Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications
Structural Calculations Bonaventure of Tigard ic, ";,-3 c p m �j. Location: 8325 SW Ross Street �' Tigard,Oregon JUL 16 2014 Client: Bonaventure Senior Living O 3425 Boone Road SE �� i J BUILMS DrpsION Salem,OR 97317 Job Number: 140601 Contents: Framing Loads 1.1 Building"A"Roof Beams RA.1 thru RA.7 Building"A"3rd Floor Beams 3A.1 thru 3A7 Building"A"2nd Floor Beams 2A.1 thru 2A.7 Building"B"Roof Beams RB.1 thru RB.5 Building"B"3rd Floor Beams 3B.1 thru 3B.17 Building"B"2nd Floor Beams 2B.1 thru 2B.39 Building"C"Roof Beams RC.1 thru RCA Building"C"3rd Floor Beams 3C.1 thru 3C.4 Building"C"2°d Floor Beams 2C.1 thru 2C.42 Floor Joists 2.1 thru 2.22 Studs/Columns 2.23 thru 2.36 Stairs 2.37 thru 2.39 Foundation Footings F.1 Lateral Analysis Lateral Loads 3.1 thru 3.6 Building"A" 3.7 thru 3.19 Building"B" 3.20 thru 3.31 S,SR C T UJ Building"C" 3.32 thru 3.45 17 \N PROA-p City of ;gard o A rove Plans t B 4i.";:' Date 16 4• , � OFFICE COPY 514,,10 b. EXPIRES: aw [��rj DAN GREEN FILE NO. SHEET NO. 1.0 ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT Gravity Loads Roof Dead Ld: Sheathing 3.0 psf 3-ply Felt 1.5 Asphalt Shingles 3.0 Gyp. Ceiling 5.0 Trusses 2.0 .Elec/Mech 1.5 Insulation 1.0 Total Dead Load 17 psf Roof Live Load: Snow Load 25 psf Mech. Well 80 psf Floor Dead Load: 1"Gyperete 9.5 psf Plywood 3.0 Gyp.Ceiling Board 2.5 Floor Joists 4.0 Elec/Mech/Sprinkler 2.0 Insulation 2.0 Total Dead Load 23 psf(Common Areas) 20 psf(Units) 10 psf(Decks) Floor Live Loads: Units 40 psf Office 50 psf Decks 60 psf Commons 100 psf Storage 125 psf Exterior Walls Dead Load 12 psf Interior Walls Dead Load 7 psf Lateral Loads Seismic category: D Wind: 100 mph(3-sec gust)exp.B Foundation Soil Bearing: 1,500 psf Concrete Strength 2,500 psi Code Used 2012 International Building Code DAN GREEN FILE NO. SHEET NO. 1./ ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT PROJECT 2s \ p \ -.)C *1P O \\ •` 4 '_ , ..... ,17 'ri \I r.1:0/k.e_ -- ,..,,,,..,,,,,,\ \ _ME% I dA:. lit --•=- 4s--- :Ili,. v, vt,,,,.• i * ii��: A o_,A >0411:--- - - - �9: ,.'", I790 in 4\ iI:!,I ■ c ■..._•. -- - �� AEI 0 SHEA T. RA% Sue lyob°l OStr Coinfly 14An4A. Loz) SR- 1400 -QAT etlA \-1 t to" L)z L/i CLlZ+ 7rl . - 2zs pd \L.� loot, 4_ ti-,- 4" 7 .; " a6.7?z 1.2-K ,,,o a 4 •w a YO r 6f G da. s S' '1-) v- JVIa, t,G, 1t I. Y T. 14'S wk 6> 37s CL F3 v I OF-_-) ?C(.7-3 p > 1-)3%.` Wt. KC (zsiZf-•z1 -� -11.- t..(= cJ,-, ,t--(.,,-/-,_,_ .1..1, 22�r°� z� 5.1c LJ � r,, -2.4Gok (�-,z 75c�' `"fin, 125o1. sd 645. e•kcoxec9 /'F1•L3 2'• t) LA3 Spy, /114." I,)1- `/S-(2-tiy+- 2) _ `12-o e� \IM _ Kikc7 6 ,. U903 ACT, 2,1,.3 g ■ 3 5'/es-9 0,,, 6,tem „'-,,.. 159,3 1. b' -7-' 3rr ,NY !IZ ,5-1" �rz-�3 CA- . CF(e ,,S (2--y F-041 foJ3� .A K P(6T) P 2Z'13 If W ? 4C(6/2-i-2,17 ZZS i,F Ocs t.“ (29/z4-z) s -7Y3 ✓� z� K` �� �'J,,,z z�sb� R�z ZB/off MM E c32F �. � AE } 3,33 0��* ' a �'., 2 d , �31 zero l�ct� S11(7 � s -7otooI s a7 (t; C d 2 Of)\ teAs 4etb (..'o` LJ > ')k3 eJ 1, gil \I p.., . 2 22 3 Y ,NIN. . 3 3 k u X3 -2Y-5 Oa. , .GfSQS k N‘c.. 2. (16/5- I k .I-'• /y L d 2 ,/o„ p�7-s,� 1 ( 3)-2x-F3 µ Z0 DAN GREEN FILE NO. /V) 6D/ SHEET NO. /A Z ENGINEERING,INC. DESIGNER a Sio DATE G/2.._7/eY SALEM,OREGON CLIENT 80x10-Qa✓Ivy PROJECT Ti i,a,ti� (Z.A 6 Spf..) , 6 1 o" Ww 4T L ut - z1. 12� p,./- Jran z (.,-)s- '' 0 7 s '' .1 1 o 1 1. #- ■aE3- a- C,,ct, y,--t,7 .( ,/^I a 1:21-2.- -g lea 3001 , 2-1toi.w -T , 9s Az ,c)Y` � * 2 Ofi... (IA-) Wt 4S Ala} ? z Zlv etF 01, 4r(Z4lyt2-) &,3, w Wt (2.a (2 tf- 'UM' (3 90 A M a gil . 14- d6Ts /,to2,vt0 g'W3 t ` 3' Gu (l- !Lt G2-)-7-0-- td z rr DAt, SPn.1 • 17` V ` (.J)- YE-( 2_is/2,+ z) . `12-, o_F A.J,,,, , G,.300 ,, , Z'7 s b 3 '` " QLr s /,s-2.-r-/c> 4 li 1 5'/e vtZ.- Jo..?. Wi,tla LL 4 x `L`s-LIo *.t T- z 7381r4 6-.- /.i fi • '''/gt/ 6-4-' NO syU.a S1l09-(3t1t T , /DC-7 id-)4 d ' .wt," 7 012...G t CS`/e. x-l3'1y L2...t.tF-00 G>,L3_) rLN5 5('n-J - Z's`L ` t,J N,(L(22{- IA .. -2_2-s- pi- \L--A Z -2_,(2,t-0.4 a ✓V.1 1 SS-11- 1' W Q C- a /•V-4 5e-t o 9 ia .W 3 5 1(G. ret-Z \-)a, )\3t6' Jvc- , `Z"1 519 '' ` T'' 7381~4 /Sa /./b` A9zciy CS1(0)`-12-(2.-(F-0u) Ca✓) DAN GREEN FILE NO. /Vo&0/ SHEET NO. 3 ENGINEERING,INC. DESIGNER OS(, DATE 4/2.,/r4 SALEM,OREGON CLIENT Qora,v-eo rvo.c. PROJECT Ti c a- A.', 3`0` cu a. tf,C3 'S.22-) (NJ- JM z 12- 2 "`sz 9z.4 dLt (2-) )e- Ja z 3003 `"mac z Z7 to . z > 9A a 2 ,01" 7■4 r-6 L4' 2 O Fi... Spna- G.` 6' LJ ,e21 'ptf JMz 'ZL{Coso. z 3695 z.K v-to 'W3 C31`? e u _ a y St75 '- � � /Y i d s r 11 �C�$Z G.. - )e-e 2- .06-) C2-c-XL Jrr � Z3�-cn ` " z 35101. '' pa io-1 .0 ,w3 C3)-2x6 4, z Ar-_-) eOar) ‘4- L'12.+a) , v -�2�/ �y.4 , -12.0 p,k e_, 3s5-,� " ��zJr� 1.(99011 r�tn.z 1�Z77 ' atrrz y,9C, 'w3 5 v xtv`Lz Tz g'? /S T6'. 13` C "& io (2 (4F-vt-r) Gth_r DAN GREEN FILE NO. / ito co 0 1 SHEET NO. VA Y ENGINEERING,INC. DESIGNER 0 S v DATE (./L-7// SALEM,OREGON CLIENT (30.1••)C4-r x4..2., PROJECT T7 A�� RAN Spa,.) ti // 'u • ys(2-4 1a+ 2) 'lac 3 ,per . V. �• ,QEr7. Z.4rt1J � '�� ' k)/A,+ 4 0 e'1 • II 2 % ,'" T. 31( , A2 ,4/ii i=-13or &ifex9 1:2-,-/F -J41 G.13_ VI- I Plb,) ? : 2_.231 w2 4-x-04.97-\ z /001 /'" 1.)i% c/S-C3s,7 - 794 r� fiiiiji9.' V.„, 'Z2l0 Y (12 Jim,' Z.%2-0 N M1 ZNz0 i. c Aer, 3.co, €0 # '6,1 WI CZI-'Z-,.2 tic.. , "1,5-- 2(' /4-%-a., "L') r0 1` .F• ii- 4 ' .U 2-` 3' (L 01 G:2-1-7,-6 v G:2-1-7,-6 2 oFL .1klb P Ce Leo) 1 , (p outp l' 1J64` 1 1 0'1.0'. (S TS 1/- 1^-)s4,- 2-6C9 hL I It 2 (J- 51 PIMIMIIIIIIIIIIIIM _ 1J -i-1 S We tot R- I- S rn. - (o` o` G./ , c./s-C 3q,/2) z s 5s- %of ink. -, 2-Sbc ''- v`'4. ,. 38y6 1. # ilex 2.S,zio71d '(A.0 (_')- -?_>, ,e uG Y SOS mac. K 6-),— I ` u .7'. /,(2.. 4 . ,it "z 7 y Gv--z-x s fr z 4/L) DAN GREEN FILE NO. /t`e)C o/ SHEET NO. RAS' ENGINEERING,INC. DESIGNER OSb DATE 42/ZV/y SALEM,OREGON CLIENT ao,,,c..veJ vtic_ PROJECT 77C.,a..,-cA- Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi:com 503-391-2309 Printed:27 JUN 2014,11:54AM Wood Beam File=c:\UserslGreenIDOCUME-11Jobs120141140601-1lframing.ec6 ENERCALC,,INC.1983.2014,Build:6.14.1'.28,Ver..6.14.1:28 Lic.#: KW-06002943 Licensee: DAN GREEN ENGINEERING Description: RA16 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1350 psi E:Modulus of Elasticity Load Combination!BC 2006 Fb-Compr 1350 psi Ebend-xx 1600 ksi Fc-Pril 925 psi Eminbend.-xx 580 ksi Wood Species :Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.1 Fv 170 psi Ft 675 psi Density 32,21 pcf Beam Bracing : Completely Unbraced D 8) i D(0.0681 S(0.112) i 5 8x12 Span=10.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D1=0.0680, S=0.1120, Tributary Width=1,0 ft Point Load: D=6.0 k 0,5.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.930 1 Maximum Shear Stress Ratio = 0.382 : 1 Section used for this span 8x12 Section used for this span 8x12 fb:Actual = 1,252.17 psi fv:Actual = 64.86 psi FB:Allowable = 1,346.64 psi Fv:Allowable = 170.00 psi Load Combination +D+S+H Load Combination +D+S+}I Location of maximum on span = 5.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.017 in Ratio= 7200 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.170 in Ratio= 707 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values SegmentLength Span# M V Cd C FN C I Cr Cm C t CL M fb F'b V fv Fv D Only 0:00 0.00 0.00 0.00 Length=10.0ft 1 0.854 0.335 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1535 1,150.55 1346.64 3.28 56.96 170.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.854 0335 1.00 1.000 1.00 1.00 1.00 1.00 1.00 15:85 1,15035 1346.64 3.28 56.96 170.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0354 0335 1.00 1.000 1.00 1.00 1.00 1.00 1.00 15.85 1,150.55 1346.64 3.28 56.96 170:00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0:00 Length=10.0 ft 1 0:930 0.382 1.00 1.000 1.00 1.00 1.00 1.00 1.00 17.25 1,252.17 1346.64 3.73 64.86 170:00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.854 0.335 1.00 1.000 1.00 1.00 1.00 1.00 1.00 15.85 1,150.55 1346.64 3.28 56.96 170.00 +0+0.750L+0.750S+11 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0:00 PA 6 Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:27 JUN 2014,11:54M1 Wood Beam File=caUsers\Green\DOCUME-1Uobs120141140601-1\framing.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.6.14.1.28 Lic.#: KW-06002943 Licensee: DAN GREEN ENGINEERING Description: RA16 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C 1 C r Cm C t CL M fb F'b V fv Pv Length•=10.0 ft 1 0:911 0.370 1.00 1.000 1.00 1.00 1.00 1.00 1.00 16:90 1226:77 1346:64 3.62 62:88 170.00 +D+W+H 1.000 1.00 1.00 1.00 1.00 1.00 0!00 0.00 0.00 0.00 Length=10.0 ft 1 04354 0.335 1.00 1.000 1.00 1.00 1.00 1.00 1.00 15:85 1,150:55 1346.64 3.28 56.96 170.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0.00 0.00 0.00 Length=10.0 ft 1 0:854 0.335 1.00 1.000 1.00 1.00 1.00 1.00 1.00 15:85 1,150:55 1346.64 3.28 56.96 170.00 +D+0.750Lr+0.750L+0.750W+11 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0.00 0.00 0.00 Length=10.0 ft 1 0.854 0.335 1.00 1.000 1.00 1.00 1.00 1.00 1.00 15:85 1,150:55 1346.64 3.28 56.96 170.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengths 10.0 ft 1 0:854 0.335 1.00 1.000 1.00 1.00 1.00 1.00 1.00 15.85 1,150:55 1346.64 3.28 56.96 170.00 +D+0:750L+0.750S+0.750W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.911 0.370 1.00 1.000 1.00 1.00 1.00 1.00 1.00 16.90 1,226.77 1346.64 3.62 62.88 170.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0:911 0.370 1.00 1.000 1.00 1.00 1.00 1.00 1.00 16.90 1,226.77 1346,64 3.62 62.88 170.00 +0.60D+W+H 1:000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1' 0.513 0.201 1.00 1.000 1.00 1.00 1:00 1.00 1.00 9.51 690.33 1346.64 1.97 34.18 170.00 +0.60D+0.70E+H 1:000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0:513 0.201 1.00 1:000 1.00 1.00 1.00 1.00 1.00 9.51 690.33 1346.64 1.97 34.18 170.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+Defl Location in Span D+S 1 0.1696 5:036 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.900 3.900 Overall MINimum 0.560 0.560 D Only 3.340 3.340 S Only 0.560 0.560 D+S 3.900 3.900 OA • tL it*� 1 — — — >m R 1 II o © . 28 \ p — — — -- — —I. -O 1 ■ow1amiti■,m .adl i i ' a I i j I i - � i i ' T -1.4 0 ve.1 i � I I \ iJ ,i..r En 0 CO 11 IIII2 quill. 4) ID ® 1 ,- . , 0 ,-.1-1 ,;;Ifqg .!)..,:,„-17:4;f4,7,..1 1-9 _._10....,, - 3A-, . ‘,., 40-........- ....e \----- fl' „,„..,\tv -‘,, , 4..: Ale ),;*;;: \ , 0 , • 41,1ek' '' IT mr. mg! _.1 'Is*" :mat i Fiet I ca"[±1" 1 7"1".,_ t..2.4 3 : c)44‘ °I<': \A -‘1 . 13 _ ..es.). -.:W .,*Ii( -...4.\00., \ \ --011 :11 ilk i �- .. 3bZ° t ,: Irl' 3870 .\I-,_ : / +,� / ,; \ lik 131 IJ ).ti��i�'■ : .c36A I ILi !1i �. /�i ���i�'—•'�i■C^7� '`i� �!,� `i l �/ ,I. /' . � .•- ® ire o eo .30,,0 , , ;/ 1 . 3at� ® r 3417 �- ;�: I 1!&t1iL ![4.11011, I 1 ii — sa Ir■ a i r 1. i 3A0 ���' 1 7 6 !I 3pr3 ��--J _:_,, 3ti 3 i .�.. ''.�� �s w 111117==I- Viii. v 1�!11111: II. / L—I- r _ ` AL! _ it ---1. /�- I lI I--- -':��.—_ II (��� ``A 3rd �a�R-- .ca I 0 4e.14 SNEE.r 3A1 _zit* l�1O Cor bS (014.-)11y 7 4,Ai (044 S2 I4.1oss4 S 3R\ -SpAJ-- 1z-`o" GJ= ((mJrioVJoh.. a 'Z/o PLC" � UM. 2 4-2_ c2) +N\,, z 3l FSU I. tt ats q,8 r0 f (0�8 Jaz 4�lce P'`., SPwi I-If 72 /93 to Az. `o ` w= GoC3'.'71-14. g 4), / J oS 3 A Jh.2- 3159 iMµ, 4139 " aLT 3.on y-10 , ro 4991 Mme , (ooBr✓ �' r . Z9 Q z •p7` 61s_7_, to Z at..) 3n3 Spn� 3 1/-1C//t)z /31(0 Ptf isLe6 1` 4( Cz�_ Z y-g lac z 2ca« vim. -- Z 35 6 /. C(2.1_-L,Le P. 2_ .) 3 R%-( coo(,))_ Cerra ) 3 s. PV- //3y K L /73/ i. li ACP /,i 5t/p fd w 3 /S " r ( L�- 2xe Cz1-Zr �' �- , v7 3AS Spn4, 6 'o` I„J , ��CZ,/0 ' 12-3 � '�L� z /IC a 61- r 1„ , s -9 << Fl Qc� 3 �( ec r o�fJ � 2 63)- 2 > r l�� x-1991 S25 T� 2S? < o +lam° G,U C(.3 _ 2 ztF1-_ DAN GREEN FILE NO. /`-/c coo/ SHEET NO. 3A Z ENGINEERING,INC. DESIGNER 0 Si, DATE 612>/r� SALEM,OREGON CLIENT PROJECT 7764..&0_ 3Ab (.,to` L-, • [,0(.331z -k- to% - /o9 PLF Jr. 3294 Mrr. a 44%-tt t. de-= 3,zv • a .,o%1S '` ` T 29'1 4 ,01" U' - Zv cO Vag �QM') t C31- 2yto 2 tJ 3 A Spisi , ro=v" GJ -1oeOIt-)+ (0,3C f Log /o% fcf- c1 t - A S -3A to) (L - A8 Sent z 1+ 1JC 7/2-1 9 9 S- OLT Jr., 1(.03 Yn . 1111 1 '4 At= z x,55 t C:2-1 k /�a� Z35b t. r � Pf- a : , V1za 2- C.gs) 3Aq Jr-- 1E9(04- 11,4,. sset. 4 E r /,91 )t_l D t` tt r, /9_1 too d.-= .(oY �(ZC03 to , Ja = 1-16-) * 56ot 9 1 �fw� >t3to L..)- t23 (11 -.■Is p.F cJ, C%4- etiP Li- td t } 9�0 Y2-0-4 1 Sio ✓inn, Zt 4o t. Qt=t2 /,93xt0 , 3 LZ� • ZV-lJ Jac 3331 Maw 3S29 '.a T. 19% 62 ,0(� 4 e?‘- r o 14 2- OF):) DAN GREEN FILE NO. / /00 ( SHEET NO. 3A 3 ENGINEERING,INC. DESIGNER DS to DATE to/2Ji t SALEM,OREGON CLIENT l3 0_t rwe A!7-‘) PROJECT 77 t; of 3t.1\ . W-10(_"D'97.-) .2- 3Cc 10.1- -1 6[ $ J tf �z Ib'10� (lAt,, 'Zs53oy „,. toQicl 6Er Z S.SoA-to k''`-''3 (9,4 \Z Ja: l(b% ` ✓Vida 13(03% •) 4 7,. 69") '..)y C(n)4 t-1- it I af� 3C3\Z 1,j , (ov(-7'%72,,, 1- /0 (312.)4-10g -q3`4,1f i.i,, 6,0C3,Vs.1+ 1002 +toS 2 (/5 Of ( I t �1 (13-o (Z,-J \ c ,.A,^ = iv L. i. v 4 er . /.5t tiro -K '— W Ell N '+ '1 r,cir A. ,09a'z f- v e o.4 -LA-11 � 1!"`c, L'3 5 t,�. Gr (L1 G9-1-2,-a 11° 7- 11F1.,.) 3131_' _ (..� ' (go (4i'z 1.- \Z,,, r,� �' a �,c�(3`s/2\ 2 /140 fL 'c 5 W Ur 12.i 10,j Wz W3 01,, ( c,C itgl,\ ,. 10� /� (. 3=(�(_2?. 7i) Z e2� 1f- /,, 4 , �—W 4 W,.,( , 6 v (_„(')..) y 5 0 Q(F v ,,, A, Z9.i' (2.."1/A 2. 15b904 (21= IZ37-- 4 1� /0�5Y�S-MA, (Li 6G - T /,(,4 v-tO to fl 'WI J 4 - �,°�/.c� z.r �. . Z4yvt� `� v>^a, !!/ 3�5 j- 1` ��'� X753 ra'' d2 /' 34 = 2�S Ce. 3t'Y A-zl 0-.4r- v• ) Co v3.) , DAN GREEN FILE NO. /YO Gv / SHEET NO. 3A y ENGINEERING,INC. DESIGNER 2)5(, DATE Vz71/Y SALEM,OREGON CLIENT Bo N aa_,.P�-un4_ PROJECT T/GA.,-,A., 36ty_ sea- , Z36,` VM Z 1 2“4, ►f�nnz 114v7 I /JErQ ?,ro si-i09 E1 3 v-le Jo. "2- c6so5o L1253 14 '1 dZ ,93 .3 C6336,, ..IP (ZNF-oti) G4.) 3(11C 6pA-I 2� �' 1..1 : -m (1.10 , 2r� ,per Om- 1- Z tot 1V\N 14t4 9-) . A e r z I,N N A i o 9 r•( S ,.ho'IL Jao f?i(oro4- 2" yQw w" ,(412 P`fr N L,- No f� ire,is L 1�Ss tA4 4 n /,otwv G(,o C1L GI (z'-tF-o•,S 624 -3(3tto Sptv%)s IZ'o ` &0(.1/.17.2.) 4- I21(1/2_12 9S O Af- t_ 8 7a s 112 Cr L 2 S (.7 •I-) 3 'Vie/ rC', \-) -z 9LAD0 ' .. 7", ISO /64 „of 8e2 Cnte (Zyr;•u,-.ta c ' 361'1 5p,,..) L, .• LJ , gsv P CAs. 3111 to Sale 0-S C-111.-)-2. H3\ („1Z) , (0„ ecf- I �� jt„ 1IZo� �/`1tY.zYLI$S r 6t:r Xto rf' • 3 st- / ✓ V v Y ti 1.-f ISO lea= k&t)0D tee.., y4 N3s— 14 1' 09y Q� 1,z`') zz.L ,041 S � ` 0.16.d r a 2-y(0,I d z.1")` _x/3,0 u_ (931y0 r5 CzyF �,J i,+�J DAN GREEN FILE NO. /V0(w/ SHEET NO. 34 S" ENGINEERING,INC. DESIGNER SQ, DATE 613 Jfic� SALEM,OREGON CLIENT I1o.0 PROJECT 77 to 30:.19 (les--1-a 1' (..4 G,)- 0-q3'72,4-1) ., 33s I^cf- 1 JM y \/tat ' 'e"k.. L 2.3142 I• w A er a 2.—t-0 r p. 4 •W 1 C2.1-z�-,,7 J0. , 23j ' �a ., 3 519 ,' x ,_ me lay 41 ,V5 4 G2-1-2.4-to N z 7F1- .;62-0 41 1 I 2:0 f.J s (90 (1cZ+ 1) 2 SIU (J (..)i a (�(I7. ?2-• ,-r) i SBS` ',l- id i z 81%0 Rod„.„ BkNf o N MA,1 (9Od)17 1.K deer Q.&„,094.,,J-3 " 3 � � � b��� �-rg az \q�t.�to '` +�. �s 47� r� = Z 28/,.a" Z9 V- V--I A t /'6".2 221 L.-r- NS L S 3t,.,F/e ., 4 25 3 d 7 /,Z Z" 12-71, c,(e._ e:Sitite. Lzur-L1 C4. M-t-, , 3.i I5,s' Z. - 3 311 r� (�:. If c.c. Z)0 ) IA z(k1 / v v u (L z Z5,- 9'�VKz. 30904 `�'1ti.,. )9631,'. lP ACT .. /. Z,i,o #7.1 zr.s I .1 (L, R-t S`/„..IZ Jo. 9eie04 IMa- 2.- SS-1 I- 11 r - 73 � 4)1 d z /,Z Z" .a(0 1 Z 4-r- A4 yswcL GI/ V-t 3`rz T > /o / «'" 4 ' .S10' - a,.,i txc.- C ' -' - (2kF- o(-1) 6k,c6 1a2-1- P L3sti1� 'I'Z 2,15-)ot‘ 2- /o 4- c (IN-IA = G'Y S t•( 1 ' -'tirz 43`(o'� Q11 2`IZ `` 02 K yB t. �� z 3,0),--/-.-0-1-ii,t-i 3 � bi-7-t ry U z H44-) I' sivvo... (oo8t I' 1-y Z9, d 2 ,o(-2`" 2. I1-1 C3\- 2 Y-r0 1` Z 4F' DAN GREEN FILE NO. /'( C?I SHEET NO. 3/14, ENGINEERING,INC. DESIGNER n S6 DATE 6/.20/0e SALEM,OREGON CLIENT 'Q ,1c- -w--Tv,,.e._, PROJECT Tt c>A.a.e.k- 31'-2-3 P�3QL'� 3090 w� lOS 4- tpv( t9+2.\ z t0.15S IC 6111111111111111111P Co4t 41.7.- v�� t.0 rs 393 4 = ,01 " to G,4,0 * I C.F1-_,) a;),. 1 (,1� 0(2'10 - io toffs z Qoss , \ W♦r v ,�z '2A5tro4 '(z,2Je., 196o t(3 S6 �. - ACT �- z,ssk �eo�# •(13 ( 4 ('31- 2y- vas (-(49 ise.) z9-) 4 ,cat° 31-2r-r0 6112-S W LZko/ t. 1,) C`{( -\ + I o /o ids 1,p J v.,31 v.,31 1 -4.1 zv 4rv1 -1- tv z II o3 f 167-a C(�z ISSOw �1'U At v`'1s,.� I144 ' di-f /,9B )4/0 -PP•C.13 L�1--z 7-e Jc. t t +.Ac. z3sb` r. q <1, 2 ,o(3` s pn,, b` to- t--) L,Q CZ I l 1 l i ;0I- 1 I Zloo PJ •JM 31 "IAA xSlo70 bt © a a 3,to7 St/off ,w3 L3�- /0 Jo. , tilts, A^a. eaC)Ss I. 291 = ,ozs G.31- P- -2- DAN GREEN FILE NO. JYO w/ SHEET NO. 3A ENGINEERING,INC. DESIGNER 0 c 6 DATE (/.aua1 SALEM,OREGON CLIENT 60 Ne, 7v PROJECT 7) au�e 0 ____D L.•. .u,�u _- . f ■ I i� © 41___I Jr - - - - - - - - - - d el 0 O 28 I I I �o III :o_4 -6 0 -- -I.-a '- - _ - - _ \ �1 ------t-__*__-------- �, -----®--� I \ I II nn /'` H :. 7 I:rn 11 6�'� I r L�) I On 19 ✓ �\ riiipl*:1. E:glia. ___/40-------EV3 . 0#: 0**''''' \ -'-- \■cia go r-- --; .'v \ r___11. 1101, i. il \ _______,---- \\11,,,,,iiihik li„.. ., ___,.„... ,. . . .. ..., \„„._\A • 0 0 cr., ii. r, e.3 pal mil m -.\\ tio% *cm- ,4: l'■.,:\-\:"- -s... * r___ li 'w�Q�.1. �� "...II ,,,or �� ._ c,� •.':� ' .1011— --- - .lJ,' �-i , it l �I :2 .y i./ -,; ��`� �,`�� /243 �„„ _ — �;r i1 11 I} i;1. ., •..% \ _ / 0_1.'1. i — i��i • � - - ® _o 2Ab �� `='_ �;% \ a/ V°," / 28 143 =='gC7i.� . NI.- "iii tli t- ►i 11� IB I. ZAh r II \J'l Ai ii- 0,,41- ."� �V 1 1 /1 �.. OPeitl 1 IC:"-=9 I I CI M 4b w-- _ [J *LJ'J.4, % Q • I I---H.... .1_'1 I w W`• `A 2 4k fin- , O 2At 5uee; 2.4 t . 3*`� 3)&11 i•-(0(.01 osro SP� Wt..) a A 6,00n- kti !3EAµs ''- �13�1jY 7 ,A„.a. 1014 S2 HJOsiz% too p nA4.) • Z3 �" w, (o 4s C 2- + [Go L"!v),-'1 a C-17. \ 2. F.n.s S to J'`F t6 1. ;�bt 1, 14 .L(Ql� ,,,r3 ,. \a`-i 5 s z �I X131 to oe km.1-1.2`x,_ Oa z 3l sow r Mo = 1.0 9 3') 1` $3ob (J'i 6 z ,")( =‘1-73-)0 C3114 y- 0-4F- t+1 �A2 Sp W - ((DI. CI-) 4- (ao1,)(,2,\ 4- 4 C'°/1.1-.- 2. 5-6I ti LP 1- . dG= ►, 64 y_107 .W' 3'lfJ x 18 lea -, Ram odkc. 0 I. ` 2 , 151c , cob, eltiov-te (2.4p-uw‘ &.4:3 �ZA2, -p, 16-61‘ CSC- !U23` Lc., > 2-Ko 4` .-2 10 CLA + ZoL6I.2-1(.'! z 3-to P� W t.�.z c{o �!L)Lti)1 Z)-tc) P.F Z 1 S(, p� I' //•.S"' (Z' PI W 1 , 7. L►'7zl 150 °Lf-- 360 p✓= Pcf-- Sao et_f-- AJ - Svc exz -� -2-A Li ) p L(21"� p,y Cv Pot. `7.0(4(a SO 4 Ps,_ eya w' (v 2f IZW ` IDt -) I0(0I k PSL. I1L11 w Wt /M����11 z I l\ PSG I$3 3 L (13 6t,• °60.1 i- -1-4300K-1-‘ I-I Sb t,f- Wu- KU C,(0)0--S 00 1'\ 11.c1 (L-" '11 1..31 1000.1 z, Cro+ 15 , (A7 3(,)PS- Ww- ' / 1/ 1 L (`p)/,p". L 91.z 1-) us-)+ 21(. + voL2.4, = ��6U/✓' I.J3�_ L 17: w7.0 Pte' (-)3 4- 1-1 + La(_33•r) i 13.53 pi- (33• Z8 LZ").,7 s. 7.5u DAN GREEN $per ��, ,,,, s�,�,,,--a FILE NO. /p(c)L c) / SHEET NO. 2- ENGINEERING,INC. DESIGNER 1 se DATE 10/3�/"Y SALEM,OREGON CLIENT JN'��1 CcJti u-- PROJECT "n S Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140801 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:30 JUN 2014.11:24AM WOOL' Beam =c:IUserslGreenIDOCUME-lUobs120141140601-11framing.ec6 ENERCALC,INC.1983-2014,Build:6.14.1:28,Ver:6.14.1.28 Li c.#: KW-06002943 Licensee: DAN GREEN ENGINEERING Description: 2B3 CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination IBC 2008 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-Prll 1650 psi Eminbend-xx 930 ksi Wood Species :DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(1.023)L(0, 0)8(0.420) D(0,150 L(0,30) Dt0.2(O�L(0,+0) 0(0,370) 0, 0 (0.0860) 'j' * t+ �+ 3.125x 3.125x18 Span=1.0 ft Span=11.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loadson all spans... • Partial Length Uniform Load: D=-0.370, L=0.240, S=0.0560 klft,Extent=0.0-»1.0 ft Partial Length Uniform Load: D 10.150, L=0.30 k/ft,Extent=1.0->>11,250 ft Partial Length Uniform Load: D=0.270, L=0.540 k/ft,Extent=11.250->>12.50 ft Point Load: D=1.023, L=0.240, S=0A20 k,Starting at:0:0 ft and placed every 0.0 ft thereafter DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.213 1 Maximum Shear Stress Ratio = 0.215 : 1 Section used for this span 3.125x18 Section used for this span 3.125x18 fb:Actual = 511.91 psi fv:Actual = 57.00 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+L+H,LL Comb Run(*L) Load Combination +0+0+L-1+1,LL Comb Run(LL) Location of maximum on span 6,039ft Location of maximum on span an 1.000 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.045 in Ratio= 3097 Max Upward L+Lr+S Deflection -0.012 in Ratio= 1960 Max Downward Total Deflection 0.062 in Ratio= 2217 Max Upward Total Deflection -0.016 in Ratio= 1530 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb rb V fv F'v D Only 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.047 0.141 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.21 86.35 1850.00 1.41 37.48 265.00 Length=11.50 ft 2 0.064 0.141 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.17 154.11 2400.00 0.81 37.48 265.00 +D+L+H,LL Comb Run(*L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1:0 ft 1 0.047 0.212 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.21 86.35 1850.00 2.11 56.17 265.00 Length=11.50 ft 2 0.213 0.212 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7,20 511.91 2400.00 2.11 56.17 265.00 +D+L+H,LL Comb Run(L*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ZA .3 Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon.97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:30 JUN 2014,11:24AM Wood Beam File= 1Users1Green1D000ME-1Uobs120141140601-11framing.ec6 ENERCALC,INC.1983.2014,,Build:6.14.1.28,Ver.6.14.1.28 Lic.