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ecov of ICE 81,02.0zz- 002,23 ,, t•GFIVFD 7650 SW Beveland St sEp 117 1 .. TM RIPPEY Suite 100 , Tigard,Oregon 97223 '3i fY OF TIGARLi CONSULTING ENGINEERS Phone: (503)443-39001It DINr,oivistnN Fax: (5031 443-3700 STRUCTURAL DETAILS & CALCULATIONS FOR Atlas Management— Tenant Improvement 7800 SO/Durham Rd, Tigard, OR 97223 _ '--t # 22065 SPEC1A , re:.)N REQUIrt_A__, State of Ore,,y,Ti si. ig;turat Specialty 0 Concrete and 4cirtoroing Steel • ---- 6 • PRP*,(7 Bolts Installsil ir;Concrete I N 1 NE *it'e/P [3 Special Moimrit-ilasisting Concrete Franwi 0 Reinforcing Steel&Prestressing Steel T 1 i 0 Structural' Ming ....6, „(REGON D SIn.IPtirri:iili ,ionry 0 Pci!nir,.'sd Ciypstrrn Concrete EXP: 6 30/23 o r-istAistin Or,r,,..,,ti., Fiji El .'": iray AF.:ii ;:i i-L',T;:-Iiilr,i at i ve Materials 0 Pi-ings, Oiiics:i i,i,;13 and Caissons D shotz-c.,) 0 Siw,,:isi Git,Ong, Excavation and Filling , 0 '..imako-i;:onti•ot ._''.iri ‘7.n'i S Septe ber 7,2022 Other in*,-- • i 020,V\ .......... PAGE CALCULATION 1 -24 JOB#: 22065 LOAD DERIVATION ENG: KEJ JACKSON SQUARE MEZZANINE DATE: 5/24/22 DEAD LOAD DERIVATION CARPET 2 PSF SUBFLOORING 3 PSF INSULATION 0.5 PSF HARDLID 2.5 PSF SPRINKLERS 1.5 PSF MEP 1 PSF TOTAL DEAD LOAD 10.5 PSF 4 12 PSF 15 PSF,WITH JOISTS LIVE LOAD DERIVATION PARTITIONS 15 PSF OFFICES 50 PSF TOTAL LIVE LOAD 65 PSF 4 65 PSF Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: - and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 2 JUN 2022, 1:33PM General Beam File:22D65.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.10.31 Lic.#:KW-06002562 TM RIPPEY CONSULTING ENGINEERS DESCRIPTION: TJI @ 16",241-0"SPAN General Beam Properties Elastic Modulus 830,000 ksi Span#1 Span Length = 24.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in"4 + < D 0.004 — D 0 f596 5) ¢ X ea Span=24.0 ft I � Applied Loads Service loads entered,Load Factors will be applied for calculations. Uniform Load: D=0.0120, L=0.0650 ksf, Tributary Width=1.330 ft Uniform Load: D=0.0040 ktft, Tributary Width=1.0 ft,(JOIST WT) DESIGN SUMMARY Maximum Bending= 7.662 k-ft Maximum Shear= 1.277 k Load Combination +D+L Load Combination +D+L Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 I Location of maximum on span 12.000 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.008 in 36746 Max Upward Transient Deflection 0.000 in 0 j Max Downward Total Deflection 0.010 in 29853 Max Upward Total Deflection 0.000 in 0 ' I Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 24.00 ft 1 7.66 7.66 1.28 D Only Dsgn.L= 24.00 ft 1 1.44 1.44 0.24 I +D+L Dsgn.L= 24.00 ft 1 7.66 7.66 1.28 +D+0.750L Dsgn.L= 24.00 ft 1 6.11 6.11 1.02 +0.60D Dsgn.L= 24.00 ft 1 0.86 0.86 0.14 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.0096 12.120 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.277 1.277 Overall MINimum • D Only 0.240 0,240 +D+L 1.277 1.277 +D+0,750L 1.018 1.018 +0.60D 0.144 0.144 L Only 1.037 1.037 9i/16" SECTION 1: 91/2"-16" TJI® JOISTS JOISTS - This section contains design information for 91/2"-16"deep Trus Joist®TJI4)joists. These standard-size Tile joists are readily available through your local Weyerhaeuser dealer or distributor. Offered with the flange sizes shown below,they come in lengths up to 60'(in 1'increments). - Design Properties (100%Load Duration) er v_� Reaction Properties Basic Properties p f 91/2" oist Maximum Maximum 31/2"Intermediate 5Ye Intermediate 11'!e" Depth T11® Weight Resistive Joist Only Vertical Reaction Reaction PA"End 31/2"EndReaction(lbs) Reaction(Ibs) I6" (ibsl/Q Moment (in.2-Ibs) Ohs) (Ibs) No Web With Web No Web With Web- (It-Ibs) (Ibs) Stiffeners Stiffeners121 Stiffeners Stiffenersiir _1 110 2.3 2,500 157 1,220 910 1,220 1,935 N.A. 2,350 N.A. Ms 1 1 0 joists 91/2" 210 2.6 1 3,000 I 186 ` 1,330 1,005 1,330 2,145 I N.A. 2,565 N.A. 230 2.7 1 3,330 206 1,330 1,060 1,330 2,410 N.A. 2,790 N.A. L-y r 2r/ie" 110 2.5 3,160 267 1,560 910 1,375 