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HomeMy WebLinkAbout2505 GATEWAY RD; ; PREV2018-0089; Permit(-City of Carlsbad Print Date: 05/01/2019 Permit No: PREV2018-0089 Job Address: 2505 Gateway Rd Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed - Finaled Parcel No: 2132601100 Lot U: Applied: 03/30/2018 Valuation: $ 0.00 Reference #: Issued: 06/25/2018 Occupancy Group: Construction Type Permit 05/01/2019 Finaled: U Dwelling Units: Bathrooms: Inspector: AKrog Bedrooms: Orig. Plan Check U: CBC2017-0309 Final Plan Check U: Inspection: Project Title: Description: VIASAT: DEFERRED STAIRS & GUARDRAILS Applicant: Owner: Contractor: ARATI RANGASWAMY VIASAT INC - 2508 GATEWAY THE WHITING TURNER CONTRACTING CO 349 Inverness Dr S Joann Salas 858-793-4777 Englewood, CO 80112-5882 760-476-2200 858-792-0600 FEE AMOUNT BUILDING PLAN CHECK ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE $450.00 Total Fees: $ 485.00 Total Payments To Date : $ 485.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services cTCjY of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number C.2.of 1 O~500t Plan Revision Number cE(209-OO9 ProjectAddress cPDO General Scope of Revision/Deferred Submittal: VCAc' - & aurc\rc s CONTACT INFORMATION: NameCJCc Phone Lzb'L' (Ft 7 0 F Address 4-4So E -2 ccc City _AfC Zip I 5 EmailAddress c rLrnCAY\(G #ct\ C-.o Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: LI Plans ECalcuIations LI Soils LI Energy LI Other 2. 3. Describe revisions in detail List page(s) where each revision is shown 4. Does this revision, in any way, alter the exterior of the project? LI Yes No Does this revision add ANY new floor area(s)? LI Yes Does this revision affect any fire related issues? LI Yes Is this a c0n3p1ete set? LI Yes KSig ate D 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602- 2719 Fax: 760-60'2-8558 Email: building@carIsbadca.gov www.carlsbadca.gov EsGil A SAFEbuUtCompany DATE: APR. 06, 2018 J APPLICANT URIS. JURISDICTION: CARLSBAD PLAN REVIEWER It U FILE PLAN CHECK NO.: CBC2017-0309 (REV. _1) - PREV 2018-0089 SET: I PROJECT ADDRESS: 2505 GATEWAY ROAD PROJECT NAME: CAFÉ & CONFERENCE CENTER The plans transmitted. herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted ....ArattR1'Tgwamy (SCA) Telephone #: 858-793-4777 fTh Date contacted: (by:I0 Email: aratir@sca-sd.com Mail Telephone Fax In Person REMARKS: The project engineer to stamp the metal stairs/ guardrail package indicating they have been reviewed & no exceptions are taken. *[The metal stairs & guardrails, a deferred package, are under this submittal]. This building is dedicated to a Café & Conference center with accessory uses including basement, restrooms, storage, office, etc. [This building is comprised of two structures with a seismic separation. It is a warm shell with complete T.I. improvements]. By: ALl SADRE, S.E. Enclosures: EsGil Corporation 4/03 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC2017-0309 (REV. _1) - PREV 2018-0089 APR. 06, 2018 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: CBC2017-0309 (REV. _l) - PREV 2018-0089 PREPARED BY: ALl SADRE, S.E. DATE: APR. 06, 2018 BUILDING ADDRESS: 2505 GATEWAY ROAD BUILDING OCCUPANCY: A2/A3; III-B/SPR. CAFÉ! CONFERENCE BUILDING BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) METAL STAIRS & GUARDRAILS PLANS & CALC'S DEFERRED PACKAGE Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code JCB IBY Ordinance I Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance V Type of Review: El Complete Review E:] Structural Only o Repetitive Fee Repeats [V * Based on hourly rate O Other Hourly 3 Hrs.@ EsGil Fee $120.00 I $360.00I Comments: Sheet I of I macvalue.doc + MEYER I BORGMAN I JOHNSON Job No.: P17.166.0 Sheet: Prniirt Via Sat STRUCTURAL DESIGNt ENGINEERING By: LS Date:, ViaSat Bressi Ranch - Cafe & Conference Center Design Criteria Design Code 2015 International Building Code Design Loads Live Load Uniform Load: 100 psf (unreducible) Dead Load 3" Concrete over metal pan: 40 psf 2" Concrete treads over metal pan: 30 psf Wind and Seismic ASCE 7-10 Allowable Deflections Stringer/Landing Framing Max deflection: L = 1/360 ri 4,r%A,t 2. LATERAL LOADS: WIND: PER ACSE 7-10 (IBC 2015) BASIC WIND SPEED-3 SECOND GUST (V3s), 110MPH TOPOGRAPHIC FACTOR (Kzt).....................1.0 RISK CATEGORY ........................................... II EXPOSURE CATEGORY ............................. C ENCLOSURE CLASSIFICATION...................ENCLOSED SEISMIC: PER ASCE 7-10 (IBC 2015) VRI )II (CAFE) SM IMPORTANCE FAd?tOR (IE). •Y..1.0 (CAFE) RISK CATEGORY ......................................... III (CONFERENCE SEISMIC IMPORTANCE FACTOR (IE)...........1.25 (CONFERENC -_-'. RHWN-S)...A .0 (CAFE) RHO (N S) 1.3 (CONFERENCI RHO (E-W) ................... ......................... 1.3 (CONFERENC MAPPED SPECTRAL RESPONSE ACCELERATIONS: SS 1.052G S1 = 0.408G SITE CLASS: ........................................................ D SPECTRAL RESPONSE COEFFICIENTS: Sds= 0.757G Sd1= 0.433G SEISMIC DESIGN CATEGORY: ...............................D M EYER B 0 R G MAN J OHNSO N Job No.: P17.166.0 Sheet: Project: Via Sat STRUCTURAL DESIGN +:.LNGINEERING By: LS Dote: STAIR A • FISTFLO R0'-O Cl 2x20.7 STRINGERS B NSEMENT FLOOR (-15-6 UP FA - 00 • - 17 . _ _ - . - L3x3x1/4 at 2' at Landing i- o.c. - NG . NON (-7-51) Ø / TI 5I 13 - •E - 10-B • -•..••. 10-8 CAFE FIRST FLOOR ENLARGED STAIR PLAN 1 CAFE BASEMENT ENLARGED STAIR PLAN 2 lI4l-O 1/4=l-O M EYER B 0 R G MAN JO HNSON Job No.: P17.166.0 Sheet: FroIect: Via Sat STRUCTURAL DESIG.N + ENGINEERING By: .LS Date: STAIR . •• ....4.L_L .I. Anchor Stringer/Landing to . _____ • . Concrete wall per . . SEESHOP DRAWINGS • SE1 SECT B /T° • • .. •• •.,..• ....• ... ......•. .•. ;. ®CAFE STAIR A SECTION lfttu Provide handrail . attach m - t at o.c. Concrete wall per SEE SHOP . - DRAWINGS • . . . SE1 SECT B . . . . --- ---.,. :.'... __•.-. . OCAFE STAIR A SECTION lrr=l. MEYER BORGMAN JOHNSON Job No.: P17 1660 Sheet V Prolect: Via Sat STRUVCTURLVDESIGN + ENGINEERING By: LS. Date: $ESIMIc DESIGN LOADS ASCE7-1 0: 13.3 SEISMIC DEMANDS ON . V NONSTRUCTURAL COMPONENTS .13.3.1 Seismic Design Force The horizontal seismic design force (Fr) shall be V - . applied at the component's center of gravity and - •V V . distributed relative to the component's mass distribu- tion and shall be determined in accordance with V - Eq. 13.3-1: V V V FP = 0. 4 D i+2J . (13.3-1) V V F is not required to be taken as greater than V F = 1.6SDsJW : (13.3-2) V and F shall not be taken as less than F = 0.3S05J1,W . (13.3-3) . . ap=1.O Sds=0.757 Rp=2.5 . Ip = 1.25 at Stair B and 1.0 at Stair A h = 10.83 at Stair B and Oat Stair A (Below grade) V . z= 21.67' . V STAIR A (13.3-1) Fp = 0.4(1.0)(0.757)(Wp)(1+0) / (2.5/1.0) = 0.121Wp V. (13.3-2) Fp(max) = 1.6(.757)(1.0)Wp= 1.2Wp (13.3.3) Fp(min) = O.3(.757)(1.0)Wp = O.227Wp **Góverns** V V Wp = 40 psf * [2(14-2' x 5)+(10-8' x 5-2")] = 7.9k . V Fp =.227*7.9k =1.8k V STAIR B . . (13.3-1) Fp = 0.4(1 .0)(O.757)(Wp)(1+10.83/21.67) / (2.5/1.25) = 0.227Wp (13.3-2) Fp(max) = 1.6(.757)(1.25)Wp = 1.5Wp (13.3-3) Fp(min) 0.3(.757)(1.25)Wp = 0.284Wp **Governs** V Wp = 40 psf * [2(19.8'x 6.5') + (6.5'x 6.5')] = 12 k V V Fp =.284*12k =3.4k - V V *Conservative apply Full Fp force to landing between Level 1 and Roof. - . V -7 P171660 a Sat LS beam: IVIl Shape: C12x2O.7 ... 1.566 at 5.809 ft; Material: A36 Gr.36 Length: 13.601 ft I Joint: NI Dy : in J Joint: N5 -.005 at 13.601 ft LC 1: I.2DL+I.6LL - Code Check: 1.372 (bending) IJZ In Report Based On 97 Sections 15.86at0ft 3.577 at 13.601 ft 0 at 0 ft Vy k , Vz k A- k -2.17at0ft 11.681 at 13.601 ft 9.566 at 13.601 ft T k-ft Mz k-ft -.009 at 13.601 ft My - k-ft -5.573 at 5.101 ft 66.677at 13.601 ft 2.609 at 0 ft fa ksi ., Aft ksi 1.921 at 13.601 ft fc -38.843 at 5.101 ft AISC 14th(360-10): LRFD Code Check Direct Analysis Method Max Bending Check 1.372 Max Shear Check 0.062 (z) Location 13.601 ft Location 13.601 ft Equation HI-la Max Defi Ratio L1105 Bending Flange Compact Compression Flange Non-Slender Bending Web Compact Compression Web Non-Slender y-y z-z Fy 36 ksi Lb .. 13.601 ft 13.601 ft phi*Pnc 51.146 k KL/r 163.876 28.347 phi*Pnt 196.992 k . phi*Mny 7.438 k-ft - L Comp Flange 13.601 ft phi*Mnz 58.727 k-ft L-torque 13.661 ft - .phi*Vny 65.785.k Tau I -b phi*Vnz 57.268 k Cb 1.667 . . P1 7.166.0 DdrrI. 11/111/4 Shape: C6x8.2 .059at7.891 ft .035at6.113ft Material: A992 Length: 10.67 ft S . I Joint: N8 7~ Dz -in J Joint: N5 LC 1: 1.2DL+1.6LL D Code Check: 0.656 (bending) atO ft .016 Report Based On 97 Sections -.033 at 4.557 ft .892 at 5.668 ft 1.209 at 5.002 ft Vz k .066 at 3.446 ft A k Vy k 013 at 7.447 -1.227 at 5.668 ft - -6.696 at 5.446 ft 1.303 at 1.334 ft 1.486 at 5.113 ft 0 at 5.668 ft \. T k-ft Mz - - -- k-ft My - ' - k-ft -.001 at 5.446 ft / • V -1.397 at 5.557 ft -1.446 at 5.557 ft 40.157 at 5.113 ft 1. ft . ksi .028 at 3.446 ft fa ksi -.005 at 7.447 ft r M ksi -39.406 at 5.557 ft AISC 14th(360-10): LRFD Code Check Direct Analysis Method Max Bending Check 0.656 Max Shear Check 0.190 (z) Location 5.113 ft Location 5.446 ft Equation HI-lb Max Defi Ratio L13566 Bending Flange Compact Compression Flange Non-Slender Bending Web Compact Compression Web Non-Slender - - y-y z-z Fy 50 ksi Lb 10.67 ft 10.67 ft phi*Pnc 9.467 k KL/r 238.818 54.69 phi*Pnt 107.55 k phi*Mny 2.928 k-ft • L Comp Flange 10.67 ft phi*Mnz 8.924 k-ft L-torque 10.67 ft phi*Vny 32.4 k Tau -b I phi*Vnz 35.562 k Cb 1.143 P17.166.0 S in- - Beam: M79 Shape: L3x3x4 .37at2.489ft, Length: 5.083 ft A!SC 14th(360-10): LRFD Code Check. Direct Analysis Method Max Bending Check 0.864 Max Shear Check 0.074 (z) Location 2.541 ft Location 0 ft Equation H2-1 Max DO Ratio L1156 Bending Flange Compact Compression Flange Non-Slender Bending Web Compact Compression Web Non-Slender y-y z-z. Fy 36 ksi Lb 5.083 ft 5.083 ft phi*Pnc 26.324 k KL/r 104.267 52.187 phi*Pnt 46.656 k phi*Mny 1.688 k-ft L Comp Flange 5.083 ft phi*Mnz 3.376 k-ft L-torque 5.083 ft phi*Vny 14.58 k Tau—b I phi*Vnz 14.58 k Cb 1.136 - Material: A36Gr.36 .205at2.541ft LCI:i.2DL+i.6LL Dy in _____________ Code Check: 0.864 (bending) -.006 at 0 ft Dz in Report Based On 97 Sections - 0 at 5.083 ft 1.072 at 5.083 ft .198at0ft . A k Vy •. k Vz k :- -1 .072 at 0 ft Mz k-ft My' k-ft 0at0ft T k-ft --------------- ,•/ - -.963at2.541ft -.963at2.541 ft 27.737 at'2.541 ft 36.051 at 2:541 ft • fa .137at0ft ft ksi Aw fc ksi ksi Hot Rolled Steel Code AISCl4th(360-10): LRFD Adjust Stiffness? Yes(Iterative) RlSAConnection Code AISC 14th(360-10): LRFD Cold Formed Steel Code AISI S100-12: ASD Wood Code AWC NDS-15: ASD Wood Temperature IOOF to 125F Concrete Code ACI 318-14 Masonry Code ACI 530-13: Strength Aluminum Code AA ADM I-15: LRFD - Building Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh (in '2) 144 Merge Tolerance (in) .12 - P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration (ftlsec"2) 32.2 Wall Mesh Size (in) 12 Eigensolution Convergence Tol. (1 .E-) 4 Vertical Axis Z Global Member Orientation Plane XY Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver Number of Shear Regions 4 Region Spacing Increment (in) 4 Biaxial Column Method Exact Integration Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? Yes Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR SET ASTMA615 Mm % Steel for Column 1 Max % Steel for Column 8 Seismic Code ASCE 7-10 Seismic Base Elevation (if) 0 Add Base Weight? Yes CtX .02 CtZ .02 T X (sec) Not Entered T Z (sec) Not Entered R 5 R 5 Ct Exp. X .75 Ct Exp. Z .75 SD1 .433 SDS 157 Si .408 TL (sec) 8 Risk Cat I or II Drift Cat Other Om 2.5: JmX 2.5 CdZ 3.5 CdX 3.5 Rho 1 Rho 1- - Hot Rolled Steel Properties I hI P FI1 ( rI,fl FI Th...,, i\1 n;,,rL.Jc4A1 1 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 2 A36Gr.36 29000 11154 .3 - .65 .49 36 1.5 58 1.2 3 A572Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 4A500Gr.BRND 29000 11154 .3 .65 .527 42 1.4 58 1.3 -5A500Gr.BRect 29000 11154 .3 .65 .527 46 1.4 58 1.3 6 A53Gr.B 29000 1 11154 .3 .65 .49 35 1.6 60 1.2 7 A1085 29000 11154 .3 .65 .49 50 1.4 65 1.3 Design Size and Code Check Parameters -- Label Max Depth[in] Min Depth[inl Max Width[inl Min WidthFinl Max Bending Chk Max Shear Chk L 1 Typical Joint Coordinates and Temperatures V rn V 7 rcn -r.-........ rn n.. n. -1 NI 0 0 0 0 2 N2 0 0 5.08 0 3 N3 0 15.5 5.583 0 N4 0 15.5 10.67 0 5 N5 -11 8 0 0- N6 -16.083 8 0 -7 N7 -16.083 8 10.67 0 8 N8 -ii 8 10.67 0 9 N9 -Il 8 5.083 0 -10 N10 -II 8 5.583 0 - ii Nil -16.083 8 2.134 0 - 12 N12 -16.083 8 4.268 0 13 N13 -16.083 8 - 6.402 0 14 NI4 -16.083 - 8 8.536 0 15 N15 -ii 8 1.33 0 16 N16 -ii 8 3.33 .0 RISA-3D Version 15.0.0 [LA ... \...\... \Calculations\RISA\I0.26.17 Stair A.r3d] Page 2 17 --N17- 11 8 7.33 0 18 N18 -11 8 9.33 0 19 N19 .- -16.083 8 1.33 N20 0 20 -16.083 8 3.33 0 21 N21 -16.083 8 7.33 0 22 N22 -16.083 8 9.33 0 23 N23 -16.083 8 5.33 0 24 N24 -11 8 5.33 0 25 N25 -13 8 10.67 0 26 N26 -15 8 10.67 0 -Hot Rolled Steel Design Parameters Ml C12x20.7 13.601 Lb- ____ ____ Lateral 2 M2 C12x20.7 5.083 Lbyy .65 .65 Lateral 3 M3 C12x20.7 2.134 Lbyy Lateral 4 M4 C12x20.7 5.083 - Lbyy Lateral 5 M5 C12x20.7 13.314 Lbyy T.8. Lateral M6 C12x20.7 13.314 Lbyy Lateral 7 M8 C12x20.7 13.601 Lbyy Lateral 8 Mil C12x20.7 2.134 Lbyy .65 .65 Lateral 9 M12 C12x20.7 2.134 Lbyy .65 .65 Lateral 10 M13 C12x20.7 2.134 Lbyy .65 .65 Lateral 11 M14 C12x20.7 2.134 Lbyy _1 .65 .65 Lateral 12 M15 L3x3x4 5.083 Lbyy _i 1 1 Lateral 13 M16 L3x3x4 5.083 Lbyy 1 1 Lateral 14 M17 L3x3x4 5.083 Lbyy 1 1 ____ Lateral 15 M18 L3x3x4 5.083 Lbyy ________ ____ .1 1 16 M19 L3x3x4 5.083 Lbyy ________ _____ 1 1 a 17 M17A C6x8.2 10.67 2 2 Lbyy ________ 1 1 Ml Y -.076 -.076 J._.atJ¼JIILIL... 0 lIU LU..OLIUIILIL, /0 0 2 M8 Y -.076 -.076 - 0 0 3 M6. - Y -.076 -.076 : - 0 0 4 M5 Y -.076 -.076 0 0 5 M4 Y -.08 -.08 -- 0 0 6 - M2- - Y -.08 -.08 0 0 M15 Y -.08 -.08 0 0 M16 -Y -.08 - -.08 - 0 0- 9 M19 Y - -.08 -.08 0 0 10 M17 Y -.08 -.08 0 0 tL M18 - Y -.08 - -.08 - - 0 0 Member Distributed Loads (BLC 2: LL) I ohI .A...ri.,f. CI r-....I •:,._r., I-, - - - .. - - ... .- ....... RISA-3D Version 15.0.0 [L:\... \...\... \Calculations\RISA\10.26.17 Stair A.r3d] Page 3 Member Point Loads Member Label Direction Magnitudelk.k-ft] Location[ft.%] No Data to Print Member Distributed Loads (BLC I : DL) Member Label Direction Start Mnnitiide1k/ft I1 Fnrl lArinitdFk/ft fl Of,-t I ,.-,,.,rc+ i re ot _.. ......I I M5 1 2 M6 Y -- -.254- -.254 - 0 0 ~j 3 M8 Y - -.254 -.254 - 0 0 4 Ml Y 254 - - 254 5 M2 -.2 -.2 0 0 6 M4 Y -2 2 0 0 7 M15 Y -.2 -.2 0 0 8 M16 Y -.2 -.2 0 0 9 - M19 Y -.2 -.2 0 0 10 M17 -.2W -2 0 . 0 11 M18 -.2. -.2 0 0 Joint Loads and Enforced Displacements (BLC 3: Ex) Joint Label L.D.M Direction Magnitudei(,k-ft). (inrad), (k*s 2/f.. ii N5 L I X 9 Joint Loads and Enforced Displacements (BLC 4: Ez) Joint Label L D M Direction Magnitudel(k k ft) (in rad), (k *SA 21f Li I N5 I L I Z I 18 Basic Load Cases i:i t' ('-+............, V ........:... '.1 -....... 7 r'...-...:c.. I__, rI___, r_.._:L... ..._..I - ------ 1 DL DL 2 LL LL- 11 3 Ex EL 2 4 Ez EL I I ._I..._.iUU•i I] Envelope Joint Reactions I,.,.., v ri_I I t' '.1 ri_i i r' , ri_i r RAW ri. a, I •ISr• - I N4 max 6.191 1 7.256 1 .026 10 0 1 0 1 0 1 _2 min 1.01 7 1.197 7 -.028 6 0 1 0 1 0 1 N3 max - 7.37 1 8.506 1 .042 10 0 1 0 1 0 _i_ 4 min 1.288. 8 1.458 8 -.001 8 0 1 0 1 0 • 5 N2 max -1.322 8 9.055 1 .038 1 0 1 0 1 0 • _1 - mm -7.57 1 1.553 8 .001 8 0 1 0 1 0 _i - 7 Ni max, -1.714 ii 10.232 1 .008 12 0 1 0 1 0 _1 mm -9.839 1 1.763 ii -.008 8 0 1 0 1 0 • _1 - 9 N7 max .234 6 .451 1 .962 12 0 1 0 1 0 1 - 10 mmin -.065 12 .016 8 -1.081 6 0 1 0 1 0 _i - 11 N6 max 9.709 1 1 .38 1 .148 12 0 1 0 0 1 - 1 RISA-3D Version 15.0.0 [LA ... \...\... \Calculations\RISA\10.26.17 Stair A.r3d] Page 4 Load Combinations Description So._PD..S... BLCFac...BLC Fac.BLCFac.BLC FRl r.Fr. RI RI C.P RI RI r.i.- ni (- 26 mm -1.8 7 7.824 12 -1.8 6 Envelope Joint Displacements: •• Joint X [ml LC Y [in] LC Z Fin] LC X Rotation. LC Y Rotation.. LC Z Rotation. LC 12 min 824 7 087 8 153 8 0 1 0 1 0 1 13. N14 .059 12 1.333 1 0 . 0 1 0 1 0 1 14 min .392 6 .191 12 0 6 0 1 0 1 0 _1 - 15 N13 max -.132 12 1.195 1 0 10 0 1 0 1 0 _1 - 16 iiriia -.789 1 .245 8 0 6 0 1 0 1 0 _1 - 17 N12 max 1.013 1 1.193. 1 .001 6 0 1 0 1 0 1 - 18 mm .115 8 .245 8 -.001 10 0 1 0 j._.. 0 1 19 Nil max .731 6 1.332 1 0 6 0 1 0 1 0 - _1 - 20 mlii -.436 12 .234 12 0 10 0 1 0 1 0 1 - i21_ N25 max -.213 ii 5.545 1 3.509 12 0 1 0 1 0 1 22... mm -6.233 1 .945 11 -3.653 6 0 1 0 1 0 1 .2 N26 max 0 11 -.429 11 3.068 6 0 1 0 1 0 1 24 mm ü i -2.782 1 -2.879 12 0 1 0 1 0 1 25 Totals: max 1.8 9 43.695 1 1.8 12 39 N20 max 0 8 0 8 0 10 -1.01e-07 12 7.455e-05 10 -4.77e-05 7 40 mm -.002 .j_ 0 1 0 6 -5.406e-07 -2.201e-05 8 -2.867e-04 LJ - RISA 3D Version 15.0.0 [LA \\ \Calculations\RISA\10 26 17_Stair A r3d] Page 5 1 Ni O - i_ - ii 0 8 4.902e-03 6 1.724e-03 12 1.735e-03 j_ 2 min 0 11 0 1 0 12 -4.7e-03 12 -1.811e-03 6 2.832e-04 _ N2 max 0 0 8 0 8 -1.412e-05 8 1.255e-03 6 2.435e-03 i_ 4 mm 0 8 0 1 0 1 -3.55e-03 1 -9.982e-04 12 4.011e-04 12 5 N3 max 0 8 0 8 0 8 3.37e-03 I 1.086e-03 8 2.349e-03 1 mm ü 0 i_ - 0 10 1.338e-05 8 -1.091e-03 10 3.868e-04 12 7 N4 max 0 7 0 ± 0 6 9.85e-03 12 4.371e-03 12 1.619e-03 1 8 mm 0 1 0 1 0 10 -1.017e-02 6 -4.517e-03 6 2.683e-04 11 9 N5 max 0 7_ -.005 7 .147 6 3.988e-03 6 2.932e-03 12 -1.317e-04 10 mm -.004 1 -.029 1 -.142 12 -3.822e-03 12 -3.068e-03 6 -8.214e-04 1 11 N6 max 0 7 0 8 0 8 1.317e-05 6 7.131 e-04 10 -6.908e-05 j_ 12 mm 0 1 0 ii 0 12 -1.417e-06 12 -6.51e-04 8.1-4.155e-04 I 13 N7 0 .12 0 8 0 6 5.785e-06 12 1.757e-04 10 -5.725e-07 7_ 14 mm 0 6 0 j 0 12 -1.755e-05 6 -1.347e-04 8 -2.771e-06 i_ 15 N8 max .001 1. -.003 ii .143 6 8.042e-03 12 7.024e-03 12 -1.489e-04 11 16 mm 0 11 -.016 1 -.139 12 -8.308e-03 6 -7.253e-03 6 -9.e-04 1 17 N9 max -.003 12 -.007 12 .145 6 -3.294e-05 8 4.875e-03 -2.946e-04 18 min -.02 1 -.047 i -.141 12 -2.149e-04 6.298e-04 12 -1.827e-03 1 19 N10 max .019 1 -.007 12 .145 6 8.445e-05 4.808e-03 -2.793e-04 8 20 mm .003 12 -.046 1 -.14 12 1.003e-05 8 5.936e-04 12 -1.735e-03 I 21 Nil max 0 12 0 12 0 10 -7.071e-08 12 1.138e-04 8 -5.538e-05 7 22 mm 0 6 0 1 0 6 -8.593e-07 -2.806e-04 10 -3.329e-04 I 23 N12 ma 0 8 0 8 0 10 -2.941 e-08 8 1.211 e-04 -4.168e-05 _L 24 mm 0 1 0 1 0 6 -1.71e-07 1 -1.754e-06 8 -2.504e-04 1 25 N13 max 0 1 0 8 0 6 2.12e-07 1 1.808e-04 -2.797e-05 26 mm ü 12 0 j 0 10 3.294e-08 8 2.57e-05 12 -1.679e-04 1 27 N14 max 0 6 0 12 0 6 8.693e-07 - -1.068e-05 8 -1.427e-05 28 min 0 12 0 _L 0 • 10 -2.376e-08 12 -1.967e-04 - -8.531e-05 29 N15 .003 10 -.008 7 .147 6 8.894e-04 1 5.219e-04 I -1.762e-04 7 30 min -.002 8 -.049 1 -.142 12 1.452e-04 12 7.776e-05 7 -1.084e-03 1 31 N16 0 4_ -.009 12. .146 6 -3.259e-05 8-3.463e-04 12-2.401e-04 32 min -.004 1 -.056 i -.141 12 -2.218e-04 1 -2.156e-03 1 -1.48e-03 I 33 N17 max .004 i -.009 ..12 .144 .6 3.715e-05 10 -2.819.e-04 12 -2.356e-04 8 34 mm 0 12 -.053 _L -.14 12 -2.692e-06 8 -2.069e-03 -1.448e-03 35 N18 max 0 8 -.007 .12. .144 6 -1.875e-04 12 3.898e-04 -1.851e-04 11 36 min -.002 1 -.04 • j -.139 12 -1.125e-03. - 5.473e-05 12 -1.12e-03 1 37 N19 max .003 10 0 12 0 6 8.515e-07 6 1.783e-04 8 -6.054e-05 J_ 38 mm -.002 8 0 _t 0 10 -3.418e-07 12 -1.983e-04 10 -3.64e-04 1 52 min 0 fl 0 ii.. 0 6 -1.784e-03 6 -5.238e-04 12 -2.438e-06 Envelope Member Section Forces Member Sec Axialiki LC v Sheariki LC z Sheariki LC Torauelk-ftl LC v-v Momeri. . LC -z Momen. LC 1 Ml I max 13.976 I 2.49 - 1 .01 - - 6 0 1 0 1 0 1 mm 2.423 11 .412 7 -.01 12 0 1 0 1 0 1 41 N21 max 002 1 0 8 0 6 5757e07 1 5671e05 1 2202e05 7 42 min0 12 0 0 9.287e-08 12 4.563e-06 -1.32e-04 1 143 N22 max 0. 8 0 12 0 '10 8.145e-07 12 3.635e-05 8-9.176e-06 7 .44 mm -.001 0 1 0 6 -1.26e-06 6 -5.239e-05 10 -5.46e-05 1 45 N23 max 0 12 0 12 0 10 2.15e-08 I -7.562e-06 8 -3.486e-05 46 mm 0 1 0 1 0 6 0 8 -6.3e-05 I -2.093e-04 I 47 N24 max 0 -.007 12 .145 6 -7.327e-06 7 6.701e-03 1 -2.87e-04 8 48 mm 0 j -.046 j_ -.141 12 -6.429e-05 9.521e-04 12 -1.782e-03 1 49 N25 max 0 1 0 11 0 6 4.88e-03 12 2.719e-03 12 -5.53e-05 11 50 mm 0 t[ 0 0 12 -5.046e-03 6 -2.803e-03 6 -3.355e-04 51 N26 max 0 1 1 0 12 1.718e-03 12 5.28e-04 6 -5.144e-07 7 3 2 max 12.931 1 1.053 1 .01 6 0 1 .036 6 -.995 7 4 min 2.249 11 .173 7 -.01 12 0 1 -.034 12 -6.024 1 5 3 max 11.886 1 -.061 11 .01 6 0 1 .071 6 -1.176 7 -6 min 1 2.075 11 -.383 1 -.01 12 0 1 -.068 12 -7.163 1 7 4 max 10.841 1 -.3 11 .01 6 0 1 .107 6 -.544 7 8 min 1.901 11 -1.82 1 -.01 12 0 1 -.102 12 -3.417 1 9 5 max 9.796 1 -.539 11 .01 1 6 0 1 .142 6 5.214 1 10 min 1.727 11 -3.257 1 1 -.01 12 0 1 -.137 12 .825 11 11 M2 1 max 9.869 1 2.146 1 .152 12 .08 12 .115 6 5.216 1 12 mm .853 7 .393 11 -.163 6 -.084 6 -.11 12 .825 11 13 2 max 9.869 1 1.586 1 .152 12 .08 12 .083 12 2.844 1 14 mm .853 7 .277 11 -.163 6 -.084 6 -.093 6 .4 11 15 3 max 9.869 1 1.026 1 .152 12 .08 12 .276 1 12 1.185 1 16 mm .853 7 .162 11 -.163 6 -.084 6 .301 1 6 .12 11 17 4 max 9.869 _1 .466 1 .152 12 .08 12 .469 12 .238 1 18 mfri .853 _7 .047 11 -.163 6 -.084 6 -.508 6 -.013 11 .19 9.869 1 -.009 4 .152 1 12 .08 12 .662 12 .002 J 20 mm .853 7 -.097 9 -.163 6 -.084 6 -.716 6 0 7 21 M3 1 max 0 10 29 1 .531 6 0 7 .662 12 .08 12 22 mm 0 1 6 .026 1 8 -.39 12 -.002 1 -.716 6 -.084 6 23 2 max 0 10 .276 1 .531 6 0 7 .466 10 .028 12 -24 min o 6 .016 8 -.39 12 -.002 1 -.446 8 -.173 6 25 3 max 0 10 .263 1 .531 6 0 7 .304 10 -.02 12 -26 min 0 6 .006 8 -.39 12 -.002 1 -.209 1 8 -.299 1 27 4 max 0 6 -.12 12 .352 8 0 7 .136 1 -.009 12 28 min 0 10 -.822 i_ -.401 1 -.002 1 t .004 8 -.146 29 5 max 0 6 -.13 12 .352 8 0 7 .247 6 .296 1 min 0 10 -.836 1 -.401 10 -.002 1 -.154 12 .057 12 31 M4 I max 0 1 .167 1 .962 12 .174 6 .22 6 0 7 32 min 0 1 .034 11 -1.081 6 -.169 12 -.134 12 -.002 1 33 2 max 0 1 -.51 11 1.987 6 .174 6 .549 12 .664 1 min 0 _1_ -3.174 1 -1.917 12 -.169 12 -.578 6 .11 - 11 35 3 max 0 _1_ -.625 . 11 1.987 6 .174 - 6 1.947 6 5.053 1 36 min 0 _1_ -3.735 1 -1.917 12 -.169 12 -1.887 12 .831 fl 37 4 max -.213 11 1.246 1 1.586 12 .174 6 1.828 6 6.114 1 38 mm -6.233 1 - .205 , 11 -1.639 6 -.169 12 -1.768 12 -1.009 11 39 - 5 max -.213 11 .686 1 1.586 12 .174 6 .248 12 4.887 1 40 mm -6.233 - 1 .09 11 -1.639 6 -.169 12 -.256 6 .783 7 41 M5 - 1 max -.856 7 -.537 7 .023 12 0 1 .309 6 -.783 7 42 min -5.285 1 -3.24 1 -.023 6 0 -. 1 -.3 1 12 -4.886 1 43 - .2 max -1.019 7 -.298 7 .023 12 0 - 1 .232 6 3.508 RISA-3D Version. 15.0.0 [LA ... \...\... \CaIcuIatmons\RISA\10.26.17_StrA.r3d] - - Page 6 U4 min 0 10 .089 12 -.109 10 -.002 1 -.13 6 .055 12 RISA-3D Version 15.0.0 [L:\. ..\. . .\. ..\Calculations\RISA\10.26.17-Stair A.r3d] Page 7 44 min -6.264 1 1 804 1 023 6 0 1 225 12 - - 578 11 45 rn.x -1.182 7 -.059 7 .023 12 0 _1 - .155 6 7.121 1 46 _ mm -7.244 1 -.367 1 -.023 6 0 _1 -.15 12 1.182 11 47 _4 max -1.345 7 1.07 1 .023 12 0 _1 - .077 6 5.951 1 48 min -8.223 j. 178 11 023 6 0 1 -.075 12 989 11 49 5 max -1.508 7 2.506 1 .023 12 0 1 - 0 1 0 j_ 50 mm . -9.203 1 .417 11 -.023. 6 0 1 0 1 0 1 51 M6 1 max -1.885 8 2.873 1 0 8 0 1 0 1 0 1 52 mm -10.881 1 .479 12 -.041 1 0 1 0 1 0 1 53 _Z max -1.722 8 1.437 1 0 8 0 _1 - 0 8 -1.195 12 54 mm -9.901 1 .239 12 -.041 1 0 - _1 -.136 1 -7.173 1 55 3 max -1.559 8 0 1 0 8 0 _1 - 0 8 -1.593 12 56 min -8.922 i_ . 0 12 -.041 1 0 _1 - -.272 1 -9.564 1 57 _L max -1.396 8 -.239 8 0 8 0 _1 - 0 8 -1.195 12 58 min -7.942 1 -1.437 1 -.041 1 0 -.409 j -7.173 1 59 5 max -1.233 8 -.479 8 0 8 0 _1 - 0 8 0 12 60 min -6.962 1 -2.873 1 -.041 1 0 _1 -.545 1 0 1 61 M8 1 max 7.268 1 -.479 8 .038 1 0 _1 - .003 8 0 62 min 1.286 8 -2.874 1 0 8 0 _1 - -.519 1 -.002 1 63 2_ 8.313 1 -.239 8 .038 1 0 1 .002 8 7.326 1 64 m 1.46 8 -1.437 1 0 8 0 _1 - -.389 1 1.22 12 65 3 rn 9.358 1 0 8 .038 1 0 _1. .001 8 . 9.769 1 66 min 1.634 _ .0 i 0 0 _1 - -.259 1 1.627 12 67 4 max 10.403 1 1.437 1 .038 1 0 1 0 8 7.327 1 68 mm 1.808 8 .239 12. 0 8 0 1 -.13 1 1.22 12 69 5 max 11.448 1 2.873 1 .038 1 0 1 0 1 0 1 70 mm 1.982 8 .479 12 0 8 0 1 0 1 0 1 71 Mu I max 0 6 .496 1 .065 12 0 7 .247 6 .296 1 72 mm 0 10 .104 1.2 -.412 6 -.002 1 -.154 12 .057 12 73 2 max 0 6 .483 1 .065 12 0 7 .084 8 .035 1 74 mm 0 10 .094 12 -.412 6 -.002 1 -.175 10 .004 12 75 3 max 0 6 .47 1 .065 12 0 7 -.024 8 -.041 8 76 mm 0 10 084 12 -.412 6 -.002 1 -.312 1 -.219 1 77 4 max 0 10 -.118 8 .687 1 0 7 -.011 12 -.006 8 78 . mm -.001 6 -.615 1 .078 8 -.002 1 -.085 1 -.032 1 .79 5 max 0 10 -.128 8 .687 1 0 7 .281 1 .299 1 80 min -.001 6 -.628 1 .078 8 -.002 1 .023 8 .06 8 81 M12 1 max 0 6 .565 1 -.037 8 0 7 .281 1 .299 1 82 mm 0 10 .117 12 -.326 1 -.002 1 .023 8 .06 8 83 2 max 0 6 .552 1 -.037 8 .0 7 .107 1 .001. 1 84 mm o 10 .107 12 -.326 1 -.002 1 .003 8 0 8 85 3 max 0 10 -.097 8 -.019 8 0 7 -.007 12 -.054 12 86 mm 0 6 -.533 1 -.142 1 -.002 1 -.066 1 -.284 1 87 4 max 0 10 -.107 8 -.019 8 0 7 -.023 12 .004 1 88 mm 0 6 -.547 1 -.142 1 -.002 1 -.142 1 0 8 89 5 max 0 . 10 -.116 8 -.019 8 . _.0 7 -.036 8 .299 1 90 mm 0 6 -.56 1 -.142 1 -.002 1 -.217 1 .059 8 91 M13 1 max 0 10 .635 1 .648 1 0 7 -.036 8 .299 . 1 92 mm -.00i 6 .128 8 .101 12 -.002 1 -.217 1 .059 8 93 2 max 0 10 .621 1 .648 1 0 7 .128 _. 1 -.006 8 94 mm 6 .118 8 .101 12 -.002 1. .014 12 -.036 1 95 3 max 0 6 -.082 12 -.026 12 0 7 .325 1 -.04 8 96 mm o 10 -.465 1 -.419 1 -.002 1 .05 12 -.215 1 97 4 max 0 6 -.092 12 -.026 12 0 7 .102 1 .037 1 98 mm o 10 -.478 1 -.419 1 -.002 1 0 8 .003 12 99 5 max 0 6 -.102 12 -.026 12 0 7 .022 12 .295 1 100 . mm o 10 -.491 1 -.419 1 -.002 1 -.13 6 .055 12 101 M14 I max 0 6 .841 1 .07 8 .022 12 .295 1 0- ....'-7 103 2 max. 0 6 .828 1 .07 8 0 7 -.024 12 .011 12 104 min 0 10 079 12 109 10 002 1 146 1 15 1 105 3 max 0 10 .037 8 .234 6 .0 7 .027 8 .024 12 106 min 0 6 -.264 10 -.065 12 -.002 1 -.12 10 -.297 6 1..07. max 0 10 .028 8 .234 6 0 7 .097 8 .094 12 108 min o 6 -.277 10 -.065 12 -002 1 .101 10 -.239 6 109 _ max 0 10 .018 8 .234 6 0 7 .22 6 .169 12 min 0 6 -.291 10 -.065 12 -.002 1 -.134 12 -.174 1 6 111 M15 1 max .018 12 0 12 -.194 7 0 12 . 0 1 0 1 liz . _min -.2181O2-1.0721 0 10 1 0 L 113 2 max . .018 12 0 12 -.097 8 0 12 -.131 12 -.131 8 11 mu -.218 1 0 6 -.536 1 0 1. -.723 1 -.723 1 115 3 max .018 12 0 1 0 1 0 12 -.174 12 -.174 116 mm -.218 1 0 1 0 1 0 1 -.963 1 -.963 1 117 4 max 018 12 0 12 536 1 0 12 131 12 131 8 118 min -.218 1 0 2 .097 12 0 1 -.723 1 -.723 1 119 5 max .018 12 0 12 1.072 1 0 12 0 1_1 - 0 1 120 ___ mm -.218 1 0 2 .194 7 0 1 0 _1 - 0 1 121 M16 1 max 1.078 1 0 12 -.194 7 0 1 0 1 0 1 122 min .098 12 0 2 -1.072 1 0 8 0 1 0 1 123 2 max 1.078 1 0 12 -.097 8 0 1 -.131 12 -.131 8 124 mm .098 12 0 6 -.536 1 0 8 -.723 1 -.723 1 125 3 max 1.078 1 0 1 0 1 0 1 -.174 12 -.174 8 126 mm .098 12 0 1 0 1 0 8 -.963 1 -.963 1 127 4 max 1.078 1 0 12 .536 1 0 1 -.131 12 -.131 8 12 mm .098 12 0 2 .097 12 0 8 -.723 _1 -.723 1 129 max 1.078 1 0 12 1.072 1 0 1 0 _1 0 1 1 130 mm .098 12 0 2 .194 7 0 8 0 _1 0 1 131 M17 1 max -.128 12 0 12 -.194 7 0 8 0 1 - 0 1 min -1.067 1 0 2 -1.072 1 0 10 0 _1 - 0 1 133 2 max -.128 12 0 12 -.097 8 0 8 -.131 12 -.131 8 134 ___ mm -1.067 1 0 6 -.536 1 0 10 -.723 1 -.723 1 135 3 max -.128 12 0 1 0 1 0 8 -.174 12 -.174 8 136 mm -1.067 1. 