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Specifications -Pu\.."? -()\ck- C°CA L tk kcq(..0 s‘,, ,_ \' /M-- ( Ni-e.__, . • ,• • TRINITY COMMUNITY CHURCH • • TIGARD, OR • RECEIVED • APR 2 2 2019 s'I'RUC I URAL CALCULATIONS • CITY OF TIGARD • BUILDING DIVISION DESIGN CRITERIA: DC1-DC8 . • ROOF FRAMING: RF1-RF32 • TRUSS DESIGN: T1-T8 • FLOOR FRAMING: FF 1-FF8 POSTS, FOOTING AND RETAINING WALL DESIGN: PF1-PF14 • LATERAL: LI-L7 • SHEARWALL DESIGN: SW1-SW5 • • • (83 PAGES TOTAL INCLUDING COVER SHEET) • • • • • • April 17, 2019 • • PROJECT NUMBER: 180140.01 • • 4 1• • • '-I!` 'I� � 41 • PRO OFFICE COPY IN • ' ctiliplil • IP 1 4 0 it r-All . , F 4IVIIW • , " 15895 SW 72ND AVE • ' `S SUITE 200 PORTLAND,OR 97224 • 1EXPIRES: I1xjh/ I PHONE:503.226.1285 • �'7 FAX:503.226.1670 • INFO Ct CIDAINC.COM • W W W.CIDAINC.COM • • • • PL ( • • /TA\ OS H PD • i . • v , -k •' TRINITY COMMUNITY CHURCH 120 �� • C.-.-k 73 10900 SW 121st Ave, Tigard, OR 97223, USA • Latitude, Longitude: 45.4412767, -122.79950439999999 • • Meadow Cir SW Springwood Dr co Meadow Creek 9 c..) • • t ,...,z_ i n • R SW Cottonwood I n EE Meadow PI r; • us • is ® 3g L SW Anton Dr CD< SW Manzanita St ` •j "V Map data 092019 Google • I Date 2/21/2019, 12:28:54 PM Design Code Reference Document ASCE7-10 • i Risk Category II • !Slte Class . D-Stiff Soil • Type Value Description Ss 0.967 MCER ground motion.(for 0.2 second period) • S1 0.423 MCER ground motion.(for 1.Os period) • SMS 1.077 Site-modified spectral acceleration value qq • SM1 0.668 Site-modified spectral acceleration value • SDS 0.718 Numeric seismic design value at 0.2 second SA 410 SDI 0.445 Numeric seismic design value at 1.0 second SA __r • Type Value Description SDC D Seismic design category ( • Fe 1.113 Site amplification factor at 0.2 second • Fv 1.577 Site amplification factor at 1.0 second • PGA 0.424 MCEG peak ground acceleration 111 FPGA 1.076 Site amplification factor at PGA • PGAm 0.456 Site modified peak ground acceleration • TL 16 Long-period transition period in seconds • SsRT 0.967 Probabilistic risk-targeted ground motion.(0.2 second) • SsUH 1.08 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.89 Factored deterministic acceleration value.(0.2 second) • S1RT 0.423 Probabilistic risk-targeted ground motion.(1.0 second) • S1UH 0.486 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. S1D 0.629 Factored deterministic acceleration value.(1.0 second) PGAd 0.691 Factored deterministic acceleration value.(Peak Ground Acceleration) • ' CRS 0.895 Mapped value of the risk coefficient at short periods • • Dcz • Oregon Snow Loading • The design ground snow of any location in the state of Oregon may be determined by entering the latitude and longitude of your site • into the boxes below. The tool provides the design ground snow load (pg in ASCE7*) for your site. The design ground snow load values can also be viewed on the online map. Users are strongly recommended to review the Map Usage Notes. Ground snow loads are very sensitive to geographic location, and particularly sensitive to elevation. It is recommended that the • latitude and longitude values be entered with a precision of 0.001 (about 105 yards). • *ASCE Standard(ASCE/SEI 7-10)Minimum Design Loads for Buildings and Other Structures published by the American Society of Civil Engineers. Latitude - Longitude Lookup • Results • Latitude: 45.44128 411 Longitude: -122.79951 • Snow Load: 10.0 psf Modeled Elevation: 203 ft •• ._ • Site Elevation versus Modeled Grid Elevation Site elevation refers to the elevation (above sea level, in feet) of the location for which the snow load is required. The modeled • grid elevation is the average elevation of the 4 km (about 2-1/2 miles) grid cell that was used in the snow load modeling. In • relatively flat terrain, the two elevations will likely be the same or very similar. In sloped or mountainous terrain, the two elevations may be quite different. • The design ground snow load may be underreported for some locations where the site elevation is higher than the modeled grid " • elevation. Consult the Map Usage Notes if your site elevation is more than 100 ft. above the modeled grid elevation shown, or if your site is at or near the top of a hill. • • Oregon Design Ground Snow Load Look Up Results • It is important that the user of this tool understand the principals and limitations of the modeling used to create it. Ground snow • loads can vary dramatically over short distances due to changes in precipitation and elevation. It is critical to use good • engineering judgment when interpreting and using the results reported by this tool. The user is recommended to review the online map, to gain a better understanding of the variations and range of magnitudes of the ground snow loads in the vicinity of `' • the site location. • In remote regions at high elevation, reliable snow data was not available during the creation of the map. A site-specific case study is required to determine the design ground snow load in these areas. The ground snow load values on the map are based on • extrapolation, and are not recommended for design. See the Map Usage Notes for the regions that require a site-specific case study. • It is recommended that the local building official having jurisdiction at the site be consulted for minimum design ground snow or • roof snow loads. • The reported design ground snow loads must be adjusted as required by Chapter 7 of ASCE7* for site exposure, roof slope, roof configuration, etc. Only the properly adjusted loads can be used to design roof structural elements. '• Oregon requires a minimum roof snow load of 20 psf(pm in ASCE7*) for all roofs, plus a 5 psf rain-on-snow surcharge for many • roof types, resulting in a 25 psf minimum roof design load for most roofs. See the Map Usage Notes or Snow Load Analysis for Oregon, Part II for further information. • *ASCE Standard(ASCE/SEI 7-10)Minimum Design Loads for Buildings and Other Structures published by the American Society of Civil Engineers. • • • ©Copyright 2010-2013 seao.org • All rights reserved. 5 • • • • • e • • • • • • • SNOW DRIFT FOR FLAT ROOFS • IN ACCORDANCE WITH 2009 IBC IN ACCORDANCE W/ASCE SECTION 7.7 • PROJECT NAME: Trinity Community Church PROJECT NO.: 180140.01 DATE:4/9/19 • ELEMENT ID:Drift from high roof DESIGNER: LAJ • • Pg:= 10•psf Basic ground snow load • Pmin 25•psf Minimum snow load. • I:= 1.0 Importance factor(Table No.7-4,p.93) • • Ce:= 1.0 Snow exposure factor(Table No.7-2,p.92) • Ct:= 1.0 Snow exposure factor(Table No.7-3,p.93) • • Density of Snow: • Di := 0ft3•Pg+ 14.0.pcf Di = 15.3 pcf • • D:= if(D1 _<35•pcf,D1,35•pcf) D= 15.3 pcf • • Calculated Minimum Roof Snow Load: • Pf:= 0.7CeCt•I•Pg Pf=7 psf • Required Minimum Roof Snow Load: • Pr if Pmin> Pf,Pmin,Pf) Pr=25 psf • • Height of Calculated Minimum Snow Load on Lower Roof or Deck: • Pf • hb D hb=0.46 ft • • • • • • • • • ® 4/9/2019 • Dc Li • • CASE II: DRIFT LOAD FOR ROOF OF AN ADJACENT LOWER STRUCTURE • (Sec.7.7.1,p.83 and Figure No.7-8,p.91) • Wb:= 39.5.ft Horizontal dimension of upper roof normal to edge of roof"Lu" • S:= 0.ft Horizontal separation between adjacent structures • hr:= 10.ft Difference in height between upper and lower roof • • h,:= hr- hb h,=9.542 ft Clear height between top of balanced snow and top of upper roof , • Conceptual Maximum Height of Drift Surcharge at Edge of Higher Structure: • Wb:= if(Wb<25•11,2541,Wb) Wb=39.5 ft • I I _ • r )3 4 . hd:= -0.43.1 ftbl fpf + 10) — 1.5 •ft hd= 1.6ft J • Overall Width of Drift in Relation to Minimum Snow Load,P1: • Wd1 := 4•hd Wd1 =6.4ft • • d Wd2:= 4 h2 h ) Wd2= 1.1 ft • c Wd3 8•hd Wd3 = 12.8 ft Max drift width • Wd:= if(Wdl > Wd2,Wd1,Wd2) Wd= 6.4 ft • NetWidth of Drift or Base of Triangular Drift Load in Relation to Minimum Snow Load, P1: • • W,,:= Wd - S VII,=6.4ft • Height of Drift Surcharge at Face of Upper Structure: • hd:= if(hd> he,hc,hd) hd= 1.597ft • Reduced Height of Drift Surcharge at Face of Lower Structure: • _ 20•ft—S • 11n• 20 ft •hd hn = 1.597ft • Maximum Intensity of Snow Load at Edge of Lower Structure: • Pmt := D•(hr, + hb) Pmt = 31.43 psf • 13,2:= D•hr Pm2= 153 psf • Pm3:_ if(Pm1 <Pm2,Pmi,Pm2) Pm3= 31.43 psf • Pm4 if(Pm3 > Pr,Pm3,Pr) Pm4= 31.43 psf • hr- hb • Pm:= if h >0.2,Pm4,Pr Pm =31.43 psf • b Maximum Surcharge Intensity in Addition to Required Minimum Snow Load,P; • PS:= Pm- Pr PS=6.43 psf • Width of Drift in Relation to Required Minimum Snow Load,Pr: • • Pm -Pr Wdr•— Wn Wdr= 1.7 ft • Pm - Pr • 4/9/2019 0 • • • ASCE 7-10-Envelope Procedure • Assumptions: Risk cat 11 • • Exposure B Enclosed Structure • Low Rise Structure Mean Roof Ht=12.5' • Roof Slope=4:12 OR 18.43 DEGREES • V= 120.0 mph LRFD Kd= 0.85 ASCE 7-10 Table 26.6-1 pg 250 Kzt= 1.00 G= 0.85 Section 26.9 pg 254 • Gcpi- 0.55 Positive Internal Pressure Table 26.11-1 pg 258 Gcpi= 0.55 Negative Internal Pressure Table 26.11-1 pg 258 • Kh= 0.57 Table 28.3-1 pg299 qh= 17.9 psf 0.00256•Kz*Kzt*Kd•V^2 410 a • h(ft)= 12.50 5.00 =0.4*h;min=0.04*(L or B)or 3'-0" • L(ft)= 39.3 3.93 =0.1•L B(ft)= 36.3 3.63 =0.1•B 4Zi i .< W ,. < ' ..... ..... �. .. • =` X WARD 0.80 2.3 22.0 -0.50 -17.4 2.2 • � 1111 iE -0.70 -20.5 -0.8 • VV1 , i� -0.5017.4 2.2 LWk P -0.50 17.4 2.2 • -1.30 -29.6 -9.9 • L / OOF -0.18 -12.6 7.1 • **CP from Figure 27.4-1 • • • • S 0 • • • • • • S • • • • • De_. CO i • Components and Cladding l6psf Net design pressure minimum per 30.2.2 pg 316 • LRFD • qh= 17.9 GCpi= -0.55 Positive Internal Pressure S GCpi- 0.55 Negative Internal Pressure . P: per ASCE 7-10 equation 30.4-1 (pg 318) 5 ' { ' ,',,41'.,-..',4,4A-.•'-..- A ,$ + ) a .j ''''•':k. 54', -1.10 -29.5 -9.8 aggilXim,� 40 ' E 1.00 8.0 f�� • apirram p ID -1.05 -28.6 -8.9 ' e+y gkl*,) 0.95 26,8 i...t.. sv,, "<. + 1 �.Y. -. a _A. .%w'alk; �� FOPRONINT. r:14: . 1 00 8 0 411 ` 0.90 6.3 25.9 k'ti • ✓roa^zc. 'moi �E m '�D s 3 ?`. ftu .. yx� z' `m e !-4.bks 4<...�,rk" s' a '- t + .N?,4 v.'` Y 41, ! 4 „� -0.95 -26.8 .111111181111111111 i P410 ` t�." 0 85 �� 25 0 ':::4..;:i..:: . ,: ,. :`<, .dr a M °9 <;q. . .' i ?..�.'•• tYo` ( , 44�,,� -0.90 -25.9 -6.3 4 i,+tit 0 ` 0.80 4.5 24.1 • titiff " _ ; + � 74 ,:*.l. g4.. ` , I 0.80 =, . 4.5 5 wF' t 030 111111111P311111111 11111111111111111111 4110 , � - gig •k ,- 8 : a ` i flMW Vf ,.. + am7'..;: a: g rOi er 411 • • • 411411• 4111• 0 • • • • • 411• ••• • • 1,(- • Components and Cladding(Roof): 16psf Net design pressure minimum per 30.2.2 pg 316 • LRFD qhs 17.9 GCp= -0.55 Positive Internal Pressure • dpi= 0.55 Negative Internal Pressure • P: per ASCE 7-10 equation 30.4-I(pg 318) • t z <z -tri '':e. �. �yz�� r,, �.z'g ss� ; r Oka r .<. ' � �i stjAIL� 7 , �, t m '" e i � � -0.90 -25.9 17.0 • r� ,:4 040 -2.7 : ,,,?'4.44y.-.. . ikr i'r`{ ` �. ‘10'.':41101j^y �� ' '� �'"'^ �'-w-'•-•-i.,e -Ware . ;M �� -2.60 56.3 36.6 r 0.40 -2.7 17.0 • �• a(t rs ' .S1. sir.114,0411 :-.1:1",i.4,4•105,4, .:•,..01 �� ,,s. ,,- • •qfrsat, 1.55 -37.5 17.9 t • 045 18 179 ci s➢,. 1"[� c r •VIV'� € SC 3.1) Ne,„4.....:-..4 at,4:....4.:;*,''''....'. ..' ',4ie'4':.'w ' ''''- x i -5.4-25.0-0.85 16.1 • aw* 0.35 3:64 a .r. � � � 02 • �1, --• ortt �� 49.1 -29.5,, 1. 220x 0.35 36 161„„ -2 ' ,^ oi41-Zotbf F ,.,!6„.'1,047..r..4.0:4,. , .•• `�` �Q 'qtk r Il® 313 --1.20 - . 15245 m. • 41 .® R 030 �� y93 ktn � ^E� »5z z Qy .. y.s• I �P � h , ate °, irox,;.