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Plans (99) OFFICE COPY Art MILLER RECEIVED CONSULTING APR 5 2017 ENGINEERS CET'YOFTIGwRD BUILDING DIVISION SUPPLEMENTAL STRUCTURAL CALCULATIONS Summerfield Club House Deck Evaluation 10650 SW Summerfield Drive, Tigard, Oregon Summerfield Civic Association _ March 20, 2017 ""' - o. 161307 ()AP'ges slm Principal C -cked: L.-i U i7 eiS 0. r.i f cri•i is Sp i1 i :I a o nlen1-R35:4%(ing Concrete Frame ACU fc:cin'g Glee W:Prestressing Steel Tendons a'"tctiraI � p OP GARD; € sl,ar ,:aht Bo '.ir g t PRO '�' ' `' a• FOR CODE COMPLIANCE El g-- St^ ci: aj Masonry `` 043 r QTc i E 9$13 R` cG i Y r.Ji si. 'i Concrete !1/Con osul�t;l;i"o•g ro,; l'ril �92GgO' EGON do In �� n O SW S f� �^y �/ /� 2 3 ' o f Ml MAG V rt' 1 ft) !J Spray Apr i ;d[ire RssiAr+'e Materials C . WP"� to#S Nine,e,Dniied Piors aad Caissons V` ' . Date: 14- /g - J 1 EXPIRES: 06-30-24 8 nn ,,{p 0 Specisi ClmOina, E-. vation and Pilling Other he ., '`n S *** LIMITATIONS ' Miller Consulting Engineers, Inc. was retained in a limited capacity for this project. This design is based upon 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 that shown on these sheets. Engineering Practical,Diverse Structural Solutions Since 1978 9570 S W Barbur Blvd.,Suite 100, Portland,Oregon 97219-5412 Phone:(503)246-1250 Fax (503)246-1395 www.miller-se coni OFFICE COPY Ft-rr,2 11-46- Su PPI Fr�t� ::�.,y4c. pFJ To 1-+. Pee ux_7-0c,ec C In l..ra->>=of J f) -'-,,Er> S , Zt,'( • UF-C-(c C:,c,, r.(o PSF' (2 oo f U L= f 5 PSP" CA- 1 OO efF ROOF SL 2-0 Y''i( B>;Arv\ /1.0r >6 GYL7t� fid SPAJ Q<z,0 7- 7o (•S '1C. To S",f- 4 r:S'- T0 g Mr�x SP✓�n► tgl` 'fit` ( _co-' Gftr- S,7 To g Gori7rt-oL-J) T � Co'- o")/(- S'- 0" l_oPrr>= (Lto eSt- r;)(., Jr- too t"s • LL..)(S`) _ Roo t'CF (4 S %zL / 3©rt-o . ,or-vv r`'C 2 D 65 br-> P,l.et 6/2z-o b 519 N ><, snow. Et, • 41., F" SPS= (o' -o" T 7:-C-- (1 01-o")/(.0 LO -) = ( o Psi QL + to. LL) (SI )_ -70o Kr (1 SE 6c( ( r'7 HF 4I 1. c-,. f}- Y'V) 7 .SC 1 ee; Tc)It- 0 j4r•J Ge_A-v 01.-0 tJ G r,r 7--0 e o S e/9-7v N7 N G 13 o 5 f e = (o'o'r T27� _ I --o" (--06-17 = (qo 10„ SSG. u,)(1')(1') =H0 1.°L- USE (x r27 ag.:x.10 4 sP,9r1N7•1,-)G E To F C N}-620es 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Evaluation Project# 161307 Suite One Hundred Portland,OR 97219 Location 10650 SW Summerfield Drive, Tigard, Oregon MILLER Client Summerfield Civic Association Phone 503.246.1250 CONSULTING Fax 503.246.1395 ALB ' 2/13/17 1 of 9 www.miller-se.com By Ckd Date Page ENGINEERS 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F, Shear