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Specifications (18)
u p ) ,c) 6 7 0.5 WCKS\N\ c\ V--C\ OFFICE copy perlo SUBMITTAL QFF nlIw CONSTRUCTION JAGUAR LAND ROVER OF Subcontractor: KO Custom Fab Inc. PORTLAND Submittal#: 101 Rev#: 0 RECEIVED Specification Section: 05 51 00 MAY 2 0 2019 Perlo Job Number: 1368 Date Submitted: 3/26/19 CITY TIGARD BUILDINNGGDIVISION Submittal Item: Stair #1 and #2 Calculations Please Respond By: 4/2/19 PROJECT SITE: PERLO CONSTRUCTION HAS REVIEWED THIS SUBMITT, Jaguar Land Rover of Portland DATE 3/26/19 SIGNED Jake Jensen 10125 SW Washington Square Road REVIEW BY CONTRACTOR IS UNDERTAKEN SOLELY TO SATISFY ANY OBLIGATIONS OF CNTRACTOR TO Tigard, Oregon 97223 AND DOES NOT IN ANY WAY RELIEVE SUB ONTRAOCTORR FROM HIS OBLIGATION FULLY TO PERFORM ALL SUBCONTRACT REQUIREMENTS, NOR SHALL SUCH REVIEW APPROVER: GIVE RISE TO ANY RIGHT OF ACTION OR SUIT IN FAVOR OF SUBCONTRACTOR OR THIRD PERSONS AGAINST CONTRACTOR. REVIEW DOES NOT EXTEND TO Mildren Design Group CONSIDERATION FOR STRUCTURAL INTEGRITY,SAFETY, Attention: Curt Trolan DETAILED COMPLIANCE WITH CONTRACT REQUIREMENTS OR ANY OTHER OBLIGATION OF THE SUBCONTRACTOR. 7650 SW Beveland Street, Suite 120 SUBCONTRACTOR IS FULLY RESPONSIBLE Tigard, Oregon97223 FOR CONFIRMING AND CORRELATING ALL DIMENSIONS; g FABRICATING AND CONSTRUCTION TECHNIQUES; COORDINATING HIS WORK WITH THAT OF ALL OTHER TRADES;AND THE SATISFACTORY GENERAL CONTRACTOR ENTIRE WORK IN STRICT ACCORDANCE WIITHANCE THE OF HIS CONTRACT DOCUMENTS. Approver's Stamp: Perlo Construction Attention: Jake Jensen NO EXCEPTION NOTED 0 MAKE CORRECTIONS NOTED 0 11450 SW Amu Street REJECTED 0 REVISE AND RESUBMIT 0 Tualatin, Oregon 97062 THIS REVIEW IS FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY. ANY DEVIATION FROM PLANS OR SPECIFICATIONS NOT CLEARLY NOTED BY THE CONTRACTOR HAS NOT BEEN REVIEWED. REVIEW SHALL NOT CONSTITUTE A COMPLETE CHECK OF ALL DETAILED DIMENSIONS OR COUNT OR SERVE TO REUEVE THE CONTRACTOR OF CONTRACTUAL RESPONSIBIUTY FOR ANY ERROR OR DEVIATION FROM CONTRACT REQUIREMENTS. TM RIPPEY CONSULTING ENGINEERS PORTLAND, OREGON DATE: 4-4-19 gY: rnt 09 GCB 139245 LICENSED THROUGHOUT THE WESTERN UNITED STATES I AZ ROC 293181 AAS ENGINEERING STRUCTURAL CALCULATIONS PROJECT: JLR — Stair 1 and 2 PROJECT No.: A18208.00 DATE: December 12, 2018 PERMIT SUBMITTAL y�a�cruRgt PROc ���O Client: k 41 72666PE KO Custom Fabrication Contents: ��REC�ONO General Notes and Special Inspection 9?%j, t a, 20- Structural Sketches: 1/A4.7, Partial 1/S2.2.1 IE k.• and SK1 - SK8 Stair Calculations pp.1 - 25 EXPIRES: 6/30/20 4875 SW Griffith Drive Suite 300 I Beaverton, ORI 97005 503.620.3030 I tel 503.620.5539 I fax www . a a i e n g . c o m STRUCTURAL GENERAL NOTES CODE: THE STRUCTURAL DESIGN IS INTENDED TO CONFORM TO THE REQUIREMENTS OF THE 2012 INTERNATIONAL BUILDING CODE (IBC) AND THE 2014 OREGON STRUCTURAL SPECIALTY CODE (OSSC). REFERENCED STANDARDS: LOADS ASCE 7-10 CONCRETE ACI 318-11 (ACI 318-08 for concrete anchors per offical DCBS interpretation 9/28/17.) STEEL AISC EDITION 14 CONSTRUCTION: THESE STRUCTURAL DRAWINGS ARE INTENDED TO BE USED IN CONJUNCTION WITH THE OTHER PROJECT DRAWINGS, SUCH AS ARCHITECTURAL AND MECHANICAL. THE CONTRACTOR SHALL COORDINATE ALL DRAWINGS IN THEIR WORK, AND INFORM THE NE OF ANY DISCREPANCIES. REFER TO THE PROJECT SPECIFICATIONS FOR ADDITIONAL INFORMATION. THESE NOTES TAKE PRECEDENCE OVER INFORMATION SHOWN IN THE PROJECT SPECIFICATIONS; ALSO, NOTES CONTAINED IN THE PROJECT DRAWINGS AND DETAILS TAKE PRECEDENCE OVER THESE GENERAL NOTES. DO NOT SCALE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR STRUCTURAL STABILITY DURING CONSTRUCTION (MEETING THE GUIDELINES OF ASCE 37) AND FOR PROJECT SAFETY (MEETING THE GUIDELINES OF `OSHA'). THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR THE COMPLETED CONFIGURATION ONLY, AND NOT FOR THE VARIOUS STRUCTURAL CONFIGURATIONS POSSIBLE DUE TO THE CONTRACTOR'S SELECTED SEQUENCE, AS WELL AS MEANS AND METHODS OF CONSTRUCTION. ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS SHALL BE FIELD VERIFIED. THE CONTRACTOR SHALL NOTIFY THE A/E OF ANY DISCREPANCIES FROM CONDITIONS SHOWN ON THE DRAWINGS, IN ORDER FOR THE A/E TO DETERMINE WHICH SHALL GOVERN. SHOULD ANY DISCREPANCIES BE FOUND IN THE CONTRACT DOCUMENTS, IT WILL BE ASSUMED THAT THE CONTRACTOR HAS INCLUDED THE HIGHEST PRICE ALTERNATIVE FOR COMPLETING THE WORK, UNLESS THE DISCREPANCY WAS POINTED OUT PRIOR TO THE BID, IN ORDER FOR THE NE TO DETERMINE WHICH GOVERNS. CONFLICTS IN THE CONSTRUCTION DRAWINGS WILL NOT BE A BASIS FOR AN ADJUSTMENT IN THE PROJECT PRICE. FIELD-MODIFIED OR FIELD-ENGINEERED DETAILS SHALL BE DESIGNED AND STAMPED BY A LICENSED STRUCTURAL ENGINEER AND SUBMITTED TO THE A/E FOR APPROVAL PRIOR TO START OF THE WORK. ALL WORK DESIGNED BY OTHERS SHALL BE BY A STRUCTURAL ENGINEER LICENSED IN THE STATE IN WHICH THE PROJECT IS LOCATED. AAI Engineering - 2015 1 DESIGN LOADING CRITERIA: THE STRUCTURAL DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE INTERNATIONAL BUILDING CODE, WITH CONCENTRATED LOADS AND LIVE LOAD REDUCTIONS AS DEFINED IN THE CODE. IN ADDITION TO THE DEAD LOAD OF THE STRUCTURE, THE FOLLOWING LOADS WERE USED FOR DESIGN: GRAVITY: CORRIDORS, STAIRS 100 PSF LIVE INSPECTION AND TESTING ALL CONSTRUCTION IS SUBJECT TO INSPECTION BY THE SPECIAL INSPECTOR AND THE BUILDING OFFICIAL IN ACCORDANCE WITH IBC SECTION 110 AND CHAPTER 17. THE CONTRACTOR SHALL COORDINATE THE REQUIRED INSPECTIONS WITH THE SPECIAL INSPECTOR AND THE LOCAL JURISDICTION. REFER TO THE ATTACHED TABLES AND THE STATEMENT OF SPECIAL INSPECTION SECTIONS FOR ADDITIONAL REQUIREMENTS. STATEMENT OF SPECIAL INSPECTIONS: THESE STRUCTURAL GENERAL NOTES AND THE ASSOCIATED SPECIAL INSPECTION AND TESTING TABLE SHALL BE SUBMITTED TO THE BUILDING OFFICIAL TO COMPLY WITH THE STATEMENT OF SPECIAL INSPECTIONS REQUIREMENT OF IBC SECTION 1705. STRUCTURAL OBSERVATION: 1. STRUCTURAL OBSERVATION CONFORMING TO IBC SECTION 1709 WILL BE PERFORMED BY AAI ENGINEERING, IN ORDER TO REVIEW THE CONTRACTOR'S WORK FOR GENERAL CONFORMANCE WITH THE DESIGN DOCUMENTS. 2. THE CONTRACTOR SHALL PROVIDE AAI ENGINEERING WITH A MINIMUM OF 3 DAYS NOTICE TO PROPERLY SCHEDULE THE OBSERVATION VISIT. 3. IF ADDITIONAL ENGINEERING TIME IS REQUIRED DUE TO INCOMPLETE OR UNACCEPTABLE WORK BY THE CONTRACTOR, AAI ENGINEERING SHALL BE REIMBURSED FOR ALL ASSOCIATED COSTS. 4. STRUCTURAL OBSERVATION FOR THIS PROJECT WILL OCCUR AT THE FOLLOWING STAGES: • NO STRUCTURAL OBSERVATION IS REQUIRED FOR THE STAIR INSTALLATION POST-INSTALLED ANCHORS AND EPDXY ADHESIVE: POST-INSTALLED ANCHORS SHALL BE AS SHOWN IN THE DRAWINGS AND SHALL BE INSTALLED AS PER THE CURRENT ICC APPROVAL. EMBEDMENT REQUIREMENT AND CAPACITIES ARE BASED ON THE ICC-EC REPORT MI Engineering - 2015 - 2 STRUCTURAL STEEL: CHANNELS, ANGLES AND PLATES SHALL BE ASTM A36 MATERIAL, UNLESS NOTED OTHERWISE. SQUARE AND RECTANGULAR TUBE STEEL HSS SECTIONS SHALL BE ASTM A500, GRADE B (Fy = 46 ksi) MATERIAL. ROUND PIPE SECTIONS SHALL BE ASTM A53, GRADE B (Fy =35 ksi) MATERIAL. DESIGN, FABRICATION, AND ERECTION SHALL BE IN ACCORDANCE WITH THE "AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", WITH COMMENTARY AND THE "CODE OF STANDARD PRACTICE". ALL STEEL SHALL HAVE ONE COAT OF SHOP PRIMER. DO NOT PAINT AREAS TO BE FIRE- PROOFED OR WITHIN 3" OF BOLTS, WELDS OR HEADED STUDS BOLTS SHALL BE HIGH STRENGTH BOLTS, A325 AND/OR A490, CONFORMING TO ASTM SPECIFICATIONS. WELDING SHALL BE CONDUCTED BY CERTIFIED WELDERS AND SHALL CONFORM TO THE AWS CODES FOR ARC AND GAS WELDING IN BUILDING CONSTRUCTION. WELDS SHALL BE MADE USING E70XX ELECTRODES AND SHALL BE 3/16" MINIMUM UNLESS OTHERWISE NOTED. WELDING SHALL BE PERFORMED IN ACCORDANCE WITH A WELDED PROCEDURE SPECIFICATION (WPS) AS PER AWS D1.1 , D1.3 AND D1.4. ONLY PRE-QUALIFIED WELDING PROCEDURES SHALL BE USED. WHERE FIELD WELDING SYMBOL IS NOT SHOWN IN THE DRAWINGS, THE CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING IF A WELD SHOULD BE SHOP WELDED OR FIELD WELDED IN ORDER TO FACILITATE THE FIELD ERECTION PROCESS. REFER TO AWS D1.8 FOR SUPPLEMENTAL SEISMIC PROVISIONS. STEEL DECK: STEEL DECK SHALL CONFORM TO THE SDI PUBLICATION NO. 31. STEEL FLOOR DECK SHALL BE A COMPOSITE TYPE WITH RIBS AT 12" O.C., OF THE SIZE AND GAGE SHOWN ON THE PLANS. SHALL CONFORM TO ASTM A653. MINIMUM YIELD STRENGTH = 38KSI. THE GALVANIZED COATING SHALL CONFORM TO ASTM A924 FOR G60, AND G90 WHERE LEFT PERMANENTLY EXPOSED TO WEATHER. PROVIDE A 2" DECK LAP AT ALL SIDE AND END JOINTS. AAI Engineering - 2015 3 REQUIRED STRUCTURAL SPECIAL INSPECTIONS INSPECTION SYSTEM or MATERIAL IBC CODE CODE or STANDARD FREQUENCY REMARKS REFERENCE I REFERENCE I Continuous I Periodic FABRICATORS SPECIAL INSPECTION IS REQUIRED FOR STRUCTURAL 17042.5 X LOAD-BEARING MEMBERS AND ASSEMBLIES FABRICATED ON THE PREMISES OF A FABRICATORS SHOP. THE SPECIAL INSPECTOR SHALL VERIFY THAT THE FABRICATOR MAINTAINS DETAILED FABRICATION AND 17042.5.1 QUALITY CONTROL PROCEDURES AND SHALL REVIEW FOR COMPLETENESS AND ADEQUACY RELATIVE TO THE CODE REQUIREMENT, ,I FABRICATORS SPECIAL INSPECTIONS REQUIRED BY SECTION 1705 ARE NOT REQUIRED WHERE THE WORK IS DONE ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION.APPROVAL SHALL BE BASED UPON REVIEW OF THE FABRICATOR'S WRITTEN PROCEDURAL AND QUALITY CONTROL MANUALS AND 17042.5.2 PERIODIC AUDITING OF FABRICATION PRACTICES BY A NATIONALLY RECOGNIZED ACCREDITING AUTHORITY.AT COMPLETION OF FABRICATION,THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE BUILDING OFFICIAL STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS, STEEL REFER TO INSPECTION OF FABRICATOR FABRICATION OF STRUCTURAL ELEMENTS 1704.252 X RISC 360 N2 REQUIREMENTS APPROVAL BASED ON NATIONALLY RECOGNIZED __...... - ACCREDITING AUTHORITY AISC 360 A3.3 — AISC 360 N 3.2 MATERIAL VERIFICATION OF HIGH-STRENGTH ASTM STANDARDS BOLTS,NUTS,AND WASHERS SPECIFIED IN X MANUFACTURER'S CERTIFIED TEST REPORTS CONSTRUCTION DOCUMENTS — RCSC 2.1 SNUG-TIGHT JOINT HIGH-STRENGTH BOLT RCSC SPECIFICATION INSTALLATION 17052.1.1 FOR STRUCTURAL X ALL CONNECTIONS INSPECTED AND VERIFIED SNUG -- --- --- _ ..Lf1tNTSidStPLaAC�'45.,, .. .. ASTM A6 " ASTM STANDARDS SPECIFIED IN MATERIAL VERIFICATION OF STRUCTURAL 1705.2.1 CONSTRUCTION STEEL 2203.1 DOCUMENTS X CERTIFIED MILL TEST REPORTS TABLE 1705.2 AISC 360 N3.2 AISC 360 A3.1 AISC 360 M5.5 FOR OTHER STEEL,IDENTIFICATION MARKINGS TO CONFORM TO ASTM APPLICABLE ASTM STANDARDS SPECIFIED IN THE APPROVED TABLE 1705.2 MATERIAL X MANUFACTURER'S CERTIFIED TEST REPORTS CONSTRUCTION DOCUMENTS STANDARDS MATERIAL VERIFICATION OF WELD FILLER AISC 360 N3,2 AISC METALS TABLE 1705.2 AISC 360 A3.5 APPLICABLE AWS A5 X MANUFACTURER'S CERTIFICATE OF COMPLIANCE DOCUMENTS COMPLETE AND PARTIAL JOINT AWS D1.1 PENETRATION GROOVE WELDS TABLE 17052 SECTION 6 X ALL WELDS VISUALLY INSPECTED PER AWS D1.1 6.9 , MULTIPASS FILLET WELDS TABLE 17052 AWS D1.1 X SECTION 6 ALL WELDS VISUALLY INSPECTED PER AWS D7.1 6.9 SINGLE PASS FILLET WELDS GREATER THAN AWS D1,1 SIN TABLE 1705.2 SECTION 6 X ALL WELDS VISUALLY INSPECTED PER AWS D1.1 6.9 (a)Perlodic Special Inspection frequency and timing to be defined by the registered design professional. (b)Selection to be made by the registered design professional based on building category and design methodology. 1 REQUIRED STRUCTURAL SPECIAL INSPECTIONS INSPECTION SYSTEM or MATERIAL IBC CODE CODE or STANDARD FREQUENCY REMARKS REFERENCE REFERENCE Continuous Periodic SINGLE PASS FILLET WELDS LESS THAN OR TABLE 1705.2 AWS D1.1 EQUAL TO 5/16" SECTION 6 X ALL WELDS VISUALLY INSPECTED PER AWS D1.1 6.9 VERIFYING USE OF PROPER WPS'S AISC 360 N3.2 COPY OF WELDING PROCEDURE SPECIFICATIONS VERIFYING WELDER AND WELDING - - -�-.•°-.,. INSPECTOR QUALIFICATIONS 1705,2 2.1 X COPY OF QUALIFICATION CARDS WELDING STAIR AND RAILING SYSTEMS 1705.2(2.5) AWS D1.1 SECTION 6 X ALL WELDS VISUALLY INSPECTED PER AWS D1.1 6.9 MAGNETIC PARTICLE(MT)AND ULTRASONIC MT-AWS D1.1 6,14.4 (UT)TESTING OF WELDS 1705.2.2 UT-AWS D1.1 8,13& PER DRAWINGS 6,14,3 MAGNETIC PARTICLE(MT)AND ULTRASONIC UT 100%OF WELDS (UT)TESTING OF COMPLETE JOINT 1705.12 2 AISC 341 J8.2b MT 25%OF WELDS PENETRATION GROOVE(CJP)WELDS IN AWS D1.1 REFER TO DRAWINGS FOR MATERIALS 5/16"THICK AND GREATER AWS D1.1 LOCATIONS AISC 341 J6,2f ----.__ ______ ... MT OF THE ENDS OF FLANGE WELDS FROM EACH TESTED CJP WELD WHICH WELD TABS HAVE BEEN REMOVED 1705.12.2 AWS D1 8 LOCATION AWS D1.1 POST INSTALLED CONCRETE ANCHORS SPECIAL INSPECTIONS APPLY TO ANCHOR PRODUCT ICC EVALUATION NAME,TYPE,AND DIMENSIONS,HOLE DIMENSIONS, INSPECTION OF ANCHORS INSTALLED IN REPORT COMPLIANCE WITH DRILL BIT REQUIREMENTS, HARDENED CONCRETE 1912.1 ACI 318: X CLEANLINESS OF THE HOLE AND ANCHOR,ADHESIVE 3.8.6,8.1.3,21,1.8 EXPIRATION DATE,ANCHOR/ADHESIVE INSTALLATION, ANCHOR EMBEDMENT,AND TIGHTENING TORQUE Special Inspection/Testing Program Footnotes: 1,The Special Inspector shall be a qualified person employed or retained by an approved agency and approved by the building official as having the competence necessary 2.Continuous Special Inspection: Special inspection by the special inspector who is continuously present when and where the work to be inspected is being performed. 3. Periodic Special Inspection: Special inspection by the special inspector who is intermittently present where the work to be inspected has been or is being performed. 4.If necessary,the contractor shall arrange a pre-construction meeting with the Architect.Engineer,Building Official,and Testing Agency to review the special inspection 5.Duties of the Special Inspector include,but are not limited to: A.Acknowledge and conform to the Special Inspection requirements of these General Notes. B.The Special Inspector shall observe the work for conformance with the approved permit plans and specifications.All Discrepancies Shall be brought to the C.The Special Inspector shall furnish Inspection Reports for each inspection to the Contractor,the Architect,the Engineer and the Building Official as a minimum.The D.Inspection for prefabricated components shall be the same as if the material was installed on site.Continuous inspection shall not be required during the E.The Special Inspector shall submit a Final Report stating whether the work requiring inspection was inspected and whether the work was completed in conformance 4 Special Inspection and Testing requirements apply equally to all bidder designed components. (a)Periodic Special Inspection frequency and timing to be defined by the registered design professional. 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Suroz imros-rp 1 v ?' = 2 5'5ibr/- v'A L4rrnIry c 1' 4e12- i S: ---1------jletss I Gt cu-vI mi I (wbG4-t, DGGws'f) - by Dj7 're-c. 11! L % 4-b y z' � 280 /, ItJ lot) P 300 , 380 ` -- aivrl (44 Z"Maar p1p' = . ”0 t 2) - 0. 71. `le- v,/ Z A' z X -k -bag ,12 .0 0,/ 0 a r< L2x2x 3/lb ✓D4 .. — ms-k--- /13). 1k-- ? W ! 3/1 b z 1 2 " e> l Z.". AA I afghan associates,inc. s77 ENGINEERING 4875 SW Griffith Drive I Suite 300 I Beaverton,ORO97 d Project No,: Ai g 24 6 503 620 3030 I tel 503.620.5539 I fax www.aaieng.com Sheet: Z of: 1 CFS Version 8.0.5 Page 1 Section: stair 1-2 pan.sct Chemelle Zee 7x1x0.625-14 Gage AAI Engineering, inc. Rev. Date: 12/7/2018 4:04:31 PM By: Chemelle Printed: 12/7/2018 4:05:27 PM Member Check - 2012 North American Specification - US (ASD) Material Type: A875 SS Grade 33, Fy=33 ksi Design Parameters: Lx 4.000 ft Ly 0.000 ft Lt 0.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k(I) 0 k Red. Factor, R: 0 Lm 20.000 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Entered 0.0000 4.320 0.0000 0.000 0.0000 Applied 0.0000 4.320 0.0000 0.000 0.0000 Strength 8.6458 23.465 4 .2870 37.768 3.0793 Effective section properties at applied loads: Ae 1.37333 inA2 Ixe 7.445 in''4 Iye 17.758 in"4 Sxe(t) 1.3898 in"3 Sye(1) 2.3812 in"3 Sxe(b) 4.6389 in"3 Sye(r) 4.8364 in"3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.184 + 0.00. = 0.184 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.184 + 0.00+ = 0.184 <= 1.0 NAS Eq. C3 .3 .1-1 (Mx, Vy) Sqrt (0.034 + 0.00+)= 0.184 <= 1.0 NAS Eq. C3.3 .1-1 (My, Vx) Sqrt (0.000 + 0.00k = 0.000 <= 1.0 Stiffened Zee element 2 w/t exceeds 60. Stiffened Zee element 3 w/t exceeds 60. D`'¢'( M ' Mb M4' 4. M5 M1° M8 MI l tll .1........ 4' SK- 1 Dec 11, 2018 at 8:43 AM stair t ana z pinna at slab-floor.r3d Company Dec 12,2018 IS, 'ADesigner : M delUName r 10:26 AM Checked By: Envelope AISC 13th(360-05):ASD Steel Code Checks Member Shape Code... Locjftl LC Shear... Loc[ft] Dir LC Pnc/om jkj Pnt/om Lk)Moyy m...Mnzz/om.,Cb 1 .. .M1 HSS12x4x4__,_,..167 7.305 10 .026 14.311 y 9 94.018 195.569 20.387 58.762 1••. H1-1.b,,, 2 M2 HSS12x4x4 .232 7.007 10 .026 14.311 y. 9 , 94.018 195569 20.387 58.762 f.,._H1-lb 3 M3 HSS12x4x4µ_ .194 7.154 10 .029 0 y 7 94.047 195.569 20.387 58.762 1... H1-lb 4 M4 HSS12x4x4 .151 8.346 8 .071 0 y 10 94.047 195,569 20.387 :58.762 1... H1-lb 5 M5 HSS6x6x6 .443 4.509 7 .159 4.509 z 7 180.603 208.79. 36.267 36267 FL. H1-lb 6 M6 _ HSS12x4x5 .138 .552 8 .032 0 y 7 218.253 286.467 35.822 84.242 2••. H1-1b 7 , M7 . HSS12x4x4 .188 4 8 . .096 0 ,z 8 159.078.195.569 20.387 58.762 1•.. H1-1b 8 M8 HSS8x8x6-A1085 ,061 s 7.917 10, .006 0 y 10 237.098 305.749, 71.846 71.846 1.•- H1-1b 9 M9 HSS8x8x6-A1085 .132 8.082 8 .013 '8.082 y_8 237.098 305.749 71.846 71.846 2.•• H1-lb 10 : M10 HS612x4x4 .143 4 10 .067 0 z 10 159.078 195.569 20.387 58.762 2... H1-1b RISA-3D Version 15.0.4 [F:\...1..,\structural\stair 1 and 2 pinned at slab-floor.r3d] Page 1 5 OFNNCT7a/v Of7-47 Srn1Pv4Ere._ ?a 5-Vt- : 1/v1)TE: MD4 vutt(„. pi v7DE" a" x 6 (o "A /-t" TN7 c IeC7v Fb S147) S .IC. r-vie- Cr/17 it /IJV C/ /? 9m . Co ivr 0/tv IN 4 wilts GI-fr /G- a Cr C77t L ' SLi 4 t 7l At C civ SF721 / -r1 ti`) VA x = t iri b ! K l4 c E psAt)7- — ///. 3 = a. ?-?- Pviy = /P, 723'- M Vti t = 0, 2 31 ' yjci- ,-,.''" r(ss /2x ¢y //¢ srnflv(tEX. P �''�' 3/„ �r 3 cI D�-s. y r ' �tv = 34-, 33"14 All. 1 ;M r, x PMn = 133. 4- k l ........... Pir a. 3 5 Lit t Lax 3x (1¢ (x1 ") -t- :••=1/4- 1112_ k" 172- IZ) 04014- 1714-5. - E e7- ✓DKc- a 94 /, ( al :_ 12sk5;) cr-1 /N G e _ rb 2iv v �Zt i rt -'` Z31-49CIGO uT fog- 5 n21"/4 Fie -' (lZ) P . -3//k 0. 1111Marr 51/2 4 S P,i— = 4 811 ll 3 son a MI I 7-------- 307-iem wl t ii p PI,* S772-fnlc + '""1 D 7 '1 ----- Tr- r--- . 4 9 ....) / 0/ LgK = S 1, 3 " 3' (.._.... (e) wifx 3s (24) AAIafghan associates,inc. JL le, 6-7-4-71-s By: aeQ Date: /z-( / ENGINEERING 14- Z Project No.:..4132v6 4875GW cyan awe 1 Sui 3001 aeaveflon OR 197006 503.620 3030 I tel 503,620.55391 fax f,,� www aaieng.com Sheet: f of: Goiv iv r cn oil oErA- 1.5 : R Fvrsc Th ' 377z/tv4X12 16 ,rvt2 ,tvoK (Ci/yr) d gger.E, m;t-aivr/rZ_ b t,‘ VA, ' el 3I4 FP, = `- I ¢ l - ' Py :-- e, ylK go- - s " 3 RV - . 514- C1/4122,2r:L2_e,f:delt fri_n. - 19-• ,e' 4x.. . 41611111111111011iiii-" c 11-z- i-- 9. 