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Home My WebLink About123 W Huntington Dr - 2024 - Hilton Hotel Building D StairsTe k l a s t r u c t u r e s STAIR #1 FRAMING LOCATION PLAN LEVEL 1 @ BLDG. D (REF.: A6.04) STAIR #1 FRAMING LOCATION PLAN LEVEL 2 @ BLDG. D (REF.: A6.04) DC DB.4 DB D1 D2 DA DA D1 D2 DC DB.4 DB BA C K O F C H A N N E L BA C K O F C H A N N E L BA C K O F C H A N N E L DIMENSIONS IF ACCEPTABLE.PLEASE VERIFY ALL CLOUDED APPROVER: E23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2000 STAIR #1 FRAMING LOCATION PLAN @ BLDG. D 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL 1 08/17/2023Released For ApprovalA PE 2 09/28/2023Revised And ResubmitB PE 3 02/29/2024Released For Re-ApprovalC PE 4 03/26/2024Released For Re-ApprovalD PE 5 05/22/2024Released For Re-ApprovalE PE 12/ (TYP.)ME2012 1'-212/ 2721APL18/"X36 38/(LANDING_PLATE ) (SIM.)(TYP.) UP AME2005 6' - 1 0 78/ BME2006 CME2006 (T.O. LANDING) 9 (EL.+ 0") A ME2012 LEVEL 1 B ME2012 C (TYP.)C1 2 X 2 0 . 7 ( ST R I N G E R ) 8 T R E A D S @ 1 1 " = 7 ' - 4 3'-9 C1 2 X 2 0 . 7 ( ST R I N G E R ) 918/ (EL.+4'-1012/) 312/ D 9'-2 27 1 0 A ( ST A I R ) 178/ 14/18/ 4 18/ 1' - 5 18/ 6' - 0 512/ 3'-038/ 8'-112/ 2729AL4X4X38/(ANGLE )(TYP. @ THIS LINE)(7- PLACES) 2850APL18/"X36 38/(LANDING_PLATE ) 1'-0 2722APL18/"X24(LANDING_PLATE ) 2885AMC12X31(CHANNEL ) 2751A MC12X31 (CHANNEL ) C1 2 X 2 0 . 7 ( ST R I N G E R ) C1 2 X 2 0 . 7 ( ST R I N G E R ) 27 1 1 A ( ST A I R ) C1 2 X 2 0 . 7 ( ST R I N G E R ) C1 2 X 2 0 . 7 ( ST R I N G E R ) 1'-0 2841AL3X2X38/(ANGLE ) 2841AL3X2X38/(ANGLE ) 12" CONC. WALL 8' - 4 8'-112/ 1012/ 3' - 1 0 34/ 3'-038/ ME2012 (TYP.) 1' - 9 18/ 2'-0 31116/ 8434AHSS4X4X14/(COLUMN ) 8435AHSS4X4X14/(COLUMN ) 8440APL34/"X11(PLATE ) 5516/ (BACK OF STRINGER) 4' - 0 78/ 712/ (BACK OF STRINGER) 6' - 9 18/ 8 T R E A D S @ 1 1 " = 7 ' - 4 6' - 1 0 78/ 14/ 14/ 2' - 6 1'-0 12/ 1'-01'-01'-0 1' - 5 18/ 3'-9 312/9 915 16 / 21316/ 6' - 8 1' - 1 1 78/ 2' - 4 316 / 512/ (EL.+9'-9 ) 512/ 12/ C1 2 X 2 0 . 7 (S T R I N G E R ) 14/ C1 2 X 2 0 . 7 (S T R I N G E R ) CME2006 2730AL4X4X38/(ANGLE )(TYP. @ THIS LINE)(7- PLACES) 8436AHSS4X4X14/(COLUMN ) DN 14/ 8 T R E A D S @ 1 1 " = 7 ' - 4 C1 2 X 2 0 . 7 (S T R I N G E R ) 518/ ME2036 (TYP.) 6' - 0 18/ BME2006 8439APL38/"X3 1316/(PLATE ) 2732APL18/"X24(LANDING_PLATE ) 2888APL18/"X36 38/(LANDING_PLATE ) 178/ 3'-038/18/2'-0 8439APL38/"X3 1316/(PLATE ) 2841AL3X2X38/(ANGLE ) 6' - 1 0 78/ 14/ 1'-0 (T.O. LANDING) 512/ 2738APL18/"X36 38/(LANDING_PLATE ) C1 2 X 2 0 . 7 (S T R I N G E R ) FC1 2 X 2 0 . 7 (S T R I N G E R ) 2718A MC12X31 (CHANNEL ) C1 2 X 2 0 . 7 (S T R I N G E R ) 2720AMC12X31(CHANNEL ) 2717A MC12X31 (CHANNEL ) 2719A MC12X31 (CHANNEL ) UP 27 1 2 A ( ST A I R ) 27 1 3 A ( ST A I R ) 2744APL18/"X36 38/(LANDING_PLATE ) 2841AL3X2X38/(ANGLE ) AME2005 (T.O. LANDING) (EL.+14'-712/) A (TYP.)ME2012 B ME2012 (SIM.)(TYP.) 1' - 5 18/ C 4 ME2012(TYP.) 27 1 1 A ( ST A I R ) 8 T R E A D S @ 1 1 " = 7 ' - 4 2737APL18/"X24(LANDING_PLATE ) 2736APL18/"X36 38/(LANDING_PLATE )21316/ 9 1'-0 1'-0 1'-0 12/ 915 16 / 8440APL34/"X11(PLATE ) 12/ ME2012 18/ 8 T R E A D S @ 1 1 " = 7 ' - 4 512/ 5' - 3 14/ 8'-112/ 918/ 4' - 0 78/ 6' - 8 8435AHSS4X4X14/(COLUMN ) 2729AL4X4X38/(ANGLE )(TYP. @ THIS LINE)(7- PLACES) 2841AL3X2X38/(ANGLE ) 1' - 5 18/ 2841AL3X2X38/(ANGLE ) C1 2 X 2 0 . 7 (S T R I N G E R ) 3'-9 C1 2 X 2 0 . 7 (S T R I N G E R ) 6' - 9 18/ 1'-01'-0 D 9 3' - 1 0 34/ 11 34/ 2' - 4 316 / ME2036 G 8440APL34/"X11(PLATE ) HSS5X5X14/ 4 178/ 14/ 4 9'-2 6' - 1 0 78/ 8' - 4 2' - 6 6' - 9 18/ 918/ 1'-234/1'-01'-01034/ 1'-234/1'-01'-01'-01'-01034/ 312/8'-112/ 312/ 5' - 5 38/ 1' - 9 18/ (BACK OF STRINGER)(BACK OF STRINGER) 3'-9712/ 12/ 14/18/3'-038/ 14/3'-038/2'-03'-038/ 2'-858/ 2' - 1 512/ 915 16 / STATEMENT OF GENERAL CONFORMANCE FOR PROJECTS WHICH UTILIZE "DEFERRED SUBMITTAL" PLANS, INCLUDING BUT NOT LIMITED TO SHOP DRAWINGS, PREPARED BY OTHER LICENSED DESIGN PROFESSIONALS AND/OR CONSULTANTS, NOT UNDER RESPONSIBLE CHARGE/DIRECTION OF THE DESIGNATED ARCHITECT/ENGINEER OF RECORD (CITY PERMIT NO. _____________________________________) o THE DRAWINGS OR SHEETS LISTED ON THE COVER OR INDEX SHEET o THIS DRAWING, PAGE OF SPECIFICATIONS/CALCULATIONS HAVE BEEN PREPARED BY OTHER DESIGN PROFESSIONALS OR CONSULTANTS WHO ARE LICENSED AND/OR AUTHORIZED TO PREPARE SUCH DRAWINGS IN THIS STATE. IT HAS BEEN EXAMINED BY ME FOR: 1.DESIGN INTENT AND APPEARS TO MEET THE APPROPRIATE REQUIREMENTS OF TITLE 24, CALIFORNIA CODE OF REGULATIONS AND THE PROJECT SPECIFICATIONS PREPARED BY ME, AND 2.COORDINATION WITH MY PLANS AND SPECIFICATIONS AND IS ACCEPTABLE FOR INCORPORATION INTO THE CONSTRUCTION OF THIS PROJECT. THE STATEMENT OF GENERAL CONFORMANCE SHALL NOT BE CONSTRUED AS RELIEVING ME, OR THE PERSON UNDER WHOSE DIRECT SUPERVISION THESE DOCUMENTS WERE PREPARED, OF OUR RIGHTS, DUTIES, AND RESPONSIBILITIES UNDER APPLICABLE SECTIONS OF THE CALIFORNIA BUILDING CODE. I CERTIFY THAT: ALL DRAWINGS OR SHEETS LISTED ON THE COVER OR INDEX SHEET THIS DRAWING OR PAGE IS/ARE IN GENERAL CONFORMANCE AND HAVE BEEN COORDINATED SIGNATURE DATE ARCHITECT / ENGINEER IN GENERAL RESPONSIBLE CHARGE OR DELEGATED STRUCTURAL ENGINEER PRINT NAME LICENSE NUMBER EXPIRATION XX X Kenneth D. O'Dell 2024-06-21 S4101 - California 6/30/2025 X 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s STAIR #1 FRAMING LOCATION PLAN LEVEL 3 @ BLDG. D (REF.: A6.04) DB.4 DB DC D1 D2 DA BA C K O F C H A N N E L BACK OF CHANNEL BACK OF CHANNEL E23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2001 STAIR #1 FRAMING LOCATION PLAN @ BLDG. D 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL 1 08/17/2023Released For ApprovalA PE 2 09/28/2023Revised And ResubmitB PE 3 02/29/2024Released For Re-ApprovalC PE 4 03/26/2024Released For Re-ApprovalD PE 5 05/22/2024Released For Re-ApprovalE PE DIMENSIONS IF ACCEPTABLE. PLEASE VERIFY ALL CLOUDED APPROVER: 1'-0 ME2012 1'-0 512/ ME2012 2732APL18/"X24LANDING_PLATE 1'-0 8440APL34/"X11(PLATE ) 8'-112/ 1'-1 2841AL3X2X38/(ANGLE ) 3'-038/ (TYP.)ME2012 14/ 8'-112/ 2' - 6 14/ C1 2 X 2 0 . 7 (S T R I N G E R ) C1 2 X 2 0 . 7 (S T R I N G E R ) C1 2 X 2 0 . 7 (S T R I N G E R ) C1 2 X 2 0 . 7 (S T R I N G E R ) C1 2 X 2 0 . 7 (S T R I N G E R ) 2720AMC12X31(CHANNEL ) DN 8 T R E A D S @ 1 1 " = 7 ' - 4 ME2012 27 1 2 A ST A I R 27 1 3 A ST A I R 2744APL18/"X36 38/LANDING_PLATE 2888APL18/"X36 38/LANDING_PLATE (EL.+19'-6 ) LEVEL 3 (EL.+14'-712/) (T.O. LANDING)2841AL3X2X38/(ANGLE ) CME2006 AME2005BME2006 A B(SIM.)(TYP.) C 8' - 4 (TYP.) 12/ 2729AL4X4X38/ANGLE(TYP. @ THIS LINE)(7 PLACES) 3' - 1 0 34/ 9'-2 3'-038/ 2' - 4 316 / 918/ 4' - 0 78/ G 512/ 2' - 6 D 6' - 1 0 78/ PL12/"X12EMBED_PLATE PL12/"X12EMBED_PLATE 9 1'-234/1'-0 8 T R E A D S @ 1 1 " = 7 ' - 4 ME20362' - 1 (TYP.) 3'-9 6' - 8 3'-9 (CHANNEL )MC12X31 2718A 8436AHSS4X4X14/(COLUMN ) 6' - 0 312/9 1'-0 712/ 6' - 1 0 78/ 178/ 12/ 14/ 1' - 5 18/ 1'-01034/ 4 518/ 4 18/2'-018/ 312/ 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s STAIR #2 FRAMING LOCATION PLAN LEVEL 1 @ BLDG. D (REF.: A6.05) STAIR #2 FRAMING LOCATION PLAN LEVEL 3 @ BLDG. D (REF.: A6.05) DP DM D8.1 D10 DP DM D8.1 D10 LA N D I N G P L . BA C K O F C H A N N E L LANDING BACK OF CHANNEL LANDING LANDING BA C K O F C H A N N E L LA N D I N G P L . E23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2002 STAIR #2 FRAMING LOCATION PLAN @ BLDG. D 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL 1 08/17/2023Released For ApprovalA PE 2 09/28/2023Revised And ResubmitB PE 3 02/29/2024Released For Re-ApprovalC PE 4 03/26/2024Released For Re-ApprovalD PE 5 05/22/2024Released For Re-ApprovalE PE DIMENSIONS IF ACCEPTABLE. PLEASE VERIFY ALL CLOUDED APPROVER: 1' - 0 3 2707A (STAIR ) WALL12" CONCRETE C 7' - 9 2742APL18/"X24LANDING_PLATE EL. = 0'-0 1' - 0 2' - 1 0 18/ 4 UP LEVEL 1 11 TREADS @ 11" = 10'-1 2741APL18/"X34 18/LANDING_PLATE 2743APL18/"X34 18/LANDING_PLATE 2731AL3X2X38/ 2731AL3X2X38/ 2708A (STAIR ) 518/ 27 2 7 A MC 1 2 X 3 1 ( CH A N N E L ) T.O. LANDING (EL.+6'-1058/) 2726AMC12X31CHANNEL C12X20.7 (STRINGER) C12X20.7(STRINGER) 14/ C12X20.7 (STRINGER) C12X20.7 (STRINGER)1' - 0 14/ AME2007 12/ BME2008 7' - 9 B C ME2008 A 5'-7516/ ME2012 (TYP.)1' - 0 (SIM.)(TYP.)ME2012 ME2012 WALL12" CONCRETE (TYP.) 512/ 812/ 512/ 2735AL4X4X38/(ANGLE )(TYP. @ THIS LINE)(7- PLACES) 8 WALL12" CONCRETE D ME2012 (TYP.) 178/ 14/ 18/ 1' - 0 5'-4 8440APL34/"X11PLATE 8440APL34/"X11PLATE 4'-10 BA C K O F S T R I N G E R 9' - 3 11 TREADS @ 11" =10'-1 3' - 6 6'-3 612/ 11 12/ 314/ 9 3' - 6 1' - 0 5'-4 1' - 0 1' - 0 12/ 612/ 11 12/ 12/ 9 BA C K O F S T R I N G E R 4'-138/312/ 30'-10 2' - 1 0 18/ 2' - 0 18/ 814/ 14/3'-1114/ 4'-4 4'-10 314/ 5'-7516/ 512/512/ 378/ 14/ 4 2' - 0 2709A (STAIR ) 3' - 6 30'-10 14/ 2745APL18/"X24LANDING_PLATE 512/ 11 TREADS @ 11" = 10'-1 27 2 5 A MC 1 2 X 3 1 ( CH A N N E L ) 5'-4 2746APL18/"X34 18/LANDING_PLATE 2740APL18/"X34 18/LANDING_PLATE T.O. LANDING 4'-4 9 2708A(STAIR ) PL12/"X12(EMBED_PLATE ) PL12/"X12(EMBED_PLATE ) 2731AL3X2X38/ 2731AL3X2X38/ 9 TREADS @ 11"=8'-3 C12X20.7 (STRINGER) C12X20.7 (STRINGER) C12X20.7 (STRINGER) C12X20.7 (STRINGER) LEVEL 3 BME2008 AME2007 C ME2008 A B (TYP.)ME2012 ME2012 (TYP.) H (TYP.) ME2036 512/ 1' - 0 2' - 1 0 18/ 1' - 0 512/ 612/ 6'-4 2734AL4X4X38/ANGLE(TYP. @ THIS LINE)(7- PLACES) 2886AMC12X31CHANNEL 1' - 0 BA C K O F S T R I N G E R 18/ 6'-812/ 4'-4 (EL.+19'-6 ) 12/ (EL.+13'-914/) DOWN D ME2012 (TYP.) 6'-8 6'-812/ 18/ 11 12/ 6'-3 1' - 0 8443APL34/"X11PLATE 7' - 9 3'-5916/14/ 1' - 0 1' - 0 3' - 6 8442APL34/"X11PLATE 9' - 3 412/ 7' - 9 11 12/ 8516 / 8116 / 1' - 0 716 / 6'-3 BA C K O F S T R I N G E R 3'-758/ 14/ 2' - 1 0 18/ 11316/ 612/ 12/ 512/ 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s STAIR #3 FRAMING LOCATION PLAN @ BLDG. D (REF.: A6.06) DB D3.1 D5 DB.4 BACK OF CHANNEL LA N D I N G P L . LANDING BA C K O F C H A N N E L DIMENSIONS IF ACCEPTABLE. PLEASE VERIFY ALL CLOUDED APPROVER: E23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2003 STAIR #3 FRAMING LOCATION PLAN @ BLDG. D 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL 1 08/17/2023Released For ApprovalA PE 2 09/28/2023Revised And ResubmitB PE 3 02/29/2024Released For Re-ApprovalC PE 4 03/26/2024Released For Re-ApprovalD PE 5 05/22/2024Released For Re-ApprovalE PE D C1 2 X 2 0 . 7 (S T R I N G E R ) 1' - 4 58/ 1' - 8 58/ STUD WALL 1' - 5 58/ 2733A L4X4X38/ 312/ 3'-134/ 1' - 5 UP 6' - 8 2714A (STAIR ) 3'-014/ 2723AMC12X31(CHANNEL ) 27 1 5 A ( ST A I R ) W1 0 X 3 3 ( BE A M ) 2748APL18/"X36 1516/(LANDING_PLATE ) HSS5X5X14/(COLUMN ) LEVEL 1 EL. = 0'-0 AME2009 B ME2009 CME2009 DME2009 STUD WALL STUD WALL 12" CONC. WALL A (TYP.)ME2012 (SIM.) LEVEL 2 3' - 0 15 16 / T.O. LANDING EDGE OF SLAB C12X20.7 (STRINGER ) 115 16 / C12X20.7 (STRINGER ) 2733A L4X4X38/ 1' - 0 (EL.+5'-612/) 312/ 9 TREADS @ 11"=8'-3 312/ 14/ 2724A MC12X31 1'-658/ 2733A L4X4X38/ C1 2 X 2 0 . 7 (S T R I N G E R ) (EL.+10'-0 ) 7 T R E A D S @ 1 1 " = 6 ' - 5 7'-1034/ 334/ 6 2749A C6X13 5' - 0 14/ 3'-014/ (TYP.)ME2012 4'-234/ 1'-212/ 312/ 8437AHSS4X4X14/(COLUMN ) 2'-818'-0 3'-714/ 3' - 6 58/ 3' - 3 18/ 3' - 7 14/ 312/ 7 BA C K O F S T R I N G E R 1' - 0 818/ 312/ 3' - 0 14/ 12/3 4 14/1'-034/ BACK OF STRINGER 2'-034/ 9 1' - 5 18/ 312/ 212/ 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s STAIR #4 FRAMING LOCATION PLAN @ BLDG. D (REF.: A6.06) D12 DC DB AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL E23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2004 STAIR #4 FRAMING LOCATION PLAN @ BLDG. D 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com 1 08/17/2023Released For ApprovalA PE 2 09/28/2023Revised And ResubmitB PE 3 02/29/2024Released For Re-ApprovalC PE 4 03/26/2024Released For Re-ApprovalD PE 5 05/22/2024Released For Re-ApprovalE PE DIMENSIONS IF ACCEPTABLE.PLEASE VERIFY ALL CLOUDED APPROVER: LEVEL 2 UP C1 2 X 2 0 . 7 (S T R I N G E R ) 4916/ (EL. 1'-434/) 2'-8 W1 4 X 2 6 ( BE A M ) C1 2 X 2 0 . 7 (S T R I N G E R ) W1 0 X 6 8 ( BE A M ) AME2010 AME2010 W10X68 (BEAM ) 3'-914/ 1 7 T R E A D S @ 1 1 = 1 5 ' - 7 (OPP.) 27 1 6 A ( ST A I R ) 10 CONCRETE WALL (EL.10'-0 ) 15 ' - 0 BACK OF STRINGER 6 1 6116/ 258/3'-658/ 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s ELEVATIONA DCDB.4DADB BACK OF CHANNEL N O S I N G L I N E (T Y P . ) BACK OF CHANNEL BACK OF CHANNEL DIMENSIONS IF ACCEPTABLE.PLEASE VERIFY ALL CLOUDED APPROVER: E23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2005 ELEVATION 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com LE V E L 1 AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL 1 08/17/2023Released For ApprovalA PE 2 09/28/2023Revised And ResubmitB PE 3 02/29/2024Released For Re-ApprovalC PE 4 03/26/2024Released For Re-ApprovalD PE 5 05/22/2024Released For Re-ApprovalE PE ME2000, ME2001 T. O . L A N D I N G 8 R I S E R S @ 6 12/ = 4 ' - 4 W.P. WOOD STAIR DET.4ME2011 T. O . L A N D I N G LE V E L 2 T. O . L A N D I N G LE V E L 3 501APL12/"X12(EMBED_PLATE ) DET.1ME2011 DET.2 ME2011 DET.3 ME2011 (TYP.) 4'-078/ 8 R I S E R S @ 6 12/ = 4 ' - 4 8'-4 (TYP.)(TYP.) STUD WALL 612/ STUD WALL 6'-918/ 1'-918/ 2710A C12X20.7 (STAIR ) 918/ 2718AMC12X31(CHANNEL ) 178/ 4 2720AMC12X31(CHANNEL ) 9' - 9 EL 1 4 ' - 7 12/ 7116 / 12 EL 4 ' - 1 0 12/ W.P. 612/ EL 9 ' - 9 MK.; SEE PLAN L4X4X38/ 1'-518/ EL 1 0 ' - 0 271 3 A C12 X 2 0 . 7 (STA I R ) 2712A C12X20.7 (STAIR ) 271 1 A C12 X 2 0 . 7 (STA I R ) MK.; SEE PLAN L4X4X38/ 2 9' - 9 EL 1 9 ' - 6 2719AMC12X31(CHANNEL ) MK.; SEE PLANPL18/"X36 38/(LANDING_PLATE ) 2717AMC12X31(CHANNEL ) 612/ W.P. W.P. W.P. 2751AMC12X31(CHANNEL )2885AMC12X31(CHANNEL ) 2'-6 MK.; SEE PLAN L4X4X38/ MK.; SEE PLANPL18/"X36 38/(LANDING_PLATE ) MK.; SEE PLANPL18/"X36 38/(LANDING_PLATE ) W.P. W.P. W.P. DET.5 ME2011 6'-86'-0 8 R I S E R S @ 6 12/ = 4 ' - 4 612/ EL 0 4' - 1 0 12/ 4' - 1 0 12/ 4' - 1 0 12/ 4' - 1 0 12/ 8 R I S E R S @ 6 12/ = 4 ' - 4 7116 / 12 7116 / 12 7116 / 12 3 8 TREADS @ 11"=7'-4 6'-1078/ 1134/ 518/ 2'-6 4 5'-538/ 6'-918/ 918/ 6'-1078/ 1'-918/ 14/3'-1034/ 4'-078/ 41'-518/ 8 TREADS @ 11"=7'-4 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s ELEVATIONB ELEVATIONC DC DB.4 DADB DA DCDB.4DB BACK OF CHANNEL BACK OF CHANNEL LINE TYP.NOSING BACK OF CHANNEL BACK OF CHANNEL BACK OF CHANNEL LINE TYP.NOSING BACK OF CHANNEL E23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2006 ELEVATION 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com ME2000, ME2001 DIMENSIONS IF ACCEPTABLE.PLEASE VERIFY ALL CLOUDED APPROVER: AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL ME2000, ME2001 1 08/17/2023Released For ApprovalA PE 2 09/28/2023Revised And ResubmitB PE 3 02/29/2024Released For Re-ApprovalC PE 4 03/26/2024Released For Re-ApprovalD PE 5 05/22/2024Released For Re-ApprovalE PE T. O . L A N D I N G (O.H.) DET.1 2720AMC12X31(CHANNEL ) W.P. (O.H.) W.P. DET.10 DET.12 8 R I S E R S @ 6 12/ = 4 ' - 4 8439APL38/"X3 1316/(PLATE ) LE V E L 2 T. O . L A N D I N G LE V E L 1 518/ W.P. 618/ W.P. 8 R I S E R S @ 6 12/ = 4 ' - 4 DET.2 DET.11 ME2012 (TYP.) ME2012 ME2012 (SIM.) 6'-8 5 612/ 1'-518/4 MK.; SEE PLANPL18/"X36 38/(LANDING_PLATE ) EL 1 0 ' - 0 2885AMC12X31(CHANNEL ) 4' - 1 0 12/ 4'-078/ 8 TREADS @ 11"=7'-4 3 6'-0 DET.13 8436AHSS4X4X14/(COLUMN ) 4 2719AMC12X31(CHANNEL ) 3'-1034/ T. O . L A N D I N G 271 2 A C12 X 2 0 . 7 (STA I R ) 2751AMC12X31(CHANNEL ) C12X20.7 (STRINGER) MK.; SEE PLANPL18/"X36 38/(LANDING_PLATE ) C12X20.7 (STRINGER) 2718AMC12X31(CHANNEL ) 271 0 A C12 X 2 0 . 7 (STA I R ) 2717AMC12X31(CHANNEL ) C12X20.7 (STRINGER) 2736APL18/"X36 38/(LANDING_PLATE ) 1'-918/ 918/ 10 ' - 0 1134/ ME2011 ME2011 W10X45(BEAM ) 8439APL38/"X3 1316/(PLATE ) 8434AHSS4X4X14/(COLUMN ) 84 3 5 A HS S 4 X 4 X 14/ ( CO L U M N ) (T . O . S T E E L ) ME2036 DET.14 ME2036 8'-4 612/ 7116 / 12 4' - 1 0 12/ 4' - 1 0 12/ EL 1 4 ' - 7 12/ EL 9 ' - 9 EL 4 ' - 1 0 12/ EL 0 6'-918/ 2'-6 178/3'-1034/14/ 1'-518/4 6'-1078/8 TREADS @ 11"=7'-4 6'-918/ 5'-538/ 7116 / 12 2 6'-1078/ 2'-6 4'-078/ 178/14/ 1'-918/918/ 14/5'-314/178/ EL 1 1 ' - 1 1 7116 / 12 31116/ T. O . L A N D I N G EL 1 4 ' - 7 12/ LE V E L 2 T. O . L A N D I N G LE V E L 3 502APL12/"X12(EMBED_PLATE ) C12X20.7 (STRINGER) 1'-918/ 2 2719AMC12X31(CHANNEL ) 2885AMC12X31(CHANNEL ) 31116/ 1'-518/ 5'-314/ 8440APL34/"X11(PLATE ) W.P. W.P. W.P. W.P. 271 3 A C12 X 2 0 . 7 (STA I R ) T. O . L A N D I N G C12X20.7 (STRINGER) 2717AMC12X31(CHANNEL )271 1 A C12 X 2 0 . 7 (STA I R ) 2720AMC12X31(CHANNEL ) C12X20.7 (STRINGER) 2751AMC12X31(CHANNEL ) 2718AMC12X31(CHANNEL ) 5'-538/ 14/ 4' - 1 0 12/ 4' - 1 0 12/ 7116 / 12 4' - 1 0 12/ 8 TREADS @ 11"=7'-4 1134/ 8440APL34/"X11(PLATE ) 8440APL34/"X11(PLATE ) 4 DET.5 ME2011 4'-078/ 8'-46'-8 2 6'-0 6'-918/ 2'-6 6'-1078/ 3'-1034/178/ 8 TREADS @ 11"=7'-46'-918/ 5' - 1 12/ 6'-1078/ 14/ 4'-078/2'-6 4 3'-1034/ 2 178/ 612/ 8 R I S E R S @ 6 12/ = 4 ' - 4 612/ 8 R I S E R S @ 6 12/ = 4 ' - 4 EL 1 9 ' - 6 EL 9 ' - 9 EL 4 ' - 1 0 12/ EL 1 0 ' - 0 3 918/ 518/ 178/14/ 4 47516/ 7516/31116/ 1' - 5 12/ 7516/ 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s ELEVATIONAME2002 D8.1 D10 BACK OF CHANNEL N O S I N G L I N E BACK OF CHANNEL N O S I N G L I N E NOSING LINE DIMENSIONS IF ACCEPTABLE.PLEASE VERIFY ALL CLOUDED APPROVER: E23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2007 ELEVATION 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL 1 08/17/2023Released For ApprovalA PE 2 09/28/2023Revised And ResubmitB PE 3 02/29/2024Released For Re-ApprovalC PE 4 03/26/2024Released For Re-ApprovalD PE 5 05/22/2024Released For Re-ApprovalE PE 712/ 12 T. O . L A N D I N G W.P W.P T. O . L A N D I N G 2726AMC12X31CHANNEL LE V E L 3 LE V E L 1 (TYP.) W.P 712/ 12 DET.3 ME2011 W.P W.P W.P DET.1ME2011 EL 6 ' - 1 0 58/ DET.2ME2011 DET.4 ME2011 (TYP.) DET.5 ME2011 WOOD STAIR (O.H.) (TYP.) TYP.2727AMC12X31CHANNEL 678/ 518/ 4'-4 MK.; SEE PLANL4X4X38/(ANGLE ) 14/ 270 8 A C12 X 2 0 . 7 (STA I R ) 13 ' - 9 14/ 12'-0 378/ 6'-8 5'-4 3'-5916/ 3'-758/ 9 R I S E R S @ 6 78/ = 5 ' - 1 78/ 6'-3 14/ 2 4'-4 2709A C12X20.7 (STAIR ) 2707A C12X20.7 (STAIR ) MK.; SEE PLANPL18/"X34 18/(LANDING_PLATE ) MK.; SEE PLANL4X4X38/(ANGLE ) MK.; SEE PLANPL18/"X34 18/(LANDING_PLATE ) 2886AMC12X31CHANNEL 2725AMC12X31CHANNEL 9 TREADS @ 11" = 8'-3 11 R I S E R S @ 6 78/ ( + 18/ ) = 6 ' - 3 34/ 312/4'-138/ 6' - 1 0 58/ 30'-10 2412/ EL 1 9 ' - 6 EL 1 3 ' - 9 14/ EL 0 5' - 8 34/ 6' - 1 0 58/ 11 R I S E R S @ 6 78/ ( + 18/ ) = 6 ' - 3 34/ 678/ 678/ 11 TREADS @ 11 = 10'-1 2 3'-1114/178/ 19'-3 11316/ 4'-10 5'-419'-36'-3 712/ 12 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s ELEVATIONME2002B ELEVATIONME2002C D8.1 D10 D10 D8.1 LANDING BACK OF CHANNELBACK OF CHANNEL NOSING LINE LANDING LANDING LANDING BACK OF CHANNEL BACK OF CHANNEL NOSING LINE NOSING LINE AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL E23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2008 ELEVATION 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com 1 08/17/2023Released For ApprovalA PE 2 09/28/2023Revised And ResubmitB PE 3 02/29/2024Released For Re-ApprovalC PE 4 03/26/2024Released For Re-ApprovalD PE 5 05/22/2024Released For Re-ApprovalE PE DIMENSIONS IF ACCEPTABLE.PLEASE VERIFY ALL CLOUDED APPROVER: LE V E L 1 T. O L A N D I N G W.P T. O L A N D I N G DET.12ME2012 W.P DET.2 ME2011 (O.H.) 518/ DET.10ME1012 8440APL34/"X11PLATE CONC. WALL (SIM.) STUD WALL 4'-4 178/ 270 8 A C12 X 2 0 . 7 (STA I R ) 4'-138/378/ 8443APL34/"X11PLATE 3'-1114/ C12X20.7 MK.; SEE PLANPL18/"X34 18/(LANDING_PLATE ) 6'-3 2725AMC12X31CHANNEL 2726AMC12X31CHANNEL C12X20.7 MK.; SEE PLANPL18/"X34 18/(LANDING_PLATE ) 2727AMC12X31CHANNEL 30'-10 3'-758/ 5'-4 EL 1 3 ' - 9 14/ EL 6 ' - 1 0 58/ EL 0 678/ 11 R I S E R S @ 6 78/ ( + 18/ ) = 6 ' - 3 34/ 6' - 1 0 58/ 6'- 1 0 58/ 2 11316/3'-5916/14/ 412/ 11 TREADS @ 11"=10'-1 14/ 4'-10 13 ' - 9 14/ 312/ 712/ 12 512/512/ 512/512/ 3516/ 512/ W.P EL 0 DET.12 ME2012 T. O L A N D I N G LE V E L 1 T. O L A N D I N G 6'- 1 0 58/ LE V E L 3 DET.10 ME2012 W.P STUD WALL DET.2 ME2011 W.P W.P (O.H.) DET.1ME2011 CONC. WALL 4'-4 DET.5ME2011 (SIM.) 512/ 4'-10 4'-138/ 3'-758/ 312/ 378/ 3'-1114/8442APL34/"X11PLATE MK.; SEE PLANPL18/"X34 18/(LANDING_PLATE ) 412/ 11 R I S E R S @ 6 78/ ( + 18/ ) = 6 ' - 3 34/ 6' - 1 0 58/ 3'-5916/ 2726AMC12X31CHANNEL EL 1 3 ' - 9 14/ 270 9 A C12 X 2 0 . 7 (STA I R ) 270 7 A C12 X 2 0 . 7 (STA I R ) 2727AMC12X31CHANNEL C12X20.7 512/ C12X20.7 8440APL34/"X11PLATE MK.; SEE PLANPL18/"X34 18/(LANDING_PLATE ) 2886AMC12X31CHANNEL178/14/ 9 TREADS @ 11"=8'-3 11 TREADS @ 11"=10'-1 4'-4 678/ 518/ 213 ' - 9 14/ 5' - 8 34/ 678/ EL 1 9 ' - 6 EL 6 ' - 1 0 58/ 9 R I S E R S @ 6 78/ = 5 ' - 1 78/2 14/11316/ 30'-10 6'-85'-4 6'-3 712/ 12 712/ 12 512/ 3516/ 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s ELEVATIONAME2003 ELEVATIONBME2003 ELEVATIONCME2003 ELEVATIONDME2003 D3.1 D5 D3.1D5 DB.4 DB DB DB.4 N O S I N G L I N E (BACK OF STRINGER) NOSING LINE (BACK OF STRINGER) (BACK OF STRINGER) N O S I N G L I N E NOSING LINE E23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2009 ELEVATION 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL 1 08/17/2023Released For ApprovalA PE 2 09/28/2023Revised And ResubmitB PE 3 02/29/2024Released For Re-ApprovalC PE 4 03/26/2024Released For Re-ApprovalD PE 5 05/22/2024Released For Re-ApprovalE PE DIMENSIONS IF ACCEPTABLE. PLEASE VERIFY ALL CLOUDED APPROVER: 2723AMC12X31CHANNEL5' - 6 12/ 3'-714/ 2 7'-1034/ 2748APL18/"X36 1516/LANDING_PLATE C1 2 X 2 0 . 7 (S T R I N G E R ) EL 5 ' - 6 12/ 12/ 312/ 18'-0 3'-014/ 212/ 134/ DET.2 ME2011 T. O . L A N D I N G 2749A C6X13 LE V E L 1 W.P. DET.6ME2011 DET.1 ME2011 (TYP.) C1 2 X 2 0 . 7 (S T R I N G E R ) HSS5X5X14/(COLUMN ) CONC. WALL 512/ STUD WALL 3'-134/ 11 W.P. 2714A C12X20.7 STAIR 658/ 134/ 4 2'-8 312/ 212/ 9 R I S E R S @ 6 58/ ( + 14/ ) = 4 ' - 1 1 78/ 12 714/ 9 TREADS @ 11'' = 8'-3 4'-614/ 14/ 734/ EL 0 2'-034/ 9 TREADS @ 11'' = 8'-3 12/ DET.2 ME2011 1'-1014/ C12X20.7 (STRINGER) 2723AMC12X31CHANNEL T. O . L A N D I N G LE V E L 1 W.P. W.P. 2748APL18/"X36 1516/LANDING_PLATE DET.1ME2011 (TYP.) 14/ (O.H.) DET.7ME2011 312/ STUD WALL 3'-134/ 9 R I S E R S @ 6 58/ ( + 14/ ) = 4 ' - 1 1 78/ 1'-212/ 658/ 8437AHSS4X4X14/COLUMN 2271 4 A C12 X 2 0 . 7 STA I R DET.14 ME2036 134/ 7'-1034/ 18'-0 4'-614/ 3'-014/ 12 714/ EL 5 ' - 6 12/ EL 0 2'-8 334/ 714/ 5'-014/ 12 7516 / LE V E L 1 10 ' - 0 7 R I S E R S @ 6 11 16 / = 3 ' - 1 0 13 16 / 14/3'-01516/ 1516/ 818/ 2748APL18/"X36 1516/LANDING_PLATE 1'-558/ 7 C1 2 X 2 0 . 