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1(206 STRUCTURAL CALCULATIONS RECEIVED J2 Job #55811 S`=° 26 ?013 CITY OF TIGARD September 24, 2013 BUILDING DIVISION 111 Tto C$92f," 1 1 1 1 1 „„, BUILDING CONSULTANTS INC. J2 Building Consultants, Inc. 17 SW Gibbs St. Portland, OR 97239 503-546-8215 Site Location: - Main St. Village, Building.' 12650 SW Main St. Tigard, OR 97223 Provided for: JR Johnson, Inc. 9425 N. Burrage Ave. Portland, OR 97217 • t((b Main St. Village—Building J September 24, 2013 ""' Structural Calculations mom t1111141.11111$ Project Summary Design Parameters Code: 2010 OSSC Seismic: SDS=.76, 1=1 .0, R=6.5, seismic design category Dl _ Wind: V35=95 mph, Exposure "B", 1=1 .0 Floor Live: 40 psf, 100 psf exits Snow: 25 psf ground, 20 psf roof Soil: Allowable Bearing = 1,500 psf Project Scope Structural calculations and design for the repair of the wood framed multi-family building. The original structure was built in 1993 and designed under the 1991 UBC. A recent fire has damaged the roof trusses of one unit and the rear private deck to one unit. Other structural repairs are reported to be minor in nature. Our scope of work involves the structural engineering for the repair of the damaged structural elements only. Gravity and lateral loads will not be increased as a result of the repair and there has not been damage to the main lateral or gravity load resisting system except as noted above. Therefore, analysis and retro-fit of these items is not • required per Chapter 34 of the OSSC. Our work includes the design for the roof diaphragm and chords as well as rear deck framing. Manufactured roof trusses are to be designed by others. _ Structural drawings have been provided which further specifies the structural design. Calculation Table of Contents Project Summary page 1/16 Existing Framing Plans and Building Elevations page 2/16-6/16 Roof Diaphragm Calculations page 7/16-9/16 Deck Calculations page 10/16-16/16 i ._ . ---- - (i) • -4, __-------- 110 . . . It ...--- . 6._ ,-774747;;;;;:r7A=7::•4"--..."-=7...:17.::::::=Z;Z:17.9 . is 0 q 4 lii . . . • . :4 .' t:. •..............tr......111110.0.4„,; 1 .1 1 ,... 4 , , ,- .—.—..... . 1 1 • • ' 1 1 -. —• 1 1 • ••. r_ :....,-A•L-7..•.:ii, , I,. ••••••• • 1 ••• I I 1 I ' " it•,-•-•. .. .' t . . _ • • f.: '..'1 , ' • • • • i 4••,..1-4: • • • ,..,„„ I. .i ..). . i1 I '•: ••:,•:, .: A' .', - . ".1 '' ........ ••••••••••••••••• • , ! te. mina • •• . ,. •G' It, II . a II t r 4.. r „ , t• ;...la» , .,.. - - 1 . . II - , . --....-. . i fp , i. 1 ii ip, . 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I t e.. i t , 1 i I I I I..... 1 i Washington Office: Oregon Office: Northern California Office: Southern California Office: 19730 64'h Avenue West,Suite 201 17 Southwest Gibbs Street 71 Stevenson Street, Suite 400 575 Anton Boulevard,3rd Floor Lynnwood,WA 98036 Portland,OR 97239 San Francisco,CA 94105 Costa Mesa,CA 95626 (425)774-5600 (503)546-8212 (415)287-0104 (714)432-6570 info@j2consultants.com I www,J2CONSUI-TANTS.com 1 (855)774-5600 . 