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HomeMy WebLinkAbout2810 WHIPTAIL LOOP; ; PREV2018-0111; PermitcCityof Carlsbad Print Date 04/18/2019 Permit No: PREV2018-0111 Job Address: 2810 Whiptail Loop Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi 'Status: Closed - Finaled Parcel No: 2091202500 Lot #: 23,. . Applied: 04/24/2018 .Valuation: $0.00 Reference U: DEV2016-0023 , Issued: 05/10/2018 Occupancy Group: ) ' Construction Type VB , ' Permit 04/18/2019 Finaled: - U Dwelling Units: Bathrooms: Inspector: AKrog Bedrooms: Orig. Plan Check U: CBC2017-0433 Final Plan Check U: Inspection: Project Title: PACIFIC VISTA COMMERCE CENTER Description: PACIFIC VISTA: BLDG A' DEFERRED STAIRS Applicant: ' Owner: Contractor: WARE MALCOMB ARCHITECTS GATEWAY PACIFIC VIEW LLC RYAN COMPANIES US INC ROBERT PARK . 6363 Greenwich Dr, 175 101 California St, 26Th Floor 5335 3Rd St, Ste 100 San Diego, CA 92122-5947 SAN FRANCISCO, CA 94111 Minneapolis, MN 55415-1101 ' 858-638-7277 ' 858-812-7960 '' 612-492-4791 FEE ' . . . , AMOUNT BUILDING PLAN CHECK ADMIN FEE ' . $35.00 MANUAL BUILDING PLAN CHECK FEE ' ' $180.00 Total Fees: $ 215.00 Total Payments To Date: $ 215.00 Balance Due: $0.00 I Building Division 1635 Faraday Avenie, Carlsbad CA 92008-7314 760-602-2700 1 760-602-8560f I www.carlsbadca.gov ( PLAN CHECK REVISION OR Development Services 'City of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number £1 CI'70 45 3 Plan Revision Number PR /O1OIJ 1 Project Address "/0 4J(1 PTkL L0*, AD General Scope of Revision/Deferred Submittal: L43 , '1Pc CONTACT INFORMATION: Name Afrf244X12.1)Ar4a Phone Fax _1- Address 42-E_City -.P'_dD'--'Zip Email Address __ t O Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: 'Ej "Plans fl Calculations LI Soils LI Energy LI Other 2.. Describe revisions in detail 3. List page(s) where each revision is shown ¶O Pc Does this revision, in any way, alter the exterior of the project? LI Yes E$'Io Does this revision add ANY new floor area(s)? LI Yes aiNo Does this revision affect any fire related issues? LI Yes 1Io Is this 'a comp ? LI Yes No £~Signature Date fj9%(4 / 1635 Faraday Avenue, rlsbad, CA 92008 h: 760-602-2719 fc 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov May 9, 2018 Robert Park Ware Malcomb 6363 Greenwich Drive, Suite 175 San Diego, CA 92122 WISEMAN+ROHY STRUCTURAL ENGINEERS JAMES M. WISEMAN, S.E. PRINCIPAL RECEIVED PRINCIPAL MAY 10 2018 BRANDON J. DEEMS, S.E. ASSOCIATE PRINCIPAL CITY OF CARLSBAD DAVID E.WAESTAS,P.E. ASSOCIATE BUILDING DIVISION Re: Pacific Vista Commerce Center Stair Deferred Submittal Review & Approval Carlsbad,, CA Structural Services Proposal Dear Robert: We have reviewed the structural calculations by Struktur Studio and the stair steel shop drawings by Encore Steel dated April 18, 2018 for Buildings A & C. Based on our review we have found the drawings and calculations are in accordance with our drawings and the required design loads. Should you have any questions regarding this issue, please give us a call at your convenience. Sincerely, WISEMAN + ROHY Structural Engineers Jim Wiseman, S.E. Principal 9915 MIRA MESA BLVD., SUITE 200- SAN DIEGO, CA 92131 • TEL 858 536 5166 FAX 858 536 5163 • WWW.WRENGINEERS.COM w PRv i- Dt( EsGil A SAFEbuiltCompany DATE: MAY 04, 2018 D}PLICANT JURIS. JURISDICTION: CARLSBAD U PLAN REVIEWER U FILE PLAN CHECK NO.: CBC2017-0433 (REV. #4) - PREV 2018-0111 SET: I 2O PROJECT ADDRESS: '79,Q WHIPTAIL LOOP WEST - BUILDING "A" PROJECT NAME: A TILT-UP BLDG. FOR PACIFIC VISTA COMMERCE CENTER The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building 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. LI 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. LII 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: Nathan Dean Telephone #: 858-638-7277 Date contacted: ,' (b ) Email: ndeanwaremalcomb,com Mail Telephone Fax In Person REMARKS: The project engineer to stamp the stairs package ind en reviewed and no exceptions are taken. 1~k *[Metal stair plans & calc's., a deferred submittal package, are under this plan change]. By: ALl SADRE, S.E. Comments: EsGil Corporation 4/26 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858)560- 1468 • Fax(858)560-1576 CARLSBAD CBC2017-0433 (REV. #4) - PREV 2018-0111 MAY 04, 2018 (DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: CBC2017- 0433 (REV. #4) - PREV 2018-0111 PREPARED BY: ALl SADRE, S.E. DATE: MAY 04, 2018 BUILDING ADDRESS: 2790 WHIPTAIL LOOP WEST - BUILDING "A" BUILDING OCCUPANCY: B/Si; III-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) METAL STAIR PLANS& CALC'S. Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1CB 113y Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: :i Complete Review E Structural Only El Repetitive Fee Repeats * Based on hourly rate E Other 21 Hourly 1.5 Hrs.@* EsGil Fee $120.00 I $1 80.00I Comments: Sheet 1 of. 1 rA,I GYP SECTION - D SEE) FOR I =0 I SECT - C STRINGER IL____A36 I.Iglh MC12X143 EAM 1- DETAIL LN SUPT LI P I -. . W71I4ØX0.I~ 31/2 31/p PIECE OF END_FL MC12X14.3 4X2 It - A36 A36 LANDING_BEAM SHEAR PL C8X11.5 X4 DETAIL 9 I STAIR COL. HSS4)RX'I4 BASEL _F TRINGER -' r12) 1/p 00 0.1 314 PL½XIO IC12X14.3 \ / P.307 A572•GR.50 36 \ I I i ,-(2)½0x0.1~ P.307 (4)~0X0-B CA PL I DETAIL 6 EPDXY_BNC P&XIO 14 01 P.36 K CLIPJ.NG I "-LANDING_BEAM 13X3X% MC12X14.3 5½ P.36 P.36 ,-Cl. BEAM CLIP...ANG - 1 L4X3Xl4x4'6li/p . - LANDING FAN P.36 \PLIA"X2 It STRINGER-1 fPLI/p.x57% STRINGER 7/ P.36 11 MCI2XI4.3 p A36 MCI2X14.3 \ I P36 LANDING _BEAM A36 ( .oj u 5 0'-1 34' _ or L ID-SUPT BEAM 37 P.36 CLIP NG I STAIR COL . 'r -MEZZ COL _ A36 A500-GRB l-)SS6X6X'I4 DETAIL 7 DETAIL 5 Li I '- STAIR LANDING 1/ 4 '-IfiNDING_BEAM I.3.1/2x3.I/2xI4 4 P.36 LANDING.$EAM L 2 40X0-l4 MC12X14.3 2~ P.36 DETAIL 4 LAN GAN- STRINGER _ ILANDING3EAM (2) 44 0X0-I ~ANDINlG BEAM P.307 U-I/pX3-I/pXl/4 "- P.36 END_FL PLVX5 1/p (2)~øXOi~A36 P.307 COX11.5 P.36 DETAIL 3(UP) A36 11 END PL,470 it A36 STRINGER -,10 LANDIN xMJ ~40xO.I "J1.4 LANDING_BEAM CAX1I.5 A36 DETAIL 2(DN) C~D DIM PER ZZ op 8 S1.1 !!6-3DIM PER clq . .1 i - 12T@1I"11-O 5.7 - 3 5'.4 ,-MEZZCOL / HSS6XGX114 LANDING PAN c17O3A ( _ r17o5A 7 HSSx4x14 / STAIR-COL DIM IS SET TO ACQUIRE MIN CLEARANCE OF RAIL SEE E1801 DIM IS SET TO ACQUIRE MIN CLEARANCE OF RAIL SEE E1801 MC12X14.3 - / MC12214.3 - UP ji I I L3.1/pX3.1/pX14 UiQft] I I 1704C M14J 1704C MEZZ COL - 311I/2XI4 STAIR liP 1701A 1704C /203.1/2x14 I I31 MCI2X14.3 - MC12X14.3 1705A STAIR COL 6-4 STAIR #1 PLAN AT LEVEL 2/A6.A.1 El MEZZ COL 1415A HSS6X6X1 /4 1 . W16X31(T.O.S EL. 14•6½1 - (INI DJUSTED STRINGER LOCATION Ej MFROM4 INORDERTOSEATON \ - 4'.47/2 OR CANTILEVEROFBEAM \ FACEOF~REASED BY 7/p GYP AT WALL 6½ SUPPORT STAIR ME COL - DTH HSS6XBXIA \ \ \\rAWUSTED 1-0CANT-- I I / DIMFROMR-7 p OFBEAM -. / 109-734 0I MEZZCOL -HSS6X6X3/p 1413A W18X35 _. ON I I I FACEOF (TO.S.ELI4-6½) I I op GYP AT WALL . I1 L-FACE OF5/p MC12X14.3 / GYP ATWA 1416A - W16X31 (T.OS. EL 14.61/2) 48 51/2 - NOTE: 51Ap . DN12T@11=l'1-O SEE E1801 FOR STAIR #1 PLAN AT LEVEL 15-0 STAIR RAILING -. REVISIONS PRINT RECORD 10 Na O€SCOPT1CN DATE OlE ETA ISSUED FOR UPPROVM. STRINGER A 'e SSAEOFODOlEROTTA 1.) 4\Ie ISSOEDFORET2000E1OR z A36 i-TREAD . PLiX2134 - IWO ENCORE STEEL] 20701 N. SCOTTSDALE RD - - END PL SCOTTSDALE, AZ 85255 TREAD_SOFT PLI4X2 It 0 (TO) 603.305 FAA: (TOR) 360.000 L1-1/pXl-1/pX14 P36 SURF. ROtORS. WELDRU.S. ORPI. S P.36 CLIP_ANG PROECT: - L4X3X'U PACIFIC VISTA COMMERCE CENTER BLDG A ° - P.36 ' V WHIPTAIL LOOP W. 03/20/2018 - 2)5/pøX0'6 5 IlkCARLSBAD. CALIFORNIA -. NT (ESR-2508) RYAN COMPANIES - ND DETAIL rrw..v SECT - A PONY - WALL STRINGER -S. 11 - Eli ('I P.36 \'1 i BEAM ABOVE, -1 14-4 I I J ATMELEVEL I II I I 8 SECT - A SECTION - B /DIM PER 1551/2 120 1 1703C MEZZ COL HSS8XBX3/2 1423A - - - W16X31(T0S EL. 14-6½) - - - - - W24076(TOS EL. I46I/2) - - - - - - - MC12x14.3 [IMC12xI4 11612XI4.3 RI -. A UP ¶ p OUIRE MC 4.3 - MC12X14. - - MC 12X14.3 - I OF RAIL 1705B LANDING PAN—/ 1458A I -1703D (T.O.S.ELLO'-6½) HSS4X4XI4 I STAIR—COL .3-Il 44 941k 9 7 5.0 I2T@ lI 11-0 121@ ll'.1l'-0 STAIR #2 PLAN AT LEVEL O'-O A6.A.1.a STRINGER — MCI2XI4.3 TREAD P21 9h8\ x o•i 3/4 LIPNG A36 A36 \ 'I'. I 444 80 CHANNE ½ \_HSS4X4X¼ NOTE: DETAIL I A36 STAIR—COL BOLT ORIENTATION IS OPP HAND FOR OTHER COLUMN SThINGEA E4 STRINGER A36 LAND9ANO MCI . 2XI; LND SUPT LN SUPT - LANDINGMI):;; "LNDSUPT , L1-1I-½X½ STAIR_COL LANDING—SEAM COX1I .5 A500-GR B A36 DETAIL DETAIL ~—CL BEAM CLIP_ANG END_PI L4X3X'4 x4'-g PL'WX2 It 436 .436 STRINGER MC12X14.3\ Q g I ...... E%SSZ '—BEAM WI2XI4 A992 DETAIL 5 STRINGER MCI 2X14.3 436 LANDING PAN PL'/2X44s A36 LND_SUPT LI-½X1-½X1/s 436 NDING_BEAM CBX1I.5 436 DETAIL 4 3½ 31/2 L ( BASYL 0-8 - PXY_ANC DETAIL 6 NOTE: SEE E1802 FOR STAIR RAILING REVISIONS PRINT RECORD 615 DESCRIPTION DATE OTT. lUAU I'2010 ISSUED FOR APPROVAL 11016 RE4S&IEO FOR APPROVAL 12010 ISSUED FOR 1ASRICA000 12010 REVISED LAUDING WIDTH J 01IIIIIIIIIIIIIIII STEEL-] 20701 N. SCOTTSDALE P.O SCOTTSDALE, AZ 85255 PR: (400) 003-3005 PUS: (400) 301.7020 NOtES U.N. WELDA U.N. •pp• S PACIFIC VISTA COMMERCE CENTER BLDG A DATE 04/18/2018 WHIPTAIL LOOP W. CARLSBAD, CALIFORNIA TNT 8: CONVOY RYAN COMPANIES TND ENOIREER: 400 . IALCOMB WISEMAN ROHY 646.17 :00: SHTNO. STAIR #2 FRAMING PLAN F.1702 SECT -A SECT - E 's—REF: DIMS ARE TO STRINGER CHANNELS UPI2T@111I'4 5-7 STAIR #1 RAIL PLAN AT LEVEL O'-O 1413A MEZZCOL "1801A -. 1414A -s. I ON RAIL /i8o3A RAIL 2 1416A WI6X31 (T.0.S. EL I4-61?) 51/2 DNl2T@IIII'-O STAIR #1 RAIL PLAN AT LEVEL 15-0 17111.OL-.... REF: DIMS ARE TO STRINGER CHANNELS REVISIONS PRINT RECORD LIE DESCRiPTION DATE OlE. 1St)) (Soil ISSUED FORUPPROVUJ. 12010 RE.ISSUE0PORAPPROTAL (2016 ISSUED FOR FAUIOCAT1ON (2010 REViSED HANDRAIL I NN ENCORE STEELI 20701 N. SCOrrSDALE RD SCOTTSDALE, AZ 85255 PT: 14601 663-3500 FAX: (400) 281.7620 HOLES U.N. I WELOS U.N. PACIFIC VISTA COMMERCE CENTER BLDG A 13411812018 WHIPTAIL LOOP W. ORUWNOV CARLSBAD, CALIFORNIA TNT PIPE I-'4STD GRABRAIL DLT MC12X14.3—' STRINGER DETAIL 2 WALL RAIL IS NOT REQUIRED \LANDINGJEAM MCI 2X14.3 DETAIL 3 536 I2T@11=1I0 5'.7 1MEZZ COL HSS6X6Xl/4 1802A III I I RAIL tB I RAII LL MEZZ COL. Li IA 8O1A __ UP 4. RAIL 1803A RAIL 18MRAIL SECT -B SECT - D 1I 2 2% PL½X2 —' MIN TOPRAIL PL½X2 s TOPRAIL \ PLWX2 TOPRAIL PIPE1 14STD GRABRAIL "PIPE1.I/4STD GRABRAIL 5OS.S.CABLE CABLE - PLWX2 140/4 VERT SLOTS POST POST WHEN 00 ! ,/1N ALONG SLOPING S TYPEA\N1 I I -L POST :ALIGN ,,— MCI2XI4.3 MC12X14.3 - STRINGER F=STRINGER DETAIL I SECT -A ,, SECT - B - i'/2MIN PE 1.1/2510 PIPEl-4STD PIPE1-¼510 RAIL IL (RAIL :::RA IPEI'AXS RAIRACK AILPOST 5mm I,rtRlVII2UO DETAIL 1 MEZZCOL -\ HSSBX8X3/2 \ 1411A '(4-, W24X76 (P.0.5. EL 14-61/2 H STAIR #2 RAILING PLAN 17111.E.-- 1423A -. W16X31 (lOS. EL 1461/2) 88 REF: DIMS ARE TO• - I A STRINGER CHANNELS 1, UP - I2T@ F . -. 4-il CL RAIL- -CL RAIL 1807k\ 1806A RAIL RAIL r4'-21/2 MIN I CLEARANCE 'F 5-, 4-27/2 1• 9 • 1 3I/6 31/16 BIB CHANNEL SECT - C REVISIONS PRINT RECORD STE DESCRIPTiON DATE OTY. ISSO (72058 ISSUEDF050IIPROVAS. 02058 REISSUED FOR APPROVAl. 1.2018 ISSUED FOR FARRICATIOH 02058 REVISEDLRIIOINRWIDTD IN ENCORE STEEL, 20701 N. SCOTTSDALE RD SCOTTSDALE, AZ 85255 PHI (480) 883-3505 FAX: (480) 381-7920 ROLESU.N. WELDSXN. .pps.. ,1 PACIFIC VISTA COMMERCE CENTER BLDG A DATE WHIPTAIL LOOP W. 04/18/2018 DRAWS DV CARLSBAD, CALIFORNIA TNT ft 0415007 RYAN COMPANIES rND Ti ENO IN JOR NE 4ALCOMB WISEMAN EEE ROHY - 646-17 ION: SOT NO. STAIR #2 RAIL PLAN E1802 ID cV OjsO Struktur Studio 1525 North Granite Reef Road Suite 9 Scottsdale, AZ 85257 Ph. 480-425-2250 Fx. 480-425-2225 PM\/201 t"OI/I PACIFIC VISTA. COMMERCE CENTER WHIPTAIL LOOP WEST CARLSBAD, CA 92010 STRUCTURAL CALCULATIONS FOR THE STAIRS AT BUILDING A, B & C C 62938 EXP. 06.30.201 1* STRUKTUR STUDIO 1525 NORTH GRANITE REEF ROAD SUITE 9 SCOTTSDALE, AZ 85257 IAUJIIIII STRUKTUR STUDIO JOB NO. 171116 94 Pages to Follow 95 Pages in Total APRIL 20, 2018 DESIGNCRITERIA - LOCATION: PACIFIC VISTA COMMERCE CENTER BLDG WHIPTAIL LOOP WEST CARLSBAD, CA 92010 BUILDING CODE: . 2016 CALIFORNIA BUILDING CODE WITH AMENDMENTS PER CITY OF CARLSBAD, CA .SCOPEOF WORK: STAIRS FOR BLDG A,B AND C GRAVITY LOADING: STAIRS (PAN bj- . UVINUMM It UN ItkIN 1-1I INVVL;.) 20 pSf TREADING 5 psf STEEL FRAMING 10 psf 35 INTERMEDIATE LANDING CONCRETE TOPPING (2" NWC.) 25 psf 12GA LANDING PAN 5 psf STEEL FRAMING 10 psf 40 psf LIVE FLOOR STAIRS 100 psf - MATERIALS REGULAR STEEL: ASTM A36 FOR PLATES, CHANNELS, AND ANGLES ASTM A500 GRADE B (46 ksi) FOR HSS RECT ASTM A500 GRADE B (42 ksi) FOR HSS ROUND/PIPE ASTM A53 GRADE B (35 ksi) FOR PIPE REFER TO APPENDIX A FOR DESIGN INFORMATION. REFER TO APPENDIX B FOR EVALUATION REPORTS, STRUKTUR STUDIO S PAGE GRAVITY ANALYSIS. STRUKTUR STUDIO PAGE F-3. 5'11 i i ______ 121 @_ii" = ii -O 5-5 5-2 MEZZ COL LANDING PAN \ 7STR COL -d1 ~Ooo, HSSX4XV4 - - - /3709B(7) ( Co - - - - MC12X143 / MC12X14.3 Bf UP 1STAIR EQSTR(?) M L OSTR(? L3 1,X3 /2X114 MC12X14.3 L - - - - - co - - OSTR '4 2X143 - L3½X1/2X1/4 MEZZ COL -tOSTR(? (4)L ! 4 1 MC 12X14.3 C 4.3 - LANDING PAN 37098(?) 8STR COL HSS4X4X1/4 STAIR COL 3 5-2 UP12T@ 11'=11'-O 6-5 'rpci- I A II 7L.J m Total Live Load: wL m Total Dead Load: wD m Self Weight; L BSW l Maximum Load: vT = 240 plf 96 plf 6 plf 342 plf Pmjtct:CALC17lll6 BLDG A - kM Location: I • LANDING JOIST - STAIR 1 1 - Strukiur Slutlio, L:L.0 Uniforiil- Loaded Floor Beam - 1525 N. Granite Reel Road. Suite #9 of 12016 California Building Code(AISC 14th Ed ASD)] Scousale, AZ 5257 A36 L3-I/2x3-I/2x114 x 5.2 FT Leg Doii Stion Inadequate By: 4.3%. StruCalc Version 10.0.1,6 12/11/2017 10:37:22 AM controll.ing Factor: Shear 4'IllllL - Live Load 0.11 IN L/588 Horizontal Component 0.06 Dead Load 0,05 in Horizontal Component 0.03, in Total Load 0.15 IN U413 Horizontal Component 0.09 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 - - -------- - Live Load 624 lb 624 lb Dead Load 265 lb 265 lb Total Load 889 lb 889 lb 13euring Length 0.63 in 0.63 in ft— Span Length 5.2 ft Unbraced Length-Top 0 ft STEEL ANGLEPROVE WJ1F 1-3-1/20-1/2x1/4 - A36 Properties: Yield Stress: F)' = 36 ksi Modulus of Elasticity: E = 29000 ksi Depth (Leg Length): d = 3.5 in Leg Thickness: 1w = 0,25 in Distance to Angle Toe of Fillet: k = 0.63 in Moment of Inertia About X-X Axis: Ix = 2 in4 Section Modulus About X-X Axis: Sx = 0.79 in3 Design Properties per AISC 14th Edition AISC Steel Manual: Angle Tip is in Tension Flange Buckling Ratio: FBR = 14 Allowable Flange Buckling Ratio for Conipact: AFBR = 15.33 Allowable Flange Buckling Ratio for Non-Compact: AFBR_NC = 25.83 Nominal Flexural Strength wl Safety Factor: Mn = 1696.53 ft-lb Controlling Equation: 1710-1 Controlling Cv Factor: Cv = Nominal Shear Strength w/ Safety Factor: Vn = 11317 lb Controlling Moment: 1155 ft-lb 2.6 ft from left support Created by combining all dead and live loads. Controlling Flexural Shear: 889 lb Controlling Torsional Shear (C-G4-2): 10910 lb Controlling Shear: 11799 At support. Created by combining all dead and live loads. Floor Live Load FLL = 100 psf 100 psf Floor Dead Load FDL = 40 psf 40 psf Floor Tributary Width FTW= 1.2 ft 1.2 ft I Wall Load WALL = 0 lIf I Comparisons with required sections: Recrd -Provi ded Moment of inertia (deflection): L234 2 h1 OMØT 4 Moment: 1155 ft-lb 1697 ft-lb Shear: 117991b 11317 lb jft S4 •lc .jcr Aii Jcc -i fP4 7%1 ib? o lt"4r ic 3RD'p ,bG,MST 1'b&s,DLJ I• LU(JI( LOA1H4(. Side I Side 2 Floor Live Load FLL = 100 psf 0 psf Floor Dead Load FDL = 40 psf 0 psf Floor Tributary Width FTW = 2.6 ft 0 ft Wall Load WALL = 0 pl'f Beam Total Live Load: wL = 260 plf Beam Total Dead Load: wD = 104 plf Beam Self Weight: BSW = 14 plf Total Maximum Load: wT = 378 nIl PrOjcCt CALCI 71116 BLDG A - Location: 2 - LANDING FRAME - STAIR I 4 ' Struktur Studio, L.L.0 Uiiifrmly Loaded Floor Beam . 1525 N. Granite Reef Road. Suite 49 of [2016 California Building Code(AlSC 14th Ed ASD)] 'rScottsdale, AZ 85257 A36 MCI2xl4.3 x 9.6 FT Seètioñ Adequate By: 534,7% Sti'LiCalC Version 10.0:1.6 12/11/2017 10:37:22 AM Côntro!ling Factor: Moment Live Load '0.02 IN U5118 Dead Load 0.01 in Total Load 0.03 IN L13517 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REC1'lONS Live Load 1248 lb 1248 lb Dead Load 568 lb 568 lb Total Load 1816 lb 1816 lb I3eariñg Length 0.75 in 0.75 in Span Length 9.6 ft Unbraced Length-Top 2.4 ft S'fEEL PROP ERTI ES MCl2x14.3 - A36 Properties: Yield Stress: Fy = 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 12 in Web Thickness: tw = 0.25 in Flange Width: bf= 2.12 in Flange Thickness: tf 0.31 in Distance to Web Toe of Fillet: k = 0.75 in Moment of Inertia About X.X Axis: lx = 76.1 in4 Section Modulus About X-X Axis: Sx = 12.7 in3 Plastic Section Modulus About X-X Axis: Zx = 15.9 1n3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 3.39 Allowable Flange Buckling Ratio: AFBR = 10.79 Web Buckling Ratio: WBR= 42 Allowable Web Buckling Ratio: AWBR 106.72 Controlling Unbraced Length: Lb = 2.4 ft Limiting Unbraced Length - for lateral-torsional buckling: Lp = 2,04 ft for Eqn. F2-2: Lr 7.11 ft Nominal Flexural Strength wi safety factor: Mn = 27659 ft-lb Controlling Equation: F2.2 Web height to thickness ratio: h/tw = 42 Limiting height to thickness ratio for eqn. 02-2: hltw-limit 63.58 Cv Factor: Cv = I Controlling Equation: G2-3 Nominal Shear Strength wl safety factor: Vn = 38802 lb Controlling Moment: 4358 ft-lb 4.8 It from left support Created by combining all dead and live loads. Controlling Shear: 1816 lb At support. Created by combining all dead and live loads. Comparisons with required sections: ReWd Provided Moment of Inertia (deflection): 5.35 in4 76.1 in4 Moment: 4358 ft-lb 27659 ft-lb Shear: 1816 lb 38802 lb 5 Span Length 11 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom II ft . Beam End Elevation Difference 7.5 ft STEEL PROPERTIES MCI 2xt4.3-A36 Properties: - Yield Stress: Fy = 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 12 in Web Thickness: tw = 0.25 in Flange Width: bf= 2:12 in Flange Thickness: tf= 0.31 in Distance to Web Toe of Fillet: k = 0.75 in Moment of Inertia About X-X Axis: lx = 76;! in4 Section Modulus About X-X Axis: Sx = 12.7 in3 Plastic Section Modulus About X-X Axis: Zx = 15.9 in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 3.39 Allowable Flange Buckling Ratio: AFBR = 10.79 Web Buckling Ratio: WBR = 42 Allowable Web Buckling Ratio: AWBR = 106.72 Controlling Unbraced Length: Lb = 0 ft Limiting Unbraced Length - for lateral-torsional buckling: Lp = 2.04 ft Nominal Flexural Strength wl safety factor: Mn = 28563 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: hftw = 42 Limiting height to thickness ratio for eqn. G2-2: h/tn-limit = 63.58 Cv Factor: Cv = Controlling Equation: 02-3 Nominal Shear Strength w/ safety factor: Vu = 38802 lb 11R Uniform Live Load 225 plf Uniform Dead Load 79 plf Beam Self Weight 14 plf Total Uniform Load - 318pIf Project: CALCl7l I 16_BLDG A Location. 