F, Bearing F,, E&5„„,, Ra= 4.78 OK<50 Mark AO&5.5-8 Material:Rosboro GLULAM Co 1.00 1.00 E'm;,,= 930,000 psi Grade:24F-V4 5 1/2"Rosboro X-Beam'^' C, 1.00 1.00 1.00 1.00 FeE= 48773 psi Span 18.04 ft e„= 2.00 ft size=5.5 x 14 C, 1.00 Few. 2400 psi x1= 0.00 ft w1= 700 lbs/ft b= 5.500 in CM 1.00 1.00 1.00 1.00 Fes/Fe= 20.32 x2= 18.04 ft w2= 700 lbs/ft d= 14.000 in C1 1,00 1.00 1.00 1.00 Fi,'= 2383 psi Xa= 0.00 ft Pa= 0 lbs A= 77.00 in' C, 1.00 F„w 265 psi Xb= 0.00 ft Pb' 0 lbs S= 179.67 ins Cv 0.993 _ Fr,= 650 psi Xc= 0.00 ft Pc 0 lbs I= 1257.67 in° C, 0.997 E'= 1,800,000 psi R1= 6315 lbs V= 5498 lbs El= 2,263,800 kip-in' C% 1.00 R2= 6315 lbs M= 28481 ft-lbs Fe= 2400 psi LL 4,,„n=U 360 LL A= 0.56 inchs F,= 265 psi Material Rosboro GLULAM TL Bp,„„=U 240 TLA= 0.78 inchs E= 1800 ksi Grade 24F-V4 5 1/2"Rosboro X-Beam"" %LL 71.4% e.= 4.12 ft E,,,,,,= 930 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CM)(Cr)(Cv or CL)(Cfu)=2,383 psi F,,= 650 psi Temperature Factor,C, DRY T<=100°F EV=(Fv)(Cd)(Ct)(CM)=265 psi Approx.weight 18.72 - lbs/ft Wet Service Factor,Cu MOISTURE CONT LESS THAN 19% E'=(E)(Ct)(CM)=1,800,000 psi R1 Req'd Bearing Width 1.77 in. Incising Factor,C, MEMBER IS NOT INCISED Fcl'=(Fcl)(Ct)(CM)=650 psi R2 Req'd Bearing Width 1.77 in. Repetitive Factor Cr MEMBER IS NOT REPETITIVE fb=1,902 psi<Fb'=2,383 psi Bending Capacity=79.8% SHEAR UNREDUCED M=28,481 fl-lbs<Mmax=35,672 ft-lbs Member 5.5 x 14 fv=107 psi<Fv'=265 psi Shear Capacity=40.4% Number of Plies 1 Ply V=5,498 lbs<Vmax=13,603 lbs Max LL Defl=0.557 inches=L/389 LL Defl.Capacity=92.8% (1 Ply) 5.5 x 14,Rosboro GLULAM 24F44 5 1/2"Rosboro X-Beamm" Max TL Defl=0.780 inches=L/278 TL Dell.Capacity=86.5% Copyright CO 2015 Miller Consulting Engineers,Inc. 35,000 1 0.000 30,000 - j -0.100 lk 1 25,000 �� -0.200 20,000 \\\ u ., 0.300 s • 115,000 1 0.400 J le> 10,000 1�---I I 1 -0.500 -. - 5,000 -0.600 - -0.700 -5,000 i -0.800 - ---- ----- --71 o Ti �m „Nm ma g m rym m m v V Zr'1 m m iT -000 o d m fl o ,,., eN_o-_� nmm a c ,1- .- ry m a N m n n Shear -Mwnent I Distance(ft) Distance(ft) Notes: 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Evaluation Project# 161307 Suite One Hundred A Portland,OR 97219 la Location 10650 SW Summerfield Drive, Tigard, Oregon Client Summerfield Civic Association MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ALB ' eP✓ 2/13/17 2 of 9 www.miller-se.com By Ck d Date Page ENGINEERS 2012 National Design Specification for Wood Construction(ASD) Reduction Bendng F, Shear F, Bearing F„ E&E,n,„ Re= 4.70 OK<50 ' Mark 8&Eo-F Material:DIMENSIONAL