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HomeMy WebLinkAboutB06-0196 Supplementary Structural Calculations summary permit set 11/07/07 � � � + SUPPLElVIENTARY � STRUCTUR.AL CALCULATIONS ` for � �- SUMMARY PER:MIT SET � � � � F FOUR SEASONS RESORT AT VAIL " Vail, Colorado � � �`��n �f �i�i� � �. ��� .���� �. _ for � HKS/HILL GLAZIER STUDIOS 925 Alma Street �� Palo Alto, CA 94301 ` � � `�:;:,`:.,. .. by �=�r:.{ :�y� ; � �r '��`. :" � '� NISHKIAN MENNINGER -� '� � �' � -,. ,�,�: � 1200 Folsom Street __ �.-�:`: '�;1%,y;�;..�, , San Francisco, CA 94103 ''"�'�'� ' t�- � ----- � '`;r'F�`_;. „ ,..`i-',<: iji���..�`•:I�4•�iy_ �\�� ' ,���::�:.\\\`:�''��� � � •- � / i .. �.,; � � , �, NM Job No. 7083 �`—_� �� =� I �� �I� � November 7, 2007 � ��� � �'�1! '� .1 I;I !�' � p ���� � � ! r � ' TQ1/V�! OF \/!a!L � r r s r SUPPLEMENTARY STRUCTURAL CALCULATIONS for SUMMARY PERMIT SET FOUR SEASONS RESORT AT VAIL Vail, Colorado for HKS/HILL GLAZIER STUDIOS 925 Alma Street Palo Alto, CA 94301 by NISHKIAN MENNINGER 1200 Folsom Street San Francisco, CA 94103 NM Job No. 7083 November 7, 2007 r 2778t u i PLAN CHECK RESPONSE FOUR SEASONS RESORT AT VAIL Vail, Colorado NM Job No. 7083 Oct 30, 2007 Structural Comments CLOSED COMMENTS HAVE BEEN REMOVED FROM THE LIST S106 F 9,11,14/S6.01E Sheet S2.03.2: 12 ft. cantilever retaining wall extension of exterior two span wall below, outside of ballroom areaway i on line AI I between 14 and 14.5 has not been checked and appears to be overstressed for flexure, please check. Consider moment resisting,joints at slab to wall connections. Design/detail planter wall. These details require rebar and splices to be shown for proper detailing and construction. Verify cantilever deflection. KL&A 6126i07: Please respond to this issue. KL&.-I 8131107: Submitted calculations sho117 7-eSt7-aint at top of planter ii-all, ia•hile per draii•ings. the ii-all is cantilevered. It appears ivall t)pe '11;'3' is required at retail7il7g ii-alls south of the bal17-00777 area, please rerieir. i u M See revised calculation. Added wall marl: W313. revised section 9, 14/S6.01E S 110 F S2.02.4 No calculations have been provided for the cantilevered retaining wall around the pool structure, or on gridline D1. Verify lateral load capacity, consider pedestrian surcharge and water surcharge due to site drains behind this wall as appropriate. Verify footing width. KL&A 612607: Tull i77 question between gridlines 6-8.5 south of go A18 supports roof loads and also is the lateral load path_f07- pool structure loading, and for roof upliftfo7 partially enclosed structures. TEall also is monolithic with Area 3.4 perimeter building ii•all. Design is part of FOR 's scope, please proi-ide ii-all designs acco1477ti77g for support o f roof structure. KL&A 813L 07: Coordinate neii, retaining ii-all detail 21IS4.03 i0th foundations shoii-n 077 pla77, S2.02.4. Verify 77eii, steel roof arou77d pool structure ii,ill resist lateral soil reaction of 1.0 kl f, r i,eri fy metal deck shear strength a77d C07777ectio77 to resisting perpe77dicula7• retaining li'alls. See calculation. Added new cantilever retaining wall detail on sheet 24/S4.03 Wall is not designed for top supported. S128 GS 52.09.3 Top slab bars IOT3 & IOT6 are shown at line 10.6/A14. It seems v these bars are shown in error as the concrete beain is upturned at this location. Beams south of line A12.2 are not identified. Please check. IBC 1603.1. KL&A 6126 07: Top bars also appear required at gridli77e A10. S2.09.3 PT profile is incomplete, details are required. KL&A 8131, 07: Top bars are still not shoii-77 077 plan. please rerieia,. Sheet 52.09.3 clarified. The bars were shown on S2.09.2 across the match line. S145 LS 1/S3.02C Wall thickness is shown as 8 inches. Plan S201.2 indicates a 12" exterior foundation wall, please coordinate. s a KL& 4 6%26 07: Coordinate reinforcing shoii,n on shear wall elevation with JTfi ? ' or J F3 'per S 2.01. 2. it is unclear ii'hich wall type controls.for soil lateral loading. fall must span ni-o way due to stair shaft opening, verify designs. KL&.4 8,131.07: Submitted calculations shOIII restraint at top of planter Wall, ii-hile per d7-a1Vi77gs, the ii-all is cantilel•ered. It appears ivall o pe ' 11175 ' is required at retaining Walls south of the ballroom area, please review. Sheet 52.03.2 plan revised «vall mark to `'V313 along line 11 (designed as cantilever NvalI) Edited `call schedule on 54.03 for W313. S164 LS 52.11 Provide detail of roof diaphragm to concrete cores. Provide or indicate detail of steel beams to concrete cores for gravity plus lateral loading, per ASCE 7-02 load combinations. Verify drag loads and chord force detailing at eave framing. Verify diaphragm welding is sufficient for expected shear forces, provide shear and moment diagram at roof deck levels. ASCE 7-02: 9.5.2.6.2.2, 9.5 2.6.2.6, 9.5.2.6.2.7. KL&A 6126, 07: Aew detail 131S1.0.5B: lf7elded studs, thickness and di777ensiol7s of embed plate are not defined. Please provide this i77fo7.777atio77 for all beams and reaction conditions on the drawings. Verify connection is adequate with shot-t slot or long slot holes in the shear tab, if permitted for erection. Provide roof diaphragm calculations per 07-igi77al c07777ne77t. IBC 1911, 1912, 2205.1. KL&A 813L 07: Submitted materials are incomplete, review of this item is ongoing. Detail 13/S1.0.5B revised to show number and size of veld stud, embed plate for different beam size. Slotted holes are not used per notes on 11/S1.05 A. See cale. pc164 for roof diaphragm check for all roof levels. S165 LS S2.11 Provide detail of concrete diaphragm to concrete cores, verify shear transfer at each level and comment whether any drags are required. Verify if typical details 12 & 23/S 1.0.3A apply r r throughout the job. AS CE 7-02: 9.5.2.6.2.2, 9.5 2.6.2.6, 9.5.2.6.2.7, 9.5.2.6.2.8. KL&A 6126 07: Please resP077d to this issue. KL&.4 8/3107: Submitted 777aterials are i77co777plete, rerieli, of this ite777 is 077go777-. See attached cafe. for shear all drag. Drag bars are added on plans. S169 LS S3.02A Calculations show a significant force reversal / back-stay effect r from Level 6 to Level 5 shear force, i.e. SW 14 & SW 16. Verify this load path has been designed for the loads per 3D analysis. Verify soil plus wind / seismic loading has been used for drag design. Note per plan, S2.05.1, a large hole exists adjacent to wall SW 16, and per calculations page 536, (38+57)=95k shear transfer is required. No drags are shown on plan. Please verify. Note, elevations S3.02A shows @ 14" o.c. at upper levels, calculations shown (2) 45 @ 24" o.c., please verify designs match calculations. IBC 1616.1.1, IBC 1604.4. r KL&.4 6126 07: 07-i,gi77al co7wne17t calculated (38+57)=95k load _ for STY14 770t STTI'16 as 770ted, hoi+-erer collector bars have not bee77 A added for STYLI. STT716 collector load is (86+143)=229k. (4) y7 s17011'77 on play are not adequate for 229k, please revieii, all collector designs. KL&A 81311 07: Submitted materials a7-e i77C0777plete, 7"eview of this ite777 is 077-0177(. See attached cafe. for shear all drag. Drag bars are added on plans. S171 S2.11.1-2, etc. Roof framing plans are incomplete. Please address the following and confirnn detailing will be provided in future drawings issues, per IBC 1604.2, 2205.1. a) KI_ &A 8 31 0. (70., c I b) KL& 4 8;'31, 07: Closed c) KL&A 8131, 07: Closed d) KL&A 8131, 07: Closed e) KL&A 8,%31, 07: Closed f) KL I << 31 0 ('1O 1 Q) W8 & W16 eave supports do not cantilever outwards and support eave in RAM analysis submitted, instead all load is r i transferred directly to columns via eave rim beam. Verify eave supports and perimeter girders are adequately sized KL&.-I 8/31.- 07: Submitted 7aterials are iIWOmplete, review of this item is 077gOi77c. See updated steel framing section and details. RAM analysis revised. Cale. pc17lg h) S2.09.3, etc: HSS6x6 to W8, W14 moment connection at eave ` needs a detail KL&.-I 8/31,07: Submitted materials are iIWO7nplete, rei•ieiv of this item is ongoing. See detail 5, 10/ S8.01 for HSS to W8 moment connection. i) 1/S2.10.3: W16x31 on line A10.5 is shown as W18x35 per calculations, please verify all beams match calculations. IBC 2205.1. KL&A 8,131107: Submitted materials are incomplete, revieii~ of this itein is 077g0777g. Framing plan and cafe. revised cafe. pel7li S172 1/S2.08.3 W18x46 eave support girder near gridlines CB-Cl is shown as W21x44 per calculations; W14x30 on line BE is shown as W21x48 per calculations. Several cantilevered eave moment connection supports are shown without a backspan member. Please review. IBC 2205.1. KL&.-1 8131; 07: Submitted materials are i77co177plete, 7-e1'iell'Of this ite771 is 077-0il7g. Framing plan and cafe. revised pc172 S173 1/S2.08.3 Verify lateral support of the low roof structure for wind and seismic loading; low roof section is not coimected to Level 8 PT slab beyond or core walls within the roof area, and braced frames are not shown. Similar at 2%S2.08.3 and other low roof structures. IBC 1604.4. C7 i KL&.4 8/31; 07.- Submitted materials are incon7plete, rerieii, of this ite777 is 077gO7.77-1 Braces added to support lower roof. See updated plans. 5173 11,26,28/S7.OIA Calculations indicate that roof deck is attached to slab edge along line 2 and other locations where deck and floor slab are near the same elevation. Provide a detail for lateral roof to slab conmection where required by lateral analysis. IBC 1604.4. KL&.