# : KW-06002943 Licensee: DAN GREEN ENGINEERING Description: 2B3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Spam# M V Cd C FN C I Cr Cm C t C L M fb F'b V fv F'v Length=1.0 ft 1 0:060 0.182 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.55 110.24 1850.00 1.81 48.30 265.00 Length=11.50 ft 2 0.171 0.182 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.78 411.04 2400.00 1.81 48:30 265.00 +D+0.750L+0.750S+0.750W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0:070 0214 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.82 129.44 1850:00 2.12 56.60 265.00 Length=11.50 ft 2 0.057 0214 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.91 135.79 2400:00 0.86 56.60 265.00 +D+0.750L+0.750S+0.750W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0.00 0.00 0.00 Length=1.0 ft 1 0:070 0:214 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.82 129.44 1850.00 2.12 56.60 265.00 Length=11.50 ft 2 0.168 0.214 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.66 402.16 2400.00 1.83 56.60 265.00 +D+0.750L+0.750S+0.5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0:060 0.182 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.55 110.24 1850.00 1.81 48.30 265.00 Length=11.50 ft 2 0.171 0:182 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.78 411.04 2400.00 1.81 48.30 265.00 +D+0.750L+0.750S+0.5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0:00 0.00 Length=1.0 ft 1 0.070 0.214 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.82 129.44 1850:00 2.12 56.60 265.00 Length=11.50 ft 2 0.057 0.214 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.91 135.79 2400.00 0.86 56.60 265.00 +D+0.750L+0.750S+0.5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.070 0.214 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.82 129.44 1850:00 2.12 56.60 265.00 Length=11.50 ft 2 0.168 0.214 1.00 1.000 1.00 1.00 1.00 1:00 1.00 5.66 402.16 2400.00 1.83 56.60 265.00 +0.60D+W+H 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0.00 0.00 0.00 Length=1.0 ft 1 0:028 0.085 1.00 1.000 1.00 1.00 1.00 1:00 1.00 0.73 51.81 1850.00 0.84 22.49 265.00 Length=11.50 ft 2 0:039 0.085 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.30 92.47 2400.00 0.49 22.49 265.00 +0.600+0.70E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0:028 0.085 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.73 51.81 1850.00 0.84 22.49 265.00 Length=11.50 ft 2 0:039 0.085 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.30 92.47 2400.00 0.49 22.49 265.00 Overall Maximum Deflections•Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Deli Location in Span 1 0.0000 0.000 D+L,LL Comb Run(*L) -0:0157 0.000 D+L,LL Comb Run(*L) 2 0.0622 5.911 0:0000 0.000 Vertical Reactions•Unfactored Support notation:'Far left Is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 5.222 2.980 Overall MINimum 0.511 -0.031 D Only 2.454 0.971 L Only,LL Comb Run(*L) 1.741 2:009 L Only,LL Comb Run(L*) 0.511 -0:031 L Only,LL Comb Run(LL) 2.253 1.977 S Only 0.515 -0:039 L+S,LL Comb Run(*L) 2.256 1.970 L+S,LL Comb Run(L") 1.026 -0.070 L+S,LL Comb Run(LL) 2.768 1.938 D+L,LL Comb Run(I) 4.195 2.980 D+L,LL Comb Run(L*) 2.965 0.940 D+L,LL Comb Run(LL) 4.707 2.948 D+S 2.969 0.932 D+L+S,LL Comb Run(*L) 4.710 2.941 D+L+S,LL Comb Run(L*) 3.480 0.901 D+L+S,LL Comb Run(LL) 5.222 2.910 ZA Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140801 Salem,Oregon 97302 Project Descr: dangreen@wvi.com 503-391-2309 Printed:30 JUN 2014.11:29AM Wood Beam File=c:l Usersl GreerADOCUME-1Uobs120141140601-11framing.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Vec6.14.1.28 Lic.#: KW-06002943 Licensee : DAN GREEN ENGINEERING Description: 2B4 CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2006 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Pril 1,850.0 psi Eminbend-xx 930.0 ksi Wood Species :DF/DF Fc-Perp 850.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32,210 pcf Beam Bracing : Beam Is Fully Braced against lateral-torsion buckling D(1,3sInt, t!x(0,77) / J D(2 046)L(0.48)8(0.84) 0(1.061)s(1.7.t 8911 LLQ.8418(0* f.113)(1.833 + • 0( 4c4 0,481 + D(0.8366U0.4e1 + ' ;3.125x 3.125x18 " Span=1.0 ft Span=11.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Point Load: 0=2.046, L=0.480, S=0.840 k 0 0.0 ft Uniform Load: D=0.4560, L=0.480, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: 0=0.6360, L=0.480 k/ft,Extent=0.0->>6250 ft, Tributary Width=1.0 ft Uniform Load: 0=0.8910, L=0.840, S=0.420 k/ft,Extent=6.250->>10.250 ft, Tributary Wdth=1.0 ft Uniform Load: D=1.353, L=1.340, S=0.770 k/ft,Extent=10.250->>11.50 ft, Tributary Width=1.0 ft Point Load: 0=1.061, S=1.747 k IA 6.250 ft Point Load: 0=1..113, S=1.833 ka 10.250 ft DESIGN SUMMARY Desi•n OK ' Maximum Bending Stress Ratio = 0.901: 1 Maximum Shear Stress Ratio = 0.721 : 1 Section used for this span 3.125x18 Section used for this span 3.125x18 fb:Actual = 2,163.34 psi fv:Actual = 190.98 psi' FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+0.750L+0.750S+H,LL Comb Run(' Load Combination +D+0.750L+0.750S+H,LL Comb Run(* Location of maximum on span = 6.296ft Location of maximum on span = 10.022.ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward L+Lr+S Deflection 0.165 in Ratio= 837 Max Upward L+Lr+S Deflection -0.041 in Ratio= 584 'Max Downward Total Deflection 0.293 in Ratio= 470 Max Upward Total Deflection -0.072 in Ratio= 332 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C1 Cr Cm C t C L M tb F'b V fv F'v D-Only 0:00 0:00 0:00 0.00 Length=1.0 ft 1 0:088 0.394 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.28 162.15 1850:00 3.91 104.31 265.00 7 4� Dan Green'Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem;Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:30 JUN 2014,11:29AM Wood Beam File=c:1UserstGreenIDOCUME-1Uobs120141140601-11framing.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Vec6.14.1:28 Lic.#: KW-06002943 Licensee: DAN GREEN ENGINEERING Description: 284 Load Combination Max•Stress.Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v Length=11.50 ft 2 0.451 0.398 1.00 1.000 1.00 1.00 1.00 1.00 1.00 15.23 1;083.21 2400.00 3.96 105.56 265:00 +D40.750Lr40.750L+0:5250E+H,Lt 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.108 0.588 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.82 200.55 1850.00 5.85 155.88 265:00 Length=11.50 ft 2 0.691 0.588 1.00 1.000 1.00 1.00 1.00 1.00 1.00 23.33 1,658.85 2400.00 5.85 155.88 265:00 +040.750L+0.750S+0.750W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0:00 Length=1.0 ft 1 0.112 0.704 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.91 206.95 1850.00 7.00 186.57 265.00 Length=11.50'ft 2 0.901 0.721 1,00 1.000 1.00 1.00 1.00 1.00 1.00 30.42 2,163.34 2400.00 7.16 190.98 265.00 +0+0.750L40.750S+0.750W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.133 0.519 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.45 245.35 1850.00 5.16 137.50 265.00 Length=11.50 ft 2 0.654 0.519 1.00 1.000 1.00 1.00 1.00 1.00 1.00 22.08 1,570.33 2400.00 5.16 137.50 265.00 +D+0.750L+0.750S40.750W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.133 0.709 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.45 245.35 1850.00 7.04 187.82 265.00 Length=11.50 ft 2 0.894 0:716 1.00 1.000 1.00 1.00 1.00 1.00 1.00 30.18 2,145.96 2400.00 7.11 189.73 265:00 +0+0.750L40:750S40:5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0:00 0.00 0:00 Length=1.0 ft 1 0.112 0.704 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.91 206.95 1850.00 7.00 186.57 265:00 Length=11.50 ft 2 0.901 0.721 1.00 1.000 1.00 1.00 1.00 1.00 1.00 30.42 2,163.34 2400.00 7.16 190:98 265.00 +D+0.750L+0.750S+0:5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0:00 0.00 0.00 Length=1.0 ft 1 0.133 0.519 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.45 245.35 1850.00 5.16 137.50 265:00 Length=11.50 ft 2 0.654 0.519 1.00 1.000 1.00 1.00 1.00 1.00 1.00 22.08 1,570.33 2400.00 5.16 137.50 265:00 +040.750L+0.750S40.5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0:00 0:00 Length=1.0 ft 1 0.133 0.709 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.45 245.35 1850.00 7.04 187.82 265:00 Length=11.50 ft 2 0.894 0.716 1.00 1.000 1.00 1.00 1.00 1.00 1.00 30.18 2,145.96 2400.00 7.11 189.73 265:00 40.600+W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0:00 0.00 0.00 Length='1.0 ft 1 0.053 0.236 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.37 97.29 1850.00 2:35 62:59 265.00 Length=11.50 ft 2 0.275 0.236 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.29 660.35 2400.00 2:35 6159 265.00 40.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0:00 0.00 Length=1.0 ft 1 0:053 0236 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.37 97.29 1850:00 2.35 62:59 265.00 Length=11.50 ft 2 0.275 0236 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.29 660:35 2400:00 2.35 62:59 265.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.°°Deft Location in Span Load Combination Max.°+°Dell Location in Span 1 0:0000 0.000 D4L4S,LL Comb Run(*L) -0:0723 0.000 D+L+S,LL Comb Run(*L) 2 0.2933 6.039 0:0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 14.069 16.114 Overall MINimum 1.023 -0.063 D Only 7.385 6.679 L Only,LL Comb Run(*L) 3.225 4.810 L Only,LL Comb Run(L*) 1.023 -0.063 L Only,LL Comb Run(LL) 4.248 4.747 S Only 2.437 4.626 L+S,LL Comb Run(*L) 5.662 9.435 L+S,LL Comb Run(L*) 3.460 4.563 L+S,LL Comb Run(LL) 6.685 9.373 D+L,LL Comb Run(*L) 10:610 11.489 D+L,LL Comb Run(L*) 8.407 6.616 D+L,LL Comb Run(LL) 11.633 11.426 D+S 9.821 11.305 D+L+S,LL Comb Run(*L) 13.047 16.114 D+L+S,LL Comb Run(L*) 10.844 11.242 D+L4S,LL Comb Run(LL) 14.069 16.052 2AG. ZA 0-AM P z 129,e✓,o (ou Ot 3,c— 9-- iss-D' J�,��r._ Z� �J'` `72-02 (.4 41 r h' U 3`/&u.(FJ V� z I-11.34,,, ► ° T . 111,3 @V64-t e p („4..) 2_13,A,0 P z t36tb w� too( . Jz�+ tz.1(1h-) - 9g-L, f.P u fo 3.s (L— "11to� 99�Y OM. 24oLe �.� a'07_ (4.2-4.10 4 6J3 9.5` 3'1 ,0-16 JR 9wo` SLce 44 .- rvka.. � 3»v R- ( r, )s,q ,w'4 d2- C�Ip, B 27 Spy es`V' SL P‘F ,.,z LIO(.03 . _ i,,2- s--,O DAN GREEN FILE NO. / O&O/ SHEET NO. 24 ENGINEERING,INC. DESIGNER SCE DATE 1,/3uJ1y SALEM,OREGON CLIENT 13on!a �edty PROJECT 7)v.a �c. s 1 — _ ' �._ 1_t� 1,kt awl L – L T 0 0 e.t—.: . J) 14 15 16 18 0■r� I ;ID 0 1 _____, _ -_ , 1 I 1 1 DI 0 _ - 11 I 1 I p ---�----- , .If 7 -f ;: ; I: ;1st ii � 0 I I I 1111 I � t l ID I1 I ..��� tt,gr' °I ' I R�3 j I j 21 € \J I .i ;s.=. 1..1111 1 1 r, ' =aim I , ! 1 O ----------- — r��.. I ,---1- --I----f- H.8 I ,� S I I u oI I I j!:,___b_ ...........,‘III ii In■ Q� 1 I 1 is.. II P Dim_. �� I -- - p `x` ' 11 - ___ - 4 e I I , RQY 1 II 0 I I I I © --1—r- - -- — - -- --� I D +- - ------i- 1 iL - li.. r$111. M I I I i- - f ,; j FpTJII. .1I ' ■ o 1 1 I 1 1 I -:II LZ - ;�� 1 1 jl , -I--- ------------1- I I I ,•..1.04 �i , I 1 1 1 1 1 I 1 I 1 1 P 1.---' III i■® o , I I __r_______ I a) -br Br 7 o ili ii - , ! 0 I I I - --, -] 11- I I t •'; /,-t��., I 1 i,Alm _r___________i____j__ - z I 1 1 ir.9FIR '�� ' I, . „, III ! ::141. N. 1 I , r, g a � f I 1 1 bey t1 1 fl 1 1 1_ -_ IS m I I I , O- 1 1 1 t - -_- _ L III � -I----- ----- , I 20 sHe�� aI 1 1 ,� rrll7 7 • On; I I O I I ► ;i.-j=ig. I 1 I I ■_'�t ' 1 �,a Jwotov 1 bf tyfr� I I �_� I , II '1 rr i.. i= J 4.______ V sLT O ----I---4- - ill -. ! • - - -______________f_. ,_ R.8 1 -' t 11 1 T4awt Cog-, SR. NaOSIZ1 I I I IIH$ e I ase I A ' 1 1 1 I 1 0, ide I I INIIIMIIPAN i otamiiii 1 i 14 A I, �. 1 I I ___ii ________________I______,_ 0 II COD l� T�� �I late=-; ; I , � .1 �� sue■ ,. I.A r (2.%1 z 7_1 oc., a , K,`soh..., ,. (011 /f I--),i Lis-(2-1 z 90 "-F- P (6 rj z.o1' ,33f 2 130D V (2,�V,•,' ',2-3a/I V"An,.z 12-SoI. i pEs . Z.(coi-to(a .r^)3 CI) Z+6 k/Q . 4u, s' ,, ti to") I'* Z'. /4th Q . ,p(. 3' C(._7 -- yrie, " Z oft. e1v (C-Le,,) I, ��oY. w-1- Ns(5/2-1 z 1W P.f (IN-- ke,oJ sue.. Itz-of.. M.; 0 MINIM 5 E E toe-r-r S wera- --, 9 P-- P— >_,g3 Sr 1.4 - 6`0" t,.)= 4s- (3°/1.+ z1 z �c.s e-i- J►ti. z '229 S` 4- M .., 14‘41 !. k d Z', 23x 3 LSI- 2 4-e Jo- 4 S 0 c �^a y to',5..- 1. 1c 2-7/42. 1,4" IS ,/0'. ' 73Y Cc3 . 2 P V L O( Spna (,`c,- (.e''^ _—__ _ /oy _z_( C3)- 2,,,e Oa Esc»' - 461a o,Vit, k. T. /y2- 4 A13 %S 3(0 C3,- 25'6 it 2- a F----) DAN GREEN FILE NO. /1/0 (0 O/ SHEET NO. (2_8 Z ENGINEERING,INC. DESIGNER D . DATE v`zv/f y SALEM,OREGON CLIENT &i AJ a r.-4-‘4_ PROJECT —)b 4-A---el., Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive-SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:24 JUN 2014,9:10AM Wood Beam ENERCALC,ENERCALC,INC.1983.2014,Bui 4:6.14.1.28,Ver:6.14.1.28 Lick#: KW-06002943 Licensee: DAN GREEN ENGINEERING Description: RB2 CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1350 psi E:.Modulus of Elasticity Load Combination IBC 2006 Fb-Compr 1350 psi Ebend-xx 1600 ksi Fc-Prll 925 psi Eminbend-xx 580 ksi Wood Species :Douglas Fir-Larch Fc-Perp 625 psi Wood Grade. :No.1 Fv 170 psi Ft 675 psi Density 32.21 pcf Beam Bracing : Completely Unbraced Di) D(0.068)S(0.112) i i $ + , _„._, _ 2 8x12 Span=°9.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0680, S=0.1120, Tributary Width=1.0 ft Point Load: D=6.0 k 0 4.50 ft DESIGN SUMMARY Desi.ri OK Maximum Bending Stress Ratio = 0.826 1 Maximum Shear Stress Ratio = 0.372 : 1 Section used for this span 8x12 Section used for this span 8x12 fb:Actual = 1,112.26 psi fv:Actual = 63.28 psi FB:Allowable = 1,346.99 psi Fv:Allowable 170.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of'maximum on span = 4.500ft Location of maximum on span = 8.047 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.011 in Ratio= 9876 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.122 in Ratio= 887 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Spam# M V Cd C FN CI Cr C m C t C L M fb F'b V iv F'v D Only 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.765 0.332 1.00 1.000 1.00 1.00 1.00 1.00 1.00 14.19 1,029.94 1348.99 3.24 56.37 170:00 +D+L+11 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.765 0.332 1.00 1.000 1.00 1.00 1.00 1.00 1.00 14.19 1,029.94 1346.99 3.24 56.37 170:00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0:765 0.332 1.00 1.000 1.00 1.00 1.00 1.00 1.00 14.19 1,029.94 1346.99 3.24 56.37 170.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.826 0.372 1.00 1.000 1.00 1.00 1.00 1.00 1.00 15.32 1,112.26 1346.99 3.64 63.28 170:00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0.00 0.00 0.00 Length=9.0 ft 1 0.765 0.332 1.00 1.000 1.00 1.00 1.00 1.00 1.00 14.19 1,029.94 1346.99 124 56:37 170:00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0:00 0.00 0.00 (L63 uan green I ngineenng.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Protect ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com • 503391-2309 Printed:24 JUN 2014,9:10AM Wood Beam =ca Users'GreenIDOCUME-1Uobs120141140601-1lframing.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.6.14.1.28 Lic.#: KW-06002943 Licensee: DAN GREEN ENGINEERING Description: RB2 Load Combination Max Stress Ratios Moment Values. Shear Values Segment Length Span# M V Cd Cm C i Cr Cm C t CL M fb F'b V fv F'v Length=9.0 ft 1 0.810 0.362 1.00 1.000 1.00 1.00 1.00 1.00 1.00 15.04 1,091.68 1346.99 3.54 61.55 170.00 +D+W+H 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0.00 0.00 0.00 Length=9.0 ft 1 0.765 0.332 1.00 1.000 1.00 1.00 1.00 1.00 1.00 14.19 1,029.94 1346.99 3.24 56.37 170,00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0.00 0.00 0.00 Length=9:0 ft 1 0.765 0.332 1.00 1.000 1.00 1.00 1.00 1.00 1.00 14.19 1,029:94 1346.99 3.24 56.37 170.00 +0+0.750Lr+0.750L+0.750W+H 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0.00 0.00 0.00 Length=•9:0 ft 1 0.765 0.332 1.00 1.000 1.00 1.00 1.00 1.00 1.00 14.19 1,029.94 1346.99 3.24 56.37 170.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=•9.0 ft 1 0.765 0.332 1.00 1.000 1.00 1.00 1.00 1.00 1.00 14.19 1,029.94 1346.99 3.24 56.37 170.00 +D+0.750L+0.750S+0.750W4I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.810 0.362 1.00 1.000 1.00 1.00 1.00 1.00 1.00 15.04 1,091.68 1346.99 3.54 61.55 170.00 +1J+0.750L+0:750S+0:5250E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length='9:0 ft 1 0.810 0.362 1.00 1.000 1.00 1.00 1.00 1.00 1.00 15.04 1,091.68 1346.99 3.54 61.55 170.00 +0.600+W+11 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=•9.0 ft 1 0.459 0.199 1.00 1.000 1.00 1.00 1.00 1.00 1.00 8.51 617.96 1346.99 1.94 33.82 170.00 +0.60D+0.70E44 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9:0 ft 1 0.459 0.199 1.00 1.000 1.00 1.00 1.00 1.00 1.00 8.51 617.96 1346.99 1.94 33.82 170.00 Overall Maximum Deflections•Unfactored Loads Load Combination Span Max.°"Defl Location in Span Load Combination Max."+Defl Location in Span D+S 1 0.1217 4.533 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.810 3.810 Overall MINimum 0.504 0.504 D Only 3.306 3.306 S Only 0.504 0.504 D+S 3.810 3.810 eilit • Cass Spc.> , 3`o` i-i-,- Les-(3�.S72,.., ecc-r raf Jn, ). Zcoco i` ✓''1i,,, 9 so '` '` bE_ , 1.>`� ro FP ' 3 S L2,-2 v. r va - 12x.,>114. file-^ "2-1rtJ kg 'r r. g.f° d . . or u & F z .0� Vilko 5pAA+ m. to`v`' w'' t't%CZ3IzS = 5 S. f'(f din z `S 4 r iA, Z33 1 I.d& aL 3 /�.s`/ r0 rJ 3 L v 4��7Z� G'2.-} -7,y-e lb y •0F� N37 P(2b11 1', 31,6- c,J, Li (3-7.s7y) _ eY-r pcf-- w, , Y'(I41z) = Lr2-s r1/41 s W 2 _, P---2--J. aoto o O c 13(Do ° MA,,_ /9 20 I.!€ &Ct. s 1 7)0 s4 t O IO i•43 3 L. 3' C34- ZYg 1, 4sos k Me- �.0a» 1.Y. . 7- /(42.- b= .OR" (2 I 3 - 2-,.-E3 + -4 ,gypFi� :lbB ?two ?-z SO 32,k` GJ� YS C!1 =- YS eLf- �> 9io Qi���-z L/2lov4 ►^'iti,zz,l7ra aES : Z.S2 �i0 ��'�3 df;:=1=:=1=4 u 1I 1' ik r"to_, 1-1(�7S z-./(f2._ a . .or' ,�� CO 2-1-5 V G� k 5(7, at G3)-'2- ,-€ K 2.. aF,,) DAN GREEN FILE NO. /Yo'C a l SHEET NO. 2 Q S ENGINEERING,INC. DESIGNER 3 sc. DATE (/Zrt/ic{ SALEM,OREGON CLIENT ALDJA.✓e v PROJECT 77`,v &. PI L 1 --_ t 1 1 n, . 1 i 1ij-E—J Ton �.i 1 �� 4, 14 16 16 18 tom;1 �� -:j0 0 0 0 0 II *-�h•� . �.�1*_t 1 1 1 1 1 j p ---�_ I ;1 � _ �� I _ © I I I I I ILE i J -----� I • 1 r Liss .�p a—; % A,,, - , I I © ---1----- L-- !l © 1 1 - '' 3(31 ,L� Y. / o..�. ( I , 1 I I I I °�• I I 1 I o I I BTA6:9 i I I 1 1 I 1 1 1 T-- -I O I 'Z 2 343 (•' I "56 BEAVER JI 0 5 i I 21 _ agMo 4 — I I p --- ----- I 2 ` ' I 1 3a 11 \ II \ ; _ ! I I 1 1 1 1 fI6ES6 p o — J.b 20 I � 3�9 383x - ---- -- ,- - 1 III 3�3� I - L-44 O L 1 1 ------- 6 I I -- --- i. 36ae 0 1 1 , 1 1 ;.R 1. O --I------------------I- 31 I I IL V,l 3Q o • 303`t '' 6EGLY 1 1 1 1 1 I MCA _-_---_1 I 1 1 1 1 1 / 3631i 1 0 -+------- -------,- --•- ,--------- ; 36� - —_____ --I - . 1 di 1 1 1 1 1 I I � 34iM 1 0 -, 3t;3� 1 1 1 % 1 1 I ,` 1 C 1 C I --I----------------I- 3k�W I I .34N t - t i { 34'° 3632- o 1 1 1 Li I 4 i – e �-,, '� 3i►1 I 3430 ----- I III ii���i��.� i� ---------E 4- P.4 I II1I .1 /Ho, 3031 I , I 1 I I l '3� 3eZ6 1 �� I 1 r , r 1_ o ._: I �1 OR --- fl 1 - --- ----- 111---- L R.1 36~g --f►I ; /� j I 1 .7�� ; •1 �.1 skf 3g. 1 I 812 3a� � � I ( 1 © -- -- w ' 0 - b U. �b �tt+�wi■i■u_!� 1 .�:-:---: -- psto (of 1 1 I 3� ' p 82862 4 1 1 1 ; I 3�LA ' I Tvo kw- Coati C.0- Oa)0SeZS --- I ! - - - - -- - -_- - I ----- – —F-�---- Q -r— ---/ .�: 1 GI I 1 1 1 • 1.2 — to / I tt 0 ii 2 0 c P C ;g==Miff: I. -Till _-� I �, MOP 3t31 s� 3'�' wt ►a3 (a /2-) 11134 PL JM z Rio VIV• 2-0 F z o 0-1 Qs z 3,a CO 3 C:1 -Z�- °t, OD. • 2-Loa l - % Pia(7 �r� /s 9 S M 44- Ma. 2-1S 1, 1, b T'+ 9� Q a 02.' 0:2A- y-e, w 3 6Z °- GJ 2 0,0 UW*C''i?y) z 2.C'o PF BO 1►—► ► 4Gz , E5 rc-, !F ''^� 3 (-21—Zv °, Ja 2-C,9 It e ✓ \c_ 7-3S Lo ► u S. 4r- Q 1 /or Ea►- 2 s<8 N 2 3Q3 L SPa4 ,- /► r(0. Gay N 'fr t4) 4- Zcoo + 1Z /93� \\11/4-0.4 X 32_03g ► bF b, 2 `7. 3 � ,O er 31/e 4tf3 U.--- 103So > V • \Il-y t9 3 y2.31 1�^a 3��s 13 1,u Z , 150 w ' d a , 2.S‘4 Gtie,„1,e 62.3ip tvA_) P 363) P 1 110-0.1 K GJ z /06 + ei(Z.1 4 Gob) 1 2 S e fo.St 1. 4, t Z9 (2-tJ,w- 1,0-1z-04- (2t,, 3'400 j4" � wj, d,Yi3/ (2- 6.15= - y �o � ►A) 3 63/Y ,6 .4'St321 i. k D . 32.15/ ,Nw 1. 3s" =9'2,3 u` Gab, x /0 C7...rF-,r•,1 (as:,) DAN GREEN FILE NO, /Vo Gd/ SHEET NO. 362. ENGINEERING,INC. DESIGNER 0sc DATE 6/2..yfiy SALEM,OREGON CLIENT 0.0wa ti�a- PROJECT 7)G,mod■ 365 r icr -1,o ' /,.J. 4c-00/0_ ,.1 + toe + �0 (l9•92-1 z 115 e f,A- P(31st) 4.,,-' (..);z eo C b.s'2 z-) - Zce'o Pcf if Zs ? 3 N �I ?,.. `131.o� CI.J,, most)" �"IN., 152, -)u� Q� y,�o xec� # cJ Co' Sc( 13`tt J k L Jrq, 17aSv - �o�t3.51,,,1 11188 u ,Vo so- n �/ a, tl 0'10 1� •-1 " .- 14V f d�. pY G S`$.0-1g— Jam t2-Soo` v�4. 3V-1I% �' C ' L '+1 ''€ ' l3b SPMi r G 'O`' 2 Li S-El-91.+ *0 , 2._S 9 rLF- '? 4h i G" Z,10 f. u ='s 1r0-`1 1 . .0s-- LZ�-ZYc-PJ �Q � -'c7t73 ` 2 ., g 4- ofi) 3tn Sp z 21 'Co" aJ , yr Ckq--7.90 + ioe + Go(3f.s?z) No a. rvc IL it J,-, _ / sc.D"1 Z /NIA z 8/oo9 '` 46rz .7k s<,o f,) elk(.)f- l8 Lin , ZSz It Ma-i 65eo 1- '` _% y253 bay 4 > .5s8"=f293 C3/kA le (2.,1F- P1) ou� 36.6 ` n ? 7 'J 1,5- b o, B' - 0 t,J , yr( 3o.s7L)-- lop, +- (no (2.41.) 4- ∎2-10 .) } /96- /df 5 /MIE111111 01. , Lts (31/2-1 .1- ioe 4- too (29.s12,) ,_ 11-1C1 1 sl ,. 2-.2 6 eLf IL,' uJL Li /,-)+' toe 4- rao (.3".91..1 + 123 Oh.) % z00 f /'ci4 (t.. R 1 f-- k)".. 2'Zy oo 4- (2% Z I 2;750 ° wa.,z e 7 o-2(0 i'11 dG r Z 3.9/ x/co 9 Jl ,w 3 e 34f v-le l)c.., IS 2 0 '` vt^ct, Ge3St3 I. ° J . k4 2S3 w`i 4= ,S-1 a; 4r316 C53/,,,A 0 ( 2wF-v,f) 63) DAN GREEN FILE NO. /You v/ SHEET NO. 3 L1,3 ENGINEERING,INC. DESIGNER .6c w DATE Cot 7-(1f 4 SALEM,OREGON CLIENT 13..,�o...,-f., PROJECT T)C.A,.c& Z$R Pz 1SS`t GJ 2 (w0C3I•a'M + lZ3 `l/v\ I37 ' e(f- p(2t3L5 u , Lis-(zsb.)4. /Qs. fi /37(- , z.ot)1 rJ S.c r ► W1 '1 3 Ai- MI (1---2- [711,0 9-t=Jr^-1 (o3to044 W�,,,. a2.10I-4( > t..Le( ,Lro 0 ,,� 6,1 64 r,0 J0. t S92:2-4 > Jr4 7 (op It. 7` 791 (4.913-11 utl7 7 14 Nl 9 1.--7 1 z- 393 u+" A , ,.loz-4 e l'7(5'- CseiO Y 1 0R_J 3Q-o s e„,.l z // 110 N 60 2 80\6.93-1 a 2t,U y,,fr J■r. -z 1�0 S ° ' k-(2-4 I . 14 t167-' z /,o z S 3 it (3 - 2-' S tic 4,s0s I/ , L 61S- i' ' 1 - i' ' Z'.- /4L S2- .tfs u� 3c..r7 C3)- 2y- e> 2 I zzz . 6 1,1 P'''^' 1I Cam` 1J-2 y_ [3zz"440 e + go( cc ws7 iI + (,,)(-2-'s-7,..\ , -to Leo PLF it-�n, 11 130 r1,,.z .3" -)Z4 1' dLP z Ei t v% v-a 0 0 ',,J 3 s`IXIe Jet, I41l00 Ma-,, SS350 /.' Z', Z.44r ,r`, /S2 ,l$u2�71/ CI G✓s_.) pA,)a t3'L` t,/Z ys Cril" 2 Z:2-S-. rf 2.-27;7\ Jam ' 151q . 51z I. v d�,- � /.G�6 /D 11 ' 3 pj Q C._ , 5 2'1'� K F^G o Co Cn-)1 I k T o /9 3 0/1 A a !5 N../" s..rZ4$' G )e-6 Pr 1 rt.:) DAN GREEN FILE NO. //O ro b l SHEET NO. 3 Q Y ENGINEERING,INC, DESIGNER U S v DATE (o%?.Yp y SALEM,OREGON CLIENT Q a ct,s.s,J 51rn.[_ PROJECT ..n fo AR-eA- 36%3 SPA,.,,_ ►3`(0" 1,.J.,.'IS(`-1 r- 2'572-) 4. 106 + Coo e-M LA z 1'2_I Li. /4- 8 J"t > 819 S 1s ✓1M '2,- (6 SL, I. t. 4 E% 1. 9? » x-i o ii v,.)7 s'16xle Oc- kar- oo 4. 55350 I.tf. '1',t. 2-‘49r IN'? V 1 ,?A4 ' eo( ale v le(p.A4 6-0-11 G-4.) 3014 4e- 12 tsar3, 0,(3gtt+G-) P .. C,19 S * (', - 11?30+ X135 2 z Ilor�e2 4' , Z,C w. 2S W, 4-C-0-1- 90 r,F Li, . iq /112.41 4 064- bo(-Z) z 1033 Ncl'li I' 2 , Coo Lz1' ILo pf- 3r r ( a )r, z Z3ee0*- ( = fol so /4" //A---e6t4 w M.----.z z /,fob A./O -4" glib,,,- 22`t-t_ a, b 3t 5� °A-A- .- 12,fo 3 4 Y '' Zo637foW H as /,ILys1)1/3310 [83/f Z2t.- L3.....,F-uw1 Cow__) 2.15- SW= 9'4" w= ti s_(31,9 4- /055_ 6,0Ci'7L) 4- 1230-1/z z 2.0 2.0 (Li- 1,..,-. 1P,`!6 v41p, .. 2,Koo1/.4 DEs Z H, l) ,,- /o ii . 03 5`to ,z-r6 Jo.. Q 4 Z ILL-/ 41 l'A -, S5353 r.t� 7, Zy9/ 6.4`r A z ,O (iit (zyp-.,u, 6,,' 3111Q, &r 3aOLl P P 'P, 7,7-)to 4- at 5o z PrSZC/ 9- (sA-1 °' ZrJL0 (',f ►,li ►3,C' I,1.i Y t,Jt `L_ Li (..),, `Fr-(14)y + toe +- too LA12.3 4. lz-s(>/,_) /q36 /°A l u A- I 1 I k VZ•J,,,,, Z`f e S o 4 ,MN,, 8 2 Z245 ?. ft 6CX'... y, , /0 9 4 .0 `L 6 s te, 00 4 2520) ` it^o ei ass 1.' T,a yZs'S ,.,y 4. , s-5u ` .3y-) GS1.4-/,‘/ GL2A.fr.0,-fiu.4 DAN GREEN FILE NO. /y0 Lo I SHEET NO. 3 g,S'" ENGINEERING,INC. DESIGNER (35 V DATE C12 y/i y SALEM,OREGON CLIENT dodo Jwv,t.