LUMBER Co 1,00 1.00 E'„,, 446,500 psi Grade:Hem/Fir No.1,5 x 5 Beams 8 Stringers C, 1.00 1.00 1.00 1.00 F,E= 24284 psi Span 10.00 ft E„= 2.00 ft size=6 x 14 CF 0.99 F5*= 829 psi xl= 0.00 ft w1= 700 lbs/ft b= 5.500 in Cu 1.00 1.00 1.00 1.00 F,c/Fu`= 29.29 x2= 10.00 ft w2= 700 lbs/ft d= 13.500 in C, 0.80 0.80 1.00 0.95 Fy'= 828 psi Xa= 0,00 ft Pa= 0 lbs A= 74.25 in' C, 1.00 F,'= 112 psi Xb= 0.00 ft Pb= 0 lbs S= 167.06 in' Cv 1.000 F,1= 405 psi Xc= 0.00 ft Pc 0 lbs I= 1127.67 in' C,, 0.998 E'= 1,235,000 psi R1= 3500 lbs V= 2713 lbs El= 1,392,875 kip-in' Ctg 1.00 R2= 3500 lbs M= 8750 ft-lbs F,= 1050 psi LL AA,t=L/ 360 LLA= 0.08 inchs F,= 140 psi Material DIMENSIONAL LUMBER TL Apm;t=L/ 240 TL A= 0.12 inchs E= 1300 ksi Grade Hem/Fir No.1,5 x 5 Beams 8 Stringer. %LL 71.4% t,= 4.12 ft E,,;,= 470 ksi Load Duration,Co TEN YEARS 1.0 OCCUP LIVE Fb'=(Fb)(Cd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cfu)=828 psi F,.,= 405 psi Temperature Factor,C, DRY T<=100°F Fn'=(Fv)(Cd)(Ct)(CM)(CI)=112 psi Approx.weight 18.05, `lbs/ft Wet Service Factor,Cu MOISTURE CONT LESS THAN 19% 0'=(E)(Ct)(CM)(Ci)=1,235,000 psi R1 Req'd Bearing Width 1.57 in. Incising Factor,C, MEMBER IS INCISED ' Fc.L'=(Fc.L)(Ct)(CM)(Ci)=405 psi R2 Req'd Bearing Width 1.57 in. Repetitive Factor Cr MEMBER IS NOT REPETITIVE tb=629 psi<Fb'=828 psi Bending Capacity=75.9% M=8,750 ft-lbs<Mmax=11,522 ft-lbs Member 6 x 14 fv=55 psi<Fv'=112 psi Shear Capacity=48.9% Number of Plies 1 Ply V=2,713 lbs<Vmax=5,544 lbs Max LL Deft=0.083 inches=L/ 1,439 LL Det.Capacity=25.0% (1 Ply) 6 x 14,DIMENSIONAL LUMBER Hem/Fir No.1,5 x 5 Beams&Stringers Max TL Det=0.117 inches=L/ 1,028 IL Defl.Capacity=23.3% Copyright 02015 Miter Consulting Engineers,Inc. f 10,000 0.000 8,000k - 0.020 6,000 7 o.oao / 4,000 To-.0 T ,c -0.060 -._.. .__----- it 2,000 I ii -0.080 -. - ------- - -- ---- -. ._---- ------ ..__-__---1 0 & -0,100 - -- __..----- ___--- -- -2,000 -0.120 -y � -6,000 m - m -0.140 j--- -1 o o omry m mm n omuoi e�; m c mr m < Ti o e � N m 2 m e e ' m m e oa: � n m m m pShear I ---Moment Distance(ft) Distance(a) Notes: 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Evaluation Project# 161307 Art Suite One Hundred Portland,OR 97219 la Location 10650 SW Summerfield Drive, Tigard, Oregon MILLER Client Summerfield Civic Association Phone 503.246.1250 CONSULTING Fax 503.246.1395 ALB r 2/13/17 3of9 www.miller-se.com By Ckd Date Page ENGINEERS 60C--(Avv\N Ao z 11 Pc--- OS- PSF 42.0 esF sc) (io') /(2) (3s-')At) 3a ,c Lel (2--ooF (-001v) 192-- NO I"''S F -1- too ,'SF t t )((CO /(2 ) (t ) s7g5-7) 