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Specifications (28) k- cp E-kcA1 vd . Structural Calculations AUG G b 2019 for CITY OFT IGARD Interior Remodel ' ? �i " ' ' yti''° Tigard Christian Church 13405 SW Hall Blvd Tigard, Oregon 97223 August 5, 2019 DESIGN CODE 2014 Oregon Structural Specialty Code DESIGN LOADS Gravity Loads Material Wt lbs (Dead) 25 psf (Live-Snow) :o PROF, c S C GING O ( RPF -P {• OREGON r4 7. di013 F[LA 5 EXPI RES: 12/31/20/z> SCOPE OF WORK The attached calculations pertain to gravity analysis for (2) new beams and associated supporting posts and footings at the above address. This scope of work does not include any analysis of any other portions of structure to remain. BY A.S. DATE 8/5/19 HAYDEN REV DATE ENGINEERS 57 R11 L'T 11R111_ CIV11. .JOB No 19219 (503) 968-9994 p (503) 968-8444 f SHEET 1 OF 1 1 ' ' �vsrrwm'�~ »ow+ '-�4 � 1 | , / / -_ -- -- | �- -- _ ' ] ' ' -` I �[ f- ' . , "^ o -�� p ' ' \ ^c�"a � .n .c ' -- -- | /� . �� 1 /«�` I | | p �'~ -- -- | | \-- �r� ~.^ -- -- | ' |-- -- � ' U __ ' -- -- - -- ~~ -- -- ___� .=r� -- _- | U __ ~ �� _ �~_�___ .."'-- 2 _ � �� _ ' _- .: ' ~ „,...,..41 6,e � � -_ = ` - - 71 % ' --- ^ ..-v- / _|| r`, rm~~, �~ . `-.-~" ^ 2f] ��- . ^«�� ] ��R�-��.m�=~ ` �� -- 1- -�0' t P-^ / _~ _- ^ ' -- __ __ e ` � �n-- ' | �� _x��,/au � .~ ' .� : �� -- � _- - -_ ��__ _- __' , . � r- -- -- -- . �^� t w�/x�� == A `\ w�^.L , ,// Vm^ o L -�- �V.�\� -�i ' - |I II / � /� ,u�, Z -- � , ,�i��r��"L' ~ - -- | -- ~~' �- f^ ~ �. _.7„.",„„,..---- = .7- � __ � ^�_ z�_ mi . nt -- ^1 -- ~-- -- -- -- � __ �� _ __ --_. . �� - | �� PRAM NCI �� FC0��4T|{�� L4� I NN,/`.�� -° ' ^z' *This plan is a reference for calculations only and is not to be used for construction and pertains only to items noted in the calculations. BY AS DATE 7/31/19 ---- - -- ---- Tigard Christian Church REV DATE ENGINEERS DI ",""C`""~` I ".,.` JOB NO 19219 ^} (503) 968 9994 (503) v+a�4o4/ SHEET OF Scope: The attached r •ulations pertain to gravity analysis for(2) ' beams and associated supporting pos. and footings at the above address Location: Tigard Christian Church, 13405 SW Hall Blvd, Tigard, OR Category: I I Is = 1.00 lw= 1.00 IE = 1.00 Gravity Design Loads: DL= 15 psf (Dead Roof) DL= 8 psf (Dead Wall) LL= 25 psf (Live Snow) BY AS DATE 7/31/19 ra ENGINEERS Tigard Christian Church REV DATE STRUCTURAL I CIVIL JOB NO 19219 (503)968-9994 p (503)968-8444 f SHEET 3 OF Gravity Design: Existing Beam Imax= 19.5 ft FOR REACTONS ONLY w= Loading *Tributary Dead Snow - —' - w=( 15 + 25 ) * 11.0 = 165 275 plf W Dead SnowfUllilWill R R RMI 1609 2681 # BY A.S. DATE 8/5/19 3 HAYDEN ENGINEERS Tigard Christian Church REV DATE STRUCTURAL I CIVIL JOB NO 19219 (503)968-9994 p (503)968-8444 f SHEET 1-1 OF Gravity Design: B-1 Imax= 20.5 ft w= Loading *Tributary Dead Snow r — w=( 15 + 25 ) * 11.0 = 165 275 plf MMAX= w12/8= 23114 ft*# x 12 VMJ= w//2= 4510 # Dead Snow -->USE 5.5x13.5 GLB 24F-V4 RMAX= 1691 2819 # Post hmax= 10 ft -OUSE 6x6 DF#2 Footing P # --> A= 3.0 ft2 A= 1500 #/ft2 L=W = .NIA= 1.7 ft —USE 24" Square FTG B-2 Imax= 19.5 ft 11111111111111/1 w= Loading *Tributary Dead Snow w=( 15 + 25 ) * 1.3 = 20 33 plf P 1=R MAX from B-1 = 1691 2819 # Point load acts @ 5.2' P 2=R MAX from B-1 = 1609 2681 # Point load acts©12.5' Dead Snow RA= 1990 3318 # —>USE 5.5x15 GLB 24F-V4 RB= 1694 2822 # Post hmax= 9 ft —>USE 6x6 DF#2 Footing P # A= 3.5 ft2 1500 #/ft2 L = W = qA= 1.9 ft (N) Posts are to bear on existing solid grouted 8" CMU basement wall that is aproximatly 10'tall. New load ok by inspection. BY A.S. DATE 8/5/19 HAYDEN ENGINEERS Tigard Christian Church REV DATE STRUCTURAL I CIVIL JOB NO 19219 (503) 968-9994 p (503) 968-8444 f SHEET 5 OF HAYDEI ENGINEERS STRUCTURAL I CIVIL Wood Beam Lic.#:KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS Description: B-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+ 2400 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1850 psi Ebend-xx 1800ksi Fc-Pill 1650 psi Eminbend-xx 950ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 850 ksi Ft 1100 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.165)$S(0,275) __ _ ( y ( j Y 5.5x13.5 ASR+ Span=20.50 ft AP� r Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=11.0 ft DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.612 1 Maximum Shear Stress Ratio = 0.266 : 1 Section used for this span 5.5x13.5 Section used for this span 5.5x13.5 fb:Actual = 1,660.25 psi fv:Actual = 81.14 psi 1 FB:Allowable = 2,715.02 psi Fv:Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 10.250ft 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 0.542 in Ratio= 454>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.866 in Ratio= 283>=240, Max Upward Total Deflection 0.000in Ratio= 0<240.0 Vertical Reactions Support notation:Far left is#1 Values in KIPS —,.mow Load Combination upport upport Overall MAXimum 4.510 4.510 Overall MINimum 2.819 2.819 D Only 1.691 1.691 +D+S 4.510 4.510 +D+0.750S 3.805 3.805 +0.60D 1.015 1.015 S Only 2.819 2.819 HAYDE! ENGINEERS STRUCTURAL I CIVIL Wood Column Lic.#: KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS Description: P-1 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 Grading/Manuf. GradedLumber Overall Column Height 10 ft Wood Member Type Sawn (Used for ion slender calculations ) Exact Width 5.50 in Allow Stress Modification Factors Wood Species DouglasFir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.2 ^ Cf or Cv for Compression 1.0 Fb+ 750.0 psi Fv 170.0 psi Area 30.55 inA2 P Ix 76.255 inA4 Cf or Cv for Tension 1.0 Fb- 750.0 psi Ft 475.0 psi ly 76.255 inA4 Cm:Wet Use Factor 1.0 Fc-PI 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 NDS 1s 2 2 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 buckling=10 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=10 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. AXIAL LOADS. . . Axial Load at 10,0 ft,Xecc=1.0 in,Yecc= 1.0 in, D= 1.691, S=2.819 k DESIGN SUMMARY Bending&Shear Check Results PASS Max,Axial+Bending Stress Ratio = 0.5302:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 0.03758 k Bottom along Y-Y 0.03758 k Governing NDS Forumlaip+Mxx+Myy, NDS Eq. 3.9- Top along X-X 0.03758 k Bottom along X-X 0.03758 k Location of max.above base 9.933 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y -0.04239 in at 5.839 ft above base Applied Axial 4.510 k for load combination: +D+S Applied Mx -0.3733 k-ft Along X-X -0.04239 in at 5.839 ft above base Fc::Allowable 558.5050 psi FcMy 5pfor load combination:+D+S ll Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.009533:1 Bending Compression Tension Load Combination +D+S Location of max.above base 10.0 ft Applied Design Shear 1.864 psi Allowable Shear 195.50 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.771 0.2060 PASS 9.933 ft 0.004567 PASS 10.0 ft +D+S 1.150 0.694 0.5302 PASS 9.933 ft 0.009533 PASS 10.Oft +D+0.7505 1.150 0.694 0.4248 PASS 9.933 ft 0.008043 PASS 10.0 ft +0.60D 1.600 0.572 0.06593 PASS 9.933 ft 0.001541 PASS 10.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only -0,014 0.014 -0.014 0.014 1.691 +D+S -0.038 0.038 -0.038 0,038 4.510 +D+0.750S -0,032 0.032 -0.032 0.032 3.805 +0.60D -0.008 0.008 -0.008 0.008 1.015 ii/ HAYDE! ENGINEERS STRUCTURAL I CIVIL Wood Column Lica#: KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS Description: P-1 Maximum Reactions Note:Only non-zero reactions are listed, X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top S Only -0.023 0.023 -0.023 0.023 2.819 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only -0.0159 In 5.839 ft -0.016 in 5.839 ft +D+S -0.0424 in 5.839 ft -0.042 in 5.839 ft +D+O.750S -0.0358 in 5.839 ft -0.036 In 5.839 ft +O.60D -0.0095 in 5.839 ft -0.010 in 5.839 ft S Only -0.0265 in 5.839 ft -0.026 in 5.839 ft Sketches I Load 1 o 1 r t 6 6 ;. I I i 5.50 in ' HAYDEN ENGINEERS STRUCTURAL I CIVIL 1 Wood Beam Lic.#:KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS Description: B-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- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.Oksi 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 850.0ksi Ft 1,100.Opsi Density 31.210pcf Beam Bracing i Beam is Fully Braced against lateral-torsional buckling D(1.691)S(2 819) D(1.609)S(2.681) D(0.01995)S(0.03325) I 0 8 v o 1 1 5.5x 15 1 06, Span=19.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0,0250 ksf, Tributary Width=1.330 ft Point Load: D=1.691, S=2.819 k @ 5.20 ft Point Load: D=1.609, S=2.681 k @ 12.50 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.630 1 Maximum Shear Stress Ratio = 0.313 : 1 Section used for this span 5.5x15 Section used for this span 5.5x15 fb:Actual = 1,702.55 psi fv:Actual 95.35 psi FB:Allowable = 2,703.52psi Fv:Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 12.435ft 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 0.447 in Ratio= 516>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0,716 in Ratio= 322>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.308 4.516 Overall MINimum 3.318 2.822 D Only 1.990 1.694 +D+S 5.308 4.516 +0+0.750S 4.479 3.810 +0.60D 1.194 1.016 S Only 3.318 2.822 l j - HAYDEN ENGINEERS STRUCTURAL I CIVIL Wood Column Lic.#:KW-06005543 Licensee i HAYDEN CONSULTING ENGINEERS Description: P-2 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 Grading/Manuf. GradedLumber Overall Column Height 10.0 ft Wood Member Type Sawn (Used for non-slender ialcularions) Exact Width 5.50 in Allow Stress Modification Factors Wood Species DouglasFir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.2 Compression 1.0 Cf or Cv for Area 30.25 inA2 Fb+ 750.0 psi Fv 170.0 psi Ix 76.255 in"4 Cf or Cv for Tension 1.0 Fb- 750.0 psi Ft 475.0 psi ly 76.255 iO4 Cm:Wet Use Factor 1.0 Fc-Prll 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 Nos ib,/2 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 buckling=10.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=10.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. AXIAL LOADS.. . Axial Load at 10.0 ft,Xecc=1.0 in,Yecc=1.0 in, D=1,990.0,S=3,318.0 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.0:1 Maximum SERVICE Lateral Load Reactions.. Load Combination Top along Y-Y 44.233 k Bottom along Y-Y 44.233 k Governing NDS Forumla Top along X-X 44.233 k Bottom along X-X 44.233 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y -49.893 in at 5.839 ft above base Applied Axial 0.0 k for load combination: +D+S Applied Mx 0.0 k-ft Along X-X -49.893 in at 5.839 ft above base Applied:AllowableMy 0.0 psi-ft for load combination:+D+S Fc: 0.0 psi Other Factors used to calculate allowable stresses,,. PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination Location of max.above base 0.0 ft Applied Design Shear 0.0 psi Allowable Shear 0 0 psi Load Combination Results "1111110' Maximum Axial+Bending Stress Ratios - Maximum Shear Ratios - Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top 0 Only -16.583 16.583 -16.583 16.583 1990.000 +D+S -44.233 44.233 -44.233 44.233 5308.000 +0+0.750S -37.321 37.321 -37.321 37.321 4478.500 40.60D -9.950 9.950 -9.950 9.950 1194.000 S Only -27.650 27.650 -27.650 27.650 3318.000 /r J HAYDEN ENGINEERS STRUCTURAL CIVIL Wood Column Lic.#: KW-06005543 Licensee: HAYDEN CONSULTING ENGINEERS, Description: P-2 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance 0 Only -18.7050 in 5.839 ft -18.705 In 5.839 ft +D-FS -49.8926 in 5.839 ft -49.893 In 5,839 ft +D+0 750S -42,0957 in 5.839 ft -42.096 in 5.839 ft +0,60D -11,2230 in 5.839 ft -11.223 in 5.839 ft S Only -31.1876 in 5.839 ft -31.188 in 5.839 ft Sketches _—_._ 5 We 0% 0 30801 1 10 Load 11 C +X ---------, to � lis + % . _ s 66 J 5.50 in