¢.. PROJECT T)6 awl 3a■, pan = y1'o W1 4-s-Cz312))-- 10e oe 4- COO( 3' 'a-)+ I2s( 12-) = Zoo; ()J- AL. '/A y /� Ja 14-)coo mac, 55 350 '. is T'> 244/ ra" dz ,IS"=7 9S- �,,��,8 Czs.F'-,1tiSla ' +318 /,,re AS 213%7 3 Erg 4t0J- (or o" w, CIS 0 Q^{- IcY 4- Coo (t-7..c?2)+ \2-.3 2..1 96 /V— G SSE3 A/km - 9�6�5Z r• 4C-r to,Yo )t-t :)-7 � 3 S'/mow lh° s ,cps,{ ` 6Ye /9 C24f-=J41 GcQ� 5 (M- z 4.`d' W = cis ( 3o.57_\ + 1os + (oo(2-3 17-)+ i-y3C-'/2 : 19rS ( (J "`^- 3 30 M a 3 5 '30 tt -7 4 •'AJ 3 L31- LAP Vaz 3917suvcoy I. " �:2/uZ dz , ns e 41. Z art) zo-k (br) qsL,..) }- toe.4 Go(3'/a)+ it_3l"Iz1/44 - 11r3 N,/- S W' z.‘' 0, .2 4SC3b/0# Ioe+ (,oC lz� 4. 1ZC' ' Z'133 FtV tot p LJ WL 45 (32 s/ 4_ 409 4- coo C3oIZ)+ 1z3C'( Z1 7O ►°`r 13•S' r. ea- z 688 ICI0 944C /d3 Y GiAt.72 /8 JG z 194u0 �`o _ 711 So l` T. 3Z%I *. 6 z . 32", Soy GSA,,A g 62.4F-d'1) DAN GREEN FILE NO. 1`t o 6 o l SHEET NO. 3 R ENGINEERING,INC. DESIGNER cx'Ce DATE C7/u/(c4 SALEM,OREGON CLIENT PROJECT 'R cL- 3621- 5 a--' 1 I2-' o ti (.J' 4s'C29,s72,) 4- f o@ +- 6,0 Czz/a)+ 12.3 (")(z =. 1 gco Z fk.r-• ii Vnn, 1 \‘‘ -)-2- s 33Slb l 8 ber,_ 6,.c.9 ,,- to K',.-►2 5'(p st- re Jo., tuc'lcoo w Ma. , 553501'4 1.--,. 2YS( Gl s ,/9`--r)-(-2113 C:/®4-(9 CLhF-V41 Coca; 3621 SPA.'-"- 17..-` . ` LJ L 4 S(3z '- Jr- (oe 4- (0c)(7-111A.1- (30(._Oh) z Zt-s s f \Iw,. .. lZ<6.(o 1 3ssLt3 sect- r0 -'. /' 4',e C. 4/(n(1e EYE)4-1® 0-v1?--Jtit b4.) 311,-.1 45(5)f- toe + 4ct,) , ..a P,F (.o esF Sp A-0 y \z'to" GJ -9. 1 k id , k` 0 is.+7 L,W, 3�4C3'S+- ls1.uL z._ /35 Z. P,p' 3n J,...‘ • E3'150 " Mnk>,. 2-6(.10(0 ,d�r z 7,Lt 3 s4-e o 11"41 S Ye,k (3`k- Jo... Ilo1J h'"^o ', 3 I I 3y I` it I`+ 105-1 4 , .394, 3g1.. C ' )4-4311),-C24 r..)L6 4a4) 3R2-r k t \ C 7 . \ZY,IO (D,.., y53'1 it 1.� Sef3J S� z Zz4i u J\ PC3613) �� � ) i, i P, 354a ' (01---: 13Ll0 it SLz Z2oS 3? v ZZ, wL u, Opt-, 2.•(.)-1 . za p,f lac,- yo Co 1, Ito /7,F ` ¶ 1‘ �1 ',L.-A i-) ( 1� 1- Io6 A- 2a(.,) Z lK5 py , , �� �� nn ,"7i l`I (--)1 1,t. L yJC/\ t t.fJ Qj 6J15,. 2.-%I.-0 1 , Zoo (i..F t")Li„ a \7 Cs-)4- 1 e 4- -a L(1 tz, Z( 3 (,JL 02,,t, t LIaLA 1.10 P� _ Sec, nw„ 5 4-s 0 2 s,. > 2)%(..s" /kJ P L- DAN GREEN FILE NO. /VO CPO( SHEET NO. 3( ENGINEERING,INC. DESIGNER .O Sc.. DATE l,/%Wry SALEM,OREGON CLIENT Qo.i a„,y4-NAJ_ PROJECT 7/c. Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140801 Salem,Oregon 97302 Project Descr: dangreen@wvi:com 503-391-2309 Printed 24 JUN 2014,3:52PM Wood Beam File=c:l Users\GreenlDOCUME-11Jobs120141140601-11framing.ec6 ENERCALC,INC.1983-2014,Build:6.14:1.28,Ver.6.14128 Lic.# : KW-06002943 Licensee: DAN GREEN ENGINEERING Description: 3B28 CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination IBC 2006 Fb-Compr 1850 psi Ebend-xx 1800ksi Fc-PrIl 1650 psi Eminbend-xx 930ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1 100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(4.0341140.435)SODOM)8 301 L(0 04018(9.140) D(0.1 :�� _ �_.�1 =.1 ,0280)V + ♦ + . ♦ D(0A20t LI0,040) 10.75X22:5 1 . 5x22.5 Span=30:0 ft Span=1.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Partial Length Uniformtoad: D=0,020, L=0.040 k/ft,Extent=0.0--»22.0 ft Partial Length Uniform Load: D=0.1450, L=0.040, S=0.0280 klft,Extent=22.0--»25.0 ft Partial Length Uniform Load: D=02130, L=0.040, S=0,140 k/ft,Extent=25,0--»31,0 ft Load for Span Number 1 Point Load: D=4.534, L=5.435, S=2.841 k 22.0 ft Point Load: D=1.340, S=2.208 k 025.0 ft DESIGN SUMMARY Desk n OK Maximum Bending Stress Ratio = 0.575 1 Maximum Shear Stress Ratio = 0.302 : 1 Section used for this span 10.76X22.5 Section used for this span 10.76X22.8 fb:Actual = 1,160.48 psi fv:Actual = 80.06 psi FB:Allowable = 2,019.53 psi Fv:Allowable = 265.00 psi Load Combination +D40.750L40.750S+H,LL Comb Run(L Load Combination +D40,750L40_750S4#l,LL Comb Run(L Location of maximum on span 21.955ft Location of maximum on span 28,158 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.433 in Ratio= 830 Max Upward L+Lr+S Deflection -0.053 in Ratio= 448 Max Downward Total Deflection 0.744 in Ratio= 483 Max Upward Total Deflection -0.091 in Ratio= 262 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C 1 Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=-30:0 ft 1 0.272 0.146 1.00 0.841 1.00 1.00 1.00 1.00 1.00 41.44 548.31 2019:53 6.24 38.72 265.00 Length=1.0 ft 2 0.001 0.146 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.13 1.77 1850.00 0.27 38.72 265.00 +D+L+H,LL Comb Run('L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 3.ge Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Desc: dangreen @wvi.com 503-391-2309 Printed:24 JUN 2014,3:52PM Wood Beam File=c:l UserslGreen\DOCUME-1Uobs120141140601-llframing.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.6:14.1.28 Li c.# : KW-06002943 Licensee: DAN GREEN ENGINEERING Description: . 3B25 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V tv Pv Length=30.0 ft 1 0.445 0.225 1.00 0.841 1.00 1.00 1.00 1.00 1.00 67.95 898:96 2019.53 9.63 59.71 265.00 Length=1.0 ft 2 0.001 0.225 1.00 1.000 1,00 1.00 1.00 1.00 1.00 0:15 1.97 1850.00 0.30 59.71 265.00 +D+0.750L+0.750S+0.750W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=30.0 ft 1 0.401 0.223 1.00 0:841 1.00 1.00 1.00 1.00 1.00 61.19 809:54 2019.53 9.53 59.07 265.00 Length=1.0 ft 2 0.001 0.223 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.20 2:66 1850.00 0.40 59.07 265.00 +D+0.750L+0.750S+0.750W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=30.0 ft 1 0.575 0.302 1.00 0.841 1.00 1.00 1.00 1.00 1.00 87.72 1,160.48 2019.53 12.91 80.05 265.00 Length=1.0 ft 2 0.001 0.302 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.19 2.46 1850.00 0.37 80.05 265.00 +D+0.750L+0.750S+0.750W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=30.0 ft 1 0.575 0.302 1.00 0.841 1.00 1.00 1.00 1.00 1.00 87.70 1,160.33 2019.53 12.91 80.06 265.00 Length=1.0 ft 2 0.001 0.302 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.20 2.66 1850.00 0.40 80.06 265.00 +D+0.750L+0.7505+0.5250E+H,LL 1.000 1:00 1.00 1.00 1.00 1.00 0.00 0:00 0.00 0.00 Length=30.0 ft 1 0.401 0223 1.00 0.841 1:00 1.00 1.00 1.00 1.00 61.19 809.54 2019.53 9:53 59.07 265.00 Length=1.0 ft 2 0.001 0.223 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.20 2.66 1850.00 0.40 59:07 265.00 +D+0.750L+0.750S+0.5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0:00 0:00 0.00 Length=30:0 ft 1 0:575 0.302 1.00 0.841 1.00 1.00 1.00 1.00 1.00 87.72 1,160.48 2019.53 12.91 80.05 265:00 • Length=1.0 ft 2 0:001 0.302 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.19 2.46 1850.00 0.37 80.05 265:00 +D+0.750L+0.750S+0.5250E+H,LL 1.000 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0:00 Length=30:0 ft 1 0:575 0:302 1.00 0.841 1.00 1.00 1.00 1.00 1.00 87.70 1,160.33 2019:53 12,91 80.06 265.00 Length=1.0 ft 2 0.001 0.302 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.20 2.66 1850.00 0.40 80.06 265.00 +0:60D+W+H 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0.00 0.00 0.00 Length=30.0 ft 1 0.163 0.088 1.00 0.841 1.00 1.00 1.00 1.00 1.00 24.87 328.99 2019:53 3.75 23.23 265.00 Length=1.0 ft 2 0.001 0.088 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.08 1.06 1850.00 0.16 23.23 265:00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0:00 0:00 0:00 Length=30.0 ft 1 0.163 0.088 1.00 0.841 1.00 1.00 1.00 1.00 1.00 24.87 328.99 2019.53 3.75 23.23 265.00 Length=1.0 ft 2 0.001 0.088 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.08 1.06 1850.00 0.16 23.23 265.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max._"'Defl Location In Span Load Combination Max."+"Defl Location in Span D+L+S,LL Comb Run(L*) 1 0.7440 16:592 0:0000 0.000 2 0.0000 16.592 D+L+S,LL Comb Run(L*) -0.0911 1.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 5.950 16.403 Overall MINimum -0:001 0.041 D Only 2.701 7.003 L Only,LL Comb Run(*L) -0.001 0.041 L Only,LL Comb Run(L*) 2.049 4.586 L Only,LL Comb Run(LL) 2.049 4.626 S Only 1.200 4.773 L+S,LL Comb Run(*L) 1.199 4.814 L+S,LL Comb Run(Li 3.249 9:359 L+S,LL Comb Run(LL) 3.248 9.400 D+L,LL Comb Run CO 2.700 7.044 D+L,LL Comb Run(L*) 4.750 11.589 D+L.,LL Comb Run(LL) 4.750 11.629 D+S 3.901 11.776 D+L+S,LL Comb Run(*L) 3:900 11.817 D+L+S,LL Comb Run(L*) 5:950 16.362 D+L+S,LL Comb Run(LL) 5:950 16.403 369 362to P (&-) e , 4 6.5(2.0 2-142..) 11991 („) ,. 60(_e(0 z 32-o (NF Co' o ). t $ w Y-'" „ �/•,,, L//739 66-T y 9,c ,,,J2 3 _ 5`/fir-IS Oa .. Iti14i fd- - LI1.I2.03 I Y S•} 0(4'1 w`' di-.1s.-=7Y/Y 2 CS"tg ts--0.),F-041 CO'Q� 3.&L, - 12..%to t L W- &o V G),, c_,(..) a 1,3% .- ft.. /../ p(3e./. nn es /0# 3 e 1` -- 443°4- 9'4' l/O-f0 k . �,ZC S ' 6C-C /,vc, s4 to ,,,d 22-` r W �f �+ �i l.� 4, ( 656Y$1 f°U 0Q " L J7.-�� 0.r 0 2_911 I.d .. y z.. 3 ).)`? 30 N d . /i 39 4.-gz,o 614- C3/u,, (z-y r--,pu) c9ca_3 3B2--s S e t--) - /3'Y w (-)-2 4/S--0561 4- /0 8 •+ (.0(3O/2A a- 12 3`7(.0 = /$4 Y /'rte VMS 12,`1u- MAA-� yZ.0o41 (. 66"' - /,3S >, /o9 ki 'w 3 ti Zc/gI /Ny • 31 ir^ / S21 Si le 1e-/8 G..- 1'-llLov I# t"LC-4 S53S0 I. I C ''& ie (Z.,-fr-uH) cokr (32-9 5pp-I= (3.4. r G.Jc 4./J(4+I) 1-- /o0 -F- (,p C3°)L' ;, IZ33 pF i. Jn,.. z 6 •3 Mt" a ZSOS,c'i I. 14 QEy , 9, 2.c 5,-/© 11 -(,-) 3 5 � 31e�-i3 viz 9� k i,.„,..._, 33� o /•u T', / '79 (,),e & , . 3`-fv yel &&si-/e, C2,4F-JY) a, 1 b3o C.S. / 2. AS ' S32_.3� 3153k DAN GREEN FILE NO. I g O co v l SHEET NO. 3 6/o ENGINEERING,INC. DESIGNER DSO-. DATE (a(2...''7(t.r SALEM,OREGON CLIENT Qz.o oc...re..Oiu,213__ PROJECT -n 4A & 36'2- W z 4 5(2"77-)A- toe E- (0002 i2). \23C?( : 1gczZ PcF q.` W1 ta, - 4SL37.-1--/zS4- ioe # ioc3C3 01z) + I a (:)(2.-S kiJ %,,, t 1 tZ-Z 15100 9, -2 \b3,0� � 58 3a�1. ; = z z-I 4409 u„a a Hs I 6 3/w st 1e Ja, 19 t-I`eot. vvl.a.-,- 1-0 Lot?U 1. v r- 32%I id`f CVs/4.,e_/8 (.2-NF-UwI &,,Q) 'PoL. -. 111 (z I //L�,k l oe /z) �- ,ciY ist.,> a% (z+ill- 0/0 1 15y P = Via,., 7.3 C7-1 t c-lo of f.--)c..- -• vo 0-1' o1--' ej- a (A y / .1, 4, Y \ 01 o, -,- I-1 C"7.1.4-1-4 I 4-- Loe, t- 7->LI\ .2. 301 Pt-f- (L 30' (�c 1` I3I w 7 Ltv 0) yo PP (�s� 2_55 eS7i+ z+/ z Z9y P� 'Sea-, L --rr- 5l '-' S —� a3cr Sp/1-) , 1o` v' LJz 4S C?2CZ Z�21 + 1013 (6,0(.2--'71--1 + So(y,/2.,1 Z 13 c P`� 6-55- C5( ^-Q- r,S 3 11,Z--)) A cru-t J 7,-7-- LJ&-4 M.,, Oe—cc, I 1_ Le 4.S !4 C,..,N%t. ✓A SI a @_ 363s.o a P ( .r-A--,) T. -, 11'Z, 4- Z- ' 2L -(-1_,3 V-1 6` L) : 6v( 1 .,,- 1 oe + (-F s L 2--) = 31 Ts. f(F a W 1 1 evC- +- I0P.2 -s- yiLa-1 > 35 G Pc.C. ' 2 Fz ,o790 g 24.-- Z) $o I-I /14.,-,_ 1600")z1' 65-4--. z,ZO 51-/0 (a0'/A)3 , g31,7.**_ 2.- '11- 1Ja • 35-)GO` 1^"a Icon e,z_% /` F , 1z.,.)91 ,.,y pa. 1.0, ^-3Sco G3/y 24;71-(214 F- -04) C-'`A., DAN GREEN FILE NO. /'U G 0 1 SHEET NO. 3 R.t1 ENGINEERING,INC. DESIGNER 0 s L DATE 6/2s7/ SALEM,OREGON CLIENT Q a.,1 a ti PROJECT 77c."A"-t. Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140801 Salem,Oregon 97302 Project Descr: dangreen@wvi.com 503-391-2309 Primed:25 JUN 2014,9:02AM Wood Beam File= 1Users 1GreenIDOCUME-Wobs120141140601-1lrraming.ec6 ENERCALC,INC.1983-2014,Build:6.14.1,28,Ver..6:14.1:28 Lic.#: KW-06002943 Licensee DAN GREEN ENGINEERING Description: 3833 CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 201.3,ASCE 7-10 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fly-Tension 2400 psi E:Modulus of Elasticity Load Combination IBC 2008 Fb-Compr 1880 psi Ebend-xx 1800 ksi Fc-Pril 1880 psi Eminbend-xx 930ksi Wood Species :DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 288 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 13(0.30% . -Q 1S/40) D(0.040VL(0:0801 vi V .. .1 . f;, g 5.125x18 9125x18 Span=30.Oft Span=1.Oft Applied Loads Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Partial Length Uniform Load: 0=0.040, L=0.080 k/ft,Extent=0.0->>30.0 ft Partial Length Uniform Load: D=0.3070, L=0,040, S=0.2940 k/ft,Extent=30.0->>31.0 ft Point:Load: 0=0.0940, S=0.1540 k,Starting at:31.0 ft and placed every 0:0 ft thereafter DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.261: 1 Maximum Shear Stress Ratio = 0.101 : 1 Section used for this span 5.125x18 Section used for this span 5.125x18 fb:Actual = 579.58 psi fv:Actual = 28.80 psi FB:Allowable = 2,223.88 psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D4{+H Location of maximum on span = 14.916ft Location of maximum on span = 28,659 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.328 in Ratio= 1098 Max Upward L+Lr+S Deflection -0.035 in Ratio= 692 Max Downward Total Deflection 0.486 in Ratio= 740 Max Upward Total Deflection -0.051 in Ratio= 470 Maximum Forces Si Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr Cm C t CL M fb F'b V fv Fv D Only 0.00 0.00 0.00 0.00 Length=30.0 ft 1 0.085 0.034 1.00 0:927 1.00 1.00 1.00 1.00 1.00 4.38 189.79 2223.88 0.55 9.02 265:00 Length=1.0 ft 2 0.006 0.034 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.25 10.73 1850.00 0.40 9.02 265:00 +1J+L+1.1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 no on 0.00 Length=30.0 ft 1 0.261 0.101 1.00 0.927 1.00 1,00 1.00 1.00 1.00 13.37 579.58 2223.88 1:65 26.80 265.00 Length=1.0 ft 2 0.006 0.101 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.27 11.60 1850.00 0.44 26.80 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=30.0 ft 1 0.085 0.034 1.00 0.927 1.00 1.00 1.00 1.00 1.00 4.38 189.79 2223.88 0.55 9:02 265.00 Length=1.0 ft 2 0.006 0.034 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.25 10.73 1850.00 0.40 9:02 265.00 30,1 Z Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:25 JUN 2014,9:02AM Wood Beam File=c:\UserslGreen\DOCUME-1Uobs120141140601-11framing.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.6.14.1.28 Lic.#: KW-06002943 Licensee : DAN GREEN ENGINEERING Description: 3833 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C 1 Cr C m C t C L M tb F'b V fv F'v +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=30:0 ft 1 0:082 0.052 1.00 0.927 1.00 1.00 1.00 1.00 1.00 4.23 183.41 2223.88 0.85 13.80 265.00 Length=1.0 ft 2 0:013 0.052 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0:55 23.78 1850.00 0.85 13.80 265.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=30:0 ft 1 0.217 0.084 1.00 0.927 1.00 1.00 1.00 1.00 1.00 11.12 482.13 2223.88 1.37 22.35 265.00 Length=1.0 ft 2 0.006 0.084 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.26 11.38 1850.00 0.43 22.35 265.00 +0+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0:00 0.00 0.00 Length=30:0 ft 1 0.215 0.085 1.00 0.927 1.00 1.00 1.00 1.00 1.00 11.01 477.26 2223.88 1.38 22.47 265.00 Length=1.0 ft 2 0.011 0.085 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.49 21.17 1850.00 077 22.47 265.00 +0+W+}{ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0:00 0:00 0.00 Length=30:0 ft 1 0.085 0.034 1.00 0:927 1.00 1.00 1.00 1.00 1.00 438 189.79 2223.88 0:55 9:02 265.00 Length=1.0 ft 2 0.006 0.034 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.25 10.73 1850.00 0:40 9:02 265.00 +0+0.70E+}1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0:00 0:00 0.00 Length=30.01t 1 0.085 0.034 1.00 0.927 1.00 1.00 1.00 1.00 1.00 4.38 189.79 2223:88 0:55 9.02 265.00 Length=1.0 ft 2 0.006 0.034 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0:25 10.73 1850.00 0.40 9.02 265.00 +0+0.750L'r+0.750L+0.750W41 1:000 1.00 1.00 1.00 1.00 1.00 0:00 0:00 0.00 0.00 Length=30.0 ft 1 0.217 0.084 1.00 0:927 1.00 1.00 1.00 1.00 1.00 11.12 482.13 2223.88 1.37 22.35 265.00 Length=1.0 ft 2 0.006 0.084 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0:26 11.38 1850:00 0.43 22.35 265.00 +D+0.750Lr+0.750L+0:5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0.00 0:00 0.00 Length=30:0 ft 1 0.217 0.084 1.00 0:927 1.00 1.00 1.00 1.00 1.00 11.12 482.13 2223.88 1.37 22.35 265.00 Length=1.0 ft 2 0.006 0.084 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.26 11.38 1850.00 0.43 22.35 265.00 +0+0.750L+0.7505+0.750W+H 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0.00 0:00 0.00 Length=30.0 ft 1 0.215 0.085 1.00 0.927 1.00 1.00 1.00 1.00 1.00 11.01 477.26 2223:88 1.38 22.47 265.00 Length=1.0 ft 2 0.011 0.085 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.49 21.17 1850:00 0.77 22.47 265.00 +0+0.750L+0.7505+0:5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0.00 0.00 0.00 Length=30.0 ft 1 0.215 0.085 1.00 0:927 1.00 1.00 1.00 1.00 1.00 11.01 477.26 2223:88 1.38 22.47 265.00 Length=1.0 ft 2 0.011 0.085 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.49 21.17 1850:00 0.77 22.47 265.00 +0.60D+W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=30:0 ft 1 0.051 0.020 1.00 0.927 1.00 1.00 1.00 1.00 1.00 2.63 113:87 2223.88 0.33 5.41 265.00 Length 1.0 ft 2 0.003 0.020 1.00 1.000 1.00 1.00 1.00 1.00 1:00 0.15 6:44 1850:00 0.24 5.41 265.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0100 0.00 0.00 0.00 Length=30.0 ft 1 0.051 0:020 1.00 0.927 1.00 1:00 1.00 1.00 1.00 2,63 113.87 2223:88 0.33 5.41 265.00 Length=1.0 ft 2 0.003 0:020 1.00 1.000 1:00 1.00 1.00 1.00 1.00 0.15 6.44 1850.00 0.24 5.41 265.00 Overall Maximum Deflections•Unfactored Loads Load Combination Span Max."°Defl Location in Span Load Combination Max.°+•Dell Location in Span D+L 1 0.4863 15:084 0:0000 0:000 2 0.0000 15.084 D+L -0:0510 1.000 Vertical Reactions•Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.791 2.708 Overall MINimum -0.010 0.458 D Only 0.592 1.009 L Only 1.199 1.241 SOnly -0.010 0.458 L+S 1.189 1.699 0+1.. 1.791 2.250 0+5 0.582 1.467 D+L+S 1.781 2.708 3813 343`1 A- " arsS P—, to,r' (") = 'I (-7-4,s72) 4- 1o6 4- (9o(zZ/2.-14- I z3("'(z) P- I Vol- PL J,,, 9'1'1(0 4( = z S 1 1' aL . S.1 /0 s !b . 3 3`,e� 1e Ja . 9a» v ? 4aa� , (c96,3 4' /''tct 33'150 �, �.� 151 g (4`e Q, ,'9 ��1� DIfe ,z-r6 (z-,-(F-,,,, G,,a._ 'L 639 (� 3-19 G ' tJ < 1—(11/7, ,i, toe + Coo L /z1a- 1z3 C-70.6 1Syy N,F P(yr) 11.5 c1.5' (A)/, acC(_3").s7.0 k- Ice 4- (cc) C:1,12.1 >- (2s( lzJ ZLS Z f(f- W w( _.•)_ 1 l loo ����,_ \9190 v�1r. _ -)Otto-1•� dvr. 3.2S ,`to9 11-•1"33 �r 1"r, �. �/253,,�H I Vcy-1e Jrw..� sz.,a '` me--, 883s (L , 6.- -v3 uz- yes (Q4-,>,(e3 b1p .,,4) 6,44, clot_,. zo L> > GAD p,. W.. .. yc,(Z), 4 e 0 1,„— 0 CN).4- (,De. +- 7-0 (..1 19 co Ptf- Wr1 1,J I 3(A.w.. ,- (0C'1-, Leo p-I- Os, 2k( q) =- 1(2- (,f- 301 1- t' 1?"pi,- '7Lz) E- 1063,Cz1z) ,- /YLl' %,..' z8L 10-'2_1 z, 5b fl-- 9-, SeE /. —'- Pis --, 3 6.41 1,2-- e (6'4" .1( 4° v: 138'1 +- X10/ 34664 G) , W-(32''7) 4- /Og f Go( �`'(L)41LiC'i2 , 21700 I.-)i' 1,1, W 1 1 4S 0111-) I- 100 -l- (00 C3'/zA.F IZ 3 L''/z) .. Z.--L7) I /' MEN( 1` V"1,,.> 7 3 1'`4. a L;, -1,1% ,' 10 1.443 (Z-��, S3Yo � � cie3o `49 3` (L (2-1 C, Y-6 ° •u(0'1 to " ' 44,A3, "..-,3.,€<.) - 21-).)(7.57,,3 , 3 9 e y c, ceiz- tvka. , 'mod O4 1 w 7'4 193 A a. ,OZ.' Co)4-6 V I o F..L3 DAN GREEN FILE NO. l Yo"° ( SHEET NO. 3 6J' ENGINEERING,INC. DESIGNER .Cc.. DATE `(2-17(Y SALEM,OREGON CLIENT & 1.k.e,4)-G.rtu,44 PROJECT in C A-A-4 Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSO Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:25 JUN 2014,9:46AM Wood Beam File=c:\UserslGreen1 DOCUME-11Jobs120141140601-1\framing.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver:6.14.1.28 Lic.#: KW-06002943 Licensee : DAN GREEN ENGINEERING Description: 3840 CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination IBC 2006 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-Prll 1650 psi Eminbend-xx 930 ksi Wood Species :DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 1 • o.oeol R __- _ - - __ -- � " � , :.i ;• 5.125x18 - 25x18 Spam=30.0 ft Span=1:0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Partial Length Uniform Load: D'=0.040, L=0,080 k/ft,Extent=0,0->>30.0 ft Partial Length Uniform Load: D=0.1960, L=0.040, S=0,1120 k/ft,Extent=30:0--»31.0 ft Point Load: 0=0,1420, S=0.0560 k,Starting at:31.0 ft and placed every 0.0 ft thereafter DESIGN SUMMARY Desi n OK Maximum Bending Stress Ratio = 0.306 1 Maximum Shear Stress Ratio = 0.118 : 1 Section used for this span 5.125x18 Section used for this span 5.125x18 fb:Actual = 680.80 psi fv:Actual = 31.38 psi FB:Allowable = 2,223.88 psi Fv:Allowable = 265.00 psi Load Combination +D+L+H,LL Comb Run(L*) Load Combination +D+L+H,LL Comb Run(LL) Location of maximum on span 14.916ft Location of maximum on span 28.659 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0,328 in Ratio= 1097 Max Upward L+Lr+S Deflection -0.035 in Ratio= 690 Max Downward Total Deflection 0.571 in Ratio= 630 Max Upward Total Deflection -0.060 in Ratio= 400 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios • Moment Values Shear Values SegmentLength Span# M V Cd C E N C 1 Cr Cm C t CL M fb Pb V fv Pv D Only 0.00 0.00 0.00 0.00 Length•=30:0 ft 1 0.131 0.051 1.00 0:927 1.00 1.00 1.00 1.00 1.00 6.70 290.37 2223.88 0.84 13.60 265.00 Length-=1.0 ft 2 0.006 0.051 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.25 10.85 1850.00 0.36 13.60 265.00 +D+L+H,LL Comb Run(*L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=30.0 ft 1 0.130 0.051 1.00 0:927 1.00 1.00 1.00 1.00 1.00 6.69 289.94 2223.88 0.84 13.61 265.00 Length=1.0 ft 2 0:006 0:051 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.27 11.72 1850.00 0.40 13.61 265:00 +D+L+H,LL Comb Run(L*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0:00 0.00 0:00 Length=30.0 ft 1 0.306 0.118 1.00 0.927 1.00 1.00 1.00 1.00 1.00 15.70 680.60 2223.88 1.93 31.37 265:00 3G1S MIllh, WWI vienir uiyuieenny.rnu vroject i itie: I t and(OR)Senior Housing 3230 Triangle Dave SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:25 JUN 2014,9:46AM File=c:\UserstGreen\DOCUME-1Uobs120141140601-11framing.ec6 Wood Beam ENERCALC,INC.1983-2014,Build:8.14.1.28,Ver.6.14.1.28 Lic.