1\412....66.60. .. ......iyhjo Project: Aio-w 51. Z — 3z! Subject: j f--e-G.6,4.-6.,f Coles 11'111 Date: V2-1/3 By: RE/ 11111 • ❑ Field Report ❑ Meeting Notes ❑Teleconference ❑ BUILDING CONSULTANTS INC. Building Investigation I Construction Management I Architecture & Engineering I Reserve Studies I Litigation Support I Testing I ; i t I l .. _ i 1 i ._.__......_...._............... ...._...i.. ... ..... . ._. ...............:. _i..... ._.... ._ i i • I I I I 1 I _ i .. ......... ....... : : ! : ! �f ; , l t ! 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Building Investigation I Construction Management I Architecture & Engineering I Reserve Studies I Litigation Support I Testing .._ ii ii Ii :..... ...:..... : i • i : r } l I I 1 1 t ; i i i I ! III I ' I i �Grkr {x e I t l� + LoGIJ!�'6 ! I iliIIIIII ! i. rn l 9 - Y o k' • />f1a K 4 c� -> ) � + s s 1 1 i 1_,(4.X ) .L ) . _ , 11 : : , , , , , Tlt _ : : : : : : I 1 I .r 'i : 111 : I : 1 .... . I : : . ... ... ... f 1.. i 111111--3/ 4.)- -"h----$6€3',.1 /6;4- .......... 3 '''') )-1-t. /5-4:11) 1 ' 1 1 1 ,. i11r (1 y) - � 6, i Io v ,r{ 1 I l I 1 : I i Washington Office: Oregon Office: Northern California Office: Southern California Office: 19730 64th Avenue West,Suite 201 17 Southwest Gibbs Street 71 Stevenson Street, Suite 400 575 Anton Boulevard, 3'd Floor Lynnwood,WA 98036 Portland,OR 97239 San Francisco,CA 94105 Costa Mesa,CA 95626 (425)774-5600 (503)546-8212 (415)287-0104 (714)432-6570 info@j2consultants.com I www.J2CONSULTANTS.com I (855)774-5600 Title: Ata-i. S r1• (' Job# 5-5-0 . Dsgnr. Project Desc.: 1p 1 Project Notes: b Printed:25 SEP 2013, 1:27PM : U r _., , _ . , t 1"-;;;'s.--4".:,-'-:;74,-4'...n tS %t �. ,� >�:��,•sp. ,-nrz_x,.,w arJ � r > � .cse ; �::asFY� s ' a` A � S a�e. a :�. „.t,'l � r) Lic.#:KW-0600F8630 Licensee:J2 BUILDING CONSULTANTS .. NC. Description: deck joists Material Properties Calculations per NDS 2005,IBC 2006,CBC 2007,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 675.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 675.0 psi Ebend-xx 1,100.0 ksi Fc-Pill 500.0 psi Eminbend-xx 400.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 140.0 psi Ft 350.0 psi Density 27.70pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.02) L(0.053) i i i i $ III III . 2x8 Span =8.0 ft . Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.020, L=0.0530, Tributary Width=1.0 fl DESIGN SUMMARY Design OK - [-Maximum Bending Stress Ratio = 0.573 1 Maximum Shear Stress Ratio = 0.245 : 1 Section used for this span 2x8 Section used for this span 2x8 lb:Actual = 533.31 psi fv:Actual = 34.23 psi FB:Allowable = 931.50 psi Fv:Allowable = 140.