3 - INTERIOR STRINGER - STAIR I Multi-Loaded Multi-Span Beam [2016 California Building Code(AISC 14th Ed ASD)J ,\36 MCI 2xI4.3 x 11.0 FT (Actual 13.3 Fl) Sctioii Adequate By: 459.3% CóñttólIinE Factor: Moment RM ) Struktur Studio, L.L.0 _ 1525 N. Granite Reef Road. Suite 99 jXwoalu- Scottsdale, AZ 85257 StruCalc Version 10.0.1.6 12/11/2017 10:37:22 AIM -T j Live Load 0.05 IN L/3248 Dead Load 0.02 in Total Load 0.07 IN L/2164 Live Load Deflection Criteria: 1/360. Total Load Deflection Criteria: 1/240 .REAcTIONS--- A Live LoadLoad 1238 lb 1238 lb Dead Load 619 lb 619 lb Total Load - 1857 lb 1857 lb Bearing Ld1IL1I, 0.75 in 0.75 in Controlling Moment: 5107 ft-lb 5.503 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1534 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Regd Provided Moment of Inertia (deflection): 8.44 in4 76.1 in4 Moment: 5107 ft-lb 28563 ft-lb Shear: 1534 lb 38802 lb 9.6ft- FLOOR LOADIG -_ Side Floor Live Load FLL = 100 psI 0 psf Floor Dead Load FDL = 40 psf 0 psf Floor Tributary Width FTW = 2.6 ft 0 ft Wall Load WALL 0 plf REAM. LOADING Beam Total Live Load: wL= 260 plf Beam Total Dead Load:. wD 104 plf Beam Self Weight: BSW = 12 plf Total Maximum Load: vT = 376 p11 POINT LOADS - CENTER SPAN = Load Number One Two * Live Load 1238 lb 1238 lb Dead Load 619 lb 619 lb Location 4.5 ft 5.1 ft , Load obtained from Load Tracker. See Summary Report for details. Project: CALCl7l 116_BLDG A #*.\Vol 0 Location 4 HEADER STAIR I 114' Struktur Studio L L C Uniformly Loaded Floor Beam 1525 N Granite Reel Road Suite #9 [2016 California Building Code(AISC 14th Ed ASD)J A36 C8x 11 .5 x 9.6 FT Section Adequate By: 36.4% StruCalc Version 10;0. 1.6 12/11/2017 10:37:23 AM Colitrolling Factor: Moment - nr I fljl3 ¼.UIIICI Live Load 0.14 IN U848 Dead Load 0.07 in Total Load 0.20 IN U573 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REMTLONS - A I a Live Load 2486 lb 2486 lb Dead Load 1173 lb 1173 lb Total Load 3659 lb 3659 lb BctIringLeiigtli 0.94 in 0.94 in 1 2 Span Length 9.6 ft Unbracedl,,eiigth-Top. 2.4 ft STIEL PROP[RTlES: C8x1 1.5- A36 Properties: Yield Stress: Fy = 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 8 in Web Thickness: tw= 0.22 in Flange Width: bf= 2.26 in Flange Thickness: tf= 0.39 in Distance to Web Toe of Fillet: k = 0.94 in Moment of Inertia About X-X Axis: Lx = 32.5 in4 Section Modulus About X-X Axis: Sx = 8.14 in3 Plastic Section Modulus About X-X Axis: Zx = 9.63 1n3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 2.9 Allowable Flange Buckling Ratio: AFBR = 10.79 Web Buckling Ratio: WBR = 27.84 Allowable Web Buckling Ratio: AWBR = 106.72 Controlling Unbraced Length: Lb = . 2.4 ft Limiting Unbraced Length - for lateral-torsional buckling: Lp = 2.59 II Nominal Flexural Strength w/ safety factor: Mn = 17299 fl-lb Controlling Equation: F2-I Web height to thickness ratio: hltw = 27.84 Limiting height to thickness ratio for eqn. G2-2: hltw-limit = 63.58 Cv Factor: Cv = Controlling Equation: G2-3 Nominal Shear Strength w/ safety factor: Vn = 22764 lb Controlling Moment: 12682 ft-lb 4.8 ft from left support Created by combining all dead and live loads. Controlling Shear: -3659 lb At support. Created by combining all dead and live loads. Comparisons with required sections: ReLd Provided Moment of Inertia (deflection): 13.8 in4 325 in4 Moment: 12682 ft-lb 17299 ft-lb Shear: -3659 lb 22764 lb 7 l'rop.et CALC 171 6 BLD(j A Location ¶ EXTERIOR STRINGER STAIR I StruktLlr Studio L LC Multi Loaded Multi-Span Beam 1525 N Granite Reef Road. Suite #9 Loi [2016 California Building Code(AISC 14th Ed ASD)J Scottsdale, AZ 8527 A36 MCl2xl4,3 x 16.4 FT (Actual 18 Fl) Section Adequate By: 32.5% . StruCalc Version 10.0.1.6 [2/11/2017 10:37:24 AM Contiolling Factor: Moment DEFLECTIONS. Center - MMDINC mACRAM - Live Load 0.36 IN U599 Dead Load 0.17 in Total Load 0.53 IN L/408 Live Load Deflection Criteria: L1360 Total Load Deflection Criteria: L/240 - REActIONS -. Live Load 2570 lb 3039 lb Dead Load 1189 lb 1443 lb Total Load 3759 lb 4482 lb 8irirgLiiigtk 0.75 in 0.75 in RI AM DA I Span Length 16.4 ft Unbraced Length-Top 0 II A 16.4 ft Unbraced Length-Bottom 16.4 ft Beam End Elevation Difference 7.5 ft - STEEL PROPERTIES (NIFORMLOADS. - MC12xl4.3 - A36 Uniform Live Load - 0 plf Uniform Dead Load 0 plf Properties: Beam Self Weight 14 p11' Yield Stress: Fy 36 ksi Total Uniform Load 14 p11 Modulus of Elasticity. E = 29000 ksi Depth. d= 12 in POINT LOADS - CENTER SPAN Web Thickness: tw = 0.25 in * Load Number One Flange Width: bf= 2:12 in Live Load 2486 lb Flange Thickness: tf= 0.31 in Dead Load 11731b Distance to Web Toe of Fillet: k = 0.75 in Location 1 I ft Moment of Inertia About X-X Axis: lx 76.1 in4 * Load obtained from Load Tracker. See Sum mary Re portlor details. Section Modulus About X-X Axis: Sx 12.7 1n3 TRAPEZOIDAL LOADS-CENTER SPAN Plastic Section Modulus About X-X Axis: Zx= 15.9 jn3 Load Number One Two Design Properties per A(SC 14th Edition Steel ManuaI: Left Live Load 225 p11' 120 pIt' Flange Buckling Ratio: Fl3R = 3.39 . Left Dead Load 78.8 plf 42 plf Allowable Flange Buckling Ratio: AFBR = 10.79 Right Live Load 225 plf 120 plf Web Buckling Ratio: WBR = 42 Right Dead Load 78.8 plf 42 plf Allowable Web Buckling Ratio: AWBR = 106.72 Load Start 0 ft II ft Controlling Unbraced Length: Lb = 0 ft Load End it ft 16.4 ft Limiting Unbraced Length - Load Lthgdi I ft 5.4 II for lateral-torsional buckling: Lp = 2.04 ft 0 Nominal Flexural Strength w/ safety factor: Mn 28563 fl-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tw = 42 Limiting height to thickness ratio for eqn: G2-2: h/lw-limit = 63.58 Cv Factor: Cv = Controlling Equation: G2-3 Nominal Shear Strength w/ safety factor: Vn = 38802 lb Controlling Moment: 21550 ft-lb 10.986 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Contr011ing Shear: -4076 lb 16.369 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: RLqLd Provided Moment of Inertia (deflection): 45.75 in4 76.1 in4 Moment: 21550 ft-lb 28563 fl-lb Shear: -4076 lb 38802 lb i Project: CALC 171 116 BLDG A - Location: 6 - COLUMN - STAIR I Struktur Studio, LLC Column 1525 N. Granite Reef Road. Suite #9 of [2016 California Building Code(AISC 14th Ed ASD)I -Scottsdale, AZ 85257 HSS 4 x 4 x 1/4 x 7.5 FT /ASTM A500-GR.B-46 Section Adequate By: 95.7% StrttCalc Version 10.0.1.6 12/11/2017 10:37:23 AM Live Load: Vert-LL-R.xn = 4287 lb Dead Load: Vert-DL-R.xn = 2006 lb Total Load: Vert-TL-Rcn = 6293 lb COLUMN 0M Total Column Length: 7.5 Il Unbraced Length (X-Axis) Lx: 7.5 ft Unbraced Length (Y-Axis) Ly: 7.5 ft Column End Condition-K (c): I - - COLUMN PROPERTIES HSS4x4x 1/4-Square Steel Yield Strength: Fy= 46 ksi Modulus of Elasticity: C = 29000 ksi Column Section: dx = 4 in dy = 4 in Column Wall Thickness: 1= 0.233 in Area: A = 3.37 in Moment of Inertia (deflection): lx = 7.8 1n4 ly = 7.8 in4 Section Modulus: Sx = 3.9 in3 Sv= 3.9 in3 Plastic Section Modulus: Zx = 4.69 in3 Zy = 4.69 1n3 Rad. of Gyration: rx = 1.52 in y 1.52 in Column Compression Calculations: KL/rRatio: KLxlrx= 5921 KLyfiy 59.21 Controlling Direction for Compr. Cabs: (Y-Y Axis) Flexural Buckling Stress: Fcr = 36.34 ksi Controlling Equation F7-1 Nominal Compressive Strength: Pc = 73 kip Combined Stress Calculations: HI - lb Controls :0.04 Controlliuti Combined Stress Factor: 0.04 I 7.5 ft A Live Load: PL= 4287 lb * Dead Load: PD= 1914 lb* Column Self Weight: CSW = 92 lb Total Axial Load: PT = 6293 lb ' Load obtained from Load Tracker. See S LI for details. 0 4ZL7,J 1V' Side I Side 2 Floor Live Load FLL = tOO psf 100 psi' Floor Dead Load FDL = 40 psf 40 psf Floor Tributary Width FTW = I ft I ft Wall Load WALL 0 ólf- Beam l'otal Live Load: = 200 p11' BcamTotal Dead Load: wD = 80 pit' 13eani Self Weight: 13SW = 6 plf Total Maximum Load: w'f= 286 .If Project: CALC 171 I 16_BLDG A Location: I - LANDING JOIST. STAIR 2 Uniformly Loaded Floor Beam [2016 California Building Code(AISC 14th Ed ASD)] '06 L3-l/2x3-ll2xl/4 x 4,75 F1' Leg Down Sciión Adequate By: 25.66/o CóntrbllineFactor: Shear Live Load 0.06 IN L1925 Horizontal Component 0.04 Dead Load 0.03 in Horizontal Component 0.02 in Total Load 0.09 IN lJ648 Horizontal Component 0.05 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS Li v cL'd' 475 lb 475 lb Dead Load 204 lb 204 lb Total Load 679 lb 679 lb l3curing Length, 0.63 in. 0.63 in Spar Length 4;75 ft Unhraced.L.'netli-TW 0 111 STEE1 ANGLE PROPERTIES L3-I/2x3-1l2x1/4 -A36 Properties: Yield Stress: Fy= 36 ksi Modulus ol'Elasticity: E = 29000 ksi Depth (Leg Length): d = 3.5 in J_cg Thickness: tw = 025 in Distance to Angle Toe of Fillet: k = 0.63 in Moment of Inertia About X-X Axis: lx 2 ii,4 Section Modulus About X-X Axis: Sx 0.79 in3 Design Properties per AISC 14th Edition A!SC Steel Manual: Angle lip is in Tension Flange Buckling Ratio: FBR = 14 Allowable Flange Buckling Ratio for Compact: AF-BR = 15.33 Allowable Flaiige Buckling Ratio for Non-Compact: AFBR_NC = 25.83 Nominal Flexural Strength w/ Safety Factor: Mn 1696.53 ft-lb Controlling Equation: FlU-I Controlling Cv Factor: Cv Nominal Shear Strength wf Sat'ctv Factor: ,Vn = 11317. lb Controlling Moment: 806 ft-lb 2.375 9 from left support Created by combining all dead and live loads, Controlling Flexural Shear: 6791b Controlling Torsional Shear (C-G4-2): 83331b Controlling Shear: 90121b At support. Created by combining all dead and live loads. Comparisons with required sections: Reqd Provided. Moment of Inertia (deflection): 0.78 in4 2'im4 Moment: 806 ft-lb 1697 ft-lb Shear: 9012 lb 113171b NOTES u~ftir Stu` Suite #9 Sotlsd* A/ 8527 StruCalc Version 10.0.1.6 12/11/201710:37:23 AM Location: 2 - HEADER STAIR 2 - Uniformly Loaded Floor Beam "Struktur Studio, L.L.0 1525 N. GraniteReef Road. Suite N9 [2016 California Building Code(AISC 14th Ed ASD)] ..Scottsdale, AZ 85257 A36C8x11,5x4.75 FT Section Adequate By: 2856.1% StruCaic Version 10.0.1.6 12/1 1/2017 10:37:24 AM C64blIiigFactor: Moment Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A B Live Lod 333 lb 333 lb Dead Load 160 lb 160 lb Total Load 493 lb 493 lb l3aring. LeattIli 0.94 in 0.94 in Span Length 4.75 ft t.Jnbraced LetlTop 0 ft STEEl. PROPERTIES C8x1 1.5- A36 Properties: Yield Stress: Fy = 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 8 in Web Thickness: tw, = 0.22 in Flange Width: bf= 2.26 in Flange Thickness: tf= 0.39 in Distance to Web Toe of Fillet: k = 0.94 in Moment of Inertia About X-X Axis: lx = 32.5 in4 Section Modulus About X-X Axis: Sx = 8.14 in3 Plastic Section Modulus About X-X Axis: Zx = 9.,63 1n3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 2.9 Allowable Flange Buckling Ratio: AFBR 10.79 Web Buckling Ratio: WBR = 27.84 Allowable Web Buckling Ratio: AWBR 106.72 Controlling Unbraced Length: Lb = 0 ft Limiting Unbraced Length for lateral-torsional buckling: Lp = 2.59 It Nominal Flexural Strength w/ safety factor: Mn = 17299 fl-lb Controlling Equation: F2-I' Web height to thickness ratio: Mw = 27.84 Limiting height to thickness ratio for eqn. 02-2: h/tw-limit = 63.58 Cv Factor: Cv = Controlling Equation: 02-3 Nominal Shear Strength w/ safety factor: Vn = 22764 lb Controlling Moment: 585 ft-lb 1375 ft from left support Created by combining all dead and live loads: Controlling Shear: -493 lb At support. Created by combining all dead and live loads Comparisons with required sections: RecVd Provided Moment of Inertia (deflection): 0.35 in4 32.5 in4 Moment: 585 11-lb 17299 ft-lb Shear: -493 lb 22764 lb N 0 I' ES 75(1 FLOOR LOADING. el. Side 2 Floor Live Load FLL = 100 psf 100 psf Floor Dead Load FDL = 40 psf 40 psf Floor Tributary Width FTW = 1 ft 0.4 11 Wall Load WALL = 0 plf .HEAM LOADING Beam Total Live Load: wL = 140 plf Beam Total Dead Load: wD = 56 ph Beam Self Weight: BSW = 12 plf Total Maximum Load: wT= 208 ,plf a UNIFORM LOADS. :entr Unifonru Live Load 0 p11 Uniform Dead Load 0 ptf Beam Self Weight 14 p11 Total Uniform Load 14 p11 Load Number One * Live Load 333 lb Dead Load 160 lb Location 2 It * Load obtained from Load Tracker, See Si/ubmaiy Reooi& (hr details. Load Number One Left Live Load 237.5 plf Left Dead Load 83 p11 Right Live Load 237.5 p11 Right Dead Load 83 plf Load Start 2 ft Load End 14 ft Load Lcuiath 12 it Project: CALC 171 116_BLDG A Location: 3 - STRINGER - STAIR 2 MtiIti-Lotdgd Multi-Span Beam [2016 California Building Code(AISC 14th Ed ASD)1 P136 MCI2xI4.3 x 14.0 FT (Actual 15.9 PT) Section Adequate By: 228.9% .'ótiiro!i iñg Factor: Moment Live Load 0.12 INL/1563 Dead Load 0.06 in Total Load 0.18 IN L/1064 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: 11240 ..- Live Load 1507 lb 1676 lb Dead Load 735 lb 782 lb Total Load 2242 lb 2458 lb BeorinjL-Lcilgth 0.75 in 0.75 in Span Length 14 ft Unhraccd Length-Top 0 ft Unbraced Length-Bottom 14 ft Beam End Elevation Difference 7 ft STEEL PROPERTIES MCI 2x14.3 - A36 Properties: Yield Stress: Fy = 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d= 12 in Web Thickness: tw'= 0.25 in Flange Width: bf= 2.12 in Flange Thickness: t1 = 0.31 in Distance to Web Toe of Fillet: k = 0.75 in Moment olinertia About X-X Axis: lx = 76;1 in4 Section Modulus About X-X Axis: Sx = 12.7 in3 Plastic Section Modulus About X-X Axis: Zx 15.9 in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FI3R = 3.39 Allowable Flange Buckling Ratio: AFBR = 1039 Web Buckling Ratio: WBR = 42 Allowable Web Buckling Ratio: AWBR= 106.72 Controlling Unbraced Length: Lb = 0 fl Limiting Unbraced Length - for lateral-torsional buckling: Lp = 2.04 11 Nominal Flexural Strength wl safety factor: Mil = 28563 ft-lb Controlling Equation: 172-1 Web height to thickness ratio: h/tw = 42 Limiting height to thickness ratio for eqn. 02-2: Mw-limit = 63.58 Cv Factor: Cv = Controlling Eqtiation: G2-3 Nominal Shear Strength w/ safety factor: Vn = 38802 lb Controlling Moment: 8684 ft-lb 6.999 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2167 lb 14.104 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Provided. Moment of Inertia (deflection): 17.52 in4 76 in4 Moment: 8684 ft-lb 28563 ft-lb Shear: -2167 lb 38802 lb D1I pc C,runik. Rei..i Road Suite #9 L" Scoltsdatc, AZ 85257 StruCale Version 10.0.1.6 12/11/2017 10:37:24 AM '3 'roject: CALC 17! 116_BLDG A ocation: 4 - COLUMN - STAIR 2 .olurnn. 2016 California Building Code(AlSC 14th Ed ASD)J 4SS 4 x 4 x 1/4 x 7.5 FT /ASTM A500-GR.B-46 cction Adequate By: 96.4% 0 1525 N. Granite Reef Road. Suite #9 AL 8S'7 StruCale Version 10.0.1.6 12/11/2017 10:37:25 AM Live Load: Vert-LL-Rjn = 3489 lb Dead Load: Vert-DL-Rxn = 1766 lb Total Load: Vert-TL-Rxn = 5255 lb COLU&lN flATA. Total Column Length: 7.5 ft Unbraced Length (X-Axis) Lx: 7.5 ft Unbraccd Length (V-Axis) Ly: 7.5 II Column End Condition-K (c): I COLUMN PROPERTIES IISS4x4x 1/4-Square Steel Yield Strength: Py 46 ksi Modulus of Elasticity: E = 29000 ksi Column Section: clx = 4 in dy= 4 in Column Wall Thickness: t = 0.233 in Area: A= 3.37 in Moment of Inertia (deflection): Ix = 7.8 1n4 ly = 7.8 in4 Section Modulus: Sx 3.9 in3 Sy = 3,9 in) Plastic Section Modulus: Zx = 4.69 1n3 Zy = 4.69 in3 Rad. of Gyration: ix = 1:52 in ry = 1.52 in Column Compression Calculations; KL/r Ratio: KLx/rx = 59.21 KLy/rv= 59.21 Controlling Direction for Compr. Cafes: (Y-Y Axis) Flexural Buckling Stress: Fer = 36.34 ksi Controlling Equation F7-1 Nominal Compressive Strength: Pc = 73 kip Combined Stress Calculations: H I -lb Controls :0.04 Controlling Combined Stress Factor; 0.04 I 7.5 ft a L - A AXIAL LOADING Live Load: PL = 3489 lb * Dead Load: PD= I674lb* Column Self Weight: CSW = 92 lb Total Axial Load: PT = 5255 lb * Load obtained from Load Tracker. See Summary Report for details. I 12T@11'=lV-O .- 5-5 -- 851 CM 4 CM MEZZ COL • r LANDING PAN OSTR COL(?) =_\ MORV/4 I/4 1 3709B(.) J STAIR_COL MC 12X14.3 / MC12X14.3 _ UP STAIR . 1 B A oSTR(?)l :• r OSTR( -. -co cc (\A4t23h C-,- - I - MC12X14.3 1 OSTR(?) 1 3 1 ji1 • CD 'STAIR UP OSTR(?) - OSTR(? - - MC 12X MG12XI4.3 - - \LANDING PAN ~T C 'O"'L 3709B(? HSSOF01 ?) - OL 3 - 5'-2 UP 12 T@ 11" = 11-0 -. - 5-5 I &L-1 Side 2 Floor Live Load FLL = 100 psf 100 psf Floor Dead Load FDL = 40 psf 40 psf Floor Tributary Width FTtV = 1.2 Il 1.2 ft Wall Load WALL 0 nIl' Beam Total Live Load: wL = 240 pIt' Beam Total Dead Load: wD = 96 plf Beam Self Weight: BSW = 6 plf Total Maximum Load: wT= 342 pIt' Project: CALCI7I t 16 BLDG B - Loatiim: I - LANDING JOIST - STAIR I V Strukiur Studio. L.L.0 Uniformly Loaded Floor Beam '.. 1525 N. Gqtnitc Reef Road. Suite 49 or [2016 California Building Code(AISC 14th Ed ASD)] —Scottsdale, AZ 85257 A36L3-1/2x3-[I2x1/4 x 5.2 FT Leg Down Section Inadequate By: 4.3% StruCaic Version 10.0.1.6 12/11/2017 10:52:16 AM Qontrálling Factor: Shear Live Load 0.11 IN U588 Horizontal Component 0.06 Dead Load 0.05 in Horizontal Component 003 in Total Load 0.15 IN U413 Horizontal Component 0.09 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 Live Load 624 lb 624 lb Dead Load 265 lb 265 lb Total Load 889 lb 889 lb 8eiring Length. 0.63 in 0.63 in Span Length 5.2 11 Un braced Length-Top 0 ft STEEL ANGLE PROPERTIES L3-112x3-1/2x1/4 - A36 Properties: Yield Stress: Fy 36 ksi Modulus of Elasticity: E = 29000 ksi Depth (Leg Length): d = 3.5 in Leg Thickness: tw = 0.25 in Distance to Angle Toe of Fillet: k = 0.63 in Moment of Inertia About X-X Axis: lx = 2 in4 Section Modulus About X-X Axis: Sx = 0.79 in3 Design Properties per AISC 14th Edition ALSC Steel Manual: Angle Tip is in Tension Flange Buckling Ratio: FBR = 14 Allowable Flange Buckling Ratio for Compact: AFBR = 15.33 Allowable Flange Buckling Ratio for Non-Compact: AFBR NC 25.83 Nominal Flexural Strength w/ Safety Factor: Mn = 1696.53 ft-lb Controlling Equation: FI0-1 Controlling Cv Factor: Cv = Nominal Shear Strength w/ Safety Factor: Vn = 11317 lb Controlling Moment: 1155 ft-lb 2.6 ft from left support Created by combining all dead and live loads. Controlling Flexural Shear: 889 lb Controlling Torsional Shear (C-G4-2): 10910 lb Controlling Shear: . 