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Report `"' 1 '00243 RECEIVE ///23 set) s DEC 26 2018 Arlo SUBMITTAL CITY OF TIGARD ITILDING , -TON CONSTRUCTION Extra Space Storage - Tigard Subcontractor: H30 Incorporated Submittal#: 37, Rev:0 Perlo Job Number: 1364- Date Submitted: 09/13/2018 Submittal Item: Stairs and Stair Calculations Please Respond By: 09120/2018 PROJECT SITE: PERLO CONSTRUCTION HAS REVIEWED THIS SUBMITTAL Extra Space Storage-Tigard DATE 09/13/2018 SIGNED Adam Smellev 11123 SW 68th Parkway REVIEW BY CONTRACTOR IS UNDERTAKEN SOLELY TO Tigard, OR 97223 SATISFY ANY OBLIGATIONS OF CONTRACTOR TO OWNER 9 AND DOES NOT IN ANY WAY RELIEVE SUBCONTRACTOR FROM HIS OBLIGATION FULLY TO PERFORM ALL APPROVER: SUBCONTRACT REQUIREMENTS,NOR SHALL SUCH REVIEW GIVE RISE TO ANY RIGHT OF ACTION OR SUIT IN FAVOR OF SUBCONTRACTOR OR THIRD PERSONS AGAINST RMG Architects CONTRACTOR. REVIEW DOES NOT EXTEND TO CONSIDERATION FOR STRUCTURAL INTEGRITY,SAFETY, Attention: Keith Moore DETAILED COMPLIANCE WITH CONTRACT REQUIREMENTS OR ANY OTHER OBLIGATION OF THE SUBCONTRACTOR. 19375 Beacon Lite Rd SUBCONTRACTOR IS FULLY RESPONSIBLE Monument, CO 80132 FOR CONFIRMING AND CORRELATING ALL DIMENSIONS; FABRICATING AND CONSTRUCTION TECHNIQUES; COORDINATING HIS WORK WITH THAT OF ALL OTHER GENERAL CONTRACTOR TRADES;AND THE SATISFACTORY PERFORMANCE OF HIS ENTIRE WORK IN STRICT ACCORDANCE WITH THE CONTRACT DOCUMENTS. App VO.Statr G. Lli - Perlo Construction D RE4ILi,LJ AS NL 1) ff,,NO EXCEPTION TAKEN Attention: Adam 5melley ❑ NOT REVIEWED ❑ SUBMIT SPECIFIED ITEM 16101 SW 72nd Ave, Suite 200 Submittals are Reviewed for cedormanm with design intent 3rd:,,er '<:I Portland, Oregon 97224 � \ compiiance with the Cen:ra:.Documentshoy. Resew,comments a.d or r :y,ncns does not relieve If e Cunlr ciar from 1 y�`,0 ' " compliari e with the 1�(r':_ "Oc. omen Pre Gem rector is resN(in ,bie V jK/V � )r. :n ng and correll'ir 5 I Y.'+ at 1 " iI C II)lerarL s I.oararces, U 6 of rnii e'aI processes tf?C a ands eat,u tc o,wnsniher trades and , � of m c',enals and methods,eo roc 3tltlr'J'.flUf�iJ'f(wltl!flthet and �v+ �` sba:n'rar ors.perfornwnce of wnh rn a tP and satisfactory manner and for .„---VI As �� t } 1 '' i prai r5se h trlE Corc! iT.uii,en(j. 1"`t V o'er' y Date 1 RMG - Rocky Mountain Group -Architects City of Tigard OFFICE COPv Approved Plans By na t 1-3 A i OR CCD 189245 LICENSED THROUGHOUT THE WESTERN UNITED STATES AZ ROC 293181 ` Evergreen Engineering Inc. H30-Tigard, OR Prepared by: E. Olds, El i 1740 Willow Creek Circle Extra Storage Stair&Landing Design Reviewed by: C. Kenny, PE Eugene, OR 97402 Job#3693.0.000 541-484-4771 7/23/2018 Pertinent Geometry as measured per client provided drawing Frame Geometry: Wstringers 44.25in Mending44.25in Llanding 44.25in -landing 11 T LiOWEr is ,1 Hu noer less � . ... bnper Llower 23-9375in Hiower 15.6875in LHSS 18.5in Lipper:= 158.1875in HHss:= 11.875in to the top of concrete Hipper:= 99.O625in Stair Plate Geometry: Wstair:= 41.25in Lstair:= 12.in t O.125in A := W Lstair——495- in2 stair' ' (lin• t3) 4 I:= = 0.0002• in 12 w„,,, 2 Z._ lin•t = 0.0039- in3 4 t t lin•t2 3 c:= — = O.O6. in r:= — = 0.O4• in 5x:= = 00026 in 2 12 6 Peed:= 0.49 kip ft Fy.stair:= 33ksi Raised Pattern Floor Plate; Material conforms to ASTM A786 1lpinetree2Nobs\Jobs 3676-370013693.0_H30-ExtraSpaceStorageStairDes13-Engr13-20-Calcs\Stair Design.xmcd 2/6 Evergreen Engineering Inc. H30-Tigard, OR Prepared by: E. Olds, El • 1740 Willow Creek Circle Extra Storage Stair&Landing Design Reviewed by: C. Kenny, PE Eugene, OR 97402 Job#3693.0.000 541-484-4771 7/23/2018 Loading Development Dead Load Self weight of stairs & attachments Live Load People Seismic Loads UseASCE7-10 SD5:= 0.726, 5pi:= 0.446, Si:= 0.424, and TL:= 16s from USGS Seismic Design Maps, assumed site class "D" Dead Load DLrail 16plf per