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.000ft Location of maximum on span = 7.400 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.094 in Ratio= 1021 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.129 in Ratio= 741 Max Upward Total Deflection 0.000 in Ratio= 0 <240 1 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values --Summary of Shear Values Segment Length Span# M V C d C FN C r C m C t Mactual tb-design Fb-allow Vactual fv-design Fv-allow +D Length=8.0 ft 1 0.157 0.067 1.000 1.200 1.150 1.000 1.000 0.16 146.11 931.50 0.07 9.38 140.00 +0+L+11 1.200 1.150 1.000 1.000 Length=8.0 ft 1 0.573 0.245 1.000 1.200 1.150 1.000 1.000 0.58 533.31 931.50 0.25 34.23 140.00 +D+0.750Lr+0.750L+H 1.200 1.150 1.000 1.000 Length=8.0 ft 1 0.469 0.200 1.000 1.200 1.150 1.000 1.000 0.48 436.51 931.50 0.20 28.02 140.00 +D+0.750L+0.750S+H 1.200 1.150 1.000 1.000 _ Length=8.0 ft 1 0.469 0.200 1.000 1.200 1.150 1.000 1.000 0.48 436.51 931.50 0.20 28.02 140.00 +D+0.750Lr+0.750L+0.750W+H 1.200 1.150 1.000 1.000 Length=8.0 ft 1 0.469 0.200 1.000 1.200 1.150 1.000 1.000 0.48 436.51 931.50 0.20 28.02 140.00 +D+0.750L+0.750S+0.750W+H 1.200 1.150 1.000 1.000 Length=8.0 ft 1 0.469 0.200 1.000 1.200 1.150 1.000 1.000 0.48 436.51 931.50 0.20 28.02 140.00 +0+0.750Lr+0.750L+0.5250E+H 1.200 1.150 1.000 1.000 Length=8.0 ft 1 0.469 0.200 1.000 1.200 1.150 1.000 1.000 0.48 436.51 931.50 0.20 28.02 140.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.150 1.000 1.000 Length=8.0 ft 1 0.469 0.200 1.000 1.200 1.150 1.000 1.000 0.48 436.51 931.50 0.20 28.02 140.00 Title: /J cA L. c/ , C:G Job# 5-5-es i, Dsgnr. / Project Desc.: 11 (lb Project Notes: Printed:25 SEP 2013, 1:27PM ,y',y��- ' f il:� Y'l'! ���``yytt • �8, 6'4�'v4 .y k�'S`S� 'S6 .;,v a'3. u�n f@% A4 .�`e..as.. ."_ .r N.,e.a.o'{ "`« TS' y.• Lic.#:KW-06D08630 - Licensee:J2 BUILDING CONSULTANINC. Description: deck joists Overall Maximum Deflections Aida Load Combination Span Max.' Deft Location in Span Load Combination Max."+"Dell Location in Span D+L 1 0.1294 4.040 0.0000 0.000 Vertical ReactionsUnfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.292 0.292 D Only 0.080 0.080 L Only 0.212 0.212 D+L 0.292 0.292 • Title: .A.,L,":„. S/. .4,,,,., Job# 5S£,l/ Dsgnr: Project Desc.: 11.0 Project Notes: Printed:25 SEP 2013, 1:26PM • � ..i A ss q yYv�` '„-e: e n a % , r,P e Fib 3 C. , e.t W +..., s4&V3 'mYi�.I F��43r+�`,.�.... .6 T r�L«.,,K,;Y.ls as .:,,,',P, r�.a� n,tT +.,.. .t,.'`IT,'-`,:‘,..)4;,'�*a'6. °4,-,, '�> hlF� r, `.�"{in��o-�.oa4:a111ae.1�faaa.db_sii'3a�t xsaa :w 4wf. k��a' Lic.#:KW-06008630 Licensee:J2 BUILDING CONSULTANTS INC. Description: deck beam Material Properties Calculations per NDS 2005,IBC 2006,CBC 2007,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 675.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 675.0 psi Ebend-xx 1,100.0 ksi Fc-Prll 500.0 psi Eminbend-xx 400.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 140.0 Ft 350.0 psi psi Density 27.70 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.06) L(0.16) i i i + • 4x10 • Span =9.50ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.060, L=0.160, Tributary Width=1,0 fi DESIGN SUMMARY _ _ _ Design OK i Maximum Bending Stress Ratio = 0.737: 1 Maximum Shear Stress Ratio = 0.291 : 1 - Section used for this span 4x10 Section used for this span 4x1 0 fb:Actual = 596.71 psi fv:Actual = 40.67 psi FB:Allowable = 810.00 psi Fv:Allowable = 140.