1-65 (_r>9` ) (455S%x r � � t�t�t t yv� C..oc-L yvi..) SEE PAGE 5 FOR DESIGN e, = 1S- (2SF DL +1-0 SIF SC)( i©')/(1-)(312 )f(-_) Z, Fora c 5 e-4x3F LoPry 19 ,= (yv er= Tx - (o ) esr ( 'o')/(z)(3z') /(z..) \1, Wo LAS 0G‹,1( G-oPro (�{S% S1/Z- xG�ls, ocutv-," SEE PAGE 6 FOR DESIGN C.0t,..mvv\ Ky j, FA-cif-c,0-r---- 7 , o" ('1= ( « r"Sr 0L t prp' SO (h'5-'01) ( I o' /( ) I,r3 4f hoof C IrtS �`� ttff 01 c,aLL,,,oN SEE PAGE 7 FOR DESIGN (X) k vv\r3 L. 1.12. et = (Is PSF Da., � t'lc .st_) ( i0')(,o)/(3) hi !b-? t S! f�vof Lo 1,,(CC er CoI &.. 07e. 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Evaluation Project# 161307 Suite One Hundred Portland,OR 97219 Location 10650 SW Summerfield Drive, Tigard, Oregon MILLER Client Summerfield Civic Association Phone 503.246.1250 CONSULTING Fax 503.246.1395 ALB2/13/17 4of9 www.miller-se.com By Ck'd Date Page ENGINEERS 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fe E Emin Fcei= 2644 psi Post Copyright©2008 Miller Consulting Engineers,Inc. CD 1.15 1.15 Fce2= 3147 psi Mark Column Ao/2.5 Material:GLULAM Rb, 5.2 Grade:Comb.3 DF 2LD,4+LAMINAT Cr 1.00 Rby 5.9 }Y -1 size=51/2 x 6 C, 1.00 1.00 1.00 1.00 Fbe, 43577 psi I- -I-h\ i/ e`' dl= 5.50 in Cr 1.00 1.00 Fbey 33565 psi a d2= 6.00 in CM 1.00 1.00 ` 1.00 1.00 KM 0 1-: ,-`� A= 33.00 in2 C, 1,00 1.00 1.00 1.00 KT 0.00 '`F e S,= 30.25 in3 CT 1.00 Fix,* 2300 psi Height= 11 ft lu,= 8 ft Sy= 33.00 in3 Cv 1.00 Flay* 2415 psi P1= 3062.5 lb 1u2= 8 ft Le,= 14.72 ft C,,, 1.00 Fbe,/Fb,* 19 P2= 5950 lb M,,,= 2,271 ft-lbs Le2= 14.72 ft Cly 1.00 Fbey/Fby* 14 ext= 0 in Mw= 0 ft-lbs Fb,= 2000 psi Cr, 0.76 Fc* 2645 psi ey1= 0 in MA,= 0 ft-lbs Fby= 2100 psi Cfu 1.00 Fb,' 2300 psi ex2= 4.58 in My,,= 0 ft-lbs Ex= 1900 ksi CE 1.00 1.00 1.00 1.00 Fby' 2415 psi ey2= 0 in Ke,= 1 Ey= 1900 ksi CE=Exterior wet use of SCL lumber Fc' 2009 psi w,= 0 lbs/ft Ke2= 1 Ex,,,,,= 980 ksi I C p I 1.00 I 1.00 I I Ex' 1900 psi wy= 0 lbs/ft le,= 8.00 ft Eym;,= 980 ksi C05=Single Pile Factor(piles only) Ey' 1900 psi 1e2= 8.00 ft Fc= 2300 psi I C. I I I 1.00 j 1.00 Ex„,,„' 980000 psi le,/d,= 17.45 c= 0.9 C„=Untreated Factor(piles only) _ Ey,,,„' 980000 psi le2/d2= 16.00 I,= 83.19 in4 Material GwIa5 • Iy= 99.00 in4 Grade caro.3 DF 2L0,4«IAMINAnONo V Fb'=(Fb)(Ct)(Cm)(Cv or CI)=2,000.0 psi Load Duration,CD TWO MONTHS 1.1S SNOW LOAD 0.00 Fc'=(Fc)(Ct)(Cm)=2,300.0 psi Temperature Factor,C, T<.1000 w E'=(Fc)(Ct)(Cm)=1,900.0 ksi Wet Service Factor,CM MOISTURE CONT LESS THAN 16% V 0.00 Incising Factor,CI MEMBER IS INCISED V fbx=901 psi<Fbx'=2,300 psi Bending Capacity=39.2% Repetitive Factor