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7 i w S fiz kr, RECEIVED Structural Calculations JUN 2 9 2017 CITY OF for x3uILD o =.Dl slot, Terra Firma 7910 SW Hunziker St Portland, OR 97223 May 22, 2017 DESIGN CODE 2014 Oregon Structural Specialty Code LOADS Gravity Loads 15 psf (Dead) 125 psf (Floor, Live- Light Storage) Seismic, Sds 0.721 g PROF 4.. (4* 8 48 E C CONTENTS !r °REG Gravity Calcs 2-27 .4 ,$' Lateral Calcs L28-L34 �LA g . ' .w m EXPIRES: 12/31/201 SCOPE OF WORK The attached calculations pertain to gravity and lateral analysis for a new interior locker and tool room at the above address. This scope of work does not include any analysis of any other portions of structure to remain. BY A.S. DATE 5/22/2W 7 HAYDEN ENGINEERS REV DATE STRUCTURAL I CIVIL JOB NO 17074.02 (503)968-9994 p (503)968-8444 f SHEET 1 OF 36 /--- -- --- --7/ -,./ - .9%6 t *•. N.,,,,,,," _ - — ..- 1 , I 1 8 0 3 _ I z ',4,:s 4- o I If IE 2.1 I 0 > 0 2 C . 0 N ; 1 1 cct (9- I - tq' L. _ _ _ , — zo — tH _ ........... — ______ _ tti I , BY A.S. DATE 5/8/2017 rz HAYDEN ENGINEERS TerraFirma REV DATE lain 111111.111 STRUCTURAL I CIVIL JOB NO 17074.02 (503)968-9994 p (503) 968-8444 f SHEET 0,1 OF �i�G . / . `/oma sala:/6 psP ' . _1; Lam;+ -.1 :;P- lS; S ) 7 (CD 1,761-)('1, ) /go 1646t ----> G /aob3 - e' t4) ;/ '..$ .5-'i . . 1 r , ,) , 4.0,1 --- '.'tv o/I-!•)('''Y 15'4 • 01;33 - 1=,172(-, --- ‘).-_-r (27,}_s-/b,0- Li ? /6 ",, c,'/ i.lj kJ,'.1.) * .e.- P..,,_*-.2 `''' , M 11, 61 ' 7, -,-, Lcy..„,),„,„- (.7,.5, re2a:5)0 a''/c4.) , J_L1 `. i !t --a► USC {�( `) a)0 { I , ----> 05 c (J0 r 19.5O-1131 } 1 BY A S• DATE -618//7 13 ENGINEERS A__ ^ . GKr,`.` - -_-- REVDATE DA�TE STRUCTURAL I CIVIL -.... _.._. _.......m__.— __ ,.,..... . JOB NO /�f lr0•J• 'a,p (503) 968-9994 p (503) 968-8444 f —__-_- SHEET 3 OF 2007 NASPEC[AISI S100] Project: TerraFirma Date: 5/8/2017 Model: J-1 @ 1'o/c 14Qt0 Unif Ld lb/ft it iti R1 R2 18.50 ft Section: 1200S200-97 Single C Stud (X-X Axis) Fy= 50.0 ksi Maxo= 11626.1 Ft-Lb Moment of Inertia,I= 30.175 in^4 Va= 8147.0 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 5989.4 0.515 5989.4 Full 11626.1 0.515 0.415 U536 Distortional Buckling Check K-phi Lm Brac Ma-d Mmax/ Span lb-in/in (In) Ft-Lb Ma-d Center Span 0.00 222.0 10572.1 0.567 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Req'd? R1 1295.0 6.00 2844.3 4977.5 0.0 0.24 No R2 1295.0 6.00 2844.3 4977.5 0.0 0.24 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Unstlffen Stiffen R1 1295.0 0.0 1.00 0.16 0.00 0.16 NA R2 1295.0 0.0 1.00 0.16 0.00 0.16 NA 14/ 2007 NASPEC[AISI 5100] Project: TerraFirma Date: 5/22/2017 Model: S-1 7.0 7Unif Ld 0 Ib/ft tar I -I- lir R1 R2 4.00 ft 10.00ft Section : 600S162-43 Single C Stud (X-X Axis) Fy= 33.0 ksi Maxo= 1390.0 Ft-Lb Moment of Inertia,I= 2.316 in^4 Va= 1415.7 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cant. 56.0 0.040 35.8 Full 1390.0 0.026 0.005 L/19363 Center Span 61.7 0.044 61.7 Full 1390.0 0.044 0.014 L/8382 Distortional Buckling Check K-phi Lm Brac Ma-d Mmax/ Span lb-in/in (in) Ft-Lb Ma-d Left Cant. 0.00 48.0 1205.1 0.046 Center Span 0.00 120.0 1205.1 0.051 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Req'd? R1 68.6 1.50 602.8 994.5 56.0 0.09 No R2 29.4 1.50 295.3 516.8 0.0 0.05 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 40.6 56.0 1.00 0.03 0.04 0.05 NA R2 29.4 0.0 1.00 0.02 0.00 0.02 NA Combined Bending and Axial Load Axial Ld Bracing(in) Max K-phi Lm Brac Allow Ld Intr. Span (Ib) KyLy KtLt KL/r (in-lb/in) (In) (Ib) P/Pa Value Left Cant. 0.0(t) None None N.A. 0.0 48.0 7493.8(t) 0.00 0.04 Center Span 1726.0(c) Sheathed Sheathed 53 0.0 120.0 3222.2(c) 0.54 0.59 Sheathing braced design based on 1/2-in GWB and No.6 screws 12-in[305 mm]oc. See AISI S211-07 for Sheathing Braced design limitations V 2007 NASPEC [AISI S1001 Project: S-1.1 Date: 5/22/2017 Model: TerraFirma P1 l R1 R2 0.20 ft 0.80 ft 3.50 ft Point Loads P1 Load(lb) 200 X-Dist.