1,935 2,295 2,350 2,705 I _ 210 2.8 3,795 315 1,655 1,005 1,460 2,145 2,505 2,565 2,925 1'/"-1s/a1_,_ 9 " 111e" 230 3.0 , 4,215 , 347 ' 1,655 1,060 1,485 2,410 2,765 2,790 3,150 112 360 3.0 6,180 419 1,705 1,080 1,505 2,460 2,815 3,000 3,360 ale" 14" 560 4.0 9,500 j 636 2,050 1,265 1,725 3,000 3,475 3,455 3,930 16" 110 2.8 3,740 392 1,860 910 1,375 1,935 I 2,295 2,350 2,705 ____i 210 3.1 ' 4,490 462 1,945 1,005 1,460 2,145 2,505 2,565 2,925 TJI®210 joists 14" 230 3.3 j 4,990 509 1,945 1,060 1,485 2,410 2,765 2,790 3,150 360 3.3 7,335 612 1,955 1,080 1,505 2,460 i 2,815 3,000 3,360 I �2s/is' 560 4.2 11,275 926 2,390 1,265 1,725 3,000 3,475 3,455 3,930 110 3.0 4,280 535 2,145 910 1,375 1,935 2,295 2,350 2,705 11"_13/8" n 210 3.3 5,140 , 629 2,190 1,005 1,460 2,145 2,505 2,565 2,925 91" 16" 230 3.5 5,710 691 2,190 1,060 1,485 _ 2,410 2,765 2,790 3,150 ale" 111/4" 360 3.5 8.405 830 2,190 1,080 ' 1,505 2,460 2,815 , 3,000 3,360 j 560 4.5 12,925 i 1,252 14" 1 2,710 I 1,265 I 1,725 3,000 3,475 1 3,455 I 3,930 1 j (1)Caution:Do not increase joist moment design properties by a repetitive member use factor. Tr 230 j01StS (2)See detail W on page 27 for web stiffener requirements and nailing information. •• -2smia" General Notes For The 110,210,230,and 360 Joists j I ■ Design reaction includes all loads on the joist.Design shear is computed at the _22.5 wL' + 2.67 WL2. 13/e�_ inside face of supports and includes all loads on the span(s).Allowable shear El d x 105 11T/a" 3/a" 14" may sometimes be increased at interior supports in accordance with For TJI®560 Joists 16" ICC-ES ESR-1153,and these increases are reflected in span tables. p=22.5A' 2.29w1.2 ■ The formulas at right approximate the uniform load deflection of A(inches). El d x l05 TJI®360 joists w =uniform load in pounds per linear foot �3r�, I. =span in feet MD joists are intended Seine TN®jofsi series may not be available d =out-to-out depth of the joist in inches I in your region.Contact your Weyerhaeuser El =value from table above 13T ,., t for dty use applications representative for information. 112/s" 41) e,! 2/is" 16„ ,►-1'oc, . c-c �" k.-kkk - 14" ' 2 lr'13V *II Ill®560 joists WARNING WARNING NOTE. Lack of proper bracing during construction can result ii DD NOT walk on Joists in serious accidents.Observe the following guidelines: until braced. Joists are 1. All blocking,hangers,rim boards,and rim joists at the end supports of the Tile joists must be INJURY MAY RESULT. unstable s. completely installed and properly nailed. until braced 2. Lateral strength,like a braced end wall or an existing deck,must be established at the ends De NOT stack laterally of the bay.This can also be accomplished by a temporary or permanent deck(sheathing) budding materials on fastened to the first 4 feet of joists at the end of the bay. - unsheaihedjoists, Bracing Includes: Stack only over 3. Safety bracing of ix4(minimum)must be nailed to a braced end wall or sheathed area(as in NNW beams or walls. •Blocking note 2)and to each joist.Without this bracing,buckling sideways or rollover is highly probable •Hangers under light construction loads-such as a worker or one layer of unnailed sheathing. •Rim Board 4. Sheathing must be completely attached to each Tile joist before additional loads can be DO NOT walk onjoists •Sheathing placed on the system. that are&Mg Rat •Rim Joist 5. Ends of cantilevers require safety bracing on both the top and bottom flanges. .% •Strut Lines 6. The flanges must remain straight within a tolerance of W from true alignment. Trus Joist,'TJI°Joist Specifier's Guide RM TJ-4000 I December 2021 6 6/31/22,9:26AM ATC Hazards by Location CITC Hazards by Location Search Information Address: 7800 SW Durham Rd,Portland,OR 97224,USA t tegon Bu! iri s Pork 159 ft _ Coordinates: 45.4037478, 122.7576198 Elevation: 159 ft worn Rd sty,"r,r rt ,,, The Circuit Boulcferir 11 SLhonl " '' �Gym Tigard i Timestamp: 2022-05-31 T16:26:01.464Z an Wutel Solviee5 4 Hazard Type: Seismic ham V/331ewutcN,,. Reference ASCE7-16 Go gie Document: .