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Specifications At S jc' 001Gfl 140 � C) RECEIVED If Ulu oegif!� ,' AUG 3 2015 ':._,� =--:7`''� SUMMIT ENGINEERI CITY OF TIGARD LDING DIVISION L. . ..y•_' OO .r. .. 1 Presents Structural Calculations for Project/Client: Designer: Residential Remodel Projective Building Design, LLC 11905 SW 69th Ave PO Box 6542 Tigard, OR 97223 Beaverton, OR 97007 Project No. 14-063 Date: July 28, 2015 Project Description Page 2 Structural Analysis Pages 3 — 45 OREGOM 6756/2°f Summit Engineering, LLC By: JH Date: 07-21-15 ,phone: 971.251.0194 Project No.: 14-063 www.SummitEngineeringLLC.com Project Name: SW 69th Ave Residential Remodel Project: Residential Remodel Client: Projective Building Design, LLC 11905 SW 69'Ave PO Box 6542 Tigard, OR 97223 Beaverton, OR 97007 Project No.: 14-063 Scope: Lateral load analysis and design of 2"d floor addition and garage addition to single family residence in Tigard, OR. A portion of the residence is intended to be commercial sales space, and is shown on the project drawings. Codes used: ASCE 7-10, OSSC 2014, NDS Load criteria: Live load (L) 40 psf Per OSSC Snow load (S) 20 psf Per OSSC, and reduced per Snow Load Analysis in Oregon Dead loads: Subfloor 35.00 pcf 2.19 psf 3/4" decking Framing 35 pcf y = 35 lb/cu ft per NDS 2x8 @ 16"oc 1.98 psf (1.5/12)(7.25/12)*35*(12/16) 2x12 @ 24" oc 2.05 psf (1.5/12)(5.25/12)*35*(12/16) 2x trusses 2.5 psf 20-yr shingles 2 psf 1/2" plywood 1.7 psf 1/2" gypsum 2.2 psf R49 insulation 0.5 psf Misc. 1.5 psf Siding 3 psf Load combinations: D + F D + H + F + L + T D + H + F + (Lr or S or R) D + H + F + 0.75(L + T) + 0.75(Lr or S or R) D + H + F + (W or 0.7E) D + H + F + 0.75(W or 0.7E) + 0.75L + 0.75(Lr or S or R) 0.6D +W + H 0.6D + 0.7E + H Note: F = H = Lr= T = 0 D = Dead F = Fluid H = lateral earth pressure L = Live S = Snow W =Wind E = Seismic R = Rain Lr= Roof live T = self-straining load Page 2 Design Maps Summary Report http://ehp3-earthquake.wr.usgs.gov/designmaps/us/stm mary.php?templat... din uGS Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43451°N, 122.74774°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III -'i w2nti 'LA 113n? sigh t.o.F, F�rrnen ron :t INilwaukie Moto i✓'�s�k'eU1 L1 21a a 4a i 0 c F KCity hamR � + ) A Ma ERICA c«xse * ` T lath • mapquest @2015M . ,="""Y,r £ca�niS'Op O MaPQuest USGS-Provided Output SS = 0.981 g SMS = 1.087 g Sos = 0.724 g S1 = 0.424 g SM1 = 0.668 g SD1 = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please retum to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum Design Response Spectrum 0.92 1.10 0.20 0.35 0.72 0.22 0.64 0.77 0.52 0.66. -6 0.45 to 0,0.55 � 0.40 0.44 0.32 0.33 0.24 • 0.22 0.12 0.11 0.02 0.00 0.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.20 1.50 2.00 0.00 0.20 0.40 0.20 0.20 1.00 1.20 1.40 1.60 1.50 2.00 Period, T(sec) Period,T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied, as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. Page 3 1 of 1 7/16/2015 3:19 PM Summit Engineering, LLC By: JH Date: 07-21-15 _phone: 971.251.0194 Project No.: 14-063 www.SummitEngineeringLLC.com Project Name: SW 69th Ave Residential Remodel Seismic conditions: R 6.5 R per ASCE 7 Table 12.2-1 I (importance) 1 I per ASCE 7 Sec. 11.5.1 Sds 0.724 per USGS, see next page C, _ 'CDs Cs Cs 0.111 per ASCE 7 Sec. 12.8.1.1 I Wind conditions: ASCE 7-10 Enclosure category Enclosed Sec. 26.2 Wind speed, V 110 mph Fig. 26.5- 1A Kd 0.85 Table 26.6-1 for buildings using MWFRS Exposure B Sec. 26.7.3 for buildings with mean roof height _ under 30 ft KZ, 1 Sec. 26.8.2 (no wind speed up due to topography) G 0.85 Sec. 26.9.1 (gust effect) Gcpi 0 Table 26.11-1 (open building) K h or KZ 0.7 Table 28.3-1 for exposure below 30 ft qZ= 0.00256KzicKdV2 18.4 psf Sec. 28.3.2 Load case A(Gc,f) from Fig. 28.4-1 Roof Building Surface Angle 1 2 3 4 1E 2E 3E 4E 0-5 0.40 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 20 0.53 -0.69 -0.48 -0.43 0.80 -1.07 -0.69 -0.64 30-45 0.56 0.21 -0.43 -0.37 0.69 0.27 -0.53 -0.48 90 0.56 0.56 -0.37 -0.37 0.69 0.69 -0.48 -0.48 Roof angle 26.57 deg = 6/ 12 slope I Page 4 • Summit Engineering, LLC By: JH Date: 07-21-15 _phone: 971.251.0194 Project No.: 14-063 www.SummitEngineeringLLC.com Project Name: SW 69th Ave Residential Remodel Wind Analysis: E-W direction p=q(GCPf-GCP,) Load case 1 GC P = 0.18 Roof p(design wind pressure) Angle 1 2 3 4 1E 2E 3E 4E 0-5 -9.40 -3.50 16.4.0 -6.45 90 13.64 -3.50 16.03 -5.53 Load case 2 GC = -0.18 Roof p (design wind pressure) Angle 1 2 3 4 1E 2E 3E 4E 0-5 -16.03 -10.14 -23.04 -13.09 90 7.00 -10.14 9.40 -12.16 Worst Case of above scenarios Roof p (design wind pressure) _ Angle 1 2 3 4 1E 2E 3E 4E 0-5 -16.03 -10.14 -23.04 -13.09 13.0_9 90 13.64 -10.14 16.03 -12.16 Design Wind Pressures Roof p (design wind pressure)psf Angle Wall Center= 1 +4 Wall edge = 1E +4E 2 3 2E 3E 0-5 -16.03 -10.14 -23.04 -13.09 90 23.8 28.2 Per Sec. 28.4.4, the wind load to be used in the design of the MWFRS for an enclosed or partially enclosed building shall not be less than 16 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. The numbers in the Alternate Design Wind Pressure chart are shown for reference only and are not used with Design Wind Pressures simultaneously. The wind analysis takes roof loading as negative only to check for uplift on roof joists, add to the lateral force of the walls pressures. Only sloped roof areas will receive an analysis with the design wind pressure. Alternate Design Wind Pressures Roof p (design wind pressure)psf Angle E-W = 1 + 4 2 3 4 1E 2E 3E 4E 20 8.0 8.0 8.0 8.0 90 16.0 16.0 16.0 16.0 Page 5 ' CHAPTER 28 WIND LOADS ON BUILDINGS—MWFRS(ENVELOPE PROCEDURE) Main Wind Force Resisting System—Part l h S oo a. Figure 28.4-1 1 External Pressure Coefficients(GC,) Enclosed,Partially Enclosed Buildings Low-rise Walls & Roofs SIMPLIFY AP(LZLATZo 0 0 oP wL.,tiv DBE 0 0 SYriIM ii...ip, Itretoctrwird oreaVIodwat) /i 0 0 0 0 Wkad ' i 0 Corner p •41k 1+ 0 t 41k 0 •--..„.L •• Load Case A o '' o o 0 o 0 ''O O i t weacn % 0 spiv 0 s '� 4 L'It lb: m,Qrxd Ti. COMM j ! wr d»are n+a CCornetCome Orwr VV r C? ;, -i o ¢• Poi /%..A O 4.0 CfS O •ZI v WrWwarC 0 0 y Load Case B Basic Load Cases 300 Page 6 . . ; . 2 3 4 I 5 6 7 V 1-KE c.-r-Lot4 E-14 PT-AEC-ITN A *--- '-•-;ANIMMINEBEW , 1 .6 11 ra Eil El aaa..... a 7r.......