7 (S T R I N G E R ) LE V E L 2 8437AHSS4X4X14/C1 2 X 2 0 . 7 (S T R I N G E R ) 2733AL4X4X38/2733AL4X4X38/ 2724AMC12X31CHANNEL T. O . L A N D I N G W.P. 7 TREADS @ 11'' = 6'-5 W.P. 2749AC6X13 278/ 2733AL4X4X38/ 2715A C12X20.7 STAIR 1'-858/ DET.11ME2012 6'-8 3'-014/312/ 11516/ 418/1'-01'-0 3'-658/ 5'- 6 12/ 611 16 / EL 1 0 ' - 0 EL 5 ' - 6 12/ EL 0 4'- 5 12/ 2 1'-458/4 1'-158/ 6 EL 1 0 ' - 0 DET.9ME2011 2733AL4X4X38/ 2733AL4X4X38/ 312/ 4 1'-0 BACK OF CHANNEL 2724AMC12X31CHANNEL 1516/ 2749AC6X13 2748APL18/"X36 1516/LANDING_PLATE 818/ LE V E L 2 T. O . L A N D I N G W.P. W.P. 2733AL4X4X38/ 12 7516 / 3'-01516/ 271 5 A C12 X 2 0 . 7 STA I R DET.7 ME2011(O.H.) 8437AHSS4X4X14/ 5'-014/6'-8 3'-658/ 14/ 3'-014/ 1'-0418/ 7 TREADS @ 11'' = 6'-51'-858/ 312/3'-014/278/ 11516/ 12/ 2 7 R I S E R S @ 6 11 16 / = 3 ' - 1 0 13 16 / 6 1'-458/ EL 5 ' - 6 12/ 4' - 5 12/ 611 16 / 71'-158/ 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s ELEVATIONME2004A DC DB.4 DB LINENOSING DIMENSIONS IF ACCEPTABLE. PLEASE VERIFY ALL CLOUDED APPROVER: E23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2010 ELEVATION 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL 1 08/17/2023Released For ApprovalA PE 2 09/28/2023Revised And ResubmitB PE 3 02/29/2024Released For Re-ApprovalC PE 4 03/26/2024Released For Re-ApprovalD PE 5 05/22/2024Released For Re-ApprovalE PE 11 6 (O.H.) 6'-88'-4 W10X68BEAM 17 TREADS @ 11 =15'-7 DET.8 ME2011 12 614/ DET.1ME2011 W.P W.P EL 1 0 ' - 0 DET.2 ME2011 (O.H.) EL 1 ' - 4 34/ 8' - 7 14/ 2LE V E L 2 2716 A C12 X 2 0 . 7 (STA I R ) 534/ 1 7 R I S E R S @ 5 34/ ( - 14/ ) = 8 ' - 1 12/ 6 2 1 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s DETAIL(REF.; 3/S5.5)1 DETAIL(REF.: 5/ S5.5) (SIM.)3 DETAIL(REF.; 10/S5.5)4 DETAIL(REF.; 7/S5.5)5 DETAIL(REF.; 1/S5.5 SIM.)2 DETAIL8ME2010 DETAIL(REF: 14/ S5.5)6ME2009 A -A A -A DETAIL(REF: 11/ S5.5)7ME2009 C -C DETAILME20099 C -C B -B N O S I N G LI N E LINENOSING N O S I N G LI N E (TREAD) (SPAS) (R I S E R ) LINENOSING TY P . NOSING LINE E23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2011 DETAIL 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com ME2008, ME3009, ME3010ME2005, ME2006, ME2007, AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL 1 08/17/2023Released For ApprovalA PE 2 09/28/2023Revised And ResubmitB PE 3 02/29/2024Released For Re-ApprovalC PE 4 03/26/2024Released For Re-ApprovalD PE 5 05/22/2024Released For Re-ApprovalE PE ME2008, ME2009, ME2010ME2005, ME2006, ME2007 ITEMS IF ACCEPTABLE.PLEASE VERIFY ALL CLOUDED APPROVER: ME2005, ME2007 ME2007, ME2008ME2005, ME2006, ME2005, ME2007 MK.: SEE PLANC12X20.7(STAIR ) AA 112/ NON-SHRINK GROUT L2X2X14/(TYP.) PL18/"X22 1116/(TREAD )(TYP.) PL14/"X3(PLATE ) 3 PL12/"X12(PLATE ) PL12/"X6(TYP.) ROD58/(TYP.) 2 1' - 0 8 MK.: SEE PLANL3X2X38/(ANGLE ) 14/14/ PL18/"X22 1116/(TREAD )(TYP.) L4X4X38/(ANGLE ) 4 PL14/"X4 12/(PLATE ) MK.: SEE PLANC12X20.7(STAIR ) MK.: SEE PLANC12X20.7(STAIR ) L2X2X14/(TYP.) MC12X31(CHANNEL ) 14/14/ 14/3-SIDES 2 2 PL18/"X24(LANDING_PLATE ) BOLT HEADW/ COUNTERSINK 14/L2X2X14/(ANGLE ) MK.: SEE PLANMC12X31(CHANNEL ) 1' - 0 MK.: SEE PLANC12X20.7(STAIR ) C12X20.7(STAIR ) L3X3X14/(ANGLE ) 14/3-SIDES 3 PL12/"X12(EMBED_PLATE ) 4 -34/"Ø x 0'-10HEADED WELDED STUDS@ 6" OC EA WAYTYP. @ EA STRINGER W/12/"Ø A325 ERECTIONBOLT 212/ 4 3 6 2 316/112/ANGLE TO TREAD (TYP.) (TYP.) 2 18/2"@12 PAN TO PAN MK.: SEE PLANC12X20.7(STAIR ) L2X2X14/(TYP.) PL18/"X22 1116/(TREAD )(TYP.) 18/2"@12 PAN TO STRINGER (TYP.) 11 (TYP.) 316/112/ ANGLE TO STRINGER(TYP.) SE E E L E V . 6 C12X20.7(STAIR ) 5116/ W10X68BEAM 11 W.P. PL14/"X3PLATE C12X20.7STAIR PL14/"X3PLATE 26 51516/ HSS5X5X14/(COLUMN )MC12X31(CHANNEL ) PL18/"X12 716/(TREAD ) A A ROD CTR'D ON HSS COLUMN114/ DIA. WELDED THREADED C12X20.7(STAIR ) C12X20.7(STAIR ) C12X20.7(STAIR )PL14/"X3(PLATE ) C6X13( CHANNEL) 316/316/TYP. B B 212/212/ 412/ HOLE @ EXT STAIRINT STAIR, 34/" x3" SLOTTED3"Ø HOLE IN BASE PLATE @ 412/ 412/ C12X20.7(STAIR ) PL12/"X12(PLATE ) PL12/"X6 (PLATE )(TYP.) W/ STUD NUT & WASHER @ BOTT.(2)-58/"Ø HEADED ANCHOR BOLT 9 1'-4 7 412/ PL14/"X3(PLATE ) C12X20.7(STAIR ) MC12X31(CHANNEL ) PL18/"X36 1516/(LANDING_PLATE ) C6X13(CHANNEL ) PL14/"X3(PLATE ) 516/516/ 516/516/ C12X20.7(STAIR ) p8272 CC 212/ L4X4X38/(ANGLE ) C12X20.7(STAIR ) 2 -34/"Ø WELDED THREADEDROD @ 7" OC CTRD. ON CHANNELDEPTH (TYP.) 7 p2011 12/ 512/ 112/ C12X20.7(STAIR )HSS4X4X14/8437AC12X20.7(STAIR ) L4X4X38/x 0'-10(ANGLE ) 2 -34/"Ø WELDED THREADEDROD @ 7" OC CTRD. ON CHANNELDEPTH (TYP.) 4 2 C12X20.7STAIR C12X20.7(STAIR ) 7 2 PL14/"X13 116/(PLATE ) 14/14/MC12X31CHANNEL W.P. 6 4 3 2 -1 18/"Ø HLS, m205 (B/S) m205 (B/S) m205 (B/S) p248 p218 HSS5X5X14/(COLUMN ) PL14/"X11 38/(CLOSURE PLATE ) C12X20.7(STAIR ) 212/ 4 ROD CTR'D ON HSS COLUMN114/ DIA. WELDED THREADED 512/ 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s SECTIONB SECTIONA SECTION(REF: 13/S5.5)C DETAIL10 DETAIL(REF.; 9/S5.5)11ME2006 SECTIONH DETAIL12 SECTION(REF.; 4/S5.5)D SECTIONC SECTIONME2000G SECTIONF SECTIONF DETAIL13ME2006 DETAIL14 A-AC-C C-C SECTIONH C -C E23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2012 DETAIL & SECTION 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL 1 08/17/2023Released For ApprovalA PE 2 09/28/2023Revised And ResubmitB PE 3 02/29/2024Released For Re-ApprovalC PE 4 03/26/2024Released For Re-ApprovalD PE 5 05/22/2024Released For Re-ApprovalE PE SETTING IS ACCEPTABLE.PLEASE VERIFY CONNECTION ITEMS IF ACCEPTABLE.PLEASE VERIFY ALL CLOUDED APPROVER: ME2006, ME2008 ME2000, ME2001, ME2002, ME2003 ME2000, ME2001, ME2002 ME2000, ME2001, ME2002, ME2003 ME2006, ME2008 DIMENSIONS IF ACCEPTABLE. PLEASE VERIFY ALL CLOUDED APPROVER: ME2000, ME2001, ME2002 9 412/ 4 3 14/3-SIDES TYP. MK.: SEE PLANC12X20.7(STAIR ) PL14/"X6(PLATE ) PL14/"X3(CLOSURE PLATE ) MK.: SEE PLANMC12X31(CHANNEL ) MK.: SEE PLANC12X20.7(STAIR ) 112/3 112/ 412/ 415 16 / 18/2"@16 TYP. PL18/"LANDING_PLATE PL18/"LANDING_PLATE MK.: SEE PLANL4X4X38/(ANGLE ) MK.: SEE PLANL4X4X38/(ANGLE ) MK.: SEE PLANL4X4X38/(ANGLE ) 18/2"@1618/2"@16 TYP. 18/ 12/MK.: SEE PLANC12X20.7(STAIR ) 14/3"@12T&B CONC. WALL 212/ 212/ 12/ 8 312/ 516/516/TYP. MK.: SEE PLANMC12X31(CHANNEL ) MK.: SEE PLANC12X20.7(STAIR ) C12X20.7 (STRINGER) W.P. PL18/"X34 18/(LANDING_PLATE ) 112/ 516/516/3-SIDES C12X20.7(STAIR ) 2 3 PL38/"X3 14/(PLATE ) 12/ MK.: SEE PLANMC12X31(CHANNEL ) MK.: SEE PLANHSS4X4X14/(COLUMN ) PL516/"X3 12/(PLATE ) PL12/"X5(PLATE ) 212/ PL38/"X5(PLATE ) w/3 -1 "Ø A325N BOLTS 3 3 p827212/MK.: SEE PLANHSS4X4X14/(COLUMN)MK.: SEE PLANC12X20.7(STAIR)CONC. WALL718/ C12X20.7STAIR C12X20.7STAIR 18/2"@16 MK.: SEE PLANMC12X31(CHANNEL ) 4 L4X4X38/ANGLE PL516/"X3 12/(PLATE ) w/2 -1 "Ø A325N BOLTS 4 3 MK.: SEE PLANMC12X31(STAIR) 14/14/ MK.: SEE PLANL4X4X38/(ANGLE ) 516/3- SIDES 12/ 2 MK.: SEE PLANPL34/"X11(PLATE ) W/ 6- 34/ DIA. THREADED BOLTSSET IN HILTI HIT-RE500 V3(534/ EMBED) MK.: SEE PLANMC12X31(CHANNEL ) C C 34/ 534/ 112/ 8 8 MK.; SEE PLANMC12X31(CHANNEL) 516/516/3-SIDES MK.; SEE PLANHSS4X4X14/(COLUMN) PL12/"X5(PLATE) PL38/"X5 12/(PLATE) 512/ PL38/"X3 12/(PLATE) 516/516/3-SIDES3 MK.; SEE PLANHSS4X4X14/(COLUMN) PL38/"X3 14/(PLATE)3 MK.; SEE PLANW10X45(BEAM) 378/ 14/ 316/316/3-SIDES TYP. C12X20.7(STAIR) MK.; SEE PLANMC12X31(CHANNEL) MK.; SEE PLANPL38/"X3 1316/(PLATE) MK.; SEE PLANPL38/"X3 1316/(PLATE) PL12/"X5(PLATE) 3 p2637HSS5X5X14/2003AXMA10-2MK.; SEE PLANMC12X31(CHANNEL) a2750 5 PL38/"X5(PLATE)HSS4X4X14/8434Ap4068 p8266 516/516/3-SIDES PL12/"X5(PLATE) MK.; SEE PLANHSS4X4X14/(COLUMN) C12X20.7(STAIR) 3 3 3 34/ MK.; SEE PLANHSS4X4X14/(COLUMN) PL34/"X5(BASE_PLATE) 34/ DIA. ATR'D BOLT(ATR'D_BOLT)SET IN HILTI HIT-RE 500 V3(534/ EMBED) AA 534/612/ 22 534/ 34/HSS4X4X14/8435AXMA10-2HSS5X5X14/2004AMK.; SEE PLANHSS4X4X14/(COLUMN)PL34/"X5(BASE_PLATE) 34/ DIA. ATR'D BOLT(ATR'D_BOLT)SET IN HILTI HIT-RE 500 V3(534/ EMBED) CC 612/ MK.; SEE PLANHSS4X4X14/(COLUMN) PL34/"X5(BASE_PLATE) CL CL 212/ 212/ 5 10516/ 114/36 312/212/ 212/ 4 CL CL MK.; SEE PLANHSS4X4X14/(COLUMN) PL34/"X5(BASE_PLATE) 112/ 5 212/ 11 112/8 4 MK.: SEE PLANMC12X31(CHANNEL) 2 378/ 516/PL38/"X5 12/(PLATE) MK.: SEE PLANPL34/"X11(PLATE) 112/ L6X6X12/(ANGLE) 1' - 7 12/ 112/ 112/ 8 8 11 8 718/ C W/ 6- 34/ DIA. THREADED BOLTSSET IN HILTI HIT-RE500 V3(534/ EMBED) 34/ 8 516/ MK.: SEE PLANMC12X31(CHANNEL) MK.: SEE PLANPL34/"X11(PLATE) 534/ 2 8 12/ 112/ 112/ MK.: SEE PLANPL34/"X11(PLATE ) 8 512/ MK.: SEE PLANMC12X31(CHANNEL ) 31116/7516/ PL38/"X5 12/(PLATE ) 112/ L6X6X12/(ANGLE ) 2 8 8 1' - 7 12/ 112/ 11 512/ 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s SECTIONH SECTIONME2000G SECTIONF SECTIONF DETAIL13ME2006 DETAIL14 A -A C -C C -C SECTIONH ME2006, ME2009 A23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2036 SECTION 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com ME2000, ME2001 AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL 1 05/22/2024Released For ApprovalA PE DIMENSIONS IF ACCEPTABLE.PLEASE VERIFY ALL CLOUDED APPROVER: ME2002 MK.: SEE PLANC12X20.7(STAIR )MK.: SEE PLANHSS4X4X14/(COLUMN )CONC. WALL p8272718/12/ MK.; SEE PLANMC12X31(CHANNEL ) PL38/"X5 12/(PLATE ) MK.; SEE PLANHSS4X4X14/(COLUMN ) 516/516/3-SIDES PL12/"X5(PLATE ) 512/ 3 3 3 PL12/"X5(PLATE ) MK.; SEE PLANHSS4X4X14/(COLUMN ) C12X20.7(STAIR ) 14/ MK.; SEE PLANPL38/"X3 1316/(PLATE ) 516/516/3-SIDES PL38/"X3 14/(PLATE ) PL38/"X3 12/(PLATE ) MK.; SEE PLANMC12X31(CHANNEL ) MK.; SEE PLANPL38/"X3 1316/(PLATE ) MK.; SEE PLANW10X45(BEAM ) 316/316/3-SIDES TYP. 378/ p8266 p4068HSS5X5X14/2003APL38/"X5(PLATE) 516/516/3-SIDES PL12/"X5(PLATE) 3 MK.; SEE PLANHSS4X4X14/(COLUMN) MK.; SEE PLANMC12X31(CHANNEL) C12X20.7(STAIR)a2750 p2637HSS4X4X14/8434AXMA10-2 53 3 534/ MK.; SEE PLANHSS4X4X14/(COLUMN ) AA PL34/"X5(BASE_PLATE ) 34/ DIA. ATR'D BOLT(ATR'D_BOLT )SET IN HILTI HIT-RE 500 V3(534/ EMBED) 34/ 612/ 22 CC MK.; SEE PLANHSS4X4X14/(COLUMN )HSS4X4X14/8435A612/HSS5X5X14/2004APL34/"X5(BASE_PLATE ) 34/ DIA. ATR'D BOLT(ATR'D_BOLT )SET IN HILTI HIT-RE 500 V3(534/ EMBED) XMA10-2 34/ 534/ 312/ PL34/"X5(BASE_PLATE ) MK.; SEE PLANHSS4X4X14/(COLUMN ) CL 212/ CL 212/ 5 10516/ 63114/ 212/ MK.; SEE PLANHSS4X4X14/(COLUMN ) CL CL PL34/"X5(BASE_PLATE ) 5 212/ 212/ 11 112/8112/ 44 8 PL38/"X5 12/(PLATE ) 8112/ L6X6X12/(ANGLE ) MK.: SEE PLANMC12X31(CHANNEL ) 516/ 11 MK.: SEE PLANPL34/"X11(PLATE ) 718/378/ 112/ 112/ 8 2 1' - 7 12/ W/ 6- 34/ DIA. THREADED BOLTSSET IN HILTI HIT-RE500 V3(534/ EMBED) MK.: SEE PLANPL34/"X11(PLATE ) MK.: SEE PLANMC12X31(CHANNEL ) C 534/ 5 16/2 12/ 34/ 112/ 8 8 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s STAIR #1 RAILING LOCATION PLAN LEVEL1 @ BLDG. D (REF.: 1/ A6.04)STAIR #1 RAILING LOCATION PLAN LEVEL 2 @ BLDG. D (REF.: 1/ A6.04) ELEVATIONCME2013ME2014ME2015 ELEVATIONDME2013 ME2014ME2015 E L E V A T I O NAME2015 DB.4 DA DB D1 D2 DC D1 D2 DC DB.4 DB DA DADBDB.4DC D2D1 D1 (CLEAR WIDTH)(CLEAR WIDTH) (CLEAR WIDTH)(CLEAR WIDTH) LINENOSING MAX. IF ACCEPTABLE. DIMENSIONS AND MATERIAL SIZE PLEASE VERIFY ALL CLOUDED APPROVER: C23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2013 STAIR #1 RAILING LOCATION PLAN @ BLDG. D 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL 1 03/05/2024Released For ApprovalA PE 2 04/03/2024Released For Re-ApprovalB PE 3 05/22/2024Released For Re-ApprovalC PE 2' - 1 12/ 214/ (T.O. LANDING) 3' - 6 316 / 8 T R E A D S @ 1 1 " = 7 ' - 4 3'-61516/ 4' - 8 12/ ( GU A R D R A I L ) HS S 1 - 14/ X1 - 14/ X14/ 60 0 1 A 8' - 4 CME2025 5516/ BME2024 1058/ 1'-0516/ 6100A PIPE1-14/STD (WALL_RAIL ) 5516/ 2516/ C1 2 X 2 0 . 7 (CL. OF RAIL) 4' - 8 12/ 2516 / LEVEL 1 3116/ 5516/ 4' - 6 316 / UP C1 2 X 2 0 . 7 C1 2 X 2 0 . 7 C1 2 X 2 0 . 7 ( ST A I R ) ( ST A I R ) 5516/ C1 2 X 2 0 . 7 MC12X31 2516/ MC12X31 C1 2 X 2 0 . 7 AME2023 (EL.+4'-1012/) (EL.+ 0") 8 T R E A D S @ 1 1 " = 7 ' - 4 3'-858/ 2' - 2 38/ 214/ 5516/ 60 2 8 A PI P E 1 - 14/ ST D ( WA L L _ R A I L ) ( WA L L _ R A I L ) PI P E 1 - 14/ ST D 60 3 6 A 1' - 0 60 0 2 A HS S 1 - 14/ X1 - 14/ X14/ ( GU A R D R A I L ) SP L I C E SP L I C E DME2025 SPLICE SPLICE 6' - 1 0 78/ (CL. OF RAIL) 9'-2 3316/ 412/ 6' - 9 18/ 8'-81116/ 3116/ 3'-718/3316/ 618/ 1' - 2 516 / 3'-81316/ 1' - 1 1 13 16 / 3' - 6 316 / 1' - 5 18/ 6' - 1 0 78/ 6' - 0 6' - 8 4' - 6 316 / C1 2 X 2 0 . 7 6' - 0 CME2025 4' - 6 316 / DN SPLICE 8 T R E A D S @ 1 1 " = 7 ' - 4 3116/ 3'-61516/ C1 2 X 2 0 . 7 (CL. OF RAIL) MC12X31 MC12X31 MC12X31 MC12X31 UP ( ST A I R ) ( ST A I R ) BME2024 AME2023 (T.O. LANDING) 3316/ (EL.+14'-712/) (T.O. LANDING) ( ST A I R ) 8 T R E A D S @ 1 1 " = 7 ' - 4 4' - 8 12/ 214/ SP L I C E 6' - 9 18/ 3'-718/ 60 0 2 A HS S 1 - 14/ X1 - 14/ X14/ ( GU A R D R A I L ) SP L I C E 6025A PIPE1-14/STD (WALL_RAIL ) 1058/ 60 3 0 A PI P E 1 - 14/ ST D ( WA L L _ R A I L ) ( GU A R D R A I L ) HS S 1 - 14/ X1 - 14/ X14/ 60 0 3 A 60 0 4 A HS S 1 - 14/ X1 - 14/ X14/ ( GU A R D R A I L ) ( WA L L _ R A I L ) PI P E 1 - 14/ ST D 60 3 6 A DME2025 SPLICE 2516 / (CL. OF RAIL) 1' - 0 ( WA L L _ R A I L ) PI P E 1 - 14/ ST D 60 3 5 A 9'-2 5516/ 4' - 8 12/ 5516/ 3'-81316/ (EL.+9'-9 ) 5516/ 5516/8'-81116/ 3316/ 8'-81116/5516/ 412/3116/ 6' - 8 8' - 4 3' - 6 316 / 1' - 0 6' - 1 0 78/ 2516 / 1' - 5 18/ 1'-0516/ 618/ 1' - 2 12/ 6116 / 214/ 3' - 6 316 / 2516/3'-8916/2516/ 8 T R E A D S @ 1 1 " = 7 ' - 4 2' - 1 12/ 2' - 2 38/ 6' - 9 18/ 5516/ 6' - 1 0 78/ 6'-8 LE V E L 4 LE V E L 3 1-12/"ØHLS, T. O . L A N D I N G 3' - 0 4' - 1 0 12/ 6100APIPE1-14/STD(WALL_RAIL ) 2516/ 4' - 4 8 TREADS @ 11"=7'-4 611 16 / 6'-612/ B 4'-1118/512/ 1'-0 611 16 / (TYP.)ME2035 603 5 A PIP E 1 - 14/STD(WA L L _ R A I L ) 4' - 1 0 12/ LE V E L 5 T. O . L A N D I N G T. O . L A N D I N G T. O . L A N D I N G T. O . L A N D I N G SPLICE SPLICE SPLICE (TYP.) 5' - 0 LE V E L 2 3'-6316/ ME2035 (TYP.) ME2035 (TYP.) 603 6 A PIP E 1 - 14/STD(WA L L _ R A I L ) 6025APIPE1-14/STD(WALL_RAIL ) 6104APIPE1-14/STD(WALL_RAIL ) 3' - 0 603 4 A PIP E 1 - 14/STD(WA L L _ R A I L ) 6026APIPE1-14/STD(WALL_RAIL ) 603 3 A PIP E 1 - 14/STD(WA L L _ R A I L ) WO O D _ S T A I R 7116 / 12 WO O D _ S T A I R C12 X 2 0 . 7 (ST R I N G E R ) C12 X 2 0 . 7 (ST R I N G E R ) 1'-212/ A 3' - 0 7116 / 12 3' - 0 DET.9 612/ EL 2 4 ' - 6 1'-0 1'-212/ 2516/ 1'-0 6'-0 EL 1 4 ' - 7 12/ 1'-212/ 2'-238/ 8 TREADS @ 11"=7'-4 4'-81316/ 4'-6316/ 10 ' - 0 9' - 6 5' - 0 4' - 1 0 12/ 5' - 0 5' - 0 3' - 0 3' - 0 8'-47'-112/6'-1 3' - 0 EL 3 9 ' - 6 EL 3 4 ' - 6 EL 2 9 ' - 6 EL 1 9 ' - 6 EL 9 ' - 9 EL 4 ' - 1 0 12/ 3' - 0 4' - 5 516 / 612/ 3 4' - 4 EL 1 0 ' - 0 3' - 0 3' - 0 714/ 12 714/ 12 2 4' - 5 516 / 3'-81316/ 3'-81316/ 4'-81316/ 6104APIPE1-14/STD(WALL_RAIL ) T. O . L A N D I N G T. O . L A N D I N G T. O . L A N D I N G MC12X31(CHANNEL) MC12X31(CHANNEL) 6100APIPE1-14/STD(WALL_RAIL ) 6025APIPE1-14/STD(WALL_RAIL ) 6026APIPE1-14/STD(WALL_RAIL ) 3' - 0 EL 3 4 ' - 6 9' - 1 0 12/ 3' - 0 3' - 0 9'-2 758/8'-42516/ EL 2 4 ' - 6 EL 1 4 ' - 7 12/ EL 4 ' - 1 0 12/ 9' - 9 10 ' - 0 3' - 0 2'-2316/ 5'-0 (TYP.) LE V E L 6 WOOD LANDING HSS1-14/X1-14/X14/(BOTT. RAIL)(TYP.) PL12/"X12/(PICKET)(TYP.) HSS1-12/X1-12/X14/(RAIL POST)(TYP.)6009AHSS1-14/X1-14/X14/(GUARDRAIL) DET.8ME2034 312/ EL 3 9 ' - 6 3' - 7 3' - 0 2'-2316/ 4'-4716/7916/ 312/ 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s STAIR #1 RAILING LOCATION PLAN LEVEL 3 @ BLDG. D (REF.: 2/A6.04)STAIR #1 RAILING LOCATION PLAN LEVEL 4 @ BLDG. D (REF.: 2/A6.04) D1 D2 DC DB.4 DB DA DA DC D1 D2 DB.4 DB (CLEAR WIDTH) (F A C E O F W A L L ) (FACE OF WALL) (CLEAR WIDTH)(CLEAR WIDTH) (F A C E O F W A L L ) (FACE OF WALL) (CLEAR WIDTH) C23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2014 STAIR #1 RAILING LOCATION PLAN @ BLDG. D 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com IF ACCEPTABLE.DIMENSIONS AND MATERIAL SIZE PLEASE VERIFY ALL CLOUDED APPROVER: AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL 1 03/05/2024Released For ApprovalA PE 2 04/03/2024Released For Re-ApprovalB PE 3 05/22/2024Released For Re-ApprovalC PE 6' - 0 918/ 2516 / 60 3 1 A PI P E 1 - 14/ ST D ( WA L L _ R A I L ) 60 0 6 A HS S 1 - 14/ X1 - 14/ X14/ ( GU A R D R A I L ) 5516/ 3'-834/ 2' - 2 38/ 8'-4 5916/ 6' - 8 2' - 2 38/ 2516/ C1 2 X 2 0 . 7 DN WO O D ST A I R ( WA L L _ R A I L ) PI P E 1 - 14/ ST D 60 3 5 A (EL.+19'-6 ) LEVEL 3 (T.O. LANDING) CME2025 AME2023 BME2024 6116 / 5516/ 8 T R E A D S @ 1 1 " = 7 ' - 4 (EL. +24'-6 ) 4' - 8 13 16 / ST A I R ( GU A R D R A I L ) HS S 1 - 14/ X1 - 14/ X14/ 60 0 5 A 1' - 2 12/ 8' - 4 1' - 0 1' - 2 12/ UP 5116/ 8 T R E A D S @ 1 1 " = 7 ' - 4 8 T R E A D S @ 1 1 " = 7 ' - 4 SP L I C E SP L I C E SPLICE 6104A PIPE1-14/STD (WALL_RAIL ) 212/ ( WA L L _ R A I L ) PI P E 1 - 14/ ST D 60 3 4 A PIPE1-14/STDHANDRAIL SPLICE 60 0 4 A HS S 1 - 14/ X1 - 14/ X14/ ( GU A R D R A I L ) 6' - 9 18/ D ME2025 3'-8916/ 9'-2 1' - 9 12/ 2516/ (CL. OF RAIL) 2 1' - 0 11 16 / 3'-718/ 10 12/ 10 116 / 512/ 18 ' - 4 18/ 4' - 0 13 16 / 1' - 0 8'-81116/ 1058/ (CL. OF RAIL) 5' - 0 13 16 / 3116/412/3116/ 212/ 4' - 1 1 18/3' - 8 13 16 / 1'-0516/3'-61516/ 5516/ 6' - 3 58/ 2516 / 5' - 3 18/ 5' - 9 5' - 0 13 16 / 6116 / 3'-834/ 6' - 1 D ME2025 3' - 8 13 16 / 512/ 1' - 2 12/ 612/ 3'-61516/ SPLICE UP 4' - 8 13 16 / 612/ BME2024 6026A PIPE1-14/STD WALL_RAIL 8'-4 6' - 8 2' - 1 12/ (T.O. LANDING) 8 T R E A D S @ 1 1 " = 7 ' - 4 SP L I C E SP L I C E 8 T R E A D S @ 1 1 " = 7 ' - 4 DN SPLICE 60 3 2 A PI P E 1 - 14/ ST D ( WA L L _ R A I L ) 3'-8916/ 5516/ 60 3 3 A PI P E 1 - 14/ ST D ( WA L L _ R A I L ) 60 3 4 A PI P E 1 - 14/ ST D ( WA L L _ R A I L ) ( GU A R D R A I L ) HS S 1 - 14/ X1 - 14/ X14/ 60 0 7 A 60 0 8 A HS S 1 - 14/ X1 - 14/ X14/ GU A R D R A I L 60 0 6 A HS S 1 - 14/ X1 - 14/ X14/ ( GU A R D R A I L ) LEVEL 4 CME2025 AME2023 6116 / 8' - 4 4' - 1 1 18/ 6' - 0 2516/ 18 ' - 4 18/ 412/ WO O D ST A I R 1' - 0 (EL.+29'-6 ) (EL.+34'-6 ) 1' - 2 12/ 1' - 2 12/ 6' - 6 12/ 9'-2 5516/8'-81116/ 1058/ 2516/ (CL. OF RAIL)(CL. OF RAIL) 5516/5516/ 3116/3116/ 214/214/ 4' - 8 13 16 / 2516 / 1' - 0 3'-718/ 5516/ 1'-014/ 6116 / 2' - 2 38/ 2' - 2 38/ 8 T R E A D S @ 1 1 " = 7 ' - 4 4' - 1 1 18/3' - 8 13 16 / 2516 / 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s STAIR #1 RAILING LOCATION PLAN LEVEL 5 @ BLDG. D (REF.: 2/A6.04) D1 D2 DC DB.4 DB DA (F A C E O F W A L L ) (CLEAR WIDTH)(CLEAR WIDTH) (FACE OF WALL) C23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2015 STAIR #1 RAILING LOCATION PLAN @ BLDG. D 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com IF ACCEPTABLE.DIMENSIONS AND MATERIAL SIZE PLEASE VERIFY ALL CLOUDED APPROVER: AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL 1 03/05/2024Released For ApprovalA PE 2 04/03/2024Released For Re-ApprovalB PE 3 05/22/2024Released For Re-ApprovalC PE 18 ' - 4 18/ (CL. OF RAIL) (T.O. LANDING) WO O D S T A I R 60 0 8 A HS S 1 - 14/ X1 - 14/ X14/ ( GU A R D R A I L ) (CL. OF RAIL) D ME2025 3'-718/ 1' - 0 3' - 8 13 16 / 8 T R E A D S @ 1 1 " = 7 ' - 4 2516 / LEVEL 5 4' - 8 13 16 / 2516/ DN WO O D S T A I R SPLICE 8 T R E A D S @ 1 1 " = 7 ' - 4 SP L I C E 5516/ SP L I C E 6026A PIPE1-14/STD WALL_RAIL 60 3 2 A PI P E 1 - 14/ ST D ( WA L L _ R A I L ) BME2024 60 3 3 A PI P E 1 - 14/ ST D ( WA L L _ R A I L ) 60 0 7 A HS S 1 - 14/ X1 - 14/ X14/ ( GU A R D R A I L ) 5516/ AME2023 3'-61516/ CME2025 8' - 4 3' - 8 13 16 / 6' - 0 GUARDRAILHSS1-14/X1-14/X14/6009A SPLICE 214/ 6' - 1 F ME2025 312/ 1'-014/ 2516 / 1058/ 412/ 1' - 2 12/ (EL.+39'-6 ) (EL.+34'-6 ) 8'-81116/ 5' - 1 0 3'-858/ 612/ 6' - 8 1' - 2 12/ 6116 / 512/ 4' - 1 1 18/ 3116/ 2' - 2 38/ 6' - 6 12/ 4' - 8 13 16 / 9'-2 2516/8'-4 3'-834/ 5516/5516/ 4'-4716/214/ 1' - 0 3116/ 214/ 2' - 2 38/ 4' - 1 1 18/5516/ 6116 / 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s STAIR #2 RAILING LOCATION PLAN LEVEL 1 @ BLDG. D (REF.: 1/A6.05) STAIR #2 RAILING LOCATION PLAN LEVEL 3 @ BLDG. D (REF.: 2/A6.05) DM DP D8.1 D10 DP DM D8.1 D10 (F A C E O F W A L L ) (C L . O F R A I L ) LANDING (C L . O F R A I L ) (C L E A R W I D T H ) (C L E A R W I D T H ) (C L . O F R A I L ) (C L E A R W I D T H ) (C L E A R W I D T H ) LANDING LANDING (C L . O F R A I L ) C23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2016 STAIR #2 RAILING LOCATION PLAN @ BLDG. D 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL 1 03/05/2024Released For ApprovalA PE 2 04/03/2024Released For Re-ApprovalB PE 3 05/22/2024Released For Re-ApprovalC PE IF ACCEPTABLE.DIMENSIONS AND MATERIAL SIZEPLEASE VERIFY ALL CLOUDED APPROVER: 11 TREADS @ 11" =10'-1 8' - 4 (STAIR ) 6'-3 EL. = 0'-0 UP LEVEL 1 11 TREADS @ 11" = 10'-1 (STAIR ) MC 1 2 X 3 1 T.O. LANDING AME2026 BME2028 CME2029 3116 / 2516 / 3316 / (EL.+6'-1058/) 9' - 3 6047APIPE1-14/STD (WALL_RAIL ) 6102A HSS1-14/X1-14/X14/(GUARDRAIL ) (WALL_RAIL )PIPE1-14/STD 6040A (GUARDRAIL ) HSS1-14/X1-14/X14/6103A 3' - 5 58/ 4'-4 19'-3 2'-112/ 3 2'-112/ 3316 / 2'-112/ 30'-10 8 5'-44'-10 1' - 0 18/ 6116 / 6116 / 3116 / 6 3' - 5 916 / 2516 / 3' - 3 15 16 / 1' - 1 13 16 / 3' - 3 15 16 / 4'-10 5'-4 1'-212/ 51316/ (EL.+13'-914/) 3' - 5 916 / (STAIR ) 3' - 3 15 16 / DN 71316/ 11 TREADS @ 11" = 10'-1 MC 1 2 X 3 1 T.O. LANDING (STAIR ) PL12/"X12(EMBED_PLATE ) LEVEL 3 3'-11116/ BME2028 AME2026 CME2029 6047APIPE1-14/STD (WALL_RAIL ) 3' - 3 15 16 / 8' - 4 3 30'-10 3316 / (GUARDRAIL ) HSS1-14/X1-14/X14/6103A 6012A HSS1-14/X1-14/X14/(GUARDRAIL ) (WALL_RAIL )PIPE1-14/STD 6044A SPLICE SPLICE DME2029 1'-212/ 3116 / 4'-4 6116 / 4'-11116/ 1'-0 4'-11116/ 60 3 9 A PI P E 1 - 14/ ST D ( WA L L _ R A I L ) (EL.+19'-6 ) 2516/ 9 TREADS @ 11" =8'-3 1' - 1 13 16 / 9' - 3 1'-0 5'-419'-36'-3 2516/ 4'-46'-3 3'-11116/ 3 8 2516 / 1' - 0 18/ 3' - 5 58/ 2516 / 6116 / 3116 / 6 3 3316 / 6'-8 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s STAIR #2 RAILING LOCATION PLAN LEVEL 3 @ BLDG. D (REF.: 2/A6.05) STAIR #2 RAILING LOCATION PLAN LEVEL 4 @ BLDG. D (REF.: 2/A6.05) D8.1 DP DM D10 DM DP D10D8.1 (C L E A R W I D T H ) (C L . O F R A I L ) (F A C E O F W A L L ) (C L . O F R A I L ) (C L E A R W I D T H ) (C L . O F R A I L ) (C L E A R W I D T H ) (C L E A R W I D T H ) (C L . O F R A I L ) (F A C E O F W A L L ) C23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2017 STAIR #2 RAILING LOCATION PLAN @ BLDG. D 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL 1 03/05/2024Released For ApprovalA PE 2 04/03/2024Released For Re-ApprovalB PE 3 05/22/2024Released For Re-ApprovalC PE IF ACCEPTABLE.DIMENSIONS AND MATERIAL SIZESPLEASE VERIFY ALL CLOUDED APPROVER: 6125AHSS1-14/X1-14/X14/(GUARDRAIL ) 4'-3116/ 3 SPLICE 8 TREADS @ 11" =7'-4 6046A PIPE1-14/STD (WALL_RAIL ) (GUARDRAIL )HSS1-14/X1-14/X14/6013A 9' - 3 60 3 7 A PI P E 1 - 14/ ST D ( WA L L _ R A I L ) 8 TREADS @ 11" = 7'-4 (WALL_RAIL )PIPE1-14/STD 6042A SPLICE UPWOOD STAIR WOOD STAIR T.O. LANDING (EL.