Cr MEMBER IS NOT REPETITIVE V thy=0 psi<Fby=2,415 psi Built up Member No r fc=273 psi<Fc'=2,009 psi Axial Capacity=13.6% Member 51/8 x6 v. Combined Axial Compression and Bending Combined Capacity=45.5% 5 1/2 x 6,GLULAM Equation 3.9-3;2005 NDS page 20 Comb.3 DF 2LD,4+LAMINATIONS all 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Evaluation Project# 161307 Suite One Hundred Portland,OR 97219 10650 SW Summerfield Drive, Tigard, Oregon MkLocation 9 9 Client Summerfield Civic Association MILLER Phone 503.246.1250 ' CONSULTING Fax 503.246.1395 ALB ' i- tl 2/13/17 5of9 www.miller-se.com By Ck d Date Page ENGINEERS 2012 National Design Specification for Wood Construction Reduction Bending Aided,Fc E Emin Fcet= 1399 psi Post Copyright 02008 Miller Consulting Engineers,Inc. CD , 1.15 1.15 Fce2= 1664 psi Mark Column Ao/4.5 Material:GLULAM Rb, 6.1 I '� Grade:Comb.3 DF 2LD,4+LAMINAT Cr 1.00 Rby 6.9 w s size=5 1/2 x 6 Cr 1.00 1.00 1.00 1.00 Fbe, 31692 psi � �_ _. "' di= 5.50 in Cr 1.00 1.00 Fbey 24411 psi 1 xz, V� d2= 6.00 in CM 1.00 1.00 1.00 1.00 KM 0 i-•., I-`y, I A= 33.00 int C, 1.00 1.00 1.00 1.00 KT 0.00 "ey' - S.= 30.25 in' CT 1.00 Fb,* 2300 psi Height= 19 ft lur= 11 ft Sy= 33.00 in' Cv 1.00 Fby* 2415 psi P1= 2800 lb 1u2= 11 ft Le,= 20.24 ft Cur 1.00 Fbe,/Fb,* 14 P2= 11200 lb My= 2,567 ft-lbs Le2= 20.24 ft CLy 0.99 Fbey/Fby* 10 ext= 0 in My= 0 ft-lbs Fb,= 2000 psi Cp 0.48 Fe* 2645 psi ey1= 0 in M,at= 0 ft-lbs Fby= 2100 psi Cfu 1.00 Fb, 2300 psi ext= 2.75 in My= 0 ft-lbs Ex= 1900 ksi CE 1.00 1.00 1.00 S 1.00 Fby' 2415 psi ey2= 0 in Ket= 1 Ey= 1900 ksi CE=Exterior wet use of SCL lumber Fc' 1279 psi w,= 0 lbs/ft Ke2= 1 Ex„,,,= 980 ksi C. I t.00 I 1.00 I I Ex' 1900 psi wy= 0 lbs/ft let= 11.00 ft Eym;,= 980 ksi C.=Single Pile Factor(piles only) Ey 1900 psi lee= 11.00 ft Fc= 2300 psi I C, I I I 1.00 I 1.00 Exm,� 980000 psi let/di= 24.00 c= 0.9 C.=Untreated Factor(piles only) Ey...' 980000 psi le2/d2= 22.00 I,= 83.19 in4 Material GLULAM • 1y= 99.00 in4 Grade conn.3 DF 2LD,4*LAMINATIONS Fb'=(Fb)(Ct)(Cm)(Cv or CI)=2,000.0 psi Load Duration,CD TWO MONTHS I.II SNOW LOAD V 0.00 Fe=(Fc)(Ct)(Cm)=2,300.0 psi Temperature Factor,CS T<.SWOP • E'=(Fc)(Ct)(Cm)=1,900.0 ksi Wet Service Factor,CM MOISTURE CONT LESS THAN 16% V 0.00 Incising Factor,CI MEMBER ISINawEO • fbx=1,018 psi<RN/=2,300 psi Bending Capacity=44.3% Repetitive Factor Cr MEMBER IS NOT REPETTRVE V tby=0 psi<Fby=2,415 psi Built up Member NO V fc=424 psi<Fe=1,279 psi Axial Capacity=33.2% Member 51/8x6 • Combined Axial Compression and Bending Combined Capacity=74.6% 51/2 x 6,GLULAM Equation 