11799 lb At support. Created by combining all dead and live loads. Comparisons with required sections: 3gg4 Provided Moment of Inertia (deflection): 1.23 in4 2 in4 Moment: 1 [55,11-lb 1697 ft-lb Shear: 11799 lb 11317 lb S'.2 It ft F,LoOR:LoAmG - - ----- .- - -.- . - Side I. Side 2 Floor Live Load FLL = 100 psf 0 psf Floor Dead Load FDL = 40 psf 0 psf Floor Tributary Width FTW = 2.6 ft 0 ft Wall Load WALL= 0 nlf Beam Total Live Load: wL = 260 plf Beam Total Dead Load wD = 104 plf Beam Self Weight: BSW = 14 plf Total Maximum Load: vT = 378 plf Project: CALCIll 116 BLDG B Lbctffloii: 2 - LANDING FRAME. STAIR I Uniformly Loaded Floor Beam 120 16 California Building Code(AISC 14th Ed ASD)] A36MCI2x14.3 x 9.6 FT Section Adequate By: 534.7% ~ontrollin#-. Moment DEFLECTIONS Live Load 0.02 IN L/5118 Dead Load 0.01 in Total Load 0.03 IN L13517 Live Load Deflection Criteria: L1360 Total Load Deflection Criteria: U240 REACTIONS, - Live Load 1248 lb 1248 lb Dead Load 568 lb 568 lb Total Load 1816 lb 1816 lb Bearing Length 0.75 in 0.75 in RM StrukturStudki. - 1525 N. Granite Reef Road. Suite #9 cottdale, AZ 85257 StruCalc Version 100.1.6 12/11/2017.10:52:17 AM /"f Span Length 9.6 ft Unbraced'L4ngth-Tóp 2.4 ft STEEL PROPERTIES MCI 2x14.3-A36 Properties: Yield Stress: Fy= 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d= 12 in Web Thickuiess: tw = 0.25 in Flange Width: bf= 2.12 in Flange Thickness: tf= 0.31 in Distance to Web Toe of Fillet: k 0.75 in Moment of Inertia About X-X Axis: lx = 76.1 in4 Section Modulus About X-X Axis: Sx = 12.7 in3 Plastic Section Modulus About X.X Axis: Zx = 15.9 in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 3.39 Allowable Flange Buckling Ratio: AFBR 10:79 Web Buckling Ratio: WBR = 42 Allowable Web Buckling Ratio: AWBR = 106.72 Controlling Unbraced Length: Lb = 2.4 Pt Limiting Unbraced Length. for lateral-torsional buckling: Lp = 2.04 ft for Eqn. F2-2: Lr = 7.11 11 Nominal Flexural Strength wi safety factor: Mn = 27659 ft-lb Controlling Equation: 172-2 Web height to thickness ratio: h/tw = 42 Limiting height to thickness ratio for eqn. G2-2: hkw-limit = 63.58 Cv Factor: . Cv = Controlling Equation: G2-3 Nominal Shear Strength w/ safety factor: Vu = 38802 lb Controlling Monient: 4358 ft-lb 4.8 ft from left support Created by combining all dead and live loads. Controlling Shear: 1816 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Reqd Provided Moment of Inertia (deflection): 5.35 in4 76:1 1n4 Moment: 4358 It-lb 27659 ft-lb Shear: 1816 lb 38802 lb NOTES PrOject: CALCI7I I I6.BLDG B NA / Lcation:3 - INTERIOR STRINGER - STAIR I 3 'Struktur Swdio. L L C / \lulti I oadd Multi Span Beam 1525 N jnniti. Reel 'Road. Suite 49 12016 California Building Code(AISC 14th Ed ASD)] Scottsdale, AZ 85237 A36 MCl2xI4.3 x 11.017T (Actual 13.3 FT) Section Adequate By: 4593% StruCalc Version 10.0.1.6 12/11/2017 10:52:17 AM Coiitrqlling.Factor: Moment - Live Load 0.05 IN L/3248 Dead Load 0.02 in Total Load 0.07 IN L/2164 Live Load Deflection Criteria: L1360 Total Load Deflection Criteria: L1240 R: Ilk CTIONS -A. B - ..--.--- Live Load 1238 lb 1238 lb Dead Load 619 lb 619 lb Total Load 1857 lb 1857 lb :Brjhg Lei!gth 0.75 in 0.75 in JWAMDATA Center. Span Length II II Unbraced Length-Top 0 ft Unbraced Length-Bottom II ft 'A 11 ft I3earn End Elevation Difference 7;5 ft - - STEEL PROPERTIES L1NIF01IM LOADS. - Cente MC12xl4.3 - A36 tinifonti Live Load 225 plf Uniform Dead Load 79 pIt Properties: Scant Self Weight 14 plf Yield Stress: iv = 36 ksi Total Unifomi Load 318 ph- Modulus of Elasticity: C = 29000 ksi - - - Depth: d = 12 in Web Thickness: tw = 0.25 in flange Width: bf= 2.12 in Flange Thickness: tf= 031 in Distance to Web Toe of Fillet: k = 0.75 in Moment of Inertia About X-X Axis: lx= 76.1 iO4 Section Modulus About X-X Axis: Sx = 123 1n3 Plastic Section Modulus About X-X Axis: Zx = 15.9 in3 Design Properties per AISC 14th Edition SteelManual: flange Buckling Ratio: 1-13R = 3.39 Allowable Flange Buckling Ratio: AFBR = 10.79 Web Buckling Ratio: WBR = 42 Allowable Web Buckling Ratio: AWI3R = 106.72 Controlling Unbraced Length: Lb = 0 0 Limiting Unbraced Length - for lateral-torsional buckling: Lp = 2.04 ft Nominal Flexural Strength w/ safety factor: Mn 28563 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: hJts' = 42 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 63.58 Cv Factor: Cv = Controlling Equation: G2-3 Nominal Shear Strength wl safety factor: Vii = 38802 lb Controlling Moment: 5107 ft-lb 5.503 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1534 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Provided Moment of Inertia (deflection): 8,44 in4 76.1 in4 Moment: 5107 ft-lb 28563 ft-lb Shear: 1534 lb 38802 lb NOTES LI!J —9.6 ft FLOOR LO,DlNG el Side Floor Live Load FLL = 100 psf 0 psf Floor Dead Load FDL = 40 psf 0. psf Floor Tributary Width FTW = 2.6 ft 0 ft Wall Load WALL = 0 pu' Beam Total Live Load: wL = 260 plf Beam Total Dead Load: vD = 104 plf Beam Self Weight: BSW = 12 plf Jotal Maximum Load: wT 376 ,plf l'OINT LOADS CENTER SPAN. Load Number One *Two * Live Load 1238 lb 1238 lb Dead Load 619 lb 619 lb Location 4.5 ft 5.1 ft * Load obtained from Load Tracker. See Sumlnnr} Report for details. 'Slru.k(ur Studio, LAX Uniformly Loaded Floor Bearn Road. Suite 49 0 cf 016 California Building Code(AISC 14th Ed ASD)J 'Scottsdak, AZ 85257 - A36C8xII.5x9.6FT - Section Adequate By: 36.4% StruCalc Version 10.0.1.6 12/11/2017 10:52:17 AM Cóntró!Iing Factor: Moment DEFLECTIONS,Center . LOADING DIAG Live Load 0. 14 iiNL/4 Dead Load 0.07 in Total Load 0.20 IN L/573 Live Load Deflection Criteria: [1360 Total Load Deflection Criteria: L/240 1EAC1IONs B Live Load 2486 lb 2486 lb Dead Load 1173 lb 1173 lb Total Load 3659 lb 3659 lb 13edr1ñg Len gtl, 0.94 in 0.94 in 1 2 an.,.slfl-.,ts t - jjt$l Span Length 9.6 ft Unbraced Length-Top 2;4 ft STEEL PROPERTIES C8x11.5 - A36 Properties: Yield Stress: Fy = 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 8 in Web Thickness: 1w = 022 in Flange Width: bf= 226 in Flange Thickness: . ff = 0.39 in Distance to Web Toe of Fillet: k = 0.94 in Moment of Inertia About X-X Axis: Ix= 32.5 in4 Section Modulus About X-X Axis: Sx = 8.14 in3 Plastic Section Modulus About X-X Axis: Zx = 9:63 in3 Design Properties per AISC 14th Edition SteelManual: Flange Buckling Ratio: FBR = 2.9 Allowable Flange Buckling Ratio: AFBR = 10.79 Web Buckling Ratio: WBR = 2784 Allowable Web Buckling Ratio: AWBR = 106.72 Controlling Unbraced Length: Lb = 2.4 ft Limiting Unbraced Length - for lateral-torsional buckling: Lp = 2.59 ft Nominal Flexural Strength w/ safety factor: Mn = 17299 fl-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tw= 27.84 Limiting height to thickness ratio for eqn. G2-2: h/lw-limit = 63.58 Cv Factor: Cv = 1 Controlling Equation: G2-3 Nominal Shear Strength wl safety factor: Vn = 22764 lb Controlling Moment: 12682 ft-lb 4.8 II from left support Created by combining all dead and live loads. Controlling Shear: -3659 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Reqd Provided Moment of Inertia (deflection): 13.8 in4 32.5 in4 Moment: 12682 ft-lb 17299 ft-lb Shear: -3659 lb 22764 lb PrtjecI: CALC 171116_BLDG B LocailOmS - EXTERIOR STRINGER - STAIR I Multi-Loaded Multi-Span Beam [2016 California Building Code(AlSC 14th Ed ASO)] A36 MC12x]4.3 x 16.2 FT (Actual 17.9 Fl) Section Adequate By: 36.1% Controlling Factor: Moment O RM S Struktur Studio, 1525 N. Granite Reef Road. Suite #9 'Scottsdale, AZ 85257 StruCalc Version 10.0.1.6 12/11/2017 10:52:18 AM / Live Load 0.35 IN L/620 Dead Load 016 in Total Load 0.51 IN U421 Live Load Deflection Criteria: L1360 Total Load Deflection Criteria: LJ240 REACTIONS A B Live Load 2533 lb 3052 lb Dead Load 1179 lb 1479 lb Total Load 3712 lb 4531 lb Bearing Length 0.75 in 0.75 in Span Length 16.2 ft Unbraced Length-Top 0 ft - A Unbraced Length-Bottom 16,2 ft Beam End Elevation Difference 7;5 ft STEEL PROPERTIES UNIFORM LOADS Cc ter MC12x14.3 - A36 . Uniform Live Load 0 plf Uuifonn Dead Load 0 plf Properties: Beam Self Weight 14 plf Yield Stress: Fy = 36 ksi Total Uniform Load 14 p11 Modulus of Elasticity: E = 29000 ksi POINT LOADS - CENTERSPA Depth: d = 12 in Web Thickness: tw = 0.25 in Load Number Q * Flange Width: bf= 2.12 in Live Load 2486 lb Flange Thickness: tf 0.31 in Dead Load 1173 lb Distance to Web Toe of Fillet: k = 0.75 in Location 11 1) Moment of Inertia About X-X Axis: lx = 76.1 in4 * Load obtained from Load Tracker. Section Modulus About X-X Axis: Sx = 12.7 in3 rRAPEZOIDAL LOADS- CENI Plastic Section Modulus About X-X Axis: Zx = 15.9 in3 Load Number One Design Properties per AISC 14th Edition Steel Manual: Left Live Load 225 plf Flange Buckling Ratio: FBR = 3.39 Left Dead Load 78.8 plf Allowable Flange Buckling Ratio: AFBR = 10.79 Right Live Load 225 plf Web Buckling Ratio: WBR = 42 Right Dead Load 78.8 plf Allowable Web Buckling Ratio: AWBR = 106.72 Load Start 0 ft Controlling Unbraced Length: Lb = 0 ft Load End It ft Limiting Unbraced Length - Load Length II 11 for lateral-torsional buckling: Lp = 2.04 ft Nominal Flexural Strength WI safety factor: Mn = 28563 ft-lb Controlling Equation: 172-1 Web height to thickness ratio: h/tw 42 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 63.58 Cv Factor: Cv = Controlling Equation: G2-3 Nominal Shear Strength WI safety factor: Vu = .38802 lb 11 16.2 ft for details. Two 120 p11 48 plf 120 plf 48 plf lift 16.2 ft 5.2 II Controlling Moment: 20993 ft-lb 10.853 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -4112 lb 16.334 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Provided Moment of Inertia (deflection): 44.22 in4 76.1 in4 Moment: 20993 ft-lb 28563 ft-lb Shear: -4112 lb 38802 lb 20 Project: CALCl7lll6 BLDG B oi.flion 6 COLUMN STAIR I i1ikturStu di I o I L.. Column'I N (,ranfl Reef load Suite #9 0r 12016 California Building Code(AISC 14th Ed ASD)J Scotldik AL 827 HS4 x 4 x 1/4 x 7.5 FT /ASTM A500-011.13-46 Section Adequate By: 95.6% StruCalc Version 10.0.1.6 12/11/2017 10:52:18 AM Live Load: Vert-LL-Rxn = 4300 lb Dead Load: Vert-DL-Rxn = 2139 lb Total Load: Vert-TL-Rxn = 6439 lb Total Column Length: 7.5 ft Unbraced Length (X-Axis) Lx: 7.5 ft Unbraced Length (Y-Axis) Ly: 7.5 ft Column End Condition-K (e): I I COLUMN PROPERTIES HSS4x4x 1/4-Square Steel Yield Strength: Fy = 46 ksi Modulus of Elasticity: E = 29000 ksi Column Section: dx = 4 in dy 4 in Column Wall Thickness: t = 0.233 in Area: A= 3.37 in Moment of Inertia (deflection): Ix = 7.8 in4 Ey= 7.8 in4 Section Modulus: Sx = 19 p3 Sy 3.9 in3 Plastic Section Modulus: Zx = 4.69 1n3 Zy = 4.69 1n3 Rad. of Gyration: rx= 1.52 in ry= 1.52 in Column Compression Calculations: KL/r Ratio: KLx/rx = 5921 KLy/ry = 59.21 Controlling Direction for Compr. Calcs: (Y-Y Axis) Flexural Buckling Stress: Fcr = 36.34 ksi Controlling Equation Fl-I Nominal Compressive Strength: Pc= 73 kip Combined Stress Calculations: HI - lb Controls: 0.04 Cuii1roIIiiig Combined Stress Factor: 0.04 7.5 ft A AXIAL LOADING Live Load: PL = 4300 lb * Dead Load: PD = 2047 lb * Column Self Weight: CSW = 92 lb Total Axial Load: PT= 6439 lb * Load obtained from Load Tracker. See Summary Report for details. 1 CD 13'7l I 25-4 OSTRCOL()-J f COL /4HSS4X4X 114 STAIRCOL 'N / W14X22 'N ( W24X76 M'12Xi4.3 MC12X143 iM12X4.3 - UP STAIR - OSTR?) - MC12X14.3 MC12X14._ Cl1.3 LANDING PAN-/' •• ____ OSTR_COL(?) HSS4X4X¼ - STAJFLCOL 1,-11 I•-11.½ 43-11 ___9 12TIV=11'-O - 5-0 121@ 1?11'.0 I '. W12X14 4-11 I Side Side 2. Floor Live Load FLL = 100 psf 100 psf Floor Dead Load FDL = 40 psf .40 psf Floor Tributary Width FTW = 1 ft I ft WALL= 0 Beam Total Live Load: wL = 200 plf Beam Total Dead Load: wO = 80 plf Beam Self Weight: BSW = 6 plf Total Maximum Load: wT= .286 Of Projtct: CALC 171116—BLDG B Ldauon: I - LANDING JOIST - STAIR 2/3 Uniformly Loaded Floor Beam (2.0.16 California Building Code(AlSC 14th Ed ASD)] A36 L3-1/2x3-I/2x1/4 x 4.75 FT Leg Down Section Adequate By: 25.6% Controlling Factor: Shear C RIM 1525 N. Granite Reef Road. Suite 49 Scottsdale, AZ 85257 StruCalc Version 10.0.1.6 12/11/2017 10:52:19 AM Live Load 0.06 IN L/925 Horizontal Component 0.04 Dead Load 0.03 in Horizontal Component 0.02 in Total Load 0.09 IN L/648 Horizontal Component 0.05 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: LJ240 Live Load 475 lb 475 lb Dead Load 204 lb 204 lb Total Load 679 lb 679 lb BcaiingLcngtli 0.63 in 0.63 in Span Length 4.75 ft Unbraced,Length-Top 0 ft STEEL ANGLE PROPERTIES L3-1/2x3-1/2x1/4 - A36 Properties: Yield Stress: Fy 36 ksi Modulus of Elasticity: E = 29000 ksi Depth (Leg Length): d = 3.5 in Leg Thickness: tw= 0.25 in Distance to Angle Toe of Fillet: k 0.63 in Moment of Inertia About X-X Axis: lx = 2 in4 Section Modulus About X-X Axis: Sx = 0.79 in3 Design Properties per AISC 14th Edition AISC Steel Manual: Angle Tip is in Tension Flange Buckling Ratio: FBR= 14 Allowable Flange Buckling Ratio for Compact: AFBR = 15.33 Allowable Flange Buckling Ratio for Non-Compact: AFBR NC = 25.83 Nominal Flexural Strength w/ Safety Factor: Mn = 1696.53 ft-lb Controlling Equation: F10-1 Controlling Cv Factor: Cv = Nominal Shear Strength wl Safety Factor: Vn = 11317 lb Controlling Moment: 806 ft-lb 2.375 ft from left support Created by combining all dead and live toads. Controlling Flexural Shear: 679 lb Controlling Torsional Shear (C-G4-2): 8333 lb Controlling Shear: 9012 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Rg qL Provided Moment of Inertia (deflection): 0.78 in4 2 in4 Moment: 806 ft-lb 1697 ft-lb Shear: 9012 lb 11317 lb ft 23 I- Sidel Side Floor Live Load FILL = 100 psf 100 psf Floor Dead Load FDL = 40 psf 40 psf Floor Tributary Width FTW = I ft 0.4 II Wall Load WALL = 0 plf REAM-LOADING. Beam Total Live Load: wL = 140 p11' Beam Total Dead Load:, wD = 56 p11 Beam Self Weight: BSW = 12 pIt Total Maximum Load: wT = 2011 p11' Prdjt.ci:CALC17llI6 BLDG B . 1.6ation2 - HEADER - STAIR 2/3 " Siruktur Studio, LL.0 Uniformly Loaded Floor Beam . -. 1525 $J. Granite Reioad. Suite #9 [2016 California Building Code(AtSC 14th Ed ASD)] i Scóilsdal.e. AZ 8S2 A3 C8x1L .5 x 4.75 FT 57 Scciin Adequate By: 2856.1% StruCale Version 10.0.1.6 12/11/2017 10:52:19 AM CouifFollin Factor: Moment l)EFLCUONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A, B - Live Load 333 lb 333 lb Dead Load 160 lb 160 lb Total Load 493 lb 493 lb BcariAg.Lerigth 0.94 in 0.94 in Span Length 4.75 11 Unbraced Length-Top 0 IL STEEL. PROPERTIES, C8x1 1.5- A36 Properties: - Yield Stress: Fy 36 ksi Modulus ol'Elasticity: E = 29000 ksi Depth: d= 8 in Web Thickness: tw = 0.22 in Flange Width: hl= 2.26 in Flange Thickness: 11 0.39 in Distance to Web Toe of Fillet: k = 0.94 in • Moment of lncrtia About X-X Axis: IN = 32.5 in4 Section Modulus About X-X Axis: Sx = 8.14 in3 Plastic Section Modulus About X-X Axis: Zx = 9;63 in3 Design Properties per AISC 14th Edition Sled Manual: Flange Buckling Ratio: F13R = 2.9 Allowable Flange Buckling Ratio: AFI3R = 10.79 • Web Buckling Ratio: WBR = 27.84 Allowable Web Buckling Ratio: AWBR = J06.72 Controlling Unbraced Length: Lb = 0 Ii Limiting Unbraced Length - for lateral-torsional buckling: Lp = 2.59 Il Nominal Flexural Strength w/ safety factor: Mn = 17299 IL-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tw = 27.84 Limiting height to thickness ratio for eqn. G2-2: h/tw-lirnit 63.58 Cv Factor: Cv = Controlling Equation: G2-3 Nominal Shear Strength w/ safety factor: Vn = 22764 lb Controlling Moment: 585 IL-lb 2.375 It flow lefi support Created by combining all dead and live loads; Controlling Shear: -493 lb At support. Created by combining all dead and live loads. Comparisons with required sections: ReWd Provided Moment of Inertia (deflection): 0.35 in4 32.5 in4 Moment: 585 fl-lb 17299 IL-lb Shear: .493 lb 22764 lb Uniform Live Load 0 p11 Uniform Dead Load 0 pIt Ucani Self Weight 14 p11 Total Uniform Load 14 pIl Load Number One $ Live Load 333 lb Dead Load 160 lb Location 2 II * Load obtained from Load Tracker. See Summary Report for details. Load Number One Left Live Load 237.5 p11 Left Dead Load 83 plf Right Live Load 237.5 p11 Right Dead Load 83 p11 Load Start 2 ft Load End 14 ft Load Length 12 ft ;eet: CALCI71116—BLDG B ation: 3 - STRINGER - STAIR 2/3 Ili-Loaded Multi-Span Beam 16 California Building Code(AISC 14th Ed ASD)J MC12x14.3 x 14.0 FT lion Adequate By: 241.0% ilrolhng Factor: Moment - Is - RM I Struktiir Studio, l_.LC 1525 N. Grmiic Reel Road. Suite 49 :—r.scollsdule. AZ 85.257 StruCalc Version 10.0.1.6 12/11/2017 10:52:19 AM / Live Load 0.09 lNL/I774 Dead Load 0.04 in Total Load 0.13 IN 111251 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: 11240 ltEACrlONS A 13 Live Load - 1507 lb 1676 lb Dead Load 664 lb 692 lb Total Load 2171 lb 2368 lb Ikaring Length 0.75 in 0.75 in IIUAI Span Length 14 ft Unbraccd Length-Top 0 ft Unbraced Length-Bottom 14 ft STEEL PROPERTIES MC12xl&3 - A36 14ft Properties: Yield Stress: Fy = 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 12 in Web Thickness: tw = 0.25 in Flange Width: hf= 2.12 in Flange Thickness: tf= 0.31 in Distance to Web Toe of Fillet: k = 0.75 in Moment of Inertia About X-X Axis: lx = 76.1 in4 Section Modulus About X-X Axis: Sx = 12.7 in3 Plastic Section Modulus About X-X Axis: Zx 15.9 in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 3.39 Allowable Flange Buckling Ratio: Al-13R = 10.79 Web Buckling Ratio: WBR = 42 Allowable Web Buckling Ratio: AWBR = 106.72 Controlling Unbraced Length: Lb = 0 Il Limiting Unbraced Length - for lateral-torsional buckling: Lp = 2.04 II Nominal Flexural Strength w/ safety factor: Mn = 28563 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: h/lw = 42 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 63.58 Cv Factor: Cv = Controlling Equation: G2-3 Nominal Shear Strength WI safety factor: Vii 38802 lb Controlling Moment: 8375 ft-lb 6.86 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2368 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Re(N Provided Moment of Inertia (deflection): 15.45 in4 76.1 in4 Moment: 8375 ft-lb 28563 ft-lb Shear: -2368 lb 38802 lb IS Project: CALCI7I 116_BLDG B Location: 4 - COLUMN - STAIR 2/3 Column 12016 California Building Code(AISC 14th Ed ASD)] llSS4 x 4 x 1/4 x 7.5 FT/ASTM A500-GR.B-46 Section Adequate By: 96.6% 0 RM 155 N. GruuiteRcf Road. Suite /9 Pose Scottsdak A/ 8'7 StruCaic Version 10.0.1.6 12/11/2017 10:52:20 AM Live Load: Vert-LL-Rxn = 3489 lb Dead Load: Vert-DL-Rxn = 1562 lb Total Load: Vert-TL-Rxn = 5051 lb COLUMN DATA - Total Column Length: 7.5 ft Unbraced Length (X-Axis) Lx: 7.5 ft Unbraced Length (Y-Axis) Ly: 7.5 ft Column End Condition-K (e): I COLUMN PROPERTIES l-(SS4x4x 1/4-Square Steel Yield Strength: . Fy = 46 ksi Modulus of Elasticity: E = 29000 ksi Column Section: dx = 4 in dy = 4 in Column Wall Thickness: t = 0.233 in Area: A = 3.37 in Moment of Inertia (deflection): lx = 7.8 in4 ly = 7.8 in4 Section Modulus: Sx = 3.9 in3 Sy = 3.9 in3 Plastic Section Modulus: Zx = 4.69 in3 Zy = 4.69 in3 Rad. of Gyration: cx = 1.52 in ry= l;52 in Column Compression Calculations: KL/r Ratio: KLx/rx = 59.21 KLy/r.' = 59.21 Controlling Direction for Compr. Calcs: (Y-Y Axis) Flexural Buckling Stress: Fcc = 36.34 ksi Controlling Equation Fl-I Nominal Compressive Strength: Pc 73 kip Combined Stress Calculations: HI -lb Controls : 0.03 Coiitiollliig.Combined Stress Factor: 0.03 I 7:5 ft A AXIAL LOADING Live Load: PL = 3489 lb * Dead Load: PD= 1470 lb* Column Self Weight: CSW = 92 lb Total Axial Load: PT= 5051 lb * Load obtained from Load Tracker. See Summary Report for details. CB.14 1 24-4 7-4 17-0 1 4-6 I. 1 EL 0-0' 'STAIR Ii OSTR(?)J MAIR. - 1~2 R eoo@ cn co" CL F , C8X115 I LANDING AN1 MC12X143 1 —LANDING PAN a-~ 3709B(?) `. OSTR(? ' ________________ L3½X3 /X'/4 Eos AIR I UP IN - TD( - - 5 I—. 