(ft) 4.50 Section : 600S200-68 Single C Stud (X-X Axis) Fy= 50.0 ksi Maxo= 3642.4 Ft-Lb Moment of Inertia, I= 4.101 in^4 Va= 5350.3 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmaxl Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cant. 0.0 0.000 0.0 Full 3642.4 0.000 0.000 U18001 Center Span 700.0 0.192 559.3 Full 3642.4 0.154 0.000 023383 Right Cant. 700.0 0.192 559.3 Full 3642.4 0.154 0.050 L/1674 Distortional Buckling Check K-phi Lm Brac Ma-d Mmaxl Span lb-in/in (in) Ft-Lb Ma-d Left Cant. 0.00 2.4 3781.1 0.000 Center Span 0.00 9.6 3709.0 0.189 Right Cant. 0.00 42.0 3307.5 0.212 Combined Bending and Web Crippling, Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (lb) (lb) (Ft-Lb) Value Req'd? R1 -875.0 1.00 914.4 1600.2 0.0 0.50 No R2 1075.0 1.00 914.4 1600.2 700.0 0.73 YES P1 200.0 1.50 1031.0 1804.2 0.0 0.10 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 875.0 0.0 1.00 0.16 0.00 0.16 NA R2 875.0 700.0 1.00 0.16 0.19 0.25 NA P1 200.0 0.0 1.00 0.04 0.00 0.04 NA . 0 2007 NASPEC [AISI S100) Project: Top Track for S-1.1 Date: 5/22/2017 Model: TerraFirma P1 l lir i R1 R2 4.00 ft Point Loads P1 Load(lb) 200 X-Dist.(ft) 2.00 Section : 600T150-43 Single Track (X-X Axis) Fy= 33.0 ksi Maxo= 779.8 Ft-Lb Moment of Inertia, I= 1.890 in^4 Va= 1377.1 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 200.0 0.256 200.0 Full 779.8 0.256 0.008 L15807 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Req'd? R1 100.0 1.00 186.2 335.1 0.0 0.27 No R2 100.0 1.00 186.2 335.1 0.0 0.27 No P1 200.0 1.50 404.6 728.3 200.0 0.40 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 100.0 0.0 1.00 0.07 0.00 0.07 NA R2 100.0 0.0 1.00 0.07 0.00 0.07 NA P1 100.0 200.0 1.00 0.07 0.26 0.27 NA r 2 t i / . ./, /,/,,.. .7...,...... ____... I7 ,,,.. 7' -1-.... -: , : )) -,:L.?, 1 .. ,. :,,' . ! , /1),Z -. ., f:',)) 60) r/ ) -11 *,?:' ... • -7i :3' „..... /2 1 I 1 3 . (-' ......., -------LTI , 1._ . -,--- 7,- 4 , 1 11 De-> C.P): f'. : ,y)) , ; c) .sit( ..t,.(; ): (700T-150- ,1 3 11 oi,-: , (1)- ,„4 •4/' . ; 6 , .. —_ ___ ...- „.- .,, cl 1 1 , i.4-0 1Y. -•7 ( 1.;(9e:S:, ...o -1-1 3 Ifor 2 Li , . i I ' t--------- - '4/ , , , I t i i i , i I . , , I I , I . : , I - : EN GI N EER s — ---1—'—'`'r-r-d-r)--p-',...., HAYDENSTRUCTURAL 1 CIVIL ____.„. ._.,._ „ BY 4. • DATE atiO REV DATE JOB NO /70 74/ 0. 2 . ..____. (503)968-9994 p (503) 968-8444 f _ SHEET I' OF_. 2007 NASPEC[AISI S100] Project: TerraFirma Date: 5/8/2017 Model: Opening 1 Design Loads Wall Lateral Pressure=5.0 psf RO Lateral Pressure: Jamb Only Lateral Element Forces multiplied by 1 for strength checks Lateral Forces multiplied by 1 for deflection determination 3.3' Gravity Load at Header= 1300 lb/ft Jamb Studs Try 6005162-54(50), Single K-phi=0 lb-in/in Lm=None Maximum Moment Ratio=0.06 Jamb Fastener Spacing,a= 12 in Bending+Axial Interaction=0.77 Jamb Deflection=L/4209 6 7' Base Reaction=54 lb(unmodified) Upper Reaction=42 lb(unmodified) Use 6005162-54(50),Single Jambs Flexural Bracing: Full Axial Bracing: Head/Sill Header(Vertical) Try 6005162-54(50), (2)Back-to-Back Design Load= 1300.0 lb/ft End Reaction= 1950.0 lb K-phi=0 lb-in/in 3' Lm=None Header Moment Ratio(Vert.)=0.34 Header Deflection (Vert.) =L/2564 Use 6005162-54(50),(2)Back-to-Back Header(Lateral) Try 600T150-43(33), (2)Back-to-Back Header Moment Ratio(Lateral)=0.01 Header Deflection(Lateral)= U266946 Uniform Lateral Load=8.3 lb/ft End Reaction = 12.4 lb Use 600T150-43(33),(2)Back-to-Back '7/ 2007 NASPEC[AISI S100] Project: TerraFirma Date: 5/8/2017 Model: Opening 2 Design Loads Wall Lateral Pressure=5.0 psf RO Lateral Pressure:4-Ways M111 _ 3' Lateral Element Forces multiplied by 1 for strength checks Lateral Forces multiplied by 1 for deflection determination Gravity Load at Header= 1300 lb/ft 4' 3' Jamb Studs Try 600S200-68(50),Single K-phi =0 lb-in/in Lm=None Maximum Moment Ratio=0.08 Bending+Axial Interaction=0.62 Jamb Deflection=U2984 Base Reaction=87 lb (unmodified) 8' Upper Reaction=87 lb(unmodified) Use 6005200-68(50),Single Jambs Flexural Bracing: Full Axial Bracing: Head/Sill Header(Vertical) Try 1000S250-97(50), (2)Back-to-Back Design Load=1300.0 lb/ft End Reaction=5200.0 lb K-phi=0 lb-in/in Lm=None Header Moment Ratio(Vert.)