3.9.3;2005 NDS page 20 Comb.3 DF 2LD,4+LAMINATIONS f9570 SW Barbur Blvd Project Name Summerfield Club House Deck Evaluation Project# 161307 M Suite One Hundred Portland,OR 97219 Location 10650 SW Summerfield Drive, Tigard, Oregon MILLER Client Summerfield Civic Association Phone 503.246.1250 CONSULTING Fax 503.246.1395 ALB I - 2/13/17 6of9 www.miller-se.com By Ck d Date Page ENGINEERS 2012 National Design Specification for Wood Construction Reduction Bending Aldal,Fc E Emin Fcei= 1268 psi Post Copyright©2008 Miller Consulting Engineers,Inc. CD 1.15 1.15 Fce2= 1268 psi - Mark !Column Kilo I Material:DIMENSIONAL LUMBER Rb„ 5.7 Grade:Hem/Fir No.1,5 x 5 Post&Tir C, 1.00 Rby 5.7 }v F- size=6x 6 C, 1.00 1.00 1.00 1.00 Fbe„ 17561 psi /^ e,. , x _1 d,= 5.50 in Cr 1.00 1.00 Fbey 17561 psi _ _ d2= 5.50 in CM 1.00 1.00 1.00 1.00 KM 1200 1L __, e A= 30.25 int C, 1.00 1.00 1.00 1.00 Kr 0.59 4"= 5„= 27.73 in' CT 1.00 Fb„* 1121 psi Height= 8 ft lu,= 8 ft Sy= 27.73 in' Cv 1.00 Fby* 1121 psi P1= 1531 lb 1u2= 8 ft Le,= 14.72 ft CL„ 1.00 Fbe,/Fb„* 16 P2= 0 lb M.= 0 ft-lbs Le2= 14.72 ft CLy 1.00 Fbey/Fby* 16 ext= 0 in My„= 0 ft-lbs Fb„= 975 psi Cp 0.77 Fc* 978 psi ey1= 0 in Mb,= 0 ft-lbs Fby= 975 psi Cfu 1.00 Fbx 1121 psi ex2= 0 in My,,= 0 ft-lbs Ex= 1300 ksi CE 1.00 1.00 1.00 1.00 Fby 1121 psi ey2= 0 in Kea= 1 Ey= 1300 ksi CE=Exterior wet use of SCL lumber Fc' 755 psi w,= 0 lbs/ft Ke2= 1 Ex„,„,= 470 ksi Cap I 1.00 I 1.00 I I Ex' 1300 psi wy= 0 lbs/ft le,= 8.00 ft Ey,„;,= 470 ksi C„p=Single Pile Factor(piles only) Ey 1300 psi lee= 8.00 ft Fc= 850 psi I Cu I I I 1.00 I 1.00 Ex,„„,' 470000 psi le,/d,= 17.45 c= 0.8 Cu=Untreated Factor(piles only) __ Eym;, 470000 psi lee/d2= 17.45 I„= 76.26 in" Material DIMENSIONAL LUMBER • 13= 76.26 in4 Grade HenvFMa L N 5 x Post Timber Fbx'=(Fbx*)(CL)(Cfu)=1,121 psi Load Duration,CD ,TWO MONTHS I.16 SNOW LOAD • Fby=(Fby*)(CL)(Cfu)=1,121 psi Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=755 psi Temperature Factor,C, T<.I000r • E'=(E)(Ct)(Cm)(Ci)=1,300 ksi Wet Service Factor,CM MOISTURE CONT>re% • Emil'''.(Emin)(Ct)(Cm)(Ci)(CT)=470 ksi Incising Factor,Cl MEMBER IS NOT INCISED • fbx=0 psi<Fbx'=1,121 psi Bending Capacity=0% Repetitive Factor Cr MEMBER IS NOT REPETITIVE W. fby=0 psi<Fby=1,121 psi Built up Member No • fc=51 psi<Fc'=755 psi Axial Capacity=6.7% Member 6 It 6 • 6 x 6,DIMENSIONAL LUMBER Hem/Fir No.1,5 x 5 Post&Timber 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Evaluation Project# 161307 Suite One Hundred Et Portland,OR 97219 laLocation 10650 SW Summerfield Drive, Tigard, Oregon Client Summerfield