--.4i.,€-- w B .i44 x 4 a%., : V 1 -.. „ :.,• a t• • • • • • • • • • • • • ' • • • • • • I • . 15895 SW 72ND AVENUE,SUITE 200 < . .. PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 CIE-MAIL:info@cidainc.com 11/ Co ort nnv.,1 i C tAV'iCIn ( 3 PROJECT NAME: i r �4^141 '�"�/� PRO'.Na. ( $UlyO.O Sr5:�::rx � 4111 - uT3,3...-. I B,: L� 3 DATA; 3/c3/i 9 S • ,_ ,.. • r 1 i'1.- U.p;k -c4 Co.kc s�,, 0,4+5+1$ "4+ t ,..,a.3"1+1 4► C 1 Mc� L.. LI X 1.`004 ; i3 `isy„s ,.. t • ' -rr i 6 /�-�- , , ' 4 ' 9' r' 310 F r.xw� • \I Leo e_k = ___-ZS, C' pb • • WL _ -50 $ . -6 2 tiz g I S 61 LTA To i s4: `7`+.f; b A .�,.. 3 2 3S Sr ! I I.00 a `�J L �+na .-t " -2,1, t p$C • Wc. ..one_. .-31. 3 . 44 _P z . S!i� x ! 8 �rLB i,d�. TY 1 b. ,r��,�, - 3 C3=- - W 5 sr D • W e._t = -24,t psF W G ea.nQ_i -3>1 ,*3 ps ..... • 11,1 L Q...3 - I .S pS c ', T- Z _ Z • 3 iZ x 12 & L$ zeaw, 1 Tr.�_.U... rem = 3_ 3 32-SF . 1.0c. • Wl. z,,f,e-k -ZS .0 4)4' • WL t.-2 = -k ) ._I pg • • • • • _.. _._.......... . • • 4110 • • 15895 SW 72ND AVENUE,SUITE 200 • QPORTLAND,OREGON 97224 1:11) TEL 503.226.1285 FAX:503.226.1670 • E-MAIL:info+@cidainc.com _ PROec* NAME: 1 �Cln14y C Or"'�MKIJ�Y►� CL. vG� FRCS;. No. 18ONO,Cl.. 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Lic.#:KW-06006865 Licensee:CIDA INC. • Description: RIDGE BEAM 1-LOAD CONDITION 1 • CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 • Material Properties • Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E Modulus of Elasticity Load Combination ASCE 7-10 Fb- 2,400.0 psi Ebend-xx 1,800.0ksi III Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi 411 Wood Species : DF/DF Fc Perp .0 psi Ebend yy 1,600.0ksi Wood Grade :24F V8 Fv 265650.0 psi Eminbend yy 850.0 ksi • Ft 1,100.Opsi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling • III D(0.289#8(0;425). _ � o D(0.289)S(0.425) 4110 • • i 5.5x18 5.5x18 144 • A�1 Span=24.50 ft Span=10.50 ft • • A_plied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 III Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=17.0 ft • Load for Span Number 2 Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=17.0 ft • DESIGN SUMMARY _ Design OK • Maximum Bending Stress Ratio = 0.614 1 Maximum Shear Stress Ratio = 0.466 : 1 Section used for this span 5.5x18 Section used for this span 5.5x18 • fb:Actual = 1,590.27psi fv:Actual = 142.06 psi FB:Allowable = 2,591.42 psi Fv:Allowable = 304.75 psi • Load Combination +D+S Load Combination +D+S • Location of maximum on span = 24.500ft Location of maximum on span = 23.131 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 • 'Maximum Deflection Max Downward Transient Deflection 0.409 in Ratio= 717>=240 • Max Upward Transient Deflection -0.049 in Ratio= 5134>=240 Max Downward Total Deflection 0.688 in Ratio= 427>=180 • Max Upward Total Deflection -0.082 in Ratio= 3056>=180 • • Overall Maximum Deflections • Load Combination .. , Span Max. "Defl Location in Span Load Combination Max."+"Defl Location in Span+S 1 0.6879 11.223 • 0.0000 0.000 2 0.0000 11.223 +D+S -0.0824 4.869 • Vertical Reactions Support notation:Far left is#1 Values in KIPS • Load Combination .__. . Support 1 Support 2 Support 3 Overall MAXimum 7.140 17.850 • Overall MINimum 4.250 10.625 D Only 2.890 7.225 • +D+S 7.140 17.850 • +0+0.7505 6.078 15.194 • • CIDA,INC. Project Title: • 15895 SW 72nd Ave.Suite 200 Engineer: K-- y • Portland,OR 97224 Proect Project ID:De • 503-226-1285 503-226-1670 Fax • Printed 13 MAR 2019 11 37AM Wood Beam File=E:tadradd11810140.01Trinity ChurchlstnicturailFRAMINGCHECKec6."__, • Software copyright ENERCALC,INC.1983.2018,Build 10.18.12.13. • Lic.# :KW-06006865 Licensee: CIDA INC. Description: RIDGE BEAM 1-LOAD CONDITION 1 • Vertical Reactions Support notation:Far left is#1 Values in KIPS • Load Combination Support 1 Support 2 Support 3 • +0.60D 1.734 4.335 S Only 4.250 10.625 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • . CIDA,INC. Project Title: • 15895 SW 72nd Ave.Suite 200 Engineer: I�77 $ . Portland,OR 97224 Project ID: t�—F 503-226-1285 Project Descr: • 503-226-1670 Fax • Printed.13 MAR 2019,11 38A Woo Beam File=E:ladcadd118W140.01 Trinity ChurchlstiucturaltFRAMING CHECK.ec6': • CIDA,INC. Project Title: • 15895 SW 72nd Ave.Suite 200 Engineer: Portland,OR 97224 Project ID: 12 F40 • 503-226-1285 Project Descr: 503-226-1670 Fax S Printed 13 MAR 2019 11 38AM • Wood Beam File=E:ladcadd11810140.01Trinity ChurchlstructuralfRAMINGCHECK.ec6. Software copyright ENERCALC,INC.1983-2018,Bull 10.18.12.13. • Lic.#:KW-06006865 Licensee:CIDA INC. Description: RIDGE BEAM 1-LOAD CONDITION 2 • Vertical Reactions Support notation:Far left Is#1 Values in KIPS • Load Combination Support 1 Support 2 Support 3 • +0.60D 1.734 4.335 S Only 5.206 5.206 • • • I I I • • • • • • • • • • • • • • • S S • • • • • • • • • I • CIDA,INC. Project Title: • 15895 SW 72nd Ave.Suite 200 Engineer: 12—F• Portland,OR 97224 Project ID: 503-226-1285 Descr: • 503-226-1670 Fax • Printed 13 MAR 2019,11 38A Wood Beam =E tadcadd11810140,01 Trinity ChurchlstructuranFRAMING CHECKec6. Software copyright ENERCALC,INC 1983-2018,Build:10.18.12.13 . Lie.#:KW-06006865 Licensee:CIDA INC. • Description: RIDGE BEAM 1-LOAD CONDITION 3 • CODE REFERENCES • Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 • Material Properties • Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 2,400.0 psi Ebend-xx I,800.0ksi • Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi • Wood Species : DF/DF Fc-Perp 650.0 psi Ebend yy 1,600.Oksi Wood Grade :24F-V8 Fv 265.0 psi Eminbend yy 850.0ksi • Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling • • D(0.289) �_..._ 0(0.289)S(0.425) i___••••___:__ s . s .__.__.__.__.f.__ s $ s • • ,,1161 5.5x18 5.5x18 • Ail", • Span=24.50 ft Span=10.50 ft • • • Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 • Uniform Load: D=0.0170 ksf, Tributary Width=17.0 ft • Load for Span Number 2 Uniform Load D=0.0170, S=0.0250 ksf, Tributary Width=17.0 ft • DESIGN SUMMARY Design OK • Maximum Bending Stress Ratio = 0.614 1 Maximum Shear Stress Ratio = 0.321 : 1 Section used for this span 5.5x18 Section used for this span 5.5x18 • fb:Actual = 1,590.27psi fv:Actual = 97.73 psi FB:Allowable = 2,591.42psi Fv:Allowable = 304.75 psi • Load Combination +D+S Load Combination +D+S • Location of maximum on span24.500ft Location of maximum on span = 24.500 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 • Maximum Deflection • Max Downward Transient Deflection 0.953 in Ratio= 264>=240 Max Upward Transient Deflection -0.326 in Ratio= 900>=240 • Max Downward Total Deflection 0.933 in Ratio= 270>=180 Max Upward Total Deflection -0.118 in Ratio= 2486>=180 • 411 Overall Maximum Deflections • Load Combination Span Max."-'Deft Location in Span Load Combination Max. +'Deft Location in Span • D Only 1 0.2636 8.760 S Only -0.3263 14.235 S Only 2 0.9526 10.500 0.0000 14.235 • Vertical Reactions Support notation:Far left is#1 Values in KIPS • Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1890 12.644 • Overall MINimum -0.956 5.419 D Only 2.890 7.225 • +D+S 1.934 12.644 • +D.0.750S 2.173 11.289 • • CIDA,INC. Project Title: • 15895 SW 72nd Ave,Suite 200 Engineer: • Portland,OR 97224 Project ID: 1F 6 503-226-1285 Project Descr: 503-226-1670 Fax • Printed 13 MAR 2019,11.38AM • Wood Beam File=E:ladcadd11810140.01Trinity Churchlsfructurai1FRAMINGCHECKec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.1213. Lic.# : KW-06006865 Licensee : CIDA INC. Description: RIDGE BEAM 1-LOAD CONDITION 3 • Vertical Reactions Support notation:Far left is#1 Values in KIPS • Load Combination Support 1 Support 2 Support 3 • 40.60D 1.734 4.335 S Only -0.956 5.419 . • • • • • • • • • • • • •• • • • • • . • • • • • • • • • • • • 15895 SW 72ND AVENUE,SUITE 200 Q • jj .�., ; PORTLAND,OREGON 97224 ' TEL:503.226.1285 FAX:503.226.1670 Ok .ii E-MAIL:info@cidainc.com - PROJECT NAME: J Y11%; 4-y (D vywnv.y,ory Ciuwc..1n PR,f.No. 1 sal 40. or S.,EE-< 1.2-V I U :, . . .., _ TJTTE: B'`^ 1-A ... DAT : I/Z3`t i R-00f F r c.- 1`v De.—SI‘—i c or-k''0.: ; W.s ^ T 1 � - -2.'4' i+ V m I S� 1..��yh 4n� �,n2.1 • - • �r1 _, '� E.1.... '..t... �tw v4rt� t rOr .D S 7t. 0i 1 ,,,,,),, c r ck.i a Z Z., 6 � w / J 13v... / 1,961- 1 0 RZ.._` C ,o'4' - / S3- / Z,57Itw wT w S Via' _3�j � / 931c- • 0 .az (,0L-11\. / 1 ItblL.. 1 a20x . j �.=z`'a ; Loc.4• C a.%* 3. ':._.. s Z3' 1 , - use- ('2 Z X Q fn(tookr,\ ... R� 3`" 4. 5+11 4h C..3)N oov y,* .. lap. ! L= Zt =6 " , \•1 veilir- 1 " - l-p.I.( : ...l� W kIl+. Asb dl+ff-_.) z 'I8 p lc W.1t.0.--L. '-124p 1 -- w,Ia+ ksb Ve(+ 1 = -35-#if 0 asp . . ax " 0.2.1k • CIDA,INC. Project Title: 15895 SW 72nd Ave.Suite 200 Engineer: r&-P- (0 • Portland,OR 97224 Project ID: . 503-226-1285 Project Descr: 503-226-1670 Fax • Printed.27 FEB 2019, 2 57P • WOOd Bean? Ale=E:Iadcadd11810140.01 Trinity ChurchsinicturalTRAMING CHECKec6. . Software...lie' t ENERCALC,INC.1983-2018,Build10.18.1213, Lic.#: KW-06006865 Licensee: CIDA INC. Description: JOIST 1-LOAD CONDITION 1 • CODE REFERENCES • Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 • Load Combination Set:ASCE 7-10 Material Properties • Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity e Load Combination ASCE 7-10 Fb- 2,400.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi • Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi • Wood Grade :24F-V8 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0 psi Density 31.210 pcf • Beam Bracing : Beam is Fully Braced against lateral-torsional buckling • o D(0.068)S(0.1) ___ 4 ¢D(0.068)S(0.1 ) • • • olis 2.5x15 0111,, 2.5x15 • Span=23.083 ft Span=3.420 ft • • Applied Loads Service loads entered. Load Factors will be applied for calculations. • Load for Span Number 1 • Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=4.0 ft Load for Span Number 2 • Uniform Load D=0.0170, S=0.0250 ksf, Tributary Width=4.0 ft DESIGN SUMMARY Design OK • Maximum Bending Stress Ratio = 0.496 1 Maximum Shear Stress Ratio = 0.234 : 1 • Section used for this span 2.5x15 Section used for this span 2.5x15 fb:Actual = 1,370.01 psi fv:Actual = 71.46 psi • FB:Allowable = 2,760.00psi Fv:Allowable = 304.75 psi • Load Combination +3+5 Load Combination +D+S Location of maximum on span = 11.348ft Location of maximum on span = 21.922 ft • Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection • Max Downward Transient Deflection 0.482 in Ratio= 574>=240 • Max Upward Transient Deflection -0.216 in Ratio= 380>=240 Max Downward Total Deflection 0.811 in Ratio= 341>=180 • Max Upward Total Deflection -0.363 in Ratio= 226>=180 0 Overall Maximum Deflections • Load Combination Span Max.'-'Dell Location in Span Load Combination Max."+"Defl Location in Span • iD+S 1 0.8106 11.477 .. _. 0.0000 _ _.._.. 0 000 •. ......... 2 0.0000 11.477 +O+S -0.3628 3.420 Vertical Reactions Support notation:Far left is#1 Values in KIPS • Load Combination Support 1 Support 2 Support 3 • Overall MAXimum 1.896 2.556 . Overall MINimum 1.129 1.521 D Only 0.768 1.035 +D+S 1.896 2.556 • +040.750S 1.614 2.176 0 • 0 • CIDA,INC. Project Title: 15895 SW 72nd Ave.Suite 200 Engineer: I . Portland,OR 97224 Project ID: 503-226-1285 Project Descr: • 503-226-1670 Fax • Printed 27 FEB 2019, 2 57PM Wood Beam File=E:ladcadd11810140.01 Trinity Churchlstnrctura tFRAMING CHECKec6. Software copyright ENERCALC,INC.1983-2018,BuiId:10.18.12.13 Lica#: KW-06006865 Licensee:CIDA INC. • Description: JOIST 1-LOAD CONDITION 1 • Vertical Reactions Support notation:Far left is#1 Values in KIPS .......... • Load Combination Support 1 Support 2 Support 3 +0.6000.461 ...... 