+19'-6 ) LEVEL 3 BME2028 AME2027 CME2029 DME2029 5'-1034/ 30'-10 3 19'-534/ 3' - 3 15 16 / 3' - 5 916 / 6 3116 / 8' - 4 5'-3116/ 1' - 1 13 16 / (EL.+24'-6 ) 2516/ 3116 / 3' - 5 58/ 5'-512/5'-1034/ 6'-838/ 8 2516 / 1'-0 1' - 0 316 / 5'-538/ 2516/ 3' - 3 15 16 / 3316 / 3316 / 2'-0 3 4'-4116/1'-0 5'-4116/ 2516 / 5'-638/ 7916/ 3316 / 6'-838/ 1'-0 LEVEL 4 SPLICE 1' - 0 316 / CME2029 5'-538/ UP DNWOOD STAIR SPLICE 8 TREADS @ 11" = 7'-4 8 TREADS @ 11" = 7'-4 6113A PIPE1-14/STD (WALL_RAIL ) 60 3 7 A PI P E 1 - 14/ ST D ( WA L L _ R A I L ) (WALL_RAIL )PIPE1-14/STD 6043A (WALL_RAIL ) PIPE1-14/STD 6042A 2516 / 1'-0 3' - 5 916 / 6125AHSS1-14/X1-14/X14/(GUARDRAIL ) T.O. LANDING 6014AHSS1-14/X1-14/X14/(GUARDRAIL ) WOOD STAIR WOOD STAIR 19'-534/ BME2028 AME2027 DME2029 3 3 1' - 1 13 16 / 3' - 3 15 16 / 5'-3116/ 3116 / 4'-3116/ 3' - 3 15 16 / (EL.+34'-6 ) (EL.+29'-6 ) 6122A HSS1-14/X1-14/X14/(GUARDRAIL ) 9' - 3 30'-10 5'-538/5'-1034/ 5'-512/5'-1034/ 2516 /8 3' - 5 58/ 3 6 3116 / 2516/ 8' - 4 4'-3116/ 3316 / 5'-512/ 1'-212/ 6'-838/8 TREADS @ 11" =7'-4 5'-3116/2516/ 7916/7916/ 2'-0 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s STAIR #2 RAILING LOCATION PLAN LEVEL 5 @ BLDG. D (REF.: 2/A6.05) STAIR #2 RAILING LOCATION PLAN LEVEL 6 @ BLDG. D (REF.: 2/A6.05) DP DM D8.1 D10 DP DM D8.1 D10 (C L . O F R A I L ) (C L . O F R A I L ) (C L E A R W I D T H ) (C L E A R W I D T H ) (F A C E O F W A L L ) (C L E A R W I D T H ) (F A C E O F W A L L ) (C L E A R W I D T H ) (C L . O F R A I L ) (C L . O F R A I L ) C23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2018 STAIR #2 RAILING LOCATION PLAN @ BLDG. D 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL IF ACCEPTABLE. DIMENSIONS AND MATERIAL SIZESPLEASE VERIFY ALL CLOUDED APPROVER: 1 03/05/2024Released For ApprovalA PE 2 04/03/2024Released For Re-ApprovalB PE 3 05/22/2024Released For Re-ApprovalC PE 8 TREADS @ 11" = 7'-4 (WALL_RAIL )PIPE1-14/STD 6041A 2516 / 2516/ (WALL_RAIL ) PIPE1-14/STD 6043A SPLICE UP 6045A PIPE1-14/STD (WALL_RAIL ) 8 TREADS @ 11" = 7'-4 60 3 7 A PI P E 1 - 14/ ST D ( WA L L _ R A I L ) 3316 / SPLICE T.O. LANDING (EL.+39'-6 ) 7916/ LEVEL 5 DN WOOD STAIR WOOD STAIR 6121AHSS1-14/X1-14/X14/(GUARDRAIL ) WOOD STAIR BME2028 AME2027 CME2029 DME2029 7916/ (GUARDRAIL )HSS1-14/X1-14/X14/6017A 8 2516/ 2'-0 5'-1034/19'-534/5'-512/ 4'-3116/ 3' - 5 58/ 2516 / 5'-1034/ 3' - 5 916 / 3' - 3 15 16 / 3' - 3 15 16 / 1'-212/ 5'-3116/ 1' - 0 316 / 6'-838/ 8' - 4 5'-538/ 5'-538/ (EL.+44'-6 ) 6014AHSS1-14/X1-14/X14/(GUARDRAIL ) 30'-10 6'-838/8 TREADS @ 11" =7'-4 5'-3116/ 1'-0 3316 / 1' - 1 13 16 / 3116 / 6 3 3116 / 1'-0 3 9' - 3 3 5'-512/ 4'-3116/ 5'-512/ SPLICE 8 6121AHSS1-14/X1-14/X14/(GUARDRAIL ) 3' - 3 15 16 / 8' - 4 SPLICE 8 TREADS @ 11" = 7'-4 8 TREADS @ 11" = 7'-4 5'-538/ 61 0 8 A PI P E 1 - 14/ ST D ( WA L L _ R A I L ) 6112A PIPE1-14/STD (WALL_RAIL ) 6020AHSS1-14/X1-14/X14/(GUARDRAIL ) (WALL_RAIL )PIPE1-14/STD 6111A (WALL_RAIL ) PIPE1-14/STD 6041A WOOD STAIR UP DN T.O. LANDING (EL.+49'-6 ) 3 2516/ LEVEL 6 BME2028 AME2027 CME2029 DME2029 (GUARDRAIL )HSS1-14/X1-14/X14/6015A 3' - 3 15 16 / 2516/ 3116 / 3116 / 2'-0 1'-212/ 5'-1034/ 8 TREADS @ 11" =7'-4 6'-838/ 6'-838/ 9' - 3 (EL.+54'-6 ) 7916/ 3' - 5 916 / 30'-10 5'-512/19'-534/5'-1034/ 5'-538/ 5'-3116/ 4'-3116/1'-0 3316 / 1' - 1 13 16 / 3316 / 2516 / 2516 / 3' - 5 58/ 1' - 0 316 /6 3 3 5'-3116/ 4'-3116/1'-0 7916/ 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s STAIR #2 RAILING LOCATION PLAN ROOF @ BLDG. D (REF.:3/A6.05) DP DM D8.1 D10 (C L . O F R A I L ) (C L E A R W I D T H ) (C L E A R W I D T H ) (F A C E O F W A L L ) (C L . O F R A I L ) C23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2019 STAIR #2 RAILING LOCATION PLAN @ BLDG. D 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL 1 03/05/2024Released For ApprovalA PE 2 04/03/2024Released For Re-ApprovalB PE 3 05/22/2024Released For Re-ApprovalC PE IF ACCEPTABLE.DIMENSIONS AND MATERIAL SIZESPLEASE VERIFY ALL CLOUDED APPROVER: 1' - 0 316 / 3 5'-512/ AME2027 19'-534/5'-512/ 3' - 5 58/(EL.59'-6 ) 2516 / 7916/ 1'-212/ 3' - 3 15 16 / 3316 / BME2028 SPLICE FME2029 5'-1034/ 1'-0 5'-538/ 6'-378/ 8 TREADS @ 11" = 7'-4 SPLICE 6112A PIPE1-14/STD (WALL_RAIL ) 6020A HSS1-14/X1-14/X14/(GUARDRAIL ) (WALL_RAIL )PIPE1-14/STD 6111A 61 0 8 A PI P E 1 - 14/ ST D ( WA L L _ R A I L ) 60 2 1 A HS S 1 - 14/ X1 - 14/ X14/ ( GU A R D R A I L ) 8 TREADS @ 11" =7'-4 DN T.O. LANDING 4'-3116/ ROOF 5'-1034/ BME2029 3 (EL.+54'-6 ) DME2029 19'-058/ 2516/ 5'-538/ 2516 / 1'-0 9' - 3 34/ 5'-3116/ 5'-3116/ 2516/ 1' - 1 13 16 / 34/ 6'-838/ 112/ 318/ (GUARDRAIL )HSS1-14/X1-14/X14/6015A 30'-10 6 4'-3116/ 3316 / 3' - 3 15 16 / 8' - 4 8 3' - 5 916 / 3116 / 3116 / 3 4' - 4 14/ 4' - 2 34/ 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s STAIR #3 RAILING LOCATION PLAN @ BLDG. D (REF.: 2/A6.06) D5D3.1 DB.4 DB (C L O F R A I L ) (CLEAR WIDTH) (C L E A R W I D T H ) IF ACCEPTABLE.DIMENSIONS AND MATERIAL SIZEPLEASE VERIFY ALL CLOUDED APPROVER: C23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2020 STAIR #3 RAILING LOCATION PLAN @ BLDG. D 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL 1 03/05/2024Released For ApprovalA PE 2 04/03/2024Released For Re-ApprovalB PE 3 05/22/2024Released For Re-ApprovalC PE 2516 / 3' - 7 14/ 3'-714/ 3'-31516/ SPLICE 6050A PIPE1-14/STD (WALL_RAIL ) STUD WALL 3' - 2 916 / B ME2030 7 T R E A D S @ 1 1 " = 6 ' - 5 3'-01516/ 4'-614/ 2516 / 9 TREADS @ 11"=8'-3 UP STAIR ST A I R L4X4X38/(ANGLE ) LEVEL 2 2'-8 W1 0 X 3 3 ( BE A M ) PL18/"X36 1516/LANDING_PLATE HSS5X5X14/(COLUMN ) MC12X31 CHANNEL LEVEL 1 EL. = 0'-0 AME2030 CME2030 DME2030 STUD WALL STUD WALL CONC. WALL (EL.+10'-0 ) T.O. LANDING 2'-112/ 2516/ (WALL_RAIL )PIPE1-14/STD 6048A 1' - 2 12/ 2516 / 60 5 1 A PI P E 1 - 14/ ST D ( WA L L _ R A I L ) ( WA L L _ R A I L ) PI P E 1 - 14/ ST D 60 4 9 A 2'-112/ CL. OF RAIL 1'-0 (EL.+5'-612/) 6' - 8 5' - 0 14/ 1' - 5 3' - 0 15 16 / 3' - 6 58/ 7'-1034/ 2516/4'-31516/ 18'-0 2516/3'-258/ 1' - 2 12/ 1' - 8 58/ 3' - 4 516 / 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s STAIR #4 RAILING LOCATION PLAN @ BLDG. D (REF.: 6/A6.06) DC D12 DB.4 DB (CLEAR WIDTH) C23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2021 STAIR #4 RAILING LOCATION PLAN @ BLDG. D 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com IF ACCEPTABLE.DIMENSIONS AND MATERIAL SIZEPLEASE VERIFY ALL CLOUDED APPROVER: AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL 1 03/05/2024Released For ApprovalA PE 2 04/03/2024Released For Re-ApprovalB PE 3 05/22/2024Released For Re-ApprovalC PE LEVEL 2 ( WA L L _ R A I L ) PI P E 1 - 14/ ST D 60 5 3 A C1 2 X 2 0 . 7 (S T R I N G E R ) UP C1 2 X 2 0 . 7 (S T R I N G E R ) AME2031 (EL. 1'-434/) AME2031 ( ST A I R ) 60 5 2 A PI P E 1 - 14/ ST D ( WA L L _ R A I L ) STUD WALL CONC. WALL 1 3'-914/ (O.H.) (EL.10'-0 ) 6' - 8 8' - 4 2'-111316/ 1 7 T R E A D S @ 1 1 = 1 5 ' - 7 6 15 ' - 0 1' - 2 12/ 1' - 2 12/ 2' - 1 12/ 2' - 1 12/ 258/3'-658/ 278/3'-1716/2516/ 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s STAIR #5 RAILING LOCATION PLAN @ BLDG. D (REF.: 9&10/A6.06)A -A D11 DB D11.5 DA (C L E A R W I D T H ) (F A C E O F W A L L ) (C L E A R W I D T H ) C23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2022 STAIR #5 RAILING LOCATION PLAN @ BLDG. D 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL IF ACCEPTABLE.DIMENSIONS AND MATERIAL SIZEPLEASE VERIFY ALL CLOUDED APPROVER: 1 03/05/2024Released For ApprovalA PE 2 04/03/2024Released For Re-ApprovalB PE 3 05/22/2024Released For Re-ApprovalC PE 3116 / 11 14/ 1' - 0 15 16 / 4'-6716/ 12'-0 WOOD STAIR 2516/ 1'-212/ LEVEL 5 PIPE1-14/STD (HANDRAIL ) 60 2 4 A HS S 1 - 14/ X1 - 14/ X14/ ( GU A R D R A I L ) 7 TREADS @11"=6'-5 60 5 5 A PI P E 1 - 14/ ST D ( WA L L _ R A I L ) WOOD STAIR 6056A PIPE1-14/STD (WALL_RAIL ) 558/A ME2032 BME2033 C ME2033 SPLICE SPLICE UP 5'-878/ PIPE1-14/STD (HANDRAIL ) 3' - 3 58/ STUD WALL DME2032 LEVEL 6 6054A PIPE1-14/STD (WALL_RAIL ) 6023AHSS1-14/X1-14/X14/(GUARDRAIL ) 6022AHSS1-14/X1-14/X14/(GUARDRAIL ) STUD WALL 2516 / 2'-112/ 412/ 3' - 5 516 / EL.49'-6 CL O F R A I L 3116 / 318/ EL.43'-1138/ T.O. LANDING EL.39'-6 518/ 2' - 2 12/ 6' - 0 4'-5716/ 3316 / 8' - 2 12/ CL O F R A I L 2 9 TREADS @ 11"=8'-34'-918/ 5'-618/ 1'-0 2516/5'-5716/ 5'-734/ 3' - 3 58/ 1'-018/ 1'-03'-6716/ 4'-834/ 558/ 2516 / 3' - 5 516 / 8916/ 7916/ 1'-7916/ m63331118/ 6'-5 4 -916/"Ø HLS, 3 -18/"Ø HLS, 2 -916/"Ø HLS, 4 -916/"Ø HLS, 4 -916/"Ø HLS, 2 -916/"Ø HLS, WOOD_FINMA6-2 6055A WALL_RAIL 6022A GUARDRAIL 6023A GUARDR A I L 1000000018Du STAIR_Du 100 0 0 0 0 0 1 9 D u STA I R _ D u 5'-618/ 4 -916/"Ø HLS, 2 -916/"Ø HLS,2 -916/"Ø HLS, 4 -916/"Ø HLS, 4 -916/"Ø HLS, MA6-2 4'-834/ 6024A GUARDRAIL WOOD_FIN 2 -1316/"Ø HLS, p8062 3'-84'-718/ 8 TREADS @11"=11 5'-6 3716/ 8'-3 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s ELEVATIONAME2013ME2014ME2015 ELEVATIONAME2013ME2014ME2015 DB DB.4 DCDA DCDB.4DBDA CLR. CLR. CLR. (FACE OF WALL) N O S I N G L I N E CLR. CLR. CLR. T Y P . CLR. (FACE OF WALL) CLR. CLR. C23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2023 STAIR #1 RAILING ELEVATION @ BLDG. D 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL 1 03/05/2024Released For ApprovalA PE 2 04/03/2024Released For Re-ApprovalB PE 3 05/22/2024Released For Re-ApprovalC PE IF ACCEPTABLE.DIMENSIONS AND MATERIAL SIZE PLEASE VERIFY ALL CLOUDED APPROVER: LE V E L 1 6'-0 LE V E L 3 ME2034 (O.H.) 4'-6316/ HSS1-12/X1-12/X14/(RAIL_POST)(TYP.) 4' - 1 0 12/ 4' - 4 4' - 4 C12X20.7(STRINGER) 7116 / 12 1038/ 112/ W.P. 6'-8 3' - 7 3' - 0 (T Y P . ) 7116 / 12 3' - 7 9' - 9 612/ W.P. 112/ ME2034 (O.H.) ME2034 (TYP.) 3' - 0 4' - 4 LE V E L 2 918/ EL 1 9 ' - 6 334/ 512/ 612/ W.P. 2516/ PL12/"X12/(PICKET)(TYP.) 3' - 0 3' - 0 T. O . L A N D I N G T. O . L A N D I N G C12X20.7 STAIR C12X20.7 STAIR DET.6 C12X20.7(STRINGER) 6001AHSS1- 14/X1-14/X14/ (GUARDRAIL ) PIPE1-14/STD(HANDRAIL )(TYP.) 600 2 A HSS 1 - 14/X1-14/X14/(GUA R D R A I L ) 6003AHSS1- 14/X1-14/X14/ (GUARDRAIL ) 600 4 A HSS 1 - 14/X1-14/X14/(GUA R D R A I L ) DET.3 DET.1 6025APIPE1-14/STD(WALL_RAIL ) 6100APIPE1-14/STD(WALL_RAIL ) W.P. W.P. W.P. W.P. 3' - 7 W.P. 612/ 1'-01116/ EL 1 0 ' - 0 4' - 1 0 12/ T. O . L A N D I N G 912/ 3' - 7 6116/ EL 1 4 ' - 7 12/ 112/ 18'-418/2'-238/ 4'-812/ 3' - 0 334/ 6116/ 618/ 4' - 4 612/ EL 4 ' - 1 0 12/ EL 0 3' - 0 112/ 4' - 1 0 12/ 7 3' - 0 3' - 7 3' - 0 3' - 7 3 1'-111316/ 3' - 7 9' - 9 EL 9 ' - 9 334/ 8 TREADS @ 11"=7'-4 8 THREADS @ 11" = 7'-4 4' - 1 0 12/ 8'-4 7116 / 12 7116 / 12 3' - 7 3' - 0 3 3' - 0 3' - 0 2 112/ PL12/"X12/(PICKET)(TYP.)W.P. 3' - 7 6116/ W.P. 3' - 0 LE V E L 4 714/ 12 W.P. 4'-1118/ 334/ 8 TREADS @ 11"=7'-4 WOOD_STAIR LE V E L 3 EL 1 9 ' - 6 3' - 7 611 16 / 3' - 0 EL 2 9 ' - 6 212/ 714/ 12 3' - 0 112/ WOOD_STAIR 3' - 7 3' - 0 DET.4 5' - 0 6026APIPE1-14/STD(WALL_RAIL ) 611 16 / 6006AHSS1-14/X1-14/X14/(GUARDRAIL ) EL 3 9 ' - 6 334/ 112/ 34/ T. O . L A N D I N G T. O . L A N D I N G LE V E L 5 WOOD_STAIR 6005AHSS1- 14/X1-14/X14/ (GUARDRAIL ) HSS1-12/X1-12/X14/(RAIL_POST)(TYP.) PIPE1-14/STD(HANDRAIL ) 6007AHSS1-14/X1-14/X14/(GUARDRAIL ) 600 8 A HSS 1 - 14/X1-14/X14/(GU A R D R A I L ) 3' - 0 DET.3ME2034 (O.H.) ME2034 (O.H.) DET.4 1'-212/ ME2034 DET.5ME2034 (O.H.) 112/ 6104APIPE1-14/STD(WALL_RAIL ) 3' - 7 6'-8 512/ W.P. W.P. W.P. W.P. 8 TREADS @ 11"=7'-4 1012/ 5' - 0 5' - 0 5' - 0 4' - 5 516 / 611 16 / 4' - 5 516 / 611 16 / 3' - 7 6116/ 3' - 0 6116/ 6'-212/ 8'-46'-0 6116/ 6'-1 5'-318/ 334/ 334/ 334/ 2516/4'-81316/ 18'-418/2'-238/ 112/ 612/ 6116/ 714/ 12 3' - 0 4' - 5 516 / EL 3 4 ' - 6 EL 2 4 ' - 6 3' - 7 714/ 12 4' - 5 516 / 3' - 0 3' - 7 3' - 0 112/ 3' - 0 3' - 7 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s ELEVATIONBME2013ME2014ME2015 DBDCDB.4 DA C23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2024 STAIR #1 RAILING ELEVATION @ BLDG. D 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL 1 03/05/2024Released For ApprovalA PE 2 04/03/2024Released For Re-ApprovalB PE 3 05/22/2024Released For Re-ApprovalC PE IF ACCEPTABLE. DIMENSIONS AND MATERIAL SIZEPLEASE VERIFY ALL CLOUDED APPROVER: 918/ 2516/ SPLICE C12 X 2 0 . 7 (ST R I N G E R ) 603 2 A PIP E 1 - 14/STD(WA L L _ R A I L ) W.P. EL 2 9 ' - 6 SPLICE 7116 / 12 6'-212/ EL 1 4 ' - 7 12/ 4' - 4 LE V E L 3 4'-81316/ 8 TREADS @ 11"=7'-4 3'-6316/ 5' - 0 4' - 5 516 / T. O . L A N D I N G 1012/ W.P. 1'-0 212/ W.P. C12X20.7 (STRINGER) 1'-0 2'-112/ 5' - 0 7116 / 12 C12X20.7 (STRINGER) SPLICE LE V E L 4 602 8 A PIP E 1 - 14/STD(WA L L _ R A I L ) 3' - 0 4' - 1 0 12/ 3'-81316/ 6'-918/ 8'-4 3' - 0 DET.9 1'-212/ T. O . L A N D I N G LE V E L 1 3' - 0 LE V E L 2 T. O . L A N D I N G 3' - 0 T. O . L A N D I N G SPLICE C12X20.7 (STRINGER) C12 X 2 0 . 7 (ST R I N G E R ) WO O D _ S T A I R WO O D _ S T A I R 603 1 A PIP E 1 - 14/STD(WA L L _ R A I L ) 603 0 A PIP E 1 - 14/STD(WA L L _ R A I L ) 6026APIPE1-14/STD(WALL_RAIL ) 6104APIPE1-14/STD(WALL_RAIL ) 6025APIPE1-14/STD(WALL_RAIL ) 6100APIPE1-14/STD(WALL_RAIL ) 6'-8 (TYP.)ME2035 4'-6316/ 2'-112/ 918/ 4' - 4 4' - 1 0 12/ B ME2035 (TYP.) 3'-6316/ W.P. 10 ' - 0 EL 2 4 ' - 6 9' - 9 4'-6316/ 611 16 / W.P. W.P. W.P. W.P. 5'-01316/2516/ 6'-612/ EL 1 9 ' - 6 8 TREADS @ 11"=7'-4 611 16 / 1'-912/ 612/ 3' - 0 3' - 0 3' - 0 7'-112/ 3' - 0 6'-0 3' - 0 EL 3 4 ' - 6 EL 9 ' - 9 EL 4 ' - 1 0 12/ EL 0 4'-1118/2'-238/ 2516/ 7'-512/ 4'-01316/ 612/ 2'-112/ 714/ 12 2516/ 1'-518/ 714/ 12 3' - 0 5' - 0 4' - 1 0 12/ 4' - 1 0 12/ 9' - 9 612/ 4' - 5 516 / 8 TREADS @ 11"=7'-44'-812/ 3' - 0 3' - 0 1'-0 1'-0 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s ELEVATIONCME2013ME2014ME2015 ELEVATIONDME2013ME2014ME2015 E L E V A T I O NFME2015 DB.4 DCDBDA D2 D1 D1 LINENOSING MAX. C23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2025 STAIR #1 RAILING ELEVATION @ BLDG. D 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL 1 03/05/2024Released For ApprovalA PE 2 04/03/2024Released For Re-ApprovalB PE 3 05/22/2024Released For Re-ApprovalC PE T. O . L A N D I N G IF ACCEPTABLE.DIMENSIONS AND MATERIAL SIZEPLEASE VERIFY ALL CLOUDED APPROVER: T. O . L A N D I N G 3' - 0 6'-1 603 6 A PIP E 1 - 14/STD(WA L L _ R A I L ) EL 4 ' - 1 0 12/ 611 16 / 2516/ 4'-1118/ 3' - 0 6'-8 3' - 0 603 5 A PIP E 1 - 14/STD(WA L L _ R A I L ) T. O . L A N D I N G ME2035 (TYP.) 8'-4 4' - 5 516 / 3' - 0 3' - 0 4' - 1 0 12/ 4' - 5 516 / SPLICE SPLICE SPLICE 1'-0 C12 X 2 0 . 7 (ST R I N G E R ) T. O . L A N D I N G T. O . L A N D I N G T. O . L A N D I N G LE V E L 3 LE V E L 4 LE V E L 5 611 16 / C12 X 2 0 . 7 (ST R I N G E R ) WO O D _ S T A I R WO O D _ S T A I R 6025APIPE1-14/STD(WALL_RAIL ) 603 3 A PIP E 1 - 14/STD(WA L L _ R A I L ) 6026APIPE1-14/STD(WALL_RAIL ) 603 4 A PIP E 1 - 14/STD(WA L L _ R A I L ) 714/ 12 512/ 6104APIPE1-14/STD(WALL_RAIL ) 6100APIPE1-14/STD(WALL_RAIL ) 5' - 0 7116 / 12 B ME2035 (TYP.) DET.9 1'-212/ (TYP.)ME2035 8 TREADS @ 11"=7'-4 6'-612/ 4' - 4 EL 2 4 ' - 6 6'-0 1 -12/"Ø HLS, 2 3'-6316/ LE V E L 2 (TYP.) 2516/ 1'-212/ 1'-0 A 5' - 0 1'-212/ 1'-212/ 3' - 0 3' - 0 3' - 0 3' - 0 7116 / 12 3' - 0 8 TREADS @ 11"=7'-4 EL 1 0 ' - 0 7'-112/ 2516/4'-81316/ 3'-81316/ 4'-81316/ 1'-0 10 ' - 0 3'-81316/ 714/ 12 EL 9 ' - 9 9' - 6 5' - 0 3' - 0 5' - 0 4' - 1 0 12/ 4' - 1 0 12/ 3 612/ 4' - 4 612/ 1'-212/ 3' - 0 2'-238/ 4'-6316/ EL 3 9 ' - 6 EL 3 4 ' - 6 EL 2 9 ' - 6 EL 1 9 ' - 6 EL 1 4 ' - 7 12/ EL 3 4 ' - 6 9' - 1 0 12/ 6104APIPE1-14/STD (WALL_RAIL ) 6026APIPE1-14/STD (WALL_RAIL ) 6025APIPE1-14/STD (WALL_RAIL ) 6100APIPE1-14/STD (WALL_RAIL ) MC12X31 (CHANNEL ) MC12X31 (CHANNEL ) T. O . L A N D I N G T. O . L A N D I N G T. O . L A N D I N G 9'-2 8'-4 LE V E L 4 3' - 0 3' - 0 758/2516/ EL 2 4 ' - 6 EL 1 4 ' - 7 12/ EL 4 ' - 1 0 12/ 10 ' - 0 9' - 9 3' - 0 3' - 0 (TYP.) 6009AHSS1-14/X1-14/X14/(GUARDRAIL ) HSS1-12/X1-12/X14/(RAIL POST)(TYP.) PL12/"X12/(PICKET)(TYP.) HSS1-14/X1-14/X14/(BOTT. RAIL)(TYP.) WOOD LANDING LE V E L 6 DET.8ME2034 EL 3 9 ' - 6 312/ 312/ 5'-0 7916/4'-4716/ 2'-2316/2'-2316/ 3' - 0 3' - 7 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s ELEVATIONME2016A D8.1 D10 N O S I N G L I N E (T Y P . ) CLR. CLR. CLR. AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL C23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2026 STAIR #2 RAILING ELEVATION @ BLDG. D 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com 1 03/05/2024Released For ApprovalA PE 2 04/03/2024Released For Re-ApprovalB PE 3 05/22/2024Released For Re-ApprovalC PE IF ACCEPTABLE.DIMENSIONS AND MATERIAL SIZE PLEASE VERIFY ALL CLOUDED APPROVER: 7 2516/ MC12X31 3' - 7 W.P MC12X31 412/ L4X4X38/ PIPE1-14/STD(HANDRAIL ) 3' - 0 7 3' - 0 C12X20.7 (O.H.) (TYP.) 6102AHSS1- 14/X1-14/X14/(GUARDRAIL ) 13 ' - 9 14/ 678/ 4'-10 LE V E L 3 T. O . L A N D I N G T. O . L A N D I N G 3 LE V E L 1 W.P DET.2 ME2034 W.P W.P W.P W.P C12 X 2 0 . 7 C12X20.7 2 L4X4X38/ MC12X31 MC12X31 PL18/"X34 18/LANDING_PLATE PL18/"X34 18/LANDING_PLATE DET.1ME2034 DET.3 ME2034 3'- 0 614/ 51116/ 11 R I S E R S @ 6 78/ (+ 18/ )= 6 ' - 3 34/ DET.6ME2034 610 3 A HSS 1 - 14/X1-14/X14/(GUA R D R A I L ) (O.H.) 5'-4 WO O D S T A I R 7 2'-112/ 6012AHSS1- 14/X1-14/X14/ (GUARDRAIL ) 6039APIPE1-14/STD(WALL_RAIL ) HSS1-12/X1-12/X14/(RAIL_POST)(TYP.) 3116/ 112/ (TYP.) 3'- 7 51316/ 5' - 8 34/ 712/ 12 6' - 1 0 58/ EL 6 ' - 1 0 58/ 3'- 7 9 TREADS @ 11" = 8'-3 7 3' - 0 9 R I S E R S @ 6 78/ =5 ' - 1 78/ 7 3' - 0 30'-10 712/ 12 6'-612/ 5'-512/19'-112/6'-3 678/ 6' - 1 0 58/ 11 TREADS @ 11" = 10'-14'-4 19'-3 EL 1 9 ' - 6 EL 1 3 ' - 9 14/ EL 0 678/ 11 R I S E R S @ 6 78/ (+ 18/ )= 6 ' - 3 34/ 4'-4 712/ 12 61316/ 312/ 112/ 338/ 3'- 7 3' - 7 3' - 7 3' - 0 3'- 0 3'- 0 7 4'-11116/ 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s ELEVATIONA D8.1 D10 CLR. CLR. CLR. CLR. CLR. CLR. CLR. CLR. CLR. C23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2027 STAIR #2 RAILING ELEVATION @ BLDG. D 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com ME2017, ME2018, ME2019 AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL 1 03/05/2024Released For ApprovalA PE 2 04/03/2024Released For Re-ApprovalB PE 3 05/22/2024Released For Re-ApprovalC PE DIMENSIONS IF ACCEPTABLE.PLEASE VERIFY ALL CLOUDED APPROVER: 514/ 4'- 5 516 / 112/ 7916/ (O.H.)(TYP.) ME2034 3' - 0 611 16 / 6037APIPE1-14/STD(WALL_RAIL ) 7916/ DET.4 STAIRWOOD STAIRWOOD 3' - 0 8 R I S E R S @ 6 11 16 / (- 316 / )= W.P T. O . L A N D I N G 3' - 7 4' - 5 516 / 6014AHSS1- 14/X1-14/X14/ (GUARDRAIL ) 514/ DET.7 112/ 7916/ T. O . L A N D I N G 3' - 0 601 5 A HSS 1 - 14/X1-14/X14/(GUA R D R A I L ) LE V E L 3 ME2034 (TYP.) STA I R WO O D 7916/ 5' - 0 30'-10 3' - 0 EL 5 9 ' - 6 T. O . L A N D I N G EL 5 4 ' - 6 LE V E L 4 W.P T. O . L A N D I N G LE V E L 5 LE V E L 6 RO O F 5' - 0 W.P W.P W.P W.P 6020AHSS1- 14/X1-14/X14/ (GUARDRAIL ) 3' - 0 4'- 5 516 / W.P W.P 3' - 7 W.P W.P DET.4 W.P 714/ 12 W.P W.P 6037APIPE1-14/STD(WALL_RAIL ) STA I R WO O D 6125AHSS1- 14/X1-14/X14/ (GUARDRAIL ) 601 3 A HSS 1 - 14/X1-14/X14/(GUA R D R A I L ) STAIRWOOD WO O D S T A I R STAIRWOOD 6108APIPE1-14/STD(WALL_RAIL ) 6037APIPE1-14/STD(WALL_RAIL ) HSS1- 14/X1-14/X14/ (GUARDRAIL ) 601 7 A HSS 1 - 14/X1-14/X14/(GUA R D R A I L )112/ 112/ WO O D S T A I R 8 TREADS @ 11"=7'-4 10 ' - 0 3'- 7 DET.3ME2034 (SIM.) (O.H.)ME2034 (TYP.) 3' - 7 714/ 12 EL 2 4 ' - 6 5'-512/ 514/ 611 16 / 3' - 7 611 16 / 10 ' - 0 3' - 7 2516/ EL 4 4 ' - 6 7 514/8 R I S E R S @ 6 11 16 / (- 316 / )= 8 R I S E R S @ 6 11 16 / (- 316 / )= 714/ 12 4'- 5 516 / 7 612 2 A HSS 1 - 14/X1-14/X14/(GUA R D R A I L ) 4'- 5 516 / 5' - 0 3' - 0 3' - 7 5' - 0 7916/ 112/ 3' - 0 3' - 7 5'-538/ EL 2 9 ' - 6 10 ' - 0 611 16 / 3' - 7 3' - 0 714/ 12 7916/ 6121AHSS1- 14/X1-14/X14/ (GUARDRAIL ) 3' - 0 W.P W.P W.P 8 R I S E R S @ 6 11 16 / (- 316 / )= 8 R I S E R S @ 6 11 16 / (- 316 / )= 514/ 8 R I S E R S @ 6 11 16 / (- 316 / )= 8 R I S E R S @ 6 11 16 / (- 316 / )= 8 R I S E R S @ 6 11 16 / (- 316 / )= 714/ 12 3' - 7 714/ 12 7 EL 3 9 ' - 6 3' - 7 7 7 3' - 0 7 3' - 7 7 3'- 0 19'-534/5'-1034/ 714/ 12 6'-838/ 3' - 7 7916/ 538/ 112/ 538/ 3' - 7 7916/ 3' - 7 7 7 3' - 0 514/ 7 3' - 0 112/ 112/ 7916/ 112/ 3' - 7 7 7 3' - 0 EL 4 9 ' - 6 EL 3 4 ' - 6 EL 1 9 ' - 6 5' - 0 5' - 0 5' - 0 5' - 0 10 ' - 0 4'- 5 516 / 611 16 / 4'- 5 516 / 611 16 / 4'- 5 516 / 611 16 / 611 16 / 7 3' - 0 5'-3116/ 3' - 0 3' - 0 3' - 0 3' - 0 514/ 714/ 12 7 3'- 0 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s ELEVATIONB D10D8.1 LINENOSING (LANDING)(LANDING) ME2016, ME2017, ME2018, ME2019 C23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2028 STAIR #2 RAILING ELEVATION @ BLDG. D 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL 1 03/05/2024Released For ApprovalA PE 2 04/03/2024Released For Re-ApprovalB PE 3 05/22/2024Released For Re-ApprovalC PE MATERIAL SIZES IF ACCEPTABLE. PLEASE VERIFY ALL CLOUDED APPROVER: SPLICE C12X20.7 W.P 2516/ T. O L A N D I N G C12 X 2 0 . 7 2516/ EL 4 4 ' - 6 6'-838/ 3' - 0 C12X20.7 WO O D S T A I R 611 16 / A LE V E L 1 MC12X31 EL 1 9 ' - 6 5'-538/ 3'- 0 MC12X31 T. O L A N D I N G T. O L A N D I N G 10 ' - 0 3' - 0 4' - 5 516 / W.P MC12X31 MC12X31 611 3 A PIP E 1 - 14/STD(WA L L _ R A I L ) 2'-0 5'-4 2'-0 19'-534/ 6037APIPE1-14/STD(WALL_RAIL ) 611 16 / EL 0 W.P LE V E L 3 LE V E L 4 LE V E L 5 LE V E L 6 T. O L A N D I N G T. O L A N D I N G T. O L A N D I N G 3'-11116/ SPLICE 6039APIPE1-14/STD(WALL_RAIL )604 7 APIP E 1 - 14/STD(WA L L _ R A I L ) 604 6 A PIP E 1 - 14/STD(WA L L _ R A I L ) 604 5 A PIP E 1 - 14/STD(WA L L _ R A I L ) 5'- 0 611 2 A PIP E 1 - 14/STD(WA L L _ R A I L ) 6037APIPE1-14/STD(WALL_RAIL ) 6037APIPE1-14/STD(WALL_RAIL ) 6108APIPE1-14/STD(WALL_RAIL ) B WO O D S T A I R WO O D S T A I R WO O D S T A I R W.P 4' - 5 516 / 6'-3 W.P W.P EL 4 9 ' - 6 W.P 714/ 12 W.P W.P W.P 5' - 0 (TYP.)ME2035 678/ 4'- 5 516 / 3' - 0 3' - 0 3'- 0 3' - 0 5' - 0 3' - 0 3'- 0 3'- 0 (TYP.)ME2035 (TYP.)ME2035 DET.9 EL 3 4 ' - 6 EL 2 9 ' - 6 1'-0 10 ' - 0 2'-0 11 R I S E R S @ 6 78/ (+ 18/ )= 6 ' - 3 34/ 5' - 0 3' - 0 3' - 0 6'- 1 0 58/ 3'- 0 EL 6 ' - 1 0 58/ @ 6 11 16 / (- 316 / )= 8 R I S E R S @ 6 11 16 / (- 316 / )= 8 R I S E R S @ 6 11 16 / (- 316 / )= 8 R I S E R S @ 6 11 16 / (- 316 / )= 8 R I S E R S 3' - 0 714/ 12 5'-1034/ EL 2 4 ' - 6 2 3' - 0 30'-10 5'-512/ 2'-112/ 19'-3 EL 5 4 ' - 6 EL 3 9 ' - 6 EL 1 3 ' - 9 14/ 611 16 / 611 16 / 4' - 5 516 / 11 TREADS @ 11"=10'-14'-4 4'-10 8 TREADS @ 11"=7'-4 712/ 12 4'-3116/ 5'-3116/ 2'-0 714/ 12 1'-0 4'-11116/ 714/ 12 5'- 0 5' - 0 5'- 0 5' - 8 34/ 6' - 1 0 58/ 10 ' - 0 10 ' - 8 34/ 13 ' - 9 14/ 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s ELEVATIONC ELEVATIOND ELEVATIONME2019F D8.1D10 DP DM DM LANDING LINENOSING LINENOSING CL OF RAILS MAX. 1 03/05/2024Released For ApprovalA PE 2 04/03/2024Released For Re-ApprovalB PE 3 05/22/2024Released For Re-ApprovalC PE ME2016, ME2017, ME2018, ME2019 C23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2029 STAIR #2 RAILING ELEVATION @ BLDG. D 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com ME2016, ME2017, ME2018, ME2019 AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL IF ACCEPTABLE. DIMENSIONS AND MATERIAL SIZEPLEASE VERIFY ALL CLOUDED APPROVER: LE V E L 4 5'-1034/ 4'-4 EL 1 3 ' - 9 14/ 3'- 0 4'- 5 516 / 3'-11116/ 611 16 / 5' - 0 LE V E L 3 LE V E L 1 11 TREADS @ 11"=10'-1 4'-4 W.P 3'- 0 @ 6 11 16 / (- 316 / )= 8 R I S E R S 8 TREADS @ 11"=7'-4 W.P EL 4 4 ' - 6 C12X20.7 678/ 2516/ 3'- 0 3' - 0 WO O D S T A I R 10 ' - 0 EL 3 4 ' - 6 3' - 0 (TYP.)ME2035 @ 6 11 16 / (- 316 / )= 8 R I S E R S 4' - 5 516 / 6108APIPE1-14/STD(WALL_RAIL ) 604 4 A PIP E 1 - 14/STD(WA L L _ R A I L ) 5'-538/611 1 A PIP E 1 - 14/STD(WA L L _ R A I L ) C12 X 2 0 . 