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.750ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.116 in Ratio= 979 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.160 in Ratio= 712 Max Upward Total Deflection 0.000 in Ratio= 0<240 j Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values --Summary of Shear Values Segment Length Span# M V C d C FN C r C m C t Mactual lb-design Fb-allow Vactual fv-design Fv-allow Length=9.50 ft 1 0.201 0.079 1.000 1.200 1.000 1.000 1.000 0.68 162.74 810.00 0.24 11.09 140.00 +0+1+41 1.200 1.000 1.000 1.000 Length=9.50 ft 1 0.737 0.291 1.000 1.200 1.000 1.000 1.000 2.48 596.71 810.00 0.88 40.67 140.00 +D+0.750Lr+0.750L+H 1.200 1.000 1.000 1.000 Length=9.50 ft 1 0.603 0.238 1.000 1.200 1.000 1.000 1.000 2.03 488.21 810.00 0.72 33.28 140.00 +D+0.750L+0.750S+H 1.200 1.000 1.000 1.000 Length=9.50 ft 1 0.603 0.238 1.000 1.200 1.000 1.000 1.000 2.03 488.21 810.00 0.72 33.28 140.00 - +D+0.750Lr+0.750L+0.750W+H 1.200 1.000 1.000 1.000 Length=9.50 ft 1 0.603 0.238 1.000 1.200 1.000 1.000 1.000 2.03 488.21 810.00 0.72 33.28 140.00 +040.750L+0.750S+0.750W+H 1.200 1.000 1.000 1.000 Length=9.50 ft 1 0.603 0.238 1.000 1.200 1.000 1,000 1.000 2.03 488.21 810.00 0.72 33.28 140.00 +0+0.750Lr+0.750L+0.5250E+H 1.200 1.000 1.000 1.000 Length=9.50 ft 1 0.603 0.238 1.000 1.200 1.000 1.000 1.000 2.03 488.21 810.00 0.72 33.28 140.00 +0+0.750L+0.750S+0.5250E+H 1.200 1.000 1.000 1.000 Length=9.50 ft 1 0.603 0.238 1.000 1.200 1.000 1.000 1.000 2.03 488.21 810.00 0.72 33.28 140.00 • Title: ✓e), Job# :5-5-63(( Dsgnr: Project Desc.: Project Notes: Ib Printed:25 SEP 2013, 1 26PM �yy�asyt�� ;'' '+.y°4,�� ,�N 3 < '1 i '• t,' Y ''� 'a�_ � . B ;. 3 F L ��dc 5.t ti -,?.cE�.i.:,. .r.,a r,., oy.. ..S-�....: , ,. ..�., 4' *'• .d� ems Lic.#:KW-06008630 Licensee:J2 BUILDING CONSULTANTS INC. Description: deck beam Overall'Mt rim=Deflections-Unf#ctored Loads. Load Combination Span Max."-Deft Location in Span Load Combination Max.'+Deft Location in Span D+L 1 0.1601 4.798 0.0000 0.000 Vertical Reactions Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAMmum 1.045 1.045 D Only 0.285 0.285 L Only 0.760 0.760 D+L 1.045 1.045 Tide: AA'a e-.. S /. t�� Job# -fig 4 , Dsgnr: Project Desc.: (y (00 Project Notes: Printed:25 SEP 2013, 1:26PM •41' .,,,, °Y N,: Plv""a`i`P :av,n-R'7Ef I' e yc ��,‘i ti , a "54a ,7 ��4.+'�a, � , -fi .-0,7,00 7u 4rgsr ' + ' s f "�� . 4i to � J��,k �..Z + a,. „�r �, a)Lac.#:K,W� 06008630 14 „ $� s ,;d�. ^t � rr � ed��"�. Licenseed: 2 BUILDING CONSULTANTS INC. Description: guardrail post • Material Properties Calculations per NDS 2005,IBC 2006,CBC 2007,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 875.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 875.0 psi Ebend-xx 1,300.0 ksi Fc-Prll 600.0 psi Eminbend-xx 470.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 170.0 psi Ft 425.