=0.52 Header Deflection(Vert.)=U1032 Use 1000S250-97(50), (2)Back-to-Back Header(Lateral) Try 600T150-43(33), (2)Back-to-Back Header Moment Ratio(Lateral)=0.09 Header Deflection(Lateral)=L/7028 End Reaction =60.0 lb Use 600T150-43(33),(2)Back-to-Back Sill Try 600T150-43(33),Single Sill Moment Ratio=0.17 Sill Deflection=L/3514 End Reaction=60.0 lb Use 600T150-43(33),Single g/ 1 1 2007 NASPEC[AISI S100] Project: TerraFirma Date: 5/8/2017 Model: Opening 3 Design Loads Wall Lateral Pressure=5.0 psf ��v_._ .. RO Lateral Pressure:Jamb Only Lateral Element Forces multiplied by 1 for strength checks Lateral Forces multiplied by 1 for deflection determination Gravity Load at Header= 1300 lb/ft 9' Jamb Studs Try 6005200-68 (50), (2)Back-to-Back K-phi=0 Ib-in/in Lm=None Maximum Moment Ratio=0.08 Jamb Fastener Spacing,a= 12 in 10' Bending+Axial Interaction=0.65 Jamb Deflection= L/4555 Base Reaction=142 lb(unmodified) Upper Reaction= 129 lb(unmodified) Use 6008200-68 (50),(2)Back-to-Back Jambs Flexural Bracing: None Axial Bracing: Head/Sill Header(Verticall Try 10005250-97 (50), (2)back-to-back Design Load=1300.0 lb/ft End Reaction=6500,0 lb K-phi=0 lb-in/in Lm=None Header Moment Ratio(Vert.)=0.81 Header Deflection(Vert.)=L/528 Use 10008250-97(50),(2)Back-to-Back Header(Lateral). Try 600T150-43(33), (2)Back-to-Back Header Moment Ratio(Lateral)=0.02 Header Deflection(Lateral)=L/23785 Uniform Lateral Load=2.5 lb/ft End Reaction = 12.5 lb Use 600T150-43(33),(2)Back-to-Back V . -q,:e 1:4,-, to .. 0, 1,./ .-,o ( ' -AP 4,11 &ft 6r( (..,, 1 y ,...;-, ,5 ";- --- = PSI 1' 4 / a° AI`• --,' tie." t // ._..-- . 1 \ , 7 , , 10e-i01-, •(i//4:5 1 f ' 1 (ie) 4 .._7(,—.1 ,'.„; ---a '''- A, — ,,...-- - • 6 6(-4:./ (- t /2 cy 1 ri.,,.....„_!/,21..... ----- , -,-,-- ..,50Cr -/- / .37'),--, .4 CV )4.- i.5(W) 61:2 • ;:::::' / 3 711— .0_ . , ,--..- ur,..;-"S I X i k 1 1'.',...)I t' .1 ,_ tti 4 1 AH,,,1 P S/lit241' + .4 (i 4r4t114 i ) k-e . . /scw.e.-- - ______.5_..... ..... r2./14', . .. . , / I y ( Or'^ '- I '-, /9:7.-- 6„.j,4- = c11-42 ,,,t.-.).( 1...ti..5, )( 4)(-3 ) ,..._ pi1/311 . .„2 , 1 LI 6 ' , ---- t) E. /8 11-e,L Fre-, HAYDE , . , . . . . BY 4-$.- DATE 5frri/7 7;;;: REV DATE __ o..F171—or.,g, 13 ENG1NEERNS _ — STRUCTURAL I CIVIL — ._ . .. _ .. ._____ JOB NO (503)968-9994 p (503) 968-8444f ..,..._ SHEET /0 OF IV toW5.5/01 II. ' 4 S 1 glar 7 6t'' t'':: ; _y, et -1"if,,..YIY "1. J .. L«rte a L( 1 i Lti ' ,.azo- 1.41. t - 1.414..1,1 F 1 . i N. /( Y+=*,. 1f. a 41wwCYkJ. 4 ,—,,,...,3--1.--el---P-.1 S-2 I<6 ,is . r c) El ---.._.i/'. UG*(7 ST0eAGE �: ...__ r 5i-„,'r Ia tsasrv.v �. It ,,I Pt IP 1 1 C.� i ',11'i"€'= V /�-�5 lam I . C6 (' i la710,e04070k - rsx BY A.S. DATE 5/10/2017 r2... HAYDEN ENGINEERS TerraFirma REV DATE 1111111111114 111111111 STRUCTURAL I CIVIL JOB NO 17074.02 (503) 968-9994 p (503)968-8444 f SHEET // OF Lo k , ©k! ,,- (, a _. j. . t L..), ! 0L .r/Spd Cri.�) /� =l9Sps24 Z., i. . r = v�j,s P . � > I ----',.•'; ' 7 ti- _. ji,., = 1 �', - = 0504- 511X 1.:� ') - ,18"i r. , l ' YO -,� � f%� c , - ' >, 6� - - ,fr ':1 i 1111111111.1111111 <9. `,r ' a � HOP- ' (p) ' P005 ;(9 - `f r? L r C9 Ptd' 00 7 j, . I • (1,51 • BY A. 7' DATE 45/10 hi? 13HAYDEN Cr7I-a P/' ENGINEERS __�_.._ REV DATE STRUCTURAL I CIVIL .JOB NO I [0FJ�iO2- (503)968-9994 p (503) 968-8444 f SHEET Jig OF 2007 NASPEC [AISI S100] Project: Terra Firma Date: 5/10/2017 Model: S-2 7.0 Unif Ld lb/ft in I t R1 R2 15.00 ft Section : 600S162-33 Single C Stud (X-X Axis) Fy= 33.0 ksi Maxo= 950.6 Ft-Lb Moment of Inertia,I= 1.793 in^4 Va= 638.1 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 196.9 0.207 196.9 Full 950.6 0.207 0.151 L/1194 Distortional Buckling Check K-phi Lm Brac Ma-d Mmax/ Span lb-in/in (in) Ft-Lb Ma-d Center Span 0.00 180.0 788.8 0.250 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Req'd? R1 52.5 1.50 175.2 306.6 0.0 0.16 No R2 52.5 1.50 175.2 306.6 0.0 0.16 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 52.5 0.0 1.00 0.08 0.00 0.08 NA R2 52.5 0.0 