7 C12 X 2 0 . 7 C12X20.7 MC12X31 13 ' - 9 14/ MC12X31 MC12X31 712/ 12 604 3 A PIP E 1 - 14/STD(WA L L _ R A I L ) MC12X31 1'-0 W.P W.P T. O L A N D I N G T. O L A N D I N G 5' - 8 34/ W.P T. O L A N D I N G LE V E L 6 T. O L A N D I N G LE V E L 5 T. O L A N D I N G T. O L A N D I N G RO O F SPLICE SPLICE W.P W.P 3' - 0 10 ' - 0 W.P 3' - 0 11 R I S E R S @ 6 78/ (+ 18/ )= 6 ' - 3 34/ W.P W.P 2516/ W.P 611 16 / 30'-10 604 0 A PIP E 1 - 14/STD(WA L L _ R A I L ) 604 2 A PIP E 1 - 14/STD(WA L L _ R A I L ) 604 1 A PIP E 1 - 14/STD(WA L L _ R A I L ) WO O D S T A I R 3'- 0 WO O D S T A I R WO O D S T A I R 6037APIPE1-14/STD(WALL_RAIL ) 6037APIPE1-14/STD(WALL_RAIL ) 6037APIPE1-14/STD(WALL_RAIL ) 6039APIPE1-14/STD(WALL_RAIL ) @ 6 11 16 / (- 316 / )= 8 R I S E R S 5' - 0 6'-838/ 611 16 / 5' - 0 10 ' - 8 34/ (TYP.)ME2035 A (TYP.)ME2035 B DET.9 6' - 1 0 58/ 4'-11116/ EL 5 4 ' - 6 10 ' - 0 EL 2 4 ' - 6 EL 1 9 ' - 6 3' - 0 @ 6 11 16 / (- 316 / )= 8 R I S E R S 3' - 0 9 TREADS @ 11"=8'-3 4'-3116/ 678/ 5' - 0 6'-3 1'-212/ 1'-212/ 3' - 0 3'- 0 4'-10 3' - 0 2'-112/ 3' - 0 3' - 0 3' - 0 5'- 0 19'-534/5'-512/ 1'-212/ 1'-212/ EL 5 9 ' - 6 EL 4 9 ' - 6 EL 3 9 ' - 6 EL 2 9 ' - 6 EL 6 ' - 1 0 58/ EL 0 9 R I S E R S @ 6 78/ =5 ' - 1 78/ 6'-3 611 16 / 1'-212/ 4' - 5 516 / 4' - 5 516 / 5' - 0 5' - 0 5'- 0 6'- 1 0 58/ 3' - 0 19'-35'-4 6'-612/ 1'-212/ 3' - 0 1'-0 5'-3116/ 714/ 12 714/ 12 2 712/ 12 2 714/ 12 714/ 12 3' - 0 T. O . L A N D I N G T. O . L A N D I N G T. O . L A N D I N G T. O . L A N D I N G 6039APIPE1-14/STD (WALL_RAIL ) 6037APIPE1-14/STD (WALL_RAIL ) 6037APIPE1-14/STD (WALL_RAIL ) 6037APIPE1-14/STD (WALL_RAIL ) 6108APIPE1-14/STD (WALL_RAIL ) EL 4 4 ' - 6 MC12X31 (CHANNEL ) 10 ' - 8 34/ 10 ' - 0 T. O . L A N D I N G 10 ' - 0 10 ' - 0 9'-3 3' - 0 3' - 0 3' - 0 38'-48 3' - 0 EL 5 4 ' - 6 EL 3 4 ' - 6 EL 2 4 ' - 6 7'-11516/2516/2516/ PL12/"X12/(PICKET)(TYP.) WOOD LANDING DET.8ME2034 (TYP.) RO O F 214/ HSS1-12/X1-12/X14/(RAIL_POST)(TYP.)6021AHSS1-14/X1-14/X14/(GUARDRAIL ) HSS1-14/X1-14/X14/(TYP.) PIPE1-14/STD(HANDRAIL ) EL 5 9 ' - 6 312/ 4'-8 4'-234/ 34'-5 3'- 7 312/ 7 3'- 0 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s ELEVATIONAME2020 ELEVATIONBME2020 ELEVATIONCME2020 ELEVATIONDME2020 D3.1 D5 D3.1D5 DB.4 DB DB.4DB N O S I N G LI N E CL. OF RAIL C23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2030 STAIR #3 RAILING ELEVATION @ BLDG. D 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL 1 03/05/2024Released For ApprovalA PE 2 04/03/2024Released For Re-ApprovalB PE 3 05/22/2024Released For Re-ApprovalC PE IF ACCEPTABLE.DIMENSIONS AND MATERIAL SIZEPLEASE VERIFY ALL CLOUDED APPROVER: 3' - 0 STUD WALL MC12X31CHANNEL EL 5 ' - 6 12/ PL18/"X36 1516/LANDING_PLATE B 7'-1034/ 6050A PIPE1- 14/STD(WALL_RAIL ) 2516/ C12X20.7 STAIR T. O . L A N D I N G C6X13 LE V E L 1 W.P. W.P. 9 TREADS @ 11'' = 8'-3 60 5 1 A PI P E 1 - 14/ ST D ( WA L L _ R A I L ) 60 4 9 A PI P E 1 - 14/ ST D ( WA L L _ R A I L ) 1'-1516/ 3'- 0 CONC. WALL EL 0 (TYP.)ME2035 714/ 12 3' - 0 2516/ 2'-818'-0 4'- 1 1 78/ 658/ 2'-112/ 2 4'-614/ 3'-714/ 3'-258/ 9 TREADS @ 11'' = 8'-3 SPLICE 2'-112/ 3'-31516/ C12X20.7 (STRINGER) 604 8 A PIP E 1 - 14/STD(WA L L _ R A I L ) C12 X 2 0 . 7 STA I R MC12X31CHANNEL T. O . L A N D I N G LE V E L 1 W.P. W.P. PL18/"X36 1516/LANDING_PLATE 5' - 6 12/ 6049APIPE1-14/STD(WALL_RAIL ) STUD WALL B (TYP.)ME2035 658/ DET.9ME2035 EL 5 ' - 6 12/ 18'-0 3' - 0 714/ 12 EL 0 3' - 0 4'- 1 1 78/ 1'-1014/2'-8 4'-614/7'-1034/ 4'-31516/2516/ 1'-0 3' - 0 LE V E L 1 113 16 / C12X20.7 STAIR 7516 / 12 C1 2 X 2 0 . 7 (S T R I N G E R ) LE V E L 2 4' - 5 12/ C1 2 X 2 0 . 7 (S T R I N G E R ) MC12X31CHANNEL T. O . L A N D I N G W.P. W.P. MC12X31 C6X13 PI P E 1 - 14/ ST D ( WA L L _ R A I L ) SP L I C E 6051APIPE1- 14/STD(WALL_RAIL ) STUD WALL 7 TREADS @ 11'' = 6'-5 STUD WALL B (TYP.)ME2035 6050APIPE1-14/STD(WALL_RAIL ) 3'-658/ 6'-85'-014/ 1'-858/ 1'-212/ 1'-558/ 11116/3'-2916/2516/ CL. OF RAIL 3'- 0 EL 1 0 ' - 0 EL 5 ' - 6 12/ EL 0 5' - 6 12/ 3' - 1 0 13 16 / 611 16 / 3' - 0 278/ 411 16 / 3' - 0 L4X4X38/ANGLEL4X4X38/ANGLE 5'-014/ C12 X 2 0 . 7 STA I R MC12X31CHANNEL 7 TREADS @ 11'' = 6'-5 C6X13CHANNEL PL18/"X36 1516/LANDING_PLATE LE V E L 2 T. O . L A N D I N G W.P. W.P.PL14/"X13 116/PLATE 4'- 5 12/ 604 9 A PIP E 1 - 14/STD(WA L L _ R A I L ) STUD WALL B (TYP.)ME2035 EL 5 ' - 6 12/ 3' - 0 1'-858/ EL 1 0 ' - 0 6'-8 3'-658/ 3' - 1 0 13 16 / 611 16 / 3'- 0 1'-558/ 3' - 0 2516/3'-4516/1'-212/ 7516 / 12 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s ELEVATIONME2021A DC DB.4 DB NOSING LINE C23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2031 STAIR #4 RAILING ELEVATION @ BLDG. D 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL 1 03/05/2024Released For ApprovalA PE 2 04/03/2024Released For Re-ApprovalB PE 3 05/22/2024Released For Re-ApprovalC PE IF ACCEPTABLE.DIMENSIONS AND MATERIAL SIZEPLEASE VERIFY ALL CLOUDED APPROVER: B (TYP.)ME2035 534/ C12 X 2 0 . 7 (STA I R ) MK. ; S E E P L A N PIPE 1 - 14/STD(WAL L _ R A I L ) W.P. W.P. 614/ 12 8' - 7 14/ 3' - 0 2'-112/ EL 1 0 ' - 0 EL 1 ' - 4 34/ 8' - 1 12/ 1'-212/ 17 TREADS @ 11 =15'-7 66'-88'-4 1 3' - 02 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s E L E V A T I O NAME2022 E L E V A T I O NDME2022 D11D11.5 DB MAX. C23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2032 STAIR #5 RAILING ELEVATION @ BLDG. D 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL T. O . L A N D I N G 1 03/05/2024Released For ApprovalA PE 2 04/03/2024Released For Re-ApprovalB PE 3 05/22/2024Released For Re-ApprovalC PE IF ACCEPTABLE.DIMENSIONS AND MATERIAL SIZE PLEASE VERIFY ALL CLOUDED APPROVER: LE V E L 5 LE V E L 6 3' - 1 0 11 16 / 6022AHSS1-14/X1-14/X14/(GUARDRAIL ) WOOD LANDING 1'-11 1'-0 WOOD_STAIR (O.H.)ME2034 WO O D _ S T A I R 7 TREADS @11"=6'-5 EL 4 3 ' - 1 1 38/ 714/ 12 DET.5 DET.5 DET.6 (O.H.)ME2034 118/ ME2034 412/ W.P STUD_WALL (O.H.)ME2034 11 12 714/ 11'-1158/ PIPE1-14/STD(HANDRAIL ) (TYP.) 3' - 0 HSS1-12/X1-12/X14/(GUARDRAIL_POST ) (TYP.) 3' - 0 34/ 412/ 4'-834/ 6023AHSS1- 14/X1-14/X14/(GUARDRAIL ) 5' - 6 58/ 4' - 5 38/ HSS1-12/X1-12/X14/(GUARDRAIL_POST ) (TYP.) 7916/ DET.7 5'-878/ WOOD LANDING WOOD LANDING 611 16 / PL12/"X12/(PICKET) (TYP.) 3' - 0 W.P 34/ W.P 9 TREADS @11"=8'-3 W.P 3' - 7 7 3' - 0 3' - 7 1'-018/ 3' - 7 7 EL 4 9 ' - 6 EL 3 9 ' - 6 4'-834/ 5'-734/ 4' - 1 1 15 16 / 611 16 / 512/ 7 3' - 7 7 3' - 0 3' - 7 LE V E L 6 DET.8 ME2034 (TYP.) 4'-1116/ STUD_WALL EL 4 9 ' - 6 234/ 6024AHSS1-14/X1-14/X14/(GUARDRAIL ) HSS1-12/X1-12/X14/(GUARDRAIL_POST ) (TYP.) PL12/"X12/(PICKET) (TYP.) WOOD LANDING HSS1-14/X1-14/X14/(RAIL ) (TYP.) PIPE1-14/STD(HANDRAIL ) 3' - 7 2'-012/2'-012/ 34/ 312/ 312/ 2 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s E L E V A T I O NBME2022 E L E V A T I O NCME2022 D11.5D11 D11.5 D11 C23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2033 STAIR #5 RAILING ELEVATION @ BLDG. D 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL 1 03/05/2024Released For ApprovalA PE 2 04/03/2024Released For Re-ApprovalB PE 3 05/22/2024Released For Re-ApprovalC PE IF ACCEPTABLE.DIMENSIONS AND MATERIAL SIZEPLEASE VERIFY ALL CLOUDED APPROVER: DET.9 WO O D _ S T A I R T. O . L A N D I N G 3' - 0 EL 4 3 ' - 1 1 38/ 3'-6716/ 9 R I S E R S @ 6 11 16 / (- 14/ )= 4 ' - 1 1 15 16 / EL 4 9 ' - 6 4'-834/ LE V E L 6 ME2035 1'-0 605 6 APIP E 1 - 14/STD(WA L L _ R A I L )B (TYP.)ME2035 SPLICE 6055APIPE1-14/STD(WALL_RAIL ) 611 16 / 1'-212/ 3' - 0 4'-6716/ 9 TREADS @ 11"=8'-3 5' - 6 58/ 5'-878/ 2516/ 714/ 12 4'-918/ 12'-0 1'-018/ 3' - 0 B LE V E L 5 5'-818/ 12'-0 3' - 0 DET.9 6055APIPE1-14/STD(WALL_RAIL ) ME2035 5'-734/ SPLICE T. O . L A N D I N G 605 4 A PIP E 1 - 14/STD(WA L L _ R A I L ) (TYP.)ME2035 WO O D _ S T A I R 7 R I S E R S @ 6 11 16 / (- 18/ )= 5'-878/ 714/ 12 3' - 0 7 TREADS @ 11"=6'-5 3' - 1 0 11 16 / 611 16 / 4' - 5 38/ EL 4 3 ' - 1 1 38/ EL 3 9 ' - 6 2'-112/ 118/ 4'-5716/1'-0 5'-5716/2516/ 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s DETAIL(REF: 3/A6.09)1 DETAIL2 DETAIL3 DETAIL4 DETAIL5 F -F D -D A -A DETAIL6 B -B C -C DETAIL(REF.; 13/S5.5)7 DETAIL8 MAX. NOSING LINE (TYP.) LI N E N O S I N G MAX. LI N E N O S I N G MAX. MAX. MAX. MAX. MAX. IF ACCEPTABLE.DIMENSIONS AND MATERIAL SIZEPLEASE VERIFY ALL CLOUDED APPROVER: 1 03/05/2024Released For ApprovalA PE 2 04/03/2024Released For Re-ApprovalB PE 3 05/22/2024Released For Re-ApprovalC PE C23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2034 DETAIL 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL 3 PL14/"X1 12/(PLATE ) EL 0 C12X20.7(STRINGER) HSS1-12/X1-12/X14/(RAIL POST)(@ 4'-0" MAX.) PL12/"X12/(PICKET)@ 4"O.C. 316/ 3-SIDES 101316/ HSS1-14/X1-14/X14/(TOP & BOTT. RAIL) PIPE1-14/STD(HANDRAIL ) PL14/"X3(PLATE ) NON-SHRINK GROUTFILLED W/ HIGH STRENGTHCORE DRILLED HOLE & 312/ 3' - 0 2 3' - 7 1'-111316/ 1'-1116/ 912/ 3' - 0 612/ 312/ PL14/"X4 12/(PLATE ) 2 HSS1-14/X1-14/X14/(TOP & BOTT. RAIL) PL12/"X12/(PICKET)@ 4"O.C. PL14/"X1 12/(PLATE ) PIPE1-14/STD(HANDRAIL ) HSS1-12/X1-12/X14/(RAIL POST)(@ 4'-0" MAX.) C12X20.7(STRINGER) MC12X31(CHANNEL ) C12X20.7(STRINGER) 316/ 3-SIDES 3' - 0 334/ 6116/ 3' - 7 312/ 312/ 612/ PL12/"X12/(PICKET)@ 4"O.C. 612/ 3116/ 312/ HSS1-12/X1-12/X14/(RAIL POST)(@ 4'-0" MAX.) PL14/"X1 12/(PLATE ) HSS1-14/X1-14/X14/(TOP & BOTT. RAIL) HSS1-14/X1-14/X14/(TOP & BOTT. RAIL) PIPE1-14/STD(HANDRAIL ) C12X20.7(STRINGER) AA PL12/"X12(EMBED_PLATE ) BOLT 2SIMPSON STRONG CONC. SLAB (3" EMBEDMENT) 3' - 7 3' - 0 512/ 1'-01116/ 2 312/ 312/ 958/ 2 WOOD STAIR HSS1-14/X1-14/X14/(TOP & BOTT. RAIL) PL12/"X12/(PICKET)@ 4"O.C. BB PIPE1-14/STD(HANDRAIL ) HSS1-12/X1-12/X14/(RAIL POST)(@ 4'-0" MAX.) LAG SCREW PL38/"X2 12/(PLATE ) 3 6116/ 3116/ 3' - 7 3' - 0 312/ HSS1-14/X1-14/X14/(TOP & BOTT. RAIL) WOOD STAIR PIPE1-14/STD(HANDRAIL ) PL38/"X2 12/(PLATE ) PL12/"X12/(PICKET)@ 4"O.C. HSS1-12/X1-12/X14/(RAIL POST)(@ 4'-0" MAX.) WOOD SCREW CC 6 3' - 7 611 16 / 312/ 33 PL38/"X2 12/(PLATE ) W/2 -12/DIA. LAG SCREW(5"EMBED) 212/ 512/ 1312/1 134/134/ 114/ 114/ HSS1-12/X1-12/X14/(RAIL POST)(@ 4'-0" MAX.) WOOD STAIR PL14/"X6 12/(PLATE ) 114/ 134/ PL38/"X2 12/(PLATE ) W/2 -12/DIA. SIMPSONSTRONG BOLT 2 X 4 (3" EMBEDMENT)212/ 114/ 134/ 1312/1 512/ HSS1-12/X1-12/X14/(RAIL POST)(@ 4'-0" MAX.) 316/ C12X20.7(STRINGER) 312/ PL12/"X12/(PICKET)@ 4"O.C. PL38/"X2 12/(PLATE ) 1 W/2 -12/DIA. LAG SCREW(5"EMBED) 114/ 512/ 1312/ 212/ 114/ 134/134/ W/2 -12/DIA. LAG SCREW(5"EMBED) PL38/"X2 12/(PLATE ) m6230 512/ 212/ 114/ 114/ 1312/1 134/134/ W/4 -12/DIA. THRU BOLTS WOOD STAIR PL12/"X12/(PICKET)@ 4"O.C. HSS1-12/X1-12/X14/(RAIL POST)(@ 4'-0" MAX.) D D 612/ PL14/"X6 12/(PLATE ) 1 2 412/ 312/ 6 1 214/214/ 10 2 PL12/"X12/(PICKET)@ 4"O.C. FF PL38/"X2 12/(PLATE ) HSS1-12/X1-12/X14/(RAIL POST)(@ 4'-0" MAX.) WOOD SCREW (WOOD_LANDING ) 312/ 312/ 2024-06-25 Kevin Sund 06/28/2024 Te k l a s t r u c t u r e s SECTION(REF: 2/A6.08)BSECTION(REF: 6/A6.09)ADETAIL9 DETAIL9 MIN. MI N . MI N . MIN. MIN. MIN. C23003 HILTON-ARCADIA 123 W Huntington Drive Arcadia, CA 91006 ME2035 SECTION 05/22/2024PE FM R.D. Olson Construction Axis/GFA Architecture + Design MHP Structural Engineers 05/22/2024 DATENO. OF PRINTS PRINT RECORD SHOP FN'L APP'L APPROVAL CONT'R ERECTION JOB NO.SHT.NO. ENGINEER: GC : PROJECT NAME: LOCATION: ARCHITECT: DATE: DATE: DATE: APPROVED BY: CHECKED BY: DRAWN BY: A&E Steel, Inc.Structural Steel Contractor 1394 East Ninth Street Pomona, CA 91766 Phone: (909) 623 . 4055www.aesteelinc.com AS NOTED DATEBY:DESCRIPTIONREV. REVISIONS REF. DRAWINGS: SHOP PAINT: ALL HOLES: EQUAL MATERIAL SIZE IF ACCEPTABLE.PLEASE VERIFY ALL CLOUDED APPROVER: 1 03/05/2024Released For ApprovalA PE 2 04/03/2024Released For Re-ApprovalB PE 3 05/22/2024Released For Re-ApprovalC PE 3' - 0 TO F I N . F L R . STUD WALL LAG SCREWS (3" PEN)BACKING W/ (3) 38/" DIA.ATTACH TO TRACK 12" FROM EA. END.@ 4'-0' O.C. MAX. &HANDRAIL, SPACEDFINISH TO MATCH (METAL BRACKET) PIPE1-14/STD(WALL_RAIL ) WOOD BLOCKING 112/ 112/ 112/ TO F I N . F L R . EACH END. ATTACH TO CONC.AT 5'-0 OC. MAX AND 12" FROMTO MATCH HANDRAIL, SPACEDMETAL BRACKETS FINISHED CONC. WALL 3' - 0 PIPE1-14/STD(WALL_RAIL ) 112/ PIPE1-14/STD(WALL_RAIL ) PIPE1-14/STD(WALL_RAIL ) (BRACKET ) 112/ PIPE1-12/"O.D. X .125(WALL_RAIL ) PIPE1-12/"O.D. X .125(WALL_RAIL ) 112/ (WALL) (BRACKET) 2024-06-25 Kevin Sund 06/28/2024 HILTON ARCADIA – BLDG D 123 W HUNTINGTON DR ARCADIA, CA 91007 STAIR NO.1 CALCULATIONS 06/28/2024 PASS DATE: 3/6/2024 COMPANY: TRI-MATRIX CONSULT, INC.STRUCALC BUILD: StruCalc Pro DESIGNED BY: VICENTE ALFEREZ, P.E.CUSTOMER: A & E STEEL, INC.REVIEWED BY: VNA PROJ. ADDRESS: 123 W Huntington Drive PROJECT NAME: HILTON ARCADIA - BLDG D ARCADIA, CA 91766 LEVEL: STAIR 1 LOADING: ASDMEMBER NAME: STAIR 1 - Midlndg FJ CODE: 2022 California Building CodeMEMBER TYPE: FLOOR JOIST AISC: AISC 360-16MATERIAL: Steel L Shapes (Equal Legs)L4x4x3/8 A36-36 STAIR 1 - Midlndg FJ DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 3.92 Member Slope: 0/12 Actual Length (ft): 3.92 O.C. Spacing(in): 12 Es x10³ Fy x10³ Fu x10³ Area Ix Iy Zx Zy Tan J Cw (psi)(psi)(psi)(in²)(in⁴)(in⁴)(in³)(in³)α (in⁴)(in⁶) 29000 36 58 2.86 4.32 4.32 2.69 2.69 1 0.141 0.162 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in)Flexure Flexure Compression Compression Cv Cv_WA 0 0 Compact Compact Non-Slender Non-Slender 1 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 3.92 0 3.92 0 0 0 0 0 0 0 1.136 1 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Deflection Y (in) PASS/FAIL PASS (98.4%) PASS (92.4%) PASS (96.5%) MAGNITUDE -313.2 306.9 0.007 (=L/6720) STRENGTH 19401.2 4041.9 0.196 (=L/240) LOCATION (ft) 3.92 1.96 1.96 AISC CODE G3-1 F10-1 LOAD COMBO D+L D+L D+L REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 117 196 313 B 117 196 313 Reaction Location A BLOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft²) Midlandg FJ 100 100 0 3.92 Live Y Uniform (lbf/ft) Midlndg FJ 50 50 0 3.92 Dead Y Self Weight (lbf/ft)-9.8 9.8 0 3.92 Dead Y Page 1 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D 1 PASS DATE: 3/6/2024 COMPANY: TRI-MATRIX CONSULT, INC.STRUCALC BUILD: StruCalc Pro DESIGNED BY: VICENTE ALFEREZ, P.E.CUSTOMER: A & E STEEL, INC.REVIEWED BY: VNA PROJ. ADDRESS: 123 W Huntington Drive PROJECT NAME: HILTON ARCADIA - BLDG D ARCADIA, CA 91766 LEVEL: STAIR 1 LOADING: ASDMEMBER NAME: STAIR 1 - FJ at LVL2 CODE: 2022 California Building CodeMEMBER TYPE: FLOOR JOIST AISC: AISC 360-16MATERIAL: Steel L Shapes (Equal Legs)L4x4x3/8 A36-36 STAIR 1 - FJ at LVL2 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 5.5 Member Slope: 0/12 Actual Length (ft): 5.5 O.C. Spacing(in): 12 Es x10³ Fy x10³ Fu x10³ Area Ix Iy Zx Zy Tan J Cw (psi)(psi)(psi)(in²)(in⁴)(in⁴)(in³)(in³)α (in⁴)(in⁶) 29000 36 58 2.86 4.32 4.32 2.69 2.69 1 0.141 0.162 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in)Flexure Flexure Compression Compression Cv Cv_WA 0 0 Compact Compact Non-Slender Non-Slender 1 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 5.5 0 5.5 0 0 0 0 0 0 0 1.136 1 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Deflection Y (in) PASS/FAIL PASS (97.7%) PASS (85.1%) PASS (90.5%) MAGNITUDE 439.5 604.2 0.026 (=L/2538) STRENGTH 19401.2 4041.9 0.275 (=L/240) LOCATION (ft) 0 2.75 2.75 AISC CODE G3-1 F10-1 LOAD COMBO D+L D+L D+L REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 164 275 439 B 164 275 439 Reaction Location A BLOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft²) Midlandg FJ 100 100 0 5.5 Live Y Uniform (lbf/ft) Midlndg FJ 50 50 0 5.5 Dead Y Self Weight (lbf/ft)-9.8 9.8 0 5.5 Dead Y Page 1 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D 2 Project :HILTON ARCADIA - BLDG D Page Address :123 W Huntington Bl., Arcadia, CA 91007 3 Project No:3MX-4408 SEISMIC ANALYSIS Designer: ZOE CBC 2022, ASCE 7-16 Date :3/6/2024 DESIGN BASE SHEAR STAIR 1 (REF ME 2000,ME2001, ME2005,ME2006, A6.04) WEIGHTS Stair from LVL1 to ML EL. 4-10.25 = 3.75x7.33/2x50psf = 687.1875 lbs Mid landing, ML= 3.92x8.125x50psf = 1592.50 lbs Stair from ML to LVL2 = 3.92x7.33/2x50psf = 687.19 lbs TOTAL WEIGHT, W =2966.88 lbs SEISMIC DESIGN FORCE Fp = (0.4*ap*SDS*Wp)/(Rp/Ip)*(1+2*z/h)Eq. 13.3-1 But not greater than Fp = 1.6*SDS*Ip*Wp Eq. 13.3-2 nor less than Fp = 0.3SDS*Ip*Wp Where:Fp = 751.17 Seismic design force SDS =1.582 ap = 1.000 Rp = 2.5 Table 13.5-1 2966.88 Importance factor, Ip =1 Section 15.4.1.1 Fp Ht in structure of point of attachment (landing), z =0 ft 0.00 Ave. roof ht. of structure w.r.t. base = 19.5 ft Component Operating Weight, Wp = 2966.88 lbs NS-Direction EW-Direction Roof level Seismic Design Force, Fp = Fp={0.4apWDSWp/(Rp/Ip)}*(1+2(z/h) =751.17 lbs 751.17 lbs But not greater than Fp = 7511.65 lbs 7511.65 lbs Nor less than Fp = 1408.43 lbs CONTROLS 1408.43 lbs CONTROLS Carson, CA 90745 Tel :(310) 210.6548 e-Mails : zoea2@hotmail.com TRI-MATRIX CONSULT INC 140 W 220th Street, No.107 Project :HILTON ARCADIA - BLDG D Page Address :123 W Huntington Bl., Arcadia, CA 91007 3 Project No:3MX-4408 SEISMIC ANALYSIS Designer: ZOE CBC 2022, ASCE 7-16 Date :3/6/2024 DESIGN BASE SHEAR STAIR 1 (REF ME 2000,ME2001, ME2005,ME2006, A6.04) WEIGHTS Stair from LVL1 to ML EL. 4-10.25 = 3.92x7.33/2x50psf = 718.34 lbs Mid landing, ML= 3.92x8.125x50psf = 1592.50 lbs Stair from ML to LVL2 = 3.92x7.33/2x50psf = 718.34 lbs TOTAL WEIGHT, W =3029.18 lbs SEISMIC DESIGN FORCE Fp = (0.4*ap*SDS*Wp)/(Rp/Ip)*(1+2*z/h)Eq. 13.3-1 But not greater than Fp = 1.6*SDS*Ip*Wp Eq. 13.3-2 nor less than Fp = 0.3SDS*Ip*Wp Where:Fp = 1081.58 Seismic design force SDS =1.582 ap = 1.000 Rp = 2.5 Table 13.5-1 3029.18 Importance factor, Ip =1 Section 15.4.1.1 Fp Ht in structure of point of attachment (landing), z =4 ft 4.00 Ave. roof ht. of structure w.r.t. base = 19.5 ft Component Operating Weight, Wp = 3029.18 lbs NS-Direction EW-Direction Roof level Seismic Design Force, Fp = Fp={0.4apWDSWp/(Rp/Ip)}*(1+2(z/h) =1081.58 lbs 1081.58 lbs But not greater than Fp = 7669.40 lbs 7669.40 lbs Nor less than Fp = 1438.01 lbs CONTROLS 1438.01 lbs CONTROLS Carson, CA 90745 Tel :(310) 210.6548 e-Mails : zoea2@hotmail.com TRI-MATRIX CONSULT INC 140 W 220th Street, No.107 4 Project :HILTON ARCADIA - BLDG D Page Address :123 W Huntington Bl., Arcadia, CA 91007 3 Project No:3MX-4408 SEISMIC ANALYSIS Designer: ZOE CBC 2022, ASCE 7-16 Date :3/6/2024 DESIGN BASE SHEAR STAIR 1 (REF ME 2000,ME2001, ME2005,ME2006, A6.04) WEIGHTS Stair from ML EL. 4-10.25 TO LVL2= 3.75x7.33/2x50psf = 687.19 lbs Landing AT LVL2= 5.5x8.125x50psf = 2234.38 lbs Stair from LVL2 to ML EL 14-7.5= 3.75x7.33/2x50psf = 687.19 lbs TOTAL WEIGHT, W =3608.75 lbs SEISMIC DESIGN FORCE Fp = (0.4*ap*SDS*Wp)/(Rp/Ip)*(1+2*z/h)Eq. 13.3-1 But not greater than Fp = 1.6*SDS*Ip*Wp Eq. 13.3-2 nor less than Fp = 0.3SDS*Ip*Wp Where:Fp = 1850.78 Seismic design force SDS =1.582 ap = 1.000 Rp = 2.5 Table 13.5-1 3608.75 Importance factor, Ip =1 Section 15.4.1.1 Fp Ht in structure of point of attachment (landing), z =10 ft 10.00 Ave. roof ht. of structure w.r.t. base = 19.5 ft Component Operating Weight, Wp = 3608.75 lbs NS-Direction EW-Direction Roof level Seismic Design Force, Fp = Fp={0.4apWDSWp/(Rp/Ip)}*(1+2(z/h) =1850.78 lbs CONTROLS 1850.78 lbs CONTROLS But not greater than Fp = 9136.78 lbs 9136.78 lbs Nor less than Fp = 1713.15 lbs 1713.15 lbs Carson, CA 90745 Tel :(310) 210.6548 e-Mails : zoea2@hotmail.com TRI-MATRIX CONSULT INC 140 W 220th Street, No.107 5 Project :HILTON ARCADIA - BLDG D Page Address :123 W Huntington Bl., Arcadia, CA 91007 3 Project No:3MX-4408 SEISMIC ANALYSIS Designer: ZOE CBC 2022, ASCE 7-16 Date :3/6/2024 DESIGN BASE SHEAR STAIR 1 (REF ME 2000,ME2001, ME2005,ME2006, A6.04) WEIGHTS Stair from LVL2 to ML2 = 3.75x7.33/2x50psf = 687.1875 lbs Mid landing, ML= 3.92x8.125x50psf = 1592.50 lbs Stair from ML2 to LVL3 = 3.75x7.33/2x50psf = 687.19 lbs TOTAL WEIGHT, W =2966.88 lbs SEISMIC DESIGN FORCE Fp = (0.4*ap*SDS*Wp)/(Rp/Ip)*(1+2*z/h)Eq. 13.3-1 But not greater than Fp = 1.6*SDS*Ip*Wp Eq. 13.3-2 nor less than Fp = 0.3SDS*Ip*Wp Where:Fp = 1877.91 Seismic design force SDS =1.582 ap = 1.000 Rp = 2.5 Table 13.5-1 2966.88 Importance factor, Ip =1 Section 15.4.1.1 Fp Ht in structure of point of attachment (landing), z = 14.625 ft 14.63 Ave. roof ht. of structure w.r.t. base = 19.5 ft Component Operating Weight, Wp = 2966.88 lbs NS-Direction EW-Direction Roof level Seismic Design Force, Fp = Fp={0.4apWDSWp/(Rp/Ip)}*(1+2(z/h) =1877.91 lbs CONTROLS 1877.91 lbs CONTROLS But not greater than Fp = 7511.65 lbs 7511.65 lbs Nor less than Fp = 1408.43 lbs 1408.43 lbs Carson, CA 90745 Tel :(310) 210.6548 e-Mails : zoea2@hotmail.com TRI-MATRIX CONSULT INC 140 W 220th Street, No.107 6 Project :HILTON ARCADIA - BLDG D Page Address :123 W Huntington Bl., Arcadia, CA 91007 3 Project No:3MX-4408 SEISMIC ANALYSIS Designer: ZOE CBC 2022, ASCE 7-16 Date :3/6/2024 DESIGN BASE SHEAR STAIR 1 (REF ME 2000,ME2001, ME2005,ME2006, A6.04) WEIGHTS Stair from LVL2 to ML2 = 3.75x7.33/2x50psf = 687.1875 lbs Mid landing, ML= 3.92x8.125x50psf = 1592.50 lbs Stair from ML2 to LVL3 = 3.75x7.33/2x50psf = 687.19 lbs TOTAL WEIGHT, W =2966.88 lbs SEISMIC DESIGN FORCE Fp = (0.4*ap*SDS*Wp)/(Rp/Ip)*(1+2*z/h)Eq. 13.3-1 But not greater than Fp = 1.6*SDS*Ip*Wp Eq. 13.3-2 nor less than Fp = 0.3SDS*Ip*Wp Where:Fp = 2253.50 Seismic design force SDS =1.582 ap = 1.000 Rp = 2.5 Table 13.5-1 2966.88 Importance factor, Ip =1 Section 15.4.1.1 Fp Ht in structure of point of attachment (landing), z = 19.5 ft 19.50 Ave. roof ht. of structure w.r.t. base = 19.5 ft Component Operating Weight, Wp = 2966.88 lbs NS-Direction EW-Direction Roof level Seismic Design Force, Fp = Fp={0.4apWDSWp/(Rp/Ip)}*(1+2(z/h) =2253.50 lbs CONTROLS 2253.50 lbs CONTROLS But not greater than Fp = 7511.65 lbs 7511.65 lbs Nor less than Fp = 1408.43 lbs 1408.43 lbs Carson, CA 90745 Tel :(310) 210.6548 e-Mails : zoea2@hotmail.com TRI-MATRIX CONSULT INC 140 W 220th Street, No.107 7 PASS DATE: 3/6/2024 COMPANY: TRI-MATRIX CONSULT, INC.STRUCALC BUILD: StruCalc Pro DESIGNED BY: VICENTE ALFEREZ, P.E.CUSTOMER: A & E STEEL, INC.REVIEWED BY: VNA PROJ. ADDRESS: 123 W Huntington Drive PROJECT NAME: HILTON ARCADIA - BLDG D ARCADIA, CA 91766 LEVEL: STAIR 1 LOADING: ASDMEMBER NAME: STAIR 1 - INNER STRNGR -LVL1 TO ...CODE: 2022 California Building CodeMEMBER TYPE: FLOOR BEAM AISC: AISC 360-16MATERIAL: Steel C Shapes C12x20.7 A36-36 STAIR 1 - INNER STRNGR -LVL1 TO ML DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 7.33 Member Slope: 0/12 Actual Length (ft): 7.33 Es x10³ Fy x10³ Fu x10³ Area depth tw tf bf Ix Iy Zx Zy J Cw (psi) (psi) (psi) (in²) (in) (in) (in) (in) (in⁴) (in⁴) (in³) (in³) (in⁴) (in⁶) 29000 36 58 6.08 12 0.282 0.501 2.94 129 3.86 25.6 3.47 0.369 112 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in)Flexure Flexure Compression Compression Cv Cv_WA 40 146 Compact Compact Non-Slender Non-Slender 1 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 7.33 0 7.33 0 0 0 0 0 0 0 1.136 1 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Deflection Y (in) PASS/FAIL PASS (97.5%) PASS (95.6%) PASS (98.6%) MAGNITUDE 1106.6 2027.9 0.005 (=L/17568) STRENGTH 43769.1 45988.0 0.366 (=L/240) LOCATION (ft) 0 3.665 3.665 AISC CODE G2-1 F2-1 LOAD COMBO D+L D+L D+L REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 419 687 1106 B 419 687 1106 Reaction Location A BLOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) INNER STRNGR LVL T... 187.5 187.5 0 7.33 Live Y Uniform (lbf/ft) INNER STRNGR LVL T... 93.75 93.75 0 7.33 Dead Y Self Weight (lbf/ft)-20.7 20.7 0 7.33 Dead Y Page 1 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D 8 VMD DIAGRAMS Load Combination: D+L Y - Shear Y - Moment Y - Deflection Page 3 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 1 - INNER STRNGR -LVL1 TO ML 9 Floor Beam LOAD DIAGRAM Page 4 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 1 - INNER STRNGR -LVL1 TO ML 10 PASS DATE: 3/6/2024 COMPANY: TRI-MATRIX CONSULT, INC.STRUCALC BUILD: StruCalc Pro DESIGNED BY: VICENTE ALFEREZ, P.E.CUSTOMER: A & E STEEL, INC.REVIEWED BY: VNA PROJ. ADDRESS: 123 W Huntington Drive PROJECT NAME: HILTON ARCADIA - BLDG D ARCADIA, CA 91766 LEVEL: STAIR 1 LOADING: ASDMEMBER NAME: STAIR 1 - INNER STRNGR -ML TO LV...CODE: 2022 California Building CodeMEMBER TYPE: FLOOR BEAM AISC: AISC 360-16MATERIAL: Steel C Shapes C12x20.7 A36-36 STAIR 1 - INNER STRNGR -ML TO LVL2 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 7.33 Member Slope: 0/12 Actual Length (ft): 7.33 Es x10³ Fy x10³ Fu x10³ Area depth tw tf bf Ix Iy Zx Zy J Cw (psi) (psi) (psi) (in²) (in) (in) (in) (in) (in⁴) (in⁴) (in³) (in³) (in⁴) (in⁶) 29000 36 58 6.08 12 0.282 0.501 2.94 129 3.86 25.6 3.47 0.369 112 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in)Flexure Flexure Compression Compression Cv Cv_WA 40 146 Compact Compact Non-Slender Non-Slender 1 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 7.33 0 7.33 0 0 0 0 0 0 0 1.136 1 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Deflection Y (in) PASS/FAIL PASS (97.5%) PASS (95.6%) PASS (98.6%) MAGNITUDE 1106.6 2027.9 0.005 (=L/17568) STRENGTH 43769.1 45988.0 0.366 (=L/240) LOCATION (ft) 0 3.665 3.665 AISC CODE G2-1 F2-1 LOAD COMBO D+L D+L D+L REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 419 687 1106 B 419 687 1106 Reaction Location A BLOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) INNER STRNGR LVL T... 187.5 187.5 0 7.33 Live Y Uniform (lbf/ft) INNER STRNGR LVL T... 93.75 93.75 0 7.33 Dead Y Self Weight (lbf/ft)-20.7 20.7 0 7.33 Dead Y Page 1 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D 11 VMD DIAGRAMS Load Combination: D+L Y - Shear Y - Moment Y - Deflection Page 3 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 1 - INNER STRNGR -ML TO LVL2 12 Floor Beam LOAD DIAGRAM Page 4 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 1 - INNER STRNGR -ML TO LVL2 13 PASS DATE: 3/6/2024 COMPANY: TRI-MATRIX CONSULT, INC.STRUCALC BUILD: StruCalc Pro DESIGNED BY: VICENTE ALFEREZ, P.E.CUSTOMER: A & E STEEL, INC.REVIEWED BY: VNA PROJ. ADDRESS: 123 W Huntington Drive PROJECT NAME: HILTON ARCADIA - BLDG D ARCADIA, CA 91766 LEVEL: STAIR 1 LOADING: ASDMEMBER NAME: STAIR 1 - INNER STRNGR -LVL2 TO ...CODE: 2022 California Building CodeMEMBER TYPE: FLOOR BEAM AISC: AISC 360-16MATERIAL: Steel C Shapes C12x20.7 A36-36 STAIR 1 - INNER STRNGR -LVL2 TO ML DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 7.33 Member Slope: 0/12 Actual Length (ft): 7.33 Es x10³ Fy x10³ Fu x10³ Area depth tw tf bf Ix Iy Zx Zy J Cw (psi) (psi) (psi) (in²) (in) (in) (in) (in) (in⁴) (in⁴) (in³) (in³) (in⁴) (in⁶) 29000 36 58 6.08 12 0.282 0.501 2.94 129 3.86 25.6 3.47 0.369 112 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in)Flexure Flexure Compression Compression Cv Cv_WA 40 146 Compact Compact Non-Slender Non-Slender 1 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 7.33 0 7.33 0 0 0 0 0 0 0 1.136 1 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Deflection Y (in) PASS/FAIL PASS (97.5%) PASS (95.6%) PASS (98.6%) MAGNITUDE 1106.6 2027.9 0.005 (=L/17568) STRENGTH 43769.1 45988.0 0.366 (=L/240) LOCATION (ft) 0 3.665 3.665 AISC CODE G2-1 F2-1 LOAD COMBO D+L D+L D+L REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 419 687 1106 B 419 687 1106 Reaction Location A BLOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) INNER STRNGR LVL T... 187.5 187.5 0 7.33 Live Y Uniform (lbf/ft) INNER STRNGR LVL T... 93.75 93.75 0 7.33 Dead Y Self Weight (lbf/ft)-20.7 20.7 0 7.33 Dead Y Page 1 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D 14 VMD DIAGRAMS Load Combination: D+L Y - Shear Y - Moment Y - Deflection Page 3 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 1 - INNER STRNGR -LVL2 TO ML 15 Floor Beam LOAD DIAGRAM Page 4 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 1 - INNER STRNGR -LVL2 TO ML 16 PASS DATE: 3/6/2024 COMPANY: TRI-MATRIX CONSULT, INC.STRUCALC BUILD: StruCalc Pro DESIGNED BY: VICENTE ALFEREZ, P.E.CUSTOMER: A & E STEEL, INC.REVIEWED BY: VNA PROJ. ADDRESS: 123 W Huntington Drive PROJECT NAME: HILTON ARCADIA - BLDG D ARCADIA, CA 91766 LEVEL: STAIR 1 LOADING: ASDMEMBER NAME: STAIR 1 - INNER STRNGR -ML TO LV...CODE: 2022 California Building CodeMEMBER TYPE: FLOOR BEAM AISC: AISC 360-16MATERIAL: Steel C Shapes C12x20.7 A36-36 STAIR 1 - INNER STRNGR -ML TO LVL3 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 7.33 Member Slope: 0/12 Actual Length (ft): 7.33 Es x10³ Fy x10³ Fu x10³ Area depth tw tf bf Ix Iy Zx Zy J Cw (psi) (psi) (psi) (in²) (in) (in) (in) (in) (in⁴) (in⁴) (in³) (in³) (in⁴) (in⁶) 29000 36 58 6.08 12 0.282 0.501 2.94 129 3.86 25.6 3.47 0.369 112 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in)Flexure Flexure Compression Compression Cv Cv_WA 40 146 Compact Compact Non-Slender Non-Slender 1 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 7.33 0 7.33 0 0 0 0 0 0 0 1.136 1 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Deflection Y (in) PASS/FAIL PASS (97.5%) PASS (95.6%) PASS (98.6%) MAGNITUDE 1106.6 2027.9 0.005 (=L/17568) STRENGTH 43769.1 45988.0 0.366 (=L/240) LOCATION (ft) 0 3.665 3.665 AISC CODE G2-1 F2-1 LOAD COMBO D+L D+L D+L REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 419 687 1106 B 419 687 1106 Reaction Location A BLOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) INNER STRNGR LVL T... 187.5 187.5 0 7.33 Live Y Uniform (lbf/ft) INNER STRNGR LVL T... 93.75 93.75 0 7.33 Dead Y Self Weight (lbf/ft)-20.7 20.7 0 7.33 Dead Y Page 1 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D 17 VMD DIAGRAMS Load Combination: D+L Y - Shear Y - Moment Y - Deflection Page 3 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 1 - INNER STRNGR -ML TO LVL3 18 Floor Beam LOAD DIAGRAM Page 4 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 1 - INNER STRNGR -ML TO LVL3 19 PASS DATE: 3/6/2024 COMPANY: TRI-MATRIX CONSULT, INC.STRUCALC BUILD: StruCalc Pro DESIGNED BY: VICENTE ALFEREZ, P.E.CUSTOMER: A & E STEEL, INC.REVIEWED BY: VNA PROJ. ADDRESS: 123 W Huntington Drive PROJECT NAME: HILTON ARCADIA - BLDG D ARCADIA, CA 91766 LEVEL: STAIR 1 LOADING: ASDMEMBER NAME: STAIR 1 - STNGR SUPPORT AT ML CODE: 2022 California Building CodeMEMBER TYPE: FLOOR BEAM AISC: AISC 360-16MATERIAL: Steel MC Shapes MC12x31 A36-36 STAIR 1 - STNGR SUPPORT AT ML DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 8.125 Member Slope: 0/12 Actual Length (ft): 8.125 Es x10³ Fy x10³ Fu x10³ Area depth tw tf bf Ix Iy Zx Zy J Cw (psi) (psi) (psi) (in²) (in) (in) (in) (in) (in⁴) (in⁴) (in³) (in³) (in⁴) (in⁶) 29000 36 58 9.12 12 0.37 0.7 3.67 202 11.3 39.7 8.15 1 267 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in)Flexure Flexure Compression Compression Cv Cv_WA 55 237 Compact Compact Non-Slender Non-Slender 1 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 8.125 0 8.125 0 0 0 0 0 0 0 1.221 1 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Deflection Y (in) PASS/FAIL PASS (95.8%) PASS (90.4%) PASS (96.7%) MAGNITUDE 2428.3 6836.9 0.013 (=L/7495) STRENGTH 57427.5 71317.4 0.406 (=L/240) LOCATION (ft) 0 4.063 4.063 AISC CODE G2-1 F2-1 LOAD COMBO D+L D+L D+L REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 943 1485 2428 B 943 1485 2428 Reaction Location A BLOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) LNDG FJ 196 196 0 8.125 Live Y Uniform (lbf/ft) LNDG FJ 98 98 0 8.125 Dead Y Point (lbf) FROM INNER STRNGR 689 -3.75 -Live Y Point (lbf) INNER STRNGR 419 -3.75 -Dead Y Point (lbf) FROM INNER STRNGR 689 -4.375 -Live Y Point (lbf) FROM INNER STRNGR 419 -4.375 -Dead Y Self Weight (lbf/ft)-31 31 0 8.125 Dead Y Page 1 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D 20 VMD DIAGRAMS Load Combination: D+L Y - Shear Y - Moment Y - Deflection Page 3 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 1 - STNGR SUPPORT AT ML 21 Floor Beam LOAD DIAGRAM Page 4 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 1 - STNGR SUPPORT AT ML 22 PASS DATE: 3/6/2024 COMPANY: TRI-MATRIX CONSULT, INC.STRUCALC BUILD: StruCalc Pro DESIGNED BY: VICENTE ALFEREZ, P.E.CUSTOMER: A & E STEEL, INC.REVIEWED BY: VNA PROJ. ADDRESS: 123 W Huntington Drive PROJECT NAME: HILTON ARCADIA - BLDG D ARCADIA, CA 91766 LEVEL: STAIR 1 LOADING: ASDMEMBER NAME: STAIR 1 - STNGR SUPPORT AT LVL2 CODE: 2022 California Building CodeMEMBER TYPE: FLOOR BEAM AISC: AISC 360-16MATERIAL: Steel MC Shapes MC12x31 A36-36 STAIR 1 - STNGR SUPPORT AT LVL2 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 8.125 Member Slope: 0/12 Actual Length (ft): 8.125 Es x10³ Fy x10³ Fu x10³ Area depth tw tf bf Ix Iy Zx Zy J Cw (psi) (psi) (psi) (in²) (in) (in) (in) (in) (in⁴) (in⁴) (in³) (in³) (in⁴) (in⁶) 29000 36 58 9.12 12 0.37 0.7 3.67 202 11.3 39.7 8.15 1 267 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in)Flexure Flexure Compression Compression Cv Cv_WA 55 237 Compact Compact Non-Slender Non-Slender 1 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 8.125 0 8.125 0 0 0 0 0 0 0 1.209 1 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Deflection Y (in) PASS/FAIL PASS (94.9%) PASS (89.0%) PASS (96.2%) MAGNITUDE 2909.7 7814.8 0.016 (=L/6090) STRENGTH 57427.5 71317.4 0.406 (=L/240) LOCATION (ft) 0 4.063 4.063 AISC CODE G2-1 F2-1 LOAD COMBO D+L D+L D+L REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 1104 1806 2910 B 1104 1806 2910 Reaction Location A BLOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) LNDG FJ 275 275 0 8.125 Live Y Uniform (lbf/ft) LNDG FJ 137.5 137.5 0 8.125 Dead Y Point (lbf) FROM INNER STRNGR 689 -3.75 -Live Y Point (lbf) INNER STRNGR 419 -3.75 -Dead Y Point (lbf) FROM INNER STRNGR 689 -4.375 -Live Y Point (lbf) FROM INNER STRNGR 419 -4.375 -Dead Y Self Weight (lbf/ft)-31 31 0 8.125 Dead Y Page 1 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D 23 VMD DIAGRAMS Load Combination: D+L Y - Shear Y - Moment Y - Deflection Page 3 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 1 - STNGR SUPPORT AT LVL2 24 Floor Beam LOAD DIAGRAM Page 4 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 1 - STNGR SUPPORT AT LVL2 25 PASS DATE: 3/6/2024 COMPANY: TRI-MATRIX CONSULT, INC.STRUCALC BUILD: StruCalc Pro DESIGNED BY: VICENTE ALFEREZ, P.E.CUSTOMER: A & E STEEL, INC.REVIEWED BY: VNA PROJ. ADDRESS: 123 W Huntington Drive PROJECT NAME: HILTON ARCADIA - BLDG D ARCADIA, CA 91766 LEVEL: STAIR 1 LOADING: ASDMEMBER NAME: STAIR 1 - OUTER STNGR-LVL1 TO M...CODE: 2022 California Building CodeMEMBER TYPE: FLOOR BEAM AISC: AISC 360-16MATERIAL: Steel C Shapes C12x20.7 A36-36 STAIR 1 - OUTER STNGR-LVL1 TO ML1 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 11.49 Member Slope: 4.18/12 Actual Length (ft): 12.166 Es x10³ Fy x10³ Fu x10³ Area depth tw tf bf Ix Iy Zx Zy J Cw (psi) (psi) (psi) (in²) (in) (in) (in) (in) (in⁴) (in⁴) (in³) (in³) (in⁴) (in⁶) 29000 36 58 6.08 12 0.282 0.501 2.94 129 3.86 25.6 3.47 0.369 112 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in)Flexure Flexure Compression Compression Cv Cv_WA 40 146 Compact Compact Non-Slender Non-Slender 1 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 11.49 0 11.49 48 0 0 0 0 0 0 1.158 1 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Deflection Y (in) Compressive Force (lbf) Tensile Force (lbf) Bending-Compression (Unit) Bending-Tension (Unit) PASS/FAIL PASS (95.5%) PASS (85.5%) PASS (92.6%) PASS (99.5%) PASS (99.5%) PASS (85.3%) PASS (85.2%) MAGNITUDE -1950.0 6667.2 0.045 (=L/3064) 624.0 678.8 0.15 0.15 STRENGTH 43769.1 45988.0 0.608 (=L/227) 125036.7 131065.9 1.00 1.00 LOCATION (ft) 11.49 5.056 5.63 0 11.49 0 0 AISC CODE G2-1 F2-1 E3-1 D2-1 H1-1b H1-1b LOAD COMBO D+L D+L D+L D+L D+L D+L D+L REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 1268 630 1898 B 1808 257 2065 Reaction Location A B Page 1 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D 26 LOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) STAIR TREAD 93.75 93.75 3.83 11.49 Dead Y Point (lbf) FROM INNER STRNGR 689 -3.75 -Live Y Point (lbf) INNER STRNGR 419 -3.75 -Dead Y Uniform (lbf/ft) LNDG FJ 50 50 0 3.83 Live Y Uniform (lbf/ft) LNDG FJ 25 25 0 3.83 Dead Y Uniform (lbf/ft) STAIR TREAD 187.5 187.5 3.83 11.49 Dead Y Self Weight (lbf/ft)-20.7 20.7 0 11.49 Dead Y Page 2 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 1 - OUTER STNGR-LVL1 TO ML1 27 VMD DIAGRAMS Load Combination: D+L Y - Shear Y - Moment Y - Deflection Page 3 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 1 - OUTER STNGR-LVL1 TO ML1 28 Floor Beam LOAD DIAGRAM Page 4 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 1 - OUTER STNGR-LVL1 TO ML1 29 PASS DATE: 3/6/2024 COMPANY: TRI-MATRIX CONSULT, INC.STRUCALC BUILD: StruCalc Pro DESIGNED BY: VICENTE ALFEREZ, P.E.CUSTOMER: A & E STEEL, INC.REVIEWED BY: VNA PROJ. ADDRESS: 123 W Huntington Drive PROJECT NAME: HILTON ARCADIA - BLDG D ARCADIA, CA 91766 LEVEL: STAIR 1 LOADING: ASDMEMBER NAME: STAIR 1 - OUTER STNGR-ML TO LVL2 CODE: 2022 California Building CodeMEMBER TYPE: FLOOR BEAM AISC: AISC 360-16MATERIAL: Steel C Shapes C12x20.7 A36-36 STAIR 1 - OUTER STNGR-ML TO LVL2 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 17.25 Member Slope: 3.36/12 Actual Length (ft): 17.913 Es x10³ Fy x10³ Fu x10³ Area depth tw tf bf Ix Iy Zx Zy J Cw (psi) (psi) (psi) (in²) (in) (in) (in) (in) (in⁴) (in⁴) (in³) (in³) (in⁴) (in⁶) 29000 36 58 6.08 12 0.282 0.501 2.94 129 3.86 25.6 3.47 0.369 112 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in)Flexure Flexure Compression Compression Cv Cv_WA 40 146 Compact Compact Non-Slender Non-Slender 1 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 17.25 0 17.25 57.96 0 0 0 0 0 0 1.153 1 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Deflection Y (in) Compressive Force (lbf) Tensile Force (lbf) Bending-Compression (Unit) Bending-Tension (Unit) PASS/FAIL PASS (91.5%) PASS (56.6%) PASS (67.0%) PASS (99.1%) PASS (99.3%) PASS (56.1%) PASS (56.2%) MAGNITUDE 3716.1 19979.6 0.295 (=L/729) 1040.5 928.4 0.44 0.44 STRENGTH 43769.1 45988.0 0.896 (=L/240) 117867.0 131065.9 1.00 1.00 LOCATION (ft) 0 6.727 8.452 0 17.25 0 0 AISC CODE G2-1 F2-1 E3-1 D2-1 H1-1b H1-1b LOAD COMBO D+L D+L D+L D+L D+L D+L D+L REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 1514 2345 3859 B 1351 2092 3443 Reaction Location A B Page 1 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D 30 LOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) STAIR TREAD 93.75 93.75 5.5 12.83 Dead Y Point (lbf) FR STRNGR SUPP AT ... 1806 -5.5 -Live Y Point (lbf) FR STRNGR SUPP AT ... 1104 -5.5 -Dead Y Uniform (lbf/ft) STAIR TREAD 187.5 187.5 5.5 12.83 Live Y Point (lbf) FR STNGR SUPP AT M... 689 -12.83 -Live Y Point (lbf) FR STRNGR SUPP AT ... 419 -12.83 -Dead Y Uniform (lbf/ft) FJ AT LVL2 50 50 0 5.5 Live Y Uniform (lbf/ft) FJ AT LVL2 25 25 0 5.5 Dead Y Uniform (lbf/ft) FJ AT ML 50 50 12.83 17.25 Live Y Uniform (lbf/ft) FJ AT ML 25 25 12.83 17.25 Dead Y Self Weight (lbf/ft)-20.7 20.7 0 17.25 Dead Y WARNING 1. Calculation: The X-Direction Slenderness ratio (Lcx/rx) of 44.9 exceeds the minimum suggested value of 0 for Load Combination D. 2. Calculation: The Y-Direction Slenderness ratio (Lcy/ry) of 0.01 exceeds the minimum suggested value of 0 for Load Combination D. 3. Calculation: The X-Direction Slenderness ratio (Lcx/rx) of 44.9 exceeds the minimum suggested value of 0 for Load Combination D+L. 4. Calculation: The Y-Direction Slenderness ratio (Lcy/ry) of 0.01 exceeds the minimum suggested value of 0 for Load Combination D+L. Page 2 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 1 - OUTER STNGR-ML TO LVL2 31 VMD DIAGRAMS Load Combination: D+L Y - Shear Y - Moment Y - Deflection Page 3 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 1 - OUTER STNGR-ML TO LVL2 32 Floor Beam LOAD DIAGRAM Page 4 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 1 - OUTER STNGR-ML TO LVL2 33 PASS DATE: 3/6/2024 COMPANY: TRI-MATRIX CONSULT, INC.STRUCALC BUILD: StruCalc Pro DESIGNED BY: VICENTE ALFEREZ, P.E.CUSTOMER: A & E STEEL, INC.REVIEWED BY: VNA PROJ. ADDRESS: 123 W Huntington Drive PROJECT NAME: HILTON ARCADIA - BLDG D ARCADIA, CA 91766 LEVEL: STAIR 1 LOADING: ASDMEMBER NAME: STAIR 1 - OUTER STNGR-LVL2 TO M...CODE: 2022 California Building CodeMEMBER TYPE: FLOOR BEAM AISC: AISC 360-16MATERIAL: Steel C Shapes C12x20.7 A36-36 STAIR 1 - OUTER STNGR-LVL2 TO ML2 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 17.25 Member Slope: 3.36/12 Actual Length (ft): 17.913 Es x10³ Fy x10³ Fu x10³ Area depth tw tf bf Ix Iy Zx Zy J Cw (psi) (psi) (psi) (in²) (in) (in) (in) (in) (in⁴) (in⁴) (in³) (in³) (in⁴) (in⁶) 29000 36 58 6.08 12 0.282 0.501 2.94 129 3.86 25.6 3.47 0.369 112 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in)Flexure Flexure Compression Compression Cv Cv_WA 40 146 Compact Compact Non-Slender Non-Slender 1 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 17.25 0 17.25 57.96 0 0 0 0 0 0 1.152 1 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Deflection Y (in) Compressive Force (lbf) Tensile Force (lbf) Bending-Compression (Unit) Bending-Tension (Unit) PASS/FAIL PASS (92.4%) PASS (59.7%) PASS (69.3%) PASS (99.2%) PASS (99.3%) PASS (59.3%) PASS (59.4%) MAGNITUDE 3332.3 18527.8 0.275 (=L/753) 933.1 929.6 0.41 0.41 STRENGTH 43769.1 45988.0 0.896 (=L/231) 117867.0 131065.9 1.00 1.00 LOCATION (ft) 0 10.005 8.797 0 17.25 0 0 AISC CODE G2-1 F2-1 E3-1 D2-1 H1-1b H1-1b LOAD COMBO D+L D+L D+L D+L D+L D+L D+L REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 2202 1259 3461 B 2038 1409 3447 Reaction Location A B Page 1 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D 34 LOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) STAIR TREAD 93.75 93.75 3.83 11.49 Dead Y Point (lbf) FROM INNER STRNGR 689 -3.75 -Live Y Point (lbf) INNER STRNGR 419 -3.75 -Dead Y Uniform (lbf/ft) LNDG FJ 50 50 0 3.83 Live Y Uniform (lbf/ft) LNDG FJ 25 25 0 3.83 Dead Y Uniform (lbf/ft) STAIR TREAD 187.5 187.5 3.83 11.49 Dead Y Point (lbf) STRNGR SUPP AT LVL... 1485 -11.49 -Live Y Point (lbf) STRNGR SUPP AT LVL... 943 -11.49 -Dead Y Uniform (lbf/ft) FJ at LVL2 50 50 11.49 17.25 Live Y Uniform (lbf/ft) FJ at LVL2 25 25 11.49 17.25 Dead Y Self Weight (lbf/ft)-20.7 20.7 0 17.25 Dead Y Page 2 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 1 - OUTER STNGR-LVL2 TO ML2 35 VMD DIAGRAMS Load Combination: D+L Y - Shear Y - Moment Y - Deflection Page 3 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 1 - OUTER STNGR-LVL2 TO ML2 36 Floor Beam LOAD DIAGRAM Page 4 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 1 - OUTER STNGR-LVL2 TO ML2 37 PASS DATE: 3/6/2024 COMPANY: TRI-MATRIX CONSULT, INC.STRUCALC BUILD: StruCalc Pro DESIGNED BY: VICENTE ALFEREZ, P.E.CUSTOMER: A & E STEEL, INC.REVIEWED BY: VNA PROJ. ADDRESS: 123 W Huntington Drive PROJECT NAME: HILTON ARCADIA - BLDG D ARCADIA, CA 91766 LEVEL: STAIR 1 LOADING: ASDMEMBER NAME: STAIR 1 - OUTER STNGR-ML2 TO LV...CODE: 2022 California Building CodeMEMBER TYPE: FLOOR BEAM AISC: AISC 360-16MATERIAL: Steel C Shapes C12x20.7 A36-36 STAIR 1 - OUTER STNGR-ML2 TO LVL3 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 11.49 Member Slope: 4.18/12 Actual Length (ft): 12.166 Es x10³ Fy x10³ Fu x10³ Area depth tw tf bf Ix Iy Zx Zy J Cw (psi) (psi) (psi) (in²) (in) (in) (in) (in) (in⁴) (in⁴) (in³) (in³) (in⁴) (in⁶) 29000 36 58 6.08 12 0.282 0.501 2.94 129 3.86 25.6 3.47 0.369 112 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in)Flexure Flexure Compression Compression Cv Cv_WA 40 146 Compact Compact Non-Slender Non-Slender 1 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 11.49 0 11.49 48 0 0 0 0 0 0 1.185 1 