client email dated 5/24/18 DLpiate= 6.15psf perAISC for 1/8" diamond plate fully enclosed treads in Wstair DLpiate.str DI-plate" 17.8125 ft - 2 = 15.69 plf dead load per foot to be applied directly to stringers in model Live Load LL:= 1OOpsf or LL,ona:= 3OO1bf on an area 2"x2" per ASCE 7-10, Table 4-1 Wstair LLstr:= LL• 2 = 171.88• plf live load per foot to be applied directly to stringers in model Seismic Load - Nonstructural Components (ASCE 7-10, Sect. 13.3) Max seismic loads will occur at the 4th floor where z/h:= 1.0 Where op:= 1, Rp:= 2.5, and 12:= 2.5 per Table 13.5-1 for"egress stairways not part of the building structure", Ip:= 1.5 per Sect. 13.1.3, and p:= 1.0 per Sect. 13.3.1 Fp.m� := 1.6. Sbs• Ip= 1.74 minimum required seismic design force factor per Eqn 13.3-2 Fp.min 0.3• Sps•Ip= 0.33 maximum required seismic design force factor per Eqn 13.3-3 0.4• op• 5D5 Fp:_ /R - (1+ 2. z/h) = 0.52 horizontal seismic design force factor per Eqn 13.3-1 P \Ip/ ELY := 0.2• p. Sps= 0.15 verical seismic design force factor \\pinetree2\jobs\obs 3676-3700\3693.0_H30-ExtraSpaceStorageStairDes\3-Engr\3-20-Calcs\Stair Design.xmcd 3/6 Evergreen Engineering Inc.iii H30-Tigard, OR Prepared by: E. Olds, El 1740 Willow Creek Circle Extra Storage Stair&Landing Design Reviewed by: C. Kenny, PE Eugene, OR 97402 Job#3693.0.000 541 484 4771 7/23/2018 Frame Summary Use C12x20.7 for stringers and landing Use HSS 4x4x.25 for support on floors 2 and 3 Use L4x4x0.25 anchored to filled CMU walls i -Qs . -07 Coda Chen. Sheet Check (Env) (Env) N0 a �' Na Calc >1.0Clc >1.0 I 90-1.0 .90-1 0 �'1.90 -.30 50-.75 .50-.75 0.:50 0-S0 cP 1 � gif 9 ; 07 .+:5 .00 o �? O o ,07 k& UCmax.bend 0.204<_ 1.0 =_> adequate UCmax.shear:= 0.070 1.0 =_> adequate Deflection Limit Check per IBC15, Table 1604.3: Under live load, deflection must be limited to 1/360 Minimum actual LL ratio = 2300 Under dead load + live load, deflection must be limited to 1/240 Minimum actual DL+ LL ratio = 1759 Plate Summary (1):= 0.9 perAISC Fl (I)Mn 4• Fy.stair• Z= 0.12• kip • in perAISC F11-1 o• 41Mn Wstair ffallowable = 44.55 ksi allowable = 0.41. in perAISC Table 3-18 I 100 cractual.max 5.914ksi .Aactual.max 0.348in Plate 6actual.max Vol rues Sot UC:= = 0.13 ==> adequate 1sI (LC2l Gal towable 44.8 40.3 35.3 Aacmal.max UC:_ _ 0.84 ==> adequate 268 31.3 allowable 22.3 x:e 13.3 8.8 Use 1/8" diamond plate fully enclosed treads 4.3 -2 Note: a concentrated load applied to a 2"x2" area results in a max Von Mises Stress of 3.495 ksi, therefore the uniformly distributed load controls. \\pinetree2ljobs\Jobs 3676-3700\3693.0_H30-ExtraSpaceStorageStairDes\3-Engr13-20-Calcs\Stair Design.xmcd 4/6 Evergreen Engineering Inc. H30-Tigard, OR Prepared by: E. Olds, El RV 1740 Willow Creek Circle Extra Storage Stair&Landing Design Reviewed by: C. Kenny, PE • Eugene, OR 97402 Job#3693.0.000 541-484-4771 7/23/2018 Anchorage Design per MSJC Sect. 9.1.6 8"x8"x16" CMU walls per client provided drawings where f'm:= 1500psi per minimum requirements of Sect. 9.1.9.1.1 Use a KWI K HUS-EZ Anchor with a 3/4" diameter embeded at least 1111. 6-1/4" and located more than 1" away from any vertical joint. U � ' 1 # + i II si IL ,lu _ I � i j 1 Ps:- 5901bf Pt:= 20351bf per Hilti Technical Bulletin 3.3.6, Table 30 VS:= 26371bf 4 (0.92 r:= c:= cfcct:= linterp(r,c,9) = 0.99 10, ` 1 , Vt:= 34851bf• cfact= 3438.53 Ibf per Hilti Technical Bulletin 3.3.6, Table 31 Vs UCaxial:= Ps = 0.29 =_> adequate UCshear = 0.77-_> adequate Pt Vt 5 5 UCcamb (UCaxial�3 + (UCshear�3 = 0.77 =_> adequate per Hilti Technical Bulletin 3.3.6 Sect. 3.3.6.3.3 Bolt Connection Summary perAISC, Sect. J3 1 36" -4_ , Using dbolt:= 0.75in with 13/16" standard holes 2" { 16" { 16" { 2" { Fy.bolt 50025psi per Hilti Technical Bulletin t:= 0.25in thickness of the connected material F„:= 58000psi tensile stress of the connected