-I 8131, 01. Submitted materials are i77cO111plete, rerieri7 of this ite117 is 077goi77o1 Added detail 5/S7.04 for typical metal deck to slab connection. S174 S2.11.1, etc Show roof diaphragm to concrete core connection, consider in- plane collector shear forces and out of plane anchorage forces. IBC 1604.8.2; ASCE 7, 9.5.2.6.2.6, 9.5.2.6.2.8. KL&A 8131; 0Submitted materials are illc0777plete, 7-ClIeli, o_f this 1te777 7s 077(yOl770' . See detail 13/S1.05B and cafe. S175 S2.11.1 Verify diaphragm continuity at dormers line A5 between upper roof deck and lower roof deck, provide collectors as required for in plane shear and out of plane shear. IBC 1604.4. KL&.-I 8"31, 07: Sub177itted materials are i77co777plete, reriela, of this ■ 1te7n is 071b0111Q. Added brace along line A6. (sheet 52.10.1) S 176 S2.09.2 Roof ridge support columns nearl 5.5-A4.8 shown on S2.11.2 are not supported by slab below, please check. IBC 1604.4. KL&A 8131; 0?: Column in question is 20.feet tall, verify HSS.5.v is adequate. per S2. IL 2. M Post sizes are noted on sheet 52.07.2 level 7 (HSS 6X6 is used) M r S178 A2.11.1 R, etc. Structural roof plans do not incorporate snow fences shown on 00 architectural drawings. Please provide snow fence with adequate structural connection shear and moment associated with sliding snow. IBC 1608. KL&A 8/31 07: Submitted niaterials are incomplete, 7-evieiv of this item is ongoing. Added detail 25/S1.05B for snow fence. KL&A 8131; 07: COMUEATS ON NETY DETAILS FOLLOW S187 21/S4.03 Minimum depth shall be 48" for frost depth requirement. IBC 180.2.1. Verify wall vertical rebar is adequately developed at top of footing, ACI 318, 12.2. Appears that variables D and D' are reversed with calculations variables hf and hp, please review. IBC 1806. Detail 21 is omitted. All landscape `wails sections are shown on new sheets S2.00A & S2.0013 see attached cafe. pc187 S188 S5.03 Revised beams 4138 & 4139 appear too shallow to support one way slab at ramp. Shear ties are spaced greater than d/2. Please review beam sizes for ramp loads. IBC 1604.2. Revised heam 4139 to 24" deep (updated schedule on sheet 55.03) cafe. pc188 [end] s i s I RETAINING WALL DESIGN PC 106 PC 110 PC 145 PC 187 JOB FO u e- SEA ✓O ~J NO. 0 S NISNKIAN MENNINGER SHEET NO. WIQl-I. t/y3 $ OF CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 CALCULATED BY DATE M I+S Tel: (415) 541-9477 Fax: (415) 543-5071 CHECKED BY DATE SCALE WALI- f S 2. 3, 2 C~~~ p L►nr~ Ail Cu se) ~T 0,2 H = 0.Z 34, = 6.3 ' +s6 +st Irk - (o' I w3 2, w3 ql& F-9(- 24X H , ACT►VZ- PRESSURE ;t► Project: By: Date: Checked: Date: Page: Description: Units: English Properties - X = feet, E = ksi, I = inA4 X = 0; E = 3605; I = 1.5609e+006; X = 34; E = 3605; I = 4096; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; Rotation = 0; X = 12; Disp = 0; X = 22; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad Point Loads - X = feet, PLoad = kips, Moment = kip ft Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 27; UStart = -1.3; UEnd = -1.3; XStart = 27; XEnd = 34; UStart = -1.3; UEnd = 0; WinBeam 3.30 - Registered to NISHKIAN MENNINGER 1 E 8=lj FProject: By: Date: Checked: Date: Page: Reactions - kips, kip ft ' 21.958 ),3Kt.(- 12 "u/ A (.L r~ ~Z► Shear - kips ' Moment - kip ft Tv = 0. ~5 n 4. N'+ 0-7uv n I-. 12 K ; v.16 r7 use 0SC I( iZ X ~Z- r Zg• P00 #Se Z-4 , O,1 SS' x1.1.949047 0.9X°.9 x60Xr°,S TDI-kt r O"4Z67. aK 4 X !Z !'~6 '--<49.617298 d,qx o °(K6oA(0 Rotation - radians 4 l.tsS ~b ~ '2 ^ 0114 T TOM = x.23 D 1 ~-t@1Z _-o,zq ' Deflection - inches 053 -0.0008 WinBeam 3.30 - Registered to NISHKIAN MENNINGER / ir~Be l/1 am Project: By: Date: Checked: Date: Page: Analysis Data: Beam Length = 34. feet Number of Nodes = 202 Number of Elements = 201 Number of Degrees of Freedom = 404 Reactions: X Vert Rot feet kips kip ft 0 9.389 -21.958 12.000 8.037 22.000 22.223 Equilibrium: Force Reaction Diff Vert -39.650 39.650 -0.000 kips Rot 607.317 -607.317 -0.001 kip ft ?in & Max values: Min Shear = -11.173 kips at Max Shear = 11.050 kips at Min Moment = -49.617 kip ft at Max Moment = 11.949 kip ft at Min Rotation = -9.939e-007 radians at Max Rotation = 6.952e-006 radians at Min Deflection = -0.0008843 in at Max Deflection = 5.343e-005 in at 22.000 feet 22.000 feet 22.000 feet 7.268 feet 11.493 feet 34.000 feet 34.000 feet 18.441 feet WinBeam 3.30 - Registered to NISHKIAN MENNINGER NISNKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 JOB 1 LJ u_k !5 O/ j NO. f ~JI~(~✓. SHEET NO. OF F~t u' D CALCULATED BY DATE CHECKED BY DATE q H (G- H WA'Ll_ SAxZ' F = 2/3, ( &'i' -fivwt) i' f3cu (cCr~- = SO rc 4 5b°P~f .5 • _ 1 -7 if 2- ~ t~d~'2~ Sic Z~ f CItox► x~ X Z~~fi ~ l 50 -t", I X y> = I ~.z7~ o,rxt - 6 Y, 7.~-Fs~ le- S It, 2 - - If Project: By: Date: Checked: Date: Page: Description: Units: English Properties - X = feet, E = ksi, I = inA4 X = 0; E = 3605; I = 1.5609e+006; X = 9; E = 3605; I = 4096; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; Rotation = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad Point Loads - X = feet, PLoad = kips, Moment = kip ft Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 9; UStart = -0.8; UEnd = 0; XStart = 7; XEnd = 9; UStart = -0.05; UEnd = -0.05; WinBeam 3.30 - Registered to NISHKIAN MENNINGER ~i~Beam Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft 11.600 a S° X Z 1,2 " vrAVU- ~ ' H'igH Shear - kips (3.700000 D.?s x 2x IZx ~o.s Moment - kip ft I 1 X l Z -11.600027 ~ ~S ~ " 0,2 7 Rotation`" radians 11, S xp .1 Ox r ows y D•q* ~(L Deflection - inches -0.0 WinBeam 3.30 - Registered to NISHKIAN MENNINGER Project: By: Date: Checked: Date: Page: Analysis Data: Beam Length = 9. feet Number of Nodes = 201 Number of Elements = 200 Number of Degrees of Freedom = 402 Reactions: X Vert Rot feet kips kip ft 0 3.700 -11.600 Equilibrium: Force Reaction Diff Vert -3.700 3.700 Rot 11.600 -11.600 Min & Max values: 0.000 kips -0.000 kip ft Min Shear = 3.473e-009 kips at Max Shear = 3.700 kips at Min Moment = -11.600 kip ft at Max Moment =-1.815e-011 kip ft at Min Rotation = 0 radians at Max Rotation = 7.042e-007 radians at Min Deflection =-5.996e-005 in at Max Deflection = 0 in at 9.000 feet 0 feet 0 feet 9.000 feet 0 feet 9.000 feet 9.000 feet 0 feet WinBeam 3.30 - Registered to NISHKIAN MENNINGER ' NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 ' Tel: (415) 541-9477 Fax: (415) 543-5071 s9 XZ~ F = Z- 40 pe X6 2 6 crpk~ 0, g l a, ~6 q~ / JOB NO. QW A' SHEET NO. CALCULATED BY DATE CHECKED BY DATE 9-_ 1 3, 110 X 3 3-? go Z Project: By: Date: Checked: Date: Page: Description: Units: English Properties - X = f eet, E = ksi, I = in~4 X = 0; E = 3605; I = 1.5609e+006; X = 6; E = 3605; I = 4096; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; Rotation = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad Point Loads - X = feet, PLoad = kips, Moment = kip ft Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 6; UStart = -0.448; UEnd = 0; XStart = 4; XEnd = 6; UStart = -0.05; UEnd = -0.05; WinBeam 3.30 - Registered to NISHKIAN MENNINGER I on= Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft 3.188 o.~K T Shear - kips 1 1.444000 SD KZ, 1211 WAIL . 6' VC Z- p.?r x Z 3aV0 ~CtZ 7o,S 1 . C0.4 o~ Moment - kip ft 2 ''3. 881 007 AS 3 X r Q.OZS o ,S X a 'q X bra 1~ ~ ~3~ f" ' Rotation - radians UIS [ << D~ Deflection - inches ,n_nnnnnn -0.0 WinBeam 3.30 - Registered to NISHKIAN MENNINGER Project: By: Date: Checked: Date: Page: Analysis Data: Beam Length = 6. feet Number of Nodes = 201 Number of Elements = 200 Number of Degrees of Freedom = 402 Reactions: X Vert Rot feet kips kip ft 0 1.444 -3.188 Equilibrium: Force Reaction Diff Vert -1.444 1.444 Rot 3.188 -3.188 Min & Max values: -0.000 kips -0.000 kip ft Min Shear = 1.477e-009 kips at Max Shear = 1.444 kips at Min Moment = -3.188 kip ft at Max Moment = 3.459e-011 kip ft at Min Rotation = 0 radians at Max Rotation = 1.356e-007 radians at Min Deflection =-7.612e-006 in at Max Deflection = 0 in at 6.000 feet 0 feet 0 feet 6.000 feet 0 feet 6.000 feet 6.000 feet 0 feet WinBeam 3.30 - Registered to NISHKIAN MENNINGER NISNKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 Io, kI^T6(I'~j1N&- WhLL . 40 PC-r- X to 400 6 Joe 'F0U2 S r-~,A-5'0,-J ' / j SHEET NO. LMO ZAf t~ Wrr CALCULATED BY DATE CHECKED BY DATE L4/J !o' Kb K 2, t2 Project: By: Date: Checked: Date: Page: Description: Units: English Properties - X = f eet, E = ksi, I = inA4 X = 0; E = 3605; I = 1.5609e+006; X = 10; E = 3605; I = 4096; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; Rotation = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad Point Loads - X = feet, PLoad = kips, Moment = kip ft Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 10; UStart = -0.64; UEnd = 0; XStart = 8; XEnd = 10; UStart = -0.05; UEnd = -0.05; WinBeam 3.30 - Registered to NISHKIAN MENNINGER Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft 11.567 6.6~ ~L T Shear - kips .3.300000 SO Y Z I 12" i.,j A L(- l °t 14i5H C VC o.-7~ x 2 X 3av-o X )2- X tn. S Moment - kip ft I1.4; X ►2 LJ5~ ?1?