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Specifications A45rzeZD -ell/9 7 7// s- St,) /03 cci =' STRUCTURAL CALCULATIONS Addition PROJECT: Lemley Addition 14135 SW 103rd Ave Tigard, OR 97224 OFFICE COPY RECEIVED for MAY 202U CITY OF TIGARD Dan Lemley BUILDING DIVISION 14135 SW 103rd Ave Tigard, OR 97224 �ucr� ED PROPe 4,7 <<,79336PE"P r James G. Pierson, Inc. OREGON 1 9L Gee 14, o G►NEtir� /0 J. N\G� EXPIRES: 12-31-20 James G. Pierson, Inc. Consulting Structural Engineers 610 S.W. ALDER SUITE 918 PORTLAND,OR. 97205 (503)226-1286 FAX 226-3130 April 30,2020 Residence Addition Project located in Tigard, Oregon GENERAL DESIGN LOADS: Project is designed in accord with requirements of the 2019 Oregon Structural Specialty Code. For this location the following design parameters apply: Occupancy Category II Seismic Site Class D, Design Category D Wind 100 MPH Exp B (ASCE 7-16) Roof Snow Load 25 PSF Roof Dead Load 15 PSF Floor Live Load 40 PSF Floor Dead Load 12 PSF Allowable Soil Bearing Pressure= 1500 PSF (Assumed) Design Summary: The following calculations are for a residence addition located at 14135 SW 103`d Ave in Tigard, OR. The addition is to be constructed with conventional wood framed roof, floors, and shearwalls. The techniques and principles of structural analysis used for these calculations conform to generally accepted standards of the engineering community. These design calculations have been prepared based upon architectural drawings furnished by client. r lJ 1 I OM 616"OC(BM10)FLOOR JOISTS 15"x10„DP 2x6 N 11)beam at CIL of Ie91MP n 15"x +ABU BASE WI 4"x6"(BM 4„X4"pF POST Wf AULOE W13 E.M #4x30"Dowel,Align HD W/(N)horiz reinf, i 4"Embed,SIMP — SET-XP ft,ire cow HD I I I I I I I I I04t I con N 15"OC(BM10)FLOOR on 15"x15"+ABU BASE 2x6 NOM @ 11)beam at CIL of 1I SI CILCE U BAS WI 4"x6"(B 4 OF POST WI SIMP W1(3);E.W.4"X " —„ HDAli I ---� — J _ #4x30"Dowel,Align W!(N)horiz reinf,4" Embed,SIMP SET-XP HD 2x6 NOM @ 16"OC EXTERIOR WALL STUDS OFIRST FLOOR FRAMING PLAN 1/8"= 1'-0" N 1 I. $ NOTES: 1. SUPPORT ALL (N) BEAMS + HDRS W/ DBL 2X DF POST (MIN) U.N.O. ,. Maintain existing ceiling joists and root structure IMP CS16X8'-0', ATTACH / HDU 2 HDR(BM8) STRAP ` OVER EFLAT FLOOR BLOCK THG 4X8 DF HDR �� HDUS / i i / O /� �!1r L O J O SIMPHU-TYP 1 v 4 i O i _ ' 4X6 POST BTWN LVL BM+HDR ,��_ --(2)2X10 DF BM 4 A ATTACH LVL TO POST W/SIMP o MTS30,ATTACH POST TO HDR OR JOISTS(BM4) x y! BLOWW!AC NOW/ @ 16" OC FLO FOISTS(BM5) c\I 2X10 N 16„ pC CEILING w x W/2X6 a- — 0x m HDU 5 w1 v �/ /_, 3-1/2 X9 GL HDR(BM7) # HDU 2 imp%///M1////////!/ 4 /,_, N,_____) O # 4X8 DF HDR TYP U.N.O.