0 lJj -i c M012X143 I Omissingwe!d(?)RBl 47 M012X14.3 - - OSTR_COL(?)' OSTRCOL(?)—" Omiing WJd)PLOSTRCOL(?) HSS4X4XI/4 HSS4X4X1/4 ' HSS4X4X1/4 STAIR—COL 1 6 STAIR_COL -- ' , STAIR—COL 2-3 2-3 CP 5-1 7T@ 11=6-5 4-6 17-0 C,,c ) L() -------------- PrôjectcCALC17I! 16 BLDG B pilts Location: Rm 1 LANDING JOIST STAIR 4 / ' Struktur Studio I I C Uniformly Loaded Floor Beam i 25 N CirmitL Rut Road Suite N9 12016 California Building Code(AISC 14th Ed ASD)] Scottsdak, A/_85~S7 A36L3-I/2x3-II2x1I4 x 5.25 FT Leg Down Section Adequate By: 1.2% _- . -ç StruCalc Version 10.0.1.6 12/11/2017 10:52:20 AM CóntrlIing Factor: Shear , Live Load 0.10 IN U609 Horizontal Component 0.06 Dead Load 0.04 in Horizontal Component 0.03 in Total Load 0.15 IN L/427 Horizontal Component 0.09 Live Load Deflection Criteria: 1,/360 Total Load Deflection Criteria: U240. REACTIONS j Live Load 591 lb 591 lb Dead Load 251 lb 251 lb Total Load 842 lb 842 lb 13cñriigIAñgtIf 0.63 in 0.63 in -- B1AM DATA Center Span Length . 5.25 ft Unbraced Length-Top o ft FLOOR LOADING STEEL ANGLE PROPERTIES: Side I Side2 L3-1/2x3-1/2x1/4 - A36 Floor Live Load I'LL = 100 psf IOU psf Floor Dead Load FDL = 40 psf 40 psf Properties: Floor Tributary Width FTW = 1.1 ft 1.1 Yield Stress: Fy 36 ksi Modulus of Elasticity: E = 29000 ksi Wall Load WALL = 0 011 Depth (Leg Length): d = 3.5 in Leg Thickness: tw = 025 in BEAM LOADING Distance to Angle Toe of Fillet: k = 0.63 in Beam Total Live Load: wL = 225 p11 Moment of Inertia About X-X Axis: Ix = 2 in4 Beam Total Dead Load: wD = 90 plf Section Modulus About X-X Axis: Sx = 0.79 in3 Beam Self Weight: BSW = 6 plf Design Properties per AJSC 14th Edition AISC Steel Manual: Total Maximum Load: wT 321 plf - Angle Tip is in Tension Flange Buckling Ratio: FBR = 14 Allowable Flange Buckling Ratio for Compact: AFBR = 15,33 Allowable Flange Buckling Ratio for Non-Compact: AFBR_NC = 25.83 Nominal Flexural Strength WI Safety Factor: Mn = 1696.53 ft-lb Controlling Equation: F10-1 Controlling Cv Factor: Cv Nominal Shear Strength w/ Safety Factor: Vn = 11317 lb Controlling Moment: 1105 ft-lb 2.625 ft from left support Created by combining all dead and live loads. Controlling Flexural Shear: 842 lb Controlling Torsional Shear (C-G4-2): 10338 lb Controlling Shear: 11180 lb At support. Created by combining all dead and live loads. Comparisons with required sections: ReWd Provided Moment of Inertia (deflection): 1,18 in4 2 in4 Moment: 1105 ft-lb 1697 ft-lb Shear: 111801b 113171b 13 I. ,sft :-FLOOR LOADING - Side I Side 2 Floor Live Load FIL = 0 psf 0 psf Floor Dead Load FDL = 0 psf 0 PSI` Floor Tributary Width FTW = 0 ft 0 ft Wall Load WALL 0 Of Beam Total Live Load: wL = 0 plf Beam Total Dead Load: wD = 0 pIt' Beans Self Weight: BSW = 12 plf Total Maximum Load: wT = 12 p11' . .. - POINT LOAI)SCENTERSPAN, . Load Number one * Live Load • 591 lb Dead Load 251 lb Location 2.25 ft Load obtained from Load Tracker. See Summary, Rcporc for details. - W51 mSiruktur.Stutlio. l52N. Granite Reel' Road. Suite 49 AZ 85257 StruCalc Version 10.0.1.6 12/11/2017 10:52:20 AM I'roject: CALC 171116B LDG B LOcation:.2 - HEADER - STAIR 4 U!siftnslly Loaded Floor Beam [2016 California Building Code(AISC 14th Ed ASD)] 36C8xI1.5x4.5FT Section Adequate By: 1671.8% ontro111ng Factor: Moment .DEFLECTIONS ;•ceuit Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A , Live Load 296 lb 296 lb Dead Load 151 lb 151 lb Total Load 447 lb 447 lb Behriñg Lnath' 0.94 in 0.94 in Span Length 4.5 ft Un braced, I..êitlt-Top- 0 ft STEELPROPERTIES. C8x11.5 -A36 Properties: Yield Stress: Fy = 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 8 in Web Thickness: tw 0.22 in Flange Width: bf 2.26 in Flange Thickness: tf 0.39 in Distance to Web Toe of Fillet: k = 0.94 in Moment of Inertia About X-X Axis: lx = 32.5 1n4 Section Modulus About X-X Axis: Sx = 8,14 in3 Plastic Section Modulus About X-X Axis: Zx 9.63 in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 2.9 Allowable Flange Buckling Ratio: AFBR = 10.79 Web Buckling Ratio: WBR = 27.84 Allowable Web Buckling Ratio: AWBR = 106.72 Controlling Unbraced Length: Lb = 0 ft Limiting Unbraced Length. for lateral-torsional buckling: Lp = 2.59 ft Nominal Flexural Strength w/ safety factor: Mn = 17299 ft-lb Controlling Equation: F2.1 Web height to thickness ratio: h/tw = 27.84 Limiting height to thickness ratio for eqn. G2-2: hltw-limit = 63.58 Cv Factor: Cv = 1 Controlling Equation: G2-3 Nominal Shear Strength WI safety factor: Vn = 22764 lb Controlling Moment: 976 ft-lb 2.25 ft from left support Created by combining all dead and live loads. Controlling Shear: -447 lb At support. Created by combining all dead and live loads. Comparisons with required sections: gg Provided Moment of Inertia (deflection): 0.45 in4 32.5 in4 Moment: 976 ft-lb 17299 ft-lb Shear: -447 lb 22764 lb - . ---.- - 0 Projbct: CALC 171116 BLDG B Location:3 - STRINGER - STAIR 4 Multi-Loaded Multi-Span Beam 12016 California Building Code(AlSC 14th Ed ASD)] A36 MCI 2xl4.3 x 8.8 FT (Actual 10.2 FT) Section Adequate By: 785.9% Cóthlliiig..Factor: Moment 9EFLE•CFIONS Center Live Load 0.02 IN L/6610 Dead Load 0.01 in Total Load 0.03 IN U4465 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS B Live Load 990 lb 990 lb Dead Load 476 lb 476 lb Total Load 1466 lb 1466 lb Bring.Ldnth 0.75 in 0.75 in BEAI DATA gAte Span Length 8.8 I• Unhraccd Length-Top 0 II Unbraccd Length-Bottom 8.8 It Beam End Elevation Difference 5.2 ft ,STEEL PROPERTIES. MC12l43- A36 Properties: Yield Stress: Fy= 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 12 in Web Thickness: tw 0.25 in Flange Width: b1 2.12 in Flange Thickness: 11= 0.31 in Distance to Web Toe of Fillet: k = 0.75 in Moment of Inertia About X-X Axis: lx= 76.1 in4 Section Modulus About X-X Axis: Sx = 12.7 in3 Plastic Section Modulus About X-X Axis: Zx = 15.9 1n3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 3.39 Allowable Flange Buckling Ratio: i\FBR = 10.79 Web Buckling Ratio: WBR 42 Allowable Web Buckling Ratio: AWBR 106.72 Controlling IJuibraced Length: Lb = 0 Il Limiting Unbraced Length - for lateral-torsional buckling: Lp = 2.04 0 Nominal Flexural Strength w/ safety factor: Mn = 28563 ft-lb Controlling Equation: F2 -1 Web height to thickness ratio: h/tw = . 42 Limiting height to thickness ratio for eqn. G2-2: hftw-limit = 63.58 Cv Factor: Cv = Controlling Equation: G2-3 Nominal Shear Strength WI safety factor: Vii = 38802 lb * SirükItir Studio, L.L.0 1525 N;Grunile•Reef Road. Suite #9 of AZ 85257 StruCale Version 10.0.1.6 1 2/11/2017 10:52:21 AM LOADING DIAGRAM: I 77 —8.8 ft UNIFORM LOADS. gjt UiiifOim Live Load 225 plf Unifonn Dead Load 79 p11 Beam Sell Weight 14 p1 Total Uniform Load .l8 p11 S Controlling Moment: 3224 ft-lb 4399 Ft from left support of span 2 (Center Span) Created by combining all dead toads and live toads on span(s) 2 Controlling Shear: 1262 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Rg oy1ded Moment of Inertia (detlection): 4.t4 in4 76.1 in4 Moment: 3224 ft-lb 28563 ft-lb Shear: 1262 lb 38802 lb Project: CALCI7I I 16 BLDG B p"\MIM741RM / Locntion4 - STRINGER -STAIR 4 4 -' Struktur Studio, L.L.0 Multi-Loaded Multi-Span Beam . 1525 N. Granite Reef Road. Suite 49 2016 California Building Code(AISC 14th Ed ASD)] ----- ..Scotsdale, AZ 85257 A6MCI2xI4.3 x 12.5 FT Section Adequate By: 225.3% StruCale Version 10.0.1.6 12/11/2017 10:52:21 AM CóntoIliig Factor: Moment - Live Load 0.07 IN L12020 Dead Load 0.03 in Total Load 0.11 [NU1389 Live Load Deflection Criteria: L1360 Total Load Deflection Criteria: [1240 REAcTIONS -'A Live Load 1583 lb 1646 lb Dead Load 749 lb 718 lb Total Load 2332 lb 2364 lb I3euring,l..engtli 0.75 in 0.75 in Span Length 12.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom ,j2.5 ft STEEL PROPERTIES - - - MCI2x14;3-A36 Properties: Yield Stress: Fy 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 12 in Web Thickness: Ew 0.25 in Flange Width: bf= 2:12 in , Flange Thickness: tf= 0.31 in Distance to Web Toe of Fillet: k = 0.75 in Moment of Inertia About X-X Axis: Ix = 76.1 in4 Section Modulus About X-X Axis: Sx = 12.7 in3 Plastic Section Modulus About X-X Axis: Zx = 15.9 in3 Design Properties per AISC 13th Edition Steel Manual: Flange Buckling Ratio: FBR = 139 Allowable Flange Buckling Ratio: AFBR= 10.79 Web Buckling Ratio: WBR = , 42 Allowable Web Buckling Ratio: AWBR= 10672 Controlling Unbraced Length: Lb = 0 ft Limiting Unbraced Length - for lateral-torsional buckling: Lp 2.04 ft Nominal Flexural Strength w/ safety factor: Mn = 28563 ft-lb Controlling Equation: 172-1 Web height to thickness ratio: h/tw = 42 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 6158 Cv Factor: Cv = Controlling Equation: G2-3 Nominal Shear Strength wl safety, factor: Vn = 38802 lb Controlling Moment: 8781 ft-lb 5-0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2363 lb 12.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: RS (Ld Provided Moment of Inertia (deflection): 13.56 in4 76.1 in4 Moment: 8781 ft-lb 28563 ft-lb Shear: -2363 lb 38802 lb -- - 12.5ft- UNIFORM LOADS Center Unifo Live Ld 0 plf Uniform Dead Load 0 plf Beam Self Weight 14 plf Total Uniform Load 14. pIE POINT LOADS CENTER SPAN Load Number One $ - Live Load 990 lb Dead Load 476 lb Location 4.5 II * Load obtained from Load Tracker. See.StiniffibN Report, for details. TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load 112.5 plf 225 pIt' Left Dead Load 45 plf 78.8 plf Right Live Load 112.5 plf 225 plf Right Dead Load 45 plf 78.8 plf Load Start Oft 5.1 ft Load End - 5.1 ft 12.5 tI Load Length 5.1 ft 7.4 ft 3' RE&CtIONS A Live Load 2193 lb 1961 lb Dead Load 1052 lb 896 lb Total Load 3245 lb 2857 lb 3car1ng Length 0.75 in 0.75 in BEAM DATA.Centee Span Length 13.3 II Unbraced Length-Top 0 ft Unbraced Length-Bottom 13.3 ft Beam End Elevation Difference 5.2 ft STEEL PROPERTIES MCI 2x14.3 - A36 Properties: Yield Stress: Fy= 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 12 in Web Thickness: M. = 0.25 in Flange Width: bt 2.12 in Flange Thickness: tf= 0.31 in Distance to Web Toe of Fillet: k = 0.75 in Moment of Inertia About X-X Axis: lx = 76.1 in4 Section Modulus About X-X Axis: Sx 12.7 in3 Plastic Section Modulus About X-X Axis: Zx = 15.9 in3 Design Properties per AJSC 14th Edition Steel Manual: Flange Buckling Ratio: FBR.= 339 Allowable Flange Buckling Ratio: AFBR = 10.79 Web Buckling Ratio: WBR 42 Allowable Web Buckling Ratio: AWBR = 106.72 Controlling Unbraced Length: Lb = 0 ft Limiting Unbraced Length - for lateral-torsional buckling: Lp = 2.04 ft Nominal Flexural Strength wi safety factor: Mn = 28563 ft-lb Controlling Equation: 1-2-1 Web height to thickness ratio: hit'.v = 42 Limiting height to thickness ratio for eqn. G2-2: h/lw-limit = 63.58 Cv Factor: Cv = Controlling Equation: G2-3 Nominal Shear Strength WI safety factor: Vii = 38802 lb 13.3ft- UNIFORM LOADS .ia Uniform Live Load 0 plf Unifonn Dead Load 0 plf Beam Self Weight 14 plf Total Uniform Load 14 P11 Load Number One *Two Live Load 591 lb 1583 lb Dead Load 251 lb 749 lb Location 2.25 ft 4.5 ft Load obtained from Load Tracker. See Load Number Two Left Live Load 225 p11 Left Dead Load 78.8 plf Right Live Load 225 plf Right Dead Load 78.8 plf Load Start . 4.5 ft Load End 13.3 II Load Length 8.8 ft Dort for Project: CALC 171116_BLDG B Location: 5 - STRINGER - STAIR 4 Multi-Loaded Multi-Span Beam [20 16 California Building Code(AISC 14th Ed ASD)] A.36 MC12xl4.3 x 13.3 FT (Actual 14.3 Fl) Section Adequate By: 127.5% C.&Itibll(ing'Factor: Moment DEFLECTIONS :te' Live Load 0.13 IN L/I270 Dead Load 0.06 in Total Load 0.20 IN L/866 Live Load Deflection Criteria: Li360 Total Load Deflection Criteria: Li240 Rim $lruLtur Studio, L L C . 1525 N. Gbinite Reef Road. Suite 49 or StruCalc Version 10.0.1.6 12111/2017 10:52:21 AM Controlling Moment: 12556 ft-lb 4.526 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 3023 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: ami Provided Moment of Inertia (deflection): 21.57 in4 76.1 in4 Moment: 12556 ft-lb 28563 ft-lb Shear: 3023 lb 38802 lb Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 14 p11 Total Uniform Load 14 nIl Load Number One * Live Load 296 lb Dead Load 151 lb Location 5.1 ft * Load obtained from Load Tracker. See Load Number One Two Left Live Load 112.5 plf 225 plf Left Dead Load 45 plf 78.8 plf Right Live Load 112.5 p11 225 p11 Right Dead Load 45 p11 78.8 p11 Load Start 0 ft 5.1 ft Load End 5.1 ft 12.5 ft Load Length 5.1 ft 7.4 11 36 ksi 29000 ksi 12 in 0.25 in 2.12 in 0.31 in 0.75 in 76.1 in4 12.7 1n3 15.9 in3 3.39 10.79 42 106.72 Oft 2.04 II 28563 ft-lb 42 63.58 38802 lb for details. l'rocct: CALCI7I 116 BLDG B R. P:35c 1.6caiinn:6 - STRINGER - STAIR 4 Strakiur Studio, LI..0 Multi-Loaded Multi-Span Beam 1525 N. Gmnite Reel Road. Suite #9 12016 California Building Code(AISC 14th Ed ASD)] , .Scottsdale, Al. 85257 A36 MCl2xl4.3 x 12.5 FT (Actual 13.5 Fl) Section Adequate By: 337.1% StruCalc Version 10.0.1.6 12/11/2017 10:52:22 AM Controfling Factor: Moment Live Load 0.06 IN U2517 Dead Load 0.03 in Total Load 0.10 IN L/1700 Live Load Deflection Criteria: L1360 Total Load Deflection Criteria: U240 Live Load 1125 lb 1410 lb Dead Load 571 lb 653 lb Total Load 1696 lb 2063 lb Bearing Lcngjh 0.75 in 0.75 in Span Length 12.5 ft Unbraced Length-Top 0 ft 2.5 ft Unbraced Length-Bottom 12.5 ft Beam End Elevation Difference 5.2 ft STEIE. PROPERTIES MCl2xI4.3 -A36 Properties: Yield Stress: Fy = Modulus of Elasticity: E = Depth: d Web Thickness: tw = Flange Width: bf= Flange Thickness: tf= Distance to Web Toe of Fillet: k = Moment of Inertia About X-X Axis: Ix Section Modulus About X-X Axis: Sx = Plastic Section Modulus About X-X Axis: Zx = Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = Allowable Flange Buckling Ratio: AFBR = Web Buckling Ratio: WBR = Allowable Web Buckling Ratio: AWBR = Controlling Unbraced Length: Lb = Limiting Unbraced Length - for lateral-torsional buckling: Lp = Nominal Flexural Strength WI safety factor: Mn = Controlling Equation: F2-1 Web height to thickness ratio: h/tw = Limiting height to thickness ratio for eqn. 02-2: h/tw-limit Cv Factor: Cv = Controlling Equation: 02-3 Nominal Shear Strength w/ safety factor: Vn Controlling Moment: 6534 ft-lb 6.121 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1905 lb 12.926 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on spaii(s Comparisons with required sections: Provided Moment of Inertia (deflection): 10.89 in4 76.1 1n4 Moment: 6534 ft-lb 28563 ft-lb Shear: -1905 lb 388021b 32) Prôjct:CALCI71Il6 BLDG B 0 1 RIM I oc.it,on 7 COLUMN STAIR 4 1 Struktur Studio LI C Column . si 1525 N. Granite, Rea Road. Suite #9 [2016 California Building Code(AISC 14th Ed ASD)] '1ScottsdaIe, AZ 85257 HSS 4 x 4 x 1/4 x 9.8 FT/ASTM A500.GR.B-46 Section Adequate By: 95.9% . StruCalc Version 10.0.1.6 . 12/11/2017 10:52:22 AM VERTICAl. REACTIONS F LOADING DlACRAfl 00 - LIVC Load: Vert-LL-K.xn = 33 18 lb Dead Load: Vert-DL-Rxn = 1744 lb Total Load: Vert.TL-Rxn = 5062 lb CQLUMN DATA. Total Column Length: 9:8 ft Unbroced Length (X-Axis) Lx: 9.8 ft Unbraced Length (Y-Axis) Ly: 9.8 ft Column End Condition-K (e): - I COLUMN PROPERTIES HSS4x4x 1/4-Square Steel Yield Strength: Fy 46 ksi Modulus of Elasticity' E = 29000 ksi Column Section: dx 4 in dy 4 in Column Wall Thickness: t = 0.233 in Area: A= 3.37 in Moment of Inertia (deflection): Ix 7.8 in4 ly = 7.8 1n4 Section Modulus: Sx = 3.9 1n3 5y = 3.9 in3 Plastic Section Modulus: Zx = 4.69 in3 Zy = 4.69 1n3 Rad. of Gyration: rx = 1.52 in ry = . 1.52 in Column Compression Calculations: KLJrRatio: KLxJc.= 77,37 KLy/r) 77,37 Controlling Direction for Compr. Calcs: (V-V Axis) Flexural Buckling Stress: Fcr= 30.75 ksi Controlling Equation Fl-I Nominal Compressive Strength: Pc = 62 kip Combined Stress Calculations: HI-lb Controls :0.04 Controlling. Combined Stress Factor: 0.04 1 9.13 ft A AXIAL LO.4DINC. Live Load: PL= 3318 lb 5 Dead Load: PD = 1623 lb * Column Self Weight: CSW = 121 lb Total Axial Load: PT = 5062 lb * Load obtained from Load Tracker. See Summary Report for details. II 181 @ 11 = 16-6 -11 5 .