(2 12 1.566693 ~ ~ $ d. 0 O j - V r z~ -2-0, 1(- - o K-- . .1 X16a Rotation - radians Deflection - inches -0.0000'7ZP WinBeam 3.30 - Registered to NISHKIAN MENNINGER Project: By: Date: Checked: Date: Page: Analysis Data: Beam Length = 10. feet Number of Nodes = 201 Number of Elements = 200 Number of Degrees of Freedom = 402 Reactions: X Vert Rot feet kips kip ft 0 3.300 -11.567 Equilibrium: Force Reaction Diff Vert -3.300 3.300 Rot 11.567 -11.567 Min & Max values: -0.000 kips -0.000 kip ft Min Shear = 5.22e-009 kips at Max Shear = 3.300 kips at Min Moment = -11.567 kip ft at Max Moment = 2.314e-011 kip ft at Min Rotation = 0 radians at Max Rotation = 7.865e-007 radians at Min Deflection =-7.422e-005 in at Max Deflection = 0 in at 10.000 feet 0 feet 0 feet 10.000 feet 0 feet 10.000 feet 10.000 feet 0 feet WinBeam 3.30 - Registered to NISHKIAN MENNINGER joB FOLAP, SEASONS NO. -7083 SHEETNO. SHEAR WALL. OF / CALCULATED BY DATE 11 ( . -T' CHECKED BY DATE CHECK THE SHEAR WALL COLLECTOR: WoILSTr GASES SHEAR WAU- # 9 23 . , ~.S (4, i 6 ' SHEAR WALL #q SHEAIZ WALL # Z3 IFOIZC& nom FROM ► 24 K I FOR(,E AT WRLL 6 S K 'FL 8x 9 TH 1-7 K 1 16 K K (32 '9 TN 2-7K ►'21 r- K s s ' 43K `iTH II" a4K 4c}K 46K 6 r~ 3 K ' F rl K 45K I_9 KK 4 ' r oo'c 32~c 12K ' i z K 37 K 34 29KrD iz.~ -7 SK ZS" Fx/►r"plz-- Fv Fovl2 1~~ - tab . S IN_ JOB FOL(R SEA50NS NO. YQ NISHKIAN 'MENNINPER SHEET NO. SHEAR `%WA U- OF 5169 CONSULTING AND STRUCTURAL ENGINEERS ' 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 0 CALCULATED BY CHECKED BY DATE DATE SCALE ' SHEAR 4 2S 1 128"-' z-? I ' 5~ 221 K Imo' 2o3 1 14~, a _ 0 'r K 2 f ~ J IS4,K ' 6S" 30S" ' 37, 22" ' 348 r- ►oT H 9TH 8TH ? TFt 6 TH 4-rH 3RD 2NP NISHKIAN MgNNINGER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 JOB S G. :iou. L. ,A SQ, j/ N O . r ^ SHEET NO. J HEA2 , O. f WNU~ OF G~ ! CALCULATED BY DATE CHECKED BY DATE SH&A2_ WALL # 14 +K 2q` v bK /a rH 97H S TH i TH 6-TH 5TH 4TH 3p- 0 200 . , 41 k 61 kl 39 i SHEAR. WALL. # 16 >tb" 31 K- 1 2" io3K I r ai" i I~K -,;I F - - - i q-7 83 I Zqf" le- ►s9" NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 JOB! Fnwe S JM NO. Q SHEET NO. SHEAR OW ALL OF c7167/1 CALCULATED BY DATE CHECKED BY DATE CoLLECTo Dr--5 6 N ALL S I I EAR WALL_ R01 LE VC-L 170 LF--VC- ~ 5 Govc-Rm BY 50rL FvR-r-& . FoR THE dl L*C7"oes BP--Low LEvE-L 5 CALCU LA T1 (3N DDA)t NEED Ta Ti ME -5-L FoR SH E-A e WALL # 2~; FoV, -D 1Ap4PAGN = 5HFA P- = .3 045 012 EA&j 519 0T- SI"fEAP, 36S7"'-/2- 152,51c- i 5Z, 5 ya' WALL ~ -152,5 FAV-5 CALCQLAT 0fJ - 15.2, S _ 2,22 N~ oxi X~'o) 4 OF SAPS u sE 0 9 v? ~ LISE- 4# e NISNKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 0 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 JOB NO. SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE CALLECToF- V65i GAJ = ( fb 1z POST- Te.nl Si o•~1 SLAB SHEAR wau t 2T RooiZ p l A PHA &N SHEAP, = 14:&r- 14 = 3 k x -Z " 143" X 2.8 = 400v- (05;"- Fr-on, 1 k pavr TeN D O-) to . ~~oes:~N - 4 d O - LDS = 2 q s' TWO SID& 29'S`` /Z _ 14 7.5' K -roe- &ACH Stogy' (47.5 k 14?• S / (o,9 x 60) = Z.~3 ulS& -41"3 _ 2.-? 3 = IT5 - 3. q-. n USA 4 # NISHKIAN MENNINGtR CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 JOB FOL49- S'EA SDN NO. [ I0SI SHEET NO. SHEAR VVNLL OF 161 CALCULATED BY DATE CHECKED BY DATE CHECK SHEAF, TRANSFER © SHEA2 WAU- WI & 4A5 RAQ.S.CC) Jj-" O.C. Vn = 1Av; T~ A = 1.4 (pouR !N PLACE) I/w = etc aOS X a31 x 6o X 1,4 22-134 /tDowc-L /Si OC -4 SL I2" 0. C' ' NISMAN MENNiNGER CONSULTING AND STRUCTURAL ENGINEERS 0 1200 Folsom Street, San Francisco, CA 94103 I Tel: (415) 541-9477 Fax: (415) 543-5071 _L JOB F0142 5T,^5f) n/ NO. P4- 19,50 SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE 46 -1 SPAN = z7' Te.15 12' LOAD DL = to" SLAB TOTAL DL = zX~SD 1- 50 = /757 7oPPrNI~ = So 4S L L = 5-n To7AL Lo, 4D l2 X i?S 1,6xso z4D r v,2Q W : a. 2 I / Z' ; 3, 4-9 w~Z 3.48 X27x 230 -7 6. qg, Z 2 Ab - M - 4a U .7:: vc t vs 2 3 0 2 s~ U5cs = 2 4-!k 22.5 US = 4,3 - 4s : Ie" VS v,2 x6~X ZZ rs N ~s~ ~2 " S !g USF I~ X2-4- -so 04- 5"T-12rve 4:5) 12-" v G 11 11 u n 11 1 ROOF FRAMING LATERAL PC 164 PC 171 PC 172 PC 173 PC., ((,Ot- - NISHKIAN MENNINGER ENGINEER: HL SAN FRANCISCO DATE: 10/10/2007 VERTICAL DISTRIBUTION OF SEISMIC FORCE PER IBC 2003 CHAPTER 16 & ASCE-7 PROJECT NAME: Four Seasons, Vail CO JoB # 7083 DIRECTION: both SYSTEM: OBF SEISMIC USE GROUP: I UNIT: KIP, FT SITE CLASS: C R= 3.25 STORY: 1 r11=-QIr. ZP1=rTRAI RESPONSE ArrFI FRATION tn'sl- For roof framing lateral only SS= 0.35 Fa 1.2 SMs=FaSS 0.42 SDS= 0.28 SI= 0.08 Fv= 1.7 i Sml=FvS,= 0.136 SDI= 0.09 SEISMIC DESIGN CATEGORY: B PERIOD: Ct= 0.02 x= 0.75 hn= 15 FT T,= 0.152 SEC SEISMIC COEFFICIENT: IE 1.00 R= 3.25 CS=Sds/(R/1) 0.086 ASCE EQ. 9.5.5.2.1-1 CS=Shc/T*(R/I) 0.108 ASCE EQ. 9.5.5.2.1-2 (MAX.) CS=0.44*Sds*I 0.012 ASCE EQ. 9.5.6.2.1-3 (MIN.) CS=0.5*Si/(R/I) 0.012 ASCE EQ. 9.5.5.2.1-4 (MIN.) E&F cu= 1.7 Tmax= 0.259 SEC k= 1.00 V=Cs W = 0.086 W = 0.062 W (working stress) t 1 1 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 JOB NO. SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE (H6qG f "t O- ~wPppivT /P*iJ /~vVf' (1Nk A /a /-7 PL = 3.5" paF PNO 1 00 sr X U ° = Z.d SA S ~t~ w -f IP / P t Cos- Ps'- V = 0.062 (w0 Rlc/w'5' t-ov) f r 0 P*p>>ro-j 7-A- 13 00 _ l 3 0o X oc~ _ + 2 p~rw~n~Ce i 3s 7• o) f' 'F, x -7-3 11,C LAJ r ~s K cF ~O T c► I I Sewn to r /5Tko NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 JOB NO. SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE 04W& nf"k( P T T t Povo %6 V t8oo x q- psr, g,Zk Gd A10fwT/o.(/ Go kAk-, p6r~c. r V s/'05L3 A $ •Z //0 p = 'c S'Z x 2 --Q. = Z X21 r ~Ys --a A~ zs-x cgs x z j 61C srlW ~Z~ I ROD Iv/ re (V4I N►'2 2 S►c NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 NO. SHEET NO. CALCULATED BY CHECKED BY OF ~rx , c(. 7S G'l?x s Nv~ 1-p x 6 - / /Sp 0. Npx q-o + 'PIA r''H LIA►~1 Wp = 4-' X6 ~fvn-o ~ ~z l2oZ I _ ~c C g - 1l 2,3 z ~ Ile- 6 $ pup prt-A-& A,i q h/ku' A 6,z /1o ` h : e&0 00 V= &-ov x b•I = +.&T k (p MtJ6V-rK J Tq P4-t,(,, Or,TA,rL l3 /S1.0513 (Z) OyYtiA A -~z-rX ~ m To SHE*P-- TA& (z~ I` P 41D P/~Mgrp r17,MWhTr r~t*" W1CF w/ S-(o67p ~ r, X (8 ~A b~C VM rg ~IJJVLIU~,t~ ~Zo = I 40 x SLo ~,~bK ~L 17"X Z x (,1 `_'l 01C. Ir - - - 4 Weld Pattern at Supports J L ' o F Button Punch or 1'/Z" Top Seam Weld i Primer Painted or Galva nized i ' 6 6 Allowable Diaphragm Shear Values, q (plf, , (mm/N)x10 ) kN/m) and Flexibility Factors, F ((in./lb)xl0 SIDELAP SPAN (ft-In., mm) ' ATTACH- 6'-0" 7'-0" 8'-0" 9'-0" 10'-0" 111-0" 12'-0" 14'-0" 16'-0" GAGE MENT 1,830 2,130 2,440 , 40 3,050 3,350 3,660 4,270 4,880 234 216 189 180 163 158 145 130 119 ` ' " q 3.41 3.15 2.76 2.63 2.38 2.31 2.12 1.90 1.74 BP @ 24 3+166R 21 23.3+143R 26.7+125R 28.4+111 R 31.8+100R 33.2+91 R 36.6+83R 41.1+71 R 45.4+62R F . 121.6+948R 133.0+817R 152.5+714R 162.2+634R 181.6+571R 189.6+520R 209.0+474R 234.7+405R 259.2+354R ` 285 260 241 227 216 207 198 184 173 " q 4.16 3.79 3.52 3.31 3.15 3.02 2.89 2.69 2.52 BP @ 12 18.0+166R 19.8+143R 21.5+125R 23.1+111R 24.6+100R 26.1+91R 27.4+83R 29.9+71R 32.1+62R ` F 102.8+948R 113.1+817R 122.8+714R 131.9+634R 140.5+571R 149.0+520R 156.5+474R 170.7+405R 183.3+354R ' 22 234 231 201 202 181 183 167 158 151 q 3 41 3 37 2 93 2.95 2.64 2.67 2.44 2.31 2.20 " . . . TSW @ 24 5+166R 13.9+143R 14.1+125R 12.9+111 R 15 13.1+100R 12.1+91 R 12.2+83R 11.5+71 R 11.0+62R F . 88.5+948R 79.4+817R 80.5+714R 73.7+634R 74.8+571R 69.1+520R 69.7+474R 65.7+405R 62.8+354R ' 343 324 309 298 289 282 276 267 260 " q 5.01 4.73 4.51 4.35 4.22 4.12 4.03 3.90 3.79 TSW @ 12 11.4+166R 10.7+143R 10.1+125R 9.6+111 R 9.2+100R 8.8+91 R 8.5+83R 8.0+71 R 7.5+62R F 65.1+948R 61.1+817R 57.7+714R 54.8+634R 52.5+571R 50.2+520R 48.5+474R 45.7+405R 42.8+354R ' 355 323 283 266 240 231 212 189 171 ' q 5.18 4.71 4.13 3.88 3.50 3.37 3.09 2.76 2.50 _ BP 24 16.3+96R 18.2+82R 20.9+72R 22.5+64R 25.3+58R 26.8+52R 29.6+48R 33.8+41 R 37.8+36R ~ F 93.1+548R 103.9+468R 119.3+411R 128.5+365R 144.5+331R 153.0+297R 169.0+274R 193.0+234R 215.9+206R 415 374 344 321 303 289 277 253 235 " q 6.06 5.46 5.02 4.68 4.42 4.22 4.04 3.69 3.43 BP @ 12 14.3+96R 16.0+82R 17.6+72R 19.1+64R 20.5+58R 21.9+52R 23.2+48R 25.7+41R 28.1+36R ' F 81.7+5488 91.4+468R 100.5+411R 109.1+365R 117.1+331R 125.1+297R 132.5+274R 146.8+234R 160.5+206R 20 384 371 322 320 286 287 262 245 232 161 " q 5.60 5.41 4.70 4.67 4.17 4.19 3.82 3.58 3.39 " r ' TSW @ 24 F 12.3+96R 11.3+82R 11.5+72R 10.6+64R 10.8+58R 10.1+52R 10.2+48R 9.7+41R 9.3+36R o l 70.2+548R 64.5+468R 65.7+411R 60.5+365R 61.7+331R 57.7+297R 58.2+274R 55.4+234R 53.1+206R ro 540 505 479 459 443 429 418 401 389 f&I ' TSW @ 12" q 7.88 R 7.37 9+82R 8 6.99 5+72R 8 6.70 1+64R 8 6.47 8+58R 7 6.26 5+52R 7 6.10 2+48R 7 5.85 8+41R 6 5.68 5+36R 6 9.4+96 . . . . . . . . F 53.7+548R 50.8+468R 48.5+411R 46.3+365R 44.5+331R 42.8+297R 41.1+274R 38.8+234R 37.1+206R 637 568 498 461 416 394 362 324 296 b " q 9.30 8.29 7.27 6.73 6.07 5.75 5.28 4.73 4.32 V) BP @ 24 10.6+41 R 12.0+35R 13.8+31R 15.2+27R 17.1+24R 18.5+22R 20.5+20R 23.9+17R 27.3+15R f F 5+234R 60 5+200R 68 8+177R 78 86.8+154R 97.6+137R 105.6+126R 117.1+114R 136.5+97R 155.9+86R . . . W q 710 10.36 632 9.22 574 8.38 530 7.73 494 7.21 466 6.80 443 6.47 407 5.94 381 5.56 BP @ 12" 7+41 R 9 11.0+35R 12.2+31 R 13.5+27R 14.7+24R 15.9+22R 17.1+20R 19.4+17R 21.6+15R 6 F . 