-. . , Map data©2022 Google Risk Category: II Site Class: D-default 1 Basic Parameters Name Value Description SS 0.851 MCEn ground motion(period=0.2s) S1 0.391 MCER ground motion(period=1.0s) I SMS 1.022 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value SDS 0.681 Numeric seismic design value at 0.2s SA Spy *null Numeric seismic design value at 1.0s SA *See Section 11.4.8 I •Additional Information j Name Value Description I SDC *null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv *null Site amplification factor at 1.0s CRS 0.886 Coefficient of risk(0.2s) i CR1 0.866 Coefficient of risk(1.os) PGA 0.387 MCEG peak ground acceleration FPGA 1.213 Site amplification factor at PGA PGAM 0.47 Site modified peak ground acceleration Ti_ 16 Long-period transition period(s) SsRT 0.851 Probabilistic risk-targeted ground motion(0.2s) 4 httns://hazards.atcouncil.orom/seismic?lat=45.4037478&Ino=-122.7576198&address=780o SW Durham Rd%2C Portland%2C OR 97224%2C USA 1/2 ,t)Pk\ = 0‘ Uce)\ (A\c- \\(\../iNV\"=, V•IA, U3et.:‘\()m) k,c) .--1 - ) P6tb1/4-k--- 1`2•2- - \ ) —t(;),(1,?‘ ./1?A 44% ( (0, 1,-:d/4 ie(0/ 1 er r, . V il (-or r,) O.lko i',k '''. 0. \0%.) (l19, /1.0) a%\-t\i-4 ' D•C"- '\ (0‘ko Y.--I (\ (-)) ' 0. 0-I., i;.-- e -..„ ,`..', (\-. 1,AIRL\ •Actf\‘-qS\(.:' 2,- -o r / -_ \ C- DOCDA-7-- V3 7 j '—_--- , ( `:, VA --'‘\I \DI-\(-- 1 , (2_11')0c.....)v,sF ‘ \pp,.., ) , I g•?,,,k-_-_urr--:. i ', - , 0 14)7 '' C.-Q (iOM -‘ t()t".":A. ) = C'G‘Ftk-- -- . , • i it)i V\11 • Ls C12,...Ft* )C\2,1 I r, __... 1/07- V\i/ , CS 02-rot )(12') ''' 40 FL/F __.>. EAS-T-W -.- UO\ LVD\ ,I( 9 t , t ' I-1 hi) = / _ \I'b -: \iik - WI (9-0.(6' )/2- kvoovoc\fA vok;b\N(A -.-iz.v...k P\ssvt,AF- STOI:P= RD" OfC, j qDVOC-4,< _\:.> ) 12/q)" FV\A \NI I 1,)0( 1, Ot- lock I..1(\,\kS e u " o/c . ,4-00Fk• ( 0.,e;) , •3'2.0 V'1...k 1 (. -,. kmu-c.x t1/4-c--(•,-- • 16/ 2." V1.1.,A 1N I I _., 1,7; \ \ il 2,bi-1 i ,,,, 0 ?,,,' c-)" !,,\%t \ I/00A k t HI ii 0 k---ov4- ':.•A *1)(1<' . /13,9(114, ),A1i\\A, i\V\CikkOVI-Lni,_.... 1 c.K ".7' ( ) -c-l'I- _,N \kb ;:f_AZV_ 1A1 (kl\\MN '''',.-, (P0M '1V-2_," et, Olt 0 () I'D) _D- LA)Okb 4,--' Nt\\Q4\OR % 2n;'1 , 1214 I( ( l)Ej 111,\ ( (2-) RVAL'A\M--'`I, \-i COSI( ' ',I( lt i-LOK\ kNOA\DK ' ,k. 'CACaN1C ); '._ 00117V1. IMK TM RIPPEY . ..NI.IC - • % 0 -• A.-2. /, \ ,•-• • •• •• , . • _. .L--}V-- 00 t'`‘ (›t\.)IA t:-t. 1 1 1,-i i%NI‘t'A‘,.. BY -C::-. V CONSULTING ENGINEERS 1 CHK BY DATE 7650 S.W. Beveland St, Suite 100 Joe NO rt Tigard,Oregon 97223 1: Phone(503) 443-3900 SHEET .) 01 19 SIMPSON Anchor Designer7M Company. Date: 6/13/2022 SIMPSON7M Company: Date: 8713/2022 _ Software Engineer: -,. , 9t Page: 1/5 Anchor Destgrter ��n rr _ Project Engineer: Page: 2/5 Version 3.0,7947.2 t Software Project g ® Address: t. Version 3.0.7947.2 I Phone: o Address: E-mail: Phone: E-mail: 1 Project iMormatlon Customer company: Project description: Lead and Geometry Customer contact name: Location: Load factor source:ACI 316 Section 5.3 Customer e-mail: Fastening description: Load combination:not set Comment Seismic design:Yes Anchors subjected to sustained tension:Not applicable 2.Input Data b Anchor Parameters Ductility section for tension:17.2.3.4.3(d)is satisfied General Base Material Ductility section for shear:172.3.5.3(c)is satisfied Design methosiACt 315-14 Cr factor.not set Concrete:Normal-weight Apply entire shear load at front row No Units:Imperial units Concrete thickness,h(inch):4.00 Anchors only resisting wind and/or seismic loads:No State:Cracked Anchor Information: Compressive strength,fe gth (psi)'2500 Strength level loads: Anchor type:Concrete screw W.v:t.0 Material:Carbon Sleet Reinforcement condition:B tension.B shear N..lib]:0 Diameter(inch):0.375 Supplemental reinforcement Not applicable V..(lb):0 Nominal Embedment depth(inch):2500 Reinforcement provided at corners:No V...