#: KW-06002943 Licensee: DAN GREEN ENGINEERING Description: 3640 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C I C r C m C t C L M lb Ft V fv F'v Length=1.0 ft 2 0.008 0.052 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.35 15.15 1850.00 0.51 13:66 265:00 +D+0:750L+0.750S+0.750W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0:00 0:00 Length=30.0 ft 1 0.261 0.102 1.00 0.927 1.00 1.00 1.00 1.00 1.00 13.40 581.24 2223.88 1.66 26.97 265.00 Length=l.0 ft 2 0.008 0.102 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.33 14.50 1850.00 0.48 26:97 265.00 +0+0:750L+0.750S+0.750W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0:00 0.00 0.00 Length=30.0 ft 1 0.261 0.102 1,00 0:927 1.00 1.00 1.00 1.00 1.00 13,40 580.91 2223.88 1.66 26:98 265.00 Length=1.0 ft 2 0.008 0.102 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.35 15.15 1850.00 0.51 26:98 265.00 +D+0.750L+0.750S+0.5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=30.0 ft 1 0.130 0.052 1.00 0:927 1.00 1.00 1.00 1.00 1.00 6.65 288.25 2223.88 0.84 13.66 265.00 Length=1.0 ft 2 0.008 0.052 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.35 15.15 1850.00 0.51 13.66 265.00 +D-60.750L+0.750S+0:5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=30.0 ft 1 0.261 0.102 1.00 0:927 1.00 1.00 1.00 1.00 1.00 13.40 581.24 2223.88 1.66 26.97 265:00 Length=1.0 ft 2 0.008 0.102 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.33 14.50 1850.00 0.48 26.97 265:00 +D+0.750L+0.750S+0.5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1:00 0.00 0.00 0.00 0:00 Length=30:0 ft 1 0.261 0.102 1.00 0.927 1.00 1.00 1.00 1.00 1:00 13.40 580.91 2223.88 1.66 26.98 265:00 Length=1.0 ft 2 0.008 0.102 1.00 1.000 1,00 1.00 1.00 1.00 1.00 0.35 15.15 1850.00 0.51 26.98 265:00 +0.60D+W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0:00 Length=30:0 ft 1 0.078 0.031 1.00 0.927 1.00 1.00 1.00 1.00 1.00 4.02 174.22 2223.88 0.50 8.16 265.00 Length=1.0 ft 2 0.004 0.031 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.15 6.51 1850,00 0.22 8.16 265.00 +0.600+0:70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=30,0 ft 1 0.078 0.031 1.00 0:927 1.00 1.00 1.00 1.00 1.00 4.02 174.22 2223.88 0.50 8.16 265.00 Length=1.0 ft 2 0.004 0.031 1.00 1:000 1.00 1.00 1.00 1.00 1.00 0.15 6.51 1850.00 0.22 8.16 265.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.°"Defl Location in Span Load Combination Max."+"Defl Location in Span D+L,LL Comb Run(Li 1 0.5713 15.084 0.0000 0:000 2 0.0000 15.084 D+L,LL Comb Run(L*) -0:0600 1.000 Vertical Reactions-Unfactored Support notation:Far left is•#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 2.101 2.689 Overall MINimum -0.001 0:041 D Only 0.901 1.276 L Only,LL Comb Run(*L) -0.001 0:041 L Only,LL Comb Run(L*) 1.200 1.200 L Only,LL Comb Run(LL) 1.199 1.241 S Only -0.004 0.172 L+S,LL Comb Run(*L) -0.004 0.212 L+S,LL Comb Run(L*) 1.196 1.372 L+S,LL Comb Run(LL) 1.196 1.412 0+1.,LL Comb Run(*L) 0.901 1.317 D+L,LL Comb Run(Li 2.101 2.476 D+L,LL Comb Run(LL) 2.101 2.517 D+S 0.897 1.448 D+L+S,LL Comb Run(*L) 0.897 1.489 D+L+S,LL Comb Run(L*) 2.097 2.648 D+L+S,LL Comb Run(LL) 2.097 2.689 3c,) o Jhz ') �� 1' d�r�2 yrr t0 � '/� y G_I .- 2-5g-6 * 2- fl� DAN GREEN FILE NO. /yJ/o°( SHEET NO. 3A I 7 ENGINEERING,INC. DESIGNER o s 5- DATE &/247/5' SALEM,OREGON CLIENT Lc..oca.�W'tvA2-- PROJECT 77c,a- ,,L, LION t2g2 01,9x2 tSlY2 OS/92� r 0I S M-ee T =• sti t 1 zJ32 2 AK ("Jot.. -2 31 kset 57,p 2grPGF- 4 r� 2 I ..� Some_ 3�' L' LJ1 LJr-o to<, +4S 7J 2 ,, t,J _, (o tot (�/4'°'�� i t(oce gSe Ci/y'o'- 250/✓� s(EPn7,-S —� I' �713z) z tf073 PSG z 5485 It' ZZ� SQ e� Art �- (L (3 P P _ (Ot2-)l,2`/,0 4- I O CU et., 3 (o Wi �o (')1 SN 3 -4° 6o lIV 3 fP 1,3 ��:�W �.66 r o 9 tv 12_470 R, . M..c.oa �Ln sni Zzo 4C-7s �B>< 13 s`e,>cm(1. _ U 1594o c - W-(9S t 7= 316, r JN A C4-1g'/z (-WF-�! DAN GREEN FILE NO. 1110 C•c)1 SHEET NO. 742- ENGINEERING,INC. DESIGNER DS- DATE (13,>/r SALEM,OREGON CLIENT aor�r�ve.� v� PROJECT 71 c.so-cA Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:30 JUN 2014,1:00PM Wood Beam File-=c:\UserslGreen1D000ME-1Uobs120141140601-11framing.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.6.14.1.28 Lic.#: KW-06002943 Licensee : DAN GREEN ENGINEERING Description: 2B1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination IBC 2006 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-Pril 1650 psi Eminbend-xx 930 ksi Wood Species :DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • i D(o:0680vS(0.1120) • • . . 3.125x9 3.125x9 Span=3.Oft Span=1l.Oft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.0680, S=0.1120 k/ft DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.288 1 Maximum Shear Stress Ratio = 0.194 : 1 Section used for this span 3.125x9 Section used for this span 3.125x9 fb:Actual = 686.67 psi fv:Actual = 51.38 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +O+S+H Load Combination +D+S+H Location of maximum on span = 5.899ft Location of maximum on span = 3.000 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.089 in Ratio= 1475 Max Upward L+Lr+S Deflection -0.060 in Ratio= 1190 Max Downward Total Deflection 0.149 in Ratio= 887 Max Upward Total Deflection -0.101 in Ratio= 716 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN CI Cr Cm C t C L M fb F'b V fv Fv D Only 0.00 0:00 0.00 0.00 Length=3.0 ft 1 0.051 0.077 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.33 95.09 1850.00 0.38 20.49 265.00 Length=11.0 ft 2 0.114 0.077 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0:96 273.84 2400.00 0.38 20.49 265.00 +D+L+H,LL Comb Run('L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.051 0.077 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.33 95.09 1850.00 0.38 20.49 265.00 Length=11.0 ft 2 0114 0:077 1.00 1.000 1.00 1.00 1.00 1:00 1.00 0.96 273:84 2400:00 0.38 20.49 265.00 +D+L+H,LL Comb Run(L*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.051 0.077 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.33 95.09 1850.00 0.38 20.49 265.00 Length=11.0 ft 2 0.114 0.077 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.96 273.84 2400.00 0.38 20.49 265.00 +D+L+H,LL Comb Run(LL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 ' 0.00 0.00 z_83 Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSO Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:30 JUN 2014,1:00PM Wood Beam File=c3 Users\GreenIDOCUME-1Uobs12014\140601-1lframing.ec6 ENERCALC,INC.1983-2014,Beild:6.14.1'.28,Ver:6:14.1:28 tic.#: KW-06002943 Licensee: DAN GREEN ENGINEERING Description: 2B1 Load Combination Max Stress Ratios Moment Values Shear Values SegmentLength Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v Length=3:0 ft 1 0,110 0.165 1.00 1.000 1.00 1.00 1:00 1.00 1.00 0.71 202.61 1850.00 0.82 43.66 265.00 Length=11.0 ft 2 0.243 0.165 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.05 583.46 2400.00 0.82 43.66 265.00 +D+0.750L+0.750S+0.750W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0:00 0.00 0.00 Length=3.0 ft 1 0.110 0.165 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.71 202.61 1850.00 0:82 43:66 265:00 Length=11.0 ft 2 0.243 0.165 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.05 583.46 2400.00 0.82 43.66 265:00 +D+0.750L+0.750S+0:5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0:00 0:00 Length=3.0 ft 1 0.110 0.165 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.71 202.61 1850.00 0.82 43.66 265.00 Length=11.0 ft 2 0.243 0.165 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.05 583.46 2400.00 0.82 43.66 265.00 +D+0.750L+0.750S+0:5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0:00 0.00 Length=3.0 ft 1 0.110 0.165 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.71 202.61 1850:00 0.82 43:66 265.00 Length=11.0 ft 2 0.243 0.165 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2:05 583.46 2400.00 0.82 43:66 265.00 +D+0.750L+0.750S+0.5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0.00 .0.00 0.00 Length=3.0 ft 1 0.110 0.165 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.71 202.61 1850:00 '0.82 43:66 265.00 Length=11.0 ft 2 0.243 0.165 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.05 583.46' 2400:00 0.82 43.66 265.00 +0.600+W41 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0:00 0:00 0.00 Length 3.0 ft 1 0.031 0:046 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.20 57:06 1850:00 0.23 12.29 265.00 Length=11.0 ft 2 0.068 0:046 1.00 1•.000 1.00 1.00 1.00 1.00 1.00 0:58 164.30 2400:00 0.23 12.29 265.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0.00 0.00 0.00 Length=3.0 ft 1 0:031 0:046 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.20 57.06 1850:00 0.23 12.29 265.00 Length=11.0 ft 2 0.068 0.046 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.58 164.30 2400.00 0.23 12.29 265.00 Overall Maximum Deflections•Unfactored Loads Load Combination Span Max."-"'Deft Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 D+S -0.1005 0.000 D+S 2 0.1488 5.715 0:0000 0.000 Vertical Reactions•Unfactored Support notation:Far left is#1 Values in KIPS • Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.660 0.948 Overall MINimum 0.662 0.378 D Only 0.662 0.378 S Only 0.998 0.570 D+S 1.660 0.948 zSy Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wi.com 503-391-2309 Printed:30 JUN 2014,1:08PM Wood Beam File=c:\Users1GreenIDOCUME-1Uobs120141140601-1\framing.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.6.14.1.28 Lio.#: KW-06002943 Licensee:,DAN GREEN ENGINEERING Description: 282 CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2006 Material'Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination IBC 2008 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fa-PrlI 1650 psi Eminbend-xx 930 ksi Wood Species :DF/DF Fc-Perp 650 psi Ebend-yy 1800 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling. • t D(0.1890i8(0:2850) -_ -_ _ __t_ _• 6.75X28`.5 6.75x28.5 8'75x28.5 Span=2.0ft Span=38:0ft Span=2.0ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads mall spans... Uniform Load on ALL spans: D=0.1890, S=0.2850 kift DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.601: 1 Maximum Shear Stress Ratio = 0.255 : 1 Section used for this span 6.75x28.5 Section used for this span 6.75X28.5 fb:Actual = 1,211.89 psi fv:Actual = 67.59 psi FB:Allowable = 2,018.03 psi Fv:Allowable = 265:00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 19.160ft Location of maximum on span = 35.765 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span•#2 Maximum Deflection Max Downward L+Lr+S Deflection 0.570 in Ratio= 799 Max Upward L+Lr+S Deflection -0.094 in Ratio= 508 Max Downward Total Deflection 1.035 in Ratio= 440 Max Upward Total Deflection -0.171 in Ratio= 280 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=2:0 ft 1 0.003 0.114 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.46 6.09 1850.00 3.89 30.33 265.00 Length=38:0 ft 2 0.270 0.114 1.00 0.841 1.00 1.00 1.00 1.00 1.00 41.41 543.87 2018.03 3.89 30.33 265.00 Length=2.0 ft 3 0.003 0.114 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.46 6.09 1850.00 0.46 30.33 265.00 40+1.+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2:0 ft 1 0.003 0.114 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.46 6.09 1850.00 3.89 30.33 265.00 Length•=•38.0 ft 2 0.270 0.114 1.00 0.841 1.00 1.00 1.00 1.00 1.00 41.41 543.87 2018.03 3.89 30.33 265.00 Length=2.0 ft 3 0.003 0.114 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.46 6.09 1850.00 0.46 30.33 265.00 40+1r+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0:003 0.114 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.46 6.09 1850.00 3.89 30.33 265.00 2a womb Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSO Project ID: 140601 Salem,Oregon 97302 Project Descr. dangreen @wvi.com 503-391-2309 Printed:30 JUN 2014,1:08PM File=c:\Users1Green\DOCUME-1Uobs120141140601-11framing.ec6 Wood Beam ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.6.14.1.28 tic.#: KW-06002943 Licensee: DAN GREEN ENGINEERING Description: 282 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN CI Cr Cm C t CL M th F'b V fv F'v Length=38.0 ft 2 0.270 0,114 1.00 0.841 1.00 1.00 1.00 1.00 1.00 41.41 543.87 2018.03 3.89 30.33 265:00 Length=2.0 ft 3 0.003 0.114 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.46 6.09 • 1850.00 0.46 30.33 265:00 +0+5+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 100 Length=2.0 ft 1 0.007 0.255 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.03 13.58 1850:00 8.67 67.59 265:00 Length=18.0 ft 2 0.601 0.255 1.00 0:841 1.00 1.00 1.00 1.00 1.00 92.28 1,211.89 2018.03 8.67 67.59 265:00 Length=2.0 ft 3 0.007 0.255 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.03 13.58 1850.00 1.03 67.59 265.00 +0+0.750Lr+0750L+H 1.000 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.003 0.114 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.46 6.09 1850.00 3.89 30.33 265.00 Length=38:0 ft 2 0.270 0.114 1.00 0.841 1.00 1.00 1.00 1.00 1.00 41.41 543.87 2018.03 3.89 30.33 265.00 Length=2.0 ft 3 0.003 0.114 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.46 6.09 1850.00 0.46 30.33 265.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length=2.0 ft 1 0.006 0.220 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.89 11.71 1850.00 7.47 58.27 265.00 Length=38.0 ft 2 0.518 0.220 1.00 0.841 1.00 1.00 1.00 1.00 1.00 79.57 1,044.88 2018.03 7.47 58.27 265.00 Length=2.0 ft 3 0.006 0.220 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.89 11.71 1850.00 0.89 58.27 265.00 +D+W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.003 0.114 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.46 6.09 1850.00 3.89 30.33 265.00 Length=38:0 ft 2 0.270 0,114 1.00 0.841 1.00 1.00 1.00 1.00 1.00 41.41 543.87 2018:03 3.89 30:33 265.00 Length=2.0 ft 3 0.003 0.114 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.46 6.09 1850:00 0.46 30.33 265.00 +D+0.70E+H 1,000 1.00 1.00 1.00 1.00 1.00 100 0.00 0,00 0.00 Length=2.0 ft 1 0.003 0.114 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.46 6.09 1850:00 3.89 30.33 265.00 Length=38:0 ft 2 0.270 0.114 1,00 0.841 1.00 1.00 1.00 1.00 1.00 41.41 54187 2018:03 3.89 30.33 265.00 Length=2:0 ft 3 0:003 0.114 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0:46 6.09 185100 0.46 30.33 265.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1,00 1.00 1.00 1,00 1.00 0:00 0.00 0.00 0:00 Length=2.0 ft 1 0:003 0.114 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0:46 6.09 1850.00 3.89 30.33 265:00 Length=38:0 ft 2 0.270 0.114 1.00 0.841 1.00 1.00 1.00 1.00 1.00 41.41 543:87 2018:03 3:89 3133 26100 Length=2.0 ft 3 0:003 0.114 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.46 6.09 1850.00 0.46 3133 265M0 +0+0.750Lr+0.750L+0.5250E+H 1.000 1,00 1.00 1.00 1.00 1.00 0.00 0:00 0:00 100 Length=2.0 ft 1 0:003 0:114 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.46 6.09 1850.00 189 30.33 265:00 Length=38.0 ft 2 0:270 0:114 1.00 0.841 1.00 1.00 1'.00 1.00 1,00 41.41 543.87 2018.03 3.89 30.33 265:00 Length=2.0 ft 3 0:003 0:114 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.46 6.09 1850.00 0.46 30.33 265.00 +D+0.750L+0.750S+0.750W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 100 0.00 Length=2.0 ft 1 0:006 1220 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.89 11.71 1850.00 7.47 58.27 265.00 Length=38.0 ft 2 0:518 0:220 1.00 0.841 1.00 1.00 1.00 1.00 1.00 79:57 1,044.88 2018.03 7.47 58.27 265.00 Length=2.0 ft 3 0.006 0.220 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0:89 11.71 1850.00 0.89 58.27 265.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 100 0.00 0.00 0.00 Length=2.0 ft 1 0.006 0.220 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0:89 11.71 1850:00 7.47 58.27 265.00 Length=38.0 ft 2 0.518 0.220 1.00 0.841 1.00 1.00 1.00 1.00 1.00 79.57 1,044.88 2018.03 7.47 58.27 261.00 Length=2.0 ft 3 0.006 0.220 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0:89 11.71 1850:00 0.89 58.27 265.00 +0:60D+W+H 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0.00 0.00 0.00 Length=2.0 ft 1 0.002 0.069 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.28 166 1851.00 2.33 18.20 265:00 Length=38.0 ft 2 0.162 0.069 1.00 0.841 1.00 1.00 1.00 1.00 1,00 24:85 326.32 2018.03 2.33 18.20 265:00 Length=2.0 ft 3 0.002 0.069 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.28 3.66 1850:00 0:28 18.20 265:00 +0,60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0:00 0.00 0:00 Length=2.0 ft 1 0:002 0.069 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.28 3.66 1850.00 2.33 18.20 265:00 Length=38.0 ft 2 0.162 0.069 1.00 0.841 1.00 1.00 1.00 1.00 1.00 24.85 326.32 2018.03 2.33 18.20 265:00 Length=2.0 ft 3 0.002 0.069 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.28 3.66 1850.00 0.28 18.20 265110 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-°Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 D+S -0.1713 0.000 D+S 2 1.0349 19.160 0,0000 1000 3 0.0000 19.160 D+S -0.1713 2.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values In KIPS • Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 10.858 10.858 Overall MINimum 4.873 4.873 D Only 4.873 4.873 S Only 5.985 5.985 D+S 10.858 10.858 Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen©wvi.com 503-391-2309 Printed:30 JUN 2014,1:09PM Wood Beam File=ca Usersl GreenIDOCUME-1Uobs120141140601-1lfra ning.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.B.14.1.28 Lic.#: KW-06002943 Licensee: DAN GREEN ENGINEERING Description: 2B3 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,. ASCE 7-10 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2006 Fb-Compr 1,850.0 psi Ebend-xx I,800.0 ksi Fc-PrIl 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.1660 S(0.250) 6.75x28: 6.75x28.5 W.75x28.5 Span=2.Oft Span=38.0ft Span=2.Oft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.1660, S=0.250 k/ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.533 1 Maximum Shear Stress Ratio = 0.226 : 1 Section used for this span 6.75x28:5 Section used for this span 6.75x28.5 fb:Actual = 1,075.94 psi fv:Actual = 60.00 psi FB:Allowable = 2,018.03 psi Fv:Allowable = 265.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 18.840ft Location of maximum on span = 35.765 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward L+Lr+S Deflection 0.500 in Ratio= 911 Max Upward L+Lr+S Deflection -0.083 in Ratio= 578 Max Downward Total Deflection 0.919 in Ratio= 496 Max Upward Total Deflection -0.152 in Ratio= 314 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M tb F'b V fv F'v D Only 0.00 0.00 0:00 0.00 Length=2.0 ft 1 0.003 0.103 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.42 5.49 1850.00 3.50 27.32 265.00 Length=38.0 ft 2 0.243 0.103 1.00 0.841 1.00 1.00 1.00 1.00 1.00 37.31 489.95 2018.03 3.50 27.32 265.00 Length=2.0 ft 3 0.003 0.103 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.42 5.49 1850:00 0.42 27.32 265.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.003 0.103 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.42 5.49 1850.00 3.50 27.32 265.00 Length=38.0 ft 2 0.243 0.103 1.00 0:841 1.00 1.00 1.00 1.00 1.00 37.31 489.95 2018.03 3.50 27.32 265.00 Length=2.0 ft 3 0.003 0.103 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.42 5.49 1850.00 0.42 27.32 265.00 +0+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.003 0.103 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.42 5.49 1850.00 3.50 27.32 265:00 2fr) Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:30 JUN 2014,1:09PM Wood Beam File=c:lUsers\GreenI DOCUME-lUobs120141140601-11framing.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver:6.14.1.28 Lic.#: KW-06002943 Licensee: DAN GREEN ENGINEERING Description: 2B3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C I Cr Cm C t C.L M fb F'b V fv F'v Length.=38.0 ft 2. 0.243 0.103 1.00 0.841 1.00 1.00 1.00 1.00 1.00 37.31 489.95 2018.03 3.50 27.32 265:00 Length=2.0 ft 3 0.003 0.103 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.42 5.49 1850.00 0.42 27.32 265.00 +D+5+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0:00 0:00 0:00 Length=2.0 ft 1 0.007 0.226 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.92 12.06 1850.00 7.70 60:00 265.00 Length=38.0 ft 2 0.533 0.226 1.00 0.841 1.00 1.00 1.00 1.00 1.00 81.93 1,075.94 2018.03 7.70 60:00 265.00 Length=2:0 ft 3 0.007 0.226 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.92 12.06 1850.00 0.92 60:00 265.00 +0+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0:00 0.00 Length=2.0 ft 1 0.003 0.103 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.42 5.49 1850.00 3:50 27.32 265.00 Lengt ■=38.0 ft 2 .0.243 0.103 1.00 0.841 1.00 1.00 1.00 1.00 1.00 37.31 489.95 2018.03 3:50 27.32 265.00 Length=2.0 ft 3 0.003 0.103 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.42 5.49 1850.00 0.42 27.32 265.00 +0+0:750L+0.750S*I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0:00 0.00 0.00 Length=2.0 ft 1 0.006 0.196 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.79 10.41 1850.00 6:65 51.83 265.00 Length=38.0 ft 2 0.461 0.196 1.00 0.841 1.00 1.00 1.00 1.00 1.00 70.78 929.44 2018.03 6:65 51.83 265.00 Length=2.0 ft 3 0.006 0.196 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.79 10.41 1850:00 0.79 51.83 265.00 +D+W+H 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0:00 0.00 0.00 Length=2.0 ft 1 0:003 0.103 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.42 5.49 1850:00 3:50 27.32 265.00 Length=38.0 ft 2 0.243 0.103 1.00 0.841 1.00 1.00 1.00 1.00 1.00 37.31 489.95 2018:03 3:50 27.32 265.00 Length=2.0 ft 3 0:003 0.103 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.42 5.49 1850:00 0.42 27.32 265.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.003 0:103 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.42 5.49 1850:00 3.50 27.32 265.00 Length=38.0 ft 2 0243 0:103 1.00 0.841 1.00 1.00 1.00 1.00 1.00 37.31 489.95 2018.03 3.50 27:32 265.00 Length=2.0 ft 3 0:003 0:103 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.42 5.49 1850.00 0.42 27:32 265.00 +040.750Lr+0.750L40.750W+H 1.000 1.00 1.00 1.00 1.00 1.00 0:00. 0:00 0:00 0.00 Length=2.0 ft 1 0:003 0.103 1.00 1.000 1.00 1.00 1.00 1.00 1,00 0.42 5.49 1850:00 3:50 27:32 265.00 Length=38.0 ft 2 0:243 0.103 1.00 0.841 1.00 1.00 1.00 1.00 1.00 37:31 489:95 2018:03 3.50 27.32 265.00 Length=2:0 ft 3 0.003 0.103 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0:42 5.49 1850:00 0.42 27.32 265.