55.4+234R 62.8+200R 69.7+177R 77.1+154R 83.9+137R 90.8+126R 97.6+114R 110.8+97R 123.3+86R 18 819 773 670 652 582 576 524 483 453 ' " q 11.95 11.28 9.78 9.52 8.49 8.41 7.65 7.05 6.61 b TSW @ 24 8.4+41 R 7.9+35R 8.0+31 R 7.6+27R 7.7+24R 7.3+22R 7.4+20R 7.2+17R 6.9+15R F 48.0+234R 45.1+200R 45.7+177R 43.4+154R 44.0+137R 41.7+126R 42.3+114R 41.1+97R 39.4+86R b` ' 1096 1011 948 L-mg-I 860 828 802 761 730 b q 15.99 14.75 13.84 12.55 12.08 11.70 11.11 10.65 TSW @ 12" _ F 6.7+41 R 38.3+234R 6.4+35R 36.5+200R 6.2+31 R 35.4+177R 6.0+27R 34.3+154R 5.8+24R 33.1+137R 5.6+22R 32.0+126R 5.5+20R 31.4+114R 5.2+17R 29.7+97R 5.0+15R v 28.6+86R. BP = Button Punch; TSW = Top Seam Weld Al 4vA ~ f~ - ~ ' , 66 VERCO" ANUFACTURING CO. Catal og VR1 p' L T tC / A Nishkian & Menninger 1K (V+s) c plc Nov 2, 2007 at 10:19 AM 11 frame.r2d I Nishkian & Menninger Nov 2, 2007 at 10:19 AM 11frame.r2d Company Nishkian 8r Menninger Oct 31, 2007 ' Designer 10:05 AM Job Number : Checked By: Joint Boundary Conditions 1-1-6 1 -k-1 Y rlrlinl v rlrrinl omf finnrlr_fflr-41 1 N1 Reaction Reaction 2 N2 Reaction Reaction 3 N4 Reaction Reaction 4 N5 Reaction Reaction Hot Rolled Steel Design Parameters 1 ~k-l ch- 1 nnnfhrf 1 I hsnfrf 1 1 h-inrRl - 1 rmmn tnnrftll mmn hn}rffl Ksl if K-in (`m (`h rll it c In eww 1 M3 SEC1 8.515 2 M4 S C1 8.139 3 M5 SEC1 8.139 4 M6 SEC1 8.515 5 M7 HR3 10 6 m8 HR3 15.5 7 m9 HR3 15.5 8 m10 HR3 10 9 m11 SEC2 6.5 10 m12 SEC2 12 11 m13 SEC2 6.5 Joint Deflections (By Combination) I r` 1-;n# 1 . K-l Y rinl v rinl Rnfniinn rrnril 1 1 N1 0 0 6.127e-3 2 1 N2 0 0 5.673e-3 3 1 N3 -.525 -.009 7.89e-4 4 1 N4 0 0 5.776e-3 5 1 N5 0 0 6.165e-3 6 1 N6 -.518 -.005 5.423e-4 7 1 N7 -.524 -.016 5.724e-6 8 1 N8 -.537 .001 -2.426e-4 9 1 N9 -.518 -.006 -1.02e-4 10 1 N10 -.522 0 1.638e-3 11 1 N11 -.518 -.004 1.344e-3 Joint Loads and Enforced Displacements (BLC 1 : eg) 1-;-. 1 -1-1 1 rl RA ni-firm 11A.nnifurior{r I-ff in -i 4-.A9/fl 1 N3 L X _ -1.4 2 _ N6 L X -1.4 3 N3 _ L Y -7 4 N7 L _ Y -7 5 N6 _ L Y -7 Joint Reactions I r~ 1-;-# 1 'het Y ro v rlrl M7 rIr-f i 1 1 N1 .769 11.141 0 2 1 N2 .582 -.933 0 3 1 N4 .639 4.499 0 4 1 N5 .81 6.293 0 5 1 Totals: 2.8 21 6 1 COG ft : X: 12.5 Y: 15.667 RISA-2D Version 6.0 [C:\Documents and Settings\byu\Desktop\wa112\frame\1lframe.r2d] Page 1 11 NISMKIAN ME14NINGER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 NO. SHEET NO. OF , CALCULATED BY DA CHECKED BY DA ?'"p puni SZ•I(•Z t U N r l s' (h1 Kt C,fL+ ri c rt, l~lt~ v - ltvo PSF = ~jK ' ~v~c~ Nss ~xs~ 1-`1 t7~ TO L" k~' g - 616 7eb )e + _ Z-gjc~ S~~n~► R ~ s~ au ~ PHT s 1G. 7-b4 'Ar- L WARNING: Detail Report Based On Less Than 10 Sections! Company Nishkian & Menninger Oct 31, 2007 ' Designer 10:05 AM Job Number : Checked By: ' Member Section Stresses (By Combination) I . k-l Car Avinim-ail Chanrneail Tnn Ranrlinnneen Rn} Ranrlinnwail 1 1 M3 1 .866 .211 -3.187 3.187 2 2 .866 .211 -2.599 2.599 3 3 .866 .211 -2.012 2.012 4 4 .866 .211 -1.424 1.424 5 5 .866 .211 -.836 .836 6' 1 M4 1 .634 .183 -.469 .469 7 2 .634 .183 .019 -.019 8 3 .634 .183 .507 -.507 9 4 .634 .183 .994 -.994 10 5 .634 .183 1.482 -1.482 11 1 M5 1 .695 -.319 1.482 -1.482 12 2 .695 -.319 .631 -.631 13 3 .695 -.319 -.22 .22 14 4 .695 -.319 -1.071 1.071 15 5 .695 -.319 -1.921 1.921 16 1 M6 1 .048 .377 -.845 .845 17 2 .048 .377 .206 -.206 18 3 .048 .377 1.256 -1.256 19 4 .048 .377 2.307 -2.307 20 5 .048 .377 3.357 -3.357 21 1 M7 1 2.132 -.236 0 0 22 2 2.132 -.236 -2.257 2.257 23 3 2.132 -.236 -4.515 4.515 24 4 2.132 -.236 -6.772 6.772 25 5 2.132 -.236 -9.03 9.03 26 1 m8 1 -.179 -.179 0 0 27 2 -.179 -.179 -2.645 2.645 28 3 -.179 -.179 -5.29 5.29 29 4 -.179 .374 -4.501 4.501 30 5 -.179 .374 1.04 -1.04 31 1 m9 1 .861 -.196 0 0 32 2 .861 -.196 -2.905 2.905 33 3 .861 -.196 -5.811 5.811 34 4 .861 .502 -4.381 4.381 35 5 .861 .502 3.051 -3.051 36 1 m lo 1 1.205 -.249 0 0 37 2 1.205 -.249 -2.378 2.378 38 3 1.205 -.249 -4.756 4.756 39 4 1.205 -.249 -7.134 7.134 40 5 1.205 -.249 -9.512 9.512 41 1 m11 1 -1.127 0 0 0 _ 42 2 -1.127 0 0 0 43 3 -1.127 0 0 0 44 4 -1.127 0 0 0 45 5 _ -1.127 0 0 0 46 1 m 12 1 -.676 0 0 0 47 2 -.676 0 0 0 48 3 -.676 0 0 0 49 4 - - -.676 _ 0 0 0 - 50 51 _ 1 m13 5 1 -.676 -.105 0 0- 0 0 0 0 52 2 -.105 0 0 0 53 3 -.105 0 0 - - - " - - 54 - - - - - - 4 - - - - ---.105 - + 0 - 0 0 55 - 5 -.105 0 0 0 RISA-2D Version 6.0 [C:\Documents and Settings\byu\Desktop\wal[2\frame\11frame.r2d] Page 4 Company Nishkian 8r Menninger Oct 31, 2007 ' Designer 10:05 AM Job Number : Checked By: Member Primarv Data nhal I Anint .I .Inint RntataManl Rartinn/Rhana naeinn 1 iet Tuna KAaf-ial rl-inn D.1- 1 M3 N3 N8 SEC1 Wide Flange Beam HR STL T ical 2 M4 N8 N7 SEC1 Wide Flange Beam HR STL Typical 3 M5 N7 N9 SEC1 Wide Flange Beam HR STL Typical 4 M6 N9 N6 SEC1 Wide Flan a Beam HR STL Typical 5 M7 N1 N3 HR3 WF 14 Column HR STL Typical 6 m8 N2 N8 HR3 WE 14 Column HR STL Typical 7 m9 N4 N9 HR3 WF 14 Column HR STL _ T ical 8 m10 N5 N6 HR3 WF 14 Column HR STL T ical 9 m11 N3 N10 SEC2 Wide Flange Beam HR STL Typical 10 m12 N10 N11 SEC2 Wide Flange Beam HR STL Typical 11 m13 N11 N6 SEC2 Wide Flan a Beam HR STL T ical Hot Rolled Steel Section Sets I ahal Rhana nazinn 1 iet Tvna IUatarial nacinn Rnlae a rin91 I /On 97(11 ri I in 1An1 r-Al 1 SEC1 W14X22 Wide Flan a Beam HR STL ical 6.49 7 199 2 SEC2 HSS7X5X3 Wide Flange Beam HR STL EIT]icEa 3.985 6.666 27.925 3 HR3 HSS7X5X4 WF 14 Column HR STL 5.225 21.285 35.783 Member ASD Steel Code Checks (By Combination) 1 r, RAnmhcr chant 1 Ir RA- 1 -MI Chcar I It' I -,rf+l r n-il r+rlr.il Chrlr.n t, f`... C.... 1 1 M3 W 14k22 .160 0 ..011 0 15.078 30 22.058 1 .705 H I_-1 2 1 M4 W 14X22 .071 8.139 .010 0 16.054 30 30 2.112 .473 1-11-2 3 1 M5 W 14X22 -.087 8.139 .017 0 16.054 30 30 2.3 .291 1-11-2 4 1 M6 W14X22 .117 8.515 .020 0 15.078 30 29.109 2.033 .499 H1-2 5 1 M7 HSS7X5X4 .345 10 .012 0 22.811 30 33 1.75 .6 H1-2 6 1 m8 HSS7X5X4 .233 10.01 .019 10.01 16.472 30 30 1 .6 H2-1 7 1 m9 HSS7X5X4 .278 10.01 .025 10.01 16.472 30 30 1 .6 H1-2 8 1 m10 HSS7X5X4 .328 10 .012 0 22.811 30 33 1.75 .6 H1-2 9 1 m11 HSS7X5X3 .038 0 .000 0 26.09 30 33 1.75 .6 H2-1 10 1 m12 HSS7X5X3 .023 0 .000 0 20.861 30 33 1.75 .6 H2-1 11 1 m13 HSS7X5X3 .004 0 .000 0 26.09 30 33 1.75 .6 H2-1 RISA-2D Version 6.0 [C:\Documents and Settings\byu\Desktop\wa112\frame\11frame.r2d] Page 5 (A13 (AA Al5 A15,3 ~Alb ~A16.1) J ~66 AlJ Alb 8T4 1014 6T7 art / 16 GA. BENT R. Al r AI RIDGE LYP.~ ,Fs T 14 1 IICKE 'Fl) A2 I / S A! Al u mL i3T^ r 1 1 ~ Ilf'111RNCB u"1,111 ~ - cnrT c[R 1 waxzl wex21 w l" ~ _ m c a, HS XSeB/a _ V/12x191001 3 3 OR CEi W UO G0. U0 - ~ IIGS6xGx1/9 _ - U0. DD, • l l + DO ;Gxtixs/9 : 1J H UP WRNEU- \ Wllxl9 (001 3 ~ . x - . UP IURNEU OUTRIGGER C10x153 o, - ' ` I /-(YJ TRIGGER 3 3 D0 HSS 5X5.3/9 H5, 5X5x~/B - . URACfS BRA m CE, DO - 2~ 1 WIGx15 (0B1 a W 1~ - DO °i 16 CA efNr k 4~ 3 ~ D0. x: H~56 6x4. UO. AI VALLEY IYP. [ WI2xI I0U) 3 3 BRACES 3 3 1 3 CI' J ~HSSfixfixi/a 44e-- W i UPI URNED WI a 0I4x 30 WMI 9 - ] -11TRffiff 1 r7m 3 ~ ? CIU.153 - C10x15.3 - j 0 wl OR 11 waxlo w,", DO F TWA ;T A8V W12x19 3 - H' ;e D0 WAx1G 00 i x6x n ZX19 Hss6x6. ie~ _ - UPTURNE.p TRI R UP IIIRNEIF IXI GGE o, TRIGGER OU WIOx1 IDl I u - m WAxl 3 3 \ - ~ Y!I➢GI Ii] _ _ - , ~ o Q~ 1 2` r~ 1 l l I w72x19 BI 's o o_ _ ~Ipo M'701 ',1' ~ _ - y _ ~ _ T9 o fl*/ ~ - 3 - - BxIU 3 WI 005 W1209 I t0 l El ~ 0 0 - 0 CIGx~ _ WIOxI~ ~ - HS56x x'/9- 6 GA. BENT PL x: UPIUR OUTRI ED GER T RIDGE IYP - 3 - - - x CIU , L P- 2 D - - - - % - - rrP AT RIOCE I - 1 u7 W yV0 HSS6xfixr/e~ Z- -Il;;6x6x1/e ~;v1 ~2x`~~`~~ / UPI URNEO UPTURNED O11 TRIGGER OU I RIGGER NISNKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 L./N)= 4. I -r'it- : 00 V';- I ( 0 Per 4. 4-IC !may = (/Op x 6 ' ~ r tr ~Nrva1z 4 '7 JOB NO. SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE Dl~ 42 1 2 27 3 3,3 4 5 5.4 6 1T-10' 6'-6" -O" 26'-6" 19'-61" 14'-0" QOx15.3 (CUN.I pasn XSS6x6xJ/ A9 9 COIN. TO CONC. , COL BELOW LEVEL-09 - A10 , f Min Ilp it - / tr T N - { 19 mMl9 I .6.%(BI • i L E 16 TYP. " l 1 01 10 9CI LOW a . HSS6a6xJ/B IaxI c s.J aaM. All T. _ B -2 o i0 E05. LEVfI 1 C10riS3 ICUh. m4r2I 18 POST) - M2tl9 m2.19 7.01 ; MUS HSS6x6.J/W m4x m6r51 (W T. HSS6i6r /eIIDIEXT ' ' 'j N4x 9 WI422 C(9Wt 10 POST) , ; HSS6a6a3/s ~ 14 HSS6r6a0/6 W12.19 W12x19 ti . WI2.19 WI2xl9 H5S6a6x3/6 V _ -HSS6x6xJ/6 wl*114 NJ 16 ce BENT e o m Wmle m PDfE Tip. . ~rtneE 0/ W244 (BID N 2d2 16~ Ala Werl ~ , weno C eIS:J 3 W&10 ' ~.IO ~ WB.10 HSS6x6x3/ UJXNT C(IN TO P~n ; ~ a ; J~ - - F. ~fI/'l W&IO Wr - I ; ; ; 10 d0 WBtlO - --n ' 3 HSS5r5r / POST LOW CIGM5.3 (CUM. FOB LOWER Off (TOT 3) To EOS. LEVEL-08) d - d AM ' h n 28 e _ o r-m0.15. un _ - 1 A t I I I I 7.02 Q 2 CIO-15-3 ODI r I - nmis. J leei - / FA BENT f GE Tom' N ex49 teal 4S54.4x1/` POST W 7 2'-Q 7 -0" LIP (TOTAL 6) ¢ 2' / 2 8 T . A RID E = WBx15 - N WAxl5 x/ POST T . A 4 I10TAL D J B /9 OST 2.02 . ROW (T 6E10Y fi01 6) 6) 2 me.a.(Bal . . . _ _ A15 HSS4x4x SOES) _ 6 - - 7.02 Q 2 .i A15.3 m6.JI 1D ~ ~ ~ ,m WI ff 13 T 7.02 , ~ _ _ 2 0 j C,0.15.J (BB) 6x6.'1/99 TYP. QP I6 GA. ANT Q O PTBPI(0'OIIRG RDGE TYP. 2'-0" 2' 0" F A . 1 1 Iva - All w'f A NISNKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 SHEET NO. OF CALCULATED BY DA CHECKED BY DA NO. V p 17419 / 4' h ctc by W4 3 2 ~T 'A Lr-x (Mg 15. 