0.621... S Only 1.129 1.521 • • • • • • S S S S S • • • 411• • • • • • • • • • • • • • • • • •• • CIDA,INC. Project Title: • 15895 SW 72nd Ave.Suite 200 Engineer: Portland,OR 97224 Project ID: R— I - • 503-226-1285 Project Descr: 503-226-1670 Fax • Printed 27 FEB 2019, 2 58PM • I Foe=E:ladcadd11810140.01 Trinity Chu�cInstructuiallFRAMINS CHECKec6. Wood Beam • . Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13. Lic.#:KW-06006865 licensee: CIDA INC. Description: JOIST 1-LOAD CONDITION 2 • CODE REFERENCES • Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 • Load Combination Set:ASCE 7-10 • Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E.Modulus of Elasticity • Load Combination ASCE 7-10 Fb- 2,400.0 psi Ebend-xx 1,800.0 ksi • Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi • Wood Grade :24F-V8 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.210 pcf • Beam Bracing : Beam is Fully Braced against lateral-torsional buckling • D(0.068)S(0.1) DJ0.06� • F-- _ _ _ e aW—_ V • • 2.5x15 Aiihi 2.5x15 • Span=23.083 ft Span=3.420 ft • F ____..___ • • Applied Loads Service loads entered. Load Factors will be applied for calculations. • Load for Span Number 1 • Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=4.0 ft Load for Span Number 2 • Uniform Load: D=0.0170 ksf, Tributary Width=4.0 ft • DESIGN SUMMARY, Design OK Maximum Bending Stress Ratio = 0.51 Q 1 Maximum Shear Stress Ratio = 0.231 : 1 • Section used for this span 2.5x15 Section used for this span 2.5x15 • fb:Actual = 1,406.88psi Iv:Actual = 70.45 psi FB:Allowable = 2,760.00psi Fv:Allowable = 304.75 psi • Load Combination +D+S Load Combination +D+S Location of maximum on span = 11.477ft Location of maximum on span = 21.922ft • Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 • Maximum Deflection Max Downward Transient Deflection 0.509 in Ratio= 543>=240 • Max Upward Transient Deflection -0.239 in Ratio= 342>=240 Max Downward Total Deflection 0.837 in Ratio= 330>=180 • Max Upward Total Deflection -0.386 in Ratio= 212>=180 • • Overall Maximum Deflections • Load Combination Span Max.''Defl Location in Span Load Combination Max.'+'Defl Location in Span .0 +0+8 1 0.833 73 11.606 _..._. 0.0000 0.000 • 2 0.0000 11.606 +D+S -0.3861 3.420 • Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 • Overall MAXimum 1.922 2.189 • Overall MINimum 1.154 1.154 D Only 0.768 1.035 • +D+S 1.922 2.189 +0.. .750S 1.633 1.900 • • • • CIDA,INC. Project Title: 15895 SW 72nd Ave.Suite 200 Engineer: 12-P 13 • Portland,OR 97224 Project ID: 503-226-1285 Project Descr: • 503-226-1670 Fax • _ Printed.27 FEB 2019. 2 58PM File=E:Iadcadd118t0140.1O1 Trinity Churchlst,ucturallFRAMING CH_EECKec6 • Wood Beam Software copyright ENERCALC,INC.1983-2018,Build 10.18.12.13 Luc.#-KW-06006865 Licensee . CIDA INC. • Description: JOIST 1-LOAD CONDITION 2 • Vertical Reactions Support notation:Far left is#1 Values in KIPS • Load Combination Support 1 Support 2 Support 3 +U.60D 0.461 0.621 • S Only 1.154 1.154 • • • • • • • • • • • 41 • • • • • • • • • • • • • • S • • • • • • • CIDA,INC. Project Title: • 15895 SW 72nd Ave.Suite 200 Engineer: U • Portland,OR 97224 PrPro ectt Descr:ect ID: F' I 503-226-1285 503-226-1670 Fax • Printed.27 FEB 2019, 2 58PM • Wood Beam File=E:Iadcadd11810140.01Trimty Churchlabuctural1FRAMING CHECK.ec6. Software ccyryriglil ENERCALC,INC.1983-2018,Bufld 10.18.12.13, • Lic.#: KW-06006865 Licensee : CIDA INC. Description: JOIST 1-LOAD CONDITION 3 • CODE REFERENCES • Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 • Load Combination Set:ASCE 7-10 Material Properties • Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity • Load Combination ASCE 7-10 Fb- 2,400.0 psi Ebend-xx 1,800.0 ksi • Fc-Pr!' 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi • Wood Grade :24F-V8 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.210pcf • Beam Bracing : Beam is Fully Braced against lateral-torsional buckling • D(0.068) D(0.068)Sf0.1J III III I 2.5x15 2.5x15 • ,44 Span=23.083 ft Span=3.420 ft ; • • Applied Loads Service loads entered.Load Factors will be applied for calculations. • Load for Span Number 1 • Uniform Load: D=0.0170 ksf, Tributary Width=4.0 ft Load for Span Number 2 • Uniform Load D=0.0170, S=0.0250 ksf, Tributary Width=4.0 ft DESIGN SUMMARY Design OK • Maximum Bending Stress Ratio = 0.257. 1 Maximum Shear Stress Ratio = 0.121 : 1 • Section used for this span 2.5x15 Section used for this span 2.5x15 fb:Actual = 554.53psi fv:Actual = 28.93 psi • FB:Allowable = 2,160.00 psi Fv:Allowable = 238.50 psi • Load Combination D Only Load Combination D Only Location of maximum on span = 11.348ft Location of maximum on span = 21.922ft • Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 . Maximum Deflection Max Downward Transient Deflection 0.023 in Ratio= 3516>=240 • Max Upward Transient Deflection -0.027 in Ratio= 10076>=240 Max Downward Total Deflection 0.328 in Ratio= 844>=180 Max Upward Total Deflection -0.147 in Ratio= 558>=180 • • • Overall Maximum Deflections •Load Combination Span Max. "Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.3281 11.477...... . 0.0000 0.000 • 2 0.0000 11.477 D Only -0.1468 3.420 Vertical Reactions Support notation:Far left is#1 Values in KIPS 110 Load Combination Support 1 Support 2 Support 3 • Overall MAXimum 0.768 1.402 . Overall MINimum -0.025 0.367 D Only 0.768 1.035 +D+S 0.742 1.402 • +D+0.750S 0.749 1.310 • • • • • CIDA,INC. Project Title: 15895 SW 72nd Ave.Suite 200 Engineer: • Portland,OR 97224 Project ID: fL F 503-226-1285 Project Descr: • 503-226-1670 Fax rinity churchIPsrinted 27 FEB 2019, 2 58pm File=E:ladcadd11810140.01 T tructuralfRAMING CHECK.ec6. ' Wood Beam • Software t ENERCALC,INC.1983-2018,Build:10.1&12.13. Lic # KW-06006865 Licensee: CIDA INC. • Description: JOIST 1-LOAD CONDITION 3 • Vertical Reactions Support notation.Far left is#1 Values in KIPS • Load Combination 40.60D Support 1 Support 2 Support 3 0.461 0.621 • S Only -0.025 0.367 • • • • • • • • • • • • • • • • • • • • • • • • • • � w 15895 SW 72ND AVENUE,SUITE 200 Q PORTLAND,OREGON 97224 • .... TEL:503.226.1285 FAX:503.226.1670 0 • E-MAIL:info@cidainc.com • PIioIECT NAME: 1 %�\ b Net Yh V.v.r` t INA:c \ PRO}.No. 1$O1L1O.0. 1 SHEET �T/ t. • U Alf 77 y� ` TITLE:__......_ _.�................_.._. _,....._.............._.— ...._.____. B9. _ .._.._ __ DATE: 3/1ii Y11 el • • 1 il .A t I � I fir P ,L2.--,--- S 7-Z.,. .._ . ._ . J } o(w) W...w4-..1 " C..tal- Pkw aT 2. IZ,. = CI.�ook-( 2.'vro�-/ 316w �LI • L • NnLy_v&r+_nit + = A. c1:,� +o.c.cw 35 Pl F • W=2.,►t4r+-" - , pi (.4 • O bD40.bw • k1_tik.t- Ve% -_►4 +� O. 4! k. • • • vkS C 5 1/L x i t- 6483 • • • • • • • • • • • • 0 • • CIDA,INC. Project Title: 15895 SW 72nd Ave.Suite 200 Engineer: • Portland,OR 97224 Project ID: I 503-226-1285 Project Descr: 1 • 503-226-1670 Fax • Printed 9 APR 2019, 8.49AM Wood Beam File=E:tedcadd11810140.01 Trinity ChurchlshucturahFRAMMNG CHECKec6. • ,A# Software i:opyr ht ENERCALC,INC.1983 2018,Bald:10.18.12.13 . Lic.#:KW-06006865, Licensee: CIDA INC. 5 Description: RIDGE BEAM-BEAM OVER EXISTING STRUCTURE • CODE REFERENCES • Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: ASCE 7-10 • Material Properties I• Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi • Fc-Pill 1,650.0 psi Eminbend-xx 950.0ksi • Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade :24F V4 Fv 265.0 psi Eminbend yy 850.0ksi • Ft 1,100.Opsi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling • • b D(0.139,0.034)S(0.205,0.05)W(-O.197,-0.049) R • • 5.5x18• • Span=30.750 ft r� 0 • Applied Loads Service loads entered. Load Factors will be applied for calculations. • Load for Span Number 1 Varying Uniform Load: D=0.1390->0.0340, S=0.2050->0.050, W=-0.1970->-0.0490 k/ft,Extent=0.0—>>30.750 ft, Trib Width=1.0 ft 0 • DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.407 1 Maximum Shear Stress Ratio = 0.172 : 1 5 Section used for this span 5.5x18 Section used for this span 5.5x18 fb:Actual = 1,032.23psi fv:Actual = 52.48 psi • FB:Allowable = 2,533.21 psi Fv:Allowable = 304.75 psi ID Load Combination +D+S Load Combination +D+S Location of maximum on span = 13.91fift Location of maximum on span = 0.000 ft • Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection • Max Downward Transient Deflection 0.537 in Ratio= 687>=240 Max Upward Transient Deflection -0.518 in Ratio= 712>=240 0 Max Downward Total Deflection 0.901 in Ratio= 409>=180 • Max Upward Total Deflection -0.092 in Ratio= 4003>=180 0 5 Overall Maximum Deflections • Load Combination Span Max.-'Dell Location in Span Load Combination Max.'+'Defl Location in Span +D+S 1 0.9008 15.038 0.0000 0.000 • Vertical ReactionsSupport notation:Far left is#1 Values in KIPS • Load Combination Support 1 Support 2 Overall MAXimum 3.957 2.624 • Overall MINimum -2.270 -1.512 D Only 1.599 1.061 • +0+S 3.957 2.624 +D+0.750S 3.367 2.233 0 +D+0.60W 0.237 0.154 • +D+0.450W 0.577 0.381 0 0 • CIDA,INC. Project Title: • 15895 SW 72nd Ave.Suite 200 Engineer: Portland,OR 97224 Project ID: • 503-226-1285 Project Descr: '2_F, 503-226-1670 Fax Printed. 9 APR 2019, 849A • Wood Beam File=E:Iadcadd11810140.01 Trinity ChurCMstniciuralIFRAMING CHECKec6. Software copyright ENERCALC,INC.1983-2018,BuiId:10.18.12.13. • Lic.#: KW46006865 Licensee:CIDA INC. Description: RIDGE BEAM-BEAM OVER EXISTING STRUCTURE • Vertical Reactions Support notation:Far left is#1 Values in KIPS • Load Combination Support 1 Support 2 • +D .750S+0.450W 2.345 1.553 40.600+0.60W -0.403 -0.271 • a0.60D 0.959 0.637 S Only 2.358 1.563 • W Only -2.270 -1.512 • • • • • • • • • • • • S S S S S S S • S S • • • • • S • • • • • 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 :.. TEL 503.226.1285 FAX 503.226.1670 Q E-MAIL:info@cid""ainc.com IIIII PROJECT NAME: d,r MTTT 1 , Co W1YH»wN.:k-vC ...... .ri$A.Y+ . "V. pp.01.No. I 01 0, 0 I SHEET j2`P�1__ 01:1- TtTiE; BY: ..._L , , , • . . ., , , ,. . , • • ,. , , ,. , ,. . ! : • ,..,.. ,, . , , , ., , • , .•• I 1 • • a`yT Bi2 I , \ &L _.. �YkAi rt t.✓t ole • • • .. 00 _. Rem 2 U,L vt * = 36,1 PsF — (.vve.st = 2Z1ptC zZ '-rt" 3 � t _ t • .. i 2 8� • hf. ,T_=C ZS3-P c /33-8f,1c l 635. ` �.... ' • mer Cs ..z. x la, 7/%4-16,P,3 �1 = Ct.'30k.- ,, vi /3Z?k..) o.z 4 • _ • `?004 ?e.tAw\ 3 • r • "rt tb z, • U._. s , ‘‘.17-0-r............... !36pF /?..oap1 C �33(.4)1-C.. ..�.... .: --S •. USE S Z x t Ci I. 1a > Q s ! Zi (0.4)9 to- / I.O z 0- i J.1.VIL, U - 3 • _ 0 • CIDA,INC. Project Title: • 15895 SW 72nd Ave.Suite 200 Engineer: Portland,OR 97224 Project ID: p • 503-226-1285 Project Descr: I�P.ZO • 503-226-1670 Fax Printed.27 FEB 2019, 2 37PM • Wood Beam Fite E:tadcadd118801gp.01Trinity ChurchlstructurallFRAMINGCHECK.ec6. software..,> ,ht ENERCALC,INC.1983-2018,Build 10.18.1219. • Lic.