Loading...
Specifications (7) M SC ti Consulting Structural 'a Engineers Structural Calculations for Madrona Recovery Center—Building B Job Number: 170246-A Codes: 2012 IBC Amended by Oregon Structural Specialty Code with 2014 revisions. Date: 6/6/2017 Location: 6996-7000 SW Varns Street, Tigard, OR Client: CB/Two Architects 500 Liberty Street SE, Suite 100 Salem, OR 97302 ?<r, 69)\ Phone: 503-480-8700444/c , 1210 V` Engineer: John W. Lee, P.E. flJt.�h� �� MSC Engineers, Inc. $ `tl t�. J 3470 Pipebend Pl.NE ` `„, ` I Suite 120 Salem, OR 97301 Phone503-399-1399 EXPRES: i2-31-18 Scope of Services: Gravity design of proposed remodel. Contents: Design Calculations 1.1 - 1.9 LIMITATIONS:Engineer was retained in a limited capacity for this project. Design is based upon the information provided by the client,who is solely responsible for accuracy of same. No responsibility and/or liability is assumed by,or is to be assigned to the Engineer for items beyond those shown on these sheets. D - ( r i CA Lc..,L r,O J . co,.1 . : 8 ILC)r,-1Ctt. 3. w4(-C. 2SMovAt_ I.1OT - csT C31to 1.4,4tL. is suPPo -T T ect, XESTI N6 :3b' T = nI/8 LT) 36o 0 16 d. C . r4'I,...) 4o .- SP A-►•l = 1' 4 COOF.- iAA Of r•>•Pr� �Lr 20 PSP-( zt x 5/'g) = 2 l0 3 PL12 IA/r1 • SLYf = 2.0 P5f2 s/8) = 263 PCS i fa5F ( 14 x Sig) = f 7-s P C1= StYZ = PLP z 1L1 FR oo LdA Df a-w ' Dl 42 = 12PSc: ( 4-5/2) + toPSP(C,) _ s24- r- gam= CDS PSC-(a's/Z' = tAco PLC-- - 4 wRZ . 4/ tooPI.f=YAN' V t.ur W x1 . y v A r t -4.2% X 4_25 uzs, G1.4.3 3%$ x lZ o . pst. oz", 115/s- CSS PP-4•-)T- chi ) Foo a,�►. s) P. Axh 'o' t. sp14-0 - f3,5' • IPr- '" • LoAD . t-a.�M J L� = o.�3C9� uoL 3.5xjl /g Pat... e2.06) . Ps L = 1. 1 B I - (. P121 n1.1'of i FILE NO. 1 SHEET NO. f MADE BY 5 01- DATE 6/1/ f. CLIENT c 1 ENGINEERS INC_ 1 PROJECT ' h-012.01JAamu ' Cr-i\1re2..- • ' MSC Engineers,Inc. Project Title: E 3470 Pipebend Place NE,Suite 120 Engineer: Project ID: Salem,OR 97301 Project Descr: `�p 503.399.1399 .ice www.mscengineersinc.com Title Block Line 6 Printed: 1 JUN 2017,10:41AM .` 'i. r f "- `i ; # • • , - e k� •;j d 1 €1 S 8Y 4 ii a,�L y s .. aa .> �. z u `,..1,1-.-',--..--'':- Lic.#. KW-06005723 Licensee : MSC Engineers Inc. Description: New HDR Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination JBC 2015 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-Prll 1650 psi Eminbend-xx 950ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 850 ksi Ft 1100 psi Density 31.2 j cf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling i i D(0 061 i i + D(0.087)L(0.1461 * i 0(0.263)8(0.263) 0(0.1755S(0.175) + + + • • 3.125x12 Span=12.0 ft n;'''''',::-:-S., ,,:::: : W �y�s V. _- �,�, � � ',',"Tui. ,� Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.1750, S=0.1750 k/ft,Extent=0.0—>>7.250 ft, Tributary Width=1.0 ft Uniform Load: D=0.2630, S=0.2630 k/ft,Extent=7.250—>>12.0 ft, Tributary Width=1.0 ft Uniform Load: D=0.0870, L=0.1460 k/ft,Extent=0.0—>>7.250 ft, Tributary Width=1.0 ft Uniform Load: D=0.060 k/ft,Extent=7.250—>>12.0 ft, Tributary Width=1.0 ft ,,�"“ ' sI C,_ :_, ? Desi.n OK Maximum Bending Stress Ratio = 0.530 1 Maximum Shear Stress Ratio = 0.345 : 1 Section used for this span 3.125x12 Section used for this span 3.125x12 fb:Actual = 1,463.75 psi fv:Actual = 105.00 psi FB:Allowable = 2,760.00 psi Fv:Allowable = 304.