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0.00 0.00 0.00 Length=2:0 ft 1 0:003 0.103 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.42 5.49 1850:00 3.50 27.32 265.00 Length=38:0 ft 2 0.243 0.103 1.00 0,841 1.00 1.00 1.00 1.00 1.00 37.31 489:95 2018:03 3.50 27.32 265.00 Length=2:0 ft 3 0.003 0.103 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.42 5.49 1850:00 0.42 27.32 265.00 +0+0.750L+0.750S+0.750W4$ 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0.00 0.00 0.00 Length=2.0,ft 1 0.006 0.196 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.79 10.41 1850:00 6.65 51.83 265.00 Length=38.0 ft 2 0.461 0,196 1.00 0.841 1.00 1.00 1.00 1.00 1.00 70.78 929.44 2018.03 6.65 51.83 265.00 Length=2.0ft 3 0.006 0.196 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.79 10.41 1850.00 0.79 51.83 265.00 +0+0.750L+0.750S+0:5250E+H 1.000 1:00 1:00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2:0 ft 1 0.006 0.196 1.00 1.000 1.00 1:00 1.00 1.00 1.00 0.79 10.41 1850.00 6.65 51.83 265:00 Length=38.0 ft 2 0.461 0.196 1.00 0:841 1.00 1.00 1.00 1.00 1.00 70.78 929.44 2018.03 6.65 51.83 265:00 Length=2.0 ft 3 0.006 0.196 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.79 10.41 1850.00 0.79 51.83 265:00 +0.60D+W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.002 0.062 1.00 1.000 1,00 1.00 1.00 1.00 1.00 0.25 3.29 1850.00 2.10 16.39 265:00 Length=38.0 ft 2 0.146 0.062 1.00 0.841 1.00 1.00 1.00 1.00 1.00 22.39 293.97 2018.03 2.10 16.39 265:00 Length=2.0 ft 3 0.002 0.062 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.25 3.29 1850.00 0.25 16.39 265:00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0:00 0.00 0:00 Length=2.0 ft 1 0.002 0:062 1.00 1.000 1.00 1.00 1.00 1,00 1.00 0.25 3.29 1850.00 2.10 16.39 265.00 Length=38.0 ft 2 0.146 0:062 1.00 0.841 1.00 1.00 1.00 1.00 1.00 22.39 293.97 2018.03 2.10 16.39 265.00 Length=2.0 ft 3 0:002 0:062 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.25 3.29 1850.00 0.25 16.39 265.00 Overall Maximum Deflections•Unfactored Loads Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Deft Location in Span 1 0:0000 0.000 D+S -0.1521 0.000 D+S 2 0:9188 19.160 0.0000 0.000 3 0.0000 19.160 D+S -0.1521 2.000 Vertical Reactions•Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 9.640 9.640 Overall MINimum 4.390 4.390 D Only 4.390 4.390 S Only 5.250 5.250 D+S 9.640 9.640 Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen©wvi.com • 503-391-2309 Printed:30 JUN 2014,1:12PM Wood Beam File=c:lUsers\GreenIDOCUME-1Uobs120141140601-1lframing.ee6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.6,14.1.28 Lic.#: KW-06002943 Licensee: DAN GREEN:ENGINEERING Description: 284 CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination IBC 2008 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-PM 1850 psi Eminbend-xx 930 ksi Wood Species : DF/DF Fc-,Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 285 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Completely Unbraced 0(4,873)9(8,985) E t y ] --5 1+. 4',* C:% 2 8.75x28.5 Span=22.0ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D=4.873, S=5.985 k n 11.0 ft DESIGN SUMMARY Desi n OK Maximum Bending Stress Ratio = 0.384 1 Maximum Shear Stress Ratio = 0.171 : 1 Section used for this span 6.75x28.5 Section used for this span 8.75x28.5 fb:Actual = 818.43 psi fv:Actual = 45.24 psi FB:Allowable = 2,13'1.39 psi Fv:Allowable = 265.00 psi Load Combination +D+S+H Load Combination +0+S+H Location of maximum on span = 11.000ft Location of maximum on span = 19.672 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.098 in Ratio= 2682 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.188 in Ratio= 1402 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb Pb V fv F'v D Only 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.181 0:083 1.00 0.888 1.00 1.00 1.00 1.00 0.98 29.40 386.15 2131.39 2.81 21.91 265.00 +04.41 0.888 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.181 0.083 1.00 0.888 1.00 1.00 1.00 1.00 0.98 29.40 386.15 2131.39 2.81 21.91 265.00 +D+Lr+H 0.888 1.00 1,00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=22:0 ft 1 0.181 0.083 1.00 0.888 1.00 1,00 1.00 1.00 0.98 29.40 386.15 2131.39 2.81 21.91 265.00 +D+S+H 0.888 1.00 1.00 1.00 1.00 0.98 0:00 0.00 0.00 0.00 Length=22.0 ft 1 0.384 0.171 1.00 0:888 1.00 1.00 1.00 1.00 0.98 62.32 818.43 2131.39 5.80 45.24 265.00 +040.750Lr40.750L+H 0.888 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.181 0.083 1.00 0.888 1.00 1.00 1.00 1.00 0.98 29.40 386.15 2131.39 2.81 21.91 265.00 +D+0.750L+0.750S+H 0.888 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 w„ t1 tl,111UUl Illy.11 IU r1Uje14 I IUC• I gam turc aenlor mousing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen@wvi.com 503-391-2309 Printed:30 JUN 2014,1:12PM Wood Beam File=cl Users\Green\DOCUME-1Uobs\201411406o1-1Uraming.ec6 ENERCALC,INC.1983.2014,Build:6.14.1.28,Ver.6.14.1.28 tic.# KW-06002943 Licensee DAN GREEN ENGINEERING Description: 2B4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V Iv 'F'v Length=22.0 ft 1 0333 0.149 1.00 0.888 1.00 1.00 1.00 1.00 0.98 54.09 710:36 2131.39 5.05 39.41 265.00 +D+W+H 0.888 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=22:0 ft 1 0.181 0.083 1.00 0.888 1.00 1.00 1.00 1.00 0.98 29.40 386.15 2131.39 2.81 21.91. 265.00 +0+0.70E+H 0:888 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.181 0.083 1.00 0:888 1.00 1.00 1.00 1.00 0.98 29:40 386.15 2131.39 2.81 21.9.1 265:00 +D+0.750Lr+0.750L+0:750W+H 0.888 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0:00 Length=22:0 ft 1 0.181 0.083 1.00 0.888 1.00 1.00 1.00 1.00 0.98 29.40 386.15 2131.39 2.81 21.91 265:00 +D+0.750Lr+0.750L+0:5250E4I 0.888 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.181 0.083 1.00 0:888 1.00 1.00 1.00 1.00 0.98 29.40 386.15 2131.39 2.81 21.91 265:00 +D+0.750L+0:750S+0:750W+11 0.888 1.00 1.00 1.00 1.00 0.98 • 0.00 0.00 0.00 0:00 Length=22:0 ft 1 0.333 0.149 1.00 0:888 1.00 1.00 1.00 1.00 0:98 54.09 710.36 2131.39 5.05 39.41 265:00 +D+0.750L+0:750S+0:5250E+H 0:888 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0:00 Length=22.0 ft 1 0.333 0.149 1.00 0.888 1.00 1.00 1.00 1.00 0.98 54.09 710.36 2131.39 5:05 39.41 265:00 +0.60D+W+H 0.888 1.00 1:00 1.00 1.00 0:98 0.00 0:00 0.00 0:00 Length=22.0 ft 1 0.109 0.050 1.00 0.888 1.00 1.00 1.00 1.00 0:98 17.64 231.69 2131.39 1:69 13.14 265.00 +0.600+0.70E+H 0.888 1:00 1:00 1.00 1.00 0:98 0.00 0:00 0:00 0:00 Length=•22.0 ft 1 0.109 0.050 1.00 0.888 1:00 1.00 1.00 1.00 0.98 17.64 231.69 2131.39 1.69 13.14 265:00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max. "Defl Location in.Span Load Combination Max."+"Dell Location in Span D+S 1 0.1883 11:080 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in;KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.902 5:902 Overall MINimum 2.910 2:910 D Only 2.910 2.910 S Only 2.993 2.993 D+S 5.902 5:902 • ?A/O ---.. 'fib Sp A-, t S' a" (.,j-,- (S1.)+zU)C2qA72) , (03s pJ-- kt Om, -2_S2,3 "A, , 3L--- '' 4L`. - (, 4S ,,to-7 if '6`'2 ` r. t i w A& = 3'sISo Z. I1 rw S C31(P,v.../ C 2.r,IF-VY1 Co,1 2.0.1 G S( s,v` G.a, �a(e._IZ + 11.3 (-)ii) , "7'2.- . 4%- J,�, v6.2..., Je 1/".A, . -L I:, s 1. w o E�, /,o L r O�if . 3 3`1e,, /E .e704 " C " 'e (2.4P-'sa) 4,44,) 72(66 `t P, 4s-02....4-11 3.- toe. 311 y'f w, 0, \i3 Ps F Ze" S, . 3tt ('2.17 t- 923 (-Z.,,7 le .I' 4 ‘I, 1) t) S .. 9...),1 Pf II- 1' i 0- 1 DL2 3-1.2- pf- c t._ z LI t1 r� S�.z 1 e 4 P �-r R < " .vim-r r s Ise-4--r- • -rr ZJ3q SPA.) 'Z+ t (44 0 1 11;3 CZvS/v1 , 112t pcf 4. leis( - 't`^,.n z g1Soo '` M 6 C = 8,Z$ ,,- eon A ,(a3 G34040`1,_ j , Z7)3ta. ~ '/"tea.. 9991.30 1.4 T, SYv1 (✓k az .81"4'Ar3U3 CC2.4 P .J41 c A LSto P ( r - 3 3«) p ,, u eJ 3g +- l'1")30 18 S b9 z J 13.E` w‘ c...1-, 4s—CZr•s7z+z) 41- Ie6Lz1 +(6,hlI.-iDt.t. 3- 1',3(,11 z /0y3 P� 15.c` 9 3 N ei (t—Jw , 06504" R,> 3,4704- v44, ,-35562.1* " AC F,- /,/B y._/c, so.1a 6,34K rg lea ., 19Litio` Ax-c- 1 7oLo3 r.bc .'2 3-155/ w`t 42- ,7.43" _''93 C. i4 K-(6 (2-4F-01) CoJ3� FILE NO. Plo (vo( SHEET NO. 2 II DAN GREEN ENGINEERING,INC. DESIGNER O sCo DATE 6/3,31f t> SALEM,OREGON CLIENT [ ,JwJ-60•rvnL ' PROJECT TS/4"`l' Dan Green Engineering. Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140801 Salem,Oregon 97302 Project Descr: dangreen@wvi.com 503-391-2309 Printed:30 JUN 2014,1:48PM Wood B®a117 File=c:lUsers1GreenIDOCUME-1Uobs120141140601-11(raming.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.6.14.1.28 Lic.#: KW-06002943 Licensee : DAN GREEN ENGINEERING Description: 2B8 CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination IBC 2006 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-Prll 1650 psi Eminbend-xx 930 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1800 ksi Wood Grade :24F-V4 Fv 285 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.37201 L(0. 1301 13(0,18801 • * ) s 4;• " . 4 5.125x12 _ - _ 5.125x12 Span=7.0 ft Span=7.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.3720, L=0.4130, S=0.1890 k/ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.270 1 Maximum Shear Stress Ratio = 0.262 : 1 Section used for this span 5.125x12 Section used for this span 5.125x12 fb:Actual = 500.31 psi fv:Actual = 69.38 psi FB:Allowable = 1,850.00 psi Fv:Allowable = 285.00 psi Load Combination +D+0.750L+0.750S+H,LL Comb Run(L Load Combination +D+0.750L+0,750S+H,LL Comb Run(L Location of maximum on span = 7.000ft Location of maximum on-span = 7.000 ft Span#where maximum occurs = Span#1 Span-#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.015 in Ratio= 5559 Max Upward L+Lr+S Deflection -0.005 in Ratio= 16009 Max Downward Total Deflection 0.022 in Ratio= 3877 Max Upward Total Deflection -0.005 in Ratio= 16009 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C F N C 1 Cr Cm C t CL M fb F'b V fv F'v D Only 0:00 0.00 0:00 0:00 Length=7:0 ft 1 0.125 0.121 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2:36 230.51 1850:00 1.31 31.96 265:00 Length=7:0 ft 2 0.125 0.121 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2:36 230.51 1850:00 1.31 31.96 265.00 +04.+H,LL Comb Run("L) 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft I 0.191 0.233 1,00 1.000 1.00 1.00 1.00 1.00 1.00 3.63 353:91 1850.00 2.53 61.78 265.00 Length=7.0 ft 2 0.191 0.233 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.63 353.91 1850.00 2.53 61.78 265.00 +O+L+H,LL Comb Run(L*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.191 0.233 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.63 353.91 1850.00 2.53 61.78 265.00 Length=7.0 ft 2 0.191 0.233 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.63 353.91 1850.00 1.49 61.78 265.00 +D+L41I,LL Comb Run(LL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 71311- Dan green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Prolect ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:30 JUN 2014,1:48PM Wood Beam File=c:1UserslGreenI DOCUME-1Uobs120141140601-1lframing,ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.8.14.1.28 Lic.#: KW-06002943 Licensee: DAN GREEN ENGINEERING Description: 2B8 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb Pb V fv F'v Length=7.0 ft 1 0:220 0.249 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.18 407.76 1850:00 2.71 66.07 265.00 Length=7.0 ft 2 0220 0249 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.18 407.76 1850:00 1.93 66.07 265.00 +D+0.750L+0.750S+0.750W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0:270 0.262 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.13 500.31 1850.00 2.84 69.38 265.00 Length=7.0 ft 2 0.270 0.262 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.13 500.31 1850.00 2.84 69.38 265.00 +D+0.750L+0.750S+0.5250E+H,LL 1.000 1.00 1,00 1.00 1.00 1.00 0:00 0.00 0.00 0.00 Length=7.0 ft 1 0.220 0.249 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.18 407.76 1850.00 2:71 66.07 265.00 Length=7.0 ft 2 0.220 0.249 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.18 407:76 1850.00 2.71 66:07 265.00 +D+0.7501.+0.7505+0.5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0:00 0.00 Length=7.0 ft 1 0.220 0.249 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.18 407.76 1850:00 2.71 66.07 265.00 Length=7.0 ft 2 0.220 0.249 1.00 1.000 1.00 1,00 1.00 1.00 1.00 4.18 407:76 1850:00 1.93 66.07 265.00 +D+0.750L+0.750S+0.5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.270 0.262 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.13 500:31 1850.00 2.84 69.38 265.00 Length=7.0 ft 2 0.270 0.262 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.13 500.31 1850.00 2.84 69.38 265.00 +0.60D+W+H 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0.00 0.00 0.00 Length=7.0 ft 1 0.075 0.072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.42 138.31 1850:00 0.79 19.18 265.00 Length=7.0 ft 2 . 0.075 0.072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.42 138.31 1850:00 0.79 19.18 265.00 +0.60D+0.70E+11 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0.00 0.00 0.00 Length=7.0 ft 1 0.075 0.072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.42 138.31 1850.00 0.79 19.18 265.00 Length=7.0 ft 2 0.075 0.072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.42 138.31 1850.00 0.79 19.18 265.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Defl Location in Span D+L+S,LL Comb Run(L*) 1 0.0217 3.168 0.0000 0.000 D+L+S,LL Comb Run(*L) 2 0.0215 3:872 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 2.774 8.643 2.774 Overall MINimum -0.181 1.654 -0.181 D Only 1.013 3.375 1.013 L Only,LL Comb Run(*L) -0.181 1.807 1.265 L Only,LL Comb Run(L*) 1.265 1.807 -0.181 L Only,LL Comb Run(LL) 1.084 3.614 1.084 S Only 0.496 1.654 0.496 L+S,LL Comb Run(*L) 0.315 3.461 1.761 L+S;LL Comb Run(Li 1.761 3.461 0.315 L+S;LL Comb Run(LL) 1.580 5.267 1.580 D+L,LL Comb Run(*L) 0.832 5.182 2.277 D+L,LL Comb Run(Li 2.277 5.182 0.832 D+L,LL Comb Run(LL) 2.097 6.989 2.097 • D+S 1.509 5.029 1.509 D+L+S,LL Comb Run(*L) 1.328 6.836 2.774 D+L+S,LL Comb Run(L*) 2.774 6.836 1.328 D+L+S,LL Comb Run(LL) 2.593 8.643 2.593 WI W' \L3 CI(..(v 464 P•f t.,),,. IZ3 Ci '(--)+ 105 +-6�c3'.9. + Is-104.\) 2 P�a i cv( 2 to '` y 9• g �o-7 1.� 3 t.) L 4o(or� v,•dr,., Noao �`M. : 63103 dl:7 : II { 4 ,4 7 3y��t8 JG , 9 , ' ,tt.,c..., 33')sot `� T',.1514(44 d 0�1 8 Pi C3''e,,t-ie., L'1.-4F-,1u\ 6,til, 1Z \Z W 1 \L3 C11�'' - 146 S-- p,,F (i�7;= 123 rI'__i /0 61 pt.� Oz. ILS�, 7. s Z/3� f� z`�1 z��\ 4.s' .J of u It t' aCr 1 /,4rn tr'B {� ,a 3 S g--1,,,, c z.o (L'- 2.-4s?o 914 B w..,_ r .lr -peoyaJ`tL. +0. S2 a.a 4,' i'ka.^ 1\\-lG`t t_4t x, 3Dt,,0 /s A (2„ @,,,,,,„4„.. c,.,4,_,‘,,, (,..,,._) 3 ,, . W' 0, 1 tz3 (_1(4)1- 1.7`2-L f.� �' W 1Y BS Z(.1\ t, . ,Y fie. ,.r '� 7,J,....., 13to3o�` , 5g33s-t. d�� , 3. I /c�sif•'") 3 {L- 6 3!w Y- l r \Ja, 2/moo`` v'^, (,2-1,( ' 2-v61 62 .-io"2-N2_ C co-i: zJ ,,' ca 121 (''-/z\z -7 3 g ihf W I, 12-1 C 31'l�Z) z /937 PJ" W' (2 , IL/Bo 9,=J,,-. 700,0'4 v`M,., /o39),(1 `- Aer,, e.G3,..09 sii•442 3 631454 Z\ Oa- Z9.tioo v tea. /lc/99/ H ?. . & S3 A 171"=ar 3c, . ..., v ti Z►.S t (- @3Ae A 2--1 C2.-1- =-s0 tiJs!) ► DAN GREEN FILE NO. `f°t°/ SHEET NO. 1 Y ENGINEERING,INC. DESIGNER q 5c... DATE 6,/3e/iq SALEM,OREGON CLIENT 6Oret. ',Ake._ PROJECT 7)c a1-p. .e. lc- , L 1,,,)+ 1L3(9IZ) z 551 A� 0,�1i3 C�'b-7z� 1Z(,l t'L w, W (Z,.. 4540" 9.,°1r,2 54o00=- ,M,,,,.: 15 5 i.0 ber g,c 0ye/0 #'ini 3 1 t i FE-1" 32-?5,... 1' 4 S': 150 w`1 C3Va -'t e (2.-4 F-uLt 1 c„.Q:. II•�` ' o J..z 0(0LO a , Z52-S del z 3•S0 -r 31/t9 4 A a ,(Y` , all e4B. C3`I5�Ie4 (2kr'-.awj G./1) Spy t -3(o' Co,. (23 (7--q11. IOPI .. le92 f1J (O 3 i.$ SLi v 3.cls se- !� f� lb)JM.= Z�53ES ..s 2..12_9 C21-29-e l,A ' Zto" a > J - 7-sm. - ($9l-c9''-5.7,0, lco4S` h- di-- dz..)- Z-r-e?4 z°R� -?a \ p n.r-r, c.,`0` v s• /r6 9 2- Pt- 3 J1,.,1 sc�-.)( .t esicf ac-� � s.s z� �o '�' u ∎Ask , 9 30'1 " .t'• 353 tw4 d, r 094. (,.r (Q JO . 541-1- G.K ry (1 t (J/'�- DAN GREEN FILE NO. /rloCoc›/ SHEET NO. 2-6'-- ENGINEERING,INC. DESIGNER '0 Sc, DATE ��3J�Y SALEM,OREGON CLIENT ,e Nam r.+ . PROJECT 7 G a4.r:L Zl ∎q Sp/�., , b, U` , LiC(- (12,\3, 2((0 4- (too 03/2-)+ 12-3(,'(2-'+ (11-IC2-9.s77-)+ 123(-VI-),z 1.17-7q 1'J Jr" \z_e., " Mi.., 14-2 SL., ' 116r _ /,z5 y ros kl '(A)1 S'ig �rL °°`- 964'` ? Jnh> 17.- 1-) - 41110-1 gs '-511' S`5 CL A v Zit Co i..6 T'> 138 ha Li 4 '- ,OS4 CS'16 4-II..-LZM F-,J" 6:"113) Srno , D '(...- G) .= 12,S (16/1) , ,$L( 1'J- JM � 1057 S(o�51 '` u dG�' z L/,73 V- � R.W3 (.0 11CrY- (e Ja- 194,40 sne-> (0- 9'-t3 r. w Z'' 32A,I w"( A-, ,$b`=cy3zti._ Ca...3/,-,sL 18 CZK F-L) Co,.d, L, P (6r-' .2." p z �25to9 u l.J a /OY 3 P (.J, 112 r CSC Z4'o {ut Lo3) W q.S_ 3 ��� r (2---Jr,,,, 14Bro'{ P-0 &Le� Mt".. 2.-KSI I. dew, boLf ,i/o i( 'r,1 L. (°`'' SV80_re 0, , 14-)lovy La , 553So'` � z'. ZY9r /,.!`' d-, ,ote (t- RI C'ie 5,-(G ( .i F-...,'-,\ b4_1. 'J32Z W , 12.3 (_1`{12- k � 123 (15.s-\1- 3 J� 3 2 L r m,> '- II`-it. & ' - 2---77,--,,c)- - ./Y07 P W3 L) WZ („)L, ■1L1 (12.n� Z (3 13 r� 03 (Z3(/3i)'- o uc Z(-1) . `- -1 — s /(ooI r (D` (-I- 3930 - lb.. W3(00 4 lL IL, 7 3 .i Co23s I, 6e-T z V. >,/c.0 H'1,41 ti (.a.4-co Jc - S9 2'L ,•^�. 9301 '- rz 3g2 „JY 4 _Co" C'',o '' 1 Q(ti.� DAN GREEN FILE NO. Pia co°I SHEET NO. 2.g' ENGINEERING,INC. DESIGNER '6`c DATE Cr,(30/,Y SALEM,OREGON CLIENT 12,o,iU--.xwN^a- PROJECT 12 to L W= 1 toc.)t PS 01 - --- I)z'a- oc.F b, W1 2L1D W W 0=.I M.2. 99�n� tI"1�.z 302-)01. A��=Z 1.9 4107 A-∎ia 3 S`& y--1-5‘(2_ Va z 1,0,c.t Mc... 311 3`-( i‘ . r' I o 5'1 ...4 (— ill a. 4 ,`{z`'ZS/3Y._' GYe,,-1 3` 2- (2 fF-.J4J G-5) 5s` W, lt�‘ pf GJ,� �ti— s`— z Ic�co3 N Wy.\23 -1Y 3l (4' �1 g W2 S * 1•* ACrz SY.SAlO4gd 13.s` TY6,zco1`2_ Oa-. t3co(vi` i^c... Iy,g3,[ i. p r. ,49,y d:,b1"24r2Co4 01 CFI6 to`t2.-L24 -441 Ci ' a`(e,e`-i 6 -� Gto 0,11- F 'L 7J3 P 03(332) 'P. \S"), w= Yr(z9,57..)4- Zi(0+ (60(_2:12.,)k 1Za(..711- 1-2-SL7(s)2 21/01 P� z) Ss'� 3.5` w, Liz, tj1 z 4-5(L4.91.11- 24(0 ,F(00C2-1-/-2-14- I2-3(..._37•,7v) z c{Z77 ✓c W (A)2,_ x \2-3 (3>,92-) 7_.1 v6 e II` (L C4- v ,,1 95irS 1. dc`p 1 I.83 1094 •„- � z��� JM, , z 2��� si)/(44-0 Jo— 2..sZ00st > J4,..s Z1toip _ I,sCasoe4 Z zi-rzzI i4 Vim.% 91 ) (,v I' Il t , ∎42.53 "i‘( 4”. -2-L14>_61A'/ Et...31/4 1L )6 (2-4F-ow\ Cr((11. DAN GREEN FILE NO. /y°C / SHEET NO. 7-(1.11 ENGINEERING,INC. DESIGNER Q (.' DATE 7////y SALEM,OREGON CLIENT Ilo,)a-...ho.an.- PROJECT T) &Act- _ 7J3j1 ("?- Li v.)s Ae„,.,,..) — V',0 r•/e i Um-IL"- �.-) P 363., ?- \1-tmoy 02 0-1C2-∎ 2k-tc, Pi 7g' W► 01 z 4S(z)�- 2-1ry k NCO 4- 12-3Lzs-, G 12 ihf .A-10 a4 , x 1,13 11-- 12 S'tes-►G t).... Ik- (00'.- w�,, S53501.1, r', 2,.'c41 6 ,'ZS"$ sss'- G,10,,, e C 2Lt F-4,4 G o:0 X29 cJ ,. Pao(._e.ii\4, i t.-_,I, 't,C24.42-\ : /o)% r'� 'Z 9.s-1 2b 12-s �0(, z ZS 5 'ect f,) , WCed/v\ 1,- Ior6 4 L.(S C /,, 4 �r 3 (LL IIotoa7 R,,J�} luAko MA-, , 45u\4\ u RI t^A6 SS-15o 1-x T . 2k4t PJLi t Z . 2y 4`116'7) C.. .‘15 (yv r G(b� —2_9. 3O SPi 4 z h `v4 I-,) a /23037(y) -z Z.7.-1 (, p,f- Sire era 1 , a RC.," "2- "(2i --) C5i/er )"-/v (.2Nr val G-mr, ZJJ3\ W 1 y%--C 24,>'-7z) i- 21 + L(,JL 3"/il+ 1 z3(-)(L))'I- I23r\37(L\ Yrr610 ff't_ 5 P a� 04' 6" J ►.n it, - l.t,k-r6 Ito 9 6 '�3 JM � 32S2 -t ��, z 111�9 fS eiSL,,4- I1 " ' 29(4°v 4 , 2-S 1'1 - /.'(41,615')., 'Z,79) di' 6 r✓ta,,, 119c02I '` Ts- (0'751 ra"( d Z .3-) 14 2 l' >y etc_ 53/4 )e Z( (1-4F-0tA) C0`.d3 DAN GREEN FILE NO. /Vo to/ SHEET NO: /S►� ENGINEERING,INC. DESIGNER DATE- r C y SALEM,OREGON CLIENT bo�ua,-e,�.�rv,� PROJECT 71 4 4A-cL PA^-) t /O 'to" LJ , 12.3 ( 37(2- '2-r to IPA J am, � \\co4 1 �` z 3\-.t,,t, !_ � 4E �. ZZ ,�«g w 1 Q� �` IN-c,._ 1 '55.15Q ' b T 2((, 1 k.�`' d ' •►Y`` /9oS &tie,4-(6 (-2-5t F-,,MS C�� S P n-1 , If t Gc,N I..) e 2-z)(...e Ply JM �. \ 30 v'1.„ z 3-) 2.5 , zC= . e,9L, -f-rca 5 A v.-)3 24. " 2 �C05( (5rle x-/e 627'F•4a\ 3. 71334 23 31(L 1 � ��¢ � �> I1,to� '� r,.� y�Ci").�z1+ z,,, (boL3''1y4 %zs( Iz))+ K2..i6 pck 1`'•JnA.,- ?JZL o 0-,z /Soclo 01,,,..„,--1Ic/s,9 AE ,- 2 13'6" F--- (1-s 6 3ry.f rts, 1,), , 25-z-,:) L 1 x ' 1..6-),.) CZltoL/fi : Zt03tG4 OJT sx— sso., i_19r(z Oa , -2:-)look el--- 1 L la 1-f 25Z !-4 T s ,-Yrt l,,k 4, , 2s-" c7652 &1/4 Yc t9 E/z ( .4 F-J-I,to,..b 212.3s u a \Z '''t z\ z ?..:2_-)6 " I { - T' - 1gle� 4 S" NI 0° 45(3-.)/0+ -Z«.-'f Chu (.t'/2--1.1- I2-S0/0)k 123(.3'()-\ z (42-16 144}" tat ic, —S,s 3,z 1O43d'(4 Ma,,. 1Yr46Y l.� CJµ 30�i� '�' 35it�o 3 ►Y.s° 83cY'A 2'4 1`10 ' 33(0 " > ✓ek--)- C.y Lo - E7.7",..02' 3t eto s. 01 Ncl- ►'"1, ti /Syz24 C2-4( C2.YF- (CA) DAN GREEN FILE NO. PIO (o or SHEET NO. Z&/9 ENGINEERING,INC. DESIGNER 0 Sv DATE 7�r�r y SALEM,OREGON CLIENT El,a u G-6.e.r,vv..� PROJECT Co AA-c-IL._ 2 C33co P/ or+ 3a,-(0) ID, k.tZ3to + Zc09c7 1 Cog Z.co *- Pcn 21Sat. b. 12t Z P.X61 G3 2 ys"�3.'(a-+i') +• 2-Ito + (900011A+ 12 s(, 31-2A+ ' 1)I z 3-7-) I ?LP W WL1 Z,�� ��i.g Wz 0i z 4A—C(40-'-\4 21c. .- (,o Cs,(yli- lz3 U.I1A A- ks-LBIZ 3261 (LA WL, L+c V(1-}2I4,- 2..“2..“... 4- toJ(. Z1-/y) + 12.3L22`I ..)4 4%---(11.91.A.,.. 2f4'Z. hf V- "I QEr , -�, IQ Ato9 ir '-3 (Z- 3300 J,,,%. 35SS-1> �M.� (NNt.t9 g Sfy c 2'-( LL..... 35c.00 t~ v,Aa ,- 152.7._.0 is r T .. J004Sto tai d = : 55s.v- z, 2.6.-tt.) ert, Jny - µ 2� ` ,/P-uH6 to�ZSp,S,t �i "Z.& Srn-J -z 13' co" GJ ' 1-( --(11) +- Z1-(+ (9c)C1O(L\+ k\L(1 + M3(.''''11.1 L 118tv 0 \L k ), u dGy . Z,31s �tD9 f1 "N � \ An : 2lScot_ 04. , 2501 elk, Y- le, \.)a , Z 52 ' Jac ,. 8 g�Z o i." 1-... 42.53 to`, d � 31 4 z 5-L ( ai CrF-ua, C-t) 2..&"&% 2--)5(_, ra = GuLt2Jz k 1.,0>3 +I Z3`33(21 + Kc (\l'--iy)z 26G-) / 10.j1 II 01-∎ Po (_t31'2)a- log +- )23r .1g2- k-`fc-t_rS 1. Z31 ((I- .. wl (L, 15560,4 ?- ,-L, 115 'Alf.,1 ys 3gg fl i' w � � j ) � 1- 1 Maa .5 aso ' w ' 9t �`,. S1 25— °�5 DAN GREEN FILE NO. /V0 C5.6/ SHEET NO. 2-o ENGINEERING,INC. DESIGNER o SG DATE 7/'/«r SALEM,OREGON CLIENT dc)N a.u•a,) PROJECT T2 c,A,A-ci. -2A.`;9 P 9 SSIb ,- 1toLto = ltosse I` J °, �' I,,.) , 4c-euI+ ?.cc. +- 6,,..) ( 3111-)+ Lrc-Cel? t 12_1C3$7,,\ ,_ 355.L t r.F Of IF ,L L I WI , P0 Cefv14- Ioe y5 �l i + (23 It a1 1 ZS Y S.- ft,' 7a' '� �729'.r dG� /.? �ra'o �,ws P `Jr.y 44'('SO 91 35.34 o '1 Zs e3144- Vet, va Ott-ccoo` V-k-a > 2S03 3c• ` 0,L°„� T.. 21-)4t E - ,N1”=/5.)9 G3l4,-31`"2-0....rF-04\t„.A. 3,,v 9oG if WV. ,- 21-SO v .&6 z lie 0S--- Y-(o 7 # •uJ3 53-)- I` ✓- c,., t,6-‘i I T- 143 0 .13" 7 a(9t C)4 64- , .6.-) ...127.Lt\ S p^--) 1-)'‹." W , t{,C 24/2-) z �S 3 t'f U PA' z St/e,.4., \L Jp . \'ate Jac , 25629r> 1 c k I/e, r--I I'll- T'. /DS I & -A r13 = z$g CS% A 1 3'rti(2.(4F-..).-6 `-e..) V ti. , \ 2.c„v v AA w, L/'l t o I-a d t-7) A 1,S-6 Y-'0 b ''^l 3 3tf 9 LL., s(-7,- ✓ 5,-203 r. r> Iso tJ4 °S' r Nom" ° �30€ 0tisse 4 c F-0,rl Cob d- YB.,..,,\ DAN GREEN FILE NO. /'f v too I SHEET NO. 2.a Z( ENGINEERING,INC. DESIGNER .aC a SALEM,OREGON DATE r y CLIENT e �n PROJECT ?l t,/14.A. •S lou 1.J1 �LZ4s•�-7y� . Coy ► P(P- VM 2�Zp s Bv\3 M s ), 4(4 to g l [J p� 10`(-1_ Jc `l 4 vi- A.--0 z Z t tot..o ` z,, 4 '( 6. ,►(v` _ / �ct a CSV6 x \Q '[,L( 2i'F-�"5 ( J ZJ+,L1 L{ P t0,- 1 v_ 5� , z76'7 2 u 2 (2 o1 lu Se.a 7_11.4 Ste' /o' ., rte. Yc-(±/1.4 z 1 x Yo5 ff J„z 2-S ✓v i n. . 5 l0 I ( 9.(( ([0 3{ w 3 3'10 S U - y Soo �43� ' r, )9° 4 . z� shy» C3ties4-`) (ZY F u'-6 ` ) (3\ Id50(;- it" �fC j I'A 2 4 } • OAS ` ( 2 AIRS DAN GREEN FILE NO. /LIa SHEET NO. 4 Z z ENGINEERING,INC. DESIGNER sc. DATE 7/[ficr SALEM,OREGON CLIENT aop a-�r�..Kv.,er PROJECT n ,c,.-cA__ Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:1 JUL 2014,10:05AM Wood Beam =c:\Users\Green\DOCUME-1Uobs120141140601-11framing.ec6 ENERCALC,:INC.1983-2014,Build:6.14.1.28,Ver:6.14.1.28 Lic.