• 58 LANDING PAN I' - 79() I B Y,TA'COL STAIR COL ?0612M-4.3 - Xl4j/ UP, "'Its L CP EL 0-01 co L3½XX1/4 cm LO MCi 2X14.3 . .. MC12Xi&3 EID1 - --------- cm McOL c" LO cc LU IOSTR STAIR. (? CO co 352A(?) co 34: W14X22 (TO.s.. EL 146½) JEL1S'-OI - 591/4 3523A 3521A W14X22 .O.S. EL. 146½) W12X14 .O.S. EL 14'-6½) r1a , C r cn Project: CALC 171116—BLDG C Loeut ion: I - LANDING JOIST - STAIR I Uniformly Loaded Floor Beam [2016 California Building Code(AISC 14th Ed ASD)} A36 L3-I/2x3-1/2x1/4 x 6.0 FT Leg Down Sectio,equate By:.203%.. Controlling Factor: Shear DEFLECTIONS Ccntcr.. Live Load 0:19 IN L/383 Horizontal Component 0.11 Dead Load 0.08 in Horizontal Component 0.05 in Total Load 0.27 IN L/269 Horizontal Component 0.16 Live Load Deflection Criteria: L1360 Total Load Deflection Criteria: L/240 flEA TIONS A a Live Load 720 lb 720 lb Dead Load 305 lb 305 lb Total Load 1025 lb 1025 lb Bearing Lehath 0.63 in 0.63 in Span Length 6 II Unbraccd Lcngtli-l'op 0 ft STEEL ANGLE PROP EKTES. 1-3-1/2x3-1/2x1/4 - A36 Properties: Yield Stress: Fy = 36 ksi Modulus ol' Elasticity: E = 29000 ksi Depth (Leg Length): d = 3.5 in Leg Thickness: tw = 0.25 in Distance to Angle roe of Fillet: k = 0,63 in Moment of Inertia About X-X Axis: Ix = 2 614 Section Modulus About X-X Axis: Sx = 0.79 in3 Design Properties per A1SC 14th Edition AISC Steel Manual: Angle Tip is in Tension Flange Buckling Ratio: FBR = 14 Allowable Flange Buckling Ratio for Compact: AFBR = 15.33 Allowable Flange Buckling Ratio for Non-Compact: AFBR_NC 25.83 Nominal Flexural Strength w/ Safety Factor: Mn 1696.53 ft-lb Controlling Equation: 1`10-1 CotilrollinaCv Factor: Cv = Nominal Shear Strength w/ Safety Factor: Vn = 11317 lb Controlling Moment: 1538 ft-lb 3.0 It from left support Created by combining all dead and live loads. Controlling Flexural Shear: . 1025 lb Controlling Torsional Shear (C-64-2): 12589 lb Controlling Shear: 13614 lb At support. Created by combining all dead and live loads. Comparisons with required sections: 1cwidd Moment of Inertia (deflection): 1.88 in4 Moment: 1538 fl-lb 2in4 1697 ft -lb Shear: 13614 lb lj1.iqlb p:15t•. 17 Slruktur Studio, L.L.0 1525 N..GraniteReef Road. Suite #9 -Sttsdale,.AZ'85257 . StruCalc Version 10.0.1.6 12/11/2017 11:07:24 AM Side I. Side 2 Floor Live Load FLL = .100 psi 100 psi Floor Dead Load FDL = 40 psi 40 psi Floor Tributary Width FTW = 1.2 ft 1,2 ft Wall Load WA LL 0 p11 Beam Total Live Load: wL = 240 p11' Beam Total Dead Load: wD = 96 p11 Beam Self Weight: BSW = .6 p11 Total Maximum Load: wT 342 p11 Project CALCI71116—BLDG C RM Location: 2 - HEADER - STAIR I 2 . Struktur Siudio, L.L.0 / Uniformly Loaded Floor Beam - 1525 N. Granite. RccI Road. Suite Y9 [2016 California Building Code(AISC 14th Ed ASD)] A7.8525-7 A36C8x11.5 x4.75 FT $tfciioñ Adequate By: 1284.4% StruColc Version 10.0.1.6 12/11/2017 11:07:25 AM ControllitigFactor: Moment Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 V V REACTIONS B Live Load 360 lb 360 lb V Dead Load 180 lb ISO lb Total Load 540 lb 540 lb 0aring Length 0.94 in 0,94 in V Span Length 435 ft Unbraced Length-Top 2.38 ft STEEL PROPERTIES. C8x11.5 -A36 Properties: Side I Side 2 Yield Stress: Fy = 36 ksi Floor Live Load FLL = 0 psf 0 psf Modulus of Elasticity: E= 29000 ksi Floor Dead Load FDL = 0 psf 0 psf Depth: d = 8 in Floor Tributary Width FTW = 0 ft 0 It Web Thickness: lw = 0.22 in Flange Width: bf= 226 in Wall Load WALL = 0 p11 Flange Thickness: tf = 039 in Distance to Web Toe of Fillet: k = 094 in BEAM LOADING- V Moment of Inertia About X-X Axis: Ix = 32.5 1n4 Beam Total Live Load: wL = 0 plf Section Modulus About X-X Axis: Sx = 8.14 in3 Beam Total Dead Load: wD = 0 p11 Plastic Section Modulus About X-X Axis: Zx = 9.63 in3 Beañi Self Weight: BSW = 12 plf Design Properties per AISC 14th Edition Steel Manual: Total Maximum Load: = vT 12 plf Flange Buckling Ratio: FBR = 2.9 POINT LOADS - CENTER SPAN Allowable Flange Buckling Ratio: AFBR = 1079 Load Number One * Web Buckling Ratio: WBR = 27.84 Live Load 720 lb Allowable Web Buckling Ratio: AWBR = 106;.72 Dead Load 305 lb Controlling Unbraced Length: Lb = 138 ft Location 2.38 ft Limiting Unbraced Length - * Load obtained from Load Tracker. See SurnmaryReport. fol for lateral-torsional buckling: Lp = 2.59 ft Nominal Flexural Strength W/ safety factor: Mn = 17299 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: h/lw = 27V84 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 63.58 Cv Factor: Cv = I Controlling Equation: G2-3 Nominal Shear Strength w/ safety factor: Vn = 22764 lb Controlling Moment: 1250 ft-lb 2.375 ft from left support Created by combining all dead and live loads. Controlling Shear: -540 lb At support. Created by combining all dead and live loads. Comparisons with required sections: ReWd Provided Moment of Inertia (deflection): 0.6 in4 32.5 in4 Moment: 1250 ft-lb 17299 ft-lb V Shear: -540 lb 227641b V1 details. Prqject:CALCI7lll6_BLDGC 7 Location: 3 - STRINGER - STAIR I Siruktur.Studio, L.LC / Multi Loadd Multi Span Beam 1525 N Granite RcJ Road Suite #9 20i6 California Building Code(AISC 14th Ed ASD)] Seoitsdale Z 85257 A36.-MCl2x14.3 x 16.5 FT (Actual 19.8 FT) Sect.iài Adequate By: 136.8% StruCalc Version 10.0.1.6 12/11/2017 11:07:25 Atvl Controlling Factor: Moment Live Load 026 IN L/918 Dead Load 0.13 in Total Load 0.39 IN 11615 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 ;REACTIONS A It Live Load - 1959 lb 1959 lb Dead Load 965 lb 965 lb Total Load 2924 lb 2924 lb .BcaiLngtlt 0.75 in 0.75 in. - Span Length 16.5 ft Unbruccd Length-Top 0 II Unbraccd Length-Bottom 16.5 ft Beam End Elevation Difference If. ft STEEL PROPERTIES, MC12x14.3 - A36 Properties: Yield Stress: , Fy= 36 ksj Modulus of Elasticity: E = 29000 ksi Depth: d = 12 in Web Thickness: tw 0:25 in Flange Width: bf= 2.12 in Flange Thickness: tf= 0.31 in Distance to Web Toe 01 Fillet: k = 0.75 in Moment of' Inertia About X-X Axis: lx 76.1 in4 Section Modulus About X-X Axis: Sx = 12.7 in3 Plastic Section Modulus About X-X Axis: Zx = 15.9 1n3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 3.39 Allowable Flange Buckling Ratio: AFBR 10.79 Web Buckling Ratio: WBR = 42 Allowable Web Buckling Ratio: AWBR = 106.72 Controlling Unbraccd Length: Lb = ' 0 ft Limiting Unhraced Length - for lateral-torsional buckling: . Lp = 2.04 ft Nominal Flexural Strength wl safety factor: Mn = 28563 tI-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tw = 42 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 63.58 Cv Factor: Cv Controlling Equation: G2-3 Nominal Shear Strength v/ safety factor: Vn = 38802 lb Controlling Moment: 12062 ft-lb 8.254 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: . ' -2433 lb 16.641 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live toads on span(s Comparisons with required sections: ReWd Provided. Moment of Inertia (deflection): .29.84 in4 76.1 1u4 Moment: 12062 ft-lb 28563 ft-lb Shear: -2433 lb 38802 lb NOTE UNIFORM LOADS, .Qggter' Uniform Live Load 238 plf Uniform Dead Load 83 plf Beam Self Weight 14 p11 Total Uniform Load 335 pl1 Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 14 plf Total Uniform Load 14 ph POINT LOADS CENTER.SPAN, Load Number One * Live Load 360 lb Dead Load 180 lb Location 16.5 II Load obtained from Load Tracker. Sec -Summary Report for details. Load Number One Left Live Load 237.5 plf 118.8 plf Left Dead Load 83 plf 47.5-plf Right Live Load 237.5 plf 118.8 plf Right Dead Load 83 plf 47.5 plf Load Start 0 ft 16.5 ft Load End 16.5 ft 22.5 Il Load Length 16.5 ft 6 ft I'roject: CALC 171 116 BLDG C - - RM Location: 4 - STRINGER - STAIR I 1$' - 4StrnLiur Studio, I..L.0 Multi-Loaded Multi-Span Beam 1525 N. Granite Reef Road. Suite #9 [2016 California Building Code(AISC 14th Ed ASD)] .Seotisdale, AZ 85257- A-36 MC12xI4.3 x 22.5 FT (Actual 25 Fl) Section Adequate By: 8.9% StruCalc Version 10.0.1.6 12/11/2017 11:07:25 AM Conirbiliha Factor: Deflection Live Load 0.77 IN L/392 Dead Load 0.36 in Total Load 1.13 IN U267 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: LJ240 REACTIONS Live Load 2673 lb 2318 lb Dead Load 1235 lb 1145 lb Total Load 3908 lb 3463 lb Bearing Length 0.75 in 0.75 in 1 Span Length 22.5 11 Unbraced Length-Top 0 Il Unbraced Length-Bottom 22.5 ft l3cain End Elevation Difference II It STEEL PROPERTIES MCl2xI4.3 - A36 Properties: Yield Stress: Fy 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 12 in Web Thickness: tw = 0.25 in Flange Width: bf 2.12 in Flange Thickness: tf= 0.31 in Distance to Web Toe of Fillet: k = 0.75 in Moment of Inertia About X-X Axis: lx = 76.1 in4 Section Modulus About X-X Axis: Sx = 12,7 in3 Plastic Section Modulus About X-X Axis: Zx = 15.9 in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 3.39 Allowable Flange Buckling Ratio: A17I3R = 10.79 Web Buckling Ratio: W13R = 42 Allowable Web Buckling Ratio: AWl3R = 106.72 Controlling Unbraced Length: Lb = 0 ft Limiting Unbraced Length - for lateral-torsional buckling: Lp = 2.04 ft Nominal Flexural Strength w/ safety factor: Mn = 28563 fl-lb Conlrolling Equation: F2-1 Web height to thickness ratio: 11/tw 42 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 63.58 Cv Factor: Cv Controlling Equation: G2-3 Nominal Shear Strength WI safety factor: Vn = 38802 lb Controlling Moment: 22079 ft-lb 11.248 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 3511 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Rg . Provided Moment of Inertia (deflection): 69.85 in4 76.1 in4 Moment: 22079 ft-lb 28563 ft-lb Shear: 3511 lb 38802 lb 3°' Project: CALC 171116_BLDG C LOCUIIOIV.5- STRINGER STAIR I 5 Multi-Loaded Multi-Span Beam 12016 California Building Code(AISC 14th Ed ASD)] A36MCI2x14.3 x 7.25 FT (Actual 8,7 FT) Sectibñ Adequate By: 1126.6% Controlling Factor: Moment -DEFLECTIONS cni Live Load 0.01 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN 117254 Live Load Deflection criteria: 11360 Total Load Deflection Criteria: 11240 :REACTIONS Live Load 861 lb 861 lb Dead Load 424 lb 424 lb Total Load 1285 lb 1285 lb l3cñtinig Lcngth 0.75 in 0.75 in BEAM DATA. CentO Span Length 7.25 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 7.25 ft Beam End Elevation Difference 4.83 ft STEEL PROPERTIES MCI2x14.3 - A36 Properties: Yield Stress: . Fy = 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d= 12 in Web Thickness: tw 0.25 in Flange Width: bf= 2.12 in Flange Thickness: tf = 0.31 in Distance to Web Toe of Fillet: k = 075 in Moment of Inertia About X-X Axis: lx = 76.1 1n4 Section Modulus About X-X Axis: Sx = 12.7 in3 Plastic Section Modulus About X-X Axis: Zx = 15,9 in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR 3.39 Allowable Flange Buckling Ratio: AFBR = 10.79 Web Buckling Ratio: WBR = 42 Allowable Web Buckling Ratio: AWBR = 106.72 Controlling Unbraced Length: Lb = 0 ft Limiting Unbraced Length - for lateral-torsional buckling: Lp = 2.04 ft Nominal Flexural Strength WI safety factor: Mn = 28563 ft-lb Controlling Equation: 172-1 Web height to thickness ratio: h/tw = 42 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 63.58 Cv Factor: Cv Controlling Equation: G2-3 Nominal Shear Strength wi safety factor: Vn = 38802 lb Controlling Moment: 2329 ft-lb 3.629 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1069 lb At left support of span 2 (Center Span Created by combining all dead loads and live loads on span(s Comparisons with required sections: Regd Provided Moment of Inertia (deflection): 2.53 in4 76.1 in4 Moment: 2329 ft-lb 28563 ft-lb Shear: 1069 lb 38802 lb RM Struktur Studio, L.L.0 1525 N. Granite Reef Road. Suite #9 - - Scottsdale. AZ 85257 StruCalc Version 10.0.1.6 12/11/2017 11:07:26 AM 7.25 ft -- - UN [FORM LOADS: IIe Unifonn Live Load 238 plf Uniform Dead Load 83 plf Beam Self Weight 14 p11 Total Uniform Load 335 pitt - 40 Projeet:CALCl7lll6 BLDG C - / Location: 6 - STRINGER - STAIR 1 6 ' Struktir Studio. LLC / MuIIi4odedTMuIti-Spau Beam ., 1525 N. Granite Reef Road. Suite 99 (2016 California Building Code(AISC 14th Ed AS D)] jSousdak, AZ 85257 K36 MC12x14.3 x 12.0 FT (Actual 12.9 FT) Setiâii Adequate By: 363.5% StruCalc Version 10.0.1.6 12111/2017 11 :07:26 AM cntrblIiiigFactor: Moment uF;ILtcTIoNs SgflIr. Live Load 0.06 IN L/2661 Dead Load 0.03 in Total Load 0.08 IN 1)1846 Live Load Deflection Criteria: 1)360 Total Load Deflection Criteria: 1)240 REACTIONS A. Live Load 1425 lb 1425 lb Dead Load 629 lb 629 lb Total Load 2054 lb 2054 lb Bearing Length 0.75 in 0.75 in REAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 12 ft Beam End Elevation Difference 4.83 ft STEEL PROPERTIES MCI 2x14.3-A36 Properties: Yield Stress: Fy = 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 12 in Web Thickness: 1w = 0.25 in Flange Width: bf 2.12 in Flange Thickness: tf= 0.31 in Distance to Web Toe of Fillet: k = 0.75 in Moment of Inertia About X-X Axis: Ix = 76.1 in4 Section Modulus About X-X Axis: Sx = 12.7 in3 Plastic Section Modulus About X-X Axis: Zx = 15.9 in3 Design Properties per AJSC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 3.39 Allowable Flange Buckling Ratio: AFBR= 10,79 Web Buckling Ratio: WBR = 42 Allowable Web Buckling Ratio: . AWBR = 106.72 Controlling Unbraced Length: Lb = 0 ft Limiting Unbraced Length - for lateral-torsional buckling: Lp = 2.04 ft Nominal Flexural Strength wl safety factor: Mn = 28563 tI-lb Controlling Equation: 172-1 Web height to thickness ratio: h/tw = 42 Limiting height to thickness ratio for eqn. G2-2: h/Lw-limit = 6158 Cv Factor: Cv = Controlling Equation: G2-3 Nominal Shear Strength w/ safety factor: Vn = 38802 lb Controlling Moment: 6163 ft-lb 6.002 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1906 lb 12.06 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on spants Comparisons with required sections: RerM Provided Moment of Inertia (deflection): 10.3 i14 76.1 irt4 Moment: 6163 11-lb 28563 ft-lb Shear: . -1906 lb 38802 lb I. flL4' LPfltt.L,.flSIJ4 '..CIIt'I Uniform Live Load 238 p11 Uniform Dead Load 83 pIt' Beam Self Weight 14 p11 - Total Uniform Load 335. p11 II Project: CALCI7I 116_BLDG C / Location: 7 - COLUMN - STAIR I I . Strnktur Studio, L.LC Column . . - .1525 N. Granite Rccf Road. Suite #9 [2016 California Building Code(AlSC 14th Ed ASD)] .Scottsdtle AZ 85257 HSS 4 .x 4 x 1/4 x 11.0 FTIASTM A500-GR.B-46 Section Adequate By: 94.9% StruCaic Version 10.0.1.6 12/11/2017 11:07:26 AM Live Load: Vert-LL-Rxri = 3743 lb Dead Load: Vert-DL-Rxn = 1910 lb Total Load: Vert-TL-Rxn= 5653 lb COLUMN DATA,- Total Column Length: II ft Unbraced Length (X-Axis) Lx: II ft Unhraced Length (Y-Axis) Ly: II ft Column End Condition-K (e): 1 COLUMN PROPERTIES HSS4x4x 1/4-Square Steel Yield Strength: Fy = 46 ksi Modulus of Elasticity: E = 29000 ksi Column Section: dx = 4 in dy = 4 in Column Wall Thickness: t= 0.233 in Area: A= 3.37 in Moment of Inertia (deflection): lx = 7.8 in4 ly = 7.8 in4 Section Modulus: Sx 3.9 in3 Sv = 3.9 1n3 Plastic Section Modulus: Zx 4.69 in3 Zy = 4,69 in3 Rad. of Gyration: rx= 1.52 in ry= 1.52 in Column Compression Calculations: KL/r Ratio: KLx/rx = 86.84 KLy/ry 86.84 Controlling Direction for Compr.Calcs: (Y-Y Axis) Flexural Buckling Stress: Fcr = 27.7 ksi Controlling Equation Fl-I Nominal Compressive Strength: Pc = 56 kip Combined Stress Calculations: HI-lb Controls: 0.05 :Conti-olliiig Combined Stress Factor: 0.05 .1 lift AXIAL LOADING Live Load: PL = 3743 lb * Dead Load: PD= 1774 lb* Column Self Weight: CSW = 136 lb Total Axial Load: PT = 5653 lb * Load obtained from Load Tracker. See Summary Report for details. RUKTUR TLJOIO. Job name: Date: (((2f17 Job number: Engineer: Page No: CD UP 121@ 11= 11'-O 5-5 181/2 5-2 r MEZZ COL I HSS6X6X3/8 MC12X14.3 MC12X14.3 •• - + I. • 5STRCOL I C S • IS OSTR'' HSS4X4X1/4 - STAIR U.. L3-1W0 STAIR_COL OT R J?, LANDING PAN I • • 3709B(9) Eli 12X i14± L3½XX1/4 MC12X143 —LANDING PAN tA I 3709B(2) 'L3l/2X3½x1k UP. • ISTAIR LOSTR(?CC cli ) 17' CI)() MC12X1I4.3 - ° MC12X14.3 &COL 1 STAIR_COL 5-2 12T@11°=i1O 5-5 5 81/2 2, LP •c. r p Side I Side 2 Floor Live Load FLL = 100 PSI` IOU psf Floor Dead Load FIX, = 40 psI 40 psI Floor Tributary Width FTW = 1 .2 ft 1.2 it I Wall Load WALl. = U 011' I Beam Total Live Load: wL = 240 pit' Bcarn,Total Dead Load: wl) = 96 p11 Beam Sell Weight: BSW 6 p11 Total Maximum Load: vT = 342 If Project: CALC Ill 116_BLDG C it Location: I - LANDING JOIST - STAIR 2 / 'Strukitir Studio, L.L.0 I / Uniformly Loaded Floor Beam N. Granite Reel' Road. Suite 09 [2016 California Building Code(AlSC 14th Ed ASD)J $OuWatc, AZ 85257 A36L3-I/2x3-1/2x1/4 x 5.2 FT Leg Down - Section Inadequate By: 4.3% . StruCale Version 10.0.1.6 12/11/2017 11:07:24 AM Controlling Factor: Shear Live Load 0.11 IN L/588 Horizontal Component 0.06 Dead Load 0.05 in Horizontal Component 0.03 in Total Load 0.15 IN L/413 Horizontal Component 0.09 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 Live Load 624 lb 624 lb Dead Load 265 lb 265 lb Total Load 889 lb 889 lb earing Length 0:63 in 0.63 in Span Length . 5.2 ft Unhrccd Length lop 0 .11 STEEL ANCI.E PROPERTIES. L3-1/2x3-1/2x1/4 - A36 Properties: Yield Stress: Fv = 36 ksi Modulus of Elasticity: E = 29000 ksi Depth (Leg Length): d = 3.5 in Leg Thickness: tw = 0.25 in Distance to Angle Toe of Fillet: k = 0.63 in Moment of Inertia About X-X Axis: lx = 2 in4 Section Modulus About X-.X Axis: Sx = 0.79 in3 Design Properties per AISC 14th Edition AISC Steel Manual: Angle Tip is in Tension Flange Buckling Ratio: Fl3R = 14 Allowable Flange Buckling Ratio for Compact: AFBR = 15.33 Allowable Flange Buckling Ratio for Non-Compact: AF-BR-NC= 25.83 Nominal Flexural Strength wl Safety Factor: Mn = 1696.53 ft-lb Controlling Equation: Fl0-1 Controlling Cv Factor: Cv = Nominal Shear Strength wl Safety Factor: Vn = 11317 lb Controlling Moment: 1155 ft-lb 2.6 ft from left support Created by combining all dead and live loads. Controlling Flexural Shear: 889 lb Controlling Torsional Shear (C-G4-2): 10910 lb Controlling Shear: 11799 lb At support. Created by combining all dead and live loads. Comparisons with required sections: g! Moment of Inertia (deflection): 1.23 in4 Moment: 1155 ft-lb Shear: 11799 lb Piovided I 67*4b b& • 11317 lb -- I_ks Side I Side 2 Floor Live Load FILL = 100 psi 0 psi Floor Dead Load FDL = 40 psi 0 psi Floor Tributary Width FTW = 2.6 ft 0 Ii Wall Load . WALL= 0 p11 I Beam Total Live Load: wL. = 260 pit' Beam Total Dead Load: wD = 104 ph Beam Self Weight: I3SW = 14 plf Total Maximum Load: wT= 378 nIl I'roject: CALC17I 116 - BLDG C Locution: 2 LANDING FRAME - STAIR 2 Struktur.Studio, L.L.0 Uniforml) Loaded Floor Beam Is N Granite. Reef Road Suite 49 of [2016 California Building Codc(AISC 14th Ed ASD)l Scotisdalc, AZ 85257 A36 MC12xI4j x 9.6 FT Section Adequate By: 534.7% StruCalc Version 10.0.1.6 12/11/2017 11:07:21 AM Conlr011ingFactor: Moment Live Load 0.02 INL/5118 Dead Load 0.01 in Total Loud 0.03 IN U3517 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS • Live Load 1248 lb 1248 lb Dead Load 568 lb 568 lb Total Load 1816 lb 1816 lb 1. Bearing Length. 