0 1 0 1 0 10 -.963 1 -.963 1 137 4 max -.128 12 0 12 .536 1 0 8 -.131 12 -.131 8 138 mm -1.067 1 0 2 .097 12 0 10 -.723 1 -.723 1 139 5 max -.128 12 0 12 1.072 1 0 8 0 1 0 1 140 mm -1.067 1 0 2 .194 7 0 10 0 1 0 1 141 M18 I max .234 1 0 10 -.194 7 0 1 0 1 0 1 142 min .021 12 0 2 -1-.072 1 0 12 0 1 0 1 2 max .234 1 0 10 -.097 8 0 1 -.131 12 -.131 8 144 mm .021 12 0 2 -.536 1 0 12 -.723 1 -.723 1 145 3 max .234 1 0 1 0 1 0 1 .-.174 12 -.174 8 146, min .021 12 0 1 0 1 0 12 -.963 1 -.963 .1 147 4_ max .234 1 0 12 .536 1 0 1 -.131 12 -.131 8 148 min .021 12 0 2 .097 12 0 12 -.723 1 -.723 1 14 5 max .234 i 0 12 1.072 1 0 1 0 1 0 1 .150 mlii .021 12 0. 2 .194 7 0- 12 0 1 0 1 151 M19 ...j_max .185 1 0 12 -.194 7 0 1 0 1 - 0 1 152 m 019 8 0 2 -1.072 1 0 7 0 1 0 1 153 2 max .185 1 0 12 -.097 8 0 1 -.131 12 -.131 8 154 min .019 8 -0 6 -.536 1 0 . 7 -.723 1 -.723 1 155 3 max .185 1 0 1 0 1 0 1 -.174 12 -.174 8 156 mm .019 8.. 0 1 0 1 0 7 -.963 1 -.963 1 157 . 4 max .185 1 0 12 .536 1 0 1 -.131 12 -.131 8 158 - mm . .019 8 0 2 .097 12 0 7 -.723 _1 - -.723 1 159 5 max 185 1 0 12 1.072 1 0 1 0 . _1 - 0 1 min .019 8 0 2 .194 7 T 0 . 7 0 _1 - . 0 1 161 Ml 7A _j_ 1.694 6 -.188 12 .042 1 0 8 0 _1 - 0 1 RISA-3D Version 15.0.0 [LA ... \...\... \Calculations\RISA\10.26.17StamrA.r3ci] Page 8 -Envelope Member Section Stresses Member Sec AxialFksil [C - - v Shearf.. - -- [C z Sherl.. _- - [C =-- v-Thr1ksi1 ('. v-Rrt1ksi1 - I ('. 7-T(1n1ki1 - rL"'-'. I ('. 7-RAtFki1 1 Ml 1 max 2.299 1 .736 1 .004 6 I 0 1 0 1 0 1 "'L'i 0 1 rnjn .399 11 .122 7 -.003 . 0 1 0 1 0 1 0 1 3 2 max 2.127 1 All 1 .004 6 3.36 1 -.555 7 .248 6 .074 12 A min .37 11 .051 7 -.003 12 .555 7-3.3621 -.238 12 -.077 6 5 3 max 1.955 1 -.018 11 .004 6 3.998 1- -.657 7 .495 6 .148 12 6 min .341 11'-.113 1 -.003 12 .657 7 -3.998 1 -.476 12 -.154 6 7 4 max 1.783 1 -.089 11 .004 6 1.907 1 -.304 7 .743 6 .222 12 8 min .313 11 -.538 1 -.003 112 .304 7 -1.907 1 -.714 12 -.231 6 9 5 max 1.611 1 -.159 11 .004 6 -.461 11 2.91 1 .99 6 .296 12 If) mm .284 11 -.962 1 -.003 12 -2.91 1 1 .461 11 -.952 12 -.308 6 11 M2 _L max 1.623 1 .634 1 .052 12 -.461 111 2.911 1 .801 6 .24 12 17 min .14 7 .116 11 -.055 6 -2.911 1 1 .461 11 -.77 12 -.249 6 13 2 max 1.623 1 .469 1 .052 12 -.223 111 1.588 1 .577 12 .201 6 min .14 7 .082 11 -.055 6 -1.588 1 .223 11 -.647 6 -.18 12 15 - . 3 max 1.623 1 .303 1 .052 12 -.067 11 .661 1 1.923 12 .652 6 16 min .14 7 .048 11 -.055 6 -.661 1 .067 11 -2.095 6 -.599 12 17 4 max 1.623 1 .138 1 .052 12 .007 11 .133 1 3.27 12 1.103 6 18 mm .14 7 .014 11 -.055 6 -.133 1 -.007 11 -3.543 6 -1.018 12 19 5 max 1.623 1 -.003 4 .052 12 0 7 .001 1 1 4.616 12 1.554 6 20 min .14 7 -.029 .9 -.055 6 -.001 1 0 7 -4.991 6 -1.437 12 21 M3 j max 0 10 -.086 1 .18 6 .047 6 .045 12 4.616 12 1.554 6 22 min 0 6 - .008 8 -.132 12 -.045 12 -.047 6 -4.991 6 -.1.437 12 23 - 2_ max 0 10 .082 1 .18 6 .097 6 .015 12 3.248 10 .969 8 24 min 0 6 .005 8 -.132 12 -.015 12 -.097 6 -3.111 8 -1.011 10 25 3 max 0 10 .078 1 .18 6 .167 1 .01112 2.122 10 .453 8 -26 min 0 6 .002 8 -.132 12 .011 12 -.167 1 -1.454 8 -.661 10 27 4 max 0 1 6 -.036 12 .119 8 .082 1 -.005 12 .945 1 -.008 8 28 min 0 10 -.243 1 -.136 10 .005 12 -.082 1 .025 8 -.294 1 5 max 0 - 6 -.038 12 .119 8 -.032 12 .165 1 1.723 6 .335 12 30 min 0 10 -.247 1- -.136 10 -.165 1 .032 12 -1.076 12 -.536 6 31 M4 1 max 0 1 .049 1 .327 - 12 .001 1 0 7 1.531 6 1 .29 112 32 ____ min 0 1 .01 11 -.367 6 0 7 -.001 1 -.931 12 -.477 16 33 2 max 0 1 -.151 11 .675 6 --.061 11 .37 1 3.824 12 1.255 6 34 - min 0 1 -.938 1 -.651 12 -.37 1 .061 11 4.03 6 -1.191 12 -35 3 max 0 1 -.185 11 .675 6 -.464 11 2.821 1 1 13.57 6 4.095 12 36 min 0 1 -1.104 1 -.651 12 -2.821 1 .464 111-13.153 12 -4.225 6 37 - 4 max -.035 11 .368 1 .539 12 -.563 11 3.413 1 12.738 6 3.837 12 .38 i -1.025 1 .061 11 -.556 6 -3.413 1 .563 11 -12.324 12 -3.966 6 39 5 max -.035 11 .203 1 .539 12 -.437 7 2.728 1 1.727 12 .555 6 40 min -1.025 1 .027 11 -.556 6 -2.728 1 .437 7 -1.782 6 -.538 12 41 MS 1 max -.141 1 -.159 7 .008 12 2.727 1 -.437 7 2.157 6 .651 12 42 min -.869 1 -.958 1 -.008 6 .437 7 -2.727 1 -2.09 12 -.671 6 43 2 max -.168 7 -.088 7 .008 12 -.323 11 1.958 1 1.617 6 .488 12 44 min -1.03 1 -.533 1 -.008 6 -1.958 1 .323 11 -1.568 12 -.504 6 45 max -.194 7 -.017 7 .008 12 -.66 11 3.974 1 1.078 6 .325 12 46 min -1.191 1 -.108 1 1 -.008 6 1 -3.974 1 .66 11 -1.045 1121 -.336 II 162 min -1616 12 991 1 6 1 163 2 max 1.693 6 .108 1 -.02 12 0 8 -.025 12 1.184 1 164 min -1.616 12 .022 8 -.192 1 0 1 -.199 1 .218 12 165 3 max 1.679 6 -.062. 12 -1.092 8 0 11 .039 1 -.17 8 min -1.642 10 -.345 1 -6.495 1 -.001 1 0- 8 -1.199 1 167 4 max 1.65 6 .025 8 0 12 .001 1 .212-- 1- 1.133 1 168 min -1.669 10 -.122 1' -.188 1 1 0 1 8 .024 12 .209 12 .169, 5 max 1.651 6 .976 1 .044 6 1 .001 1 1 0 1 0 1 1701 min -1.669 10 .185 12 -.018 121 0 1 8 0 1 0 1 RISA-3D Version 15.0.0 [LA ... \...\... \Calculatioiis\RISA\10.26.17 Stair A.r3d] . - Page 9 47 4max 221 7 316 1 008 12 552 11 3322 1 539 6 163 12 48 min 1 353 1 052 ii 008 6 -3.322 1 552 11 523 12 -.168 6 49 5 max -.248 7 .741 1 .008 12 0 1 0 1 0 1 0 1 50 mm -1.514 1 123 11 008 6 0 1 0 1 0 1 0 1 51 M6 _t_max -.31 8 .849 t 0 8 0 1 0 1 0 1 0 1 52 mm -1.79 .1 .141 12 -.014 1 0 1 0 1 0 1 0 1 53 2 max -.283 8 .425 1 0 8 4.003 1 -.667 12 0 8 .296 1 54 min -1.628 1 .071 12 -.014 1 .667 12 -4.003 1 -.95 1 0 8 .55 3max -.2568 01 0 8 5.338 1 -.889 12 -.002 8 .591 1 56 _min -1.467i 0 12-014 1.889 12-5.3381-1.8991 0 8 57 4max -.23 8 -.071,8 0 8 4.003 1 -.667 12 -.003 8.8871 58 min -1.306 1 -.425 1 -.014 1 .667 12 -4.003 1 -2.849 1 0 59 5max -.203 8 -.141 8 0 8 0 1 0 12 -.004 8 1.182 1 60 mlii -1.145 1. -.849 1 1 -.014 1 1 0 121 0 1 -3.798 1 .001 8 61 M8 1 max 1.195 1 -.141 8 .013 1 .001 1 0 8 .02 8 1.125 1 62 min .212 8 -.849 1 0 8 0 8 -.001 1 -3.614 1 -.006 1 8 63 2, max 1.367 1 -.071 8 .013 1 -.681 121 4.089 1 .015 8 .844 1 64 mm .24 8 -.425 1 0 8 -4.089 1 .681 . 12 -2.711 1 -.005 8 65 3 max 1.539 A 0 8 .013 1 -.908 12 5.453 1 .01 8 .563 1 66 mm .269 8 01 08-5.4531 .908 12-1.8071-.003 67 4 max 1.711 1 .425 1 .013 1 -.681 12 4.09 1 .005 8 .281 1 68 mlii .297 8 .071 12 0 8 -4.09 1 .681 12 -.904 1 -.002 8 69 5 max 1.883 1 .849 1 .013 1 0 1 0 1 0 1 0 1 70 min .326 8 .141 12 0 8 0 1 0 1 0 1 0 1 71 Mu 1 0 6 .147 1 .022 12 -.032 12 .165 1 1.723 6 .335 12. 12 mm a 10 .031 12 -.14 6 -.165 1 .032 12 -1.076 12 -.536 6 2max 0. 6 .143 1 .022 12 -.002 12 .02 1 .583 .38 10 14_ rnmn 0 10 .028 12 -.14 6 -.02 1 .002 12 -1.222 10 -.181 8 75 3 max 0 6 .139 1 .022 12 .122 1 -.023 8 -.167 8 .678 1 76 mlii 0 10 .025 12 -.14 6 .023 8 -.122 1 -2.178 1 .052 8 77 4max 0 110 -.035 8 .233 1 .018 1 -.003 8 -.079 12 .185 1 78 mlii 0 6 -.182 1 .026 8 .003 8 -.018 1 -.594 1 .025 12 79 5 max 0 10 -.038 8 .233 1 -.033 8 .167 1 1.959 1 -.05 8 80 min 0 6 -.186 1 .026 8 -.167 1 .033 8 .161 8 -.61 1 81 M12 _Lmax 0 6 .167 j -.013 8 -.033 8 .167 1 1.959 1 -.05 8 82 ____ 0 10 .035 12 -.111 1 -.167 1 .033 8 .161 8 -.61 1 83 2max 0 6 .163 1 -.013 8 0 8 0 1 .746 1 -.007 8 84 min a 10 .032 12 -All 1 0 1 0 8 .023 8 -.232 1 85 3 max 0 10 -.029 8 -.006 8 .159 1 -.03 12 -.048 12 .144 1 min a 6 -.158 1 1 -.048 1 .03 12 -.159 1 -.462 1 .015 12 87 4max 0 10 -.031 8 1 -.006 8 0 8 .002 1 -.163 12 .308 1 min 0 6 -.162 1 -.048 1 -.002 1 0 . 8 -.988 1 .051 12 89 5 max 0 10 -.034 8 -.006 8 -.033 8 .167 1 -.252 8 .472 1 90 mlii 0 6 -.165 1 -.048 1 -.167 1 .033 8 -1.515 1 .078 91 M13 1max 0 .10 .188 1 .22 1 -.033 8. .167 1 -.252 8 .472 1 .92 min 0 6 .038 8 .034 12 -.167 1 .033 8 -1.515 1 .078 .93 _2_ max 0 10 .184 .1 .22 1 .02 1 -.003 8 .893 1 -.03 12 min 0 6 .035 8 .034 12 .003 8 -.02 1 .098 12 -.278 1 95 3 max 0, 6 -.024 12 -.009 12 .12 1 -.022 2.267 1 -.109 12 96 min 0 10 -.137 1 -.142 .1 .022 8 -.12 1 .35 12 -.706 1 97 4 max 0 6 -.027 12 -.009 12 -.002 12 .02 1 .708 1 .001 8 98 min 0 10 -.141 1 -.142 1 -.02 1 .002 12 -.004 . 8 -.22 1 99 5 max 0 6 -.03 12 -.009 12 031 12 .165 1 .153 12 .283 6 100 mlii 0 10 -.145 .1 -.142 .1 -.165 1 .031 12 -.908 6 -.048 12 101 M14 I max 0 6 .249 1 .024 . 8 -.031 12 .165 1 .153 12 .283 6 rn1i 0 10 .026 12 -.037 10 -.165 1 .031 12 -.908 6 -.048 12 103 2mäx 0. 6. .245 1. .024 8 .0841 .006 12 -.166 12 .316 1 104 10 min 0 10 .023 12 -.037 10 -.006 12 -.084 1 -1.017 1 .052 12 3 max 0 10 .011 8 1 .079 6 .166 6 .014 12 .189 8 .261 10 RISA-3D Version 15.0.0 .[LA ... \...\... \Calculations\RISA\150.26.17, Stair A.r3d] . Page 10 3. 2max .708 6 .09 1 -.015 12 -.598 12 3.252 1 -.618 12 1.78 1 I 164 I . i min i -.676 I 12i 018 8 -.146 i 1 -3.252 i 1 i .598 I 12i -4.895 1 .225 12 .RISA-3D Version 15.0.0 [L:\... \...\... \Calculations\RISA\10.26.17_StairA.r3d] Page 11 106 .......rnIn 0 6 -.078 10-022 12 -.014 12-.166 6 -.84 10 -.059 8 107 4 max 0 10 .008 8 .079 6 .133 6 .052 12 .679 8 .219 10 108 mm 0 6 -.082 10 -.022 12 -.052 12 -.133 6 -.703 10 -.211 8 109 _.5 rn 0 10 .005 8 .079 6 .097 6 .094 12 1.531 6 .29 12 Tb mm 0 6-.08610-.02212-.09412-.0976-.93112-.4776 111 M15 1 max .013 12 0. 1 -.311 7 0 1 0 1 0 1 0 1 112 min -.151 1 0. 1 -1.716 1 0 1 0 1 0 .1 0 1 113 2 max .013 12 0 1 -.155 8 8.961 1 -1.623 8 -3.274 12 20.802 1 114 min -.151 1 0 1 -.858 1 1.623 8 -8.961 1 -18.078 1 3.768 12 115 . 3 max .013 12 0 1 0 1 11.948 1 -2.164 8 -4.366 12 27.737 1 mm -.151 1 0 1 0 1 2.164 8 -11.948 1. -24.103 1 5.024 12 117 4 max .013 12 0 1 .858 1 8.961 1 -1.623 8 -3.274 12 20.802 1 1 min -.151 1 0 1 .155 12 1.623 8 -8.961 1 -18.078 1 3.768 12 119 max 0 1 1.716 1 0 1 0 1 0 1 0 1 120 min -.151 1 0 1 .311 7 0 1 0 1 0 1 0 1 121 M16 1 .749 1 0 1 -.311 1 0 1 0 1 0 1 0 1 122 mm .068 12 0 1 -1.716 1 0 1 0. 1 0 1 0 1 123 2 max .749 1 0 1 -.155 8 8.961 1 -1.623 8 -3.274 12 20.802 1 124 min .068 12 0 1 -.858 1 1.623 8 -8.961 1 -18.078 1 3.768 12 125 3 max .749 1 0 1 0 1 11.948 1 -2.164 8 -4.366 12 27.737 1 126 min .068 12 0 1 0 1 2.164 8 -11.948 1 -24.103 1 5.024 12 127 4 max .749 1 0 1 .858 1 8.961 1 -1.623 8 -3.274 12 20.802 1 128 mm .068 12 0 1 .155 12 1.623 8 -8.961 1 -18.078 1 3.768 12 129 5max .749 1 . 0 . 1 1.716 1 0 1 0 1 0 1 0 1 130 min- .068 12 0 1 .311 7 0 1 0 1 0 1 0 1 131 M17 1max -.089 12 0 1 -.311 7 0 1 0 1 0 1 0 1 .132 min -.741 1 0 1-1.7161 0 1 0 1 0 1 0 1 133 2 max -.089 12 - 0 1 -.155 8 8.961 1 -1.623 8 -3.274 12 20.802 1 134 mm -.741 1 0 1 -.858 1 1.623 8 -8.9611-18.0781 3.768 12 13 _3_ max -.089 12 0 1 0 1 11.948 1 -2.164 8 -4.366 12 27.737 1 136 min -.741 1 0 1 0 1 2.164 8 -11.948 1 -24.103 1 5.024 12 137 4 max -.089 12 0 1 .858 1 8.961 1 -1.623 8 -3.274 12 20.802 1 138 min -.741 1 0 1 .155 12 1.623 A -8.961 1 -18.078 1 3.768 12 139 5max -.089 12 0 1 1.716 1 0 1 0 1 0 1 0 1 140 min -.7411 0 1 .311 7 0 1 0 1 0 1 01 141 M18 lmax .163 1 0 1 -.311 7 .0 1 0 1 0 1 0 1 142 min .014 12 0 .1 -1.716 1 0 1 0 1 0 1 0 1 143 2 max .163 1 0 1 -.155 8 8.961 1 -1.623 8 -3.274 12 20.802 1 144 min .014 12 0 1 -.858 1 1.623 8 -8.961 1 -18.078 1 3.768 12 145 3 max .163 1 0 1 0 1 11.948 1 -2.164 8 -4.366 12 27.737 1 14 mm .014 12 0 1 0 1 2.164 8 -11.948 1 -24.103 1 5.024 12 147 4 max .163 1 0 1 .858 1 8.961 1 -1.623 8 -3.274 12 20.802 1 148 min .014 12 0 1 .155 12 1.623 8 -8.961 1 -18.078 1. 3.768 12 149 5 max .163 1 0 1 1.716 1 0 1 0 1 0 1 0 1 150 mm .014 12 0 1 .311 7 0 1 0 1 0 1 0 1 .151.M19 I max .128 1 0 1 -.311 7 0 1 0 1 0 1 0 1 152 mm .013 8 0 1 -1.716 1 0 1 0 1 0 1 0 1 153 2 max .128 1 0 1 -.155 8 8.961 1 -1.623 8 -3.274 12 20.802l 154 mm .013 8 0 1. -.858 1 1.623 8 -8.961 1 -18.078 1 3.768 12 155 3 max .128 1 0 1 0 1 11.948 1 -2.164 8 -4.366 12 27.737 1 156 min .013 8 0 1 0 1 2.164 8 -11.948 1 -24.103 1 5.024 12 157 4 max .128 1 0 1 .858 1 8.961 1 -1.623 8 -3.274 12 20.802 1 158 mm .013 8 0. 1 .155 12 1.623 8 -8.961 1 -18.078 1 3.768 12 .159 5 max .128 1 0 1 1.716 1 0 1 0 1 0 1 0 1 160 min :013 8 0 1 .311 7 0 1 0 1 0 1 0 1 161 M17A r .709 6 -.157 12 .032 b 0 1 0 .1 0 1 0 1 162 min -.676 12 -.825 .1 0 1.2 0 1 0 1 0 1 .0 1 -165 3 max - .7 - 02 6 -.052 12 -.829 8 3.294 1 1 -.466 8 1 .961 1 -.004 8 166 ____ mm -.687 10 -.288 1 -4.931- 1 .466 8 -3.294 1 .012 8 -.349 1 167 4 max .69 6 -.021 8 0 12 -.574 12 3.115 1 5.205 1 -.214 12 168 mm -.698 10 -.102 1 -.143 1 -3.115 1 .574 12 .589 12 -1.893 1 169 5 max .691 6 .813 1 .034 6 0 1 0 1 0 1 0 1 170 - mm -.698 10 .154 12 -.014 12 0 1 0 1 0 1 0 1 -Envelope Member Section Deflections Member Sec x lini [C v Fini LC 7 Fini LC v Rotate LC (n\ I / Pt,s I r' Ir\ I I, -1 Ml 1 I maxI 0 1-_- 0 - 1 0 1 .815e-0312 NC 1 NC t 2 mki 0 1 0 1 0 1 -5.03e-03 6 NC 1 -NC I - 2 maxI 0 11 - -.01 7 .055 12 .815e-03 12 NC 3 NC 1 4 - min -.003 1 -.062 1 -.057 6 -5.03e-03 6 2930:275 - 1 8238.084 6 5 3 max -.001 11 -.014 7 .102 12 4.815e-03 12 - NC . - NC .1 :6 mm -.007 1 - -.087 1 -.105 6 -5.03e-03 6 2208.6 - 1 5148.803 6 7 4 max -.002 11 - -.011 L .134 12 4.815e-03 12 NC - 3 NC - 8 min - -.01 -i -.067____- 1 -.138 6 -5.03e-03 6 3472.899. 1 5884.346 6 9 5 1 max -.002 11 --.004 7 .142 12 4.815e-03 12 NC 1 NC 1 10 min -.014 1 -.026 1 -.147 6 -5.03e-03 6 -NC 1 NC 1 11 M2 1 max .004 1 --.005 7 .142 12L822e-0312 NC 3 NC 1 12 - min 0 7 --.029 1 -.147 6 -3.988e-.. 6 2085.267 1 414.747 6 -13 2max .003 -1 --.003 - 7 .097 12 2.867e-03 121 NC 3NC 1 14 mm 0 7 -.019 - 1 -.099 6-2.994e-.. 6 3167.243 - 1 613.097 6 15 3 max .002 1 --.002 7 .054 121.912e-03 12 NC 3 NC 1 - min -0 7 --.012 1 -.055 6 -2.001e-.. 5094.387 1 1113.034 6 17 1 4 max .001 1 -0 7 .02 10 9.565e-0411 2 -NC 1 NC 1 18 I minI 0 7 -.006 - 1 -.02 8 -1.007e-.. 6 NC_- 1 3083.981 10 19 5 maxI 0 1 0 1 0 1 1.417e-06 12 NC 1 NC 1 20 min 0 1 -0 1 0 1 -1.317e-.. NC 1 NC 1 21 M3 I max 0 1 0 - 1 0 1 -6.908e-.. 7 NC 1 NC 1 22 min 0 1 0 1 0 1 -4.155e-.. I NC 1 NC t 23 2 max 0 1 0 12 .002 8 -6.565e-.. 7 NC I NC 1 min 0 1 -0 1 -.003 10 -3.948e-..4 1 1 NC 1 8772.48 1.0 -25 . 3 max 0 1 0 12 .002 8 -6.223e-.. 7 NC 1 NC 1 26 -min 0 1 0 1 -.003 10 -3.742e-.. 1 NC 1 7808.817 10 27 4 max 0 1 -- _0 12 .001 8 -5.88e-05 7 --,NC 1 NC 1 28 mm 0 1 -0 j -.002 10 -3.536e-.. 1 NC 1 NC I max 0 1 0 1 0 1 -5.538e-.. 7 NC I NC 30 mfti 0 1 0 1 0 1 -3.329e-..i 1 NC 1 NC 31 M4 I max 0 1 -0 -- 1 0 1 5.785e-06112 NC 1 NC 1 32 min 0 1 -0 1 0 1 -1.755e-.-I 6 NC j NC 1 33 2 max 0 1 0 1 .002 12 2.015e-031121 NC 1 -NC 1 34 - - mhi 0 1 -0 ii -.002 6 -2.09e-03 6 NC 1 NC 1 35 3 max 0 1 0 . 1 .01 12 .024e-03 12 NC I NC 1 36 - min 0 1 -0 - 11 -.01 6 -4.163e-.. 6 NC - 5975.836 6 37 4 max o_- I -0 11 .039 6 .033e-03 12 NC - - NC 1 38 min 0 11 -.004 - 1 -.037 12 -6.236e-.. 6 NC - 1583.4 6 39 5 max- .001 1 --.003 _- 11 .143 6 1042e-03 12 NC - 3 NC t 40 - miii 0 ill -.016 1 -.139 12 -8.308e-.. 6 3783.926 _1 425.935 6 41 M5 j_ max -.001 7 .014 - .139 112 1.06e-02 12 NC _1 NC 1 42 min -.008 1 .002 - 11 -.143 6 -1.095e-.. 6 NC . _1 NC 1 43 2 max -.001 7 .056 j .16 121 1.06e-02 12 NC 3 NC I 44 - min -.006 1 -.009 - 11 -.165 6 -1.095e-.. 6 3527.057 1 2760.508 -6 45 3 max 0 7 .078 1 .133 12 1.06e-02 12 NC 3 NC . 1- 46 - - miii -.004i --.013.11 -.138 6 -1.095e-.. 6 2259.679 1 2415.444 6 47 4 max 0 7 .057 1 .075 12 1.06e-02 12 NC - 3 NC 1 48 - min -.002 1 .009 _- 11 -.077 6 -1.095e-.. 6 3008.182 1 3864.711 6 49 5 max 0 1 0 1 0 1 1 1 1-06e-02 521 -NC 1 NC 1 - - RISA-3D Version 15.0.0 - [LA ... \...\... \Calculations\RISA\T0.26.17 Stair A.r3d] -. Page 12 : P17.166.0 Via MBJ - Viasat Stair A: L Envelope Member Section Deflections (Continued) Member Sec x [in] LC y [in] LC z [in] LC x Rotate... LC (n)Liy Ratio LC mi Liz R. L •50 ______ min 0 1 0 1 0 1-1.095e-.. 6 NC 1 NC I 51 M6 1 max 0 1 0 i 0 1 -3.544e-.. 12 NC 1 NC 1 52 - min 0 j 0 1 0 1 -2.778e-.. 1 NC 1 NC 1 53 2 max .003 1 -.014 12 .099 10-3.544e-.. 12 NC 3 NC 3 • ________ - min 0 8 -085 j.. -.036 8 -2.778e-.. 1 2199.301 1 2194.415 1 • 55 3 max .005 1 -.021 12 .172 10 -3.544e-.. 12 9407.535 12 NC 6 • 56 - min 0 8 -.126 1 1 -.071 8 -2.778e-.. 1 1567.001 1 1371.509 1 57 4 max .008 1 -.018 12 .193 10 -3.544-112 NC 3 9002.584 7 • 58 - min .001 8 -.109 1 -.107 8 -2.778e-.. 1 2199.296 1 1497.124 8 59 5 max .01 1 -.007 12 .14 112 -3.544e-.. 121, NC 1 NC j_ 60 min .002 8 -.049 1 -.145 6 -2.778e-.. 1 NC 1 1101.278 6 61 M8 1 max .011 1 .05 1 .141 12-4.099e-.. 12 NC 1 NC 1 62 - min .002 8 008 12 -.145 6 -3.041e-.. 1 NC 1 1123.689 6 63 2 max .008 1 .115 1 .193 1O -4.099e-.. 12 NC 3 NC 8 64 min .001 8 .019 12 -.108 8 -3.041e-.. 1 2107.526 1 1612.221 1 65 3 max .005 1 .134 1 .172 110-4.099e-.. 12 9014.711 12 NC 6 66 - miii 0 8 .022 12 -.072 8 -3.04le-I 1 1501.567 1 1410.694 1 67 4 max .003 1 .09 1 .099 10 -4.099e-.. 12 NC 3 NC 3 • 68 min 0 8 .015 • 12 -.036 8 -3.041e-.. 1 2107.427 1 2257.11 1 69 5 max 0 1 0 1 0 1 -4.099e-.. 12 NC I NC 1 70 min 0 1 0 1 0 1 -3.041e-.. 1 NC 1 NC 1 71 Mil 1 max 0 1 0 1 0 1 -5.538e-.. 7 NC 1 NC 1 72 min 0 1 0 1 0 1 -3.329e-j 1 NC 1 NC 1 73 2 max 0 1 0 . .001 10 -5.195e-.. 7 NC 1 NC 1 min 0 6 1 0 • 1 0 1 8 -3.123e-.. I NC .1 NC 1 75 3 max 0 10 0 8 .002 1 -4.853e-.. 7 NC 1 NC - 1 76 min. 0 6 0 1 0 8 -2.917e-.. 1 NC I NC 1 77 4 max 0 10 0 8 .001 1 -4.51e-05 7 NC I NC 1 - 0 1 0 8 -2.71e-04 1 NC I NC 1 79 5 max 0 1 0 1 0 1 -4.168e-.. L NC 1 NC 1 mm 0 1 0 1 0 1 -2.504e-.. 1 NC 1 NC 1 81 M12 • max 0 11 0 1 0 1 -4.168e-.. L NC 1 NC 1 82 - 0 0 1 0 1 -2.504e-.. I NC 1 NC 1 83 2 maxl 0 1 0 12 0 8 -3.825e-.. 7 NC 1 NC 1 84 - mm o j 0 1 0 110 -2.298e-.. I NC 1 NC 1 85 3 max 0 1 0 12 0 1 -3.482e-.. 7 NC 1 NC 1 86 mm 0 1 0 1 0 12 -2.091e-.. 1 NC 1 NC 1 87 4 max 0 1 0 12 0 1 -3.14e-05 7 NC .1 NC I 88 min 0 1 0 1. 0 12 -1.885e-.. 1 NC 1 NC 1 89 5 max 0 1 0 1 0 1 -2.797e-.. 7 NC 1 NC 1 90 min 0 1 0 1 0 1 1 -1.679e-.. I NC I NC 1 91 M13 j_ max 0 1 0 1 0 I -2.797e-.. 7 NC 1 NC 1 92 min 0 1 0 1 0 • 1 -1.679e-.. 1 NC 1 NC I 03 2 max 0 6 0 8 0 12 -2.455e-.. 7 NC 1 NC I 94 - min 0 • 10 0 1 -.002 1 -1.472e-.. I NC 1 NC 1 • 95 _______ 3 max 0 6 0 8 0 12-2.112e-.. 7 NC 1 NC 1 96 -minl 0 10 0 1 -.002 1 -1.266e-.. 1 NC 1 NC 1 97 4 maxl 0 6 0 8 0 R -1.77e-051 7 NC .1 NC I 98 - min 0 1 0 1 -.001 1 -1.059e-.. 1 NC 1 NC 1 99 _______ 5 max 1 0 1 0 1 -1.427e- 7 NC 1 NC - 1 100 - mm 0 1 0 1 0 1 -8.531e-.. I NC 1 NC - j 101 M14 I max 0 1 0 1 0 1 -1.427e-.. 7 NC 1 NC 1 102 -min 0 1 0 1 0 1 -8.531é-.. 1 NC 1 NC j 103 2 max 0 1 0 12 0 1 -1.085e-.. 7 NC I NC I 104 -min 0 1 0 • . 1 0 8 -6.468e-.. 1 NC 1 NC 1 • 105 3 max 0 1 0 • 12 .001 10 -7.423e-.. 7 NC 1 NC 1 106 min 0 1 • 0 1 0 8 -4.404e-.. 1 NC I NC I • 107 4 max 0 1 0 12 0 110 -3.998e-.. 7 NC 1 • NC I • 108 min 0 1 0 1 0 8 -2.341e-.. 1 NC 1 NC • RISA-3D Version 15.0.0 [L:\...\...\..\CalcuIations\RISA\10.26.17 Stair A.r3d] • Page 13 109 5 max 0 1 0 1 0 1 -5.725e-.. 7 NC 1 NC 1 110 min 0 1 0 .1 0 1 -2.771e-.. 1 NC j NC 1 111 M15 1 max .002 8 .142 12 .049 1 -1.452e-.. 12 NC 1 NC 1 112 min -.003 10, -.147 6 .008 1 -8.894e-.. 646.054 12639.686 8 2 max .002 8 .21 10 .284 1 -1.088e-.. 12 NC 10 2912.673 8 114 min -.003 10 -.081 . .051 7 -6.672e-..i j 871.996 .1218.445.1 115 3 max .002 8 .218 10 .371 1 -7.244e-.. 12 3430.347 8 12617.476 8 116 min -.003 10 -.034 .. .067 1-4.45e-04 1 621.297 1 155.642 1 117 4 max .002 8 .147 1 :259 1 -3.605e-.. 12 5578.492 12 2281.512 8 118 min -.003 10 -.009 8 .047 12 -2,228e-.. 1 871.996 1 218.445 1 119 5 max .002 8 0 10 0 1 3.418e-07 12 NC 1 NC .1 12 mm -.003 10 0 6 0 12 -8.515e-.. 6 NC 1 NC 1 121 M16 1 ma* .004 1 .141 12 .056 1 ?.218e-04 1 NC 1 NC 1 .122. min 0 8 -.146 6 .009 12 .259e-05 8 653.755 12 651.146 8 123 2 max .004 1 .209 j .289 1 1.665e-04 1 4814.522 8 13098.919 8 124 min 0 8 -.081 8 .052 12 .448e-058 871.996 1 218.445 1 125 3 max .003 1 .218 10 .375 1 1.112e-04 1 3430.347 8 2526.506 8 126 min 0 8 -.034 8 .067 121.636e-058 621.297 1 155.6421 127 4 max .003 1 .147 1 .261 1 5.585e-05 1 5724.054 12 2246.263 8 .12 mm .0 8 -.009 8 .047 112 .246e-06 8 871.996 1 218.445 1 129 5 max .002 j 0 6 0 1 5.406e-07 1 NC 1 NC 1 130 min 0 8 0 10 0 8 1.0le-07 12 NC 1 NC 1 131 M17 1 max 0 12 .14 12 .053 j 2.692e-06 8 NC 1 NC 1 132 min -.004 1 -.144 6 .009 12 -3.715e-.. 10 657.288 12 1654.791 8 133 2 max 0 12 .208 10 .286 1 1.981e-06 8.. NC 10 3161.74 8 134 min -.004 1 -.08 8 .051 12 -2.796e-.. 10 871.996 1 218.445 1 135 3 max 0 12 .217 10 .373 1 1.27e-06 8 3430.347 8 2499.513 8 136 min -.003 1 -.033 8 1 .067 12 -1.877e-..j 10 621.297 1 155.642 1 max 0 12 :147 1 .26 1 5.586e-071 8 5792.207 12 2235.531 8 138 min -.003 1 -.009 8 .047 12-9.58e-06 10 871.996 1 1218.445 1- 139 5 max 0 12 0 10 0 1 -9.287e-.. 12 NC 1 NC 1 140 mm -.002 1 0 6 0 8 -5.757e-.. I NC 1 NC 1 141 M18 imax 0 8 0 10 0 1 .145e-0712 NC 1 NC 1 142 min -.001 tQ 0 6 0 12 -1.26e-06 6 NC 1 NC 1 143 2 max 0 8 .149 1 .257 1 -4.626e-.. 12 5565.163 8 2244.147 12 144. - min -.001 10 -.008 12 .046. 12-2.816e-.. 1 871.996 1218.445 1 145 3 max 0 8 .22 6 1 .367 1 -9.333e-.. 12 3430.347 11 2521.159 12 146 - mmii -.001 1 -.032 12 .066 12 -5.627e-.. 1 621.297 1 155.642 1 147 4 max 0 8 .214 6 .277 1 -1.404e-.. 12 5602.598 6 3111.058 12 .148 rnn -.001 1 -.078 12 .05 12 -8.438e- 1 871.996 1218.445 1 149 - max 0 8 .144 . .04 1 -1.875e-.. 12 NC I NC I mm -.002 1 -.139 12 .007 12-1.125e-.. 1 645.337 8 651.858 12 151 M19 - 1 max 0 1 .141 12 .046 1 .429e-05 1 NC . 1 NC 1 12 mm 0 12 -.145 .. .007 12 '.327e-06 L 646.283 12646.106 8 153 .2 max 0 1 .209 i .282 1 .821e-05 1 NC 10 3014.971 8 154 min 0 12 -.08 8 .05 12 L494e-06 7 871.996 1 218.445 1 3 maxl 0 1 .217 10 37: .213e-05 1 3430.347 8 2565.329 8 156 min 0 112 -.034 8 .066 12 .661 e-061 7 621.297 1 155.642 1 157 4. max 0 1 .147 1 .259 1 1.606e-05 1 5582.765 12 2261.477 8 158 -min 0 12 -.009 8 .047 12 1.829e-06 1 871.996 1218.445 1 159 5max 01 0 6 0101 NC INCi 160 _min 012 0 100 120 1 NC 1NC1 61 M17A 1 max .139 12 .016 1 0 11 9.e-04 1 NC 1 NC 1 162 - min -.143 6 .003 11 -.001 1 1.489e-04 1.1 NC 1 NC I 163 2 max .14 1.2 .052 1 .005 1 1.338e-031 NC a NC I .164 -.144 6 .009 12 0 12 2.188e-04 8 3988.366 1 NC 1 • 3 max .141 12 .046 1 0 11.781e-031 NC 3... NC 1 166 min -.145 6 .007 12 0 12 .869e-04 8 5426.522 1 NC t 167 4 max, .142 • 12 .057 1 0 8 1.349e-03 1 NC 3...1 NC • iJ RISA-3D Version 15.0.0 [LA ... \...\... \Calculations\RISA\10.26.17_StairA.r3d] Page 14 168 1 1 I minI -.146 6 01 12 -.006 1 .1 95e-04 8 4130.102 1 NC 1 169 1 1 5 max .142 12 .029 1 .004 1 .2l4e-04 1 NC 1 NC 1 Member Shape Code Check Loc ...... .Shea... Loc ... .... ... .hi*Pn...ohi*Pn ... ohi*Mn. hi*Mn ..... Ean .050 I Mi C12x20 7 392 24 1 i y 51.146 196.992 7.438 42.903 H1-1a 170 mm -.147 6 .005 7 0 7 l.317e-04 7 NC 1 NC 1 .010 2 M2 C12x20.7 .157 08 6 042 1.906 Y 165.319196.992 7.438 69.12 . H1-1b 3 - •M3 .098 0 6 .014 2.13 y 1 188.874196.992 7.438 69.12 ... Hi-lb Ci2x20.7 4 M4 C12x20.7 .497 .124 6 102 2.859 y 6 165.319196.992 7.438 69.12 . Hi-lb 5 M5 C1 2x20.7 . _-186 - .6281 349 3 y 1 53.382 196.992 7.438 43.842 . H1-1b 6 M6 C12x20.7 .293 1 .044 0 y 1 53.382 196.992 7.438 41.109 ... H1-1b 7 M8 C12x20.7 -.394 9.7761 044 0 y 1 51.146 196.992 7.438 40.041 . Hi-la 8 Mu C12x20.7 .053 1.2 1 .013 2.134 z 1 188.874 196.992 7.438 69.12 ... H1-1b 9 M12 C12x20.7 .042 0 1 _.Q_ y 1 188.874 196.992 7.438 69.12 . Hi-lb 10 M13 C12x20.7 .055 .9341 _Q_ 1 188.874 196.992 7.438 69.12 . Hi-lb ii M14 C12x20.7 .033 14 y 1'188.874 196.992 7.438 69.12 -- !ii*b 12 M15 -L3x3x4 .861 2.541 1 .075 0 z 1 26.324 46.656 1.688 3.376 --- 1-12-1 13 'M16 L3x3x4 .897 2.541 1 014 _L 1 26.324 46.656 1.688 3.376 - H2-1 14 M17 L3x3x4 .879 2.541 1 .074 0 z 1 26.324 46.656 1.688 3.376 -- H2-11 15 M18 .L3x3x4 .865 L541 1 S17 1 26.324 46.656 1.688 3.376 H2-1 16 M19 L3x3x4 .863 ii 74 0 z 1 26.324 46 -".656 1.688 3.376 H2-1 17 Mi7A C6x8.2 .795 i1 1 264 5A4 58.463 77.436 2.108 13.932 Hi-lb MBJ Viasat Stair A: P17 1660 Viat Envelope Member Section Deflections (Continued) Lb Member Sec x fin] LC v [ml LC z [ml LC x Rotate... [C (n) L/v Ratio [C (n) Liz R. [C - Envelope AISC 14th360-10): LRFD Steel Code Checks Joint Boundary Conditions 1,;n+ I V 11./h-i V fl,fl.,i 7 11.11,1 V D-.+ IL, +i.....,11 V D... IL. c+J...,A1 7 r...* rL. Al-Al N4 Reaction Reaction Reaction 2 N3 Reaction Reaction Reaction 3 N2 Reaction. Reaction Reaction 4 Ni Reaction Reaction Reaction 5 N7 Reaction Reaction Reaction 6 N6 Reaction Reaction Reaction 7 N14 Reaction Reaction Reaction 8 N13 Reaction Reaction Reaction 9 N12 Reaction Reaction Reaction 10 N11 Reaction Reaction Reaction 11 N25 Reaction Reaction Reaction 12 N26 Reaction Reaction Reaction Member Primary Data I hI I I,snf I,inf V C.,-+L.-..../Qk-...--. ..L.. i h, A...*.....h.I rL......h..... . I_ Mi Ni N5 90 C12x2O.7 Beam Channel A36Gi36 Typical _2_ M2 N5 N6 90 C12x20.7 Beam Channel A36 Gr.36 Typical 3 - M3 N6 Nil 180 C12x20.7 Beam Channel A36 Gr.36 Typical 4_ M4 N7 N8 - 270 C12x20.7 Beam Channel A36 Gr.36 Typical _ M5 N8 N4 90 C12x20.7 Beam Channel A36 Gr.36 Typical 6 M6 N3 NIO 90 C12x20.7 Beam Channel A36 Gr.36 Typical i_ M8 N9 N2 90 C12x20.7 Beam Channel A36 Gr.36 Typical 8 Mu Nil N12 180 C12x20.7 Beam Channel A36 Gr.36 Typical _9_ M12 N12 N13 180 C12x20.7 Beam Channel A36 Gr.36 Typical 10 M13 N13 N14 180 C12x20.7 Beam Channel A36 Gr.36 Typical ...i:L M14 N14 N7 180 C12x20.7 Beam Channel A36 Gr.36 Typical iZ MiS N15 N19 180 L3x3x4 Beam Single Angle A36 Gr.36 Typical 11 M16 N16 N20 180 L3x3x4 Beam Single Angle A36 Gr.36 Typical 14 M17 N17 N21 180 L3x3x4 Beam Single Angle A36 Gr.36 yr Tical RISA-30 Version 15.0.0 [L:\... \...\... \Calculations\RISA\10.26.17 Stair A.r3d] . Page 15 - MBJ Viasat Stair A: P171660 Viat Member Primary Data (Continued) L Label I Joint J Joint K Joint Rotate(da.. Section/Shape Tvoe i Desian List Material Desion Rules 11 ber Advanced Data - Label I Release J Release I Offsetlinl J OffsetFiffl TIC Only Physical Analysis Inactive Seismic flesion 1 Ml Yes None 2 M2 Yes None 3 M3 Yes None 4 M4 Yes None 5 M5 Yes None 6 M6 Yes None 7 M8 Yes None 8 Mu Yes None 9 M12 Yes None 10 M13 Yes None 11 M14 Yes None 12 M15 BenPIN BenPIN Yes None 13 M16 BenPIN BenPIN Yes None 14 M17 BenPIN BenPIN Yes None 15 M18 BenPIN BenPIN Yes None 16 M19 BenPIN BenPIN Yes None 17 M17A BenPIN BenPIN Yes None - Load Combination Design Descriotion ASIF CD ABlE Service Hot Rolled Cold For. Wood Concrete Masonry Fnotinns Aluminum (nnnenti 1 1.20L+1.6LL Yes - Yes Yes Yes Yes Yes Yes Yes 2 DL+LL Yes Yes Yes Yes Yes Yes Yes Yes 3 DL Yes Yes Yes Yes Yes Yes Yes Yes 4 LL Yes Yes Yes Yes Yes Yes Yes Yes 5 1.2D-'-1.OEx.. Yes Yes Yes Yes Yes Yes Yes Yes 6 1.2D+1.OEz.. Yes Yes Yes Yes Yes Yes Yes Yes 7 0.9D+1.OEx Yes Yes Yes Yes Yes Yes Yes Yes 8 0.9D+1.OEz Yes Yes Yes Yes Yes Yes Yes Yes .9 1.2D-1.OEx+L Yes Yes Yes Yes Yes Yes Yes Yes 10 1.20-1.OEz+L Yes Yes Yes Yes Yes Yes Yes Yes 11 0.9D-1.0Ex Yes Yes Yes Yes Yes Yes Yes Yes 12 0.9D-1.0Ez Yes Yes Yes Yes Yes Yes Yes Yes jj M18 N22 N18 L3x3x4 Beam Single Angle A36Gr.36 Typical j M19 N24 N23 180 L3x3x4 Beam Single Angle A36Gr.36 Typical 17 M17A N8 N5 C6x8.2 Beam Channel A36Gr.36 Typical MEYER~BORGMAN V1 I.1.bb.0 JOHNSON Job No.: Sheet: Via Sat Project: STRUCTURAL DESIGN. + ENGINEERING By: LS Date: 21.6K M82O- - - •.