1.00 0.08 0.00 0.08 NA /3/ 2007 NASPEC[AISI S100] Project: J-2 Date: 5/10/2017 Model: TerraFirma 1 :0 Unif Ld 87 Ib/ft T ill lir R1 R2 13.00 ft Section : 800S200-68 Single C Stud (X-X Axis) Fy= 50.0 ksi Maxo= 5434.1 Ft-Lb Moment of Inertia, I= 8.140 inA4 Va= 4220.7 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 3950.3 0.727 3950.3 Full 5434.1 0.727 0.500 L/312 Distortional Buckling!Check K-phi Lm Brac Ma-d Mmax/ Span Ib-in/in (In) Ft-Lb Ma-d Center Span 0.00 156.0 4558.3 0.867 Combined Bending and Web Crippling Reaction or Load Bmg Pa Pn Mmax intr. Stiffen Pt Load P(Ib) (in) (lb) (Ib) (Ft-Lb) Value Req'd? R1 1215.5 3.00 1248.3 2184.4 0.0 0.51 No R2 1215.5 3.00 1248.3 2184.4 0.1 0.51 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen RI 1215.5 0.0 1.00 0.29 0.00 0.29 NA R2 1215.5 0.1 1.00 0.29 0.00 0.29 NA /q/ I 2007 NASPEC [AISI S100] Project: TerraFirma Date: 5/15/2017 Model: S-3 Unif Ld 7.0 lb/ft t Ail R1 R2 10.00 ft Section : 600S162-33 Single C Stud (X-X Axis) Fy= 33.0 ksi Maxo= 950.6 Ft-Lb Moment of Inertia, I= 1.793 in"4 Va= 638.1 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio' Center Span 87.5 0.092 87.5 Full 950.6 0.092 0.030 L/4029 Distortional Stickling Check K-phi Lm Brac Ma-d Mmax/ Span lb-in/in (In) Ft-Lb Ma-d Center Span 0.00 120.0 788.8 0.111 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Req'd? R1 35.0 1.50 175.2 306.6 0.0 0.10 No R2 35.0 1.50 175.2 306.6 0.0 0.10 No Combined Bending and Shear Reaction or Vmax Mmax Va intr. Intr. Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Unstlffen Stiffen R1 35.0 0.0 1.00 0.05 0.00 0.05 NA R2 35.0 0.0 1.00 0.05 0.00 0.05 NA Combined Bending and Axial Load Axial Ld Bracing(in) Max K-phi Lm Brac Allow Ld Intr. Span (Ib) KyLy KtLt KL/r (in-lb/in) (in) (Ib) P/Pa Value Center Span 693.0(c) Sheathed Sheathed 53 0.0 120.0 2935.0(c) 0.24 0.35 Sheathing braced design based on 1/2-in GWB and No.6 screws 12-in[305 mm]oc. See AISI S211-07 for Sheathing Braced design limitations 1 5/ 2007 NASPEC [AISI 5100] Project: TerraFirma Date: 5/10/2017 Model: Opening 4 Design Loads I (� 11111111111111110.8' Wall Lateral Pressure=5.0 psf RO Lateral Pressure:Open Lateral Element Forces multiplied by 1 for strength checks Lateral Forces multiplied by 1 for deflection determination Gravity Load at Header= 1820 lb/ft Jamb Studs Try 6005200-68(50), (2)Back-to-Back K-phi =0 Ib-in/in Lm= None Maximum Moment Ratio=0.01 9.5' Jamb Fastener Spacing, a= 12 in Bending +Axial Interaction=0.66 Jamb Deflection=L/46822 Base Reaction= 16 lb(unmodified) Upper Reaction=24 lb(unmodified) Use 6005200-68(50),(2)Back-to-Back Jambs Flexural Bracing: None Axial Bracing: Head/Sill Header(Vertical) Try 12005250-97(50), (2)13ack-to-back Design Load= 1820.0 lb/ft End Reaction =8645.0 lb K-phi=0 lb-in/in Lm=None Header Moment Ratio(Vert.)=0.91 Header Deflection(Vert.)=L/682 Use 1200S250-97(50),(2)Back-to-Back Header(Lateral) Try 6001150-33(33), (2)Back-to-Back Header Moment Ratio(Lateral)=0.02 Header Deflection(Lateral)=L/24485 Uniform Lateral Load=2.0 lb/ft End Reaction =9.5 lb Use 600T150-33(33), (2)Back-to-Back r, _ ote-kA-- . g .1 ‘,„ .,. i 7 ....____ I I 1 5. 1 1 7 ,,,,,,• ...--‘,„ -* (-1") 6ixis ,,,., '., ,? ., 1.,;•,-i..,- L 43 t( 14 C12- * ( 3 6 C) )..., u,:,) • f- 4 (A) Coat)r / i ----- / , . , . , . I, .. , . . : . . , . . • , _ ......., BY A. 5. DATE 5/10/17 HAYDEN ENGINEERS -- 1 3 STRUCTURAL I CIVIL -- — -ritirall‘ 1.71"."...-4.- .._„ „,_.. — .- , REV DATE JOB NO .126 N 42- (503) 968-9994 p (503) 968-8444 f SHEET___±7 ._ OF..._., 2007 NASPEC [AISI 5100] Project: TerraFirma Date: 5/10/2017 Model: Opening 5 Design Loads Wall Lateral Pressure=5.0 psf RO Lateral Pressure: Head/Sill Only 2 3' Lateral Element Forces multiplied by 1.0 for strength checks 11111 Lateral Forces multiplied by 1.0 for deflection determination Gravity Load at Header= 140 lb/ft Jamb Studs Try 6005162-33(33), Single K-phi=0 lb-in/in Lm = None Maximum Moment Ratio=0.17 Jamb Fastener Spacing,a= 12 in 6,7' Bending+Axial Interaction=0.31 Jamb Deflection= L/5112 Base Reaction=24 lb (unmodified) Upper Reaction=40 lb(unmodified) Use 6005162-33(33),Single Jambs Flexural Bracing: None Axial Bracing: Head/Sill Header(Vertical) Try 6005162-33(33), (2)Back-to-Back 3' Design Load = 140.0 lb/ft End Reaction=210.0 lb K-phi=0 lb-in/in Lm=None Header Moment Ratio(Vert.)