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Plans (78) . _., OFFICE COPY RECEIVED nst,),0 I-7 - o o a c, i FFB 2 0 2018 7 Li-cl 8 6 \,,J Red C e d c,..‘r vitc...) CITY OF TIGARD Itlill,DING DIVISION ,.,,L.1,10'— , .. ',''''''- —" 4 lz,...f4.,e1- ..:, -,1 ,- 4,,r, 4aA,,,i..>;-4,0,41,,,'A;. .•;..gi,,,v 74i-p,,I .,•,, 1,- .:4. ,, c ,>,„' '.W.1 S'::004140 44;:-,1;;!til.':'i'1'.,-1,1°40.1':f .',;'e'''::: 14tog-oisc,-4, 4, i,: p: • ,,I ,,,:,+,..,,,,,-,-4,450,' 58 I G 5W G!Ilcrest ct -, 'LAtv of ligard Portlana, OR 97221 ' ttr,proveci ?lam.; Ph: 503.596.7712 ,...): ...if nc,+ p - t' Submittal Documents STRUCTURAL CALCULATIONS REVISION Project RESIDENCE REMODEL Location 7498 SW RED CEDAR WAY TIGARD OR 97223 SEYMOUR CONSTRUCTION PROA. 6.7--0,,e1 ttle"..0 4 & r• • 4. V Mi . - 2/14/2018 ,r ORE c* it- -6,4 Q ,„ct• % - 114 4 GOLOSw ExpIR , /79174=1 ii ;., ,it . Project: 1Sxeet# sem SW GILLCREST CT, cleat an: _... ._.. _w_PORTLAND. ... — OR 97221 TEL:503,896:7712 Client_ Job Date: By: ie PROP wcT et:- + A 4 1 I �' ORE e-• I 0 ! 'F "bq dDAti (E)SHEAR WALL ?4 `2 �►0 VERIFY HOLD DOWNS I_` 4 GOLDS I "TIGHTEN"8d 1 • EXPIRES: 6/30/19 SEE DETAIL IF NO NAILING TO 4"oc ANCHOR EXISTS c,,-,- A T II ! r j o 1 \ADD(N) DOUBL D 1 O � I 2X BLOCKING FOR I hi w I j DRAG STRUT I as I ; 11 u X19) H 1 Z I �. I .n / I I 1 (' 1 1I 1 I I [, i I 4 /a', ,,,, i i 8'_O" 0 NEW ADDITION FRAMING Project: Sheet ty, 5816 SW G1UCR13T CT, Location: PORTIANU.OR 97221 ._. .._. _._... ._ ...._ f6i 50.896_7712 Client: 'ob ti Date: By: Mac 14;4 Gime k ' hat. 2x s -tea,. . 4/du ♦' • < 1 tan P. H GoiO ✓� .. #- I tit 2 -'' D S 215" Exp RE$: 6/30/19 t 7 2 Illr II / KAT_ Ce.) ‹ Project: Sheetit sai6 sw GILLCRIST IT. Location: PORTLAND OR 97221 TR'503 896 7712 Client: Job it Date: By: (IQ) 134-0c, 6, ehvoc (E T . .01.1.1110 Li k tic I P I-1-S, V L- (e) SP01\.)PrI_Ey..rr- Ffr-cL_ evtovv..1T- O PROIWP <0— oke Atz, 4..1.41 • 4/IIMA vir 14 240_,e GoLosIv EmpIREs: 6/30/19 t ;.... ➢ >,f '. Project: A-r+-- Sheet if 5816 5W( Iig.77 C:, Location:,,,.. l`4 5 ' jet,} ... ..... �. }`7 ` AL3 hK3R71AN1),OR 93T21 •IR:503.896.7712 Client: ... Job if Date: By: ta• 1,4 Ek,3 s cp 2 loc,� _ Avti ►tit 140 v een, x A 9 t5' R 3 Arb to `s • 1... C'{ -cxoF s PtAt,aJ P ' LL (L Leo#0z LL W-41 -wvi (z ) I 1 Z x !1 . 2-S 1...v 1 • Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 fin°aJ 9 c23'8 J 34PM UV©od Beatri x r FIIc lsarsVttEUIN(-11DOCUME 11ENERCR 1)REDCEp 1 EC6 4, i , % 1 Lo.+'� WiL ©928t . � � � , . , �e�c��elu�c 1gs�2pt5 euaas 1s 1z 9 v�rs 1z e so .. Lfeegse Ant Description: New Addition Beam . tigFit CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-10 ---- ------------- Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress DesignFb-Tension 2,600.0 psi E:Modulus off Elasticity Load Combination ASCE 7-10 Fb-Compr 2,600.0 psi Ebend-xx 1,900.Oksi Fc-PrIl 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species :iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade :MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling i i D(0.04621_(0.1848) D(0.102)Lr(0.204)S(0.255) + V + V 2-1.75x11.25 Span=15.