Civic Association MILLER Phone 503.246.1250 D CONSULTING Fax 503.246.1395 ALB ' C..t'-w 2/13/17 7 of 9 www.miller-se.com BY Ck d Date Page ENGINEERS P65( gel-se 0.57' scaro r o c (z 001 • I M A/ _ (1 esF 1) 'r- 2L1 e5 " s L) (to') = 3, cOc,r, Ggy < t� ��� 1.0 (V‹. PsF TX. t esF C)(i0')/(--)( I ,s')(ac, ir,iq t( (¢;'S �w,3ora �,t�S ole USS tore LA 4,12, Pastsc C z. Uel --fir ((--ts or Dc) (6.1) est' (,)0)(10' ) lc .) 01,7') I;7..3-7 L65 SSG sit" ¢S tfriz C,9e. 0-00 C.-01 eF;-DEA) . .0-e0 (5) SCS w/ mo-op, .SEr- x P SEE FOLLOWING PAGE FOR DESIGN 9570 SW Barbur Blvd Project Name Summerfield Club House Deck Evaluation Project# 161307 Suite One Hundred Portland,OR 97219 Location 10650 SW Summerfield Drive, Tigard, Oregon Client Summerfield Civic Association MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ALB2/13/17 8 of 9 www.miller-se.com BY Ck d Date Page ENGINEERS SIMPSON Anchor Designer TM Company: Date: 3/6/2017 SIMPSON Anchor Designer Company: Date: 3/6/2017 Engineer: Page: 114 Engineer: Page: 3/4 Software Project: `S'tong- Software Project: Version 2.4.567323 Version 2.4.5673.23 ® Address: s Address: Phone: Phone: E-mail: E-mail: 1.Proiect information 9 Resuttina Anchor Forces Customer company: Project description: Anchor Tension load, Shear load x, Shear load y, Shear load combined. Customer contact name: Location: Nw(lb) V,..(Ib) V..,(Ib) V(V.,.y+(V,,,,)_(Ib) Customer e-mail: Fastening description: 1 1237.0 0.0 0.0 00 Comment: . Sum 1237.0 0.0 0.0 0.0 2,Mout Data&Anchor Parameters Maximum concrete compression strain(%.):0.00 General Base Material Maximum concrete compression stress(psi).0 Design methodACl 318-11 Concrete:Normal-weight Resultant tension force(Ib):1237 Units:Imperial units Concrete thickness,h(inch):10.00 Resultant compression force(lb):0 State Cracked Eccentricity of resultant tension forces in x-axis,ax.(inch):0.00 Anchor Information: Compressive strength,P.(psi):2500 Eccentricity of resultant tension forces in y-axis,err.(inch):0.00 Anchor type:Bonded anchor W.,v:1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear 4.Steel Strength Of Anchor in TenstoniSec.0.5.1) Diameter(inch):0.625 Supplemental reinforcement:Not applicable N.e(lb) 0 ON.,(lb) Effective Embedment depth,he(inch):5.000 Reinforcement provided at corners:No 13110 0.75 9833 Code report:ICC-ES ESR-2508 Do riot evaluate concrete breakout in tension:No Anchor category.- Do not evaluate concrete breakout in shear:No Anchor ductility:Yes Hole condition:Dry concrete h..(inch):8.13 Inspection:Continuous ;i.Concrete Breakout Strength of Anchor In Tension(Sec.0.5.21 c,.