(Ib]:1214 Effective Embedment depth h0(inch):1.770 Ignore concrete breakout in tension:No Code report:ICC-ES ESR-2713 Ignore concrete breakout in shear.No -rFtgure'b Anchor category:1 Ignore Edo requirement Not applicable o lb Anchor ductility:No Build-up grout pad:No Z h..(inch).4.00 c.r(inch):2.69 Snc(inch):3.00 t 3 (inch):3.00 Recommended Anchor Anchor Name:Titer HD®-3lt30 Then HD,hnom2.5'(64mm) Code Report ICC-ES ESR-2713 i w .. `✓'.Trip"1 w ! _ r • • /ST JX'rri Z. ` c I—© r y ` 7* C)/C,+. f ,fi...y,„ Y 12141t) X 0 lb input data and results must be checked for agreement wit the existing wcumstance,the standards and guidelines must be I:hocked fw plausibility. Input data and Y ults must be checked for agreernent with the existing circumstances,the standards andgddelhces must be checked Tor pieuseNary. Simpson Srrcnp-w Company I^C 5956 W.Las Pashas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fait 925.847.3871 www.atrongke.com Stmasm Strong Ce n5:aov Inc 5956 W.Lao Poshes Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.stongae,com Company Date: 6l1372022 Company. Date: 6/13no22 SIMPSON Anchor Designer,'" Enginan Page: 4/5 SIMPSON Anchor DesignerTM Engineer. I Page: 3/5 Software Project: Software Project: "" r Version 3A7g472 Address: n.r1t'.. Version 3.0.7947.2 Address: .- a Phone:,.._: ° Phone: Phone: .. _. E-mail: __. _...._.._. _._ _. ... _. _.. _.. 3.Resulting Anchor Forces Shear bad combined. 2> Anchor Tension load, Shear load x, Shear load y, ..._.._... ,",.� -7 2^...1 \ N..(lb) V.e Mt) Vey(lb) (Vetr+0/,r)e CO. .. 1 0.0 0.0 1214.0 1214.0 Sum 0,0 0.0 1214,0 1214,0 Maximum concrete compression strain t16.):0.00 ' Maximum concrete compression stress(psi):0 Resultant tension force(lb):0 Resultant compression force(ib):0 y, Eccentricity of resultant tension forces in x-axis see(inch):0.00 Eccentricity of resultant tension forces in ymds,a yr(inch):0,00 Eccentricity of resultant shear forces in x-axis,e'e(inch):0.00 Eccentricity of resultant shear forces in y-axis.e'm(inch):0.00 e \ xz. M 8 r rlS 8.Steel Strength of Anchor in Shear(Sec.17.5A) �\ V Qb} Or. 4 enscdt/..(Ib) CO W 2855 1.0 0.60 1713 / Iry / / 10.Concrete Prvout Strength of Anchor In Shear fSee.17.5.31 ¢Vm c+is.N,o=Ckm(A.a/Aaw)'Y.ne'-cm7'm,nNe(Sec.17.3.1&Eq.17.5.3.1a) km An,(int) Ares On') l"o nx Pm', Na Ob) d $Y(lb) 1.0 28.20 28.20 1.000 1.000 1.000 2002 0.70 1401 11 Results 11.Interaction of Tensile and Shear Forces(Sec,D.717 Status Shear Factored Load,Vu.(lb) Design Strength,eV.pb) Ratio Steel 1214 1713 0.71 Pass Pryout 1214 1d01 0.87 Pass(Governs) 318"0 Tlten HD,hnom:2.S"(64mm)meets the selected design criteria. "__._. _.._ ._._. ......_ Input data end resultsmust be checked for agreement witl+be ae stm9 circumstances,the standards and y,IM.lines must be checked for yaae481y. Nput data and results must be checked s P agreement e a the existing CA 9088 hthe oe:25.standards and yulFan 92es must 3871e www.sbonglie.com for plausibility. 3m, 0 umn m Comonnv Inc Se5e W.Las PesItes Boulevard Pleasanton,CA 9<5e8 Phone:925.560.9000 Fax 925.847,3871 www.stomata cam ., � n�tr nn �=ra ry:,,m•I^c 5956 W.Las Posltss Boulevard Pkassmm�,CA 9<599 Phone:925.560.9D00 Paz 925.847.3e7t www,stong9asom a r • an Cam SIMPSON Anchor Designer Company. Data: 6T13rz022 SOftW re Engineer. Page: 5/5 Project a e Version 3.0.7947.2 Address: Phone: E-mail: 12.Warning') -Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. -Per designer input,ductility requirements for shear 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 date and malts must be checked for agreement with the existing circumstances,the standards end guidelines melba checked for plausibility. nm..m St,nng-T.Con•m ny Ir,c 5956 W.Las Posnas Boulevard Pleasanton,CA 94588 Phone:925.550.9000 Far 925.847.3871 wens slrongtecam IN0\i\--VIVYYk\ v\)0.‘- A L 1/ \A , toy ( 23-1,, = 71---1-Ab - 0 20,,61)Cp 0 A- \iC () (C' -0 s (IQ i;51) f\N -Y) C) r \ AV ( ")\'\\\\I\ V\1. \ kflo„\A ) P-\\/UokAk6k.), - 1 02---64i5-- -k-Ck\\%\o‘--k 0\‘‘‘ J , ),uk2,1 ) (c),---A\L/ '- c)" 1—\\*0 trb9c-,A,k, V\16A.A-- t\v,,,91 pc,.