2 I . .. = REQUEST FOR INFORMATION • RFI No. 25 EWO No. From: PROJECT: DSG #342 - Washington Square S.D. Deacon Corp. JOB NO. 965 0720 SW Bancroft Portland, OR 97239 DATE: 3/26/07 SUBJECT: More steel q's To: MJM Architects SPEC REF: 105 Broadway Ave. Nashville, TN 37201 DRAWING REF: Attn: Will Beard DETAIL REF: DESCRIPTION OF REQUEST: 88. Ref. 1 /S -2.0 Plans note: "HSS 3x3x1/4x6-0 tube (typ) see arch. drawings." This note is pointing at the front of the bldg. entrance at the 2nd floor. - Could not locate post locations for embed /column placement in architecturals or structurals from grid 1 at where it is pointing to. Please advise. 89. Ref. B/S -12.0- Putting wall shows to be located on 2nd floor (1/S -2.0), please verify putting wall elevations. As of present, 31 -11 1/16 above FF of 2nd floor brings HSS3x3x1 /4 at top elevation 152 -1 9/16 and if studs attached, top elevation of entire putting wall is 184-0 9/16. Please advise on elevations and its placement in relation to surrounding grids. 90. Ref. A/S -12.0, where does this apply? Could not find where this elevation view derived from. Please clarify 92. Ref. S -3.0, Roof elevations. From grid E to J, if one is to keep a 1/4:12 slope and keep the e1.140 -9 1/4 top joist elevation at center of building, grid F should be = 139-5 7/8 JBE, grid G = 138-9 3/4 JBE, grid H = 138 -1 3/4 JBE, grid J = 137-6 13/16 JBE, and L.3 = 137 -41/2 JBE. Please Verify. JBE =Joist Bearing Elevation PROPOSED SOLUTION: REQUESTED DATE OF RESPONSE: 3/30/2007 Cost Impact: PRIORITY: Schedule Impact: See attachments RESPONSE: • RESPONSE DATE: BY FIRM cc: File, Project Manager, Superintendent S.D. Deacon Corp. of Oregon 0720 S.W. Bancroft St., Portland, OR 97239 • P.O. Box 25392, Portland, OR 97298 T: 503- 297 -8791 • F: 503-297-8997 OR GCB #134328 • WA REG #SDDEAC0011JB www.deacon.com PORTLAND 1 SEATTLE 1 SACRAMENTO 1 NEWPORT BEACH e g 2-666 --- Dick's Sporting Goods Tigard, OR MJM #06158 Response to RFI #25 (DEG item # 88, 89.90 and 92) Item #88 The 3x3 tubes in question are located the same on the first and second floors. See drawing S -1.1 for dimensions to locate them. Item #89 No steel is required for the putting wall on this project. The associated details on sheet S -12.0 will be deleted. Item #90 Section A/S -12.0 is cut at the elevator door opening. The channels frame the door openings. Coordinate with Architectural. Item #92 The 140' -9 14" elevation at the roof ridge line is the TOP of joist, not joist bearing. Joist bearing elevations as shown on drawing S -3.0 are correct except for the elevation at "G" should be changed from 138' -7 3 /8" to 138' -7 34 ". I i ti 3,1 � ' .� 5 i S t ii" �;. .,, REQUEST FOR INFORMATION RFI No. 37 EWO No. From: PROJECT: DSG #342 - Washington Square S.D. Deacon Corp. JOB NO. 965 0720 SW Bancroft Portland, OR 97239 DATE: 4/11/07 SUBJECT: grade beam reinforcement clarification To: MJM Architects SPEC REF: 105 Broadway Ave. Nashville, TN 37201 DRAWING REF: Attn: Will Beard DETAIL REF: DESCRIPTION OF REQUEST: There are several occurrences in which a new grade beam is placed in between two existing pile caps. Please confirm that these grade beams are reinforced with two rows of longitudinal bars placed in the bottom of the grade beam spaced 1 bar diameter apart. Also, please confirm that the bars that are to be drilled into the existing pile cap are not lapped. Please see attached sketch. PROPOSED SOLUTION: REQUESTED DATE OF Cost Impact: RESPONSE:4 -13-07 PRIORITY: Schedule Impact: yes See attachments RESPONSE: RESPONSE DATE: Co t ZREC BY 1..__ `-_ LalliaV FIRM M.3 cc: Re, Project Manager. Superintendent S.D. Deacon Corp. of Oregon 0720 S.W. Banxxft SL, Portland, OR 97239 • P.O. Box 25392, Portland, OR 972118 T: 503- 297.8791 • F: 503.297 -8997 OR COB 4134329 • WA REG ASDDEA00011JB www.deacon.com PORTLAND 1 SEATTLE 1 SACRAMENTO 1 NEWPORT BEACH — -` 4 ,7e) q. (21U9'10) V- .9 -' -j 1 (2J&17) V, C 4 e 0 ,,s -Xadr ye,.. 5-," ,, fir! ±0 mod, J v d „ h ad a - P..,, rixod a. g 1 °' N: -'yv ,,S ; 11 S cl'>> �.., d =C "'w S't 1.4tr,r,44 9 90-77 ( 5iv o g) . 