material L�:= 1.59375in clear distance between the edges Geometry Restrictions: 8 smin dbolt•• 3 = 2. in minimum spacing per Sect. J3.3 dedge.min tin minimum edge distance per Table J3.4 \\pinetree2ljobs\Jobs 3676-3700\3693.0_H30-ExtraSpaceStorageStairDes\3-Engr\3-20-Calcs\Stair Design.xmcd 5/6 Evergreen Engineering Inc. H30-Tigard, OR Prepared by: E. Olds, El Fir 1740 Willow Creek Circle Extra Storage Stair&Landing Design Reviewed by: C. Kenny, PE Eugene, OR 97402 Job#3693.0.000 541-484-4771 7/23/2018 Tensile and Shear Strength of Bolts: Verified per Hilti Technical Bulletin 3.3.6 Table 4 q�N:= 20.810kip cpV:= 9.995kip 6.935kip Ps= 0.59• kip Vs = 2.64• kip UCNPs = 0.03 ==> adequate UCVs := = 0.38 =_> adequate 4)N v �Useis Bearing and Tearout at Bolt Holes: := 0.75 per Sect. J3.20 �Rn.b:= cp' 2.4 dbolr t• F„= 19.57• kip available strength for the limit state of bearing per Eqn. J3-6a • 1.2. Lc• t• F„= 20.8• kip available strength for the limit state of tearout per Eqn. J3-6c Vs Vs UCb:_ = 0.13 ==> adequate UCt:_ — = 0.13 ==> adequate ORn.b (I)Rn.t Weld Connection Summary perAlSC, Sect. 8 (1):= 0.75 per Eqn. 8-1 Minimum size of fillet welds = 1/4" per Table J2.4 D:= 4in weld size in 16ths of an inch L:= 2in FE70:= 70ksi to match structural requirements per client provided drawings I\ 1D 41.42n= 0.6 FE70 . —/ . L= 11.14• kip strength per inch of weld per Eqn. 8-1 Max weld force 2 ,16 r occurs here Rn� 4.812kip UC ma— =x 0.43 ==> adequate weld cl)Rn Therefore all other welds okay by inspection Use 1/4" welds at least 2" long j i / ! / \\pinetree2\jobs\Jobs 3676-370013693.0_H30-ExtraSpaceStorageStairDes\3-Engr13-20-Calcs\Stair Design.xmcd 6/6 10 of'26 Y Z X � �fiM� . 641114440 /,, ',':::/ f # / 9 :::1 ‘, I I I : Ii$$$ Ib/ft -171 .8751b1ft � Or � V Ill • I -17 - r: •°4 .75Ib/ft I r 1 .8751b1ft 1110 \ 8/5ib I <O �'�ra tW J ✓ ,.ICE. Loads: BLC 2, LL Evergreen Engineering, Inc SK- 3 E. Olds, El H30 Stair Design July 23, 2018 at 3:55 PM 3693.0.000 LL Stair Design.r3d 11 of 26 Z X • 6.47btfbiT91bft 91b/ft Loads: BLC 3, ELX Evergreen Engineering, Inc. SK-4 E. Olds, El H30 Stair Design July 23, 2018 at 3:55 PM 3693.0.000 ELX Stair Design.r3d 12 of 26 Y Z X ► '0 -4.753t7ft531b/ft/ ► -4.753j7fp31b/ft -4 0 ‘ 1400 0°' \'' 4 A 0 Loads: BLC 4, ELY Evergreen Engineering, Inc SK-5 E. Olds, El H30 Stair Design July 23, 2018 at 3:55 PM 3693.0.000 ELY Stair Design.r3d • 13 of 26 Z X i ms ' c 9Ib/ft i 6.479Ib/ft is .,79I b/ft Loads: BLC 5, ELZ Evergreen Engineering, Inc SK-6 E. Olds, El H30 Stair Design July 23, 2018 at 3:55 PM 3693.0.000 ELZ Stair Design.r3d 14 of 26 Z X if 4441 Loads: BLC 6, Conc LL1 Evergreen Engineering, Inc. SK- 7 E. Olds, El H30 Stair Design July 23, 2018 at 3:56 PM 3693.0.000 CONC. LL 1 Stair Design.r3d • 15 of 26 X -.3k 34�' t y 4{' iikxt fif��� x ` 1 k fi Loads: BLC 7, ConcLL2 Evergreen Engineering, Inc SK- 8 E. Olds, El H30 Stair Design July 23, 2018 at 3:56 PM 3693.0.000 CONC. LL 2 Stair Design.r3d • 16 of 26 X ��t{I d#u x?ai IF -.3k Loads: BLC 8, ConcLL3 Evergreen Engineering, Inc SK-9 E. Olds, El H30 Stair Design July 23, 2018 at 3:56 PM 3693.0.000 CONC. LL 3 Stair Design.r3d • 17 of 26 Company : Evergreen Engineering, Inc. July 23,2018 .* Designer : E.Olds, El 4:04 PM Job Number : 3693.0.000 Checked By C. Kenny, PE Model Name : H30 Stair Design (Global) Model Settings Display Sections for Member Calcs ' 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh (in^2) _ 144 Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration (in/secA2) 386.4 Wall Mesh Size(in) 24 Eigensolution Convergence Tol. (1.E-) 4 Vertical Axis Y Global Member Orientation Plane XZ Static Solver '. Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th(360-10): LRFD Adjust Stiffness? Yes(Iterative) RISAConnection Code AISC 14th(360-10): LRFD Cold Formed Steel Code AISI S100-12: ASD Wood Code AWC NDS-15: ASD Wood Temperature < 100F Concrete Code ACI 318-14 Masonry Code ACI 530-13:ASD Aluminum Code AA ADM1-15: ASD-Building AISC 14th(360-10):ASD Number of Shear Regions 4 Region Spacing Increment(in) 4 Biaxial Column Method Exact Integration Parme Beta Factor(PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? No Bad Framing Warnings? No Unused Force Warnings? _ Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR_SET_ASTMA615 Min% Steel for Column 1 Max %Steel for Column 8 RISA-3D Version 16.0.5 [\...\...1...\...1...\3-Engr13-20-Calcs\Stair Design.r3d] Page 1 18 of 26 Fnlp Company : Evergreen Engineering, Inc. July 23,2018 Designer : E.Olds, El 4:04 PM Job Number : 3693.0.000 Checked By. C. Kenny, PE Model Name : H30 Stair Design (Global) Model Settings, Continued Seismic Code ASCE 7-10 Seismic Base Elevation (in) Not Entered Add Base Weight? Yes Ct X 1 .02 CtZ .02 T X(sec) Not Entered T Z (sec) Not Entered RX 2.5 .R Z 2.5 Ct Exp.X .75 Ct Exp. Z .75 SD1 .446 SDS .726 Si 424 TL (sec) 16 Risk Cat I or II Drift Cat Other Om Z 2.5 Om X 2.5 Cd Z 1 CdX 1 Rho Z 1 Rho X 1 Hot Rolled Steel Properties Label E[ksil G[ksi] Nu Therm(E5 F) Density[k/ft^3] Yield[ksi] Ry Fu[ksi] 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 7 A1085 29000 11154 .3 .65 .49 50 1.4 65 1.3 8 Massless 29000 11154 .3 .65 0 36 1.5 58 1.2 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rul... A pn2] lyy[in4] Izz[in4] J [in4] 1 Stringers C12x20.7' Beam Channel A36 Gr.36 Typical 6.08 3.86 129 .369 2 Landing C12x20.7 Beam Channel A36 Gr.36 Typical 6.08 3.86 129 .369 3 L L4x4x4 Beam Single Angle A36 Gr.36 Typical 1.93 3 3 .044 4 Beams W12x16 Beam Wide flange A992_ Typical 4.71 2.82 103 .103 5 HSS HSS3x3x3 Column RECT A500 Gr.B Rect Typical 1.89 2.46 2.46 4.03 6 Dummy Hss2x2x2 Column None Massless Typical .84 .486 .486 .796 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point DistributedArea(Me... Surface(PlateiWall) 1 DL DL -1 12 2 LL LL 6 RISA-3D Version 16.0.5 [1...\...\...1..\...\3-Engr\3-20-Calcs\Stair Design.r3d] Page 2 19 of 26 Company : Evergreen Engineering, Inc.r July 23,2018 Designer : E.Olds, El 4:04 PM Job Number 3693.0.000 Checked By.C. Kenny, PE Model Name H30 Stair Design Basic Load Cases (Continued) BLC Description Category X Gravity Y Gravity Z Gravity Joint Point DistributedArea(Me... Surface(PlateIWall) 3 ELX ELX .52 12 4 ELY ELY -.15 12 5 ELZ ELZ .52 12 6 Cone LL1 OL1 1 7 ConcLL2 OL2 1 8 ConcLL3 OL3 1 9 1k OL4 _ Load Combinations Description So...PDelta S... BLC Fac... BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BL_C Fac...BLC Fac...BLC Fac...BLC Fac... 1 1 Strength 2 IBC 16-1 Yes Y DL 1.4 3 IBC 16-2 (a) Yes Y DL 1.2 LL 1.6 4 IBC 16-5 (4Yes Y DL 1.2 ELY 1 ELX 1 LL .5 5 IBC 16-5 (b) Yes Y DL 1.2 ELY 1 ELZ 1 LL .5 6 IBC 16-5 (c) Yes Y DL 1.2 ELY 1 ELX -1 LL .5 7 IBC 16-5 (d)_Yes Y DL 1.2 ELY 1 ELZ -1 LL .5 8 IBC 16-7 (a) Yes Y DL .9 ELY -1 ELX 1 9 IBC 16-7 (b) Yes Y DL .9 ELY -1 ELZ 1 ' 10 IBC 16-7 (c) Yes Y DL .9 ELY -1 ELX -1 11 IBC 16-7 (d) Yes Y DL .9 ELY -1 'ELZ -1 12 IBC 16-5(os-a)Yes Y DL 1.2 ELY 1 '0... 1 LL .5 13 IBC 16-5(os-b)Yes Y DL 1.2 ELY 1 0... 1 LL .5 14 IBC 16-5(os-c)Yes Y DL 1.2 ELY 1 0... -1 LL .5 15 IBC 16-5(os-d)Yes Y DL 1.2 ELY 1 0... -1 LL .5 16 IBC 16-7(os-a)Yes Y DL .9 ELY -1 0... 1 17 IBC 16-7(os-b)Yes Y DL .9 ELY -1 0••• 1 18 IBC 16-7(os-c)Yes Y DL .9 ELY -1 0... -1 19 IBC 16-7(os-d)Yes Y DL .9 ELY -1 0... -1 20 21 Strength w/Co.. • 22 IBC 16-2 (a) Y DL 1.2 OL1 1.6 23 IBC 16-5 (a) Y DL 1.2 ELY 1 ELX 1 OL1 .5 24 IBC 16-5 (b) Y DL 1.2 ELY 1 ELZ 1 OL1 .5 25 IBC 16-5(os-a), Y DL 1.2 ELY 1 0... 1 Ou .5 26 IBC 16-5(os-b)E Y DL 1.2 ELY', 1 0..• 1 OL1 .5 27 IBC 16-2 (a) Y DL 1.2 OL2' 1.6 28 IBC 16-5 (a) Y DL 1.2 ELY 1 ELX 1 0L2 .5 29 IBC 16-5 (b) Y DL 1.2 ELY 1 ELz 1 OL2 .5 30 IBC 16-5(os-a) Y DL 1.2 ELY 1 0... 1 0L2 .5 31 IBC 16-5(os-b) Y DL 1.2 ELY 1 0... 