(BM9) 4X4 OF POST(MIN) WISIMPLCE 2x6 NOM @ 16"OC EXTERIOR WALL STUDS OSECOND FLOOR FRAMING PLAN 1/8" = 1'-0" w (2)2X10 DF BM IMP CS16X5'6', ATTACH OVER ROOF SHTHG TO :x6 DF POST W/SIMP AL / CONT OVER WALL DBL TOP PLATE (AT LEFT) +2X FLAT BLCK'6 (AT RIGHT) N> i .�E MSTC28 /\ �` /r e r v —O Mirr i 28 MSTC %'- 28 MSTC a �1- '� Ua Nd 16 F RAFTERS PM11 aQ 12 NOM @ " OC ROOF m M Cs/ 2x MSTC n - 1 4X6 DF HDR-TYP 0 3 28 i0♦MSTC U.N.O.(BM2) I ©5 �/ O _ 0 ' � 28 / F--�7 O n�- MSTC 1� ! 1--�1 uiuioWna WOWZM////I/ IWZ117�Z 4 I .r" \ 28 / x6 DF POST W/SIMP AC 2x6 NOM @ 16" OC EXTERIOR WALL STUDS CN OROOF FRAMING PLAN 1/8"= 1'-0" A ISASE 13-,4 rl tk-R rTAt tlMi ',fir 5117716 FIR SFf z.t�6FcGL- t4-N l>L 's.; / FACE OF STEM WAA.1 SINLvt*. pFg ((2� G0 NT -#11 '"'_-) ,.\_ L ` SH�'W�i>a� Scri�� ^� ii ii L r I li jU - " 2" - ':. s ( .,_g $ZPAP 174 NNGK Lea'- F2-4A16E) _t '�� '' -(o"Goti1C 'Sr M WALL WiGoe.1i' o v ` • # c° li `icez d- #sf VElr•S raes ?P 7- ' I I : ,r! aot4 lb" O/G, �'F1'A1F [Fhtr STZ.E s 2F`7,1F 1-* *P a.,env fi7 O'rE_: S S rS OFF!'"' 27 S a E 1' J. t.L ,f, ' srti- - P. ' Project lob no. James G. Pierson, Inc. Consulting Structural Engineers Location Dale 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel: (503) 226-1286 Fax: (503) 226-3130 Client Sheet no. 5 g rIg. Pl_t-lk.1-.....„\ .,--Eliot"t-4•r`1r..-T YP 1 r=t-tp AZ5 tan rHeukt Sow,. Intilli Milli � !IYIlliii �� Iij WN 1 z X frV�L Hr ! ® zv"Ve. [NZ PFre point 16 J TOE--JJA2i F,q gL Cyr-Jr z x LPr)c, w/cZ)- SrelP SP.s2S3Uv 010"0/4-, Zx 6 € 1tv" rim" S/fr//G 0 Project Job no. James G. Pierson, Inc. Consulting Structural Engineers Location Date 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel: (503) 226-1286 Fax: (503) 226-3130 Client sheet no. 6 • )'D6E Rcx)F SNTn ilk L� I1°.•-• 52-MP A 35" PE'i /144 1-4- EPEE Arts I snir i2e 57f4 Project Job no. James G. Pierson, Inc. 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Location Date Consulting Structural Engineers 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel: (503) 226-1286 Fax: (503) 226-3130 client Sheetno. 9 ADP en Sr/1?5D527Lii2 ro Cr), LF1.)6E,2 AT" EA CND 5rv10 C Ko" c/L' �— (--(g) Yxi D qe"olc TO P /7/-.7"/4! cE) poor i� .J ,, .. i , ----; a(p ''O/,� , g/3s E PLATE 4-ATT1W f(i€E,J' " 1 - FEIZ SI -ij t .;>:T'1. i. i ,$rrl i A 3.7 'pry ..!i, .'i 'iC. Sala, a I /ftirtiG+ r' 1 or to .gr:4., I7 n-i 5 ^E.S ,m.X -9r4n ,.JG ::.iT 11-2. MAX No1[N k ) TOf-/ti, rt. Project Job no. James G. Pierson, Inc. Location Dale Consulting Structural Engineers 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel: (503) 226-1286 Fax: (503) 226-3130 Client Sheet no. 10 . . . , • , i : ! ; ' , : ; . • 1 , i J 1 , , ; : . i ; ' ; , , ; • , 1 : , • . , : 1 , . - • , , t . . . . . . . ' . A Trfil_11.-/IfEAJr pea, clizi,tit,, . z-s- L...),cit_i_ PErZ SHOOAtA,..,<ctipL l 7-FLOo re Ofrit'e, . c---i 7-„,.,, r4-6,-- ,..,-,-pie- I i I 1 ...