3 K MX r 8/ " -- 0 s I\'ly ¢ 2/ 7-, 5"r..., Mei), = itivir = v? 401 (3L)A44- • C/+VCK kiss- Ear-riw n MI IN /3 div p tN4. ._._a- .,___ , - 5x ^= 5 l 4-A Ili' 6- ¢9 = SL C4 44. ./a 14 /( /,t sr s7z4n s 7-0 r,Zrr,r s /IV) s-1415 M ' 9. 3 (3) - a7--- 7 "14 • P GK /Dot_ 114> stvF 14i4s : 3/¢'' x ! �. Z''` �,�} les 1. 5 t ` A 3 7-S /112 6/9-4 ivy co/vciae-/e : Gl ,le" t 3.0 /2n s 01/y-I- (Sle t 1e) s /ad. 7-S ,vK 1e- Mx s g 5 --k---t.,. /.+v P.,fF5tvrh15 .1L /. sJGSx5x 3/6 I''/ 93, Y1/4. ✓bX 4 =6 x l/G F7 EZ b Gt,iMps* fn I / ti4j'(v t,./6L�y _ 1. 6bl/ -A , at G 3X 3x /4. DIFF il 3//a ft was 8- ; 57 2... 2 • G5x5x 3/6 ar (3) M-4- EMI „..-- mirts x 35- .c 5 3 5 _ �. � Lsxs ly F ' AAafghan associates,inc. \L/Z -CT-AT/2-S By: e6f Date: /2--/i/ ENGINEERING I et 4875 SW Grifith Owe Suite 300 Beaverton,oR t 97005 Z Project No.: Ale 24 6 503.620.3030 I tel 503.620.5539 I fax www,aaieng.corn Sheet: of: eor'vjvecnD/v iy2its (CaMr) f cc 7-a l rs MD/410.11- confnr6 cnD/v: "eliv/ev " 3/E = 14/6 ' 3/25 - 25. /7 l 35 ✓o" "1 R47V bt 144,/t.1, . 3 3_5 = !b 3z < 35 1,--ok /. 25b : 1 b/(3 = 675 - v. 7 5 ? , is- ..-2)k 4/6 - 0 . 5D > 2 $ ✓ei L'. = 1. o > 0'5 !2- n ✓o K. I V+ U. S ,< 2_o /13 f G -- /- 0 r/1>1C 1t-y ¢ I b e ,SDK l=yti ¢6/59 a. 1 < a- 141c His- b A' 6 A jjz. ' / = ./ br = s (AN--pie 5 v,Puv4) • £'1 GK G'Y1a/ep Wf tL P[ftsrp/ c�nory /C3-6 ) Mn = F * 1- kh, r ' a of (/ /3 ) Qf = 1. n (1--)PRP P s , -c /At irn sAN C. 3 - P.4- (4//3 / 0 «/eb 5-14J214 ,rV (t9J ?f/7e srr oN /4 = 1 ✓o t Miro FC = a. b, y = 2?. 41<5; Ay . 8, )-.6 Fe Al S S = 07/, 4jnb re. - /, ¢x Myr, = ', 2 `x- _ /1 b. ¢74. 14 ------ t- 1 ' ` - oil 6 ?- O - 1, 3 - P. ¢ ,X01- 021. b (8,710) 3 ?-. 1,(2-1,1-) ?s , AAIafghan associates,inc. Jai f� / '9 Z. By:eel Date: /Z-1/ZENGINEERING 1 4875SW GNU)oris i Suite 300 9eavert«,,OR 97005 !'"/f s M Q M eiv r t 4 nr N Project No.: 6 Z-0 !� 503.620.3030 t tel 503.620.5539 I fax Q www.aaieng.corn Sheet: V of: L'vivivC CnIJV oEr4-rc.s ((atrr) `fr 6 ` 6 t6 H-rflxg (Coo ') Cep = LP A - 0. 9-5 = 4/45 lib/ sieve _ f r (ID)- A e_ 4 ',, 3)25 ) 2. b __�-_. + a , �s 4i- /. o LP X,7s X11 — . 3-5 ll— , 7-5 'to, s [ 6,4/e7- 4- 4 t ;7411. 0 1. 50 7-5 "K vaK -tss /Z x 4- 7-3 /-1-.rix S : $b/,, - 4'/5 = p . 5-0 14 s L Z '` /©6 '`k- Q .= /, 3 -- , 5I 27-. 4 ( a, ) 1 (6 i. ) 12/8 M = 46 (, 312 5 ) (/2.) I I -2 i- 1. 5 [2x 1. 5 ( 1 — . 5) D. 82 f- 3 le/0 = 33 1, 3.1 ''/c dry. 14- "A. Vo k. /tx r Vy V T MY M-7- dG " /, 32X 3. 53 a. s , 5t -:o02 (Lcio) (Gc. 3) (1.-c7-) (GC 7-) (t-C1) ( 1. 3-) d/Z ' 1. Zo p. 0, 2- , 52 1, 04- 8. 6 3 Z (tc 8) ( lc/off (10) (lc ?) (tce) ( Lc 7') AAIafghan associates,inc. wf` / f 2 BY: Date: /Z1/2-- ENGINEERING /����f /�j 4875 SW Griffith Drive{Su to 300{Beaverton oR{fl7c05 t f M arra�v r f! J YM Project No.: F ! e Z a 6 503.620,3030{tel 503.620.5539{fax www.aaieng .com Sheet: ( of: eoNN cT7on( D E r,7fl s - G'G/v r 1WoK our- op- P1- v apivpJ,yc I /1st. To ifrt Mol7ENr (o/v/v- p.. 3 e96xb to oX6 ' = a%e - 4/8 - o, 7-5 < o, es : /tin = 5t2F8sH (1t/3) i. , BBb ( lt/1) (�r _..1L = /. 5o (I —�) 1 ( I - 4) Of = i, 3 - o. 4-( 1; ) = 1, 4- / 4 84'tX- _ z D. I5 d 7.6 (8. 6) 7-4 (2(.4) OF . I. 3 - v-4 / 'l s = 1. 2). QF= to 7..5 ) Mn - 46 ( 3/ Zs) g U, 5 (6) (/ f, 5) /- (i } s) (l 7s) 4. 5 ; i t .1 . 1_1 ›. /. o = a //, 05 Ivin/a, - 14-v. 3- „k vPK • i4i-hn0 12151701zT7oN/17. U'l►iir srirrE (a, o,f, - 6,( ` la d X a ) M" " aF/ f fat t alit (oral -17- = 1. 5o ; (4141. 3125) 6 )k , 3125 f .18 (8). 3/Z5 ( 8i- B ) S, 7- 5 ( /, 8 7- 5 f /7, 1 ) - 56 8 . 5 '",i (Dors- Nor ci1V ,L) AAIafghan associates,inc. (An_ I ' Zy /21/z, B : Date: ENGINEERING SSINrean tsuao303ISaavedec.onfs7005 - r M d/�'1�1�11 C,oty ,Y_.__ Project No.: /yr] I. 503.620.3030 I tel 503.620.5539 1 fax www.aaieng.com Sheet: /D of: C tNI'/ c fDJv ber t.c (co/yr) GH-�cK o. a.l'• 6EA1DLAI C P /+tss Ta hs (J2x 4- /v Bxg) A z- ab/ e. - 4A5 = D. 5b < 0. 85 ' 14 _- I 1. 2 0 /2. 4-B "K - o, oa6 Z1•6 (8. ) ) 7: e (Z ..4) C' = 1. 3 - d. 4 7 # oz4 = 1. 2 >* /. v ,/, 014 ,- /, 0 t . 5 I Lir"- 'yin 46 (. 3125) z 0. c (/ ) ( / t1 s) ,P11 (6)(4) (11-.5) 41 /o ( / - , 5) (/ - . $) fln = 4, 49 ( iB f / 3. dL ) (/ 0) - /¢ 3. 45" "k _ ` s- 4"t_ 14- 1. ..s- a 1/'t-vieb P 1 siNe TJ a/YAz 11,11r Srfirf: (b. P. f? /2-7( ¢ h $x L ) "'In = (14)1, 3125) [12 it . .312 5 i- 5(5), 3/25- (8 re) - z 8. 7-5 ( 3, -5" E- / 7-- 9 ) = G 2 2 , 4-4 "k (oars Nor 'OIN1) aL) ept-K el1/41 5 in/ev rcvnces: xb to Bx5 pr 4 nr-//° 4_ livir- or 4 /- u PA tea i le-7.,, : (i2 -7-) pc, Mc ip 1'ic —.p L-- Pn 51119 = fyEz t 4 a1' ...-n, - Ise IA z-- o,/ 67- 73 - 0, 7-s- 17 .--- A - lit. . 6 , a. 7.-s Ri, AA I afghan associates,Inc. 9OGr. / it 2. By: eel Date: /24 I h.-- ENGINEERING ss47670e© � wc, ,o�a,e,s 3oateeene,�,,,oR,$,a�, /*r 1'ovvie-lr_ ern/ Project 503.620.3030 I tel 503.6206539 I fax www,aaieng .com Sheet / ! of: CONnl e many D r/ru c (C6/v0 H-s-s- 1a /#cr 1'?dMl=/vr CoNNc/?oNs /tetriUFyZ. Copt!./h/Fb 1- RCr.T P. /-Roi-t K2. t (cDiv r) QF - 1, 3 - 0. ¢ /_LI ) 4 /. o - /, 3 - 6. 4- . /83 : / Z > lo _: C2F=/. o Pn slr>1 9 = if b (, 312,5) ' ; X' a 5 f `t. 7 v I v (/ - , 7"5) 1/1/ - , 7"5 it'- # `1 ( to -/- B ) ' l- o = 6 2. g4oK PnZa = 1a 2. 8G /1. 5 0 #1. 4114. Pc 1. 41K- Pc - 4.1. 1K MG —/itt = /37-. 7-C'W /4 -op - /4.0. 7' ",X. pe - 1. 414- fry —1 p .- /vet G "Iz /vi.' -op -- 6 4-"k. /, 4 >1_. /0 /. is : , 0 3 f d. 317- f 0, 596 41- , / 37-. g 14- / HU, 41 . IN C/Z eA-cc 1?'17 c1/N -ss or lh-r ('' liar-t/rf 7a 3/p " . pL _ 60. 4.4 1. 4. + 101. g f ¢ . O. 9 9 ye/6 1`4c- 1r = 198. 4"1G 49 •4' 111. 4- av7. 3 p4c _ 4p ,, a07. 3 "k- el. r. we-bps- to t t Be- Mpvm' Ar Olt 1/y 5p ?elN., .. pi Aftst I afghan associates,inc. c tt / V 2 By: eh Date: /Z//2- ENGINEERING "-'- ^" 4875 SW G�hlh Dave t Sane 30018eaverton,ORI 97005 "" M` ` • ir tL�J- Project NO;: / t e it)ft 503.620.3030 I tel 503.620.55391 fax www,aateng.com Sheet: 1Z of: CONN rC17 IVY n17.--s — &IN," 8/1 cK CaM/311y EP /0.4)2)S' HIS 121 .14' ra /*1 ix er fpr = 1. 1016 lvl,- -it, - /05. 9d "k- Mr- or . /2. #.5 "k- / 8 "/L /3 .- 0b 4- . a. 5 17 " - _ /2 s 15 0, 6 SIht B Ph -=' Fy t 2[ --2----- .t- i."2"----,,---- I 0 i 1 j3 - 4'6 1, 3 7-S) 2 _a 4" I' S t l' y (. 0 = 5. �f'1 1/ 1 1/12 = Pc -- 75141/i. -r 5o. 31' f r = I. 2 o K.- Mc. -/p = 41 6 hhg. MY _ /p sc /05, 10t Iv(G , Pr = 13 7', #'eft Mc -op_ /?. b "/'- /12- t I--� F- 1a• = 17. it 5 vi/c . 5a19? 22/ 8 I3 / H Cr l-9-i1 t3 x 0 x 3/4 J Ii(it,fM1t i 5 thr6it6t 316 9 &innt_Evezr3e-471s Hrri2x lx 3/$ A//t714 I2i-c. , iZera we/Vey ' 0. 5'3 4 14, ,> 5: 4, > '-4 t b lo/I/a LAP -t) .1 1/7 13 PA ?eN Is' At/7447117 iMrizivvP. AAafghan associates,ins, ) �7 / V L g- / ? Z. By:c-fIt, Date: ill/2. ENGINEERING fhf /'lon?FNr 48755 ur + {sage 3001 Beaverton,oR 193005 �. 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By: g`''' Date: /4'4 ENGINEERING 411Q 4675 SW Griffith Drive I Suite 300 Beaverton,OR 97005 Project T� 503.6203030 I lel 503 620 5539 I fax www aaieng .com //Bo/Y 74111 4-LyS/ S Sheet: fp of: Simplified Vibration Serviceability Evaluation of Slender Monumental Stairs Brad Davis, Ph.D., S.E., M.ASCE1; and Onur Avci, Ph.D., P.E., M.ASCE2 Abstract: Slender monumental stairs are major architectural features in many high-end building structures. Architectural requirements for these are usually very aggressive,with Iong spans and slender stringers being the norm. The resulting low natural frequencies are often within reach of the lower harmonics(which have high amplitudes)of the vertical force caused by a person descending the stair.Also,some configurations with very low frequency lateral vibration modes might allow high lateral accelerations. Because the potential for annoying vibrations is high, it is critical that stair designers have access to evaluation methods. Current evaluation methods rely on finite-element analysis-based response prediction methods that are outside the reach of many structural engineering firms.This paper presents a simplified vertical acceleration prediction method, based on the fundamental natural mode of the stair, which is suitable for manual calculations. Response predictions are compared to experimental measurements to calibrate the prediction method for design use. Lateral vibrations are discussed, and an evaluation method is proposed. Finally, a numerical example is provided. DOI: 10.1061/(ASCE)ST.1943-541X .0001256. © 2015 American Society of Civil Engineers. Author keywords: Floor; Stair; Vibration; Dynamics; Serviceability; Modal; Mass; Frequency; Acceleration; Evaluation; Shock and vibratory effects. Introduction natural frequency of any slender stair. [A discussion of footstep force harmonics is provided by Murray et al. (1997). Concisely, Slender stairs are architecturally impressive structures located in footstep vertical force harmonic frequencies are positive integer buildings such as airports,hospitals,convention centers,condomin- multiples of the step frequency and the sinusoidal force amplitude iums, and hotels. Due to aesthetic requirements, slender stairs decreases with increasing harmonic number.] In contrast, the usually have long clear spans and slender stringers, resulting in second harmonic of the flat surface walking force can only match natural frequencies low enough to allow resonant responses to natural frequencies not exceeding 4.4 Hz, and only the higher stair ascents and descents. Because the mass is fairly small and harmonics—which have significantly lower force—can match damping is usually very low,resonant responses can result in very natural frequencies above 4.4 Hz. Also, the applied forces due high accelerations that would be described as severe by many to ascents and descents are much larger than forces applied while occupants. For the purposes of this research, slender stairs are walking on a flat surface (Davis and Murray 2009). The second those with fundamental natural frequencies below about 10 Hz. harmonic of a descent is especially unfavorable, with a force am- The authors know of no reports of problems with higher frequency plitude approximately double the flat surface walking second stairs. Readers are referred to Kim et al. (2008) for a discussion harmonic force amplitude (Davis and Murray 2009). Finally, rap- of those. idlydescending ampli- The vertical forces generated by humans ascendingand groups cause very significant acceleration fications (ratio of acceleration due to the group to the acceleration descending a stair are much more severe than forces generated due to an individual)because the footstep stride length is fixed at while walking on a flat surface.Humans ascend and descend stairs the stair tread spacing (Kerr 1998; Kerr and Bishop 2001; Davis at step frequencies up to 4 Hz(Kerr 1998; Kerr and Bishop 2001; and Murray 2009). Such amplifications are not usually observed Davis and Murray 2009),which is almost double the 2.2-Hz maxi- for groups walking on flat surfaces because different stride lengths mumu considered step frequency for walking on a flat surface cause different step frequencies. (Murray et al. 1997; Smith et al. 2007). Ascents are comfortable Overall, the structural design of monumental stairs is a major at 2 and 3.3 Hz, and uncomfortable at other frequencies (Kerr challenge from the vibrations serviceability point of view.The po- 1998).Descents are comfortable at any step frequency below about tential for annoying vibration is high,so engineers need access to a 4 Hz(Kerr 1998).Thus,the second harmonic frequency can match stair vibration evaluation method for use during design.The major any natural frequency below about 8 Hz, which allows it to excite floor vibration serviceability design guides (Murray et al. 1997; most slender stairs,and the third harmonic frequency can match the Smith et al. 2007) do not provide stair vibration evaluation guid- ance other than limited recommended harmonic force amplitudes in 'Assistant Professor,Civil Engineering Dept., Univ. of Kentucky,373 Smith et al. (2007). The study by Davis and Murray (2009) was Raymond Building,Lexington,KY 40506(corresponding author).E-mail: conducted to gain insight and provide guidance for evaluating vi- dbraddavisCtiuky.edu bration of slender stairs. In that study, a slender monumental stair 2Assistant Professor, Dept. of Civil and Architectural Engineering, Qatar Univ., P.O. Box 2713, Doha, Qatar. E-mail: onur.avciCu)yu.edu.ya was modal tested to estimate natural modal properties. Accelera- tions due to stair ascents and descents at the second, third, and Note.This manuscript was submitted on January 6,2014;approved on December 16,2014;published online on February 9,2015.Discussion per- fourth harmonic were also measured.A detailed,unadjusted,finite- iod open until July 9, 2015; separate discussions must be submitted for element model was created of the stair using only information that individual papers.This paper is part of the Journal of Structural Engineer- would be available to a designer. The finite-element model ing, © ASCE, ISSN 0733-9445/04015017(9)/$25.00. was used to predict the modal properties and frequency response ©ASCE 04015017-1 J.Struct. Eng. Table 1.Dynamic Load Factors for Vertical Load(Data from Davis and Experimental Program Murray 2009) Dynamic load factor(a) Two slender monumental stairs were tested to determine their natu- ral frequencies and responses to ascents and descents. The first, Ascending Descending called Stair 1,was reported by Davis and Murray(2009).The sec- Harmonic Average 75th percentile Average 75th percentile ond, called Stair 2, was tested by the authors. Second 0.13 0.22 0.20 0.33 Stair 1 is a slender monumental stair in the lobby and restaurant Third 0.06 0.11 0.09 0.16 area of a high-rise hotel and condominium. It consists of a main Fourth 0.03 0.07 0.06 0.13 flight of stairs from the lobby to an intermediate landing and a shorter flight from the intermediate landing to the second floor, as shown in Fig.2.The main flight is very slender,with two string- ers spanning 9.49 m (31 ft) horizontally and 3.6 m (11 ft, 10 in.) function (FRF) magnitude for load and acceleration at midspan. vertically between supports.The stringers are spaced 1.17 m(3 ft, The FRF magnitude was then used with established harmonic foot- 10 in.) apart, center-to-center. Each stringer is 305 mm tall by step forces from Kerr (1998) to predict steady-state acceleration 203 mm wide by 15.9 mm thick(12 in. by 8 in. by 5/8 in.)steel due to ascents and descents. The ratio of measured peak acceler- hollow structural sections (HSS). Each stringer is supported by a ation to predicted steady-state acceleration was consistent enough steel angle seat bolted to the vertical face of concrete wall at the to allow a 0.35 reduction factor to be established.Davis and Murray lobby end and is suspended from a small HSS hanger from the sec- (2009)recommended the stair evaluation be performed for a 76 kg ond floor as shown in Fig.3.The 63.5 mm(2.5 in.)thick laminated (167 lbf)walker,which is consistent with the bodyweight used by glass treads are 1.78 m (5 ft, 10 in.) long, weigh approximately Smith et al. (2007).Based on Kerr(1998),Davis and Murray rec- 1.5 kPa(31 psf),and arc supported on thin rubber pads.The treads ommended the average and 75th percentile dynamic load factors are through-bolted to bent plates that are welded to the top of the (DLF) (ratio of harmonic force amplitude to bodyweight) shown HSS stringer.The approximately 1.2 m(4 ft)high clear glass guard- in Table 1. Because stair descent step frequencies more easily rails weigh approximately 0.48 kPa(10 psf).The guardrails are in match natural frequencies, and because descents have higher har- discrete sections as shown in Fig. 2,except they are connected by monic force amplitudes,they are always more severe than ascents, the continuous steel handrails. thus decreasing the number of load cases that must be considered For Stair 1, experimental modal analysis (EMA) techniques during design. Davis and Murray also recommended a 5.0-Hz were used to estimate the FRF magnitudes (Davis and Murray lower limit on the natural frequency to prevent first harmonic 2009). Excitation was provided by instrumented impulse hammer excitation and resulting severe accelerations. strikes near midspan. Accelerometers measured vertical and hori- The evaluation method,based on an FEA of the stair,is useful, zontal acceleration at key locations on the stair, including at mid- but the procedure is not fast or easy enough for routine structural span.FRFs were estimated using the H1 method,which minimizes engineering design office usage. It also requires, at a minimum, a the effect of acceleration caused by sources other than the measured computer program that will perform response history analysis,and force input(Ewins 2000).Vertical motion was induced by strikes to preferably one that will compute the FRF magnitude.A simple and the underside of one stringer, perpendicular to the stringer longi- practical method is needed for the vibration serviceability evalu- tudinal axis. The estimated FRF(vertical acceleration due to force ation of slender monumental stairs. perpendicular to the stringer)indicates the fundamental mode is at Thus, the objective of this paper is the development of a sim- 7.3 Hz and has 0.0679%g/N(0.302%g/lbf)magnitude and 1.1% plified method that can he executed with only manual calculations. of critical viscous damping. Other modes were detected also, but The method developed herein applies directly to single-span linear they were much less responsive.Horizontal motion was induced by flights of stairs such as the example shown in Fig. 1(a).The method strikes applied laterally near the top of a stringer. The estimated can also be adapted using engineering judgment for stairs such as FRF (horizontal acceleration at midspan due to horizontal force the one shown in Fig. 1(b) or stairs with intermediate landings at midspan) indicates a responsive natural mode at 10.0 Hz, with within the span. The FEA-based method by Davis and Murray FRF magnitude of 0.0486%g/N(0.216%g/lbf),and 1.2%of criti- (2009)should be used for other slender stairs such as circular stair- cal damping (Davis and Murray 2009). cases or those with right-angle or switchback configurations with After the EMA tests on Stair 1, accelerations were measured unsupported intermediate landings. while individuals ascended and descended the main span of the (a) (b) Fig. 1. Example linear stairs: (a)example 1; (b) example 2 0 ASCE 04015017-2 J. Struct. Eng. . ..