5av(IO►J SIov6 T.h = ISo~ x Z v = I.Z 1.6K PRTP)L ("/S(os-S N(60' OAK -f CFf1 -N)Vj LO `-J Wpb 3I_ ~•~~~c. I • Z W f45f "T P141 I ~•(N NI zF ►p ,,.aTSCL p,4i~K- A 2oCK/ra UVIC-,` 2 -7 ' ab'0.CLy Ct.y Nishkian & Menninger ~•Zcz Oct 24, 2007 at 3:45 PM STEELFRAME.r2d LLx 1.72k Loads: LC 1, eq Nishkian & Menninger Nov 5, 2007 at 11:53 AM STEELFRAME.r2d -2.5k -2.5k -2.5k II - L 1.72k Loads: LC 1, eq Results for LC 1, eq Member Bending Moments (k-ft) Nishkian & Menninger Nov 5, 2007 at 11:56 AM STEELFRAME.r2d -25k -2.5k -2.5k 1, i - x 1.72k Loads: LC 1, eq Results for LC 1, eq Member Shear Forces (k) Nishkian & Menninger Nov 5, 2007 at 11:56 AM STEELFRAME.r2d -2.5k -2.5k -2.5k 11 Company Nishkian & Menninger Nov 5, 2007 ' Designer 1:13 PM Job Number : Checked By: Joint Boundary Conditions Hot Rolled Steel Desian Parameters I nhcl Chmnc I onnthrftl I hw rtrftl 1 h-inrA1 I rnmn tnnrftll mmn hntrftl K-ni if K-in r:m r.h flit a In cwnv 1 M1 W10X33 13.5 2 M2 W14X30 13.5 6 3 M3 W10X33 13.5 4 - M4 W10X33 5.5 5 M5 W16X31 13.5 6 M6 - W16X31 13.5 7 M7 W10X33 5.5 8 M8 HSS6X6X3 5.5 9 M9 W14X30 13.5 10 M10 HSS6x6x2 14.577 11 M11 HSS6x6x2 14.577 Hot Rolled Steel Properties Label E ksi G ksi Nu Therm 1 E5 F Densi k/ft^3 Yield ksi 1 HR STL 29000 11154 .3- 1 .65 .49 50 Joint Coordinates and Temperatures I ~1n1 Y MI V rftl Tomn rFl 1 N1 0 0 0 2 N2 27 0 0 3 N3 0 13.5 0 4 N4 27 13.5 0 5 N5 0 19 0 6 N6 27 19 0 7 N7 13.5 13.5 0 8 N8 13.5 19 0 Member Point Loads (BLC 1 : ea) \A--k- I. K-l Ilirn'.4inn KA-nifi vicrlr 4-ftl I n innrft 0/-I 1 M5 Y -2.5 0 2 M6 Y -2.5 0 3 M6 Y -2.5 13.5 Member Distributed Loads (BLC 1 : ea) Joint Loads and Enforced Displacements (BLC 1 : ea) RISA-2D Version 6.0 [T:\7083\Calculations\pdf PLAN CHECK 3\STEELFRAME.r2d] Page 9 Company Nishkian & Menninger Designer Job Number Nov 5, 2007 1:13 PM - Checked By: Joint Loads and Enforced Displacements (BLC 1 : ea) (Continued) Joint Reactions (By Combination) 1 f` Ininf 1 ~K-I Y r41 V rlrl KA7 rlr-ffl 1 1 N1 -2.21 5.927 0 2 1 N2 -2.43 11.968 0 3 1 Totals: -4.64 17.895 4 1 COG ft : X: 13.5 Y: 19 Joint Deflections (By Combination) It, Ininf I ~K-I Y rinl V rnl Rnfnfinn rmdl 1 1 N1 0 0 -7.193e-3 2 1 N2 0 0 -7.442e-3 3 1 N3 .86 -.003 -1.31 e-3 4 1 N4 .87 -.007 -9.74e-4 5 1 N5 .881 -.005 -3.785e-4 6 1 N6 .879 -.008 4.616e-4 7 1 N7 .865 -.056 4.486e-4 8 1 - N8 .877 -.057 -4.395e- Member Primary Data I ..L-I 1 1-;-6 1 1-;-f D-f-f-IA-\ Cnr.+inn/Ch~nc n-inn I icf T-. RA.fcri.1 n-inn 0.,100 1 M1 N1 N3 W1 0X33 Wide Flange Beam HR STL T ical 2 M2 N3 N7 W14X30 Wide Flan a Beam HR STL Typical 3 M3 N2 N4 W1 0X33 Wide Flange Beam HR STL T ical 4 M4 N3 N5 W10X33 Wide Flange Beam HR STL T ical 5 M5 N5 N8 W16X31 Wide Flan a Beam HR STL T ical 6 M6 N8 N6 W16X31 Wide Flange Beam HR STL T ical 7 M7 N6 N4 W10X33 Wide Flange Beam HR STL Typical 8 M8 N8 N7 HSS6X6X3 Wide Flange Beam HR STL T ical 9 M9 N7 N4 W14X30 Wide Flan a Beam HR STL Typical 10 M10 N3 N8 HSS6X6X2 Wide Flange Beam HR STL Typical 11 M11 N8 N4 HSS6X6X2 Wide Flange Beam HR STL T ical Member Section Deflections I n \A.... k- I -k-I Csn finl v rinl /n1 1 /V R.fin 1 1 M1 1 0 0 NC 2 2 0 -.29 2176.082 3 3 -.002 -.549 1360.051 4 4 -.003 -.749 1554.344 5 5 -.003 -.86 NC 6 1 M2 1 .86 -.003 NC 7 2 .862 -.045 5753.489 8 3 .863 -.065 4548.107 g 4 .864 -.068 6410.257 10 5 .865 -.056 NC 11 1 M3 1 0 0 NC 12 2 -.002 -.299 1978.978 13 3 -.003 -.566 1236.861 14 4 -.005 -.767 1413.556 RISA-2D Version 6.0 [T:\7083\Calculations\pdf PLAN CHECK 3\STEELFRAME.r2d] Page 10 Company Nishkian & Menninger Nov 5, 2007 Designer 1:13 PM Job Number : Checked By: Member Section Deflections (Continued) I r UA I-r I ~ l Q- v rinl rinl /n\ 1 hi O~4in 15 5 -.007 -.87 NC 16 1 M4 1 -.003 -.86 NC 17 2 -.004 -.873 8298.291 18 3 -.004 -.879 8584.702 19 4 -.004 -.88 NC 20 5 -.005 -.881 NC 21 1 M5 1 .881 -.005 NC 22 2 .88 -.024 NC 23 3 .879 -.043 NC 24 4 .878 -.054 NC 25 5 .877 -.057 NC 26 1 M6 1 .877 -.057 NC 27 2 .878 -.057 NC 28 3 .878 -.048 NC 29 4 .879 -.03 NC 30 5 .879 -.008 NC 31 1 M7 1 .008 .879 NC 32 2 .008 .885 7880.58 33 3 .008 .887 5572.611 34 4 .007 .882 7028.423 35 5 .007 .87 NC 36 1 M8 1 .057 .877 5515.196 37 2 .057 .874 8139.594 38 3 .057 .867 NC 39 4 .057 .863 NC 40 5 .056 .865 NC 41 1 M9 1 .865 -.056 3276.94 42 2 .867 -.03 6945.18 43 3 .868 -.003 NC 44 4 .869 .01 9474.501 45 5 .87 -.007 NC 46 1 M10 1 .795 -.328 NC 47 2 .794 -.368 6596.764 48 3 .793 -.384 6316.822 49 4 .792 -.385 NC 50 5 .791 -.384 NC 51 1 M11 1 .834 .278 NC 52 2 .828 .292 NC 53 3 .821 .32 8602.001 54 4 .815 .339 6347.718 55 5 .809 .322 NC Member Section Forces (By Combination) I h \Anmhnr I ~hnl 4nr Avi.lrlrl Rhcnrrirl RAmmantrlr-ffl 1 1 Ml 1 5.927 _ 2.21 0 2 2 5.927 2.21 -7.459 _ 3 3 5.927 _ 2.21 -14.917 4 4 5.927 2.21 -22.376 5 5 5.927 2.21 -29.834 6 1 M2 1 -8.26 -.366 -10.11 7 2 -8.26 -.366 -8.873 8 3 -8.26 -.366 -7.636 9 4 -8.26 -.366 -6.399 10 5 -8.26 -.366 -5.162 11 1 M3 1 11.968 2.43 _ 0 12 2 11.968 _ 2.43 -8.201 RISA-2D Version 6.0 [T:\7083\Calculations\pdf PLAN CHECK 3\STEELFRAME.r2d] Page 11 i Company Nishkian & Menninger Nov 5, 2007 ' Designer 1:13 PM Job Number : Checked By: I 1 Member Section Forces (By Combination) (Continued) I R Mamhar I ahal Sac AYialrkl Rhaarm Mnmantrk-ftl 13 3 11.968 2.43 -16.403 14 4 11.968 2.43 -24.604 15 5 11.968 2.43 -32.806 16 1 M4 1 5.606 -4.801 -19.004 17 2 5.606 -4.801 -12.402 18 3 5.606 -4.801 -5.801 19 4 5.606 -4.801 .801 20 5 5.606 -4.801 7.402 21 1 M5 1 6.521 3.106 7.402 22 2 6.521 1.807 -.889 23 3 6.521 .508 -4.795 24 4 6.521 -.792 -4.316 25 5 6.521 -2.091 .549 26 1 M6 1 -2.834 2.176 .166 27 2 -2.834 .877 -4.985 28 3 -2.834 -.423 -5.752 29 4 -2.834 -1.722 -2.133 30 - 5 -2.834 -3.021 5.872 31 1 M7' 1 5.521 -1.114 5.872 32 2 5.521 -1.114 7.404 33 3 5.521 -1.114 8.936 34 4 5.521 -1.114 10.469 35 5 5.521 -1.114 12.001 36 1 M8 1 1.629 .628 1.325 37 2 1.629 .628 .462 38 3 1.629 .628 -.402 39 4 1.629 .628 -1.266 40 5 1.629 .628 -2.13 41 1 M9 1 -7.632 -1.995 -7.292 42 2 -7.632 -1.995 -.559 43 3 -7.632 -1.995 6.175 44 4 -7.632 -1.995 12.909 45 5 -7.632 -1.995 19.643 46 1 M10 1 1.972 -.062 -.721 47 2 1.972 -.062 -.496 48 3 1.972 -.062 -.271 49 4 1.972 -.062 -.046 50 5 1.972 -.062 .179 51 1 Mil 1 11.475 -.132 _ -.764 52 2 11.475 -.132 -.283 53 3 _ 11.475 -.132 .199 54 4 11.475 -.132 .68 55 5 11.475 -.132 1.162 Member Section Stresses 1 R Mamhar I nhal Sac AYinirksil Rhaarrk-qil Tnn Ranrlinnrksil Rnt Ranrtinnrksl 1 1 M 1 1 _ .61 .783 0 0 2 2 .61 _ .783 2.561 -2.561 3 3 .61 .783 5.123 -5.123 4 4 .61 .783 7.684 -7.684 5 5 .61 .783 10.245 -10.245 6 1 - M2 1 -.933 -.098 _ 2.885 _-2.885 7 2 - -.933 - -.098 2.532 -2.532 8 - 3 - -.933 - - - -.098 2.179 -2.179 9- 10 - 4 5 -.933 -.933 _-.098 -.098 1.826 -----1.473 -1.826 _1.473 ~ RISA-2D Version 6.0 [T:\7083\Calculations\pdf PLAN CHECK 3\STEELFRAME.r2d] Page 12 Company Nishkian S Menninger Nov 5, 2007 Designer 1:13 PM Job Number : Checked By: I I Member Section Stresses (Continued) 1 f• RA--k- I ~1--l 42- A-;. i L-il 11 1 M3 1 1.233 .861 0 0 12 2 1.233 .861 2.816 -2.816 13 3 1.233 .861 5.633 -5.633 14 4 1.233 .861 8.449 -8.449 15 5 1.233 .861 11.266 -11.266 16 1 M4 1 .577 -1.702 6.526 -6.526 17 2 .577 -1.702 4.259 -4.259 18 3 .577 -1.702 1.992 -1.992 19 4 .577 -1.702 -.275 .275 20 5 .577 -1.702 -2.542 2.542 21 1 M5 1 .715 .711 -1.881 1.881 22 2 .715 .414 .226 -.226 23 3 .715 .116 1.218 -1.218 24 4 .715 -.181 1.097 -1.097 25 5 .715 -.479 -.139 .139 26 1 M6 1 -.311 .498 -.042 .042 27 2 -.311 .201 1.267 -1.267 28 3 -.311 -.097 1.461 -1.461 29 4 -.311 -.394 .542 -.542 30 5 -.311 -.692 -1.492 1.492 31 1 M7 1 .569 -.395 -2.016 2.016 32 2 .569 -.395 -2.543 2.543 33 3 .569 -.395 -3.069 3.069 34 4 .569 -.395 -3.595 3.595 35 5 .569 -.395 -4.121 4.121 36 1 M8 1 .409 .3 -2.138 2.138 37 2 .409 .3 -.745 .745 38 3 .409 .3 .649 ' -.649 39 4 .409 .3 2.043 -2.043 40 5 .409 .3 3.437 -3.437 41 1 M9 1 -.862 -.534 2.081 -2.081 42 2 -.862 -.534 .159 -.159 43 3 -.862 -.534 -1.762 1.762 44 4 -.862 -.534 -3.684 3.684 45 5 -.862 -.534 -5.605 5.605 46 1 M10 1 .73 -.044 1.676 -1.676 47 2 .73 -.044 1.153 -1.153 48 3 .73 -.044 .63 -.63 49 _ 4 .73 -.044 .107 -.107 50 5 .73 -.044 -.416 .416 51 1 M11 1 4.248 -.095 1.777 -1.777 52 2 4.248 -.095 .657 -.657 53 _ 3 4.248 -.095 -.463 .463 54 4 4.248 -.095 -1.582 1.582 55 5 4.248 -.095 -2.702 2.702 Member ASD Steel Code Checks (By Combination) 1 r` RA-har Chi- 1 If` 11Aw I -rffl Choir I If` I -rffl G.rv.n C4r4ci1 ChrL-il f`h r,- Cnn 1 1 Ml W 10X33 .362 13.5 .039 0 18.316 30 30 1.75 .6 Hl--2 2 1 M2 W14X30 .119 _ _0 .005 0 24.601 _ 30 33 1.292 .804 H2-1 3 1 M3 _ W10X33 -417 13.5 .043 o 18.316 30 30 1.75 .6 H1-2 4 1 M4 W 10X33 _217 _ 0 _ .085 0 26.645 _ 30 33 2.205 .444 H1-2 5 1 M5 W16X31 .186 0 .036 0 7.737 30 20.073 1.674 .85 H1-3 6 1 M6 W 16X31 .121 _ 5.625 _ _ .035 13.5 _ 7.737 30 12.516 1 .85 H1-3 7 1 M7 W 10X33 .144 5.5 .020 0 26.645 30 33 1.308 .796 H 1-2 8 1 M8 HSS6X6X3 128 5.5 .015 0 ! 27.41 30 30 2.3 .351 _ H 1-2 RISA-2D Version 6.0 [T:\7083\Calculations\pdf PLAN CHECK 3\STEELFRAME.r2d] Page 13 n 11 11 11 11 11 11 n 11 11 11 11 11 RISA-2D Version 6.0 [T:\7083\Calculations\pdf PLAN CHECK 3\STEELFRAME.r2d] Page 14 Company Nishkian & Menninger Designer Job Number Nov 5, 2007 1:13 PM Checked By: Member ASD Steel Code Checks (By Combination) (Continued) cm4-,l «n4.n flk ~m 9 1 M9 W14X30 .216 13.5 .027 0 12.602 30 30 2.181 .452 H2-1 10 1 M10 HSS6X6X2 .084 0 .002 0 18.366 30 30 2.029 .501 H1-2 11 1 M11 HSS6X6X2 .244 14.577 .005 0 20.363 30 30 2.3 .337 H1-1 A9 - - A n ~A 9 9 oAl ~N 0 _o I All A12 - 1 2 19'-62" 13 7PT-2 7.0 DO. L C10x15.3 (B) CONN. TO WIND _DO. h ! N GIRT 3 :I CCN HSS6x6x (B) - - 8 I CONN. TO COL. 7C2 -H SS x~x /8 tT) - - QOONN. TO WALL - - - 7P ~ - - - C=D O I O O ~ X O X X CXD co 00 _ N ° N I- - HSS6x x3/8 (T) 7.0 -IR ° m l OxJS 3 (UT.OU RIGGER) T} '(BB) ° X X N o 00 16 GA. BENT .,TY.P. 'T AT RIDGE TYP. - a W12x30 . HSS6x6x3/,((TYP.) - - - - - - - (UT OUTRIGGER) i ~C10x15.3 16 17 i00 7. 0) ~-O 8T4 11 i I i I i i i i i i 1 \ HSSGeGr3/ \ SOS. \ 6~ \ LTFxFJ~1Rr y \ W{q ' Me~~~ r ~4 C$I) • 1 /„fin . ~ j BRACE ~ F - X1-e I ~ / r 'I0 la Q r 6~ t , BBnGE tl' 4/ ~ , i K " COw ~l / i 6 66x ~ ~ p 5e >s$ zh i % - 14 ~ I~'6 185'0 U \15 A S 1 16- 9\ ci 6L 83 8A \eA~J °,r_ r1 , 1 C9,6 9.7) 10.5 q.d (ILP ILJ).