• 3'16'THK.- 10.8 K , 41/8 1/4'THK. 3/4" DIA A325-N BOLTS GAGE PLATE LI I ] PLATE - 1/LANDING y \ I16V 12 Tension - - EL.(-7'-51/2") 71/2 or,,= 29.8 k K 'I 3116N1/ Shear • L2hI2x2hI2xh/4JT'T'P>1 ' 16 f PCMK. REFER PLAN / 1 ør= 17.9 k B811-" • APPROVER PLEASE VERIFY C6x8.2 AlSO C-J3-5a STAIR BOLTED CONNECTION. RTON 12 GA (9.4/17.9)2 + (21.6/29.8)2 = 0.8 < 1.0 06, BEAM HEADER GAGE PLATE tC7. OK (REFER SHEET SE2&SE3) 1" DIA ANCHOR SET FOR PCMK. IN ADHESIVE WITH REFERPLAN 7.5" EMBEDMENT • :' . M870 12 GA STAIRS STRINGER PER MFR. DIA AGE PLATE " HILTI W/ LTI >ED ___ 1 T KI/01 77116 SIDES ,,1y LAB 4REINF S PEP > 12 V FIRST FLOOR KIP PLAN EL 00 , L3x3x1I4 1 12 - I - 11)2 - \ EXTEND FIG. W151801A "-CONC. SLAB 1-0 MIN. BEYOND / I L4 2 END OF STAIRS fl 4" EMBED (iCBO 917) 2SS CONT. 143 DETAIL-3 APPROVER PLEASE VERIFY , REF: 21C-S501 STAIR BOTTOM CONNECTION 1S (REFER SHEET SE14 & SE15) ALONG WITH HILTI BOLT & EMBED REQUIREMENT. - - 1 DIAANCHOI'l SET £. IN ADHESIVE WITH ./ • - - 75" EMBEDMENT E Mail Specifiers comments I Input data - - Anchor type and diameter: HIT-HY 200 + HAS-E I Effective embedment depth h&,a,t7.500 in (h flrnt = in) Material 5.8 Evaluation Service Report ESR 3187 Issued I Valid: 11/1/2016 1 3/1/2018 Proof: Design method ACl 318-08 / Chem Stand-off installation (Recommended plate thickness not calculated) Profile: no profile Base material cracked concrete = 4,500 psi h = 420.000 in.,Temp short/long 32/32 oF Installation hammer drilled hole Installation condition Dry Reinforcement tension condition B shear condition B no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry (in] & Loading [lb in .1b] Input data and results must be checked for agreement with the existing conditions and for piausibilityi PROFiS Anchor( c) 2003-2009 Hiitti AG, FL-9494 Sctiaan Hilil is a registered Trademark of i-iilti AG, 5thaan P171660 ProfisAcihor 2.7.6 www.hdti.us Company: Page: 2 Specifier: Project: Via Sat Address: . Sub-Project I Pos. No.: stair a Phone I Fax: I Date: 3/26/2018 E-Mail: 2 Load case/Resulting anchor forces. Load case: Design loads • Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 -24,000 6,000 6,000 0 max. concrete compressive strain: - [%o] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb]. 3 Tension load - Load Nea [lb] Capacity N, [lb] Utilization IN = Nua/+ N0 Status Steel Strength* -24,000 28,541 85 OK Bond Strength— N/A N/A N/A N/A Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A * anchorhaving the highest loading **anchor group (anchors in tension) 3.1 Steel Strength N,a = ESR value refer to ICC-ES ESR-3187 4) Nsa ~ Nua ACI 318-08 Eq. (D-1) Variables ASeN [in. 2] f 0 [psi) 0.61 72,500 Calculations Nsa [lb] 43,910 Results - N. [lb] 4t steel 4) N 0 [lb] Nue [lb], 43,910 0.650 • 28,541 -24,000 The steel proof was done for the highest absolute force per anchor - in this case compression loading. Please be aware that buckling should be verified separately Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (C) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, 5chuari '••:• P171660 • www.hiiti.us ______ ProfisAnchor 2.7.6 Company: •• Page: 3 Specifier: . Project: Via Sat Address: : Sub-Project I Pos. No.: stair a Phone I Fax: I . . Date: 3/26/2018 E-Mail: 4Shear load - Load V (Ib) Capacity $ V, [lb] Utilization OV = V,j4t V Status Steel Strength* 6,000 15,807 38 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength (Concrete Breakout 6,000 32,793 19 OK Strength controls)** . . . . . Concrete edge failure in direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa . = (0.6 A..,v fate) refer to ICC-ES ESR-3187 . . 4> V>> ACI 318-08 Eq. (0-2) Variables Asev [in.2] f [psi] (0.6 Ase,v uta) [lb] 0.61 72,500 . 26,345 Calculations Vs. [lb] 26,345 Results V [lb] steel 4> V [lb] V,, [lb] 26,345 0.600 15,807 6,000 4.2 Pryout Strength (Concrete Breakout Strength controls) = k,p [(p) V ed,N V u.N V cp,N Nb] ACI 318-08 Eq. (0-30) . V0 ~ Vua ACI 31808 Eq. (D-2) AN. see ACI 318-08, Part 0.5.2.1, Fig. RD.5.2.1(b) AN, = 9 h > ACI 318-08 Eq. (0-6) Vec,N = (1 2eN ) :5 1.0 • ACI 318-08 Eq. (D-9) . 3 he >l ed.N = 0.7 + 0.3 (:f) 1.0 • Ac 31808 Eq. (0-11) • V cp,N = MAX(030, i.1ef) 1.0 • ACI 318-08 Eq. (0-13) Nb = k0 X h 5 318-08 ACI Eq. (0-7) Variables ka, h > [in.] eCl.N [in.] eC2.N [in.] cam,. [in.] 2 7.500 0.000' . 0.000 V c,N Cac [in.] • . k f' [psi] 1.000 . 11.331 17 • 1 4,500 Calculations AN,, [in .2] ANCO [in .2] V ecl,N 'V ec2,N >V ed.N V cp,N Nb [lb] 506.25 506.25 1.000 11.000 • 1.000 1.000 23,423 Results - • V p [lb) 4> concrete 4) V,,p [lb] V 8 [lb] • . 46,846 0.700 32,793 , 6,000 Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan P171660 www.hilti.us Profis'Achor 2.7.6 -.Company: Page: 4 Specifier: Project: Via Sat Address: . Sub-Project I Pos. No.: stair a Phone I Fax: T Date: 3/26/2018 E-Mail: 5 Combined tension and shear loads . 13N 13v Utilization I3N,V [%] . Status 0.841 0.380 5/3 95 - 01< NV <1 . 6 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions The ACI 318-08 version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! . •• Attention! In case of compressive anchor forces a buckling check as well as the proof of the local load transfer into and within the base material (incl. punching) has to done separately. Fastening meets the design criteria! Input data and results mast be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan P17 166 0 Lw i www.hilti.us Profis Arhor 2.7.6 Company: . Page: 5 Specifier: Project: Via Sat Address: Sub-Project .1 Pos. No.: stair a Phone I Fax: I Date: 3/26/2018 E-Mail: 7 Installation data .. : Anchor plate, steel: - Anchor type and diameter: HIT-HY 200 + HAS-E I ,. Profile: - Installation torque: 1,800.003 in.lb Hole diameter in the fixture: - Hole diameter in the base material: 1.125 in. Plate thickness (input): - Hole depth in the base material: 7.500 in. Recommended plate thickness: - Minimum thickness of the base material: 9.750 in. . Drilling meth6d: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required 7.1 Recommended accessories Drilling Cleaning Setting Suitable Rotary Hammer Compressed air with required • Dispenser including cassette and mixer Properly sized drill bit . accessories to blow from the bottom of . Torque wrench the hole Proper diameter wire brush Coordinates Anchor in. Anchor x y C.,, C+,, c., cay 1 0.000 0.000 - - - - 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hiltis technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (C) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan P171660 1H dill www .hilti.us - . - . Profis Anckor 2.7.5 Company: . . -- . Page: Specifier: Project: VIA SAT STAIR A Address: . Sub-Project I Pos. No.: STRINGER ANCHOR Phone I Fax: . . Date: . 10/27/2017 E-Mail: . Specifiers comments: I Input data Anchor type and diamete-: HIT-HY 200 + HAS-E 3/4 . Effective embedment depth: hefat 6.000 in. (heflirnit = - in.) - Material: 5.8 Evaluation Service Report: ESR-3187 . Issued I Valid: 11/1/2016 I 3/1/2018 . Proof: Design method ACI 318-08 / Chem Stand-off installation: - (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete,., f' = 4500 psi; h = 8.000 in., Temp. short/long: 32/32 F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in] & Loading [lb, in.lb] co 00 . . - - - - - N-1 - - oO - -, Input data and results mast be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is registered Trademark of Hilti AG, Schaan P17 166 0 Fr2. www.hilti.us Profis An Company: . Page: 2 Specifier: . Project: VIA SAT STAIR A Address: Sub-Project I Pos. No.: STRINGER ANCHOR Phone I Fax: . . . Date: . 10/27/2017 E-Mail: 2 Load case/Resulting anchor forces . . . Load case: Design loads- Anchor reactions [lb] . . Tension force: (+Tension, -Compression) . Anchor Tension force Shear force Shear force x Shear force y ' 1 . 3700 6200 . 6200 - 0 max. concrete compressive strain: - [%u] - - max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] . 3 Tension load .. : . . . . Load Nun [lb] Capacity $ N [lb] Utilization N = Nua/$ N Status Steel Strength* 3700 . 15762 24 OK Bond Strength** 3700 . 11841 , 32 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength" 3700 - 10894 34 OK * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value refer to ]CC-ES ESR-3187 -. + Nsa ~ Naa ACI 318-08 Eq. (D-1) Variables 'se,N [in .21 uta [psi] . . 0.33 72500 Calculations Nsa [lb] - 24250 Results -. Nsa [lb] 4t steel 41 N [lb] Nun [lb] 24250 0.650 15762 3700 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor (c ) 2003-2009 Hilt! AG, FL-9494 Schaan 1-lilti isa registered Trademark of Hilti AG, Schaan P17 1660 I -Il www.hilti.us Profis or 2 7 5 Company: . Page: 3 Specifier: Project: VIA SAT STAIR A Address: Sub-Project I Pos. No.: STRINGER ANCHOR Phone I Fax: . . ,. Date: 10/27/2017 : E-Mail: . . . . . . 3.2 Bond Strength . . . . . Na ANa = (K—) eia V cp.Na N,. ACI 318-11 Eq. (D-18) j, Na aO ~ Nua . . ACI 318-11 Table 0.4.1.1 ANa see ACI 318-11, Part D5.5.1, Fig. RD.5.5.1(b) . . . ANaO = (2 cNs)2 . . ACI 318-11 Eq. (0-20) . CNa 10 =a '1j . ACI 318-11 Eq. (0-21) 'Vec,Na :5 1.0 Ad 318-11 Eq. (0-23) CNa VedNa07+03()10 ACI 31811 Eq. (025) . . . = MAX( 5s) :5 1.0 Cac Ca. !flf, . ACI 318-11 Eq. (0-27) . . . N 0 a t k,c . d• het . ACI 318-11 Eq. (0-22) Variables 't k,c,ancr [psi] d2 [in.] hei [in.] camin [in.] t b.c [psi] 2354 0.750 6.000 1289 [in.] eC2N [in.] c2 [in.] . a 0.000 0.000 . 15.053 1.000 Calculations CN2 [in.] A. [in.2] ANaC [in- 2] . YedNa 10.923 477.24 477.24 1.000 V edNa If ec2,Na 'V cp,i AnIc Nb. [lb] 1.000 1.000 . 1.000 18217 Results Na [lb] 4) band 4) Na [lb] N22 [lb] 18217 0.650 11841 3700 3.3 Concrete Breakout Strength ANC NCb = (K—) V ed,N V c,N V cp.N Nb Ad 318-08 Eq. (0-4) cO NCb Nu. . A318-08 Eq. (0-1) ANd see ACI 318-08, Part 0.5.2.1, Fig. RD.5.2.1(b) ANCO = 9 h 1 ACI 318-08 Eq. (D-6) = (1 +}) ACI 318-08 Eq. (0-9) . t1ejj = 0.7 + 0.3 1. 0-7 1.0 ACI 318-08 Eq. (0-11) V cp,N = MAX(EEt01, i2ei) 1.0 . Ad 318-08 Eq. (0-13) . Nb = Ic2 . ' h 5 ACI 318-08 Eq. (0-7) Variables . . . . het [in.] eC1N [in.] eN [in.] Camin [in.] V c.N .. 6.000 0.000 -. 0.000 1.000 Cac [in.] Ic2 f [psi] 15.053 17 1 . 4500 Calculations . . . . ANC [in.2] AN [in.2] V edl,N V ec2,N • V ed,N V cp,N • Nb [lb] 324.00 • 324.00 1.000 • 1.000 1.000 1.000 16760 Results • . - NCb [Ib] • 4) cancrete 4) Nc, [lb] Naa [lit] 16760 0.650 10894 3700 • • input data and results must be Checked for agreement with the existing conditions and for plausibility! • PROMS Anchor( c) 2003-2009 Hilti AG, FL-9494 Schuan Hilti is a registered Trademark of Huh AG, Schaan P17 1660 www.hilti.us Lk Profis Anc or 2.7.5 Company: . •.. - . Page: 4 Specifier: . Project: VIA SAT STAIR A Address: Sub-Project I Pos. No.: STRINGER ANCHOR Phone I Fax: I . . Date: 10/27/2017 E-Mail:. . . . 4Shear load . . . . . . . -. •. Load Vua [Ib] . Capacity + V [Ib] Utilization i = V, Status Steel Strength* . •. . 6200- 8730 72 OK Steel failure (with lever arm)*. . . N/A N/A N/A N/A - . Pryout Strength (Concrete Breakout 6200 . 23464 27 OK Strength controls)** Concrete edge failure in direction ** N/A N/A N/A - N/A * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength . .. - . . Vco = (0.6 Asev .t.) refer to ICC-ES ESR-3187 . . . . . 4 V 3 ACI 318-08 Eq. (D-2) Variables . 'nev [in.2] futa [psi] (0.6 Asev fut.) [I b] 0.33 . . 72500 14550 Calculations , Vm[lb] 14550 Results' . V [lb] 4 steel 41 V [lb] V 0 (I b] 14550 0.600 . 8730 . 6200 4.2 Pryout Strength (Concrete Breakout Strength controls) V 9 = kq5 ANc 'V edN '.y c.N i' cp,N Nb] . ACI 318-08 Eq. (0-30) ANoD 4 V Vua . ACT 318-08 Eq. (D-2) ANC see ACI 318-08, Part 0.5.2.1, Fig. RD.5.2.1(b) ANCO = 9 h 2 ef ACI 318-08 Eq. (D-6) 'Vec.N ( +2eN)!5 1.0 - ACI 318-08 Eq. (D-9) 'V ed,N = 0.7 + 0.3 (i:f) ~ 1.0 . . ACI 318-08 Eq. (D-11) 'V cp,N = MAX(Ghf!, iet) 5 1.0 . ACI 318-08 Eq. (D-13) Nb = kc 1 Iric h 5 ACI 318-08 Eq. (0-7) . Variable ksp h t [in.] .eClN [in] eC2.N [in.] . ca,mjn [in.] 2 6.000 0.000 0.000 V C,N cac [in.] kc Ic [psi] .. •' 1.000 15.053 . 17 1 4500 Calculations ANC [in.2] ANCO [in.2] 'V ecl.N . 'V ec2,N 'V ed,N 'V cp,N Nb [lb] 324.00 . . 324.00 1.000 1.000 1.000 . 1.000 16760 Results • V0 [lb] 41 concrete 41 .V [lb] V55 [lb] 33521 0.700 23464 6200 5 Combined tension and shear loads PN 13v Utilization I3NV [%] Status 0.340 0.710 5/3 74 OK 14V Oil O'V <=1 . . . Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan P17.166.0 IIi www.hilti.us Profis Anf?or 2.1.5 Company: Page: - 5 - . Specifier: . Project: VIA SAT STAIR A Address: . Sub-Project I Pos. No.: STRINGER ANCHOR Phone I Fax: I . . . Date: 10/27/2017 E-Mail: 6 WarningS.. • . The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001 /Annex C, EOTA 1R029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility'.. Condition A applies when supplementary reinforcement is used.The factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout • •• • • . Strength. Refer to your local standard. • . • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation. Service Report for cleaning and installation instructions • The ACl 318-08 version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. I Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant • • standard! • • • . Fastening meets the design criteria! P171660 www.hilti.us . 1!Ti 9 Profis Anf1'or 2. .5 Company: Page: 6 Specifier: Project: VIA SAT STAIR A Address: . Sub-Project I Pos. No.: STRINGER ANCHOR Phone I Fax: I . Date: 10/27/2017 E-Mail: 7 Installation data Anchor plate, steel: - . Anchor type and diameter: HIT-HY 200 + HAS-E 3/4 Profile: - Installation torque: 1200.002 in.lb Hole diameter in the fixture: - Hole diameter in the base material: 0.875 in. Plate thickness (input): - Hole depth in the base material: 6.000 in. Recommended plate thickness: - . Minimum thickness of the base material: 7.750 in. .Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required 7.1 Recommended accessories Drilling Cleaning Setting Suitable Rotary Hammer . Compressed air with required Dispenser including cassette and mixer Properly sized drill bit accessories to blow from the bottom of Torque wrench the hole Proper diameter wire brush Coordinates Anchor in. Anchor x y c., c.y cay 1 0.000 0.000 - -- - - 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hiltis technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and per/nits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by theSoftware. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. - Input data and results must be checked for agreement with the existing conditions and for plausibility! - PROFIS Anchor ( C ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan OCONFERENCE CENTER STAIR B SECTION 1 3 I2©I.o P17 1660 P17 1660 P17.166.0 P17.166.0 P17 1660 beam: M4dA Shape: HSS12x4x4 ..269at8.432ft Material: A500 Gr.B Rect .043 at 19.742 ft Length 19742 ft I Joint: N6 Dz in J Joint: N7 Envelope . __________________ -.062 at 6.581 ft Code Check: 0.488 (LC 1) U' Report Based On 97 Sections 6.636 at 19.742 ft 7.657 at 19.742 ft • 2.518 at 19.125 ft Vy k Vz 7.134at2.262ft -4.07 at 0 ft -3.463 at 0 ft 14.143 at 7.198 ft 1.027 at 4.113 ft Mz Iz 1.913 at 19.742 ft T kft My k-ft -3.033 at 19.125 ft -.764 at 17.069 ft -34.888 at 19.742 ft 21.109 at 19.742 ft .935 at 19.742 ft 4 2.186 at 19.742 ft fa ksi f(y) . ksi f(z) ksi -.573at0ft -2.186 at 19.742 ft -21:109 at 19.742 ft AISC 14th(360-10): LRFD Code Check Direct Analysis Method Max Bending Check 0.488 (LC I) Max Shear Check 0.137 (z) (LC 1) Location . 19.742 ft • • • Location 19.125 ft Equation HI-lb • Max Defi Ratio L1998 Bending Flange Compact Compression Flange Non-Slender Qs=l Bending Web Compact Compression Web Slender Qa.85 y-y z-z - Fy 46 ksi Lb 19.742 ft 19.742 ft phi*Pnc 84.529 k • KL/r. 137.752 57.867 phi*Pnt 293.94 k phi*Mny 30.641 k-ft L Comp Flange 19.742 ft phi*Mnz 88.32 k-ft • • L-torque 19.742 ft phi*Vny 130.814 k • Tau: -b • phi*Vnz 38.211 k - phi*Tn 42.657 k-ft • • Cb 2.382 • • • Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs' 97 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes. Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh (in A2) 144 Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration (ft/secA2) 32.2 Wall Mesh Size (in) 12 Eigensolution Convergence Tol. (1 .E-) 4 Vertical Axis . Z - . Global Member Orientation Plane XY Static Solver Sparse Acdelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th(360-10): LRFD Adjust Stiffness? Yes(Iterative) RlSAConnection Code AISC l4th(360-10): LRFD. Cold Formed Steel Code . AISI S100-12: ASD Wood Code AWC NDS-12: ASD Wood Temperature < IOOF Concrete Code ACI 318-11 Masonry Code ACI 530-11: Strength Aluminum Code 7tAA ADM I-05: ASD - Building Number of Shear Regions 4 Region Spacing Increment (in) 4' Biaxial Column Method Exact Integration Parme Beta Factor (PCA) . .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? Yes Bad Framing Warnings? No ' Unused Force Warnings? ' Yes. Min 1 Bar Diam. Spacing? No: Concrete Rebar Set REBAR SET ASTMA615. Min % Steel for Column 1. Max % Steel for Column '8 Seismic Code ASCE 7-10 Seismic Base Elevation (ft) 0 Add Base Weight? Yes Ct.X .02 CtZ .02 T X (sec) Not Entered T Z (sec) .. Not Entered R 2.5. R 2.5 Ct Exp. X .75 Ct Exp. Z . .75 . SD1 .433 SDS .757 51 .408 TL (sec) 5 Risk Cat Ill Drift Cat Other JmZ JmX CdZ CdX Rho I Rho I Hot Rolled Steel Properties Ih.1 P 1I,i1 ( Fk;1 M 1\1 n --- rt,/cfA'1 v;...I,rt,.1 o., c, .rl..n M. 1 A992 29000 11154 1 .3 .65 -9 - 50 1.1 65 1.1_ 2 A36Gr.36 29000 11154 3 .65 .49 36 1.5 58 1.2 3 A572Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 4A500Gr.BRND 29000 11154 .3 .65 .527 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 1.4 58 1.3 6 A53Gr.B 29000 11154 .3 .65 .49 35 1.6 60 _1 1 A1085 29000 11154 .3 .65 .49 50 1.4 65 1.3 Joint Coordinates and Temperatures I hI V f41 V r41 7 rcei ,-...... r1 r..,...L ........ 1 NI 0 21.67 0 0 2 N2 16.5 10.83 0 0 3 N3 23 10.83 0 0- 4 N4 23 10.83 6.5 0 5 N5 23 0 23 - 0 6 N6 0 21.67 6.5 0 7 N7 16.5 10.83 6.5 0 8 N8 16.5 0 23 0 9 NO 23 0 0 0' 10 N10 16.5 0 6.5 0 11 Nil 16.5 0.367502 22.440095 0 12_ N12 23 0.367502 22.440095 0 13 N13 16.5 0.916224 21.60409- 0 14 N14 23 0.916224 21 .60409 0 15 N15 . 16.5 1.464947 20.768086 0 16 N16 23 1.464947 20.768086 0 17 N17 16.5 2.562393 19.096077 0 18 N18 23 2.562393 19.096077 0. 19 N19 16.5 2.01367 19.932082 20 N20 23 2.01367 19.932082 0 21 N21 16.5- 3.111116 18.260073 0 RISA-3D Version 15.0.0 [LA ... \...\... \Calculations\RISA\StairB.r3d] . Page 2 22 N22 23 3.111116 18.260073 0 - 23 N23 16.5 3.659839 17.424069 0 24 N24 23 3.659839 17.424069 25 N25 16.5 4.208561 16.588064 0 26 N26 23 4.208561 16.588064 0 27 N27 16.5 4.757284 15.75206 0 28 N28 23 4.757284 15.75206 0 29 N29 16.5 5.306007 14.916056 0 30 N30 23 5.306007 14.916056 0 31 N31 16.5 5.85473 14.080051 0 32 N32 23 5.85473 .14.080051 0 33 N33 16.5 6.403453 13.244047 0 34 N34 23 6.403453 13.244047 0 35 N35 16.5 6.952176 12.408043 0 36 N36 23 6.952176 12.408043 0 37 N37 16.5 7.500899 11.572038 0 N38 23 7.500899 11.572038 0 39 N39 16.5 8.049621 10.736034 0 40 N40 23 8.049621 10.736034 0 41 N41 16.5 8.598344 9.90003 0 42 N42 23 8.598344 9.90003 0 43 N43 16.5 9.147067 9.064025 0 44 N44 23 9.147067 9.064025 0 45 N45 16.5 9.69579 8.228021 0 46 N46 23 9.69579 8.228021 0 47 N47 16.5 10.244513 7.392017 0 48 N48 23 10.244513 7.392017 0 49 N49 15.935663 - 11.200753 6.5 0 50 N50 15.935663 11.200753 0 0 51 N51 15.099891 11.749829 6.5 0- 52 N52 15.099891 11.749829 0 0 53 N53 14.264119 12.298906 6.5 0 54 N54 14.264119 _12.298906 0 0 55 N55 13.428347 12.847983 6.5 0 56 N56 13.428347 _12.847983 0 0 57 N57 12.592575 13.39706 6.5 0 58 N58 12.592575 13.39706 0 0 59 N59 11.756803 13.946137 6.5, 0 60 N60 11.756803 13.946137 0 0 61 N61 10.921031 14.495213 6.5 62 N62 10.921031 14.495213 0 0 63 N63 10.085259 15.04429 6.5 0 64 N64 10.085259 15.04429. 0 0 65 N65 9.249488 15.593367 6.5 0 66 N66 9.249488 15.593367 0 0 67 N67 8.413716 16.142444 6.5 0 68 N68 8.413716 16.142444 0 0 69 N69 7.577944 16.691521 6.5 0 70 N70 7.577944 16.691521 0 0 71 N71 6.742172 17.240597 6.5 0 12 N72 6.742172 17.240597 0 0 73 N73 5.9064 _17.789674 6.5 0 74 N74 5.9064 17.789674 0 0 75 N75 - 5.070628 18.338751 6.5 0 76 N76 5.070628 18.338751 0 - 0 77 N77 4.234856 118.887828 6.5 0 78 N78 4.234856 18.887828 0 0 79 N79 3.399084 19.436905_- 6.5 0 80 N80 3.399084 19.436905 0 0 RISA-3D Version 15.0.0 [LA ... \...\... \Calculations\RISA\Stair B.r3d] Page 3 - Joint Boundary Conditions Joint Label X 1k/ml Y lklinl Z Fklinl X Rot.lk-ft/radl Y Rot.Fk-ft/rd1 7 Rnt 1k-ft/rd1 .1 NO Reaction Reaction Reaction 2 Ni Reaction Reaction Reaction 3 N10 Reaction Reaction Reaction . Reaction Reaction Reaction N9 Reaction . Reaction Reaction , Reaction Reaction .Reaction 5 N5 Reaction Reaction . Reaction -6 N8 Reaction Reaction Reaction 81 N81 2563312 19985981 65 0 - .82 N82 2.563312 19.985981 0 0 83 N83 1.727541 20.535058 6.5 0 84 N84 1.727541 20.535058 0 .0 85 N85 0.891769 21.084135 6.5 86 N86 0.891769 21.084135 A 0 - Member Primary Data 1 Mi Ni N2 90- HSS12x4x4 . Beam RECT A500 Gr... Typical 2 M2 N2 N3 90 HSS12x4x4 Beam RECT A500 Gr...-. Typical M3 N3 - N4 HSS12x4x4- Beam RECT A500 Gr.... Typical M4 N4 N5 . HSS12x4x4 Beam RECT A500 Gr.... Typical 5 M6 N7 N8 HSS12x4x4 Beam RECT A500Gr.... Typical —'6 M7 N4 N7 . 90 HSS12x4x4 Beam RECT A500 Gr.... Typical 7 M8 N7 N2 . HSS12x4x4 Beam RECT A500Gr.... Typical _ MIO .. N9 N3 . HSS4x4x4 Beam SguareTubeA500Gr.... Typical 9 Mil N7 HSS4x4x4 - Beam SguareTubeA500Gr.... Typical 10 MilA Nil N12 90 CRECT2X11 Beam RectangularConc300... Typical 11 M12 N13 N14 . 90 CRECT2Xi1_ Beam Rectangular conc300... Typical 12 M13 N15 N16 90 CRECT2Xi1_ Beam Rectangularconc300... Typical 13 M14 N17 N18 90 CRECT2Xi1_ Beam Rectangular conc300... Typical 14 MiS N19 N20 90 1 CRECT2Xi1_ Beam Rectangular conc300... Typical 15 M16 N21 N22 90 CRECT2Xi1_ Beam RectangularConc300... Typical 16 M17 N23 . N24 - 90 CRECT2Xi1_ Beam Rectangular conc300... Typical IL M18 N25 N26 90 CRECT2Xi1_ Beam Rectangularconc300... Typical 18 M19 N27 N28 90 CRECT2Xi1_ Beam I RectangutarConc300... Typical 19 M20 N29 N30 90 CRECT2X1 1 Beam Rectangular conc300... Typical 20 M21 N31 N32 - 90 CRECT2Xi1 Beam RectangularConc300... Typical 21 M22 N33 N34 90 CRECT2Xi 1 Beam Rectangular conc300... Typical 22 M23 N35 N36 90 CRECT2XI 1 Beam Rectangular conc300... Typical 23 M24 - N37 N38 90 CRECT2X1 i Beam Rectangular Conc300... Typical 24 M25 N39 N40 90 CRECT2XI 1 Beam Rectangular conc300... Typical 25 M26 N41 N42 90 CRECT2XII Beam RectangularConc300... Typical 26 M27 N43 N44 90 CRECT2X1 1 Beam Rectangular Conc300... Typical 27 M28 N45 N46 90 CRECT2Xi I Beam Rectangular Conc300... Typical 28 M29 N47 N48 . 90 . CRECT2Xi 1 Beam Rectangular Conc300... Typical 29 M30 N49 N50 . CRECT2Xi 1_ Beam Rectangular Conc300... Typical iQ M31 N51 N52 .. CRECT2Xi1_ Beam Rectangularconc300... Typical L M32 N53 N54 . . CRECT2Xi1_ Beam RectangularConc300... Typical 32 M33 - N55 N56 CRECT2Xi1_ Beam Rectangular conc300... Typical 31 M34 N57 N58 CRECT2Xi1_ Beam Rectangular Conc300 ... Typical 4. M35 N59 N60 .______ CRECT2Xii_ Beam Rectangularconc3OO.. Typical 35 M36 N61 N62 . CRECT2X1 1_ Beam Rectangular Conc300... Typical 36 M37 N63 N64 . - CRECT2X1 1 1 Beam Rectangular Conc300... Typical 37 M38 N65 N66 . CRECT2Xi 1 Beam Rectangular Conc300... Typical 38 M39 N67 N68 CRECT2X1 I I Beam Rectangular conc300... Typical RISA-3D Version 15.0.0 . [L:\. ..\.. .\ ... \Calculations\RISA\Stair B.r3d] Page 4 .39. M40 N69 N70 . CRECT2X1 1 Beam Rectangular Conc300... Typical -- _40 M41 N71 N72 CRECT2X11 Beam Rectangular Conc300 ... Typical. 41 M42 N73 N74 CRECT2X1 1 Beam Rectangular Conc300 Typical 42 M43 N75 N76 CRECT2X1 1 Beam Rectangular Conc300 Typical 43 M44 N77 N78 . CRECT2X11 Beam Rectangular, Conc300 ... .Typical _44_ M45 N79 N80 . CRECT2X1 1 Beam Rectangular Conc300 Typical 45 M46 N81 N82 CRECT2X1 1 Beam Rectangular Conc300 Typical 46 M47 N83 N84 . CRECT2X1 1 Beam Rectangular Conc300 Typical 47 M48 N85 N86 . CRECT2X1 1 Beam Rectangular Conc300 Typical 48 M48A N6 N7 90 HSS12x4x4 Beam RECT A500 Gr Typical Member Advanced Data I hI I I I I rff+1..,1 TIC' Dk,.--I . I+;.,.-. .-., I Ml Yes None 2 M2 Yes None 1i M3 . Yes None 4 M4 . Yes None 5. M6 . Yes None 6 M7 Yes . None 7 M8 . Yes I None 8 M10 Yes None 9 Mu . . '. Yes None 10 M11A . Yes None 11 M12 Yes None 12 M13 Yes None 13 M14 . Yes None _14 M15 Yes None 15 M16 Yes None 16 M17 . Yes None iL M18 . . Yes None _1 M19 . Yes None 19 M20 . . Yes None 20 M21 . Yes None 21 M22 . Yes None 22 M23 Yes None 23 M24 Yes None 24 M25 Yes - None 25 M26 Yes I None 26 M27 Yes . . None 27 M28 : . . Yes None 28 M29 Yes None 29 M30 . Yes- None 30 M31 . Yes None 31 M32 Yes None 32 M33 . . . Yes . . None 33 M34 Yes None 34 M35 . . Yes None 35 M36 . . Yes None 36 M37 Yes . None 37 . M38 Yes None 38 M39 .. . Yes None 39 M40 . Yes . None 40 M41 . . Yes None 41 M42 . . . Yes None 42 M43 . . Yes None 43 M44 . Yes None 44 M45 . Yes None 45 M46 Yes ______ None RISA-3D Version 15.0.0 [LA ... \...\... \Calculations\RISA\Stair B.r3d] Page 5 Member Distributed Loads (BLC I : bL) Member Label Direction Start MaanitudeFk/ft.F1 End Maanitudetk/ft.F1 Start Location[ft.. 'End LocationFft.%1 1 Ml Y .016 0 0 _2_ - M4 Y -.016 -.016 0 0 3 M6 Y -.016 -.016 0 0 M3 Y -.016 -.016 0 0 M2 Y -.016 -.016 0 0 M7 Y -.016- -.016 0 0 7 M8 Y -.016 - -.016 • • 0 0 8 M48A Y -.016 -.016 1 0 0 Hot Rolled Steel Design Parameters . I C I -+I.rc+ i-.. I i-.-,-,r+i I +..-.rcfl I kmrw i v. v-.-. , ,.....;.-... 1 Ml HSS12x4x4 19.742 Lbyy - Lateral .2 M2 HSS12x4x4 6.5 Lateral 3 M3 HSS12x4x4 6.5 Lbyy Lateral 4 M4 : HSS12x4x4 19.737 Lb Lateral 5 M6 HSS12x4x4 19.737 Lbyy Lateral M7 HSS12x4x4 6.5 Lbyy Lateral 7 M8 HSS12x4x4 6.5 Lbyy Lateral 8 MIO HSS4x4x4 10.83 Lbyy Lateral 9 M11 HSS4x4x4 10.83 Lbyy Lateral 10 M48A HSS12x4x4 19.742 Lbw Lateral Joint Loads and Enforced Displacements (BLC 3 Ex) lrnf I hI I fl M flirttinn Mnniti,rIr/k Ieft\ (in rd\ (k*A/f Joint Loads and Enforced Displacements (BLC 4: Ez) Member Point Loads Member Label Direction Magnitude[k,k-ftl Location[ft,%] I No Data to Print Member Distributed Loads (BLC 2 : LL) NA-hr I hI - flir,'fi,,n frf UnnnifiudfI,Ift fl In,l FAnnihd1I,Iff PI CZtnrf I ,,-f,nFff Cr.,-1 I +,.r.1f+ 0L1 RISA-3D Version 15.0.0 [LA ... \...