=0.10 Header Deflection (Vert.)=L/14924 Use 6005162-33(33), (2)Back-to-Back Header(Lateral) Try 600T150-33(33), (2)Back-to-Back Header Moment Ratio(Lateral)=0.03 Header Deflection(Lateral)=U69112 Uniform Lateral Load=22.5 lb/ft End Reaction =33.8 lb Use 600T150-33(33),(2)Back-to-Back Iv • ., • ir'• . 1,. : ' • : -// 'ii",c 6:60.4•11• f - : • / , : ' ' • ' ,E7Old,*-- ,1,') :i--,t 6-*••• • i, 4, ,.. / I L 7.•,..._65 i, 4 _ . . ___ 71t1G2 i .'• „) '),.)::-•. /(f),•r•)' !'•,---7 ,{ 4 ileac 140/2 --> ia f ( ), , fir . . , 4._ '-r:,.., ) '? i 64)dil 0,4,:' (A-Y4, ' -) r.,, le : — ' Cr 1 I, a ..... 01 . e -----..4.t i r ..... : If—".____L-------5 ---t------"'"'"'*---"--- „ „-,•• :---- 11 : L. . . -, . 4',v ,A, 5 4\L-1-, -7:Sy", -I/t .....,... le . "..4\, ...., (2 (,, .-- „... (51 ..A1b 'Y ..,) ----.3 , . .2 r1 . . , r,,-1.- 1, , . , . i , . . ! , . BY A 4. DATE rloh7 S HAYDEN DATE 5/I gh7 174`rv,... P";"••••.4. - REV 4 s. ENGINEERS STRUCTURAL I /7094/.02 JOB NO CIVIL (503) 968-9994 p (503) 968-8444f SHEET 11OF I 2007 NASPEC[AISI S100] Project: Opening 6 Date: 5/10/2017 Model: TerraFirma Design Loads Wall Lateral Pressure=5.0 psf ill _ _ _ I 3 RO Lateral Pressure: Head/Sill Only Lateral Element Forces multiplied by 1.0 for strength checks Lateral Forces multiplied by 1.0 for deflection determination Gravity Load at Header= 120 lb/ft Jamb Studs Try 6005162-54(50), (2)Back-to-Back K-phi=0 Ib-in/in 12' Lm = None Maximum Moment Ratio=0.53 Jamb Fastener Spacing, a= 12 in Bending+Axial Interaction=0.74 Jamb Deflection=L/1794 Base Reaction=63 lb(unmodified) Upper Reaction= 175 lb(unmodified) 10' Use 6005162-54(50),(2)Back-to-Back Jambs Flexural Bracing: None Axial Bracing: Head/Sill Header(Vertical) Try 6005162-33(33), (2)Back-to-Back Design Load= 120.0 lb/ft End Reaction=600.0 lb K-phi=0 lb-in/in Lm=None Header Moment Ratio(Vert.)=0.95 Header Deflection(Vert.)= U470 Use 6005162-33(33),(2)Back-to-Back Header(Lateral) Try 6001150-33(33), (2)Back-to-Back Header Moment Ratio(Lateral)=0.47 Header Deflection(Lateral) = L/1120 Uniform Lateral Load=37.5 lb/ft End Reaction = 187.5 lb Use 6001150-33(33),(2)Back-to-Back cO Zdo4kcy- 1.4 71 e I , fi -4-,- _ 3)--'65 /2511-f)•"--- /4/0/4"/ 1- 1/ if• (41) 5, ' / ' , L1:,}r 2 /5, ' J ,/ .". .-- L V, ) -rd 01- el Pqicl (riS4.- / ' Yx t.) ;-' ti-) 'Pr? iiY.P. - li II( I-0o Z fr I-,-;06 V ,o 4 , It ,.„9.)I i ,Of ..,2 i & IL. P '1.' \/:--- 4,9' --:. 089 .2 I/ - .d61g-, 1 i it --- A --- cp,O3 ,1,-, ..e. .4„..7 -; 0,d 11'\-- o ' o t......i CI, 31 e= y H 2 A = /68016' co ti.s00 ) 47,rt-/ ar:44‘,2 i i 1 1 c... i /\ 6,9 '4.- V;SLY7XI -. 536,- 93 4 I ) , 1 ..,- , i 1 REV ay A DATE 05 DATE "°"2" /---- 133( ENGINEERS STRUCTURAL JOB NO I 70%102- I CIVil (503) 968-9994 p (503) 968-8444 f SHEET c2/ OF HAYDEN ENGINEERS STRUCTURAL I CIVIL Wood Beam File=z:Iprojecls12017PR-1\17074-1,02T1170740-1.EC6 ENERCALG INC.1983-2017,Build:6.17.3.17,Ver;6.17,317 Lic.#:KW-06005543 Licensee:ha den consulting engineers Description: Stair Stringer CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 ---...-... Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,600.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 2,600.0 psi Ebend-xx 1,900.Oksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0 Q15)�LI0,125} "i + X iK i 1 75x5 5 i i Span=7.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0,0150, L=0,1250 ksf, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.449 1 Maximum Shear Stress Ratio _ 0,235:.9_ Section used for this span 1.75x5.5 Section used for this span 75x5.5 ' fb:Actual = 1,166.28psi fv:Actual = -66:60-psi FB:Allowable = 2,600.0Opsi Fv:Allowable = 285.