� Table 2.Stair 1 Measured Equivalent Sinusoidal Peak Accelerations Number Average Range of - Description of tests ESPA(%g) ESPA(%g) ° y Ascent, 3rd harmonic (2.43 Hz) 4 0.726 0.582-1.03 Ascent,4th harmonic (1.83 Hz) 3 0.856 0.599-1.01 Descent, 2nd harmonic(3.65 Hz) 3 2.71 1.12-3.82 Descent, 3rd harmonic(2.43 Hz) 4 1.43 1.23-1.90 Descent, 4th harmonic (1.83 Hz) 4 1.22 0.907-1.36 _ I Davis et al. (2014). In this method, the rolling root-mean square (RIMS) acceleration is computed for the waveform, and the maxi- mum value is multiplied by V2,which is the ratio of peak-to-RMS acceleration for a sinusoid.Davis et al. (2014)recommended a 2-s ` RMS for floors.Because of the higher step frequencies and shorter I duration of resonant buildups on stairs,a 1-s RMS was used in this research.Table 2 shows the average ESPA for the 18 walking tests Fig. 2. Photograph of stair 1 (Davis and Avci 2014, ©ASCE) at Stair 1. As expected, the accelerations due to descents are sig- nificantly higher than those due to ascents.The ESPAs were quite variable as indicated by the ranges shown in the table. °. Davis and Murray(2009)indicated that three subjective evalua- '"***' tors characterized the normal speed and rapid ascents and descents , as mildly perceptible and strongly perceptible,respectively.These vibrations, in terms of ESPA, were approximately 0.5-0.8%g and 4f 4 '" 2.5-3.0%g, respectively. ,. , :/fes Stair 2 is a slender monumental stair in the lobby and atrium area of a university classroom, laboratory, and office building. It consists of a linear flight of stairs with a midspan intermediate land- 4,4"..... ,. ing,as shown in Fig.4.The stringers span 9.3 m(30 ft,8 in.)hori- °� zontally and 5.0 m (16 ft, 4 in.) vertically between supports. The - ``.. -- . main stringers are 508 mm tall by 203 mm wide by 9.5 mm thick (20 in. by 8 in. by 3/8 in.)HSS spaced 0.84 m(2 ft, 9 in.)apart, center-to-center.Two 305 mm(12 in.)deep by 127 mm(5 in.)wide * built-up steel tube guardrail support members, consisting of " ` -• t 12.7 mm (1/2 in.) thick plates, also provide flexural stiffness - for the stair. Each guardrail support member has 10,600 mm2 (16.5 in.2)area and 89.5 x 106 mm4 (215 in.4)moment of inertia. The terrazzo treads and risers have a density of 2,400 kg/m3 (150 pcf) and are 1.52 m (5 ft) long. The tread thickness is 50.8 mm (2.0 in.) and riser average thickness is 63.5 mm , (2.5 in.).The treads and risers are supported by a folded steel plate. 1 ' ` The approximately 1.2 m (4 ft) high clear glass guardrails weigh approximately 0.29 kPa (6 psf). . � ie w- aHeel-drop tests,as described in Davis et al.(2014),were used to = #4 determine the natural frequencies of Stair 2. Concisely, a member of the research team stands on the balls of his feet and drops force- fully once, applying significant energy between approximately 2 and 20 Hz. Maxima in the recorded acceleration spectrum indicate 1604 natural frequencies that are used to determine step frequencies in "t the subsequent walking tests. In this testing program, the heel- drops were applied near midspan,and accelerations were measured 0.3 to 0.45 m(12 to 18 in.)from the heel-drop location.The heel- Fig. 3. Stair 1 support at second floor(image by B. Davis) drop tests indicated a responsive natural frequency at 8.0 Hz. While the primary purpose of heel-drop tests is to determine natural frequencies, they can also be used to estimate damping stair. Two healthy male walkers, weighing 84 kg (185 lbf) and for systems without closely spaced modes, such as Stair 2, using 91 kg (200 lbf), individually walked on the stair while midspan the log-decrement or half-power bandwidth methods. The esti- accelerations were measured.During each test,the step frequency, mated damping is 3.7 and 3.8%of critical using those two methods, controlled by metronome, was such that a force harmonic fre- respectively. quency matched the 7.3-Hz fundamental frequency of vertical After the heel-drop tests on Stair 2,accelerations were measured vibration, thus causing resonance. The measured waveform while individuals ascended and descended the stair. Three healthy for each test was postprocessed to determine the equivalent sinus- male walkers, weighing 75 kg (165 lbf), 82 kg (180 lbf), and oidal peak acceleration (ESPA) using the method described _ _86 kg (190 lbf) individually walked on the stair while midspan ©ASCE 04015017-3 J.Struct. Eng. 1 1 - + x I. ,fir„ --� a • r :." *.,:r li , q ; x y., (a) (b) Fig. 4. Photographs of stair 2 (images by B. Davis): (a)view from above; (h) view from below Table 3.Stair 2 Measured Equivalent Sinusoidal Peak Accelerations 1DAviSPerth3D120bpm8 • !~ Number Average Range of i'a . i .I Description of tests ESPA(%g) ESPA(%g) 0 S C. Ascent,2nd Harmonic(4.00 Hz) 5 0.564 0.391-0.720 " ' . Ascent,3rd Harmonic(2.67 Hz) 11 0.671 0.336-1.12ro ' 7 • I I ( 1 Ascent,4th Harmonic(2.00 Hz) 4 0.794 0.756-0.845 a 0 r ' It, Descent,2nd Harmonic(4.0 Hz) 7 1.74 0.802-2.69 .z i' Descent, 3rd Harmonic (2.67 Hz) 24 0.980 0.407-1.75ui -0.5 •.......• •• ...... Descent,4th Harmonic(2.00 Hz) 7 0.740 0.610-0.808 d 1 -1 ' ESPA=0.808%g 1 1 i accelerations were measured. During each test, the step frequency 0 2 4 6 8 10 12 was such that a force harmonic frequency matched the 8.0-Hz natu- Time(sec.) ml frequency.The measured waveform for each test was postpto- ccsscd as described previously. The average ESPAs for the 58 Fig. 5. Example response to stair descent recorded tests are shown in Table 3.The average ESPA and range of ESPA indicate that descents resulted in higher accelerations than did ascents. Also, the range of ESPA indicates that the responses Table 4. Resonant Buildup Durations were highly variable. A member of the measurement team stood on the intermediate Number Average number landing during three tests and reported that 0.4%g and 0.6%g Description of tests Harmonic, H of steps, Navg HNa„ ESPAs were barely perceptible and 1.8%g was perceptible and 2nd harmonic 10 2 8.38 16.8 might cause discomfort for very sensitive occupants. 3rd harmonic 33 3 5.28 15.8 Fig. 5, the response to a descent of Stair 2, is a representative 4th harmonic 16 4 3.83 1.5.3 example waveform. The walker was on the upper half of the span Average 15.8 and intermediate landing for approximately the first 8 s and on the lower half for the remainder. The maximum rolling RMS is at 12.8 s. which occurs due to a partial resonant buildup during equal for second, third, and fourth harmonic excitation, with an the first few footsteps below the intermediate landing.In this case, average of 15.8. the resonant buildup lasted approximately 2 s.(In some records,the partial resonant buildup was during walking on the upper half.)The resonant buildup duration was estimated for all walking tests that Vertical Vibration Response Prediction contained identifiable resonant buildups,and multiplied by the step frequency to determine the number of footsteps in each buildup. The acceleration response of a stair is the superposition of the re- The average resonant buildup varies significantly by harmonic sponse of numerous natural modes,each having its own frequency, number, H,as shown in Table 4.However,the product of the har- mode shape,modal mass, and damping. Linear stairs, such as the monic number and the average number of steps is approximately one shown in Fig. 1(a), have natural vibration modes resembling - ©ASCE 04015017-4 vv J.Struct. Eng. those of a pair of parallel beams connected by closely spaced trans- Fes, verse bending elements. Thus, the fundamental mode resembles asMidspanPetp =2/M (3) that of a simply supported beam with uniform mass,i.e.,a half-sine wave.The second mode is often a torsional mode with one stringer where Fpr, is the sinusoidal force amplitude perpendicular to the going up as the other stringer is going down, each in a half-sine stringers. wave pattern. Other modes are either bending or torsional modes The viscous damping ratio, ,3, must be set using engineering in multiple curvature patterns. judgment based on the experimental program.Stair 1,with no non- The fundamental modal frequency must be at least 5 Hz to pre- structural components, treads that are isolated from each other, vent the very large first harmonic frequency from matching the fun- and guardrails that are connected without the potential for frictional damental natural frequency, thus causing severe responses (Davis interfaces,has,0=0.011.Stair 2,with limited nonstructural corn- and Murray 2009).In the authors' experience with FEA of slender ponents, treads and risers with frictional interfaces, and guardrails stairs,the second modal frequency is at least double the fundamen- that are connected to support tubes with frictional interfaces, tal frequency,thus placing it above 10.0 Hz for any acceptable stair. has 0=0.038. The authors' opinion is that it is unlikely that modes over 10.0 Hz The vertical acceleration due to vertical load is required for will experience resonant buildups due to human walking, so the vibration serviceability evaluation. The vertical sinusoidal load second and higher modes can be neglected without losing much amplitude is aQ, where a is the average DLF from Table 1 for accuracy (noting that prediction methods for acceleration due to stair descents(always more severe than ascents)and Q is the walker human activity are inevitably fairly imprecise). Therefore, the body weight, usually taken as 743 N(167 lbf).Average DLFs are maximum stair acceleration is approximately the resonant response used, rather than 75th percentile design DLFs as in Davis and of the fundamental mode, only. Murray (2009),because in this research any margin of safety ad- Simple equations are available for the fundamental natural justment will be applied to the final response quantity,rather than frequency and modal mass of a simply supported beam with uni- intermediate variables such as the applied force. For a stair at an form mass,and these are adopted for linear stairs.The stair funda- angle 0 from the horizontal,the load perpendicular to the stringers mental natural frequency,in Hz,is computed using Eq.(1)(Murray is aQ cos(9), so the vertical steady-state acceleration is et al. 1997) aQ cos 0 aQcos20 TT gEl asMid$pan = 2 M cos 8= 2�M (4) fn =2 I wL4 (1) It is often necessary to compute the acceleration at locations where g=gravitational acceleration;El=stringer flexural stiffness, away from midspan.For example,consider a long stair with inter- including stringers and any other elements that provide significant mediate landings at the one-third points. Engineering judgment stiffness;w=uniform weight of the stair(force per length along the might indicate that potentially annoyed occupants are most likely stair); and L = stringer length. to stand at one of these intermediate landings rather than at mid- The measured natural frequency for Stair 1 is 7.3 Hz and Eq.(1) span. Similarly, the most likely path for a several step resonant predicts 5.1 Hz for a predicted-to-measured ratio of 0.70,which is buildup might be centered at a location other than midspan. For conservative.The underprediction is due to extra stiffness provided those cases,the midspan steady-state acceleration is adjusted using by glass guardrails and the intersecting smaller flight of stairs.The the unity normalized(1.0 amplitude at midspan)mode shape am- measured natural frequency of Stair 2 is 8.0 Hz and Eq.(1)predicts plitudes at the response and walking force excitation locations 6.74 Hz for a predicted-to-measured ratio of 0.84, which is also aQCos, O conservative.The underprediction is due to extra stiffness provided a, = re (5) by glass guardrails,the folded steel plate,and composite action be- 2aM tween the stringer and terrazzo. The predictions are conservative The fundamental mode shape is a half sine wave over the and accurate enough for design usage,and attempts to take advan- stringer length, L, so the mode shape amplitudes at the response tage of the extra stiffness would be impractical when using the sim- (observer) and walker locations, respectively, are plified equation. The FEA method by Davis and Murray (2009) should be used if more refined estimates are required. Note also 1rx, that an FEA or any other rational method can be used to predict ¢r=sin L (6) f„ for use with the remainder of the equations in the simplified method presented herein. lrx The equation for vertical acceleration at any location on the �� =sin Le (7) stair, due to walking at any location on the stair, is developed as where x,=distance from end of stringer to response location,mea- follows. The simply supported beam fundamental modal mass, M,for transverse load and acceleration at midspan is half the beam sured on the diagonal; and xe = distance from end of stringer t0 mass.Thus,the stair fundamental modal mass,for acceleration and walker excitation force location, measured on the diagonal. load perpendicular to the stringer, is approximately half the total The walker location, xe, must be set using engineering stair mass judgment. Resonant buildup durations are highly variable, in the range of 5 to 10 steps long, so we recommend assuming an M=wL/(2g) (2) eight-step resonant buildup for design. If a walker can achieve an eight-step buildup near midspan,then(be = 1.0.If an intermedi- This mass is used to compute the steady-state acceleration ate landing exists at midspan, then there is no eight-step series of perpendicular to the stringers due to sinusoidal load perpendicular stair treads centered at midspan,so xe is at the center of the eight- to the stringers. The response is identical to that of a viscously step series of stair treads closest to midspan. damped single-degree-of-freedom (SDOF) system, with mass M, The peak acceleration due to walking is much less than the value excited by a sinusoidal force with frequency matching the natural computed using Eq. (5)because resonant buildups do not last long frequency (Chopra 2001) _ enough to achieve a steady-state response, and because footsteps -- 0 ASCE 04015017-5 ? 1 J.Struct. Eng. Table 5.Calibration Factors on slenderness and interesting architectural forms,it seems possible Number Average measurement that some proposed stair forms will allow noticeable lateral Harmonic of tests ESPA/Eq. (9)prediction R50 R25 R10 vibrations. 2 10 0.476 0.5 0.65 0.8 While walking on a flat surface, a pedestrian generates a 3 28 0.670 0.7 0.9 1.1 dynamic force that has components in three directions: vertical, 4 11 0.646 0.7 0.85 1.0 horizontal-lateral, and horizontal-longitudinal (Bachmann and Ammann 1987). The same mechanisms that cause lateral forces on a flat surface should also cause lateral forces on a stair tread, although these have never been measured or studied. Bachmann are not perfectly periodic.The former effect is taken into account et al. (1995)and Nakamura et al.(2008)recommend lateral forces by multiplying the steady-state acceleration by the resonant buildup for walking on flat surfaces.It is unclear if these forces approximate envelope function shown in Eq. (8). (The latter effect is taken into those applied to a stair, however. account using empirical calibration factors.) The first form of the To the authors' knowledge, there are no recommended lateral equation is from Chopra(2001)and similar to that shown in Smith acceleration tolerance limits for stairs. Nakamura and Kawasaki et al.(2007).The second form is specialized for walking for N steps (2006), in their paper on the Millennium Footbridge, stated that at a step frequency,fS1ep,such that an integer multiple(H)of fmp pedestrians became uncomfortable at 300 mm/s2 (3.06%g). It matches f„ and causes resonance.From the experimental program seems reasonable to assume people experiencing stair lateral vibra- described previously,the average of HN is 15.8,allowing the sim- tions at low frequencies will also become uncomfortable at about plification shown in the final form the same acceleration amplitude, thus defining a tolerance limit. = 1 _e-2nJ„pr _ 2zr3HN N Loop However, without a clearly defined input force, it is infeasible p — 1—e' 1 —e— (8) to compute the acceleration response for comparison with this limit. Thus, the peak acceleration is computed using the following equation.This equation does not take into account the effect of im- Until more research is completed,the authors think a minimum natural frequency evaluation criterion is appropriate. The natural perfect walking; hence, the UC subscript indicating it is uncali- frequency of lateral vibration should be high enough to avoid res- brated and not recommended for design use. Calibration factors are recommended below onance by the first harmonic of the lateral force because(1)the first harmonic amplitude is probably much larger than the higher har- aQcos29 monic amplitudes, and (2) low frequency lateral vibration might apuc ' 2/3M 0,4(1 —e-1°°0) (9) allow footsteps to synchronize with lateral movement of the stairs. The latter was the cause of very large lateral vibrations at the Eq.(9)was used to predict the peak acceleration for each of the Millennium Footbridge (Dallard et al. 2001; Roberts 2003), and it seems possible that such synchronization could occur on stairs, 76 walking tests in the experimental program. The ratios of mea- sured ESPA to apuc were used to establish the calibration factors especially long ones. shown in Table 5. R54, R25, and R10 are calibration factors that The lateral force first harmonic frequency for walking on a flat surface is half the step frequency as discussed in Dallard et al. when applied to apuc, result in predictions that are exceeded by measured ESPAs 50%, 25%, and 10% of the time, respectively. (2001) and Nakamura and Kawasaki (2009). This fact is true of stair descents and ascents also. The maximum considered stair as- The writers recommend R50 for design because it is presumably unlikely that stationary occupants will be near midspan while cent or descent step frequency is 4 Hz, so the maximum first har- monic frequency of the lateral force is 2 Hz.Thus,we recommend others descend the stair. R25 and R10 are provided for unusual the predicted fundamental natural frequency of lateral vibrations situations for which the owner or architect requires an enhanced margin of safety against complaints. Note that only descents are exceed 2.5 Hz. The natural frequency is predicted using Eq. (1)with I equal to shown because those are always more severe than ascents, so the sum of minor-axis moments of inertia,assuming the stringer is should always be used to evaluate stairs during the design phase. oriented with its major axis horizontal.This prediction should pre Therefore, the following equation is recommended for the pre- vide a conservative underestimate due to the lack of inclusion of diction of vertical peak accelerations during the design phase: partial diaphragm behavior of the treads. If a more refined predic- rrQcos20 tion is necessary, the FEA methods given by Davis and Murray ap =R 2/3MrOe(1 —e-1(M) (10) (2009) should be used. where R = calibration factor, usually taken as R50 from Table 5 (0.5 for the 2nd harmonic or 0.7 otherwise);ct=average dynamic Vibration Tolerance Limits load factor(0.2,0.09,or 0.06 for 2nd,3rd,or 4th harmonic,respec- tively; Table 1); Q =bodyweight [743 N (167 lbf)]; 0= stair in- Based on Bishop et al. (1995)and the subjective evaluations from clination from horizontal, measured from support points; /3 = Stair 1,Davis and Murray(2009)recommended a 1.7%g sinusoidal viscous damping ratio[discussion below Eq.