1 OL2 .5 32 IBC 16-2 (a) Y DL 1.2 OL3 1.6 33 IBC 16-5 (a) Y DL 1.2 ELY 1 ELX 1 OL3 .5 34 IBC 16-5 (b) Y DL 1.2 ELY 1 ELZ 1 OL3 .5 35 IBC 16-5(os-a) Y DL 1.2 ELY 1 0... 1 OL3 .5 36 IBC 16-5(os-b) Y DL 1.2 ELY 1 0... 1 OL3 .5 37 38 ASD 39 IBC 16-8 Y DL 1 40 IBC 16-9 Y DL 1 LL 1 RISA-3D Version 16.0.5 [1...\...\...\...\...\3-Engr\3-20-Calcs\Stair Design.r3d] Page 3 20 of 26 Company : Evergreen Engineering, Inc.ii July 23, 2018 Designer : E.Olds, El 4:04 PM Job Number : 3693.0.000 Checked By C. Kenny, PE Model Name H30H30 Stair Design Load Combinations (Continued) Description So...PDelta S... BLC Fac... BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac... 41 IBC 16-12(b).. Y DL 1 sds*....14 ELX .7 42 IBC 16-12(b).. Y DL 1 ;sds*....14 ELZ .7 43 IBC 16-12(b).. Y DL 1 sds*....14 ELX -.7 44 IBC 16-12(b).. Y DL 1 Sds*....14 ELZ -.7 45 IBC 16-14 (a) ... Y DL 1 Sds*....105ELX.525 LL .75 46 IBC 16-14(a) ... Y DL 1 Sds*...,105ELZ.525 LL .75 , 47 IBC 16-14(a) ... Y DL 1 Sds*....105ELX-.525 LL .75 48 .IBC 16-14(a) ... Y DL 1 Sds*....105ELZ-.525, LL .75 49 IBC 16-16 (a) Y__ DL .6 Sds*..-.14 ELX .7 50 IBC 16-16(b) Y DL .6 Sds*..._.14 ELZ .7 51 IBC 16-16 (c) y DL .6 Sds*..-,14 ELX -.7 52 IBC.16-16(d) Y DL .6 Sds*..-.14 ELZ -.7 53 IBC 16-12 (b).. Y DL 1 Sds*....14 0... .7 54 IBC 16-12(b)•• Y DL 1 Sds*....14 0... .7 i 55 IBC 16-12(b).. Y DL 1 Sds*....14 0... -.7 56 IBC 16-12(b).. Y DL 1 sds*....14 0... -.7 - . 57 IBC 16-14(a) ... Y DL 1 Sds*....1050... .525 LL .75 58 IBC 16-14(a) ... Y DL 1 Sds*.:,1050... .525 LL .75 59 IBC 16-14(a) ... Y DL 1 Sds*....1050...-.525 LL .75 60 IBC 16.14(a) ... Y DL 1 Sds*....1050...-.525 LL .75 61 IBC 16-16(os-... Y DL .6 sds*..-.14 0... .7 62 IBC 16-16(os-... y DL .6 sds*....14 0... .7 63 IBC 16-16(os-... Y DL .6 Sds*..-.14 0... 7 64 IBC 16-16(os-... Y DL .6 sds*...-.14 0... -.7 65 �_ 66 Deflection 67 Deflection 1 Y DL 1 68 Deflection 2 Y LL 1 69 Deflection 3 Y DL 1 LL 1 1 Envelope A/SC 14th(360-10):LRFD Steel Code Checks Member Shape Code Check L...LC Shear Check L...DirLC phi*Pnc[k]phi*Pnt[k] phi*Mn y-y[k...phi*Mn z-z[k... Cb Eqn 1 M1 C12x20.7 .049 2.. 3 .0122 z z 3 919H 184.056 196.992 7.438 69.12 1. 1-lb 2 M2 C12x20.7 .081 2.. 3'; .0 2.. 3 184.056 196.992 7.438 69.12 2.5761-11-1b 3 M3 C12x20.7 .034 0 3 .011 5.. y 3 167.469 196.992 7.438 69.12 2.064H1-lb 4 M4 C12x20.7 .077 0 4 .010 2.., y 3 167.469 196.992 7.438 69.12 1.96H1-lb 5 M5 C12x20.7 .101 4.. 3 .041 1.. y 3 167.469 196.992 7.438 69.12 1.5271-11-1b 6 M6 C12x20.7. .120 4- 3 .034 2.. y 3 167.469 196.992 7.438 69.12 1.711H1-lb 7 ; M7 C12x20.7 204 1.. 3 .037 0 'y 3 25.032 196.992 7.438_ 35.699 1.191 H1-1b ' 8 i M8 C12x20.7 .200 0 3 .040 0 y 3 25.032 196.992 7.438 40.11 1.338H1-1b 9 M9 ' W12x16 .058 0 4 .005 2.. z 4154.485 211.95 8.475 75.375 2.082H1-lb 10 M10 L4x4x4 .079 3.. 3 .069 3.. y 3 51.503 62.532 3.138 6.715 1.972 H2-1 11 M13 HSS2x2x2 .043 0 3 .040 0 z 3 27.092 27.216 1.577 1.577 1.679H1-1b 12 M14 HSS2x2x2 .033 0 3 .034 0 z 3 27.092 27.216 1.577 1.577 17281-11-1b 13 M15 HSS2x2x2 .024 0 3 .027 0 z 3 27.092 27.216 1.577 1.577 1.671-I1-lb 14 M16 HSS2x2x2 .033 0 3 .021 0 y 4 27.092 27.216 1.577 1.577 1.6591-11-1b 15 M18 HSS3x3x3 .045 0 3 .010 0 y 3 77.688 78.246 6.796 6.796 1.667H1-1b 16 M19 HSS3r3x3 .125 0 6 .029 1.. y 6 77.688 78.246 6.796 6.796 1.665111-1b 17 M21 HSS2x2x2 .043 0 3. .040 10 z 3 27.092 27.216 1.577 1.577 1.685 H 1-1 b 18 M22 HSS2x2x2 .042 0 3 .037 0 z 3 27.092 27.216 1.577 1.577 1.73H1-lb RISA-3D Version 16.0.5 [1...\...\...1..\...13-Engr\3-20-Calcs\Stair Design.r3d] Page 4 21 of 26 Company : Evergreen Engineering, Inc.iii July 23, 2018 Designer : E.Olds, El 4:04 PM Job Number 3693.0.000 Checked By C. Kenny, PE Model Name H30 Stair Design Envelope AISC 14th(360-10):LRFD Steel Code Checks (Continued) Member Shape Code Check L...LC Shear Check L..DirLCphi*Pnc[k]phi*Pnt[k]phi*Mn y-y[k...phi*Mn z-z[k... Cb Eqn 19 M23 HSS2x2x2 .026 0 3 .029 0 z 3 27.092 27.216 1.577 I 1.577 1.67H1-lb 20 M24 HSS2x2x2 .026 0 3 .022 0 z 3 27.092 27.216 1.577 1.577 1.668 H 1-1 b 21 M25 Hss2x2x2 .071 7.. 