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.500ft Location of maximum on span = 6,566 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 , Maximum Deflection A 1;s Is' '< """I IA-- Max Downward Transient Deflection 0,147 in Ratio= 570>=360, tr t$ U Max Upward Transient Deflection 0.000 in Ratio= 0<360,0 r' f . � g ` „f.. I."'" `� Max Downward Total Deflection 0.165 in Ratio= 509>=240. „>•� �`o''" Max Upward Total Deflection 0.000 in Ratio= 0<240,0 ! rt 0f tt X li Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXImum 0.490 0.490 Overall MINimum 0.032 0,032 D Only 0.053 0.053 +D+L 0,490 0.490 40+0.750L 0.381 0.381 +0.600 0.032 0.032 L Only 0.438 0.438 r eP HAYDEN ENGINEERS STRUCTURAL I CIVIL Wood Column File=z.1projects12017PR-1117074 1.0211170740-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 Lic.#: KW-06005543 Licensee:ha den consulting engineers Description: P-1 Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x4 End Fixities Top&Bottom Pinned Wood GradinglManuf, Graded Lumber Overall Column Height 9.30 ft Wood Member Type Sawn (Used for non slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species DouglasFir-Larch Exact Depth Wood Grade No.2 3.50 in Cf or Cv for Bending 1.50 Fb+ 750.0 si Fv 170.0 si Area 12.250 inA2 Cf or Cv for Compression 1.150 p p lx 12.505 I04 Cf or Cv for Tension 1.50 Fb- 750.0 psi Ft 475.0 psi ly 12.505 in^4 Cm:Wet Use Factor 1.0 Fc-Pill 700.0 psi Density 31.20 pcf Ct:Temperature Factor 1.0 Fc Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NOS 15 3 2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No Minimum 470,0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=9,30 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=9.30 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:24,684 lbs*Dead Load Factor AXIAL LOADS. , Axial Load at 9,30 ft,D=0.2850, L=2.375 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6581 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 2.685 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 333.006 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 8endinq Compression Tension Load Combination +0,60D Location of max.above base 9.30 ft Applied Design Shear 0.0 psi Allowable Shear 272.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location_ D Only 0.900 0.451 0.07744 PASS 0.0ft 0.0 PASS 9.30 ft +D+L 1.000 0.414 0.6581 PASS 0.0ft 0.0 PASS 9.30 ft +D+0.750L 1.250 0.342 0,4959 PASS 0.0 ft 0.0 PASS 9.30 ft +0,60D 1.600 0.274 0.04293 PASS 0.0 ft 0.0 PASS 9.30 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.310 +DAL 2.685 +D+0.750L 2.091 1 HAYDEN 3 ENGINEERS STRUCTURAL I CIVIL Wood Column File=z:tprojecis12017PR-1117074-1.02T1170740-1.EC6 i_ ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 Lic.#:KW-06005543 Licensee:ha den consulting engineers, Description: P-1 Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination ©Base @ Top @ Base @ Top ©Base @ Base @ Top @ Base @ Top 0.186 L Only 2.375 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 In 0.000 ft 0,000 in 0.000 ft +D+L 0.0000 In 0.000 ft 0.000 in 0.000 ft +D+0.750L 0.0000 in 0.000 ft 0.000 in 0.000 ft +0,60D 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0,000 ft 0.000 in 0,000 ft Sketches Y 2660k i 111 '� :,1 oe.. 1 X eg Q1 OA,: 11 L '— .4" ', I, • a so in Loads are total entered value.Arrows do not reflect absolute direction, > 7 31/ HAYDEN ENGINEERS STRUCTURAL I CIVIL i Wood ColumnFile-zlprojects12017PR-1117074-1.02T1170740-1.EC6 ENERCALC,INC.1993-2017,Build:6.17.3.17,Ver617.3.17 Li c.#:KW-06005549 Licensee:ha den consulting en t sneers Description: P-2(wall under mid stringer) Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top& Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 4.50 ft Wood Member Type Sawn (Used for non slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Species DouglasFir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Fb+ 750.0psi Fv 170.0psi Area 8.250 inA2 Cf or Cv for Compression 1.10 Ix 20.797 inA4 Cf or Cv for Tension 1.30 Fb- 750.0 psi Ft 475.0 psi ly 1.547 in"4 Cm:Wet Use Factor 1.0 Fc-Prll 700.0 psi Density 31.20 pcf Ct:Temperature Factor 1.0 