(3)];M=fundamental peak acceleration tolerance limit for individual walkers at regular modal mass from Eq. (2); 0r, 0e = unity normalized mode shape speeds, i.e., those descending the stair at or below 2.5-Hz step value at the response and excitation, respectively, from Eqs. (6) frequency. They also recommended 1.7%g due to a rapidly and (7). descending individual if the owner or architect is not willing to al- low the potential for strongly perceptible vibration for that load case, or 4.6%g otherwise. Note that it is usually impossible, or Lateral Vibrations nearly so,to satisfy the 1.7%g limit for a rapid descent of a slender monumental stair. In some cases, there is a high potential for To the authors' knowledge,no research has been performed on the rapidly moving groups. For those, Davis and Murray (2009)rec- lateral vibration of slender stairs.However,with the high emphasis ommended 4.6%g, which is the same limit recommended by ©ASCE 04015017-6 ? 2- J. Struct, Eng. Intereuediate Bishop et al. (1995).Note this limit is extremely difficult to satisfy for a slender monumental stair, so it is important to accurately E ..S: Landing 4.04)4_ assess-communication with the owner and architect is key- o c 4,414 I whether or not the load case should be considered in the design. `" °= � �/p In the authors'opinion,Stair 1 is probably close to being lively / enough to cause complaints. Its ESPAs due to regular speed descents (third and fourth harmonic excitation) range from 0.6 CV to 1.9%g. Its ESPAs due to rapid descents (second harmonic ex- citation) �� are 3,2 and 3.8%g. Stair 2 is clearly not lively enough to cause complaints. Its ESPAs due to regular speed descents ranged from 0.3 to 1.8%g and its ESPAs due to rapid descents 4.57 in(15 ft) 1.83 in(G it) 4.57 m(15 ft) ranged between 0.4 and 2.7%g. Fig. 6. Elevation of example stair Thus, it seems reasonable to use the Bishop et al. (1995) and Davis and Murray(2009) 1.7%g limit on vertical peak acceleration due to regular descents.Based on the ESPAs due to rapid descents on Stair 2,the authors think the previous recommendation by Davis be considered, a much stiffer or heavier stair will often be and Murray (2009) for a rapidly descending individual is too required. conservative. Instead, the predicted peak acceleration should be The horizontal vibration evaluation is performed by computing limited to 3%g if the owner requires perceptible vibrations to be the lateral vibration fundamental natural frequency using Eq. (1) avoided for this case, and 4.6%g otherwise, No new information and comparing it to 2.5 Hz. If the computed natural frequency is available to allow revision or verification of the Davis and exceeds 2.5 Hz, then objectionable lateral vibrations are not Murray (2009) limit for rapidly descending groups, so the expected.Otherwise, the stair should be redesigned to have a natu- writers recommend their limit of 4.6%g if this load case is to be ral frequency of horizontal vibration of at least 2.5 Hz. considered. Example Recommended Evaluation Procedures Objective: Evaluate the monumental stair shown in Fig. 6 for The vertical vibration evaluation is performed as follows: vibration serviceability given the following: 1. Compute the natural frequency of vertical vibration using • Total stair width is 3.05 m (10 ft); Three• parallel stringers. Each is a rectangular hollow structural Eq. (1) or a finite-element analysis. If the natural frequency is less than 5 Hz, the stair is unsatisfactory and should be section (HSS),508 mm(20 in.) tall by 203 mm(8 in.)wide by redesigned. 9.5 mm (0.375 in.) thick. Weight=928 N/m (63.6 plf) 2. Determine the acceleration due to an individual performing a Major axis moment-of-inertia is 385 x 106 mm4 (926 in.4). regular speed descent, i.e., one with a step frequency below Minor axis moment-of-inertia is 92.4 x 106 mm4 (222 in.4). about 2.5 Hz (Davis and Murray 2009). First, determine the The stringers are oriented such that the major axis is horizontal. lowest harmonic frequency, below 2.5 Hz, that can match • Average weight in the plane of the stair is 1,440 1\l/m2(30 psf), the natural frequency. For example, if the stair natural fre- including all mass except stringers and guardrails; and quency is 6.5 Hz, the second harmonic matches the natural • Guardrails weigh 584 N/m(40 plf)along each edge of the stair. frequency if the step frequency is 6.5 Hz/2=3.25 Hz, but Stair weight: this exceeds 2.5 Hz. The third harmonic matches the natural frequency if the step frequency is 6.5 Hz/3 =2.17 Hz,which w= (1,440 N/m2)(3.05 m) (584 N/m)(2) is less than 2.5 Hz.Therefore, the third harmonic provides the +(928 N/m)(3) = 8,340 N/m excitation for the regular descent load case,and a=0.09.Use Eq. (10)to predict the acceleration and compare that value to the tolerance limit, 1.7%g. w= (30 psf)(10 ft) + (40 plf)(2) + (63.6 plf)(3) = 571 plf 3. Determine the acceleration due to an individual performing a rapid descent,i.e.,one with a step frequency between 2.5 and The stair length, L, is approximated as the diagonal distance 4.0 Hz. First, determine the lowest harmonic frequency be- between supports tween 2.5 and 4.0 Hz that can match the natural frequency. For example, if the stair natural frequency is 6.5 Hz, the L = V(11.0 m)2+(5.8 m)2 = 12.4 m second harmonic matches the natural frequency if the step fre- quency is 6.5 Hz/2= 3.25 Hz.Therefore, the second harmo- nic provides the excitation for the rapid descent load case, and I. = V(36 ft)2 + (19 ft)2 =40.7 ft a=0.20. Use Eq. (10) to predict the acceleration and com- pare that value to the tolerance limit, 1.7%g, or 4.6%g as The stair fundamental frequency for vertical vibrations is described previously. 4. If the owner or architect indicates fast-moving groups are gEl likely, then compute the acceleration due to a fast-moving f' - group by amplifying the acceleration due to a rapidly moving 2 x'L 4 individual by a factor of 3(Davis and Murray 2009).Compare2 4 1(9.81 m/s )(200 GPa)(3)(385 x 106 mm ) I x 109 the predicted equation to the tolerance limit,4.6%g. Note this = / (8,340 N/m)(12.4 m)4 1,0004 limit will be very difficult, if not nearly impossible to satisfy for a slender monumental stair, so if this load case is to =5.32 Hz ©ASCE 04015017-7 p 3 J. Struct. Eng. _ir,lgEl _ 7r (386 in./s2)(29,000 ksi)(3)(926 in.4) acceleration, ap = 1.85%g (0.2/0.09)(0.5/0.7) =2.94%g.f" 2 V wL4 2 (571 plf/12,000)[(40.7 ft)(12)14 Be- cause the predicted peak acceleration does not exceed 3%g, the stair is predicted to be satisfactory for this load case. =5.32 Hz If a group rapidly descends the stair,they are predicted to cause accelerations triple the acceleration of an individual rapidly The total weight of stair, and modal mass of the stair are descending the stair, so for that case, ap = (3)(2.94%g) = 8.81%g. This acceleration, exceeding 4.6%g, will be considered W= (8,340 N/m)(5.41 + 1,83+5.41 m) =106 kN severe by most occupants,so if a rapidly descending group is likely and the owner wants to safeguard against severe vibrations in that W= (571 plf)(17.8+6.0+ 17.8 ft) =23,700 lbf case, then this stair is unsatisfactory. The stair fundamental frequency of lateral vibration is conserva- tivelyM= W/2g= 106 kN/(2g) =52.8 kN/g predicted as follows: gEI M= W/2g=23,700 lbf/(2g) = 11,900 lbf/g .fn n =2 wL4 Observers are most likely to be standing on the intermediate 7r/(9.81 m/s2)(200 GPa)(3)(92.4 x 106 mm4)1 x 109 landing near midspan,so Or= 1.0.There are no stair treads at mid- -2 (8,340 N/m)(12.4 m)4 1,0004 span, so the resonant buildup is assumed to occur due to an eight- footstep series on the stair treads closest to midspan,i.e.,just below =2.61 Hz or above the intermediate landing. This places xe 3.96 m (13 ft) from the support,measured along the line between the supports,so ar 1IgEI =I (386 in./s2)(29,000 ksi)(3)(222 in.4) 0e =sine=sin r(312.4 m.96 ) =0.843 fn =2 wL4 2 (571 plf/12,000)[(40.7 ft)(12))4 =2.61 Hz 71-xe7r(13 ft) (ke =sin L=sin 40 7 ft =0,843 Because the lateral vibration natural frequency exceeds 2.5 Hz, the stair is expected to be satisfactory for lateral vibrations. The regular descent load case is defined as follows.Because the natural frequency of vertical vibration is 5.32 Hz, resonance will occur if the step frequency is 5.32 Hz/3 = 1.77 Hz,which is less Summary than 2.5 Hz.Thus,the DLF,a=0.09 from Table 1.The predicted This paper provides a simplified vibration serviceability evaluation peak acceleration, ap, is computed as follows: method for slender stairs-those with vertical vibration natural 0=a tan(5.8 m/11m) =27.8° frequencies below 10 Hz-subject to ascents or descents.The sim- plified method is very fast and easy to use,and is performed using 8=a tan(19 ft/36 ft) =27.8° simple manual calculations without the aid of structural analysis software,making it feasible for routine use by structural design en- SI Units gineers.The scope is limited to linear stairs,and readers are referred to Davis and Murray(2009)for stairs of other configurations such ap =R LYQcos20 �e(1 -e-�0°�) as circular stairs or those with unsupported right-angle or switch- 4 2flM back configurations. (0.09)(743 N)eos2(27.1;') Two slender monumental stairs were vibration tested to provide _ (0.7) (1.0)(0.843)[1-e-100(°.01)) estimates of natural frequencies,FRF magnitude,acceleration due 2(0.01)(52,800 N/g) to ascents or descents,and subjective evaluations.The Stair 1 mea- =0.0185 g= 1.85%g sured natural frequency was 7.3 Hz,the measured equivalent sinus- oidal peak accelerations (ESPAs) due to regular speed descents US Customary Unitsranged from 0.6 to 1.9%g, and the measured ESPAs due to rapid descents ranged from 3.2 to 3.8%g. The Stair 2 measured natural rxQcas2B frequency was 8.0 Hz, the measured ESPAs due to regular speed ap=R 2 0r�c(1-e ion descents ranged from 0.3 to 1.8%g,and the measured ESPAs due to FM rapid descents ranged from 0.4 to 2.7%g. Stair 1 is probably close (0.09)(167 lbf)cos2(27.8°) loo 001 to lively enough to cause complaints whereas Stair 2 is acceptable _(0.7) 2(0.01)(I1,900lbf/g) (1.0){0.843}[1-e- )] by a wide margin, in the authors' opinion. =0.0185 g=1.85%g Stair vibration response is the superposition of numerous vibra- tion modes, each with a different frequency, shape, modal mass, and damping. Multimodal response prediction requires the use Because the predicted peak acceleration only slightly exceeds of a computerized FEA that is outside the reach of many structural 1.7%g, the stair is predicted to be satisfactory for the regular engineering offices.However,for linear elements such as stairs,the descent load case. vast majority of the response is due to resonant response of the The fast descent load case is defined as follows. Because the fundamental mode, which approximates the fundamental mode natural frequency is 5.32 Hz, resonance will occur if the step of a simply supported beam with uniform mass and stiffness.Thus, frequency is 5.32 Hz/2=2.66 Hz, which is between 2.5 and the stair fundamental natural frequency equation is identical to that 4.0 Hz. Thus, the DLF, a=0.2 from Table 1.The predicted peak of a simply supported beam.Similarly,the modal mass of a stair is ©ASCE 04015017-8 2 4 J. Struct. Eng. approximately equal to the modal mass of a simply supported Davis,B.,and Avci,0.(2014). "Simplified vibration response prediction beam.Using these approximations,an equation was derived for the for slender monumental stairs."Structures Congress 2014,G.R.Bell, vertical acceleration response at any location along the stair due to and M. A. Card,eds.,ASCE,Reston, VA,2548-2557. walking at any location on the stair. The equation was calibrated Davis,B.,Liu,D.,and Murray,T.(2014)."Simplified experimental evalu- using the measured walking accelerations to provide a design equa- ation of floors subject to walking-induced vibration." .1. Perform. tion with selectable degrees of conservatism, i.e., probabilities Constr. Feted., 10.1061/(ASCE)CF.1943-5509.0000471, 04014023. Davis,B.,and Murray,T.M.(2009)."Slender monumental stair vibration that the actual ESPA will exceed the predicted peak acceleration. The methods have been verified and calibrated using the two stairs serviceability." J. Archil. Eng., 10.1061/(ASCE)1076-0431(2009)15: described herein. As additional stairs are tested, the methods can 4(111), 111-121. be further verified,including recalibrated to provide more reliable Ewins, D. J.Research. Modal testing: Theory, practice, and application, 2nd Ed., Studies Press, Baldock, U.K. predictions. Kerr, S. C. (1998). "Human induced loading on staircases."Ph.D.thesis, Stair lateral vibrations have not been previously researched,so Univ. of London,London. the applied lateral forces are unknown.However,it seems possible Kerr, S. C., and Bishop, N. W. M. (2001). "Human induced loading that some stair configurations will allow lateral vibrations similar to on flexible staircases,"Eng. Struct., 23(1), 37-45. those observed in footbridges.An acceptance criterion based on the Kim, S. B., Lee, Y. H., Scanlon, A., Kim, H., and Hong, K. (2008). fundamental natural frequency of lateral vibration is recommended. "Experimental assessment of vibration serviceability of stair systems." J. Constr. Steel Res.,64(2),253-259. Murray,T. M., Allen,D. E.,and Unger,E.E. (1997).Steel design guide References series 11:Floor vibrations due to human activity,American Institute of Steel Construction,Chicago. Bachmann,H.,et al. (1995). Vibration problems in structures:Practical Nakamura,S., and Kawasaki,T. (2006)."Lateral vibration of footbridges guidelines, Birkhauser, Basel,Switzerland. by synchronous walking."J. Constr. Steel Res., 62(11), 1148-1160. Bachmann, H., and Ammann, W. (1987). "Vibrations in structures- Nakamura,S.,and Kawasaki,T. (2009)."A method for predicting the lat- Induced by man and machines." Structural engineering documents, eral girder response of footbridges induced by pedestrians."J. Constr. Vol.3e,International Association of Bridge and Structural Engineering Steel Res., 65(8-9), 1705-1711. (IABSE),Zurich. Nakamura, S., Kawasaki, T., Katsuura, H., and Yokoyama, K. (2008). Bishop, N. W. M., Wiliford, M., and Pumphrey, R. (1995). "Human "Experimental studies on lateral forces induced by pedestrians." induced loading of flexible staircases,"Safety Sci., 18(4),261-276. J. Constr. Steel Res.,64(2),247-252. Chopra, A. K. (2001). Dynamics of structures: Theory and applications Roberts, T. (2003). "Synchronised pedestrian excitation of footbridges." to earthquake engineering, 2nd Ed., Prentice Hall, Upper Saddle Bridge Eng., 156(4), 155-160. River,NJ. Smith, A. L., Hicks, S. J., and Devine, P. J. (2007). Design of floors Dullard, P, et al. (2001). "The London millennium footbridge." Struct. for vibration: A new approach, Steel Construction Institute (SCI), Eng., 79(22), 17-33. Berkshire,U.K. ©ASCE 04015017-9 g 5 J, Struct. Eng. perlo SUBMITTAL ItsTttttrT►aN JAGUAR LAND ROVER OF Subcontractor: Skyline Sheet Metal Inc. PORTLAND Submittal#: 96 Rev#: 0 Specification Section: 05 12 00 Perlo Job Number: 1368 Date Submitted: 3/5/19 Submittal Item: Stair #3 Calculations Please Respond By: 3/12/19 PROJECT SITE: PERLO CONSTRUCTION HAS REVIEWED THIS SUBMITTAL Jaguar Land Rover of Portland DATE 3/5/19 SIGNED Jake Jensen 10125 SW Washington Square Road REVIEW BY CONTRACTOR IS UNDERTAKEN SOLELY TO SATISFY OF CONTRACTOR TO Tigard, Oregon 97223 AND DOES ANY OOTBIN ANY WAY RELIEVE SUBCONTRACTOR FROM HIS OBLIGATION FULLY TO PERFORM ALL SUBCONTRACT REQUIREMENTS,NOR SHALL SUCH REVIEW APPROVER: GIVE RISE TO ANY RIGHT OF ACTION OR SUIT IN FAVOR OF SUBCONTRACTOR OR THIRD PERSONS AGAINST CONTRACTOR. REVIEW DOES NOT EXTEND TO Mildren Design Group CONSIDERATION FOR STRUCTURAL INTEGRITY,SAFETY, Attention: Curt Trolan DETAILED COMPLIANCE WITH CONTRACT REQUIREMENTS OR ANY OTHER OBLIGATION OF THE SUBCONTRACTOR. 7650 SW Beveland Street, Suite 120 SUBCONTRACTOR IS FULLY RESPONSIBLE Tigard, Oregon 97223 FOR CONFIRMING AND CORRELATING ALL DIMENSIONS; g g FABRICATING AND CONSTRUCTION TECHNIQUES; COORDINATING HIS WORK WITH THAT OF ALL OTHER TRADES;AND THE SATISFACTORY GENERAL CONTRACTOR ENTIRE WORK IN STRICT ACCORANCE WIITHANCE THE OF HIS CONTRACT DOCUMENTS. Approver's Stamp: Perlo Construction Attention: Jake Jensen NO EXCEPTION NOTED ❑X MAKE CORRECTIONS NOTED ❑ 11450 SW Amu Street REJECTED 0 REVISE AND RESUBMIT 0 Tualatin, Oregon 97062 THIS REVIEW IS FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY. ANY DEVIATION FROM PLANS OR SPECIFICATIONS NOT CLEARLY NOTED BY THE CONTRACTOR HAS NOT BEEN REVIEWED. REVIEW SHALL NOT CONSTITUTE A COMPLETE CHECK OF ALL DETAILED DIMENSIONS OR COUNT OR SERVE TO RELIEVE THE CONTRACTOR OF CONTRACTUAL RESPONSIBILITY FOR ANY ERROR OR DEVIATION FROM CONTRACT REQUIREMENTS. TM RIPPEY CONSULTING ENGINEERS PORTLAND, OREGON DATE: 3/8/2019 BY: VASILY LEBEDEV OR CCB 189245 LICENSED TRROUGHUUT THE WESTERN UNITED STATES l AZ ROC 293181 AAIaktwo Juniata,kc. ENGINEERING STRUCTURAL CALCULATIONS PROJECT: JLR — Stair 3 PROJECT No.: A18208.00 DATE: November 12, 2018 PERMIT SUBMITTAL ��a�CTURq< PRO, 44- k,72666PE Client: KO Custom Fabrication v OREGON Contents: yF� gH$ N" �c<<E'2 I..% % General Notes and Special Inspection Structural Sketches: 1/A4.8, 2/A4.8, 3/A4.8, EXPIRES: 6/30/20 4/A4.8 and SK1 — SK9 Stair Calculations pp.1 - 13 4875 SW Griffith Drive I Suite 300 I Beaverton,ORI 97005 503.620.3030 I tel 503.620.5539 I fax www . a a i e n g . c o m STRUCTURAL GENERAL NOTES CODE: THE STRUCTURAL DESIGN IS INTENDED TO CONFORM TO THE REQUIREMENTS OF THE 2012 INTERNATIONAL BUILDING CODE (IBC) AND THE 2014 OREGON STRUCTURAL SPECIALTY CODE (OSSC). REFERENCED STANDARDS: LOADS ASCE 7-10 CONCRETE ACI 318-11 (ACI 318-08 for concrete anchors per offical DCBS interpretation 9/28/17.) STEEL AISC EDITION 14 CONSTRUCTION: THESE STRUCTURAL DRAWINGS ARE INTENDED TO BE USED IN CONJUNCTION WITH THE OTHER PROJECT DRAWINGS, SUCH AS ARCHITECTURAL AND MECHANICAL. THE CONTRACTOR SHALL COORDINATE ALL DRAWINGS IN THEIR WORK, AND INFORM THE NE OF ANY DISCREPANCIES. REFER TO THE PROJECT SPECIFICATIONS FOR ADDITIONAL INFORMATION. THESE NOTES TAKE PRECEDENCE OVER INFORMATION SHOWN IN THE PROJECT SPECIFICATIONS; ALSO, NOTES CONTAINED IN THE PROJECT DRAWINGS AND DETAILS TAKE PRECEDENCE OVER THESE GENERAL NOTES. DO NOT SCALE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR STRUCTURAL STABILITY DURING CONSTRUCTION (MEETING THE GUIDELINES OF ASCE 37) AND FOR PROJECT SAFETY (MEETING THE GUIDELINES OF `OSHA'). THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR THE COMPLETED CONFIGURATION ONLY, AND NOT FOR THE VARIOUS STRUCTURAL CONFIGURATIONS POSSIBLE DUE TO THE CONTRACTOR'S SELECTED SEQUENCE, AS WELL AS MEANS AND METHODS OF CONSTRUCTION. ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS SHALL BE FIELD VERIFIED. THE CONTRACTOR SHALL NOTIFY THE NE OF ANY DISCREPANCIES FROM CONDITIONS SHOWN ON THE DRAWINGS, IN ORDER FOR THE NE TO DETERMINE WHICH SHALL GOVERN. SHOULD ANY DISCREPANCIES BE FOUND IN THE CONTRACT DOCUMENTS, IT WILL BE ASSUMED THAT THE CONTRACTOR HAS INCLUDED THE HIGHEST PRICE ALTERNATIVE FOR COMPLETING THE WORK, UNLESS THE DISCREPANCY WAS POINTED OUT PRIOR TO THE BID, IN ORDER FOR THE NE TO DETERMINE WHICH GOVERNS. CONFLICTS IN THE CONSTRUCTION DRAWINGS WILL NOT BE A BASIS FOR AN ADJUSTMENT IN THE PROJECT PRICE. FIELD-MODIFIED OR FIELD-ENGINEERED DETAILS SHALL BE DESIGNED AND STAMPED BY A LICENSED STRUCTURAL ENGINEER AND SUBMITTED TO THE A/E FOR APPROVAL PRIOR TO START OF THE WORK. ALL WORK DESIGNED BY OTHERS SHALL BE BY A STRUCTURAL ENGINEER LICENSED IN THE STATE IN WHICH THE PROJECT IS LOCATED. AAI Engineerng - 2015 — 1 DESIGN LOADING CRITERIA: THE STRUCTURAL DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE INTERNATIONAL BUILDING CODE, WITH CONCENTRATED LOADS AND LIVE LOAD REDUCTIONS AS DEFINED IN THE CODE. IN ADDITION TO THE DEAD LOAD OF THE STRUCTURE, THE FOLLOWING LOADS WERE USED FOR DESIGN: G RAV ITY: CORRIDORS, STAIRS 100 PSF LIVE INSPECTION AND TESTING ALL CONSTRUCTION IS SUBJECT TO INSPECTION BY THE SPECIAL INSPECTOR AND THE BUILDING OFFICIAL IN ACCORDANCE WITH IBC SECTION 110 AND CHAPTER 17. THE CONTRACTOR SHALL COORDINATE THE REQUIRED INSPECTIONS WITH THE SPECIAL INSPECTOR AND THE LOCAL JURISDICTION. REFER TO THE ATTACHED TABLES AND THE STATEMENT OF SPECIAL INSPECTION SECTIONS FOR ADDITIONAL REQUIREMENTS. STATEMENT OF SPECIAL INSPECTIONS: THESE STRUCTURAL GENERAL NOTES AND THE ASSOCIATED SPECIAL INSPECTION AND TESTING TABLE SHALL BE SUBMITTED TO THE BUILDING OFFICIAL TO COMPLY WITH THE STATEMENT OF SPECIAL INSPECTIONS REQUIREMENT OF IBC SECTION 1705. STRUCTURAL OBSERVATION: 1. STRUCTURAL OBSERVATION CONFORMING TO IBC SECTION 1709 WILL BE PERFORMED BY AAI ENGINEERING, IN ORDER TO REVIEW THE CONTRACTOR'S WORK FOR GENERAL CONFORMANCE WITH THE DESIGN DOCUMENTS. 2. THE CONTRACTOR SHALL PROVIDE AAI ENGINEERING WITH A MINIMUM OF 3 DAYS NOTICE TO PROPERLY SCHEDULE THE OBSERVATION VISIT. 3. IF ADDITIONAL ENGINEERING TIME IS REQUIRED DUE TO INCOMPLETE OR UNACCEPTABLE WORK BY THE CONTRACTOR, AAI ENGINEERING SHALL BE REIMBURSED FOR ALL ASSOCIATED COSTS. 4. STRUCTURAL OBSERVATION FOR THIS PROJECT WILL OCCUR AT THE FOLLOWING STAGES: • NO STRUCTURAL OBSERVATION IS REQUIRED FOR THE STAIR INSTALLATION POST-INSTALLED ANCHORS AND EPDXY ADHESIVE: POST-INSTALLED ANCHORS SHALL BE AS SHOWN IN THE DRAWINGS AND SHALL BE INSTALLED AS PER THE CURRENT ICC APPROVAL. EMBEDMENT REQUIREMENT AND CAPACITIES ARE BASED ON THE ICC-EC REPORT AAI Engineering - 2015 2 STRUCTURAL STEEL: CHANNELS, ANGLES AND PLATES SHALL BE ASTM A36 MATERIAL, UNLESS NOTED OTHERWISE. SQUARE AND RECTANGULAR TUBE STEEL HSS SECTIONS SHALL BE ASTM A500, GRADE B (Fy = 46 ksi) MATERIAL. ROUND PIPE SECTIONS SHALL BE ASTM A53, GRADE B (Fy =35 ksi) MATERIAL. DESIGN, FABRICATION, AND ERECTION SHALL BE IN ACCORDANCE WITH THE "AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", WITH COMMENTARY AND THE "CODE OF STANDARD PRACTICE". ALL STEEL SHALL HAVE ONE COAT OF SHOP PRIMER. DO NOT PAINT AREAS TO BE FIRE- PROOFED OR WITHIN 3" OF BOLTS, WELDS OR HEADED STUDS BOLTS SHALL BE HIGH STRENGTH BOLTS, A325 AND/OR A490, CONFORMING TO ASTM SPECIFICATIONS. WELDING SHALL BE CONDUCTED BY CERTIFIED WELDERS AND SHALL CONFORM TO THE AWS CODES FOR ARC AND GAS WELDING IN BUILDING CONSTRUCTION. WELDS SHALL BE MADE USING E70XX ELECTRODES AND SHALL BE 3/16" MINIMUM UNLESS OTHERWISE NOTED. WELDING SHALL BE PERFORMED IN ACCORDANCE WITH A WELDED PROCEDURE SPECIFICATION (WPS) AS PER AWS D1.1 , D1.3 AND D1.4. ONLY PRE-QUALIFIED WELDING PROCEDURES SHALL BE USED. WHERE FIELD WELDING SYMBOL IS NOT SHOWN IN THE DRAWINGS, THE CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING IF A WELD SHOULD BE SHOP WELDED OR FIELD WELDED IN ORDER TO FACILITATE THE FIELD ERECTION PROCESS. REFER TO AWS D1.8 FOR SUPPLEMENTAL SEISMIC PROVISIONS. STEEL DECK: STEEL DECK SHALL CONFORM TO THE SDI PUBLICATION NO. 31. STEEL FLOOR DECK SHALL BE A COMPOSITE TYPE WITH RIBS AT 12" O.C., OF THE SIZE AND GAGE SHOWN ON THE PLANS. SHALL CONFORM TO ASTM A653. MINIMUM YIELD STRENGTH = 38KSI. THE GALVANIZED COATING SHALL CONFORM TO ASTM A924 FOR G60, AND G90 WHERE LEFT PERMANENTLY EXPOSED TO WEATHER. PROVIDE A 2" DECK LAP AT ALL SIDE AND END JOINTS. Akt Errgirrt:ering - 20 t5 3 REQUIRED STRUCTURAL SPECIAL INSPECTIONS INSPECTION SYSTEM or MATERIAL IBC CODE CODE or STANDARD FREQUENCY REMARKS REFERENCE REFERENCE Continuous Periodic FABRICATORS SPECIAL INSPECTION IS REQUIRED FOR STRUCTURAL 1704.2.5 X LOAD-BEARING MEMBERS AND ASSEMBLIES FABRICATED ON THE PREMISES OF A FABRICATORS SHOP. THE SPECIAL INSPECTOR SHALL VERIFY THAT THE FABRICATOR MAINTAINS DETAILED FABRICATION AND 1704.2.5.1 QUALITY CONTROL PROCEDURES AND SHALL REVIEW FOR COMPLETENESS AND ADEQUACY RELATIVE TO THE CODE REQUIREMENT. FABRICATORS SPECIAL INSPECTIONS REQUIRED BY SECTION 1705 ARE NOT REQUIRED WHERE THE WORK IS DONE ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION.APPROVAL SHALL BE BASED UPON REVIEW OF THE FABRICATORS WRITTEN PROCEDURAL AND QUALITY CONTROL MANUALS AND 1704.2.5.2 PERIODIC AUDITING OF FABRICATION PRACTICES BY A NATIONALLY RECOGNIZED ACCREDITING AUTHORITY.AT COMPLETION OF FABRICATION,THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE BUILDING OFFICIAL STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. STEEL REFER TO INSPECTION OF FABRICATOR REQUIREMENTS FABRICATION OF STRUCTURAL ELEMENTS 1704.2.5.2 AISC 360 N2 X APPROVAL BASED ON NATIONALLY RECOGNIZED ACCREDITING AUTHORITY AISC 360 A3.3 AISC 360 N 3.2 MATERIAL VERIFICATION OF HIGH-STRENGTH ASTM STANDARDS BOLTS,NUTS,AND WASHERS SPECIFIED IN X MANUFACTURER'S CERTIFIED TEST REPORTS CONSTRUCTION DOCUMENTS RCSC 2.1 SNUG-TIGHT JOINT HIGH-STRENGTH BOLT RCSC SPECIFICATION NSTALLATION 1705.2.1.1 FOR STRUCTURAL X ALL CONNECTIONS INSPECTED AND VERIFIED SNUG .ICIINTS I ISING ASTM ASTM A6 ASTM STANDARDS SPECIFIED IN MATERIAL VERIFICATION OF STRUCTURAL 1705.2.1 CONSTRUCTION STEEL 2203.1 DOCUMENTS X CERTIFIED MILL TEST REPORTS TABLE 1705.2 AISC 360 N3.2 AISC 360 A3.1 AISC 360 M5.5 FOR OTHER STEEL,IDENTIFICATION MARKINGS TO CONFORM TO ASTM APPLICABLE ASTM STANDARDS SPECIFIED IN THE APPROVED TABLE 1705.2 MATERIAL X MANUFACTURER'S CERTIFIED TEST REPORTS CONSTRUCTION DOCUMENTS STANDARDS AISC 360 N3.2 MATERIAL VERIFICATION OF WELD FILLER TABLE 1705.2 AISC 360 A3.5 METALS APPLICABLE AWS A5 X MANUFACTURER'S CERTIFICATE OF COMPLIANCE DOCUMENTS COMPLETE AND PARTIAL JOINT TABLE 1705.2 AWS D1.1 PENETRATION GROOVE WELDS SECTION 6 X ALL WELDS VISUALLY INSPECTED PER AWS D1.1 6.9 MULTIPASS FILLET WELDS TABLE 1705.2 AWS Di.i X ALL WELDS VISUALLY INSPECTED PER AWS D1.1 6.9 SECTION 6 SINGLE PASS FILLET WELDS GREATER THAN TABLE 1705.2 AWS D1.1 5/16" SECTION 6 X ALL WELDS VISUALLY INSPECTED PER AWS D1.1 6.9 a ( )Periodic Special Inspection frequency and timing to be defined by the registered design professional. (b)Selection to be made by the registered design professional based on building category and design methodology. 1 REQUIRED STRUCTURAL SPECIAL INSPECTIONS INSPECTION SYSTEM or MATERIAL IBC CODE CODE or STANDARD FREQUENCY REMARKS REFERENCE REFERENCE Continuous Periodic SINGLE PASS FILLET WELDS LESS THAN OR TABLE 1705.2 AWS D1.1 EQUAL TO 5/16" SECTION 6 X ALL WELDS VISUALLY INSPECTED PER AWS D1.1 6.9 VERIFYING USE OF PROPER WPS'S AISC 360 N3.2 COPY OF WELDING PROCEDURE SPECIFICATIONS VERIFYING WELDER AND WELDING 1705.2.2.1 INSPECTOR QUALIFICATIONS X COPY OF QUALIFICATION CARDS WELDING STAIR AND RAILING SYSTEMS 1705,2(2.5) AWS D1.1 SECTION 6 X ALL WELDS VISUALLY INSPECTED PER AWS D1.1 6.9 MAGNETIC PARTICLE(MT)AND ULTRASONIC MT-AWS D1.1 6.14.4 (UT)TESTING OF WELDS 1705.22 UT-AWS D1.1 6.13& PER DRAWINGS 6.14.3 MAGNETIC PARTICLE(MT)AND ULTRASONIC AISC 341 J6.2b UT 100%OF WELDS (UT)TESTING OF COMPLETE JOINT 1705.12.2 MT 25%OF WELDS PENETRATION GROOVE(CJP)WELDS IN AWS D1.8 REFER TO DRAWINGS FOR MATERIALS 5/16"THICK AND GREATER AWS D1.1 LOCATIONS MT OF THE ENDS OF FLANGE WELDS FROM AISC 341 J6.2f EACH TESTED CJP WELD WHICH WELD TABS HAVE BEEN REMOVED 1705.12.2 AWS D1.8 LOCATION AWS D1.1 POST INSTALLED CONCRETE ANCHORS SPECIAL INSPECTIONS APPLY TO ANCHOR PRODUCT ICC EVALUATION NAME,TYPE,AND DIMENSIONS,HOLE DIMENSIONS, INSPECTION OF ANCHORS INSTALLED IN REPORT COMPLIANCE WITH DRILL BIT REQUIREMENTS, HARDENED CONCRETE 1912'1 ACI 318: X CLEANLINESS OF THE HOLE AND ANCHOR,ADHESIVE 3.8.6,8.1.3,21.1.8 EXPIRATION DATE,ANCHOR/ADHESIVE INSTALLATION, ANCHOR EMBEDMENT,AND TIGHTENING TORQUE Special Inspection/Testing Program Footnotes: 1.The Special Inspector shall be a qualified person employed or retained by an approved agency and approved by the building official as having the competence necessary 2.Continuous Special Inspection: Special inspection by the special inspector who is continuously present when and where the work to be inspected is being performed. 3. Periodic Special Inspection: Special inspection by the special inspector who is intermittently present where the work to be inspected has been or is being performed. 4.If necessary,the contractor shall arrange a pre-construction meeting with the Architect.Engineer,Building Official,and Testing Agency to review the special inspection 5.Duties of the Special Inspector include,but are not limited to: A.Acknowledge and conform to the Special Inspection requirements of these General Notes. B.The Special Inspector shall observe the work for conformance with the approved permit plans and specifications.All Discrepancies Shall be brought to the C.The Special Inspector shall furnish Inspection Reports for each inspection to the Contractor,the Architect,the Engineer and the Building Official as a minimum.The D.Inspection for prefabricated components shall be the same as if the material was installed on site.Continuous inspection shall not be required during the E.The Special Inspector shall submit a Final Report stating whether the work requiring inspection was inspected and whether the work was completed in conformance 4.Special Inspection and Testing requirements apply equally to all bidder designed components. (a)Periodic Special Inspection frequency and timing to be defined by the registered design professional. 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' SIILI3 By: OD Date: /1 Z-- ENGINEERING Project L�-. 5 4675 31N lx�i Drive 1 Suite 300 I Beaverton,OR 1 97005 _.$__ __ 503.620.30301 tel 503.620.5539 I fax www,aaieng .com Sheet: of: EVALUATION REPORT Number: 240 "" Originally Issued: 01/18/2012 Revised: 04/13/2018 Valid Through: 01/31/2019 4`minimum edge distance (44"to lie dla.anchors) 2'min.edge distance (1A"die.anchor) Critical edge distance (see load table) Installation In this area for reduced allowable 111111111 1 ,, 111 1 1 `p load capacity Yt 1��11►1►'`"�. i. ii 4"minimum end distance //�!.//_W��1/4! PA ( 'to o"dla,anchors) r, �'- -_ •w lb 11 F 2 min, end distance '7 ,r 1 I (%"dia,anchor) t, i' ,,A1 io, i�� '�` Critical end 0 0 distance see load table) �• 1 ► " No Installation / i within 1I of Or SIN .{ ��r Atli � �� ► head joint 47 FtraN Installations in this area for full allowable load capacity FIGURE 2—STRONG-BOLT®2 WEDGE ANCHOR INSTALLED IN THE FACE OF FULLY GROUTED CMU CONSTRUCTION Shear 1 3/4" Edge fPerpendicular Il to wail i ::11".":°) °o• Ed Sheara: . o H.,.....:±i Paralle l , o ° to wall • FIGURE 3—STRONG-BOLT®2 WEDGE ANCHOR INSTALLED IN THE TOP OF FULLY GROUTED CMU CONSTRUCTION 7Th Ancmj 10 i i 0/Y /Nfa1 '1i977D111 Page 7 of 7 C• ' F. tii 4 7.---.- fti r 2 vt2 ` vos_ _ 3C1 e rt.14Y- 040Lit- 1 tk-T4,i( 11/, li 1: r I '4 r" ,,,,, \ va .,,,., f i ........_..........................___ , .....,,,.., idiot \ ,/,.. / .0 / 3- olZX7.0- . t> 0 j¢ & ' t`1 r• r ...........\\I ci Z- crvIry, (O D l )_ 1Cill '''' ..,______) , pi AAI afghan associates,inc. (/ crm it- 3 By:0.16 Date: l'/17-- ENGINEERING � B 4875 SW Gri�h Dike+Suite 3001 Beaverton.OR 187005 Project No.: Al 503.620.3030 I tel 501620 I fax www.aaieng.com Sheet: of; P,2 of rc r: Jt rz - SrA-i n A/u, 3 /01 2 S SW w19-Si/7/V G TdN po2rt-Nn, viz. Cove f' ?Dm- D src / Z.o I Z 106/ 7-i /, r/ 3/9 -// AGO p�' .Srr fri c ry ?/h- e1V c /tY EETL//yc F-0/2. $TEFL cr v/2. 47- PIGu2d/#L G abs! sr,"-Igiv©. 3 (/44 8) 12/1_/ 1. 2� 9 r/2e47, s (2 'f N. WT co/vctzb /t- Pict I- /45g &I-Ns) - Z9psg a frn/NG Ee s ( f'pc y sEr.F r wr Pi,2FCrty IN /V/DPEG) ti/o. sp,sf 14-1t1 Pit) (412 t 2" coNc. 7Vppr/v4) 38/ b� ryp .sty /may 29 (I. z°) 3f 6z--? lops f. 3 8.1 11 vC = IDD pcf )4 1, 0i) = /2 o p .rtC [Foil d of/tvi 13/'1 /'1F171 ') •re I SivftL Sbs - P. ?2 pFbo off /.D fir.= 2.S -X77 _ , 5l ,c � AJ3 '. Fp = o• ¢(Q. 9-z)( 1,14 /,a5A ) ( / f2 (, - )) = 2644, ,t 64. = 1 2-8 u1p N Drv.: Gt�p= PL- f 2_5}.L _ Ey lip Sbf f /. l4 ‘,140 . = psi r-Yz e4-7,5 f PAW s Spiv - 3 f—8 r P72 /v/, -y i,&? 47'/p 5/b ¢o /4 ja f7/17V.s �rs2s — - �� GI = /DD trD4 -rim. 844 �1cr P = 3a© th- M/41t tAini -7 =040 ¢o (2)J/, /o = ¢l G 41,1 /2 " ik\ lit , y2 X380)(. z &). - 7-5 AAafghan associates,inc. �J G re. 5r/q-7 f2 S By: 6ed Date: ///7- ENGINEERING ENGINEERING g'r 3 Al 20 4575 SW Griffith Drive Drive I Suite 30016aauarOR 197005 Project No.;, 503.620.3030 I tel 503 620.5539 I fax www.aaieng.com Sheet: / of: net-473 / 47v ra/YIYECT7oty in/yr) tiveLd s itn , 7-55 e /JL = , 5 (a 85)(1.5)l y..v. L _ 02- P'1/l7r-g-I/-z Q 4— ! 1,-/ 1/. ow 3 - / 1-- (6"") Ph/ - ( I , ©I L/ ) • DG /4" .G Liar/ Ii. ✓dam . ( rrz7vr) fns ttF, /, 23K IN TR P1t v14-7-e / 7-7yp/ivcr J'pirly S= Q ii, GAJ Z Z w/ 2," cvnege 710 pp/Ar C (ci " T13 r p-t7 ,t;.) AZ t tnl yup K-!/ po srb 712I ui/ lei vt1 /l - frt N Z 4- f N 2/1-46e, Veat G o 5 it Za.. pt/tp 1474/1- /4-1 S"1 4 .c/7 7\et ktt calk' /114-- -i- 84-.i- AT} Fn rz Al EC N. Fi9-3-1€7v 7r p. G 9- //3#(49- - //3¢(o. = i Z 2,1 4I1 3 55 Z p e c t 4 ry lwtac = 1f / ) /t/ ) .X = ,-01''1471 w/GgXL? frn►n : Relp fr ` �-- � fre-I2- 4 tax e ki L3X3 p4- r v Ta CM vt: WI /a" 5,2 (4, 37-5 tit, rs�v) rack, Omer 4- V 5 t`lr 1414 ! 5 <ro= 314- /(3 5. ¢ 5'Gni s 5 5-6T emin 01,)=-12‹., 51106 , z- , ZS7- (VP/4) 35 q © / WI AA I afghan associates,inc. 57—� c By: Date: t// / ENGINEERING le:13 4675 SW Grath Drive{Salm 30016eaverton,OR 197005 --- —- -_ Project No.: 41 -L!-_z--41 503820.30301 tel 503.62055391 fax / www.aafang.com Sheet: Z of: Company Nov 12,2018 I' Designer 2:46 PM RISA M dei Namer Checked By: ( ei 2 4_ 1-ss L"r cfzS;_D- Load Combination Design -N. h ©esodiati,.n..-_.-_A$JF CD. ABIF aetyi.= i• :• :i• •,. • j••. x• .- _:•i.y ••i....3• . I'a It •f4f=A 1 dead Yes Yes , Yes Yes Yes Yes Yes Y-s 2 live Yes Yes Yes Yes Yes Yes Yes Yes 3 seismic Ex Yes Yes Yes Yes Yes Yes . Yes Yes 4 seismic Ez , Yes Yes Yes Yes , Yes Yes Yes Yes 5 Yes Yes Yes Yes Y-s Yes Y Yes 6 D+L _ _ Yes Yes Yes Yes Yes Yes Yes Yes 7 D+L+Ex Yes Yes Yes Yes Yes Yes es Yes 8 D+L+Ez Yes , Yes Yes Yes Yes Yes Yes Yes 9 Yes _ _Yes Yes Yes Yes Yes Ye Yes 10 1.2DL+1A..• Ye Yes _.. - Y- - - - 11 1,2Dt.+1.DL.. Yes i Yes Yes Yes Y-s Yes Yes Yes Envelope A(SC l3th(360-05): ASD Steel Code Checks Member --shams Cod- . • LC Shear_ octfti D. •a .•' tk P ry. k ,. . •n . Mrtuiom.. • •i IMO _ O.4i 12 0.7 •44 .9 ; .17: .7.2 RA 12 .764 131,066 .•:: 1... H1-1• M39 012x20.7 .274 6,333 8 .048 0 AINI123.764 131.066 4.949 45.988 H1-1b M38 C12x20.7 ..._3..8 4 , 7 .•6• .'3 30.162 3 .066. 4.•4• 4 .9:: .1-lb M37 C12x20.7 .327 4.4 g .050 130.162 131,066 4.949 45.988ill H1-1b i. 12x20.7 _565 . 86 • 7 :• 129.714 1.066 4 •• • . 9:: i1- • irmairy 1 . • 7 ,1 ;• Ii LU_ • 8 P4 I1 1.066 X43,9 ; Enntan En -1. U �.�., C�12x20.7 115 1.094 : • • 8 M33 C12x20.7 .383 0 El .120 2.156 130,198 131.066 4.949 45.988 H1-1b 9 __ M31 C12x20,7_ .603 • .112 1.::7 : 1 •.198 131.066 -- •-.• • 9:: , - • 1• M2• S. •• aninatimunnin • • •.• Inal M2$ • 7.6 9.762 074 fl 8 126.679 1 1.0.6 4.94' 45.985_ • NM lL 7 • 1 •" n� e • • .••• '� ! 4 .9:: Min IBIll M26 012x20.7 ,214 6.25N .029 1..04 .n : 129.24• 1 1,066 4.949 5,98 _ONIT '•I M25 C12x20.7 .205 5.599 .040 5.599 N 129,249 131.066 ' 4.949 45.988 1... Hl-lb M24 1 _.0.7 .274 6.3 3X048 1 2 .764 13 .1.6 4.9,9 45.988 1... • - • 16 M23 C12x20.7 .702 3.958. 8 .129 0 y 123.764 131.066 4.949 45.988 H1-1b 17 M22_ 0.'12x20.7 . . • 7 _Q37 1.559 z 1 •. 71 13m1;.066 4 949 45,988 1- • 18 M21 C12x20.7 .393 0 .074 1.593 z 130.571 131.066 4.949 45.988 1 H1-1b • M20 C12 0.7 . : • H .035 5 _Y_ 129.9 1. .0..6.,.6 ,.•, • 45 •:8 H - b 20 M18 C12x20.7 .444 0li .147 1.977 y ; 130.198 131.066 4,949 45.988 H1-1b 21 M17 C12x20.7 • • • 30 1.932_y 130.198 131.066 4.•, • 45.988 H1- • Fall Li • 7 * • r w•• 11 1 •.• 1 ,.. EMI . •:: 'OMMCI 4: i .:4 FEITINI .072 : 126.832 .131.066 _4.•• • 45.988_ , BI n �� I.: MIN • . 1 i1•• • •• • •;; , • _ M14 ,x„12 •.7 ,4.2 7.4:9® .05• mina 12. : 2 131.066 4.049 45.988 EN H1-lb 26 M12 C12x20.7 .105 1.238 8 .034 5.167 y : 129. 2 131.066 4.949 45.988 01H1-1b 27 i 12x20.7 .746 0__. 7 .089 1.052 z 1 •.24 131.066 4.949 45.988 -1. 28 ' M8 C12x20.7 .200 0 7 .058 4.75 y 130.014 131.066 4.949 45.988 011 H1-1b 29 M 12x20.7. .51: • ,0 7 2. 38 126.703 131..•• 4.949 45,988 H1-1. • it 1 LIFFM11 I: mann 126.70 ••. EMI 4 •:: NM • M3 C12xx57 .526 ..4 1 f ..75 8 129.143 131.066 4.949 45.988 H1-1b M2 C12x20.7 .126 0 : 022 0 El 130.319 131.066 4.949 45.988 H1-1b M1 C12x20.7 .14. • 4 1 : .02• • 4 1 1 9.14 31.0.6 4.'4• 45,988 H1-1• , RM32 HSS8x4x3 .394 .99 ; .1„22 0 lin 97.856 109.629 11.783 23.413 1... H1-lb Lt 0 SS8x4x3 .; • , • .1 : • •7.85. 09529 1 ; 23.413 1... H1-1b 36 M19 HSS8 4x3 .473 .99 NI .094 5 IIIR 97.856 109.629 11.783 23.413 1... H1-1b M1,6 HSS8x4x3 .752 1.142 .165 5 •7.: • 1••.•2• 11.7:3 23.413 1... H -1. : if • a :.•_ .608 3.983 : .104 0 8 97.679 109.629 11.783 23,413 '1.-- H1-1b 39 M6 HSS8x4x3 .875 • 7 .164 4.7 7 •:.111 1.9.62• 11.783 . 23.413 1•-_ H1- b , • # M4 HSS8x4x3 • .1 4 Ut1F1&L,1, 1`J • t.41 5.449 :1...#H1- • RISA-3D Version 15.0.4 [F:\2018\A18208,00 -JLR-Stair Engineering\structural\stair 3.r3d] Page 1 ebnllvec77D1y perms_rs 012. r>z Irv4E/e. 7'-a ?M rrt W,17 c. : (&1/v(opE2' 1iv� ot-s) tat L ahaC.u,,v - rN 33, 3 s, 7 x V PL. r-L L. • o 7, a a- 3 ,014- X133 ►, 0 ¢, 7-57- .2, 4,4-5 /v35 �. PI, t- GL F. , 7-r-,e t , v, 0 8 , 609- /, 04-1 4/33 b c, 64. ( /, .7o7- N35 t o ¢, 01-1 3, 32--o N 48 5. PL f GL t- , 3-Es- r. '-Fv 0 7, 410 /, 32S N33 Pi o 5. i► s ,a-, 3 56 nl 35 1, o 3 . 5'53 a s1 o /x 4-8 6 ( 3) N- A'325 2`A 1?sit i? get ?/it,tax. r _ 8" ' . ..- 2/4,it D t/{- y r . m:vi - 8 1( 6�t,n i qTiU S-G� ° r s Zn. lt2 6th ( 'ft 3 wf ') - I4-PD lin 131, Z4-4 o (i 1, -3) v(e) - 331-0 p1/¢ "' tvf/y=6 w/N=¢ 1//13a ter- rf t$e L r cfp-lomieb i. (120.s1-4` 0 ) 12. _ /205 1803 4 52 4.5 2 0, 1- P, 83 Z, ( x-98 1-4- ¢¢l 21 9112- /368 a9 f ; 2-1 - 5j lO3o ©.B0 3' ( 14-39-11- l?-52') 12- = I4ib 2168 5-35 7- e. - - 5:g “' 1 0, ¢6 0, 3"6 ' (q¢42-4- 3/(Z) 'tz- _ 196 3 5¢ t- 15"1 = .573 5' (G i-s 2-+ ,36 -Tri = i -t a53 - 19 5 = i k ✓D1c N-¢ ((2 3C-1-4- ; i ) /i = /; 5'5 4-i t Po = S7-' l' ( 55374- 3/ Y) f(1 . 