- ~ 121 (12.5) 1".d - - 9 'r q II X ILd 7 W ~J.7) Id pa l~ \ y. II _ li II K P~ r - t zc -j~j` d7u~-.• NSS 5x5x3/8 OVER WALL (4 PLACES) IG ON WALL XET IES sZ E X Imo. -8.25k 101 12~ i Loads: LC 1, BC2 Results for LC 1, BC2 Nishkian & Menninger User A TZ.o-~ 10 Y, Q) R Nov 5, 2007 at 11:43 AM front-fram.r2d x Imo. -8.25k -8. 1k Loads: LC 1, BC2 Results for LC 1, BC2 Member Shear Forces (k) Nishkian & Menninger User Nov 5, 2007 at 11:40 AM front-fram.r2d ~L. x -8.25k -8. 1k Loads: LC 1, BC2 Results for LC 1, BC2 Member Bending Moments (k-ft) Nishkian & Menninger User Nov 5, 2007 at 11:49 AM front-fram.r2d Company Nishkian & Menninger Nov 5, 2007 ' Designer User 11:50 AM Job Number : Checked By: Joint Boundary Conditions Hot Rolled Steel Design Parameters Label Sha Len th ft Lb-ou ft Lb-in ft Lcon1to ft LCOm bot ft K-out K-in Cm Cb Out s... In swa 1 M1 HR1A 12 2 M2 HR2 13.454 3 M3 HR2 13.454 4 M4 HR1A 12 Hot Rolled Steel Properties r n._n n n._:i r.l.. TL....... 114 CC C\ rlnnc.:f.rrL/pA21 Vinld r4.i1 1 A36 29000 11154 .3 .65 .49 36 2 ' A572Grade50 29000 11154 .3 .65 .49' ° 50 3 A992 29000 11154 .3 .65 .49 .50 4 A500 42 29000 11154 .3 .65 .49 42 5 A500 46 29000 11154 .3 .65 .49 46 Joint Coordinates and Temperatures V rp1 V rAl Tcmn rm 1 N1 0 0 0 2 N2 18 0 0 3 N3 0 12 0 4 N4 18 12 0 5 N5 9 22 0 Joint Loads and Enforced Displacements (BLC 2 : ) 11A i.n:h .derL L_4i in roil 4*c A9Kl1 M RA 1 N3 L X 1 2 N3 L Y -8.25 3 N5 L Y -8.25 4 N4 L Y -8.25 5 N4 L X 1 Joint Reactions V n.~ V r1.1 KA7 rL_Rl 1 1 N1 -.188 11.042 0 2 1 N2 -1.812 13.708 0 3 1 Totals: -2 24.75 4 1 COG ft): X: 9 Y: 15.333 Joint Deflections (By Combination) ..~.,.i v r:nl v rinl Rntnlinn rMH1 1 1 N1 0 0 -1.566e-3 2 1 N2 0 0 -3.739e-3 3 1 N3 .208 -.006 -1.172e-3 4 1 N4 .365 -.007 7.253e-5 RISA-2D Version 6.0 [C:\...\byu\Desktop\FOURSEASON\FS-STEEL FRAM\front-fram.r2d] Page 1 11 - Company Nishkian & Menninger Nov 5, 2007 ' Designer User - 11:50 AM Job Number : Checked By: ' Joint Deflections (By Combination) (Continued) LC Joint Label X In Yin Rotation rad 5 1 N5 _ .288 -.08 2.362e-4 Member Primary Data 1 ..&1-1 1 1-1..6 1 L.i..I C..MFe/'Inn\ Cnr4inn/Ch~nn necinn I ic4 T-- \A~#-;..l necinn D'.1- 1 M1 N1 - N3 HR1A Wide Flange Beam 572Grade.. T ical 2 M2 N3 N5 HR2 Wide Flan "e Beam 72Grade••• Typical 3 M3 N5 N4 HR2 Wide Flan a Beam 572Grade.. Typical 4 M4 N4 N2 HR1A Wide Flange Beam 572Grade... T ical Member Section Deflections I RA-m - I ~ l Qc v rinl v rinl !n\ I /v Pia in 1 1 M1 1 0 0 NC 2 2 -.001 -.056 NC 3 3 -.003 -.111 NC 4 4 -.004 -.162 NC 5 5 -.006 -.208 NC 6 1 M2 1 .135 -.158 NC 7 2 .134 -.204 8724.669 8 3 .134 -.241 5681.19 9 4 .134 -.264 6692.919 10 5 .133 -.267 NC 11 1 M3 1 .252 .161 NC 12 2 .251 .183 NC 13 3 .25 .217 NC 14 4 .25 .249 NC 15 5 .249 .266 NC 16 1 M4 1 .007 .365 NC 17 2 .005 .334 2398.606 18 3 .004 .251 2098.78 19 4 .002 .134 3358.048 20 5 0 0 NC Member Section Forces (By Combination) n u......t~..- I -l Cep.. Avi~I(Ll Chn nel ttAmm~n4r4_Rl 1 1 M1 1 11.042 .188 0 2 2 11.042 .188 -.563 3 3 11.042 .188 -1.125 4 _ 4 11.042 .188 -1.688 5 5 11.042 .188 -2.25 6 1 M2 1 2.619 1.264 -2.25 7 2 2.619 1.264 -6.5 8 3 2.619 1.264 -10.75 9 4 2.619 1.264 -15 10 5 2.619 1.264 -19.25 11 1 _ M3 1 4.601 -3.048 -19.25 12 2 4.601 -3.048 -9 13 3 4.601__ -3.048 1.25 _ 14 4 4.601 -3.048 11.5 15 5 4.601 21.75 _ 16 1 M4 _ 1 13.708 1.812 21.75 17 2 13.708 1.812 16.312 18 - - _ 3 _ 13.708 - 1.812 10.875 19 J 4 13.708 1.812 5.437 RISA-2D Version 6.0 [C:\...\byu\Desktop\FOURSEASON\FS-STEEL FRAM\front-fram.r2d] Page 2 i Company Nishkian & Menninger Nov 5, 2007 ' Designer User 11:50 AM Job Number : Checked By: Member Section Forces (By Combination) (Continued) LC Member Label Sec Axial k Shear k Momen -ft 20 5 13.708 1.812 0 U 11 11 U Member Section Stresses n RAC.. k - I -k-1 Con Avi~lrL~it Cho~rr4cil Tnn Rcnriinnrircil Rnt Ronriinnrkwl 1 1 M1 1 1.137 .066 0 0 2 2 1.137 .066 .193 -.193 3 3 1.137 .066 .386 -.386 4 4 1.137 .066 .58 -.58 5 5 1.137 .066 .773 -.773 6 1 M2 1 .254 .238 .469 -.469 7 2 .254 .238 1.354 -1.354 8 3 .254 .238 2.239 -2.239 9 4 .254 .238 3.124 -3.124 10 5 .254 .238 4.009 4.009 11 1 M3 1 .447 -.574 4.009 4.009 12 2 .447 -.574 1.874 -1.874 13 3 .447 -.574 -.26 .26 14 4 .447 -.574 -2.395 2.395 15 5 .447 -.574 -4.529 4.529 16 1 M4 1 1.412 .642 -7.469 7.469 17 2 1.412 .642 -5.602 5.602 18 3 1.412 .642 -3.735 3.735 19 4 1.412 .642 -1.867 1.867 20 5 1.412 .642 0 0 1 Hot Rolled Steel Section Sets 11 n 11 n Member ASD Steel Code Checks (By Combination) c4....... I In RA-- I ...dal Ok- I If` I ..nrNl C. I`Lcil C4r4ci1 Chr4cil CFA Cm Fnn 1 1 M 1 W 10X33 .072 12 .003 0 20.153 30 29.656 1 .6 H1-1 2 1 M2 W 18X35 .209 13.454 .012 0 8.511 30 14.48 1 .647 H1-1 3 1 M3 W 18X35 .196 13.454 .030 0 8.511 30 24.993 2.3 .246 H1-2 4 1 M4 W10X33 .296 0 .032 0 20.153 30 30 1.75 .6 H1-2 I' RISA-2D Version 6.0 [C:\...\byu\Desktop\FOURSEASON\FS-STEEL FRAM\front-fram.r2d] Page 3 26 7.02 lei- MxW ~ I M~W , ~ 1 ~ I 16 GA. BENT R T RIDGE TYP V) _ C10x15. BB) _ M 00' D ~ O 7.02 0 ° Al - IW21x68 (B) k BB FRAME HSS6x6x3/e HSS6x6x318 21 - t W8 21 W8 21 - - - - - - CTFXM.3 We I- p - o+ -1 xk C1~xT53-- - - - _ I x10 W8x1~ 1 Im ~ ml `X w 7 13 3 31 I I m Lr) kc-7 no A I WBA5 (BBI ~R m ml a a 1m m - m -1 W8x15 W8x15 1 m 29 24 W8x10 w8x10 I Lo 14 9 0 31 13 _o 7.02 7.02 I dip I 7.02 7.02 W8x15 I ~~o Q I W8x15 1 1 cn I C10x15.3 W8 c21 W8 c21 17 x15.3 C10x15.3 ,S 7.02 V-1, 4 W12 19 W12:19 12x19 (BB ~ m~ W 2x1 (BB) W12:19 W12:19 W21x68 BB FR - - Lo ---o - - - - - - x °o °a o o o c~ o O o 0 0 x 27 O 3 co 3 3 33 o oA 0 00 7.02 3 W8x10 W12x19 (BB) w8x10 3 A 2 HS 76 (LLV) 6T3 6T3 6T3 6T3 Al Al j t= ' Al , PIDST BELOW cn co cn A2 (14 T, . _ B2@18" B2@18" i I I I \ I ~ 1~_X -17k 11_r 1.3 Loads: LC 1, BC2 Nishkian & Menninger User A S2.-o?,I C J Nov 5, 2007 at 9:52 AM 7floorframe.r2d -Z S' x -17k -11 1.6k Loads: LC 1, BC2 Results for LC 1, BC2 Member Bending Moments (k-ft) Nishkian & Menninger User Nov 5, 2007 at 9:58 AM 7floorframe.r2d x IL. -17k -11 1.6k Loads: LC 1, BC2 Results for LC 1, BC2 Member Shear Forces (k) Nishkian & Menninger User Nov 5, 2007 at 10:00 AM 7floorframe.r2d Company Nishkian 81: Menninger Designer User Job Number : Nov 5, 2007 11:27 AM Checked By: Joint Boundary Conditions Hot Rolled Steel Desian Parameters Label Sha Le ft Lb-0u ft Lb-in ft Lcom to ft LCOm b0 ft K-out K-in Cm Cb Out s... In swa 1 M1 HR1A 15 2 M2 HR2 19.526 3 M3 HR2 19.526 4 M4 HR1A 15 Hot Rolled Steel Properties I Thal G rkcil n rkcil Nn Thprm MFR M noncifvrk/fiA511 Vialrirkcil 1 A36 29000 11154 .3 .65 .49 36 2' A572Grade50 29000 11154 .3 .65 .49 50 3 A992 29000 11154 .3 .65 .49 50 4 A500 42 29000 11154 .3 .65 .49„ 42 5 A500 46 29000 11154 .3 .65 .49 46 Joint Coordinates and Temperatures I -k-1 Y rf*1 V W1 Tcmn rm 1 N1 0 0 0 2 N2 ` 25 0 0 3 N3 0 15 0 4' N4 25 15 0 5 N5 12.5 30 0 Joint Loads and Enforced Displacements (BLC 2 : ) Ininf I ~hn1 ' 1 n KA nircrrfinn Mannifilrf-rk k-ft in mH k*cA9/ffl 1 N3 L X 1.6 2 N3 L Y -14.7 3 N5 L Y -17 4 N4 L Y -14.7 5 N4 L X 1.6 Joint Reactions 1 f, WM I ~hn1 Y rkl v rkl KA7 m--fn 1 1 N1 .606 _ 21.28 0 2 1 N2 -3.806 25.12 0 3 1 Totals: -3.2 46.4 4 1 COG ft : X: 12.5 Y: 20.496 Joint Deflections (By Combination) I f~ 1-1nf I ~hcl Y rinl v rinl Pm.*inn r-41 1 1 N1 0 0 -4.665e-4 2 1 N2 0 0 -2.231 a-3 3 1 N3 .101 -.006 -7.716e-4 4 1 N4 .296 -.007 -3.155e-4 RISA-2D Version 6.0 [C:\...\byu\Desktop\FOURSEASON\FS-STEEL FRAM\7floorframe.r2d] Page 1 Company Nishkian & Menninger Designer User Job Number : Nov 5, 2007 11:27 AM Checked By: ' Joint Deflections (By Combination) (Continued) LC Joint Label X in Y In Rotation rad 5 1 N5 .2 -.092 2.426e-4 Member Primary Data 1 Ohal I Jnint .I _Inint RntataIdanl Rar4inn/Rhana necinn I ict Tvne Material npcinn Rulac 1 M1 N1 N3 HR1A Wide Flan a Beam A572Grade.. T ical 2 M2 N3 N5 HR2 Wide Flange Beam 72Grade... Typical 3 M3 N5 N4 HR2 Wide Flange Beam 572Grade.. T ical 4 M4 N4 N2 HR1A' Wide Flange Beam 572Grade... Typical Member Section Deflections I I% RA-l- I ohal Qa v rinl v rinl /n% I N Patin 1 1 M1 1 0 0 NC 2 2 -.001 -.021 8605.602 3 3 -.003 -.044 4133.202 4 4 -.004 -.07 2585.611 5 5 -.006 -.101 1785.149 6 1 M2 1, .06 -.081 NC 7 2 .059 -.13 NC 8 3 .059 -.176 7887.995 9 4 .058 -.208 8316.82 10 5 .057 -.212 NC 11 1 M3 1 .198 .095 NC 12 2 .197 .127 NC 13 3 .197 .175 NC 14 4 .196 .215 9800.11 15 5 .195 .223 NC 16 1 M4 1 .007 .296 NC 17 2 .005 .259 4772.836 18 3 .003 .191 4176.231 19 4 .002 .101 6681.97 20 5 0 0- NC Member Section Forces (By Combination) It, \Aamhar I ohal Can evinlrlrl Rhanrrkl KAnmantrk-ftl 1 1 M 1 1 21.28 -.606 0 2 2 21.28 -.606 2.274 3 3 21.28 -.606 4.548 4 4 21.28 -.606 6.822 5 5 21.28 -.606 9.096 6 1 M2 1 6.467 2.517 9.096 7 2 6.467 2.517 -3.193 8 3 6.467 2.517 -15.482 9 4 6.467 2.517 -27.77 10 5 6.467 2.517 -40.059 11 1 M3 1 9.417 -4.976 _40_059 12 _ 2 9.417 -4.976 -15.77 13, 3 9.417 -4.976 8.518 14 4 9.417 -4.976 32.807 15 5 9.417 _ -4.976 _ 57.096 16 1 M4 _ 1 25.12 3.806 57.096 17 2 25.12 3.806 - 42.822 18 3 25.12 3.806 28.548 19 4 25.12 3.806 14.274 RISA-2D Version 6.0 [C:\...