-war 01•••■1110* 1 IN a 0011 al a I a a se .• ....1 ''..- 77':,':'...7....•.-..±-_-=-...:11111111111.1111111111 ION' . • . _ ...,. -....,...,-....-7,-..-,.=.7..........,,,,Tici ---. • • 1 , 7 1 r-• •'-i •_....,.. .. 1- .41:1001110 nrissin --.- k t i A1100 Ili' mara: -,-. - IAN . . . . . Es. B i ;:Li. :illi lerillitai..... Iliiiiiii ----"-""'■IA..■-....—. , 0 8. ro %.--. --- . .__ ... —.... 4................... '' ' . Moloblia / ....717:7111010 1 0 timmr. ee 0 mos- ci) . .-- ■.*41..irwqrs....A....4 I , I-- 7 Sll . CO (1) C I _■ ■ 1 r.............. a c F1 •,,A. .....,,, . •r A • N IP ....„ „.... 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(1 tie t mow “ a •If,„, •■••• •■=, 411111 I 1 ■-- ...., i f-J:t ' 21 ifinve A a, ...... , 1 , Ile 1 .._ k I iski lag .'' ,2-1■11 : I 11,/ k ..."Le b 11110.mor— .. . . , m.o.ron , •/* 11 .1 MI Illr '-- f . *. Wqd L z:ea' !DAM a C Zit- sem . Z VI ! I ri:1 1 1 . •••....«.0*. /„=.7, i i so raw •41).■4* **ass ..... t1 11 ........ r.- t ._.......______._?-"' ewe 3' LI 440 rem • SD , . 7/ . CC) - l. - I Q , t1P41111f 11.4P (1) Mall 11110•,•■• ' CO , , na Vr tw yr *4 AM NM If 0 0 , • 4 ,.9.,r, t z 5( •...... 0 NAM e- 1 i 0=70; es i 'i i, I — _ •i I! Se1lVill ' a E . -1 ,...s, --.....-,..........r. p ..... ........ ..:, F. 4 • , &earn Plial 011.Inn lible Flo —.— i I. •......, , P-,io• I n 2 3 i 4 • T II I 1 --,.-,----............ SUMMIT ENGINEERING,LLC By JH Date: 07-21-15 phenol: 971.251.0194 Project No.: 14-063 www.SumrnitEnglneeringLLC.com Project Name: SW 69th Ave Residential Remodel 7N9 FAR whNo Re Aert-Po&J s 1015 30) R �t3 _ 13 7g)(i3.ø) f --) Z$.z = 131a Ib 4.1A-Lt cehrra w E1GE ,.t (STM. pIM EaSto• S) = 1316 lb -34‘. 83 )(5_31" ; )t1'a•Z) Z (i3 ) : M19 Ib wAIA. MS WAtl urfrex R ` (çIx ) t )(2.3.5) = 5 c N. cCNrER 1 p 196 1- (6 P\61t (417 f 11.25_17v,� Z (0,i5\ ,�.(11:.01j--)(1)(2.133.) W A c,E rrfr Q 1^,/t t,. 696E 1St Ft-aec w7ND Ae c- of c _ 15 1 q I +(2 -3)(Z) (z3.8) (7/1 1k I-31(0 117 = 3.3.(1, 1 ,1 Lug fl. WALL C,ENTI:IZ 11`fl 76 R = ( X')(tBit) r (�1 _;i X' )(t 8) = 15133, + 1316 = L939 l6 wht.L EDGE z44 Ft. P'3,1 011A10.1-) = " t + yi9 lL _ 1317 ►b _ w k+-L bur Ft.. 50( IM /41 (14 t ice)( (113.6) = OIL 112 Ry,l= So - Z)(9)(Z4944-(7- -°,-2( + 1,14/5.0):1, 0,R �t l )(1 )(1,31)) 566(b = 7A-11119 UP FL, Page 9 SUMMIT ENGINEERING,LLC By. JH Date: 07-21-15 phone: 971.251.0194 Project No.: 14-063 www.SummitEngineeringLLC.cww Project Name: SW 69th Ave Residential Remodel lk - (I I(9)(Z3•o) = Z7?6 lb + Ilo ft..lb = 1-1cp8q 1 9tl wq Rli l - (io)(IZ)(tS.t)+(V- 11:-.>(13.5) z MI L R.07 (Ptt Zo, )( 1z)(Z3.5) = 7,35 (b AN biz Klo - `5p/ti Za.l -P-( * _ 5' (z)(z,$) : i444 )b WIFE-c- Ekk WA4-1. cztntik 51- Wes- VE5T-1,n) - I,t Q-rm. 03(00) -7.- II8i9 16-fc- T: _Ilt94- (m)(91/5.) D No UPLIFT I = (( SLl L5 - 0.5 t1)(Io.Li)4_( lo)�ZL) ^ LI(150 1.W1.,-L L= 3 VMkx= I31± - 623 Pcf _) 0 STRAPPED - SEE OUTPUT Lt.-. 8 LT: ill Z L3: 16' OTM' (13/01i) : II$41 lb-ft- T: (r5v4- /c4)(36,137) G O No utl.IFr NA: ((t?)(/OLI) +(Z1(qt=z ) : 36137 v-o,s W;'L L� 2'-0" 4.831 VM,,..k, - yZ9 Z. X03 PL.P =) A STRAPPED - SEE OUTPUT L1,-- 2'-0" fir' c)•83 0T = (11 °)(9) _ 3 gi01 4- r you- (o.4'1074)T- _ < D Aro 0?LIP T R4k= (( (Io.9f. (— )(lo))(13) = 10973 I6-k ri.33- 0,5 S3Y7 Wy a_ L I o Vim = S S- = , , Pf-F => 4 -r_ Sons-(o.b�- /9S lb to - 0,5 GrrM : (565)(9) = 5085 (6-4t- 11 V 9 + ( )((o)) Io. = (( )( i) / Z. 5 341 I6-!r nJ E&C.0-cT, NO (l PLX.FI" Page 10 Shearwall Force Transfer"Pier Method" Design per 2008 SDPWS Section 4.3.5.2 Shearwall: W2,2 Design Criteria: V= 1,316 lb Wind Controls I 141: V I H= 9 ft I L= 21.00 ft h1= 72 in O A ® I-�I Q h2= 72 in . h3= 0 in WALL WALL W1= 120 in OK 5 3.5 n°R4 W2= 36 in OK5_3.5 WI et in az wa ■+ a W3= 0 in W4= 0 in '-I K-3 w-+ d1= 96 in ai/z dl/Z } ?3 e3/2 If/2 d3= 0 in .� a d2/2 ez/2 e L1= 168 in TT b .io L2= 84 in T4 r+ L3= 0 in M I M }} L4= 0 in I' 7+lil T2 • I'�): °s IN �6 W,_ 12 In — + l n wz= za n I I'l14 1 w3= 12 in w4= 24 in w5= 12 in w6= 24 in Pier 1: Pier 2: Pier 3: Pier 4: Vi = 877 lb Viz= 439 lb Vii= 0 lb Vi,= 0 lb Mon= 7,896 ft-lb Morz= 3,948 ft-lb Mon= 0 ft-lb Mora= 0 ft-lb v1+v2= 188 plf <_260p1f v3+v4= 188 plf 5 260p1f v5+v6= 0 plf 5 260p1f v3+v4= 0 plf 5 260p1f v1= 188 lb v3= 188 lb v5= 0 lb v1= 0 lb v2= 376 lb v4= 376 lb v6= 0 lb v2= 0 lb T1 = 752 lb T3= 0 lb T5= 0 lb T1= 0 lb T2= 752 lb T4= 0 lb T6= 0 lb T2= 0 lb v7= 88 plf <260p1f v8= 146 plf <_260p1f v9= 0 plf 5 260p1f v10= 0 plf 5 260plf Max Opening Shear= 188 plf <_260p1f Use 15/32"APA Rated Plywood w/8d at 6"o.c.edges,12"o.c.field Max Pier Shear= 146 plf 5 260plf Use 15/32"APA Rated Plywood w/8d at 6"o.c.edges,12"o.c.field Page 11 Shearwall Force Transfer"Pier Method" Design per 2008 SDPWS Section 4.3.5.2 Shearwall: W3,2 Design Criteria: v V= 429 lb • Wind Controls r H= 9 ft 1 ii I "I , 6.7 h11: 2 75 ft in WW1 WALL WALL WALL Wi= 24 in OK 5 3.5 A 1-- I Re1x2 PIER PER' W2= 24 in OK5_3.5 _51 di ws m 53 d3 54 W3= 0 in I W4= 0 in K-i W-2, K_3 "I I M-4 d1= 33 in n -,�I 'PI 1 71 r 1;}J I�1�1 d2= 0 in m/2 dI/2 i3 1 i3 d3IT/z d3/itiz d3= 0 n .T — „r d2/2 d2/2 49 410 L1= 40.5 in i T `—'= T J L2= 40.5 in b 2 :io L3= 0 in T2 _ 14 — i4 — 76 L4= 0 in h>.">l: Tz . hl;I T. T67 h�eJ f w1= 12 in _ w2= 2i � �I I u I r u I h -1 w3= 1 in w5= 12 in w6= 24 in Pier 1: Pier 2: Pier 3: Pier 4: Vi,= 215 lb Via= 215 lb Via= 0 lb Vi4= 0 lb Mon= 1,931 ft-lb MOT2= 1,931 ft-lb Mara= 0 ft-lb More= 0 ft-lb v1+v2= 191 plf 5 260p1f v3+v4= 191 plf 5 260p1f v5+v6= 0 plf 5 260plf v3+v4= 0 plf 5 260pIf v1= 191 lb v3= 191 lb v5= 0 lb v1= 0 lb v2= 381 lb v4= 381 lb v6= 0 lb v2= 0 lb T1 = 262 lb T3= 0 lb T5= 0 lb T1= 0 lb T2= 262 lb T4= 0 lb T6= 0 lb T2= 0 lb v7= 107 plf <_260plf v8= 107 plf 5 260p1f v9= 0 plf 5 260p1f v10= 0 plf 5 260plf Max Opening Shear= 191 plf S 260pIf Use 15/32"APA Rated Plywood w/8d at 6"o.c.edges,12"o.c.field Max Pier Shear= 107 plf 5 260plf Use 15/32"APA Rated Plywood w/8d at 6"o.c.edges,12"o.c.field Page 12 • SUMMIT ENGINEERING,LLC By. JH Date: 07-21-15 phone: 971.251.0194 Project No.: 14-063 www.SumrnitEnginosrIngLLC.com Project Name: SW 69th Ave Residential Remodel SEzSMU- GKECg.: (u)4(04.1t) W611. `f' Ax - I-�°Ic = ''73 P� =) A �Ma"('9et)(17119�a7KZ5)= 1* < 1-1118 l' W 3A10 GoveaN 5 cry-m: (11ot0) = I111 a (b- - hli 5-(0.66c'a) 1 l6 t = ((9X6, 6) -1- ( o))( n1-) _ '101- (b-Fc Wiz —AM perms v 3010 \i L s ��X= -► = X109 pt-s "� B , 2 Z off. 59) ynYS 2,5 OTM= (3o3o)(jl)�;)= 222.2.0 'r, -2 2 0— JY 16 5 -°.5 L-r= -7.s ((9x6. ) fi ( 4 )()0 )) 5ti = )1.'51 V tyf,4 (3°�o)�li)(3�= 111 0 1U)6 T^.