0 o 0 0 0 0 0 0 0 Q o Q o 0 .0 0 0 0 0 4.0 'b ,.91 Oat h 4t 61411,2-9 ' C _1Q,,. ?: REQUEST FOR INFORMATION I RFI No. 33 EWO No. From: PROJECT: DSG #342 - Washington Square S.D. Deacon Corp. JOB NO. 965 0720 SW Bancroft Portland, OR 97239 DATE: 4/11/07 SUBJECT: To: MJM Architects SPEC REF: 105 Broadway Ave. Nashville, TN 37201 DRAWING REF: S -3.0 Attn: Will Beard DETAIL REF: DESCRIPTION OF REQUEST: Ref. S3.0, please provide deck edge connection details at interior 1" shaped opeining. We have a joist edge connection at grids 4C, 4F and a WF beam condition at grids 4C, 3C, 4F, and 3F as examples. Similar conditons apply around the opening perimiter. PROPOSED SOLUTION: REQUESTED DATE OF Cost Impact: RESPONSE:4-11 -07 PRIORITY: Schedule Impact: yes See attachments RESPONSE: RESPONSE DATE: BY FIRM cc: File, Project Manager, Superintendent S.D. Deacon Corp. of Oregon 0720 S.W. Bancroft St., Portland, OR 97239 • P.O. Box 25392, Portland, OR 97298 T: 503 - 297 -8791 • F. 503 - 297-8997 OR CCB #134328 • WA REG #SDDEACO011 JB www.deacon.com PORTLAND 1 SEATTLE 1 SACRAMENTO 1 NEWPORT BEACH g GCS. Dick's Sporting Goods Tigard, OR MJM #06158 Response to RFI #33 For side where joists run parallel to clerestory opening, weld deck directly to last joist before clerestory and cantilever past. At perpendicular sides, terminate deck at 3x3x3/8 angle spanning between joists. ., • 4 &uPz--z D EACON ' 1 REQUEST FOR INFORMATION RFI No. 37 EWO No. From: PROJECT: DSG #342 - Washington Square S.D. Deacon Corp. JOB NO. 965 0720 SW Bancroft Portland, OR 97239 DATE: 4/11/07 SUBJECT: grade beam reinforcement clarification To: WM Architects SPEC REF: 105 Broadway Ave. Nashville, TN 37201 DRAWING REF: Attn: Will Beard DETAIL REF: DESCRIPTION OF REQUEST: There are several occurrences in which a new grade beam is placed in between two existing pile caps. Please confirm that these grade beams are reinforced with two rows of longitudinal bars placed in the bottom of the grade beam spaced 1 bar diameter apart. Also, please confirm that the bars that are to be drilled into the existing pile cap are not lapped. Please see attached sketch. PROPOSED SOLUTION: REQUESTED DATE OF Cost Impact: RESPONSE:4-13.07 PRIORITY: Schedule Impact: yes See attachment RESPONSE: RESPONSE DATE: CotzIZEr.1 BY 1.41 t71 f4 ' / tl y d, FIRM 1 t cc: File, Project Manager, Superintendent S.O. Damon Cop. of Oregon 0720 S.W. Bancroft St.. Portland, OR 97239 • P.O. Box 25392, Portland, OR 972ti8 T: 503.297 -8791 • R 503297 -8997 OR C 6,134328 • WA RE3,SODEAC0011JB www.deacon.com PORTLAND I SEATTLE I SACRAMENTO 1 NEWPORT BEACH • G rc..k. &...e.. 6 t won - e,43n , , c; P• ' cc r ' 14 To (a16�► C(G y,, f 1 41 1 4 To (*. i' I , if : s" air: tt :o! I 5 % -- ePouy r S '' I b— 1 1 — g �" pt i . 'IJs .7 ( / _, R.0 7 • 1. cr/q /// E fro/I:ow " ( G LEA' ( L ) 21 - " 801-40..., b a, s L tom of 4 �-^-' L row Oe , O' O 0 0 0 0 Cw. ra .e pD 1F! 4" cro,�•, tb g cc -e �.3+ 7 p . L O a a Q D y rt,w o.c 1 J I flu 6a ,- °V. - _ G .4.4 -e Po l5 s" f.o •,� 6 e }'f or .. o P -ex"3i 1. P. c., p o p O o v •• o e + 0 1 bw.- sr 101. (CGE14'2) I 1 "fin 1 gor. "K CIi�G1}12) 1 I I 1 1 1 1 • i I i 1 1 — 40( SD F, t�.Cal :J REQUEST FOR INFORMATION RFI No. 34 EWO No. From PROJECT: Dm #342 - Washington Square S.D. Deacon Corp. JOB NO, 965 1 0720 SW Bancroft Portland, OR 97239 DATE 4/10/07 SUBJECT: 41S -4.0 clarification ti i To: MJM Architects SPEC REF: 105 Broadway Ave. Nashville, TN 37201 DRAWING REF: Attn: Will Beard DETAIL REF: ESCRIPTION OF REQUEST: Ref: 4/S4.0, Will WF beam be boxed in by 1/2° plates completely or partially? Does it extend to all beams at stair perimeter? Please advise. • PROPOSED SOLUTION: R EQUESTED DATE OF Cost Impact: RESPONSE-4 -72-07 RIORITY: Shute Impact yes P See attachments RESPONSE: RESPONSE DATE: T h i 5 OCLu • , 6 y trt'or , re _=. tM to u _ ' vt ce -.� /.i,6nn $ -the 'IL ) G,a -rte L( fein5, b► BYt41 1 s - FIRM In cc: File, Project Manager. 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