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Deflection Y (in) Compressive Force (lbf) Tensile Force (lbf) Bending-Compression (Unit) Bending-Tension (Unit) PASS/FAIL PASS (95.5%) PASS (85.3%) PASS (92.7%) PASS (99.5%) PASS (99.6%) PASS (85.1%) PASS (85.1%) MAGNITUDE 1961.9 6748.4 0.045 (=L/3064) 683.0 571.7 0.15 0.15 STRENGTH 43769.1 45988.0 0.608 (=L/227) 125036.7 131065.9 1.00 1.00 LOCATION (ft) 0 6.549 5.86 0 11.49 0 0 AISC CODE G2-1 F2-1 E3-1 D2-1 H1-1b H1-1b LOAD COMBO D+L D+L D+L D+L D+L D+L D+L REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 1767 310 2077 B 1126 613 1739 Reaction Location A B Page 1 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D 38 LOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) STAIR TREAD 93.75 93.75 0 7.07 Dead Y Point (lbf) FROM INNER STRNGR 689 -7.07 -Live Y Point (lbf) INNER STRNGR 419 -7.07 -Dead Y Uniform (lbf/ft) LNDG FJ 50 50 7.07 11.49 Live Y Uniform (lbf/ft) LNDG FJ 25 25 7.07 11.49 Dead Y Uniform (lbf/ft) STAIR TREAD 187.5 187.5 0 7.07 Dead Y Self Weight (lbf/ft)-20.7 20.7 0 11.49 Dead Y Page 2 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 1 - OUTER STNGR-ML2 TO LVL3 39 VMD DIAGRAMS Load Combination: D+L Y - Shear Y - Moment Y - Deflection Page 3 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 1 - OUTER STNGR-ML2 TO LVL3 40 Floor Beam LOAD DIAGRAM Page 4 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 1 - OUTER STNGR-ML2 TO LVL3 41 HILTON ARCADIA – BLDG D 123 W HUNTINGTON DR ARCADIA, CA 91007 STAIR NO.2 CALCULATIONS 1 PASS DATE: 3/6/2024 COMPANY: TRI-MATRIX CONSULT, INC.STRUCALC BUILD: StruCalc Pro DESIGNED BY: VICENTE ALFEREZ, P.E.CUSTOMER: A & E STEEL, INC.REVIEWED BY: VNA PROJ. ADDRESS: 123 W Huntington Drive PROJECT NAME: HILTON ARCADIA - BLDG D ARCADIA, CA 91766 LEVEL: STAIR 2 LOADING: ASDMEMBER NAME: STAIR 2 - Midlndg FJ CODE: 2022 California Building CodeMEMBER TYPE: FLOOR JOIST AISC: AISC 360-16MATERIAL: Steel L Shapes (Equal Legs)L4x4x3/8 A36-36 STAIR 2 - Midlndg FJ DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 3.92 Member Slope: 0/12 Actual Length (ft): 3.92 O.C. Spacing(in): 12 Es x10³ Fy x10³ Fu x10³ Area Ix Iy Zx Zy Tan J Cw (psi)(psi)(psi)(in²)(in⁴)(in⁴)(in³)(in³)α (in⁴)(in⁶) 29000 36 58 2.86 4.32 4.32 2.69 2.69 1 0.141 0.162 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in)Flexure Flexure Compression Compression Cv Cv_WA 0 0 Compact Compact Non-Slender Non-Slender 1 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 3.92 0 3.92 0 0 0 0 0 0 0 1.136 1 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Deflection Y (in) PASS/FAIL PASS (98.4%) PASS (92.4%) PASS (96.5%) MAGNITUDE -313.2 306.9 0.007 (=L/6720) STRENGTH 19401.2 4041.9 0.196 (=L/240) LOCATION (ft) 3.92 1.96 1.96 AISC CODE G3-1 F10-1 LOAD COMBO D+L D+L D+L REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 117 196 313 B 117 196 313 Reaction Location A BLOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft²) Midlandg FJ 100 100 0 3.92 Live Y Uniform (lbf/ft) Midlndg FJ 50 50 0 3.92 Dead Y Self Weight (lbf/ft)-9.8 9.8 0 3.92 Dead Y Page 1 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D 2 Project :HILTON ARCADIA - BLDG D Page Address :123 W Huntington Bl., Arcadia, CA 91007 3 Project No:3MX-4408 SEISMIC ANALYSIS Designer: ZOE CBC 2022, ASCE 7-16 Date :3/6/2024 DESIGN BASE SHEAR STAIR 2 (REF ME 2002, 2008, A6.06) WEIGHTS Stair from LVL1 to ML1 = 3.5x10.083/2x50psf = 882.26 lbs Mid landing, ML= 3.92x7.75x50psf = 1519.00 lbs Stair from ML1 to LVL2 = 3.5x10.083/2x50psf = 882.26 lbs TOTAL WEIGHT, W =3283.53 lbs SEISMIC DESIGN FORCE Fp = (0.4*ap*SDS*Wp)/(Rp/Ip)*(1+2*z/h)Eq. 13.3-1 But not greater than Fp = 1.6*SDS*Ip*Wp Eq. 13.3-2 nor less than Fp = 0.3SDS*Ip*Wp Where:Fp = Seismic design force CONTROLS SDS =1.582 ap = 1.000 Rp = 2.5 Table 13.5-1 3283.53 Importance factor, Ip =1 Section 15.4.1.1 Fp Ht in structure of point of attachment (landing), z =0 ft 0.00 Ave. roof ht. of structure w.r.t. base = 19.5 ft Component Operating Weight, Wp = 3283.53 lbs NS-Direction EW-Direction Roof level Seismic Design Force, Fp = Fp={0.4apWDSWp/(Rp/Ip)}*(1+2(z/h) =831.34 lbs 831.34 lbs But not greater than Fp = 8313.36 lbs 8313.36 lbs Nor less than Fp = 1558.75 lbs CONTROLS 1558.75 lbs CONTROLS Carson, CA 90745 Tel :(310) 210.6548 e-Mails : zoea2@hotmail.com TRI-MATRIX CONSULT INC 140 W 220th Street, No.107 3 Project :HILTON ARCADIA - BLDG D Page Address :123 W Huntington Bl., Arcadia, CA 91007 3 Project No:3MX-4408 SEISMIC ANALYSIS Designer: ZOE CBC 2022, ASCE 7-16 Date :3/6/2024 DESIGN BASE SHEAR STAIR 2 (REF ME 2002, 2008, A6.06) WEIGHTS Stair from LVL1 to ML1 = 3.5x10.083/2x50psf = 882.26 lbs Mid landing, ML= 3.92x7.75x50psf = 1519.00 lbs Stair from ML1 to LVL2 = 3.5x10.083/2x50psf = 882.26 lbs TOTAL WEIGHT, W =3283.53 lbs SEISMIC DESIGN FORCE Fp = (0.4*ap*SDS*Wp)/(Rp/Ip)*(1+2*z/h)Eq. 13.3-1 But not greater than Fp = 1.6*SDS*Ip*Wp Eq. 13.3-2 nor less than Fp = 0.3SDS*Ip*Wp Where:Fp = Seismic design force CONTROLS SDS =1.582 ap = 1.000 Rp = 2.5 Table 13.5-1 3283.53 Importance factor, Ip =1 Section 15.4.1.1 Fp Ht in structure of point of attachment (landing), z = 6.83 ft 6.83 Ave. roof ht. of structure w.r.t. base = 19.5 ft Component Operating Weight, Wp = 3283.53 lbs NS-Direction EW-Direction Roof level Seismic Design Force, Fp = Fp={0.4apWDSWp/(Rp/Ip)}*(1+2(z/h) =1413.70 lbs 1413.70 lbs But not greater than Fp = 8313.36 lbs 8313.36 lbs Nor less than Fp = 1558.75 lbs CONTROLS 1558.75 lbs CONTROLS Carson, CA 90745 Tel :(310) 210.6548 e-Mails : zoea2@hotmail.com TRI-MATRIX CONSULT INC 140 W 220th Street, No.107 4 Project :HILTON ARCADIA - BLDG D Page Address :123 W Huntington Bl., Arcadia, CA 91007 3 Project No:3MX-4408 SEISMIC ANALYSIS Designer: ZOE CBC 2022, ASCE 7-16 Date :3/6/2024 DESIGN BASE SHEAR STAIR 2 (REF ME 2002, 2008, A6.06) WEIGHTS Stair from ML1 to ML2 = 3.5x10.083/2x50psf = 882.26 lbs Mid landing, ML2= 3.92x7.75x50psf = 1519.00 lbs Stair from ML2 to LVL3 = 3.5x8.25/2x50psf = 721.88 lbs TOTAL WEIGHT, W =3123.14 lbs SEISMIC DESIGN FORCE Fp = (0.4*ap*SDS*Wp)/(Rp/Ip)*(1+2*z/h)Eq. 13.3-1 But not greater than Fp = 1.6*SDS*Ip*Wp Eq. 13.3-2 nor less than Fp = 0.3SDS*Ip*Wp Where:Fp = Seismic design force CONTROLS SDS =1.582 ap = 1.000 Rp = 2.5 Table 13.5-1 3123.14 Importance factor, Ip =1 Section 15.4.1.1 Fp Ht in structure of point of attachment (landing), z = 13.75 ft 13.75 Ave. roof ht. of structure w.r.t. base = 19.5 ft Component Operating Weight, Wp = 3123.14 lbs NS-Direction EW-Direction Roof level Seismic Design Force, Fp = Fp={0.4apWDSWp/(Rp/Ip)}*(1+2(z/h) =1905.86 lbs CONTROLS 1905.86 lbs CONTROLS But not greater than Fp = 7907.28 lbs 7907.28 lbs Nor less than Fp = 1482.62 lbs 1482.62 lbs Carson, CA 90745 Tel :(310) 210.6548 e-Mails : zoea2@hotmail.com TRI-MATRIX CONSULT INC 140 W 220th Street, No.107 5 Project :HILTON ARCADIA - BLDG D Page Address :123 W Huntington Bl., Arcadia, CA 91007 3 Project No:3MX-4408 SEISMIC ANALYSIS Designer: ZOE CBC 2022, ASCE 7-16 Date :3/6/2024 DESIGN BASE SHEAR STAIR 2 (REF ME 2002, 2008, A6.06) WEIGHTS Stair from ML1 to ML2 = 3.5x10.083/2x50psf = 882.26 lbs Mid landing, ML2= 3.92x7.75x50psf = 1519.00 lbs Stair from ML2 to LVL3 = 3.5x8.25/2x50psf = 721.88 lbs TOTAL WEIGHT, W =3123.14 lbs SEISMIC DESIGN FORCE Fp = (0.4*ap*SDS*Wp)/(Rp/Ip)*(1+2*z/h)Eq. 13.3-1 But not greater than Fp = 1.6*SDS*Ip*Wp Eq. 13.3-2 nor less than Fp = 0.3SDS*Ip*Wp Where:Fp = Seismic design force CONTROLS SDS =1.582 ap = 1.000 Rp = 2.5 Table 13.5-1 3123.14 Importance factor, Ip =1 Section 15.4.1.1 Fp Ht in structure of point of attachment (landing), z = 19.5 ft 19.50 Ave. roof ht. of structure w.r.t. base = 19.5 ft Component Operating Weight, Wp = 3123.14 lbs NS-Direction EW-Direction Roof level Seismic Design Force, Fp = Fp={0.4apWDSWp/(Rp/Ip)}*(1+2(z/h) =2372.19 lbs CONTROLS 2372.19 lbs CONTROLS But not greater than Fp = 7907.28 lbs 7907.28 lbs Nor less than Fp = 1482.62 lbs 1482.62 lbs Carson, CA 90745 Tel :(310) 210.6548 e-Mails : zoea2@hotmail.com TRI-MATRIX CONSULT INC 140 W 220th Street, No.107 6 PASS DATE: 3/8/2024 COMPANY: TRI-MATRIX CONSULT, INC.STRUCALC BUILD: StruCalc Pro DESIGNED BY: VICENTE ALFEREZ, P.E.CUSTOMER: A & E STEEL, INC.REVIEWED BY: VNA PROJ. ADDRESS: 123 W Huntington Drive PROJECT NAME: HILTON ARCADIA - BLDG D ARCADIA, CA 91766 LEVEL: STAIR 2 LOADING: ASDMEMBER NAME: STAIR 2 - INNER STRNGR -LVL1 TO ...CODE: 2022 California Building CodeMEMBER TYPE: FLOOR BEAM AISC: AISC 360-16MATERIAL: Steel C Shapes C12x20.7 A36-36 STAIR 2 - INNER STRNGR -LVL1 TO ML1 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 10.083 Member Slope: 8.13/12 Actual Length (ft): 12.178 Es x10³ Fy x10³ Fu x10³ Area depth tw tf bf Ix Iy Zx Zy J Cw (psi) (psi) (psi) (in²) (in) (in) (in) (in) (in⁴) (in⁴) (in³) (in³) (in⁴) (in⁶) 29000 36 58 6.08 12 0.282 0.501 2.94 129 3.86 25.6 3.47 0.369 112 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in)Flexure Flexure Compression Compression Cv Cv_WA 40 146 Compact Compact Non-Slender Non-Slender 1 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 10.083 0 10.083 81.96001 0 0 0 0 0 0 1.136 1 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Deflection Y (in) Compressive Force (lbf) Tensile Force (lbf) Bending-Compression (Unit) Bending-Tension (Unit) PASS/FAIL PASS (96.7%) PASS (90.5%) PASS (95.8%) PASS (99.2%) PASS (99.3%) PASS (90.2%) PASS (90.2%) MAGNITUDE -1427.8 4347.0 0.026 (=L/4654) 967.1 967.1 0.10 0.10 STRENGTH 43769.1 45988.0 0.609 (=L/199) 126397.9 131065.9 1.00 1.00 LOCATION (ft) 10.083 5.042 5.042 0 10.083 0 0 AISC CODE G2-1 F2-1 E3-1 D2-1 H1-1b H1-1b LOAD COMBO D+L D+L D+L D+L D+L D+L D+L REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 659 1066 1725 B 659 1066 1725 Reaction Location A B Page 1 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D 7 LOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) INNER STRNGR LVL T... 175 175 0 10.083 Live Y Uniform (lbf/ft) INNER STRNGR LVL T... 87.5 87.5 0 10.083 Dead Y Self Weight (lbf/ft)-20.7 20.7 0 10.083 Dead Y Page 2 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 2 - INNER STRNGR -LVL1 TO ML1 8 VMD DIAGRAMS Load Combination: D+L Y - Shear Y - Moment Y - Deflection Page 3 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 2 - INNER STRNGR -LVL1 TO ML1 9 Floor Beam LOAD DIAGRAM Page 4 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 2 - INNER STRNGR -LVL1 TO ML1 10 PASS DATE: 3/8/2024 COMPANY: TRI-MATRIX CONSULT, INC.STRUCALC BUILD: StruCalc Pro DESIGNED BY: VICENTE ALFEREZ, P.E.CUSTOMER: A & E STEEL, INC.REVIEWED BY: VNA PROJ. ADDRESS: 123 W Huntington Drive PROJECT NAME: HILTON ARCADIA - BLDG D ARCADIA, CA 91766 LEVEL: STAIR 2 LOADING: ASDMEMBER NAME: STAIR 2 - INNER STRNGR -ML1 TO ...CODE: 2022 California Building CodeMEMBER TYPE: FLOOR BEAM AISC: AISC 360-16MATERIAL: Steel C Shapes C12x20.7 A36-36 STAIR 2 - INNER STRNGR -ML1 TO ML2 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 10.083 Member Slope: 8.13/12 Actual Length (ft): 12.178 Es x10³ Fy x10³ Fu x10³ Area depth tw tf bf Ix Iy Zx Zy J Cw (psi) (psi) (psi) (in²) (in) (in) (in) (in) (in⁴) (in⁴) (in³) (in³) (in⁴) (in⁶) 29000 36 58 6.08 12 0.282 0.501 2.94 129 3.86 25.6 3.47 0.369 112 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in)Flexure Flexure Compression Compression Cv Cv_WA 40 146 Compact Compact Non-Slender Non-Slender 1 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 10.083 0 10.083 81.96001 0 0 0 0 0 0 1.136 1 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Deflection Y (in) Compressive Force (lbf) Tensile Force (lbf) Bending-Compression (Unit) Bending-Tension (Unit) PASS/FAIL PASS (96.7%) PASS (90.5%) PASS (95.8%) PASS (99.2%) PASS (99.3%) PASS (90.2%) PASS (90.2%) MAGNITUDE -1427.8 4347.0 0.026 (=L/4654) 967.1 967.1 0.10 0.10 STRENGTH 43769.1 45988.0 0.609 (=L/199) 126397.9 131065.9 1.00 1.00 LOCATION (ft) 10.083 5.042 5.042 0 10.083 0 0 AISC CODE G2-1 F2-1 E3-1 D2-1 H1-1b H1-1b LOAD COMBO D+L D+L D+L D+L D+L D+L D+L REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 659 1066 1725 B 659 1066 1725 Reaction Location A B Page 1 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D 11 LOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) INNER STRNGR LVL T... 175 175 0 10.083 Live Y Uniform (lbf/ft) INNER STRNGR LVL T... 87.5 87.5 0 10.083 Dead Y Self Weight (lbf/ft)-20.7 20.7 0 10.083 Dead Y Page 2 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 2 - INNER STRNGR -ML1 TO ML2 12 VMD DIAGRAMS Load Combination: D+L Y - Shear Y - Moment Y - Deflection Page 3 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 2 - INNER STRNGR -ML1 TO ML2 13 Floor Beam LOAD DIAGRAM Page 4 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 2 - INNER STRNGR -ML1 TO ML2 14 PASS DATE: 3/8/2024 COMPANY: TRI-MATRIX CONSULT, INC.STRUCALC BUILD: StruCalc Pro DESIGNED BY: VICENTE ALFEREZ, P.E.CUSTOMER: A & E STEEL, INC.REVIEWED BY: VNA PROJ. ADDRESS: 123 W Huntington Drive PROJECT NAME: HILTON ARCADIA - BLDG D ARCADIA, CA 91766 LEVEL: STAIR 2 LOADING: ASDMEMBER NAME: STAIR 2 - INNER STRNGR -ML2 TO L...CODE: 2022 California Building CodeMEMBER TYPE: FLOOR BEAM AISC: AISC 360-16MATERIAL: Steel C Shapes C12x20.7 A36-36 STAIR 2 - INNER STRNGR -ML2 TO LVL3 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 7.33 Member Slope: 9.27/12 Actual Length (ft): 9.261 Es x10³ Fy x10³ Fu x10³ Area depth tw tf bf Ix Iy Zx Zy J Cw (psi) (psi) (psi) (in²) (in) (in) (in) (in) (in⁴) (in⁴) (in³) (in³) (in⁴) (in⁶) 29000 36 58 6.08 12 0.282 0.501 2.94 129 3.86 25.6 3.47 0.369 112 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in)Flexure Flexure Compression Compression Cv Cv_WA 40 146 Compact Compact Non-Slender Non-Slender 1 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 7.33 0 7.33 67.92 0 0 0 0 0 0 1.136 1 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Deflection Y (in) Compressive Force (lbf) Tensile Force (lbf) Bending-Compression (Unit) Bending-Tension (Unit) PASS/FAIL PASS (97.6%) PASS (94.8%) PASS (98.3%) PASS (99.4%) PASS (99.4%) PASS (94.5%) PASS (94.5%) MAGNITUDE -1037.9 2403.0 0.008 (=L/10995) 801.5 801.5 0.06 0.06 STRENGTH 43769.1 45988.0 0.463 (=L/190) 128577.8 131065.9 1.00 1.00 LOCATION (ft) 7.33 3.665 3.665 0 7.33 0 0 AISC CODE G2-1 F2-1 E3-1 D2-1 H1-1b H1-1b LOAD COMBO D+L D+L D+L D+L D+L D+L D+L REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 501 810 1311 B 501 810 1311 Reaction Location A B Page 1 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D 15 LOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) INNER STRNGR LVL T... 175 175 0 7.33 Live Y Uniform (lbf/ft) INNER STRNGR LVL T... 87.5 87.5 0 7.33 Dead Y Self Weight (lbf/ft)-20.7 20.7 0 7.33 Dead Y Page 2 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 2 - INNER STRNGR -ML2 TO LVL3 16 VMD DIAGRAMS Load Combination: D+L Y - Shear Y - Moment Y - Deflection Page 3 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 2 - INNER STRNGR -ML2 TO LVL3 17 Floor Beam LOAD DIAGRAM Page 4 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 2 - INNER STRNGR -ML2 TO LVL3 18 PASS DATE: 3/8/2024 COMPANY: TRI-MATRIX CONSULT, INC.STRUCALC BUILD: StruCalc Pro DESIGNED BY: VICENTE ALFEREZ, P.E.CUSTOMER: A & E STEEL, INC.REVIEWED BY: VNA PROJ. ADDRESS: 123 W Huntington Drive PROJECT NAME: HILTON ARCADIA - BLDG D ARCADIA, CA 91766 LEVEL: STAIR 2 LOADING: ASDMEMBER NAME: STAIR 2 - STNGR SUPPORT AT ML1 CODE: 2022 California Building CodeMEMBER TYPE: FLOOR BEAM AISC: AISC 360-16MATERIAL: Steel MC Shapes MC12x31 A36-36 STAIR 2 - STNGR SUPPORT AT ML1 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 7.75 Member Slope: 0/12 Actual Length (ft): 7.75 Es x10³ Fy x10³ Fu x10³ Area depth tw tf bf Ix Iy Zx Zy J Cw (psi) (psi) (psi) (in²) (in) (in) (in) (in) (in⁴) (in⁴) (in³) (in³) (in⁴) (in⁶) 29000 36 58 9.12 12 0.37 0.7 3.67 202 11.3 39.7 8.15 1 267 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in)Flexure Flexure Compression Compression Cv Cv_WA 55 237 Compact Compact Non-Slender Non-Slender 1 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 7.75 0 7.75 0 0 0 0 0 0 0 1.23 1 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Deflection Y (in) PASS/FAIL PASS (94.8%) PASS (88.1%) PASS (96.1%) MAGNITUDE -2984.4 8477.6 0.015 (=L/6200) STRENGTH 57427.5 71317.4 0.387 (=L/240) LOCATION (ft) 7.75 3.875 3.875 AISC CODE G2-1 F2-1 LOAD COMBO D+L D+L D+L REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 1159 1826 2985 B 1159 1826 2985 Reaction Location A BLOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) LNDG FJ 196 196 0 7.75 Live Y Uniform (lbf/ft) LNDG FJ 98 98 0 7.75 Dead Y Point (lbf) FROM INNER STRNGR 1066 -3.5 -Live Y Point (lbf) INNER STRNGR 659 -3.5 -Dead Y Point (lbf) FROM INNER STRNGR 1066 -4.25 -Live Y Point (lbf) FROM INNER STRNGR 659 -4.25 -Dead Y Self Weight (lbf/ft)-31 31 0 7.75 Dead Y Page 1 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D 19 VMD DIAGRAMS Load Combination: D+L Y - Shear Y - Moment Y - Deflection Page 2 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 2 - STNGR SUPPORT AT ML1 20 Floor Beam LOAD DIAGRAM Page 3 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 2 - STNGR SUPPORT AT ML1 21 PASS DATE: 3/8/2024 COMPANY: TRI-MATRIX CONSULT, INC.STRUCALC BUILD: StruCalc Pro DESIGNED BY: VICENTE ALFEREZ, P.E.CUSTOMER: A & E STEEL, INC.REVIEWED BY: VNA PROJ. ADDRESS: 123 W Huntington Drive PROJECT NAME: HILTON ARCADIA - BLDG D ARCADIA, CA 91766 LEVEL: STAIR 2 LOADING: ASDMEMBER NAME: STAIR 2 - OUTER STNGR-LVL1 TO M...CODE: 2022 California Building CodeMEMBER TYPE: FLOOR BEAM AISC: AISC 360-16MATERIAL: Steel C Shapes C12x20.7 A36-36 STAIR 2 - OUTER STNGR-LVL1 TO ML1 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 14.66 Member Slope: 3.27/12 Actual Length (ft): 15.196 Es x10³ Fy x10³ Fu x10³ Area depth tw tf bf Ix Iy Zx Zy J Cw (psi) (psi) (psi) (in²) (in) (in) (in) (in) (in⁴) (in⁴) (in³) (in³) (in⁴) (in⁶) 29000 36 58 6.08 12 0.282 0.501 2.94 129 3.86 25.6 3.47 0.369 112 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in)Flexure Flexure Compression Compression Cv Cv_WA 40 146 Compact Compact Non-Slender Non-Slender 1 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 14.66 0 14.66 48 0 0 0 0 0 0 1.198 1 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Deflection Y (in) Compressive Force (lbf) Tensile Force (lbf) Bending-Compression (Unit) Bending-Tension (Unit) PASS/FAIL PASS (92.4%) PASS (67.9%) PASS (80.1%) PASS (99.4%) PASS (99.3%) PASS (67.6%) PASS (67.5%) MAGNITUDE -3332.3 14770.2 0.151 (=L/1165) 775.2 909.2 0.32 0.32 STRENGTH 43769.1 45988.0 0.760 (=L/231) 121393.6 131065.9 1.00 1.00 LOCATION (ft) 14.66 9.969 7.623 0 14.66 0 0 AISC CODE G2-1 F2-1 E3-1 D2-1 H1-1b H1-1b LOAD COMBO D+L D+L D+L D+L D+L D+L D+L REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 1138 1807 2945 B 1369 2085 3454 Reaction Location A B Page 1 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D 22 LOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) STAIR TREAD 87.5 87.5 0 10.083 Dead Y Point (lbf) FROM INNER STRNGR 1826 -10.083 -Live Y Point (lbf) FROM INNER STRNGR 1159 -10.083 -Dead Y Uniform (lbf/ft) LNDG FJ 50 50 10.083 14.66 Live Y Uniform (lbf/ft) LNDG FJ 25 25 10.083 14.66 Dead Y Uniform (lbf/ft) STAIR TREAD 175 175 0 10.083 Live Y Self Weight (lbf/ft)-20.7 20.7 0 14.66 Dead Y Page 2 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 2 - OUTER STNGR-LVL1 TO ML1 23 VMD DIAGRAMS Load Combination: D+L Y - Shear Y - Moment Y - Deflection Page 3 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 2 - OUTER STNGR-LVL1 TO ML1 24 Floor Beam LOAD DIAGRAM Page 4 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 2 - OUTER STNGR-LVL1 TO ML1 25 PASS DATE: 3/8/2024 COMPANY: TRI-MATRIX CONSULT, INC.STRUCALC BUILD: StruCalc Pro DESIGNED BY: VICENTE ALFEREZ, P.E.CUSTOMER: A & E STEEL, INC.REVIEWED BY: VNA PROJ. ADDRESS: 123 W Huntington Drive PROJECT NAME: HILTON ARCADIA - BLDG D ARCADIA, CA 91766 LEVEL: STAIR 2 LOADING: ASDMEMBER NAME: STAIR 2 - OUTER STNGR-ML1 TO M...CODE: 2022 California Building CodeMEMBER TYPE: FLOOR BEAM AISC: AISC 360-16MATERIAL: Steel C Shapes C12x20.7 A36-36 STAIR 2 - OUTER STNGR-ML1 TO ML2 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 17.545 Member Slope: 2.74/12 Actual Length (ft): 17.995 Es x10³ Fy x10³ Fu x10³ Area depth tw tf bf Ix Iy Zx Zy J Cw (psi) (psi) (psi) (in²) (in) (in) (in) (in) (in⁴) (in⁴) (in³) (in³) (in⁴) (in⁶) 29000 36 58 6.08 12 0.282 0.501 2.94 129 3.86 25.6 3.47 0.369 112 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in)Flexure Flexure Compression Compression Cv Cv_WA 40 146 Compact Compact Non-Slender Non-Slender 1 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 17.545 0 17.545 48 0 0 0 0 0 0 1.071 1 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Deflection Y (in) Compressive Force (lbf) Tensile Force (lbf) Bending-Compression (Unit) Bending-Tension (Unit) PASS/FAIL PASS (89.5%) PASS (55.4%) PASS (63.2%) PASS (99.1%) PASS (99.2%) PASS (55.0%) PASS (55.0%) MAGNITUDE -4597.6 20494.4 0.331 (=L/636) 1032.6 1048.2 0.45 0.45 STRENGTH 43769.1 45988.0 0.900 (=L/234) 117436.2 131065.9 1.00 1.00 LOCATION (ft) 17.545 9.123 8.773 0 17.545 0 0 AISC CODE G2-1 F2-1 E3-1 D2-1 H1-1b H1-1b LOAD COMBO D+L D+L D+L D+L D+L D+L D+L REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 1831 2814 4645 B 1856 2859 4715 Reaction Location A B Page 1 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D 26 LOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) STAIR TREAD 87.5 87.5 3.633 13.716 Dead Y Point (lbf) FROM INNER STRNGR 1826 -13.716 -Live Y Point (lbf) FROM INNER STRNGR 1159 -13.716 -Dead Y Uniform (lbf/ft) LNDG FJ 50 50 13.716 17.545 Live Y Uniform (lbf/ft) LNDG FJ 25 25 13.716 17.545 Dead Y Uniform (lbf/ft) STAIR TREAD 175 175 3.633 13.716 Live Y Uniform (lbf/ft) LNDG FJ 50 50 0 3.633 Live Y Uniform (lbf/ft) LNDG FJ 25 25 0 3.633 Dead Y Point (lbf) FR INNER STRNGR 1655 -3.633 -Live Y Point (lbf) FR INNER STRNGR 1060 -3.633 -Dead Y Self Weight (lbf/ft)-20.7 20.7 0 17.545 Dead Y Page 2 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 2 - OUTER STNGR-ML1 TO ML2 27 VMD DIAGRAMS Load Combination: D+L Y - Shear Y - Moment Y - Deflection Page 3 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 2 - OUTER STNGR-ML1 TO ML2 28 Floor Beam LOAD DIAGRAM Page 4 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 2 - OUTER STNGR-ML1 TO ML2 29 