4 .040 0 y 4 27.092 27.216 1.577 1.577 1.693H1-lb 22 M27 HSS2x2x2 .044 0 3 .040 0 z 3 27.092 27.216 1.577 1.577 1.699H1-lb 23 M28 HSS2x2x2 .044 0 3 .039 0 z 3 27.092. 27.216 1.577 1.577 1.696H1-1b 24 M29 HSS2x2x2 .028 0 3 .031 0 z 3 27.092 27.216 1.577 1.577 1.665H1-lb 25 M30 HSS2x2x2 .023 0 3 .025 0 z 3 27.092 27.216 1.577 1.577 1.671 H1-lb 26 M31 HSS2x2x2 .060 0 3 .028 0 y 4 27.092 27.216 1.577 1.577 1.664H1-1b* 27 M30A HSS2x2x2 .046 0 3 .040 0 z 3 27.092 27.216 1.577 1.577 1.717H1-lb 28 M28A HSS2x2x2 .048 0 3 .040 0 z 3, 27.092 27.216 1.577 1.577 1.764H1-lb 29 M29A HSS2x2x2 .051 0 3 .039 0 z 3 27.092 27.216 1.577 1.577 1.399H1-lb 30 M3OB HSS2xa2 .055 7. 3 .036 0 z 3 27.092 27.216 1.577 1.577 1.617H1-lb 31 M31A HSS2x2x2 .048 7.. 3 .031 0 z 3 27.092 27.216 1.577 1.577 1.612H1-lb Envelope Beam Deflections Member Label Span Location [n] y'[in] (n)Lyy'Ratio LC 1 M1 1 max 0 0 NC 2 2 1 min 0 0 NC 2 3 2 max _21.763 0 NC 2 4 2 min 21.763 0 NC 2 5 M2 1 max 0 -.002 NC 2 6 1 min 0 -.002 NC 2 7 2 max 21.763 _._ 0 NC 2 -_ 8 2 min 21.763 0 NC 2 9 M3 1 max 0 0 NC 2 10 1 min 0 0 NC 2 11 M4 1 max 0 .001 NC 2 12 1 min 0 .001 NC 2 13 M5 1 max 0 .002 NC 2 14 1 min 0 .002 NC 2 15 2 max 2.305 .002 NC 2 16 2 min 2.305 .002 NC 2 17 3 max 4.148 .001 NC 2 18 3 min _ 4.148 .001 NC 2 19 4 max 6.453 .001 NC 2 20 4 min 6.453 .001 _ NC 2 21 5 max 8.297 0 NC - 2 22 5 min. 8.297 0 NC i 2 23 6 max 10.141 0 NC 2 24 6 min 10.141 0 NC 2 25 7 max 12.445 0 - NC 2 26 7 min 12.445 _ 0 NC 2 27 8 max 14.289 0 NC 2 28 8 min 14.289 0 NC _ 2 29 9 max 16.133 _ 0 NC 2 30 9 min 16.133 0 NC 2 31 10 max 18.438 0 NC 2 32 10 min 18.438 _ 0 NC 2 33 11 max 20.281 0 NC 2 34 11 min 20.281 0 NC _ 2 RISA-3D Version 16.0.5 [\...\...1...\...1...\3-Engr\3-20-Calcs\Stair Design.r3d] Page 5 22 of 26 FrCompany : Evergreen Engineering, Inc. July 23, 2018 Designer : E.Olds, El 4:04 PM Job Number : 3693.0.000 Checked By. C. Kenny, PE Model Name : H30 Stair Design Envelope Beam Deflections (Continued) Member Label Span Location [n] y'[in] (n)L'!y' Ratio LC 35 12 max 22.586 -.001 NC 2 36 12 min 22.586 -.001 NC 2 37 13 max 24.43 -.002 NC 2 38 1 13 ' min 24.43 -.002 NC 2 39 14 max 26.273 -.002 NC 2 1 40 14 min 26.273 -.002 NC 2 41 15 max 28.578 -.002 NC 2 42 15 min 28.578 -.002 NC 2 _ 43 16 max 30.422 -.003 NC 2 44 16 min 30.422 -.003 NC 2 45 17 max 32.266 -.003 NC 2 46 17 min 32.266 -.003 NC 2 47 18 max 34.57 -.003 NC 2 48 18 min 34.57 -.003 NC 2 49 19 max 36.414 -.004 NC 2 50 19 min 36.414 -.004 NC 2 51 20 max 44.25 -.011 NC 6 52 20 min 44.25 -.025 5443 3 53 M6 1 max 35.492 _ 0 NC 6 54 1 min 0 0 NC 2 55 M7 1 max 147.761 -.015 NC 2 _ 56 1 min 0 -.027 1169 3 57 M8 1 max 138.04 .007 NC 10 58 1 min 0 .007 1427 3 59 M9 1 max 0 0 NC 2 60 1 min 0 0 NC 2 61 M10 1 max 0 -.002 NC 2 1 min ! 0 002 NC 2 • 2 max 2.25 -.001 NC 2 64 2 min 2.25 -.001 NC 2 65 3 max 4.125 -.001 NC 2 66 3 min 4.125 -.001 NC 2 67 4 max 6.375 0 _ NC 2 68 4 min 6.375 0 NC 2 69 5 max 8.25 0 NC 2 El 5 min 8.25 0 NC 2 6 max 10.125 0 NC 2 ® 6 min 10.125 0 NC 2 73 7 max 12.375 0 NC 2 74 7 min 12.375 0 NC 2 75 8 I max 14.25 0 NC 2 76 8 min 14.25 0 NC 2 77 9 max 16.125 0 NC 2 78 9 min 16.125 0 NC 2 79 10 max 18.375 0 NC 2 80 10 min 18.375 0 NC 2 81 11 max 20.25 .001 NC 2 82 11 min 20.25 .001 NC 2 83 12 max 22.125 .002 NC 2 84 12 min 22.125 .002 NC 2 85 13 max 24.375 .002 NC 2 86 1 13 min 24.375 __ .002 NC 2 RISA-3D Version 16.0.5 [1...\...\...1...