0.75 in 0.75 in - Span Length 9.6 ft Unbraced .Lcugth;Thp 2.4 ft STEEL PROPERTIES . MCI 2xl4,3 A36 Properties: Yield Stress: Fy = 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 12 in Web Thickness: tw = 0.25 in Flange Width: bf 2.12 in J:lunoc Thickness: tf= 0.31 in Distance to Web Toe of Fillet: k = 0.75 in Moment of Inertia About X-X Axis: lx = 76.1 in4 Section Modulus About X-X Axis: Sx = 12.7 in3 Plastic Section Modulus About X-X Axis: Zx 1 5.9 in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: Ft3R = 3,39 Allowable Flange Buckling Ratio: i\FBR = 10.79 Web Buckling Ratio: WBR = 42 Allowable Web Buckling Ratio: AWI3R = 106.72 Controlling Unbraced Length: Lb = 2.4 ft Limiting Uñbraccd Length - for lateral-torsional buckling: LP = 2.04 ft for Eqn. F2-2: Lr= 7.11 It Nominal Flexural Strength w/ safety factor: Mn = 27659 ft-lb Controlling Equation: F2-2 Web height to thickness ratio: h/tw = 42 Limiting height to thickness ratio for eqn;G2-2: h/tw-limit = 63.58 Cv Factor: Cv = Controlling Equation: G2-3 Nominal Shear Strength WI safety factor: Vn 38802 lb Controlling Moment: 4358 ft-lb 4.8 ft from left support Created by combining all dead and live loads. Controlling Shear: 1816 lb At support. Created by combining all dead and live loads. Comparisons with required sections: RecO Provided Moment of Inertia (deflection): 5.35 in4 76.1 in4 Moment: 4358 ft-lb 27659 ft-lb Shear: 1816 lb 38802 lb Project: CALCI7I I 16 BLDG C LS4.r(M / Location:- 3 INTERIOR STRINGER STAIR 3 ' StrukturStudto LI C Mufti-Londed Multi-Span Beam l25 N. Granite Rd1Road, Suite 119 ,1 12016 California-Building Code(AISC 14th Ed ASD)J j'Scoilsdalc, AL 8527 M6MC12xl4.3 x 11.25 FT (Actual 13.5 F1') - Section Adequate By: 436.0% StniCalc Version 10.0.1.6 12/11/2017 11:07:22 AM Controlling Factor: Moment Live Load 0.05 IN L/3057 Dead Load 0.03 in Total Load 0.08 IN L/2042 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load 1266 lb 1266 lb Dead Load 629 lb 629 lb Total Load 1895 lb 1895 lb Bearing Lingtli 0.75 in 0.75 in Span Length 11,25 11 Unbraced Length-Top 0 ft 11:25ft Unbraced Length-Bottom 11.25 ft Beam End Elevation Difference 7.5 ft STEEL PROPERTIES UNIFORM LOADS MCl2x14.3 - A36 Uniform Live Load 0 plf Uniform Dead Load 0 plf Properties: Beam Self Weight 14 plf Yield Stress: Fy= 36 ksi Total Uniform Load 14 p11 Modulus of Elasticity: E = 29000 ksi 111 tPF7OID l LOADS - CENTE1t SPAN Depth. d = 12 in Load Number One Web Thickness: tw, = 0.25 in Left Live Load 225 plf Flange Width: bf= 2.12 in Left Dead Load 78.8 plf Flange Thickness: tf= 0.31 in Right Live Load 225 plf Distance to Web Toe of Fillet: k = 0.75 in Right Dead Load 78.8 plf Moment of Inertia About X-X Axis: Ix 76,1 in4 Load Start 0 ft Section Modulus About X-X Axis: Sx = 12.7 in3 Load End 11.25 ft Plastic Section Modulus About X-X Axis: Zx = 15.9 1n3 Load Length 11,25 ft Design Properties per AESC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 3.39 Allowable Flange Buckling Ratio: AFBR= 10.79 Web Buckling Ratio: WBR = 42 Allowable Web Buckling Ratio: AWBR = 106.72 Controlling Unbraced Length: Lb = 0 ft Limiting Unbraced Length - for lateral-torsional buckling: Lp = 2.04 ft Nominal Flexural Strength w/ safety factor: Mn = 28563 ft-lb Controlling Equation: 172-1 Web height to thickness ratio: h/tw = 42 Limiting height to thickness ratio for eqn. G2-2: hltw-limit = 63.58 Cv Factor: Cv = I. Controlling Equation: G2-3 Nominal Shear Strength wi safety factor: Vii = 38802 lb Controlling Moment: 5329 ft-lb 5,625 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1576 lb 11.649 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Provided Moment of Inertia (detlection): 8.96 i14 76.1 in4 Moment: 5329 ft-lb 28563 ft-lb Shear: -1576 lb 38802 lb LVI Side I Side 2 Floor Live Load FLL = 100 psf 0 psf Floor Dead Load FDL = 40 psf 0 psf Floor Tributary Width FTW = 2.6 ft 0 it I Wall Load WALL = 0 oIl I Beam Total Live Load: wL = 260 plf Beam Total Dead Load: wD = 104 plf Beam Self Weight: BSW= 12 plf Total Maximum Load: wT = 376 iIf Load Number (2ar *Two* Live Load 1238 lb 1238 lb Dead Load 619 lb 619 lb Location 4.5 ft 5,1 ft * Load obtained from Load Tracker. See Summary Rcport for details. Project: CALCI7III6 BLDG C fff1•. — RiM Location: 4 - HEADER - STAIR 2 4 StrukttirStudio, L.I..0 Uniformly Loaded Floor Beam ;rl. 1525 N. Granite- Reef load. Suite #9 [2016 California Building Code(AISC 14th Ed ASD)J .-S.áousdak, AZ 85257 A36C8x11.5 x9.6FT - Sejtión Adequate By: 36,4% StruCalc Version 10.0.1.6 12/11/2017 11:07:21 AM Cbiitrolliñg.Factor: Moment Live Load 0.14 IN L/848 Dead Load 0.07 in Total Load 0.20 IN U573 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: LJ240 REACTIONS Live Load 2486 lb 2486 lb Dead Load 1173 lb 1173 lb Total Load 3659 lb 3659 lb Bearing Length 0.94 in 0.94 in 1 2 Span Length 9.6 ft Unbraced Length-Top 0 ft STEEL PROPERTWS. C8x11,5 -A36 Properties: Yield Stress: Fy= 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 8 in Web Thickness: 1w = 0.22 in Flange Width: bf 2.26 in Flange Thickness: tf 0.39 in Distance to Web Toe of Fillet: k 0.94 in Moment of Inertia About X-X Axis: lx 32,5 in4 Section Modulus About X-X Axis: Sx = 8.14 in3 Plastic Section Modulus About X-X Axis: Zx = 9.63 in3 Design Properties per I-USC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 2.9 Allowable Flange Buckling Ratio: 'AFBR = 10.79 Web Buckling Ratio: WBR = 27.84 Allowable Web Buckling Ratio: AWBR = 106.72 Controlling Unbraced Length: Lb = 0 ft Limiting Unbraced Length for lateral-torsional buckling: Lp = 2.59 ft Nominal Flexural Strength wi safety factor: Mn = 17299 ft-lb Controlling Equation: 172-1 Web height to thickness ratio: WON= 27.84 Limiting height to thickness ratio for eqn..G2-2: h/tw-limit = 63.58 Cv Factor: Cv = Controlling Equation: 02-3 Nominal Shear Strength wl safety factor: Vn = 22764 lb Controlling Moment: 12682 ft-lb 4.8 ft from left support Created by combining all dead and live loads. Controlling Shear: -3659 lb At support. Created by combining all dead and live loads. Comparisons with required sections: &aid Provided Moment of Inertia (deflection): 13.8 in4 32.5 in4 Moment: 12682 ft-lb 17299 ft-lb Shear: -3659 lb 22764 lb I ft Project: CALCl7lll6 BLDG C !R / Location: S - EXTERIOR STRINGER - STAIR 2 . . Struktur Studio, L.L.0 / Multi-Loaded Multi-Span Beam 1525 N. Granite Reef Road. Suite 99 [2016 California Building Code(AlSC 14th Ed ASD)] Scottsdale, AZ 85257 A36 MCl2x14.3 x 16,45 FT SWio`n Adequate By: 35.7% StruCaic Version 10.04.6 12/11/2017 11:07:22 AM controlling Factor: Moment Live Load 0.30 IN L/659 Dead Load 0.13 in Total Load 0.43 IN U455 Live Load Deflection Criteria: L/360 Total REACTIONS- -13 Live Load 3091 lb 2550 lb Dead Load 1433 lb 1111 lb Total Load 4524 lb 3661 lb Bearing Length 0.75 in 0.75 in Criteria: L/240 Span Length 16.45 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 16.45 ft - .. STEEL PROPERTIES - MC12x14.3 - A36 Properties: Yield Stress: Fy= 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d= 12 in Web Thickness: Ew 0.25 in Flange Width: .bf= 2.12 in Flange Thickness: tf= 0.31 in Distance to Web Toe of Fillet: k = 0.75 in Moment of Inertia About X-X Axis: lx= 76.1 1n4 Section Modulus About X-X Axis: Sx = 12.7 in3 Plastic Section Modulus About X-X Axis: Zx = 15.9 in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 3.39 Allowable Flange Buckling Ratio: AFBR = 10.79 Web Buckling Ratio: WBR = 42 Allowable Web Buckling Ratio: AWBR = 106.72 Controlling Unbraced Length: Lb = 0 ft Limiting Unbraced Length - for lateral-torsional buckling: Lp = 2.04 ft Nominal Flexural Strength w/ safety factor: Mn = 28563 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: hitw = 42 Limiting height to thickness ratio for eqn, G2-2: h/tw-limit = 63.58 Cv Factor: CV = Controlling Equation: G2-3 Nominal Shear Strength w/ safety factor: Vu = 38802 lb Controlling Moment: 21054 ft-lb 5.26 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 4524 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: RecN Provided Moment of Inertia (deflection): 41.55 in4 76.1 in4 Moment: 21054 ft-lb 28563 ft-lb Shear: 4524 lb 38802 lb N(YIES ft Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 14 plf - Total Uniform Load . 14 plf Load Number One * Live Load 2486 lb Dead Load 1173 lb Location 3;2 ft * Load obtained from Load Tracker. See Load Number - One Two Left Live Load 120 Of 225 plf Left Dead Load 48 plf 78.8 plf Right Live Load [20 plf 225 plf Right Dead Load 48 plf 78.8 plf Load Start 0 ft 5.2 ft Load End 5.2 ft 16.45 ft Load Length 5.2 ft 11.25 II for details. Project: CALCl71tI6 BLDG C Locaiioii: 6 - COLUMN - STAIR 2 L.L.0 Column . I325 N— Granite Reef Road. Suite #9 or 12016 California Building Code(AISC 14th Ed ASD)J AZ-'85257 HSS.4 x4 x 1/4 x 7.5 FT/ASTM A500-GRB-46 $eciioñ Adequate By: 95.6% StruCale Version 10.0.1.6 12/11/2017 11:07:22 AM Live Load: Vert-LL-Rxn = 4339 lb Dead Load: Vert-DL-Rxn = 2093 lb - Total Load: Vert-TL-Rxn = 6432 lb COLUMN DATA - Total Column Length: 7.5 ft Unbraced Length (X-Axis) Lx: 7.5 ft Unbraccd Length (V-Axis) Ly: 7.5 ft Column End Condition-K (e): I COLUMN PROPERTIES, I-1SS4x4x 1/4-Square Steel Yield Strength: Fy = 46 ksi Modulus of Elasticity: E = 29000 ksi Column Section: dx 4 in dy = 4 in Column Wall Thickness: t = 0.233 in Area: A = 3.37 in Moment of Inertia (deflection): lx = 7.8 in4 ly . 7.8 in4 Section Modulus: Sx = 3.9 in3 Sy= 3.9 in3 Plastic Section Modulus: Zx = 4.69 in3 Zy = 4.69 in3 Rad. of Gyration: rx= 1.52 in ry= 1.52 in Column Compression Calculations: KUr Ratio: KIx/rx = 9921 KIv/rv= 9921 Controlling Direction for Compr. Cales: (Y-Y Axis) - Flexural Buckling Stress: For = 36:34 ksi Controlling Equation Fl-I Nominal Compressive Strength: Pc = 73 kip Combined Stress Calculations: HI - lb Controls : 0.04 Cotitrollitig Combined Stress Factor: 0.04 AXIAL LOADING Live Load: PL= 4339 lb * Dead Load: PD = 2001 lb * Column Sell Weight: CSW = 92 lb Total Axial Load: P1= 6432 lb *Load obtained from Load Tracker. See Summary Report for details. ,- 9 7.aft Ci LANDING PAN 3709B(?) TACOL '00 R COL' CBXii.S HSSXIX'4 4X4X'I4 STAIR-COL -CLCOLS c8xl 1.5 Lu c, 0 -MEZZCOL RSS6X6X14 - 5.71/4 3536A EZZCOL - - (T.O,S.EL, 14'-6½) /'H'SSBX8X ? ELI5-Oui rn 3537A(?) W14X22 - - - - - T.O.S. EL 1461k) C', Side I. Side 2, Floor Live Load FLL = 100 psI 100 psi Floor Dead Load FDL = 40 psf 40 psi' Floor Tributary Width FTW = 1 ft I ft Wall Load WALL = I) hlf Beans Total Live Load: wL= 200 p11 Beam Total Dead Load: wD = 80 p11 Beam Self Weight: BSW = 6 ph Total Maximum 'Load: wT = 286 nIl 'rq,,, I ' Struktur.SIU'dio, L.L.0 .1525 N;G rat iiteRcci.Road. Suite #9 - of Sootisdale,AZI5257' StruCalc Version 10.0.1.6 12/11/2017 11:07:23 AM Projcct:CALC Ii Ill 6_BLDG C Loe,tiôn: I - LANDING JOIST - STAIR 3 Unilbrnily Loaded Floor Beam (1016 California Building Code(AlSC 14th Ed ASD)1 A36 L3-I/2x3-I/2x1/4 x 4.75 FT Leg Down Sctioi, Adequate By: 25.6% Controlling Factor: Shear .DEFLECTIO?4S .iiir Live Load 0.06 IN L1925 Horizontal Component 0.04 Dead Load 0.03 in Horizontal Component 0.02 in Total Load 0.09 IN L/648 Horizontal Component 0.05 Live Load Deflection Criteria: L/360 Total Load Deflect iteria: L/240 Live Load 475 lb 475 lb Dead Load 204 lb 204 lb Total Load 679 lb 679 lb Bearing Lcngth,_ 0.63 in 0.63in ptu,I '!,j I . 'L.tItcr SIi1 Length 4.75 ft lJnbraced Length.' op: 0 ft s rEEl. ANCLEI'ROPERTIES 1-3-1/2x3-1/2x1/4 - A36 Properties: Yield Stress: Fv 36 ksi Modulus of Elasticity: E = 29000 ksi Depth (Leg Length): d = 3.5 in Leg Thickness: 1w = 0.25 in Distance to Angle Toe of Fillet: k = 0.63 in Moment of Inertia About X-X Axis: lx= 2 in4 Section Modulus About X-X Axis: Sx = 0.79 in3 Design Properties per AISC 14th Edition AISC Steel Manual: Angle Tip is in Tension Flange Buckling Ratio: FBR = 14 Allowable Flange Buckling Ratio for Compact: AFBR = 15.33 Allowable Flange Buckling Ratio for Non-Compact: AFBR_NC = 25.83 Nominal Flexural Strength wl Safety Factor: Mu = 1696;53 ft-lb Controlling Equation: F10-I Controlling Cv Factor: Cv = Nominal Shear Strength w/ Safety Factor: Vu = 11317 lb Controlling Moment: , 806 ft-lb 2.375 0 from left support Created by combining all dead and live loads. Controlling Flexural Shear: 679 lb Controlling Torsional Shear (C-G4-2): 8333 lb Controlling Shear: 9012 lb At support. Created by combining all dead and live loads. Comparisons with required sections: ReWd Provided Moment of Inertia (deflection): 0.78 in4 2 in4 Moment:, ' 806 ft-lb 1697 ft-lb Shear: 9012 lb 11317 lb IrojcctCALCl7lll6_BLDOC Loctiion:2 - HEADER - STAIR 3 4SlrukturStudio, I..LC 1.10060f.4 Loaded Floor Beam 1525 N Grunik RuJ Road Suite #9 I2.)I6 California Building Code(AlSC 14th Ed ASD)] -St.otldak AL l5257 - A36 C8x 11.5 x 4.75 FT Section Adequate By: 2856.1% StruCalc Version 10.0.1.6 12/11/2017 11:07:23 AM Controlling Factor: Moment .DFLECTIONS Center :LOADINGIMAGR,tM. Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 .RFACI?IONS., A2 B Live Load 333 lb 333 lb Dead Load 160 lb 160 lb Total Load 493 lb 493 lb .13cnr1ngLciigth. 0.94 in 0.94 in . -. BEANII)ArA - Ccnter, Span Length 4.75 ft Unb raced. Lcngtli-Tdp 0 ft . A 415 ft STEEL PROPERTIES C8x11.5-A36 FLOOR LOADING Properties: Side I Yield Stress: Fy = 36 ksi Floor Live Load FLL = 100 psf Modulus of Elasticity: E = 29000 ksi Floor Dead Load FDL = 40 psf Depth: d = 8 in Floor Tributary Width FTW = 1 ft Web Thickness: 1w = 0.22 in Flange Width: bf= 2.26 in Wall Load WALL 0 Flange Thickness: tf = 0.39 in . -. Distance to Web Toe of Fillet: k = 0.94 in BEAM LOADING Moment of Inertia About X-X Axis: lx = 32.5 in4 Beam Total Live Load: wL= 140 plf Section Modulus About X-X Axis: Sx = 8.14 in3 Beam Total Dead Load: wO = 56 plf Plastic Section Modulus About X-X Axis: Zx = 9.63 in3 Beam Self Weight: BSW= 12 plf Design Properties per AISC 14th Edition Steel Manual: Total Maximum Load: wT = 208 -pif Flange Buckling Ratio: FBR = 2.9 Allowable Flange Buckling Ratio: AFBR = 10.79 Web Buckling Ratio: WBR = 27.84 Allowable Web Buckling Ratio: AWBR = 106.72 Controlling Unbraced Length: Lb = 0 ft Limiting Unbraced Length - for lateral-torsional buckling: Lp = 2.59 ft Nominal Flexural Strength WI safety factor: Mn = 17299 fl-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tw 27.84 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 63.58 Cv Factor: Cv = 1 Controlling Equation: G2-3 Nominal Shear Strength w/ safety factor: Vn = 22764 lb Side 2 100 psf 40 psf 0.4 ft Controlling Moment: 585 fl-lb 2.375 ft from left support Created by combining all dead and live loads. Controlling Shear: -493 lb At support. Created by combining all dead and live loads. Comparisons with required sections: ReWd Provided Moment of Inertia (deflection): 0.35 in4 32.5 64 Moment: 585 ft-lb 17299 fl-lb Shear: -493 lb 22764 lb Project CALCI7I 116 BLDG C Locaiión: 3 -STRINGER - STAIR 3 MulLómJed Multi-Span Beam 12016 California Building Code(AISC 14th Ed ASD)J A36MCl2x14.3x 14.0 FT Scçtión Adequate By: 24 1.0% Controlling Factor: Moment .DEFLEcTIONS Center- Live Load 0.09 INLII774 Dead Load 0.04 in Total Load 0.13 INL/1251 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 Live Load 1507 lb 1676 lb Dead Load 664 lb 692 lb Total Load 2171 lb 2368 lb Bearing Length 0.75 in 0.75 in BEAM DATA Center Span Length 14 ft Unhraced Length-Top 0 ft Unhraccd Length-Bottom 14 9 - - STEEL.PROPERTIES MC12xl4.3 - A36 Properties: Yield Stress: Fy 36 ksi Modulus of Ela.sticity: E = 29000 ksi Depth: d = 12 in Web Thickness: Lw = 0.25 in Flange Width: hf= 2.12 in Flange Thickness: tf= 0.31 in Distance to Web The of Fillet: k = 0.75 in Moment of Inertia About X-X Axis: lx = 76.1 in4 Section Modulus About X-X Axis: Sx = 12.7 1n3 Plastic Section Modulus About X-X Axis: Zx = 15.9 in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: F13R = 3.39 Allowable Flange Buckling Ratio: AFI3R = 10.79 Web Buckling Ratio: WBR = 42 Allowable Web Buckling Ratio: AWBR = (06.72 Controlling tinbraced Length: Lb = 0 9 Limiting lJnbraced Length - for lateral-torsional buckling: Lp = 2,04 9 Nominal Flexural Strength w/ safety factor: Mn = 28563 fl-lb Controlling Equation: F2-1 Web height to thickness ratio: li/tw = 42 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 63.58 Cv Factor: Cv = Controlling Equation: G2-3 Nominal Shear Strength WI safety factor: V11 = 38802 lb RNI Struktur.Studio, L.L.0 1525 N.-Grauite.Reef Road. Suite #9 . of A-7-.85257 StruCalc Version 10.0.1.6 12/11/2017 11:07:23 AM -UiiFORMLOADS- (cnter Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 14 ptf Total Uniform Load 14 pIt' POINT LOADS CENTER SPAN. Load Number One- Live 2 - Load 333 lb Dead Load 160 lb Location 2 Il * Load obtained from Load Tracker. See Summary Report for details. Load Number One Left Live Load 237.5 plf Left Dead Load 83 plf Right Live Load 237.5 plf Right Dead Load 83 plf Load Start 2 II Load End 14 Il Load Length - 12 ft Controlling Moment: 8375 ft-lb 686 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2368 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on spanl,s Comparisons with required sections: ReWd Provided Moment of Inertia (deflection): 15,45 1ii4 76.1 in4 Moment: 8375 ft-lb 28563 ft-lb Shear: -2368 lb 38802 lb pect: CALC 171 116_BLDG C ation: 4 - COLUMN - STAIR 3 uil1!i 16 California Building Code(AISC 14th Ed ASD)J 4 x 4 x 1/4 x 7.5 FT /ASTM A500-GR..B-46 tión Adequate By: 96.9% -NR r "Sruktur Studio, L.L.0 1525 N Granite Rccl' Road. Suite 99 ci 85257 StruCale Version 10.0.1.6 12/11/2017 11:07:24 AM Live Load: Vert-LL-Rxn = 3014 lb Dead Load: Vert-DL-Rxn = 1562 lb Total Load: - Vert-TL-Rxn = 4576 lb COLUMNt)T. - Total Column Length: 7.5 ft Unbraced Length (X-Axis) Lx: 7.5 ft Unbraced Length (Y-Axis) Ly: 7.5 ft Column End Condition-K (e): I -COLUMN PROPERTIES HSS4x4x 1/4-Square Steel Yield Strength: Fy = 46 ksi Modulus of Elasticity: E = 29000 ksi Column Section: dx = 4 in dy = 4 in Column Wall Thickness: I = 0.233 in Area: A = 3.37 in Moment of Inertia (deflection): lx= 7.8 in4 [y= 7,8 in4 Section Modulus: Sx = 19 i13 Sy = 3.9 in3 Plastic Section Modulus: Zx = 4.69 in3 Zy = . 