#: KW-06002943 Licensee: DAN GREEN ENGINEERING Description: 2844 CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination IBC 2008 Fb-Compr 1860 psi: Ebend-xx 1800 ksi Fc-Prll 1660 psi Eminbend-xx 930 ksi Wood Species : DF/Dp Fa-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Completely Unbraced 13(1,742)1e(2.972) . G`J•[Jy 6:75x15 Span=28:0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point-Load: D=1.742, S=2.672 k @ 14.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.738 1 Maximum Shear Stress Ratio = 0.145 : 1 Section used for this span 8.75x15 Section used for this span 6.75x15 fb:Actual = 1,836,38 psi N:Actual = 38,46 psi FB:Allowable = 2,218.53 psi Fv:Allowable = 265.00 psi: Load Combination +0+6+H Load Combination +D+S+H Location of maximum on span = 14.000ft Location of maximum on span = 28.774 ft Span#where maximum occurs = Span#1 Span#wheamaximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.668 in Ratio= 503 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.165 in Ratio= 288 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r Cm C t CL M fb F'b V fv Fv D Only 0.00 0:00 0:00 0:00 Length=28.0 ft 1 0:308 0:065 1.00 0.924 1.00 1.00 1.00 1.00 0.99 14.41 683.31 2218.53 1.16 17.19 265:00 +D+L+H 0.924 1.00 1.00 1.00 1.00 0.99 0.00 0:00 0:00 0:00 Length=28.011 1 0.308 0.065 1.00 0.924 1.00 1.00 1.00 1.00 0.99 14.41 683.31 2218.53 1.16 17.19 265.00 +D+Lr+H 0.924 1.00 1.00 1.00 1.00 0.99 0:00 0:00 0:00 0:00 Length=28.0 ft 1 0.308 0.065 1.00 0.924 1.00 1.00 1.00 1.00 0.99 14.41 683.31 2218:53 1.16 17.19 265.00 +D+S+H 0.924 1.00 1.00 1.00 1.00 0.99 0:00 0:00 0:00 0.00 Length=28:0 ft 1 0.738 0.145 1.00 0.924 1.00 1.00 1.00 1.00 0.99 34.52 1,636.38 2218.53 2.60 38.46 265.00 +0+0.750Lr+0.750L+11 0.924 1.00 1.00 1.00 1.00 0.99 0:00 0.00 0.00 0.00 Length=28.0.ft 1 0.308 0.065 1.00 0:924 1.00 1.00 1.00 1.00 0.99 14.41 683.31 2218:53 1.16 17.19 265.00 +0+0.750L+0.750S+H 0:924 1.00 1.00 1.00 1.00 0.99 0:00 0.00 0.00 0.00 Z3 Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen©wvi.com 503-391-2309 Printed:1 JUL 2014,10:05AM Wood Beam File=c:1UserslGreerADOCUME-1Uobs120141140601-ivraming.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver:6.14.1.28 Lic.#1: KW-06002943 Licensee : DAN GREEN ENGINEERING Description: 2B44 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span.# M V C d C FN C I Cr Cm C t CL M fb Pb V fv F'v Length=28.0 ft 1 0.630 0.125 1.00 0.924 1.00 1.00 1.00 1.00 0:99 29.49 1,398.11 2218,53 2.24 33.15 265.00 +D+W+H 0.924 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=28.0 ft 1 0.308 0.065 1.00 0.924 1.00 1.00 1.00 1.00 0:99 14.41 683.31 2218.53 1.16 17.19 265.00 +D+0.70E+H 0.924 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=28.0 ft 1 0.308 0:065 1.00 0.924 1.00 1.00 1.00 1.00 0.99 14.41 683.31 2218.53 1.16 17.19 265.00 +D+0.750Lr+0.750L+0.750W+H 0.924 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=28.0 ft 1 0.308 0:065 1.00 0.924 1.00 1.00 1.00 1.00 0.99 14.41 683.31 2218.53 1.16 17.19 265.00 +D+0.750Lr+0.750L40.5250E+H 0.924 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=28.0 ft 1 0.308 0.065 1.00 0.924 1.00 1.00 1.00 1.00 0.99 14.41 683.31 2218.53 1.16 17.19 265.00 +D+0.750L40,750S+0.750W+H 0.924 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=28.0 ft 1 0.630 0.125 1.00 0.924 1.00 1.00 1.00 1.00 0.99 29.49 1,398.11 2218.53 2.24 33.15 265.00 +040.750L+0.750S40.5250E+H 0.924 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=28.0 ft 1 0.630 0.125 1.00 0.924 1.00 1.00 1.00 1.00 0.99 29.49 1,398.11 2218.53 2.24 33.15 265.00 +0.60D+W+H 0.924 1.00 1.00 1.00 1.00 0.99 0.00 0:00 0.00 0.00 Length=28.0 ft 1 0.185 0.039 1.00 0.924 1.00 1.00 1.00 1.00 0.99 8.65 409.98 2218.53 0.70 10.31 265.00 +0.60D40.70E+H 0.924 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=28.0 ft 1 0.185 0:039 1.00 0.924 1.00 1.00 1.00 1.00 0.99 8:65 409.98 2218.53 0.70 10.31 265.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location'in Span D+S 1 1.1651 14.102 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.624 2.624 Overall MINimum 1.188 1.188 D Only 1.188 1.188 S Only 1.436 1.436 D+S 2.624 2:624 (-1-) JM 33 •. t--17 I dE 1 /,ok )1- to {4 4J3 v v 19.3 .3Y"< •393 (.0 Gv 0 („cam-) &z.-13 11F1...) S pA- 2-,'v` ( 4-s 141 E lve A--\1_1, 1 ll 11 pLF fir". 1233 u z 17,5 6a-v, to� t=3 & Ot-t ` C� sc e, ® S pp , to' ,T)1- VN C 1 �J ZIJ„/L, L 1 th- JN• 1323° M c3”000 1167- } i7S 2- fi ,03 5'/e 1tAlk-c 143V53 t' 7°. 2.)-(q/ fJ : ,'l1 " ZY3O CF/e -LLB So r 6) . * [3c7z,1 t- C oC1-8'c71-\ a /92Z 11''.1 F--1-1 i. /3Krv� ' '1ti., 54/k� /St;+- a 3.29 xr0 •t 1`),S' (Z-' - ku3o Sgam/e 0^a., G02-251 i. y „ 2Y" DAN GREEN FILE NO. /`r°J G v / SHEET NO. 2-/32-5 ENGINEERING,INC. DESIGNER o Ss. DATE '7/i/ry SALEM,OREGON CLIENT C3 a.vcv•N..-A.. PROJECT i° 4^-4A, 251-5\ SP4-) ti E3`(0° L.1> 1sz_A PJ- Cam, R S -2-P GLeG'-t `2J.:5 Z t o- Lf S C7/a a-1) 4- 0)01 , 2_151 Af JM ti s y Au , sC7c., aCP bc.% Y IO • 3 'L-f Jo-, 3003 k G2.)- 7-v-e 4' Z �S3 pA-) ti c v W s C7/2,+ 1 = 2_y SS PLf st 161 tS z •0(1 CO) J V ! D f>: Cc�Vg54ip tly aS��ati.. coos M a F ('w•-•- n.dor bJ, C S H6")(_z9(z.S, /81315J- (,)1 ,- c{c C2N2-k+ ego c3-z_ P� p 9 uj1 `'�m' I l 600 ail- /0i')O k wt,.tiz 391/0/' '‘ Aer /,yo s_rte ✓ I Nt�, b3�r3 r. ZYS( a1_31". s ass s`i� (6, � I to 9"1 H ft/ rz, CS'Ye,,Lie C2.-rr-,Ptil G-3) /p t /,,, , � z "✓ A 2_/35.53 .+ 1 Co DAN GREEN FILE NO. /`r cc b,.)I SHEET NO. ?...a 2i ENGINEERING,INC. DESIGNER OSC. DATE 7//fr OREGON - CLIENT aot,asee _ PROJECT 7) ZJIS7 SPa *- U- y1 Celz.+2- k-f + pio(„il +- l'z.3(,eI '2 99 rf Jh 1 �� -} 74tu I K dG= 9,11 �r0 V .ty � 10 Oa, Lo6tc.) " fie• 1,0703 '" r 343 61 ,ISti=?(os-'tg 21356 �— 17P 2 . 5'04 4c Cot- 64 loco i-t2-'30\ ' 4S6 Pf Co v-6 5317 "" tA,-)1 " �9��,�`+ dz ,IN"z / 7u," Gv-e.) 4' 111F::..) 'zt3sS Ss 3 1,)f Seel Sl�ee3 sP r9`c." („>t ( 1' 0-F gia � a 2�c�co� &1- , 6�4a 35"4' C.Fte.4 0 ttz (2_,4F G DAN GREEN FILE NO. 1 Yco ( SHEET NO. 2 .2--' ENGINEERING,INC. DESIGNER DATE -7/i//y SALEM,OREGON CLIENT aNa 0-6vvm-c— PROJECT 7) a e�� Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:1 JUL 2014,12:34PM Wood Beam ='caUsers\Green\DOCUME-1Uobs120141140601-1lframing.ec6 ENERCALC,INC.1983-2014,Build:8.14.1.28,Ver.6.14.1.28 Lic.#: KW-06002943 Licensee DAN GREEN ENGINEERING Description: 2B59 CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination IBC 2006 Fb-Compr 2400 psi Ebend-xx 1800ksi Fc-Pril 1650 psi Eminbend-xx 930ksi Wood Species :DF/DF Fc-Perp 850 psi Ebend-yy 1600 ksi Wood Grade :24F-V8 Fv 265 psi Eminbend-yy 830ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling i 0(0.33805(0,65301 + 5 . 6.75x18 X___ 6.75x18 .` `QQ i.75x18 Span=25.50 ft Span=10.0 ft Span=2.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans:.. Uniform Load on ALL spans: D=0,3360, S=0.5530 k/ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.84S 1 Maximum Shear Stress Ratio = 0.592 : 1 Section used for this span 6.75x18 Section used for this span 6.75x18 fb:Actual = 1,858.73 psi fv:Actual = 157.00 psi FB:Allowable = 2,198.92 psi Fv:Allowable = 265.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on,span = 25.500ft Location of maximum on span = 24.214 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max'Downward L+Lr+S Deflection 0.500 in Ratio= 612 Max Upward L+Lr+S Deflection -0.047 in Ratio= 2567 Max Downward Total Deflection 0.828 in Ratio= 369 Max Upward Total Deflection -0.077 in Ratio= 1549 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M lb Pb V fv F'v D Only 0.00 0.00 0.00 0:00 Length=25.50 ft 1 0:335 0.235 1.00 0.916 1.00 1.00 1.00 1.00 1.00 22.38 736.81 2198.92 5:04 62.24 265.00 Length=10.0 ft 2 0:307 0.235 1.00 1.000 1.00 1.00 1.00 1.00 1.00 22.38 736.81 2400.00 3.46 62.24 265.00 Length=2.0 ft 3 0:010 0.235 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.73 23.91 2400.00 0:18 62.24 265.00 40+L+1-1,LL Comb Run("L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.50 ft 1 0.335 0.235 1.00 0.916 1.00 1.00 1.00 1:00 1.00 22:38 736.81 2198.92 5.04 62.24 265.00 Length=10.0 ft 2 0.307 0.235 1.00 1.000 1.00 1.00 1.00 1.00 1.00 22.38 736.81 2400:00 3:46 62.24 265.00 Length=2.0 ft 3 0.010 0.235 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.73 23.91 2400:00 0.18 62.24 265.00 40+L+H,LL Comb Run('L') 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.50 ft 1 0.335 0.235 1.00 0.916 1.00 1.00 1.00 1.00 1.00 22.38 736:81 2198.92 5.04 62.24 265.00 LS n Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSO Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:1 JUL 2014,12:34PM Wood Beam File=c:l UserslGreenl tOCUME-1Uobs120141140601-11framing.ec6 ENERCALC,INC.1983-20K Build:6:14.1.28,Ver.6.14.1.28 Lic.#: KW-06002943 Licensee: DAN GREEN ENGINEERING Description: 2B59 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.°"Defl Location in Span Load Combination Max."+"Defl Location'in Span 0+5 1 0.8282 11.571 0.0000 0.000 2 0.0000 11.571 D+S -0.0774 1950 D+S 3 0.0368 2.000 0.0000 3.950 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 9.467 23:939 0.951 Overall MINimum 3.753 9.489 0.377 D Only 3.753 9.489 0.377 S Only 5.714 14.449 0.574 D+S 9.467 23.939 0.951 • • Z€,to\ % 21St.-Z pr,..., ' r a'o'' G-) e{1 5o r'- JI' 4 4ETa /,o/ 7riO "w3 M L Z2S� z SbZS 3Ve.)4 g Oa, 51'15 '^'a s g-k) I. su t24F ✓ul (:0042 Zbb 3 1)(7,59) o�� 3-r) " S �• 13.0 I 0- ( f Ir (o" W . yj Cl�/z +Z) 3rS pf g h P 1 1 /WA. L S .6C---r : / 7 i {>f 'cti1 3 u• � 0 6 J 2 SYr) as (t? I r, ,4i p," d z -VAIL EIe i act) s VI") 10 IFS C Z'/Z ) , H 50 (J 2 ti �c o Va -- (,. y 7o e (2.3sG) pDx 9,-(e°► Psi > IL0-041 SPA- si+e-4,13 ---� / 3.3 DAN GREEN FILE NO. /yo(o0/ SHEET NO. -'ao ENGINEERING,INC. DESIGNER pC(.0 DATE ")/1/r y SALEM,OREGON CLIENT C NG � PROJECT 7-7 ati� Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:I JUL 2014,12:51PM Wood Beam ENERCALC,ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.6.14.1.28 Lic.#: KW-06002943 Licensee : DAN GREEN ENGINEERING Description: 2863 CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1350 psi E:Modulus of Elasticity Load Combination IBC 2006 Fb-Compr 1350 psi Ebend-xx 1600 ksi Fc-PrIl 925 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.1 Fv 170 psi Ft 675 psi Density 32.21 pd Beam Bracing : Completely Unbraced D(0.377)�S(0.574) 6x8 Span=13.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Point Load: D=0,3770, S=0.5740 k(D,6.750ft DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.55S 1 Maximum Shear Stress Ratio = 0.102 : 1 Section used for this span 6x8 Section used for this span 6x8 fb:Actual = 746.97psi fv:Actual = 17.29 psi FB:Allowable = 1,344.37 psi Fv:Allowable = 170.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.750ft Location of maximum on span = 0:000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.165 in Ratio-= 980 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 MaxDownward Total Deflection 0.274 in Ratio= 591 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M lb Fb V fv Fv D Only 0.00 0.00 0.00 0:00 Length=13.451 ft 1 0.220 0:040 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.27 296.12 1344.37 0.19 6.85 170.00 Length=0.04927 ft 1 0:002 0:040 1.00 1.000 1:00 1.00 1.00 1.00 1.00 0.01 2.16 1349.98 0.19 6.85 170:00 +D4+1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0:00 Length=13.451 ft 1 0.220 0:040 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.27 296.12 1344.37 0.19 6.85 170:00 Length=0.04927 ft 1 0:002 0:040 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0:01 2.16 1349.98 0.19 6:85 170.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0:220 0:040 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.27 296.12 1344.37 0.19 6.85 170.00 Length=0.04927 ft 1 0.002 0.040 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0:01 2.16 1349:98 0.19 6.85 170.00 +O+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.556 0.102 1.00 1.000 1.00 1.00 1.00 1.00 1.00 321 746:97 1344.37 0.48 17.29 170.00 Length=0.04927 ft 1 0:004 0.102 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.02 5.45 1349.98 0.48 17.29 170.00 2113 l Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen©wvi.com 503-391-2309 Printed:1 JUL 2014,12:51PM Wood Beam File=ca Usersl GreenIDOCUME-11Jobs120141140601-1'framing.ec6 ENERCALC,INC.1983-2014,Build:6.14:1.28,Ver.6.14.1.28 Lic.#: KW-06002943 Licensee : DAN GREEN ENGINEERING Description: 2663 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C I C r C m C t C'L M tb F'b V fv F'v +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0:00 Length=13.451 ft 1 0.220 0.040 1:00 1.000 1.00 1.00 1.00 1.00 1.00 1.27 296.12 1344.37 0.19 6.85 170:00 Length=0:04927 ft 1 0.002 0.040 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.01 2.16 1349.98 0.19 6.85 170:00 +D40.750L+0:750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.472 0.086 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.73 634.25 1344.37 0.40 14.68 170.00 Length=0:04927 ft 1 0.003 0.086 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.02 4.63 1349.98 0.40 14.68 170.00 +D+W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.220 0.040 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.27 296.12 1344.37 0.19 6.85 170.00 Length=0:04927 ft 1 0.002 0.040 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.01 2.16 1349.98 0.19 6.85 170:00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.220 0.040 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.27 296.12 1344.37 0.19 6.85 170.00 Length=0.04927 ft 1 0.002 0:040 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.01 2.16 1349.98 0.19 6.85 170:00 +D+0.750Lr40.750L+0.750W+11 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0:00 0.00 0.00 Length=13.451 ft 1 0.220 0.040 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.27 296.12 1344.37 0.19 6.85 170.00 Length=0.04927 ft 1 0.002 0.040 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.01 2.16 1349.98 0.19 6:85 170:00 +040.750Lr40.750L40.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0:00 0:00 Length=13.451 ft 1 0.220 0:040 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.27 296.12 1344.37 0.19 6:85 170:00 Length=0.04927 ft 1 0:002 0:040 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.01 2.16 1349:98 0.19 6:85 170:00 +0+0.750L+0.750S40.750W+11 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0:00 0.00 0.00 Length=13.451 ft 1 0:472 0:086 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.73 634.25 1344.37 0:40 14.68 170.00 Length=0.04927 ft 1 0:003 0:086 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.02 4:63 1349.98 0.40 14.68 170.00 40+0.750L+0.750S40.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0:00 0.00 0.00 Length=13.451 ft 1 0:472 0:086 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.73 634.25 1344.37 0.40 14.68 170.00 Length=0:04927 ft 1 0.003 0.086 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0:02 4.63 1349:98 0.40 14.68 170.00 +0.60D+W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.132 0.024 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.76 177.67 1344.37 0.11 4.11 170.00 Length=0:04927 ft 1 0:001 0.024 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.01 1.30 1349.98 0.11 4.11 170.00 +0.60D+0.70E+11 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13:451 ft 1 0.132 0.024 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.76 177.67 1344.37 0.11 4.11 170.00 Length=1.04927 ft 1 0.001 0.024 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.01 1.30 1349.98 0.11 4.11 170.00 Overall Maximum Deflections•Unfactored Loads Load Combination Span Max.''-''Defl Location in Span Load Combination Max,•+"Defl Location in Span D+S 1 0.2738 6.750 0:0000 0.000 Vertical Reactions•Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.476 0.476 Overall MINimum 0.189 0.189 D Only 0.189 0.189 S Only 0.287 0.287 D+S 0.476 0.476 •S3 L Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140801 Salem,Oregon 97302 Project Descr: dangreen @wvi:com 503-391-2309 Printed:1 JUL 2014,12:52PM Wood Beam File=c:lUsers1Green\D000ME-fJob sl20141140601-1lframing.ec6 ENERCALC,INC.1983-2014,Build:6.14.1:28,Ver:6.14.1:28 Lic.#: KW-06002943 Licensee : DAN GREEN ENGINEERING Description: 2886 CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination IBC 2008 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-Prll 1650 psi Eminbend-xx 930 ksi Wood Species :DF/DF Fc-Perp 850 psi Ebend-yy 1800ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Completely Unbraced D(0,489)8(14.440) • 8.75x18 • Span=13.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D=+9.489, S=14.449 k(aa 6.750 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.90a 1 Maximum Shear Stress Ratio = 0.437 : 1 Section used for this span 8.75x18 Section used for this span 8.75x18 fb:Actual = 2,072.21 psi fv:.Actual = 115.76 psi FB:Allowable = 2,283.28 psi Fv:Allowable = 265.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.750ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.168 in Ratio= 963 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.282 In Ratio= 574 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M lb F'b V fv Pv D Only 0.00 0:00 0:00 0:00 Length=13.451 ft 1 0365 0.177 1.00 0.951 1.00 1.00 1.00 1.00 1.00 32.83 833.73 2283.28 4.93 4635 265.00 Length=0:04927 ft 1 0.003 0.177 1.00 0.951 1.00 1.00 1.00 1.00 1.00 0.25 6.23 2283.28 4.93 4635 265.00 +D+L+H 0351 1.00 1.00 1.00 1.00 1.00 030 0:00 0.00 0.00 Length=13.451 ft 1 0.365 0.177 1.00 0.951 1.00 1.00 1.00 1.00 1.00 32:83 833.73 2283.28 4.93 46.95 265.00 Length=0:04927 ft 1 0.003 0.177 1.00 0.951 1.00 1.00 1.00 1.00 1.00 025 6:23 228328 4.93 46.95 265.00 +D+Lr+H 0.951 1.00 1.00 1.00 1.00 1.00 0:00 0.00 0.00 0.00 Length=13:451 ft 1 0.365 0.177 1.00 0.951 1.00 1.00 1.00 1.00 1.00 32.83 83313 228328 4.93 46.95 265.00 Length=0.04927 ft 1 0.003 0.177 1.00 0.951 1.00 1.00 1.00 1.00 1.00 0.25 6:23 2283.28 4.93 46.95 265.00 40+3+11 0.951 1.00 1.00 1.00 1.00 1.00 0:00 0.00 0.00 0.00 Length=13.451 ft 1 0.908 0.437 1.00 0.951 1.00 1.00 1.00 1.00 1.00 81.59 2,072.21 2283.28 12.15 115.76 265.00 VI 33 uan Breen ngineenng.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: lard Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:1 JUL 2014,1252PM Wood Beam File=caUsers1Green1D000ME-1LIobs120141140601-1Uraming.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver:6.14.1.28 Lic.# : KW-06002943 Licensee: DAN GREEN ENGINEERING Description: 2B66 • Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb Pb V fv Fv Length=0.04927 ft 1 0.007 0.437 1.00 0:951 1.00 1.00 1.00 1.00 1.00 0.60 15.27 2283.28 12.15 115.76 265:00 +0+0.750Lr+0.750L+11 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.365 0.177 1.00 0:951 1.00 1.00 1.00 1.00 1.00 32.83 833.73 2283.28 4.93 46,95 265.00 Length=0.04927 ft 1 0.003 0.177 1.00 0.951 1.00 1.00 1.00 1.00 1.00 0.25 6.23 2283.28 4.93 46.95 265:00 +D+0.750L+0.750S+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0:00 Length=13.451 ft 1 0.772 0.372 1.00 0.951 1.00 1.00 1.00 1.00 1.00 69.40 1,762.59 2283.28 10.35 98.56 265:00 Length=0.04927 ft 1 0.006 0.372 1.00 0.951 1.00 1.00 1.00 1.00 1.00 0.51 13.01 2283.28 10.35 98:56 265.00 +D+W+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.365 0.177 1.00 0.951 1.00 1.00 1.00 1.00 1.00 32.83 833.73 2283.28 4.93 46:95 265.00 Length-=0.04927 ft 1 0.003 0.177 1.00 0.951 1.00 1.00 1.00 1.00 1.00 0.25 6.23 2283.28 4.93 46:95 265.00 +D+0.70E+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length,=13.451 ft 1 0.365 0.177 1.00 0.951 1,00 1.00 1.00 1.00 1.00 32.83 833.73 2283.28 4.93 46.95 265.00 Length=0.04927 ft 1 0.003 0.177 1.00 0.951 1.00 1.00 1.00 1.00 1.00 0.25 6.23 2283.28 4.93 46.95 265.00 +D+0.750Lr+0:750L+0.750W+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.365 0.177 1.00 0.951 1.00 1.00 1.00 1.00 1.00 32.83 833.73 2283.28 4.93 46:95 265.00 Length=0.04927 ft 1 0.003 0.177 1.00 0.951 1.00 1.00 1.00 1.00 1.00 0.25 • 6.23 2283.28 4.93 46.95 265.00 +D+0.750Lr+0.750L+0.5250E+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0:00 0.00 0.00 Length=13.451 ft 1 0.365 0.177 1.00 0.951 1.00 1.00 1.00 1.00 1.00 32.83 833.73 2283.28 4.93 46:95 265.00 Length=0.04927 ft 1 0.003 0.177 1.00 0.951 1.00 1.00 1.00 1.00 1.00 0.25 6:23 2283.28 4.93 46.95 265.00 +D+0.750L+0.750S+0.750W+H 0.951 1.00 1.00 1.00 1.00 1.00 0:00 0.00 0.00 0.00 Length=13.451 ft 1 0.772 0.372 1.00 0.951 1.00 1.00 1.00 1.00 1.00 69.40 1,762.59 2283.28 10.35 98.56 265.00 Length=0.04927 ft 1 0.006 0.372 1.00 0.951 1.00 1.00 1.00 1.00 1.00 0.51 13.01 2283.28 10.35 98.56 265.00 +D+0.750L+0.750S+0.5250E+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.772 0.372 1.00 0.951 1.00 1.00 1.00 1.00 1.00 69.40 1,762.59 2283.28 10.35 98.56 265.00 Length=0.04927 ft 1 0.006 0.372 1.00 0.951 1.00 1.00 1.00 1.00 1.00 0.51 13.01 2283.28 10.35 98.56 265.00 +0:60D+W+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.219 0.106 1.00 0.951 1.00 1.00 1.00 1.00 1.00 19.70 500:24 2283:28 2.96 28.17 265.00 Length=0.04927 ft 1 0:002 0.106 1.00 0.951 1.00 1.00 1.00 1.00 1.00 0.15 3.74 2283.28 2.96 28.17 265.00 +0.60D+0.70E+H 0:951 1.00 1.00 1.00 1.00 1.00 0:00 0.00 0.00 0.00 Length=13.451 ft 1 0.219 0.106 1.00 0.951 1.00 1.00 1.00 1.00 1.00 19:70 500:24 2283.28 2.96 28.17 265.00 Length=0:04927 ft 1 0.002 0.106 1.00 0:951 1.00 1.00 1.00 1.00 1.00 015 3.74 2283.28 2.96 28.17 265.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.°"Deft Location In Span Load Combination Max."+"Defl Location in Span D+S 1 0.2820 6.799 0:0000 0:000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 12.207 12.207 Overall MINimum 4:982 4.982 D Only 4.982 4.982 S Only 7.225 7.225 D+S 12.207 12.207 • 7. 3y • '.."- •b1 WOC. k) (042,4L, I. 1%6(1,P wsl 26 C" 714-1-\ i Z24 P,F -, Sue , %L 3 7,; (21 ppL1 /eD*)J4 Psc 1 l c P (2,11,,7N) p (.21e-� 5,r 1 5,s- (1- P-' DAN GREEN FILE NO. /'t' two/ SHEET NO. 2.6 2.S ENGINEERING,INC. DESIGNER DATE 7/i/i SALEM,OREGON CLIENT avrli-v i rv�e- PROJECT 7-)c.n�� Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:1 JUL 2014,12:59PM File=c:Users\Green\DOCUME-1Uobs12014U40601-11tr c6 ffining.e Wood Beam ENERCALC,INC.1983-2014,Build:8.14.1.28,Ver:6.14.1.28 Lic.#: KW-06002943 Licensee: DAN GREEN ENGINEERING Description: 2667 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1350 psi E:Modulus of Elasticity Load Combination IBC 2008 Fb-Compr 1350 psi Ebend-xx 1800 ksi Fc-Pill 925 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 825 psi Wood Grade :No.1 Ft 675 psi Density 32.21 pcf Beam Bracing : Beam Is Fully Braced against lateral-torsion buckling • • Dro.138Ctsro,22401 • 6x8 6x8 Span=3.0 ft Span=7.