#: KW-06006865 Licensee . CIDA INC. Description: ROOF BEAM 2 • CODE REFERENCES 40 Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 • Load Combination Set:ASCE 7-10 • Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi • Fc-Pill 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi • Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.Oksi Ft 1,100.0 psi Density 31.210pcf 41) Beam Bracing : Beam is Fully Braced against lateral-torsional buckling • s 0(0.2567).5(0.3775) • 4. • • ( 5.5x12 • 14 ?1110.1 • Span=10.167 ft • Applied Loads Service loads entered.Load Factors will be applied for calculations. • Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=15.10 ft • DESIGN SUMMARY Design OK • Maximum Bending Stress Ratio = 0.270 1 Maximum Shear Stress Ratio = 0.195 : 1 Section used for this span 5.5x12 Section used for this span 5.5x12 • fb:Actual = 744.95psi fv:Actual = 59.37 psi FB:Allowable = 2,760.00 psi Fv:Allowable = 304.75 psi • Load Combination +D+S Load Combination +D+S • Location of maximum on span = 5.084ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 • Maximum Deflection Max Downward Transient Deflection 0.064 in Ratio= 1905>=360 0 Max Upward Transient Deflection 0.000 in Ratio= 0<360 • Max Downward Total Deflection 0.108 in Ratio= 1134>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 • • Overall Maximum Deflections • Load Combination Span Max Dell Location in Span Load Combination Max + Deft Location in Span • +1}+S 1 0.1076 5.121 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS 411 Load Combination Support 1 Support 2 • Overall MAXimum 3. 34 3.224 __ Overall MiNimum 1.919 1.919 • D Only 1.305 1.305 • +D+S 3.224 3.224 +0+0.750S 2.744 2.744 • +0.600 0.783 0.783 S Only 1.919 1.919 • • • 0 • . CIDA,INC. Project Title: 15895 SW 72nd Ave.Suite 200 Engineer: • Portland,OR 97224 Project ID: R t ii • 503-226-1285 Project Descr: iC�7 503-226-1670 Fax 411/ Printed 27 FEB 2019, 2 40P File=El Wood Bea 111 adcadd11810140.01 Trinity CMirchlstn ctural1FRPMING CHECKec6. Software Copyright ENERCALC,INC.1983-2018,Build:10.18.1213. Lic.# :KW-06006865 Licensee: CIDA INC. • Description: ROOF BEAM 3 • CODE REFERENCES • Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 • Material Properties • Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity • Load Combination ASCE 7-10 Fb 1,850.0 psi Ebend-xx 1,800.0 ksi Fc PM1,650.0 psi Eminbend xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi • Ft 1,100.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling • • 9 0 0(0.136)S(0._21 0 b • • • 5.5x12 fa4 • Span=10.167 ft '..-.-._ _.___.... ...... w • Applied Loads Service loads entered.Load Factors will be applied for calculations. • Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=8.0 ft • DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.143 1 Maximum Shear Stress Ratio = 0.103 : 1 . Section used for this span 5.5x12 Section used for this span 5.5x12 fb:Actual = 394.68 psi fv:Actual = 31.45 psi • FB:Allowable = 2,760.00 psi Fv:Allowable = 304.75 psi • Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.084ft Location of maximum on span = 0.000ft • Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection • Max Downward Transient Deflection 0.034 in Ratio= 3596>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 . Max Downward Total Deflection 0.057 in Ratio= 2140>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 •• • Overall Maximum Deflections Load Combination Span Max. 'Defl Location in Span Load Combination Max.'+'Defl Location in Span • +S 1 0.0570 5.121 0.0000 0.000 • Vertical Reactions Support notation:Far left is#1 Values in KIPS • Load Combination Support 1 Support 2 Overall MAXimum 1.708 1.708 • Overall MINimum 1.017 1.017 D Only 0.691 0.691 • +D+S 1.708 1.708 +040.750S 1.454 1.454 • +0.600 0.415 0.415 • S Only 1.017 1.017 • • • • %,.. \\. \. • � ', 15895 SW 72ND AVENUE,SUITE 200 Q PORTLAND,OREGON 97224 • TEL:503.226.I285 FAX:503.22b.I670 QE-MAIL:info@tidainc.cam III +y Al C h R.PLL • VPROJECT NAME: ' � (.p N�yy\ y5; t Pao.No. /�f�/k'j�. O� SHEET �'`:;E: _....._.. BY: LAT DATE 3/ 9 W • T2.004 ;yam t' 1, S Rkft+fr ;i test % , ,,r- 00f0' go,4-1tr. r�,0. f ,_ • • ` r 4 Gtit... St!bto�l� Gt ►EN; • "r.1 L ... . ._ << : Itu�Lv►+. , '\ae.v.�r• 3 y y ►_ F g�� • C O , d -4 40 ' L f4 L ot5 '14- +4 ,has . _1 �.I L tom- -r _ (b8pl4__.J /OOpl r 1 f68p (fJ • w S'_ 1 T ►x 8 e., L-11-ID ©, c., Aio4vY, 4 s pp 9 • Beer Loc.de __...._ as • .. `?''x to) 4 e t4 . • • �► • II• • • • • • • • • • • 4111• • .... • • 4111 0 • CIDA,INC. Project Title: 15895 SW 72nd Ave.Suite 200 Engineer: • Portland,OR 97224 Proect Project ID:DeI`-n-:Z3 503-226-1285 • 503-226-1670 Fax Printed 16 APR 2019,12.21 PM Wood Beam Rte E ladc.add118V0140.01 Tdn�ly Churchl,hucNraAF IdING CHECKec6. • Software... ht ENER C,INC.1983-2016,Build:j0.18.12.13 Lit'.#:KW-06006865 Licensee: CIDA INC. • Description: RAFTER 1 DESIGN • CODE REFERENCES • Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 • Material Properties • Analysis Method: Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity • Load Combination ASCE 7-10 Fb 850.0 psi Ebend xx 1,300.0 ksi Fc-PrIl 1,300.0 psi Eminbend xx 470.0 ksi • Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade : No.2 Fv 150.0 Ft 525.0 psi Density 26.840pcf si • Beam Bracing : Completely Unbraced • • D(0.068)S(0.1) D(0.068)S(0.1) -- c o• • 4x62'1 4x6 44 • Span=3.330 ft Span=5.670 ft • F* .1e ____ —_—_.__.__.___._ • • Applied Loads Service loads entered.Load Factors will be applied for calculations. • Load for Span Number 1 Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=4.0 ft • Load for Span Number 2 Uniform Load 0=0.0170, S=0.0250 ksf, Tributary Width=4.0 ft DESIGN SUMMARY µ Design OK • Maximum Bending Stress Ratio = 0.737. 1 Maximum Shear Stress Ratio = 0.330 : 1 Section used for this span 4x6 Section used for this span 4x6 0 fb:Actual = 633.44 psi fv:Actual = 44.11 psi . FB:Allowable 859.5Opsi Fv:Allowable 133.86 psi Load Combination +D+S Load Combination +D+S • Location of maximum on span = 0.000ft Location of maximum on span = 3.330 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 0 Maximum Deflection O Max Downward Transient Deflection 0.072 in Ratio= 1106>=240 Max Upward Transient Deflection -0.003 in Ratio= 25746>=240 • Max Downward Total Deflection 0.121 in Ratio= 658>=180 Max Upward Total Deflection -0.004 in Ratio= 15325>=180 • • Overall Maximum Deflections Load Combination Span Max. -'Dell Location in Span Load Combination Max."+"Defl Location in Span • +D+S -_ .... , ......... '....... . .. .....0.1213 .....0.000 ... _..,. ...... 0.0000 . . ...._. 0.000 +D+S 2 0.0138 3.706 +D+S -0.0044 0.665 110 Vertical ReactionsSupport notation:Far left is#1 Values in KIPS I Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.200 0.312 • Overall MINimum 0.714 0.186 • D Only 0.486 0.126 +D+S 1.200 0.312 O +0+0.750S 1.021 0.266 • • • CIDA,INC. Project Title: • 15895 SW 72nd Ave.Suite 200 Engineer: Portland,OR 97224 Project ID: , 503-226-1285 Project Descr: r 503-226-1670 Fax • Printed 16 APR 2019 12.21 PM Wood Beam File=E:ladcadd11810140.01 Trinity ChurchlstruclurattFRAMING CHECKec6. Software.,, M ENERCALC,INC.X983.2018,B&eId:10.1a.12.13. • #. KW-06006865 Licensee : CIDA INC. Description: RAFTER 1 DESIGN • Vertical Reactions Support notation:Far left is#1 Values in KIPS •� Load Combination Support 1 Support 2 Support 3 +0.60B 6.201 0.076 S Only 0.714 0.186 • • • • • • • • • • • • • • • ' • • • • • • • • ' • 1 • • • • • • • • • • • �� 15895 SW 72ND AVENUE,SUITE 200 111 4:11 15895 SW 72ND AV97224 TEL:503.226.1285 FAX:503.226.1670 K � E-MAIL: n�K�cid�nccom � �� ^ �~ '' `'. -' p=��, w^°o 4� Corn �~��"^~~�� pmx No. s^ar C> ��5 / - ' _ ' � ^ � �� '^^-` " 31/Z VP) ~r r=a, By: �� -�' DATE: "�y� yP� • . --t - • SIMPSON Anchor DesignerTM Company: CIDA,INC Date: 3/20/2019 I! Engineer: Luke Jannusch Page: 1/5 Strong-Tie Project: Project: Version 2.7.6990.59 Address: 15895 SW 72nd Ave.,STE 200 . m Phone: (503)226-1285 E-mail: LukeJ@CIDAINC.com • 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):8.00 • State:Cracked Anchor Information: Compressive strength,fc(psi):2500 • Anchor type:Concrete screw 41c.v:1.0 Material:Carbon Steel Reinforcement condition: B tension,B shear • Diameter(inch):0.625 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):4.500 Reinforcement provided at corners:No • Effective Embedment depth,he(inch):3.390 Ignore concrete breakout in tension:No • Code report:ICC-ES ESR-2713 Ignore concrete breakout in shear:No Anchor category:1 Ignore 6do requirement:Not applicable • Anchor ductility: No Build-up grout pad:No hmin(inch):6.83 cac(inch):5.13 Cmn(inch): 1.75 Sman(inch):3.00 • Recommended Anchor • Anchor Name:Titen HD®-5/8"0 Titen HD(THDB model),hnom:4.5"(114mm) • Code Report:ICC-ES ESR-2713 • ytEc�3 \ . • • • •• • • • • • • • 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: CIDA,INC Date: 3/20/2019 • Engineer: Luke Jannusch Page: 2/5 Software Project: strong-Tie Version 2.7.6990.59 • • Address: 15895 SW 72nd Ave., STE 200 Phone: (503)226-1285 • E-mail: LukeJ@CIDAINC.com • • 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,¢d: 1.0 • Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No • Strength level loads: • Nua[Ib]:820 Vuax[Ib]:848 • Vuay[Ib]:0 • <Figure 1> • • • • 1120 ib • • • • • • • • 0 l • • j 8481b 7- • • x • os•• • • • • • • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. S,mpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • • • • • 12—FT?) • SIMPSON Anchor Designer TM Company: CIDA, INC Date: 3/20/2019 • Engineer: Luke Jannusch Page: 3/5 Strong-Tie Project: Project: 1111 Version 2.7.6990.59 Address: 15895 SW 72nd Ave.,STE 200 • Phone: (503)226-1285 E-mail: LukeJ@CIDAINC.com • <Figure 2> • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. • Simpsons Strong-Tie Company dnc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • • • • • • I1-- r • SIMPSON Anchor DesignerTM Company: CIDA,INC Date: 3/20/2019 Engineer: Luke Jannusch Page: 4/5 • StrongTie' Software Project: . Version 2.7.6990.59 Address: 15895 SW 72nd Ave.,STE 200 Is Phone: (503)226-1285 • E-mail: LukeJ@CIDAINC.com • 3.Resulting Anchor Forces • Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(Ib) V.(Pb) Vuay(Pb) J(Vuax)'+(Vuay)2(Ib) • 1 820.0 848.0 0.0 848.0 • Sum 820.0 848.0 0.0 848.0 Maximum concrete compression strain(960):0.00 • Maximum concrete compression stress(psi):0 • Resultant tension force(Pb):820 Resultant compression force(Pb):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 • Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 • Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 • • • • 4.Steel Strength of Anchor In Tension(Sec.D.5.1) Nva(Pb) d Od0Naa(Pb) • 30360 0.65 19734 • S.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2) • Nb=kc2Jfcher15(Eq.D-7) IQ A fc(psi) ha(in) Nb(Ib) IP 17.0 1.00 2500 3.390 5305 • 0.75OdONcb=0.750d�(ANc/ANco)y'ed.Ny'c,Ny'cp,NNb(Sec.D.3.3.3,D.4.1 & Eq.D-4) • ANc(in2) AN.