__) ! * 11" ifriril 4," . 1 110—ar,.....4 it —) .F<- FilLd— i-ir .0-4.0e-K .7,",S.1-—S r-*"E.ref-'"C2 ' Proicci Job 110. James G. Pierson, Inc. Location Dale Consulting Structural Engineers 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel: (503) 226-1286 Fax:(503) 226-3130 client Sheet no. 11 G KAV=r�' G� �� U 4i-sc�tis I�Jsu = zs P 7r6J = - 1/5EZ> lo &// " of 3" f ° M Z a:: 1 $ Psi' 7—A/= 11/2 f 2 iAsm; Z5"p fl'.1 - 7,5' V5E- yxto r /1..1e ?-la llb 1M3 w I5psf TU 5/z+ l: 3,5' ' I Jnt: as rt 1 ln1 = 3.5 V 5 E 377._ x 1 GLr3 u 'a. t_ Svo tb '� 5 7 a 6 so ir3 Y© I� Q.rl I S rtb , --f1, Project Job no. James G. Pierson, Inc. EMt_C r Ar�rai�i Consulting Structural Engineers Location __ a Date 610 S.W.Alder,Suite 918 Portland,Oregon 97205 � � ���2'U�'p Tel: (503) 226-1286 Fax: (503) 226-3130 Client Sheet no. ,� L F_ ilLE Y 12 1-4 Li„ r` TkJ �J 2'�Et�'� ?( F .24e io > i&/• 4 I5v1f .,e-- :� ' JE 2 . 1(0° Olt. 1Z ps4' Tin! 10' y 11•JL4t T7A,1 � S I,.Jot2� 15psf n, . 'f/2 z= '/ M GJstiz,: 25 psT T .) = 61' ID ' ! S0..t = 04/2-J('7 s)(411) 34t70IL e`� C) E 43 a 13/4 x `j Li LA-Z,O.a1 l�vo d� 'rt- f I o ( Project Job no. James G. Pierson, Inc. Consulting Structural Engineers Location Dale 610 S.W.Alder,Suite 918 Portland,Oregon 97205 �-1 l�/�P1' J37 / ' a��' Tel: (503) 226-1286 Fax: (503) 226-3130 Client Sheet no. 1 J. L EME4—r 13 • 13M In)vt a !2 r 1' 1-1,07 15/7- : 7,st z=o r S p sP Tw : i s/ P W. LJ = yosfi Tw= ?,S , (� `. amt. +�x = -lSzo fi (S/+2)[IS)(y7 1 • 7610 IL, �tL = 13r.44„, e Root , SnJ F+r. t`146 IZY' 7 via 517 a IYZ5 X4 J / �'.. u5E 3'l7--)c 9 C L itrg FA-if z�.71> !L re, RARo 'lYiJ ,dt�`k�`GT ® 3 M 3 sA M E L 0,1 US /)S T3E1 7 Cic} os,E) l. 6 p t'`1 ec. 5 E hixt o PF // isyo IS !ds-a 16 r e Project Joh no. James G. Pierson, Inc. L CPI FLY ADDN Consulting Structural Engineers Location Date 610 S.W.Alder,Suite 918 Portland,Oregon 97205 !" C'Ft�� ' r' e U 'J Tel: (503) 226-1286 Fax: (503) 226-3130 Client Sheet no. C. LEMEL?` 14 ry `� J I z ps-(' rW = 15/7 7 5 ' ,-2 ,›s rw y [C w Lfv p-1P7711 ' 7'S �+. 145e- 4k- DP" if49F_ 7L �� x a (o I 0 11 Co p„ 1 ' io /20.1 T7J= 0d12 -/3 { L.) w b' F 2xG } I P 7--. _ /-7 1 �� : l2(as / J J /z 1-1 (o z 74> = aepo 51- 9" F e, 1P. 7x 117o i r43 G.o Zzfa�a�s /\2E4= 2Z6,sa//5z f,5 ft7 Vft' /5'.34 LONz FTG Project Jab no. James G. Pierson, Inc. LEP1LEr Consulting Structural Engineers Location -- _ _ Date 610 S.W.Alder,Suite 918 Portland,Oregon 97205 6/7�(]T f�a 3/G42`` Tel: (503) 226-1286 Fax: (503) 226-3130 client Sheet no. 77, LEr-7Ft 15 Project Title: Engineer: • Project ID: Project Descr: Printed:24 APR 2020, 9:50AM Multiple Simple Beam File=Z:1R184BZ-JiLOXSVS-5lframing.ec6 . p Software copyright ENERCALC,INC.1983-2020,Build:12.202.28 . Lic.