\... \Calculations\RISA\Stair B.r3d] Page 6 Ml Y -.325 -.325 - 0 - 0 -. M2 - Y -.325 -.325 0 0 M3 Y -.325 -.325 0 0 M4 Y -.325 -.325 0 0 5 M6 Y -.325 -.325 - 0 • 0 M8. Y -.325 -.325 0 0 E7 M7 Y -.325 -.325 0 0 M48A Y • -.325 -.325 ' 0 0 12 0.9D-i.0Ez ____ Yes Yes Yes Yes Yes Yes Yes Yes Envelope Joint Reactions Joint X 1k] LC Y 1k] LC z Iki LC MX lk-ftl LC MY lk-ftl I ( M7 lk-ftl LC 1 1.2DL+1.6LL Yes - Yes Yes Yes Yes Yes Yes Yes 2 DL+LL Yes Yes Yes Yes Yes Yes Yes Yes -3 DL Yes Yes Yes Yes Yes Yes Yes Yes LL Yes Yes Yes Yes Yes Yes Yes Yes .5 1.2D+1.OEx.. ____ Yes Yes Yes Yes Yes Yes Yes Yes 6 1.2D+1.OEz.. Yes Yes Yes Yes Yes Yes Yes Yes 7 0.9D+1.OEx Yes Yes Yes Yes Yes Yes Yes Yes .8 O.9D-'-l.OEz - Yes Yes Yes Yes Yes Yes Yes Yes 1.2D-1.OEx-f-L Yes Yes Yes Yes Yes Yes Yes Yes 10 E9 1.2D-1.OEz+L Yes Yes Yes Yes Yes Yes Yes Yes 11 0.9D-1 .0Ex Yes Yes Yes Yes Yes Yes Yes Yes 1 DL DL -1 8 2 LL LL 8 3 Ex EL 2 4 Ez EL 2 I] 11•tEflhIIEUEUU "Orly, Ow iI rarwIrIEI Load Combination Design ACIC rl rN ADIi c,....,;,.... u..+ o.ii.-...i t.iA i.-... %AI.-....A Load Combinations - Description So..PD..S... BLCFac ... BLC Fac..BLCFac ... BLC Fac..BLCFac..BLCFac..BLCFac BLCF2C BLCF BLCFe .1 N6 2.832 9 4.291 5 .08 9_ 0 1 0 1 0 1 2 mm -2.335 7 -1.073 11 -.007 4 0 1 0 1 0 1 3 Ni .844 ii 6.81 1 .005 4 0 1 0 1 0 1 4 mm -1.413 5 .486 ii -.083 5. 0 1 0 1 0 1 Nb max .168 1 38.166 1 -.002 7 .006 7 -.022 7 -.048 7 ___________ rnln .013 7 4.254 7 -.112 1 -.282 1 -.212 1 -.732 1 7 N9 max .001 7 9.056 1 .508 1 2.341 1 -.021 7 -.043 7 8 min -.058 _L .845 .039 8 .178 8 -.209 1 -.31 1 9 N5 .004 4 6.404 1 1.043 10 0 1 0 1 0 1 10 min -.127 6 .406 i_a -.973 0 L 0 j_ 0 j_ ii N8 max .109 10 4.706 6 2.289 12 0 1 0 1 0 1 12 min -.014 A_ -.896 ia -2:685 0 j_ 0 j_ 0 _t 13 Totals: max 3.4 11 68.654 1 3.4 12 14 mm -3.4 5 10.557 8 -3.4 6 - RISA-3D Version 15.0.0 [L:\... \...\... \Calculations\RISA\Stair B.r3d] Page 7 1 -.142 1 7 8 -4.4e-03 1 RISA-3D Version 15.0.0 [LA ... \...\... \Calculations\RISA\Stair B.r3d] Page 8 1 Ni max 0 5 0 11 0 5 -1.252e-04 7 7.916e-04 I 226e 03 j_ 2 min 0 ii 0 j_ 0 4 -3.573e-03 1 -8.339e-05 7 -9.741 e 03 1 N2 max -.021 7 -.036 7. 0 8 -5.827e-04 7 3.47e-03 1 4.902e-03 1 4 min -.256 L -.391 1L -.042 1 -5.917e-03 I 3.448e-04 7 5.545e-04 7 5 N3 max -.021 7 - 001 8 021 8 4.329e-03 1 2.286e-03 1 4.572e-03 1 6 min -.256 1 -.015 .j. -.253 1 2.881e-04 8 2.329e-04 7 3.081e-04 N4 max 0 7 -035 8 021 8 4996e03 1 3485e03 5814e04 8 8 min -.045 1 -.386 1 253 1 5.629e-04 8 .'3.4836-04 8 -5.86e-03 1 N5 max 0 6 0 12 0 8 -1.228e-03 1 8 6.1 e-04 I 1 -1.162e-04 8 10 min 0 4 0 1 0 10 -9.741e-03 1 -9.907e-05 8 -3.511e-03 1 11 N6 max 0 7 0 Ill 0 4 -6.77e-04 7 1.182e-03 I -6.034e-04 12 min 0 9 0 5 0 9 -4.167e-03 1 2.795e-04 7 -4.29e-03 1 13 N7 max 0 L -.007 7. 0 8 -1.194e-04 7 2.311e-03 1 -1.095e-04 14 mm -.045 1 -.063 ...j. -.043 1 -2.223e-03 1 2.41e-04 7 -2.147e-03 I 15 N8 max 0 A 0 12 0 6 -6.035e-04 11 1.e-03 1 -6.771e-04 8 16 min 0 10 0 6 1 0 12 -4.297e-03 1 2.584e-04 8 -4.125é-03 1 17 N9 max 0 1 0 8 0 8 0 8 0 1 0 1 18 min 0 7 0 1 0 1 0. 1 0 - _7 0 7 19 N10 max 0 7 0 7 0 1 0 1 0 1 0 1 20 mm 0 101 0 7 0 70 - _7. 0 7 21 Nil max .011 1 -.004 11 -.003 11 -5.977e-04 11 9.952e-04 1 -6.803e-04. 8 22 min .001 8 -.029 1 -.019 1 -4.258e-03 1 2.535e-04 8 -4.129e-031 1 23 N12 max .011 1. -.008 8 -.005 8 -1.219e-03 8 6.169e-04 1 -1.126e-04 ..24. mm .001 8 -.066 ..1 -.043 1 -9.679e-03 1 -9.359e-05 8 -3.507e-03 1 25 N13 max .028 1 -.01 Ill -.006 ii -5.671e-04 11 1.198e-03 I :6806e04 8 26 min .003 8 - -.072 j -.047 1 -4.051e-03 l 2.733e-04 8 -4.137e-03 1 27 N14 max .028 1 -021 8 -.013 8 -1.177e-03 8 8.261e-04 1 -1.135e-04 8 28 min .003 8 -.163 j... -.106 1 -9.384e-03 1 -7.104e-05 8 -3.521e-03 1 29 N15 max .041 1 -.016 Ii -.01 11 -5.132e-04 11 1.501e-03 1 -6.807e-04 _: 30 I .004 8 -.111 .1 -.072 1 -3.688e-03 1 3.038e-04 8 -4.157e-03 1 31 N16 max .041 1 -.032 . -.021 8 -1.104e-03 8 1.138e-03 j -1.173e-04 32 min .004 8 -.255 1 -.167 1 -8.877e-03 1 -3.837e-05 8 -3.556e-03 1 33 N17 ma .059 1 -.025 11 -.016 11 -3.512e-04 11 2.203e-03 1 -6.815e-04 8 min .006 8 -.176 1 -.115 1 -2.597e-03 3.735e-04 8 -4.233e-03 1 35 N18 max .059 1 -.053 8 -.034 8 -8.848e-04 8 1.874e-03 1 -1.316e-04 min .006 8 -.42 1 -.275 1 -7.352e-03 3.947e-05 8 -3.686e-03 37 N19 max .052 1 -.021 11 -.013 11 -4.398e-04 11 1.847e-03 1 -6.811e-04 38 min .006 8 -.146 j -.095 1 -3.194e-03 1 3.383e-04 8 -4.191e-03 1 39 N20 ma .052 1 -.043 . -.028 8 -1.005e-03 8 1.498e-03 1 -1.234e-04 40 I .006 8 -.342 1 -.223 1 -8.189e-03 1 -5.063e-07 8 -3.612e-03 1 41 N21 max .063 1 -.028 11 -.018 II -2.517e-04 11 2.551e-03 1 -6.813e-04 8 42 min .007 8 -.198 1 -.129 1 -1.923e-03 1 4.073e-04 8 -4.28e-03 1 43 N22 max .063 1 -.061 8 -.039 8 -7.48e-04 8 2.247e-03 1 -1.417e-04 8 44 min .007 8 -.49 1 -.32 1 -6.396e03 1 7.972e-05 8 -3.774e-03 1 45 N23 max .064 1 -.03 ii -.019 11 -1.458e-04 11 2.878e-03 1 -6.799e-04 8 46 min .007 8 -.214 1 -.14 1 -1.204e-03 1 4.386e-04 8 -4.326e-03 1 47 N24 ma .064 1 -.068 8 -.044 8 -5.991e-04 8 2.607e-03 1 -1.533e-04 48 min .007 8 -.549 j -.359 1 -5.347e-03 1 1.191e-04 8 -3.872e-03 j 49 N25 max .062 .1 -.031 .11 -.019 11 -3.847e-05 11 3.175e-03 1 -6.764e-04 8 50 mm .007 8 -.223 L -.145 1 -4.684e-04 1 4.662e-04 8 -4.365e-03 1 51 N26 max .062 1 -.073 8 -.047 8 -4.422e-04 8 2.945e-03 1 -1.662e-04 8 52 min .007 8 1 -.598 1 -.391 1 -4.234e-03 1 1.57e-04 8 -3.977e-03 1 53 N27 max .058 1 -.031 ii -.019 112.526e-04 I 3.435e-03 1 -6.701e-04 54 min .006 8 -.224 1. -.146 1 8.534e-06 1 7 4.893e-04 1 8 -4.391e-03 1 55 N28 max .058 1 -.077 8 -.049 8 -2.816e-04 8 3.256e-03 1 -1.802e-04 8 56 min .006 8 -.634 1 -.415 1 -3.083e-03 1.928e-04 8 -4.084e-03 1 57 N29 max .051 1 -.029 ii -.018 11 9.278e-04 1 3.651e-03 1 -6.604e-04 8 58 miii .005 8 -.217 1.258e-04 5.071e-04 59 N30 max 051 1 079 8 051 8 1216e04 8 3534e03 1 1953e04 .60 min 1 .005 8 -.66 1 -.431 1 -1.921e-03 1 2.261e-04 8 -4.192e-03 1 61 N31 max 042 1 -027 11 017 11 1525e03 1 3817e03 6463e04 8 62 r .004 8 -.205 j -.134 1 2.203e-04 12 5.188e-04 8 -4.385e-03 1 63 N32 max .042 1 -.079 8 -.051 8 3.384e-05 8 3.776e-03 1 -2.115e-04 64 min .004 8 -.673 1 -.44 1 -7.726e-04 1 2.566e-04 8 -4.299e-03 1 65 1 N33 max .032 1 -.025 jj -.015 11 2.012e-03 1 3.925e-03 1 -6.271e-04 8 66 1 .min .003 8 1 -.186 1 1 -.122 1 2.929e-04 12 5.232e-04 8 -4.341e-03 1 67 N34 ma .032 j -.078 8 -.05 8 3.598e-04 6 3.977e-03 I -2.292e-04 68 min .003 8 -.675 1 -.441 1 -4.973e-05 12 2.841e-04 8 -4.404e-03 1 .69 N35 max .021 1 -.021 .11 -.013 11 2.356e-03 . 3.968e-03 1 -6019e-04 8 70 mm .002 11 -.164 j -.107 1 3.425e-04 121 5.195e-04 8 -4.265e-03 71 N36 max .021 1 -.076 8 -.048 8 1.384e-03 1 4.131e-03 1 -2.488e-04 8 72 min 1 .001 ii -.666 L -.436 1 1.398e-04 12 3.083e-04 8 -4.507e-03 1 73 N37 max .009 1 -.018 11 -.01 11 2.524e-03 1 3.937e-03 1 -5.698e-04 8 74 mm -.001 11 -.138 1 -.09 1 3.561e-04 11 5.064e-04 8 -4.152e-03 1 Th N38 max .009 j. -.072 8 1 -.046 8 2.344e-03 1 4.236e-03 1 -2.708e-04 8 76 min -.001 ii 1 -.647 1 -.423 1 3.188e-04 12 3.289e-04 8 -4.612e-03 j 77 N39 max .003 7 -.014 11 -.008 11 2.481e-03 1 3.824e-03 1 -5.297e-04 78 I -.005 9 -.112 1 -.074 1 3.31e-04 11 4.827e-04 8 -3.997e-03 1 79 N40 max .003 7 1 -.067 8 -.042 8 3.195e-03 1 4.287e-03 1 -2.963e-04 8 80 min -.005 9 -.618 1 -.405 1 4.837e-04 12 3.462e-04 8 -4.72e-03 1 81 N41 max .002 7 -.011. 11 -.005 8 2.192e-03 1 3.62e-03 1 -4.809e-04 1 8 82 min -.015 1 -.087 1 -.058 1 2.653e-04 11 4.469e-04 8 -3.799e-03 J 83 N42 ma .002 _7 -.061 8 -.039 8 3.913e-03 1 4.285e-03 1 -3.263e-04 84 min -.015 _1 -.582 1 -.381 1 6.007e-04 8 3.605e-04 8 -4.836e-03 j 85 N43 max .001 _7 -.009 jj -.003 8 1.625e-03 1 3.315e-03 1 -4.223e-04 8 86 min -.025 _1 -.067 j -.044 1 1.534e-04 11 3.973e-04 8 -3.554e-03 j L N44 max .001 1 -.055 8 -.034 8 4.476e-03 1 4.235e-03 1 -3.618e-04 88 mm -.025 _1 - . -539 . 1 -.353 1 6.447e-04 8 3.733e-04 8 -4.966e-03 1 89 N45 max 0 7 -.008 8 . 0 8 7.429e-04 1 2.915e-03 1 -3.521e-04 8 90 min -.034 _1 - -.054 L -.036 1 -1.042e-05 11 3.333e-04 7 -3.255e-03 1 91 N46 max 0 _7 -.048 . -.03 8 4.861e-03 1 4.142e-03 1 -4.052e-04 8 92 mm -.034 _1 -.492 1 -.322 1 6.567e-04 8 3.858e-04 8 -5.122e-03 1 93 N47 max 0 7 -.006 8 0 8 1.104e-04 7 2.492e-03 1 -2.611e-04 8 94 mm -.04 1 051 1 . -.034 1 -5.065e-04 9 2.655e-04 7 -2.856e-03 I 95 N48 max 0 7 -.042 . 8 -.025 8 5.047e-03 1 3.966e-03 1 -4.658e-04 8 mm -.041 j -.441 L -.289 1 6.327e-04 8 3.906e-04 8 -5.354e-03 1 97 N49 max 0 1 -.006 7 0 8 -2.233e-04 7 2.377e-03 1 4.222e-05 8 98 mm -.038 1 -.054 1 -.04 1 -2.709e-03 1 2.488e-04 7 -1.008e-03 I 99 N50 max -.024 7 -.04 7 0 8 -5.008e-04 7. 3.809e-03 1 4.974e-03 1 100 mm -.278 1 -.425 1 -.041 L -5.545e-03 1 - 3.768e-04 7 6.047e-04 7 101 N51 max 0 7 -.007 L 0 8 -3.268e-04 7 2.742e-03 1 4.025e-04 mm -.037 1 -.052 1 -.035 1 -3.172e-03 1 3.059e-04 7 -7.659e-05 ..12 103 N52 max -.028 ± -.046 7 0 8 -4.269e-04 7 4.065e-03 1 4.887e-03 I .104 mm -.311 1 -.476 IL -.036 1 -5.232e-03 1 3.831e-04 7 6.449e-04 7 105 N53 max -.002 7 -.008 12 0 8 -4.02e-04 ± 3.161e-03 1 1.349e-03 1 106 min -.043 1 -.062 1 1 -.028 1 -3.489e-03 1 3.72e-04 7 1.048e-04 12 107 N54 max -.033 L -.053 7 0 8 -3.781e-04 7 4.183e-03 1 4.589e-03 1 108 min -.342 1 -.524 1 -.028 1 -5.046e-03 1.. 3.726e-04 7 6.476e-04 7 109 N55 max -.005 7 -.01 12 .002 8 -4.636e-04 7 3.501e-03 1 2.022e-03 1 110 min -.055 iL -.081 IL -.018 1 -3.742e-03 1 4.267e-04 7 2.326e-04 12 111 N56 . max -.037 7 -.059 7 .002 8 -3.397e-04 7 4.249e-03 1 4.103e-03 I 112 mm -.371 1 -.569 IL -.018 1 -4.902e-03 1 3.604e-04 7 6.166e-04 113 N57 max -.007 7 -.013 12 . .003 8 -5.151e-04 7 3.741e-03 1 2.404e-03 1 114 mw -.07 1 -.104 1 -.009 10 -3.95e-03 1 4.675e-04 7 3.125e-04 12 115 N58 max -.041 j -.065 ± - .003 8 -3.076e-04 7 4.269e-03 1 3.451e-03 1 116 min -.397 1 -.607 1 -.009 10 -4.775e-03 1 3.472e-04 7 5.35e-04 12 117 N59 max -.01 12 -.017 12 .006 6 -5.576e-04 7 3.886e-03 ' 2.529e-03 1 RISA-3D Version 15.0.0 [L:\...\ ... \... \Calculations\RISA\Stair B.r3d] Page 9 118 mm -.087. 1 -.13 1 -.002 12 -4.115e-03 1 4.957e-04 7 3.501e-04 12 119 N60 max -.044 7 . -.07 7 .006 6 -2.804e-04 7 4.238e-03 1 2.656e-03 .1 120 mm 417 1 638 1 002 12 -4.66e-03 1 3.316e-04 7 3.828e-04 11 121 N61 max -.013 12 -.02 12 .016 1 -5.92e-04 7 3.946e-03 I 2.432e-03 1 122 min -.103 .1 -.156 it 0 12 -4.239e-03 1 5.128e-04 7 3.511e-04 12 123 N62 max .047 7 -.074 7 .016 1 -2.57e-04 7 4.154e-03 1 1.742e-03 j 124 min -.432 1 .-.661 j 1 0 12 -4.552e-03 1 3.127e-04 7 2.091e-04 11 12 N63 max -.015 12 -.024 12 .027 1 -6.193e-04 7 3.931e-03 1 2.147e-03 1 126 mm 119 1 -18 j. 003 7 4325e03 1 5203e04 7 3128e04 11 127 N64 max -.049 IL -.077 _L .027 1 -2.366e-04 7 4.019e-03 I 7.319e-04 1 128 min -.44 1 -.674 1 .003 7 -4.447e-03 1 2.904e-04 7 2.311e-05 11 129 N65 . max -.017 12 -.027 12 .038 1 -6.403e-04 7 3.48e-03 1 1.706e-03 130 min -.132 1 -.2 i .004 7 -4.379e-03 1 5.192e-04 7 2.469e-04 11 131 N66 max -.05 7 -.079 7 .038 1 -2.183e-04 7 3.838e-03 1 9.145e-05 132 min 1 -.442 .L -.676 i . .004 7 -4.343e-03 1 2.648e-04 7 -3.679e-04 133 N67 max -.018 12 -.029 12 .047 1 -6.559e-04 7 3.705e-03 1 1.145e-03 1 134 min -.141 1 -.214 i.. .005 7 -4.403e-03 1 5.106e-04 7 1.614e-04 11 135 N68 max -.051 7 -.079 7 .047 1 -2.017e-04 7 3.614e-03 1 -6.035e-05 7 136 mm -.436 1 -.667 i .005 7 -4.238e-03 1 2.361e-04 7 -1.482e-03 137 N69 max -.019 12 -.031 12 .054 1 -6.671e-04 7 3.51e-03 I 4.947e-04 I 138 min -.147 1 -.223 i .006 7 -4.404e-03 1 4.955e-04 7 5.164e-05 8 139 N70 max -.05 IL -.078 1 .054 1 -1.864e-04 7 3.353e-03 I -2.184e-04 7 1.4 mm -.422 1 -.646 i .006 7 -4.132e-03 1 2.045e-04 7 -2.637e-03 1 141 N71 max -.02 12 -.031 12 .059 1 -6.745e-04 7 3.269e-03 I -4.265e-06 12 142 I -.148 1 -.225 i .006 7 -4.386e-03 ' 4.749e-04 7 -2.122e-04 I 143 N72 max -.048 IL -.075 1 .059 1 -1.722e-04 7 3.058e-03 I -3.787e-04 7 144 mm -.401 11 -.614 i 1 .006 7 -4.027e-03 1 1.703e-04 7 -3.791e-03 j 145 N73 max -.02 12 -.03 12 .062 1 -6.79e-04 7 2.99e-03 I -1.107e-04 12 146 min -.144 1 -219 it .007 7 -4.354e-03 1 4.494e-04 7 -9.443e-04 1 147 N74 max -.045 7 -.07 7 .062 1 -1.593e-04 7 2.734e-03 I -5.371e-04 7 148 mm -.372 1 -.57 i .007 7 -3.925e-03 1 1.34e-04 7 -4.918e-03 1 149 N75 max -.018 12 -.029 12 - .062 1 -6.814e-04 7 2.679e-03 I -2.172e-04 12 150 min -.135 j. -.206 i .007 7 -4.314e-03 1 4.201e-04 7 -1.671e-03 1 11 N76 maxi -.041 IL -.064 .062 1 -1.477e-04 7 2.389e-03 I -6.893e-04 7 is min -.336 1 -.515 1 .007 7 -3.83e-03 1 9.591e-05 7 -5.991e-03 1 153 N77 max -.017 12 -.026 12 .059 1 -6.823e-04 7 2.346e-03 I -3.189e-04 12 154 min -.122 1 -.186 1 .006 7 -4.272e-03 1 3.878e-04 7 -2.361e-03 I 155 N78 max -.036 IL -.056 7 .059 1 -1.377e-04 7, 2.028e-03 I -8.3-11 e-04 7 156 I -.293 1 -.449 1 .006 7 -3.743e-03 1 5.683e-05 7 -6.985e-03 1 17 N79 max 1 -.014 12. -.022 12 .053 1 -6.824e-04 7 2.002e-03 I -4.113e-04 12 158 min -.104 1 -.158 1 .006 7 -4.232e-03 1 3.539e-04 7 -2.986e-03 1 159 N80 max -.03 IL -.047 L .053 1 -1.295e-04 7 1.663e-03 I -9.58e-04 7 160 min -.244 1 -.374 1 .006 7 -3.67e-03 1 1.785e-05 7 -7.87e-03 I ii N81 max -.011 12 -.018 12 .044 .1 -6.825e-04 7 1.666e-03 I -4.899e-04 12 162 min, -.082 1 -.125 j .005 7 -4.201e-03 1 3.203e-04 7 -3.517e-03 1 163 N82 max -.024 IL -.037 7 1 .044 1 -1.233e-04 .7 1.312e-03 1 -1.066e-03 7 164 mm -.19 1 1 -.29 1 .005 7 -3.615e-03 1 -1.916e-05 7 1-8.62e-03 1 165 N83 max -.008 12 -.012 12 .031 J -6.829e-04 7 1.37e-03 i -5.506e-04 12 mm -.057 1 -.088. 1 .003 7 -4.182e-03 1 2.902e-04 7 -3.928e-03 167 N84 max -.016 7. -.025 7 .031 i -1.195e-04 7 .1.007e-03 I -1.15e-037. 168 min -.131 1 -.2 1 .003 ± -3.58e-03 1 -5.113e-05 ± -9.203e-03 1 169 N85 ma -.004 12 -.007 12 .017 J -6.825e-04 7 1.172e-03 1 -5.894e-04 12 170 min -.03 1 -.046 1 .002 . 7 -4.174e-03 1 2.711e-04 7 -4.193e-03 . 171 N86 max -.009 7 -.013 7 . .017 1 -1.19e-047 8.018e-04 I 1-1.205e-03 7 miii -.068 1 -.105 . 1 .002 . 7 -3.566e-03 1 -7.4e-05 7 -9.588e-03 I RISA-3D Version 15.0.0 [LA ... \...\... \Calculations\RISA\Stair B.r3d] . . Page 10 Ml 1 max .439 11 -137 7 .08 5 0 j_ 0 1 0 1 2 min -4.265 1 -5.307 1 -.006 4 0 1 0 1 0 1 3 _2_ max .626 11 -.332 7 .135 5 1.21 1 .942 1 17.895 1 4 min -3.077 5 -2.339 1 -.014 4 .131 7 .135 8 2.56 7 5 3 max .924 11 .252 1 .108 3 1.074 1 .568 1 22.111 1 '6 mm -1.745 5 -.02 11 -.031 4 .14 7 .084 8 3.009 7 7 4 max 1.829 9 2.651 1 .03 7 .525 1 .011 1 7 14.629 1 .8 min -.948 7 .346 11 -.077 4 .145 7 -.135 1 1.553 7 9 5 max 3.211 9 5.1 1 -.336 8 .855 1 -.491 7 .423 '11 10 min -.647 ± .724 11 -2.515 1 .234 4 -3.29 1 -3.721 1 jj_ M2 1 max .27 10 -.033 11 .155 1 -.722 7 -.101 7 .25 11 12 mm -.216 8 -1.43 1 .013 7 -7.301 j_ -1.121 1 -1.618 5 13 2 imaxi .27 10 .029 11 .155 j_ -.722 ]_ -.08 7 .32 9 14 min -.216 8 -.503 1 .013 7 -7.301 .1_ -.869 1 -.653 7 15 3 max .27 10 .424 1 .155 1 -.722 ]_ -.058 7 .291 9 16 min -.216 8 .035 ± .013 7 -7.301 1 .,1_ -.616 1 -.66 7 17 _4_max .27 10 1.351 i_ .155 j -.722 7 -.034 .,.ft -.039 11 18 min -.216 8 .097 7 .013 7 -7.301 1 -.364 1 -1.442 5 19 5 max .27 10 2.277 1 .155 1 -.722 7 -.01 8 -.336 11 20 min -.216 8 .158 7 .013 7 -7.301 1 -.111 1 -4.358 1 21 M3 ..j_imax, .321 8 -.161 8 .162 1 7.435 j_ .098 1 -.563 12 22 min -.514 10 -2.308 1 .014 8 .735 7 .006 7 -5.454 1 23 2 max .321 8 -.1 8 .162 1 7.435 1 .361 1 -.257 12 24 mm -.514 10 -1.381 1 .014 8 .735 7 .035 7 -2.457 1 25 3 max .321 8 -.039 8 .162 1 7.435 1 .624 1 -.05 12 26 mm -.514 10 -.454 1 .014 8 .735 7 .058 8 -1.157 6 27 4 max .321 8 .473 1 .162 1 7.435 1 .887 1 .056 12 28 mm -.514 10 -.035 12 .014 8 .735 7 .082 8 -1.184 6 29 5 max .321 8 1.399 1 .162 1 7.435 1 1.15 1 .063 12 30 mm -.514 10 .026 12 .014 8 .735 7 .105 8 -2.501 1 31 M4 1 max .533 8 5.045 1 2.083 1 -.167 4 -.484 1 8 3.604 6 32 mm -3.889 1 .691 12 .32 8 -.692 1 -3.266 1 -.478 12 33 2 max .796 8 2.627 1 .079 4 -.142 1 4 -.04 8 -1.572 8 34 mm -2.56 10 .361 12 -.069 3 -.447 1 -.206 1 -14.781 1 35 3 max 1.139 6 .264 1 .031 4 -.141 8 .462 1 -3.015 8 36 mm -1.154 12 .003 12 -.107 3 -1.028 1 .019 7 -22.139 1 37 4 max 2.488 6 -.302 8. .01 4 -.141 8 .862 1 -2.553 8 38 min -.85 12 -2.315 1 -.14 6 -1.29 1 .067 7 -17.833 1 39 5 max 3.581 6 -.764 _8_ .003 4 0 1 0 1 0 1 _4L mm -.625 12 -5.412 _1 - -.13 6 0 1 0 1 0 1 AL M6 _L max 2.266 8 7.671 _1_ -.329 8 3 1 1.878 1 35.179 J. 42 mm -5.638 10 1.111 _7_ -2.107 1 .601 7 .372 7 4.716 7 43 2 max 2.492 8 4.806 1 .064 3 1.289 1 .011 8 3.706 1 44 mm -4.553 10 .713 7 -.091 4 .269 7 -.234 1 .123 7 45 3 max 2.743 8 1.754 1 .102 3 .025 8 .514 1 -1.674 11 46 min -3.473 10 .25 ' 7 -.041 4 -.363 1 ".079 7 -12.023 1 47 4 max 3.414 6 -.139 11 .122 10 -.085 8 .921 1 -1:878 11 48 mm -2.74 12 -1.108 ..L -.021 4 -1.065 .1 .119 7 -12.678 i 49 _ max 4.827 6 -.497 11 .11 10 0 1 0 1 0 1 50 I -2.405 12. -3.47 j -.015 A.. 0 1 0 _L 0 i_ 51 M7 I max .033 11 1.209 1 -.02 7 -.553 7 1.2 1 10.865 1 1 52 mm .802 1 0 12 -.181 1 -5.145 _1_ .125 8 1.289 8 53 2 max .033 11 .282 1 -.02.. 7 -.553 _7_ .906 1 9.653 1 54 mm -.802 1 -.061 12 -.181 1 -5.145 1 .089 8 1.257 8 55 3 max .033 ' 11 -.073 8 -.02 7 -.553 7 .611 1 9.948 1 56 ' min -.802 1 -.645 1 -.181 1 -5.145 1 .053 '8 1.325 8 57 4 ma .033. 11 -.134 8 -.02 _7 -.553 7 .317 1 11.748 1 58 mm -.802 1 -1.572 1 -.181 1 1 -5.145 1 .01 11 1.493 8 RISA-3D Version 15.0.0 [L:\. ..\.. .\. ...\Calculations\RISA\Stair B.r3d] Page 11 ' P171660 Viat Envelope Member Section Forces (Continued) L Member Sec AxialFkl LC v Sheariki LC z Shearfkl [C Torauelk-ftl [C v-v Momn [C 2-7 Mnm.n I C 59 5 max .033 11 -.195 8 -.02 7 -.553 7 .04 4 15.055 1 mm -.802 1 -2.498 1 -.181 1 -5.145 1 -.057 11 1.761 8 61 M8 1 max 1.517 6 -.196 7 .171 1 5.024 1 .052 4 -1.738 7 min -.443 12 -2.512 1 .019 8 .542 8 -.048 12 -15.043 1 63 2 max 1.517 6 -.135 7 .171 1 5.024 1 .325 1 -1.469 7 64 min- -.443 12 -1.586 1 .019 8 .542 8 .016 12 -11.714 1_1, 65 i.1 max 1.517 6 -.074 7 .171 '1 5.024 1 .603 1 1 -1.3 _7 66 min -.443 12 -.659 1 .019 8 .542 8 .054 8 -9.89 _1 - 67 _.4_ max 1.517 6 .268 1 .171 1 5.024 1 .881 1 -1.23 _7 68 min 1 -.443 12 -.064 11 .019 8 .542 8 .084 8 -9.573 _1 - 69 5 maxI 1.517 6 '1.195' 1 .171 1 5.024 1 1.159 1 -1.26 _7 70 min -.443 12 -.003 11 .019 8 1 .542 8 .114 8 -10.762 1_1 71 M10 1 max 9.056 1 .525 1 .001 7 -.021 7 -.043 7 2.341 1 1 72 mm .845 8 .039 8 -.041 1 -.209 1 -.31 1 1 .178 8 73 2 max 9.016 1 .525 1 .001 7 -.021 7 -.039 7 .919 1 74 mm .815 8 .039 8 -.041 1 -.209 1 -.42 1 .072 8 75 3 max 8.976 1 .525 1 .001 1 7 -.021 7 -.036 7 -.033 8 76 min .785 8 .039 8 -.041 1 -.209 1 -.531 1 -.502 1 77 4 max 8.935 1 .525 1 .001 7 -.021 7 -.032 7 -.139 8 78 min .755 8 .039 8 -.041 1 -.209 1 -.641 1 -1.924 1 1 79 5 max 8.895 1 .525 1 .001 7 -.021 '7 -.029 1 7 -.245 8 80 mm .725 8 .039 8 -.041 1 -.209 1 -.752 1 -3.345 1 81 Mil 1 max 38.166 1 -.001 7 .181 1 1 -.022 7 -.048 7 .006 7 82 min 4.254 7 -.1 1 .013 7 -.212 1 -.732 1 -.282 1 83 . 2 max 38.126 1 -.001 7 .181 1 -.022 7 -.012 7 .01 12 84 min 4.224 7 -.1 _1_ .013 7 -.212 1 -.242 1 -.019 6 85 3 max 38.086 1 -.001 _7_ .181 j_ -.022 ± .249 1 .258 _L 86 min 4.194 7 -.1' _1_ .013 7 -.212 1 .013 8 .014 7 87 _4_ rn 38.046 1 -.001 _7., .181 1 -.022 1 7 .74 1 .528 _L 88 4.164 L -.1 _1_ .013 7 -.212 ..j .049 8 .018 L 89 5 _rnc 38.006 1 -.001 _7 .181 1 -.022 7 1.231 1 .798 1 90 min 4.134 7 -.1 _1 .013 7 -.212 1 .085 8 .022. 7 91 M11A 1 max .001 4 .027 4 .236 1 1 .206 1 -.165 8 .086 4 92 min --.014 5 -.063 3 .023 8 .021 8 -.865 1 -.047 8 93 2 max .001 4 .027 4 .236 1 .206 1 -.128 8 .104 1 94 mm -.014 5 -.027 3 .023 8 .021 8 -.482 1 .023 8 95 3 max 1 .001 4 .053 1 1 .236 1 .206 1 .013 4 .053 6 min -.014 5 .006 8 .023 8 .021 8 -.108 6 0 4 97 4 max .001 4 .097 1 .236 1 .206 1 .284 1 .005 8 98 min--.014 5 .027 4 .023 8 .021 8 -.054 8 -.07 1 99 5 max .001 4 .14 1 .236 1 .206 1 .667 1 -.083 8 100 ' mm -.014 5 .027 4 .023 8 .021 8 -.016 8 -.262 1 101 M12 1 max .001 4 .021 4 .117 1 .203 1 -.125 8 .068 , 4 102 mm -.006 5 -.065 3 .011 8 .02 1 8 -.478 1 -.051 8 103 2 max .001 4 .021 4 .117 1 .203 1 1 -.082 '4 .086 1 104 mm -.006 5 ' -.029 1 3 .011 8 .02 8 -.288 1 .021 8 105 3 1 max ' .001 4 .042 1 .117 1 .203 1 .014 4 .053 6 106 min -.006 5 .005 8 .011 8 .02 8 -.106 6 0 4 107 4 max .001 4 .086 1 .117 1 .203 1 - .109 ' 4 .006 8 108, min -.006 5 .021 4 .011 8 .02 8 -.072 8 -.052 1 109 5 max .001 4 .129 1 .117 1 .203 1 .284 1 -.07 4 110 min -.006 5 .021 4 .011 8 .02 8 -.055 8 -.226 1 111 M13 1 max .001 1 .016 4 .052 1 .198 1' -.07 4 .051 4 112 min 0 7 -.067 3 .004 8 .02 8 -.263 1 -.055 3 113 2 max .001 1 .016 4 .052 1 .198 1 -.028 4 .069- 1 114 min 0 7 -.031 3 .004 8 .02 8 -.179 1 .019 8 115 max .001 1 .032 1 .052 1 .198 1 -.015 4 .053 6 16 - min- 0 7 .003 8 .004- 8 .02 8 -.105 6 0 4 1 '4 max .001 1 .075 1 .052 1 .198 1 .057 ± .008 RISA-30 Version 15.0.0 [LA ... \ ... \ ... \Calculations\RISA\Stair B.r3d] Page 12 118 min 0 7 .016 4 .004 8 .02 8 .085 3 -.035 1 119 5 max .001 1 .118 1 .052 1 .198 1. .099 4 -.053 4 120 min 0 7 .016 4 .004 8 .02 8 -.076 8 -.193 1 121 M14 I max .005 1 .007 4 0 12 .181 1 .03 4 .02 4 122 mm .001 7 -.078 5 -.008 1 .018 8 -.092 3 -.066 3 123 2 i max ..005 1 .007 4 0 12 .18.1 1 .024 4 .038 1 124 mm .001 7 -.034 5 -.008 1 .018 8 -.094 3 .01 4 125 3 max .005 1' .013 1 0 12 .181 1 .018 4 .052 6 126 mm .001 7 .002 8 -.008 1 .018 8 -.098 6 0 4 127 4 max .005 1 .056 1 0 12 .181 1 .012 4 .011 3 128 mm .001 7 .007 4 -.008 1 .018 8 -.108 6 -.012 4 129 5 max .005 1 1 .099 1 0 12 .181 1 .006 4 -.022 4 130 mm .00i 7 .007 4 -.008 1 .018 8 '-.118 6 -.131 1 131 MiS 1 max .004 j_ .011 4 .015 j .19 1 -.008 ..4. 035 _4_ 132 min 0 7 -.072 0 .019 8 -.14 10 -.061 3 133 . 2 max .004 1 .011 4 .015 1 .19 1 .004 1 4 .053 1 134 1 min 0 7 -.032 1 3 0 8 .019 8 -.12 10 .017 4 .185 3 max .004 1 .022 1 .015 1 .19 1 .016 4 .052 1 6 136 '7 .002 8 0 8 .019 8 -.102 6 0 4 137 4 max 1 .065 1 .015 1' .19 1 .028 4 .01 8 138 mm _7 - .011 4 0 8 .019 8 -.094 3 -.019 1 139 5 mmL .O04max _1 .109 1 .015 1 .19 1 .04 4 -.037 4 44 min 7 .011 4 0 8 .019 8 -.09 3 -.161 1 141 M16 L 1 .002 4 -.003 7 .17 1 .056 4 .006 4 142 min .002 8 -.083' 10 -.022 1 .017 8 -.082 3 -.078 10 143 2 max .006 1 .002 4 -.003 7 .17 1 .039 4 .024 1 144 mm .002 8 -.04 10 -.022 1 .017 8 -.088 3 .003 4 145 max .006 1 .005 1' -.003 7 .17 1 .021 4 .052 6 146 mm .002 8 0 12 -.022 1 .017 8 -.094 3 -.001 4 147 4 max .006 1 .048 1 -.003 7 .17 1 .003 4 '.014 3 14 mm .002 8 .002 4 -.022 1 .017 8 -.118 6 -.005 - 4 149 max .006 1 .091 1 -.003 7 .17 1 -.014 4 -.009 4 150 min .002 8 .002 4 -.022 1 .017 8 -.151 1 -.104 1 151 M17 1 max .008 1 -.002 4 -.004 7. .158 1 .077 4 -.006 k 152 1 min .002 8 -.09 1 -.032 1 .016 8 -.074 3 -.1 t 153 2max .008 1 -.002 4 -.004 7 .158 1..05 4 .014 3 154 mm .002 8 -.046 1 -.032 1 .016 8 -.083 3 -.004 4 155 max .008 1 0 8 -.004 7 .158 1 .024 4 .052 6 156 min .002 8 -.003 1 -.032 1 .016 8 -.092 3 -.001 4 151 4 max .008 1 .041 6 -.004 7 .158 t -.002 4 .021 1 .158 __mm .002 8 -.002 4 -.032 1 .016 8 -.124 9_ .001 159 5 max .008 1 .085 6 -.004 7 .158 1 -.028 4 .004 4 .166 mm .002 8 -.002 4 -.032 1 .016 8 -.176 1 -.083 161 M18 1 max .01 1 -.005 4 -.005 7 .143 1 .094 4 -.018 4 162 min .002 8 -.097 1 -.041 1 .014 8 -.066 3 -.123 1 163 2 max .01 1 -.005 4 -.005 7 .143 1 .062 4 .012 8 164 mm .002 8 -.053 1 -.041 1 .014 8 -.077 -.01 4 165 3 max .01 1 0 8 -.005 7 .143 1 .029 4 .051 6 166 mm .002 8 -.01 1 -.041 1 .014 8 -.088 3' -.002 4 167 4 max .01 1 .037 6 -.005 7 .143 1 -.004 4 .032 1 mm .002 8 -.005 4 -.041 1 .014 8' -.126 1 .007 4 169 5 max .01 1 .08 6 -.005 7 .143 1 1 -.037 4 .015 4 170 mm .002 8 -.005 4 -.041 1 .014 8 -.193 1 1 -.069 6 171 M19 1 max .012 1 -.008 4 -.005 7 .127 1 .112 4 -.028 4 172 mm .003 8 -.103 1 -.048 1 .013 8 -.059 7 -.144 1 173 2 max .012 1 -.008 4 -.005 7 .127 1 .073 4 .011 8 1 mm .003 8 -.06 1 -.048 1 .013 8 -.071 3 -.015 175 3. max .012 1 -.001 8 -.005 7 .127 1 .034 4 .051 6 176 min 1 '.003 1 8 -016 1 ' -.048 1 .013 8 -.084 3 -.002 4J RISA-3D Version 15.0.0 [LA ... \...\... \Calculations\RISA\Stamr B.r3d] ' Page 13 177 4 max .012 1 .033 3 -.005 7 .127 1 -.005 4 .041 1 178 mm .003 8 -.008 4 -.048 1 .013 8 -.125 1. .011 4 179 5 max .012 1 .076 6 -.005 7 .127 1 -.044 4 .025 4 180 min .003 8 -.008 4 -.048 1 .013 8 -.204 1 -.064 3 181 M20 1 max .015 1 -.011 4 -.006 7 .108 1 .15 1 -.038 4 mm .004 8 -.108 1 -.056 1 .011 8 -.053 7 -.163 1 183 2 max .015 1 -.011 4 -.006 7 .108 1 .085 4 .01 8 184 min .004 8 -.065 1 -.056. 1 .011 8 -.064 3 1 -.022 1 185 3 max .015 1 -.002 8 -.006 7 .108 1 .041 4 .05 6 186 mm .004 8 -.022 1 -.056 1 .011 1 8 -.08 3 -.002 4 187 4 max .015 1 .032 3 -.006 7 .108 1 -.004 4 .049 1 188 mm .004 8 -.011 4 -.056 1 .011 8 -.121 9 .016 4 189 5 max .015 1 .072 6 -.006 7 .108 1 -.049, 4 .033 4 190 mm .004 8 -.011 4 -.056 1 .011 8 -.211 1 -.062 3 191 M21 1 max .018 1 -013 4 -.007 7 .087 1 .193 1 -.046 4 192 mm .004 8 -.113 1 -.063 1 .008 8 -.045 7 -.179 1 193 2 max .018 1 -.013 4 -.007 7 .087 1 .099 4 .008 8 194 min 004 8 -.07 1 -.063 1 .008 8 -.056 8 -.031 1 195 3 max .018 1 -.003 8 -.007 7 .087 1 .049 4 .049 6 196 mm .004 8 -.027 1 -.063 1 .008 8 -.074 3 1 -.003 4 197 4 max .018 1 .032 3 -.007 7 .087 1 -.002 4 .056 1 min .004 8 -.013 4 -.063 1 .008 8 -.114 9 .017 8 199 5 max .018 1 .069 6 -.007 7 .087 1 -.053 4 .04 4 200 mm .004 8 -.013 4 -.063 1 .008 8 -.215 1 -.059 3 201 M22 1 max .022 1 -.015 4 -.008 7 .064 1 .242 1 -.052 4 202 mm .005 8 -.117 1 -.07 1 .006 8 -.036 7 -.192 1 203 2 max .022 1 -.015 4 -.008 7 .064 1 .128 1 .008 8 204 mm .005 8 -.073 1 -.07 1 .006 8 -.049 8 -.038 1 205 3 max .022 1 -.003 8 -.008 7 .064 1 .058 4 .048 6 206 mm .005 8 -.03 1 -.07 1 .006 8 -.066 3 -.003 4 207 4 max .022 1 .031 3 -.008 7 .064 1 .001 4 .06 1 208 mm .005 8 -.015 4 -.07 1 .006 8 -.105 9 .017 - 8 209 5 max .022 1 ' .067 3 -.008 7 .064 1 -.055 4 .046 1 ,4 - 210 mm .005 8 -.015 4 -.07 1 .006 8 -.215 1 -.058 3 211 M23 1 max .026 1 -.016 4 -.009 7 .037 1 .295 1 -.057 4 212 min .007 8 -.119 _1 -.078 1 .003 8 -.026 8 -.202 1 213 2 max .026 1 -.016 _4 -.009 7 .037 1 .169 L .007 214 mm .007 8 -.076 _1 -.078 1 .003 8 -.041 8 -.044 1 215 - 3 max .026 1 1 -.003 8 -.009 7 .037 1 .07 4 .047 6 216 mm .007 8 -.033 1 -.078 1 .003 8 -.058 - 3 -.004 4 217 4' max .026 1 .03 3 -.009 7 .037 1 .007 4 .063 1 218 min .007 8 -.016 4 -.078 _1_ .003 8 -.091 9 .017 219 max .026 1 .066 3 -.009 _7_ .037 1 -.056 4 .049 4 220 min .007 8 -.016 k -.078 _1_ .003 8 -.21 L -.057 221 M24 1 max .029 1 -.017 4 .009 _7_ .007 1 .353 1 -.06 4 222 min .008 8 -.121 1 -.085 _1_ 0 8 -.015 8 -.209 1 223 2rn .029 1 -.017 4 -.009 _7_ .007 1 .216 1 .006 8 224 mm .008 8 -.077 1 -.085 1_ 0 8 -.031 8 -.048 1 225 3 max .029 1 -.003 8 -.009 7_ .007-- 1 .084 4 .046 6 226 min .008 8 -.034 1 -.085 1_ 0 8 -.047 3 -.004 4 227 4 max .029 1 .03 3 -.009 7 .007 1 .016 4 .063 1 228 min .008 8 -.017 4 -.085 1_ 0 1 8 -.072 9 .017 8 229 5 rn .029 1 .066 3 -.009 7 .007 1 -.053 4 .051 4 230 mm .008 8 -.017 4 -.085 1 0 8 -.197 1 -.057 8 231 - M25 1 rn .028 1 -.017 4 -.01 7 -.003 7 .414 1 -.061 4 232 mm .008 8 -.12 1 -.09 1 -.027 t -.002 8 -.211 1 233 max .028 1 -.017 4 -.01 7 -.003 7 .268 1 .005 8 234 min .008 8 -.077 1 -.09 1 -.027 1 -.019 8 -.05 1 235, 3 max .028 1 -.003 8 -.01 7 -.003 7 .121 1 .044 6 RISA-3D Version 15.0.0 [LA ... \...