PASS DATE: 3/8/2024 COMPANY: TRI-MATRIX CONSULT, INC.STRUCALC BUILD: StruCalc Pro DESIGNED BY: VICENTE ALFEREZ, P.E.CUSTOMER: A & E STEEL, INC.REVIEWED BY: VNA PROJ. ADDRESS: 123 W Huntington Drive PROJECT NAME: HILTON ARCADIA - BLDG D ARCADIA, CA 91766 LEVEL: STAIR 2 LOADING: ASDMEMBER NAME: STAIR 2 - OUTER STNGR-ML2 TO LV...CODE: 2022 California Building CodeMEMBER TYPE: FLOOR BEAM AISC: AISC 360-16MATERIAL: Steel C Shapes C12x20.7 A36-36 STAIR 2 - OUTER STNGR-ML2 TO LVL3 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 10.963 Member Slope: 6.2/12 Actual Length (ft): 12.338 Es x10³ Fy x10³ Fu x10³ Area depth tw tf bf Ix Iy Zx Zy J Cw (psi) (psi) (psi) (in²) (in) (in) (in) (in) (in⁴) (in⁴) (in³) (in³) (in⁴) (in⁶) 29000 36 58 6.08 12 0.282 0.501 2.94 129 3.86 25.6 3.47 0.369 112 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in)Flexure Flexure Compression Compression Cv Cv_WA 40 146 Compact Compact Non-Slender Non-Slender 1 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 10.963 0 10.963 67.92 0 0 0 0 0 0 1.225 1 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Deflection Y (in) Compressive Force (lbf) Tensile Force (lbf) Bending-Compression (Unit) Bending-Tension (Unit) PASS/FAIL PASS (94.1%) PASS (78.7%) PASS (90.3%) PASS (98.9%) PASS (99.1%) PASS (78.2%) PASS (78.3%) MAGNITUDE 2573.3 9792.9 0.060 (=L/2193) 1328.5 1149.8 0.22 0.22 STRENGTH 43769.1 45988.0 0.617 (=L/213) 125565.6 131065.9 1.00 1.00 LOCATION (ft) 0 3.727 5.262 0 10.963 0 0 AISC CODE G2-1 F2-1 E3-1 D2-1 H1-1b H1-1b LOAD COMBO D+L D+L D+L D+L D+L D+L D+L REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 1153 1743 2896 B 971 1535 2506 Reaction Location A B Page 1 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D 30 LOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) STAIR TREAD 87.5 87.5 3.633 10.963 Dead Y Uniform (lbf/ft) STAIR TREAD 175 175 3.633 10.963 Live Y Uniform (lbf/ft) LNDG FJ 50 50 0 3.633 Live Y Uniform (lbf/ft) LNDG FJ 25 25 0 3.633 Dead Y Point (lbf) FR INNER STRNGR 1630 -3.633 -Live Y Point (lbf) FR INNER STRNGR 1045 -3.633 -Dead Y Self Weight (lbf/ft)-20.7 20.7 0 10.963 Dead Y Page 2 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 2 - OUTER STNGR-ML2 TO LVL3 31 VMD DIAGRAMS Load Combination: D+L Y - Shear Y - Moment Y - Deflection Page 3 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 2 - OUTER STNGR-ML2 TO LVL3 32 Floor Beam LOAD DIAGRAM Page 4 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 2 - OUTER STNGR-ML2 TO LVL3 33 HILTON ARCADIA – BLDG D 123 W HUNTINGTON DR ARCADIA, CA 91007 STAIR NO. 3 CALCULATIONS 1 PASS DATE: 3/9/2024 COMPANY: TRI-MATRIX CONSULT, INC.STRUCALC BUILD: StruCalc Pro DESIGNED BY: VICENTE ALFEREZ, P.E.CUSTOMER: A & E STEEL, INC.REVIEWED BY: VNA PROJ. ADDRESS: 123 W Huntington Drive PROJECT NAME: HILTON ARCADIA - BLDG D ARCADIA, CA 91766 LEVEL: STAIR 3 LOADING: ASDMEMBER NAME: STAIR 3 - Midlndg FJ CODE: 2022 California Building CodeMEMBER TYPE: FLOOR JOIST AISC: AISC 360-16MATERIAL: Steel L Shapes (Equal Legs)L4x4x3/8 A36-36 STAIR 3 - Midlndg FJ DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 3.16 Member Slope: 0/12 Actual Length (ft): 3.16 O.C. Spacing(in): 12 Es x10³ Fy x10³ Fu x10³ Area Ix Iy Zx Zy Tan J Cw (psi)(psi)(psi)(in²)(in⁴)(in⁴)(in³)(in³)α (in⁴)(in⁶) 29000 36 58 2.86 4.32 4.32 2.69 2.69 1 0.141 0.162 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in)Flexure Flexure Compression Compression Cv Cv_WA 0 0 Compact Compact Non-Slender Non-Slender 1 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 3.16 0 3.16 0 0 0 0 0 0 0 1.136 1 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Deflection Y (in) PASS/FAIL PASS (98.7%) PASS (95.1%) PASS (98.2%) MAGNITUDE 252.5 199.5 0.003 (=L/12640) STRENGTH 19401.2 4041.9 0.158 (=L/240) LOCATION (ft) 0 1.58 1.58 AISC CODE G3-1 F10-1 LOAD COMBO D+L D+L D+L REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 94 158 252 B 94 158 252 Reaction Location A BLOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft²) Midlandg FJ 100 100 0 3.16 Live Y Uniform (lbf/ft) Midlndg FJ 50 50 0 3.16 Dead Y Self Weight (lbf/ft)-9.8 9.8 0 3.16 Dead Y Page 1 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D 2 Project :HILTON ARCADIA - BLDG D Page Address :123 W Huntington Bl., Arcadia, CA 91007 3 Project No:3MX-4408 SEISMIC ANALYSIS Designer: ZOE CBC 2022, ASCE 7-16 Date :3/6/2024 DESIGN BASE SHEAR STAIR 3 (REF ME 2003, 2009, A6.06) WEIGHTS Stair from LVL1 to ML1 = 3x8.46/2x50psf = 740.25 lbs Mid landing, ML1=3x3x50psf = 450.00 lbs Stair from ML2 to LVL3 =3x7/2x50psf = 525.00 lbs TOTAL WEIGHT, W =1715.25 lbs SEISMIC DESIGN FORCE Fp = (0.4*ap*SDS*Wp)/(Rp/Ip)*(1+2*z/h)Eq. 13.3-1 But not greater than Fp = 1.6*SDS*Ip*Wp Eq. 13.3-2 nor less than Fp = 0.3SDS*Ip*Wp Where:Fp = Seismic design force CONTROLS SDS =1.582 ap = 1.000 Rp = 2.5 Table 13.5-1 1715.25 Importance factor, Ip =1 Section 15.4.1.1 Fp Ht in structure of point of attachment (landing), z =0 ft 0.00 Ave. roof ht. of structure w.r.t. base = 10 ft Component Operating Weight, Wp = 1715.25 lbs NS-Direction EW-Direction Roof level Seismic Design Force, Fp = Fp={0.4apWDSWp/(Rp/Ip)}*(1+2(z/h) =434.27 lbs 434.27 lbs But not greater than Fp = 4342.74 lbs 4342.74 lbs Nor less than Fp = 814.26 lbs CONTROLS 814.26 lbs CONTROLS Carson, CA 90745 Tel :(310) 210.6548 e-Mails : zoea2@hotmail.com TRI-MATRIX CONSULT INC 140 W 220th Street, No.107 3 Project :HILTON ARCADIA - BLDG D Page Address :123 W Huntington Bl., Arcadia, CA 91007 3 Project No:3MX-4408 SEISMIC ANALYSIS Designer: ZOE CBC 2022, ASCE 7-16 Date :3/6/2024 DESIGN BASE SHEAR STAIR 3 (REF ME 2003, 2009, A6.06) WEIGHTS Stair from LVL1 to ML1 = 3x8.46/2x50psf = 740.25 lbs Mid landing, ML1=3x3x50psf = 450.00 lbs Stair from ML2 to LVL3 =3x7/2x50psf = 525.00 lbs TOTAL WEIGHT, W =1715.25 lbs SEISMIC DESIGN FORCE Fp = (0.4*ap*SDS*Wp)/(Rp/Ip)*(1+2*z/h)Eq. 13.3-1 But not greater than Fp = 1.6*SDS*Ip*Wp Eq. 13.3-2 nor less than Fp = 0.3SDS*Ip*Wp Where:Fp = Seismic design force CONTROLS SDS =1.582 ap = 1.000 Rp = 2.5 Table 13.5-1 1715.25 Importance factor, Ip =1 Section 15.4.1.1 Fp Ht in structure of point of attachment (landing), z = 5.5 ft 5.50 Ave. roof ht. of structure w.r.t. base = 10 ft Component Operating Weight, Wp = 1715.25 lbs NS-Direction EW-Direction Roof level Seismic Design Force, Fp = Fp={0.4apWDSWp/(Rp/Ip)}*(1+2(z/h) =911.98 lbs CONTROLS 911.98 lbs CONTROLS But not greater than Fp = 4342.74 lbs 4342.74 lbs Nor less than Fp = 814.26 lbs 814.26 lbs Carson, CA 90745 Tel :(310) 210.6548 e-Mails : zoea2@hotmail.com TRI-MATRIX CONSULT INC 140 W 220th Street, No.107 4 Project :HILTON ARCADIA - BLDG D Page Address :123 W Huntington Bl., Arcadia, CA 91007 3 Project No:3MX-4408 SEISMIC ANALYSIS Designer: ZOE CBC 2022, ASCE 7-16 Date :3/6/2024 DESIGN BASE SHEAR STAIR 3 (REF ME 2003, 2009, A6.06) WEIGHTS Stair from LVL1 to ML1 = 3x8.46/2x50psf = 740.25 lbs Mid landing, ML1=3x3x50psf = 450.00 lbs Stair from ML2 to LVL3 =3x7/2x50psf = 525.00 lbs TOTAL WEIGHT, W =1715.25 lbs SEISMIC DESIGN FORCE Fp = (0.4*ap*SDS*Wp)/(Rp/Ip)*(1+2*z/h)Eq. 13.3-1 But not greater than Fp = 1.6*SDS*Ip*Wp Eq. 13.3-2 nor less than Fp = 0.3SDS*Ip*Wp Where:Fp = Seismic design force CONTROLS SDS =1.582 ap = 1.000 Rp = 2.5 Table 13.5-1 1715.25 Importance factor, Ip =1 Section 15.4.1.1 Fp Ht in structure of point of attachment (landing), z =10 ft 10.00 Ave. roof ht. of structure w.r.t. base = 10 ft Component Operating Weight, Wp = 1715.25 lbs NS-Direction EW-Direction Roof level Seismic Design Force, Fp = Fp={0.4apWDSWp/(Rp/Ip)}*(1+2(z/h) =1302.82 lbs CONTROLS 1302.82 lbs CONTROLS But not greater than Fp = 4342.74 lbs 4342.74 lbs Nor less than Fp = 814.26 lbs 814.26 lbs Carson, CA 90745 Tel :(310) 210.6548 e-Mails : zoea2@hotmail.com TRI-MATRIX CONSULT INC 140 W 220th Street, No.107 5 PASS DATE: 3/9/2024 COMPANY: TRI-MATRIX CONSULT, INC.STRUCALC BUILD: StruCalc Pro DESIGNED BY: VICENTE ALFEREZ, P.E.CUSTOMER: A & E STEEL, INC.REVIEWED BY: VNA PROJ. ADDRESS: 123 W Huntington Drive PROJECT NAME: HILTON ARCADIA - BLDG D ARCADIA, CA 91766 LEVEL: STAIR 3 LOADING: ASDMEMBER NAME: STAIR 3 - INNER STRNGR -LVL1 TO ...CODE: 2022 California Building CodeMEMBER TYPE: FLOOR BEAM AISC: AISC 360-16MATERIAL: Steel C Shapes C12x20.7 A36-36 STAIR 3 - INNER STRNGR -LVL1 TO ML1 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 9.314 Member Slope: 7.29/12 Actual Length (ft): 10.899 Es x10³ Fy x10³ Fu x10³ Area depth tw tf bf Ix Iy Zx Zy J Cw (psi) (psi) (psi) (in²) (in) (in) (in) (in) (in⁴) (in⁴) (in³) (in³) (in⁴) (in⁶) 29000 36 58 6.08 12 0.282 0.501 2.94 129 3.86 25.6 3.47 0.369 112 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in)Flexure Flexure Compression Compression Cv Cv_WA 40 146 Compact Compact Non-Slender Non-Slender 1 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 8.46 0 8.46 61.69242 0 0 0 0 0 0 1.214 1 1 0.854 0 0.854 6.22758 0 0 0 0 0 0 1.756 1 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Deflection Y (in) Compressive Force (lbf) Tensile Force (lbf) Bending-Compression (Unit) Bending-Tension (Unit) PASS/FAIL PASS (96.8%) PASS (95.7%) PASS (98.5%) PASS (99.3%) PASS (99.5%) PASS (95.5%) PASS (95.5%) MAGNITUDE 1412.0 1958.7 0.007 (=L/15967) 858.1 700.4 0.04 0.05 STRENGTH 43769.1 45988.0 0.495 (=L/226) 130287.2 131065.9 1.00 1.00 LOCATION (ft) 8.476 3.726 4.005 8.476 8.383 0 0 AISC CODE G2-1 F2-1 E4-1 D2-1 H1-1b H1-1b LOAD COMBO D+L D+L D+L D+L D+L D+L D+L REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 412 649 1061 B 1190 1838 3028 C 0 0 0 Reaction Location A B C Page 1 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D 6 LOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) INNER STRNGR ML1 ... 150 150 0 9.314 Live Y Uniform (lbf/ft) INNER STRNGR ML1 T... 75 75 0 9.314 Dead Y Point (lbf) FR INNER STRNGR 624.12 -9.314 -Live Y Point (lbf) FR INNER STRNGR 398.19 -9.314 -Dead Y Point (lbf) FR LNDG FJ 228 -9.314 -Live Y Point (lbf) FR LNDG FJ 161 -9.314 -Dead Y Self Weight (lbf/ft)-20.7 20.7 0 9.314 Dead Y Page 2 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 3 - INNER STRNGR -LVL1 TO ML1 7 VMD DIAGRAMS Load Combination: D+L Y - Shear Y - Moment Y - Deflection Page 3 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 3 - INNER STRNGR -LVL1 TO ML1 8 Floor Beam LOAD DIAGRAM Page 4 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 3 - INNER STRNGR -LVL1 TO ML1 9 PASS DATE: 3/9/2024 COMPANY: TRI-MATRIX CONSULT, INC.STRUCALC BUILD: StruCalc Pro DESIGNED BY: VICENTE ALFEREZ, P.E.CUSTOMER: A & E STEEL, INC.REVIEWED BY: VNA PROJ. ADDRESS: 123 W Huntington Drive PROJECT NAME: HILTON ARCADIA - BLDG D ARCADIA, CA 91766 LEVEL: STAIR 3 LOADING: ASDMEMBER NAME: STAIR 3 - INNER STRNGR -ML1 TO L...CODE: 2022 California Building CodeMEMBER TYPE: FLOOR BEAM AISC: AISC 360-16MATERIAL: Steel C Shapes C12x20.7 A36-36 STAIR 3 - INNER STRNGR -ML1 TO LVL2 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 7 Member Slope: 7.71/12 Actual Length (ft): 8.322 Es x10³ Fy x10³ Fu x10³ Area depth tw tf bf Ix Iy Zx Zy J Cw (psi) (psi) (psi) (in²) (in) (in) (in) (in) (in⁴) (in⁴) (in³) (in³) (in⁴) (in⁶) 29000 36 58 6.08 12 0.282 0.501 2.94 129 3.86 25.6 3.47 0.369 112 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in)Flexure Flexure Compression Compression Cv Cv_WA 40 146 Compact Compact Non-Slender Non-Slender 1 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 7 0 7 54 0 0 0 0 0 0 1.136 1 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Deflection Y (in) Compressive Force (lbf) Tensile Force (lbf) Bending-Compression (Unit) Bending-Tension (Unit) PASS/FAIL PASS (98.0%) PASS (96.1%) PASS (98.8%) PASS (99.6%) PASS (99.6%) PASS (95.9%) PASS (95.9%) MAGNITUDE 860.0 1789.1 0.005 (=L/16800) 552.8 552.8 0.04 0.04 STRENGTH 43769.1 45988.0 0.416 (=L/202) 128794.9 131065.9 1.00 1.00 LOCATION (ft) 0 3.5 3.5 0 7 0 0 AISC CODE G2-1 F2-1 E3-1 D2-1 H1-1b H1-1b LOAD COMBO D+L D+L D+L D+L D+L D+L D+L REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 398 624 1022 B 398 624 1022 Reaction Location A B Page 1 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D 10 LOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) INNER STRNGR ML1 ... 150 150 0 7 Live Y Uniform (lbf/ft) INNER STRNGR ML1 T... 75 75 0 7 Dead Y Self Weight (lbf/ft)-20.7 20.7 0 7 Dead Y Page 2 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 3 - INNER STRNGR -ML1 TO LVL2 11 VMD DIAGRAMS Load Combination: D+L Y - Shear Y - Moment Y - Deflection Page 3 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 3 - INNER STRNGR -ML1 TO LVL2 12 Floor Beam LOAD DIAGRAM Page 4 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 3 - INNER STRNGR -ML1 TO LVL2 13 PASS DATE: 3/9/2024 COMPANY: TRI-MATRIX CONSULT, INC.STRUCALC BUILD: StruCalc Pro DESIGNED BY: VICENTE ALFEREZ, P.E.CUSTOMER: A & E STEEL, INC.REVIEWED BY: VNA PROJ. ADDRESS: 123 W Huntington Drive PROJECT NAME: HILTON ARCADIA - BLDG D ARCADIA, CA 91766 LEVEL: STAIR 3 LOADING: ASDMEMBER NAME: STAIR 3 - STNGR SUPPORT AT ML1 CODE: 2022 California Building CodeMEMBER TYPE: FLOOR BEAM AISC: AISC 360-16MATERIAL: Steel MC Shapes MC12x31 A36-36 STAIR 3 - STNGR SUPPORT AT ML1 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 3.04 Member Slope: 0/12 Actual Length (ft): 3.04 Es x10³ Fy x10³ Fu x10³ Area depth tw tf bf Ix Iy Zx Zy J Cw (psi) (psi) (psi) (in²) (in) (in) (in) (in) (in⁴) (in⁴) (in³) (in³) (in⁴) (in⁶) 29000 36 58 9.12 12 0.37 0.7 3.67 202 11.3 39.7 8.15 1 267 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in)Flexure Flexure Compression Compression Cv Cv_WA 55 237 Compact Compact Non-Slender Non-Slender 1 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 3.04 0 3.04 0 0 0 0 0 0 0 1.136 1 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Deflection Y (in) PASS/FAIL PASS (99.3%) PASS (99.6%) PASS (99.9%) MAGNITUDE 389.1 295.7 0.000 (=L/∞) STRENGTH 57427.5 71317.4 0.152 (=L/240) LOCATION (ft) 0 1.52 1.52 AISC CODE G2-1 F2-1 LOAD COMBO D+L D+L D+L REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 161 228 389 B 161 228 389 Reaction Location A BLOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) LNDG FJ 150 150 0 3.04 Live Y Uniform (lbf/ft) LNDG FJ 75 75 0 3.04 Dead Y Self Weight (lbf/ft)-31 31 0 3.04 Dead Y Page 1 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D 14 VMD DIAGRAMS Load Combination: D+L Y - Shear Y - Moment Y - Deflection Page 2 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 3 - STNGR SUPPORT AT ML1 15 Floor Beam LOAD DIAGRAM Page 3 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 3 - STNGR SUPPORT AT ML1 16 PASS DATE: 3/9/2024 COMPANY: TRI-MATRIX CONSULT, INC.STRUCALC BUILD: StruCalc Pro DESIGNED BY: VICENTE ALFEREZ, P.E.CUSTOMER: A & E STEEL, INC.REVIEWED BY: VNA PROJ. ADDRESS: 123 W Huntington Drive PROJECT NAME: HILTON ARCADIA - BLDG D ARCADIA, CA 91766 LEVEL: STAIR 3 LOADING: ASDMEMBER NAME: STAIR 3 - OUTER STNGR-LVL1 TO M...CODE: 2022 California Building CodeMEMBER TYPE: FLOOR BEAM AISC: AISC 360-16MATERIAL: Steel C Shapes C12x20.7 A36-36 STAIR 3 - OUTER STNGR-LVL1 TO ML1 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 12.5 Member Slope: 3.84/12 Actual Length (ft): 13.124 Es x10³ Fy x10³ Fu x10³ Area depth tw tf bf Ix Iy Zx Zy J Cw (psi) (psi) (psi) (in²) (in) (in) (in) (in) (in⁴) (in⁴) (in³) (in³) (in⁴) (in⁶) 29000 36 58 6.08 12 0.282 0.501 2.94 129 3.86 25.6 3.47 0.369 112 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in)Flexure Flexure Compression Compression Cv Cv_WA 40 146 Compact Compact Non-Slender Non-Slender 1 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 12.5 0 12.5 48 0 0 0 0 0 0 1.132 1 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Deflection Y (in) Compressive Force (lbf) Tensile Force (lbf) Bending-Compression (Unit) Bending-Tension (Unit) PASS/FAIL PASS (96.1%) PASS (87.6%) PASS (93.0%) PASS (99.6%) PASS (99.6%) PASS (87.4%) PASS (87.4%) MAGNITUDE -1717.3 5719.1 0.046 (=L/3261) 481.6 549.5 0.13 0.13 STRENGTH 43769.1 45988.0 0.656 (=L/229) 123960.7 131065.9 1.00 1.00 LOCATION (ft) 12.5 6.125 6.25 0 12.5 0 0 AISC CODE G2-1 F2-1 E3-1 D2-1 H1-1b H1-1b LOAD COMBO D+L D+L D+L D+L D+L D+L D+L REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 610 970 1580 B 648 1155 1803 Reaction Location A B Page 1 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D 17 LOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) STAIR TREAD 75 75 3.04 12.5 Dead Y Point (lbf) FROM INNER STRNGR 228 -3.04 -Live Y Point (lbf) FROM INNER STRNGR 161 -3.04 -Dead Y Uniform (lbf/ft) LNDG FJ 50 50 0 3.04 Live Y Uniform (lbf/ft) LNDG FJ 25 25 0 3.04 Dead Y Uniform (lbf/ft) STAIR TREAD 175 175 3.04 12.5 Live Y Self Weight (lbf/ft)-20.7 20.7 0 12.5 Dead Y Page 2 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 3 - OUTER STNGR-LVL1 TO ML1 18 VMD DIAGRAMS Load Combination: D+L Y - Shear Y - Moment Y - Deflection Page 3 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 3 - OUTER STNGR-LVL1 TO ML1 19 Floor Beam LOAD DIAGRAM Page 4 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 3 - OUTER STNGR-LVL1 TO ML1 20 PASS DATE: 3/9/2024 COMPANY: TRI-MATRIX CONSULT, INC.STRUCALC BUILD: StruCalc Pro DESIGNED BY: VICENTE ALFEREZ, P.E.CUSTOMER: A & E STEEL, INC.REVIEWED BY: VNA PROJ. ADDRESS: 123 W Huntington Drive PROJECT NAME: HILTON ARCADIA - BLDG D ARCADIA, CA 91766 LEVEL: STAIR 3 LOADING: ASDMEMBER NAME: STAIR 3 - OUTER STNGR-ML1 TO LV...CODE: 2022 California Building CodeMEMBER TYPE: FLOOR BEAM AISC: AISC 360-16MATERIAL: Steel C Shapes C12x20.7 A36-36 STAIR 3 - OUTER STNGR-ML1 TO LVL2 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 10.41 Member Slope: 5.19/12 Actual Length (ft): 11.341 Es x10³ Fy x10³ Fu x10³ Area depth tw tf bf Ix Iy Zx Zy J Cw (psi) (psi) (psi) (in²) (in) (in) (in) (in) (in⁴) (in⁴) (in³) (in³) (in⁴) (in⁶) 29000 36 58 6.08 12 0.282 0.501 2.94 129 3.86 25.6 3.47 0.369 112 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in)Flexure Flexure Compression Compression Cv Cv_WA 40 146 Compact Compact Non-Slender Non-Slender 1 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 10.41 0 10.41 54 0 0 0 0 0 0 1.159 1 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Deflection Y (in) Compressive Force (lbf) Tensile Force (lbf) Bending-Compression (Unit) Bending-Tension (Unit) PASS/FAIL PASS (97.3%) PASS (93.1%) PASS (96.8%) PASS (99.6%) PASS (99.7%) PASS (92.9%) PASS (93.0%) MAGNITUDE 1195.1 3166.3 0.018 (=L/6940) 516.6 367.9 0.07 0.07 STRENGTH 43769.1 45988.0 0.567 (=L/220) 126096.1 131065.9 1.00 1.00 LOCATION (ft) 0 4.893 5.101 0 10.41 0 0 AISC CODE G2-1 F2-1 E3-1 D2-1 H1-1b H1-1b LOAD COMBO D+L D+L D+L D+L D+L D+L D+L REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 512 790 1302 B 387 540 927 Reaction Location A B Page 1 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D 21 LOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) STAIR TREAD 75 75 0 7 Dead Y Uniform (lbf/ft) LNDG FJ 50 50 7 10.41 Live Y Uniform (lbf/ft) LNDG FJ 25 25 7 10.41 Dead Y Uniform (lbf/ft) STAIR TREAD 150 150 0 7 Live Y Self Weight (lbf/ft)-20.7 20.7 0 10.41 Dead Y Page 2 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 3 - OUTER STNGR-ML1 TO LVL2 22 VMD DIAGRAMS Load Combination: D+L Y - Shear Y - Moment Y - Deflection Page 3 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 3 - OUTER STNGR-ML1 TO LVL2 23 Floor Beam LOAD DIAGRAM Page 4 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 3 - OUTER STNGR-ML1 TO LVL2 24 HILTON ARCADIA – BLDG D 123 W HUNTINGTON DR ARCADIA, CA 91007 STAIR NO. 4 CALCULATIONS 1 Project :HILTON ARCADIA - BLDG D Page Address :123 W Huntington Bl., Arcadia, CA 91007 3 Project No:3MX-4408 SEISMIC ANALYSIS Designer: ZOE CBC 2022, ASCE 7-16 Date :3/8/2024 DESIGN BASE SHEAR STAIR 4 (REF ME 2004,ME2010, A6.06) WEIGHTS Stair from EL. 1-4.75 TO LVL 2 = 2.66x15/2x50psf = 997.5 lbs TOTAL WEIGHT, W =997.50 lbs SEISMIC DESIGN FORCE Fp = (0.4*ap*SDS*Wp)/(Rp/Ip)*(1+2*z/h)Eq. 13.3-1 But not greater than Fp = 1.6*SDS*Ip*Wp Eq. 13.3-2 nor less than Fp = 0.3SDS*Ip*Wp Where:Fp = 252.55 Seismic design force SDS =1.582 ap = 1.000 Rp = 2.5 Table 13.5-1 997.50 Importance factor, Ip =1 Section 15.4.1.1 Fp Ht in structure of point of attachment (landing), z =0 ft 0.00 Ave. roof ht. of structure w.r.t. base = 10 ft Component Operating Weight, Wp = 997.50 lbs NS-Direction EW-Direction Roof level Seismic Design Force, Fp = Fp={0.4apWDSWp/(Rp/Ip)}*(1+2(z/h) =252.55 lbs 252.55 lbs But not greater than Fp = 2525.51 lbs 2525.51 lbs Nor less than Fp = 473.53 lbs CONTROLS 473.53 lbs CONTROLS Carson, CA 90745 Tel :(310) 210.6548 e-Mails : zoea2@hotmail.com TRI-MATRIX CONSULT INC 140 W 220th Street, No.107 2 Project :HILTON ARCADIA - BLDG D Page Address :123 W Huntington Bl., Arcadia, CA 91007 3 Project No:3MX-4408 SEISMIC ANALYSIS Designer: ZOE CBC 2022, ASCE 7-16 Date :3/8/2024 DESIGN BASE SHEAR STAIR 4 (REF ME 2004,ME2010, A6.06) WEIGHTS Stair from EL. 1-4.75 TO LVL 2 = 2.66x15/2x50psf = 997.5 lbs TOTAL WEIGHT, W =997.50 lbs SEISMIC DESIGN FORCE Fp = (0.4*ap*SDS*Wp)/(Rp/Ip)*(1+2*z/h)Eq. 13.3-1 But not greater than Fp = 1.6*SDS*Ip*Wp Eq. 13.3-2 nor less than Fp = 0.3SDS*Ip*Wp Where:Fp = 757.65 Seismic design force SDS =1.582 ap = 1.000 Rp = 2.5 Table 13.5-1 997.50 Importance factor, Ip =1 Section 15.4.1.1 Fp Ht in structure of point of attachment (landing), z =10 ft 10.00 Ave. roof ht. of structure w.r.t. base = 10 ft Component Operating Weight, Wp = 997.50 lbs NS-Direction EW-Direction Roof level Seismic Design Force, Fp = Fp={0.4apWDSWp/(Rp/Ip)}*(1+2(z/h) =757.65 lbs CONTROLS 757.65 lbs CONTROLS But not greater than Fp = 2525.51 lbs 2525.51 lbs Nor less than Fp = 473.53 lbs 473.53 lbs Carson, CA 90745 Tel :(310) 210.6548 e-Mails : zoea2@hotmail.com TRI-MATRIX CONSULT INC 140 W 220th Street, No.107 3 PASS DATE: 3/6/2024 COMPANY: TRI-MATRIX CONSULT, INC.STRUCALC BUILD: StruCalc Pro DESIGNED BY: VICENTE ALFEREZ, P.E.CUSTOMER: A & E STEEL, INC.REVIEWED BY: VNA PROJ. ADDRESS: 123 W Huntington Drive PROJECT NAME: HILTON ARCADIA - BLDG D ARCADIA, CA 91766 LEVEL: STAIR 4 LOADING: ASDMEMBER NAME: STAIR 4 - OUTER STNGR CODE: 2022 California Building CodeMEMBER TYPE: FLOOR BEAM AISC: AISC 360-16MATERIAL: Steel C Shapes C12x20.7 A36-36 STAIR 4 - OUTER STNGR DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 15 Member Slope: 6.88/12 Actual Length (ft): 17.292 Es x10³ Fy x10³ Fu x10³ Area depth tw tf bf Ix Iy Zx Zy J Cw (psi) (psi) (psi) (in²) (in) (in) (in) (in) (in⁴) (in⁴) (in³) (in³) (in⁴) (in⁶) 29000 36 58 6.08 12 0.282 0.501 2.94 129 3.86 25.6 3.47 0.369 112 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in)Flexure Flexure Compression Compression Cv Cv_WA 40 146 Compact Compact Non-Slender Non-Slender 1 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 15 0 15 103.248 0 0 0 0 0 0 1.136 1 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Deflection Y (in) Compressive Force (lbf) Tensile Force (lbf) Bending-Compression (Unit) Bending-Tension (Unit) PASS/FAIL PASS (96.2%) PASS (84.5%) PASS (89.7%) PASS (99.2%) PASS (99.3%) PASS (84.1%) PASS (84.1%) MAGNITUDE -1651.5 7139.6 0.089 (=L/2022) 947.3 947.3 0.16 0.16 STRENGTH 43769.1 45988.0 0.865 (=L/208) 120957.7 131065.9 1.00 1.00 LOCATION (ft) 15 7.5 7.5 0 15 0 0 AISC CODE G2-1 F2-1 E3-1 D2-1 H1-1b H1-1b LOAD COMBO D+L D+L D+L D+L D+L D+L D+L REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 754 1150 1904 B 754 1150 1904 Reaction Location A B Page 1 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D 4 LOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) STAIR TREAD 66.5 66.5 0 15 Dead Y Uniform (lbf/ft) STAIR TREAD 133 133 0 15 Live Y Self Weight (lbf/ft)-20.7 20.7 0 15 Dead Y Page 2 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 4 - OUTER STNGR 5 VMD DIAGRAMS Load Combination: D+L Y - Shear Y - Moment Y - Deflection Page 3 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 4 - OUTER STNGR 6 Floor Beam LOAD DIAGRAM Page 4 2022 California Building Code ASDPROJECT: HILTON ARCADIA - BLDG D Member Name: STAIR 4 - OUTER STNGR 7 HILTON ARCADIA – BLDG D 123 W HUNTINGTON DR ARCADIA, CA 91007 DESIGN CRITERIA HANDRAILS/GUARDRAILS STAIR TREAD STRINGER ATTACHMENTS Project : HILTON ARCADIA - BLDG D Page Address : 123 W Huntington Bl., Arcadia, CA 91007 Project No:3MX-4408 Subject : Design Criteria Designer: ZOE CBC 2022, ASCE 7-16 Date :3/6/2024 SEISMIC PARAMETERS (USGS SEISMIC HAZARD)VALUE OR CLASSIFICATION STRUCTURAL SYSTEM:NON STRUCTURAL COMPONENTS COMPONENT RESPONSE MOD. FACTOR, Rp 2.5 COMPONENT AMPLIFICATION FACTOR, ap 1 SEISMIC USE GROUP II SITE CLASS ( From USGS)D RISK CATEGORY II SEISMIC DESIGN CATEGORY D IMPORTANCE FACTOR, I 1 STAIR LOADS DEAD LOAD 50 psf LIVE LOAD 100 psf STRUCUTRAL STEEL Channels, Angles, Plates - ASTM A36 WELDING RODS - E70XX Unless shown on plans STEEL BOLTS - ASTM A307 Unless shown on plans ANCHOR BOLTS - J-BOLTS, A36 HANDRAILS/GUARDRAILS -ASTM 513-1020, 72 ksi CONCRETE f'c, psi = 2500 for slab on grade f'c, psi = 4000 for structural slab, beams & girders SOIL BEARING SOIL BRG CAP,qall, psf =1500 CBC2022 5-Percent Damped Spectral Acceleration, SDS 1.582 5-Percent Damped Spectral Acceleration, SD1 0.819 Mapped Spectral Response at 1.0 sec Accelearation, S1 0.723 Maximum Considered Earthquake Spectral Acceleration, SMS 2.374 Maximum Considered Earthquake Spectral Acceleration, SM1 1.229 TRI-MATRIX CONSULT INC 140 W 220th Street, No.107 Carson, CA 90745 Site Classification (Per Table 1613.5.2)D Mapped Spectral Response at 0.2 sec Accelearation, Ss 1.978 Tel :(310) 210.6548 e-Mails : zoea2@hotmail.com 1 2 3 Project : HILTON ARCADIA - BLDG D Page Address : 123 W Huntington Bl., Arcadia, CA 91007 2 Project No:3MX-4408 Subject : Design Criteria Designer: ZOE CBC 2022, ASCE 7-16 Date :3/6/2024 SEISMIC DESIGN PARAMETERS SEISMIC PARAMETERS (USGS SEISMIC HAZARD)VALUE OR CLASSIFICATION See Calcs See Calcs See Calcs See Calcs Calculate:SM1 and SD1 Table 11.4-1 Short Period Site Coefficient, Fa Given: Site Class=D Ss Fa Site Class Ss = 1.978 0.25 0.5 0.75 1 1.25 1.5 Left value =1.5 1.2 A 0.8 0.8 0.8 0.8 0.8 0.8 Right value =NA 1.2 B 0.9 0.9 0.9 0.9 0.9 0.9 By interpolation values of Fv between given Ss C 1.3 1.3 1.2 1.2 1.2 1.2 Fa =1.200 D 1.6 1.4 1.2 1.1 1 1 SMS = Fa*Ss =2.374 E 2.4 1.7 1.3 Section Section Section Then, SDS = 2/3*SMS =1.582 11.4.8 11.4.8 11.4.8 F Section Section Section Section Section Section S1 Fv 11.4.8 11.4.8 11.4.8 11.4.8 11.4.8 11.4.8 S1 =0.723 Left value =0.6 1.7 Table 11.4-2 -Long Period Site Coefficient, Fv Right value =NA 1.7 Site Class Fv =1.700 0.1 0.2 0.3 0.4 0.5 0.6 SM1 = Fv*S1 =1.229 A 0.8 0.8 0.8 0.8 0.8 0.8 Then, SD1 = 2/3*SM1 =0.819 B 0.8 0.8 0.8 0.8 0.8 0.8 Determine Seismic Design Category, SDC C 1.5 1.5 1.5 1.5 1.5 1.4 Risk Category = II D 2.4 2.2 2 1.9 1.8 1.7 If 0.75 > S1= 0.723 Use below calcs E 4.2 Section Section Section Section Section If 0.5<= SDS 1.582 D 11.4.8 11.4.8 11.4.8 11.4.8 11.4.8 If 0.20<= SD1 0.819 D F Section Section Section Section Section Section 11.4.8 11.4.8 11.4.8 11.4.8 11.4.8 11.4.8 Table Values Values of Ss Table Values Values of S1 Maximum Considered Earthquake Spectral Acceleration, SM1 1.229 5-Percent Damped Spectral Acceleration, SDS 1.582 5-Percent Damped Spectral Acceleration, SD1 0.819 Mapped Spectral Response at 0.2 sec Accelearation, Ss 1.978 Mapped Spectral Response at 1.0 sec Accelearation, S1 0.723 Maximum Considered Earthquake Spectral Acceleration, SMS 2.374 140 W 220th Street, No.107 Carson, CA 90745 Tel :(310) 210.6548 e-Mails : zoea2@hotmail.com Site Classification (Per Table 1613.5.2)D TRI-MATRIX CONSULT INC 4 Project : HILTON ARCADIA- BLDG D Page Address : 123 W Huntington Dr, Arcadia Project No:3MX-4328 Tel :(310) 210 6548: Fax: (310) 834 4445: Subject : STAIR 1 -STAIR TREAD Designer: ZOE e-Mails : zoea2@hotmail.com CBC 2022, Date :3/6/24 MATERIAL : A36 STEEL PLATES, 1/8" THK WELDS : E70XX RODS GIVEN:Tread thickness, t =0.125 in. Tread width, T = 11 in. Tread riser, R = 7 in. Tread Topping, tc = 2.000 in. Gross Tread, T' = 12 in. Gross Riser, R' = 8.125 in. Leftt-side Lip, Lp1 = 1.000 in. Right-side Lip, Lp2 = 1.000 in. Slope s:12, s = 2.000 in. Live Load, LL = 100 psf Dead Load, DL = 50 psf RESULTS OBTAINED FROM CFS 5.0 SOFTWARE Area tread, A = 1.536 in2 Center of gravity, xg =4.044 in.Span, L , ft = 3.75 Center of gravity, yg =1.823 in. Mom. of Inertia, Ixx =10.616 in4 Sxx = Ixx/c = 1.738 in3 Min. Yield , Fy = 36000 psi 2. BENDING AT TREAD (tread is fillet welded at riser lower lip, 1/8"weld 1"@6"o.c.) w = (LL + DL psf)*T' wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww w = 150 plf M =C*w*L2 where: C = 0.107 therefore: M = 225.70 ft-# fb = M/Sxx, ksi = 1.56 <.6Fy, ksi O.K. Tread span, L, in = 45 3. SHEAR AT TREAD V = Cv*w*L where : Cv = 0.61 V = 341.518 lbs fv = V/A = 0.22 <14.4 ksi O.K. 4. DESIGN OF TREAD ATTACHMENT Weld capacity = 928 pli per 1/16" End Reaction = 341.52 lbs Length of welds = 0.37 in. of 1/16" For 1/8" welds = 0.18 in. PROVIDE:1/8" fillet welds 4-1"long at riser and 4-1"long at angle clip to stringer 1"@6"oc at tread joint, along span TRI-MATRIX CONSULT, INC. 140 W 220TH STREET, NO. 107 CARSON, CA 90745 TREAD (Mark p50/T3) 5 Project : HILTON ARCADIA- BLDG D Page Address : 123 W Huntington Dr, Arcadia Project No:3MX-4328 Tel :(310) 210 6548: Fax: (310) 834 4445: Subject : STAIR 2 -STAIR TREAD Designer: ZOE e-Mails : zoea2@hotmail.com CBC 2022, Date :3/6/24 MATERIAL : A36 STEEL PLATES, 1/8" THK WELDS : E70XX RODS GIVEN:Tread thickness, t =0.125 in. Tread width, T = 11 in. Tread riser, R = 7 in. Tread Topping, tc = 2.000 in. Gross Tread, T' = 12 in. Gross Riser, R' = 8.125 in. Leftt-side Lip, Lp1 = 1.000 in. Right-side Lip, Lp2 = 1.000 in. Slope s:12, s = 2.000 in. Live Load, LL = 100 psf Dead Load, DL = 50 psf RESULTS OBTAINED FROM CFS 5.0 SOFTWARE Area tread, A = 1.536 in2 Center of gravity, xg =4.044 in.Span, L , ft = 3.5 Center of gravity, yg =1.823 in. Mom. of Inertia, Ixx =10.616 in4 Sxx = Ixx/c = 1.738 in3 Min. Yield , Fy = 36000 psi 2. BENDING AT TREAD (tread is fillet welded at riser lower lip, 1/8"weld 1"@6"o.c.) w = (LL + DL psf)*T' wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww w = 150 plf M =C*w*L2 where: C = 0.107 therefore: M = 196.61 ft-# fb = M/Sxx, ksi = 1.36 <.6Fy, ksi O.K. Tread span, L, in = 42 3. SHEAR AT TREAD V = Cv*w*L where : Cv = 0.61 V = 318.75 lbs fv = V/A = 0.21 <14.4 ksi O.K. 4. DESIGN OF TREAD ATTACHMENT Weld capacity = 928 pli per 1/16" End Reaction = 318.75 lbs Length of welds = 0.34 in. of 1/16" For 1/8" welds = 0.17 in. PROVIDE:1/8" fillet welds 4-1"long at riser and 4-1"long at angle clip to stringer 1"@6"oc at tread joint, along span TRI-MATRIX CONSULT, INC. 140 W 220TH STREET, NO. 107 CARSON, CA 90745 TREAD (Mark p50/T3) 6 Project : HILTON ARCADIA- BLDG D Page Address : 123 W Huntington Dr, Arcadia Project No:3MX-4328 Tel :(310) 210 6548: Fax: (310) 834 4445: Subject : STAIR 3 -STAIR TREAD Designer: ZOE e-Mails : zoea2@hotmail.com CBC 2022, Date :3/6/24 MATERIAL : A36 STEEL PLATES, 1/8" THK WELDS : E70XX RODS GIVEN:Tread thickness, t =0.125 in. Tread width, T = 11 in. Tread riser, R = 7 in. Tread Topping, tc = 2.000 in. Gross Tread, T' = 12 in. Gross Riser, R' = 8.125 in. Leftt-side Lip, Lp1 = 1.000 in. Right-side Lip, Lp2 = 1.000 in. Slope s:12, s = 2.000 in. Live Load, LL = 100 psf Dead Load, DL = 50 psf RESULTS OBTAINED FROM CFS 5.0 SOFTWARE Area tread, A = 1.536 in2 Center of gravity, xg =4.044 in.Span, L , ft = 3.021 Center of gravity, yg =1.823 in. Mom. of Inertia, Ixx =10.616 in4 Sxx = Ixx/c = 1.738 in3 Min. Yield , Fy = 36000 psi 2. BENDING AT TREAD (tread is fillet welded at riser lower lip, 1/8"weld 1"@6"o.c.) w = (LL + DL psf)*T' wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww w = 150 plf M =C*w*L2 where: C = 0.107 therefore: M = 146.48 ft-# fb = M/Sxx, ksi = 1.01 <.6Fy, ksi O.K. Tread span, L, in = 36.252 3. SHEAR AT TREAD V = Cv*w*L where : Cv = 0.61 V = 275.127 lbs fv = V/A = 0.18 <14.4 ksi O.K. 4. DESIGN OF TREAD ATTACHMENT Weld capacity = 928 pli per 1/16" End Reaction = 275.13 lbs Length of welds = 0.30 in. of 1/16" For 1/8" welds = 0.15 in. PROVIDE:1/8" fillet welds 4-1"long at riser and 4-1"long at angle clip to stringer 1"@6"oc at tread joint, along span TRI-MATRIX CONSULT, INC. 140 W 220TH STREET, NO. 107 CARSON, CA 90745 TREAD (Mark p50/T3) 7 Project : HILTON ARCADIA- BLDG D Page Address : 123 W Huntington Dr, Arcadia Project No:3MX-4328 Tel :(310) 210 6548: Fax: (310) 834 4445: Subject : STAIR 4 -STAIR TREAD Designer: ZOE e-Mails : zoea2@hotmail.com CBC 2022, Date :3/6/24 MATERIAL : A36 STEEL PLATES, 1/8" THK WELDS : E70XX RODS GIVEN:Tread thickness, t =0.125 in. Tread width, T = 11 in. Tread riser, R = 7 in. Tread Topping, tc = 2.000 in. Gross Tread, T' = 12 in. Gross Riser, R' = 8.125 in. Leftt-side Lip, Lp1 = 1.000 in. Right-side Lip, Lp2 = 1.000 in. Slope s:12, s = 2.000 in. Live Load, LL = 100 psf Dead Load, DL = 50 psf RESULTS OBTAINED FROM CFS 5.0 SOFTWARE Area tread, A = 1.536 in2 Center of gravity, xg =4.044 in.Span, L , ft = 2.66 Center of gravity, yg =1.823 in. Mom. of Inertia, Ixx =10.616 in4 Sxx = Ixx/c = 1.738 in3 Min. Yield , Fy = 36000 psi 2. BENDING AT TREAD (tread is fillet welded at riser lower lip, 1/8"weld 1"@6"o.c.) w = (LL + DL psf)*T' wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww w = 150 plf M =C*w*L2 where: C = 0.107 therefore: M = 113.56 ft-# fb = M/Sxx, ksi = 0.78 <.6Fy, ksi O.K. Tread span, L, in = 31.92 3. SHEAR AT TREAD V = Cv*w*L where : Cv = 0.61 V = 242.25 lbs fv = V/A = 0.16 <14.4 ksi O.K. 4. DESIGN OF TREAD ATTACHMENT Weld capacity = 928 pli per 1/16" End Reaction = 242.25 lbs Length of welds = 0.26 in. of 1/16" For 1/8" welds = 0.13 in. PROVIDE:1/8" fillet welds 4-1"long at riser and 4-1"long at angle clip to stringer 1"@6"oc at tread joint, along span TRI-MATRIX CONSULT, INC. 140 W 220TH STREET, NO. 107 CARSON, CA 90745 TREAD (Mark p50/T3) 8 9 10 11 12 Company:TRI-MATRIX CONSULT, INC.Date:9/8/2022 Engineer:VICENTE ALFEREZ, P.E.Page:1/5 Project:HOTEL ARCADIA - BLDG D Address:140 W 22OTH ST, NO.107, CARSON, CA 90745 Phone:310.210.6548 E-mail:zoea2@hotmail.com Anchor Designer™ Software Version 3.2.2311.2 1.Project information Project description: STAIR 1 - STRNGER PL TO FOOTING ON GRADE (DET.1/ME2011) Location: 123 W Huntington Drive, Arcadia, CA 91006Fastening description: THREADED ROD, A36 2. Input Data & Anchor Parameters GeneralDesign method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Cast-in-place Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, hef (inch): 18.000 Anchor category: - Anchor ductility: Yes hmin (inch): 19.38 Cmin (inch): 3.75 Smin (inch): 3.75 Base MaterialConcrete: Normal-weight Concrete thickness, h (inch): 24.00 State: Cracked Compressive strength, f’c (psi): 2500 Ψc,V: 1.0 Reinforcement condition: Supplementary reinforcement not present Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 16.00 x 9.00 x 0.50 Recommended AnchorAnchor Name: Heavy Hex Bolt - 5/8"Ø Heavy Hex Bolt, F1554 Gr. 36 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.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 13 Company:TRI-MATRIX CONSULT, INC.Date:9/8/2022 Engineer:VICENTE ALFEREZ, P.E.Page:2/5 Project:HOTEL ARCADIA - BLDG D Address:140 W 22OTH ST, NO.107, CARSON, CA 90745 Phone:310.210.6548 E-mail:zoea2@hotmail.com Anchor Designer™ Software Version 3.2.2311.2 Load and GeometryLoad factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.10.5.2 not applicable Ductility section for shear: 17.10.6.2 not applicable Ω0 factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: -2065 Vuax [lb]: 0 Vuay [lb]: 705 Mux [ft-lb]: 0 Muy [ft-lb]: 0 Muz [ft-lb]: 0 <Figure 1> 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.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 14 Company:TRI-MATRIX CONSULT, INC.Date:9/8/2022 Engineer:VICENTE ALFEREZ, P.E.Page:3/5 Project:HOTEL ARCADIA - BLDG D Address:140 W 22OTH ST, NO.107, CARSON, CA 90745 Phone:310.210.6548 E-mail:zoea2@hotmail.com Anchor Designer™ Software Version 3.2.2311.2 <Figure 2> 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.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 15 Company:TRI-MATRIX CONSULT, INC.Date:9/8/2022 Engineer:VICENTE ALFEREZ, P.E.Page:4/5 Project:HOTEL ARCADIA - BLDG D Address:140 W 22OTH ST, NO.107, CARSON, CA 90745 Phone:310.210.6548 E-mail:zoea2@hotmail.com Anchor Designer™ Software Version 3.2.2311.2 3. Resulting Anchor Forces Anchor Tension load, Nua (lb) Shear load x, Vuax (lb) Shear load y, Vuay (lb) Shear load combined, √(Vuax)²+(Vuay)² (lb) 1 0.0 0.0 352.5 352.5 2 0.0 0.0 352.5 352.5 Sum 0.0 0.0 705.0 705.0 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'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 <Figure 3> 8. Steel Strength of Anchor in Shear (Sec. 17.7.1) Vsa (lb)grout grout Vsa (lb) 7865 1.0 0.65 5112 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.7.3) Vcpg =kcpNcbg =kcp(ANc / ANco)ec,N ed,N c,N cp,NNb(Sec. 17.5.1.2 & Eq. 17.7.3.1b) kcp ANc (in2)ANco (in2)ec,N ed,N c,N cp,N Nb (lb)Vcpg (lb) 2.0 3294.00 2916.00 1.000 1.000 1.000 1.000 98903 0.70 156414 11. Results Interaction of Tensile and Shear Forces (Sec. 17.8) Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status Steel 353 5112 0.07 Pass (Governs) Pryout 705 156414 0.00 Pass 5/8"Ø Heavy Hex Bolt, F1554 Gr. 36 with hef = 18.000 inch meets the selected design criteria. 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.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 16 Company:TRI-MATRIX CONSULT, INC.Date:9/8/2022 Engineer:VICENTE ALFEREZ, P.E.Page:5/5 Project:HOTEL ARCADIA - BLDG D Address:140 W 22OTH ST, NO.107, CARSON, CA 90745 Phone:310.210.6548 E-mail:zoea2@hotmail.com Anchor Designer™ Software Version 3.2.2311.2 12. Warnings - Per designer input, the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.5.2 for tension need not be satisfied – designer to verify. - Per designer input, the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.6.2 for shear need not be satisfied – designer to verify. - Designer must exercise own judgement to determine if this design is suitable. 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.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 17 Company:TRI-MATRIX CONSULT, INC.Date:9/8/2022 Engineer:VICENTE ALFEREZ, P.E.Page:1/6 Project:HOTEL ARCADIA - BLDG D Address:140 W 22OTH ST, NO.107, CARSON, CA 90745 Phone:310.210.6548 E-mail:zoea2@hotmail.com Anchor Designer™ Software Version 3.2.2311.2 1.Project information Project description: STAIR 1 - STRNGER PL EMBED TO CONC. DECK EDGE (DET 4/ME2011) Location: 123 W Huntington Drive, Arcadia, CA 91006Fastening description: STUD EMBED 2. Input Data & Anchor Parameters GeneralDesign method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Cast-in-place Material: AWS Type B Diameter (inch): 0.750 Effective Embedment depth, hef (inch): 10.000 Anchor category: - Anchor ductility: Yes hmin (inch): 11.50 Cmin (inch): 1.38 Smin (inch): 3.00 Base MaterialConcrete: Normal-weight Concrete thickness, h (inch): 12.00 State: Cracked Compressive strength, f’c (psi): 4000 Ψc,V: 1.0 Reinforcement condition: Supplementary reinforcement not present Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 12.00 x 12.00 x 0.50 Recommended AnchorAnchor Name: Headed Stud - 3/4"Ø AWS Type B Headed Stud 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.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 18 Company:TRI-MATRIX CONSULT, INC.Date:9/8/2022 Engineer:VICENTE ALFEREZ, P.E.Page:2/6 Project:HOTEL ARCADIA - BLDG D Address:140 W 22OTH ST, NO.107, CARSON, CA 90745 Phone:310.210.6548 E-mail:zoea2@hotmail.com Anchor Designer™ Software Version 3.2.2311.2 Load and GeometryLoad factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.10.5.2 not applicable Ductility section for shear: 17.10.6.2 not applicable Ω0 factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: 1127 Vuax [lb]: 0 Vuay [lb]: 2077 Mux [ft-lb]: 0 Muy [ft-lb]: 0 Muz [ft-lb]: 0 <Figure 1> 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.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 19 Company:TRI-MATRIX CONSULT, INC.Date:9/8/2022 Engineer:VICENTE ALFEREZ, P.E.Page:3/6 Project:HOTEL ARCADIA - BLDG D Address:140 W 22OTH ST, NO.107, CARSON, CA 90745 Phone:310.210.6548 E-mail:zoea2@hotmail.com Anchor Designer™ Software Version 3.2.2311.2 <Figure 2> 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.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 20 Company:TRI-MATRIX CONSULT, INC.Date:9/8/2022 Engineer:VICENTE ALFEREZ, P.E.Page:4/6 Project:HOTEL ARCADIA - BLDG D Address:140 W 22OTH ST, NO.107, CARSON, CA 90745 Phone:310.210.6548 E-mail:zoea2@hotmail.com Anchor Designer™ Software Version 3.2.2311.2 3. Resulting Anchor Forces Anchor Tension load, Nua (lb) Shear load x, Vuax (lb) Shear load y, Vuay (lb) Shear load combined, √(Vuax)²+(Vuay)² (lb) 1 281.8 0.0 519.3 519.3 2 281.8 0.0 519.3 519.3 3 281.8 0.0 519.3 519.3 4 281.8 0.0 519.3 519.3 Sum 1127.0 0.0 2077.0 2077.0 Maximum concrete compression strain (‰): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 1127 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 <Figure 3> 4. Steel Strength of Anchor in Tension (Sec. 17.6.1) Nsa (lb)Nsa (lb) 28715 0.75 21536 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.6.2) Nb = kc a f’chef1.5 (Eq. 17.6.2.2.1) kc a f’c (psi)hef (in)Nb (lb) 24.0 1.00 4000 10.000 48000 0.75 Ncbg =0.75 (ANc / ANco)ec,N ed,N c,N cp,NNb (Sec. 17.5.1.2 & Eq. 17.6.2.1a) ANc (in2)ANco (in2)ca,min (in)ec,N ed,N c,N cp,N Nb (lb)0.75 Ncbg (lb) 456.00 900.00 3.00 1.000 0.760 1.00 1.000 48000 0.70 9704 6. Pullout Strength of Anchor in Tension (Sec. 17.6.3) 0.75 Npn =0.75 c,PNp =0.75 c,P8Abrgf’c (Sec. 17.5.1.2, Eq. 17.6.3.1 & 17.6.3.2.2a) c,P Abrg (in2)f’c (psi)0.75 Npn (lb) 1.0 0.79 4000 0.70 13188 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.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 21 Company:TRI-MATRIX CONSULT, INC.Date:9/8/2022 Engineer:VICENTE ALFEREZ, P.E.Page:5/6 Project:HOTEL ARCADIA - BLDG D Address:140 W 22OTH ST, NO.107, CARSON, CA 90745 Phone:310.210.6548 E-mail:zoea2@hotmail.com Anchor Designer™ Software Version 3.2.2311.2 7. Side-Face Blowout Strength of Anchor in Tension (Sec. 17.6.4) 0.75 Nsbg =0.75 (1+ca2/ca1)/4}(1+s/6ca1)Nsb =0.75 (1+ca2/ca1)/4}(1+s/6ca1)(160ca1 Abrg)f’c (Sec. 17.5.1.2, Eq. 17.6.4.1 & 17.6.4.2) s (in)ca1 (in)ca2 (in)Abrg (in2)a f’c (psi)0.75 Nsb (lb) 8.00 3.00 99999.00 0.79 1.00 4000 0.70 20397 8. Steel Strength of Anchor in Shear (Sec. 17.7.1) Vsa (lb)grout grout Vsa (lb) 28715 1.0 0.65 18665 9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.7.2) Shear perpendicular to edge in y-direction: Vby =min|7(le / da)0.2 da a f’cca11.5; 9 a f’cca11.5| (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b) le (in)da (in)a f’c (psi)ca1 (in)Vby (lb) 6.00 0.750 1.00 4000 9.00 15369 Vcbgy =(AVc / AVco)ec,V ed,V c,V h,VVby (Sec. 17.5.1.2 & Eq. 17.7.2.1b) AVc (in2)AVco (in2)ec,V ed,V c,V h,V Vby (lb)Vcbgy (lb) 420.00 364.50 1.000 1.000 1.000 1.061 15369 0.70 13148 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.7.3) Vcpg =kcpNcbg =kcp(ANc / ANco)ec,N ed,N c,N cp,NNb(Sec. 17.5.1.2 & Eq. 17.7.3.1b) kcp ANc (in2)ANco (in2)ec,N ed,N c,N cp,N Nb (lb)Vcpg (lb) 2.0 456.00 900.00 1.000 0.760 1.000 1.000 48000 0.70 25876 11. Results Interaction of Tensile and Shear Forces (Sec. 17.8) Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status Steel 282 21536 0.01 Pass Concrete breakout 1127 9704 0.12 Pass (Governs) Pullout 282 13188 0.02 Pass Side-face blowout 564 20397 0.03 Pass Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status Steel 519 18665 0.03 Pass T Concrete breakout y+ 2077 13148 0.16 Pass (Governs) Pryout 2077 25876 0.08 Pass Interaction check Nua/Nn Vua/Vn Combined Ratio Permissible Status Sec. 17.8.2 0.00 0.16 15.8%1.0 Pass 3/4"Ø AWS Type B Headed Stud with hef = 10.000 inch meets the selected design criteria. 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.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 22 Company:TRI-MATRIX CONSULT, INC.Date:9/8/2022 Engineer:VICENTE ALFEREZ, P.E.Page:6/6 Project:HOTEL ARCADIA - BLDG D Address:140 W 22OTH ST, NO.107, CARSON, CA 90745 Phone:310.210.6548 E-mail:zoea2@hotmail.com Anchor Designer™ Software Version 3.2.2311.2 12. Warnings - Per designer input, the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.5.2 for tension need not be satisfied – designer to verify. - Per designer input, the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.6.2 for shear need not be satisfied – designer to verify. - Designer must exercise own judgement to determine if this design is suitable. 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.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 23