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+S+H Location of maximum on span = 6.044ft Location of maximum on span = 11.036 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.119 in Ratio= 1214>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.295 in Ratio= 488>=360. Max Upward Total Deflection 0.000 in Ratio= 0<360.0 -' Wit tej 1' j'" Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.033 3.190 Overall MINimum 0.739 0.320 - +D+L++f 2.368 2.124 +D+S+H 2.762 3.190 +D+0.750L+0.750S+H 3.033 3.083 D Only 1.629 1.804 L Only 0.739 0.320 S Only 1.133 1.385 r-z • • MSC Engineers,Inc. Project Title: 3470 Pipebend Place NE,Suite 120 Engineer: Project ID: 1 SC Salem,OR 97301 Project Descr: 503.399.1399 www.mscengineersinc.com Title Block Line 6 Printed: 1 JUN 2017 1 19PM ,,J,:-.1,5i7,-,:,,,z,,_;:. ' mo' . '. T 1 .tfi'::,-. .:71 a 4 LLs1 , a,§ 'x t zr `�,... 14 &' � Lic. # KW-._06005723 Licensee : MSC Engineers Inc. Description: New HDR-PSL aF } Vii...- z ;* a _ €a Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2900 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 2900 psi Ebend-xx 2000 ksi Fc-Pdl 2900 psi Eminbend-xx 101 6.535 ksi Wood Species :Trus Joist Fc-Perp 625 psi Wood Grade :Parallam PSL 2.0E Fv 290 psi Ft 2025 psi Density 45.05 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 010.06) * 4 4 4 4 4 i D(0,087)1110.146) * i 0)0.26316(0.263) + 4 0)0.175 0)0.175) 4 '£ 7:.'1- Pc 7:17:577-4775:77 3 F� • ♦ 3.5x11.875 Span=12.011 l ®ft; _ ' Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.1750, S=0.1750 k/ft,Extent=0.0->>7.250 ft, Tributary Width=1.0 ft Uniform Load: D=0.2630, S=0.2630 k/ft,Extent=7.250->>12.0 ft, Tributary Width=1.0 ft Uniform Load: D=0.0870, L=0.1460 k/ft,Extent=0.0->>7.250 ft, Tributary Width=1.0 ft Uniform Load: D=0.060 kilt,Extent=7.250->>12.0 ft, Tributary Width=1.0 ft 1,4":7 �e Desi.n OK Maximum Bending Stress Ratio = 0.400 1 Maximum Shear Stress Ratio = 0.284 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb:Actual = 1,334.58 psi fv:Actual = 94.74 psi FB:Allowable = 3,335.00psi Fv:Allowable = 333.50 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+S+H Location of maximum on span = 6.044ft Location of maximum on span = 11.036 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.098 in Ratio= 1464>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.244 in Ratio= 589>=360. Max Upward Total Deflection 0.000 in Ratio= 0<360.0 ''''','S''d Q *EC` 4*'-'17 j Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.033 3.190 Overall MINimum 0.739 0.320 +D+L+H 2.368 2.124 +D+S+H 2.762 3.190 +0+0.750L+0.750S+11 3.033 3.083 D Only 1.629 1.804 L Only 0.739 0.320 S Only 1.133 1.385 1.3 _ M S C MSC Engineers,Inc. Project Title: 3470 Pipebend Place NE,Suite 120 Engineer: Project ID: Salem,OR 97301 503.399.1399 Project Descr: www.mscengineersinc.com Title Block Line 6 Printed: 1 JUN 2017,12:03PM Lic.# : KW-06005723 Licensee : MSC Engineers Inc. Description: Beam @ Lobby_PSL Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2900 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 2900 psi Ebend-xx 2000 ksi Fc-PrIl 2900 psi Eminbend-xx 101 6.535 ksi Wood Species :Trus Joist Fc-Perp 625 psi Wood Grade : Parallam PSL 2.0E Fv 290 psi Ft 2025 psi Density 45.05 pcf Beam Bracing : Completely Unbraced D(1.629)L(0. 39)S(1.133) r • • A 3.5x11.875 Span=13.50 ft 4. a « a :fin ~ ¢; Service loads entered.Load Factors will be applied for calculations. Point Load: D=1.629, L=0.7390, S=1.133 k(a,9.0 ft 16 �_.