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads ---- ------- Uniform Load: D=0.010, Lr=0.020, S=0.0250 ksf, Tributary Width=10.20 ft,(Roof) Uniform Load D=0.010, L=0.040 ksf, Tributary Width=4.620 ft,(Floor) DESIGN SUMMARY Design Maximum Bending Stress Ratio = 0.748 1 Maximum Shear Stress Ratio 4 ` Section used for this span 2-1.75x11.25 Section used for this spanfl 374: 1 fb:Actual = 2-1.75x11.25 2,237.87psi fv:Actual = 122.51 psi FB:Allowable - 2,990.00psi Fv:Allowable - Load Combination +D+0.750L+0.750S+H .7 0S+ psi Location of maximum on span = 7.500ft Loada ion of maximtion +D+0.750L+0.714.0 9 Span#where maximum occurs Location of maximum on span = 14.069 ft Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.370 in Ratio= 486 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.711 in Ratio= 253 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values - -- Shear Values Segment Length Span# M V C d c FN C i CrC m C t C L M fb F'b V fv F'v +D+H Length=15.0 ft 1 0.312 0.156 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +D+L+H 4.49 729.99 2340.00 1.05 39.96 256.50 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.606 0.302 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.69 1,574.79 2600.00 2.26 86.21 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 .00 0.00 Length=15.0 ft 1 0.512 0.255 1.25 1.000 1.00 1.00 1.00 1.00 1.00 10.23 1,662.56 3250.00 2.39 91.020.00 10.02 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 Length=15.0 ft 1 0.634 0.317 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.66 1,895.70 2990.00 2.772 0 103.78 327.775 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=15.0 ft 1 0.635 0.317 1.25 1.000 1.00 1.00 1.00 1.00 1.00 12.69 2,063.01 3250.00 2.96 112.94 356.25 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Wood BP'•a113 7 File e.t ts€� KE VING-1-6 gUMEr11ENERCA 1tREDCE6 1 EC6 r, --.-4-,,,,''''-'.' .... ,NERCA•C,-INO 198.2015 Build:6.15.12,9,Ver812.9 30 �' �ic:,# KW06Q093Z8 _., Licensee :;�ZHe�jit}ing<En inee ' Description: New Addition Beam Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd FN C Ci C r C m C t C L M fb Fb ' -.- - - V fv F'v +D+0.750L+0.750S+H ---- - 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.0- - 0 0 Length=15.0 ft 1 0.748 0.374 1.15 1.000 1.00 1.00 1.00 1.00 1.00 13.77 2,237.87 2990.00 33.22 122.512 327.75 75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=15.0 ft 1 0.175 0.088 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 9.90 0.00 +D+0.70E+H 4.49 729.99 4160.00 1.05 39.96 456.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.175 0.088 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.49 729.99 4160,00 1.05 39.96 456.00 +D+0.750L1+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=15.0 ft 1 0.496 0.248 1.60 1.000 1.00 1.00 1.00 1.00 1.00 12.69 2,063.01 4160.00 2.96 112.94 456.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=15.0 ft 1 0.538 0.269 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.00 3.20 0.00 0.00 +D+0.750L+0.750S+0.5250E+H 13.77 2,237.87 4160.00 0.00 122.51450.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.000 0.00 Length=15.0 ft 1 0.538 0.269 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.77 2,237.87 4160.00 3.22 122.51 456.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length=15.0 ft 1 0.105 0.053 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.60 0.00 6.00 +0.60D+0.70E+0.60H 2.69 437.99 4160.00 0.63 20.00 456.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.105 0.053 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.69 437.99 4160.00 0.63 23.98 456.00 Overall Maximum Deflections', Load Combination -- _- Span Max.""Deft Location inSpan Load Combination Max."