= 787 0 ft &M1 = 4914.86)+.(3±8 4)NA24 ) = 365 z.5_a.5 Sy`((. �b Hpu) 7,1"-= 787o Ifr VMkr- Lrl = g8 Ix-F =7 <A} STRAPPED - SEE OUTPUT 3z,z OTM= (7-53/Y1) = 2s55 r 7. zsss l - (o.6X9 7o y s) U IUo uvLzF r 32,t - o.S PM= ( (IO. ))( t) _ 9-]o'fb W 1 L_ X13.35 11^1 ( = Z ? = 145P(J- =7 A T 57 '{O- (0,X17164 < OTM = (Z-ta z.11) = 5 7610 O IVO UP L7-FT to- 0.5 P-111 (0)00.(t) + (1'"t X1C-e---q5) z 1-1 eQq W3,1 L, 1� M�k = ‘3+1 = Vito PGF = > L = •S 7 , /!853- (o.c 7,30 OTM = 031-7X1) li b53 /z/5 HPU Z .5 I- 0.5 PAi= ( (J / = 2030 /fy = 3,975/b Page 13 Shearwall Force Transfer"Pier Method" Design per 2008 SDPWS Section 4.3.5.2 Shearwall: W2,1 Design Criteria: V= 2,839 lb • Wind Controls I ' [ I I H= . ft I L= 33.00 ft I I.v I I I•,l I h1= 72 in I I 4111 ® IA I O I I I h2= 72 in I O I., .; © I h3= 72 in W1= 72 in OK53.5 —lial Oil Nall ILE W2= 84 in OK5_3.5 L wl dl w2 d2 W3 d3 114 a W3= 84 in OK 3.5 I W4= 48 in OK 53.5 K-1 5-2 K-3 5-4 d1= 36 in n I :11'1 1. ;S ^>J ES :•r �'IJ d2= 36 in m/2 dl/2 i3 li d 03/2 d3/2 d3= 36 in v2 A a/2 4/2 U L1= 90 in r2 '',• ` io L2= 120 in u _ 4 L3= 120 in Ty L6 L4= 66 in l7 >J;I tt " rzJi 1'rYJ; w1= 12 in — 1{ w2= 24 in r " 1 I u I I– u I I" i w3= 12 in w4= 24 in w5= 12 in w6= 24 in Pier 1: Pier 2: Pier 3: Pier 4: VI,= 645 lb VIZ= 860 lb VI3= 860 lb VI.= 473 lb MOT,= 5,807 ft-lb M0T2= 7,743 ft-lb Mon= 7,743 ft-lb MOT4= 4,259 ft-lb v1+v2= 258 plf 5 260plf v3+v4= 258 plf <260plf v5+v6= 258 plf 5 260p1f v3+v4= 258 plf <260plf v1 = 258 lb v3= 258 lb v5= 258 lb v1= 258 lb v2= 516 lb v4= 516 lb v6= 516 lb v2= 516 lb T1 = 387 lb T3= 387 lb 15= 387 lb T1= 387 lb T2= 387 lb T4= 387 lb T6= 387 lb T2= 387 lb v7= 108 plf <260plf v8= 123 plf <_260plf v9= 123 plf <260p1f v10= 118 plf 5 260p1f Max Opening Shear= 258 plf <260plf Use 15/32"APA Rated Plywood w/8d at 6"o.c.edges,12"o.c.field Max Pier Shear= 123 plf <_260ptf Use 15/32"APA Rated Plywood w/8d at 6"o.c.edges,12"o.c.field Page 14 SUMMIT ENGINEERING,LLC By: JH Date: 07-21-15 phone: 971.251.0194 Project No.: 14-063 www.SummltEngineevingLLC.com Project Name: SW 69th Ave Residential Remodel ' VAIAle n ■ STRAPPED - SEE OUTPUT L,,= 4.3 4.I+`1.3 /5lfy- (o.b1 zz1> ,t (ui )(9)( I-►.� ) - 609 T= - 86Z rs L3 : s.9' /7.:1 - 0.5 II RM I . (0)09s9) + (�,.�(/o))(--) = eZZ, U NOv z T _307516 (1619)(1 ) '. : ((4)(104)+ ( -L)('o))( _- ) ISO 5.1- 0,5 l770 lA I I V till I-1,7vz ] 307516 5�1 SEE PORTAL_ RzAnf 01-1,t. 7 - IA)1 ,1 Lc- q: LT,zo' Uf,m, = 11687 + z3 y Ib -) �- .D' - / /� 3o3Y- (o.GX9(97) = 2tro lb OT - ( ii)( — 3431 rZ 5 II its v p. z ((ii)(io.'1) 4" (( )(io)) (L„ ) = Cl 197 HDUL 7-4; 3,75 4` OTML_ (441)(l))( ko) : zo(t5 T z: .z2 7- 0.6 yo46 1( : ) = e- 0.5 = zyzz lb ''1ti; ((ii . ()kj(a�lo)) L _ `�aqt� It U NpUZ T : 3o15 1' 1_, 2 S . LT= 10.5 V744),= ►10 - _ IboPcF =, ®W ,i 10.5 L L: S .....t STRAPPED - SEE OUTPUT -r,:. .2____(c� 3 OT,t : (/b81)(/�►)(j) . Ro8►n 7.5 - 0,5 - Zobs lb R 1 1 _ ((1-410.y) }- (i)('0))(722) - 3%5 u HD'z- % : ;07516 _ OTM,.= (!681)(1y)( - )_ VI ZA _ 67Ly- (o.b)(6.10 p�� L ; I2- 5kr. 16 N'l i = C (�Z ��,��\ ' � �iZZ 3.0 - o.5 Z II Hpuz_ I - 3D75 4 Page 15 Shearwall Force Transfer"Pier Method" Design per 2008 SDPWS Section 4.3.5.2 Shearwall: W4,1 Design Criteria: v - V= 2,874 lb Wind Controls = 'V I ® I-, p,I IT L= 12.25 ft h1= 48 in IA h2= 0 in D . .I p4 h3= 0 in WALL we. ruu wru W1= 48 in OK 5 3.5 P51 P1752 'RFR3 RFR4 W2= 51 in OK5_3.5 F WI dl r2 d2 W3 d3 ru - W3= 0 in I W4= 0 in a-I a-7,.¶ �n5-3 �,5 4� + d1= 48 In „a.:II ' I I 1 1'�i1 �s2I II="+Il1 1. d2= 0 In din [viz r3 73 43/2 d3/1z d3= 0 in r3 4 02/2 42/2 v.. L1= 72 in ` 2 L2= 75 in T4 u L3= 0 in T2... L4= 0 in 17 71F1 r2 I r>): T6, h4p1l:I w1= 24 in w2= 36 in Pr' I I o I r 6 I I" . 1 w3= 24 in w4= 36 in w5= 24 in w6= 36 in Pier 1: Pier 2: Pier 3: Pier 4: Vi,= 1,408 lb Vie= 1,466 lb Vi,= 0 lb Via= 0 lb M01,= 12,669 ft-lb MOT2= 13,197 ft-lb MOT,= 0 ft-lb MOTS= 0 ft-lb v1+v2= 422 plf 5 490plf v3+v4= 422 plf 5 490plf v5+v6= 0 plf a 260plf v3+v4= 0 plf 5 260p1f v1 = 845 lb v3= 845 lb v5= 0 lb v1= 0 lb v2= 1,267 lb v4= 1,267 lb v6= 0 lb v2= 0 lb T1= 845 lb T3= 0 lb T5= 0 lb T1= 0 lb T2= 845 lb T4= 0 lb T6= 0 lb T2= 0 lb v7= 352 plf 5 380p1f v8= 345 plf s 380p1f v9= 0 plf s 260p1f v10= 0 plf 5 260plf Max Opening Shear= 422 plf <_490p1f Use 15/32"APA Rated Plywood w/8d at 3"o.c.edges,12"o.c.field Max Pier Shear= 352 plf <_380p1f Use 15/32"APA Rated Plywood w/8d at 4"o.c.edges,12"o.c.field Page 16 Shearwall Force Transfer"Pier Method" Design per 2008 SDPWS Section 4.3.5.2 Shearwall: W7,1 Design Criteria: V= 1,200 lb •--Wind Controls H= 9 ft 11 IN 1. L= 10.50 ft I I ® I h1= 48 in = I I I ►I h2= 0 in I., ., 04 h3= 0 in W1= 30 in OK 53.5 116211 W2= 60 in OK<_3.5 WI dl W2 e2 r3 ao wr W3= 0 in If W4= 0 in d1= 36 in ;i I 3II.1 i ;` r7 7171 01 II_>11;1 j d2= 0 in 11/2 di/2 TJ Td d3/2 d3/2 d3= 0 n T a2/2 d2/2 o L1= 48 in = i Y = _ _ L2= 78 in � IT-) T4 T4 L3= 0 in T2 16 L4= 0 in ;l, rz r >l: ' N�l, w1= 24 in w2= 36 in r`u _I u I u I ("u'� w3= 24 in w4= 36 in w5= 24 in w6= 36 in Pier 1: Pier 2: Pier 3: Pier 4: Vi,= 457 lb Vie= 743 lb Via= 0 lb Vi4= 0 lb Mori= 4,114 ft-lb More= 6,686 ft-lb Mon= 0 ft-lb MOT4= 0 ft-lb v1+v2= 206 plf <_260plf v3+v4= 206 plf <_260p1f v5+v6= 0 plf 5 260plf v3+v4= 0 plf <260plf v1= 411 lb v3= 411 lb v5= 0 lb v1= 0 lb v2= 617 lb v4= 617 lb v6= 0 lb v2= 0 lb T1= 309 lb T3= 0 lb T5= 0 lb T1= 0 lb T2= 309 lb T4= 0 lb T6= 0 lb T2= 0 lb v7= 183 plf <_260p1f v8= 149 plf 5 260p1f v9= 0 plf <_260plf v10= 0 plf <_260p1f Max Opening Shear= 206 plf <_260plf Use 15/32"APA Rated Plywood w/8d at 6"o.c.edges,12"o.c.field Max Pier Shear= 183 plf <_260ptf Use 15/32"APA Rated Plywood w/8d at 6"o.c.edges,12"o.c.field Page 17 SUMMIT ENGINEERING,LLC By: JH Date: 07-21-15 phon.: 971.251.0194 Project No.: 14-063 www.SummttEngineeringLLC.com Project Name: SW 69th Ave Residential Remodel 2 395 _ W2t� VMA-X - - II`1 fq. -) Q...) � I L - OTM = (7.375)(19) = 3353o _ 33c3n - (o&)(4oSZ5) ^ `136 lb 2. I - 0.5 1\ NA _ (() )( o,9) 4- ( io))(!i : LI01z`, u HOu Z TA =3075 /6 W �, L - 33 VM4, = i.._'b—Z 45 pup =) (-A—> 33 15/06 - (0.6 II)66y I X OTM= (14%)00.5):: 1 5-7°''' 3 3 - o.s < O — No uPLZF T N1 (('ox'o �(Zz5 yi ))(34 ) = 113wy Wt,;,.. SE.tM VESI(,N: �- SHEAR law_ PEc $O4 P' mi I i) il it (cuT AWN VIEW SNowN) CI,' B1-., Rob Vlikllie011- Utvek W4,,t w/ MI-Q1.81111 c5(f, S(� NA7L F,2_, E O C5 It/ STr,AP� OIL THRou(,N SNEATNL�(, �ITo STUD w RNp TNRev(,N WiP AP.ovup MIN ��1 k�oNG BoTJoM G� t,$1,/,5 MI-LR MI-LW-LAM w/ 18 10k 01 ,5 EA EkP of LAO Rt" -1ion ,) I Nk1LS USED 18 I STRAP Dig I. oeP1N \�" _ Czo��l7oS = I53N �d > /371 !l OK Zo NAILS TYR ooF k)PIT-CT ; Z3 PSF P)+ - (7.1) Z) l3 - (0.6)(10) = 719 II, /t = 35/ (i S3 PSo„, \-\3 C LIP PrLtA14 A4Lt UPLIFT = (ISS lb > 357 II. oK (i) 1.13 G--LP kk To-1.