#:KW-06001615 JAMES G.PIERSON INC. Description : Addition- Framing Calculations 1 _ Wood Beam Design : BM1 Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size : 2x10,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, S=0.0250 klft,Trib=1.330 ft Design Summary Max fb/Fb Ratio = 0.700. 1 D(0 01995)S(0 03325) fb:Actual: 916.64 psi at 7.625 ft in Span#1 MIIIIMIIIIMMINIIII Fb:Allowable: 1,309.28 psi 2x 10 Load Comb: +D+S+H Afk Max fv/FvRatio= 0.201 : 1 15.250 ft fir:Actual: 41.70 psi at 14.488 ft in Span#1 Fv:Allowable: 207.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr s w E H Transient Downward 0.257 in Total Downward 0.434 in Left Support 0.18 0.25 Ratio 712 Ratio 421 Right Support 0.18 0.25 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : BM2 Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 4x6,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pill 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=9.50 ft Design Summaryamommummimo pto 1425)s<o 2375 Max fb/Fb Ratio = 0.874. 11 fb:Actual: 1,175.65 psi at 3.000 ft in Span#1 Fb:Allowable: 1,345.50 psi Load Comb: +D+S+H A 4x6 A1► Max fv/FvRatio= 0.370: 1 6.0 ft fv:Actual: 76.63 psi at 5.560 ft in Span#1 1 - - Fv:Allowable: 207.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) P L Lr S w E H Transient Downward 0.090 in Total Downward 0.145 in Left Support 0.44 0.71 Ratio 802 Ratio 496 Right Support 0.44 0.71 LC:S Only LC: +D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: 16 Project Title: Engineer: • Project ID: Project Descr: _ Printed:24 APR 2020, 9:50AM Multiple Simple Beam File=z:1R184Bz-J\LOXSVS-5vraming.ec8 . Software copyright ENERCALC,INC.1983-2020,Build:12202.28 . Lic.#:KW-06001615 JAMES G.PIERSON INC. Wood Beam Design : BM3 Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 3.5x9,GLB, Fully Braced - Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V8 Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 31.210 pcf Fb-Compr 2,400.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 950.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=3.50 ft Design Summary Max fb/Fb Ratio = 0.429. 1 0(0.05250)L(0.057501 fb:Actual: 1,029.93 psi at 7.500 ft in Span#2 Fb:Allowable: 2,400.00 psi Load Comb: +D+L+H, LL Comb Run(*L*) 3 Sx 3.sxe 3.5x9 Max fv/FvRatio= 0.183: 1 1 °n 15.°ft 2.0 ft fv:Actual: 48.38 psi at 14.300 ft In Span#2 Fv:Allowable: 265.00 psi Load Comb: +D+L+H,LL Comb Run(*LL) Max Deflections Max Reactions (k) Q I_ Lr s W E H Transient Downward 0.263 in Total Downward 0.432 in Left Support 0.50 0.75 Ratio 683 Ratio 416 Right Support 0.57 0.84 _Only,LL Comb Run(*L* )+L+H,LL Comb Run(*L* Transient Upward -0.111 in Total Upward -0.180 in Ratio 432 Ratio 262 _Only,LL Comb Run (*L* )+L+H,LL Comb Run(*L* Wood Beam Design : BM3 Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 2x10,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0120, L=0.040 k/ft,Trib=1.30 ft Design Summary Max fb/Fb Ratio = 0.979. 