(in2 ca,,u,(in) u'edN y'c.N '1cp.N Nb(Pb) 0.75�d�Ncb(Pb) 103.43 103.43 1.000 1.00 1.000 5305 0.65 2586 • • 6.Pullout Strength of Anchor in Tension(Sec.D.5.3) 0.750d¢Npn=0.750d07'c.PA.Np(fc/2,500)"(Sec. D.3.3.3,D.4.1,Eq.D-14&Code Report) • y'c,P A Np(Pb) fc(psi) n 0 0.750d0Npn(lb) • 1.0 1.00 3883 2500 0.50 0.65 1893 • • • • • • • • • • • • 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 • • 0 • • Rp0 • SIMPSON Anchor Designer TM Company: CIDA,INC Date: 3/20/2019 • Engineer: Luke Jannusch Page: 5/5 • StrongTie Software Project: Version 2.7.6990.59 Address: 15895 SW 72nd Ave.,STE 200 s • Phone: (503)226-1285 E-mail: LukeJ@CIDAINC.com • • • 8.Steel Strength of Anchor in Shear(Sec.D.6.1) • Vsa(Ib) 0g,00 0 0d0mut6Vse(Pb) 8000 1.0 0.60 4800 • • • • • 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.3) • 0.750d014p=0.750d0kcpNcb=0.75cbdg'kcp(ANc/ANco)y'ed,N y'c,N Pcp,NNb(Eq.D-30) kcp ANc(in2) ANco(in2) V'ed,N Y'c,N Tcp,N Nb(Ib) 0 0.750d0Vcp(Ib) • 2.0 103.43 103.43 1.000 1.000 1,000 5305 0.70 5571 • • 11.Results • Interaction of Tensile and Shear Forces(Sec.D.7.) • Tension Factored Load,Nue(Ib) Design Strength,eN„(lb) Ratio Status Steel 820 19734 0.04 Pass41 Concrete breakout 820 2586 0.32 Pass • Pullout 820 1893 0.43 Pass(Governs) • Shear Factored Load,Voe(Ib) Design Strength,oV,,(Ib) Ratio Status • Steel 848 4800 0.18 Pass(Governs) Pryout 848 5571 0.15 Pass • Interaction check N.../ON. V./0V. Combined Ratio Permissible Status • Sec.D.7..1 0.43 0.00 43.3% 1.0 Pass • 5/8"0 Titen HD(THDB model),hnom:4.5"(114mm)meets the selected design criteria. • • • • • • • • • • • • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. • Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • • • • • 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 .. TEL:503.226.1285 FAX:503.226.1670 C.) E-MAIL:info@cidanc.com Px =ci NAME:Tri vt1 7y Cam,,,,,,,..; G{rwCt.� Pac•;.N.D. t C701'l . O� SHEET 12--F.1.11._ . ' •U TEE: By: 6w!'I DATE: 1:...//41A 1 . 1 — 2SpS-C • •,_.. . 1 V.37-0/7. -.-5,f,‘ 31 ,1-C l 54x 14. • i us- /9 ? Xg0I-15. ._ !b 4.c.. • • • • • • • • • • • • • • • • •• • r • • 0 LOAD TABLES • • Red-I9OHST" Allowable Uniform Load (PLF) • h 7 1 z . (`D i I iii 1€ i 7 r gal r, 1 ' 9 ' YL \ rk� ' ' •''''';',,'4 . • 327 376 362 416 ,393 452 426 490 1458 527 490 564 494 568 494 568,,494 568 494 568 494 568 1 263 409 1 * 452 * 492 * 532 1 * 573 L * 613 * 617 * 617 1 * 617 * 617 * 617 • 287 330317 364 '345 396 313 429 402 462 1429 494 432 497' 432 497 432 497 432 497 432 497 186 358-,1 265 396 * 431 * 467 * 502 3 * 537 * 541 541 * 541 * 541 * 541 • ''�, 255 293 1 282 324 307 353 1332 382 1 357 411 382 439 385 443 385 443 385 443 385 443 385 443 . 121 319 175 352,232 383 295 415 * 447 * 478 * 481 * 481 4 * 481 * 481 * 481 209 264 254 292 276 318 299 344 322 37033 344 396 347 399 347 399 347' 399 347 399 347 399 • I. 83 278 121 317 161 345 207 374 256 402 310 430 * 433 ' 433' * 433 * 433 * 4 m ' 161 215 231 266 251 289 272 313 293 337 1 313 360 315 363-r-315 363 315 363 315 363 315 363 • 64 215 _94 289 126 314 162 340 202 366 1245 391 292 394 * 394 * 394 * 394 * 394_ ,li 127 169 185 244 230 265 249 287 268 309 1287 330 289 333 289 333 289 333 289 333 289 333 50 169 74 247 100 288 129 312 161 336 j 191 359 235 362;276 362 * 362 * 362 * 362 • 101 1;5 1 149 199 ;201 245 230 265 l 248 285 1265 305 267 307 267 307 267 307 267 307 267 307 . .i..4.,,,,',.,4 40 . 59 199 80 266 1104 288 131 310 1 160 332 192 334 226 334 262 334 * 334 * 334 82 09 1 162 164 219 214 246 230 265 j 246 283 248 285 248 285 248 285 248 285 248 285 � 3. 109 4 62 65 219 85268 107 288 j 132 308 158 310_ 187 310 217 310 * 310 , * 310 90 00 133 136 181 177 230 215 247 230 264 232 266 232 266 232 266 232 266 232 266 • x 90 40 133 54 181 70 236 89 269 1109 287 132 290 156 290 € 182 290 210 290 * 290 �`; ,75 83 111 113 151 148 197 187 232 216 248 217 250 217 250217 250 217 250 217 250 • 75 33 111 45 151 59 197 75 250 92 270 111 272131 2721 154 272 17674__272 203 272__ • °: 63 70 93 95 127 125 167 158 211 ' 195 233 204 235 204 235204 235 2 235 204 235 • 63 28 93 38 127 50 167_ 63 211 . 78 254 94 256 112 256 € 131 256 151 256 173.256 53 79 81 108 106 142 135 180 167 220 193 222 193 222 193 222 193 222 193 222 53 79 32 108 42 142 54 180 66 222 80 241 96 241. 112 241 130241 149 241 45 68' 93 € 91 122 116 155 143 191 jl 174 210 183 210 183 210 183 210 183 210 1111 __45 68 1 93 ' 36 122 1 46 155 57 191 69 229 82 229 97 229 112 229 129 229 a_ 39 58 80 79 105 100 134 X124 166 151 198 174 200174 200 174 200 174 200 • z 39 58 _8Oµ 31 105 40 134 49 166 60 201� 71 217' 84 217 98 217 112 217 �„r 34 51 70 91 87 116 " 108 144 131 175 157 190 166 190 166 190 166 190 • 34 51 70 91 35 116 43 144 52 175 62 207 73 207 85 207 98 207 ,e,71 29 44 61 80 76 102 95 126 115 154 138 177 158 182 158 182 158 182 • €¢ 29 44 61 80 30 102 38 126 46 154 55 184 64 198 75 198, 86 198 d ri39 53 70 70 90 83 111 101 135 121 162 ; 143 174 151 174 151 174 • ; 39 53 10 90 33 111 1 40 135 48 162 1 57 189 66 189 76 189 *Indicates that total load(11)value controls. . 34 47 62 79 74 99 90 120 108 144 127 161 145 167 145 167' • Red numbers refer to 115%total load(Tl). • ` 34 47 62 79 29 99 36 120 43 144 50 169 59 181 , 68 181 P13 30 42 55 70 88 80 107 96 128 113 148 132 159 139 160 See toad Table Instructions and • 30 f 42 1 55 i 70 88 " 32 107 38 128 45 151 52 173 60 174 General Notes on page 6 • 8' ON-CENTER ROOF SPAN TABLE • • Red-I9OHSTM Joist 8' On-Center Roof Span p Simpson HWU or WPU hanger •C r �� x�` • 27...0. 26 0 _. 2V 5 _ l 29'-9" 28 5' 26' 7" . i � _32'-7 31 0 2g' 11" ?;-;t 35'-3 33 7 31'-4.. � • 38'-0 36 3 _ 33-9" >° ?),72;,-7,w, 40'-2 38 9 36'-3" AZ�', , °" a `. 41'-11 40'-4" 37'-10" �.z a43'-7" ..., 42'-0" 39'-0" • 141 45'-3" 42'-2" 39'-0" Web stiffener • General Notes i • Table assumes uniformly loaded,simple-span joists. • Roof Is assumed to be sloped Ye'per foot. • Roof live load is 20 psf with live load reductions applied per 2009 IBC • Reaction based on 3"minimum bearing length and web stiffeners.See web • Section 1607.11.2. stiffener information on page 16. • • Red-I'"joists are spaced at 8'on-center. • Bold italic numbers indicate span may be increased by 1 foot when HWU hanger is used. • • Spans are limited by total load deflection of L/180. • Fill all nail holes in hanger.Use 10d(3")common nails into joists and 16d . • Span is defined as horizontal clear distance between inside face of beam/wall (3'h")common nails into header. supports.Spans reflect 125%duration of load adjustment. • 9 • • • • ,. 15895 SW 72ND AVENUE,SUITE 200 . 4 �� PORTLAND,OREGON 97224 TEL:503.226,1285 FAX:503.226.1670 III 0 E-MAIL:info@cidainc.com • In PROJECT NAME: 1 x;."1'"7'41 C_QV`nav1V,V;141 CV1v v^c' PRO'.No, 180>y0.01 SHEET T/ • U ,...._,_._....... ..................................................__.................. -.,.. By: LAT ..,......:,,,,,,...,,,._...,.., DATE: • , • - 'Dilioi - 4 It .riip4r' • SIy 4 ZS i • tP� �r '(��23k //0,�,3w/fi ,8b / J 24ak- -(lP,(o1V) 53/-4" Ilk 1"12 n'z f . (z-z,- C_2. gzk,f 3,3311-3, 331---) 41, • _ 110 • • • • • • • • • • • • • • • • • • 7-1 • • • ,•• • ,• ,•• ,•• ,• ,•• •,•• ,•• • • • • • • • • • I• • • M4 • • 2 • M1 M2 " 1 ¶J2 Ms • 4 • ,• • ,• ,• ,•• •,• ,• 1„•• • • • • • • • • • • • Envelope Only Solution 4111 I"SK- 1 • Mar 13, 2019 at 1:03 PM front truss.r2d • •• Company Mar 13,2019 Designer 1:17 PM • 11111RI 1S A Job Number :Model Name Checked By: • • • Wood Section Sets • Label Shape Type Design List Material Design Rules A[in2j 1190,270)1''.1(0180.)jin41 1 WOOD1A 5.5X12FS Beam Glulam Western 24F-1.8E DF.... Typical 66 166 375 792 2 l WOOD2 , w6X6 ,_._Column Posts DF jTypical x: 30.25 76.255 :.76255 3 WOODS . 5.5X21 FS Beam Glulam Western 24F-1.8E DF... Typical 115.5 291.156 ;4244.625• Envelope Wood Code Checks • Membe_r_,Shape , ._Code Check Loc[ftj LC Shear..Loc[ft]LC Fc''.[ksij ,_Ft'[ksi]_Fb'[ksi]Fv'iksi] RB CL CP Eqn • 1..w. M1 5.5X12 472 1042 2 027 0 2 1.152. • 1 265 2.739c305 7.043 .992 .626 3.9-1 ", 2 1 M2 5.5x12..J 472 _. 0 12 .023'115.6.. 2T .5 1 1.26512.726. .305 =8.6351 .988 [ .31 1.6 9-1_ • ,..,.3 M3 5 5X21 _.284 ,, 0 2 .008 0 1 1.029 1.265 2.715. .239 9.669 .984 .559 3.6.3 4 . M4 5.5X21 - ?77 7,16.2.. 2 x.126 0 2 I .534 1.265 2.6591 .305 ;11.62'i .973 .29 1 3.9.3 • 5 M5 5.5X21...* 484 0 2 .257 7 50292 , 1.589 : 1.265 2.732 .305 7.905 .99 .864 3.9-3 _6 M6 _ 6X6,._ . .008 0 2 .000. 0 g 111 1.099 .949 i 1.38 € .153 :3.015: 1 .955.1,-3.6.3-1 • • Load Combinations Description S... PD...SRSS B... Fa... B... Fa... B... Fa... B... Fa... B...Fa B Fa... B... Fa... B Fa B... Fa B Fa • 1 ASCE ASD, 1 Yes, DL 1 . 1,ASCE ASD 3_( Yes ADL „1 SL. 1 Is •I 1 I 1 .....: ... 3 ASCE ASD 5 (a) Yes DL 1 WL .6 • 4 ASCE ASD 6Jc) Yes; :m ..... DLi 1 WL[,451LLK 75 LLS 75 SL 75 i 75T ..._._ ...:: I • 5 _._ ASCE ASD 7 Yes... DL: .6 WL 6 .. .::L. • Envelope Joint Reactions • Joint X[k] LC__..._... Y U LC Moment[k-ft] LC • 1 N1 max 0 2 13.047______2 0 ! .,. :..� min 0 5 -.94 5 • 0 • 3 N4 max , 0 1.... 6.242 2 • • i _<.,._...1 242 5 0 ; ;1 5Totals: max . . .._.__..0 2 19.29 2 .. • 7671 .. min I 0 5 / " -1.182 I 5 • Envelope Maximum Member Section Forces • Member Axial[k] Loc[ft] LC Shearjki Loc(ft] LC Moment[k-ft]_,.,. Loc[ft] LC 1 M1 max g 2.592 0 . 5 .365 0 2 .501 10.42 T _ 5 2 _ mint -31.319 0 2 -.098. 10.42 5 -2,914 10.42 I ':2 3 M2 max 2.592 0 5 .131 0 3 501 0 5 • .._4 [ min l -31.319 0....:: 2. .. .. .. . 313,: [ 15.663 , 2_._ _.. . 2.934 l .... 0.:'...... ._ 2. • 5 M3 max 33.789 0 . 2 , .146 0 2 „ 0 0 1 6. _. .," min 1 2.827 .111222 . 5 ? ._. -.146 11.222 3 -.41 5.611 .._2.._..._ 7• ,. M4 max 31...737 16.208 2 �__ 2.965_.. 0 2 2.213 16.208 5• 8 1 min -2.681 E _... 0 5 ; -.268 16.208 5 ? -44.492 16.208 I 2 • 9 M5 max 1.604 _mm 7.502 2 .356 _._ 0 5 2.213 0 5 • 10.... . .. ...: ._. _... . ft min I -.095 . 0 5 5 1 -6.033 7.502 . ; 2 ` -44.492 0 1 .-2 ..... 11 M6max 26 0 2 0 0 1 0 0 1 I • 12 i I min ! .253 l 4.167 3 ....i. 0 0 I 1 : 0 0 :I 1 • • • • • RISA-2D Version 16.0.1 [E:\adcadd\18\0140.01 Trinity Church\structural\front truss.r2d] Page 1 • • 15895 SW 72ND AVENUE,SUITE 200 • 4(„, PORTLAND,OREGON 97224 •TEL:503.226.1285 FAX:503.226.1670 E-MAIL: nfo©cidainc.com • Ptc NAME: ren T . COwIrnVON1.4V..........C.0,r4AA _. PRO.NcT. I �O��f .ot _....................._ ;;fE� _. ... • 111) TIT .......�..... BY: ...... � DATE: 3/'3))8 • • f 41 eat Cn.�tn�IGG' +b^! vt1'IS�D 1 .....u......„....... . III • + + + + + • ......_ _ _. HOL15: -1p + + + + + • B0,71H_1S + + + + $ i • Ba>t 21-2S + + + + + i + + + + + _.._......_ sous „_.. . + + + + + • • • —4v_ • • • N. • Brtl „! i • • Bas torr ro xcwn 0,12 am ro aicxn • ea re,-s o 0 0 0 t o 0 0 0 :,"e BOLE • S-” 0 o o OIII 0 0 0 o 111.11-17,20- A 111.11-L12- 0 0 0 0 II • 0 0 0 0 Baa L . • • • ID • • • • • • • • • 15895 SW 72ND AVENUE,SUITE 200 • PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 • 1::) E-MAIL:info@cidainc.com • - PRo)ECT NAME: 1 VI r1t ilf (c)wlvviuv C lr\v-Nr CM PRz:.No. I CLQ' `O.c"J SHf,uf 1 5 uTITLE: By: L• .3 DATE: 14/1/0/ ... .. a :.. w,_ .� .... s > • , L.b\v.;,,,../\, .1.` ... n . 1... ' -`\ 7-4- Re', P r ia,.ii 4 p`' e... 4.,- .._M7o f+ IA. " :_ ..... .... • • Co\t&+rrt.n % Lcet,fr, . , gao tT LA in "h^ 7r'*r : . ..., .,c,14Tr-Y r • 1 r v►' �' .4,.rtd 7w :Bo 40 ,., , of C j 61/4,1 n. 3 �...t , 5i, c -(1 • •.... r % M•et. e.x (,CO 61 • Co l 11 ,,ty !Y\ y • T vi u.t.e d. V 901+ b v t- b.. .._MO W%CA+ "'""j I L.(...06%z 1111 410 -0*- Mp\c7- 7: �,.aw�bw 1 x_¶Pl x :ePic�i-t�_2, •__.... ; dti.Crc !.... moin h '....... 0 % ..... .p l . .. A�e 4o. en t, b .v • .' rc.eS w,'. 122sA- prt n'bk+ • C • O\u vore 5 4C —� Aryte �iro Gtr*A 6&U inducc>� o�•ea,A • , • ‘v..w.r, i JT3e I+_ t?erp . CMow,lkv`i) -" ') hip pl7CO. S ¢cw pptPt"d, tw-\c.v ... 40 • . cT1 rwm..:... s4. ki... 40 f ndwCCd-.. yorner�-. • ` • CO\Weil Yo • rt V.Ttto 14..i'arailLt..CMo6,ev 9 ' ' Ape t qd... . S1e1ecwpara II•e I 40 • t.A,evnt)ey' cny\rec +`ov 4.4 t /3 , • II 8Q •_._ C.o\V.1Kt v1 ' \I tATA1.r` ... To-64.1 app\i ct ;Sti uAkv ° r " lop l r'Qd.. ..... Mvv+n.,o,' • v\mss F p Q.e. 4v repe,tfive- McW1 berg • et+ alit— • Ca �wti,� n \`Allft o+,a�1_�. , -1\ow&ble $v'y- ),r b9 4,y- 44,14. • _ : reco+pe.driM c. DC I _ • /rVv� IL7 " " 50, M �1 -"°o V.Nn4siGw<G tt1. �.