\\A \A\ \ kO)R- 0.(1\-\SNAOkik(i'lk- t-->CUL-AbAwA .Lk, , ) •-c\)1) V\j_k_\A, 1\-e* )( 101\ 0 # I 0, oc." u\ ,V , bL Ia.' 4- 0,1,', (tc)/ )( 1/4.0") 02_1 4 ,13 c311)\) ) 0/i„) t•":: 1,17:1,TVON‘LC, •\,:,,,,V.(7...,1)\_Ac2) V CA: CAAV:0_./(< ) RIPPEY NNVA1-c-FA cbVt).(34.V_C- / 1 IN BY k DATE CONSULTING ENGINEERS CHK BY DATE 7650 Tigard, . Bevel and St, Suite 100 jos NO Oregon 97223 Phone(503) 443-3900 SHEET 1 OF • Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: - and then using the Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 2 JUN 2022, 1:47PM - Wood Column Fue;zzos5.ecs Software copyright ENERCALC,INC.1983-2020,8uild:12.20.10.31 Lie.#:KW-06002562 TM RIPPEY CONSULTING ENGINEERS DESCRIPTION: STUD Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-16 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 e 1I t p-(:)/G End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 12.2083 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width Wood Species Douglas Fir-Larch 1.50 in Allow Stress Modification Factors Wood Grade Stud Exact Depth 5.50 in Cf or Cv for Bending 1.0 Fb+ 700.0 psi Fv 180.0 psi Area 8.250 in^2 Cf or Cv for Compression 1.0 Ix 20.797 in^4 Cf or Cv for Tension 1.0 Fb- 700.0 psi Ft 450.0 psi ly 1.547 ink! Cm:Wet Use Factor Fc-PM850.0 psi Density 31.210 pcf 1.0 Fc Perp 625.0 psi Ct:Temperature Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Cfu:Flat Use Factor 1.0 Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1,400.0 1,400.0 1,400.0 ksi Use Cr:Repetitive? No Minimum 510.0 510.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=12.2083 ft,K Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:21.829 lbs*Dead Load Factor AXIAL LOADS, .. . Axial Load at 12.208 ft,D=0.240,L=1.040 k `` {` BENDING LOADS. .. dII%Q, t..ff1 1 ..i'dl(pm..` ' (2t .-Pt' 4i , LATERAL:Lat.Point Load at 12.0 ft creating My-y,E=0.1320 k ,./Jim f. ( - ;^•. ' (,71"4-,i.t t -j, DESIGN SUMMARY tti� : ,its! - t... . Bending&Shear Check Results " PASS Max.Axial+Bending Stress Ratio = 0.3339:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.1297 k Bottom along X-X 0,002252 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y Applied Axial 1.302 k 0.0 in at 0.0 ft above base Applied Mx 0.0 k-ft for load combination:n/a Applied My 0.0 k-ft Along X-X 0.2115 in at 7.128 ft above base Fe:Allowable 472.551 psi for load combination:E Only Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.05734:1 Bending Compression Tension Load Combination +D+0,70E Location of max.above base 12.208 ft Applied Design Shear 16.513 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.596 0.06958 PASS 0.0ft 0.0 PASS 12.208 ft +D+L 1.000 0.556 0.3339 PASS 0.0ft 0.0 PASS 12,208 ft +D+0.750L 1.250 0.472 0.2519 PASS 0.0 ft 0.0 PASS 12.208 ft +0.60D 1.600 0.386 0.03628 PASS 0.0 ft 0.0 PASS 12.208 ft +D+0.70E 1.600 0.386 0.1016 PASS 11.963 ft 0.05734 PASS 12.208 ft +D+0.750L+0.5250E 1.600 0.386 0.2406 PASS 0.0ft 0.0430 PASS 12.208 ft +0.60D+0.70E 1.600 0.386 0.09929 PASS 11.963 ft 0.05734 PASS 12.208 ft 1 0 • Title Block Line 1 Project Title; You can change this area Engineer:Prolect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection.Title Block Line 6 Printed: 2 JUN 2022, 1:47PM File:22065.ec6 IWood Column Software copyright ENERCALC,INC.1983-2020,Build:12.20.10.31 Lie.