Fe-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity.., x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 1532 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=4.50 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=4.50 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:8.044 lbs*Dead Load Factor AXIAL LOADS. . . Axial Load at 4.50 ft,D=0.0530,L=0.4380 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2247:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 0.4990 k for load combination: n/a Applied Mx 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 269.169 psi Applied: My 0.0 pfor load combination:Na F Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D Location of max.above base 4.50 ft Applied Design Shear 0.0 psi Allowable Shear 272.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.383 0.02790 PASS 0.0 ft 0.0 PASS 4.50 ft +D+L 1.000 0.350 0.2247 PASS 0.0 ft 0.0 PASS 4.50 ft +D+0.750L 1.250 0.287 0.1711 PASS 0.0 ft 0.0 PASS 4.50 ft +0.60D 1.600 0.228 0.01578 PASS 0.0ft 0.0 PASS 4.50ft Maximum Reactions Note:Only non-zero reactions are listed, X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.061 +0+1. 0.499 +D+0.750L 0.390 01 HAYDEN ENGINEERS STRUCTURAL I CIVIL Wood C OI U 171 t1 Pile=z:tprojects12017PR-1117074 1.02T1170740'1.EC6 ENERCALC,INC.1983.2017,Build 617.3.17,Ver:6.17.3,17 Lic.#: KW-06005543 Licensee: hayden consulting engineers Description: P-2(wall under mid stringer) Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0,60D 0.037 L Only 0.438 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L 0.0000 in 0.000 ft 0000 in 0.000 ft +0+0.750L 0.0000 in 0.000 ft 0.000 in 0,000 ft +0.60D 0.0000 in 0.000 ft 0.000 In 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches y 0 4910k r 1 , 4# E `da!1X N l Nr r. 2x6 _... 1scir, Loads are total entered value.Arrows do not reflect absolute direction. . . ,,:' CI -- . ' (433'zi ..,----:) ,,,,y. :,,-,/,, A ,i .....e [ ,r ---r-----te---4' ,1, 1,o9 1 3 iid.ol- -->. No 17,----1,--, i:cti,, I,/ C2 V E ) 2 ,4101(1: / .4,'.r i., Z.,t yr/1 ,/,>,,LI k-2--, ,,,, 0: ' it—f--4- I,.,- r ,) , p_. /,• • •iii,• \ //,-, , -,-, 67 -"--- A r...k) ..-1- Li / 1,./. . , le 4' 'V \ , . P '' cc,./4 rro- ir., ,.,, / ,/ \ , . . , id il c — /4 — (/5,5V 1' ,Cr /090 ity ........— „...--- ) (LA I( 6 rtli- 5'f-,,, 5,r , __7",:,sr..z-ite.—fr..- f' i'.5 Z. .19- .1 ,-. 0 k ek- HAYDEN CI . i 1 , I . . . . --- BY 4.4, DATE Shoh 7 _ _ 13 ENGINEERS REV DATE STRUCTURAL I CIVIL -- JOB NO /70714.0)- (503)968-9994 p (503) 968-8444 f _ .... SHEET el OF Wind and Seismic Design ASCE 7-10 Seismic Base Shear Loading Risk Category B V= FSDs W (ASCE 7-10 EQ. 12.14-11) R • Stories 1 F 1 (ASCE 7-10 Sect. 12.14.8.1) SDS 0.721 R 6.5 (ASCE 7-10 Table 12.2-1) V= 0.1109231 W (ASD) V= 0.0776462 W (ASCE 7-10 Sect. 2.4.1) W= [D+ 0.25*L I x Area (ASCE 7-10 Sect. 12.7.2) D= 15 psf L= 125 psf Area= 1073 ft2 W= 49626 lb (ASD) V= 3853 lb BY A.S. DATE 5/8/2017 ENGINEERS TerraFirma REV DATE STRUCTURAL I CIVIL 7., &SA"-, JOB NO 17074.02 (503)968-9994 (503)968-8444 f SHEET G. cf". OF 5/8/2017 Design Maps Summary Report All. "-r-USGS Design Maps Summary Report User-Specified Input Report Title TerraFirma Job: 17074.02 Mon May 8,2017 22:06:40 U1C Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.42756°N, 122.75792°W Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/II/III --,,,...., ... t..111. ;'+ jilli SDIPS° '''''''''';',',",, i.,..-dportiand 1., Gresh, °.... 4 '''t.,,ett'ttrtt...'tort eItt..- 4,,41;,...4„,„„ erton B eav • 1. r , . ' .: . "41 '''',", 1.. ,'It:tc ..•".,"1"' , , PAC I,„Psi'' " '0,4 ,...e . „ ,„ ,, /1' ugar Nin Lafaoswe go 9 9 ..7,-;1 '''' 4rh ' t .titiri„'r,,C .:-- ,4, 1%10'40, , , , ,:;$ , pl'i. 4 ':, -.,1, - ' IL Sheryvoz '2 ' 1 t; i* ti91 ' 1 Oregon City , USGS-Provided Output S5 = 0.975 g SMS = 1.082 g 5DD = 0.721 g Si = 0.423 g SMI = 0.667 g 5DL = 0.444 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions In the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. Respmee Spectrum Cestr RespotleeSsstrum ate lio ., (Los al, '-- 11.64 ail ... IfYi CilAc -a GAa :1 CalS 1 117 aao An 1 0.A4 0_17 till a24. 