4.69 in3 Rad. ofGyration: rx = 1.52 in ry = 1152 in Column Compression Calculations: K.L/r Ratio: KLxlrx= 59.21 KLy/r= 59.21 Controlling Direction for Compr. Cales: (Y-Y Axis) Flexural Buckling Stress: Fcr = 36.34 ksi Controlling Equation Fl-I Nominal Compressive Strength: Pc = 73 kip Combined Stress Calculations: HI - lb Controls: 0.03 Ciilltrdlliil2Com bin ed Stress Factor: 0.03 I AXIAL LOADING - Live Load: PL= 3014 lb* Dead Load: PD = 1470 lb * Column Self Weight: CSW = 92 lb Total Axial Load: PT = 4576 lb Load obtained from Load Tracker. See Summary Report for details. I 7.,15 ft I , - UP 15T@ ir= 13-9 -. 476 - - 1111/16 513/16 4STRCOL S N' ,~ . .-_ --- z -. HSSWTIA. STAIR_COL :/ ':-•' MC12X14.3- . MC12X14.3 - OSTR(?). HSS8X4X3, f j I 4. (BE(OW) I UP STAIR cli lB.___.. - 065PS: c%j IOSTR(?) LANDING PAN --- -- 3709B MC12X14.3 C8X1 1.5 -1 - - AL cn Cl) STAIR- 4'-6 ( -Cl 8.8 4T;0Z c_PLØL. Project: CALC Ill t 16 BLDG C KNI / Location: 1-LANDING JOIST - STAIR 4 1 '• Slrukttir Studio; L,,LC Uniformly Loaded Floor Beam 15 N (,rnmh. Reel Road Suite #9 [2016 California Building Code(AISC 14th Ed ASD)] . Sc6ttsdaleAZ,85257 A36 L3-1/2x3-1/2x1/4 x 5.0 FT Leg Down Section Adequate By: 6:3% StruCaic Version 10.0J.6 12/11/2017 11:07:27 AM Cóntrol!mg Factor: Shear l,ry IJI ItVF LJUl%t, Ul.I(V Live Load 0.09 IN L/705 Horizontal Component 0.05 Dead Load 0.04 in Horizontal Component 0.02 in Total Load 0.12 IN L/495 Horizontal Component 0.07 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: 1-/240 REACTIONS A •B - - -. - Live Load - 563 lb 563 lb Dead Load 239 lb 239 lb Total Load 802 lb 802 lb I Bearing Length; .063 in 0.63 in . . - A. A B BEAjJ)ATA Center Span length 5 ft Unbraccd length-Top 0 ft FLoOR lOADING - STEEL ANCI.E PROPERTIES Side I, Side 2 1-3-1/2x3-1/2x1/4 - A36 Floor Live Load FLL = tOO psi 100 psf Floor Dead Load FDL = 40 psf 40 psf Properties: Floor Tributary Width FTW 1.1 It 1.1 ft Yield Stress: Fy= 36 ksi Modulus of Elasticity: E = 29000 ksi Wall Load WALL = 0 If Depth (Leg Length): d = 3.5 in BEAM LOADING Leg Thickness. tw = 0.25 in Beam Total Live Load: wL = 225 pIt' Distance to Angle Toe of Fillet: k = 0.63 In Beam Total Dead Load: wD = 90 plf Moment of Inertia About X-X Axis: lx= 2 iu4 l3eaiii Self Weight: BSW = 6 plf Section Modulus About X-X Axis: Sx = 0J9 in3 Total Maximum Load: rT = 321 Design Properties per AISC 14th Edition AISC Steel Manual: Angle Tip is in Tension Flange Buckling Ratio: FBR= 14 Allowable Flange Buckling Ratio for Compact: AFBR = 5.33 Allowable Flange Buckling Ratio for Non-Compact: AFI3R_NC = 25.83 Nominal Flexural Strength v/ Safety Factor: Mn = 1696.53 ft-lb Controlling Equation: F 10-I Controlling Cv Factor: Cv = Nominal Shear Strength wl Safety Factor: Vn = 11317 lb Controlling Moment: 1002 ft-lb 2.5 ft from left support Created by combining all dead and live loads. Controlling Flexural Shear: 802 lb Controlling Torsional Shear (C-C4-2): 9846 lb Controlling Shear: 10648 lb At support. Created by combining all dead and live loads. Comparisons with required sections: gg Provided Moment of Inertia (deflection): 1.02 in4 2 in4 Moment: 1002 ft-lb 1697 ft-lb Shear: 10648 lb 11317 lb 110 FLOOR LOADING: Side I Side 2 Floor Live Load FLL = 0 psf 0 psf Floor Dead Load FDL = 0 psf 0 psf Floor Tributary Width FTW = 0 ft 0 ft Wall Load WALL = 0 plf BEAM LOADING Beam Total Live Load: wL = 0 plf Beam Total Dead Load: wO = 0 pIt' Beam Self Weight: BSW = 12 plf Total Maximum Load: wT 12 plf Load Number On,* Live Load 563 lb Dead Load 239 lb Location 2.25 ft * Load obtained from Load Tracker. See pOrtfor details. Project: CALC171116_BLDG C Location: 2-HEADER - STAIR 4 Uniformly Loaded Floor Beam [2016 California Building Code(AISC 14th Ed ASD)] A36 C8x11;5 x 4.5 FT Seitioii Adequate By: 1757.4% CóntrblliI Factor: Moment DEFLECTIONS Center Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 - REACTlONS B Live Load 282 lb 282 lb Dead Load 145 lb 145 lb Total Load 427 lb 427 lb 13caring.Lerigth 0.94 in 0.94..in_.... StrukturStudio LLC I N..6r,n_iiitc Reef Road Suite #9 of AZ 85257 StruCalc Version 10.0.1.6 12/11/2017 11:07:27 AM I iae.vi t.cntcr Span Length 4.5 ft Unbraced Length-Top 2.25 ft STEEL PROPERTIES -- C8x11.5-A36 - Properties: Yield Stress: Fy= 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 8 in Web Thickness: tw = 0.22 in Flange Width: bf= 2.26 in Flange Thickness: tf = 0.39 in Distance to Web Toe of Fillet: k = 0.94 in Moment of Inertia About X-X Axis: Ix = 32.5 in4 Section Modulus About X-X Axis: Sx = 8.14 in3 Plastic Section Modulus About X.X Axis: Zx = 9.63 in3 Design Properties per AESC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 2.9 Allowable Flange Buckling Ratio: AFBR = 10.79 Web Buckling Ratio: WBR = 27.84 Allowable Web Buckling Ratio: AWBR = 106.72 Controlling Unbraced Length: Lb = 2.25 ft Limiting Unbraced Length - for lateral-torsional buckling: Lp = 2.59 ft Nominal Flexural Strength wl safety factor: Mn = 17299 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: h/lw 27.84 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 63.58 Cv Factor: Cy = I Controlling Equation: G2-3 Nominal Shear Strength WI safety factor: Vn = 22764 lb Controlling Moment: 931 ft-lb 2.25 11 from left support Created by combining all dead and live loads. Controlling Shear: -427 lb At support. Created by combining all dead and live loads. Comparisons with required sections RecVd Provided Moment of Inertia (deflection): 042 in4 32.5 in4 Moment: 931 ft-lb 17299 ft-lb Shear: -427 lb 22764 lb NO'l'ES Projccr. CALC 171116—BLDG C Location; .3 - STRINGER - STAIR 4 iLóadid Multi-Span Beam [2016 California Building Code(AISC 14th Ed ASD' A36 MCI 2xI4.3 x 14.9 FT Sition Adequate By: 223.6% Cöhtróliing Factor Moment DEFLECTIONS, Center' Live Load 0.11 INU1582 Dead Load 0.05 in Total Load 0.16 INIJIII9 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 11 1525 N. Ghnite ReefRoad. Suite 49 rSc6il9cIalAZ:85157 StruCale Version 10.0.1.6 12/1112017 11:07:27 AM Live Load -. 1676 lb 1676 lb Dead Load 693 lb 693 lb Total Load 2369 lb 2369 lb Buring.Lngt!i_ 0.75 in 0.75 in BEAM DATA, Center Span Length 14,9 - ft Unbraced Length-Top ..? ft Length-Bottom LCfltO-OLtOrn I4. It STEEL PROPERTIES MCI2xI4.3-A36 Properties: Yield Stress: Fy = 36 ksi Modulus of Elasticity: E = 29000 ksi * Depth: d = 12 in Web Thickness: tw = 0.25 in Flange Width: bf= 2l2 in Flange Thickness: tf = 0.31 in Distance to Web Toe of Fillet: k = 0.75 in Moment of Inertia About X-X Axis: Ix= 76.1 in4 Section Modulus About X-X Axis: Sx = 12.7 in3 Plastic Section Modulus About X-X Axis: Zx= 15.9 1n3 Design Properties per AISC [4th Edition Steel Manual: Flange Buckling Ratio: FBR = 3.39 Allowable Flange Buckling Ratio: AFBR = 10.79 Web Buckling Ratio: WBR = 42 Allowable Web Buckling Ratio: AWBR = 106.72 Controlling Unbraced Length: Lb = 0 ft Limiting Unbraced Length for lateral-torsional buckling: Lp = 2.04 ft Nominal Flexural Strength wl safety factor: Mn = 28563 ft-lb Controlling Equation: F2-1 Web height 10 thickness ratio: h/tw = 42 Limiting height to thickness ratio for eqn:G2-2: h/tw-limit = 63.58 Cv Factor: Cv = Controlling Equation: G2-3 Nominal Shear Strength wl safety factor: V11 = 38802 lb Controlling Moment: 8826 ft-lb 7.45 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 2369 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: ReWd Provided Moment of Inertia (deflection): 17.32 in4 76,1 in4 Moment: 8826 ft-lb 28563 ft-lb Shear: 2369 lb 38802 lb LM FORM 'LOAl)S Quter Uniform Live Load 225 plf Uniform Dead Load 79 pIt' Beam Self Weight 14 plf Total Uniform Load 318 Uniform Live Load 0 p11 Uniform Dead Load 0 ph Beam Self Weight 14 p11 Total Uniform Load 14 p11 POINT LOADS -CENTER SPAN Load Number One Live Load 1958 lb Dead Load 838 lb Location 8.5 II * Load obtained from Load Tracker. See Summary Report for details. Load Number Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length One 225 p11 78.8 p11 225 plf 78.8 phI 0 tl 8.5 ft 8.5 I) Two 112.5 plf 45 plf 112.5 p11 45 plf 8.5 11 13.5 It .511 project: CALC 171116_BLDG C .ocation: 4 - STRINGER - STAIR 4 4i*lti-Loaded Multi-Span Beam 2016 California Building Code(AISC 14th Ed ASD)] 36 MC12xl4,3 x 13.5 FT (Actual 14.7 Fl) ec1i0n Adequate By: 96.4% biitrolliii. Factor: Moment (j Sip X Isis N. Granite Reti Road Suite 49 L/ cottsdak A/ 85257 StruCaic Version 10.0.1.6 12/11/2017 11:07:28 AM Live Load 0.16 [NL/1094 Dead Load 0.07 in Total Load 0.23 IN L/755 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A 13 Live Load 2140 lb 2293 lb Dead Load 959 lb 1061 lb Total Load 3099 lb 3354 lb l36rihgLeñgtli 0.75 in 0.75 in Span Length 13:5 ft Unbraced Length-Top 0 II Unbraced Length-Bottom 13.5 ft Beam End Elevation Difference 5.75 ft IF STEEl.. PROPERTIES MCl2xl4.3 - A36 Properties: Yield Stress: ly = 36 ksi Modulus of Elasticity: E = 29000 ksi Depth: d= 12 in Web Thickness: tw = 0.25 in Flange Width: bf= 2:12 in Flange Thickness: 1f 0.31 in Distance to Web Toe of Fillet: k = 0.15 in Moment of Inertia About X-X Axis: lx = 76.1 in4 Section Modulus About X-X Axis: Sx = 12.7 1n3 Plastic Section Modulus About X-X Axis: Zx = 15.9 1n3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 3.39 Allowable Flange Buckling Ratio: AFBR = 10.79 Web Buckling Ratio: WBR = 42 Allowable Web Buckling Ratio: AWBR = 106.72 Controlling Unbraced Length: Lb = 0 ft Limiting Unbraccd Length - for lateral-torsional buckling: Lp = 2.04 Il Nominal Flexural Strength WI safety factor: Mn = 28563 11-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tw = 42 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 63.58 Cv Factor: Cv Controlling Equation: G2-3 Nominal Shear Strength wl safety factor: Vii = 38802 lb Controlling Moment: 14546 ft-lb 8.501 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -3086 lb 13.8 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on spau(s Comparisons with required sections: &cLd Provided Moment of Inertia (deflection): 25.05 in4 76.1 in4 Moment: 14546 ft-lb 28563 ft-lb Shear: -3086 lb 38802 lb ect:CALCI7J1l6_BLDGC anon:. S - COLUMN - STAIR 4 ILIlUTI 16 California Building Code(AISC 14th Ed ASD)] S4 x 4 x 1/4 x 5.75 FT /ASTM A500-GR.B-46 tiunAdequate By: 96.4% Granite Reel Road. Suite #9 Scottsdale. AZ 85257 StruCalc Version 10.0 1.6 12/11/2017 11:07:28 AM Live Load: Vert-LL-Rxn = 3969 lb Dead Load: Vert-DL-Rxn = 1825 lb Total Load: Vert-TL-Rxn = 5794 lb COLUMN DATA. Total Column Length: 5.75 ft Unbraced Length (X-Axis) Lx: 5.75 ft Unbraced Length (Y-Axis) Ly: 5.75 ft Column End Condition-K (e): I - COLUMN PROPERTIES. l-LSS4x4x 1/4 -Square Steel Yield Strength: Fy = 46 ksi Modulus of Elasticity: E = 29000 ksi Column Section: dx = 4 in dy = 4 in Column Wall Thickness: t = 0.233 in Area: A= 3.37 in Moment of Inertia (deflection);;, lx = 7.8 in4 ly = 7;8 in4 Section Modulus: Sx = 3.9 in3 Sy = 3.9 in3 Plastic Section Modulus: Zx = 4:69 1n3 Zy = 4.69 in3 Rad. of Gyration: rx= 1.52 in ry= 1.52 in Column Compression Calculations: KIJr Ratio: KLxlrx = 45.39 KLy/iy = 45:39 Controlling Direction for Compr. Cates: (Y-Y Axis) Flexural Buckling Stress: Fcr = 40.05 ksi Controlling Equation Fl-I Nominal Compressive Strength: Pr = 81 kip Combined Stress Calculations: H1-1 b Controls: 0.04 CoitrolliiigCombined Stress Factor: 0.04 I AXLALLOAD INC. Live Load: PL= 3969 lb* Dead Load: PD= 1754 lb* Column Self Weight: CSW = 71 lb Total Axial Load: PT= 5794 lb * Load obtained from Load Tracker. See Summary Report for details. (0\ Date: 1 ;s I [Job name: Pl( CC., /17 Job number: Engineer: Page No: ______ RM I BASE PLATE DESIGN FOR COLUMN HSS4X4XII4 6.4 kips i( #W'VT LDIJ Fi\O) 41n 4 In 0.25 in 10 in 10 in 100 inA2 3.00 in 64 psi 2500 psi 36 ksi 25.2 ksi FOR PLATE MATERIAL 288 #.in 0.26 in REQUIRED THICKNESS JUSE 1Ox1Ox - 112 BASE PLATE PROVIDE 3116' FILLET WELD ALL AROUND PROVIDE (4) 3WI. DIA. ANCHORS -. P (MAXIMUM COLUMN LOAD) = WIDE COLUMN = DEEP COLUMN = COLUMN THICK. = TRIAL WIDTH = TRIAL LENGTH = BEARING AREA MAXIMUM PLATE EXTENSION = fp= ft = Fy= Fy = 0.7*Fy = M(PLATE) = (MAX. PLATE EXT. )A2/2*fp = t PLATE = (6M(PLATE)/Fy)A0.5 = -I - - -1• - - _______________________ - -. - ----- -- -V----- - - --- -i-. - --- --- -, Job name: fvcc..Ie Date: /17 Job number: ,6 I Engineer: I Page No: RM (to) 1•4 CAW- 74f. - -. -_qrr _ •- - -.-------------- -- -.-----.- -_Ji;! -'L sw .., - - T '• -oIrWPGU1e - - r/i TJI _ii-flyTIoT4 ; V - TUDID 1 Job name: Date: IN f Vj 11 /17 Job number: I Engineer: J Page No: U. RM I. Job name: Date: /17 Job number: j-"j , L Engueer: Page No: GUARDRAIL SECTION PROPERTIES: TRIAL SECTION PIPE 1-1/4 STD. AREA= 0.63 inA2 1= 0.18 inA4 Fy= 42 ksi E= 29000 ksi S= 0.22 inA3 TRIBUTARY LENGTH,L= 3.67 ft DISTRIBUTED LOAD,W= 50 plf CASE I CONCENTRATED LOADP= 200 # CASE II CASE I M= 0.85 k-in =WL"2/K K=8 (FOR ONE OR TWO SPANS) fb= 3.83 ksi OK K=9.5 (FOR THREE OR MORE SPANS) Fb' = 27.72 ksi CASE II M= 1.76 k-in =PUK K=4 (FOR SINGLE SPAN) fb= 7.94 ksi OK K=5 (FOR TWO OR MORE SPANS) Fb' = 27.72 ksi DEFLECTION D= 0.07 in REASONABLE SHEAR Fv= 0.16 ksi fv allowable= 16.80 ksi OK PIPE 1-1/4 STD. GUARDRAIL . INTERMEDIATE RAIL SECTION PROPERTIES TRIAL SECTION HSS 112X112X0.065(I6GA.) AREA= 0.11 inA2 1= 0.004 mM Fy= 46 ksi E= 29000 ksi S= 0.015 in"3 POST HEIGHT,H= 2.60 ft CONCENTRATED LOAD,P= 50 # M= 0.39 k-in =PH/4 fb= 26.71 ksi OK Fb = 30.36 ksi DEFLECTION D= 0.32 in REASONABLE SHEAR Fv= 0.22 ksi fv allowable= 18.40 ksi OK HSS 112X112X0.065(I6GA.) INTERMEDIATE RAIL : ii HANDRAIL SECTION PROPERTIES: TRIAL SECTION PIPE 1-1/4 STD. AREA= 0.63 inA2 1= 0.18 jA4 Fy= 42 ksi E= 29000 ksi S= 0.22 jA3 TRIBUTARY LENGTH,L= 3.67 ft DISTRIBUTED LOAD,W= 50 plf CASE I CONCENTRATED LOAD,P= 200 # CASE II CASE I M= 0.85 k-in =WL"2/K K=8 (FOR ONE OR TWO SPANS) fb= 3.83 ksi OK K=9.5 (FOR THREE OR MORE SPANS) Fb = 27.72 ksi CASE II M= 1.76 k-in =PUK K=4 (FOR SINGLE SPAN) fb= 7.94 ksi OK K=5 (FOR TWO OR MORE SPANS) Fb' = 27.72 ksi DEFLECTION D= 0.07 in REASONABLE SHEAR Fv= 0.16 ksi fv allowable= 16.80 ksi OK PIPE 1-1/4 STD. HANDRAIL L1 TREAD SIZE 0.92 ft' .SPAN (L) 4.75 fL - WOL 35 plf WLL 100 plf W 35 .plf. 3001b fy 36 ksi faIl . .21.6 ksi TRY:- J-SECTION 12 ga PROPERTIES t 0.08 Ix-x 12.63 IN4 * CASE I M = WL2/8 M 4.57 in-k# * CASE 2 M = PL/4+WDLL2/8 M 5.46 in-k# GOVERNS fb 2.63 ksi 21.6 OK USE 129a TREADS MTuDIa. :• - - Job name: Dale: t>/i 1117 Job number: Engineer: Page No: ,7i ,i . RM LATERAL ANALYSIS STRUKTUR STUDIO PAGE 1 2. MAz)ris Sear r°N - - - -- -----_-.-------- ---------- - __ -- -. --,-----,---. - T T1 %r - * - - _- - - -------- - Tfirzv 74: )rp4R5nft1. = p' - - - r - - - ---V - - - TUDID Job name: PVC4, I Date: 1,2.1/, /17 Job number I Engineer: i Page No: RM Job name: Date: /17 Job number: 771'iC I Engineer: Page No: JRM Project: CALCI71116—BLDG A Location: TYPE I STAIR COLUMNS Column [2016 California Building Code(AISC 14th Ed ASD)J HSS 4 x 4 x 1/4 x 7.5 FT /ASTM A500-GR.B-46 Section Adequate By: 22.2% RM Siruktür 8tudio4 LLC 1525 N Granite Rt.cf, Road Suite #9 AZ 85257 StruCale Version 10.0.1.6 12/11/20174:41:22 PM / CAUTIONS * This column has been designed as a cantilever. * Note that the length of the column inputed should include the portion of the column below.grade above the point of fixity. See IBC 1805.7 for lateral soil bearing calculations.— 'DEFLECTIONS Deflection due to lateral loads only: Live Load Deflection Criteria: Defi = 0.41 IN = L/220 U180 VERTlCAL•REAcTtONS• Live Load'- Vert-LL-Rxn = 0 lb Dead Load: Vert-DL-Rxn= 1101 lb Total Load: Vert-TL-Rxn = 1101 lb hORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top = 0 lb Total Reaction at Bottom of Column: TL-R.xn-Bottom = 381 lb Total Column Length: 7.5 ft Unbraced Length (X-Axis) Lx: 7.5 ft Unbraced Length (Y-Axis) Ly: 7.5 ft Column End Condition-K (e): 2.1 COLUMN PROJERTIES. HSS4x4x 1/4-Square Steel Yield Strength: Fy = 46 ksi Modulus of Elasticity: F = 29000 ksi Column Section: dx = 4 in dy= 4 in Column Wall Thickness: t = 0.233 in Area: A= 3.37 in Moment of Inertia (deflection): Ix= 7.8 in4 1y 7.8 in4 Section Modulus: Sx = 3.9 in3 Sy = 3.9 in3 Plastic Section Modulus: Zx = 4.69 in3 Zy = 4.69 in3 Rad. of Gyration: ix = 1.52 in ry = 1.52 in Column Compression Calculations: K1Jr Ratio: KLx/rx = 124.34 KLy/ry = 124.34 Controlling Direction for Compr. Calcs: (Y-Y Axis) Flexural Buckling Stress: Fcr= 16.24 ksi Controlling Equation 177-1 Nominal Compressive Strength: Pc = 33 kip Column Bending Calculations per AISC 14th Edition Steel Manual: Controlling Load Case: Axial Dead Load and Lateral Loads (D + Lateral) Eccentricity Moment: Mx-ex = 0 ft-lb My-ey = 0 ft-lb Lateral Moment + Eccentricity: Mix = 2858 ft-lb Mry = 0 ft-lb Flange Buckling Ratio: FBR = 14.17 Allow. Flange Buckling Ratio: AFBR = 28.12 Allow. FBR for Non-Compact: NC= 35.15 Web Buckling Ratio: WBRX= 14:17 WBRY= 0 Allow. WBR for Eqn. F7-5: AWBR = 60.76 Nmnl. Flex. Str. w/ Sfty Factor: Mcx = 10.8 ft-kip Mcy = 10.8 ft-kip Controlling Equation 177-1 177-1 Combined Stress Calculations: HI-lb Controls :0.28 Controlling Combined Stress Factor: 0.28 - I A A.MALLOAJMNU .