#:KW06002562; v. � --. - _ TM RIPPEY CONSULTING ENGINEERS DESCRIPTION: STUD Note:Only non zero reactions are listed. Maximum Reactions - X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Momen Top @ Base @ Top @ Base @ Top ts Base @ @ Base Load Combination @ Base @Top @ _ - 0.262 D Only+D+L 1 1..262 +D+0.750L 1.0 2 +0.60D 142 40+0.70E 0.002 0.0910.262 0.001 0.068 1.042 +0.60D+0.70E + 000,5250E 0.002 0.091 0.157 1.040 L Only E Only 0.002 0.130 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0,000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D++0.750L +D 0.0000 in 0.000 ft 0.0000 in 0.000 ft +0,60D 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.70E 0.1480 In 7.128 ft 0.0000 in 0.000 ft +D+0.750L+0.5250E 0.1110 in 7.128 ft 0.0000 in 0.000 ft +0.60D+0.70E 0.1480 in 7.128 ft 0.0000 In 0.000 ft L Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft E Only 0.2115 In 7.128 ft 0.0000 in 0.000 ft Sketches ",k +X c Loa a 1 0 to Lri i i. i a 26 1.50 in 4\ Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: - and then using the'Printing& Project Descr: Title Block"selection, Title Block Line 6 Printed:13 JUN 2022, 3:26PM - Wood Column Software co 4 yright ENE CA Ffe:22065.ec6 U Lic #:KW-06002562' -- fi TM RIPPEY CONSULTING ENGINEERS_ DESCRIPTION: (E)STUD Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-16 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 12.2083 ft Wood Member Type Sawn (Used for non slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Wood Grade Stud Exact Depth 5.50 in Cf or Cv for Bending 1.0 Fb+ 700.0 psi Fv 180.0 psi Area 8.250 102 Cf or Cv for Compression 1.0 lx 20.797 in^4 Cf or Cv for Tension 1.0 Fb- 700.0 psi Ft 450.0 psi ly 1.547 in"4 Cm:Wet Use Factor 1.0 Fc-PM 850.0 psi Density 31.210 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3 2 Basic 1,400.0 1,400.0 1,400.0 ksi Use Cr:Repetitive? No Minimum 510.0 510,0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=12.2083 ft,K - Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:21.829 lbs*Dead Load Factor AXIAL LOADS.. . _ Axial Load at 12,208 ft,D=0.430,L=1.863 k BENDING LOADS.. . Lat.Point Load at 12.208 ft creating My-y,E=0.0970 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5938:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0970 k Bottom along X-X .0000020 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections,,. At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 2.315 k for load combination:n/a Applied Mx 0.0 k-ft AlongX-X Applied My 0.0 k-ft for load 0.000224 in at 7.128 ft above base Fc:Allowable 472.551 psi Only Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.04287:1 Bending Compression Tension Load Combination +D+0.70E Location of max.above base 12.208 ft Applied Design Shear 12.345 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.596 0.1201 PASS 0.0 ft 0.0 PASS 12.208 ft +D+L 1.000 0.556 0.5938 PASS 0.0 ft 0.0 PASS 12.208 ft +D+0.750L 1.250 0.472 0.4471 PASS 0.0 ft 0.0 PASS 12.208 ft +0.60D 1.600 0.386 0.06260 PASS 0.0 ft 0.0 PASS 12.208 ft +D+0.70E 1.600 0.386 0.1043 PASS 0.0 ft 0.04287 PASS 12.208 ft +D+0.750L+0.5250E 1.600 0.386 0.4270 PASS 0.0 ft 0.03215 PASS 12.208 ft +0.60D+0.70E 1.600 0.386 0.06260 PASS 0.0ft 0.04287 PASS 12.208 ft I I Title Block Line 1 Project Title: You can change this area Engineer: - using the"Settings"menu item Project ID: Project Descr. and then using the"Printing& Title Block"selection. Printed:13 JUN 2022, 3:26PM Title Block Line 6 File:22065.ec6 Wood Column Software copyright ENERCALC,INC.1983-2020,Build:12.20.10,31 _ tic.#:KW-06002562' '` - TM RIPPEY CONSULTING,ENGINEERS. DESCRIPTION: (E)STUD Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top 55 2.3150.42 D Only +D+t. 1.849 +D+0.750L +0,60D 0.271 +D+0.70E 0.000 0.068 0.452 +D+0.750L+0.5250E 0.000 0.051 1.849 +0.600+0.70E 0.000 0.068 0.271 L Only 1.863 E Only 0.000 0.097 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft #D.,L 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.750L 0.0000 in 0.000 ft 0.0000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D#0,70E 0.0002 In 7.128 ft 0.0000 in 0.000 ft +D+0.750L+0.5250E 0.0001 in 7.128 ft 0.0000 in 0,000 ft +0.60D+0.70E 0.0002 In 7.128 ft 0.0000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.0000 In 0.000 ft E Only 0.0002 in 7.128 ft 0.0000 in 0.000 ft Sketches - _.._-......... 