\...13-Engr\3-20-CaIcs\Stair Design.r3d] Page 6 23 of 26 Company : Evergreen Engineering, Inc. July 23,2018 ii• Designer : E.Olds, El 4:04PM ; Job Number : 3693.0.000 Checked By C. Kenny, PE Model Name : H30 Stair Design Envelope Beam Deflections (Continued) Member Label Span Location[n] y'[in] (n)L'/y' Ratio LC 87 14 max _ 26.25 .002 NC 2 88 14 min 26.25 .002 NC 2 89 15 max 28.125 .003 NC 2 90 15 min 28.125 .003 NC 2 91 16 max 30.375 .003 NC 2 92 16 min 30.375 .003 NC 2 93 17 max 32.25 .003 NC 2 94 17 min 32.25 .003 NC _ 2 95 18 max 34.125 .004 NC 2 96 18 min 34.125 .004 NC 2 Envelope Joint Reactions Joint X[k] LC Y[c] LC Z[k] LC MX[k-ft] _ LC MY[k-ft] LC MZ[k-ftl LC 1 T N7 max .224 10 2.08 3 .695 7 ' 0 2 0 2 0 2 2 min -.227 4 -.005 11 -.594_ 9 i 0 2 0 2 0 2 3 N8 max .225 10 4.276 3 -.105 11 0 2 0 2 0 2 4 min -.228 4 .494 11 -3.007 3 0 2 0 _2 0 2 5 N19 max .079 10 .095 9 .102 3 0 2 0 2 0 2 6 min -.206 3 -.083 7 -.037 9 0 2 0 2 0 2 7 N21 max .618 6 5.436 3 .047 8 0 2 0 2 0 2 8 min -.403 8 .362 9 -.138 3 _0 2 0 2 0 2 9 N26 max .101 8 .879 ' 3 .969 3 0 2 0 2 0 2 10 min -.105 6 .049 10 .002 9 0 2 0 2 0 2 11 N34 max .283 10 3.961 3 .912 3 0 2 0 2 0 2 12 min l -.424 4 .277 9 -.001 9 0 2 0 2 0 2 13 N50 max .138 6 -.033 9 .988 3 0 2 0 2 0 2 14 min -.084 8 -1.653 3 .005 9 0 2 0 2 0 2 15 Totals: max 1.305 6 14.907 3 1.305 7 16 min -1.305 8 1.883 11 -1.305 9 Lli Envelope Joint Reactions- Overstrength Joint X[k] LC Y[k] LC Z[k] LC MX[k-ft] LC MY[k-ft] LC MZ[k-it] LC 1 N7 max .562 18 1.65 13 1.616 15 0 12 0 12 0 12 2 min -.565 12 -.402 19 -1.515 17 0 12 0 12 0 12 3 N8__ max .563 18 2.099 13 .286 _19 0 12 0 12 0 12 4 min -.567 12 .446 19 -2.065 13 0 12 0 12 0 12 5 N19 max .233 18 .215 17 .169 15 0 12 0 12 0 12 6 _ min -.353 12 -.203 15 -.11 17 0 12 0 12 0 12 7 N21 ,max 1.287 14 3.373 15 .14 16 0 12 0 12 0 12 8 min -1.073 16 -.113 17 -.216 14 0 12 _ 0 12 0 12 9 N26 max .253 16 .579 12_ .743 15 0 12 0 12 ___ 0 12 10 min -.258 14 -.046 18 -.17 17 0 12 0 12 0 12 11 N34 max .752 18 2.38 15 .71 15 0 12 0 12 0 12 12 min -.891 12 -.032 17 -.169 17 0 12 0 12 0 12 13 N50 max .28 14 .206 17 .752 ' 15 0 12 0 12 0 12 14 min j -.225 16 -1.164 15 -.168 17 0 12 0 12 0 12 15 Totals: max 3.264 14 7.106 13 3.264 15 16 min -3.264 16 1.883 19 -3.264 17 RISA-3D Version 16.0.5 [\...\...1...\...1...\3-Engr\3-20-Calcs\Stair Design.r3d] Page 7 Design Maps Summary Report https://prod01-earthquake.cr.usgs.gov/designmaps/us/summvy.php'?temp... 24 of 26 -USGS Design Maps Summary Report User—Specified Input Report Title Extra Space Storage Stairs Wed July 18,2018 22:42:06 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43898°N, 122.74702°W Site Soil Classification Site Class D —"Stiff Soil" Risk Category I/II/III sHiIIsboro *Portland Greshai Beaverton• ! i l"I Tigard, I .40 Lake Oswego 4V Tualatin 0 {11, Sherwood •Oreg}fin City USGS—Provided Output Ss = 0.984 g 5,5 = 1.088 g Sos = 0.726 g = 0.424 g SM1 = 0.669 g Sol = 0.446 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum ,rHI, O.g 072 0114 6 g om y nax Oal 032 033 0.34 0.22 0.10 0.11 01*1 OAS. nto OA) 0_3) 040 010 02t) IA0 I.)' 1AO 1L0 1)0 200 ODD O.3) 040 01p 0X0 110, I.3) 1.10 160 120 :A0 Patti,T lsee) Period,T(cc) For PGAM,T„ CR5, and CR, values, please view the detailed reoort. Although this information is a product of the U.S. Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. 1 of 1 7/18/2018,3:44 PM -f 26 Mechanical Anchoring Systems KWIK HUS-EZ (KH-EZ) Carbon Steel Screw Anchor 3.3.6 3.3.6.3.3 Allowable Stress Design for masonry Table 30-Allowable tension loads for Hilti KWIK HUS-EZ installed in grout-filled masonry walls(Ib)12 3.4'5 Nominal Spacing Edge distance anchor Load diameter Embedment Loads® Critical-s, Minimum-s,, reduction Critical-c, in. in.6 cc,and s, in., in.7 factor at s,,, in 9 1 4 1-5/816 530 4 2 0.70 4 / 2-1/2" 910 4 1.00 1-5/8" 535 4 2 0.70 3/8 2-1/2 895 4 6 4 0.80 3-1/4 1,210 2-1/4 710 4 2 1/2 3 1,110 8 4 0.60 4 4-1/4 1,515 5/8 3-1/4 1,155 10 4 0.60 4 5 1,735 3/4 4 1,680 12 4 0.60 4 6-1/4 2,035 3.3.6 Table 31 -Allowable shear loads for Hilti KWIK HUS-EZ installed