-. Live Load: PL= 0 lb Dead Load: PD= 1009 lb Column Self Self Weight: CSW = 92 lb Total Axial Load: PT = 1101 lb LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat 0 plf Point Load: one Live Load: 381 lb 4- Location: 0 ft 15 <Figure 1> X I1It'aI.1]I 'Anchor DesignerTM Software Version 2.4.5940.17 1.ProlectIñformátloñ Customer company: Customer contact name: Customer e-mail: Comment: 2 Input Data & Anchor Parameters General Design method:ACI 318-08 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, ht (inch): 4.000 Code report: ICC-ES ESR-2508 Anchor category: - Anchor ductility: Yes h,,,i (inch): 7.13 c (inch): 6.56 Crrin (inch): 1.75 (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Company: Struktur Studio Date: 12/11/2017 Engineer RM Page 1/4 Project: Addres: 1525 NGranite Reef Road, Scottsdale, AZ Phone: 480-425-2250 et 226 E-mail: raym@strukturstudio corn Project description: Location: Fastening description: Base Material Concrete: Normal-weight Concrete thickness, h (inch): 8.00 State: Uncracked Compressive strength, f (psi): 3000 4'.,v: 1.4 Reinforcement condition: B tension, B shear Supplemental reinforcement: No Reinforcement provided at corners: No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110F Ignore 6d0 requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 4.00 x 8.00 x 0.25 Ok-lb 4rc r CeO Ct*Ig.Jr LeJ T4 5ThL tncW L Ftr 114( To6R AtJz Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson SI,oiiq. ne Conioany Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com IAI1'JI Anchor Designer TM Software - Version 2.4.5940.17 Company: Struktur Studio Date: 12/11/2017 Engineer: RM Page: 2/4 Project: - - Address: .1525 N. Granite Reef Road, Scottsdale, AZ Phone: 480-425-2250 ext 226 E-mail: raym@strukturstudio.com <Figure 2> Recommended Anchor Anchor Name: SET-XP® - SET-XP WI 5/80 F1554 Gr. 36 Code Report: ICC-ES ESR-2508 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strung-Tie mvny inc 5956 W Las Positas Boulevard Pleasanton, CA 94586 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 71 Company: Struktur Studio -. Date: 12/11/2017 Engiñeer: RM Page 3/4 - Project:__ Address: 1525 N. Granite Reef Road, AZ - Phone: 480425-2250 ext 226 E-mail: raym@strukturstudio.com - I1Ik'I.1•1I Anchor Designer TM Software Version 2.4.5940.17 4 <Figure 3> 3ResuftingAéchor F6rce Anchor Tension load, Shear load x, Shear load y, SàId combined, Nua (lb) - Vuao (lb) V00 (lb) . .(Viw)+Vuay).(lb) - 1 0.0 272.0 272.0 3847 2 0.0 272.0 272.0 384.7 Sum 0.0 . 544.0 544.0 769.3 Maximum concrete compression strain (%): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 0 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e' (inch): 0.00 Eccentricity of resultant tension forces in y-axis. eNy (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e\ (inch): 0.00 Eccentricity of resultant shear forces in y-axis, evy (inch): 0.00 8$teeIStrengthOf Anchor lnShëar (Se6..ó6.1) V88 (lb) Øg,00 ØgroutØVso(lb) 7865 1.0 0.65 5112 10 Concrete PryoutStrencith of Anchor in Shear (Sec-k631 = 0 minkN09 kN 9 = Ømin)kcp(ANo/ANoy)P.NoPg.NohII .N,,P,,N,jVuo: kcp(ANc/ANco)Woc.NPd.NWc.Np.NNb(Eq. D-30b) AN. (in') ANoo (12) PCONO Pg.No q'oc.Na No Nay (lb) N. (lb) 2.0 167.79 114.33 1.000 1.039 1.000 1.000 8333 12702 AN. (in2) ANCO (in') 'PeoN 'Ped,N Wc,N !Pcp,N N (lb) N0 (lb) 204.00 144:00 1.000 1.000 1.000 1.000 - 10516 14898 0.70 ØV (lb) 17782 11. Results iflterectlph of Tèñsile and Shear Fócé's (Sèc. DM Shear Factored Load, V,,., (lb) -. Design Strength, aV, (lb) . Ratio Status Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simoso strong-Ii Comwy i:lc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847:3871 w.strongtie.com 1E) ki Anchor Designer TM Software - Version 2.4.5940.17 C6rpany: STrukturStudió Date: 12/11/2017 Engineer: RM Page 4/4 Project:.L. - Addres: 1525N. GraniteRëefRad, Scottsdale, AZ. Phone: 480-425-2250 ext 226 E-mail: raym@strukturstudio.com Steel 385 5112 0.08 Pass (Governs) Pryout 769 17782 0.04 Pass SET-XP WI 518"0 F1554 Gr. 36 with hef = 4.000 inch meets the selected design criteria. U. Warnines -'When cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension, adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. - Minimum spacing and edge distance requirement of 6da per AU 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. - Input data and results must be checked for agreement with the existing circumstances the standards and guidelines must be checked for plausibility. 8ums0n Stfonq-Te Company Inc 5956W. Las Positas Boulevard Pleasanton, CA 945138 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 5c Job name: Date: (2_f-il /17 Job number: .-, Engineer: Page No: 160 I RM A Live Load: PL = 0 lb Dead Load: PD = 888 lb Column Self Weight: CSW = 92 lb Total Axial Load: PT = 980 lb LATCRAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat = 0 plf Point Load: One Live Load: 324 lb Location: . 0 ft El CALCI7II 16 BLDG A TYPE 11 STAIR COLUMNS 016 California Building Code(AISC 14th Ed ASD)] SS 4 x 4 x 1/4 x 7.5 FT /ASTM A500-GR.B-46 ction Adequate By: 43.7% - . •RM I amStruktur Studio, L.L.0 1525 N. Granite Reef Road, Suite 119 of Scottsdale, AZ 85257 StruCalc Version 100.16 - 12/11/20174:56:01 PM CAUTIONS - * This column has been designed as a cantilever. * Note that the length of the column inputed should include the portion of the column below, grade above the point of fixity See IBC 1805 7 for lateral soil bearing calculations DEFLECTIONS LOADING DIAGRAM-. Deflection due to lateral loads only: Defi = 0.35 IN = 11259 - Live Load Deflection Criteria: L/I 80 Live Load: Vert-LL-Rxn = 0 lb Dead Load: Vert-DL-Rxn = 980 lb Total Load: Vert-TL-Rxn = 980 lb RORIZONTALREACTIONS Total Reaction at Top of Column: TL-Rxn-Top = 0 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom = 324 lb Total Column Length: 7.5 ft Unbraced Length (X-Axis) Lx: 7.5 ft Unbraced Length (Y-Axis) Ly: 7.5 ft Column End Condition-K(e) 2.1 COLUMN PROPERTIES HSS4x4x 1/4-Square Steel Yield Strength: Fy = 46 ksi Modulus of Elasticity: E = 29000 ksi Column Section: dx = 4 in dy = 4 in Column Wall Thickness: t = 0.233 in Area: A = 3.37 in Moment of Inertia (deflection): 1x 7.8 in4 ly= 7.8 in4 Section Modulus: Sx = 3.9 1n3 Sy= 3.9 in3 Plastic Section Modulus: Zx = 4.69 in3 Zy 4.69 in3 Rad. of Gyration: rx= 1.52 in ry= 1.52 in Column Compression Calculations: KLIrRatio: KLx/rx= 124.34 KLylry 124;34 Controlling Direction for Compr. Caics: (Y-Y Axis) Flexural Buckling Stress: Fcr = 16.24 ksi Controlling Equation F74 Nominal Compressive Strength: Pc = 33 kip Column Bending Calculations per AISC 14th Edition Steel Manual: Controlling Load Case: Axial Dead Load and Lateral Loads (D + Lateral) Eccentricity Moment: Mx-ex = 0 ft-lb My-ey = 0 ft-lb Lateral Moment + Eccentricity: Mrx = 2430 ft-lb Miy = 0 ft-lb Flange Buckling Ratio: FBR = 14.17 Allow. Flange Buckling Ratio: AFBR = 28.12 Allow. FBR for Non-Compact: NC = 35.15 Web Buckling Ratio: WBRX = 14.17 WBRY = 0 Allow. WBR for Eqn. F7-5: AWBR = 60.76 Nmnl. Flex. Str. w/ Sfty Factor: Mcx = 10.8 ft-kip Mcy = 10.8 ft-kip Controlling Equation F74 Fl-I Combined Stress Calculations: HI-lb Controls :0.24 Controlling Combined Stress Factor: 0.24 [[!JIi*1 III')I Anchor Designer T11 Software Version 2.4.5940.17 tProiOctlnfàfl*âIbfl Customer company: Customer contact name: Customer e-mail: Comment: :2JutDáAncptpampté General Design method:ACI 318-08 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, hf (inch): 4.000 Code report: ICC-ES ESR-2508 Anchor category: - Anchor ductility: Yes hiWn (inch): 7.13 c (inch): 6.56 C,,., (inch): 1.75 (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 92 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Company:StrukturStudio Date: 12/11/2017 Engineer: RM Page: 1/4 Project: - - - Address: - 1525 NO Granite Reef Road, Scottsdale, AZ Phone: 480-425-2250 ext 226 E-mail: raym@strukturstudio.com - Project description: Location: Fastening description: Base Material Concrete: Normal-weight Concrete thickness, h (inch): 8.00 State: Uncracked Compressive strength, f (psi): 3000 'Pc,v: 1.4 Reinforcement condition: B tension, B shear Supplemental reinforcement: No Reinforcement provided at corners: No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout In shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°F Ignore 6d0 requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 4.00 x 8.00 x 0.25 <Figure 1> Oft-lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong- re Cotnoaiw Inc 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 'A3'JiI Anchor Designer TM Software - Version 2.4.5940.17 0 <Figure 2> Company: StrUkturStüdio - Date: 12/11/2017 Engineer: RM Page: 2/4 Project: - - - Address: 1525 N. Granite Reef Road, Scottsdale, AZ Phone: 480-425-2250 ext 226 E-mail: I raym©strukturstudio.com Recommended Anchor Anchor Name: SET-XP® - SET-XP WI 5/80 Fl 554 Gr. 36 Code Report: ICC-ES ESR-2508 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Ccrnpnoy ine 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.647.3871 w.strongtie.com <Figure 3> Anchor Designer 1M Software - -- Version 2.4.5940.17 0 Company:. Struktur Studio Date: 12/11/2017 Engineer: .RM I Page: :3/4, Project - - Address: 1525 N. Granite Reef Road, Scottsdale, AZ Phone: 480-425-2250 ext 226 -. E-mail: raym@strukturstudio.com ;3.Re4ulti6g AñchorFbrcès Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (lb) Vux (lb) Vuoy (lb) I(Vuuu)2+(Vuay)2 (lb) 1 0.0 231.5 231.5 327.4 2 0.0 231.5 231.5 327.4 Sum 0.0 -- 463b ' 463.0 654.8 Maximum concrete compression strain (%u): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 0 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, eNu (inch): 0.00 Eccentricity of resultant tension forces in y-axis, eNy (inch): 0.00 Eccentricity of resultant shear forces in x-axis, evo (inch): 0.00 Eccentricity of resultant shear forces in y-axis, evy (inch): 0.00 8 Steel Strenath of Anchor In Shear (Sec D 6 1 V30(Ib) 09.1 0 Øgrou:Ø V0 (lb) 7865 1.0 0.65 5112 `16"A: 6nciriie Prvout Strength of Anchor in Shear (Sec D 6 3) ØV = OminlkcpNag kupNcbg = OminIkcp(ANa/ANao) Vledtva'P9,v .NaPp.NaNaO k P(ANu/AN U)WNPO4N9'C,N1-'CP.NNOI(Eq. D30b) AN. (in2) ANOO (in') q-'ed,Na Py.N., Pc.No Y,ao No (lb) N. (lb) 2.0 167.79 114.33 1.000 1.039 1.000 1.000 8333 12702 ANC (in 2) Aiko (in') P&CN WOP, N Nb (lb) Na, (lb) 0 204.00 144.00 1.000 ' 1.000 1.000 - - - - 1.000 10516 14898 0.70 0Vcre(lb) 17782 11. Results Interactibri of TOWN. andShearFordes(Sec;-D.7-) Shear Factored Load, VU0 (lb) Design Strength, øV,, (lb) Ratio - Status Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility: .Siiipsoi Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com [•II III']I Anchor Designer TM 1TE Software - Version 2.4.5940.17 Steel - 327 Pryout 655 'Company.".'--Struktur Studio DàtéL. 12/11/2017 Engineer: RM - _L._._ Page 4/4 Project: . -. Address: 1525 N. Granite Reef Road, Scottsdale, AZ Phone: 480-425-2250 ext 226 E-mail: raym@strukturstudio.com 5112 - 0.06 Pass (Governs) - 17782 0.04 Pass SET-XP WI 518"0 F1554 Gr. 36 with hef = 4.000 inch meets the selected design criteria. 12.WrviIfl. - When cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension, adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. - Minimum spacing and edge distance requirement of 6da per ACt 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 iw.strongtie.com row 79 irMzs NK I - 43'i Wy 41*) - TI1 -OoLkA __---.- F744 M (o.o.14 .sQbt3)' i/4.= 77 vo- _p &tXM JW2t& .1!UM. cCJ3é . rjT --- _ Job name: Date: (2-1H /17 Job number: 77nit. fEngineer Page No: RM -.877k Loads: LC 1 TYPE III COLUMN Results for LC 1, TYPE Ill COLUMN ss SK- LR ss Dec ll,2017at5:23PM untitled.r3d Company SS I IRISA3 Delger RM Dec 11, 2017 Number 5:26 PM MoéI:Nàié, -: Checked By DL Hot Rolled Steel Section Sets Label Shipé Type Design List Material Des in R...A 2L Jyy[(j lzzij]J(] r i i HSS4X4X4 I HSS4x4x4 IColumni RECT I ASOO Gr. BRect ilypical! 3.37 1 78 Th8 12.81 Joint Coordinates and Temperatures Joint Boundary. Conditions Joint Loads and Enforced Displacements (BL.0 I : DL) Joint Label .LP,M direction., N2 I.. L . I Y .. L . -.877 Joint Loads and Enforced Displacements (BLC 2 : LL) Joint Label L QM Direction Magnude((,)jnd),(k sA2/f. N2 i L X - .364 Load Combinations befsciptionSo..PD&ta_SRSSBLCFac...BLCFac ... BLCFac ... BL.CFac ... BLCFac ... BLCFac...BLCFac ... BLCFac ... BLCFac ... BLCFac... 1 ITYPE Ill IvesI Y I IDLI 1 lLLLij1iL-7-71 -TTh 1 I I I 1 1 1 Joint Reactions (By Combination) LC Joint Label X[k] -X1kL _______ZJj:M)k-ft) MYIk-if] Mz[l.ft) 3 3 1 ' COG (ft) t 1 X: 0 I Y: 9.8 I Z: 0 I Joint DeflecUons - (3 XRotation trad) V Rotat I n 1 Member AISC I4th(360-I0): ASD Steel Code Ciiéóks LC Member Shape UC Max Locifti Shear ... Loc[ft] Dir Pnc/o... PritIom ... MnyyIo...Mnzz/o.. Cb Eqn LJJJJ I HSS4x4x 174 ff - RISA-3D Version 16.0.0 [NA ... \...\...\ENGG\CALC171116_ANCHORS\TYPE III COLUMN.r3d] Page 1 Job name: Date: - (2f (I /17 Job number: ._, (ii'6 Engineer: Page No: RM I I I Loads: LC 1, TYPE IV COLUMN - Results for LC 1, TYPE IV COLUMN SS RM SS SK- Dec 11, 2017 at 5:46 PM I TYPE IV COLUMN.r3d 90 Company : SS IJRIS Designer : RM Dec 11, 2017 JobNumbe Checked By DL .r : 5:47 PM Model Name : Hot Rolled Steel Section Sets Label 1ype Design List Material DesignR.. Alln2 jyyjJ4j lzzV] JE!L I HSS4X4X4 HSS4x1lumn I RECT I A500Gr.B Rect Tvbical I 3.37 I 7.8 T7.8 T2.R Joint Coordinates and Temperatures Joint Boundary Conditions - - Reaction Joint Loads and Enforced Displacements (BLC I : DL) . Joint Loads and Enforced Displacements (BLC 2 : LL) Joint Label LD.M. Direction: Magtitudej(fIL(in,rad),.(k*sA2/f... 1 I N2 L X .301 Load Combinations DesTcriptionSo... PDelta Joint Reactions Joint Deflections - Joint Label X nfl Y rini Zlinl X Rotation FrAdi V Rntatiôn.lrarfl 744nti?0rai11 Member AISC 14th(360-I0): ASD Steel Code Checks LC Member Shape tiC. Max Lar... Lo.,c[] DirPii/o... fJôin...MñyWó.ivinzz/o... Cb Eiin Lt_LI Ml IHSS4x4xj 164 11 765 012 l0jyj 110 765 - ]H1 lbj RISA-30 Version 16.0.0 (NA ... \...\171116_PVCC\ENGG\CALC171116_MISC\TYPE IV COLUMN.r3d] Pagel APPENDIX A: DESIGN INFORMATION - STRUKTUR STUDIO PAGE DIVISION: 030000—CONCRETE SECTION: 03 1600—CONCRETE ANCHORS DIVISION: 050000—METALS SECTION: 05 05 19—POST-INSTALLED CONCRETE ANCHORS REPORT HOLDER: SIMPSON STRONG-TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 EVALUATION SUBJECT: SIMPSON STRONG-TIE® SET-XP® EPDXY ADHESIVE ANCHORS FOR CRACKED AND UNCRACKED CONCRETE icc:::::; IM 1CC C ~9 Pin,CUSTED Look for the trusted marks of Conformity[ "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence" I" IS' lrERNAuoNA1 A Subsidiary of CODE COUNCIL' ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not - specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a I recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Body L4,Jt000 cá. Copyright 0 2017 ICC Evaluation Service, LLC. All rights reserved. ICC-ES Evaluation Report ESR-2508 Reissued July 2017 Revised July 10, 2017 This report is subject to renewal July 2018. wLicà-e.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 03 0000—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 05 0000—METALS Section: 0505 19—Post-Installed Concrete Anchors REPORT HOLDER: SIMPSON STRONG-TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 999-5099 Www:stroflqtie.corn EVALUATION SUBJECT: SIMPSON STRONG-TIE® SET-XP® EPDXY ADHESIVE ANCHORS FOR CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: . 2015,,, 2012, 2009 and 2006 International Building (IBC) : 201 2012, 2009 and 2006 International Residential .Cdde®(IRC) Property evaluated: Structural 2.0 USES The Simpson Strong-Tie® SET-XP® Epoxy Adhesive Anchors are used to resist static, wind and earthquake (Seismic Design Categories A through F) tension and shear loads in cracked and uncracked normal-weight concrete having a specified compressive strength, f', of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). The anchor complies with anchors as described in Section 1901.3 of the 2015 IBC, Section 1909 of the 2012 IBC and is an alternative to anchors described in Section 1908 of the 2012 IBC, and Sections 1911 and 1912 of the 2009 and 2006 IBC. The anchors may also be used where an engineering design is submitted in accordance with Section R301.1.3 of the lRC. 3.0 DESCRIPTION 3.1 General: The SET-XP Epoxy Adhesive Anchor System is comprised of the following components: . SET-XP epoxy adhesive packaged in cartridges Adhesive mixing and dispensing equipment Equipment for hole cleaning and adhesive injection SET-XP epoxy adhesive is used with continuously threaded steel rods or deformed steel reinforcing bars. The manufacturers printed installation instructions (MPll) are included with each adhesive unit package as shown in FiqUrei of this report. 3.2 Materials: 3.2.1 SET-XP Epoxy Adhesive: SET-XP epoxy adhesive is an injectable, two-component, 100 percent solids, epoxy-based adhesive mixed as a 1-to-1 volume ratio of hardener-to-resin. SET-XP is available in 8.5-ounce (251 mL), 22-ounce (650 mL), and 56-ounce (1656 mL) cartridges. The two components combine and react when dispensed through a static mixing nozzle attached to the cartridge. The shelf life of SET-XP in unopened cartridges is two years from the date of manufacture when stored at temperatures between 45°F and 90°F (7°C and 32°C) in accordance with the MPh. 3.2.2 Dispensing Equipment: SET-XP epoxy adhesive must be dispensed using Simpson Strong-Tie manual dispensing tools, battery-powered dispensing tools or pneumatic dispensing tools as listed in Tables :7 and 8 of this report. 3.2.3 Hole Cleaning Equipment: 3.2.3.1 Standard Equipment: Hole cleaning equipment consists of hole-cleaning brushes and air nozzles. Brushes must be Simpson Strong-Tie hole cleaning brushes, identified by Simpson Strong-Tie catalog number series ETB. See Tables 7 and 8 in this report, and the installation instructions' shown in Figure 1, for additional information. Air nozzles must be equipped with an extension capable of reaching the bottom of the drilled hole. 3.2.3.2, Vacuum Dust , Extraction 'System 'With Bosch®lSlmpson Strong-Tle.DXS Hollow. Carbide Drill Bits For threaded steel rods (diameter 1/2 through diameter 11/4 ) and steel reinforcing bars (size #4 through size #10) described in Section 3.2.4 of this report, the Bosch/Simpson Strong-Tie DXS hollow carbide drill bits with carbide drilling head conforming to ANSI 8212.15 must be used. The vacuum dust extraction system'must also include a vacuum equipped with an automatic filter cleaning system that has a minimum airflow rating of 129 cfm. The rotary hammer drill to be used with the ICC-ES Evaluation Reports air not to be construed as representing aesthetics or any other attributes not spec jflco (ly addressed, liar are they to be construed as an endorsement of the subject oft/ic report or a recommendation for its use. There is no warranty by ICC Evaluation Service. LLC. express or implied, as to any finding or nt/icr matter in this report, or as 10 ani' product covered by time report. Copyright© 2017 iCC Evaluation Service, LLC. All rights reserved. Page 1 of 18