2 283% 22*3k O,th I - 1 I +X C Loa 0 1 0 t i iin ui ,1 t t ' .f. I _ 2 6 1.50 in • Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: - and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 2 JUN 2022, 2:35PM - Wood Beam File:22065.ec6 Software copyright ENERCALC,INC.1983.2020,8uild:12.20.10.31 Lic-#:KW-06002562 TM RIPPEY CONSULTING ENGINEERS DESCRIPTION: (E)HEADER CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method; Allowable Stress Design Fb+ 2400 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1850 psi Ebend-xx 1800 ksi Fc-Prll 1650 psi Eminbend-xx 950 ksi Wood Species ; DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 850 ksi Ft 1100 psi Density 31.21 pcf Beam Bracing ; Beam is Fully Braced against lateral-torsional buckling D(0.255)L11.38125j 6--_ ._-._-- _.a � 0 - 9 M 3.125x7.5 Span=4.0 ft I I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0120, L=0.0650 ksf, Tributary Width=21.250 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.560 1 Maximum Shear Stress Ratio = 0.550 : 1 Section used for this span 3.125x7.5 Section used for this span 3.i 25x7.5 fb:Actual = 1,344.58psi fv:Actual = 145.68 psi I Fb:Allowable = 2,400.00psi Fv:Allowable = 265.00 psi Load Combination +D+L Load Combination +D+_ Location of maximum on span = 2,000ft Location of maximum on span = 3.387 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection 1 Max Downward Transient Deflection 0.040 in Ratio= 1186>=360 I i Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.048 in Ratio= 998>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v 0 Only 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.099 0.097 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.52 213.06 2160.00 0.36 23.08 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.560 0.550 1,00 1.000 1.00 1.00 1,00 1.00 1.00 3.28 1,344.58 2400.00 2.28 145.68 265.00 +D+0.750L 1.000 1,00 1.00 1.00 1.00 1,00 0,00 0.00 0,00 0.00 Length=4.0 ft 1 0.354 0.347 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2,59 1,061.70 3000.00 1.80 115.03 331.25 40,600 1.000 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length=4.0 ft 1 0.033 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1,00 0.31 127.83 3840.00 0.22 13.85 424.00 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 j - Overall MAXimum 3.283 3.283 Overall MINimum 2,763 2.763 Title Block Line 1 Project Title: You can change this area Engineer: using the'Settings"menu item Project ID:Project Descr: and then using the"Printing& Title Block"selection, Printed: 2 JUN 2022, 2:35PM Title Block Line 6 — File:22065.ec6 Wood Beam Software copyright ENERCALC,INC.1983-2020,Build:12.20.10.31 ° - Lics#:KW-06002562`_ `,.. .„� ., , - --_ — TMRIPPEY CONSULTING ENGINEERS DESCRIPTION: (E)HEADER Vertical Reactions Support notation:Far left Is#1 Values in KIPS Load Combination Support 1 Support 2 D Only 0.520 0.520 +D+L 3.283 3.283 +D+0.750L 2.592 2.592 +0.60D 0.312 0.312 L Only 2.763 2.763 0(‘-1 nikkA, LA:AM> Z;ck)v-_, V \\(),,k ( 1p"`) (0 kn.:A 02 / (I \ -k- Ur)\---,A ) (I% /020/1-- ) "blit)(sk-•\ ‘'(.'1./\%, UONT, 42,40 , C)c- Ak- e \ IA) N11\-1krz, (p" c-)( (e eAvoe),-,1.4 ASV, 6/10 Fl-t1 AV74\ '?-/24, VI( t\lkluS ....TEAK TM RLPPEY CAe-SCA\ c,.')(3) Ok.;ifiA_g BY \-41:- DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO /2 4,4-0(P Tigard, Oregon 97223 Phone(503) 443-3900 SHEET 1LP OF 0 P i,P %1!!c i 1),2 e-'1 Le i j� 12 C' V-= (12, 2(.7)B' ) \k I�, 2-ca ' -1- A- (,.Q ) — ( (>,` 1 c;>.�' >rt..`� %1� (i) ( %2-), o , o 'i c>C 4* V,J A kl, l €' V.-AA"k-\ iS ZM TM RIPPEY A 4 BY 5—b DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 Tigard, Oregon 97223 sHEEr OF Phone(503)443-3900 E=E;:;[3 Hilti PROFIS Engineering 3.0.78 www.hllti.com Company: Page: 1 Address: Specifier: Phone I Fax: I E-Mail: Design: 22065-Holdown Anchorage Date: 6/15/2022 Fastening point: Specifier's comments: 1 Input data '4m rt i4Lrri r Anchor type and diameter: HIT-RE 500 V3+HAS-V-36(ASTM F1554 Gr.36)1/2 Item number: 2198021 HAS-V-36 1/2"x4-1/2"(element)/2123401 _T-� �M HIT-RE 500 V3(adhesive) Effective embedment depth: hef,act=3,750 in.