7 3 7 3 Zo -i- 117- s/ 5 (4,11-1. 7-4- 416 1) 11 _ /6 b ? I, l 1- 701 ' #50 1 Wi AAI •afghan associates,•inc. Ci 42 sr-Ai By:______ Date: ///6 ENGINEERING �� ZO � 4875 SW Griffith Drive I SuIe 3001 Beaverton,OR i 97005 Pf'Oj No.: 503.620.3030 I tel 503.620.5539 i fax www.aaieng .com Sheet: ef of: (Mt (corer-) ° to pe f ifs trrirwr ti et-! 'rNriin nec.e.rr 5 x y PO- t,t 0 ( l 3'b ' 139' 1W 4, 35s a P2-1 N25 2 OG frit 1, 4-92- 7, 91'7- p N8 3- a a 17-5 3, 7'2-1 N1-4- ¢ 31,1 3. 225 /11 0 x. 337- „50 N4 4 1 (ioi i yf; 2Y1 gyp. 386 /1, 1- = 391- 0, ¢3 2 fj '2- G t 147-.714 7 2 2 t 218 - 0 2-8 3y 0�3 z'4- 2¢`i )'1z 3 t 35b c o 12¢ = G 24- 0. f9'i1- & /-13)"2- It s 3U 7- 4- 310 = II. ¢7" 5 ( 815 ' 1'- c31, z)'t3 . ,toff 3310 + 2G1 - 4115 0. 39 ( / 34t- 13t1--) "1 7 : 123 / ¢ s? + 49 = 5"28 o, 9 k N- 4- 3 (l r 11 Z 4 37-311/4 - 034- sea f 1 ,0- ?_ = o' ?- 0 7-5 vw t" of re (t) 144-. d 11'P k I 05+1 ' 4. 371 `1L- 1541 3blr +- 4, J !?. 65- AAI afghan associates,inc. cl L 12. By; e ' Dater ENGINEERING Q 4875sW G J Orive4S,xfe300IBearedon,OR t97005 Project No.: �U 503.620.3030 I tel 503.620,5539 I fax www.aaieng.com Sheet: _5 of: C!Z To CMtil 0 57,41 re- 1J-v4 -x..-.c )( Y 4-- pc t Li. b 2, a ¢b v i. DI- 1- U. rr x 0 09. 456 , /¢fl 2. Ok by Pt tIcr , 1'r4 , 4l2 Z, GD `T a 3, ilVS/ - I . 51 .7- , / 11 f 0 C f Z Iva s 710 5'L9x a/y 4 x y a 5/0 s /3 lig) 1, 2174-1. kL 4- /, arx t•- /.e;Fv /31) Z 35-o9 Z vile ..3 PI 't 1, 20 /-f. /,1. t-//4 Ei- fr/ Iry ZS 7. 45 ?--¢- rs¢ r 44�'` �► ✓� e �'I Z 5171 r�v4 �. ?'D er 2 thin- 4,9 U�tv.prnr � +�vi 01,- r Lc. - MS I/1 - 01. 1e5* I/nv = 3• D a K f� lel- , 3lto le-- I Pc. t .i i-eA VII - 3. 5G 3 >' 1/n1W = ? 15- 4.-/ - 4Z Gt r Va. _ , 259x- I 7` = I. 4.44-x- G " Ok . ht t Gct- e2- Ml4•0 1/i - 3. 2o 3" vyno = 3. 3 ./3 V2- - D 5-32x r , , 8 ,S'7k 101) iv ------1 ,.- -1___ i'4*l � ,- ..4-ti Miry 3It _4 L i WI AA I afghan associates,inc. /l-1 -- L57-11--. By: i Date: 1//I P e ENGINEERING t 4875 SW GRAM Drive Suite 300 i Beaverton,OR 97005 Project No.: _ L l 2- v 503.620.3030 I tel 503.620.5539 I fax www.aaieng .com Sheet: ., of: i3 SIMPSON Anchor Designer TM Company: Date: 10/31/2018 Software Strong- le Project: Page: 1/5 t: Version 2.6.6794.0 Address: Phone: E-mail: 1.Proiect Information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: LDitvs Y 13y ' "s1. 3 /,EX Pc/35 /ivrt-Rf'firritrW 2.Input Data&Anchor Parameters �a ' C /5* General Base Material " Design method:ACI 318-08 Concrete:Normal-weight Units: Imperial units Concrete thickness,h(inch):6.00 State:Cracked Anchor Information: Compressive strength,f',;(psi):3000 Anchor type:Torque controlled expansion anchor 4'c,v:1.2 Material:Carbon Steel Reinforcement condition:A tension,A shear Diameter(inch):0.625 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):3.375 Reinforcement provided at corners:No Effective Embedment depth,hai(inch):2.750 Ignore concrete breakout in tension:No Code report: ICC-ES ESR-3037 Ignore concrete breakout in shear:No Anchor category: 1 Ignore 6do requirement:Not applicable Anchor ductility:Yes Build-up grout pad:No hmin(inch):5.50 cap(inch):7.50 Base Plate Cmin(inch):6.50 Length x Width x Thickness(inch):3.00 x 12.00 x 0.38 Smin(inch):5.00 Recommended Anchor Anchor Name:Strong-Bolt®2-5/8"0 CS Strong-Bolt 2,hnom:3.375"(86mm) Code Report: ICC-ES ESR-3037 f 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 "" Company: Date: 10/31/2018 SIMPSON Anchor DesignerTM Engineer: Page: 2/5 StrongTie Software Project: Version 2.6.6794.0 Address: e Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 9.2 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Strength reduction factor for brittle failure, 1.0 Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: Nu a[ib]:0 Vuax[Ib]:32 Vuay[Ib]: 1693 Mux[ft-lb]:0 Muy[ft-lb]:0 Muz[ft-lb]:0 <Figure 1> Z 0 lb # 1693 lb 32f6 X 0 ft-ib 0 ft-lb , Q s' 4S l 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 Compan;' 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 wwwstronglle.com' SIMPSON Anchor Designer TM Company: Date: 10/31/2018 Engineer: Page: 4/5 Strong-Tie Software Project: Version 2.6.6794.0 Address: ft Phone: E-mail: 3.Resulting Anchor For es Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(lb) V.(Ib) Vuay(lb) 4(Vuax)2+(Vuay)2(lb) 1 0.0 16.0 846.5 846.7 2 0.0 16.0 846.5 846.7 Sum 0.0 32.0 1693.0 1693.3 Maximum concrete compression strain(%(,):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib):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 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Z Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 1 X 8.Steel Strength of Anchor in Shear(Sec.0.6.1) V.(lb) Ovout 0 Ogcou!¢Vsa(Ib) 9930 1.0 0.65 6455 10.Concrete Payout Strength of Anchor in Shear(Sec.D.6,3) 0.75/hd�Vcpg=0.75¢d�kcpNcbg=0.75Qidgikcp(ANc/ANco)aYec,N-ed,N-c,N.cp,NNb(Eq. D-31) kcp ANS(in2) ANco(in2) Fc,N Yed,N Vic,N Vcp,N Nb(Ib) ly 0.75OdOVcpg(Ib) 2.0 117.56 68.06 1.000 1.000 1.000 1.000 4246 0.70 7701 11.Results 11.Interaction of Tensile and Shear Forces(Sec.0.7)2 Shear Factored Load,Vua(lb) Design Strength,oVr.(Ib) Ratio Status Steel 847 6455 0.13 Pass Pryout 1693 7701 .=r 0.22 ; Pass(Governs) { ^`_' 5/81CS Strong-Bolt 2,hnom:3.375"(86mm)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 StrongT4Qempany Inc_ 5956 W.Las Positas Boulevard Pleasanton,CA 9458.8 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com T / :40 Qi :pays woo 6uaiee•mmm `'I 1 %ElI6ES50Z9'EOS delIOEOE`OZ9'COS �!`�f :•ONPeloid SOOL6I2l0'uoyaneaglOOEaInSI 0IJi0MSSL9b V s• �F T ONI2133NIJN3 g b/ t •aleo 'E � 1--VJJ' ?I 2 aui'salePosse"Ole Y of b 'J = 2i2 '' = �� tel,5 'I =-?fry �I ! co S 1/7/ 7/i (72 = XfrV -'y (2J-7 .7)1 c/1' n'/'' Is;a 1-14 119 '0, 1 -tW 174 -7CI '1, 'b t - 7/, b 2 1b! - W -4 X774 7C/ */ -1/7414/ z 'ofly� _7116 .471 - � 17411 1//4. Ya'g ss¢/ !/M f, l 4 212 d. dot e '41,5 M/J g 7/%1 A29M 1a 771—i 01/A (- 475 - J __77• - i4 (A] 174 7a) _71_517 .e �r 'J (1 14 la) x g ? A (7/011) 5 11pu12J7 0 2/7 T— A//2/.._45 2•/ 7 a .4A /j 1 AleL .23Nnf1 Ptss t- CD/' p ell-- Pit —fly • 1F 0/Z (oil/Lopez, is f 2 EutA ) /ivo I-frr t C/2 (c-opEP) is M'r e47 17t-pn 0).1 al< FIR- WE/1-7z / l.f- /14 ME71I r" Hirt--• . 63 f/N D -412 r Jnr r Me-4x fl.O J• 1/.3 9 K- 77-1 (, 2s)( 1. 0135)(z) t- �. s(, z5)(d• d4-s)/a. clG = I. 93 B3 (. Z5)(. 41 .5-)/ ) c' 7- 5(. z5)02.5)/ a., 2-9 = , 17-d a, gG (¢G)(/. b )= / 3p. 5-7. /c._ Wi t. .421e Foe_ 2. 2'1 ( 1 0) (. G5-74 G G- �'K ; 3 y: / K �•ir. P�sin��v 3-o ¢ ( 3G)( 1. 51r ) = 145. 4' CI A 'r� = 3.01-0, 510 - 4. 5q 3 /n C/12 (. 25 ) (2-1.) 3 (. 25)660G) 772GZ7- ) /- 44, 9 l 2 .s ( ZS 3 � �. 5 (. 25)(, 352-1' - Z / /I ( � ) � (, 2 ) t, e5) '5 {- 8271. 25-1(, 23 ) -Jz = ` , DGZ _ S 2C)(, 53 ) 2-- - 0 5 / !//Z( --. s) (, 3/ ZS) 5 1— 7. 51. 3/ 25) (,5S) y = 0• G1 5 � 1/12 ( , 5)( 3 ) 3 , 5/3) (. G/607' a• / 3 l• OGq -1- ;1. 9G (/, (, q3) y = 9. 55 2. 241 ( , 17-e) z - , 135 3. o ( 1. 511 ) 7- > '7. i- . 5. J VQ _ 1. 9 '" (4- 5g3ln ;) p. 44 % '� _- I GvnrgfVFL �r / 7. 13 /nA = 3. 28x/,, ✓3/ 6 1A afghan associates,inc. cit/ . STq'7, S By: /IA Date: f/ // ENGINEERING LL �/f 2b8 Project No.: 4675 SW Griffith Detre I Sale 300 1 Beaverton,OR 97005 503 620,3030 I tel 503,6205539 fax www.aaieng.com Sheet: 1I of: f C1 Z t His (co/Yr) .e 6CK & b ,rpt,cE ,t Mx •"w.,-urr tom++ u fr p 04,10¢10 ly//1- 2-14104- D• 2 S L 3 Mks = a. V/�r r /. 6- / 4- , 74- P-1 0 r/r+ - a. I //I- - . a e 1/4 170. = [ (. 2583 'III) (, o31z ) )L (2. 5oI ©e7-s) =J �� ,94 Kill 2f) 'V - 5. 2 t/ /fr ) a. J /4/n v1x- • NDTE .5-1"e" $rte/ P/rcr< F 4, 51 .b Fyn_ ac U d 1 C' PLTA-,c.s. 0. e- 4 y ' 5-171-m- 3- !ILIAA I afghan associates,inc. Vh 1 �/7 12-s' By: (/6 Date: /110 Z ENGINEERING �Q{ //�� 4875 SW Gr155i Delve Suite 300�Beaverton,OR!97005 . . Project No.:. L! 7J...._. 503,820.30301 tel 503.620.5539 1 fax 7 www.aaieng .com Sheet: of: ilikto 1 1 . I 1m Originally Issued: 01/18/2012 Revised: 04/13/2018 Valid Through: 01/31/2019 TABLE 2—ALLOWABLE TENSION AND SHEAR LOADS FOR THE STRONG-BOLT®2 WEDGE ANCHORS INSTALLED IN FULLY GROUTED CMU CONSTRUCTION1•2,3 ANCHORS INSTALLED IN THE FACE OF FULLY GROUTED CMU CONSTRUCTION ANCHOR EMBED.INSTALL. ANCHOR LOCATION" ALLOWABLE LOADS FOR ANCHORS DIAMETER MENT ATION (Inches) INSTALLED AT DISTANCES t CRITICAL (in.) DEPTH" TORQUE EDGE DISTANCE,care,, (in.) (ft.–Ibf.) AND CRITICAL SPACING,seam (Ibf) Edge I End Distance Spacing Tension'' Shear" Critical, Minimum, Critical, Minimum, c c,,,/„ sit S,,,y, 1/4 13/4 4 12 2 8 4 230 300 3/8 2'/e 20 12 4 8 4 435 775 1/2 31/2 35 12 4 8 4 530 1,010 i — 5/8 4318 55 20 4 8 4 890 1,765 3/4 51/4 100 20 4 8 4 1,050 2,490 ANCHORS INSTALLED IN THE TOP OF FULLY GROUTED CMU CONSTRUCTION ANCHOR EMBED- INSTALL- ANCHOR LOCATION' ALLOWABLE LOADS FOR ANCHORS DIAMETER MENT ATION (Inches) INSTALLED AT DISTANCES 2 CRITICAL (in.) DEPTH" TORQUE END DISTANCE,cc,,t, (in.) (ft.–Ibf.) CRITICAL SPACING,sc,m MINIMUM EDGE DISTANCE,cog. (Ibf) End Distance Spacing I Edge Tension" Shear Shear Distance Perpendicular Parallel to Critical, Minimum, Critical, Minimum, Minimum, to Wall " Wall'" corm C,N„ Sort S,,,., Coo, 1/2 31/2 35 12 4 8 4 1% 415 235 670 V. 43/8 55 12 4 8 4 1'l. 640 275 770 For SI: 1 inch=25.4 mm, 1 psi=6.89 kPa, 1 Ibf=4.48 N. 'Tabulated loads are for anchors installed in fully grouted CMU wall construction consisting of materials in compliance with Section 3.2 of this report.The specified compressive strength of masonry,f",,,,at 28 days shall be a minimum of 1,500 psi. 2Allowable loads are based on periodic special inspection being provided during anchor installation.Special inspection requirements shall comply with Section 4.3 of this report. 3Allowable loads may be increased in accordance with Section 5.3 and Table 1 of this report, where permitted by the IBC or its referenced standards. 4Embedment depth is measured from the outside face of the masonry to the end of the mandrel. 'Critical and minimum edge distances and critical and minimum spacing shall comply with this table. Figure 2 of this report illustrates permitted and prohibited anchor positions.Critical edge distance and critical spacing are valid for anchors resisting the tabulated allowable tension or shear loads. Table 3 of this report tabulates allowable tension and shear load reduction factors for anchors installed between critical and minimum edge distances and spacing. 'Anchors shall be installed a minimum of 11/4 inches from vertical head joints and T-joints.Figure 2 of this report illustrates permitted and prohibited anchor installation positions.Section 4.2 of this report provides additional installation details, 'Tabulated allowable loads are based on a factor of safety of five(5). 'Critical and minimum end distances,critical and minimum spacing,and minimum edge distance shall comply with this table and Figure 3 of this report.Critical end distance and critical spacing are valid for anchors resisting the tabulated allowable tension or shear loads.'fable 3 of this report contains allowable tension and shear load reduction factors for anchors installed between critical and minimum end distances and spacing. 'Embedment depth is measured from the top of the masonry wall to the end of the mandrel. Pogo 5of7 / perid SUBMITTAL CONRIRIICTION JAGUAR LAND ROVER OF Subcontractor: KO Custom Fab Inc. PORTLAND Submittal#: 91 Rev#: 0 Specification Section: 05 51 00 Perlo Job Number: 1368 Date Submitted: 2/28/19 Submittal Item: Stair #4, #5 and #6 Calculations Please Respond By: 3/7/19 PROJECT SITE: PERLO CONSTRUCTION HAS REVIEWED THIS SUBMITTAL DATE 2/28/19 SIGNED Jake Jensen Jaguar Land Rover of Portland 10125 SW Washington Square Road REVIEW BY CONTRACTOR IS UNDERTAKEN SOLELY TO SATISFY ANY OBLIGATIONS OF CONTRACTOR TO OWNER Tigard, Oregon 97223 AND DOES NOT IN ANY WAY RELIEVE SUBCONTRACTOR FROM HIS OBLIGATION FULLY TO PERFORM ALL SUBCONTRACT REQUIREMENTS, NOR SHALL SUCH REVIEW APPROVER: GIVE RISE TO ANY RIGHT OF ACTION OR SUIT IN FAVOR OF SUBCONTRACTOR OR THIRD PERSONS AGAINST CONTRACTOR. REVIEW DOES NOT EXTEND TO Mildren Design Group CONSIDERATION FOR STRUCTURAL INTEGRITY,SAFETY, Attention: Curt Trolan DETAILED COMPLIANCE WITH CONTRACT REQUIREMENTS OR ANY OTHER OBLIGATION OF THE SUBCONTRACTOR. 7650 SW Beveland Street, Suite 120 SUBCONTRACTOR IS FULLY RESPONSIBLE FOR CONFIRMING AND CORRELATING ALL DIMENSIONS; Tigard, Oregon 97223 FABRICATING AND CONSTRUCTION TECHNIQUES; COORDINATING HIS WORK WITH THAT OF ALL OTHER TRADES;AND THE SATISFACTORY PERFORMANCE OF HIS GENERAL CONTRACTOR ENTIRE WORK IN STRICT ACCORDANCE WITH THE CONTRACT DOCUMENTS. Approver's Stamp: Perlo Construction Attention: Jake Jensen NO EXCEPTION NOTED 4 MAKE CORRECTIONS NOTED 0 11450 SW Amu Street REJECTED ❑ REVISE AND RESUBMIT 0 Tualatin, Oregon 97062 THIS REVIEW IS FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY. ANY DEVIATION FROM PLANS OR SPECIFICATIONS NOT CLEARLY NOTED BY THE CONTRACTOR HAS NOT BEEN REVIEWED. REVIEW SHALL NOT CONSTITUTE A COMPLETE CHECK OF ALL DETAILED DIMENSIONS OR COUNT OR SERVE TO REUEVE THE CONTRACTOR OF CONTRACTUAL RESPONSIBILITY FOR ANY ERROR OR DEVIATION FROM CONTRACT REQUIREMENTS. TM RIPPEY CONSULTING ENGINEERS PORTLAND, OREGON DATE: 3/1/2019 >3Y. VASILY LEBEDEV OR CCB 189245 I LICENSED THROUGHOUT THE WESTERN UNITED STATES I AZ ROC 293181 a! associates,ILAA ., ._' ENGINEERING STRUCTURAL CALCULATIONS PROJECT: JLR — Stairs 4, 5 and 6 PROJECT No.: A18208.00 DATE: November 2, 2018 PERMIT SUBMITTAL y�RU C T U R,q 4:DPROFFssi Client: 1 F KO Custom Fabrication 72666PE _ Contents: v OREGON General Notes and Special Inspection ,f://if e 200 Structural Sketches: A/A4.9, 2/A4.9, 4/A4.9, VILE E l SN 1/A4.10, 3/A4.10, 2/A4.11, 3/A4.11 and EXPIRES: 6/30/20 SK1 — SK13 Stair Calculations pp.1 - 25 4875 SW Griffith Drive I Suite 300 I Beaverton,OR 197005 503.620.3030 I tel 503.620.5539 I fax www . a a i e n g . c o m STRUCTURAL GENERAL NOTES CODE: THE STRUCTURAL DESIGN IS INTENDED TO CONFORM TO THE REQUIREMENTS OF THE 2012 INTERNATIONAL BUILDING CODE (IBC) AND THE 2014 OREGON STRUCTURAL SPECIALTY CODE (OSSC). REFERENCED STANDARDS: LOADS ASCE 7-10 CONCRETE ACI 318-11 (ACI 318-08 for concrete anchors per offical DCBS interpretation 9/28/17.) STEEL AISC EDITION 14 CONSTRUCTION: THESE STRUCTURAL DRAWINGS ARE INTENDED TO BE USED IN CONJUNCTION WITH THE OTHER PROJECT DRAWINGS, SUCH AS ARCHITECTURAL AND MECHANICAL. THE CONTRACTOR SHALL COORDINATE ALL DRAWINGS IN THEIR WORK, AND INFORM THE NE OF ANY DISCREPANCIES. REFER TO THE PROJECT SPECIFICATIONS FOR ADDITIONAL INFORMATION. THESE NOTES TAKE PRECEDENCE OVER INFORMATION SHOWN IN THE PROJECT SPECIFICATIONS; ALSO, NOTES CONTAINED IN THE PROJECT DRAWINGS AND DETAILS TAKE PRECEDENCE OVER THESE GENERAL NOTES. DO NOT SCALE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR STRUCTURAL STABILITY DURING CONSTRUCTION (MEETING THE GUIDELINES OF ASCE 37) AND FOR PROJECT SAFETY (MEETING THE GUIDELINES OF `OSHA'). THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR THE COMPLETED CONFIGURATION ONLY, AND NOT FOR THE VARIOUS STRUCTURAL CONFIGURATIONS POSSIBLE DUE TO THE CONTRACTOR'S SELECTED SEQUENCE, AS WELL AS MEANS AND METHODS OF CONSTRUCTION. ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS SHALL BE FIELD VERIFIED. THE CONTRACTOR SHALL NOTIFY THE NE OF ANY DISCREPANCIES FROM CONDITIONS SHOWN ON THE DRAWINGS, IN ORDER FOR THE A/E TO DETERMINE WHICH SHALL GOVERN. SHOULD ANY DISCREPANCIES BE FOUND IN THE CONTRACT DOCUMENTS, IT WILL BE ASSUMED THAT THE CONTRACTOR HAS INCLUDED THE HIGHEST PRICE ALTERNATIVE FOR COMPLETING THE WORK, UNLESS THE DISCREPANCY WAS POINTED OUT PRIOR TO THE BID, IN ORDER FOR THE NE TO DETERMINE WHICH GOVERNS. CONFLICTS IN THE CONSTRUCTION DRAWINGS WILL NOT BE A BASIS FOR AN ADJUSTMENT IN THE PROJECT PRICE. FIELD-MODIFIED OR FIELD-ENGINEERED DETAILS SHALL BE DESIGNED AND STAMPED BY A LICENSED STRUCTURAL ENGINEER AND SUBMITTED TO THE NE FOR APPROVAL PRIOR TO START OF THE WORK. ALL WORK DESIGNED BY OTHERS SHALL BE BY A STRUCTURAL ENGINEER LICENSED IN THE STATE IN WHICH THE PROJECT IS LOCATED. AAI Engineering - 2015 1 DESIGN LOADING CRITERIA: THE STRUCTURAL DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE INTERNATIONAL BUILDING CODE, WITH CONCENTRATED LOADS AND LIVE LOAD REDUCTIONS AS DEFINED IN THE CODE. IN ADDITION TO THE DEAD LOAD OF THE STRUCTURE, THE FOLLOWING LOADS WERE USED FOR DESIGN: GRAVITY: CORRIDORS, STAIRS 100 PSF LIVE INSPECTION AND TESTING ALL CONSTRUCTION IS SUBJECT TO INSPECTION BY THE SPECIAL INSPECTOR AND THE BUILDING OFFICIAL IN ACCORDANCE WITH IBC SECTION 110 AND CHAPTER 17. THE CONTRACTOR SHALL COORDINATE THE REQUIRED INSPECTIONS WITH THE SPECIAL INSPECTOR AND THE LOCAL JURISDICTION. REFER TO THE ATTACHED TABLES AND THE STATEMENT OF SPECIAL INSPECTION SECTIONS FOR ADDITIONAL REQUIREMENTS. STATEMENT OF SPECIAL INSPECTIONS: THESE STRUCTURAL GENERAL NOTES AND THE ASSOCIATED SPECIAL INSPECTION AND TESTING TABLE SHALL BE SUBMITTED TO THE BUILDING OFFICIAL TO COMPLY WITH THE STATEMENT OF SPECIAL INSPECTIONS REQUIREMENT OF IBC SECTION 1705. STRUCTURAL OBSERVATION: 1. STRUCTURAL OBSERVATION CONFORMING TO IBC SECTION 1709 WILL BE PERFORMED BY AAI ENGINEERING, IN ORDER TO REVIEW THE CONTRACTOR'S WORK FOR GENERAL CONFORMANCE WITH THE DESIGN DOCUMENTS. 2. THE CONTRACTOR SHALL PROVIDE AAI ENGINEERING WITH A MINIMUM OF 3 DAYS NOTICE TO PROPERLY SCHEDULE THE OBSERVATION VISIT. 3. IF ADDITIONAL ENGINEERING TIME IS REQUIRED DUE TO INCOMPLETE OR UNACCEPTABLE WORK BY THE CONTRACTOR, AAI ENGINEERING SHALL BE REIMBURSED FOR ALL ASSOCIATED COSTS. 