-ST Page 18 • SUMMIT ENGINEERING,LLC By. JH Date: 07-21-15 phone: 971.231.0194 Project No.: 14-063 Avww.SummltEnglneeringLLC.com Project Name: SW 69th Ave Residential Remodel gZ ' B3 MT: MK. Powj FEc.E . Z611 + 4111. = 711 < Zq o65 O CAP / MAx . UP Pont _ (1-3)(1-4)(*)Z)I15z'i) < 1145 0S SZMPSoN CCQ`fl, SpS Z.5 A1-LowAf3t,E 01.,-LF`( /pAvN FORCE Po5T AT 81 eN exzsr744c' FooT7jt() : PoaWN = 1Io7 lb P W 51)1' ASSUME M/A), L2. w'Dl1-1 AT ° EPTf-{1 4 ( 11- )( 7-1(0t 3,5 ) ,/9" To PePTH y I 1 °F F-r G. Y 'A�Low (ioot ) : VI So ? /107 lb z417..)+ ; 5 0K 11- • Page 19 Summit Engineering, LLC By: JH Date: 07-21-15 phone: 971.251.0194 Project No.: 14-063 www.SummitEngineeringLLC.com Project Name: SW 69th Ave Residential Remodel Seismic Analysis: Dead loads: Roof: 20-yr shingles 2 psf 1/2" plywood 1.7 psf 2x trusses 2.05 P sf R49 insulation 0.5 psf 1/2"gypsum 2.2 psf Misc. 1.5 psf Sum: 9.95 psf Floor: Misc./carpet 2 psf 1/2" plywood 1.7 psf R38 insulation 0.5 psf 2x8 @ 16"oc 1.98 psf 1/2"gypsum 2.2 psf Sum: 8.38 psf Exterior wall: Siding 3 psf 1/2" plywood 1.7 psf 2x6 @ 16"oc 1.50 psf Insulation 0.5 psf 1/2" gypsum 2.2 psf Misc. 1.5 psf Sum: 10.4 psf Interior wall: 2x4 @ 16" oc 0.96 psf 1/2" gypsum x2 4.4 psf Misc. 1.5 psf Sum: 6.86 psf Page 20 Summit Engineering, LLC By: JH Date: 07-21-15 phone: 971.251.0194 Project No.: 14-063 www.SummitEngineeringLLC.com Project Name: SW 69th Ave Residential Remodel Seismic weight and design Roof: 23.7*20.25*9.95 4776 lb E-W direction (2nd floor) Exterior walls: (23.7*9*2*0.5 + 25*9*2)*10.4 6898 lb Interior walls: (40)*6.86*0.5 137 lb N-S direction (2nd floor) Exterior walls: (23.7*9*2 +25*9*2*0.5)*10.4 6777 lb Interior walls: (40)*6.86*0.5 137 lb Summary: Base Shears from Seismic Load (2nd floor) V= CsW E-W direction V1 =V2 = ('Roof' + ext walls + int walls)*Cs*0.5 658 lbs N-S direction V3 = V4 = ('Roof + ext walls + int walls)*Cs*0.5 651 lbs E-W direction (15'floor) Exterior walls: (57*2*9*0.5 + 50*2*10)*10.4 15735 lb Interior walls: 150*9*6.86*0.5 4631 lb N-S direction (15`floor) Exterior walls: (53*2*10 + 66*2*10*0.5)*10.4 17888 lb Interior walls: 150*9*6.86*0.5 4631 lb Page 21 • Summit Engineering, LLC By: JH Date: 07-21-15 _phone: 971.251.0194 Project No.: 14-063 www.SummitEngineeringLLC.com Project Name: SW 69th Ave Residential Remodel Summary: Base Shears from Seismic Load(1'floor) V= CsW E-W direction V1 = ('Roof + ext walls + int walls)*Cs*0.5 2268 lbs N-S direction V3 =V4 = (Roof + ext walls + int walls)*Cs*0.5 2508 lbs Sum the base shears from each floor E-W direction 2926 lbs N-S direction 3159' lbs Wind Loads govern. Design for Wind Loads. Page 22 Snow Load Calculator http://www.buildingsguide.com/calculators/structural/ASCE705S/ • • nnd;ipir grntrs for huilding projects uildinglguide.com Building Estimates Hobby Buildings Agricultural Buildings Commercial Buildings Community CALCULATORS Snow Loading Analysis Calculator Structural Calc ASCE 7-05 Code for Buildings with Flat or Low Slope Roofs(<=5 deg.or 1 in./ft.) Main for Balanced Snow,Drift,and Rain-on-Snow Surcharge Loadings Snow Loading Input Data Analysis Ice Loading(WT, Building classification II 121 Table 1-1,page 3 MT&ST) --_ --____ Figure 7-1,pages 84-85 and Table 7-1, Ground Snow Load,pg 25 psf •- Ice Loading(W,M, page 92 S&HP) Length of High Roof,Lu 25 ft. Length of Roof Upwind of the Snow Drift Ice Loading(C& Length of Low Roof,LL 20 - ft. Length of Roof Downwind of the Snow Drift MC) Horiz.Dist.from Eave to Ridge,--"-"""""-- Seismic Base Shear w 40 R. Horizontal Distance from Eave to Ridge Wind Loading Type of Roof Monoslr Type of Roof=Monoslope,Gable,or Hip Thermal Effects Obstruction Height,ho 3.5 ft. High Roof-Low Roof Elevations •Beam on Elastic Roof Slope 0 in./ft.S=Rise per foot of Run Foundation Exposure Factor,Ce 1 L21 Table 7-2,page 92 Concrete Slab on Thermal Factor,Ct 1.10 1 1 Table 7-3,page 93 Grade •• Axial Load Results: Capacities • x Steel Beam Web Roof Angle,q 0 deg.q=ATAN(S/12) Stiffener Importance Factor,I 1 a Table 7-4,page 93 Steel Beam& Snow Density,g 17.25 pcf g=0.13'pg+14<=30 (Eqn.7-3,page 83) Column Analysis Flat Roof Snow Load,pf 19.25 psf pf=0.7*Ce*Ct*I*pg (Eqn.7-1,page 81) Steel Joist Analysis pf(min) 20 upsf pf(min)=pg*I for pg<=20, pf(min)=209 for X-Braced Bent pg>20 Analysis pf(use) 20 pf(use)=maximum of:pf or pf(min) (Section 7.3, page 81) Balanced Snow Load " • Ht.,hb 1.16 ft. hb=pf(use)/g (Section 7.1,page 81) Clear Height,Sc 2.34 aft. hc=ho-hb>=0 (Section 7.1,page 81) Leeward Drift Height, 1.56 'k. hdL=0.43*Lu^1/3'(pg+10)^1/4-1.5, with hdL Lu>=25' (Figure 7-9) Windward Drift Height, 1.17----- k hdw=0.75*(0.43'LL^1/3*(pg+10)^I/4-1.5), with hdw LL>=25' • Design Drift Height,hd 1.56 hd=minimum of:(maximum of:(hdL or hdw)) or hc Ratio,he/hb 2.02 If hc/hb>=0.2,then snow drifts are required to be applied Drift Length,w 6.23 R If hd<=hc: w=4'hd, if hd>hc: w= 4'hd^2/hc (Sect.7.7.1) Drift Length,w(max) 18.72 ft w(max)=minimum of: 8'hc or LL Draft Length,w(use) 6.23 ft. w(use)=minimum of: w or w(max) Wt.of Drift at High 26.88 End,pd psf pd=hd'g (maximum value) Rain-on-Snow Surch., 0 psf prs=5.0 psf when 0<pg<=20 and q<W/50) prs (Sect.7.10) Balanced Snow Load, ___--- 20 psf pf(bal)=maximum of:pf+prs or pf(min) pf(bull 'Total Snow Load, p(total) 46.88 5i'psf p(total)=pf(bal)+pd Configuration of Snow Drift on Lower Roof VJi nd Lu=25' (Length of High Roof) pd=26.88 psf Surcharge Load he=2.34' Due to Drifting hd=1.56' ho="3.5, Rain-on-Snow Surch. hb=1.16' pf-20 psf Balanced Snow Load w(use)=6.23'(dnft) LL=20' (Length of Low Roof) Page 23 I of 4 7/28/2015 5:51 PM MEMBER REPORT Level,Roof typical garage w Snow drift PASSED .I F O R T E 1 piece(s) 11 7/8"TJI® 560 - Overall Length 21'4.00" + 4 o 0 2D•51.00"' dr 0 gl All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 1127 @ 2.00" 1606(2.25") Passed(709k) 1.15 1.0 D+1.0 S(All Spans) Member Type:Flush Beam Shear(Ibs) 1103©3.50" 2358 Passed(47%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-Ibs) 5315 @ 10'1.26" 10925 Passed(49%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC Live Load Defl.