+"Defl Location in Span +D+0.750L+0 750S+0 5250E+H .-- 1 0.7108 7.555 --- -- 0.0000 0.000 !Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination - - Support 1 Support 2 - - Overall MAXimum 3.6 3.672 3.672 --- --------- Overall MINimum 0.719 0.719 +D+H 1.198 1.198 +D+L+H 2.584 2.584 +D+Lr+H 2.728 2.728 +D+S+H 3.110 3.110 +D+0.750Lr+0.750L+H 3.385 3.385 +D+0.750L+0.7505+H 3.672 3.672 +D+0.60W+H 1.198 1.198 +D+0.70E+H 1.198 1.198 +D+0.750Lr+0.750L+0.450W+H 3.385 3.385 +D+0.750 L+0.750S+0.450W+H 3.672 3.672 +D+0.750L+0.7505+0.5250E+H 3.672 3.672 +0.60D+0.60W+0.60H 0.719 0.719 +0.60D+0.70E+0.60H 0.719 0.719 D Only 1.198 1.198 Lr Only 1.530 1.530 L Only 1.386 1.386 S Only 1.913 1.913 W Only E Only H Only "ASCE705W.xls"Program Version 1.2 WIND LOADING ANALYSIS -Main Wind-Force Resisting System Per ASCE 7-10 Code for Enclosed or Partially Enclosed Buildings Using Method 2:Analytical Procedure(Section 27 for Buildings of Any Height Job Name: I I Subject: Job Number: l Originator: I Checker: I Input Data: �MNIME���NII Wind Direction= Normal (Normal or Parallel to building ridge) • I Wind Speed,V -`115 mph (Wind Map, Figure 26.5-1A-C) • H Bldg.Classification - II (Table 1.4-1 Risk Cat.) IN I B I Exposure Category B (Sect.26.7) Wind>.i Ridge Height, hr .• 5'.00- _�, ft. (hr>=he) U I Eave Height, he 17 00 _ ft.(he<=hr) IIII Building Width --32-.00-- ft. (Normal to Building Ridge) ��IEIN�'_"/� Building Length= -32'.00-- -ft. (Parallel to Building Ridge) I` L >I Roof Type= Gable (Gable or Monoslope) Plan Topo. Factor, Kzt • ).• 4191 . (Sect.26.8&Table 26.8-1) $ip Direct. Factor, Kd • 0• 85 (Table 26.6-1) Enclosed?(YIN) Y (Sect.6.2&Figure 6-5) 8 a -44*� Hurricane Region? --N P Damping Ratio, R 0,050 (Suggested Range=0.010-0.070) hr I Period Coef., Ct= 0.0350 - (Suggested Range=0.020-0.035) ii Mi (Assume:T=Ct*h^(3/4),and f= 1/T) au M I he Resulting Parameters and Coefficients: L Roof Angle, 0= 26.57 deg. Elevation Mean Roof Ht., h= 21.00 ft. (h=(hr+he)/2,for roof angle>10 deg.) L-32 ft. Windward Wall Cp= 0.80 (Fig.27.4-1) B=32 ft. Leeward Wall Cp= -0.50 (Fig.27.4-1) Side Walls Cp= -0.70 (Fig.27-4.1) Windward Roof Cp= -b.S2 (Fig.27-4.1) (Condition#1) Windward Roof Cp= 0.16 _„ (Fig.27-4.1) (Condition#2) Leeward Roof Cp= • -0.60 (Fig.27-4.1) (Fig.27-4.1) +GCpi Coef. = 0.18 (Table 26.11-(positive internal pressure) -GCpi Coef. = -0.18 (Table 26.11-(negative internal pressure) If z<= 15 then: Kz=2.01*(15/zg)^(2/a), If z> 15 then: Kz=2.01*(z/zg)^(2/a) (Table 27.3-1) al 7.00 zg=I 1200 (Table 26.9-1) Kh= 0.63 I(Kh=Kz evaluated at z=h) Velocity Pressure:qz=0.00256*Kz*Kzt*Kd*V^2*I (Eq.27.3-1) qh= 18.21 psf qh=0.00256*Kh*Kzt*Kd*V^2 (qz evaluated at z=h) Ratio h/L= 0.656 freq.,f=I 2.913 Ihz. (f>= 1, Rigid structure) Gust Factor, G= 0.850 (Sect.26.9) Design Net External Wind Pressures(Sect.27.4): p=qz*G*Cp-qi*(+/-GCpi) for windward wall (psf), where:qi=qh(Eq.27.4-1) p=qh*G*Cp-qi*(+/-GCpi) for leeward wall,sidewalls,and roof (psf), where:qi=qh (Eq.27.4-1) 1 of 4 2/13/2018 9:58 PM "ASCE705W.xls"Program Version 1.2 Normal to Ridge Wind Load Tabulation for MWFRS-Buildings of Any Height Surface z Kz qz Cp p=Net,Design Press. (psf) (ft.) (psf) (w/+GCpi) (w/-GCpi) Windward Wall 0 0.57 16.54 0.80 7.97 14.52 15.00 0.57 16.54 0.80 7.97 14.52 20.00 0.62 17.96 0.80 8.93 15.49 For z=hr 25.00 0.67 19.14 0.80 9.74 166.28 P For z=he: 17.00 0.60 17.14 0 80 8.38 14.93 For z=h: 21.00 0.63 18.21 0.80 9.10 15.66 Leeward Wall All - - -0.50 -11.02 -4.46 Side Walls All - - -0.70 -14.11 -7.56 Roof(windward)cond. 1 - - - -0.32 -8.25 -1.70 Roof(windward)Gond 2 -0.85- 5.71 0.16 Roof(leeward) - . Roo . . ._, ..:. -0.60 12.56 -6.01 Notes: 1. (+)and(-)signs signify wind pressures acting toward&away from respective surfaces. 