1 0(O 015e0 L(°os2o) fb:Actual: 1,114.04 psi at 7.500 ft in Span#1 Fb:Allowable: 1,138.50 psi 2xio Load Comb: +D+L+H .11.. Max fv/FvRatio= 0.286: 1 15.0 ft fv:Actual: 51.52 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections - Max Reactions (k) D L Lr S W E H Transient Downward 0.376 in Total Downward 0.511 in Left Support 0.14 0.39 Ratio 478 Ratio 352 Right Support 0.14 0.39 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: 17 Project Title: Engineer: • Project ID: Project Descr: Printed:24 APR 2020, 9:50AM Multiple Simple Beam File=Z:uil84BZ-.N_OXSVS-5lframing.ec8 . Software copyright ENERCALC,INC.1983-2020,Build:12.20.2.28 . Lic.#:t W-06001615 JAMES G.PIERSON INC. Wood Beam Design : BM5 Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 2x6,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.010 k/ft,Trib=1.330 ft Desian Summary Max fb/Fb Ratio = 0.856. 1 D(0-01330) fb:Actual: 673.35 psi at 7.500 ft in Span#1 Fb:Allowable: 786.73 psi 2x6 Load Comb: +D+H A Max fv/FvRatio= 0.119: 1 - 1s o ft fv:Actual: 19.34 psi at 0.000 ft in Span#1 Fv:Allowable: 162.00 psi Load Comb: +D+H Max Deflections Max Reactions (k) Q I= Lr S w E H Transient Downward 0.000 in Total Downward 0.519 in Left Support 0.11 Ratio 9999 Ratio 346 Right Support 0.11 LC: LC: +D+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : BM6 Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 3-1.75x9.25,Microllam LVL, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: MicroLam LVL 2.0 E Fb-Tension 2600 psi Fc-Prll 2510 psi Fv 285 psi Ebend-xx 2000 ksi Density 42.01 pcf Fb-Compr 2600 psi Fc-Perp 750 psi Ft 1555 psi Eminbend-xx 1016.535 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0120, L=0.040 k/ft,Trib=4.0 ft Unif Load: D=0.0120 k/ft,Trib=10.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,0.0 to 4.50 ft,Trib=4.0 fl Unif Load: D=0.0150, S=0.0250 k/ft, 10.50 to 15.0 ft,Trib=4.0 ft Point: D=0.180, S=0.30 k @ 4.50 ft Point: D=0.180, S=0.30 k @ 10.50 ft Desian Summary Max fb/Fb Ratio = 0.681 • 1 Dt0 060)S(0.10) pt0 Stk. D(0.060)S(0 10) fb:Actual: 1,769.69 psi at 7.500 ft in Span#1 -1so1 Fb:Allowable: 2,600.00 psi Load Comb: +D+L+H ,A 3-1.75xe.25 41* Max fv/FvRatio= 0.294: 1 15-0 ft fv:Actual: 83.85 psi at 0.000 ft in Span#1 - Fv:Allowable: 285.00 psi Load Comb: +D+L+H Max Deflections - Max Reactions (k) Q I 1 r S W E H Transient Downward 0.265 in Total Downward 0.703 in Left Support 1.82 1.20 0.75 Ratio 680 Ratio 255 Right Support 1.82 1.20 0.75 LC:L Only .C:+D+0.750L+0.750S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: 18 Project Title: Engineer: • Project ID: Project Descr: Printed:24 APR 2020, 9:50AM Multiple Simple Beam File=z:uzleasz-nLoxsys-svramk,a.ece . Software copyright ENERCALC,INC. 983-2020,B ild:12.20.2.28 . Lie.