(in) 0.558 @ 10'5.92" 0.700 Passed(L/452) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD • Total Load Deft.(in) 0.744 @ 10'6.43" 1.050 Passed(L/339) -- 1.0 D+1.0 S(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 6'8.07"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Length Loads to Supports(Ibs) - Supports Total Available Required Dead Snow Total Accessories • 1-Stud wall-SPF 3.50" 2.25" 1.75" 256 884 1140 1 1/4"Rim Board • 2-Stud wall-SPF 3.50" 2.25" 1.75" 256 668 924 1 1/4"Rim Board - •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Tributary Dead Snow Loads Location Width (0.90) (1.15) Comments 1-Uniform(PSF) 0 to 21'4.00" 1'0.00" 20.0 50.0 Residential-Living Areas 2-Tapered(PLF) 0 to 18'0.00" N/A - 54.0 to 0.0 Weyerhaeuser Notes ( )SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. �' Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 7/28/2015 5:50:39 PM Forte v4.6.Design Engine.V6.1.1.5 Job.41e Page 1 of 1 ' Page 24 F O R T E MEMBER REPORT Level,Roof typical joist PASSED 1 piece(s) 11 7/8" TJI® 110 Overall Length: 15'7.00" + + O 0 15'0.00" , 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 480 @ 2.00" 1198(2.25") Passed(40%) 1.15 1.0 D+ 1.0 5(All Spans) Member Type:Flush Beam Shear(Ibs) 469 @ 3.50" 1794 Passed(26%) 1.15 1.0 D+1.0 S(All Spans) Building use:Residential Moment(Ft-Ibs) 1817 @ 7'9.50" 3634 Passed(50%) 1.15 1.0 D+1.0 5(All Spans) Building Code:IBC Live Load DeFl.(in) 0.203 @ 7'9.50" 0.508 Passed(L/901) -- 1.0 D+1.0 5(All Spans) Design Methodology:Aso Total Load Defl.(in) 0.317 @ 7'9.50" 0.762 Passed(L/576) -- 1.0 D+1.0 S(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 3'7.80"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Length Loads to Supports(Ibs) - Supports Total Available Required Dead Snow Total Accessories 1-Stud wall-SPF 3.50" 2.25" 1.75" 175 312 487 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.75" 175 312 487 1 1/4"Rim Board • Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Tributary Dead Snow Loads Location Width (0.90) (1.15) Comments 1-Uniform(PSF) 0 to 15'7.00" 1'0.00" 20.0 40.0 Residential-Living Areas Weyerhaeuser Notes 4 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 7/22/2015 2:05:25 PM Jason riavelka Forte v4.6.Design Engine:V6.1.1.5 Summit Enginnering LLC Job.4te (503)997-2808 lason@surninitenyineenNik.com i:orr: Page 1 of 1 Page 25 Portal Frame Analysis Shearwall(X+2): Vx.2= 0 lbs Shearwall(X+1): V5.1= 0 lbs Shearwall(X): Vx= 2,267 lbs Wind Controls Design Criteria: Glulam Beam w= 200 plf h= 7 ft b= 5.500 in A= 49.50 in2 P= 0 lbs Lo= 20.9 ft d= 9.00 in S= 74.25 in" at x= 0 ft Co= 1.00 I= 334.13 in° H5.2= 0 ft Mot= 18,136 lb-ft CF= 1.03 Hx+t= 9 ft Mies= 38,273 lb-ft fb= 1014.63 psi Hx= 8 ft M1= 3,967 lb-ft ViT= 3,161 lbs fv= 95.79 psi d= 12 in M2= 3,967 lb-ft MIT= 6,278 lb-ft Fb= 2400.00 psi V2T= 2,490 lbs F„= 190.00 psi d,= 24 in OK S 3.5 M2T= 4,317 lb-ft F'b= 2477.95 psi d2= 24 in OK 5 3.5 F',= 190.00 psi L,= 16.9 ft T1B= 2,800 lbs Use 5.5 x 9 24F-V8 Glulam Beam atop= 1.5 in T2B= 2,800 lbs abot= 7 in R1= 3,536 lbs Fixed bottom= Y (Y or N) R2= 4,846 lbs Shearwalls: v= 567 plf s 640p1f Use 15/32"APA Rated Plywood w/8d at 2"o.c.edges,12"o.c.field Header Straps: T1T= 2,115 lbs Use Simpson CMSTC16 Holddown T27= 2,115 lbs Holdown Required: Hd= 0 None Required Use Simpson HDU2 Holddown Total Hd= 2,800 lbs W/4x4&SSTB16 Anchor IP IP w I I I ! I I I I l l y V vd LOADING vd2 0[1� T,T Ter � I R, Tir R2 T2T R V2T 12T a L.. amc He Ha T1e Tea � sec SHEAR d Li d2 M tT Lo GARAGE FRAME SECTION MOMENT NOT i0 SCALE M2T Page 26 I F 0 R T E MEMBER REPORT Level,81 PASSED 1 piece(s) 3 1/2" x 11 7/8" 24F-V4 DF Glulam Overall Length: 15'7.00" + j + O O r r 15 0.00" All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 2135 @ 2.00" 5206(3.50") Passed(41%) -- 1.0 D+1.0 S(All Spans) Member Type:Flush Beam Shear(Ibs) 2009 @ 1'3.38" 8444 Passed(24%) 1.15 1.0 D+1.0 5(All Spans) Building Use:Residential Pos Moment(Ft-Ibs) 5738 @ 4'7.41" 18920 Passed(30%) 1.15 1.0 D+1.0 5(All Spans) Building Code:IBC Live Load Defl.(in) 0.078 @ 7'0.51" 0.508 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Design Methodology:Aso Total Load Deft.(in) 0.267 @ 7'3.85" 0.762 Passed(L/685) -- 1.0 D+1.0 S(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 15'7.00"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=15'3.00". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS 2005 methodology. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Snow Seismic Total Accessories 1-Stud wall-SPF 3.50" 3.50" 1.50" 1417 718 121/-121 2256/-121 Blocking 2-Stud wall-SPF 3.50" 3.50" 1.50" 835 244 28/-28 1107/-28 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Snow Seismic Loads Location Width (0.90) (1.15) (1.60) Comments 1-Uniform(PSF) 0 to 15'7.00" 1'0.00" 75.0 13.3 - Residential-Living Areas 2-Point(lb) 3'0.00" N/A 926 755 149 Weyerhaeuser Notes ( SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 7/22/2015 1:57:38 PM Jason riavi— . Forte v4.6.Design Engine:V6.1.1.5 1 Summit Engineering LLC Job.4te (503)957-2806 lasont surnraitenyine,,rincplc.corr. Page 27 Page 1 of 1 MEMBER REPORT Level,82 PASSED �� F O R T E Y 1 piece(s) 3 1/2" x 11 7/8" 24F-V4 DF Glulam Overall Length: 12'6.25" • O D r r 12'0.00" X X El El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual Q Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 2115 @ 1.25" 4091(2.75") Passed(52%) -- 1.0 D+0.525 E+0.75 L+0.75 S(All Member Type:Flush Beam Spans) Building Use:Residential Shear(Ibs) 1338 @ 1'2.63" 8444 Passed(16%) 1.15 1.0 D+1.0 S(All Spans) Building code:IBC Pos Moment(Ft-Ibs) 5010 @ 6'2.75" 18920 Passed(26%) 1.15 1.0 D+1.0 S(All Spans) Design Methodology:Aso Neg Moment(Ft-Ibs) -518 @ 1'6.00" 20291 Passed(3%) 1.60 0.6 D-0.7 E(uplift)(All Spans) Live Load DeFl.(in) 0.070 @ 6'0.24" 0.408 Passed(L/999+) -- 1.0 D+0.525 E+0.75 L+0.75 5(All Spans) Total Load DeFl.