\byu\Desktop\FOURSEASON\FS-STEEL FRAM\7floorframe.r2d] Page 2 Company Nishkian & Menninger Nov 5, 2007 ' Designer User 11:27 AM Job Number : Checked By: ' Member Section Forces (By Combination) (Continued) LC Member Label Sec Axialfkl Shear k Momen k-ft 20 5 25.12 3.806 0 Member Section Stresses ch-r4cil Tnn Ra-Ainnrircil Rn4 Ranriinnnecil 1 1 M 1 1 .942 -.081 0 0 2 2 .942 -.081 -.203 .203 3 3 .942 -.081 -.406 .406 4 4 .942 =.081 -.609 .609 5 5 .942 -.081 -.812 .812 6 1 M2- 1 .323 .277 " -.779 .779 7 2 .323 .277 .274 -.274 8 3 .323 .277 1.326 -1.326 g 4 .323 .277 2.379 -2.379 10 5 .323 .277 3.432 -3.432 11 1 M3 1 .471 -.548 3.432 -3.432 12 2 .471 -.548 1.351 -1.351 13 3 .471 -.548 -.73 .73 14 4 .471 -.548 -2.81 2.81 15 5 .471 -.548 -4.891 4.891 16 1 M4 1 1.112 .506 -5.098 5.098 17 2 1.112 .506 -3.824 3.824 18 3 1.112 .506 -2.549 2.549 19 4 1.112 .506 -1.275 1.275 20 5 1.112 .506 0 0 I Hot Rolled Steel Section Sets -LL -l c~ r%--;- 1 T- KA.4arini rlacinn PI line 0 rin91 i 19n 97n1 ri i !n i m rinm Member ASD Steel Code Checks (By Combination) --ral n 1 --ral C-rl.-;l cin-;I ckm-;I /'h !`m Cnn 1 1 MI v W 16X77 .062 15 .004 0 20.405 30 30 1 .6 H1-1 2 1 M2 W21 X68 .161 19.526 .014 0 8.799 30 27.515 2.004 .509 H1-3 3 1 M3 W21X68 .179 19.526 .027 0 8.799 30 30 2.3 .319 H1-2 4 1 M4 W 16X77 .207. 0 .025 0 20.405 30 30 1.75 .6 HI-2 RISA-2D Version 6.0 [C:\...\byu\Desktop\FOURSEASON\FS-STEEL FRAM\7floorframe.r2d] Page 3 1 1 J 1 7 1 0 Load Diagram LRAN RAM Steel v10.0 DataBase: mainroof Building Code: IBC Floor Type: mainroof Beam Number =107 Span infonnation (ft): I-End (660.82,724.79) J-End (678.57,724.79) W Load Dist DL LL+ LL_ ft kips kips kips P1 9.292 5.740 8.877 0.000 ft k/ft k/ft k/ft W1 0.000 0.365 0.480 0.000 W2 17.750 0.365 0.480 0.000 ! 'r ~`k c -7 r' L_ tart 08/16/07 10:32:57 I Max Tot kips 14.617 k/ft 0.845 0.845 r ~r r r r~ r~ r~ ~r r r~ ~ r ~ r r ~ ~ ~ 0 0 0 0 0 0 0 0 -It X XlA NEY N. /~D r7~ m W8xl0 0 X 00 W8xl0 co ox0 1 1 7 01 . x10 T W8x10 0 0 X 00 28 X 00 7.01 F 5 1 .77 ~ W8xl 0 N8x .f~ a 8xl0 P) ~A ~ X co C10xl5.3 BB)--J m z z TYP. AT BUILT-Up n r~ f'~'~' {C` 1 Ln U Q U A y _ Sr 7~ t i z z O cp F x x Q0 C1 z z • o U RAM Steel v10.0 RAM DataBase: mainroof Building Code: IBC F1( - Map 08/16/07 10:32:57 Steel Code: ASD 9th Ed. F r Type: mainroof t_ 176 179 190 83 ❑ 77 105 { 1 1 I I" 7 1 O ❑ r ❑ 79 n 703 175 M e0 $ ❑ 191 43 173 37 lea 101 120 9 I-I_3/_I-I L~LJ `B4 8 a ❑ 172 N H Wn 189 r Z 29 3 ❑ 56 92 97 ❑ 112 11 ❑ 9 ❑ 50 57 7 % p n R ne n N 49 53 2 25 42 ❑ 9 a 23 130 Fh 134 1 7 162 1ss 130 8 40 154 ❑ 161 - El 140 1 165 ❑ 145 ❑ tee a ~ 1.49 1e2 139 143 151 159 136 1m 142 f-1 157 ,171 5. 41 n 33 t- b M O o ~ ~d 00 O o U i a~ A ~I 4, U o M O 'Cy A ~ room y Imo-- O 3 3 O vwA ; 0 I fl ovw^ a i 9Zx9UN 0 0 Ovwn ❑ 9~ O~l~ ~I ~ o vwn ❑ o v9w ❑ o ~+~+n ~ o ~ g / tRrIM OR►IM 3 D i 1 0 F tRl un 3 ❑ ORrIM N YRYMh 0 OR. IM ; olxvLm o ►vz M ZRrun .Ex.IM N F o L N ; ORtfM e q N _ Olx9M LvOIM 0 ~M avwn oMILM 9ZKYIM ❑ LL4IM ❑ E9xt . OvwA Ov~w1 3 o v 4 zvo lM pp olx2m t oRYIM ; N A YIR LM 9Rt M ❑ ❑ zvo M ❑ .Ixz M zMLm Q 3 olxwn 9axwn T o wn zu.IM ❑ .vLIM o~ zurlM .IxzIM "'z4tt olxwn m LIxDIM F F ❑ 95as 9vLLM u au2IM 1 9" ~ - ov t 0~ ovwn Ov9M zv06M LvOIM 01xWA o \ C - zv9IM olxwn zvo M MLM T-F,,-,AA T u ter Beam Summary RAM Steel v10.0 DataBase: mainroof Building Code: IBC 08/16/07 10:32:57 Steel Code: ASD 9th Ed. STEEL BEAM DESIGN SUMMARY: Floor Type: mainroof Bm # Length +M -M Seff Fy Beam Size ft kip-ft kip-ft in3 ksi 1 2.62 0.4 0.0 7.8 50.0 W8X10 2 15.02 17.6 0.0 10.9 50.0 W10X12 3 14.17 29.2 0.0 10.9 50.0 W10X12 4 17.19 31.1 0.0 14.9 50.0 W12X14 170 7.58 3.4 0.0 7.8 50.0 W8X10 6 17.19 39.9 0.0 14.9 50.0 W12X14 171 14.17 29.2 0.0 10.9 50.0 W10X12 169 17.19 39.8 0.0 14.9 50.0 W12X14 7 7.58 3.4 0.0 7.8 50.0 W8X10 172 17.19 39.8 0.0 14.9 50.0 W12X14 8 14.17 29.2 0.0 10.9 50.0 W10X12 9 17.19 39.8 0.0 14.9 50.0 W12X14 173 17.19 34.4 0.0 14.9 50.0 W12X14 174 3.32 0.6 0.0 7.8 50.0 W8X10 175 21.44 97.8 0.0 45.6 50.0 W12X35 u 18 14.17 17.8 0.0 15.2 50.0 W8X18 19 14.17 17.6 0.0 10.9 50.0 W10X12 20 14.17 17.6 0.0 10.9 50.0 W10X12 21 14.17 0.3 0.0 7.8 50.0 W8X10 22 14.17 0.3 0.0 7.8 50.0 W8X10 23 14.17 0.3 0.0 7.8 50.0 W8X10 24 2.62 0.0 0.0 7.8 50.0 W8X10 25 10.69 24.8 0.0 10.9 50.0 W10X12 26 16.79 22.0 0.0 17.1 50.0 W12X16 176 4.89 3.1 0.0 7.8 50.0 W8X10 28 17.10 111.5 0.0 47.2 50.0 W16X31 29 3.18 0.9 0.0 7.8 50.0 W8X10 30 21.73 78.3 0.0 29.0 50.0 W14X22 31 26.42 80.0 0.0 42.0 50.0 W14X30 u 32 12.24 32.0 0.0 17.1 50.0 W12X16 33 17.48 25.4 0.0 15.2 50.0 W8X18 34 5.12 5.3 0.0 7.8 50.0 W8X10 35 18.15 73.9 0.0 29.0 50.0 W14X22 36 17.45 92.3 0.0 42.0 50.0 W14X30 u 37 14.02 15.1 0.0 15.2 50.0 W8X18 38 16.03 17.9 0.0 10.9 50.0 W10X12 39 17.99 32.5 0.0 14.9 50.0 W12X14 40 6.74 2.7 0.0 7.8 50.0 W8X10 41 19.82 42.6 0.0 21.3 50.0 W12X19 42 23.51 111.9 0.0 57.7 50.0 W12X45 u Studs Beam Summary RAM Steel v10.0 DataBase: mainroof Building Code: IBC Page 2/4 08/16/07 10:32:57 Steel Code: ASD 9th Ed. Bm # Length +M -M Seff Fy Beam Size 43 19.40 70.7 0.0 45.6 50.0 W12X35 u 44 11.98 10.5 0.0 7.8 50.0 W8X10 45 26.53 73.8 0.0 42.0 50.0 W14X30 u 46 16.03 36.4 0.0 14.9 50.0 W12X14 47 20.89 56.2 0.0 29.0 50.0 W14X22 48 17.38 23.0 0.0 10.9 50.0 W10X12 49 6.16 4.2 0.0 7.8 50.0 W8X10 50 2.91 0.8 0.0 7.8 50.0 W8X10 51 6.74 0.0 0.0 7.8 50.0 W8X10 52 25.01 37.0 0.0 29.0 50.0 W14X22 53 5.83 3.7 0.0 7.8 50.0 W8X10 54 2.76 0.7 0.0 7.8 50.0 W8X10 55 16.03 34.1 0.0 14.9 50.0 W12X14 56 7.01 0.0 0.0 7.8 50.0 W8X10 57 26.38 52.6 0.0 29.0 50.0 W14X22 58 20.89 58.3 0.0 29.0 50.0 W14X22 59 7.02 2.9 0.0 7.8 50.0 W8X10 60 7.01 8.4 0.0 7.8 50.0 W8X10 61 14.50 12.6 0.0 15.2 50.0 W8X18 62 5.51 1.8 0.0 7.8 50.0 W8X10 63 7.01 9.6 0.0 7.8 50.0 W8X10 178 16.46 26.8 0.0 14.9 50.0 W12X14 65 6.74 0.0 0.0 7.8 50.0 W8X10 66 7.66 6.3 0.0 7.8 50.0 W8X10 67 10.83 7.1 0.0 7.8 50.0 W8X10 68 9.45 35.3 0.0 14.9 50.0 W12X14 69 13.62 26.1 0.0 10.9 50.0 W10X12 70 9.45 8.3 0.0 7.8 50.0 W8X10 71 10.13 6.2 0.0 7.8 50.0 W8X10 72 9.45 7.7 0.0 7.8 50.0 W8X10 73 11.05 38.8 0.0 14.9 50.0 W12X14 74 9.45 7.7 0.0 7.8 50.0 W8X10 75 14.50 18.5 0.0 10.9 50.0 W10X12 76 18.57 60.2 0.0 45.6 50.0 W12X35 u 77 18.57 46.5 0.0 17.1 50.0 W12X16 78 25.01 69.1 0.0 42.0 50.0 W14X30 u 79 17.79 80.9 0.0 45.6 50.0 W12X35 u 80 6.74 2.7 0.0 7.8 50.0 W8X10 81 10.83 8.7 0.0 7.8 50.0 W8X10 82 9.13 24.5 0.0 10.9 50.0 W10X12 83 13.62 34.4 0.0 14.9 50.0 W12X14 84 9.13 20.7 0.0 7.8 50.0 W8X10 85 10.13 0.0 0.0 7.8 50.0 W8X10 86 6.68 3.8 0.0 7.8 50.0 W8X10 87 9.13 19.6 0.0 7.8 50.0 W8X10 Studs RAM tHr4KmK ~nli 9 RAM Steel v10.0 DataBase: mainroof Building Code: IBC Beam Summary Page 3/4 08/16/07 10:32:57 Steel Code: ASD 9th Ed. ' Bm # Length +M -M Seff Fy Beam Size Studs 179 18.83 103.5 0.0 51.5 50.0 W12X40 u ' 89 90 25.01 11.05 82.3 10.7 0.0 0.0 42.0 7.8 50.0 50.0 W14X30 u W8X10 91 14.50 18.5 0.0 10.9 50.0 WIOX12 92 14.85 0.3 0.0 7.8 50.0 W8X10 ' 93 16.10 19.3 0.0 10.9 50.0 WlOX12 94 11.05 0.0 0.0 7.8 50.0 W8X10 ' 95 14.50 0.3 0.0 7.8 50.0 W8X10 96 10.83 17.8 0.0 7.8 50.0 W8X10 97 9.71 35.5 0.0 14.9 50.0 W12X14 98 5.21 0.0 0.0 7.8 50.0 W8X10 99 9.71 17.6 0.0 7.8 50.0 W8X10 100 24.42 136.3 0.0 77.8 50.0 W14X53 u 101 18.59 60.8 0.0 29.0 50.0 W 14X22 183 18.59 31.1 0.0 14.9 50.0 W12Xl4 184 18.59 31.1 0.0 14.9 50.0 W12X14 ' 102 9.71 63.0 0.0 29.0 50.0 W14X22 103 18.59 50.2 0.0 21.3 50.0 W12Xl9 104 15.47 78.5 0.0 35.3 50.0 W14X26 u 105 18.59 46.6 0.0 17.1 50.0 W12Xl6 1 25.1 0 42.0 50. u ' 107 17.75 97.9 0.0 45.6 50.0 W12X35 u 108 6. 2 1 0.0 7.8 50.0 109 14.50 0.3 0.0 7.8 50.0 W8X10 1 110 14.50 18.5 0.0 10.9 50.0 WlOX12 111 10.83 7.6 0.0 7.8 50.0 W8X10 112 8.88 25.0 0.0 10.9 50.0 WlOX12 ' 113 15.50 15.6 0.0 7.8 50.0 W8X10 180 8.88 7.8 0.0 7.8 50.0 W8X10 115 25.01 89.1 0.0 42.0 50.0 W14X30 u ' 117 26.33 93.5 0.0 48.6 50.0 W14X34 u 118 16.08 109.9 0.0 47.2 50.0 W 16X31 119 19.29 70.4 0.0 29.0 50.0 W14X22 1 120 16.08 83.6 0.0 45.6 50.0 W12X35 u 182 14.50 30.6 0.0 14.9 50.0 W12Xl4 ' 121 5.51 1.8 0.0 7.8 50.0 W8X10 122 25.01 75.4 0.0 42.0 50.0 W14X30 u 123 14.00 61.0 0.0 45.6 50.0 W12X35 u ' 124 25.01 70.8 0.0 42.0 50.0 W14X30 u 125 26.33 90.4 0.0 48.6 50.0 W14X34 u 126 25.01 84.6 0.0 42.0 50.0 W14X30 u ' 127 18.06 101.7 0.0 45.6 50.0 W12X35 u 128 26.33 89.8 0.0 48.6 50.0 W14X34 u 129 28.00 293.4 0.0 117.0 50.0 W 18X65 u 130 12.28 31.7 0.0 21.3 50.0 W12X19 u S ni Beam Summary RAM Steel v10.0 DataBase: mainroof Building Code: IBC Page 4/4 08/16/07 10:32:57 Steel Code: ASD 9th Ed. Bm # Length +M -M Seff Fy Beam Size 131 25.01 90.9 0.0 48.6 50.0 W14X34 u 132 26.33 77.1 0.0 42.0 50.0 W14X30 u 133 27.73 131.9 0.0 72.7 50.0 W16X45 u 134 15.72 29.9 0.0 21.3 50.0 W12X19 u 135 17.60 20.0 0.0 10.9 50.0 W10X12 136 19.83 50.1 0.0 21.3 50.0 W12X19 137 25.01 91.4 0.0 48.6 50.0 W14X34 u 138 9.94 13.1 0.0 7.8 50.0 W8X10 139 9.94 0.0 0.0 7.8 50.0 W8X10 165 9.94 0.0 0.0 7.8 50.0 W8X10 140 16.94 36.6 0.0 14.9 50.0 W12X14 141 18.94 33.8 0.0 14.9 50.0 W12X14 142 14.00 34.8 0.0 33.4 50.0 W12X26 u 143 13.80 13.9 0.0 7.8 50.0 W8X10 144 7.04 4.2 0.0 7.8 50.0 W8X10 145 14.00 52.0 0.0 21.3 50.0 W12X19 185 8.88 0.0 0.0 7.8 50.0 W8X10 146 14.00 90.8 0.0 38.4 50.0 W16X26 186 8.72 0.0 0.0 7.8 50.0 W8X10 147 14.00 94.4 0.0 38.6 50.0 W12X30 u 148 6.61 3.3 0.0 7.8 50.0 W8X10 149 4.83 1.9 0.0 7.8 50.0 W8X10 150 17.96 24.2 0.0 14.9 50.0 W12X14 151 6.75 3.5 0.0 7.8 50.0 W8X10 152 4.91 2.0 0.0 7.8 50.0 W8X10 153 26.33 172.9 0.0 81.0 50.0 W16X50 u 154 16.91 36.5 0.0 14.9 50.0 W12X14 155 19.81 50.0 0.0 . 