#:KW-06001615 JAMES G.PIERSON INC. Wood Beam Design : BM7 - Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 3.5x9, GLB Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-Pill 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 31.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 950 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0120 k/ft,Trib=9.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=8.50 ft Unif Load: D=0.0120, L=0.040 k/ft,Trib=7.50 ft Point: D=2.090, L=1.20, S=1.20 k @ 2.0 fl Design Summary Max fb/Fb Ratio = 0.741 • 1 amamornimoft s> fb:Actual: 2,045.33 psi at 2.000 ft in Span#1 Fb:Allowable: 2,760.00 psi Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.658: 1 a 3.5x9 j fv:Actual: 200.62 psi at 0.000 ft in Span#1 5-0 ft Fv:Allowable: 304.75 psi Load Comb: +D+0.750L+0.750S+H - Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.044 in Total Downward 0.123 in Left Support 2.39 1.70 1.44 Ratio 1637 Ratio 585 Right Support 1.69 1.30 1.04 LC: L Only C: +D+0.750L+0.750S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : BM8 Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 4x10,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-PrIl 1350 psi Fv 180 psi Ebend-xx 1600 ksl Density 31.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0120 k/ft,Trib=9.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=8.50 ft Unif Load: D=0.0120, L=0.040 k/ft,Trib=7.50 ft Point: D=2.090, L=1.20, S=1.20 k @ 1.50 ft Design Summary Max fb/Fb Ratio = 0.721 • 1 qg� fb:Actual: 895.35 psi at 1.500 ft in Span#1 ot9t� y "5i Fb:Allowable: 1,242.00 psi Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.552: 1 fv:Actual: 114.36 psi at 2.230 ft in Span#1 a°p - Fv:Allowable: 207.00 psi Load Comb: +D+0.750L+0.750S+H Max a ections - Max Reactions (k) D L Id- S W E H Transient Downward 0.005 in Total Downward 0.014 in Left Support 1.54 1.05 0.92 Ratio 7721 Ratio 2600 Right Support 1.54 1.05 0.92 LC:L Only .C:+D+0.750L+0.750S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: 19 Project Title: Engineer: Project ID: Project Descr: Printed:24 APR 2020, 9:50AM Multiple Simple Beam File=z:\R184Bz-JLOXSV8-5tfrerning.ecs . Software copyright ENERCALC,INC.1983-2020,Build:12.20.2.28 . Lic.#:KW-06001615 JAMES G.PIERSON INC. Wood Beam Design : BM9 Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 4x8,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-Prll 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 31.