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase E(0.133) 2x4 Span=3.50 ft - Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load: E=0.1330 k t7a 3.50 ft DESIGN SUMMARY _ _ Design OK - Maximum Bending Stress Ratio = 0.846 1 Maximum Shear Stress Ratio = 0.156 : 1 Section used for this span 2x4 Section used for this span 2x4 lb:Actual = 1,276.80 psi fv:Actual = 26.60 psi FB:Allowable = 1,509.38psi Fv:Allowable = 170.00 psi Load Combination +D+0.70E+H Load Combination +D+0.70E+H Location of maximum on span = 0.000ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 ' Max Downward Total Deflection 0.470 in Ratio= 178 Max Upward Total Deflection 0.000 in Ratio= 0 <150 J Maximum forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values ---Summary of Shear Values Segment Length Span# M V Cd C FN Cr Cm C t Mactual fbdesign Fb-allow Vactual fv-design Fv-allow +D+0.70E+H Length=3.50 ft 1 0.846 0.156 1.000 1.500 1.150 1.000 1.000 .0.33 1,276.80 1,509.38 0.09 26.60 170.00 +D+0.750Lr+0.750L+0.5250E+H 1.500 1.150 1.000 1.000 Length=3.50 ft 1 0.634 0.117 1.000 1.500 1.150 1.000 1.000 -0.24 957.60 1,509.38 0.07 19.95 170.00 +D+0.750L+0.750S+0.5250E+H 1.500 1.150 1.000 1.000 Length=3.50 ft 1 0.634 0.117 1.000 1.500 1.150 1.000 1.000 -0.24 957.60 1,509.38 0.07 19.95 170.00 +0.60D+0.70E+H 1.500 1.150 1.000 1.000 - Length=3.50 ft 1 0.846 0.156 1.000 1.500 1.150 1.000 1.000 -0.33 1,276.80 1,509.38 0.09 26.60 170.00 Overall Maximum:Deflections.-tJnfactored Loads - Load Combination Span Max.-"Defl Location in Span Load Combination Max."+"Dell Location in Span E Only 1 0.4697 3.500 0.0000 0.000 Vertical Reactions--Unfactored: Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.133 Title: Dsgnr: Ato-TrA Job# 5Sal 11 Project Desc.: Project Notes: /100 Printed:25 SEP 2013, 1:26PM zr 'W401, - k x ..>s ,xXr# «K''aY t 4G` +p 'e4" e,F'"'G 'ry�. dct'vsr �r C y t .may rL-11`;`, '"�"ti t;�x• y .. 1 >,a ". 1 ,Lz x ,s * a` Z aJ:�,c-n .g5 x,n n.'.' -#+ 4' `.,f v iss `' ykr*kF , % z'3 ,r'Y,G` '& .,„.e55,5 x` 1 1 _ a +. 2� y ._ *�3 .,..�,.ei�. ;.s 3. . . � .. s'',�.. 'kka ,S ! '§' Y,: e Lic.#.KW-06008630 Licensee:J2 BUILDING CONSULTANTS INC. Description: guardrail post - vertical Reactions r JnfaCtoTed Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 E Only 0.133 0 Prosect: Ao-j,,' C . C:iy., , 5S f1 G( (b(lb Subiect: ) /,.c.. -( cc: (ti 11.711 Date: 4l i-y/« By: 11111 • ❑ Field Report 0 Meeting Notes 0 Teleconference 0 BUILDING CONSULTANTS INC. Building Investigation I Construction Management I Architecture & Engineering I Reserve Studies I Litigation Support I Testing i I.. i pej . ! , P > : 11 it t . a _ 4 , 1 `1 , i ! I i i i i ' i i I 1 iii iii ; : - t ave _V 6,— . m t. — i i4 i_ i 1 _ i i , I i i" : iiiiI ii , 1 , 1 IIIIIIIII i i -i- 4"1 _. � 1 f -11 ro 1 i 1 ,Lt i I fii ill ; : liliiiiiiiiit I siJii i T I , I 1 t I { I 11111 i ir . ; • i t I ii Mililli : , : : • ilil ' ill 1111 I1 i Washington Office: Oregon Office: Northern California Office: Southern California Office: 19730 64*Avenue West,Suite 201 17 Southwest Gibbs Street 71 Stevenson Street,Suite 400 575 Anton Boulevard, 3`d Floor Lynnwood,WA 98036 Portland,OR 97239 San Francisco,CA 94105 Costa Mesa,CA 95626 (425)774-5600 (503)546-8212 (415)287-0104 (714)432-6570 info@j2consultants.com I wwwJ2CONSULTANTS.com I(855)774-5600