\... \Calculatioris\RISA\Stair B.r3d] Page 14 236 rrnn 008 8 034 1 09 1 1 -027 1 1 -036 8 005 4 237 4 max .028 1 .03 3 -.01 7 -.003 7 .029 4 .061 1 238 min .008 8 -.017 4 -.09 1 -.027 1 -.059 3 .016 8 239 5 1 max .028 1 .066 3 -.01 7 -.003 7 -.044 A .05 4 240 min 008 8 017 4 09 1 -.027 1 172 1 057 3 241 M26 1 max .03 1 -.016 4 -.01 7 -.007 7 .473 1 -.059 4 242 min .008 8 -.119 1 -.092 1 -.065 1 .011 8 -.208 1 243 2 max .03 1 -.016 4 -.01 7 -.007 7 .324 1 .005 8 244 mm .008 8 -.076 1 -.092 1 -.065 1 -.006 8 -.05 1 245 max .03 1 -.003 8 -.01 7 -.007 7 .174 1 .042 6 246 min .008 8 -.032 1 -.092 1 -.065 1 -.023 8 -.006 4 247 4 max .03 1 .031 3 -.01 7 -.007 7 .048 4 .055 1 248 mm .008 8 -.016 4 -.092 1 -.065 1 -.044 3 .015 8 249 5 max .03 1 .067 3 -.01 7 -.007 7 -.026 4 .046 4 250 mm .008 8 -.016 4 -.092 1 -.065 1 -.125 1 -.059 3 251 M27 1 max .112 1 -.014 4 -.009 7 -.012 7 .522 1 -.054 4 252 min .023 1 8 -.115 1 -.086 1 -.109 1 .025 8 -.199 1 253 2 max .112 1 -.014 1 4 -.009 7 -.012 7 .381 1 .005 8 254 mm .023 8 -.072 1 -.086 1 -.109 1 .01 8 -.047 1 255 3 max .112 1 -.003 8 -.009 7 -.012 7 .241 1 .04 6 256 mm .023 8 -.029 1 -.086 1 -.109 1 -.006 8 -.008 4 257 4 max .112 1 .031 3 -.009 7 -.012 7 .1 1 .046 1 258 min .023 8 -.014 4 -.086 1 -.109 1 -.022 3 .014 8 259 5 max .112 1 .068 6 -.009 7 -.012 7 .009 4 .039 4 260 min .023 8 -.014 4 -.086 1 -.109 1 -.053 9 -.062 3 261 M28 1 max .522 1 -.011 4 -.007 7 -.017 7 .536 1 -.046 4 262 min .097 8 -.109 1 -.066 1 -.157 1 .037 8 -.184 1 263 2 max .522 .1 -.011 4 -.007 7 -.017 7 .429 1 .005 8 264 min .097 8 -.066 1 -.066 1 -.157 1 .025 8 -.041 1 265 3 max .522 1 -.002 8 -.007 7 -.017 7 .321 1 .038 3 266 mm .097 8 -.023 1 -.066 1 -.157 1 .014 8 -.009 4 267 4 max .522 1 .032 3 -.007 7 -.017 7 .214 1 .033 1 268 min .097 8 -.011 4 -.066 1 -.157 1 .002 8 .009 4 269 5 max .522 1 .072 6 -.007 7 .017 7 .106 1 .028 4 270 mm .097 8 -.011 4 -.066 1 -.157 1 -.013 11 -.067 3 271 M29 1. max 1.376 1 .007 _4 -.001 8 -.023 7 .441 1 -.035 4 272 1 min .251 L -.101 j -.017 1j_ -.211 1i_ .037 8 -.162 L 273 2 max 1.376 1 -.007 _4 -.001 8 -.023 7 .414 1 .005 8 274 mm .251 7 -.057 1 -.017 1 -.211 1 .034 .8 -.033 1 275 3 max 1.376 1 -.001 8 -.001 8 -.023 7 .386 1 .036 3 276 mm .251 7 -.014 1 -.017 1 -.211 1 .032 8 -.012 4 277 4 max 1.376 1 .034 6 -.001 8 -.023 7 .358 1 .014 9 278 mm .251 7 -.007 4 -.017 1 -.211 1 .03 8 0 4 279 5 max 1.376 1 .077 6 -.001 8 -.023 7 .331 1 .012 4 280 min .251 7 -.007 4 -.017 1 -.211 1 .027 8 -.077 5 281 M30 1 max -.171 8 -.005 4 .011 1 .228 1 .339 1 -.029 4 282 mm -1.348 1 -.097 _1 .001 8 .025 8 .029 7 -.151 1 283 2max -.171 8 -.005; _4 .011 j .228 1 .357 1 .005 ± 284 min -1.348 1 -.053 _1 - .001 8 .025 8 .031 7 -.029 1 285 3- max -.171 8 -.001 7 .011 1 .228 1 .375 1 .036 3 286 mm -1.348 1 -.01 1 .001 8 .025 8 .033 7 -.013 1 4 287 4 max -.171 8 .037 5 .011 1 .228 1 .393 1 .009. 3 min -1.348 1 -005 4 .001 8 .025 8 .036 7 -.005 4 289 5 max -.171 8 .08 5 .011 1 .228 1 .411 1 .004 4 290 1 min -1.348 1 -.005 4 .001 8 .025 8 .038 7 -.089 6 291 M31 1 max -.146 7 -.01 4 -.006 8 .173 1 .511 1 -.042 4 292 min -.831 1 -.106 1 -.051 1 .019 8 .039 7 -.175 1 293 2 max -.146 7 -.01 4 -.006 8 .173 1 .429 1 .005 7 294 mm -.831 1 -.063 1 -.051 1 .019 8 .03 7 -.038 1 - RISA-3D Version 15.0.0 [LA ... \...\... \Calculations\RISA\Stair B.r3d] Page 15 295 3 max -.146 7 002 1 7 006 8 173 1 346 1 037 3 296 min -.831 1 02 1 051 1 019 8 02 7 01 4 297 4 max -.146 7 .033 3 -.006 8 .173 1 .264 1 .026 1 298 mm -.831 1 -.01 4 -.051 V. .019 8 .011 7 .006 4 299 . 5 max -.146 7 .074 5 -.006 8 .173 1 .181 1 .022 4 300 mm -.831 1 -.01 4 -.051 1 .019 8 .001 7 -.069 3 301 M32 _j_ max -.041 7 .-.013 4 -.009. 8 .123 .1 .521 1 -.051 4_ 302 mm -.226 1 -.113 1 -.078 1 .013 8 .029 1 7 -.193 1 303 _2_max -.041 7 -.013 4 -.009 8 .123 1 .394 1 .005 7 304 mm -.226 1 1 -.07 1 -.078 1 .013 8 .015 7 -.045 1 305 3 max 041 7 003 ± 009 8 123 1 268 1 039 3 306 mm -.226 1 -.026 1 -.078 1 013 8 0 7 -.008 4 307 4 max -.041 7 .032 3 -.009 1_8 .123 1 .141 1 .041 1 308 mm -.226 1 -.013 4 -.078 _1 .013 8 -.014 7 .013 4 309 5 max -.041 7 .069 . 5 -.009 _8 .123 1 .034 4 .035 4 310 mm -.226 1 -.013 4 -.078 _1 - .013 8 -.036 1 12 -.064 3 311 M33 1 max -.011 12 -.015 4 -.01 8 .079 1 .479 1 -.057 4 312 min -.047 1 -.117 j -.087 j .008 8 .015 i_ -.204 .i 313 2 max -.011 12 -.015 .4 -.01 8 .079 1 .337 1 .005 7 314 min -.047 1 -.074 1 -.087 1 .008 8 -.001 7 -.049 1 315 3 max -.011 12 -.003 7 -01 8 .079 1 .196 1 .041 5 316 mm -.047 1 -.031 1 -.087 1 .008 8 -.017 7 -.007 4 317 4 max -.011 . 12 .031 3 -.01 8 .079 1 .061 4 .052 1 318 mm -.047 1 -.015 4 -.087 1 .008 8 -.036 3 .015 7 319 5 max -.011 12 .067 3 -.01 8 .079 1 -.01 4 .043 4 320 mm -.047 1 -.015 .4 -.087 1 .008 8 -.09 10 -.06 3 321 M34 1 max -.008 7 -.017 4 -.01 8 .04 1 .422 1 -.06 4 322 mm -.027 1 -.12 1 -.087 1 .004 8 .001 7 -.209 1 323 2 max -.008 7 -.017 4 -.01 8 .04 1 .28 1 .005 7 324 mm -.027 . 1 -.077 1 -.087 1 .004 8 -.015 7 -.05 1 325 3 max -.008 7 -.003 7 -.01 8 .04 1 .138 1 .043 5 326 min -.027 1 -.033 1 -.087 1 .004 8 -.031 7 -.006 4 327 4 max -.008 7 .03 3 -.01 8 .04 1 .038 4 .059 1 328 mm -.027 1 -.017 4 -.087 1 .004 8 -.053 3 .016 7 329 5 max -.008 7 .066 3 -.01 8 .04 1 -.033 4 .048 4 330 mm -.027 1 -.017 4 -.087 1 .004 8 -.145 1 -.058 3 331 M35 1 max -.008 7 -.017 _4_ -.009. 8 .005 1 .361 1 -.06 4 332 mm -.029 1 -.12 _1 - -.083 1 0 8 -.011 7 -.209 1 333 2 max -.008 7. -.017 _4_ -.009 8 .005 1 .227 . 1 .006 7 334 mm -.029 1 -.077 _1 - -.083 1 0 8 -.027 7 -.048 1 335 3 max -.008 7 -.003 j_ -.009 8 .005 1 .092 1 .045 5 336 min -.029 i_ -.034 _1_ -.083 1 0 8 -.043 7 -.005 4 337 4 max -.008 7 .03 3 -.009 8 .005 1 .023 4 .062 1 338 mm -.029 1 -.017 4 -.083 1 0 8 -.066 3 .017 7 339 5 max -.008 7 .066 3 -.009 8 .005 1 -.044 4 .05 4 340 mm -.029 1 -.017 4 -.083 1 0 8 -.177 1 -.057 7 341 M36 1 max -.007 7 -.017 4 -.008 8 -.002 7 .303 1 -.058 4 342 . min -.027.. 1 -.12 1 -.076 1 -.026 1 -.023 7 -.204 1 343 2 max -.007 7 -.017 4 -.008 8 -.002 7 .179 1 .006 7 344 mm -.027 1 -.076 1 -.076 1 -.026 1 -.038 7 -.045 1 345 ____ 3 max .007 7 -.003 7 -.008 8 -.002 . 7 .075 4. .047 5 346 ___ mm -.027 1 -.033 1 -.076 1 -.026 1 -.054 3 -.004 4 347 4 max -.007 7 .03 3 -.008 8 -.002 7 .013 4 .063 1 348 ___ mm I n -.027 1 -.017 4 -.076 1 -.026 1 -.081 110 .017 7 349 __ 5 max -.007 7 .066 3 -.008 8 -.002 7 -.049 4 .05 - 4 350 mm -.027 1 -.017 4 -.076 1 -.026 1 -.194 1 -.057 7 351 M37 1 max -.006 7 -.016 4 -.008 8 -.005. 7 .249 1 -.054 4 352 _________ mm -.023 1 -.118 1 -.069 1 -.054 1 -.034 8 -.196 1 3531 2 1 max -.006 7 -.016 4 -.008 8 -.005 7 .136 1 .007 7 RISA-3D Version. 15.0.0 [L:\...\ ... \..\CaIcuIations\RISA\Stair B.r3d] . Page 16 411 412 M43 1 min -.002 -.007 7 1 0 ' -.085 4 10 -.003 -.022 8 1 -.016 -.165 ± 1 .058 -.081 4 3 .002 -.085 9 RISA-3D Version 15.0.0 [L:\... \...\... \Calculations\RISA\Stair B.r3d] Page 17 354 mm. 023 1 074 1 069 1 054 1 047 7 04 1 355 3 r -.006 7 -.003 7 -.008 8 -.005 7 .062 4 .048 5 356 min 023 1 031 1 069 1 054 1 -064 3 003 4 357 _4_ max -.006 7 .031 3 -.008 8 -.005 7 .006 4 .061 1 358 min -.023 .1 -.016 4 -.069 1 -.054 1 -.097 10 .017 7 359 5 max -.006 7 .067 3 -.008 8 -.005 7 -.05 4 .047 4 360 min -.023 1 -.016 4 .069 1 -.054 1 -.202 1 -.057 3 361 M38 1 max -.005 7 -.014 4 -.007 8 -.007 7' .199 1 -.048 4 362 min -.019 1 -.114 1 -.062 1 -.078 1 -.043 8 -.184 1 363 2 -.005 7 -.014 4 -.007 8 -.007 7 .102 4 .008 7 364 min -.019 1 - -.071 _1 -.062 1 -.078 1 -.054 7 -.033 1 365 3 max -.005 7 -.003 7 -.007 8 -.007 7 .052 4 .049 5 366 min -.019 1 -.028 _1. -.062 1 -.078 1 -.071 3 -.003 4 -.005 7 .031 3 -.007 -.007 7 .001 4 .057 _L 368 min -.019 1 -.014 4 -.062 1 -.078 1 -.108 10 .017 i 369 5 max -.005 7 .068 5 -.007 8 -.007 7 -.049 4 .042 4 370 min -.019 1 -.014 4 -.062 1 -.078 1 -.205 1 -.059 3 371 M39 1 max -.004 7 -.012 4 -.006 8 -.01 7 .155 1 -.041 4 372 min -.016 '1 -.11 1 -.055 1 -.1 1 -.051 8 -.169 1 373 2 max -.004 7 -.012 4 -.006 8 -.01 7 .088 4 .009 7 374 min -.016. 1 -.067 1 -.055 1 -.1 1 -.062 3 -.025 1 375 3 max -.004 7 -.002 7 -.006 8 -.01 7 .043 4 .05 5 376 min -.016 1 -.024 1 -.055 1 -.1 1 -.078 3 -.002 4 377 4 max -.004 7 .032 3 -.006 8 -.01 7 -.001 4 .052 1 378 min -.016 1 -.012 4 -.055 1 -.1 1 -.116 10 .016 7 379 5 max -.004 7 .071 5 -.006 8 -.01 7 -.046 4 .036 4 380 1 min -.016 1 -.012 4 -.055 1 - -.1 1 -.203 1 .061 3 381 M40 1 max -.003 ± -.009 4 -.005 8 -.012 7 .114 1 -.032 4 382 min -.013 1 -.105 1 -.048 1 -.119 1 -.058 8 -.151 1 383 _2_ max -.003 ± -.009 4 -.005 8 -.012 7 .075 4 .01 7 384 _min -.013 1 -.062 j -.048 i_ -.119 -.069 1 -.017 4 385 3 -.003 7 -.002 7 -.005 8 -.012 7 .036 4 .05 5 386 min -.013 1 -.018 1 -.048 1 -.119- 1 -.083 3 -.002 4 387 _4_ -.003 L .033 -.005 -.012 L -.003 4_ .044 1 388 min -.013 1 -.009 4 -.048 1 -.119 1 -.12 10 .013 4 389 5 max -.003 7 .075 5 -.005 8 -.012 7 -.041 4 .028 4 390 min -.013 j -.009 4 -.048 1 -.119 1 -.197 1 -.063 3 391 M41 1 max -.003 7 -.006 4 -.005 8 -.013 7 .096 4 -.022 4 392 min -.011 i_ -.099 j -.04 i_ -.136 i_ -:064 -.131 393 2 max -.003 7 -.006 4 -.005 8 -.013 7' .063 4 .011 7 394 mm -.011 1 -.056 1 -.04 1 -.136 1 -.076 3 -.012 4 395 3 max -.003 7 -.001 7 -.005 8 -.013 _7 .031 4 .051 5 396 min -.011 1 -.012 1 -.04 1 -.136 _1 - -.087 3 -.002 4 397 _4 max -.003 7 .035 5 -.005 8 -.013 _7 -.002 4 .035 1 398 min -.011 1 -.006 4 -.04 1 -.136 - 1 - -.122 10 .009 4 399 5 max -.003 7 .078 5 -.005 8 -.013 _7. -.035 4 .019 4 400 min -.011 1 -.006 4 -.04 1 -.136 1 -.187 1 -.066 3 401 M42 1 -.002 7 -.003 4 -.004 8 -.015 _7 .078 4 -.011 4 402 min -.009 1 -.092 1 -.032 1 -.151 _1, -.072 3 -.108 1 403 2 max -.002 7 -.003 4 -.004 8 -.015 _7 .052 4 .013 3 404 min -.009 1 -.049 ' 1 -.032 1 -.151 _1 -.081 3 -.006 4 405 3 max -.002 7 0 7 -.004 8 -.015 _7 .026 4 .051 5 406 min -.009 1 --.006 1 -.032 1 -.151 _1 -.09 3 -.001 4 407 4 max -.002 7 .04 5 -.004 8 -.015 7 0 4 .025 1 408 min -.009 1 -.003 4 -.032 1 -.151 1 -.121 10 .003 4 409 5 max -.002 7 .083 5 -.004 8 -.015 7 -.026 4 .008 4 410 min L -.009 L -.003 4 -.032 L -.151 j -.171 1 -.078 5 413 2 max -.002 7 0 4 -.003 8 -.016 7 .04 4 .019 5 414 mm 007 1 042 10 022 1 165 1 -.087 3 0 4 415 3 max -.002 7 .002 1 -.003 8 -.016 7 .022 4 .052 5 416 mm -.007 1 0 11 -.022 1 -.165 1 -.093 3 -.001 4 417 ' 4 max -.002 7 .045 1 -.003 8 -.016 7 .005 4 .015 10 418 mm -.007 1 0 4 -.022 1 -.165 1 -.116 10 -.003 4 419 5 ma 002 7 088 1 003 8 016 7 -.013 4 004 4 420 mm -.007 1 0 4 -.022 1 -.165 1 -.147 1 -.095 1 421 M44 1 max -.002 7 .005 4 0 11 -.017 7 .032 4 .015 4 422 min -.006 1 -.08 5 -.008 1 1 -.176 1 -.091 3 -.067 3 423 2 max -.002 7 .005 4 0 11 -.017 7 .026 4 .033 1 mm -.006 1 -.036 5 -.008 1 -.176 1 -.093 3 .007 4 4251 3 max -.002 7 01 1 0 11 -.017 7 .019 4 .052 5 426 mm -.006 1 .001 7 -.008 1 -.176 1 -.096 5 -.001 4 427 4 max -.002 7 .053 1 0 11 -.017 7 .013. 4 .012 3 428 mm -.006 1 .005 4 -.008 1 -.176 1 -.105 5 -.009 4 429 5 max -.002 7 .096 1 0 11 -.017 7 .007 4 -.017 4 430 mm -.006 1 .005. 4 -.008 1 -.176 1 -.115 5 -.122 1 431 M45 1 max -.001 7 .009 4 .015 1 .-.019 _7_ -.007 4 .03 4 432 ' mm -.005 1 -.074 5 0 7 -.186 1 -.136 1. -.062 3 433 .i_ max -.001 7 .009 4 .015 1 -.019 ' _7_ .005 4 .047 1 434 mm -.005 1 -.033 3 0 7 -:186 _1 -.117 9 .015 4 435 3 max -.001 7 .019 1 .015 1 -.019 _7_ .017 4 .052 5 436 min -.005 1 .002 7 0 7 -.186 _1_ -.1 5 0 4 437 4 1 max -.001 7 .062 1 .015 1 -.019 _7_ .029 4 .01 7 438 mm -.005 1 .009 4 0 7 -.186 _1 -.093 3 -.016 4 439 5 max -.001 7 .105 1 .015 1 -.019 7 .041 4 -.032 4 440 mm -.005 1 .009 4 0 7 -.186 1 -.089 3 -.15 1 441 M46 1 max 0 7 .014 4 .052 1 -.019 7 -.069 4 .046 4 442 mm -.001 1 1 -.068 5 .004 '7 -.194 1 -.261 1 -.057 3 443 2 max 0 7 .014 4 .052 1 -.019 7 -.026 4 .063 1 444 mm -.001 1 -.031 3 .004 7 -.194 1 -.177 1 .019 7 445 3 max 0 7 .029 1 .052 1_ - -.019 7 .016 4 .052 5 446 min -.001 1 .003 7 .004 7_ -.194 _L -.103 5 0 A. 447 4 max 0 7 .072 1 .052 1_ -.019 7 .058 4 .009 7 448 mm -.00i 1 .014 4 .004 7_ -.194 1 -.084 3 -.03 1 449 5 Imax , 0 7 .115 1 .052 1_ - -.019 7 .1 4 -.047 4 450 mm -.001 1 .014 4 .004 ]_ -.194 1 -.075 7 -.182 1 451 M47 1 max .014 5 .019 4 .117 1_ -.02 7 -.125 7 .062 4 452 __________ min -.002 4 -.065 1 .011 7_ --.201 -.476 j -.052. _L 453 2max .014 5 .019 4 .117 .1_ -.02 7 -.081 4 .08 1 454 mm -.002 4 -.029 3 .011 ]_ -.201 1 -.285 1 .02 7 455 3 max .014 5 .039 1 .117 1 -.02 7 .015 4 .053 5 456 mm -.002 4 .004 7 .011 7 -.201 1 -.104 5 0 4 457 4 max .014 5 .082 1 .117 1 -.02 7 .11 4 .007 7 458 mm -.002 4 .019 4 .011 7 -.201 1 -.072 7 -.046 1 459 5 max .014 5 .125 1 .117 1 -.02 7 .286 1 -.064 4 460 mm -.002 4 .019 4 .011 7 -.201 1 -.054 7 -.215 1 461 M48 1 max .043 5 .025 4 .235 1 -.021 7 -.165 7 .08 4 462 mm -.004 4 -.064 3 .023 7 -.205 1_ -.862 1 -.048 T 2 max .043 5 .025 4 .235 , 1 -.021 ]_ -.128 7 .098 1 464 min -.004 4 -.028 3 .023 7 -.205 1 -.48 1 .022 7 465, 3 max 1 .043 5 ' .05 1 .235 1 -.021 ]_ .014 4 .053 5 466 min -.004 4 .005 7 .023 7 -.205 1_ -.106 5 0. 4 467 4 max .043 5 .093 1 .235 1 -.021 7 .286 1 .005 7. 468 min -.004 4 .025 4 .023 7 -.205 1 -.053 '7 -.064.' 1 469 5 max .043 5 .136 1 .235 1 -.021 7 .668 1 -.082 4 470 min -.004 4 .025 4 .023 7 -.205 1 -.016 7 -.25 1 471 1 M48A 1 1 I max, 2.705 1 11 1 -.48 1 12 .007 1 4 1 0 1 1 1 0 1 1 0 1 1 RISA-30 Version 15.0.0 [L:\ ... \...\... \Calculatmons\RISA\Stamr B:r3d] Page 18 4.72. mm -4.07 5 -3.463 - 1 079 9 0 1 0 1 0 1 473 2 max 3.228 9 -.176 12 .016 4 1.027 1 .856 1 12.467 1 474 mm -2.888 7 -1.173 1 -.13 9 .086 7 .056 8 1.84 12 475 3 max 4.404 9 1.647 t .033 4 .494 1 .531 1 12.008. 1 476 min -2-624 ± .21 8 -.107 3 -.005 7 .027 8 1.674 12 47 _4._ max 5.509 1 9 4.684 1 .078 4 -.224 8 -.016 7 -.097 8 478 mm -2.371 7 .672 8 -.072 3 -1.006 1 -.096 1 -3.488 1 5 max 1 6.636 9 7.657 1 2.518 1 -.622 8 1.913 1 -4.685 8- 480 1 rnp -2.112 7 1.126 8 .337 8 -3.033 1. .365 8 -34.888 1 1 Envelope Member Section Stresses Mmhr Rar AviI1kd1 I ( i.hcrF I ( hrF I r ,_TrrFkiI I r ,_Rrt[ki1 I C 7.Trr1kFI I C 7RtFkci1 I r Ml lmax 06211 147 0525 0 1 0 1 0 1 0 11 2 min -.601 1 -1.008 1 -.004 4 0 . 1 0 1 0 1 0 1 _ 2 max .088 11 -.063 7 .088 5 -1.549 7 10.827 1 1.076 1 -.154 8 mm -.433 5 -.444 1 -.009 4 -10.827 1 1.549 7 .154 8 -1.076 1 5 3 max .13 11 .048 1 .07 3 -1.821 7 13.378 1 .649 1 -.096 8 6 mm -.246 5 -.004 11 -.02 4 -13.378 1 1.821 7 .096 8 -.649 1 7 4 max .258 9 .503 1 .048 7 -.94 7 8.851 1 .013 7 .154 1 8 . .min -.134 7 .066 11 -.05 4 -8.851 1 .94 7 -.154 1 1 -.013 7 rn .452 9 .968 1 -.218 8 2.251 1 .256 11 -.561 7 3.76 1 10 nln -.091 7. .138 11 -1.635 1 -.256 11 -2.251 1 -3.76 1 .561 7 11 M2 I max .038 10 -.006 11 .101 1 .979 5 .151 11 -.116 7 1.281 1 12 min .03 8-272 1 .009 7 -.151 11 -.979 5-1.281 1 .116 7 13 2 max .038 10 .005 11 .101 1 .395 7 .194 9 -.091 7 .993 1 14_ mm -.03 8 -.096 1 .009 7 -.194 9 -.395 1 -.993 1 .091 7 15 3 max .038 10 .08 1 .101 1 ..4 7 .176 9 -.067 7 .704 1 16 mm -.03 8 .007 7 .009 7 -.176 9 -.4 7 -.704 1 1 .067 1 7. 17 4 max .038 110 .256 1 .101 1 .873 5 -.024 11 -.039 8 1 .416 1 18 mm -.03 8 .018 7 .009 7 .024 11 1 -.873 5 -.416 1 .039 8 19 5 max .038 10 .432 1 .101 1 2.637 1 -.203 11 -.011 8 .127 1 20 mm -.03 8 .03 7 .009 7 .203 11 -2.637 1 -.127 1 .011 8 _21 M3 1 max .045 8 -.031 8 .105 1 3.3 1 -.341 12 .112 1 -.007 7 22 min -.072 10 -.438 1 .009 8 .341 12 -3.3 1 1 .007 1 -.112 1 23 2 max .045 8 -.019 8 .105 1 1.486 1 -.155 12 .413 1 -.04 7 24_ min -.072 10 -.262 1 .009 8 .155 12 -1.486 1 .04 1 -.413 1 25 3 max .045 8 -.007 8 .105 1 .7 6 -.03 12 .713 1 -.067 8 26 mm -.072 10 -.086 1 .009 8 .03 12 -.7 6 .067 8 -.713 1 27. 4 max .045 8 .09 1 .105 1 1 .716 1 6 .034 12 1.014 1 -.093 8 28 mm -.072 10 -.007 12 .009 8 -.034 12 -.716 6 .093 8 -1.014 1 29 5 m .045 8 .266 1 .105 1 1.513 1 .038 12 1.315 1 -.12 8 30 mm -.072 10 .005 12 .009 8 -.038 12 -1.513 1 .12 8 -1.315 1 31 M4 _1...max .075 8 .958 1 1.354 1 .289 12 2.181 6 -.553 8 3.733 1 32 mm -.548 1 .131 12 .208 8 -2.181 6 -.289 12 -3.733 1 .553 8 33 2 max .112 8 .499 1 .051 4 8.943 1 -.951 8 -.046 8 .236 1 34 mm -.361 10 .069 12 -.045 3 .951 8 -8.943 1 -.236 1 .046 8 35 3 max .16 6 .05 1 .02 4 13.395 1 -1.824 8 .528 1 -.021 7 36 mm -.163 12 0 12 -.069 3 1.824 8 -13.395 1 .021 7 -.528 1 37 4 max .35 6 -.057 8 .007 4 .10.79 1 -1.5448 .985 1 -.076 7 38 mm -.12 12 -.44 1 -.091 6 1.544 8 -10.79 1 .076 7 -.985 .1 39 .5 .. max .504 6 -.145 8 .002 4 0 j. 0 1 0 1 0 1 40 mm -.088 12 -1.028 1 -.085 6 0 1 0 1. 0 1 0 1 At M6 1 max .319 8 1.457 1 -.214 8 -2.853 1 21.285 1 2.147 1 -.425 7 42 mm -.794 10 .211 1 7 -1.37 1 -21.285 1 2.853 1 .425 1 -2.147 1 43 - 2 max .351 8 .913 1 .042 3 -.075 7 2.242 1- .013 8 .267 1 44 min -.641 10 .135 7 -.059 4 -2.242 1 .075 1 -.267 1 -.013 8 45 __ 3 max .386 8 .333 1 .066 3 7.274 1 -1.013 11 .587 1 -.09 1 46 mm -.489 10 .047 1 -.027 .4 1.013 11-7.274 1 .09 1 -.587 1 - RiSA-3D Version 15.0.0 [LA ... \ ... \ ... \Calculations\RISA\Stair B.r3d] - . - Page 19 P171660 Viat Lb Envelope Member Section Stresses (Continued) Member Sec AxialFksil LC v Shearl... LC z Shearl... LC v-Toolksil LC v-BotFksil LC z-Toolksil LC z-BotIksil LC 47 4max 481 6 -026 11 079 101 7.671 1 -1136 11 1.053 1 136 7 48 mm -.386 12 -.21 1 1 -.014 4 1.136 11 -7.671 1 .136 7 -1.053 1 49 5 max .68 6 -.094 11 .071 10 0 1 0 1 0 1 0 1 50 mm -.339 12 -.659 1 1 -.01 4 0 1 0 1 0 1 0 1 51 M7 1 max .005 11 .23 1 -.013 7 -.78 8 6.574 1 1.371 1 -.143 8 52 mm -.113 1 0 12 -.118 1 1 -6.574 1 .78 8 .143 8 -1.371 1 53 2 max .005 11 .054 1 -.013 7 -.761 8 5.84 1 1.035 1 1 1 -.102 8 54 mm -.113 1 -.011 12 -.118 1 -5.84 1 .761 8 .102 8 -1.035 1 55 3 max .005 11 -.014 8 -.013 7 -.802 8 6.019 1 .698 1 -.06 8 56 mm -.113 1 -.122 1 -.118 1 -6.019 1 .802 8 .06 8 -.698 1 57 4 max .005 11 -.025 8 -.013 7 -.903 8 7.108 1 .362 1 -.012 11 58 mm -.113 1 -.298 1 -.118 1 -7.108 1 .903 8 .012 11 -.362 1 59 5 max .005 11 -.037 8 -.013 7 -1.065 8 9.109 1 .046 4 .065 11 60 mm -.113 1 -.474 1 -.118 1 -9.109 1 1.065 8 -.065 11 -.046 4 61 M8 1 max .214 6 -.037 7 .111 1 9.102 1 -1.052 7 .06 4 .055 12 62 mm -.062 12 -.477 1 .012 8 1.052 7 -9.102 1 -.055 12 -.06 4 63 2 max .214 6 -.026 1 .111 1 7.087 1 -.889 7 .372 1 -.018 12 64 min. -.062 12 -.301 1 .012 8 .889 7-7.087 1 .018 12 -.372 1 65 3 max .214 6 -.014 1 .111 1 5.984 1 -.787 7 .689 1 -.061 8 66 min -.062 12 -.125 1 .012 8 .787 7 -5.984 1 .061 8 -.689 1 67 _4_ .214 6 .051 1 .111 1 5.792 1 -.744 7 1.007 1 -.096 8 68 mm -.062 12 -.012 11 .012 8 .744 7 -5.792 1 .096 8 -1.007 1 69 5max .214 6 .227 1 .111 1 6.511 1 -.763 7 1.324 1 -.13 8 70 mm -.062 12 0 11 .012 8 .763 7 -6.511 1 .13 8 -1.324 1 71 M10 lmax 2.687 1 .341 1 0 1 -.547 8 7.203 1 -.131 1 .953 1 72 mm .251 8 .025 8 -.027 1 -7.203 1 .547 8 -.953 1 .131 7 73 2max 2.675 1 .341 1 0 1 -.222 8 2.829 1 -.12 7 1.293 1 74 min .242 8 .025 8 -.027 1 -2.829 1 .222 8 -1.293 1 .12 7 75 3 max 2.663 1 .341 1 0 7 1.545 1 -.103 8 -.11 7 1.633 1 76 mm .233 8 .025 8 -.027 1 .103 8 -1.545 1 -1.633 1 .11 7 77 4 max 2.651 1 .341 1 0 7 5.92 1 -.428 8 -.1 7 1.972 1 78 mm .224 8 .025 8 -.027 1 .428 8 -5.92 1 -1.972 1 .1 7 79 5 max 2.64 1 .341 1 0 7 10.294 1 -.752 8 -.089 7 2.312 1 80 mm .215 8 .025 8 -.027 1 .752 8 -10.294 1 -2.312 1 .089 7 81 Mu 1 max 11.325 1 0 7 .118 1 .868 1 .018 7 -.146 7 2.253 1 82 min 1.262 7 -.065 1 .009 7 -.018 7 -.868 1 -2.253 1 .146 7 83 2 max 11.313 1 0 7 .118 1 .06 6 .031 12 -.036 1 .743 1 84 mm 1.254 7 -.065 1 .009 7 -.031 12 -.06 6 -.743 1 .036 1 85 3 11.301 1 0 7 .118 1 -.043. 1 .794 1 .767 1 -.039 8 86 mm 1.245 7 -.065 1 .009 7 -.794 1 .043 1 .039 8 -.767 1 87 4 max 11.29 1 0 7 .118 1 -.055 1 1.624 1 2.277 1 -.151 8 88 mm 1.236 7 -.065 1 .009 7 -1.624 1 .055 7 .151 8 -2.277 1 89 5 max 11.278 1 0 7 .118 1 -.067 1 2.455 1 3.786 1 -.263 8 90 min 1.227 7 -.065 1 .009 7 -2.455 1 .067 7 .263 8 -3.786 1 L M11A ..j_ max 0 .4 .002 4 .016 1 .22 8 .402 4 -.141 8 .736 .1 92 min 0 . -.004 . .002 8 -.402 4 -.22 8 -.736 1 .141 8 03 ...2_max 0 4 .002 4 .016 1 -.106 8 .486 1 -.109 8 .41 1 94 min ü 5 -.002 3 1 .002 8 -.486 1 .106 8 -.41 1 1 .109 8 95 3 max 0 4 .004 1 .016 1 .003 4 .246 6 .011 4 .092 6 96 mm 0 5 0 8 .002 8 -.246 6 -.003 4 -.092 6 All 97 .A_1 max 0 4 .007 1 .016 1 .326 1' .022 1 8 .242 1 .046 8 min 0 5 .002 4 .002 8 -.022 8 -.326 1 -.046 8 -.242 1 99 5 max 0 4 .01 1 .016 1 1.224 1 -.39 8 .567 1 .014 8 100 min ü 5 .002 4 .002 8 .39 8 -1.224 1 -.014 8 -.567 1 101.. M12 j_ max 0 4 .001 4 .008 1 .237 8 .319 4 -.107 8 407 1 102 min 0 5 -.004 3 0 8 -.319 4 -.237 8 -.407 1 1 .107 . 103 .2 max 0 4 .001 4 .008 1 -.098 8 .402 1 -.069 4 .245 1 104 min 0 5 -.002 3 0 8 -.402 1 .098 8 -.245 1 .069 4 - 105 I I 3 Imax I 0 I 4 .003 1 I .008 I 1 I .003 I 4 I .246 I 6 .012 I 4 I .09 6 RISA-3D Version 15.0.0 [LA ... \...\... \Calculations\RISA\Stair B.60] Page 20 . P17.166.0 Via INt Lb Envelope Member Section Stresses (Continued) Arhr q., Avi.lrt-il I P w, hrf I C' , Ch.4 I C' I C' *,,frI,i1 I P 7T,rk,;1 I C' ,fFI,c,fl I C' 106 rnIn 0 5 0 8 0 8 -.246 6 -.003 4 -.096 -.0124 .107 _4_ max 0 4 .006 1 .008 1 .243 1 .03 8 .093 4 .062 8 108 min 0 5 .001 4 0 8 -.03 8 -.243 1 -.062 8 -.093 4 max 0 4 .009 1 .008 1 1.058 1 -.325 4 .241 1 .047 8 110 min 0 5 .001 4 0 8 .325 4 -1.058 1 -.047 8 -.241 1 111 M13 1 max 0 1 .001 4 .004 1 .258 3 .239 4 -.059 4 .224 1 112 min 0 7 -.005 3 1 0 8 -.239 4 -.258 3 -.224 1 .059 4 113 2 1 max 0 1 .001 4 .004 1 -.09 8 .323 1 -.023 4 .152 1 114 min ü 7 -.002 3 0 8 -.323 1 .09 8 -.152 1 .023 1 4 115 3_max 0 1 .002 1 .004 1 .004 4 .245 6 .012 4 .089 116 min 0 7 1 0 8 0 8 -.245 6 -.004 4 -.089 6 -.012 4 117 4 max 0 1 .005 1 .004 1 .164 1 .037 8 .048 4 .072 3 118 min 0 1 1 .001 4 0 -.037 -.164 i -.072 3 -.048 4 119 5 max 0 1 .008 1 .004 1 .9 1 -.247 4 .084 4 .065 8 120 min 0 7 .001 4 1 0 8 .247 4 -.9 1 -.065 8 -.084 4 121 M14 1 max 0 1 0 4 0 12 .307 3 .095 4 .026 4 .078 3 122 min 0 7 -.005 5 0 1 -.095 4 -.307 3 -.078 3 -.026 .4 123 2_max 0 1 0 4 0 12 -.045 4 .176 1 .021 4 .08 3 124 min 0 7 -.002 5 0 1 -.176 1 .045 4 -.08 3 -.021 4 125 3 max 0 1 0 1 0 12 .005 4 .244 6 .015 4 .083 1 6 126 min 0 7 0 8 0 1 -.244 6 -.005 4 -.083 6 -.015 4 127 4 max 0 1 .004 1 0 12 .054 4 .053 3 .01 4 .092 6 128 min 0 7 0 4 0 1 -.053 3 -.054 4 -.092 6 -.01 4 129 5 max 0 1 .007 1 0 12 .614 1 -.104 4 .005 4 .1 6 130 min 0 7 0 4 0 1 .104 4 -.614 1 -.1 6 -.005 4 131 M15 1 max 0 1 0 4 0 1 .283 3 .165 4 -.007 4 .119 10 132 min 0 7 -.005 1 6 0 8 -.165 4 -.283 3 -.119 10 .007 4 133 2 max 0 1 0 4 0 1 -.08 4 .247 1 .004 4 .102 10 134 min 0 7 -.002 3 0 8 1 -.247 1 .08 4 -.102 10 -.004 4 135 3 max 0 1 .002 1 0 1 .004 4 .245 6 .014 4 .087 6 136 min 0 7 0 8 0 8 -.245 6 -.004 4 -.087 6 -.014 4 137 4 1 max 0 1 .004 1 0 1 .091 1 .045 8 .024 4 .08 3 138 min 0 7 0 4 0 8 -.045 8 -.091 1 -.08 3 -.024 4 139 5 max 0 1 .007 1 0 1 .752 1 -.173 4 .034 4 .077 3 140 min 0 7 0 4 0 8 .173 4 -.752 1 -.077 3 -.034 4 141 M16 1 max 0 1 0 4 .0 7 .366 10 .03 4 .048 4 .069 3 .142 min 0 8 -.006 10 -.002 1 -.03 4 -.366 10 -.069 3 -.048 4 143 2 max 0 1 0 4 0 7 -.013 4 .11 1 .033 4 .075 3 144 min 0 8 -.003 10 -.002 1 -.11 1 .013 4 -.075 3 -.033 4 145 3 max 0 1 0 1 0 7 .005 4 .243 6 .018 4 .08 3 146 mm 0 8 0 12 -.002 1 -.243 6 -.005 4 -.08 3 -.018 4 147 4 max 0 1 .003 1 0 7 .023 4 .064 3 .003 4 .11 6 148 min 0 8 0 4 -.002 1 -.064 3 -.023 4 -.1 6 -.003 4 149 5 max 0 1 .006 1 0- 7 .488 1 -.041 4 -.012 4 .128 1 150 min 0 8 0 4 -.002 1 .041 4 -.488 1 -.128 1 .012 4 151 M17 1 max 0 1 0 4 0 7 .467. 1 . -.029 4 .065 4 .062 3 152 mm 0 8 -.006 1 -.002 1 .029 4 -.467 .1 -.062 3 -.065 4 153 2 max 0 1 0 4 0 7 .018 4 .065 3 .043 4 .07 3 154 min 0 8 -.003 1 -.002 1 -.065 3 -.018 4 -.07 3 -.043 4 155 3 max 0. 1 0 8 0 7 .006 4 .241 6 .021 4 .078 3 156 min 0 8 0 1 -.002 1 -.241 6 -.006 4 -.078 3 -.021 4 157 4 max 0 1 .003 6 0 7 -.006 4 .097 1 -.001 4 .105 9 158 min 0 8 0 . 4 -.002 1 -.097 1 .006 4 -.105 9 .001 4 159 5 max 0 1 .006 6 0 7 .389 6 .017 4 -.024 4 .15 . I 160 . min 0 8 0 4 -.002 1 .-.017 4 -.389 6 -.15 1 .024 4 161 M18 . 1 max 0 1 0 4 0 7 .576 1 -.084 4 .08 4 .056 3 162 - min 0 8 -.007 1. -.003 1 .084 4 -.576 1 -.056 3 0 4 163 2 max 0 1 0 4 0 7 .045 4 .056 8 .052 4 .066 164 mm 0 8 -.004 1 -.003 1 -.056 8 -.045 4 -.066. 3 RISA-3D Version 15.0.0 [LA ... \...\... \Calculations\RISA\Stair B.r3d] Page 21 P17 1660 Viat Envelope Member Section Stresses (Continued) LJ Member Sec AxialFksil LC v Shearl... LC z Shearl... [C v-Tonfksil LC v-Botiksil [C z-Tonfksil [C 7-RntFki1 LC 165 3 max 0 1 0 8 0 7 .007 4 .239 6 .024 4 .075 3 166 min 0 8 0 1 -.003 1 -.239 6 -.007 4 -.075 3 -.024 4 167 4 max 0 1 .003 6 0 7 -.031 4 .148 1 -.004 4 .107 1 168 min 0 8 0 .4 -.003 1 -.148 1 .031 4 -.107 1 .004 4 169 5 max 0 1 .005 6 0 7 .321 6 .07 4 -.031 4 .164 1 17 .min 0 8 0 4 -.003 1 1 -.07 4 -.321 6 -.164 1 .031 4 171 M19 1 1 max 0 1 0 1 4 0 7 .675 1 1 -.133 4 1 .095 4 .05 7 172 min 0 8 -.007 1 -.003 1 .133 4 -.675 1 -.05 7 -.095 4 173 2 max 0 1 0 4 0 7 .071 4 .05 8 .062 4 .06 3 min o 8 -.004 1 -.003 1 -.05 8 -.071 4 -.06 3 -.062 4 175 3 max 0 1 0 8 0 7 .008 4 .237 6 .029 4 .072 3 176 min 0 8 -.001 1 -.003 1 -.237 . -.008 4 -.072 3 -.029 A. 177 4 1 max 0 1 .002 3 0 7 -.054 4 1 .192 1- -.004 4 .106 1 178 min 0 8 0 4 -.003 1 -.192 1 .054 4 -.106 1 .004 4 179 5 max 0 1 .005 6 0 7 .301 3 .116 4 -.037 4 1 .173 1 180 min 0 1 8 0 4 -.003 1 -.116 4 -.30'1 3 -.173 1 .037 4 M20 1 max 0 1 0 4 0 7 .763 1 -.176 4 .127 1 .045 17 182 min o 8 -.007 1 -.004 1 1 .176 4 -.763 1 -.045 7 -.127 1 183 2 max 0 1 0 4 0 7 .104 1 .045 8 .073 4 .055 3 184 min o 8 -.004 1 -.004 1 -.045 8 -.104 1 -.055 3 -.073 4 185 3 max 0 1 0 8 0 7 .01 4 .234 6 .034 4 .068 3 186 min 0 8 -.001 1 -.004 1 -.234 6 -.01 4 -.068 3 -.034 4 4 max 0 1 .002 3 0 7 -.073 4 .23 1 -.004 4 .103 9 188 min 0 8 0 4 -.004 1 -.23 1 .073 4 -.103 9 .004 4 189 5 max 0 1 .005 6 0 7 .288 3 .156 4 -.042 4 .179 1 190 min 0 1 8 0 4 1 -.004 1 -.156 4 -.288 3 1 -.179 1 .042 4 191 M21 1 max 0 1 0 4 0 7 .838 1 -.213 4 .164 1 .038 7 192 min 0 8 -.008 1 -.004 1 .213 4 -.838 1 -.038 7 -.164 1 193 2 max 0 1 0 4 0 7 .144 1 1 .04 8 .084 4 .048 8 19.4 min 0 8 -.005 1 -.004 1 -.04 8 -.144 1 -.048 8 -.084 4 195 3 max 0 1 0 8 0 7 .012 4 .23 6 .041 4 .063 3 196 min 0 8 -.002 1 -.004 1 -.23 6 -.012 4 -.063 3 -.041 4 197 4 max 0 1 .002 3 0 7 -.078 8 .26 1 -.002 4 .097 9 198 min 0 8 0 4 1 -.004 1 -.26 1 .078 8 -.097 9 .002 4 199 5 max 0 1 .005 6 0 7 .278 3 .189 4 -.045 4 .183 1 200 min 0 8 0 4 -.004 1 -.189 4 -.278 3 -.183 1 .045 4 201 M22 I max 0 1 -.001 4 0 7 .9 1 -.243 4 .206 1 .031 7 202 min 0 8 -.008 1 -.005 1 .243 4 -.9 1 -.031 7 -.206 1 203 2 max 0 1 -.001 4. 