2. Per Code Section 27.1.5,the minimum wind load for MWFRS shall not be less than 16 psf. 2 of 4 2/13/2018 9:58 PM �"at, Project: c Sheet t! 5816 SW GILL PTT CT. Location: HczRTlANt>.Oft 97Z21 Til:58947712 Client: Job 03 L +c i .A-o-t C_t-sa , AV {+- ►t�� ... L4,34--LL C «tc L = B'- s mac r - �- es ( CSC- k56) ti V ._ =- 5 19 'F-1-2- ,< 9,& psi . , C)&2..,4 LA-c-s— I 3/g2- ( -14`.34-rt 61) Cm/101701' 1 }I LU 1 S I- 4 a. 41- 4r eo , ProtectSheet f il SRI()SW G1LLc1IEST CT. Location: PoRTLANo„OR S222I �. _ ICI.:501896.7712 Clien€t: .. Job # Date: 1 By: TABLE 2306,,c2 '. '.... ALLOWABLE SHEAR(FOUNDS PER FOOT)FOR WOOD STRUCTURAL PANEL SHEAR WALLS WITH FRAMING OP DOUGLAS FIR-LARCH OR SOUTTHERN PINE,FOR WINO OR SEISMIC LOADING'•3r 3^1, ,.�..,_� _..E...W .<_,. i PANELS APPLIED DIRECT TO FRAIANG 1 PANE'1,3 APPLIED OVER . L3ftt G 4*SU6t S'EATAN6 _.. 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'A5',, f Project: Sheet t' 5816 Sw CREST CT, L`ation; Num AND,OR 97221 In:StlW.896.7712 Client: Job it Date' By: Vt x51 -" "L363,`_, O OAS- P (i k ' < (,t )? ` I 2- M - ti ' X11 7,e .7? 79 'ppvs t`aa 3 19 S79 t 1 Iv‘. 7,6 sez. wt Psv t)t.t 2. -5 bs 2-.1 5'/15 m 4, eac3 s1-1,1(a) cT t -s S:C/1-1,LE. u- 5 sl?tt'p wl XP ee 7 SIMPSON Anchor DesignerTM Company: Date: 2/13/2018 4t ae3av Engineer: Page: 1/4 opkvagi.1 44p Software Project: ti h.motitVoll Version 2.5.6163.15 Address: Phone: E-mail: 1.Proiect 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 318-11 Concrete:Normal-weight Units: Imperial units Concrete thickness,h(inch):24.00 State:Cracked Anchor Information: Compressive strength,f'e(psi):3000 Anchor type:Bonded anchor 9kv: 1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.625 Supplemental reinforcement:Not applicable Effective Embedment depth,hef(inch):7.500 Reinforcement provided at corners:No Code report:ICC-ES ESR-2508 Do not evaluate concrete breakout in tension:No Anchor category:- Do not evaluate concrete breakout in shear:No Anchor ductility:Yes Hole condition:Dry concrete hmin(inch):10.63 Inspection:Continuous cac(inch):10.27 Temperature range,Short/Long: 150/110°F Corin(inch): 1.75 Ignore 6do requirement:Not applicable Sorin(inch):3.00 Build-up grout pad:No Load and Geometry Base Plate Load factor source:ACI 318 Section 9.2 Length x Width x Thickness(inch):8.00 x 3.50 x 1.50 Load combination: not set Seismic design: No Anchors subjected to sustained tension:No Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No <Figure 1> � - 1 • T, Y i 4 � mj !45R,lb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 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: 2/13/2018 Software Engineer: I Page: 12/4 Version 2.5.6163.15 Project: Address: Phone: E-mail: <Figure 2> • : CD• •• . 4.00 4.00 Recommended Anchor Anchor Name:SET-XP®-SET-XP w/5/8"O F1554 Gr.36 Code Report: ICC-ES ESR-2508 ..._.................. ..........__....__.....__....._........ ....................._......_....._.......... Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 3'n-o ` - W-'rr _kc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com IONAnchorDeslgnerTMCornPanyTte2/l3/2Ol8 Software Project:Engineer. Page: 3/4 , ,. Version 2.5.6163.15 ® Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load Ib N.(lb) Shear load combined, ( ) Vuax(lb) Vuay(Ib) J(Vuax)2+(Vuay)2(Ib) 1 2422.0 0.0 0.0 0.0 Sum 2422.0 0.0 0.0 0.0 Maximum concrete compression strain(%e):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):2422 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 x 4.Steel Strength of Anchor in Tension(Sec.D.5.1) N.(lb) 0 0A/se(Ib) 13110 0.75 9833 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2) Nb=kc2.a'4hef1 5(Eq.D-6) IQ .3..a fc(psi) her(in) Nb(Ib) 17.0 1.00 2500 7.500 17459 ciNcb=0(ANc/ANco)Wed,N P NY'cp,NNb(Sec.D.4.1 &Eq.D-3) ANc(In2) ANce(in2) Ca,min(in) ¶ed,N KN 'p,N Nb(Ib) 180.00 506.25 4.00 0.807 1.00 1.000 17459 0.65 3255(Ib) 6.Adhesive Strength of Anchor in Tension(Sec.5.5) Tk,cr= Tk,crfshort-termKsat Tk,cr(psi) fshort-term Ksat Tk,cr(psi) 435 1.00 1.00 435 Nba=2arcrn'dahet(Eq.D-22) 2 a Tar(psi) da(in) her(in) Nba(Ib) 1.00 435 0.63 7.500 6406 ONa=O(ANa/ANao)Ved,NaVcp,NaNba(Sec. D.4.1 &Eq.D-18) ANO(In2) ANaO(in2) cwe(in) Ca,min(in) Ted,Na Pcp,Na Nba(Ib) 0 tNa(Ib) 98.16 150.57 6.14 4.00 0.896 1.000 6406 0.65 2431 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. S :‘,7,1P., _.. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor DeslgnerTM Company: Date: 2/13/2018 Software Engineer: Page: 14/4 s Project: V_ * Version 2.5.6163.15 Address: Phone: E-mail: 11.Results Interaction of Tensile and Shear Forces f Sec.D.7) Tension Factored Load,N.(Ib) Design Strength,oNn(Ib) Ratio Status Steel 2422 9833 0.25 Pass Concrete breakout 2422 3255 0.74 Pass Adhesive 2422 2431 1.00 Pass(Governs) SET-XP w/518"0 F1554 Gr.36 with hef=7.500 inch meets the selected design criteria. 12.Warnings -When cracked concrete is selected,concrete compressive strength used in concrete breakout strength in tension,adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. _......_._........ .._................ .......... . Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. <<a x 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com FOR OFFICE USE ONLY—SITE ADDRESS: 71-- @ & 2 Peréd---,Z.7--A/a>, 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 Tigard • COMMUNITY DEVELOPMENT DEPARTMENT N i Transmittal Letter 1 (,A R n 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.ti5ard-or.gov NI el TO: 76M4 DATE '4_ Ib'i► VFD DEPT: BUILDING DIVISION FEB 2 0 2018 FROM: IMI fir' r;c'Y1Plf� 4r�+ c, CITY OF TIG ARD y 1 ( ",� ( BUILDING DIVISION COMPANY: d J � y er PHONE: -.--)D 3 ),(0 i g 7e By: 4.T. RE: 7yg3 �t,() Rd (Site Address) W it um 7 �)� 0CV‘i N1 -1 V (Project name or su�division6anameni of number) ATTACHED ARE THE FOS LOW i I 'EMS: I Copies: I Description: \ �'! I Copies: I Description: Additional set(s) of,,i-s. Revisions: Cross section(s) and . -tails. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculation-. j Engineer's calculations. Other(explain): REMARKS: - ciAie exkir's) koikse welt drawn Ftriceilik46,c- ro t.L C(- a] / 3.1 FOR OFFICE USE ONLY ii Routed to permit�T hnician: Date: a- © ) 1- Initials: Fees Due: ]mss ❑ No Fee Description: Amount Due: C- 1-J✓ r01 re v,z� $ L�.,S-' �/', $ $ $ Special Instructions: I Reprint Permit(per PE): ❑ Yes 1'No /� ElDone Applicant Notified: Date: A/,k///f I Initials: I:\Building\Forms UransmittalLetter-Revisions.doc 05/25/2012