�� Design OK Maximum Bending Stress Ratio = 0.444 1 Maximum Shear Stress Ratio = 0.219 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb:Actual = 1,322.52 psi fv:Actual = 72.97 psi FB:Allowable = 2,976.57 psi Fv:Allowable = 333.50 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 9.016ft Location of maximum on span = 9.016 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.089 in Ratio= 1824>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.238 in Ratio= 681>=360. Max Upward Total Deflection 0.000 in Ratio= 0<360.0 • • . n Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.011 2.022 Overall MINimum 0.246 0.493 +D+L+H 0.789 1.579 +D+S+H 0.921 1.841 +D+0.750L+0.750S+H 1.011 2.022 D Only 0.543 1.086 L Only 0.246 0.493 S Only 0.378 0.755 I.-4 • r>,560i, nJ Cit l..GOt ?t'CzoGon.t T_ Ck ON %S'fl,6 MeV 1:44.1> - *.xtea-tCr, Pot'S : 5V. x �r L vwy. #5 ©_:�. t .- 4t J E. Ln At�t Nto CN [c(I sTt.- CZ F-t fie.- :1'O a sr -a F-Nj moo- Lc. t#. G PTot_cI = PL a-33 ) = 35(3 Prt • pv$,tt 1 'a — 350 PVDtsz = 1q-SPLA L I.3S ) = 233 Pry-LT? r II F LoO R. Look e.t e- -od_t_z PIS Lt•az) = E4•to P1 (t-33) = 194 to P F C to l) 0.331= 9.0*- •pt+JD tzvAcT'or.) .O FW 0012. CP-to 7J) NOT RBST PCJOOI'. GootscD't lb LS 1.40T t N Gt.V tbt^t7 C3 C ut Tt E. e.-o# Op, Resem 11-36 (Ci 7) gg pry PT." PT42- 411 4' 0.o.33 /1-331 = I-spi-C• ti X Q k 4 -S >�St- o.'5 /1-33 x Its-Ptd' W� R en, c D.t tet 147 I r 33' = P t� CCAEEt) . r t PTI I ' R.prv„a o.28..1�/g• 31 = 2ttoPtd 4'5. I �t o.ZGG / I.331 = E�S q.-P- LL = CS.ta. �it ni•r o xt-5 Few__ Os RAI . FILE NO. E 024 SHEET NO. I,S MADE BY DATE CLIENT C1611A,O A 1 ENGINEERS INC. PROJECT V'1l4Of2OAJA ��C.OV . CEI MSC Engineers,Inc. Project Title: 3470 Pipebend Place NE,Suite 120 Engineer: Project ID: Salem,OR 97301 Project Descr: 503.399.1399 www.mscengineersinc.com Title Block Line 6 Punted: 1 JUN 2017 1147Arn • �,�� . ,. � � ,�4 Licensee : MSC Engineers Inc. Description: EXISTING FLOOR JOIST REACTION -cA Elastic Modulus 1.0 ksi Span#1 Span Length = 13.50 ft Area= 1.0 inA2 Moment of Inertia = 1.0 inA4 o(o,ss)s(0.294) 1 Span=13.50 ft; :, ®•;® � � ` ° Service loads entered.Load Factors will be applied for calculations. Load(s)for Span Number 1 Point Load: D=0.2330, S=0.2330 k 0 9.0 ft,(PTr2) Point Load: ID=0.1160, L=0.1940 k 0 9.0 ft,(PTf2) Maximum Bending= 2.003 k-ft Maximum Shear= 0.4462 k Load Combination +0+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H - Location of maximum on span 8.978ft Location of maximum on span 9.045 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection ####.###in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection ####.###in 0 Max Upward Total Deflection 0.000 in 0 Support notation:Far lett is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.223 0.446 Overall MINimum 0.065 0.129 +D+H 0.116 0.233 +D+L+H 0.181 0.362 +D+Lr+H 0.116 0.233 +D+S+H 0.194 0.388 +D+0.750Lr+0.750L+H 0.165 0.330 +D+0.750L+0.750S+H 0.223 0.446 +0+0.60W+11 0.116 0.233 .0+0.70E+H 0.116 0.233 +D+0.750Lr+0.750L+0.450W+H 0.165 0.330 +D+0.750L+0.750S+0.450W+H 0.223 0.446 +D+0.750L+0.750S+0.5250E+H 0.223 0.446 +0.60D+0.60W-'0.60H 0.070 0.140 +0.60D+0.70E+0.60H 0.070 0.140 D Only 0.116 0.233 Lr Only L Only 0.065 0.129 S Only 0.078 0.155 W Only E Only H Only f.� MSC Engineers,Inc. Project Title: 3470 Pipebend Place NE,Suite 120 Engineer: Project ID: Salem,OR 97301 Project Descr: 503.399.1399 www.mscengineersinc.com Title Block Line 6 Printed: 1 JUN 2017 1148AM s�- � ....-.fE.`.:'r..b s`.���.� Lic.