0.22 am alit asli , ,, . /a, arn ,i.f., ,(,) Period,T(sec) Pertod,T(see) For PGA„,T1, CRS/ and CR1 values, please view the detailed report. Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressedor implied,as to the accuracy of the data contained therein.This tool Is not a substitute for technical subject-matter knowledge. 4 Zff https://earthquake.usgs.gov/cn2/designmaps/us/summary.php?template=minimat&latitude=45.4275632217596848ilongitude=-122.7579196355534&siteclass=384... 104 Xe z r Atki I k. \'''• ., I , t ( f') -; 7.4 lir r ' i ,--,`" '.------ 11#l - so,-.1 g c•,) , "int jr,..: -.,-,i ::: •---...t.7.../ ' (...fp Qt) ,,,,, k /13 r:=:. r-9° frl ',, .,-7----, ... ; :77. 16 7 5...".6 [i. . . . -1CPc 144 . - . , ---, •it, si • , 7 19:-P-1 ./ up : lb,7/I ..- _z,,,i- - cp“-10 C-, s , . , (i) - lb t I ii?;;;V') ...,; ,,,I .,,,5 12 :: 0013' /11 c, - /,7e i ../ , - •=1- 611c,r,,, y -7. 19 er_.Y•s_n ;$ _ •?IJ i ; (., 1 i ,, f1 I , , - k: I . ; ' . , . , . BY AI -5- DATE 5181/7 HAYDEN ,--- „--- • 13 ENGINEERS REV DATE i nt Vqr C.2.- STRUCTURAL I CIVIL JOB NO_ SHEET L(503) 968-9994 p (503) 968-8444 f OF 1 sr I IL. .7 ;( WOO... :`-;,;ie..r" (")'-t(''' "_,..._ / ).), a-.11 ,r, : /0 7--s- ' ie./4.gie -- --77.1 p ,,-,-,,,,r,) / i.:L i' i, / lgt... " i ,,:', Il 7- e r Al =(61 IIVP Y/0 I Ye.) :7' LigirC) - o /(,)/ ' A -;. (/ ??P'1 yo')(F:0,) (4, yo, ) -.-- icw l' 1. ,.....0 - ' 14 =05c"' )07:4 4' rOef- ' i Po 14 C I f c . t ' ' , . ji 1---... ./- e.,, r,..,f,i':3, 5 ..,-%—.N. ie , No hi .0 e . - .,.„. . , iv' . . 15es''* y :::..- A._...•-,_._._;-- _ ,,, i 4.1/ 1 - l'-' . . I'7' . . , 1 j ( ii'rii;)0 7 ,Y10) .:-. /47 58-0 III' . . , / Iti • ' > IL 1 ,!-- ,_. c. ----> 2.4 i'l 6 V A j 1 C'' /6/ )1 ) ' '‘ ' 1 d 0.,1.5 L ,,, e , , tit) ,,, r, ii C ; • 4 I I -,119 5ccf i;,,7,,,2.) ,. i ---' 'Id.7— ,,,,,,, A,.),,,,,-_, ,,,,v 01- C'•r)!, ,1, , . . , . , HAYDEN BY A. 4 DATE 6100 ENGINEERS _27.- F.", REV DATE STRUCTURAL I CIVIL JOB NO /70 714,op (503) 968-9994 p (503) 968-8444 f SHEET 4 3I OF Wind and Seismic Design ASCE 7-10 Seismic Base Shear Loading Risk Category B V= FSos W (ASCE 7-10 EQ. 12.14-11) R Stories 1 F 1 (ASCE 7-10 Sect. 12.14.8.1) SDS 0.721 R 6;5 (ASCE 7-10 Table 12.2-1) V= 0.1109231 W (ASO) V= 0.0776462 W (ASCE 7-10 Sect. 2.4.1) W= [D+ 0.25*L]x Area (ASCE 7-10 Sect. 12.7.2) DF,00I= 15 psf Dwalls= 8 psf L = 125 psf Area= 1332.8 ft2 Wwalls= 1171.2 lb WTotal= 62813 lb (ASD) V= 4877 lb BY A.S. DATE 5/15/2017 HAYDEN ENGINEERS TerraFirma REV DATE STRUCTURAL I CIVIL Locker Room JOB NO 17074.02 (503)968-9994 (503)968-8444 f SHEET L 33a- OF , . „ II ',..--------- .4" A .3 771 t -- ., I rki.!,. ---;,,,, ...,.1 30 • V ' . --\ --14 )-7 6 Mil- , :-.".,AO,I'1 : '7 :77- -:-------_, i /04 t - (I.' ) ii 0 . --...„, ...pi, , . ,,... ih:R /1"•//,--_ •• , th t.: ') 3 , ''') .-411 49' ,c.,z,,11,1 • r ::-.71/3 ; (-::2-- : .ti !,-.5 , C24/17 yz..-- :-.. 6,2 31,11 1 . i \ . . \ . . : . , . , , . , • , , , • , , . , . „ , 1 ; ? 0 1,....„ ,--,i) (;`,' k t----A- , f , I i , ' I , t Gi IV 7 . : . i i . i ! I , , . i 1 1 . . BY 4, s DATE 5N17 HAYDEN ENGINEERS STRUCTURAL I CIVIL I 3 'I:ft A BY REV DATE JOB NO (503) 968-9994 p (503) 968-8444 f SHEET L 33 OF ' k / ... . ._. __ - ...., . ) ) -7 /K., :-.) ( / /1 = L..- t , , t :021'13(14: ... .... „. ,.... ---->. 7v) ,----), ,, . 4....... I' ..,/, i---'7, e% Ny/ %-,%-_. ,•.... _ - '...i .,, k 3;%''i i''„ (J (1/ ,ft .• ,.,,•,(\i 39,)9(F,h') z..... cols 7 ib 14 r r )1. ' \/er )\ r- ( <L'' / I 5' ) ffi:/L'•)‘) 0,7,) : ,:•?)116 i 6- ,1 . ' p.,...,, If ..:-6 ,v4)( i,--2.,' )(6. c)),,7(,/, v ,\ _iv:,,,,c ib-I-I- , .0. ,4.- 0 -d t '-,-a 9,0.i') - ' / i , ior /Libi r _Li --- //Iv ill.. I), ,t,,, ,..n/J 40 , , ...„) , / , , , CA-.11. C14)10.- ,Iwil5 4:4.1c (..0.4 -,r 1 il.‘,Iir ) , i J 1 . , , . , ; . i , ! ; . . . , 1 , . . . . ............... t , i 1 . , .. . . . BY 4.. ' DATE -5/Oh 1 HAYDEN ..—. , __- REV DATE El ENGINEERS sTRuctunAL 1 CIVIL JOB NO49- (503)968-9994 p (503) 968-8444 f SHEET 1 39 OF 3 6