0 7 .178 1 .035 8 .109 1 .042 8 204 min 0 8 -.005 1 -.005 1 -.035 8 -.178 1 -.042 8 -.109 1 205 3 max 0 1 . 0 8 0 7 .014 4 .226 6 .049 4 .056 3 206 min 0 8 -.002 1 -.005 1 -.226 6 -.014 4 -.056 3 -.049 4 207 4 max 0 1 '-002 3 0 7 -.079 8 .282 1 .001 4 .089 9 208 min 0 8 -.001 4 -.005 1 -.282 1 .079 8 -.089 9 -.001 4 209 5 max 0 1 .005 3 0 7 .27 3 .214 4 -.047 4 .183 1. 210 min 0 8 -.001 4 -.005 1 -.214 4 -.27 3 -.183 1 .047 4 211 M23 1 max .001 1 -.001 4 0 7 .946 . 1 1 -.266 4 .251 1 .022 8 212 min 0 8 -.008 1 -.005 1 .266 4 -.946 1 -.022 8 -.251 1 213 2 max .001 1 -.001 4 0 7 .204 1 .031 8 .144 1 .034 8 214 min o 8 -.005 1 -.005 1 -.031 8 -.204 1 -.034 .8 -.144 1 215 3 max .001 1 0 8 0 7 .017 4 .22 6 .059 4 .049 3 216 min 0 8 -.002 1 -.005 1 -.22 6 -.017 4 -.049 3 -.059 1 4 217 . 4 max .001 1 .002 3 0 7 -.08 8 '294 1 .006 4 .078 9 218 . min 0 8 -.001 4 -.005 1 -.294 1 .08 8 -.078 9 -.006 4 219 5 max .001 1 .005 3 0 7 .266 3 .231 4 -.047' 4 .178 1 220 mm 0 8 -.001 4 -.005 1 -.231 4 -.266 3 -.178 1 .047 4 221 M24 1 max .001 1 -.001 4 0 . 7 1 .975 1 -.28 4 .3 1 .012 8 222 min 0 8 -.008 1 -.006 1 .28 4 -.975 1 -.012 8 -.3 1 12231 I 2 Imax I .001 1 -.001 14 0 17 1 .223 1 .028 8 .183 1 .026 8 RISA-3D Version 15.0.0 [LA ... \...\... \Calculations\RISA\Stair B.r3d] Page 22 '224. min 0 8 -.005 1 1 1 -.006 1 1 -.0288-.223 1 -.026 8 -.183 1 225 3 max .001 1 0 8 0 7 1 .021 4 .214 6 .072 4 .04 3 226 min 0 8 -.002 1 -.006 1 -.214 6 -.021 4 -.04 3 -.072 4 227. _4_ max .001 1 .002 3 0 7 -.079 8 .296 1 .013 4 .062 9 228 min 0 8 -.001 4 -.006 1 -.296 .1. .079 8 -.062 ..9.. -.013 4 229 max .001 1 005 3 0 7 .265 8 .238 4 -.045 4 .167 1 min 0 8 -.001 4 -.006 1 -.238 4 -.265 8 -.167 1 .045 4 231 M25 _j_ nix .001 1 -.001 4 0 7 .985 .1 -.283 4 .352 .1 .002 8 232 min 0 8 . -.008 1 -.006 1 .283 4 -.985 1 -.002 8 -.352 t 233 2_ max .001 1 -.001 4 0 7 .233 1 .025 8 .227 1 .016 8 234 min 0 8 -.005 1 -.006 1 -.025 8 -.233 1 -.016 8 -.227 1 235 3 max .001 1 0 8 0 7 .025 4 .206 6 .103 1 .03 8 236 min 0 8-.0021-.0061-.2066-.0254-.038-.1031 237 A max .001 1 .002 3 0 7 -.076 8 .284 1 .024 4 .05 3 238 min 0 8-.0014-.0061-.2841.0768'.053-.0244 239 5 max .001 1 .005 3 0 7 .268 3 .233 4 -.038 4 .146 1 min. a 8 -.001 4 -.006 1 -.233 4 -.268 '3 -.146 1 .038 4 241 M26 '1 max .001 1 -.001 4 0 7 .971 1 -.275 4 .402 1 -.01 8 242 min ü 8 -.008 1 -.006 1 .275 4 -.971 1 .01 8 -.402 1 243 2 max .001 1 -.001 4 0 7 .233 1 .023 8 .275 1 .005 8 244 min 0 8 -.005 1 -.006 1 -.023 8 -.233 1 -.005 8 -.275 1 3 max .001 1 0 8 0 7 .03 4 .196 6 .148 1 .019 8 246 min 0 8 -.002 1 -.006 1 -.196 6 -.03 4 -.019 8 -.148 1 247 4 max .001 1 .002 3 0 7 -.072 8 .258 1 .041 4 .037 3 248 min 0 8 -.001 4 -.006 1 -.258 1' .072 8 1 -.037 3 -.041 4 249 5 max .001 1 .005 3 0 7 .277 3 .215 4 -.022 4 .106 1 250 min 0 8 -.001 4 -.006 1 -.215 4 -.277 3 -.106 1 .022 4 251 M27 1 max .005 1 0 4 0 7 1 .93 1 -.253 4 .443 1 -.022 8 252 mm .001 8 '-.008 1 -.006 1 .253 4 -.93 1 .022 8 -.443 1 253 2 max .005 1 0 4 0 7 .22 1 .022 8 .324 1 -.008 8 254 mm .001 8 -.005 1 1 -.006 1 -.022 8 -.22 1 .008 8 -.324 1 255 3 max .005 1 0 8 0 7 .036 4 .185 6 .205. 1 .005 8 256 min .001 8 -.002 1 -.006 1 -.185 6 -.036 4 -.005 8 -.205 .1 257 _4_ rn .005 1 .002 3 0 7 -.065 8 .215 1 .085 1 .019 3 258 mm .001 8 0 4 -.006 1 -.215 1 .065 8 -.019 3 -.085 1 259 5 max .005 1 .005 6 0 7 .291 3 .181 4 .008 4 .045 260 min .001 8 0 4 -.006 1 -.181 4 -.291 3- -.045 9 -.008 4 261 M28 1 max .024 1 0 4 0 7 .859 1 -.216 4 .456 1 -.032 8 262 mm .004 8 -.007 1 -.005 1 .216 4 -.859 1 .032 8 -.456 1 263 2 max .024 1 0 4 0 7 .194 1 .021 8 .364 1 -.022 8 264 min .004 8 -.004. 1 -.005 1 -.021 8 -.194 1 .022 8 -.364 1 265 .3_ rn .024 1 0 8 0 7 .044 4 .178 3 .273 1 -.012 8 266 min .004 8 -.002 1 -.005 1 -.178 3 -.044 4 .012 8 -.273 1 267 -.4 max .024 1 .002. 3 0 7 -.043 4 .152 1 .182 1 -.002 8 268 min .004 8 0 4 -.005 1 -.152 1 .043 4 .002 8 -.182 1 269 5 max .024 1 .005 6 0 1 .311 3 .129 4 .09 .1 .011 ii 270 mm .004 8 0 4 -.005 1 -.129 4 -.311 3 -.011 11 -.09 1 271 M29 1 max .063 1 0 4 0 8 :756 1 -.162 4 .375 1 -.031 8 272 mm .011 7 -.007 1 -.001 1 .162 4 -.756 1 .031 8 -.375 1 273 2 max .063 1 0 4 0 8 .155 1 .022 8 .352 1 -.029 8 274 min .011 7 -.004 1 -.001 1 -.022 8 -.155 1 .029 8 -.352 1 275 max .063 1 .0 8 0 8 .054. 4. .17 3 .328 1 -.027 8 min .011 7 0 '1 -.001 1 -.17 3 -.054 4 .027 8 -.328 1 277 4 n .063 1 .002 6 0 8 . 0 4 .066 9 .305 1 -.025 278 min .011. 1 0- 4 -.001 1 -.066 9 0 4 .025 8 -.305 1 279 . ' 5 max .063 1 .005 6 0 8 .362 5 .054 4 .281 1 -.023 8 280 mm .011 7 0 4 -.001 ' 1 -.054 4 -.362 5 .023 8 -.281 1 281 M30 lmax -.008 8 0 4 0 '1 .707 1 1 -.137 4 .288 1. -.025 7 282 . min -.061 1 -.007 1 0 i 8 .137 14 -.7071 .025 7 -.288 ii RISA-3D Version 15.0.0 [LA ... \...\... \Calculations\RISA\Stair B.r3d]' Page 23 283 2 max 008 8 0 4 0 1 137 1 022 7 303 1 027 1 7 284. min -.061 1 -.004 1 0 8 -.022 7 -.137 1 .027 7 -.303 1 285 3max -.008 8 0 1 0 1 .06 4 .167 3 .319 1 -.028 7 286 min -.061 1 1 0 1 0 8 -.167 3 -.06 4 .028 '7 -.319 1 287 4 max -.008 8 .002 5 0 1 .021 4 .043 3 .334 1 -.03 7 288 mlii -.061 1 0 4 0 8 -.043 3 -.021 ,j .03 1 -.334 1 289 5 max -.008 8 .005 5 0 1 .414 6 .017 4 .349 1 -.032 7 290 -min -.061 1 0 4 0 8 -.017 4 -.414 6 .032 7 -.349 1 291 M31 lmax -.007.7 0 4 0 8 .819 1 -.195 4 .435 1 -.033 7 292 min -.038 1 -.007 1 -.003 1 .195 4 -.819 1 .033 7 -.435 1 293 2 max -.007 7 0 4 0 8 .178 1 .022. 7 .365 1 -.025 7 294 min -.038 1 -.004 1 -.003 .1 -.022 1 -.178 1 .025 1 -.365 1 295 3 max -.007 7 0 7 0 8 .047 4 .175 3 .294 1 -.017 1 296 mlii -.038 1 .001 1 -.003 1 -.175 3 -.047 4 .017 1 -.294 1 297 4 max -.007 1 .002 3 0 8 -.027 4 .12 1 .224 1 -.009 7 298 min -.038 1 .0 4 -.003 1 -.12 1 .027 4 .009 1 -.224 1 299 5 max -.007 1 .005 5 0 8 .322 3 .102 4 .154 1 -.001 1 300 min -.038 1 0 4 -.003 1 -.102 4 -.322 3 .001 7 -.154 1 301 M32 _Lmax -.002 7 0 '4 0 8 .902 1 -.239 4 .443 1 -.025 1 302 ' min -.01 i-.0081-.0051.2394-.9021.0257'-.4431 303 2 max -.002 -7 0 4 0 8 -.209 1 .022 1 .335 1 -.013 1 min -.01 1 -.005 1 -.005 1 -.022 1 -.209 1 .013 7 -.335 1 305 3 max -.002 7 0 7 0 8 .039 4 .181 3 .227 1 0 1 306 - muii -.01 1 -.002 1 -.005 1 -.181 3 -.039 4 1 0 1 7 -.227 1 307 4 max -.002 7 .002 3 0 8 -.061 4 .192 1 .12 1 .012 7 308 mm -.01 t 0. 4 -.005 1 -.192 1 .061 4 -.012 7 -.12 1 309 5 max -.002 7 :005 5 0 8 .298 3 .162 4 .029 4 .031 12 310 mlii -.01 10 4-.0051-.1624 --.2983-.03112-.0294 311 M33 - 1 max 0 12 -.001 4 0 8 .954 1 -.266 4 .407 1 -.013 7 min -.002 1 -.008 1 -.006 1 .266 4 -.954 1 .013 7 -.407 1 -313' 2 max 0 12 -.001 4 0 8 - .227 1 .023 7 .287 1' 0 7 314 min -.002 1 1 -.005 1 -.006 1 -.023 7 -.227 1 0 7 -.287 1 315 3 max 0 - 12 0 1 0 8 .032 4 .193 5 .166 1 .015 ± 316 min -.002 1 -.002 1 -.006 1 -.193 5 -.032 4 .-.015 7 -.166 1 317 4 max 0 12 .002 3 0 8 -.069 7 .243 1 .052 4 .031 3 318 min -.002 1 -.001 4 -.006 1 -.243 1 .069' 7 -.031 3 -.052 4 _ max 0 . 12 .005 3 0 8 .282 3 .202 4 -.008 4 .077 10 320 min -.002 1 -.001 4 -.006 1 -.202 4 -.282 3 -.077 10 .008 4 321 M34 1 max 0 7 -.001 4 0 8 .978 1 -.279 4 .358 1 -.001 7 322 min -.001 1 -.008 1 -.006 1 .279 4 -.978 1 .001 7 -.358 1 323 2_ max 0 7 -.001 4 0 8 .232 1 .024 7 .238 1 .013 7 324 min -.001 1 -.005 1 -.006 1 -.024 7 -.232 1 -.013 7 -.238 1 325 3 max 0 - 7 0 7 0 8 .027 4 .203 5 .118 1 .027 7 326 min -.001 1 -.002 1 -.006 1 -.203 5 -.027 4 -.027 7 -.118 1 327 4 max 0 7 .002 - 3 0 8 -.074 7 .275 1 .032 4 .045 3 328 min -.001 1 -.001 4 -.006 1 -.275 1 .074 7 -.045 3 -.032 4 329 5 max 0 7 .005 3 0 8 .271 3 .226 - 4 -.028 4 .123 1 330 mm -.001 1 -.001 4 -.006 1 -.226 4 -.271 3 -.123 1 .028 4 331 M35 1 max 0 7 -.001 4 0 8 .977 1 -.28 4 .307 1 .01 7 332 min '-.001 1 -.008 1 -.006 1 .28 4 -.977 1 -.01 7 -.307 1 333 2 max 0 7 -.001 4 0 8 .226 1 .027 7 .193 1 .023 7 334 ' min -.001 1 -.005 1 .006 1 -.027 7 -.226 1 -.023 7 -.193.1 335 3 max 0 7 0 '7 0 8 .022 4 .211 - .078- 1 .037 7 336 mm -.001 1 -.002 1 -.006 1 -.211 8 -.022 4 - -.037 7 -.078 1 337 - 4 max 0 1- .002 3 0 8 -.078 7 .291 1 .019 4 .056 3 -338 ' min -.001 1 -.001 4--.006 1 -.291 1 .078 7 -.056 3 -.019 4 max 0 7 .005 3 0 8 .266 7 .236 4 -.038 4 .15 1 340 min -.001 1 -.001 4 -.006 1 -.236 4 -.266 7 -.15 1 .038 4 1341 M36 1 Imax I 0 7 I -.001 4 I 0 8.1 .955 1 I -.27 14 .258 1 I .02 7 - RISA-30 Vrsion 15.0.0 [L:\... \...\... \Calculatioiis\RISA\Stair B.r3d] - ' - Page 24 342 mm 001 1 008 1 1 005 1 27 4 955 1 02 7 -258 1 343 2 max 0 7 001 4 0 8 211 1 03 7 152 1 032 7 344 mm 001 1 005 1 1 005 1 03 7 211 1 032 1 -152 1 345 3 max 0 7 0 7 0 8 018 4 218 5 063 4 046 3 346 min -.001 1-002 1 -.005 1 -.218 5 -.018 4 -.04.6 3 -063 4 347 4 max 0 7 002 3 0 8 079 7 295 1 011 4 069 10 348 min 001 1 001 4 005 1 295 1 079 1 069 10 011 4 349 5 max 0 7 005 3 0 8 265 7 234 4 -042 4 165 1 350 min 001 1 001 A 005 1 234 4 -265 7 165 1 042 4 351 M37 1 max 0 1 -.001 4 0 8 .915 1 -.251 4 .211 1 .029 8 352 mm -.001 1 -.008 1 1 -.005 1 .251 1 4 -.915 1 -.029 8 -.211 1 353 .2 max 0 7 -.001 4 0 8 .187 1 .034 7 1 .116 1 .04 7 354 mm -.001 1 -.005 1 -.005 1 -.034 7 -.187 1 -.04 7 -.116 1 355 3 max 0 7 0 7 0 8 .015 4 .224 5 .053 4 .054 3 356 I -.001 t -.002 1 -.005 1 -.224 5 -.015 4 -.054 3 -.053 357 4. max 0 7 .002 3 0 8' -.079 7 .286 1 .005 4 .082 10 358 min -.001 1 -.001 4 -.005 1 -.286 1 .079 7 -.082 10 -.005 4 359 5 max 0 7 .005 3 0 8 .268 3 .221 4 -.043 4 .172 1 360 min -.001 1 -.001 4 -.005 1 -.221 4 -.268 3 -.172 1 .043 4 361 M38 1 max 0 1 0 4 0 8 .86 1 -.224 4 .17 1 .036 8 362 mlii 0 1 -.008 1 -.004 1 .224 4 -.86 1 -.036 8 -.17 1 363 _2 max 0 7 0 4 0 8 .156 1 .038 1 .087 4 .046 1 364 min 0 1 -.005 1 -.004 1 -.038 7 -.156 1 -.046 1 -.087 4 365 3 max 0 1 0 7 0 8 .013 4 .229 5 .044 4 .061 366 min 0 1 -.002 1 -.004 1 -.229 5 -.013 4 -.061 3 -.044 4 367 4 max 0 1 7 .002 3 0 8 -.078 7 .268 1 .001 4 .092 10 368 ' min 0 1 0 4 -.004 1 -.268 1 .078 7 -.092 110 -.001 14 369 5 max 0 7 .005 5 0 8 .275 3 .199 4 -.042 4 .174 1 370 min 0 .1 0 4 -.004 1 -.199 4 -.275 3 -.174 1 .042 4 371 M39 1 max 0 7 0' 4 0 8 .79 1 -.19 4 .132 1 .043 8 372 min 0 1 -.008 1 -.004 1 .19 ,4 -.79 1 -.043 . -.132 1 373 2max 0 7 0 '4 0 8 .118 1 .043 7 .075 4 .053 3 374 min 0 1 -.005 1 -.004 1 -.043 7 -.118 1 -.053 3 -.075 4 3max 0 1 0 7 0 8 .011 4 .232 5 .037 4 .066 3 376 min 0 1 -.002 1 -.004 1 -.232 5 -.011 4 -.066 3 -.037 4 377 4 max 0 7 .002 3 0 8 -.076 7 .241 1 -.001 '4 .098' 10 378 min 0 1 0 .4.. -.004 1 -.241 1 .076 7 -.098 10 .001 4 379 5 max 0 1 7 .005 5 0 8 .284 3 .169 4 -.039 4 .172 1 380 min 0 1 0 4 -.004 1 -.169 4 -.284 3 -.172 1 .039 4 381 M40 I max 0 7 0 4 0 8 .707 1 -.149 4 .097 1 .049 8 382 min ü 1 -.007 1 -.003 1 .149 4 -.707 1 -.049 8 -.097 1 383 - 2 max 0 7 0 4 0 8 .079 4 .048 7 .064 4 .059 3 384 min 0 1 -.004 1 -.003 1 -.048 7 -.079 4 -.059 3 -.064 4 3 ma 0 ' 7 0 7 0 8 .009 4 .236 5 .031 4 .07 3 386 mm 0 1 -.001 j_ -.003 1 -.236 5 -.009 4 -.07 3 -.031 4 387 4 max 0 7 .002 3 0 8 -.061 4 .206 1 -.002 4 .102 10 388 min 0 1 0 -.003 1 -.206 1 .061 4 -.102 10 .002 4 389 5 0 1 .005 5 ' 0 8 .296 '.131 -.035 .167 1 mm o 1 0 4 -.003 1 -.131 4 -.296 3 -.167 1 .035 4 391 M41 1 0 7 0 0 8 .612 1 -.102 4 .082 4 .055 3 392 min 0 1 -.007 1 -.003 1 .102 4 -.612 1 -.055 3 -.082 4 393 2 max 0 7 0 4 0 8 .055 4 .053 7 .054 4 .064 3 394 min 0 1 -.004 1 '-.003 1 -.053 1 -.055 4 -.064 3 -.054 4 395 3 max 0 7 0 7 0 8 .008 4 .238 5 .026 4 .074 3 396 min 0 t 0 1 -.003 1 -.238 5 -.008 4 -.074 3 -.026 4 397 4 max 0 7 .002 5 0 8 -.04 4 .164 j_ -.002 4 .104 10 398' min 01 04-.003'i-.164 1.04 4-.10410.0024 399 5 max 0 7 .005 - 0 8 .31 .087 -.03 .159 1 1400 ' 1mm 0 ii 0 4.1 -.003 Ii -.087 14 I -.31 1.3 -.159 1 .03 14 RISA-3D Version 15.0.0 [L:\...\.. .\.. .\Calculations\RISA\Stair B.r3d] . . Page 25 P17 1660 Via qAt L$ Envelope Member Section Stresses (Continued) Member Sec Axiallksil LC v Shearr.. LC z Shear[... LC v-Toolksil LC v-Botlksil LC z-Toolksil LC z-Botlksil LC 401 M42 I I max 0 17 1 0 4 0 8 .507 - 1 -.05 4 .066 4 1 .062 402 -min 0 1 -.006 1 -.002 1 .05 4 -.507 1 -.062 3 -.066 4 403 2 max 0 7 0 4 0 8 .028 4 .061 3 .044 4 .069 3 min 0 1 -.003 1 -.002 1 -.061 3 -.028 4 -.069 3 -.044 4 405 i max 0 7 0 7 0 8 .006 4 .24 5 .022 4 .077 3 406 mm n o 1 0 1 -.002 1 -.24 5 -.006 4 -.077 3 -.022 4 47 _4_ Max0 7 .003 5 0 8 -.015 4 .115 1 0 4 .103 10 4.0 .rnin. 0 1 0 4 1 -.002 1 -.115 1 .015 4 -.103 10 0 4 409 5 1 max 0 7 1 .006 5 0 8 .363 5 .037 4 -.022 1 4 .146 1 1 410 mm ü i 0 4 -.002 1 -.037 4 -.363 5 -.146 1 .022 4 411 M43 1 max 0 7 0 4 0 8 .398 9 .008 4 .049 4 .069 3 412 min o 1 -.006 10 -.001 1 -.008 1 -.398 -.069 -.049 1 413 2 max 0 1 0 4 0 8 -.001 4 .088 5 .034 4 .074 3 414 min 0 1 -.003 10 -.001 1 -.088 5 .001 1 -.074. 3 -.034 1 41 ...3 rn.x 0 1 0 1 0 8 .006 4 .242 5 .019 4 .079 3 416 min 0 .1 0 11 -.001 1 -.242 5 -.006 4 -.079 3 -.019 4 417 _4_max 0 1 .003 1 0 8 .012 4 .069 10 .004 4 .098 110 418 min 0 1 0 4 -.001 1 -.069 10 -.012 4 -.098 10 -.004 4 419 max 0 7 .006 1 0 8 .446 1 -.019 4 -.011 4 .125 1 420 min 0 1 0 4 -.001 1 .019 4 -.446 1 -.125 1 .011 4 421 M44 1 max 0 1 0 4 0 11 .315 3 .071 4 .027 4 .077 3 422 1. min 0 .1 -.005 5 0 1 -.071 4 -.315 3 -.077 3 -.027 4 423 2 max 0 7 0 1 4 0 11 -.033 4 .152 1 .022 4 .079 3 .424 min ü 1 -.002 5 0 1 1 -.152 1 .033 4 -.079 3 -.022 4 425 3 max 0 7 0 1 -. Q..j. 11 .005 4 .243 5 .017 4 .081 5 426 min o 1 0 7 0 1 -.243 5 -.005 4 -.081 5 -.017 4 427 4 max 0 7 .004 1 0 11 .043 4 .057 3 .011 4 .089 5 428 min 0 1 0 4 0 1 -.057 3 -.043 4 -.089 5 -.011 4 429 5 max 0 7 .007 1 0 11 .569 1 -.081 4 .006 4 .098 5 430 min 0 1 0 4 0 1 .081 4 -.569 1 -.098 5 -.006 4 431 M45 1 max 0 7 0 4 .001 1 .292. 3 .14 4 -.006 4 .116 1 432 min 0 1 -.005 5 0 7 -.14 4 -.292 3 -.116 1 .006 4 433 2 max 0 7 0 4 .001 1 -.068 4 .222 1 .005 4 .1 9 434 min 0 1 -.002 3 0 7 -.222 1 .068 4 -.1 9 -.005 4 435 3 max 0 7 .001 1 1 .001 1 .004 4 .244 5 .015 4 .085 5 436 min 0 1 0 7 0 7 -.244 5 -.004 4 -.085 5 -.015 4 437 4 max 0 7 .004 1 .001 1 .076 4 .047 7 .025 4 .079 3 438 min 0 1 0 4 0 7 -.047 7 -.076 4 -.079 3 -.025 4 439 5 max 0 7 .007 1 .001 1 .703 1 -.148 4 .035 4 .076 3 440 min 1 0 1 0 4 0 7 .148 4 -.703 1 -.076 3 -.035 4 441 M46 I max 0 7 0 4 .004 1 .267 3 .214 4 -.058 4 .222 1 442 min 0 1 -.005 5 0 7 -.214 4 -.267 3 -.222 1 .058 4 443 2 max 0 7 0 4 .004 1 -.087 1 .296 1 -.022 4 .15 1 444 min 0 1 -.002 3 0 7 -.296 1 .087 1 -.15 1 .022 4 445 _..3_max 0 7 .002 1 .004 1 .004 4 .245 5 . .013 4 .087 5 446 min 0 1 0 70 7-.245-.0044-.0875-.0134 441. max 0 7 .005 1 .004 1 .139 1 .04 7 .049 4 .071 3 44 min 0 1 0 4 0 7 -.04 7 .139 1 -.071 3 -.049 4 449 max 0 7 1 .008 1 .004 1 .849 1 -.221 4 .085 4 .064 1 450 min 0 1 0 4 1 0 7 .221 4 -.849 1 -.064 7 -.085 4 451 M47 1 max 0 5 .001 4 .008 1 .243 7 .292 4 -.106 7 .404 1 452 min. 0 4 -.004 3 0 7 -.292 4 -.243 7 -.404 1 .106 7 453 2 max 0 5 .001 4 .008 1 -.095 7 .375 1 -.068 4 .242 .1 44. min -0 4 -.002 3 0 7 -.375 1 .095 7 -.242 1 .068 4 __________ 3 max 0 5 1 .003 1 .008 1 .004 4 .246 5 .012 4 1 .089 5 456 min 0 4 0 7 0 7 -.246 5 -.004 4 -.089 5 -.012 4 457 4 max . 0 5 .006 1 .008 1 .217 1 .032 _7 .093 4 .061 1 458 mm 0 4 .001 4 0 7 -.032 7 -.217 1 . -.061 7 -.093 4 459 5 max 0 5 I .009 1 .008 1 I 1.005 1 -.299 4 .243 il .046 7 RISA-3D Version 15.0.0 [LA ... \...\... \Calculations\RISA\Stair B.r3d] Page 26 Envelope Member Section Deflections - - - - - Member Sec x Fin] LC v Fin] LC 7 Fin] I C y Rotate... C (n hi Ratio I ('. (n \ I I-, P I 1 Ml imax 0 -T o i -o TI.::: I7 '' I 2 min 0 j.. - 0 1 0 1 -3.42e-03 1 NC 1 NC 1 3 2 max .001 5 .525 1 -.006 7 -1.426e-.. 7 4315.25 7 NC 3 4 - min 0 11 .065 7 -.058 1 -4.207e-.. 1 579.965 1 3444.122 1 5 3 max .002 5 .793 1 -.005 7 -2.923e-.. 1 3241 .726 7 NC 3 6 min, 0 11 .094 7 -.048 1 -5.481e-.. 1 423.668 1 3414.549 1 7 - 4 max .003 5 .736 1 .007 10 -4.396e-.. 7 4993.421 7 NC 2 8 - min 0 11 .078 7 -.003 8 -6.305e-.. 614.466 1 8685.0971 1 9 5 max .002 5 - .467 1 .042 1 -6.763e-.. 7 NC 1 NC 1 10 __ min -.001 11 .041 7 0 8 -6.85e-03 1 NC 1 NC 1 11 M2 j max -.021 1 - .391 1 .042 1--5.827e-.., 7 NC 11 NC 1 12 - I -.256 1 - .036 - 1 0 8 -5.917e-.. 1 207.363 1 NC 1 - 13 2 max -.021 1 .296 1 .105 1 -3.294e-.. 7 NC 11 NC 2 14 - mm -.256 1 .025 7 .006 8 -3.355è-.. 1 277.378 1 7927.652 1 15 3 max -.021 1 .201 1 .159 1 -4.269e-..4 12 NC - 11 NC 2 16 min -.256 .1 - - .016 1 .011 8-7.94e-04 1 418.186 1 6757.409 1 17 4 max -.021 1 .107 1 .208 1 1.767e-03 1 NC T NC 1 18 mmii -.256 1 .008 7 .016 8.184e-05 8 847.912 1 NC 1 19 max -.021 1 .015 1 .253 1 .329e-03 1 NC 1 NC 1 20 - mmii -.256 .001 8 .021 8 .881e-04 8 NC I NC I 21 M3 1 -.021 .015 1 -.021 7 .572e-03 1 NC 1 NC 1 22 min -.253 1 - .001 8 -.256 1 3.081e-04 7 NC I -NC I 23 2 max -.021 8 .103 1 -.017 7 1.964e-03 1 NC 8 NC 1 24 __ - min -.253 1 .008 8 -.21 1 5.023e-05 1 884.972 1 NC 1 25 3 max -.021 8 .195 1 -.012 1-1.072e-.. 11 5444.814 8 NC 2 26 - min -.253 1 .016 8 -.162 1 -6.439e-.: 1 432.027 1 6670.682 1 27 4 max -.021 . .29 1 -.006 l -3.203e-.. 8 3326.656 8 NC 2 28 - - - min -.253 1 - .025 8 -.107 1 -3.252e-.. j 283.891 1 7798.937 1 29 5 max -.021 8 .386 1 0 1 -5.814e-.. 8 2308.292 8 NC 1 30 - min -.253 1 - .035 8 -.045: 1 -5.86e-03 1 210.362 1 NC 1 31 M4 I max .002 6 - -.041 8 .045 - I -6.771e-.. 8 NC I NC 1 32 - rnJ -.002 10 -.461 1 0 1 -6.812e-.. 1 NC I NC I 33 - 2 max .002 6 -.078 8 .007 9 -4.421e-.. 8 4965.27 8 1 NC 2 34 min, -.001 12 - -.734 1 -.003 1 -6.311e-.. j1 610.679 1 18216.521 1 460 mm -0 4 .001 4 0 7 .299 4 1 -1.005 1 1 -.046 7 7-.243 1 461 M48 1 max .002 5 .002 4 .016 1 .226 1 .375 4 -.14 7 .733 1 462 ____ mm o 4 - .004 3 .002 7 -.375 4 -.226 1 -.733 1 .14 7 463 2 max .002 5 .002 4 .016 1 -.103 1 .458 1 -.108 7 .408 1 464 min 0 4 -.002 3 .002 7 -.458 1 .103 1 -.408 1 .108 1 465 3 max .002 - 5 .003 1 .016 1 .003 4 .246 5 .012 4 .09 5 466 mm .0 4 0 7 .002 7 -.246 5 -.003 4 -.09 5 -.012 4 467 4 max .002 5 .006 1 .016 1 .299 1 .024 7 .243 1 .045 7 468 min 0 4 .002 4 .002 1 -.024 1 -.299 .11 -.045 1 -.243 1 469 - 5max .002 5 .009 1 .016 1 1.17 1 -.382 4 .568 1 .014 7 470 .__min 0 4 .002 4 .002 7 .382 4 F-1.17 1 -.014 1 -.568 1 471 M48A _L..max .381 11 -.092 12 .004 4 0 1 0 1 0 1 0 1 472 i -.573 5 -.658 1 -.051 9 0 1 0 1 0 1 0 1 473 2 max .455 -9 -.034 12 .01 4 -1.113 12 7.543 1 .978 1 -.063 8 474 ____ min -.407 7 -.223 1 -.085 9 -7.543 1 1.113 12 .063 8 -.978 1 475 3 max .62 9 .313 1 .022 4 -1.013 12 7.265 1 .607 1 -.031 8 476 - min -.37 7 .04 8 -.069 3 -7.265 1 1 1.013 12 .031 8 -.607 1 477 4 max .776 9 .889 1 .051 4 2.11 1 -.059 8 -.019 1 .109 1 478 min -.334 7 .128 8 -.047 3 .059 8 -2.11 1 -.109 1 .019 7 479 5max .935. 9 1.454 1 1.637 11 21.109 1 -2.834 8 2.186 1 -.417 8 480 min -.297 7 .214 1 8 .219 8 2.834 8 -21.109 1 1 .417 8 -2.186 1 - RISA-3D Version 15.0.0 [LA ... \...\... \Calculations\RISA\Stair B.r3d] Page 27 Envelope Member Section Deflections (Continued) I C' -, r;nl I C' I C' In\ I J I C' /\ I I, Q I C' min 001 8 023 006 1 8 5613e 1 1779491 1 NC .1 95 3 max .011 1 .08 1 .035 1 -9.501e-.. 8 9313.264 4 NC 1 96 min .001 8 .023 4 .008 8 -6.969e-.. 1 2368.08 6 NC 1 97 4 max .011 .1 .052 1 .036 1 -1.085e-.. 8 NC 1 NC 1 98 mm .001 8 .015 4 .007 8 -8.324e-.. 1 6070.458 3 NC 1 99 5 max .011 1 .066 1 .043 1 -1.219e-.. 8 NC 1 NC 1 100 mlii .001 8 .008 .. .005 8 -9.679e- 1 4255.204 4 6493.686 4 101 M12 1 max .028 1 .072 1 .047 1 -5.671e-.. 111 NC 1 NC 1 102 min .003 8 .01 11 .006 11 -4.051e-.. NC 1 NC 1 103 2 max .028 1 .133 i .066 1 -7.796e-.. 4500.293 8 NC 1 104 mm .003 8 .031 8 .011 8 -5.384e-.. 1 2011.384 1 9822.969 4 105 3 max .028 1 .15 1.. .08 1 -9.12e-04 8 3563.418 4 NC 1 106 min .003 8 .041 8 .014 8 -6.718e-.. 1 2370.805 16 5431.035 4 107 4 max .028 1 1 .14 j.1 .092 1 -1.044e---1 8 NC I NC 1 10 min .003 8 1 .032 8 .014 8 -8.051e-.. 1 3283.971 4 13707.443 4 109 5 max .028 1 .163 1 .106 1 -1.177e-.. 8 NC 1 1 NC 1 110 mm .003 8 .021 8 .013 8 -9.384e-.. 1 1717.428 4 2622.209 4 111 M13 1 max .041 1 .111 1 .072 1 -5.132e-.. 11 NC 1 NC 1 .112_ min .004 ... .016 11 .01 11 -3.688e-.. 1 NC 1 NC 1 ..113_ 2 max .041 1 .181 1 .099 1 -7.172e-.. 8 4634.073 8 NC 1 .114. min .004 8. .038 . .016 8 -4.985e-.. 1 2300.993 1 6636.36 4 115 3 max .041 1 .215 1 .123 1 -8.461e-.. 8 3097.614 12 NC .1 .116_ min .004 8 1 .05 .. .019 1 8 -6.282e-.. 1 2223.735 4 3392.218 4 117 4 max .041 1 .224 1 .145 1 -9.749e-.. 8 NC 1 NC 1 118 - min .004 8 .042 8 .021 8 -7.58e-03 1 1697.367 4 2260.372 4 119 5 max .041 1 .255 1 .167 1 -1.104e-.. 8 NC I NC 120 -min .004 8.. .032 8 .021 8 -8.877e,j 1 1084.762 4 1656.71 4 121 M14 I max .059 1 . .176 1 .115 1 -3.512e-.. fl NC 1 NC 1 121 min .006 8 .025 11 .016 11 -2.597e-.. 1 NC 1 NC 1 .12.. 2 max .059 1 .262 1 .157 1 -5.306e-.. 4917.791 1 NC 1 min, .006 8 .05 8. .024 1 8 -3.786e-.. 1 2385.067 4 4017.7141 4 125 3 ImaxI .059 1 1 .33. 1 .198 1 1 -6.486e-.. 8 3116.425 12 NC I- 126 - mfr .006 8 .066 8 .029 8 -4.975e-.. 1 1300.9 4 1985.784 4 121 4 max .059 1 .372 1 .237 1-7.667e-.. 8 6518.268 2 NC 1 128 min• .006 8.. .061 .. .032 8-6.164e-.. 1 888.817 4 1311.283 4 121 5 max .059 1 .42 1 .275 1 -8.848e-.. 8 I 130 min .006 8 .053 8 1 .034 8 -7.352e-.. 1 638.866 .4. 976.0281 .4.. 131 M15 1 max .052 11 .146 1 .095 1-4.398e-.. ill NC 1 NC 1 132 min .006 8 .021 ii .013 11-3.194e-.. 1 NC 1 NC 1 133 . 2 max .052 1 . .224 1 .13 1 -6.327e-..l 8 4772.932 8 NC 1 134 mm .006 8 .045 8 .02 8 -4.443e-.. 1 2667.375 1 4992.272 4 .135 3 max .052 1 .276 1 .163 1 -7.568e-.. 8 3105.507 12 NC 1 - min .006 8 .059 8 .024 8-5.692e-.. 1 1631.615 4 2490.026 4 137 4 max .052 .1 .302 1 .194 1 -8.808e-.. 8 8782.618 1 1 NC 1 1 138 - min .006 8 1 .052 8 .027 8 -6.941e-.. 1 1158.122 4 1648.113 4 139 5 max .052 .1 .342 1 1 .223 1 -1.005e-.. 8 NC 1 NC 1 140 min .006 8 .043 8 .028 8 -8.189e-..i 1 799.671 4 1221.534 4 141 M16 imax .063 1 .198 • 1 .129 1 1 -2.517e-.:11 NC 1 NC 1 142 min .007 8 .028 11 .018 11 -1.923e-.. I NC 1 NC 1 143 2 max .063 1 .292 -- 1 -.179 1 -4.152e-.. 8 5101 .896 12 NC 1 144 min .007 .. .055 8.. .027 8 -3.041e-.. 1 1 2139.011 4 3386.66 4 145 3 max .063 1 .375 1 .228 1 -5.261e-.. 8 3130.866 12 NC 1 146 min .007 8 .072 8 .033 8 -4.16e-03 1 1092.117 4 1667.308 4 147 4 max .063 1 .433 1 .275 1 -6.371e-.. 8 5441 .279 2 NC 1 148 min .007 8 .068 8 1 .037 8 -5.278e-.. 1 728.968 4 1099.798 4 149 5 max .063 .1 .49 i .32 1 -7.48e-04 8 NC 1 NC 1 150 min .007 .. .061 8 .039 8 -6.396e-.. j 536.678 4 1819.995 A. 151 M17 I max .064 1 .214 - 1 .14 1 -1.458e-.. ii NC 1 NC 1 ii .007 8 .03 11 .019 11 -1:204e-.. 1 NC 1 1 NC i RISA-3D Version 15.0.0 [L:\...\ ... \ ... \Calculations\RISA\Stair B.r3d] . Page 29 153 2 max .064 1 .315 1 1 .196 1 -2.911e-.. 8 5390.516 12 NC I 14. min .007 8 .058 8 .029 8 -2.24e-03 1 1951 .362 4 2953.542 4 155 3 max .064 1 .413 . .252 1 -3.938e-.. 8 3.149.476 12 NC 1 156 mm .007 8 .076 8 035 8 -3.275e-.. j 950.336 4 1450.965 4 157 max .064 1 .485 1 .307 1 4.964e-.. 8 5199.497 8 NC 1 158 ii .007 8 .075 8 .04 8 -4.311e-.. j 624.463 4 956.357 A. 159 5 max .064 1 1 .549 1 1 .359 1 -5.991e-.. 8 NC 1 NC 1 160 min .007 8 .068 8.. .044 8 -5.347e-.. 1 466.898 4 713.438 .4.. 161 M18 1 max .062 1 .223 1 .145. 1 -3.847e-.. 111 NC 1 NC 1 162 nni .007 8 .031 11 .019 11 4.684e-.. 1 NC 1 NC 1 163 ..2 max .062 1 .329 1 .208 1 -1.629e-.. 8 6469.238 2 NC 1 164 mfr .007 . .06 ..... .03 8 -1.41e-03 j . 1807.053 4 2645.019 4 165 3 max .062 1 1 .44 . 1 .27 1 -2.56e-04 8 3173.085 12 NC 1 166 min 007 8 079 8 037 8 -2.351 e j 849.662 4 1297 302 4 167 4 max .062 1 .526 t .332 1 -3.491e-.. 8 5127.543 8 NC 1 168 min .007 8 .079 8 .043 8 -3.293e-.. 1 552.042 4 854.381 4 169 5 max .062 1 .598 i .391 1 -4.422e-.. 8 NC 1 NC 1 170 min .007 8 .073 .. .047 8 -4.234e-.. 1 417.058 4 637.33 4 171 M19 1 max .058 1 .224 i_ .146 1 .526e-04 1 NC I NC 1 172 mm .006 8 .031 11 .019- 11 L534e-06 I NC .1 NC 1 173 . 2 max .058 1 .336 1 .214 1 -3.518e-.. 8 8173.807 1 NC 1 min .006 8 .061 8 .031 8 -5.813e-.. 1 1696.401 4 2420.913 4 175 max .058 .1.. .458 .1 .282. 1 -1.173e-.. 8 3202.773 12 NC 1 176 min .006 8 .081 8 .038. 8 -1.415e-.. 1 776.411 4 1185.462 4 177 4 max .058 1 .556 1 .35 1 -1.995e-.. 8 5077.59 8 NC 1 .17. min .006 8 .082 8 .045 8 -2.249e-..l 1 500.131 4 779.936 4 179 1 5 1 max .058 1 .634 .11 .415 1 1 -2.816e-.. 8 NC 1 NC 1 180 mu .006 8 .077 . 8 .049 8 -3.083e-.. 1 1 380.521 4 581.5381 A. 181 M20 1 max .051 1 .217 1 .142 1 ).278e-04 1 NC 1 NC 1 182 min .005 8 .029 ii .018 11 1.258e-04 7 NC I NC 1 183 2 max .051 1 . .334 .1 .214 1 .156e-04 1 NC 1 NC 1 min .005 8 .06 8 .03 8 -1.424e-.. 12 1613.14 4 2257.989 4 185 3 max .051 1 .467 1 .288 1 1.777e-05 8 3239.962 12 NC 1 186 min .005 8 . .081 8 .038 8 4.966e-.. 1 722.813 4 1103.598 4 187 4 max .051 1 1 .575 1 .361 1 -5.19e-05 8 5050.931 8 NC 188 __ min .005 8 .083 8 .045 8 -1.209e-.. 1 462.414 4 725.131 A. 189 5 max .051 1 .66 1 .431 1 -1.216e-.. 8 . NC 1 NC 1 190 mm .005 8 . .079 8 .051 8 -1.921e-.. 1 353.484 .4 540.258 4 191 M21 1 max .042 1 . .205 1 .134 1 1.525e-03 1 NC 1 NC 1 192 mm .004 8 .027 11 .017 11 .203e-04 12 NC I NC 1 193 2 max, .042 1 .325 . 1 .21 1 9.507e-04 I NC I NC 1 194 ._ mm .004 8 .058 .. .029 8 1.036e-04 .12 1553.365 4 2142.542 4 3 max .042 1 .466 1 .287 1.763e-041 3301.062 2 NC 1 196 mm .004 8 . .08 8 .038 8 -1.307e-.. 12 684.302 4 1044.744 4 197 4 max .042 1 .584 1 .365 1 L931e-05 8 5050.094 8 NC 1 198 min .004 . .083 8 .045 8 -2.457e-.. 10 435.261 4 685.311 4 199 5 max .042 1 - .673 1 .44 1 .384e-05 NC - I NC 1 200 min .004 8 .079 8 .051 8 -7.726e-.. j 333.678 4 510.029 A. 201 M22 - j max .032 1 .186 .1 .122 I .012e-03 I NC 1 NC I 202 mm .003 8 .025 11 .015 11 .929e-04 12 NC 1 NC I 203 2 max .032 1 . .309 . 1 .2 1 1.594e-03 1 NC I NC 2 204 min .003. .. .055 . .027 8 .073e-04 12 1514.971 4 993.712 1 3 max .032 1 .456 1.. .281 1 1.175e-03 1 3448.308 2 NC 2 206 min .003 .. .078. 8 .036 8 1.216e-04 12 658.255 4 489.444 1 4 max .032 1 .581 1 .362 I 7.56e-04 j 5079.215 i. NC 1 2 208 min .003 8 - .082 8 .044 8 3.593e-0512 416.576 4 324.343 1 209 max .032 1 . .675 1 .441 .1 .598e-04 6 NC 1 NC 2 210 min .003 8 .078 8 .05 8 -4.973e-.. 12 . 319.756 4 243.956 ii 211 M23 ....L .021 1 .164 .1 .107 1 .356e-03 A. - NC ..1 NC 1 -- . RISA-3D Version 15.0.0 [LA ... \...