4. STRUCTURAL OBSERVATION FOR THIS PROJECT WILL OCCUR AT THE FOLLOWING STAGES: • NO STRUCTURAL OBSERVATION IS REQUIRED FOR THE STAIR INSTALLATION POST-INSTALLED ANCHORS AND EPDXY ADHESIVE: POST-INSTALLED ANCHORS SHALL BE AS SHOWN IN THE DRAWINGS AND SHALL BE INSTALLED AS PER THE CURRENT ICC APPROVAL. EMBEDMENT REQUIREMENT AND CAPACITIES ARE BASED ON THE ICC-EC REPORT MI Engineering - 2015 -2 STRUCTURAL STEEL: CHANNELS, ANGLES AND PLATES SHALL BE ASTM A36 MATERIAL, UNLESS NOTED OTHERWISE. SQUARE AND RECTANGULAR TUBE STEEL HSS SECTIONS SHALL BE ASTM A500, GRADE B (Fy = 46 ksi) MATERIAL. ROUND PIPE SECTIONS SHALL BE ASTM A53, GRADE B (Fy =35 ksi) MATERIAL. DESIGN, FABRICATION, AND ERECTION SHALL BE IN ACCORDANCE WITH THE "AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", WITH COMMENTARY AND THE "CODE OF STANDARD PRACTICE". ALL STEEL SHALL HAVE ONE COAT OF SHOP PRIMER. DO NOT PAINT AREAS TO BE FIRE- PROOFED OR WITHIN 3" OF BOLTS, WELDS OR HEADED STUDS BOLTS SHALL BE HIGH STRENGTH BOLTS, A325 AND/OR A490, CONFORMING TO ASTM SPECIFICATIONS. WELDING SHALL BE CONDUCTED BY CERTIFIED WELDERS AND SHALL CONFORM TO THE AWS CODES FOR ARC AND GAS WELDING IN BUILDING CONSTRUCTION. WELDS SHALL BE MADE USING E70XX ELECTRODES AND SHALL BE 3/16" MINIMUM UNLESS OTHERWISE NOTED. WELDING SHALL BE PERFORMED IN ACCORDANCE WITH A WELDED PROCEDURE SPECIFICATION (WPS) AS PER AWS D1.1 , D1.3 AND D1.4. ONLY PRE-QUALIFIED WELDING PROCEDURES SHALL BE USED. WHERE FIELD WELDING SYMBOL IS NOT SHOWN IN THE DRAWINGS, THE CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING IFA WELD SHOULD BE SHOP WELDED OR FIELD WELDED IN ORDER TO FACILITATE THE FIELD ERECTION PROCESS. REFER TO AWS D1.8 FOR SUPPLEMENTAL SEISMIC PROVISIONS. STEEL DECK: STEEL DECK SHALL CONFORM TO THE SDI PUBLICATION NO. 31. STEEL FLOOR DECK SHALL BE A COMPOSITE TYPE WITH RIBS AT 12" O.C., OF THE SIZE AND GAGE SHOWN ON THE PLANS. SHALL CONFORM TO ASTM A653. MINIMUM YIELD STRENGTH = 38KSI. THE GALVANIZED COATING SHALL CONFORM TO ASTM A924 FOR G60, AND G90 WHERE LEFT PERMANENTLY EXPOSED TO WEATHER. PROVIDE A 2" DECK LAP AT ALL SIDE AND END JOINTS. AAI Engineering - 2015 3 REQUIRED STRUCTURAL SPECIAL INSPECTIONS INSPECTION SYSTEM or MATERIAL IBC CODE CODE or STANDARD FREQUENCY REMARKS REFERENCE REFERENCE Continuous J Periodic FABRICATORS SPECIAL INSPECTION IS REQUIRED FOR STRUCTURAL 17042.5 X LOAD-BEARING MEMBERS AND ASSEMBLIES FABRICATED ON THE PREMISES OF A FABRICATORS SHOP. THE SPECIAL INSPECTOR SHALL VERIFY THAT THE FABRICATOR MAINTAINS DETAILED FABRICATION AND 17042.5.1 QUALITY CONTROL PROCEDURES AND SHALL REVIEW FOR COMPLETENESS AND ADEQUACY RELATIVE TO THE CODE REQUIREMENT. FABRICATORS SPECIAL INSPECTIONS REQUIRED BY SECTION 1705 ARE NOT REQUIRED WHERE THE WORK IS DONE ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION.APPROVAL SHALL BE BASED UPON REVIEW OF THE FABRICATOR'S WRITTEN PROCEDURAL AND QUALITY CONTROL MANUALS AND 17042.5.2 PERIODIC AUDITING OF FABRICATION PRACTICES BY A NATIONALLY RECOGNIZED ACCREDITING AUTHORITY.AT COMPLETION OF FABRICATION,THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE BUILDING OFFICIAL STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. STEEL REFER TO INSPECTION OF FABRICATOR FABRICATION OF STRUCTURAL ELEMENTS 1704.2.5.2 X AISC 360 N2 REQUIREMENTS APPROVAL BASED ON NATIONALLY RECOGNIZED ACCREDITING AUTHORITY AISC 360 A3.3 AISC 360 N 32 MATERIAL VERIFICATION OF HIGH-STRENGTH ASTM STANDARDS BOLTS,NUTS,AND WASHERS SPECIFIED IN X MANUFACTURER'S CERTIFIED TEST REPORTS CONSTRUCTION DOCUMENTS RCSC 2.1 SNUG-TIGHT JOINT HIGH-STRENGTH BOLT RCSC SPECIFICATION ------ INSTALLATION 1705.2.1.1 FOR STRUCTURAL X ALL CONNECTIONS INSPECTED AND VERIFIED SNUG ASTM A6 -.._ ._. _.._.w._.. ASTM STANDARDS SPECIFIED IN MATERIAL VERIFICATION OF STRUCTURAL 1705.2,1 CONSTRUCTION STEEL 2203.1 DOCUMENTS X CERTIFIED MILL TEST REPORTS TABLE 1705.2 AISC 360 N3.2 AISC 360 A3.1 AISC 360 M5.5 FOR OTHER STEEL,IDENTIFICATION MARKINGS TO CONFORM TO ASTM APPLICABLE ASTM STANDARDS SPECIFIED IN THE APPROVED TABLE 1705.2 MATERIAL X MANUFACTURER'S CERTIFIED TEST REPORTS CONSTRUCTION DOCUMENTS STANDARDS AISC 360 N3.2 MATERIAL VERIFICATION OF WELD FILLER TABLE 1705.2 AISC 360 A3.5 METALS APPLICABLE AWS A5 X MANUFACTURER'S CERTIFICATE OF COMPLIANCE DOCUMENTS COMPLETE AND PARTIAL JOINT AWS D1.1 � v PENETRATION GROOVE WELDS TABLE 17052 SECTION e X ALL WELDS VISUALLY INSPECTED PER AWS D1.1 6.9 MULTIPASS FILLET WELDS TABLE 17052 AWS D1.1 X ALL WELDS VISUALLY INSPECTED PER AWS D1.1 6.9 SECTION 6 SINGLE PASS FILLET WELDS GREATER THAN AWS D1.1 5/16" TABLE 1705.2 SECTION 6 X ALL WELDS VISUALLY INSPECTED PER AWS D1.1 6.9 (a)Periodic Special Inspection frequency and timing to be defined by the registered design professional. (b)Selection to be made by the registered design professional based on building category and design methodology. 1 REQUIRED STRUCTURAL SPECIAL INSPECTIONS INSPECTION SYSTEM or MATERIAL IBC CODE CODE or STANDARD FREQUENCY REMARKS REFERENCE REFERENCE Continuous Periodic SINGLE PASS FILLET WELDS LESS THAN OR TABLE 1705.2 AWS D1.1 EQUAL TO 5116" SECTION 6 X ALL WELDS VISUALLY INSPECTED PER AWS D1.1 6.9 VERIFYING USE OF PROPER WPS'S - AISC 360 N3.2 COPY—OF WELDING PROCEDURE E SPECIFICATIONS VERIFYING WELDER AND WELDING INSPECTOR QUALIFICATIONS 1705.2 2.1 X COPY OF QUALIFICATION CARDS WELDING STAIR AND RAILING SYSTEMS 1705.2(2.5) AWS D1.1 SECTION 6 X ALL WELDS VISUALLY INSPECTED PER AWS D1.1 6.9 MAGNETIC PARTICLE(MT)AND ULTRASONIC MT-AWS D1.1 6.14.4 (UT)TESTING OF WELDS 1705.2.2 UT-AWS D1.1 6.13& PER DRAWINGS 6.14.3 MAGNETIC PARTICLE(MT)AND ULTRASONIC UT 100%OF WELDS (UT)TESTING OF COMPLETE JOINT 1705.12 2 AISC 341 18.2b MT 25%OF WELDS PENETRATION GROOVE(CJP)WELDS IN AWS D1.8 REFER TO DRAWINGS FOR MATERIALS 5/16"THICK AND GREATER AWS Dt.i LOCATIONS MT OF THE ENDS OF FLANGE WELDS FROM AISC 341 J6.21 EACH TESTED CJP WELD WHICH WELD TABS HAVE BEEN REMOVED 1705.12.2 AWS D7 8 LOCATION AWS D1.1 POST INSTALLED CONCRETE ANCHORS SPECIAL INSPECTIONS APPLY TO ANCHOR PRODUCT ICC EVALUATION NAME,TYPE,AND DIMENSIONS,HOLE DIMENSIONS, INSPECTION OF ANCHORS INSTALLED IN REPORT COMPLIANCE WITH DRILL BIT REQUIREMENTS, HARDENED CONCRETE 1912'1 ACI 318: X CLEANLINESS OF THE HOLE AND ANCHOR,ADHESIVE 3.8.6,8.1.3,21.1.8 EXPIRATION DATE,ANCHOR/ADHESIVE INSTALLATION, ANCHOR EMBEDMENT,AND TIGHTENING TORQUE Special Inspection/Testing Program Footnotes: 1 The Special Inspector shall be a qualified person employed or retained by an approved agency and approved by the building official as having the competence necessary 2.Continuous Special Inspection: Special inspection by the special inspector who is continuously present when and where the work to be inspected is being performed. 3. Periodic Special Inspection: Special inspection by the special inspector who is intermittently present where the work to be inspected has been or is being performed. 4.If necessary,the contractor shall arrange a pre-construction meeting with the Architect.Engineer,Building Official,and Testing Agency to review the special inspection 5.Duties of the Special Inspector include,but are not limited to: A.Acknowledge and conform to the Special Inspection requirements of these General Notes. B.The Special Inspector shall observe the work for conformance with the approved permit plans and specifications.All Discrepancies Shall be brought to the C.The Special Inspector shall furnish Inspection Reports for each inspection to the Contractor,the Architect,the Engineer and the Building Official as a minimum.The D.Inspection for prefabricated components shall be the same as it the material was installed on site.Continuous inspection shall not be required during the E.The Special Inspector shall submit a Final Report stating whether the work requiring inspection was inspected and whether the work was completed in conformance 4 Special Inspection and Testing requirements apply equally to all bidder designed components. (a)Periodic Special Inspection frequency and timing to be defined by the registered design professional. 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Date: flY3, ENGINEERING 4675 SW Griffith Drive I Suite 300]Beaverton,OR 197005 Serrn/2- 1y*^ S Project No.:41 24 V 503 620.3030 tel 503.620.5539 1 fax www aaieng .com Sheet: 5g5 of: ,j76/ r Grffie a11OM/4 fez sf7214 c-1u14'n-. (-ale,. Ta P/24UroESoLID a>z o u r CoI q2 cTTc 0 SPIES FM Ag 1iv. r .c4 iii) ---- Hut-ri itX-1t,z¢- (DEI, JjE < .. „A t)e ir 9"014- l3 %¢ Aa j -i . a ,„ 04-4.ci. 7---------" t4-y *3( 1(4-x '11 pc-c lc rvi ppi12r . zmvpiiy s --ryp. SP- * se-r- acsn2i cnoNs nei IPMh-ratvs i-tt-irz Jo burs (see) piAlki afghan associates,inc. „ILK By: eelw Date: V. ENGINEERING �^� 4875 SW Grilfiai Drive I Sufte 300 I Beaverton,OR 197005 + e. S/�.-r �f� Project No.:_ _ 503 620 3030 I tel 503.620 5539 I fax /�/j�L www.aaleng.com Sheet: SN 4 of: Cik/3 "1 lv ►(c/vl&4 PAz 5y7 c r' (6C T pnoVi ar SOLI YP GnoUr 12 CPA lefts 4T tZ Ve 4.- MRD/NGs p° i A ) " �,) .3// pig= 5 f14-" EM I3 simps'o/- STjLDN4 ,�D1.TZ 1 t, e-- z y =- i 8" I) 34 g i► ,I ni, f . 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(cg ) Ri AAA I afghan associates,inc. ch, ' By:ad Date: /0/31 ENGINEERING -/�^//'(�/. /�' 4875 SW Griffith Drive'Suite 300 Beaverton,OR 1 97005 S " $ S-g/E- /h--r Project No.: AIel 5 503 620 3030 1 tel 503.620 5539 1 fax �f ,� 1 www,aaieng corn Sheet: Cg4-3f: 110:4 EVALUATION REPORT Number: 240 1' Originally Issued: 01/18/2012 Revised: 04/13/2018 Valid Through: 01/31/2019 4"minimum edge distance (W to W dia.anchors) 2"min.edge distance ('/"dia_ anchor) Critical edge distance (see load table) Installation In this area for reduced allowable C\ \\,ham \\ load capacity il'WWI II0,, 4" minimum end distance V r ,mi z Ag (%`to 3'4'dia, anchors) // r +► 1 2"min, end distance r, r'/ % ('J"dia, anchor) 7 O. f or doe" joso I--"AkNi- .\---<— Critical stticasnd (see load table) / /4: No installation �� within 1'/n''of ,,�// head joint Installations in this area for full allowable load capacity FIGURE 2—STRONG-BOLT®2 WEDGE ANCHOR INSTALLED IN THE FACE OF FULLY GROUTED CMU CONSTRUCTION Shear 1 3/4"Edge i oe all dicular \A —1F.,:Th (5;* - ° ° c:>) .o °"Q°• 1 End ° Shear Parallel T .1J to Wall e 00 FIGURE 3—STRONG-BOLT®2 WEDGE ANCHOR INSTALLED IN THE TOP OF FULLY GROUTED CMU CONSTRUCTION g 4ivcmi2 Ga77Dty /NTn121'1/ i0/V Page 7 of 7 e, efitig, pet trrym.4u-out (Gc oato lZ) 3j¢ 'f PIA; f-32 c-ti fa ,f - 'c an4' -~ M rsrA• r, s 413 auk viel) s' " ilk A a �/2 Y 4 t all elf ^ _ 1 f ,` 'Ye IYi` 171-" ryar 5/d wir (4) '/¢" b//t= frittneu'11 et2- pitirny, sOz- fir/it5e4-- nor 41/10-7441 eifec ( ( `r' • e Cnrp. 9zei ext.. /2-Lsn2 /cr7 L, y.r oN 8 /2b: 41 t d ca 17-07/7 S' /-/Fm7 Litt 1A/ 7' pi AA!afghan associates,inc. J(/Z jr 12 .5- By: G%e Date: /1/ ENGINEERING �0 t�a 4875 SW Griffith Drive 1 Suite 3001 Beaverton.OR 197005 Project No.: 503 620 3030 I tel 503.6205539 fax ��� �� www.aaleng.com Sheet: of: ....... .„,---------------- mom , l';" 1 I it. fl fe x vz 3//0 r AP° r t I 3fty 1 i i 1 I t I ej. r 0 A- LU slytry „- \ ......._ I I” 110 ve r I---, / I ..,,,, / r 4; t 'F. , ...., --- - „, . ,..-r , .-- A, .... . -=-. ......., ./.. ../. / /- 1IIIM „.” ..." 14)t/at/ <M4 CikPat . oe Et.,-1 pet Fix- ettizcAtd . ( „„. 1 .C1111) elz rigiN6e7e7p 14 we IP /\ afghan associates,inc. RI P /\ UL—R— Sritirl S By erX1 Date: /1 /1 ENGINEERING At 5 Project No.;_,22 ITZD 5 4875 SW Grth Dave'Sale 300 Beaverton,OR i 27005 503,620 3030 I tel 503820.5539 1 fax www.aateng.com Sheet: 5W1() of: 06/ 3 1 '12 " Sci- 4-0 (rVI 4.-'4,-iii) apri on. /7¢ 4m-4-.. xSr-p.c,. 7" ----------- 0 rryr 5//v /ti-14 Sim-. &. t'S 11(x• t e*-MAT 7T l8 !Fp,.�- - ,� Fitt -rey- II z-------** IL aril de" iir IMO r 1' Pir l ' It ii# leve I/ c. . ai510 ffstik S 17 T47 0 6.7-471e- e ciell y . AAafghan associates,inc. (/1j12.- Sr 47 ig-S' By: ad Date: it/i ENGINEERING A /� �{ 4875 SW Griffith Drive Suite 3001 Beaverton,OR 1 97005 Project No.: (J L/V 503.620.3030 1 tel 503.620.5539 1 fax (())''SC /j www.aaieng.com Sheet: " I( of: S1e17 P irCMUC --- All------- fine s-nevtcru Pm- (4‘ TD Rizroor J"t1W ai t r 0 Fuott Foe Ais ittV dr 'tat St rhiN i . iPt 'fbr 4 slab -r"' tilt ..... 1) i't - - -. - - - -— - , +' ....... _ ' f u. Steil .-.-- ' I p h.. ' 3 I ; " D pa�r- 3 �,.- 1 — -, 2" C15 p.y-p(t#1 t`12k �a ,ill. t1/4' r2 ���x 12 I Al it) 3/¢'10119 / '4w//3) 01 562 p hp6 3/¢"nvr /4325 1481106 311& Z V 12"1/71 !N srrn tfi krt c15 -- -e:14444444,&- - 1?nit cf717,v b -K1 kit iintettr774). ti Az, gt_ffryi,edieryw lee: Q /- cadiii-eVA � . kf _ 1144 I afghan associates,inc. �vk �j� ' /( I .11A By: Date: t ENGINEERINGPfio ,1`72-08 4875 SW Griffith Drive I Suite 300 t Beaverton,OR t 97005 Project No.: 503 620 3030 1 tel 503.620.5539 I fax C / www.aateng,com Sheet: ✓1 j/j J f: /- n 11,2,1 it 114- It ,.... (11-e7vAit7.- ill EPae-rt v, .. ,-@ /2_ ------1, vs - 1,1 ri 4 46- A AIA AA Ttytip 4)' ›.— r _ 2 j ,...... sit 11 A. A jre----- eo,.----4 VII- 12 Ven (z) /41-11P1Pr- ,tl5-N in $77), -Opt/e 5. > (//fr r r Ni& 24) 12 <iDe5 *------ibt------- Ft 0 PX Pc pc--x 131..4-7y 7 / ...... ...."" '''''' .".".. ".'". ...". - - e 12- f1721 % . _ - \ i \ / ),...,11 "EX .... .,. . . ... .,. ...., * .. .. &I 7,/,,,we''''''''''''Pli ..... ., liDi tsir Bevr ft 'Yo 4 1.- .„, •1- ,. ten4e-ri- if Ns" t 6 1- e oc, ryto. Pen fon 5/41-"Dot- (j// .0.70) CifripsoN CAZ. :;,,--------,..\\ 0/ 2_ ro -eirage- tri24 02_ gitannit_. \\... afghan associates,inc. }ti2 .r•i/47 g5eei Date: By: ii ENGINEERING eii, 4875 SA1 Gsittth Drive 1 Sufte 3001Beavartan.OR197006 ------- Project No.: hi L' (-'1/ 503 620.303011E9 503 620.55391fax www.aaieng .com Sheet: .CP 3 of: 1 PFJ tcr: JL-I Srm ras .rry 6vff-Stf7N4 TDN SQ 2D. p0/aJl4,v , O/2 Co/3es: 2v 19-- o lrL J20/Z //3c. -/p./-`rcE. s� /3 Th_ J.3/ S�opf fTizwcrzir24-G. e-/yGrnrp rNy S!`/i/2s ' Prpe 4t -17/a4"7zS. D S.' ST4-il�- Mt 4: (c6 Eft :' ) nee4-49,5- (err con/c,4e7E- Fico t /4-ja PAWS) = 28. 1 2ct prf �•i -5772/IV GEzs (C'/Lx 2/4--' _ /P. 5 !Pt = 5 g. 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( , �S'J w/ VA's' t7i* l4fi '`E-Z" �Igo L. — 12 1 CE 7` /3y 2 ? . l e 71) 92¢ ` (A) 3 /4- M?$E-12> , y-/ 5.G1 " V" - 241. 32 ° ( " ) ogre le_ 4M/3/iv : Cb/ , ) '7L (4 // z4 ) ' = 4 . 62 s/6 (3 '4) J pec VIK Le x it% '/4 v Mc- 17 eM o /NTZ/LtFroArr 9- Op/Re- /J N/?/ivIF G S 4 i i I afghan associates,inc. J ST-71-7 S By: v`" Date: /0/2---9 ENGINEERING / ,p 4875 SW Gantt Daves 300 aeava vx�,oR 97ao5 #Q" Project No.: !I/8 2-o 503.620.3030 I tel 503.620.5539 I fax www aaieng.com 3 Sheet: of: crr mic F i 1174JJ/4 P+' � P1 B� 63 P3 • Sc ,s (/1 5 e: �j�' f,/'1 84 *Pt 8i Cr �3P3 512-WEN //VGA-s ;sip. EM N • $2 f# P ♦ 135 Crg /Iofi .' G✓1 est bp/NC MF Db 1k-rz Pt .�__,, PG = 41 p S f. Pt pz 152 it Ps c____±: = 12 4psf- • j Pt 87, Pt trt = 15. 5 ' -H-rimn = / S 5. M • 51?Z/a7q Hi- s- 7?t,VG - 57.71vJ2-r /3!2oKE7V S77ZIN4E72.. .,w / rr 1"23 /iv/OR/vi e7;741 I st /IV J-12 . 71 2"'b pZ o tit CP . 134 P2 Pa p3 • o o ley"-----. 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LJG ta 5-7-7-me,s By: ered Date: f A/2 c/ ENGINEERING 44q 4875 SW GrilfAh DriveSuite 300 6eaveMon,OR j 97005 Project No.: .$0118 503.620 3030 1 tel 503 620 55391 fax www.aaleng.com Sheet: f of: r r Company Nov 1,2018 r" r' Jr. Designer : 7:42 AM A :.tea a Job Number Checked By: TECHNOLOGIES Model Name Hot Rolled Steel Properties Label E[ksij G[ [ Nu Therm(116 .'-1-*k . I. ,,..L.• Fu[ksU Rt 1 A992 29o00 11154 .3 .55 , .49 50 1.1 65 1,1 , ,.. 2. A36 Gr,36 2900.0 11154 .3 .65 .49 36 . 1.5 58 1,2 3 A572 Gr.50 29000 11154 .3 ,65 .49 50 1.1 65 1.1 , 4 A500 Gr.B RND 29000 11154 .3 .65 ;527 42 . 1.4 58 1.3 , 5 A500 G r.6 Rett 29000 1 4 .3 .• . 27 46 1.4 58 1.3 6 A.53 Gr•B 29000 11154 .3 .65 , .49 35 1,6 60 1.2 7 A1085 29000 11154 .3 .65 .49 . 50 1.4 65 1.3 Load Combination Design . e c iptiont, ASIF CD ABIF [v.0 iott Rol..,Cold F,1,. _Wood.Concreted[t y,FaOlings.Alumin.. onne. 1 dead _. Yes_ : YesYes Yes Yes Yes Yes Yes 2 live Yes Yes Yes . Yes Yes Yes Yes Yes 3 s_ ie smk Ex Yes ,_..Yes__. Yes T Yds Yes Yes Yes Yes 4 seismic Ez Yes Yes. Yes Yes Yes Yes Yes Yes 5 _ Yes Yes Yes Yes Yes. Yes Yes Yes 6 D+[� Yes Yes Yes Yes Yes Yes Yes Yes 7 D+L+Ex Yes Yes Yes Yes Yes Yes Yes Yes 8 D+L+Ez. Yes Yes Yes Yes Yes Yes Yes Yes Q_ Yes Yes , Yes._.... Yes Yes Yes Yes Yes 10 1.2DL+ 1.0L+ 1_QEx+ 1.0Ev Yes . Yes Yes Yes Yes Yes Yes . Yes Envelope AISC 13th(360-05):ASD Steel Code Checks M be , h..- QodoC. ....,t,i LC_ $he C.. • 't •` 's. ",pit >. 't •.ru I. t r• .p..,_Anzz gni _.mC fa . 1 M1 Cl ,_iTr .048 '4,507 8 .0 . 4.507 130.11 . 131.066 4.•49 45.988 1.14 Hi-lb I • S 1 : .1.. • ,9$$11.117 d1-1b 3 M6 C12x2v IMF2 8 0 1.188 13..:79 131.166 4.94• 45.988 1.615 H1-lb • it: DAM=i : • • '.: • ••• 4_•.. 4 •:: ! 1.6 H1-lb 5 M9 C12x2012 .502 0 8 .166 3.028 8 128.842 131.066 4.949 45.988 1.287 1-lb 6 . M10 _ _C12x2e17 .515 9.758 8 .124 5.997.y 8 126,682131.066 4.949 :45.988 11,183 H1-1b. 7 M1 Cl .e . 59 6.02 : 210 3, 8 128.842 131.066 4.949 .45.988 1.408.11-lb, kt . • 5.896 1.26,.: s.. , • , 1 • , • 9 M9A C12x20,7 __,46Q_ :_•_'4 : I I 116.91.9_1 1.1.6 4,949 45,988 1,14 H1-1b 10 M 10A a •111: sj4: M ;i •,•1• AIM • . • a-- 11 M11A �C12x20.7 .4701191111111111:11111.1M. 1 •,4.4ibilleI4 • •• • 22,556 1.117 H1-1b 12 i M12A 2x20 Wn1't1111 11i!ii ,TE_tih1'i!l#134 • •• • • •:: . - • 13 _ M13 C12x20.7 .446 0 8 .097 3.415y 8 125.216 131.066 4,949.34.456 1.195 H1-lb 14 M14 C12X20` • 1 ; ,085 3.179 y 12 . • 1 1.1.. • ••• • .68: 1.15 k11-lb 15 M15 012x20. .47: 0 8 .153 3.049 y 8 129.697 131.066 4.949 4 .988 1.487 H1-lb U • 1 s/ling,5.42wP 8 .139 '3.049_ ;•7 1 1.1.• 4 .•:: • . 17 M17 MC8x20' .976 5.236 7 .584 4.733 z 7 117.227.126.539. 5.801 29.461 1.259 H1-lb 18 M18 MC8x20 97236 I 8 _ .190 9.667 y 8 117227 126.539 5.801 29,461 1,267 Hi-lb 19 M19 MC8x21 ,1.11. *, .190 9.667 y 7 117.227..126.539 .:1 29.461 1.223 1-11-lb 20 M20 MC8x20 1 ,198 0 y 7 117,227 126.539 I • 4.1 ■ - 21 M21 MC8x2Q .6.411 , 4 : •• 0 1 - •.5 9 :11 2•.4.1 1 241 ,1-1. 6 g : ex Pers' Nal" gel y 0/Y /v1ir'Ire is' /3a---7y2)/w4 aE oe cermwyrc. tir-itr. r-?1- Te- /1/CO c ryo»Yti S' / e" G7-f3" M e?-16 -it nom' Mower 2 I(_/¢� .h.--. �dZS vDl' 11 AN lt. RISA-3D Version 14.0.2 [F:\2018\A18208.00-JLR-Stair Engineering\structural\stair 4.r3d] Page 1 epN,v(Grofv PEs/41v ,11F1 /2/6-4- L'Ermt:s pia. trr t)> 4 t r g s 3 /Vote 174117- /t 1 $E7VD/Nq w/ E .-- /5 PI 5/2E-4 47aprii ffs. fHis tS nr Lr4-try 4- CttzyLi? PD/2e- 4) Len P/1Y q D,, ?H12471)`4 5) 9 sr r, ojy arznvb (Ni, N2) : : /W -fir 0 6x 0, G. t-1.1._ >-- D. ?-E,e t- D. 9-&✓) yy - Z5 (11-- Yrs 2,02- -r--/- = .1 2_7"¢ = 9- mAiJ ( Pt t- Lt .frD. }'ErrD. ✓) PJ- - 16314" 17 z 11 4-4-'1' Vy0 , 657- `'o�-tt = 'Loo ors' U it- A art I 0Z4- EW4 2 `lam " P72IH76p 51/ 3 At7/titFb ie - Q• '� rX D. 9 r LIT-,,,,,„ y t ti P0N'tthtvc, /mac -- /� „7 ,t' 5-‘,4 " 21b0pri- , v-4-1 wlot; l'lL PI - / 5p9 2 rF ---.1,—riel �I = j, � � 4)0 = 3a " V vt = t, `l2-4- ✓a. qstc s /4- PJ" /314.1 5-ttte-702 Mid = 2 / c `4 ,,,> ✓n4 'Pflh s (/. 4' f/ pi AA I afghan associates.inc. (Jt/ S-77/4-712— By: ✓,•4 Date: / 1/2-/ ENGINEERING �-r 4876 SW GriffithDrive I suae 300 t eea a rta,.OR 197009- Project No.: f► l 2-0 503,6203030 I tel 503 B20.5539 I fax /� www,aaieng .com Sheet: {✓ of: SIMPSON Anchor Designer TM Company: Date: 10/31/2018 Software re Engineer: Page: 1/5 Strong Tie Project: Version 2.6.6794.6 Address: Phone: E-mail: 1.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-08 Concrete:Normal-weight Units: Imperial units Concrete thickness,h(inch):6.00 State:Cracked Anchor Information: Compressive strength,fc(psi):3000 Anchor type:Torque controlled expansion anchor (Vey: 1.2 Material:Carbon Steel Reinforcement condition:A tension,A shear Diameter(inch):0.625 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):3.375 Reinforcement provided at corners:No Effective Embedment depth,her(inch):2.750 Ignore concrete breakout in tension:No Code report:ICC-ES ESR-3037 Ignore concrete breakout in shear:No Anchor category: 1 Ignore 6do requirement:Not applicable Anchor ductility::Yes 4 t ttt 1 ' Build-up grout pad:No hmin(inch): 5.50.. ?.- I r"f ;;15 0 ca.(inch):7.50 Base Plate C.A.