(in) 0.155 @ 6'1.61" 0.613 Passed(L/949) -- 1.0 D+0.525 E+0.75 L+0.75 5(All Spans) •Deflection criteria:LL(L/360)and TL(1/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 12'6.25"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=12'3.00". •Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L=2'5.74 •-301 Ibs uplift at support 1.25".Strapping or other restraint may be required. - •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS 2005 methodology. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Snow Seismic Total Accessories 1-Stud wall-SPF 2.75" 2.75" 1.50" 916 748 1215/-1215 2879/-1215 Blocking 2-Stud wall-SPF 3.50" 3.50" 1.50" 926 755 156/-156 1837/-156 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Snow Seismic Loads Location Width (0.90) (1.15) (1.60) Comments 1-Uniform(PSF) 0 to 12'6.25" 1'0.00" 137.0 120.0 _ Residential-Living Areas 2-Point(lb) 1'6.00" N/A - - 1371 Weyerhaeuser Notes l SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator • Forte Software Operator Job Notes • 7/22/2015 2:48:54 PM Jason tiavelka --- - --', Forte v4.6. Design Engine:V6.1.1.5 Summit Engineering LLC Job.4te (503)997-2806 ianormS sumrni:engineeringlIncoin Page 28 Page 1 of 1 a FORTE MEMBER REPORT Level,B3 PASSED 1 piece(s) 3 1/2" x 11 7/8" 24F-V4 DF Glulam Overall Length: 14'7.00" a o 14'0.00' All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDP Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 3982 @ 2.00" 5206(3.50") Passed(76%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Flush Beam Shear(Ibs) 3282 @ 1'3.38" 8444 Passed(39%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Residential Pos Moment(Ft-Ibs) 13862 @ 7'3.50" 18920 Passed(73%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC Live Load Defl.(in) 0.351 @ 7'3.50" 0.475 Passed(L/487) -- 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.576 @ 7 3.50" 0.712 Passed(L/297) -- 1.0 D+0.75 L+0.75 S(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 14'7.00"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=14'3.00". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS 2005 methodology. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Snow Total Accessories Live 1-Stud wall-SPF 3.50" 3.50" 2.68" 1554 1838 1400 4792 Blocking 2-Stud wall-SPF 3.50" 3.50" 2.68" 1554 1838 1400 4792 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Snow Loads Location Width (0.90) (1.00) (1.15) Comments 1-Uniform(PSF) 0 to 14'7.00" 1'0.00" 143.0 252.0 72.0 Residential-Living Areas 2-Uniform(PLF) 0 to 14'7.00" N/A 60.0 - 120.0 Weyerhaeuser Notes l SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator • Forte Software Operator Job Notes 7/22/2015 3:14:29 PM Forte v4.6. Design Engine:V6.1.1.5 Jason Havelka 9 g Summit Engineering LLC Job.4te (503)997-2808 lasan'st mmi ,nr .: Page 29 Page 1 of 1 %TORTE - MEMBER REPORT Level,84 PASSED 1 piece(s) 2 x 10 Douglas Fir-Larch No. 2 Overall Length: 12'7.00" o 0 t _ 12'0.00" X X 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 450©2.00" 2231(3.50") Passed(20%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(Ibs) 367 @ 1'0.75" 1665 Passed(22%) 1.00 1.0 D+ 1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 1316 @ 6'3.50" 1765 Passed(75%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBc Live Load Defl.(in) 0.171 @ 6'3.50" 0.408 Passed(L/861) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.225 @ 6'3.50" 0.613 Passed(L/654) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 8'9.62"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS 2005 methodology. Bearing Length: Loads to Supports(Ibs) Supports Total Available Required Dead Floor Snow Total Accessories Uve 1-Stud wall-SPF 3.50" 3.50" 1.50" 115 336 1 452 Blocking 2-Stud wall-SPF 3.50" 3.50" 1.50" 106 336 - 442 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Snow Loads Location Width (0.90) (1.00) (1.15) Comments 1-Uniform(PSF) 0 to 12'7.00" 1'0.00" 13.3 53.3 _ Residential-Living Areas 2-Uniform(PLF) 0 N/A 104.0 - 10.0 Weyerhaeuser Notes ()SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. I Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to 11 assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable I forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 7/22/2015 1:52:56 PM ti,3.elka Forte v4.6.Design Engine:V6.1.1.5 S..rmait Engineering LLC Job.4te ;5Q37997-280k onfs tmmitenginc rinyll Page 1 of 1 Page 30 Ad FORTE MEMBER REPORT Level,2nd floor typical joist PASSED 1 piece(s) 2 x 10 Douglas Fir-Larch No. 2 - Overall Length: 12'7.00" + + 0 0 12'0.00" X 0 El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 434 @ 2.00" 1434(2.25") Passed(30%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(Ibs) 367 @ 1'0.75" 1665 Passed(22%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 1316 @ 6'3.50" 1765 Passed(75%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.171 @ 6'3.50" 0.408 Passed(L/861) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.225 @ 6'3.50" 0.613 Passed(L/654) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 8'9.62"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS 2005 methodology. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Total Accessories Live 1-Stud wall-SPF 3.50" 2.25" 1.50" 106 336 442 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.50" 106 336 442 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 12'7.00" 1'0.00" 13.3 53.3 Residential-Living Areas Weyerhaeuser Notes 4 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator • Forte Software Operator Job Notes i 7/22/2015 11:47:22 AM Jason tia.rlka _ I Forte v4.6.Design Engine:V6.1.1.5 Summit E'oinecring LLC (50..”scar-2308 Job.4te lason4surprnitengineennglIc.car: Page 1 of 1 Page 31 it FORTE ' MEMBER REPORT Level, 2nd floor joist under wall/roof PASSED - 1 piece(s) 2 x 10 Douglas Fir-Larch No. 2 Overall Length: 12'7.00" + j + o a I 12'0.00• El >r All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 469 @ 12'5.00" 1434(2.25") Passed(33%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Flush Beam Shear(Ibs) 383 @ 11'6.25" 1665 Passed(23%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 1634 @ 8'0.00" 2029 Passed(81%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC Live Load DeFl.