#: KW 06005723 Licensee: MSC Engineers Inc. Description: EXISTING FLOOR JOIST REACTION-CASE 1 Elastic Modulus 1.0 ksi Span#1 Span Length,= 13.50 ft Area= 1.0 inA2 Moment of Inertia = 1.0 inA4 D(0.:<:, 355) s Span=13.50ft s. `::l $ g Service loads entered.Load Factors will be applied for calculations. Load(s)for Span Number 1 Point Load: D=0.350, S=0.350 k a 9.0 ft,(PTr1) Point Load: D=0.080 kx(19.0 ft,(PTf2) v44 r-17'VXLV Tr:` Maximum Bending= 2.334 k-ft Maximum Shear= 0.520 k Load Combination +D+S+H Load Combination +D+S+H • Location of maximum on span 8.978ft Location of maximum on span 9.045 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection ####.###in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection ####.###in 0 Max Upward Total Deflection 0.000 in 0 Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.260 0.520 Overall MINimum 0.086 0.172 +D+H 0.143 0.287 +D+L+H 0.143 0.287 +D+Lr+H 0.143 0.287 +D+S+H 0.260 0.520 +D+0.750Lr+0.750L+H 0.143 0.287 +D+0.750L+0.750S+H 0.231 0.462 +D+0.60W+H 0.143 0.287 +D+0.70E+H 0.143 0.287 +D+0.750Lr+0.750L+0.450W+H 0.143 0.287 +D+0.750L+0.750S+0.450W+H 0.231 0.462 +D+0.750L+0.750S+0.5250E+H 0.231 0.462 +0.60D+0.60W+0.60H 0.086 0.172 +0.60D+0.70E+0.60H 0.086 0.172 D Only 0.143 0.287 Lr Only L Only S Only 0.117 0.233 W Only E Only H Only •Dt 1.4%.J t. 1,..chn.ciat,3G pra E=1 x W CJO *4 NJ @>,4St✓D oT s3( ,1 6• COO btTIL.or , • P- c 1-0M71" 1.4:1AOS Dt� = tis Peg DL = 2efo P \,fie $t2. _ u q-Pt t` - z-- S t _ tA-SP IS- 1 91- PLF Us . 1, wI• x.251 4- -S1 1L-. Ia.:. .cm Z.12.9 ems pea 1.4T err') . co MPA RACttoN1 'metes xcsT• i o4Oi..3G = 2.021` cPAGe 1.14) . 1.1�yJ - PT- t-0AD A-P7- z . 1. wot-t t z.oz �F � 1.9) hD o t/J co t{--U'1z . nl to c-T6, 4 pc.sT SC FILE NO. lqO2.46 SHEET NO. /•B MADE BY SWLDATE /1 / ' CLIENT 41C�„y' �Ttn/O tYa�r JENGINEERS INC_ PROJECT "di 012°PA- lasc.oq' . - I MSC Engineers,Inc. Project Title: 3470 Pipebend Place NE,Suite 120 Engineer: Project ID: Salem,OR 97301 Project Descr. 503.399.1399 www.mscengineersinc.com Title Block Line 6 Printed: 1 JUN 2017,1 13PM • grr ' Lic. #: KW-06005723 Licensee : MSC Engineers Inc. Description: LOADING ON EXISTING COLUMN Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination i BC 2015 Fb-Compr 2,400.0 psi Ebend-xx 1,800.0 ksi Fc-Pill 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V8 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling ♦ + 0(0.2161S(0.175) i ♦ + 0(0.175)L(0 097)$(0.117) + ♦ + 6.75x15 Span=12.0 ft,.- " _ Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.1750, L=0.0970, S=0.1170 k/ft,Extent=0.0—>>7.250 ft, Tributary Width=1.0 ft,(w2) Uniform Load: D=0.2160, S=0.1750 k/ft,Extent=7.250—>>12.0 ft, Tributary Width=1.0 ft,(w1) E 0Att' �> : jt° Design OK Maximum Bending Stress Ratio = 0.105 1 Maximum Shear Stress Ratio = 0.080 : 1 Section used for this span 6.75x15 Section used for this span 6.75x15 fb:Actual 289.44 psi fv:Actual = 24.44 psi FB:Allowable = 2,760.00 psi Fv:Allowable = 304.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+S+H Location of maximum on span = 6.044ft Location of maximum on span = 10.774 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.019 in Ratio= 7678>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.047 in Ratio= 3088>=360. Max Upward Total Deflection 0.000 in Ratio= 0<360.0 ,''`� - : ' ; Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.024 2.129 Overall MINimum 0.491 0.212 +D+L+H 1.579 1.419 +D+S+H 1.845 2.129 - +D+0.750L+0.750S+H 2.024 2.058 D Only 1.089 1.206 L Only 0.491 0.212 S Only 0.757 0.923 1. Gl