(inch):6.50 t f4 , e' f j Length x Width x Thickness(inch):3.00 x 12.00 x 0.38 Smin(inch):5.00 �p fie' Recommended Anchor Anchor Name:Strong-Bol88 2-5/8"0 CS Strong-Bolt 2,hnom:3.375"(86mm) Code Report: ICC-ES ESR-3037 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 '" Company: Date: 10/31/2018 SIMPSON Anchor DesignerTM Software Engineer: Page: 2/5 Strong-Tie Version 2.6.6794.6 Project: Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 9.2 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Strength reduction factor for brittle failure,(�1d: 1.0 Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: Nua[lb]: 1723 Vuax[Ib]:0 Vuay[Ib]:5145 Mux[ft-Ib]:0 Muy[ft-lb]:0 Muz[ft-Ib]: 32 <Figure 1> 1723 lb 3 Ib 4 5145 lb O lh -Y X w. 0 ft-lb O ft-lb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: Date: 10/31/2018 Software Project: Page: 4/5 wC7trong'-1'it@ Version 2.6.6794.6 Project: ® Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) V.(Ib) Vuay(Ib) I(Vuax)2+(Vuay)2(Ib) 1 861.5 64.0 2572.5 2573.3 2 861.5 -64.0 2572.5 2573.3 Sum 1723.0 0.0 5145.0 5146.6 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib):1723 Resultant compression force(Ib):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 Y 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 01 -�"" 02 x 4.Steel Strength of Anchor in Tension(Sec.115.1) N.(Ib) 0 6Nsa(Ib) 19070 0.75 14303 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5,2) Nb=kcAVPchor'5(Eq.D-7) kc A, f'5(psi) hor(in) Nb(Ib) 17.0 1.00 3000 2.750 4246 0.750d0N0g=0.750d0(ANS/ANoo)Y'ac,N'f'a,NYc,NSf Sp,NNb(Sec.D.3.3.3,D.4.1 &Eq.D-5) ANc(in2) AN.(in2) Ca,min(in) yec,N f ed,N PC,N VcpN Nb(lb) 0 0.750d0Ncbg(Ib) 117.56 68.06 - 1.000 1.000 1.00 1.000 4246 0.75 4126 6.Pullout Strength of Anchor in Tension(Sec.D.5.3) 0.754dgttNpn=0.75¢d0Vb,,p2Np(fc/2,500)"(Sec.D.3.3.3,D.4.1,Eq.D-14&Code Report) `Ic,p A. Np(Ib) re(psi) rf 0 0.75¢d¢Npn(Ib) 1.0 1.00 3877 3000 0.50 0.65 2070 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. ir_- Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 1 SIMPSON Anchor Designer TM Company: Date: 10/31/2018 Software Engineer: Page: 5/5 Strong-Tie Project: Version 2.6.6794.6 Address: le Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec.D.6.1) Vsa(Ib) Ofix.,1 9$ Qrgroui0Vsa(Ib) 9930 1.0 0.65 6455 10.Concrete Pryout Strength of Anchor in Shear(Sec.0,6,3) 0.759$d0Vcp=0.759$d¢kwNcb=0.750dq$kcp(ANc/ANco)V'ed,N'Yc,NY'cp,NNb(Eq.D-30) kcp AN.(in2) ANco(in2) V'ed,N V'c,N V'cp,N Nb(Ib) 9$ O.750d¢Vq,(ib) 2.0 58.78 68.06 1.000 1.000 1.000 4246 0.70 3851 11.Results Interaction of Tensile and Shear Forces(Sec.R0,7) Tension Factored Load,N.(Ib) Design Strength,mN.(Ib) Ratio Status Steel 862 14303 0.06 Pass Concrete breakout 1723 4126 0.42 Pass(Governs) Pullout 862 2070 0.42 Pass Shear Factored Load,V.(Ib) Design Strength,aV„(ib) Ratio Status Steel 2573 6455 0.40 Pass Pryout 2573 3851 0.67 Pass(Governs) Interaction check (N„./0Noa)5/3 (V„e/0V4m3 Combined Ratio Permissible Status Sec.RD.7 0.23 0.51 74.4% 1.0 Pass WO CS Strong-Bolt 2,hnom:3.375"(86mm)meets the selected design criteria. 12,Warnings -Per designer input,ductility requirements have been determined to be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com /6 e v/vfvE cT7rN PET/01- s inix = 3 7 5 8 51e 3 $16 '4 Vrr - 9t7 1l .P14 x !- rll L5F ✓0 D Arl y N41 : pm Ole 5ff 4cr 1lv pgr A-t mnl1 1- 14 - 1 3 Z 5 Nb/v — S172uc 4/212. (, , utiloov rr-,pvcrfrxs) vt nfv4 1:-(1. /`.1 I. a fll2. , _ Ivo = V/, 3 =A 7.3-. pin /c/ 3/8-D6. • STIR iill a E.. to N tv e-t-rT w-1 To /e 15 : / et, /tv mel, ifiNe ivy 9 P. K V, TOwEu = 3. zX T = 1. 21z ) Ira c1l trnr ' ¢ t/ 'I `A"l�. _ // 13 x- milli'l ir\4 r/4„, r '11,0 eth4 16T- 3 Gfl jppt4t N4 -bW + 5,/` s > 6° 11 3MtH. 4 .- 3u oT. "-- -- iff3) , , 1 / , ; i-5)77:HiLs? Rnbz .r z7.4t,Z8) z (1 f� ( 5i ,3 2 /V1 G 6)( 2,a 51PIN4 VW 611 /Ncy. AAI! afghan associates,inn 1/4/6, fa. 6-' ",,g-f j7 S By e d Date: ///Z41 ENGINEERING 0-f. d_ 487sswGriffith flmeIsuae3oo1e Beaverton. Project No,:_ll !_ 2 0 1�' 503.6203030 I tel 503.620.5539 I fax f I www.aaieng .com Sheet: [ of: e0NA,ncp°/v DST Ls = CrietNGFre_ CD/VN&CT/PJy To Flom of ft"Nn, -5 I J'• -1 F A-_s 0 / -rvD/1v4 c 3 ---r j s , 5q1G (PL t GG t . ?F f-. ✓) Vmii 0 t4/ U7 = 1. t` , ,/,, A 0K r A: -----r L wria Gre,pp,,,,t 4 36 ./ 7yv17. VZ k. rkt /iv sr. it* r ?D1VNSCno,y ar ekirmvar7.c 77' e/`/G( /'tJ47'( s PL- t L L f- . 3'rx t E : cif: € j f-- f k t X D ~ -I' i 6't V ' , 024- { 1---a . . 1'1z (2) V -17 0 = 3. 4,0l 14----e -, 211 1 '(Z 5h 11'Z V2- .- , i q 2 p L t Lt. t- -?"-✓. 71 L'rrr rn -1 Z't t 3 1/1-A-rte = /7-57 Pi -- 815 1/15 (4- ' k F Fp) VA' = , / 2/ 7-1:1/-17, B 0 0, b) - 5"2Z r - Vel = 130 (_ ' G B51/ ' 1.5-r. fou °w7Nc ,�, Fri 1 pi AA I afghan associates,inc. jL2 ST74-i ii__s By: get Date: /D/3 ENGINEERING 4876 SW GtlMltt DMe(Sufte 300 1 Beaverton,OR 1 97005 6544- Project No.: AI8.298 503520.3030 1 tel 503.620.55391 fax www,aaieng .com Sheet: 1 `-- of: off/ivnf2 �b CNr�r (c©1vr) • 1 7v/vEL- Co/vNEcOMs 1IvIFI 146 bm-r' vfirvP/rvq 5' (1) rivvrx ! 7876 I7L t LL f--, 9-4 Vx 513 (PERAl i rrF2 '/3 irvc. on ,4 ) T = l7-si (z) f= 8 71 DL f Lc t- , 7-Ex r . VX 2 3 1-0 1 T (.3) r' = 3'282 P V = 3 �-q T — �b w/N� 6 dog"oc,ryr (1 ) V1�o�r = / 11 3r! s��- �5D s/3 5 7-//3Dtr ' 474- t 2'7Z t-44- = 55-o 3�i 14 ( ) V113pLr r 14:3 / ) s/3 q45 6/4- !�- r. 4-12 + 4 2 5 t- 32 - q 4 9 ( ) (---_- ) r 1"/too ��iJ � /4-aO ( I/1,8©1-r- / 21 b ( /iI.k ) /7 41 r/,80 l- r 4 5"s t 47-1- 13 = S! 5 Z O o /a s a �1 M1So/v sri o't1G l3©a- 2! ( 3/#" D/4-/ 5 '/. G 74De7)) fiii-12-= /050 (601v) /4-00 (r,✓/ S 7sem«) Un,L11 = 2410 (ae4v) (IA/ re-75i%110 AAafghan associates,inc. (JL 2 STA-712s- By. Date: Id/ 3/ ENGINEERING A-�v!� �t 48766W GMFIh Drive Suite 3001 Beaverton,OR t 97005 / Project No.:/'1. al,is - - 503.620.3030 I lel 503.620.5539 I fax www.aaieng.com Sheet: / 3 of: 1'l- ivtz, 77) two 2 Pt 110147112/A/ s .a06-&-P-@ //Y "a I l"mzei c Et 7D tetrtf`✓ 3 (I) rm/t = 803 PL1Lc. t , SEXt; �E✓ V = 0 T" 04- (z ) f = 4151 pc tIL, t , ¢ t, rFv U - o TM.►x = l 5 ( f rcc- V = o 7-- _ 7- 3 2 A = 4 4) Ploo,, Li-Tynitvq . (gifoc. etA9 l) t3 Z04-8 �i if 1, 30 ) 513_ r/ r = 1024- t -= /03o 33' l4-00 (2) V1 13icr = 0-38 8 514 �l3 /-38 rii361r = 84 / t 381- = 33111 /253r ( 1—e f 141 ( ) v1/361r' = lel. 1713a Gr 5rn• pAI 6T,y � -- - , r, j rizo es v rieox LA - s /Alp. AAIafghan associates,inc. 5x 125 By:ee Date. /11/1;/ ENGINEERING Project NO.: jes-0 , 4875SWGriffahDrive{Saila300{Beaverton,ORt97005 503.620.3030 I lel 503,620.5539 I fax y� www.aaieng.com Sheet: # i of: PD Sr 4- Cc/Af72DRrht, e---/-4-7L. S. DpnDN J 1112 " S6H- 4D .: d.¢2 r ©. b . - 1-9b MAT spitz!n/4 = ¢' P = 2iD °' /71:¢Z ri D. 2-K 146bl = 8. evil: ✓II' /v ale 13v71N s?.) /2 l 'L1 = t Ile le/rr 1/4-1( 14. DpnDty Z - 1 %' X51720 O. 313 D. 12 = 1. 4, bjr Hnin. = �. 2 ¢ ''1L ( Z '1. L/blc) t/&t, & = S. 2 / Sin S ' 2 . /LP to ' p3erlit 77,i, N voe FM-A146 13nrp CIZ : F 144. a/f tp. it4,71n "1 L4L (b 6 is (DN sem) t1(, 5/1G r=a �" F 41112g7 IV - / S" VP/4 I//VDPI Tiey 5'T /`mr n Gr N126/4-f,/'/ r D!' Tar tin,r St?pl- "lvePG Nkt-ci7ivy s IZ(mM /v 1 N q P/p e /2/in/N vv/v t"cn oil/s -&412 /31' dii,s-E7eg AAIafghan associates,inc. 3-77)-11 s By: al Date: ip/a 1 ENGINEERING Project No.: 182DB l^ 4675 SW Griffith Dave t Suite 300paav«ton,OR 4617005 503820.3030 I tel 503.620,5539 I fax www.aaieng .com Sheet: IS of: 1111144 a pr ' ' ► I 0 0 f kNumber: �" TM Originally Issued: 01/18/2012 Revised: 04/13/2018 Valid Through: 01/31/2019 TABLE 2—ALLOWABLE TENSION AND SHEAR LOADS FOR THE STRONG-BOLT®2 WEDGE ANCHORS INSTALLED IN FULLY GROUTED CMU CONSTRUCTION1.2,3 ANCHORS INSTALLED IN THE FACE OF FULLY GROUTED CMU CONSTRUCTION ANCHOR EMBED-INSTALL- ANCHOR LOCATION" ALLOWABLE LOADS FOR ANCHORS DIAMETER MENT ATION (inches) INSTALLED AT DISTANCES z CRITICAL (In.) DEPTH' TORQUE (In.) (ft.—Ibf.) EDGE DISTANCE,cart AND CRITICAL SPACING,sw, (Ibf) Edge/End Distance Spacing Tensions.' Shear" Critical, Minimum, Critical, Minimum, Clot Cmro Sa, Awn 1/a 13/4 4 12 2 8 4 230 300 3/e 25/8 20 12 4 8 4 435 775 1/2 31/2 35 12 4 8 4 530 1,010 'Is 431.a�._. _ 5_5 20 4 8 ,..----,r..-. ,, ..ter .�_--_,,,. 4-. 890 1 Z6a.. 3/4 5'/a 100 20 4ry 4 1,050 2,490 ANCHORS INSTALLED IN THE-TOP OF LY GR.r D CMU CONSTRUC ANCHOR EMBED- INSTALL- ANCHOR LOCATION' ALLOWABLE LOADS FOR ANCHORS DIAMETER MENT ATION (inches) INSTALLED AT DISTANCES Z CRITICAL (in.) DEPTH' TORQUE END DISTANCE,c, (In.) (ft.—lbf.) CRITICAL SPACING,s,, MINIMUM EDGE DISTANCE,c,„1,,, (lb/ End Distance Spacing Edge Tension" Shear Shear Distance Perpendicular Parallel to Critical, Minimum, Critical, Minimum, Minimum, to Wall" Wall" Cart Cmrn Soft Smm C,tlp, 1/2 31/2 35 12 4 8 4 1% 415 235 670 5/e 43/, 55 12 4 8 4 1% 640 275 770 For SI: 1 inch=25.4 mm, 1 psi=6.89 kPa, 1 lbf=4.48 N. 'Tabulated loads are for anchors installed in fully grouted CMU wall construction consisting of materials in compliance with Section 3.2 of this report.The specified compressive strength of masonry,f",,,,at 28 days shall be a minimum of 1,500 psi. 'Allowable loads are based on periodic special inspection being provided during anchor installation.Special inspection requirements shall comply with Section 4.3 of this report. 'Allowable loads may be increased in accordance with Section 5.3 and Table 1 of this report, where permitted by the IBC or its referenced l standards. �--� 'Embedmen deptsured from the outside face of the masonry to the end of the mandrel. 'Critical and minimum edge distances and critical and minimum spacing shall comply with this table. Figure 2 of this report illustrates permitted and prohibited anchor positions.Critical edge distance and critical spacing are valid for anchors resisting the tabulated allowable tension or shear loads.Table 3 of this report tabulates allowable tension and shear load reduction factors for anchors installed between critical and minimum edge distances and spacing. 'Anchors shall be installed a minimum of 11/4 inches from vertical head joints and T-joints.Figure 2 of this report illustrates permitted and prohibited anchor installation positions.Section 4.2 of this report provides additional installation details. 'Tabulated allowable loads are based on a factor of safety of five(5). 'Critical and minimum end distances,critical and minimum spacing,and minimum edge distance shall comply with this table and Figure 3 of this report.Critical end distance and critical spacing are valid for anchors resisting the tabulated allowable tension or shear loads.Table 3 of this report contains allowable tension and shear load reduction factors for anchors installed between critical and minimum end distances and spacing. 'Embedment depth is measured from the top of the masonry wall to the end of the mandrel. Page 5of7 /47 11114t, EVALUATION REPORT Number. '240 To Originally Issued: 01/18/2012 Revised: 04/13/2018 Valid Through: 01/31/2019 4°minimum edge distance ( s"to:Ye dia.anchors) 2"min.edge distance (W die. anchor) Critical edge distance ir (see load table) Installation In this area for reduced allowable load capacity )1k ,.1116...h... 4411. loho., ' - i \ j..... 4'minimum end distance pre '' .� ( s'to fid'dia,anchored 2"min, end distance ��,//�1 /AA ('J"dia, anchorT * ACritical end / Of ,1/00 distance A00 "47 A *---/----1)--s— see load table) lA" 1. ° 1#1:111// 75A4r #,4A7 /gIt within 11A" tote i / .1lt1 1q .1k - head joint Installations in this area for full allowable load capacity FIGURE 2—STRONG-BOLT®2 WEDGE ANCHOR INSTALLED IN THE FACE OF FULLY GROUTED CMU CONSTRUCTION Shear 1 3/4"EdgePerpendicular t to wall a ) r . 0 o p. �� �� Shear ,) , o .,,. End 4 Paralleler �p ° . •o . O•-- to wall °0 G FIGURE 3—STRONG-BOLT®2 WEDGE ANCHOR INSTALLED IN THE TOP OF FULLY GROUTED CMU CONSTRUCTION Page 7 of 7 14 Pe,- ¢ L r yr ; w� tz i s -A-revez. 1r rF st ?Fp 1.1472s U ' Gy�L/ - /• / 9- it _ // 9pcf. Pt - 4-0 Sr7c 11 c_ ' 10/30 Fp _ ,. / Or" Pp/pp ) D. 2/ G e0/1/17201-4: Nprr: d't7[Mr Gth,p = / p - hi XII . 9' /Mr; /3r 47, c- CI tv7 • r/2(/fns/p,7 s 4 Crnr ruin,_ T H-47' Jrm,2 1 _: v/L f#/2 s")7, . • I e-PCc 2 P 1-g7Vp/rY4 174-fin J A-7l2 4 _J. ©/C h .r • r a7V1 Jf4f atfr7wc. S C ,rtr I1 1' /214"1- /2E crittn • eDNN Cnh,y VF7217c s: 5-7-721 N G E72- To SGS- GieirpE- Y = a) 7- 1/I/ 13V /NS?. 51 o.4 PREViotAStY P yr-47 g V/ot' /'y '13ft7 77 IN 6 sTA-7 k 5. (W m & x V P L , / 36 o63- . o60 (1) pc r- ttr fix rte" , T0 b 4. 536 / 259 /3) her1M"?- , ?f,/ 45•o g, 7 , boo /b) AMI 111 afghan associates,inc. JL 1z ST/ s By; C%41 Date: l // ENGINEERING #sP / �ZD1�, 4875 SW Gatti Drive Suite 300!Beaverton.ORI 97005 �O• 503.620.3030 I lel 503.620.5539 1 fax /�Q www.aaieng.com Sheet: / v of: p Com anY OF ai!' r-or, Designer Nov 1,2018 11:16 AM 4 ` ,dJob Number Checked By: TECHNOLOGIES Model Name . Hot Rolled Steel Properties �........... . 2b�1 _.�.. , E tksj G mil Nu Them 01E,eDe tytklft., Yiold[ksi1 Ry Futksij Rt 1 A992 _ 29000 11154 .3 .65 .49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 .3 .65 ,49 36 1.5 58 1.2 3 A572 Gr.50 29000 11154 .3 .65 .49 50 1,1 65 1.1 4 A500 Gr.B RND 29000 11154 .3 .65 ,527 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 , 1.4 58 1.3 6 A53 Gr.B 29000 11154_ .3 .65 .49 35 1.6 60 1.2 I7 A1085 29000 11154 .3 .65 .49 50 1.4 65 1.3 Load Combination Design . eScriptio_n_ ASIF CSL 8 1� ..S LvL a ;• . • . i ...0 .1 _1.-Matuaty l�ih g u inor Cms.., -._ dead . Yes Y. s Yes Yes Ye Ye - es 2 live Yes Yes Yes Yes Yes Yes Yes Yes 3 .seismic Ex Yes Yes Yes Yes Yes Yes Yes Yes 4 - ..it - - - - _ Yes Yes Yes Yes Yes_ Yes . Yes Yes 6 D+L Yes Yes Yes Yes Yes Yes Yes Yes D+�-+Ex Yeg_ Yes Yes Yes Yes Yes Yes Yes 8 D+L+Ez , Yes Yes Yes Yes Yes Yes Yes Yes 9 Yes Yes Yes Y- Yes Yes Yes Yes 10 120L+ 1.QL+ 1,OEx+ 1,0Ev Yes Yes Yes Yes Yes Yes Yes Yes Envelope AISC 93th(360--05):ASD Steel Code Checks Memb: -.•4 •, • . • i Show t ...I,oef Dir LC Pncl enttorrl..tt5j yy MnvJom /o Cb Ewan 1 M1 C12x20.ff,1 0 4.715 : .032 8.875 y 7 127.428 131.066 4.949 45.988 1.137 H1-lb 2 M2 C12x20, . .134 ,.068 8 .032 0 y 7 127.428 131,066. 4,949 45.988 1.135H1-lb 3 M9A C12x20 t.1 .109 .068 8 .8 9 8.878 127.42: 1 0.6 - 94• 4 .•:8 1 137 1-1. 4 M10A 012x20.° .227 :.875 7 .031 .925 y 8 127.428 131.066 4.949 45.988 1.136 H1-lb, 5 M17 08x11.. I ..76 ,.254 8 199 8.167 7 .8.•36 72.647 2.231 17.299 1.234 H1-1b 6 M6 W8x10 .423 T4.254 7 .098 7.997, y 8 78.767 88,623 . 4.071 21.87 1.382 H1-lb ker v77, diA. f D, RISA-3D Version 14.0.2 [F:\2018\A18208.00-JLR - Stair Engineering\structural\stair 5.r3d] Page 1 / 7 �lfi/77VN el_ lb CNl i4 Cool/YfC/7 dlY 1n1 Al-4- : VI- "Pot 5ifry,roN sa Z 4- - T�f-�t _ /050 lagm0 mi _i /¢/o ( FE7r/Hf c) ”17 (11cam►(y A Bit (i ) 1030c4- ^ ( 10 2,7 1- 3G L) if' /4023t4 /42 3 / 53¢ 5/1 T/�©�- _ /5 f 5/i '- d - 531-d � /D5)5.1 _ o (s ) I/7 f31t r = (I13 5 a a 7 2-lla - 1155 (//c533/9)dh f-(GG¢ )? 775114- y 4' 5 f- 5-k 7- 9- 3Z = (.(rf- I = D• ¢G ✓a!L l ) vale p3 y D/3 c (4`) /1 "p14-: ( s' 1/f1 F7) vl'OL L , 144 The 116-1 afrf14. Pb 1 it Po cr eA fvA/E crmy r J'/ r AI cr7717n 1-. IFI4i i t I afghan associates,inc. JL Cr"//Z S' By: eef Date: /1 ENGINEERINGS 4675 SW GM)Drive I Sude 3001 Beaverton,OR�97006 Project No: �8 �d it 503 620 3030 I tel 503.6205539 I fax f747www.aaien9_com Sheet: 4 of: 5r4-7re. pyo- 6 PEA-) Glitz, s 4D p rf- C SGO pE-v fj ifiT'f S} livr- 114P - /610pry- (Ly/ , - /, / I'l) - /20prik (fp til/N esIvi Ice) = 0, 2/b &p. rn /t775- 1 P/171/S vS 14)/L° .1721/1'46-7e- eN-r✓zx J'Er 12/14- RE-10141 C't 5 x 3 . 7 I t-�, Pc-7:c&--c/-70", 3 A4-27- ✓d!c .4 -� 3 e 'I fe c t.EK- `' Fuore FX — P/rvNFb em-r. Co/vive cnsry per-2114- x'1323 - ON- GR1t-ne-: X y 3, 4-i , I1z pt. r LL *, ?-ex r. 7-F" r Lt t , •3-E✓ -- l,?'38 , 21'4 std 4-5 e-awi t/4r t&-lvT Pvoni 4 t, P a7"I) s 1-755//7A ..e) = I, 57-` c /, S3'` /e i` X IV -- = l t5 p`-f. "A211 •� . s fn. 0 1� a �� ft 3 �l 1412' I/ri _ (, loo - 30 co 1/c /4• Eft=1. M u = "Ic ✓oic c/Ain / 5, Pk- 0141. - 5 " fr1 =" ,p11 " sr4 4914 P 6/it/aRI AAI afghan associates,inc. tl L'2 Sr ng-.5 By: eji Date: w///I/ ENGINEERING �/8� 64875 SW Great Dave t Suite 3001 Beaverton,ORI 97005Project No.: 503,62030301 tel 503.620.5539 1 fax www.aaieng.com Sheet: of: Company : Pm 10' * t Designer Nov 2,2018 e► 4 ,f Job Number Checked By: TECHNOLOGIES Model Name . Hot Rolled Steel Properties Lab E[ksij--(;.(;k 1 Nu Therm(11 E..DeneIty[k/ft, *JAW Ry_ Fu[ks j Rt 1 A992 ....w_ 29000 11154 .3 .65 .49 50 1.1 65 ..._._ 1.1 2 A36 Gr. 6 29000 11154 .3 .65 .49 36 1.5 58 1.2 3 A572 Gr_50 29000 11154 .3 65 :49 50 1-1 65 1.1 4 1.. 00 Gr.B R fl 29000 11154 .3 .65 ,527 42 1.4 58 1.3 15 A500 Gr.B Rect 29000 11154 .3 , .65 . 527 46 1.4 ._. 58 1.3 . 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(e/z. eitivAireppAi9 P.4 IN I rP4 4.... 7.4,e /C"Ai r:}-41 "--4. : (N P. 4" Nr)?NI) 4- 1.11 41101111111111.1P 1000P-- X I II 958 2115 34' I I Y • Paecr ce rme. ; 36 4 '1/ 2 = /P o s P I/= 76 55 34,09s'aif z = 4 71 --r • rote croNitt oto! rs to t / `Ile -3 • re-Ars1ok; /33 f- ¢2?- - Sbb T =--. 5'4,0 pi !AA I afghan associates,inc. J!42. s-r4s y ///2- t`-dd B : Date: ENGINEERING f$6 �i8Z08 4875 SW Griffith th Drive I Suite 3001 Beaverton,OR 97005 —-- Project No.: 503 620 3030 I tel 503.620.5539 I fax www.aaleag .com Sheet: let of: (10MVA/-- L rbe Elt (conn) 1 J w/ 13D11 ) ej Z Ci,viv cn►N ; (//"tr be-5-14/v fog //V ALE ,8104.r.) 1. .3..r h/7- = 065 r 6Z "L M - 0.5'3 2 I'!z 8 5if� x 771. I 1l¢ 1' 3eoyJ2 = lg051 -t- 1023 -) # 4?-1 t f37-5r r7NSSiD/v = l33 • B01,1' ci# i , : v- La 1, ` K- eolt4pl/v" : fnf - I, 3/ 161- 11e- Priv e 2fi va3) (a - 1) s� e47 1NN 4 : !- r I- 544/t F14 C 361tF„ _ l' 50- 01)(137-5)(59) ; . s(/- A91(. 37-5)(5o) ; 35- el? AA-M 5-C!2AA-M 3 (. 1'5) (. Z8v)(96)/2y / f} 4K14/c- • I7, C NA-.) onmc i" tir srr -v /3y /'v sy. ` to;4en- $oLrs Time my / s` (7) l3a1,r7 : v/cots i /day is„ ( , e6e ) sus /3/ ? tis I¢on d,iko 44. /33 , 3� "a p 3/1 V 8 '�1k !LHAA I afghan associates,inc. JG/Z- 5T7 7/Z.S' By: e`° Date: ///2— ENGINEERING Itt 4675 SW Griffith Drive Suite 3001 Beaver ,OR 197005 Project No.: I ff Z De 503.620.3030 I tel 503.620.5539 I fax www.eaieng,com Sheet: 5 of: 2 ' ,a 41, FOR OFFICE USE ONLY-SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of TigardN . • COMMUNITY DEVELOPMENT DEPARTMENT a Transmittal Letter TIGARD 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov �� TO: TO AA i�tj c �fi T T iZ DATE \ DEPT: BUILDING DIVISION VED MAY 2 0 2019 FROM: t�;�, CITY OF TIGARD BUILDING DIVISION COMPANY: - .►Z Lb Ce.),../5;-7Z(...)c1-1(....\-1 (� PHONE: (c-2-23 )_ � �!Z/2__ — • s BY RE: /O/Z w �. 1�ff7n/G,z<-,1 Ste. ,e>, , gip Lu, c �4 �- (Site Address) (Permit Number) k (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: kie , 8 Copies: Description: Copies: Description: z- '-, . Additional set(s) of plans. Revisions: Cross section(s) and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. �Z' Engineer's calculations. Other(explain): G iZ 5:, ,yl/rntz -rc.t- S ;Z� n °� REMARKS: 5 G-L 5/{v r' j)✓2/�/A./4,- t G Ytcr v�ATI v"j c. FOR OFFICE USE ONLY Routed to Permit Technician: Date: Initials: Fees Due: [ Yes ❑No Fee Description: Amount Due: � �v � e� $ IdB � . 1� ' Q er-c $( o ) Special 17 3 2 9\s---------- 0 s_-r - Instructions: Reprint Permit(per PE): ❑ Yes / ❑ No ❑ Done Applicant Notified: Date: 1� Initials: I:Building Forms\Tran mittalLetter-Revisions.doc 05/25/2012