in grout-filled masonry walls(Ibp2.5m5 Spacing Edge distance Nominal anchor Load Load reduction factor at c,,,, diameter Embedment Load at c Critical-s, Minimum-s, reduction Critical-c, Minimum-c,�t, perpendicular parallel in. in.6 and s, in.7 in? factor at s,, in., in' to edge to edge 4 1-5/8 675 4 4 1.00 4 4 1.00 1.00 1/4 2-1/2 840 1.00 1.00 1-5/8 1,140 0.61 1.00 3/8 2-1/2 1,165 6 4 0.94 6 4 0.70 1.00 3-1/4 1,190 0.70 1.00 2-1/4 1,845 0.50 1.00 1/2 3 2,055 8 4 0.88 8 4 0.45 0.94 4-1/4 2,745 0.40 0.89 3-1/4 3,040 0.36 0.82 5/8 5 3,485 10 4 0.36 10 4 0.34 0.92 4 3,040 0.36 0.82 3/4 10 4 0.36 10 4 6-1/4 3,485 0.34 0.92 1 All values are for anchors installed in fully grouted masonry with minimum masonry prism strength of 1,500 psi. Concrete masonry units may be lightweight, medium-weight or normal-weight. 2 Anchors may not be installed within one inch in any direction of a vertical joint. 3 Linear interpolation of load values between minimum spacing s,,,and critical spacing s,and between minimum edge distance c,,;,and critical edge distance c,is permitted. / \ V.,,„ 4 For combined loading: For 1/4-In. - T5,3 etl + V°"ed s 1 For 3/8-through 3/4-in.- I T.,,,.‘„,,„.i� I+ 1e° I s 1 6 ellaweb,. J ,,, 5 See figure 5 for anchor locations. 6 Embedment depth is measured from the outside face of the concrete masonry embedment. 7 Critical spacing s,is the anchor spacing where full load values may be used. The minimum spacing s,,,.is the minimum spacing for which values are available and installation is recommended. Spacing is measured from the center of one anchor to the center of the adjacent anchor. 8 Load reduction factors are multiplicative,both spacing and edge distance load reduction factors must be considered.Load values for anchors installed at less than c,or s,must be multiplied by the appropriate load reduction factor based on actual edge distance(c)or spacing(s). 9 The critical edge distance c is the edge distance where full load values may be used. The minimum edge distance cm,is the minimum edge distance for which values are available and installation is recommended. For tension,c,equals c,,..Edge distance is measured from the center of the anchor to the closest edge. 10 Load values must be reduced by 21%for installations within 1-1/4 inches of the bed joint. 11 Load values must be reduced by 13%for installations within 1-1/4 Inches of the bed joint. Hilti,Inc.(US)1.800-679-8000 I www.hilti.com I en esparto)1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.com I Anchor Fastening Technical Guide Ed.17 325 • - -f 26 Mechanical Anchoring Systems KWIK HUS-EZ (KH-EZ) Carbon Steel Screw Anchor 3.3.6 4"minimum edge distance Critical edge distance No installation within (See load table) 1 1/4"of head joint JiiIi11i Reduced tension values for 1/4" \�\ / , and 3/8"installations within 1-1/4'of bed joints(See Table 22). _ I \��11 �■'■ 4"minimum edge distance Critical edge distance /1Fr (See load table) Installations in this area for full capacity Mortar joint Concrete masonry unit(grouted) Installation in this area for full tension capacity and reduced shear towards edge capacity Anchor installation is restricted to non-shaded areas Figure 5-Acceptable locations(shaded areas)for Hilti KWIK HUS-EZ anchors in grout-filled concrete masonry 3.3.6 Edge distance j KWIK HUS-EZ Anchor J End distance Top of wall and horizontal member locations. Figure 6-Edge and end distances See Table 24 and 32. for the Hilti KWIK HUS-EZ anchor End of wall and al installed in the topof CMU masonry _member o member locations. wall construction See Table 25 and 33. v 9— T Figure 7- Anchor locations in end of wall or wall opening applications Hilti,Inc.(US)1-800-879-8000 I www.hilt.com I en espaeol 1-800-879-5000 I Hiiti(Canada)Corp.1-800-363-4458 I www.hiltl.com I Anchor Fastening Technical Guide Ed.17 327