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0120 klft,Trib=9.0 ft Unif Load: D=0.0120, L=0.040 kill,Trib=7.50 ft Design Summary Max fb/Fb Ratio = 0.758; 1 o(409idli6)30) fb:Actual: 886.75 psi at 3.000 ft in Span#1 amimmaiiiii Fb:Allowable: 1,170.00 psi Load Comb: +D+L+H , 4x8 Max fv/FvRatio= 0.397: 1 s.0 ft fv:Actual: 71.43 psi at 5.400 ft in Span#1 Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr 2 W E H Transient Downward 0.049 in Total Downward 0.083 in Left Support 0.61 0.90 Ratio 1455 Ratio 867 Right Support 0.61 0.90 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : BM10 Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 2x6,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0120, L=0.040 k/ft,Trib=1.30 ft Design Summary Max fb/Fb Ratio = 0.575. 1 13t0 01580 L(O.0520) fb:Actual: 774.16 psi at 3.750 ft in Span#1 Fb:Allowable: 1,345.50 psi Load Comb: +D+L+H 4111. 2x6 A. Max fv/FvRatio= 0.231 : 1 7 90 ft fv:Actual: 41.63 psi at 0.000 ft in Span#1 - Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max I- ections Max Reactions (k) D I. Is S W E d Transient Downward 0.112 in Total Downward 0.149 in Left Support 0.07 0.20 Ratio 804 Ratio 603 Right Support 0.07 0.20 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: 20 Project Title: • Engineer: Project ID: Project Descr: Punted:24 APR 2020, 9:50AM Multiple Simple Beam • File=z:1R184Bz-J1LOxSVS-51framing.ece Software copyright ENERCALC,INC.1983-2020,Build:12.20.2.28 . Lic.#:KW-06001615 JAMES G.PIERSON INC. Wood Beam Design : BM11 Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 4x6,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pr!! 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0120, L=0.040 klft,Trib=7.50 ft Design Summary Max fb/Fb Ratio = 0.947. 1 gto.oso Lto 30} fb:Actual: 1,107.82 psi at 2.875 ft in Span#1 Fb:Allowable: 1,170.00 psi Load Comb: +D+L+H 4x6 Max fv/FvRatio= 0.415: 1 5.750 ft fv:Actual: 74.76 psi at 0.000 ft in Span# 1 - Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections - Max Reactions (k) D L Lr s w E H Transient Downward 0.096 in Total Downward 0.126 in Left Support 0.27 0.86 Ratio 722 Ratio 549 Right Support 0.27 0.86 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: 21 • MATE Fl � LAL6ULArio , is • /OO fePt/ ExP a eA. E zUt,i 7WOG-5 ovr r` Srrs r 72+.4s"i.E'e-r`.Z" , j 10 ° r ` E�3' 6: a = v•1C15"3 = 1 � O.o&i(t 0.4 p 6` l l5: :'.1 " (FAG zg_$ — 1) 17.1 ,(a-6 = io-8 r..s$' ir? x e - 4 d jas'' > 5 MIN }I,"% Xc = -rk- -- P'7 IOps-( Iv1TN VFPFg- F FRor..Jr/ ¢mGK V = / to,ops-(')( (7)( l°/z) �10 Ia U— _ ` ,5/ r? Sy r'/Pd <r�r /.si V " 1043 F.f)( 8/z)t 414:(9) Z(v4 S Ia ff 2-t!elT f f< = y t /14 Project Job no. James G. Pierson, Inc. Consulting Structural