(in) 0.152 @ 6'5.65" 0.408 Passed(L/965) -- 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total Load DeFl.(in) 0.256 @ 6'6.13" 0.613 Passed(L/573) -- 1.0 D+0.75 L+0.75 S(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 6'4.89"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS 2005 methodology. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1-Stud wall-SPF 3.50" 2.25" 1.50" 143 252 72 467 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.50" 188 252 128 568 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Tributary Dead Floor Live Snow Loads Location Width (0.90) (1.00) (1.15) Comments 1-Uniform(PSF) 0 to 12'7.00" 1,0.00" 10.0 40.0 - Residential-Living Areas 2-Point(lb) 8'0.00" N/A 162 - 200 Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 7/22/2015 11:47:07 AM Forte v4.6. Design Engine V6 1.1.5 Job.4te Page 32 Page 1 of 1 • %) FOR T E MEMBER REPORT Level,2nd floor joist under 2nd floor wall PASSED 1 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam® LVL Overall Length:12'7.00" 0 0 _ yl 12'0.00" 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 721 @ 2.00" 1673(2.25") Passed(43%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(Ibs) 609 @ 1'0.75" 3076 Passed(20%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 2185 @ 6'3.50" 5602 Passed(39%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Dell.(in) 0.093 @ 6'3.50" 0.408 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Deft(in) 0.271 @ 6'3.50" 0.613 Passed(L/542) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 12'4.50"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Fiooe r Total Accessories Liv 1-Stud wall-SPF 3.50" 2.25" 1.50" 481 252 733 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.50" 481 252 733 1 1/4"Rim Board • Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments I 1-Uniform(PSF) 0 to 12'7.00" 1'0.00" 10.0 40.0 Residential-Living Areas 2-Uniform(PLF) 0 to 12'7.00" N/A 62.0 - Weyerhaeuser Notes (25}SUSTAINABLE FORESTRY INITIATIVE I Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. �lj Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 7/22/2015 12:17:42 PM Jason Havelkd Forte v4.6. Design Engine:V6.1.1.5 Surri:nn Engineering L Job.4te (503,997.280k o:;rs r*rriteny r a ir.:::,.;:a: Page 33 Page 1 of 1 • • Summit Engineering, LLC By: JH Date: 07-21-15 phone: 971.251.0194 Project No.: 14-063 www.SummitEngineeringLLC.com Project Name: SW 69th Ave Residential Remodel Posts: 11.00 ft maximum design length for a 4x4 post Pmax 3800 lb Slenderness = le/D = 37.7 50 Compare value, must be <50 per NDS H-1 =3.5 OK 0.822 E 'min •z rc — 2 1+ F . CE 1+ F_OE ( ide F` �=F• F` F` FCE/FC 2C 2C C c 0.8 • le 11.00 ft d 3.5 in b 3.5 in E' 580000 psi FE 335 psi Fc 1400 psi Unadjusted DFL No. 2 compression strength Ci 1 Incising factor F 1400 psi Adjusted compression strength F' 317 psi Allowable compression strength per Euler stress Pa„ow= (A)(F'c) 3879 lb Area of 4x4 Pmax 3800 lb Check Pmax vs Paliow OK Check compression on concrete Palow=0.85f A 20825 lb fc=2000 psi min Check Pa ow vs Pmax OK Page 34 Summit Engineering, LLC By: JH Date: 07-21-15 phone: 971.251.0194 Project No.: 14-063 www.SummitEngineeringLLC.com Project Name: SW 69th Ave Residential Remodel Posts: 11.00 ft maximum design length for a 4x6 post Pmax 5000 lb Slenderness = le/I) = 37.7 50 Compare value, must be <50 per NDS H-1 1)=3.5 OK 0.522 E ' z Ec�= a mrn 1+ F • l+ FCE l� Frc_Fc F F — FCEIFC 2C 2C C C 0.8 le 11.00 ft d 3.5 in b 5.5 in E' 580000 psi FCE 335 psi Fe 1400 psi Unadjusted DFL No. 2 compression strength Ci 1 Incising factor 1400 psi Adjusted compression strength F' 317 psi Allowable compression strength per Euler stress Pa„ow= (A)(F'd 6096 lb Area of 4x6 Pmax 5000 lb Check Pmax vs Pa ow OK Check compression on concrete Pauow=0.85f'cA 32725 lb f' = 2000 psi min Check Paoow vs Pmax OK Page 35 -Summit Engineering, LLC By: JH Date: 07-21-15 phone: 971.251.0194 Project No.: 14-063 www.SummitEngineeringLLC.com Project Name: SW 69th Ave Residential Remodel Posts: 11.00 ft maximum design length for a 6x6 post Pmax 7800 lb Slenderness = le/P = 37.7 50 Compare value, must be <50 per NDS H-1 1)=3.5 OK 0.822 E 'rain F F 2 CH— 2 1+ c� 1+ cE F: F� FcE I Fc F _F` 2C 2C C c 0.8 le 11.00 ft d 5.5 in b 5.5 in E' 580000 psi Fce 828 psi Fc 1400 psi Unadjusted DFL No. 2 compression strength Ci 1 Incising factor F" 1400 psi Adjusted compression strength F' 692 psi Allowable compression strength per Euler stress Pa ow = (A)(F) 20941 lb Area of 6x6 Pmax 7800 lb Check Pmax vs Pallow OK Check compression on concrete Pa ow =0.85f'cA 51425 lb f' = 2000 psi min Check Pauow vs Pmax OK Page 36 -Summit Engineering, LLC By: JH Date: 07-21-15 _phone: 971.251.0194 Project No.: 14-063 www.SummitEngineeringLLC.com Project Name: SW 69th Ave Residential Remodel Footing sizes: fc 2500 psi fy 60000 psi Footing size Allow. Load* Moment**(lb-in) As,min As,used a cMn (lb-in) 18 x 18 x8 3375 15188 0.17 0.4 0.94 159247 24 x 24 x 12 6000 18000 0.26 0.4 0.94 327529 30 x 30 x 12 9375 70313 0.26 0.4 0.94 409412 36 x 36 x 12 13500 121500 0.26 0.4 0.94 491294 *Based on 1500 psf allowable soil pressure **Moment developed in footing Page 37 SIMPSON Anchor Designer TM Company: Date: 5/23/2015 Engineer: Page: 1/4 Stro 'lie Software Project: -, Version 2.3.5555.0 Address: Phone: E-mail: 1.Proiect 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):24.00 State:Cracked Anchor Information: Compressive strength,fc(psi):2500 Anchor type: Bonded anchor Wc.v: 1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.625 Supplemental reinforcement:Not applicable Effective Embedment depth,hef(inch):6.000 Do not evaluate concrete breakout in tension:No Code report: ICC-ES ESR-2508 Do not evaluate concrete breakout in shear: No Anchor category:- Hole condition:Dry concrete Anchor ductility:Yes Inspection:Periodic h, (inch):9.13 Temperature range:2 cac(inch):8.22 Ignore 6do requirement:Not applicable Cmin(inch): 1.75 Build-up grout pad:No Smmn(inch):3.00 Base Plate Load and Geometry Length x Width x Thickness(inch):3.00 x 3.00 x 0.25 Load factor source:ACI 318 Section 9.2 Load combination:not set Seismic design:No Anchors subjected to sustained tension:No Apply entire shear load at front row:No Z Anchors only resisting wind and/or seismic loads: No <Figure 1> 0 lb 1000 lb 01b - .. Y X 0 ft-lb 0ft-Ib o0 a • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 38 SIMPSON Anchor Designer TM Company: Date: 5/23/2015 Engineer: Page: 2/4 Strong-Tie Software Project: Version 2.3.5555.0 Address: Phone: E-mail: <Figure 2> 3.00 C) � o Cn CD • r) o o • i Mv 24.00 4.00 Recommended Anchor Anchor Name:SET-XP®-SET-XP w/5/8"0 F1554 Gr.36 Code Report Listing: ICC-ES ESR-2508 r f Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. , 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone 925.560.9000 Fax.925.847.3871 www.strongtie.com Page 39 • SIMPSON Anchor Designer TM Company: Date: 5/23/2015 Engineer: Page: 3/4 Strong-Tie Software Project: Version 2.3.5555.0 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) Vuax(Ib) Vuay(lb) J(Vuax)2+(Vuay)2(Ib) 1 0.0 0.0 1000.0 1000.0 Sum 0.0 0.0 1000.0 1000.