\... \Calculations\RISA\Stair B.r3d] Page 30 212 mm .002 11 .021 11 .013 1113.425e-0412 NC 1 NC 1 2.1 _2_ max .021 1 .287 L .187 1.113e-031 NC 1 NC 3 21.4 mm .002 11 .051 8 .024 8 .919e-04 12 1497.453 4 977.5491 21.. .3.. max .021 1. .439 1 .27 1 1.87e-03 1 3645.644 2 NC 3 216 min 002 11 075 8 033 8 '412e0412 64339 44793181 217 4 max .021 1 .568 1 .353 1 1.627e-03 1 5144.669 8 NC 3 • mm .002 11 .079 8 .041 8 1.905e-04 12 405.269 4 316.4731 219 5 max .021 1 .666 1 .436 1 1.384e-03 j NC 1 NC 3 220 mm .001 11 ..076 8 .048 8 1.398e-04 12 310.985 4 1237.337 1 221 M24 1 max .009 1 .138 1 .09 1 2.524e-03 I NC 1 NC 1 222 - nun 001 11 018 11 01 11 3.561 e-041 ii NC 1 NC 1 223 2 max 009 1 261 1 17 1 2479e03 I NC 1 NC 3 224 min -.001 11 .047 8 .021 8 3.507e-04 11 1501 .996 4 978.667 1 225 3 max .009 1 .414 1 .254 1 .434e-03 1 1 3917.258 2 NC 3 226 I -.001 H .07 8 .03 8 3.412e-04 12 639.553 4 477.301 1 227 .4.. max 009 1 547 1 339 1 1 389e_03 1 5256_13 8 1 NC 1 3 228 - mm 001 11 074 8 039 8 3_3e_04 12 401.024 4 313.7651 229 5 max .009 1 .647 1 .423 1 .344e-03 1 NC 1 NC 3 230 mlii -.001 11 .072 8 .046 8 .188e-04 12 307.121 _4 234.472 1 231 M25 1 max .003 7 .112 1 .074 1 2.48le-031 1 NC 1 NC 1 232 n -.005 9 .014 ii .008 11 3.31e-04 11 NC 1 NC I 233 2 max .003 1 .233 1 1 .152 1 .659e-03 j NC 1 NC 3 234 min -.005 .9.. .042 .. .018 8 .693e-04 11 1531.914 4 999.491 1 235 3 max .003 7 .385 1 .235 1 .838e-03 j 4304.85 2 NC 3 236 - -.005 9 .065 .. .027 8 .077e-04 11 647.788 4 484.282 1 237 4 max .003 7 .517 1 .32 1 .016e-03 1 5428.259 8 NC 3 238 min -.005 9 .069 8 .035 8 4.46e-04 Ii 404.292 4 316.631 .j .29. 5 max .003 7 ..618 1 .405 1 3.195e-03 1 NC 1 NC 3 240 min -.005 9 .067 8 .042 8 .837e-04 12 308.389 4 235.539 1 241 M26 1 max .002 7 .087 1 .058 1 .192e-03 1 NC 1 NC .1. 242 -.015 1 .011 11 .005 8 .653e-04 11 NC 1 NC 1 243 2 max .002 7 .204 1 .132 1 .623e-03 1 NC 1 NC 3 244 mlii -.015 1 .037 8 .014 8 .529e-04 11 1593.64 4 11045.581 1 245 3 max .002 1 .351 1 .213 1 .053e-03 1 4885.034 2.. NC 246 mlii -.015 1 .059 8 .023 ._ .405e-04 11 670.746 4 502.495 ._ 1 247 4 max .002 7 .481 1 1 .297 1 .483e-03 1 5692.318 7 NC 3 248 Imini -.015 j .063 8, .031 8 5.28e-04 1 11 416.499 4 326.231 1 249 ,5 max .002 1 .582 1 .381 1 .913e-03 1 NC .1 NC 3 250 mm -.015 1 .061 8 .039 8 .007e-04 8 315.6 4 241.17 1 .21 M27 1 max .001 1 .067 1 .044 ± .625e-03 I NC 1 NC I 252 mlii -.025 1 .009 H .003 8 .534e-04 H NC I NC 1 253 2 max .001 1 .176 1 .114 1 .338e-03 I NC 2 NC 7 254 mlii -.025 1 .032 8 .011 8 R.963e-041 H 1698.994 4 1128.158 1 255 3 max .001 7 .316 1 .19 1 3.05e-03 1 1 6197.095 .1.. NC 7 256 mlii -.025 1 .053 ._ .019 8 4.393e-041 H 713.793 4 536.536 1 257 _4_ max .001 1 .439 11 .271 1.763e-03 1 6087.995 1.. NC 1.. 258 - min -.025 1 .057 8 .027 8 S.655e-04 8 440.642 4 344.984 1 259 ,5 max .001 7 .539 1 .353 1 .476e-03 1 NC 1 NC 7 2. min, -.025. 1 1 .055 8 .034 8 L447e-04 8 330.447 4 252.684 1 261 M28 1 max 0 7 .054 1 .036 1 .429e-04 1 NC 1 NC 1 262 min -.034 1 .008 8 0 8 -1.042e-.. 11 NC I NC 1 263 .2_ max 0 1 .154 1 .097 1 1.772e-03 I NC 2 NC 7 264 mlii -.034 1 .027 8 .007 8 1.946e-04 11 1872.434 4 1267.313 1 265 3 max 0 1. .281 .1 .167 1 2.802e-03 1 9558.492 1 5521.041 8 mm -.034 1 .047 8 .015 8_996e-04 Ii 788.176 .4. 595.07 1 267 -'4 max 0 7 .394 1 .243 1 .832e-03 .1 7384.671 2 3597.672 8 268 mi_n -.034 1 .05 8 .022 8 5.44e-04 _$ 482.894 4 377.562 1 269 5 max 0 7 .492 1 .322 1 Ld AA'A-n'll I NC 1 2665.137 8 27 min -.034 t .048 8 .03 8 L567e-04 356.235 4 272.649 RISA-3D Version 15.0.0 [LA ... \...\... \Calculations\RISA\Stair B.r3d] Page 31 271 M29 I max 0 7 051 .1 034 1 1 1.104e-04 7 NC 1 NC 1 272 mlii -.04 1 .006 8 0 8 -5.065e-.. 9 NC 1 NC 1 273 2 max 0 7 .138 1 .087 1 .957e-04 1 NC 2 NC 7 274 mm -.04 1 .024 8 .005 8 4.266e-05 11 2181 .299 4 1482.172 T 275 3 max 0 7 248 1 147 1 279e03 I NC 1 6617804 8 27 mlii -.041 1 .042 8 .011 8 3.171e-04 922.435 4 690.539 1 27.7 max .0 7 .346 1 1 .215 1 .663e-03 1 NC 1 4194.809 8 27 min -.041 1 .043 8 .018 1 8 826e-04 8 557.651 4 432.198 1 5 max Q 7 . .441 1 .289 1 L047C-03 1 NC. 1 3005.449 8 280 mlii -.041 1 .042 8 .025 8 6.327e-04 8 399.65 . 4 306.2891 1 281 M30 1 max .04 1 .054 .1 .038 11.008e-03 I NC 1 NC 1 282 min 0 8 .006 1 0 7 -4.222e-.. 8 NC 1 NC 1 283 2 max .04 1 .136 1 .088 1 2.12e-05 12 . NC 2 NC 7 284 - min 0 8 .023 .L .005 7 -4.872e-.. 1 947.528 1 1574.154 1 3max .0411 .238 1 .144 1-2.746e-..12. NC 2 7192.77 7 286 mlii 0 8 .04 _. 7 .011 7-1.983e-.. 1 422.85 1 737.6291 1 287 4 max .041 1 .331 1 .207 1 4.428e-.. 7 NC 2 4539.614 288 - min 0 8 .041 7 .017 7-3.478e-.. 1 1 281.219 1461.761 1 289 5 max .041 1 .425 1 - .278 1 -6.047e-.. 7 NC 2_ 3225.327 7 290 - min 0 8 .04 7 .024 7 4.974e-.. 1 209.96 1 325.799 1 291 M31 1 max .035 1 .052 1 .037 1 .659e-05 12 NC 1 NC 1 292 mlii 0 8.__007 7 0 7 -4.025e-.. 6 NC 1 NC 1 293 max .035 1 .149 1 .095 1-1.489e-.. 12 NC 2 NC 7 294 mlii 0 8 .026 .7 .007 7 -1.484e-.. 1 1 1947.939 4 11344.479 1- 295 3 max .035 1 .27 . 1 .161 1-3.744e-.. 12 NC 1 5928.169 7 296 mini 0 8 .045 7 .013 7 -2.619e-.. 1 823.817 4 628.943 1 297 4 max .036 1 .379 1 .233 1 -5.211e-.. 1. 9058.239 2 3825.663 7 298 min 0 8 .047 J 1 .021 7 -3.753e-.. 1 503.345 4 397.006 1 299 5 max .036 1 .476 1 .311 1 -6.449e-.. 7 NC 1 2803.6087 300 - min 0 8 .046 7. .028 7 -4.887e-j 1 368.037 4 284.842 1 301 M32 1 max .028 1 .062 1 .043 1 -1.048e-.. 12 NC 1 NC 1 302 miii 0 8 .008 12 .002 7 -1.349e-.. I NC 1 NC 1 303 2 max .028 1 . . .169 1 .109 1 -2.671e-.. 12 NC 2 NC 7 304 - min 0 .. .03 . .01 7 -2.159e-.. 1 1743.12 4 1179.013 1 305 3 max .028 1 .304 1 .183 1 -4.295e-.. 12 6978.473 1 5115.242 7 306 min 0 8 .051 .7.1 .017 7 -2.969e-.. 1 734.389 4 558.515 1 307 4 max .028 1 .424 1 .261 1 -5.578e-.. 7 6284.016 8 3389.373 7 308 min 0 8 .054 7 .025 7 -3.779e-j 1 452.619 4 357.572 1 309 _5 max .028 1 .524 1 .342 1 -6.476e-j 1.. NC 1 2556.503 7 310 - min 0 8 1 .053 .7 .033 7 4.589e-.. 1 337.594 4 260.657 1 311 M33 1 max .018 1 ..081 1 .055 1 -2.326e-.. 12 NC 1 NC 1 312 mlii -.002 8 .01 12 .005 7-2.022e-.. I NC 1 NC 1 313 2 max .018 1 ..195 1 .127 1 -3.385e-.. 12 NC I NC 3 314 mlii -.002 8 .035 7 .013 7 -2.542e-.. 1 1620.364 4 11077.9451 1 315 3 max .018 1 .34 .1 .206 1 -4.445e-.. 12 5179.352 1 NC 3 316 min -.002 8 .057 7 .021 7 -3.062e-.. 1 682.668 4. 516.553 1 317 4 max .018 1 .467 1 1 .288 1 -5.504e-.. 12 5823.6 8 NC 3 318 min -.002 8 .061 7 .029 7 -3.582e-.. 1 423.319 4 334.352 1- 319 5 max .018 1 .569 1 .371 1 -6.166e-.. I NC 1 NC 3 320 - mlii -.002 8 .059 7 .037 I -4.103e-.. 1 319.624 4. 246.382 1. 321 M34 j_ max .009 10 .104 1 .07 1 -3.125e-.. 12 NC 1 NC 1 322 mm -.003 8 1 .013 12 .007 1 -2.404e-.. 1 NC 1 NC 1 323 2 max .009 10 ._..223 1 .146 1 -3.681e-.. 12 NC I NC 3 mm -.003 .. .04 11 .016 7 -2.666e-.. 1 1546.437 4 1019.664 1- 325 3 max .009 10 .374 1 .228 1 -4.237e-:. 12 4478.34 2 NC 1 3 326 min -.003 8 .063 1 .025 1 -2.927e-.. j 653.668 4 493.026 1 327 4 max .009 10 .505 . 1. .312 1--4.794e-.., 12 5514.05 1 NC 3 328 mm -.003 8 .067 1 .034 1-3.189e- 1 407.433 4 321 .657 1 329 5 max .009 IQ .607 11 .397 1 -5.35e-04 12 NC 1 NC 3 RISA-3D Version 15.0.0 [LA ... \...\... \Calculations\RISA\Stair B.r3d] . . Page 32 330 min 003 8 065 7 041 7 3451e 1 310061 4238735 1 331 M35 1 max .002 121 .13 1 .087 1 -3.501e-.. 12• NC 1 NC 1 32 mi n 406 6 .017 12 .01 12 -2.529e-.. 1 NC 1 NC 1 333 2 max .002 12 .252 1 .165 1 -3.61e-04 12 NC 1 NC 3 334 mm -.006 6 .045 7 .02 7 -2.561e-.. 1 1506.864 4 990.049 1 335 3 max .002 12 .405 1 .248 1 -3.718e-.. 12 4036.211 2 NC 3 336 rnTh -.006 6 .068 7 .029 1 -2.593e-..l 1 640.647 4 482.101 1 337 max .002 12 .538 1 333 1 -3.782e-.. 5314.438 7 NC 3 38 mfri -.006 6 .073 7 .037 1 -2.625e-.. 1 401.191 4 316.408 1 339 5 max .002 12 .638 1 .417 1 -3.828e-.. II NC 1 NC 3 340 min -.006 6 .07 7 .044 7 -2.656e-.. 1 306.814 4 236.038 1 341 M36 I max 0 12 .156 1 .103 1-3.511e-.. 12 NC 1 NC 1 342 m -.016 1 1 .02 12 .013 12-2.432e-.. 1 NC 1 NC 1 343 2 max 0 12 .279 1 .183 1 -3.176e-.. 11 NC I NC 3 344 min -.016 1 .05 1. .023 7-2.26e-03 1 1493.962 4 981.785 1 345 3 max 0 12 .432 1 .266 1 -2.814e-.. 1 11 3730.871 2 NC 3 346 min -.016 1 .073 L .032 7 -2.087e-.. 1 640.249 4 480.825 1 347 4 max 0 12 .562 1 .349 1 -2.453e-.. 11 5182.245 7 NC 3 348 rnñ -.016 1 .077 L .04 7 -1.915e-.. 1 402.744 4 317.0621 349 5 max 0 12 . _661 1 .432 1-2.091e-.. 11 NC 1 NC 3 350 min -.016 1 .074 7 .047 7 -1.742e-.. 1 308.836 4 237.447 1 351 M37 I max -.003 7 .18 1 .119 1-3.128e-.. 11 NC I NC 1 352 i -.027 1 1 .024 12 .015 12 -2.147e-.. I NC I NC I 353 2 max -.003 1 .303 1 .197 1 -2.404e-.. 11 NC I NC 2 354 mm -.027 1 .054 7 .026 7 -1.793e-.. 1 1503.591 4 991.439 1 355 3 max -.003 7 .452 1 .279 1 -1.679e-.. 11 3511.561 2 NC 2 356 mm -.027 1 .077 7 .035 7 -1.439e-.. 1 650.956 4 1487.871 1 357 4 max -.003 7 .578 1 .36 1 -9.553e-.. 11 5100.552 7 NC 2 358 mm -.027 1 .081 7 .043 7 -1.086e-.. 1 411.341 4 322.963 1 359 5 max -.003 7 .674 1 .44 1 -2.311e-.. 11 NC 1 NC 2 360 min -.027 1 .077 ..L .049 7 -7.319e-.. 1 315.719 .4_ 242.628 1 361 M38 1 max -.004 7 .2 1 .132 1 -2.469e-.. ii NC 1 NC 11... 362 - I -.038 1 .027 12 .017 12 -1.706e-.. I NC 1 NC 1 363 2 max -.004 7 .321 1 .208 1 -1.422e-.. 11 NC 1 NC 1 364 - min -.038 1 .057 7 .028 7 -1.192e-.. 1 1533.922 4 2117.667 4 365 3 max -.004 .7.. .464 I .287 1 -3.758e-.. ii 3349.342 2 NC I 366 mm -.038 1 .08 7 .037 7 -6.777e-.. 1 672.515 4 1032.177 4 367 .4.. max 1 -.004 1 .585 I .365 1 .706e-05 11 5058.216 7 NC 1 368 min -.038 1 .083 7 .044 7 -2.23e-041 5 427.027 4 676.684 4 369 max -.004 7 .676 1 .442 13.679e-04 9 NC I NC 1 , 370 min -.038 1 .079. 7 .05 7 -9.145e-.. 7 327.542 4 503.2474 371 M39 I max -.005 7 .214 1 .141 1-1.614e-.. 11 NC I NC 1 372 mm -.047 1 .029 12 .018 12 -1.145e-.. j NC 1 NC 1 373 2 max -.005 7 .333 1 .215 1 -2.814e-.. 11 NC 1 NC 1 374 . mm -.047 1 1 .059 7 1 .03 7 -4.881e-.. 1 1584.865 4 2216.243 4 375 3 max -.005 .1 .469 1 1 .289 1 1.989e-041.9 .3256.52 11 NC 1 376 min -.047 1 .081 1 . .038 1 -6.632e-.. 1 705.765 4 1082.955 4 377 . ' -.005 1 ..581 .1 .364 1 8255e-04 j 5047.906 1 NC 1- 378 mm -.047 1 .084 1 .045 1 -2.987e-..,1 450.58 4 711.282 4 379 5 max -.005 7 .667 1 .436 1 1.482e-03 1 NC 1 NC I 380 rnTh -.047 _1. .079 1 .051 1 6.035e-05 1 344.837 4 529.63 381 M40 1 max -:006 7 .223 1 .147 1 -5.164e-.. 8 NC 1 NC 1 382 min -.054 1 .031 12 .019 12 -4.947e-.. 1 NC j NC 1 383 2 max -.006 7 .337 . 1 .216 1 .883e-04 1 9317.481 1 NC 1 384 rnLn -.054 t .06 7 .031 1 -1.08e-05 7 1657.876 4 2358.414 4 385 3 -.006 7. .464 it .286 1 1.071e-031 3216.503 11 NC 1 .081 1 .038 1 5.561e-057 752.752 4 387 4 ~max~ 051 1 .566 1 .355 1 1154.803_ 1 1.854 388 .083 1 .045 1 1.42e-04 7 483.652 4 759.563_4 RISA-30 Version 15.0.0 [L:\...\ ... \... \Calculations\RISA\Stair B.r3d] . Page 33 389 max 006 7 646 j 422 1 2.637e-03 1 NC 1 NC 1 390 mk-i -.054 1 .078 .7 .05 7 .184e-04 1 368.681 4 566.076 4 391 M41 I max -.006 7 .225 1 .148 1 .122e-04 1 NC 1 NC 1 392 rrnn 059 1 031 12 02 12 4.265e-06 12 NC 1 NC 1 393 2 max -.006 .7. .334 1 .212 1 1.107e-03 1 6976.422 2 NC I 394 mm -.059 1 .06 7 .031 7 1.148e-041 7 1756.043 4 2555.105 4 3 max -.006 7 449 1 .276 1 .002e-03 1 3184.603 11 NC 1 396 min -.059 1 .08 7 .038 7 .028e-04 7 817.146 4 1253.331 4 397 max -.006 .7. .54 1 .34 1 2.896e-03 1 - 5106.113 1 NC 1 398 min -.059 1 .08 7 .044 1 .908e-04 7 529.165 4 1825.302 4 399 5 - max -.006 7 .614 1 .401 1 3.791e-03 1 NC t1 NC 1 400 min -.059 1 .075 7 .048 1 3.787e-04i 7. 400.913 4 615.398 4 401 M42 j max -.007 .L .219 1 .144 1 9.443e-04 1 NC 1 NC 1 402 mTh -.062 1 .03 12 .02 121.107e-04 12 NC 1 NC 403 max -.007 1. .322 1 .202 1 1.938e-03 1 5733.2 2 NC 1 404 min -.062 1 .059 1 .03 1 .426e-04 7 1884.486 4 2824.89 4 405 .3 ... max -.007 1. .425 j .261 1 ?.931e-03 1 3159.263 11 NC 406 mm -.062 1 .078 1. .036 1 3.408e-04 7. 905.192 4- 1388.088 4 407 4 max -.007 1. .503 1 .318 1 3.924e-03 1 1 5170.095 1 NC 1 408 min', -.062 1 .076 1 .041 1 4.389e-04 7 592.15 4 914.879 4 409 5 max -.007 7 .57 1 .372 1 4.918e-03 1 NC 1 NC 1. 410 ________ min -.062 1 .07 1 .045 1 5.371e-04 7 444.601 4 682.289 4 411 M43 I max -.007 .7.. : .206 1 .135 1 1.671e-03 I NC 1 NC t 412 mlii -.062 1 .029 12 .018 12 2.172e-04 12 NC I NC I 413 2 max -.007 7 .302 ..j .187 1 ?.751e-03 1 5209.785 11 NC I 414 min -.062 1 .056 1 .028 7 3.68e-04 7. 2051.158 4 3199.313 4 415 3 max -.007 .T .391 1 .239 1 3.831e-03 1 3139.303 11 NC 1 416 mm -.062 1 .074 7 .034 7 4.751 e-04 7 1027.682 4 1575.575 4 417 max -.007 .7. .455 j. .288 1 4.911 e-03 1 5260.266 8 NC 1 41 min -.062 1 .071 1 .038 7 5.822e-04 1 681.605 4 1039.351 4 419 5 max -.007 7 .515 j. .336 1 5.991 e-031 1 NC 1 NC 1 420 mm -.062 1 .064 1 .041 1 .893e-04 1 504.99 4 774.779 4 421 M44 1 max -.006 7 .186 1 .122 1 1 2.361e-03 I NC 1 NC 1 422 mlii -.059 1 .026 .12 .017 123.189e-04 12 NC 1 NC 1 423 2 max -.006 7 .275 1 .167 1 .517e-03 1 4978.202 8 NC 1 424 - mm -.059 1 .052 1. .025 7 4.864e-04 7. 2268.343 4 3734.006 4 425 3 max -.006 7 .349 1 .211 1 4.673e-03 1 3123.818 11 NC 1 426 min -.059 1 .068 1 .03 7 3.013e-04 1 1204.383 4 1846.016 14 427 1 4 max -.006 7 .397 1 .253 1 .829e-03 1 6089.978 _2 NC 1- 428 min -.059 1 .064 .7. .034 .7. .162e-04 7 814.878 4 1219.147 4 429 5 max -.006 1 .449 1 .293 1 .985e-03 1 NC 1 NC 1 430 -min -.059 1 .056 .7. .036 .7. 8.311e-04 7 591.609 _4 907.463 4 431 M45 1 max -.006 7 .158 1 .104 1 .986e-03 I NC I NC I 432 min -.053 1 .022 12 .014 12 .113e-04 12 NC t NC .1 433 2 max -.006 7 .24 1 -.142 1 .207e-03 j 4831.855 1 NC 1 434 min, -.053 1 .047 7 .022 .7. .933e-04 7. 2555.447 A. 4533.576 4 435 3 max -.006 1 298 1 .177 1 .428e-03 1 3112.07 11 NC 1 436 - min -.053 1 .061 1 .026 7 .149e-04 7 1475.149 4 2260.309 4 437 4 -.006 1 .33 1 .211 1 .649e-03 1 7613.159 2 NC 438 ii -.053 1 .056 .7. .029 7 L365e-04 7 1029.8. 4 1496.168 4 439 __ 5 max -.006 7 .374 .244 1 7.87e-03 1 NC I NC 1 440 __ min, -.053 1 .047 7 .03 7 9.58e-04 7 723.511 4 1109.511 4 441 M46 j max -.005 .7 .125 1 .082 1 .517e-03 1 NC 1 NC 1 442 min -.044 1 .018 12 .011 12 4.899e-04 12 NC 1 NC 1 44 2 max -.005 7 .199 1 .112 14.793e-03 1 4689.944 .7.. NC I 444 - min -.044 1 .041 7 .018 7 .843e-04 1. 2421.112 1.5813.13 4 445 3 max -.005 1 .24 1 .139 1 .069e-03 1 3103.415 11 NC I 446 mm -.044 1 .054 7 .021 7 .114e-04 1 1933.281 4 2960.906 4 447 4 max -.005 1 .255 1 .165 1 '.344e-03 1 NC 1 1 NC 1 RISA-3D Version 15.0.0 [LA ... \...\... \Calculations\RISA\Stair B.r3d] Page 34 P17 1660 Viat L$ Envelope Member Section Deflections (Continued) Member Sec x [in] LC y [ml LC z [in] LC x Rotate... L (n) L/y Ratio LC (n) Liz R.. i rnJn -.044 1 .046 7 .023 19.386e-04111 1426.762 4 11971.6841 4 449 5. max -.005 7 .29 . t .19 1 8.62e-03 1 NC 1 NC 1 450 mm -.044 1 .037 7 .024 1 1.066e-03 1 944.771 4 1448.406 4 451 M47 1 max -.003 7 .088 j_ .057 1 .928e-03 1 NC I NC 1 452 min -.031 1 .012 12 .008 12 5.506e-04 12 NC 1 NC 1 453 2._ ma -.003 7 .153 .1 .08 1 5.247e-03 1 4552.567 1 NC 1 • 454 m -.031 1 .034 1 .013 1 7.549e-04 7 2105.41 1 8070.697 4 455 3 max -.003 7 .176 .1 .098 1 6.565e-03 j 3097.669 11 NC 1 456 min -.031 .1.. .045 1 .016 1 L865e-04 1 2378.141 5 4374.823 4 457 4 max -.003 7 . .173 j .113 1 7.884e-031. NC 1 NC 1 458 mm -.031 1 .036 7- .017 I 1.018e-03 7 2387.323 4 2969.606 4 -.003 7 .2 1 .131 19.203e-031 NC 1 NC 1 • 460 min -.031 1 .025 I .016 I 1.15e-03 1 7 1385.031 4 2122.619 4 461 M48 1 max -.002 1 .046 1 .03 1 L193e-03 1 NC 1 NC 1 462 mm -.017 1 .007 12 .004 12 5.894e-04 12 NC I NC 1 463 2 max -.002 7 .103 1 .046 1 5.542e-03 1 4424.439 7 NC 1 464 min -.017 1 .027 ± .008 1 8.Ole-04 1 1854.362 1 NC 1 465 3 max -.002 1 .108 j_ .053 1 6.89e-03 1 5645.248 4 NC 1 466 mm -.017 .1 .036 1 .01 1 9.356e-04 7 2375.702 5 8627.202 4 467 4 max .002 7 .087 1 .058 1 .239e-03 1 NC I NC 1 468 mm -.017 1 .025 7 .01 1 1.07e-03 7 5964.429 3 6405.783 4 5 max -.002 7 .105 1 .068 1 9.588e-03 1 NC 1 NC 1 470 mm -.017 1 .013 7 .009 1 1.205e-03 7 2660.573 4 4075.583 4 471 M48A j max 0 1 . 0 1 0 1 -7.193e-.. 7 NC 1 NC 1 472 _min 0 1 0 1 0 1-4.132e-.. 1 NC 1... NC 1 473 ..2... max .001 5 .218 1 -.006 1 -7.807e-..i 7 8821 .998 12 NC 3 474 mm -.001 11 .03 12 -.058 1 -4.829e-.. 1 1192.558 1 3436.872 1 475 3 max .002 7 .259 .1 -.005 1 -8.288e-.. 7 8545.133 1.2 NC 3 47 min -.002 9 .035 12 -.048 1 -5.694e-.. 1 1074.229 1 3399.679 1 477 4 max1 .003 7 .133 1 .007 10 -7.005e-.. 1 NC 3 NC 2 478 __ olIn -.004 9 .016 12 -.003 8 -5.412e-.. 1 3158.945 1 8537.426 1 479 5 max .004 7 .078 1 .043 1 -2.322e-.. 7 NC 1 NC 1 480 _ -.006 9 .006 1 0 8--3.127e-..i 1 NC 1 NC 1 - Envelope AISC 14th(360-10): LRFD Steel Code Checks Member Shape Code Check Loc ... .... Shea..Loc ... .... ... nhi*Pnnhi*Pn.. hi*Mn. hi*Mn Enn 1 Ml HSS12x4x4 .277 8.02 1 86 19.. z 1 84.529 293.94 30.641 1 88.32 . Hi-lb 2 M2 HSS12x4x4 .055 • 0 1 188 65 y 1 222.236 293.94 30.641 8832 . HI-lb 3 M3 HSS12x4x4 .066 6.5 1 .192 0 y 1 222.236 293.94 30.641 88.32 . Hi-lb 4 M4 HSS12x4x4 .280 ll.. 1 071 0 z 1 84.576 293.94 30.641 88.32 . Hi-lb 5 M6 HSS12x4x4 .466 0 1 .129 _Q_ y 1 84.576 293.94 30.641 88.32 Hi-lb 6 M7 HSS12x4x4 • .173 6.5 1 ..139 65 y 1 222.236 293.94 30.641 88.32 Hi-lb 7 M8 HSS12x4x4 .175 0 11 .137 0 y 1 222.236 293.94 130.641 88.32 ... Hi-lb 8 M10 HSS4x4x4 .305 10.83 1 29 0 y 1 85.398 139.518 16.181 16.181 Ifl-lb 9 Mu HSS4x4x4 .556 10 . 020 0 85.398 139.518 16.181 16.181 . Hi-la 10 M48A HSS12x4x4 .488 l9.. 1 ..131 1. 1 84.529 293.94 30.641 88.32 Hi -lb RISA-3D Version 15.0.0 [LA ... \...\... \Calculations\RISA\Stair B.r3d] • Page 35 M EYE R. BORG MAN J.o H N SON Job No.: P17 166-0 Sheet: Project: Via Sat STRUCTURAL DESIGN.+.ENGNEERING By: LS Date: 4/410 SATISFY ANCHOR I REQUIREMENTS r51 DIA EXPANSION ANCHOR 4300 11S / WITH 41 /2" EMBEDMENT ROOF * / .EL.218 - <V 41, \ ik<4 .i°l< A41 O".\ :il O\' l'4<l.\ <4• 4yl .k<\< 1I°4 4' II 4 .'k<1. vi 140 HSS12x4x1l4 ED - (STRINGER) FOR PCMK. ED REFER PLAN ED tAPPROVER 14 (REFER PLEASE VERIFY CONC. SLAB P17 166 0 i_at vtai www .hilti.us Profis AT or 2.7.5 Company: Page: ' 1 : Spedifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 10/27/2017 E-Mail: Specifiers comments: . . I Input data . S Anchor type and diameter Kwik Bolt TZ CS 5/8 (4) L.. Effective embedment depth: her = 4.000 in., h0 = 4.438 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 SAFE—ET Issued I Valid: 5/1/2017 1 5/1/2019 Proof: Design method ACI 318 1AC193 Stand-off installation: e, = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: l x l x t = 4.000 in. x 6.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 3000, = 3000 psi; h = 420.000 in. Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading fib, in.lb] Z . • 'S. 0 0 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan P171660 -. - Profis 2.7.5 or .hiIti.us Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date:. 10/27/2017 E-Mail: 2 Load case/Resulting anchor forces : AY Load case: Design loads - ( Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y . 1 1400 2150 0 2150 2 1400 2150 0 2150 TLfl x max. concrete compressive strain: max. concrete compressive stress: - [psi] - resulting tension force in (x/y)=(0.000/0.000): 2800 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 01 3 Tension load Load N,, [lb] Capacity $ N, [lb] Utilization N = N,,I4, N, Status Steel Strength* 1400 12877 11 OK Pullout Strength' N/A N/A N/A N/A Concrete Breakout Strength** 2800 5084 56 OK * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength N,, = ESR value refer to ICC-ES ESR-1917 It Nsa Nsa ACI 318-08 Eq. (0-1) Variables 'se,"[in.2] f,, [psi] 0.16 106000 - Calculations N,, [lb] 17170 Results • N, [lb] steel 4 N5 [lb] N0, [lb] 17170 0.750 12877 1400 -. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan P17 1660 Profis An?or 2.7.5 www.hilti.us Company: Page: 3 Specifier: Project: Address: ., Sub-Project I Pos. No.: Phone I Fax: I - Date: 10/27/2017 E-Mail: •• 3.2 Concrete Breakout Strength - ANC NCbN = () 'V ec,N V ed.W 'V c,N IV CP,N Nb ACI 318-08 Eq. (D-5) ANGO - Ncbg > Naa ACI 318-08 Eq. (D-1) ANC see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANCO = 9 h ACI 318-08 Eq. (D-6) 'V ec,N = • ( :5 1.0 ACI 31808 Eq. (D-9) 3het 'V ed.N = 0.7 + 0.3 (f:) 1.0 ACI 318-08 Eq. (D-1 1) Wcp,N = MAX ,i.!et):5 1.0 ACI 318-08 Eq. (D-13) Nb = kX ACI 318-08 Eq. (D-7) Variables bet [in.] e.1,N [in] eC2N [in.] c05 [in.] 'V C,N 4.000 0.000 0.000 4.000 1.000 c [in.] k f [psi] 6.750 17 1 3000 Calculations - AN. [in .2] ANCO [in .21 'V ecl,N 'V ec2,N 'V ed,N 'V cp,N Nb [lb] 168.00 144.00 1.000 1.000 0.900 1.000 7449 Results - Ncbg [lb] - 4) concrete 4)Ncb, [lb] Noa [lb] 7821 0.650 5084 2800 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is registered Trademark of Hilti AG, Schaan P17 166 0 www.hilti.us Profis Anf?or 2.7.5 Company: Page: 4 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 10/27/2017 E-Mail: 4 Shear load Load V [lb] Capacity 4, V [lb] Utilization pv = V a/4, V. Status Steel Strength* 2150 . 5259 41 OK Steel failure (with lever arm)* N/A . N/A N/A N/A PryoutStrength**, 4300 10950 40 01< Concrete edge failure in direction ** N/A N/A N/A N/A * anchor having the highest loading **anchbr group (elevant anchors) 4.1 Steel Strength V = ESR value refer to ]CC-ES ESR-1917 4> Vsteei V>> ACI 318-08 Eq. (D-2) Variables Asev [in.2] fw. [psi) 0.16 106000 Calculations V [lb] 8091 Results . . V50 [lb] 4> steei 4t Vsa [lb] Vee [lb] 8091 0.650 5259 2150 4.2 Pryout Strength v = ANC w ec,N 'V ed.N 'V c.N 'V cp,N Nb] ACI 318-08 Eq. (D-31) ANcO 4i Vcpg V,, ACI 318-08 Eq. (D-2) AN. see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANCO = 9 h, ACI 318-08 Eq. (D-6) 1 + 2eN) :5 1.0 ACI 318-08 Eq. (D-9) - >V edN = 0.7 + 0.3 1.0 ACI 318-08 Eq. (D-I1) 'V cp,N = 1.511er) 5 1.0 ACI 318-08 Eq. (D-13) Nb = k0 X ef ACI 318-08 Eq. (D-7) Variables . kcp he> [in.] eC1,N [in.] . e.N [in.] [in.] 2 4.000 0.000 0.000 4.000 'V oN ; [in.] k0 f [psi] 1.000 6.750 17 1 3000 Calculations " AN, [in.2 J AN,>) [in.2 ] 'V ecl.N - 'V ec2,N 'V ed.N 'V cp,N Nb [lb] 168.00 144.00 1.000 1.000 0.900 1.000 7449 - Results Vcpg [I b] 4 concrete 4i Vcpg [lb] Vuo [lb] 15643 0.700 10950 4300 5 Combined tension and shear loads Utilization I3N,V [%] Status 0.551 0.409 5/3 . 60 OK NV <1 -. Input data and results must be checked for agreement with the existing conditions and for plausibility! - • • PROFIS Anchor (c ) 2003-2009 HiS AG, FL-9494 Scbaan Hilti is a registered Trademark of Hiiti AG, Scbaan P17.166.0 I -Il .hilti.us ' Profis 2.7.5 Company: - Page:' 5 ' .. Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax:' ' . I ' : • Date: 10/27/2017 E-Mail: 6 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the : existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The D factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Refer to the manufacturers product literature for cleaning and installation instructions. Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant 'standard! ' Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor ( C ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG. Scttaan P1,7.1616.0. www.hilti.us Profis Anor 777 95 Company: Page: 6 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: Date: 10/27/2017 E-Mail: . 7 Installation data - Anchor plate, steel: - . Anchor type and diameter: Kwik Bolt TZ - CS 5/8 (4) Profile: no profile Installation torque: 720.001 in.Ib Hole diameter in the fixture: df = 0.688 in. Hole diameter in the base material: 0.625 in. - Plate thickness (input): 0500 in. Hole depth in the base material 4.750 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 8.000 in. Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 7.1 Recommended accessories . . . Drilling Cleaning Setting Suitable Rotary Hammer • Manual blow-out pump Torque controlled cordless impact tool (Hilti Properly sized drill bit - . Safeset System) Torque wrench •. • Hammer Ay 2.000 2.000 H Hi -- Coordinates Anchor in. -- Anchor x y c.5 c 5 c., - 1 0.000 -2.000 - -- 4.000 -• 2 0.000 2.000 - - 8.000 - Input data and results must be checked for agreement with the existing conditions and for plausibility! -: • PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan P171660 ' . • I — I_ ~6r www.hilti.us .- Profis Company: Page: 7 : Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 10/27/2017 E-Mail: 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. • Input data and results must be checked for agreement with the existing conditions and for plausibility! - • PR0F15 Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan 1-lull is a registered Trademark of Hilti AG, Schaan CHECK 12GAPAN t=0.1017" d=7 Z=2.47in' øMn = 0.9(36)(2.47) = 80 k-in Mu = [1 2(030)+1 6(100)] (12/11)] 512/8 = 695k ft = 83k in <80k in OK D+L Deflection (1/360) = 0.17" A = 5(.142/12)(614) 1(384-29000-8.06) = 01 <0 17 OK For Section Property Calculations See Tedds output MEYER BORGAN JOHNSON Job No.: P17.166.0 Sheet: Project: Via Sat STRUCTURAL DESIGN + ENGINEERING By IS Date Handrail Calculations INTERIOR WALL PER PLAN Max Span =4-0' . LL = 50 pIt or F CA 5400 200 lb at midspan** Governs I112O.D.SEAMLESS . DL. 4 - - - p . . . . . . .. . C-lit? . TUBING (AOTMA5IS). - PAINTED Mu=136lb-ft T.O. HAND RAIL . (3-span mm) . . Check Std. 1.25" Pipe . - . . . . . Z = .305 . ... . . TO TOP OF STAIR TREAD AT NOSING OR FINISH - Fy = 35 ksi - . . . FLOOR LEVEL eMn = 0.9 x .305 x 35 = 9.6k-in (800 lb-ft)> 136 lb-ft OK - I . ir'oo STEEL ROD RAIL SUPPORT. AT SIMILAR CONDITION WELD HANDRAIL WI 112 0.0. BENT STEEL - ;- - ROD TO HANDRAIL AND VERTICAL RAILING SUPPORT MAX ANDAATENDS - PRINT 41 - . 16 00, MTL STUD BACKING OR 1000. FLAT STRAP ATTACH TO ADJACENT Max Reaction for Supports at 4'6.c. . MTLSTIJOS - . - INTERIOR STAIR HANDRAIL 3l-0 4) Max Factored Reaction = 370 lbs (3-span mm) - -: Moment on Rail Support = 370 lbs * (2.25') = 833 in-lbs 7A STUDWALL - MK MR PLAN I Ile CIA SCH40 PIPE Tu per Anchor 833 in-lbs / (1 7/8) = 444 lbs Vu = co co Verify Capacity of Hilti Kwik Bolts 112' CIA ROUND BAR 0+ - 11116 11/16 . Per ESR-1385: FOR RAIL SUPPORT 211,1 Allowable Tension = 626 lbs 3,8. 11- LNG Section A-A Allowable Shear = 1054 lbs . -, - SCREW - APPROVER PLEASE REFER THIS si U = 444/626 + 370/1054 = 1.06 OK VERIFY TYPICAL HANDRAIL SUPPORT BRACKET DETAIL REF: 6/C-TS4&4/CA-A400 Revised with 1 . . . . . . - 3/8 hole CONTINUOUS BEAM ANALYSIS INPUT BEAM DETAILS Number of spans = 3 Material Properties Modulus of elasticity 29000 ksi Material density = 490 pcf Support Conditions: Support A Vertically "Restrained" Rotationally "Free Support B Vertically "Restrained" Rotationally "Free" Support C Vertically Restrained Rotationally Free Support D Vertically "Restrained" Rotationally "Free" Span Definitions: Span I Length = 4.000 ft Cross-sectional area = 100 in2 Moment of inertia = 1.00x103.in4 Span 2 Length = 4.000 ft Cross-sectional area = 100 in2 Moment of inertia = I.00x1O3 in4 Span 3 Length = 4.000 ft Cross-sectional area = 100 in2, . Moment of inertia = 1.00x103 in4 LOADING DETAILS Beam Loads: Load I UDL Dead load 0.004 kips/ft Load 2 UDL Live load 0.050 kips/ft LOAD COMBINATIONS Load combination I . Span. I 1.2x Dead + 1.6x Live Span 2 1.2xDead + 1.6xLive Span 3 12xDead + 1.6xLivè CONTINUOUS BEAM ANALYSIS - RESULTS Support Reactions - Combination Summary - Support A Max react = -0.14 kips Min react = -0.14 kips Max mom = 0.00 kip_ft Mm mom = 0.60 kip_ft Support B Max react = -0.37 kips Min react = -0.37 kips Max mom = 0.00 kip_ft Min mom = 0.00 kip_ft Support C Max react = -0.37 kips Min react = -0.37 kips Max mom = 0.00 kipft Min mom '= 0.00 kip_ft Support D Max react = -0.14 kips Min react = -0.14 kips Max mom = 0.00 kipft Min mom 0.00 kip_ft Beam Max/Min results - Combination Summary Maximum shear = 0.2 kips -. , Minimum shear = -0.2 kips Maximum moment = 0.1 kip_ft Minimum moment = -0.1 kip_ft Maximum deflection = 0.000 in Minimum deflection = 0.000 in Node Force Moment Fx Fz My (kips) (kips) (kipft) 1 -0.2 -0.1 -0.3 3 -0.2 0.1 -0.3. Node I Force Moment Fx Fz My (kips) (kips) (kip_ft) 1 -0.1 -0.1 -0.2 3 -0.1 0.1 Element Length (ft) Nodes Start/End Axial force (kips) Shear force (kips) Moment (kip_ft) 1 3.5 1 0.1 -0.2 0.3 2 -0.1 0.2 0.2 2 4 - . 