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.1360, S=02240 k/ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.31e 1 Maximum Shear Stress Ratio = 0.297 : 1 Section used for this span 6x8 Section used for this span 6x8 tb:Actual = 426.31 psi fv:Actual = 50.53 psi FB:Allowable = 1,350.00 psi Fv:Allowable = 170.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.358ft Location of maximum on span = 3.000 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.032 in Ratio= 2797 Max Upward L+Lr+S Deflection -0.011 'in Ratio= 6522 Max Downward Total Deflection 0.053 in Ratio= 1696 Max Upward Total Deflection -0.018 in Ratio= 3956 Maximum Forces&Stresses for'Load Combinations Load Combination Max-Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.113 0.117 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.65 152:09 1350.00 0:55 19.87 170.00 Length=7:50 ft 2 0.124 0.117 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.72 167.68 1350:00 0:55 19.87 170.00 +D+L+H,LL Comb Run(*L) 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0:00 0.00 0.00 Length=3:0 ft 1 0.113 0.117 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0:65 152:09 1350:00 0:55 19:87 170:00 Length=7:50 ft 2 0.124 0.117 1.00 1.000 1.00 1.00 1..00 1.00 1.00 0.72 167.68 1350:00 0:55 19:87 170.00 +D+L+H,LL Comb Run(L*) 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0:00 0.00 0.00 Length=3.0 ft 1 0.113 0.117 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.65 152:09 1350:00 0:55 19.87 170:00 Length=7.50 ft 2 0.124 0.117 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.72 167.68 1350:00 0.55 19.87 170:00 +D+L+H,LL Comb Run(LL) 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0:00 0:00 0:00 -LS 3G Dan green Englneenng.Inc Project I itle: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:1 JUL 2014,12:59PM Wood Beam Ale=caUserslGreenIDOCUME-1Uobs120141140601-1lframing.ec6 ENERCALC,INC.1983-2014,,Build:6.14.1.28,Ver.6.14.1'.28 Lic.# : KW-06002943 Licensee: DAN GREEN ENGINEERING Description: 2B67 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M tb Pb V fv Fv Length=3.0 ft 1 0.243 0.252 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.41 328.03 1350:00 1.18 42.87 170.00 Length=7:50 ft 2 0.268 0.252 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.55 361.66 1350:00 1.18 42.87 170.00 +0+0.750L+0:750S+0:750W41,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10 ft 1 0.243 0.252 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.41 328.03 1350.00 1.18 42.87 170.00 Length=7.50 ft 2 0.268 0.252 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.55 361.66 1350.00 1.18 42.87 170.00 +0+0.750L+0:750S+0:5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3:0 ft 1 0.243 0.252 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.41 328.03 1350.00 1.18 42.87 170.00 Length=7.50 ft 2 0.268 0.252 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.55 361.66 1350.00 1.18 42.87 170.00 +0+0.750L+0.750S+0:5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.243 0.252 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.41 328.03 1350.00 1.18 42.87 170.00 Length=7.50 ft 2 0.268 0.252 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.55 361.66 1350.00 1.18 42.87 170.00 +0+0.750L+0.750S+0:5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.243 0.252 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.41 328.03 1350.00 1.18 42.87 170.00 Length=7.50 ft 2 0.268 0.252 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.55 361.66 1350.00 1.18 42.87 170.00 +0.60D+W4l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 3.0 ft 1 0.068 0.070 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.39 91.26 1350.00 0.33 11.92 170.00 Length=7.50 ft 2 0.075 0.070 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.43 100.61 1350.00 0.33 11.92 170.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.068 0.070 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.39 91.26 1350.00 0.33 11.92 170.00 Length=7.50 ft 2 0.075 0.070 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.43 100.61 1350.00 0.33 11.92 170.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.°-"Defl Location in Span Load Combination Max."+"Deft Location in Span 1 0.0000 0.000 D+S -0:0182 0:000 D+S 2 0.0530 4.064 0:0000 0:000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values:in KIPS Load Combination Support 1 Support 2 Support 3 Overall:MAXimum 2.714 1.163 Overall MINimum 1.067 0.457 D Only 1.067 0.457 S Only 1.646 0.706 D+S 2.714 1.163 Za3) • 'an%A can WIWIiaonny.iii., r-wjtut INC. IIgara(um)oenior housing 3230 Triangle Drive SE Engineer: D8G Project ID: 140801 Salem,Oregon 97302 Project Descr: dangreen@wvi.com 503-391-2309 Printed:1 JUL 2014,1:00PM Wood Beam File=c:lUsers\GreenIDOCUME-11Jobs120141140601-1lframing.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.6:14.1.28 Laic.#: KW-06002943 Licensee : DAN GREEN ENGINEERING Description: 2988 CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination IBC 2008 Fb-Compr 1850 psi Ebend-xx 1800ksi Fc-Prll 1650 psi Eminbend-xx 930 ksi Wood Species :DF/DF Fc-Perp 650 psi Ebend-yy 1800 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Completely Unbraced 0(1,07)8(1.68) 0(1.07)18(1,00 5.125x13.5 Span=22.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D=1.070, S=1.650 k(d1,5.50 ft Point Load: 0=1.070, S=1.650 k eil 17.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.522 1 Maximum Shear Stress Ratio = 0.235 : 1 Section used for this span 5.125x13.5 Section used for this span 5.125x13.5 fb:Actual = 1,228.69psi fv:Actual = 62.39 psi FB:Allowable = 2,355.59 psi Fv:Allowable = 265.00 psi Load Combination +D+S41 Load Combination +0+S41 Location of maximum on span = 11.250ft Location of maximum on span = 21.432 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.486 in Ratio= 555 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.848 in Ratio= 318 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Rados Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=22:50 ft 1 0.225 0.100 1.00 0:981 1.00 1.00 1.00 1.00 0.99 6.86 529.14 2355.59 1.23 26.61 265.00 +D+L+H 0:981 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=22.50 ft 1 0.225 0.100 1.00 0:981 1..00 1.00 1.00 1.00 0.99 6.86 529.14 2355.59 1.23 26.61 265.00 +D+Lr+H 0:981 1.00 1.00 1:00 1.00 0.99 0.00 0.00 0.00 0.00 Length=22.50 ft 1 0.225 0.100 1.00 0.981 1.00 1.00 1.00 1.00 0.99 6.86 529.14 2355.59 1.23 26.61 265.00 +0+5+11 0:981 1.00 1:00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=22.50 ft 1 0.522 0.235 1.00 0:981 1.00 1.00 1.00 1.00 0:99 15.94 1,228.69 2355.59 2.88 62.39 265.00 +040.750Lr+0.750L+H 0:981 1.00 1.00 1.00 1.00 0:99 0.00 0.00 0.00 0.00 Length=22:50 ft 1 0.225 0.100 1.00 0.981 1.00 1.00 1.00 1.00 0.99 6.86 529.14 2355.59 1.23 26.61 265:00 2'24 van VIGMI Inyuiersnuy.nu. riupci I we. II arm(uK)Jenior mousing 3230 TriangleDrive SE Engineer: D G Protect ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi:com 503-391-2309 Printed:1 JUL 2014,1:00PM Wood Beam • File=c:lUsers1Green1DOCUME-1Uobs120141t40801-1Uraming.ec6 ENERCALC,.INC.1983-2014,Build:6.14.1.28,Ver..6.14:1.28 Li c.#: KW-06002943 Licensee: DAN GREEN ENGINEERING Description: 2B68 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C I Cr Cm C t CL M fb F'b V fv F'v +0+0.750L+0.750S+41 0.981 1.00 1.00 1.00 1.00 0:99 0.00 0,00 0:00 0.00 Length=22.50 ft 1 0.447 0.202 1.00 0:981 1.00 1.00 1.00 1.00 0:99 13.67 1,053.80 2355.59 2.47 53.44 265.00 +D+W+H 0.981 1.00 1.00 1.00 1.00 0.99 0.00 0:00 0.00 0.00 Length=22.50 ft 1 0.225 0.100 1.00 0:981 1.00 1.00 1.00 1.00 0:99 6.86 529.14 2355.59 1.23 26.61 265.00 +D+0.70E+H 0:981 1.00 1.00 1.00 1.00 0.99 0.00 0:00 0.00 0.00 Length=•22.50 ft 1 0.225 0.100 1.00 0.981 1.00 1.00 1.00 1.00 0:99 6.86 529.14 2355.59 1.23 26.61 265.00 +D+0.750Lr+0150L+0.750W+H 0.981 1.00 1.00 1.00 1.00 0:99 0.00 0.00 0.00 0.00 Length• •22.50 ft 1 0.225 0.100 1.00 0.981 1.00 1.00 1.00 1.00 0:99 6.86 529.14 2355.59 1.23 26.61 265.00 +0+0.750Lr+0:750L+0.5250E+H 0.981 1:00 1.00 1.00 1.00 0:99 0.00 0.00 0.00 0.00 Length=22.50 ft 1 0.225 0.100 1.00 0.981 1.00 1.00 1.00 1.00 0:99 6.86 529.14 2355.59 1.23 26.61 265.00 +D+0.750L+0.750S+0.750W+H 0.981 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=22.50 ft 1 0.447 0.202 1.00 0.981 1.00 1.00 1.00 1.00 0.99 13.67 1,053.80 2355:59 2.47 53.44 265.00 +D+0:750L+0.7505+0.5250E+H 0.981 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=22.50 ft 1 0.447 0.202 1.00 0.981 1.00 1.00 1.00 1.00 0.99 13.67 1,053.80 2355:59 2.47 53.44 265.00 +0.60D+W+H 0.981 1.00 1.00 1.00 1.00 0.99 0:00 0.00 0.00 0.00 Lengt •=22.50 ft 1 0.135 0:060 1.00 0.981 1.00 1.00 1.00 1.00 0.99 4.12 317.48 2355:59 0.74 15.97 265.00 +0.60D+0.70E+H 0.981 1.00 1.00 1.00 1.00 0.99 0:00 0.00 0.00 0.00 Length=22.50 ft 1 0.135 0.060 1.00 0.981 1.00 1.00 1.00 1.00 0.99 4.12 317.48 2355.59 0.74 15.97 265.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Dell Location in Span Load Combination Max."+Dell Location in Span D+S 1 0:8482 11.332 0:0000 0:000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.894 2.894 Overall MINimum 1.244 1.244 D Only 1.244 1.244 S Only 1.650 1.650 D+S 2.894 2.894 V139 11 ri4 rib 13 21 22 j I I I I I I 0 1 I I I I 2 7 @El) 6 _________T_______ c) 2,, � 1 1 1 I � I 1 e -- — I I I__ ---- ----------- ----I-----------I--------------------------_-a----_-----j-_-4----_-_----1--_-_-_— 1 1 1 1 III i -- 0 i I I I -L-- -- i 1___--- ' u I I I I I j I 1 • V-c-t Sena = b' b" &J2 (Z8-+,-,)(y'I '-" _ Go e, fLF `7 a N 2- \C3Z`t * 1 2-?3l0 At /..'?A so !f ,J (_2-1- Z ri e, Jew , 300 3 ,a , 2' r o I. " 0.9cd'o c. _ G2-1 - 25Le k 2 c,F.� 7-C..:2-- 1?(6Y) ?, I (ow., µ W . `fS--(..L/Z+2) , ZU fLF G),, 445-7(1-3/z 2-) 2 l00% eF 1,75- 11,2, 1 Sr WI p 0 F 2 \'ykov kt (), _J M , IN( L"0 0.1..., , "S's\\ I.IF d ar s 1.91 ,0 a .r t 1 - J .1. .A. (3)-2 - L , 4 S o 1 `` rte . yto 71 I. T.. I ti L I ..06 4 b' Cc.11._ 2G 3 a f 0,, US /z+z) s zas tAf 4 0 Z` 1 z � ; I'i'% t 9.- �' P d 2 ;13 N° ' K�I 1 G. A8it IOFt. !c.y PL ) 13os tj , LfSe4tZf Z� z 180 rtF- 0,, ys'(z-�/i+2-) S8s'rf bT i 1.� ,.a }\160 Z1.o5okt PI"' 2-.\‘-(0 � m^+ 1- 3171 bL., Y 2.17. x 41'W (O` G(,3)- 7_,L8 V. Z OFt) DAN GREEN FILE NO. / 'Oc.01 SHEET NO. /ZC.Z ENGINEERING,INC. DESIGNER Dsc, DATE 6/2,)/rti SALEM,OREGON CLIENT (3(a.dc,,,-e.....yr,...m.e_ PROJECT Tr G a•.�&L (LGS Q t y l P - 7 c`i I W c 45-02-4- 2,) --,- 2,4 B ('tf" (.30 4 5 (2 5 3(2,4. z.) z 72_0 Pj_ kbl t i I,6' W1 c2 \hA ,84Q (-li Z1�* M S'3ro3 1 i dc-rz 9,614' Ar0 �!. tJ 5 "' 1 v 10 b fib. Ja , 537 u - (oG7I r -3 • 143 d a -16 53Y Gy-e v 1 0 f,.- o pn.a , G/to" 4,), 4s (Z.1(2-+ 2) _ G98 ftF \ N, k3H� ,. ∎39e r K _21-z S Ja z 3vo3 Ma -. Z•1tJ 62,1-2A. 6 P"2 0� ti) P, 7.,7k /,-)' ' (7-12-i-2 a 5.,yo ev G ,. Cf(bF Z) i (90 tAu L P(eT3 3,1s' z. -, (2_,_ `0.74, g2Jr., 1'110•" r�{,42 Sk.ia01.l4 4Er , y,7, ,'ro� q") WI (`31- 2Xe Jc 4og. 4A0' 4A0 . Loa-i5 1`r .•, Pe 2- 4 , ,os4 6' R-r Gl■- 2-1z_8 4 Z -o '-c-8 SPA , 3'v' W t 4s-(311z) z (093 ed-- VN. . 1041 '" , 76S 1` k 6Es' 2 /.2'7)t_ t0 (O !1 /t"' 3 it- 0---1- 2 G a, ^ 30. 2. n/le,. , Z?(o l' 6' j, 9S—P' 42 . 01 " G.7-J - 2.)4-0 4" 2- °F1-3 DAN GREEN FILE NO. P10 to 0 ( SHEET NO. (-'-3 ENGINEERING,INC. DESIGNER U Sc. DATE (o/2-)//v SALEM,OREGON CLIENT 4J✓tc.o-e.)ivvw.._ PROJECT T S"tie-l_ Spa.) ° ►' ( °• Li5 0(s+ r1 z Vie elf- Jr.z 3toc1 44 C2-1 - Iv Jt Sce, 31 u MLitt , go Set' V t� 195 �ti�r b z .1-1'u°rSF2.: 6......2-1- 2� IJ P a Ori� s (,-) ors Left.-+ ► \ Z ear p� Mh, s 1562,`. Ac.2 J,tv ,L/ ‘44 2 C2I -1- Zy-c0 U 345•31 14 Ma - `-fustS3 �,ra � in 42 .05• C(2-j t v 2 f^ DAN GREEN FILE NO. /Y) / SHEET NO. ' c.L.f ENGINEERING,INC. DESIGNER -0--C6, DATE (o/1a frr SALEM,OREGON CLIENT 30.da.. _ PROJECT T)c./+ c I✓ u ' of a321IS I I I I I 1 1 , I I --- , -- II EI 11 ----I---- 3 I II IN 'I __ ' KM II mom orr �t I _ M - iimmil 1 !__ i___ _ INF .i. 1 i 1 tgli*-!‘- ti. ra" T !- - I ,----miiii ,1:011 .,A ,..-:„ 4,-..,„, II 0 .± It' li La I II 11:i3 1 'I MI, MI i I' .01,-V =Pi" .1 _! f 1 I j- - - �- ---' • ---- _ 1` I I 1 1 , I [_* 11111 1 LT 1 . r.-im Ell - mip; _. I I • _ o 1I o .1 II.,.._ - SOLO _ - --- I d. � IM - ` - hill _ j iii'i 1 ✓fr I 1 1 1 --- iiii ■.- 1 .I 1 I j I I I o , ,. ® aot4 1 viva' dEMIZI, rn II z� ���p.; o II 1 � � � --- trjl- IT* 111111.1 1111 -- , - `_ - - -- h--__ ---- i 1 i Ili o ' I �I m Ea. 1 I 1 • �! 11 lalll Mil 1 L 11.11:1*_ . u 11 " Mill -ris il ar ism Liirr-4( „ii 111( anaPIH, __ _ II I dillralniV I-r __ II II 1 1 1 I 1 1 1 __- _______ 1 ____L__ 1 _-____.y_--_ I j O 0 1'Z (.._ . , _F rt _T ! ! 1 n 3c I a z ' g.s7z4r I) z L,'cLa h� S�A \D b.� ��- Cl�u�i3 ') 32 30 �` 1r1,,. z 801s 1.It /lc r = l,vs" AroS 41,.0.31 6 se-to Jo.. u S42_2- 41. , 9 307 I. it T, 39 a w 4 d 1 ,2.:S'•z �s-I9 Co, 41 1 tZfi� 3C2 01- (Yo+z:�)Lu'f)-1 /kto e" GJ, z Coo ( (411/.1 a /2_30 el-- 2.s -1 I -' U y . W2, COOCv/ z 9C.>3 f 9 3 44 4. �-=k)M> 9300lc 9,, -1-)%--04 Is 1 al 5 /8A Is Ja 1,-(-),0� r`^�>�In SS33»3s1 r6 ti' s/,mil :1io �J o ZN , 4 2 bIY rs'/Pj ,e 1e C2. co, YF-06 Co,L?s � 3C-2 1.....- SpA•i -. \l' b ' (,...) • e,0 C211/2%. +- 1) t 735 fl 4tA 2 (.*Le Si 7 Z�s 1 1 1. 31/63 y-Ig Ja. . 9at,o l/ 7a 33-150 ►.a4 7. IS." l'4Y 41 ,5-7L. ' r37o C /8 (2-4 F-.,.,.6 Ctap 3cLf Sp p,, •, to` o` " • Coo CZ1,1-1 L) + 12-L4, , -ma e.. '7 J ✓'1,,.z 3S2'✓t dE� a zz% ,,-.0 ti ' 1 (,31-- 7.4-e, Ja-7 .Y11-1 ° ✓x010_, k-iJ WI I' u T )of L 4 ,. ./0"v%) E!1- 1-v-s $* .2- .(J Ft..) DAN GREEN FILE NO. /YO fa / SHEET NO. 3G2... ENGINEERING,INC. DESIGNER 05c. DATE 6/2.3py SALEM,OREGON CLIENT s8&...anv.es.or i-- .. PROJECT 77c. ,,1. 3GS" P,a, 3' W : 12,1Cii s .4- cooCa1-'-)v /1963 Ate` \LA, x \9"1 2 4 3L-cES K 4i, .2 Z.t� � rOIA � ,�,3 L2�-z.� P Ja Zco" 14 ✓ . 2-3SCo G:2-1 I ® B 2- 3C-C, ca (..0(.:2:1-/-2. 'lL4) - 4'c5 (J c,‘,Lz-f. \+ 12-01 z 41 v y s 3� 0't SS5r) v� 2-9-1 1^'c/ (3)- Ja • 49 1v , n,/O p� ,. a SPA ; /O 'lQ" c./ ly3 (9I7A -)3 ('%/z) Z llu9 eej- Vtitn, 56335 t1 3,r,r sz./o •,,J3 &it9 Y-to'it_(2-ti P a-11 (0(A) ce) lZ3 (-71).-\ k3, /'2-3 C`9z) 9z3 e to G 3 (ZaJMz /0o 3e A., 7Z 7NS de 3.Y2 x/09 'l..J � \\ 4) J J V V J 1 �3/ am/e JQ-2 Z52-0,D _ti et?'Z.a.Do r a YLS'3 h A. 62.,,,p.u.-/3 ✓.) DAN GREEN FILE NO. /V 'o / SHEET NO. 3 C.3 ENGINEERING,INC. DESIGNER s 6 DATE 'p-V y SALEM,OREGON CLIENT L1)0,4 ase.)1. Ti c A.- 3 c--c\ G„.) = \z3 - -\ - LA c,1 0, ,. t 1..3 05-1L) = 9 2.-3 e,E s 1 w, a 3 J3 - -/ ------T-----_,l.) t• ° �. 'Yu to Y Ma - 1-00s09 I ft- �" e 3(yx(oit-,... = .. IZ1c,, 6 * ,9ou 2 73Ji3 cP C8 SA,>c go'Ii-CL"1`-,A41 c2"d� k..to g P crJ , 1 'o- 0 , 11-1 ("s-10-1 ) , COY h t- C3'- Ly , > Jn , • x(941 A.A.G' Coo 55 8 C31_ Z,t- (.7If Z QF� 3Gtl 1,.), 6 0 e 2-9 2-4-1\ Nis" )6,_F c.) : to,DC?"*2,-() -, Co co eF q' t l.r` t $ 3 J 12-J�.,. iPI' { � 21�ttg d cl J I3 ' r )a 7soo V^c 2..W1-155 Ito•s R— 01 C2I/SI,tily->F-uk.4 (,,A..) 3c-t-/- S p i3' 0~ - G.1 c 1.2., (-7/2 A a- (0O LZ-/Z, i l 2k4( 14LF dm 2 1 8(�Z4 t 13(1(0 I !F a&) 2 Z,Zt? v_(2 C9 ji '!*) Z (.2'1 - ? S Jo_ w Ito tr Me, 1 235co I'v r,, qr" d } , a y u G2-)-7 s-s *-2._ QIR-i DAN GREEN FILE NO. Pf p co l SHEET NO. 3C 4 ENGINEERING,INC. DESIGNER .0 sC' DATE (��Z3�(y SALEM,OREGON CLIENT aDJa•),.u,�c. PROJECT //v,.....(.. .-)MrIA 1,n2 9. %rIM .� __. 1 I 11X01 I I. mint I 1 1 0 @ '1i) T o O Arj't2 f t'l •)5.. to hl a Vat ® - — --r--I I k I I 0 TO @ 1�Z 1'�H 1 II —, �I I!I II I- -- f!� l"'t"'n j]'"�'■jj-Jo!1 S , 1 1 O _C'-a L__._.._- W .-_ I, :f.. .-�--- I I I 1 I I I I I I I I 0 ------1---r -1 -------1--- 0 I I I j A � ■ Ii ii►i ill i 1 1 I © I 7 r- - I ° I o L�1�� I I © I �.. o _ I_I ■,.o. �.. , �--�- -- © j II1-1 o I-_ c. 1 '-v 1.y =..o - ' c:0 O • o. . 1,_� ,� • ® ® O E � � i ■s1� * I�■. 1�.� L ��h■I ■D • I_' 5472 n,�z.�z' ® 'A • 1 ■C7 I ' ■o • • o■: J ® I '1 --- - n■ ' III= I C7■ 1 , trai 11. OA .Pl.iç -Q [ili L— ' — n— ��--L_, •...1,..., I [MIL ' :, -pisim!m 0,-..Nr 7. lev.z 41-1 1 A_ _ L . '-1 I. 9 •IN IMME■ I p • ovn a—. I iti�ii i', +rrTi .j 1 - 1 1 1 ■ .-Z a■L I ° Ii►z�l: ra1ii 14r �oo� o � r��� XI .� '■n �!- - -- . l 1_ l _ l yAm ial a. / I \ I -w IVA -..9'O Hu . �. — — 111© I I g»t tz-,21i �z�r z2�Z �r, �I ��I 1 I. I'': 1111�'� �� 3 al 1 =Cal InZ LI, 7 lj Ili � I I I41«�J ® t -' I I l U7 1 1.unrl r,� ( Q 1 �■■i. 1 ;—li.' i,io �_1�• JZ7Z 1 1 ! �■�4-1.72 II' o am e'2 •L_-� 1 II= 1 0 IN- o■`" I �■ I + I I I 0 �" I 1� • �4 �" .t„1 � sa�ar �I_Orn. %I LoZ 417z IP • �.ild' ' �hc:,r■ -4--La--ii. a- g ---I — F-rs � � ® -I L III -+ --I CI --- f_______ i_ _ _ ' _____ )1! _______, — ----J- — — — ---1:- RI — -- 1 �- MOMS Alm i■I 'i -�44 I I LI _ _ ■ 1111 1 9 E s•z CZ z eitC:1 1:1 iti vi.Z2 ,I a p p OM Mil r* j)- 3' ' 1 r: 1 L - ,sa _ �i 0.m 47.,,r; ---1._ , -— — I --- — ■1_n • = o. ---- - 0 1 ...s,z I I I 1 ZZ 1 '4 O 8® z 4 ll osuvo. __tore 5 wry99 -vcy ni loJ .. py Mc"I'1 ass • 'LG\ 5(5'4`) (, ` 4s—CZZ•9-2- z) z S9ty PIP PaC Jm, \$00 /41\11/4,. • c�7 r• 44 Aar z s+ /O 0 '/A-) 3 M . ,a , .'1 t as 1' r� 9� d a ,l z. 0 �zc, �z�- �..�-6 a � 30�3Cc1-1- 2v 6 V. 2. Afi� i-) (a/z 4- t1+I) - I7--L4) Z Z1° J- O W , vs (4/14- N4- r1 = 7-Loto (�— 9L1 R L 3c-3 Spb^) 1 v W A 2MD+ zt�c. z S Ptfr J�z ISs'1e '"\A" 32 X53 1, tt 46z" - Z,9 )L-!o*-? d •,,) 2 (o 8 Ja S 3-1> 4 ► r /93 , o 9 G:A- 41" I 1C-Lt Spy 3' CJ 4C-(9/2--t t/) 36 1 t54- J M 2 S 'Mn... { 3( . K 46E-I- '?.0 of 3 2-1-Zxe, 303G.2- _ 2 8 N 2 AFL\ DAN GREEN FILE NO. J Vc.7 C,o/ SHEET NO. Z G 2 ENGINEERING,INC. DESIGNER 05 DATE Gi13/!y SALEM,OREGON CLIENT 120...Ja PROJECT Y?a 4,-d■ Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140801 Salem,Oregon 97302 Project Descr: dangreencwvi.com 503-391-2309 Printed:23 JUN 2014,9:41AM Wood Beam File=c:IUserslGreenIDOCUME-1Uobs120141140601-1 Uraming.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver..6.14.1:28 Lic.#: KW-06002943 Licensee: DAN GREEN ENGINEERING Description: 2C2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1,350.0 psi E:Modulus of Elasticity Load Combination IBC 2006 Fb-Compr 1,350.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 925.0 psi Eminbend-xx 580.0 ksi Wood Species :Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.1 Fv 170.0 psi Ft 675.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.270)S(0.2680) • - + .. ex8 8x8 Span=6.0 ft Span=8.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.270, S=0.2660 k/ft DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.661: 1 Maximum Shear Stress Ratio = 0.513 : 1 Section used for this span 6x8 Section used for this span 6x8 fb:Actual = 892.68 psi fv:Actual = 87.21 psi FB:Allowable = 1,350.00psi Fv:Allowable = 170.00 psi Load Combination +D+S+H Load Combination +D+S+}I Location of maximum on span = 6.000ft Location of maximum on span = 6.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 • Maximum Deflection Max Downward L+Lr+S Deflection 0.054 in Ratio= 1888 Max Upward L+Lr+S Deflection -0.004 in Ratio= 20528 Max Downward Total Deflection 0.109 in Ratio= 937 Max Upward Total Deflection -0.007 in Ratio= 10187 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=,6.0 ft 1 0.333 0.258• 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.93 449.67 1350.00 1.21 43.93 170.00 Length=8.50 ft 2 0.333 0.258 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.93 449.67 1350.00 1.21 43.93 170.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.333 0.258 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.93 449.67 1350.00 1.21 43.93 170:00 Length=8.50 ft 2 0.333 0.258 1.00 1.000 1.00 1.00 1.00 1,00 1.00 1.93 449.67 1350.00. 1.21 43.93 170:00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0100 Length=6.0 ft 1 0.333 0.258 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.93 449.67 1350.00 1.21 43.93 170:00 Length=8.50 ft 2 0333 0.258 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.93 449.67 1350.00 1.21 43:93 170:00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0:00 0:00 Length=6.0 ft 1 0.661 0.513 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.84 892.68 1350.00 2.40 87.21 170:00 'Zc3 Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DG Project ID: 140601 Salem;Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:23 JUN 2014,9:41AM Wood Beam File=caUsers\GreeniDOCUME-11Jobs120141140601-1lframing.ec6 ENERCALC,INC.1983-2014,Build:6,14128i Ver.6.14.1,28 Lic.#: KW-06002943 Licensee: DAN GREEN ENGINEERING Description: 2C2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFA/ C i Cr 'Cm C t CI M fb F'b V fv Pv Length=8.50 ft 2 0.661 0.513 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.84 892.68 1350:00 2.40 87.21 170:00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0:00 0.00 0:00 Length=6.0 ft 1 0.333 0.258 1.00 1.000 1:00 1.00 1.00 1.00 1.00 1.93 449:67 1350.00 1.21 43.93 170:00 Length=8:50 ft 2 0.333 0.258 1.00 1.000 1-00 1.00 1.00 1.00 1.00 1.93 449:67 1350:00 1.21 43.93 170.00 +D+0.750L+0:750S+11 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0.00 0:00 0.00 Length=66:0 ft 1 0.579 0.449 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.36' 781.93 1350:00 2.10 76.39 170.00 Length=8:50 ft 2 0.579 0.449 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.36' 781.93 1350:00 2.10 76.39 170.00 +D+W+F,1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length•=6.0ft 1 0.333 0.258 1.00 1.000 1.00 1.00 1.00 1.00 1,00 1.93 449:67 1350:00 1.21 43.93 170.00 Length=8.50 ft 2 0.333 0.258 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.93 449:67 1350:00 1.21 43.93 170.00 +D+0:70E+11 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 6.0 ft 1 0.333 0:258 1.00 1:000 1.00 1.00 1.00 1.00 1.00 1.93 449:67 1350.00 1.21 43.93 170.00 Length=8.50 ft 2 0.333 0:258 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1:93 449.67 1350.00 1.21 43.93 170.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0:333 0:258 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.93 449.67 1350.00 1.21 43.93 170.00 Length=8.50 ft 2 0:333 0:258 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.93 449.67 1350.00 1.21 43.93 170.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0333 0:258 1.00 1.000 1.00 1,00 1.00 1.00 1'.00 1.93 449.67 1350.00 1.21 43.93 170.00 Length=8.50 ft 2 0.333 0.258 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.93 449.67 1350.00 1.21 43.93 170.00 +D+0.750L+0.750S+0.750W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0:00 0.00 0.00 Length=6.0 ft 1 0.579 0.449 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.36 781.93 1350.00 2.10 76.39 170:00 Length=8:50 ft 2 0.579 0.449 1.00 1.000 1.00 1.00 1.00 1.00 1:00 3.36 781.93 1350.00 2.10 76.39 170:00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1:00 1.00 1:00 0.00 0:00 0:00 0.00 Length=6:0 ft 1 0.579 0.449 1.00 1.000 1.00 1.00 1.00 1.00 1,00 3.36 781.93 1350.00 2.10 76.39 170:00 Length=8:50 ft 2 0.579 0.449 1.00 1.000 1.00 1:00 1.00 1.00 1.00 3.36 781.93 1350.00 2.10 76:39 170:00 +0.60D+W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0:00 0:00 0.00 Length=6:0 ft 1 0.200 0.155 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.16 269.80 1350:00 0.72 26:36 170.00 Length=48:50 ft 2 0.200 0.155 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.16 269:80 1350:00 0:72 26:36 170:00 +0.600+0.70E41 1.000 1:00 1.00 1.00 1.00 1.00 0:00 0.00 0.00 0:00 Length=-6.0 ft 1 0.200 0.155 1.00 1.000 1:00 1.00 1.00 1.00 1.00 1.16 269:80 1350:00 0.72 26.36 170.00 Length=8.50 ft 2 0.200 0.155 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.16' 269:80 1350:00 0.72 26.36 170.