Engineers Location Date / 610 S.W.Alder,Suite 918 Portland,Oregon 97205 t1 �,�c` '�`�` Tel: (503) 226-1286 Fax: (503) 226-3130 client sheet no. j, L E-1— 22 LOWER' Z"oo /Lir? FL1 Lott (10,6ra..or)( I3)( jzh)+(SPst')(is)(Sfz) /U6)s a : /do503 = 37 "At acc V'z-3 - L ta. 7-x Ie/z) 3 14,53 IS ` -, = 1�5-3/l = 57 "/ct s=oElss�E sr DE/Sir-PE V= C r ),s p [177)( 161Z) 36,29 l 34,29/-f = &- '`/r+ U tFFEK FLR SHeJ1/3LL PFZ j L.JALL LrNE 2.- V = LSti�Lj�lz�i . Lf(oo N, .Q : 7' �r = Ltz,0/7 = (06 lb/1-1 1-17 P / .4JHU.- 017,1 - L kc.e.,3l 10> v_ fK- Project Job no. James G. Pierson, Inc. L Efl)LC `i� ti-171:4,4 Location Date Consulting Structural Engineers x6tl f? � � )- v 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel: (503) 226-1286 Fax: (503) 226-3130 client Sheet no. ij. i► e1' -17 23 WALL L2NE 3 N- %o//5- = 3i Vc -rYF C I 1,113L.L oral _ 31. 467.1 s)CS) ). K FT- FS " i ,/1 ✓a = z.- ° I,.1ALL 1..s.1or A wry Lt. LTi..JE .L V- 410Y)( "1.) _ 17 16 j = Y,S 1 = lh'7z/9 = /oy ib/ffi - T-Ypt" arfrI = LLL U,$ 3L 66i1 f/57 = (0-t. Cyr I.5 rFT T/G = Z-6. - -'- O,s) J4' .'= /2 Ila le157-Z 2a Project Job no. James G. Pierson, Inc. L E M LE Y /IT-4W-) Location Date Consulting Structural Engineers -Tr 6711 ff 610 S.W Alder,Suite 918 Portland,Oregon 97205 Tel: (503) 226-1286 Fax: (503) 226-3130 c6eni Sheet no MAS►u Fig s Hg'UJILL LESr'6t J LV'JE V ( 77 s3!z)+(Pf)(t /2 13Z5 V-rc,r s 13 Z S + H G.t9 = 17 B 5 i 1, .Q= /5,y a (.0 + 3,s - 2.5 er = 13&s/25 - G,zIliro r YFE l GJAi " = !aJz,)E ( - '€-' -:)( erg '-.v c� FM = [(low + tz`se��?e :(€ /z)- 6,,'-1 Krr FS - 6, 1 /We = / 6 - volc. ° i,.J F7 LC L-J AJE 3 - !o4 ; + 15- = /4o' r r / c//6. ' 8C a/{t TY/ / kJA _ _ �T� `b$71`¢ )EbeCooi. 17) E3.z5L`.4 r Fri = 1. )0.)4I?) id. T,'7) 3 3 Ir-Fr 1-1Z _ Zy,p - o, 6(3,3) {ys = y5o / l v /S _ Project Joh no. James G. Pierson, Inc. LFivi .Ey n��N Location Date Consulting Structural Engineers 610 S.W.Alder,Suite 918 Portland,Oregon 97205 r. -6 111<„•'' L ,?/1Z- Tel: (503) 226-1286 Fax: (503) 226-3130 Client Sheet no. • L //`�a 'r 25 G t J i1 L. L L-..r. E A V = 197)1 y2/2) = 1877 a VI-Dr = 195E7 4 fSz7 = ?Z91 145 jv L191 =csi Lr= 3z5' /g c L-lfz T7P6 5 WALL oT•M= L HN 4/17-) Yam" = 13. 1 f-r Q!'1 44)" (N)L' 1z)r 1,7 terr 1-1t VS 9 (,„)/1 z_ Lrve- I'FKF Srla�-G��LE. V= /Ter- /d/'z4 /6)77 Jz ar .A9 A = 325y/L,3")(0.873 : Zr e`/fi- ,'- TYPE 7T'M = ELPy7z) ie.")1-41027)(0,-)3/o•s7 = 447.2- t=r•- RM =LLiQ' It )+ (IztI-LM)71 z(7)(-747/44` " 5 ,fa tFt T/L = Cy7, 2- 0,4,(5 ,6;Y /ce2 = Ln3Y 14 H1c U 2 - Project Job no. James G. Pierson, Inc. L EMLE Consulting Structural Engineers Location DateT71- 4 610 S.W.Alder,Suite 918 Portland,Oregon 97205 � `mil �' Tel: (503) 226-1286 Fax: (503) 226-3130 Client Sheet no. rJ F.4.1_ id 26