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib):0 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 i x 1/ 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 8.Steel Strength of Anchor in Shear(Sec.D.6.1) V.(lb) Ovrou, 0 Ojiou,0Vsa(Ib) - 7865 1.0 0.65 5112 9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.2) Shear perpendicular to edge in y-direction: Vby=7(/e/da)°2Jda2Jfcca,'s(Eq.D-24) le(in) da(in) A. f'c(psi) ca,(in) Vby(Ib) 5.00 0.63 1.00 2500 4.00 3355 0Vcby=0(Avc/Avco)V'ed,VVc,VV'2vVby(Sec. D.4.1 &Eq.D-21) Avc(in2) Avco(in2) Woo. Vc.v 'f'h.v Vby(Ib) 0 OVwy(Ib) 36.00 72.00 0.850 1.000 1.000 3355 0.70 998 Shear parallel to edge in y-direction: Vbx=7(le/da)°2 Jde2JfcCa,'s(Eq.D-24) /e(in) da(in) A f'c(psi) ca,(in) Vbx(Ib) 5.00 0.63 1.00 2500 3.00 2179 0Vcby=0(2)(Avc/Avco)Ved,VVc,VV'h,VVbx(Sec. D.4.1, D.6.2.1(c)&Eq. D-21) Avc(in2) Avco(in2) Ved.v Vc.v V'h.V Vbx(Ib) 0 0Vcby(Ib) 38.25 40.50 1.000 1.000 1.000 2179 0.70 2881 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.3) 014p=0 minIkcpNa,kcpNcbl=0 minikcp(ANa/ANa0)Ved.Na V'p,NaNaO,kcp(ANc/ANco)Pe d,NV c.NV cp,NNbl(Eq.D-30a) - kee ANa(in2) ANaO(in2) V d.Na Wp.Na Nab(Ib) Na(Ib) 2.0 56.08 114.33 0.868 1.000 5089 2168 ANc(in2) ANca(In2) Ved.N V c.N W p,N Nb(Ib) Ncb(Ib) 0 0Vcp(Ib) 48.00 64.00 0.925 1.000 1.000 3701 2568 0.70 3035 11. Results Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. . 5956 W.Las Positas Boulevard Pleasanton.CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 40 SIMPSON Anchor Designer TM Company: Date: 5/23/2015 Engineer: Page: 4/4 Software Project: Version 2.3.5555.0 Address: Phone: E-mail: Interaction of Tensile and Shear Forces(Sec.D.7) Shear Factored Load,V.(Ib) Design Strength,eV„(Ib) Ratio Status Steel 1000 5112 0.20 Pass T Concrete breakout y+ 1000 998 1.00 Pass(Governs) Concrete breakout x- 1000 2881 0.35 Pass(Governs) Pryout 1000 3035 0.33 Pass SET-XP w/5/8"0 F1554 Gr.36 with hef=6.000 inch meets the selected design criteria. 12.Warnings -Concrete compressive strength used in concrete breakout strength in tension,adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.corn Page 41 SIMPSON Anchor DesignerTM Company: Date: 5/23/2015 • Engineer: Page: 1/4 stronoie Software Project: Version 2.0.5154.16 Address: Phone: E-mail: 1.Proiect 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): 16.00 State: Uncracked Anchor Information: Compressive strength,fe(psi):2500 Anchor type:Bonded anchor 4'.,v: 1.0 Material:F1554 Grade 36 Reinforcement condition: B tension,B shear Diameter(inch):0.625 Supplemental reinforcement:No Effective Embedment depth,her(inch):5.000 Do not evaluate concrete breakout in tension:No Code report: IAPMO UES ER-263 Do not evaluate concrete breakout in shear:No Anchor category:- Hole condition:Dry concrete Anchor ductility:Yes Inspection:Periodic hmin(inch):8.13 Temperature range:2 cec(inch):7.47 Ignore 6do requirement:Not applicable Cr..(inch): 1.75 Build-up grout pad:No Smi0(inch):3.00 Base Plate Length x Width x Thickness(inch):3.00 x 3.00 x 0.25 Load and Geometry Z Load factor source:ACI 318 Section 9.2 Load combination:not set Seismic design: No Anchors subjected to sustained tension:No 2540 lb Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No <Figure 1> olh Y f \ � 0 ft-lb X O ft-lb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor DesignerTM Company: Date: 5/23/2015 Engineer: Page: _2/4 StrongTie Software Project: , Version 2.0.5154.16 Address: Phone: E-mail: <Figure 2> 3.00 0 C) • • Q P M C) ' M O O • M 6.00 I* .41 6.00 Recommended Anchor Anchor Name:AT-XP®-AT-XP w/5/8"0 F1554 Gr.36 Code Report Listing: IAPMO UES ER-263 •ill1i ;i 1, t fir„b>, 1, E Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone.925.560.9000 Fax.925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: Date: 5/23/2015 Engineer: _Page: 3/4 S ,o. .,,t Software Project: Version 2.0.5154.16 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) Vox(Ib) Vuay(Ib) J(Vuax)2+(Vuay)2(Ib) 1 2540.0 0.0 0.0 0.0 Sum 2540.0 0.0 0.0 0.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib):2540 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):0.00 401 4.Steel Strength of Anchor in Tension(Sec.D.5.1) Nsa(Ib) 0 0Nsa(Ib) 13110 0.75 9833 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2) Nb=kcd.JPchert 5(Eq. D-7) kc ,t f'c(psi) her(in) Nb(Ib) 24.0 1.00 2500 4.000 9600 0Ncb=0(ANc/ANco)q'e<NY'c,NY'cp,NNb(Sec. D.4.1 &Eq.D-4) ANC(in2) AN.O(in2) Yed,N Y'c.N Y'cp,N Nb(Ib) 0 Moo(lb) 72.00 144.00 0.850 1.00 1.000 9600 0.65 2652 6.Adhesive Strength of Anchor in Tension(AC308 Sec.3.3) tk.uncr= rk,uncrfshort-termKsat rk.uncr(psi) fshort-term Ksat rk,uncr(psi) 1715 1.00 1.00 1715 Nao= nk.oncridahor(Eq.D-16f) rk,uncr(psi) da(in) her(in) Nao(Ib) 1715 0.63 5.000 16837 ON.=0(ANa/A Nan)Yed,NaY'p,NaNao(Sec.D.4.1 &Eq.D-16a) ANa(in2) ANao(in2) Yed.Na Y'p,Na Nao(Ib) 0 ON.(Ib) 72.00 184.81 0.832 0.909 16837 0.55 2731 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton.CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: Date: 5/23/2015 Engineer: Page: 4/4 Strong-Tie Software Project: Version 2.0.5154.16 Address: Phone: E-mail: 11.Interaction of Tensile and Shear Forces(Sec.D.7) Tension Factored Load,N„a(lb) Design Strength,(Mr,(lb) Ratio Status Steel 2540 9833 0.26 Pass Concrete breakout 2540 2652 0.96 Pass(Governs) Adhesive 2540 2731 0.93 Pass AT-XP w/5/8"0 F1554 Gr.36 with hef=5.000 inch meets the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. . 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.stronglie.com