► Y\tLk;S be_ 4.0 . 15895 SW 72ND AVENUE,SUITE 200 • Q PORTLAND,OREGON 97224 • TEL:503.226.1285 FAX:503.226.1670 OE-MAIL:info@cidainc.com . MI 111) PROJECT NAME: �P 1..._t._._f..4Y. �...0_.,QW1YM1VrY\ 61 ____...... yV'L,L_�._ PRt3Na 1 S1RQ. CI SHEET ! i' U .. BY: � . TS?iF: DATE:qjJFf , • . c8 � H U 77R#_ nrti� . - ► Tb I PPI i tC}. Sh2aw• tqL_Pee •. 4 ,fartlll£.,. ' _#..:143`J1J rtipts++`e��(.•.... 0 ,r ,gam -_ . CO'". n1ti+o 1°/I% '• \'t'fl'I-Atw b . . CowiALD. ' .. .C6V l kiI`N tC' OC ,.� 0.'Rc) A `I=_.I;I el __ A14-00 . • I I • p �� • #` CO'IuAnnv‘ IZ. e• JAtisr'a ---.? • A11owS kb \n2,cw C V. b0\4 `lr -frinQ" • 1_ A " '._. 4 7os-A 4 Cows 1l,,w.e ek . C.6p 14.�n r%.._ � ✓ ' t To‘A- 1 h. /y .,.. cIAEck- " ,.... V 14\}ow v\i/�ck5 , II40 be. C.. ) , t0 • . •. . • •. . . , . . I .__. . ...._._. . . 0 • 0 • • MEMBER 1&3 CONNECTION: • NBOLT3 MEMBER 1= 20 NBOLTS MEMBER 3= 20 • ASD • PMEMBER 1= 31.32 K eplo,r 1 7.5 IN MPLATE= 463.66 K'IN PMEMBER 3 33.79 K eplo,e 3= 6.77 IN • • DBOLT" 0,875 IN • VBOLT MEMBER I= 1.57 K VBOLT MEMBER 3= 1.69 K • "NOTE:DOES NOT INCLUDE APPLIED SHEAR DUE TO MOMENT • VALLOW PERP= 2,42 K • VAL LOW PARALLEL"' 5.00 K COLUMN I COLUMN 2 COLUMN 3 COLUMN 4 COLUMN 5' COLUMN 6: COLUMN 7 COLUMN 8.. COLUMN 9 COLUMN IB. • 2 INDUCED a Lcoc Lcoc ANGLE TO VBOLT PERP VBOLTPARALLEL VTOTAL Ueol r • BOLT#: 2 VBOLr DUE v ([N) ([N) TO MOMENT GRAIN (MOMENT) (MOMENT) (PMOMENT+PAPPLIED) AI l Ow <1.0, • IA 15.63 244.14 1.54 (DEG) ADEQUATE)23.1 0.60 1.42 3.17 4.30 0.74 • 2A 13.00 169.00 1.28 5.92 0.13 1.28 2.97 4.95 0.60 3A 1200 144,00 1.18 16.7 0.34 1.13 2.84 4,60 0.62 410 4A 13.00 169.00 1.28 39.32 0.81 0.99 2.80 3.50 0.80 5A 15.63 244.14 1.54 56.51 1.29 0,85 2.85 2.87 0.99 • 1 13.45 180.98 1.33 31.31 0.69 1.13 2.91 3.89 0.75 2 10.30 106.01 1.02 12.35 0.22 0,99 2.69 4.77 0,56 • 3 9.00 81.00 0.89 16.70 0.26 0.85 2.55 4.60 0.56 4 10 30 106.01 1.02 45.76 0.73 0,71 2.51 3.24 0.77 • 5 13.45 180.98 1.33 64.71 1.20 0.57 2.56 2.67 0,96 6 11,66 135.86 1.15 42,33 0.77 0.85 2.66 3.37 0.79 • 7 7.81 61.04 0.77 23.10 0.30 0,71 2.42 4.30 0.56 8 6 00 36.00 0.59 16,70 0.17 0.57 2,26 4.60 0.49 110 9 7.81 61.04 0.77 56.51 0.64 0,43 2.21 2.87 0,77 10 11.66 135.86 1.15 75.74 1.11 0.28 2,27 2.50 0,91 • 11 10.44 108.94 1.03 56.60 0.86 0.57 2.41 2.87 0.84 • 12 5,83 33.97 0.57 42.33 0.39 0,43 2.15 3.37 0.64 13 3.00 9.00 0.30 16.70 0.09 0.28 1.97 4.60 0.43 • 14 5.83 33.97 0.57 75.74 0,56 0.14 1.91 2.50 0.77 15 10.44 108.94 1.03 90,00 1.03 0.00 1.98 2.42 0.82 • 16 10.44 108.94 1.03 73,30 0,99 0.30 211 2.53 0.83 17 5.83 33.97 0.57 59,03 0.49 0.30 1.93 2,81 0.69 • 18 3,00 9.00 0.30 0.00 0.00 0.30 1,86 5.00 0,37 19 5,83 33.97 0,57 59.04 0.49 0.30 1.93 2.81 0.69 0 20 10.44 108.94 1.03 7330 0.99 0.30 2-11 2 53 0 83 21 11.66 135.86 1.15 59.03 0.99 0.59 2 37 2.81 0 85 • 22 7.81 61.04 0.77 39,81 0.49 0.59 2.21 3.48 0.64 23 6.00 36.00 0.59 0 00 0.00 0.59 2.16 5,00 0.43 • 24 7.81 61.04 0.77 39.81 0.49 0.59 2.21 3.48 0.64 25 11.66 135.86 1,15 59,03 0.99 0,59 2.37 2.81 0.85 40 26 13.45 180,98 1.33 48,01 0.99 0.89 2.64 3.15 0.84 27 10.30 106.01 1.02 29 05 0,49 0.89 2.50 4.00 0.63 • 28 9.00 81,00 0.89 0.00 0.00 0.89 2,45 5.00 0,49 • 29 10.30 106.01 1.02 29.05 0.49 0,89 2,50 4.00 0.63 I30 13.45 180.98 1.33 48.01 0.99 0.89 2.64 3.15 0.84 • 31 15.63 244.14 L54 39.80 0.99 118 2.92 3.48 0.84 32 1300 169.00 1.28 22.63 0,49 1.18 2.79 4.32 0.65 11111 33 12.00 144,00 1,18 0.00 0.00 1.18 2.75 5.00 0.55 34 13.00 169.00 128 22,63 0,49 1.18 2,79 432 0.65 • 35 15.63 244.14 1.54 39.80 0.99 1.18 2,92 3.48 0.84 • £LcGo2 4699.74 • • • • • 410 MEMBER 2&4 CONNECTION N1R)1 T MEMBER 2' 12 • NOL TM MEMBER 4' 12 ASD PVFRTJAEMBER2- 032 K e,,i„c,q„2 39.5 IN MK-ATE" 46441 K•IN PAxw..MEMRFR2::: 31.32 K e,4„,a„12 0 IN PVERT_ME.M11FR 4 3.00 K eay.,r„4,a 395 IN PAXW.JAEMNF.R 4" 31.74 K em.k n4..l4' 105 IN • D,R11,T- 0 875 IN VVFRT MFMRFA2 0.03 K VAXW.MEMBER 2.:. 2.61 K VVFRT MFMIFR4 0 25 K VAXW,MEMBER 4' 265 K **NOTE.LOADS ABOVE DO NOT INCLUDE APPLIED SHEAR DUE TO MOMENT VA1.LOw PERP.' 2.42 K VALLOW PARAl.1.E1. 5.00 K COI 1INN 1. COI MIN 1 C(M.UNN11 CM.U,1N4. CM.(TNf, M111.046. MM1TMtt. (rn1tSNI 'C4110.9, CIM ITN Ia- C(M1TN11- COM"12: (SHUN,.: a COMBINED a 2 INDUCED ANGLE TO RAM y VTOTN PERP VToTAL PARNI.F2 . . VT(2TN.C'OMNINFO ANGLE TO U1xx.T Lax; Lclr nO1;?FRP y1Rx.r PARALLEL BOLT# (IN) UN') TO O1orr EE MOMENTO(MOMENT- (MOMENT) (MOMENT) (PuwMF24T*PN97.1FD) (PMOMF.NY+PN7'1.IF.1)) (Pn)MENT+PAPI1)F,) GRAIN VN'1'` (<I 0,ADEQUATE) DEG) • (DEG) 44..19 1952.54 0 62 84.81 0 62 0.06 0.65 2.67 2 74 13 67 4..72 0.58 2 41.19 1696.41 0 58 84 43 0.58 0.06 0.61 2.67 2 73 12.80 4 76 0 58 3 38.20 145948 0 54 83.99 054 0.06 0 56 2.67 2.73 11.93 4 79 0.57 4 35.23 1241.46 0 50 83.48 0 49 006 0.52 2.67 2.72 11.06 4.82 0 56 5 44.00 1936.00 0.62 90 00 0.62 000 0 65 2 61 2 69 13 95 4.71 0 57 6 41:00 1681.00 0.58 9000 0.58 000 0.61 2.61 268 13.07 475 0.56 7 38 00 1444 00 0.54 90 00 0.54 000 0.56 2.61 2.67 12.19 4 78 0.56 8 35.00 122500 0.49 90.00 0 49 0.00 0 52 2 61 2.66 11.29 4.81 0 55 9 44.19 1952 54 0.62 84 81 0 62 006 0,65 2 67 2.74 13.67 4.72 058 10 41.19 1696 41 0 58 84 43 0.58 0.06 0.61 2.67 2 73 12.80 4 76 0 58 I I 38 20 1459.48 0.54 83.99 0.54 0 06 0.56 2 67 273 11.93 4.79 0 57 12 35.23 1241.46 0.50 83.48 0.49 0.06 0.52 2.67 2:72 11.06 4.82 0.56 13 35.23 1241.46 0.50 71.58 0.47 0.16 0.72 2 80 2.89 14 46 4 69 0.62 14 38.20 1459.48 0 54 72.09 0.51 0.17 0 76 2.81 291 15 20 4.66 0.62 15 4119 169641 058 7253 056 0.17 081 2.82 2.93 1594 4.63 0.63 16 44.19 195254 0.62 72 90 0.60 0.18 0 85 2.83 2 95 16.67 460 064 17 3500 1225.00 0.49 78 10 0.48 0.10 0.73 2.75 2 84 14.96 4.67 0 61 18 3800 1444.00 0.54 78.10 0.53 0.I 1 0 78 2.76 2.86 15 72 4.64 0 62 19 41 00 1681.00 0 58 78 10 0.57 0 12 0.82 2.76 2,88 1646 4.61 0 63 20 44 00 1936.00 0.62 78.10 0 61 0.13 0.86 2.77 2.90 17 20 4.58 0.63 21 35 23 1241.46 0 50 84 62 0 50 0.05 0 75 2 69 2.79 1549 4.65 060 22 38 20 1459 48 0 54 84 1 1 0 54 _ 006 0.79 2 70 2.81 16.25 4 62 0 61 23 41 19 1696 41 0.58 83 67 0 58 0.06 0 83 2.71 2.83 1700 4 59 0 62 24 44.19 195254 0 62 83 29 0.62 0.07 0.87 2.72 2.85 17.75 4 55 0.63 11-cxx 2= 32863 12 • . 1 • • • . • • • • . • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • v 15895 SW 72ND AVENUE,SUITE 200 `_' PORTLAND,OREGON 97224 a TEL:503.226.1285 FAX:503.226.1670 0 E-MAIL:info@cidainc.com l SONO. v! SHEET_ Pac3�Ecr NAME: Tv-in; Co�pW1Wti{AhF'�y G�1A\r� PRO).No. K FPI, U ... IITLE: .......� BY: L,A!^.............. ..._........._..........__............. ........................ DATE: 2_/2 (/...L._ , , • , j • 9S • 6 CD) bt. -rb-r (0 0 ..psT • _LL = lt90 pS-C CExi+ {tile I i- C AecAt.! 1-I , 1 !_ • F rad r 1-0-i ti- i • 7T-V+.h D L ,. tel-_ vJ�oT 4_gOp (1 r1� Zi y p 2„ • MA _ 5,3 l 0 lb ` K-N� -\o, sk- o. �n z'I ' • ' • _ • __ USE r-,,,, I.f ¢{ z-6s , .?'ois-ts @ Ito u O C 1 ice/ S?Mr " 'ITS No.v.5 r _ s 111 .......... .• . • • • • • __ • • .-- . • • LOAD TABLES FZ • •• Red-I45TM Allowable^�, Uniform Load (PLF) • 1 245 282 288 331 299 344 299 344 • .., 160 307 257 360 * 373 * 373 • 1 195 224' 240 276 249 287'249 287 �_ . 98 244 162 301 230 312 * 312 • J129 165 186 214 214 246 214 246 64 173 107 233 154 268 205 268 • •'4,,,,, 89 119 143 164 170 196 188 216 44 119 74"179 106 213 143 235 • r,71 64 85 107 130 X135 155 154 178 • 28 85 47 141 69 168 92 193 ro 63 80 105 109 126 125 144 x 63 32 106 46 136 63 157 • 48 € 81 89 104 104 119 • - 48 I 81 35 113 48 130 *Indicates that total load(TU value controls. • • Red numbers refer to 115%total load(TU. • • Red-I65TM Allowable Uniform Load (PLF) • ��,..•"Fi7: ^7 °F-7'77— - i p�.„ ' �7 u... 17x= • vom 1 is a T:4 l 7.17,V3', m r 7r-r-11.$ t a ) + f o, ;.a: A.4,,,‘,-,--;:i,ti : :.;04',,, 9 4,, I Si 1 ° �.1a **AV T hr • 711 386 444'407 4•> 418 480 428 492 439 504 449 517 460 529 466 536 466 536 466 536 • 347 482 * * * 535 1 * 548 * 562 * 575 * 583 * 583 * 583 322 371 340 '1 49 401 358 411 366 421 375 432 384 442 389 448 389 448 389 448 • q 220 403 310 426 * 6 * 447 * 458 >* 469 * 480 * 487 * 487 * 487 WrA rX 269 309 292 336 a 307w 353 315 362 322 331 330 379 334 385 334 385 334 385 0 ,' 147 336 210 365 277 375 * 384 * 393 * 403 * 412 * 418 * 418: * 418 „a` V 206 237 245 282 262.302 269 309 1 282 325 289 332 293 337, 293 337 293 -3 i7 0 ( „A 102 258 146 307 194 328 249 336 `* 345 * 353 * 361 * 366 * 366 * 366 • 149 188 194 223 223 256 239 275 245 282 .251 289 257 296 261 300 261 300 261 300 65 199 94243. 126 279 163 299 204 307 1 248 314 * 321 * 326 * 326 * 326 • '' ii 111 148 157w 181 181 208 204-234 221 254 226 260 231 266 235 270 235 270 235 270 e ti 44 148 64 197 86 226 112 255 140 276 172 283 206 289 * 293, * 293 * 293 • 85 113 123 150 149 172” 168 194 187 216 206 237 211 242 213 246 213 246 213 246 34 113 49 _163 : 66 187 ; 86 211 108 234 133 257 161 263 190 267 ' * 267 * 267 • r is 96 126 126_`145 1424 163 158 181 173 199 189 217 196 225 196 225 196 225 38 129 52 157 68_177 85' 197 105 217 127 236 151 245 171 245 * 245 • e 70 7) 102 104 123 121-139 134 155 148 170 161 185 1174 201 181 208 181 208 70 30 1002 41 134 54 151 68 •: it 1 9 : 143 226 166 226 • PT 56 -83 84 106 104 120 111 133 127 147 139 160 150 173 162 186 168 193 gYA.:0, _r „56 µ _ 83 33.112 44 130 55' 145 69 159 83 174 100 188 117 202 136 210 0 46 68 92 90 104 101 116 111 128 121 139 131 151 1 141 162 151 173 tAl 46 68 92 36 114 46 126 ' 57 139 69 151 82 164 " 97 176 : 113 189 0 38 56 77 75 92 89 102 98 112 106 122 115 133 124 143 133 152 '& 3856 77 30 100 38 111 47 122 57 133 ` 69 144 81 155 95 166 0 II 32 1 47 i 64 81 79 90 86 100 94 108 102 117 110 126 117 135 • 32 47 64 84 32 98 40 108 48 118 58 128 68 137 80 147 ... 40 54 71 81 77 89 84 97 91 105 98 113 105 121 0 40 5471 88 34 97 41 105 49 114 58 122 68 131 34 46 1 61 Ti 69 80 75 87 1 82 94 88 101 194 108 • 34 46 ! 61 78 29 87 35 94 ' 42 102 50 110 1 58 118 29 40 52 65 72 68 78 14 85 79 91 85 98 „.,-> :1 29 40 52 67 78 30 85 .36' 92 43 99 50 106 *Indicates that total load(TL)value controls. • • Red numbers refer to 115%total load(TU. • S • 7 • 0 • • 15895 SW 72ND AVENUE,SUITE 200 • V :'', PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 • 1:11) E-MAIL:info@cidainc.com • I. PRV!`-.cT NANE:71-6111 0,1 Co VM1 fAtA1M Lc_hV...v.A1 Pao#:No, ..1..601 Ya. 0 r FP 5 By: DAM- • • • 1 f Io�✓ off+ L�ct e "F f.. • 3o; s - (0.41$11-,• JøtL. / !,Z? - _ :.'Yor3' ' ; 00 ' c›.MP C . • 3 3C3 Q jt y $ Arian Z x v�Ila� ped Tot 5+...,. ....... `I bo J.6 > .s4-_ftst ' 1/Z I O P6 • s, R (X $ �...... 1"0A T;41')A Al" Mor 6 5 D G.1 • •• • • •• • •• • • • •• • • •_ • FF--y • • SIMPSON Anchor Designer Company: CIDA,INC Date: 3/20/2019 , Engineer: Luke Jannusch Page: 1/5 Strong-Tie Software Project: • Version 2.7.6990.59 Address: 15895 SW 72nd Ave., STE 200 m • Phone: (503)226-1285 E-mail: LukeJ@CIDAINC.com • - 1.Protect 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):8.00 State:Cracked • Anchor Information: Compressive strength,fo(psi):2500 Anchor type:Concrete screw 9o,:1.0 • Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.625 Supplemental reinforcement:Not applicable • Nominal Embedment depth(inch):4.500 Reinforcement provided at corners:No Effective Embedment depth,he(inch):3.390 Ignore concrete breakout in tension:No 5 Code report:ICC-ES ESR-2713 Ignore concrete breakout in shear:No Anchor category: 1 Ignore 6do requirement:Not applicable • Anchor ductility:No Build-up grout pad:No hmin(inch):6.83 cac(inch):5.13 • Cmu,(inch):1.75 Smu,(inch):3.00 • Recommended Anchor • Anchor Name:Titen HD®-5/8'0 Titen HD(THDB model),hnom:4.5"(114mm) • Code Report:ICC-ES ESR-2713 i • ' \ \ 111 � 1 \ i • VOW • • • • • • • • • • • • • • • • 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 firer:. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • • • • • • rr- s • SIMPSON Anchor Designer TM Company: CIDA,INC Date: 3/20/2019 Engineer: Luke Jannusch Page: 2/5 • StrongTie Software Project: Version 2.7.6990.59 • Address: 15895 SW 72nd Ave.,STE 200 Phone: (503)226-1285 • E-mail: LukeJ@CIDAINC.com • 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,Oe: 1.0 Apply entire shear load at front row:No • Anchors only resisting wind and/or seismic loads:No Strength level loads: • N.[Ib]:855 V.[Ib]:885 • Voay[lb]:0 • <Figure 1> Z • • • • 055 lb • • • • • • • • • o dr • '` 885 lb • • X • o� • • •• • • • 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 • • 41110 • • FF t' • SIMPSON Anchor Designer TM Company: CIDA,INC Date: 3/20/2019 • Engineer: Luke Jannusch Page: 3/5 St1011 T g` Software Project: • L@ Version 2.7.6990.59 Address: 15895 SW 72nd Ave.,STE 200 • Phone: (503)226-1285 E-mail: LukeJ@CIDAINC.com • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • _ Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. • Smpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • • • • • r • r4 • SIMPSON TM Company: CIDA,INC Date: 3/20/2019 Anchor DesignerTM Engineer: Luke Jannusch Page: 4/5 Software Strong-Tie Software Project: Version 2.7.6990.59 Address: 15895 SW 72nd Ave.,STE 200 • Phone: (503)226-1285 • E-mail: LukeJ@CIDAINC.com • 3,Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, • Nua(lb) V.(lb) V.(lb) J(Vuax)2+(Vuay)2(Ib) • 1 855.0 885.0 0.0 885.0 • Sum 855.0 885.0 0.0 885.0 Maximum concrete compression strain(960):0.00 • Maximum concrete compression stress(psi):0 Resultant tension force(Ib):855 • 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 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 • • • 4.Steel Strength of Anchor In Tension(Sec.D.5.1) • Naa(Ib) 0 x4dbN..(lb) • 30360 0.65 19734 • 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2) • Nb=kciiifcher'5(Eq.D-7) • kc 2 G(psi) her(in) Nb(Ib) 17.0 1.00 2500 3.390 5305 • 0.75Od�Ncb=O.75rpd�(ANc/ANco1 Ped,NSPc.N'Pcp,NNb(Sec.D.3.3.3,D.4.1 &Eq.D-4) ANc(in2) ANc,(in2 Ca,min(in) 'Ped,N Pc.N Pcp.N Nb(Ib) 0 0.7504Ncb(Ib) • 103.43 103.43 1.000 1.00 1.000 5305 0.65 2586 • 6.Pullout Strength of Anchor in Tension(Sec.D.5.3} • 0.75NN55=0.750dl Ps,PANp(fc/2,500)"(Sec. D.3.3.3,D.4.1,Eq.D-14&Code Report) III Wc,P A Np(lb) fc(psi) n 0 0.750d0Np.(Ib) 1.0 1.00 3883 2500 0.50 0.65 1893 •• • • • • • MP • • • • 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 • • • • • F F 0c. • SIMPSON Anchor DesignerTM Company: CIDA,INC Date: 3/20/2019 • Software Engineer: Luke Jannusch Page: 5/5 5 Strong-Tie Project: Version 2.7.6990.59 Address: 15895 SW 72nd Ave.,STE 200 ® • Phone: (503)226-1285 E-mail: LukeJ@CIDAINC.com w 0 111/ 8.Steel Strength of Anchor in Shear(Sec.13.6.1) V..(Ib) Osrovr d 0d09mut0V..(Ib) • 8000 1.0 0.60 4800 5 • • • • 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.3) • 0.7500Vcp=O.75¢0kcwNcb=0.7500kcp(ANc/AN.o)(F.d,N�c.NWcp,NNb(Eq.D-30) kcp AN,(in2) ANco(in2) Wed,N Pc,N ?cp,N Nb(lb) 0 0.750d0Vcp(Ib) • 2.0 103.43 103.43 1.000 1.000 1.000 5305 0.70 5571 • • 11.Results • Interaction of Tensile and Shear Forces(Sec.D.7.) Tension Factored Load,N..(Ib) Design Strength,eN.(Ib) Ratio Status • Steel 855 19734 0.04 Pass S Concrete breakout 855 2586 0.33 Pass Pullout 855 1893 0.45 Pass(Governs) • Shear Factored Load,V..(Ib) Design Strength,eV, (Ib) Ratio Status • Steel 885 4800 0.18 Pass(Governs) • Pryout 885 5571 0.16 Pass • Interaction check N../ON. V../OV. Combined Ratio Permissible Status • Sec.D.7..1 0.45 0.00 45.2% 1.0 Pass • 5/8"0 Titen HD(THDB model),hnom:4.5"(114mm)meets the selected design criteria. •0 • 41110 II • i • I __.__— _ ..._ _ ._ ..,.. ..�. _, ______ • 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 0 • 0 • < Mir,4..1;: 15895 SW 72ND AVENUE,SUITE 200 •:3! .- ,‘,... :t"::'tC4iIZ.:1 PORTLAND,OREGON 97224 ;',' M''‘.,•.i''''''' TEL:503.226,I 285 FAX:503.226.I 670 0 ,....,... .,.., AR$9ct E-MAIL:info@cidainc.com MI PTOJECT NAME: Tr +1 (o w-,row..rt I Ali C vt tmicAn PRO,i. N-,....., 1 800t40.0 I .... SHEET PF.1 T.E: By: t.-Ail DATE: 3/2419 0 O : • % , , , i . • , - . . 0 i.. . . . 0 : ' , , t t t t ' - , , . , , " t e .e. , ,.....,_iI ...__. _ ---„,_• — — 40 i m O 1 , . .• . 111 ,. .• .• -- ..... 41 ,.. 41 . . 0 • F bik" II II 0 ..: , __.... ,..„....____ ._„.......,._ _ . p0,51-..5 • ...,..—..... ...... ii„.... r __ ...,.., _ ,. 40 4 tI II I * . i I I I 1I III 41 posel 1 Pos+ 3 To)Y II 111 O . 41 • 41 1 40 40 • 40 • 15895 SW 72ND AVENUE,SUITE 200 • < PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 • OE-MAIL:info@cidainc.com • PROTECT NAME: 1 ( i n'1`1 cov viv..IAIT45,/ C wif,y1 PRCiJ.No. 1 101 40, DI SHEET1 Z By: DATE: 3,i0A1 40 r� • ! ice`5.1 1 4 44 CD \'T'd. st I ; ' 1....... • .1-1:5,..1-1:5,..t-. F 1 'ZPQSt1)."... v . .4- - /0 ' by F'— i = 1 �Beaw, 3 = �O,(o°r k. t r oZ.k. t, . (kap....... • • • t,< S C?T- 6Xb • • • I V E.4 , • ` ( 0.69k / 1,02 -. t34 Bete" • Apes+ ' +..... H ..1 ....... ; .. 2Tr-tics.. �..x R. g�,,,,y� —� _ llbE,. _ • v-SE C5-1/L.x _1 Pr 6�,�� • • • • • • • ! • • • • • • • • • • • 40 • 40 CIDA,INC. Project Title: 15895 SW 72nd Ave.Suite 200 Engineer: 2 Portland,OR 97224 Project ID: P r 7 • r 503-226-1285 Project Descr: • 503-226-1670 Fax Printed 20 MAR 2019, 2 52PM Wood Column File=Eladcadd1181o140.01 Trwdty ChurcblsbudwenFRAMING CHECKec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13. Lic.#: KW-06006865 Licensee: CIDA INC. • Description: POST 1 DESIGN • Code References • Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 • General Information • Analysis Method. Allowable Stress Design Wood Section Name 6x6 • End Fixities Top& Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 10.50 ft Wood Member Type Sawn Used for non slender calcutatrons) Exact Width5in Allow Stress Modification Factors Wood Species Hem Fir .50 Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.1 Area 30.250 in"2 Cf or Cv for Compression 1.0 0 Fb+ 975.0 psi Fv 140.0 psi Ix 76.255 inA4 Cf or Cv for Tension 1.0 Fb- 975.0 psi Ft 650.0 psiIy 76.255 104• Cm:Wet Use Factor 0.850 Fc NI 850.0 psi Density 26.840 pcf Incising Factors: Ct:Temperature Factor 1.0 • Fc-Perp 405.0 psi for Bending 0.80 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial for Elastic Modulus 0.95 Kf:Built-up columns 1.0 NDS 1532 • Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No • Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis budding=10.50 ft,K=1.0 0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=10.50 ft,K=1.0 • Awned Loads Service loads entered.Load Factors will be applied for calculations. • Column self weight included:59.202 lbs*Dead Load Factor AXIAL LOADS... • Axial Load at 10.50 ft,Xecc=1.0 in, D=0.690,S=1.020 k • DESIGN SUMMARY Bending&Shear Check Results • PASS Max.Axial+Bending Stress Ratio = 0.1185:1 Maximum SERVICE Lateral Load Reactions.. • Load Combination +p+S 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 0.01357 k Bottom along X-X 0.01357 k • Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values an ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 1.769 k for load combination: n/a • Applied Mx Applied My 0.0 k-ft 0.0 k-ft Along X-X -0.01865 in at 6.131 ft above base • Fc:Allowable 493.580 psi for load combination:+D+S Other Factors used to calculate allowable stresses... • PASS Maximum Shear Stress Ratio= 0.005386:1 Bending Compression Tension Load Combination +p+S • Location of max.above base 10.50 ft Applied Design Shear 0.6730 psi • Allowable Shear 124.936 psi • Maximum Deflections for Load Combinations Load Combination Max X-X Deflection Distance Max.Y-Y Deflection Distance • D Only -0.0075 in 6.131 ft 0.000 in 0.000 ft • +D+S -0.0187 in 6.131 ft 0.000 in 0.000 ft +0+0.750S -0.0159 in 6.131 ft 0.000 in 0.000 ft • +0.60D -0.0045 in 6.131 ft 0.000 in 0.000 ft S Only 0.0111 in 6.131 ft 0.000 in 0.000 ft 411 it • 0 0 I • • CIDA,INC. Project Title: • 15895 SW 72nd Ave.Suite 200 Engineer: Portland,OR 97224 Project ID: PP', • 503-226-1285 Project Descr: 503-226-1670 Fax • Printed,20 MAR 2019, 2 52PM Wood ColumnFile=E:tadcadtA181014001Tdnity ChunzhlstruchiraBFRAPAINGCHECKec6 'Software..;,4, ENERCAI.C,INC.1983-2018,Build:10.18.12.13 Lic.#:KW-06006865 Licensee : CIDA INC. My Description: POST 1 DESIGN • Sketches • ,... ....... ' . .. g. •',,t. ,,, ' ,i,,s , 410 * r, . s -I'll .4: ','",' i I I' 41 J§ti . t:, ...4;- ' hi .', • . rpt ' ';'' i-Y 0, 4'111 1, :•T 1 . 1 411 . J;:l l ,111v , gtifi "if to , -,1., ps, 1 , : ,,. 40 Id; 1 ' -' -ii ,. , i 1.1 • , i I I -ti 411 66 ); , 41 .,i • 4, ,t q • 5.50 in . . 1..... • • 40 • • • • • • 411 • . • 0 I 41 • S 4110 411/ 411 • • • • • • CIDA,INC. Project Title: • 15895 SW 72nd Ave.Suite 200 Engineer: • Portland,OR 97224 Project ID: f'P5' 503-226-1285 Project Descr: • 503-226-1670 Fax Printed 20 MAR 2019, 2 52PM Wood Column FileE:Iadcadd1810140.01Trinity ChurchlstrucluranFRAMINGCHECKec6. • Software yi.ht ENERCALC,INC.1983-2018,Build 10.18.12.13 . Lic.i :KW-06006865 Licensee: CIDA INC. • Description: POST 2 DESIGN • Code References • Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 • General Information • Analysis Method: Allowable Stress Design Wood Section Name 5.5x9 • End Fixities Top& Bottom Pinned Wood Grading/Manuf. Western Overall Column Height 8.14 ft Wood Member Type GLB III (used for noslender cadcufarrins) Exact Width 5.50 in Allow Stress Modification Factors Wood Species GluLam Column, Species: DF III Wood Grade 1.9 L2D, >=4 Laminations Exact Depth 9.0 in Cf orCvforBending 1.0 Area 49.50 inA2 Cf or Cv for Compression 1.0 • Fb+ 2100 psi Fv 230 psi Ix 334.125 inA4 Cf or Cv for Tension 1.0 Fb- 2000 psi Ft 1450 psily 124.781 in"4• Cm:Wet Use Factor 0.850 Fc Prll 2300 psi Density 0 P Incising Factors: Ct:Temperature Factor 1.0 • Fc-Perp 650 psi for Bending 0.80 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial for Elastic Modulus 0.95 Kf:Built-up columns 1.0 NOS 153 2 • Basic 1900 1900 1900 ksi Use Cr:Repetitive? No • Minimum 1000 1000 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=8.14 ft,K=1.0 • Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=8.14 ft,K=1.0 • Applied Loads Service loads entered.Load Factors will be applied for calculations. • Column self weight included:0.0 lbs*Dead Load Factor AXIAL LOADS.. . • R(TRUSS):Axial Load at 8.140 ft,Xecc=1.0 in,D=5.740,S=7.310 k R(BEAM 3):Axial Load at 8.140 ft, D=0.690, Lr=1.020 k ID R(BEAM 3):Axial Load at 8.140 ft,Yecc=-0.010 in, D=0.690, Lr= 1.020 k • DESIGN SUMMARY • Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.1830:1 Maximum SERVICE Lateral Load Reactions.. • Load Combination +D+S Top along Y-Y 0.000175 k Bottom along Y-Y 0.000175 k Governing NDS Forumlaip+Mxx+ Myy, NDS Eq. 3.9- Top along X-X 0.1336 k Bottom along X-X 0.1336 k • Location of max.above base 8.085 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y .0000210 in at 4.753 ft above base Applied Axial 14.430 k for load combination: +D+Lr • Applied Mx 0.000571 k-ft Applied My -1.080 k-ft Along X-X -0.03776 in at 4.753 ft above base • Fc:Allowable 1,881.64 psi for load combination:+D+S Other Factors used to calculate allowable stresses... • PASS Maximum Shear Stress Ratio= 0.01578:1 Bending Compression Tension Load Combination +D+S • Location of max.above base 8.140 ft Applied Design Shear 4.048 psi • Allowable Shear 256.565 psi • Maximum Deflections for Load Combinations • Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only -0.0166 in 4.753 ft 0.000 in 0.000 ft • +D+Lr -0.0166 in 4.753 ft 0.000 in 4.753 ft +D+S -0.0378 in 4.753 ft 0.000 in 0.000 ft • +D+0.750Lr -0.0166 in 4.753 ft 0.000 in 4.753 ft +D+0.750S -0.0325 in 4.753 ft 0.000 in 0.000 ft • +0.60D -0.0100 in 4.753 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 4.753 ft 0 S Only -0.0212 in 4.753 ft 0.000 in 0.000 ft • • • • • CIDA,INC. Project Title: • 15895 SW 72nd Ave.Suite 200 Engineer: Portland,OR 97224 Project ID: PF b • Project ject 503-226-1670 Fax • Printed.20 MAR 2019, 2.52PM • Wood Column E:ladcadd31810140.01Tfl*ctIurchMstruciuranFRAMINGCHECKec6 6 Software copyright ENERGU.C,INC.19832018,Build:10.18.12.13. Lic.