(inch):8.20 Temperature range,Short/Long:150/110°F NU.,k<i.olirJru'(Eq.D-6) C...(inch):1.75 Ignore Edo requirement:Not applicable kr i., f<(psi) h.'(in) No(lb) S,..,,(inch):3.00 Budd-up grout pad:No 17,0 1.00 2500 5.000 9503 Load and Geometry 5.75,114,.=0.7514(A /Arr�)V'.enV ori/i..sNo(Sec.D 4.1&Eq.D-3) Load factor source:ACI 318 Section 9.2 Aa.(sir) An.,,(i5O V'w.x '/4,n V'wor N.(Ib) d 0.750N.(Ibi Load combination:not set Seismic design:Yes 172.50 225.00 0.860 1.00 1.000 9503 0.65 3055 Anchors subjected to sustained tension:No Ductility section for tension:D.3.3.42 not applicable 6.Adhesive Strength of Anchor in Tension(Sec.5.5) Ductility section for shear:D.33.52 not applicable D.factor:not set 1237 lb n yr=rk - hs Apply entire shear load at front row:No rx...(psi) too-u.. Kw lik.., r....(psi) Anchors only resisting wind and/or seismic loads:No 1.00 1.00 1,00 432 <Figure 1> Nn.=h,r rd.ho a, r<,(Eq.(psi)D-22) d.(in( he(in) N.(Ib) 1.00 432 0.63 5.000 4241 0.75¢14.=0.75,1(Aru/Acc)'1'eac.V'ry..v,Nm(Sec.0.4.1&Eq.D-18) f f�. t Am,(inr) Ass(in') v',e.c. Yo. Nw(lb) ,1 0.75AN.(lb) „ 3'91,,44 i 12446 150.71 0.895 1000 4241 065 1529 i c - ' mb .� � _ 11.Resuke : ` ,Z TM ,, 0Ib Interaction of Tensile and Shear Forces(Sec.D.7) . (T,ye.v" / Tension Factored Load,N.,(Ib) Design Strength,eN,(Ib) Ratio Status ��, -- Y Steel 1237 9833 0.13 Pass • Concrete breakout 1237 3055 0.40 Pass 0 lb I Adhesive 1237 1529 0.81 Pass(Governs) O \ XI SET-XP w/5/8"13 F1554 Gr.36 with hef=5.000 inch meets the selected design criteria. I CO O Co FOR OFFICE USE ONLY-SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT _ Transmittal tta Letter \, n 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: dr/I/ DATE RECEIVE I . DEPT: BUILDING DIVISION REC ED b2017 FROM: 77">..J&C k \I ' ITY OF TIGARD jam,^ UILDING DIVISIONCOMPANY: sC,r !dui s Iry� PHONE: c-0By:oe/- RE: I OreA? °s) Sc �I�,. .r- .�1� �31r,'Nua!6 -a033 roject name or subdivision name and nu 'er) ATTACHED ARE THE FOLLOWING I Copies: _ Description:' Air... Copies: ] Description: ✓ Additional set(s) of plans. 3 Revisions: Cross section(s) and detail.. Wall bracing and/or lateral analysis. Floor/roof framing. \ Basement and retaining walls. Beam calculations ! Engineer's calculations. Other(expla' : REMARKS: lV FOR Oi VICE USE ONLY Routed to Permit echnan: Date: Initials: t' Fees Due: [J . es No Fee Description: Amount Du . $ S•-cial structions: Reprint Permit(per PE): []Yes I F No Done Applicant Notified: Date: 4/Ah 7 t3 . & / I:\Building\Forms\TransmittalLetter-Revisions 061316.doc