2 -0.2 0.1 -0.2 4 0.2. -0.1 -0.2 3 3.5 . 4 -0.1 -0.2 0.2: 3 0.1 0.2 -0.3 Element Length (ft) Nodes Start/End Axial force (kips) Shear force (kips) Moment (kip_ft) 1 3.5 1 0.1 -0.1 0.2 2 -0.1 0.1 0.1 .2 4 2 -0.1 0.1 0.1 4 0.1 -0.1 -0.1 3 3.5 4 -0.1 -0.1 0.1 3 0.1 0.1 0.2 Element Pos (ft) Deflection Max Pos (in) (ft) Mm (in) 1 3.5 0.17 0 0- 2 0.85 0.01 3.15 -0.01 3 3.5 0 0 -0.17 Element Pos (ft) Axial force Max Pos (kips) (ft) Mm (kips) 1 0 -0.1 0 -011 2 0 0.2 0 0.2 3 0 0.1 0 0.1 Element Pos N*(kips) Axial force Max Pos (ft) Mm (kips 1 0 .0.1 0 -0.1 2 0 0.1 0 0.1 3 0 0.1 0 0.1 P171660 _l vray www.hilti.us Profus 2 7 5 Company: Page: - Q~ 110 Specifier: Project: Address: -' Sub-Project I Pos. No.: Phone I Fax: I . -. Date: 10/27/2017 E-Mail: Specifier's comments: •• . I Input data Anchor type and diameter: • Kwik Bolt TZ - CS 5/8 (4) Effective embedment depth: het = 4.000 in., h,0 4.438 in. Material. Carbon Steel Evaluation Service Report: ESR-1917 SAFF"T' -' Issued I Valid: 5/1/20171 5/1/2019 Proof: Design method ACI 318 / AC193 Stand-off installation: b = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: l x l x t = 4.500 in. x 4.500 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: Round HSS, Steel pipe (AISC); (Lx W x T) = 1.660 in. x 1.660 in. x 0.140 in. Base material: cracked concrete, 3000, f' = 3000 psi; h = 420.000 in. - Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D E, or F), no Geometry [in.] & Loading jib, in.Ib] Os , ° • (3: / — - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hun AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan P171660 ..'w.hiIti.us . . Profis Anor W97 -1; Company: .. .. . . . . Page: 2 Specifier: . Project: Address: - - . . . Sub-Project I Pos. No.: = . . .. Phone I Fax: . . . Date: 10/27/2017 E-Mail: . . . . . 2 Load case/Resulting anchor forces y Load case: Design loads • Anchor reactions [lb] . 2 Tension force: (+Tension, -Compression) . . T on Compresi n Anchor Tension force Shear force Shear force x Shear force y . 1 . . . 737 . 160 . 160 0 . . . 2 4237 160 160 0 . . max. concrete compressive strain: 0.73 [%o] max. concrete compressive stress: . 3169 [psi] resulting tension force in (x/y)=(-0.879/0.879): 4974 [lb] resulting compression force in (x/y)(1 .822/0.879): 4974 [lb] . . 3 Tension load . ., . . Load N 0 [lb] Capacity N, b] Utilization ON NUJ+ N, Status Steel Strength' • 4237 12877 33 OK Pullout Strength' N/A N/A N/A N/A Concrete Breakout Strength** .. . 4974 5058 99 OK * anchor having the highest loading **anchor group (anchors intension) 3.1 Steel Strength N =ESRvalue refer tolCC-ESESR-1917 Nsa ;2: N*a ACI 318-08 Eq. (D-1) Variables ASeN [in .2]f.1a [psi] 0.16 106000 . . Calculations N [lb] • . . 17170 Results • N [lb] • steel • N [lb] Nsa [lb] .17170 0.750 12877 4237 P171660 www.hilti.us Profis 2 7 5 Company: Page: - 3 Specifier: . '. ... Project: Address: . . . . . . Sub-Project I Pos. No.: Phone I Fax: I . .. . Date: 10/27/2017 E-Mail: . . . . .. ... . 3.2 Concrete Breakout Strength t'1b N =(2)wecNwedNVcNtvcpNANcO ACl31808Eq(D5) 4) Ncg ~ Nue ACI 318-08 Eq. (D-1) . A see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) . ANCQ = 9 h ei - ACI 318-08 Eq. (D-6) . Wec.N 1 + 2 eN = ( :5 1.0 . _h.) ACI 31808 Eq. (D-9). - - . Wed.N = 0.7 + 0.3 (f:)5 1.0 ACI 31808 Eq. (D-11) N' cp,N = MAX(E.55, i2et) :5 1.0 . AC 318-08 Eq. (D-13) Nb =kck ' ef ., ACI 318-08 Eq. (D-7) Variables . . . . . het [in.] e.1,N [in.] ec2,N [in.] Gamin [in.] V c,N . 4.000 0.879 0.879 = 1.000 c8 [in.] lc . f c [psi] 6.750 17 1 . 3000 Calculations AN. [in.2] ANc,O [in. 2] 'If eul,N NI ec2,N V ed,N N cp,N Nb [lb] 197.75 144.00 0.872 0.872 1.000 1.000 7449 Results Ncbg [lb] 4) concrete 4) Nu9 [lb] Nua [lb] 7781 0.650 5058 4974 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( C) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is registered Trademark of Hilt) AG, Schaan P171660 For2.7.5 www.hilti.us Profis An Company: Page: 4 Specifier: Project: - Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 10/27/2017 E-Mail: 4 Shear load . . Load Vua [lb] Capacity 4) V [lb] Utilization = V/4) V Status Steel Strength* S 160 5259 4 OK Steel failure (with lever arm)* . N/A - N/A N/A N/A Pryout Strength** 320 . 14321 3 OK Concrete edge failure in direction ** N/A N/A - N/A N/A * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength V 8 ESR value refer to ICC-ES ESR-1917 4) ~ Vua ACI 318-08 Eq. (D-2) Variables Av [in .2] [psi] 0.16 106000 : Calculations Vco [lb] 8091 Results - V [lb] 4) steel.4) [Ib] V0 [lb] 8091 0.650 5259 160 4.2 Pryout Strength . V Nc ec,N V ed.N V c.N V ctN Nb] . V9 =RANoU ACI 318-08 Eq. (D-31) 4) V ~ V ACI 318-08 Eq. (D-2) ANC see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANcO = 9h ACI 318708 Eq. (D-6) .. Wec.N = ( })~ 1.0 ACI 318-08 Eq.(D-9) Wed,N = 0.7 + 0.3 (c:) ~ 10 ACI 318-08 Eq. (D-11) Wcp,N = MAX( 5Fei)< 1.0 ACI 318-08 Eq. (D-13) Cc Cac -: Nb = k?. h ACI 318-08 Eq. (D-7) Variables kcp het [in.] eC1,N [in.] [in.] Camin [in.] 2 4.000 0.000 0.000 V c,N ca. [in.] [psi] 1.000 6.750 17 I 3000 Calculations . ANC [in. 21 ANcO [in .2] V col.N V ecO,N V ed,N V .N N [lb] 197.75 144.00 1.000 1.000 1.000 1.000 7449 1 Results . V50 [lb] It concrete 4t Vçpg [lb] Vua [lb] 20459 .0.700 14321 - . 320 . . .. 5 Combined tension and shear loads ON Pv Utilization I3N.V [%] Status 0.983 . 0.030 1.000 85 OK Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c )?003-2009 Hilti AG, FL-9494 Schuan Hilti is a registered Trademark of Hilti AG, Scituan P171660 www.hilti.us Profis AnWor 2-7 5 Company: . Page: . 5 Specifier: Project: Address: .: Sub-Project I Pos. No.: ;.; Phone I Fax: I .. . . . Date: .10/27/2017 E-Mail: . . . . . . . 1 •t: 6Warnings .. . . . . . .. - The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001 /Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is . . assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! . . Condition A applies when supplementary reinforcement is used. The fT factor is increased for non-steel Design Strengths except Pullout . Strength and Pryout strength. Condition B applies when supplementary reinforcenient is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • - • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! - Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c >2003-2009 Hilt AG, FL-9494 Schaan Huh is a registered Trademark of Hilti AG, 5chaan P171660 viat Profis 2.7.5 Anc or www.hilti.us Company: Page: 6 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: V Date: 10/27/2017 E-Mail: - 7 Installation data - Anchor plate, steel: - - Anchor type and diameter: Kwik Bolt TZ - CS 5/8 (4) Profile: Round HSS, Steel pipe (AISC); 1.660 x 1.660 x 0.140 in. Installation torque: 720.001 in.Ib Hole diameter in the fixture: d1 = 0.688 in. Hole diameter in the base material: 0.625 in. Plate thickness (input): 0.500 in. Hole depth in the base material: 4.750 in. Recommended plate thickness: not calculated . . . . Minimum thickness of the base material: 8.000 in. Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 7.1 Recommended accessories V - V V V Drilling Cleaning Setting Suitable Rotary Hammer Manual blow-out pump Torque controlled cordless impact tool (Hilti Properly sized drill bit Safeset System) V V V V V V V • Torque wrench Hammer VVV V Ày - P171660 I — www.hilti.us - Profis Anh'or 2.7.5 Company: . Page: - 7 Specifier: . Project: Address: Sub-Project I Pos. No.: Phone I Fax: I . . Date: 10/27/2017 E-Mail: . . . . . . . 8 Remarks; Your Cooperation Duties . . . . . . Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the . -- data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or . suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do . - not use the AutoUpdate functior of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schuss Hilti is a registered Trademark of Huh AG, Sctiaan APPENDIX ERECTION SHOP DRAWINGS BY ABLE Whiting-Turner Contracting Co PROJECT MANAGEMENT 3911 Sorrento Valley Blvd. Suite 100 Transmittal I WH'ITI4ff4URNER San Diego CA 92121 USA No 01294 PROJECT: ViaSat Bressi Ranch Campus To: CDS Architects, Inc. dba Smith Consulting Architec 13280 Evening Creek Dr E #225 San Diego CA 92128 United States ATTN: Arati Rangaswamy DATE: 03/21/2018 RE: P2-022-Steel Stairs Shop Drawings JOB: 016530 WE - ARE SENDING: Shop Drawings 'V SUBMITTED FOR: - Approval — Approved as Submitted — Letter - Your Use — Approved as Noted - Prints — As Requested — Returned After Loan - Change Order — Review and Comment — Resubmit - Plans — Submit — Samples EII&'. — Returned — Specifications Attached I I Separate Cover — Returned for Corrections — Other: Other: N v' Due Date: 04/04/2018 \,' Submittal: — Other: Line Item Package Code Rev. QTY Date Description Status 1 Submittal P2-022 051223-11 3 03/21/2018 Stair 1 Shop Drawings 03. Submitted 2 Submittal P2-022 051223-12 3 03/21/2018 Stair 2 Shop Drawings 03. Submitted REMARKS: CC: THIS DOCUMENT HAS BEEN REVIEWED FOR CONFORMANCE WITH THE DESIGN CONCEPT AND GENERAL COMPLIANCE WITH THE CONTRACT DOCUMENTS. THIS REVIEW IN NO WAY RELEASES THE SUBCONTRACTOR/SUPPLIER FROM RESPONSIBILITY TO ADHERE TO THE REQUIREMENTS OF THE CONTRACT DRAWINGS, INCLUDING ALL DIMENSIONS AND QUANTITIES. REVIEWED BY: JEcansi DATE: 03120/2018 SUBMITTAL PEG NO.: P2022-051223-02_Stael Stairs Shop Drawings. pdf THE WHITING-TURNER CONTRACTING COMPANY Contractor shall Said verify all dimensions in accordance with the Signed: Reviewed D No exceptions observed — Make corrections noted Revise and resubmit - D Rejected D Submit specified item(s) IPDrecrew of these dosernerrtn is limited to general coordination between bodes. Review of the specialty engineering items is outside of our expertise and shall be performed by specialty engineers. The nan000tar is responsible for confirming and noneladng all quantities and dinrnnnions, for inforrnabor, that pertains to the fabrication processes, for means and methods of construction. and for coordinating work of all trades. International Parking Design, Inc. Rimas Rudys Date 04/06/2018 NOTE: REVIEW ALL COMMENTS PROVIDED IN PREVIOUS STAIR SHOP DRAWING SUBMITTALS- THEY DO NOT SEEM TO HAVE BEEN ADDRESSED HERE. John Evans These documents have been reviewed for general conformance with the design concept of the project and general compliance with the information given in the contract documents. Responsibility for the design shown on these documents rests with the individual whose professional seal appears hereon. Reviewed by: NPS Date: 04/04/2018 CULP & TANNER, INC. LOCATION 2505 Gateway road Carlsbad CA 92009 WI Holes Noted A are for H S Bolts Debur& No Paint within 3 - - rrcLAJIL I vlcttsdl A..dIE ot uoIIIew1I1x(XIIIeF. N0TETOFABRICAT0R:MaW pieces atIofl end asdetailed. - - DESIGN REF SHEET - lEG '°T Contractor. The Whiting-Tumer Contrachng company. NOTE TO ERECTOR': Place marked end of pieces ID correspond CA-A400 (4 Arch./Eng. SC,Wdiseman+ Rohy stnjct. Engineers. with locations of piece marks on structural erection drawings - - - - - 4150 E Quartz Circle -. APPROVAL ( REVIEW AUTHORITY: PLEASE REVIEWTHIS DRAWING CAREFULLY UNLESS NOTEDTO THE CONTRARY, ON THIS DRAWING, WHEN IT IS - - -I _— FROM APPROVAL TO ABLE STEEL IT WILL BE ASSUMED THAT ALL INFORMATION 'lEe AG' Mesa, Arizona 85215 - flJ84 CONTRACTOR NOTE: ,. - - STEEL (480) 830-2253 *2 Li #069474 All SHOWN, HAS THE AFFIRMATION OF ThAPPROVAL (REVIEW AUTHORITY. FAILURE TO RESPOND TO 'VERIFIES & CLOUDED AREAS - FABRICATORS, INC. (480) 396-8732 FAX CA Li~ 45051130 -SUBSEQUENT CHANGES AFTER THE F!ST SUBMISSION WILL BE CONSIDERED MAY RESULT AS CONTRACT CHANGES DELAYS FOR WADDED COSTS AND/OR SCHEDULE L - - I IDAG )NTIO8 (DG(94G 17 200 SE1 -- -- -- -- -- -- -- -- -- -- -- -- -- a, - /'4ThK 000E PLATE 1-vp> Section A-A REFER This SHEET ___ 46½ /1 II1E 3 , 3 ALL STAWIMDI1I J II ' A tU I / sTREa2tTH J g (% of SectIciB- B 111,16CR2 SEFAJI 8 HROCE HR CLEARANCE Its DIASCO4OPIPE I114-O/RGCH40PIPE"\ utdtfl9 3014 M82 Nil / r,1,121 DIASCII4SPIPE II,DIASCHAI NJ 'WTOPFSjL IR T ection C-C - FERTRISSREET _______ I-' C1230.7 84825 - STRINGER RATE OFHR SPLICE — t THK _________________________ / ------- ,, - L IS GAGE PLATE EL/SETH) MS dRIl ELITETSS 1 DL, -RS2SJDl 2 ROil' L3a3I4 CIT/TI i __ Germ] ',,THKp1ATE ti 'I L C6x82 - I - Section D-D C12307 1/LANDING I 1/LANDING io I I REFER THIS SHEET STRINGER EL.(-7" 5112 GfH4824 [84823 j-84a22 [8482/ 1. [84824 M813 [84821 J6o2l AL JA I BL AL I /TIP/ j I Siel lOuT 1-4 - 2-0 2-5 2-0 2-S 1.4 lOt 1-4 t - 2-5 2-0 2-0 2-0 -4 j B H i m1 ROL SI1 -IS. - -.- N, Z CONC WALL - - _________ - - /CCRRC WAIL -, ---- At ---- - ----0 -- //-I---I t?- 8 524 47 10'Iis I 8 52/4 B SJNPLATE 4I? IS15i I 3.111I1E 1411/5 1_11T8 2-11/4 S l-l/ 2111//I 111I I-Ill/a 2 Ill/a LIL GAGEPLHTE GAGEPEATE G84IEPLNTR SAGEPTATE GAGEPENIE GAEEFI.ATO GAALPI.ATE GAGE GATE SAP CAFE - BASEMENT STAIR-A PLAN (SEQ410) - CAFE - FIRST FLOOR STAIR-A PLAN (SEQ#1O) PREM 2_018 - (TOP OF LANDING EL.(-7-5112) UN 0) (REFER DWG 1/CA-M00) -r' (TOP OF LANDING EL.(-7-5112) UN 0) (REFER DWG 2ICA-A400) -- (2 AREAI KEY PLAN - TRUE PLAN - NORTH NORTH I - I I I I I I w*E Drawing No. 1 Year Job stit. Rev. 2017 U8:UEI:I( I-'M - DETAIL-1 (REFER SHEET SE2 NOES) 820 WTHK 4, 14 THK. $ READS GAGE PLATE PLATE 21 7112 12 C64 12 12 G 2 GA (REFER SHEET S& SET) (REFER SHEET SETN SE3) SET IN ADHESIVE NTH 1 514 12 \4185 7V EMBEDMENT DETAIL-6 (9 LONG) rATMI _A REF: 21C-S501 (REFER SHEET SEO) 6'METAL 8812 Ell Ty STUD WALL C12,20.1 9"THK RATE - 21 1.3014 11W 1RK EL.(-7-5112') BASEMENT FLOOR V' 1I SGRRE ARPE IIANDINGW T(IIANDNHG'V .5R 0'. 12 WAGNER BRACKET ISMY NGii/1'i Su IES EL.(-T-5112') __________ /, SHARPE PRODUCT (f h6 j PART NO. 7325R PACER a2 ull Cfta.2 34C S ti AA 9.i7 DETAIL-8 L33II43STEADpUT5 EMBEDMENT REFER THIS SHEET ANCHORS SET IN ADHESIVE (REFER SHEET SET) WITH 6' EMBEOMTNTRTROC (71G LONG) REF EEC- TS4 & 41CA A400 L N ___\ TYPICAL HANDRAIL SUPPORT BRACKET DETAL B - BSIS 41G M829 NTH (4)- Si DIR DETAIL 9 Cl2s1O7 THs12 STEEL RATE REFER SHEET SET) Section B-B ADCHORGSET IHADHESIVE NTH 6' EMBEDMENT AT 00 REFERTHISSHEET (TIGLONS) - - -- -- -- -- -- -- II -- -- - -- -- -- -- -- -- -- -- W < > E Drawing No. Year Job ShL Rev. I viaaL n.,,ctie oi uuruwnc (XIIWI. NOTETOFABteCATOH':Markplecesatlenendasdetalled.DESIGN REF SHEET LOCATION 2505 Gateway road Carlsbad CA 92009 All Holes Noted A are for H S Bolts Debur& No Paint within 3 Contractor. The Whiting-Turner Contracting company. NOTE TO ERECTOR: Place marked end of placenta correspond with locations otpiece marks on strrictoral erection drawings CA-A 401 Arch./Eng. SCMNiseman+ Rohy strnjct. Engineers. 4150 E Quartz Circle :Mesa Arizona 85215 APPROVAL / REVIEW AUTHORITY: PLEASE REVIEW THIS DRAWING CAREFULLY UNLESS NOTED TOTHE CONTRARY, ON THIS DRAWING,WHEN IT s RETURNED CONTRACTOR NOTE: APPROVAL TO ABLE STEEL IT WILL BE ASSUMED THAT ALL INFORMATION FAILURE TO RESPOND TOFROM STEEL (480) 830-2253 AZ Lie #0 14 All SHOWN, HAS THE AFFIRMATION OF THE APPROVAL I REVIEW AUTHORITY VERIFIES" & CLOUDED AREAS FABRICATORS, INC. CA Lie 9505830 Cml (480) 396-8732 FAX NV Lv #31339 C-14 SUBSEQUENT CHANGES ALTER THE FIRST SUBMISSION WILL BE CONSIDERED AS CONTRACT CHANGES MAY RESULT IN ADDED COSTS AND/OR SCHEDULE DELAYS FOR WHICH ASP WILL NOT BE RESPONSIBLE - lea 10419 I0Eomw1ION Ion Ion 17 200 SE3. 'V 2011 ---- -- -- -- -- 411, F1 S 411, 1064/1M3.4 7j. iF / 7>jP/PE/ sera fl/I -: . . /PIPE / PLATE V GAGE Typ 18 3-12 Ra . Section . A-A L / . REFER THIS SHEET - TOPOFNDIRG So• .." •- HSSl . . -. . . . '4 ' Section REFER THIS SHEET ONSCiH0p1p3 "14-014 . scjOI38 . 34 A RIFE33 21, r°Rao -- . . AK - 2- PIPE twSPLIce 13.111 HSSIN 414 . . STRNGER ....OPIpE Section C-C REFER THIS SHEET AN, / J 3 - . . / - f 353/ •:.- TIRMBED EL2I-W / . / . . •• . . .• . . .. . ... . . AL 1c ? . :. RE2i . .• . . 16-10 - 111 - . / - . • . 333 - - - - CONFERENCE - CENTER FIRST FLOOR TO ROOF STAIR PLAN (TOP OF LANDING O (REFER DWG. IICC-A400) - - . - CONFERENCE AREA KEY PLAN TRUE PLAN - - - - - - - -- - - NORTH NORTH - - ., I w E 4 Drawing Na. - Year Jab 1712001 SF1 A rr\LhJIL. I. VIddL R,dI co siuicoei I1e R,eIILEI. NOTE TO FABRICATOR': MarkpleceSatteuendasdetaled. ---------------------------------------I DESIGN REF. SHEET: - LOCATION: -2505 Gateway road, Carlsbad, CA 92009. - - Al Hates Noted "A" are tar HS. Bolts. Debur& No Paint within 3". - . - CC-A.400 Contractor: The Whihng-Tumer contracting company. - - . - - "NOTE TO ERECTOR": Place marked end of pieces to correspond - - with tocalions of piece monks on structural erection drawings Arch./Eng. SCMMseman+ Rohy stnuct. Engineers.. . 4150 E. Quartz Circle - - APPROVAL I REVIEW AUTHORITY: PLEASE REWEY/THIS DRAWING CAREFULLY UNLESS NOTED TO THE CONTRARY, ON THIS DRAWING, WHEN IT IS RETURNED - CONTRACTOR NOTE: ABLE - - Mesa, Arizona 85215 FROM APPROVAL TO ABLE STEEL IT WILL BE ASSUMED THAT ALL INFORMATION - STEEL - FABRICATORS, INC. (480) 830-2253 - so Lie 5069414 A-lI - CA Liv #555930 c-ar - SHOWN, HAS THEAFFIRMATION OF THE APPROVAL I REVIEW AUTHORITY, SUBSEQUENT CHANGES AFTER THE FIRST SUBMISSION WILL BE CONSIDERED FAILURE TO RESPOND TO "VERIFIES" & CLOUDED AREAS - MAY RESULT IN ADDED COSTS AND/OR SCHEDULE • -- - (480) 396-8732 FAX - NVLicR3l33a c-re AS CONTRACT CHANGES - • DELAYS FOR WHICH ASF WILL NOT BE RESPONSIBLE -- -- -- -- -- -- -- -- -- -- -- -- -- irr -- - - - - sF1 IrATE Is5CrI3 IS Isus I I - - I Vow I..,dI uotteretice center."NOTETOFABRICATOR": Mark pieces at left end asdetailed. - DESIGN REF. SHEET: LOCATION: 2505 Gateway road, Carlsbad, CA 92009; - SI Holes Noted 'Aare for H.S. Bolts, Debur &No Paint within 3". . . . Contractor: The Whiting-Turner Contracting company. . . "NOTE TO ERECTOR": Place marked end of pieces to correspond . . CC-A400 Arch./Eng. SCMdiseman+ Rohy struct. Engineers. . . •. . with locations of piece marks on structural erection drawings 4150 E. Quartz Circle . . APPROVALI REVIEW AUTHORITY: PLEASE REVIEW THIS DRAWING CAREFULLY UNLESS NOTED TO THE CONTRARY, ON THIS DRAWING, WHEN IT IS RETURNED CONTRACTOR NOTE: Mesa, Arizona 85215 FROM APPROVAL TO ABLE STEEL IT WILL BE ASSUMED THAT ALL INFORMATION FAILURE TO RESPOND TO VERIFIES & CLOUDED AREAS STEEL (480) 830-2253 P0 Licoreorl4 A-li SHOWN, HAS THE AFFIRMATION OF THE APPROVAL /REVIEW AUTHORITY. FABRICATORS, INC. . CA Liv #905530 C-51 SUBSEQUENT CHARGES AFTER THE FIRST SUBMISSION WILL BE CONSIDERED - MAY RESULT IN ADDED COSTS AND/OR SCHEDULE (480) 396-8732 FAX . NV Liv #31339 C-14 AS CONTRACT CHANGES . DELAYS FOR WHICH ASF WILL NOT BE RESPONSIBLE 20 Dec 2017 08:48:15 PM . . - . . . . Ion Wv 17 2001•SE14 W Drawing Na. Year Job I Sint. Rev. -- -- -- --- -- -- -- -- -- -- -- -- .. .. . 7-0 . . I-U . 16-6 ITTITM1II66 . I-Il . 6-55 . . .. . -INNERFACE OFWALL /// .. /// DETAIL-I . REFERSHEETSEII' - . . . . . . . . 12 . . . . . . . . 6 4 / FOR P061 E9 - . STAINLESS STEEL1 HANDRAIL AND BRACKETS j - WALL TDING 133 L3.3.14 DETAIL-2 4 REFER SHEET SE18 All,- - -._ 12 .. 11 77116, /16 12 ,DETAL3 REFER E 18 - =To 'a- - . . . . . . . . . . 61S2DI,InIhi4 - . •• - FIRST FLOOR ' : .. . 10 GA PLATE EL.0-0 1 SECTION VIEW Lu SE14 REF: 3/CC-A400 . . . . -..--- - I I I mrs rslc' I vit UdItj Ot uurueitiue ueiiwi. LOCATION 2505 Gateway road Carlsbad CA 92009 . 'NOfEtOFABRICATOR': Mark pieces at left end asdetailed. All Holes Noted A are for H S Bolts Debur& No Paint within 3 DESIGN REF SHEET CC-A400 Contractor: The Whiting-Turner Contracting company. 'NOTE TO ERECTOR': Place marked end of pieces to correspond with locations of piece marks on structural erection drawings Arch./Eng. SCMNiseman+ Rshyslruct. Engineers. 4150 E Quartz Circle -BL-E~j: Mesa, Arizona 85215 STEEL (480) 8302253 AZL #069414 All FABRICATORS INC #505639 C-51SUBSEQUENT (480 396 8732 FAX APPROVAL I REVIEW AUTHORITY: PLEASE REVIEW THIS DRAWING CAREFULLY UNLESS NOTED TO THE CONTRARY, ON THIS DRAWING, WHEN IT IS RETURNED FROM APPROVAL TO ABLE STEEL IT WILL BE ASSUMED THAT ALL INFORMATION SHOWN HA AFFIRMATION CHANGES AFTER THE FIRST SUBMISSION WILL BE CONSIDERED CONTRACTOR NOTE: FAILURE TO RESPOND TO VERIFIES & CLOUDED AREAS MAY RESULT IN ADDED COSTS AND/OR SCHEDULE DELAYS FOR WHICH ASF WILL NOT BE RESPONSIBLE -- -- -- - -- -- - -- -- -- -- -- -- -- -- rr Drawing No. Year Job I Sht. •Rev. 17 2001 SF15-A _____________ ______________________________ _____________________ -. •IRnI065 1094 -- -- -- -- -- -- -- -- -- -Ne W < > E Drawing No. - Year Job ShE. Rev. /211 17 200 SEI6 4. /4' DIP. I10OLASCH4EPIPE 7-1/4 . . . . . . 22-11114 . . . . CABLE RAIL 1, OALV STEEL POST - 14-99118 - . .. . . T/i' 2-4 2-4 2-4 2-4 549/ . . . 4 5NDIA HILT] Hs-12 B 70971H4 EMBEDMENT EEL STAINLESS ST - 2 1/ . . . . . . -. - /EDATOR WALL POSTS AND TOP RAIL 14 1 - lJDIA SC PIPE - . A A ROOF coHc.s DETAIL-1 - (REFER THIS sHEE0 rN0IDINDUL811Ol8 . ½ ii; (4)-14SIHHILITKB-12 / . I/ IW.\ 2 SanS/MIll 4EMBESMENT - . CASIERAIL 5½LONS /, 11 =I / ROOF DETAIL 1/ REFER 7116 GALV STEEL POST EEL oE ELEB REFER THIS SHEET. TT1ID 77/16[;z HANDRATH7KT 7 E8 7REFER SHEET SE18 Section oil GALV. STEEL POST 12 TYR 77116 12 rrcUJL I: VISdt LdIC Ot cunierence center. . 'NOTE TOFABRICATOR: Mark piecesat left end aodetailed. . DESIGN REF. SHEET: LOCATION: 2505 Gateway road, Carlsbad, CA 92009. M Holes Noted Ware for H.S. Bolls.Debur& No PU/It/ark/n 3. . . . CC-A401 Contractor: The Whiling-Turner Contracdng company. Arch/Eng. SCWvIiseman+ Rahy sisuct Engineers. - . . NOTE TO ERECTOR": Place marked end of pieces to correspond with locations of piece marks on structural erection drawings 4150 E. Quartz Circle : APPROVAL PLEASE REVIEW DRAWING CAREFULLY - UNLESS NOTED TO THE CONTRARY, ON THIS DRAWING, WHEN IT IS RETURNED . . CONTRACTOR NOTE: -. - Mesa Arizona 85215 FROM APPROVAL TO ABLE STEEL IT WILL BE ASSUMED THAT ALL INFORMATION . - STEEL (480) 830-2253 AZ Lie #069494 A-Il SHOWN, HAS THE AFFIRMATION OF THE APPROVAL I REVIEW AUTHORITY. FAILURE TO RESPOND TO VERIFIES & CLOUDED AREAS FABRICATORS, INC. CA Lic #505830 C-51 - (480) 396-8732 FAX NV Lie #31339 C-14 SUBSEQUENT CHANGES AFTER THE FIRST SUBMISSION WILL BE CONSIDERED AS CONTRACT CHANGES MAY RESULT IN ADDED COSTS AND/OR SCHEDULE DELAYS FOR WHICH ASF WILL NOT BE RESPONSIBLE / Dec 201? . Ob:H8:d.3 r'll -- -- -- -- -- -- -- -- -- -- 4.1 . :J f• rr I VtddL LdI ujittewitue cettLel. "NOTE TOFABRtCATQR:MaApIe05oat left errdaSdetailed. - DESIGN REF SHEET LOCATION 2505 Gateway road Casbad CA 92009 All Holes Noted "Pare S Boos Debur& No Paint within 3 C-S5 0 1 Contractor. The Whiting-Turner Contracting company. NOTE TO ERECTOR Place marked end of pieces to correspond ArchiEng. SCdNdsernan+ Rohy st/oct. Engineers. • With locations of piece marks on structural erection drawings X 4150 E Quartz Circle APPROVAL) REVIEW AUTHORITY: PLEASE REVIEW THIS DRAW/NO CAREFULLY UNLESS NOTED TO THE CONTRARY, ON THIS DRAWING, WHEN IT IS RETURNED CONTRACTOR NOTE: Mesa, Arizona 85215 FROM APPROVAL TO ABLE STEEL IT WILL BE ASSUMED THAT ALL INFORMATION STEEL (480) 8302253 H2L 05e5414 All SHOWN, HAS THE AFFIRMATION OF THE L REVIEW ARTHORflY FAILURE TO RESPOND TO 'VERIFIES "& CLOUDED AREAS FABRICATORS INC (480' 396 8732 FAX CA SUBSEQUENT CHANGES AFTER THE FIRST SUBMISSION WILL BE CONSIDERED MAY CONTRACT CHANGES RESULT W ADDED COSTS AND/OR SCHEDULE AS -- - - -' - - - • - -- - DELAYS FOR WHICH ASF WILL NOT BE RESPONSIBLE -- -- -- -- -- ______________________________________________ - Drawing No. -- -- (ER/OATS rest 17 200'SEI8-4\ Year Job ShE. - Rev. Tlie H - GAGE PLATE HSSER4G4-. - - -- '' 1/LANDING (STRINGER) EL.I0.10 f -T-VHESERHA 12 (REFER SHEET SEAR SEll) (REFER SHEET 0514 SEI&SEIESEEF) DETAL a HI 1R155ER) EOEEAEEOENT SET IN ADHESIVE NTH (REFER SHEET EElS) IT LONG) (REFER SHEET S( REP 21C-S501 LLL (REFER SHEET SE1450515) I DETAIL-6 (REFER SHEET SEIE( At SSITypDE Al WTH314'DIASTUDS IMETAL STUD WALL WTHK 21 rR6oF ____ GAGEPLATE ______ E ll 01 - 1ItI= T/LANDING TLANDiNGW MEJ rG(I P 1. SHARPEPRODUCT PART NO. 7325R 77116 A (Buy FOR K. SCREWS WITH 134' REFER THIS SHEEr REFER PLAN 14 EMBEOMENr DETAIL-7 w1214 (REFERSHEETSEIR) TYPICAL HANDRAIL SUPPORT BRACKET DETAIL (REFER SHEET 5E16) REF 6(C-TS4 & 4/CA-MOO Section C-C I REFER THIS SHEET Section B-B REFER IRIS SHEET I NOV CULt - S .2 • . ".gin-A, ~-~s W Z. , 4' - 2'YsIAScs40 PIPE SLEEVE 6.213116 / / / / / / / / / / / / / . / 7 — TYPICAL SLEEVE CONNECTION DETAIL Own / r CAFE LOADING DOCK STAIR SLEEVE LAYOUT PLAN X PIPE SLEEVI FROM MO [CAFE AREAI GC PLEASE VERIFY LOCATION •. . - .. . OF PIPE SLEEVE IN FIELD 2l81a KEY PLAN . . . . ,. . . . . . . . TRUE PLAN NORTH NORTH PROJECT: Viasat Café & conference center. 'NOTE TOFABRICATOR": Mark pieces at left end asdetailed. DESIGN REF -SHEET ____________________________________ - N LOCATION: 2505 Gateway road, Carlsbad, CA 92009. : Al Holes Noted "A"are fad S. Boils. Debur& No Paint within Y. . Contractor: The ilfmihng-Tumer Contracting company. . . "NOTE TO ERECTOR": Place mailed end of pieces to correspond . C-IS 4 . . . . W 4 Arch./Eng. SCMNiseman+ Rahy struct. Engineers. . will locations olpiece marks on structural erection drawings . - .• . > 4 4150 E. Quartz Circle . . APPROVAL I REVIEW AUTHORITY: PLEASE REVIEW THIS DRAWING CAREFULLY __- . . UNLESS NOTED TO THE CONTRARY, ON THIS DRAWING, WHEN IT IS RETURNED CONTRACTOR NOTE: 'Oeecoa o' /\DL> Mesa, Arizona 85215 .FROM APPROVAL TO ABLE STEEL IT WILL BE ASSUMED THAT ALL INFORMATION - . - I STEEL . . (480) 830-2253 . c#069414 A-11 SHOWN, HAS THE AFFIRMATION OF THE APPROVAL / REVIEW AUTHORITY. FAILURE TO RESPOND TO 'VERIFIES "& CLOUDED AREAS - - _________________________________________ - - Year Job Silt. I Rev. AB LE RICATORS, INC. (480) 396-8732 FAX SUBSEQUENT CHANGES AFTER THE FIRST SUBMISSION WILL BE CONSIDERED MAYRESULTADDEDCOSTS AND/OR AS CONTRACT CHANGES DELAYS FOR WHICH ASP WILL NOT BE REODLE ,IW42011 FinrrLnure 17 200 SE2 1 - wo win DEMWT44 . . on am 15 No,., 2017 05:54:33 FM . . . . . . .