(hefl;,nit=-in.) Material: ASTM F1554 Grade 36 Evaluation Service Report: ESR-3814 Issued I Valid: 3/1/2021 1 1/1/2023 Proof: Design Method ACI 318-19/Chem Stand-off installation: Profile: Base material: cracked concrete,3000,fc'=3,000 psi;h=5.000 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:not present,shear:not present;no supplemental splitting reinforcement present i 1 edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(17.10.5.3(d)) Shear load:yes(17.10.6.3(c)) Geometry[in.]&Loading[Ib,In.ib] d 4�Design loads Sustained loads co ot C 0 '.:3111101b V . z • • Y / O X • Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineenng(c)2003-2022 Hilti AG,FL-9494 Schoen HIM Is a registered Trademark of Hilti AG,Schoen 1 i i F■II11.T1 Hilti PROFIS Engineering 3.0.78 www.hilti.com 2 Company; Page:Specifier: Address: Phone I Fax: I Date:E-Mail: 6/15/2022 Design: 22065-Holdown Anchorage Fastening point: 1.1 Design results Seismic Max.Util.Anchor[%] Case Description Forces[lb]/Moments[in.lb] Combination 1 N=3,286;Vx=0;Vy=0; yes 100 Mx=0;My=0;MZ=0; it Input data andee 2 03 2022 Hun AG,FL 9494 Schaan st be checked for conformity with the existing Ili is as eglistered Trademark of Hilti AG,Schaan tions and for plausibility! PROFIS Engineeringring(c) 2 i ! t II CEEMIPZI HiIti PROFIS Engineering 3.0.78 www.hiltl.com Company: Page: 3 Address: Specifier: Phone I Fax: I E-Mail: Design: 22065-Holdown Anchorage Date: 6/15/2022 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity I N/ v[%] Status Tension Concrete Breakout Failure 3,286 3,296 100/- OK Shear - - - -/- N/A Loading [iN Ity Utilization[tN,v[%] Status Combined tension and shear loads - - - - N/A 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for ptausibilityt PROFIS Engineering(c)2003.2022 Milk AG,FL-9494 Schaan HIM is a registered Trademark of Milli AG,Schaan 3 lA)Abti\t(.1 \C- \3c,.,T (U-.1 ) -\' ItZj L.P...,\/ `, ( I.,- ) • '1Sc) k-'LA /. 2 ID1._ t LP l, •,- IV) 751' FA1-'- Hn ',..)c)Ft..v ‘,.,. INypk„tE 1, 0 ov_ I ot,tt_ tp4r,kt A Vk-i c\ _,.A (----c_-, 4:,e4 to,(.7 p--t (4--),,t 0,e,-(i. P I L cy ASvilk,•\--E., -kkiire? A, 9--1-1-" Dic- 1121t6tVi ,e )A-1 ( — A i5libit-, ( ( 1 - , -?,rii,-/ 1-'k t,A ) 1oi i‘t-i-Apeil ' dp 2i,b,A) ' 0,001"b (CD")(12-") 4c, -... (7,\(:)(bkts.A7- j = 4)(4) T.1c,60 (ol "."-' lc,{ .9 . ,:12.) (1'1)1 ch) 1,1c. kc)vo ,...„----- I 4\4 Frmz‘S 0 V-- i i , 1Mb. TM RIPPEY k BY C.--.,\ DATE 1 N- CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard,Oregon 97223 Phone(503) 443-3900 SHEET_ OF . •I Project Name: 22065 Page 1 of 1 Model: Floor Joist-1 Date:07/06/2022 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer'TM 4.2.0.9 Uniform LL 13.33 lb/ft ‘CA C \ Uniform DL 13.33 lb/ft .4. ' `x: ..'. R1 R2 10.00 Section: 362S162-33(33 ksi)@ 16 in"o.c.Single C Stud(punched) Maxo= 440.9 ft-lb Va=1023.6 lb I=0.551 in^4 Deflection Limits: Total Load-240 Live Load-360 Load Comb: 1.DL+LL All spans 4.LL All spans 2.DL+LL Even spans 5.LL Even spans 3.DL+LL Odd spans 6.LL Odd spans Joist Flexural and Deflection Mmax K-phi Lm Ma-dist Mmax/ Load TL Load LL Load (ft-lb) (lb-in/in) (in) (ft-lb) Ma min Comb. Defl Comb. Defl Comb. Span 333 0.0 120.0 452.4 0.756 1 L/325 1 L/650 4 Joist Bending and Web Crippling Load Load Bearing Pa Pn Max Load Stiffeners Support (Ib) Comb. (in) (Ib) (Ib) Intr. Comb. Required R1 133.3 1 1.00 165.2 289.1 0.42 1 NO R2 133.3 1 1.00 165.2 289.1 0.42 1 NO Joist Bending and Shear Vmax Load Va Intr. Load Intr. Load Support (Ib) Comb. Factor VNa M/Ma Unstiffened Comb. Stiffened Comb. R1 133.3 1 1.000 0.13 0.00 0.13 1 N/A N/A R2 133.3 1 1.000 0.13 0.00 0.13 1 N/A N/A Joist Reaction and Connections Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R1 0.0 133.3 By Others&Anchorage Designed by Engineer NA NA R2 0.0 133.3 By Others&Anchorage Designed by Engineer NA NA *Reference catalog for connector and anchor requirement notes as well as screw placement requirements ( � 1; kO `a( ' ;V) , , C'' } ( IUD �tt ) SIMPSON STRONG-TIE COMPANY INC. W www.strongtie.com )y