#:K1+v-0600686$ Licensee : CIDA INC. • Description: POST 2 DESIGN • Sketches • q.._................. e i : war. um. kg kii. • a • -iii ' - µ,y 5 P �4 44 N2 0) t § isk, • i ,` r�. 0S +. 411 5.5x91 . ix 4 • � a 5.50 in . e • • • • • • • • • • • I • • • • • • • • • • • I • • • • S, Okla 15895 SW 72ND AVENUE,SUITE 200 O < ‘`„.'iiiiiiiiiii PORTLAND,OREGON 97224 NININI TEL:503.226.1285 FAX:503.226.1670 • 0 Sittli E-MAIL:info@cidainc.com 4) r-Rr, PF 3- . OjECT NAME: Tan I 4-1 CO PVIWW,V1)Ify C IhUICVrAA PROI.No. 1 B0190. 01 SHEET r,T11:; By: IA'S DATE: gh OA 7 — • • I ] I ' I I ! : f , . . , , ,••,., . 1 .• i • i I• i • 1.. 4.:.:•+1"V''' : D 6(1.i VN I • I 6.1i.....,, ....4-:, s&9 Axl f ' : 1 • i / / I i : : . ; , 1 , , . . . , / i -1 . , 1 1 / 1 i 1 i 1 / / 1, / i : 1 , . t : , , 1 ; 1 0 1 I i , : , i , 1 i :7'). •'..:.i- I ::1-1, iT:..o: :: - .... i' i : , .1 4110 ; : , : . . . . . : , . . : i . 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Project Title: • 15895 SW 72nd Ave.Suite 200 Engineer: G Portland,OR 97224 Project ID: 503-226-1285 Project Descr: • 503-2264670 Fax Printed 16 APR 2019, 5 46PM File=E:l Wood Column adcaddl1810140.01 Trinity ChurchlstrucluranFRAMING CHECKec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13. • Lic.#: KW-06006865 Licensee : CIDA INC. • Description: POST BELOW JOIST 1 • Code References • Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 1 • Load Combinations Used:ASCE 7-10 General Information • Analysis Method: Allowable Stress Design Wood Section Name 2x6 • End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.50 ft Wood Member Type Sawn • (Used for non-slender calculations) 1.50 Wood Species Douglas Fir Larch Exact Width in Allow Stress Modification Factors • Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.30 Area 8.250 inA2 Cf or Cv for Compression 1.10 • Fb+ 750.0 psi Fv 170.0 psi Ix 20.797 in"4 Cf or Cv for Tension 1.30 Fb- 750.0 psi Ft 475.0 psiIY 1.547 inA4 Cm:Wet Use Factor 1.0 III Fc Pill 700.0 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 NUS 15 3 2 • Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? Yes • Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: 410 X-X(width)axis: Fully braced against buckling about X-X Axis Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=8.50 ft,K=1.0 • Applied Loads Service loads entered.Load Factors will be applied for calculations. .......... • Column self weight included: 15.199 lbs*Dead Load Factor AXIAL LOADS. . . • Axial Load at 8.50 ft,Yecc=-1.0 in,D=1.040,S=1.530 k BENDING LOADS.. . • Lat. Uniform Load creating Mx-x,W=0.0470 k/ft • DESIGN SUMMARY • Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5764:1 Maximum SERVICE Lateral Load Reactions.. • Load Combination +D+S Top along Y-Y 0.1998 k Bottom along Y-Y 0.1998 k • Governing NDS Forumla Comp+Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 8.443 ft Maximum SERVICE Load Lateral Deflections... • At maximum location values are... Along Y-Y 0.2064 in at 4.279 ft above base Applied Axial 2.585 k for load combination:W Only • Applied Mx 0.2127 k-ft Along X-X 0.0 in at 0.0 ft above base • Fc:Allowable 678.50 psi Applied My 0.0 kfor load combination:nla Other Factors used to calculate allowable stresses... • PASS Maximum Shear Stress Ratio= 0.08693:1 Bending Compression Tension Load Combination +0+0.60W • Location of max.above base 0.0 ft • Applied Design Shear 23.645 psi Allowable Shear 272.0 psi • 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 0.026 in 4.963 ft • +D+S 0.0000 in 0.000 ft 0.064 in 4.963 ft +D+0.750S 0.0000 in 0.000 ft 0.054 in 4.963 ft • +D+0.60W 0.0000 in 0.000 ft 0.149 in 4.393 ft +D+0.450W 0.0000 in 0.000 ft 0.118 in 4.393 ft • +D+0.750S+0.450W 0.0000 in 0.000 ft 0.146 in 4.507 ft +0.60D+0.60W 0.0000 in 0.000 ft 0.139 in 4.336 ft III +0.60D 0.0000 in 0.000 ft 0.016 in 4.963 ft • S Only 0.0000 in 0.000 ft 0.038 in 4.963 ft W Only 0.0000 in 0.000 ft 0.206 in 4.279 ft • • • • CIDA,INC. Project Title: • 15895 SW 72nd Ave.Suite 200 Engineer: Portland,OR 97224 Project ID: 503-226-1285 Project Descr: P F IO • 503-226-1670 Fax • Printed 16 APR 2019 546P . Wood colLim111 Ale E:ladcadd11810140.01Trinity ChurchIstruciural4FRAMINGCHECKec6. Software oopiiight ENERCALC,INC.1983-2018,Build:10.18.12.13. Lir-#: KW-06006865 Licensee;CIDA INC_ • Description: POST BELOW JOIST 1 • Sketches • ^L • i 3 • 411 C N 'I •1.1 • to. :d1 A4 IR 3, l • iii Ii:.26 .; • 411 1.50 inosa • • • • • • • • • • • • • • • • • • • • • • • • • • • 15895 SW 72ND AVENUE,SUITE 200 4 ..tali PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 • 0 4•, E-MAIL:infoQcidainc.com • PRO}E(T NAME: I1-1.0%; CQ+»rn,,,,„;4'1+ C 111%.reArt. PRo3.No. ....$ IN..OJ Srseer PF II • V Ti-TA. ,. -. BY: ....G`44-41 __ ._... DATE: ✓124)/1 5.. r °oF'- , 6,:iii , l�PAO: 4,o ncrtrfe ;La)ii ! 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(5) S ; Longi�tu iN'tk . bArs � a } i• • • • • •7 t •• • • • • • • • • 0 • • • 1 f13 ' • • RetelnPro(c)1987-2015, Build 11.15.12.22 • License:KW-08081512 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:CIDA,Inc CriteriaI Soil Data I • Retained Height = 6.75 ft Allow Soil Bearing = 1,500.0 psf • Wall height above soil = 2.75 ft Equivalent Fluid Pressure Method Total Wall Height = 9.50 ft At-rest Heel Pressure = 52.0 psf/ft • Top Support Height = 9.50 ft Passive Pressure = 250.0 psf/ft • Soil Density = 110.00 pcf Slope Behind Wal = 0.00 �" • Footing��Soil Frictior = 0.400 Height of Soil over Toe = 6.00 in Soil height to ignore • for passive pressure = 12.00 in EE • • • Thumbnail • • Surcharge Loads I Uniform Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 100.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs • >>>Used To Resist Sliding&Overturning ,..Height to Top = 0.00 ft Footing Width = 0.00 ft • Surcharge Over Toe = 50.0 psf ,,.Height to Bottorr = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft • Axial Load Applied to Stem I Load Type = Wind ON) Footing Type Line Load (Strength Level) Base Above/Below Soil • Axial Dead Load = 342.0 lbs at Back of Wall = 0.0 ft Axial Live Load570.0 lbs Wind on Exposed Stem = 0.0 psf • Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 • Earth Pressure Seismic Load I Kh Soil Density Multiplier = 0.200 g Added seismic per unit area = 0.0 psf ... .......... • Stem Weight Seismic Load 1 Fp/WP Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf • Design Summary 1 Concrete Stem Construction • Total Bearing Load = 4,736 lbs Thickness = 7.25 in Fy = 60,000 psi • ...resultant ecc. = 2.77 in Wall Weight = 90.6 psf fc = 3,000psi Soil Pressure @ Toe = 1,053 psf OK Stem is FREE to rotate at top of footing • Soil Pressure @ Heel = 1,053 psf OK • Allowable = 1,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall • ACI Factored @ Toe = 909 psf ACI Factored @ Heel = 1,718 psf Stern OK Stem OK Stem OK Design Height Above Ftc = 9.50 ft 3.70 ft 0.00 ft • Footing Shear @ Toe = 3.0 psi OK Rebar Size = # 5 # 5 # 5 Footing Shear @ Heel = 4.2 psi OK Rebar Spacing = 10.00 in 10.00 in 10.00 in • Allowable = 82.2 psi Rebar Placed at = Center Center Center • Reaction at Top = 392.9 lbs Rebar Depth 'd' = 3.63 in 3.63 in 3.63 in Reaction at Bottom = 1,609.8 lbs Design Data • fb/FB+fa/Fa = 0.000 0.533 0.000 Sliding Caics Mu....Actual = 0.0 ft-# 2,910.7 ft-# 0.0ft-# • Lateral Sliding Force = 1,609.8 lbs Mn'Phi Allowable = 5,455.9 ft-# 5,455.9 ft-# 5,455.9ft-# • Shear Force @ this height = 630.3 lbs 1,775.7 lbs Shear Actual = 14.49 psi 40.82 psi • Shear Allowable = 82.16 psi 82.16 psi • Vertical component of active lateral soil pressure IS Other Acceptable Sizes&Spacings: NOT considered in the calculation of soil bearing Toe:#5 @ 18.00 in -or- Not req'd:Mu<phi'5'lambda'sgrt(fc)*Sm • Heel:#5 @ 12.00 in -or- Not req'd:Mu<phi'5`lambda'sgrt(fc)`Sm Load Factors Key: No key defined -or- No key defined • Building Code IBC 2012,ACI Dead Load 1.200 • Live Load 1.600 • Earth,H 1.600 Wind,W 1.000 0 Seismic,E 1.000 • • PF1y • • RetainPro(c)1987-2015, Build 11.15.12.22 • License:KW-06061512 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 • License To:CIDA,Inc Footing Strengths&Dimensions I [ Footing Design Results ill • Toe Width = 1.50 ft Toe Reel • • Heel Width = 3.00 Factored Pressure = 909 1,718 psf • Total Footing Width = 4.50 Mu': Upward = 1,124 4,211 ft-# Footing Thickness = 14.00 in Mu': Downward = 401 3,619 ft-# • Key Width = 0.00 in Mu: Design = 724 -592 ft-# • Key Depth = 0.00 in Actual 1-Way Shear = 3.02 4.20 psi Key Distance from Toe = 2.00 ft Allow 1-Way Shear = 82.16 82.16 psi • fc = 3,000 psi Fy = 60,000 psi • Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in • Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing I • Forces acting on footing soil pressure • (taking moments about front of footing to find eccentricity) Surcharge Over Heel = 239.6Ibs 3.30 ft 791.1 ft-# • Axial Dead Load on Stem = 912.0Ibs 1.80 ft 1,643.5ft-# • Soil Over Toe = 82.5Ibs 0.75 ft 61.9ft-# Adjacent Footing Load = lbs ft ft-# • Surcharge Over Toe = 75.01bs 0.75 ft 56.3ft-# Stem Weight = 860.9Ibs 1.80 ft 1,551.5ft-# • Soil Over Heel = 1,778.9Ibs 3.30 ft 5,874.1 ft-# • Footing Weight = 787.5Ibs 2.25 ft 1,771.9ft-# .. .. Total Vertical Force = 4,736.4 lbs Moment = 11,750.2 ft-# • Net Mom.at Stem/Ftg Interface= -1,093.2 ft-# • Allow. Mom.@ Stem/Ftg Interface= 3,409.9 ft-# Allow.Mom.Exceeds Applied Mom.? Yes • Therefore Uniform Soil Pressure= 1,052.5 psf • Vertical component of active lateral soil pressure IS NOT considered in • the calculation of Sliding Resistance. • • • • • • • • • • ' • • • • • • • • ! • ...................... i,,.. 15895 SW 72ND AVENUE,SUITE 200 Q \ PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 DE-MAIL:info©cidainc.corn IN PROJECT NAME: 1 rlV1+ /T�� L //'�� Q /1��Q 0 / . ., � CvGI+I�(�QilG�t. l,-tn1J,,x'�v. PROP.NO. T1$®L-I_V r_p_I.- SHEET (,,.-�� ! u 1011:�...,. ......,_............................................._.._...JJ......._..-......._...........................__.-_-.__. 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