21.3 50.0 W12X19 156 19.00 34.4 0.0 14.9 50.0 W12X14 157 9.33 13.5 0.0 7.8 50.0 W8X10 158 13.36 12.2 0.0 7.8 50.0 W8X10 159 9.33 0.0 0.0 7.8 50.0 W8X10 160 7.04 4.0 0.0 7.8 50.0 W8X10 166 9.33 0.0 0.0 7.8 50.0 W8X10 188 8.88 0.0 0.0 7.8 50.0 W8X10 161 9.33 33.9 0.0 14.9 50.0 W12X14 187 8.72 0.0 0.0 7.8 50.0 W8X10 162 15.72 29.9 0.0 21.3 50.0 W12X19 u 163 27.75 137.2 0.0 72.7 50.0 W16X45 u 164 25.01 81.2 0.0 38.4 50.0 W16X26 Studs * after Size denotes beam failed stress/capacity criteria. # after Size denotes beam failed deflection criteria. u after Size denotes this size has been assigned by the User. m m m m m = r m m m m m m m m m m m 1 -W a Mm m :Imam 1 II 1 1 1 1 1 A IIn II 1. 1111 c LW HSS6x6x3/1 HSS6d . IF L - -HSSil161I~/II (CQN. SOS -~x~j TYP. N C -~n ^ l I Floor Map RAM Steel v10.0 DataBase: 9th-A3b Building Code: IBC Floor Type: ROOF2 V1wo I V~wQ 7N vad0 V"O W10K12 V1&c10 W12K14 W12K14 W10K12 a 3 -M&9t A[r, Zrjo eANTI g&AMZ. TD SupfO0-1 wl~X3i . 5~7s ~/ZK~1 ~ Gr L 18A6 E X VV14Xj0 W19Ci1~ 4X~o yado L-J O O O O O Wimc12 W10X12 V%wo > WIOd2 WIOd2 N W10X12 W10X12 y1A3x10 a v 3 ~ V124x% - W1W1 V1Q7594 F I W12K14 W12K14 W12K14 W12K14 V"O W12K14 yad0 a W12K16 V"0 W12K14 10/29/07 12:40:37 Steel Code: ASD 9th Ed. V1W0 r ~4Xb~ W14)00 W10x12 W12x14 ~1~19 Q 3 W14X30 W14)00 W12K14 I W Zd4 W10X12 O cV 0 ~1 sb 9 ~ Floor Mau A ►1 RAM Steel v10.0 RAM DataBase:9th-A3b Building Code: IBC Floor Type: ROOFZ 16 109 14 13 10 9 N 105 Ifil 110 v v uNi ~ m 25 ❑ 6B n 25 42 61 12 ❑ 41 ❑ 23 39 59 3B 58 - 22 r- 10/29/07 12:40:37 I Steel Code: ASD 9th Ed. 107 79 N 78 63 75 L 90 89 88 95 94 8 21 37 57 74 93 7 ❑ 5 4 io 2 I- 41 73 92 99 34 56 o 33 R ~ raf° Beam Summary RAM Steel v10.0 DataBase: 9th-A3b Building Code: IBC 10/29/07 12:40:37 Steel Code: ASD 9th Ed. STEEL BEAM DESIGN SUMMARY: Floor Type: ROOF2 Bm # Length +M -M Seff Fy Beam Size ft kip-ft kip-ft in3 ksi 1 19.48 68.5 0.0 29.0 50.0 W14X22 2 24.96 86.7 0.0 42.0 50.0 W14X30 u 3 21.50 107.3 0.0 54.6 50.0 W14X38 u 4 24.25 71.5 0.0 42.0 50.0 W14X30 u 5 24.25 71.5 0.0 42.0 50.0 W14X30 u 6 32.50 141.0 0.0 92.1 50.0 W 14X61 u 7 24.25 190.2 0.0 115.0 50.0 W24X55 u 8 9.50 11.1 0.0 7.8 50.0 W8X10 9 9.50 12.2 0.0 7.8 50.0 W8X10 10 9.50 12.9 0.0 7.8 50.0 W8X10 11 30.12 120.4 0.0 70.2 50.0 W14X48 u 12 24.25 299.9 0.0 115.0 50.0 W24X55 13 9.50 11.1 0.0 7.8 50.0 W8X10 14 9.50 11.9 0.0 7.8 50.0 W8X10 109 9.50 11.2 0.0 7.8 50.0 W8X10 16 24.25 167.3 0.0 68.4 50.0 W18X40 17 20.10 45.2 0.0 35.3 50.0 W14X26 u 18 15.49 68.2 0.0 29.0 50.0 W14X22 19 25.78 232.5 0.0 115.0 50.0 W24X55 u 20 32.50 216.4 0.0 115.0 50.0 W24X55 u 21 14.75 26.8 0.0 10.9 50.0 W10X12 22 14.75 29.5 0.0 10.9 50.0 W10X12 23 14.75 31.3 0.0 14.9 50.0 W12X14 24 30.12 183.1 0.0 115.0 50.0 W24X55 u 25 14.75 26.8 0.0 10.9 50.0 W10X12 26 14.75 28.8 0.0 10.9 50.0 W10X12 106 14.75 17.9 -82.5 42.0 50.0 W14X30 u 6.00 0.0 -82.5 28 26.61 47.5 0.0 21.3 50.0 W12X19 29 24.07 53.6 0.0 21.3 50.0 W12X19 30 25.97 77.9 0.0 42.0 50.0 W14X30 u 31 30.16 299.3 0.0 132.0 50.0 W24X62 32 10.61 12.0 0.0 7.8 50.0 W8X10 33 14.11 29.4 0.0 10.9 50.0 W10X12 34 15.58 28.1 0.0 10.9 50.0 W10X12 35 32.50 265.0 0.0 115.0 50.0 W24X55 36 31.17 572.3 0.0 213.0 50.0 W27X84 37 15.58 33.0 0.0 14.9 50.0 W12X14 38 15.58 33.0 0.0 14.9 50.0 W12X14 39 15.58 32.0 0.0 14.9 50.0 W12X14 Studs vil IAM E"Tct,K RAM Steel v10.0 DataBase:9th-A3b Building Code: IBC Beam Summary Page 2/3 10/29/0712:40:37 Steel Code: ASD 9th Ed. Bm # Length +M -M Seff Fy Beam Size Studs 40 13.75 48.5 0.0 29.0 50.0 W14X22 41 19.50 128.3 0.0 47.2 50.0 W16X31 42 15.58 27.5 0.0 10.9 50.0 WlOX12 43 10.33 8.6 0.0 7.8 50.0 W8X10 44 24.75 125.8 0.0 47.2 50.0 W 16X31 45 6.04 1.8 0.0 7.8 50.0 W8X10 110 18.99 49.6 0.0 47.2 50.0 W16X31 u 47 10.33 0.0 0.0 7.8 50.0 W8X10 48 21.91 147.7 0.0 57.6 50.0 W18X35 49 31.12 293.8 0.0 115.0 50.0 W24X55 50 15.53 28.5 0.0 10.9 50.0 W10X12 51 15.57 30.4 0.0 14.9 50.0 W12X14 52 10.33 0.0 0.0 7.8 50.0 W8X10 53 15.58 26.9 0.0 10.9 50.0 WlOX12 55 10.33 5.9 0.0 7.8 50.0 W8X10 56 15.58 33.6 0.0 14.9 50.0 W12X14 54 10.00 0.0 -197.2 32.50 253.5 -197.2 115.0 50.0 W24X55 57 15.58 33.0 0.0 14.9 50.0 W12X14 58 15.58 33.0 0.0 14.9 50.0 W12X14 59 15.58 32.0 0.0 14.9 50.0 W12X14 60 13.75 47.7 0.0 29.0 50.0 W14X22 61 15.58 27.5 0.0 10.9 50.0 W10X12 62 31.17 231.4 0.0 93.0 50.0 W21X48 63 36.63 626.7 0.0 243.0 50.0 W27X94 u 64 10.33 0.0 0.0 7.8 50.0 W8X10 65 22.02 117.1 0.0 47.2 50.0 W16X31 66 15.57 30.8 0.0 14.9 50.0 W12X14 67 10.33 0.0 0.0 7.8 50.0 W8X10 68 6.42 5.4 0.0 7.8 50.0 W8X10 69 15.58 26.9 0.0 10.9 50.0 W10X12 107 4.00 0.0 -50.7 17.14 45.7 -50.7 42.0 50.0 W14X30 u 71 13.31 82.3 0.0 38.4 50.0 W16X26 99 25.79 190.1 0.0 132.0 50.0 W24X62 u 72 32.50 286.8 0.0 132.0 50.0 W24X62 73 16.96 30.4 0.0 14.9 50.0 W12X14 74 16.96 41.5 0.0 17.1 50.0 W12X16 75 16.96 37.9 0.0 14.9 50.0 W12X14 76 16.96 35.6 0.0 14.9 50.0 W12X14 77 24.08 115.2 0.0 68.4 50.0 W18X40 u 78 14.96 27.6 0.0 10.9 50.0 WlOX12 79 14.96 29.6 0.0 10.9 50.0 WlOX12 80 6.04 1.8 0.0 7.8 50.0 W8X10 81 24.96 195.8 0.0 78.8 50.0 r W18X46 u Beam Summary RAM Steel v10.0 E DataBase: 9th-A3b Building Code: IBC Bm # Length +M 83 22.12 161.6 84 25.05 55.8 85 25.41 86.8 86 25.79 79.2 87 30.12 198.9 88 10.00 12.3 89 10.00 13.2 90 10.00 12.4 105 34.58 249.9 92 8.00 5.0 93 8.00 9.2 94 8.00 8.4 95 8.00 7.9 96 32.50 127.1 97 16.62 72.6 98 30.12 124.1 -M Seff Fy 0.0 68.4 50.0 0.0 21.3 50.0 0.0 42.0 50.0 0.0 42.0 50.0 0.0 115.0 50.0 0.0 7.8 50.0 0.0 7.8 50.0 0.0 7.8 50.0 0.0 115.0 50.0 0.0 7.8 50.0 0.0 7.8 50.0 0.0 7.8 50.0 0.0 7.8 50.0 0.0 77.8 50.0 0.0 29.0 50.0 0.0 70.2 50.0 * after Size denotes beam failed stress/capacity criteria. # after Size denotes beam failed deflection criteria. u after Size denotes this size has been assigned by the User. Beam Size W 18X40 W12X19 W14X30 u W14X30 u W24X55 u W8X10 W8X10 W8X10 W24X55 W8X10 W8X10 W8X10 W8X10 W14X53 u W 14X22 W 14X48 u Page 3/3 10/29/07 12:40:37 Steel Code: ASD 9th Ed. Studs 11 ~ HS S y 2 \ HSS 5x~x~/e BRAG P \ HSS 5x 50/8 1 \ BRACE UP L .gip ugo O^ I,TX ISSUED FOR \ ~a 04/07/06 PROGI 04/25/06 /b 0 5/12/06 SUMMAF ' n 05/22/07 PLAN CHEC v ' 07/18/07 CONS 10/23107 1 m I , I RAM Steel v 10.0 Flc Mai RAM DataBase: FOUR-3 10/29/07 11:44:57 lmnqAmkm Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: R3 wzm @o '0 5 ~o W3A ~ N \ x10 X- 1 NO !p a 0 1n~ 70 K'Y\ 1n~ ^ 10 \ `W10\~ 's o ,4~ 10 s~ ,o10 W~Qx U- VYWO 6 WIOd2 WIOd2 wool \MOfd2 V19c O Tc WIW2 n V\WO F-D D Q u yado 1 ❑ Q W44Q2 C ►r Flc Map RAM Steel v10.0 ~M DataBase: FOUR-3 10/29/07 11:44:57 e7 Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: R3 4 r 18 n 11 CP j 1A m ry 54 46 53 u°4 52 o g 42 51 57 S 41 50 n 65 47 m ❑ 83 ❑ 76 63 Beam Summary RAM Steel v10.0 DataBase: FOUR-3 10/29/07 11:44:57 Building Code: IBC Steel Code: ASD 9th Ed. STEEL BEAM DESIGN SUMMARY: Floor Type: R3 Bm # Length +M -M Seff Fy Beam Size Studs ft kip-ft kip-ft in3 ksi 1 16.01 47.9 0.0 48.6 50.0 W14X34 u 2 16.92 26.9 0.0 14.9 50.0 W12X14 3 10.73 2.9 0.0 7.8 50.0 W8X10 4 14.85 11.0 0.0 7.8 50.0 W8X10 5 13.47 35.2 0.0 14.9 50.0 W12X14 6 4.09 1.2 0.0 7.8 50.0 W8X10 77 10.23 7.4 0.0 7.8 50.0 W8X10 8 17.25 20.7 0.0 48.6 50.0 W14X34 u 9 25.63 70.0 0.0 38.4 50.0 W16X26 10 3.42 0.7 0.0 7.8 50.0 W8X10 11 15.46 15.2 0.0 7.8 50.0 W8X10 12 15.14 18.1 0.0 10.9 50.0 WlOX12 13 4.88 0.9 0.0 7.8 50.0 W8X10 78 14.56 61.4 0.0 29.0 50.0 W14X22 14 9.34 7.0 0.0 7.8 50.0 W8X10 15 19.51 35.5 0.0 14.9 50.0 W12X14 16 18.52 21.7 0.0 10.9. 50.0 WlOX12 17 6.08 2.0 0.0 7.8 50.0 W8X10 18 5.97 3.0 0.0 7.8 50.0 W8X10 79 6.54 2.9 0.0 7.8 50.0 W8X10 19 20.48 39.1 0.0 17.1 50.0 W12X16 20 11.20 21.5 0.0 10.9 50.0 WlOX12 80 8.00 5.0 0.0 7.8 50.0 W8X10 22 11.23 37.9 0.0 14.9 50.0 W12X14 23 4.46 1.3 0.0 7.8 50.0 W8X10 24 14.72 25.5 0.0 10.9 50.0 WlOX12 25 13.90 7.6 0.0 7.8 50.0 W8X10 81 22.30 87.8 0.0 48.6 50.0 W14X34 u 26 11.48 10.2 0.0 7.8 50.0 W8X10 27 3.50 0.1 0.0 7.8 50.0 W8X10 28 17.43 29.2 0.0 14.9 50.0 W12X14 29 7.30 4.4 0.0 7.8 50.0 W8X10 30 7.24 4.0 0.0 7.8 50.0 W8X10 31 17.46 29.0 0.0 14.9 50.0 W12X14 32 15.08 25.3 0.0 10.9 50.0 WlOX12 33 13.10 13.2 0.0 7.8 50.0 W8X10 34 13.99 7.2 0.0 7.8 50.0 W8X10 82 16.32 43.3 0.0 35.3 50.0 W14X26 u 36 3.50 0.1 0.0 7.8 50.0 W8X10 37 15.18 22.1 0.0 10.9 50.0 WlOX12 Beam Summary RAM Steel v10.0 DataBase: FOUR-3 Building Code: IBC Page 2/2 10/29/07 11:44:57 Steel Code: ASD 9th Ed. Bm # Length +M -M Seff Fy Beam Size 38 10.81 7.0 0.0 10.9 50.0 W10X12 39 4.50 8.7 0.0 7.8 50.0 W8X10 40 11.83 11.7 0.0 7.8 50.0 W8X10 41 4.50 2.2 0.0 7.8 50.0 W8X10 42 4.50 1.6 0.0 7.8 50.0 W8X10 43 8.79 4.2 0.0 7.8 50.0 W8X10 44 4.50 2.0 0.0 7.8 50.0 W8X10 45 4.50 2.3 0.0 7.8 50.0 W8X10 46 24.84 81.2 0.0 42.0 50.0 W14X30 83 7.63 10.9 0.0 35.3 50.0 W14X26 u 47 4.63 2.7 0.0 7.8 50.0 W8X10 48 16.63 51.6 0.0 21.3 50.0 W12X19 49 26.71 146.4 0.0 68.4 50.0 W18X40 50 16.63 24.5 0.0 10.9 50.0 W10X12 51 14.88 17.5 0.0 10.9 50.0 W10X12 52 23.83 105.9 0.0 47.2 50.0 W16X31 53 14.88 21.9 0.0 10.9 50.0 W10X12 54 14.88 20.8 0.0 10.9 50.0 W10X12 55 19.10 8.8 0.0 10.9 50.0 W10X12 76 9.00 16.6 0.0 35.3 50.0 W14X26 u 56 11.83 18.5 0.0 7.8 50.0 W8X10 57 5.42 1.8 0.0 7.8 50.0 W8X10 58 14.88 26.5 0.0 14.9 50.0 W12X14 59 8.96 9.1 0.0 7.8 50.0 W8X10 60 13.16 9.9 0.0 7.8 50.0 W8X10 61 12.21 9.1 0.0 7.8 50.0 W8X10 72 19.10 0.5 0.0 7.8 50.0 W8X10 63 14.83 44.5 0.0 29.0 50.0 W14X22 u 71 5.74 1.8 0.0 7.8 50.0 W8X10 64 14.83 44.3 0.0 17.1 50.0 W12X16 65 7.21 4.6 0.0 7.8 50.0 W8X10 66 19.10 0.5 0.0 7.8 -50.0 W8X10 74 11.83 10.4 0.0 9.9 50.0 W8X13 73 13.12 16.9 0.0 10.9 50.0 W10X12 69 19.10 20.1 0.0 18.2 50.0 W8X21 Studs * after Size denotes beam failed stress/capacity criteria. # after Size denotes beam failed deflection criteria. u after Size denotes this size has been assigned by the User.