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max. "Defl Location:in Span Load Combination Max."+"Defl Location in:Span D+S 1 0:0061 1.743 D+S -0:0071 4.994 D+S 2 0.1088 4.749 0:0000 4.994 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.969 4.977 1.827 Overall MINimum 0.481 2.470 0:907 D Only 0.488' 2.507 0:920 S Only 0.481 2.470 0.907 D+S' 0.969 4.977 1.827 ZCY ZG� SPA-0 z 0` � ��(k)/7-t- 3toc tn� 3 - e, Va z yso� Mt 4(,„ 1. .'./4i 11 /S x��5--) E3).-"2->L 2. p(�� 1),w,. 01 0- 1 4r- Ct°la}�� 3eJ pu- L.) 1-)07-. 7 Z 10 Lo �� G��, L4SC2.s7A a 'j7 S' Pcf` `Y 4 4 q, S rc E P9'�raC't— 5l•1f�u'3 �� GC'o W 1� 6't h 4 z� z � PL mss, , 22E7 (4-2'72 4- 2-) z f yy fiJ W / .) .L NI e�. ow AJ S Sty 11f V Pow 980 13s-(K Zti r Sp.-2. S t.t.Qt.21 ^°----CJs 1Z•' f DAN GREEN FILE NO. /Y co o i SHEET NO. 2C.s ENGINEERING,INC. DESIGNER DATE 6 f Z /r 1 SALEM,OREGON CLIENT e,o A.4-- PROJECT MC,1/..2d. Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140801 Salem,Oregon 97302 Project Descr: dangreen@wvi.com 503-391-2309 Printed:23 JUN 2014,9:56AM Wood Beam File=caUserslGreen\DOCUME-1 Jobs120141140601-11framing,ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.6.14.1.28 Lic.# KW-06002943 Licensee : DAN GREEN ENGINEERING Description: 2C7 CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination IBC 2008 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-PrIl 1650 psi Eminbend-xx 930ksi Wood,Species :DF/DF Fc-Perp 650 psi Ebend-yy 1800 ksi Wood Grade :24F-V4 Fv 285 psi Eminbend-yy 830ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling ♦ om.10eo1 ro.17501 -4.. .,�:, ',zi ice. ..'*+;>; 2fi,'Y'.;i 5.125x7.5 5.125x7.5 Span=11.0 ft Span=2.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads.on all spans... Uniform Load on ALL spans: D=0.1060, S=0.1750 k/ft DESIGN SUMMARY Desi n OK Maximum Bending Stress Ratio = 0.42S 1 Maximum Shear Stress Ratio = 0.216 : 1 Section used for this span 5.125x7.5 Section used for this span 5.125x7.5 fb:Actual = 1,022.81 psi fv:Actual = 57.27 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+S+H Load Combination +0+S+H Location of maximum on span = 5.346ft Location of maximum on span = 10.385 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.165 in Ratio= 799 Max Upward L+Lr+S Deflection -0.088 in Ratio= 546 Max Downward Total Deflection 0.273 in Ratio= 482 Max Upward Total Deflection -0.145 in Ratio= 330 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.169 0.086 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.62 404.74 2400.00 0.58 22.66 265.00 Length=2.0 ft 2 0.031 0.086 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.23 57.24 1850.00 0.16 22.66 265.00 +1)+4.+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.169 0.086 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.62 404.74 2400.00 0.58 22.66 265.00 Length•=2.0 ft 2 0.031 0.086 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.23 57.24 1850.00 0.16 22.66 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.169 0:086 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.62 404,74 2400.00 0.58 22.66 265.00 Length=2.0 ft 2 0.031 0:086 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.23 57.24 1850.00 0.16 22.66 265.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ZCG mift Dan Green Engineering.Inc Project Title: TIgand(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi,com • 503-391-2309 Printed:23 JUN 2014,9:56AM File=c:\UserslG n1 DOCUME-1Uobs120141140601-11framing.ec6 Wood Beam ENERCALC,INC.1983-2014„Build:614:1.28,Vec6.14.1.28 ,Li c.#: KVV-06002943 Licensee DAN GREEN ENGINEERING Description: 2C7 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C; Cr Cm C t CL M fb F'b V fv F'v Length=11.0 ft 1 0.426 0:216 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.10 1,022.81 2400:00 1.47 57:27 265.00 Length=2.0 ft 2 0:078 0216 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.58 144.66 1850.00 0.40 57.27 265.00 +D+0.750Lr+0.750L41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.169 0:086 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.62 404.74 2400.00 0:58 22:66 265.00 Length=2.0 ft 2 0.031 0:086 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.23 57.24 1850.00 0.16 22.66 265:00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0:00 0:00 0:00 Length=11.0 ft 1 0.362 0.183 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.48 868.29 2400.00 1.25 48.62 265:00 Length=2.0 ft 2 0.066 0.183 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.49 122.80 1850.00 0.34 48.62 265:00 +D+W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0:00 Length=11.0 ft 1 0.169 0.086 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.62 404.74 2400.00 0.58 22.66 265.00 Length='2.0 ft 2 0.031 0.086 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.23 57.24 1850.00 0.16 22.66 265.00 +D+0.70E+H 1.000 1:00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0:00 Length=11.0 ft 1 0.169 0.086 1.00 1.000 1:00 1.00 1.00 1.00 1.00 1.62 404.74 2400.00 0.58 22.66 2651.00 Length=2.0 ft 2 0.031 0.086 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.23 57.24 1850.00 0.16 22.66 265.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.169 0.086 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.62 404.74 2400.00 0.58 22.66 265.00 Length=10 ft 2 0.031 0.086 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.23 57.24 1850.00 0.16 22.66 265.00 +0+0.750Lr+0.750L+0:5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.169 0.086 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.62 404.74 2400.00 0.58 22.66 265.00 Length=2:0 ft 2 0.031 0.086 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.23 57.24 1850.00 0.16 22.66 265.00 +0+0.750L+0.750S+0.750W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.362 0.183 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.48 868.29 2400:00 1.25 48.62 265.00 Length=2.0 ft 2 0.066 0.183 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.49 122.80 1850.00 0.34 48.62 265.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.362 0.183 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.48 868.29 2400.00 1.25 48.62 265.00 Length=2.0 ft 2 0.066 0.183 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.49 122.80 1850.00 0.34 48.62 265.00 +0.60D+W41 1:000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.101 0.051 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0:97 242.84 2400.00 0.35 13.60 265.00 Length=2:0 ft 2 0:019 0.051 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.14 34.35 1850.00 0.10 13.60 265.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0:00 0.00 0.00 Length=11.0 ft 1 0.101 0.051 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0:97 242:84 2400:00 0.35 13:60 265.00 Length=2.0 ft 2 0.019 0.051 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.14 34.35 1850:00 0.10 13.60 265.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Dell Location in Span D+S 1 0.2733 5.469 0.0000 0.000 2 0:0000 5.469 D+S -0.1454 2.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.540 2.225 Overall MINimum 0.609 0:880 D Only 0.609 0:880 S Only 0.931 1.344 D+S 1.540 2.225 2G') Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr. dangreen@wvi.com 503-391-2309 Printed 23 JUN 2014,9:56AM Wood B®8111 File=c:1 Usersl GreenIDOCUME-1Vobs120141140601-1Vraming.ec6 ENERCALC,INC.1983-2014,Build:6:14.1:28,Ver:6,14.1.28 Lic.#: KW-06002943 Licensee: DAN GREEN ENGINEERING Description: 2C8 CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2008 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fe,-PrIl 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species :DF/DF Fc-Perp 850.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0,08701 10,14401 5.125x7.5 5.125x7.5 Span=11.0 ft Span=2.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.0870, S=0.1440 k/ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.353 1 Maximum Shear Stress Ratio = 0.179 : 1 Section used for this span 5.125x7.5 Section used for this span 5.125x7.5 fb:Actual = 846.22 psi fv:Actual = 47.38 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+S+H Load Combination +D+S+}I Location of maximum on span = 5.346ft Location of maximum on span = 10.385 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.136 in Ratio= 971 Max Upward L+Lr+S Deflection -0.072 in Ratio= 662 Max Downward Total Deflection 0.226 in Ratio= 583 Max Upward Total Deflection -0.120 in Ratio= 398 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb F'b V fv Fv D Only 0.00 0.00 0.00 0.00 Length r= ft 1 0.141 0:071 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.35 337.64 2400.00 0.48 18.90 265.00 Length=2.0 ft 2 0.026 0.071 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.19 47.75 1850.00 0.13 18.90 265.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.141 0.071 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.35 337.64 2400.00 0.48 18.90 265.00 Length=2.0 ft 2 0.026 0.071 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.19 47.75 1850.00 0.13 18.90 265.00 +0+1r+1-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0:00 0.00 0.00 Length=11.0 ft 1 0.141 0:071 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.35 337.64 2400.00 0.48 18.90 265:00 Length=2.0 ft 2 0:026 0.071 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.19 47.75 1850.00 0.13 18.90 265.00 +0+5+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0:00 0:00 0.00 Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen@wvi.com 503-391-2309 Printed:23 JUN 2014,9:55AM Wood Beam File=c:lUsers1Green1D0CUME-1Uobs120141140601-11framing.ec6 ENERCALC,INC.1983-2014,:Build:6.14.128,Ver.6.14.1.28 Lic.#: KW-06002943 Licensee : DAN GREEN ENGINEERING Description 2C8 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M fb F'b V fv Pv Length=11.0 ft 1 0.353 0.179 1.00 1.000 1.00 1.00 1.00 1.00 1.00 339 846:22 2400.00 1.21 47.38 265.00 Length=2.0 ft 2 0.065 0.179 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.48 11968 1850.00 0.33 47.38 265.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0.00 0.00 0.00 Length=11.0 ft 1 0.141 0.071 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.35 337.64 2400.00 0.48 18.90 265.00 Length=2.0 ft 2 0:026 0:071 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.19 47.75 1850.00 0.13 18.90 265.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0300 0.152 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.88 719.07 2400.00 1.03 40.26 265.00 Length=2.0 ft 2 0.055 0:152 1.00 1.000 1.00 1.00 1.00 1.00 1,00 0:41 101.70 1850.00 0.28 40.26 265.00 +D+W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.141 0:071 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.35 337.64 2400.00 0.48 18.90 265.00 Length=2.0 ft 2 0:026 0:071 1.00 1.000 1.00 1.00 1.00 1.00 1,00 0.19 47.75 1850.00 0.13 18.90 265.00 +D+0.70E+1-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.141 0.071 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.35 337.64 2400.00 0.48 18.90 265.00 Length=2.0 ft 2 0:026 0.071 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.19 47.75 1850.00 0.13 18.90 265.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.141 0.071 1.00 1,000 1.00 1.00 1.00 1.00 1.00 1.35 337.64 2400.00 0.48 18.90 265.00 Length=2.0 ft 2 0:026 0.071 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.19 47.75 1850.00 0.13 18.90 265.00 +D+0.750Lrr+0.750L+0.5250E4I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.141 0.071 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.35 337.64 2400.00 0.48 18.90 265.00 Length=2.0 ft 2 0:026 0.071 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.1.9 47.75 1850.00 0.13 18.90 265.00 +0+0.750L+0.750S+0.750W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.300 0.152 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.88 719.07 2400,00 1.03 40.26 265.00 Length=2.0 ft 2 0:055 0.152 1.00 1.000 1.00 1.00 1.00 1.00 1'.00 0.41 101.70 1850.00 0.28 40.26 265.00 +0+0.750L+0.7505+0.5250E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.300 0.152 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.88 719.07 2400.00 1.03 40.26 265.00 Length=2.0 ft 2 0.055 0.152 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.41 101.70 1850.00 0.28 40.26 265.00 +0.60D+W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.084 0.043 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.81 202.58 2400.00 0.29 11.34 265:00 Length=2:0 ft 2 0.015 0.043 1.00 1.000 1,00 1.00 1.00 1.00 1.00 0.11 28.65 1850.00 0:08 11.34 265:00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0:00 0.00 0:00 Length=11.0 ft 1 0.084 0.043 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.81 202.58 2400.00 0.29 11.34 265:00 Length=2:0 ft 2 0.015 0.043 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.11 28.65 1850.00 0:08 11.34 265:00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+S 1 0.2261 5.469 0.0000 0.000 2 0.0000 5.469 D+S -0.1203 2.000 Vertical Reactions-Unfactored Support.notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.274 1.841 Overall MINimum 0:508 0.734 D Only 0:508 0.734 S Only 0.766 1.106 • D+S 1.274 1.841 ZCg Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:23 JUN 2014,9:58AM Wood Beam File=c:\Users\Green\DOCUME-1Uobs120141140601-1Wraming.ec6 ENERCALC,INC.1983.2014,Build:6.14.1.28,Ver..6.14.1.28: Lic.#: KW-06002943 Licensee : DAN GREEN ENGINEERING Description: 209 CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination IBC 2008 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-PM 1850 psi Eminbend-xx 930 ksi Wood Species :DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 / Ft Fv 285 psi 1100 psi Densitynd yy 32.21 pcf Beam Bracing : Completely Unbraced 0(018) (1,344) ,. ri _9,45". 5.125x7.5 Span=12.50ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D=0.880, S=1.344 k(m 6.250 ft DESIGN SUMMARY Desi n OK Maximum Bending Stress Ratio = 0.744: 1 Maximum Shear Stress Ratio = 0.171 : 1 Section used for this span 5.125x7.5 Section used for this span 5.125x7.5 fb:Actual = 1,777.74 psi fv:Actual = 45.29 psi FB:Allowable = 2,390.90 psi Fv:Allowable = 265.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.250ft Location of maximum on span = 11.907 ft Span#where maximum occurs = Span#1 Span#where maximumoccurs = Split 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.293 in Ratio= 511 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.499 in Ratio= 300 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C 1 Cr Cm C t CI M fb Pb V fv F'v D Only 0.00 0.00 0.00 0.00 Length=12.50 ft 1 0.305 0:072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.92 728.77 2390.90 0.49 19.07 265.00 +0+1.41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.50 ft 1 0.305 0.072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.92 728.77 2390.90 0.49 19.07 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.50 ft 1 0,305 0.072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.92 728.77 2390,90 0.49 19.07 265.00 +0+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0:00 0.00 Length=12.50 ft 1 0.744 0.171 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.12 1,777.74 2390:90 1.16 45.29 265:00 +D+0.750Lr+0,750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0:00 0.00 0.00 Length=12.50 ft 1 0.305 0:072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.92 728.77 2390.90 0.49 19.07 265:00 +0+0.750L+0.750S41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 zc10 ■ riujet;.i iUd. I gam(um)aenlor mousing 3230 Triangle Drive SE Engineer: DSG Protect ID: 140601 Salem,Oregon 97302 ProjectDescr: dangreen @wvi.com 503-391-2309 Printed:23 JUN 2014,9:58AM File=c:l Wood Beam User s\GreenIDOCUME-1Uobs120141140601-1Uraming.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver:6.14.1.28 Li c.#: KW-06002943 Licensee: DAN GREEN ENGINEERING Description: 2C9 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M tb F'b V fv F'v Length=12.50 ft 1 0:634 0:146 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6:07 1,515.50 2390:90 0.99 38.74 265.00 +O+W+H 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0.00 0.00 0:00 Length=12.50 ft 1 0.305 0:072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.92 728.77 2390.90 0.49 19.07 265.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0:00 Length=12.50 ft 1 0.305 0:072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.92 728:77 2390.90 0.49 19.07 265.00 +D+0,7501r+0.750L+0.750W4i 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.50 ft 1 0.305 0.072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.92 728.77 2390.90 0.49 19.07 265.00 +D+0.750Lr+0.750L+0:5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12:50 ft 1 0.305 0.072 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.92 728.77 2390.90 0.49 19.07 265.00 +D+0.750L+0.750S+0.750W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12:50 ft 1 0.634 0.146 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.07 1,515.50 2390.90 0.99 38.74 265.00 +O+0.7501.+0:750S+0:5250E+H 1.000 1.00 1.00 1:00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12:50 ft 1 0.634 0.146 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.07 1,515.50 2390.90 0.99 38.74 265.00 40.60D+W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.50 ft 1 0.183 0.043 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.75 437.26 2390.90 0.29 11.44 265.00 +0,60D+0.70E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12:50 ft 1 0.183 0.043 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.75 437.26 2390.90 0.29 11.44 265.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.'°Defl Location in Span Load Combination Max."+'Defl Location in Span D+8 1 0.4994 6.296 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.166 1.166 . Overall MINimum 0.494 0.494 D Only 0.494 0.494 S Only 0.672 0:672 D+S 1.166 1.166 ZG 11 2G t o Sr p..) = 3'0- G-1 , 4-5 (19'72.+ z -4- l2-0\( 4- (p0(tia(2..\(.2. 4- VCli1 - 1 7SO pcf- ti- Jv, L ?,co z.5 , 14 b°+ ,. t eex- 3,I q v_ �" .4 -44 3 1,72-►-Z t g tie. , '- D0 3 (i "Le...- - 'Zl t 0 I. u ,r= cr d 1 , O2-" 6.1A-ti'46 4 2- orb P (0,,0 Lion-) * ?z 4SC�/z+2-SU•fl.) Z Co-1S- , 2-.)r' WI l,J t 4s (c.0r2.A-z +1\ f-CZ-ell A__ c.,,CI 2_ -. Gc.)co r‘-F 0, Z Li.-Cel) t- c�CI? + 4cti) ,. 3ssl Pf 3' c 5- 3 a (e3o 'MIA,. 52✓i 1.4- 6VL3 Q,07t to a.i,..) t. 8. 7--i- g e, Q n , °(0 4 Qz1 - 2, Q JC�. - 3 a ° A.A._ 2->t 0 CI zt&F�] LG∎"2.- ? 1tzv, �` I.,J., 4s C '-+ 7-)-4- 0z(4)+ (O01) _,- Z S Cil r' ' PLoi �I �) V-'4- tit",1.- 9e 2,0 91 5750 •-W" 1&LC- .0 44 .6GT s 9,a(0 f-t0 di,,0)-3 tii IIIIIIIM S`ve,,t v"-L Jo = 99 01-k u`' , z.�tic,o'. Y 3'. 'N'-r 4 ,// �'7 c,y 9 GT/e,v-/01(1_ (zv -,.)u1 e,•b 'C.13 P (.5O`) c,J,- Scat ()LP- ?,-641 /2- MINI11111111111 R-,J,A l 5,4 z.o w1',,.z I s r 3 L ,, YP,v-(Z J0. - 6900 A"a > I1250 T` yS S`t✓..) 12- G.t., 5t I z 124F -04) &✓3� DAN GREEN FILE NO. /`+Obo 1 SHEET NO. 2-c-t'2,.. ENGINEERING,INC. DESIGNER 1==sc... DATE (0/a.3/,,, SALEM,OREGON CLIENT QJ pr•awvw PROJECT C.to n...af.- 2 C. SPA' - 3`0- w ti Sc.* t P.C. (sw 2_n`.._) \.•. : eat M., z X31 � . 4 6� % /,o2-.. u-/p 1° ,,,J L2. -2-4-g Jo_ > 2t.0 1.∎ d e■ Z� o 1.v 7-.. qr. d Do-1 G2:1- Z4-e d 2 -oi 1.--.1.--. go8z w GJ . 4K-(5)/Z- -4-. 17-el)(..1.1 4 (Coo L2•'IZ)4- Ia3C'/2A4 = 3'+02 rcf 11 41 1") s („3, - Ea: 9�+ (00C iS+ 123(_11),2- z 2-2'7, I. t (Z., ZS L/0-3° (��J1.,,. Z-)9You � 9y8og ►.� dam` 3,�1 >t/0 9 ��3 k t'`-°` /O 3 O 2S-/ k - 4- 4 2-S 3 4"r y ►4 83' �� e Jo , 9 E (2-I d , y5"2-r3y) c- 0314)4/8 t!2-yF-✓yl &✓�� L S pp...), II o` c/s I 1 Zt91 -F too C2-11 Z\k' I VS C-(L-Z 2 Z 3g-1 mf- ° "- 3S9 (.:, t 1414-2 2-(.,9") 1 . hf A -r - N, 3 7 s< /0 # ,/,..) 3 `3)- Zu (27 Oc, 391-) S v lc-.) croco Li/ r -/42__ 42 /02... � 2,,_6 V 2- 115) 2_C-C1 W, 4S L1/2-)4- 12-Li I(...2-\ + (12-3(26A4- ca6A1:1-) Z IS 5S P-F e''� W, w—_..______ W3 l.J( , 4,s C u,%?,,�4. 17,010-1 k (11,1(.-7w 4- 60(,�)�L 7- 15 61S ib cF \ 4e 1 3 2 p� 13 63 2- 4C-(1°11L�+ 1-2-OV1 +- (iz1C,92.1+ boL IC\ 19 15.x' 1,33, y,—(2--1/ti\ ;- 114L9t1.-1 .r• ( t"(.9•02,1 4.- 6)0 1S)_, 2-I I "z- gi 1.---a_ \2,01so41 91 1 klr.+ /y,e40 '' tM,., $122-31. 4E dEP z 2.23 v--io/ 41, i'„03 u 1 II- 5g04-le Ja It 7to0 MG. : S`eler) IL T, ZY9/ i^'Y A - Sb 2) y C'/e),tle 62-YF-va) 6,(13 DAN GREEN FILE NO. /Yo too / SHEET NO. 2.G 13 ENGINEERING,INC. DESIGNER .0s`, DATE 10/23/1.ce SALEM,OREGON CLIENT c,... .e,ukh PROJECT 77 G"4-%-0k-- 7.-L(6 W = 4S (1-ch.)A- %I-t I(z) +- (,LI 0,.. - ( a 0-1--9y\�C-2-) , 2940 ,,',F w G), , 4-g- (7-,,.9.0 A-11.-01t„1' -- (11-1 011-) A- (0°(:".s-7-A.7.- z Z9// eci L. v v 9-7-J t...--4- N`cSo (2-%-t `<L1 to " V"4,1 3St'l I. S0 3 E= . to 'W V (L c. Hgg7 I` ' t . 29-) w`` d ,or` ( ..3)_ Z-10 41 2 ert: _G(g \ 'P , C cz--/Z) t- v2.010) '<- (..o c z---s7-))A--(-L- c-,(7, 7/2._z 1(09 —} 3 O( 3' t.-)z 4-S (3°/z)a- -2-it, (- (GOC?-i.'7v)4 1z3(:),„\ ��) a 31 o z �r� WZ G31 a 45 (2-72.-)-1- 7-1(o 4 (63(21-92,) Jr(1-1CVIA)Ci.1 Z 30 3c- P LF to' (2- 01 0-2_ , G.,(.21''7)..\+ 1 Z- (.71 I,) i. //oco ihF ,. � ,�rz 8.z�t �-ro�� '�3 2 =Jµ5 gooq� �= c�1 �o� ►^ti,.= )3��, '- '10 4-1)2, 'L.)0_ - 9o0,.. `` 'r`^-6- - 33750 '° r,. IS�9 d = ,a3' C3:49 4-/s (2.-yF-J,-,) ep-s) I / S-(3'W+ 1214)11 + Coo 0.2 7L1-1 2-3 (,-,/z) (,3/z) 1 as 33 e ��� J (...) z Itoto fl c.J,, +(S-("I-)a- 21IQ+(tloc,K)A z So_ce P WI 3' \ 3' in wz Wzt 4s�2��z)a- 2 o �u0GU z99 / n� r� „(0t g1 4I au)4- 1) = 11�„� Q�ko� 'M, z /35 8 1'4- der Q,37-w 1) U13 u gi 31/6,--r& IS. 2 03 ' C31fe (IYF-JU) bJ32 DAN GREEN FILE NO. /`/o Coo/ SHEET NO._ 2 GI Y ENGINEERING,INC. DESIGNER 0 Sc,, DATE 612.3/iv SALEM,OREGON CLIENT & N /.- PROJECT 716.4..--71, `ZGZ1 P.P.3 ° 3' v` LJ t 31.o2 pLi- (..5424- ZGr ) Jrn z Lib S3 z 3L4 90 1.41 .666 S.L y_fofv (31- 2*(4? l)at 49017 If 6o5s11- az z9� tNY dz ,or2` t 0 'i Z fir, 2G2Z Pm a 101 o" C Z 4c(3`/z) 2,1t, + (Go(.z.kh., 4- 123(_Cs,rl,,)�l.L) 3 3 Lc.Z pL `I".Z 1 VI I �'�n X1111 &C r' 7,5 2 rO 5`/e ti k.)* 1%-e-)(''° 14-1 s- tu' to L `lz //69� dee G ✓`'l , SS3So " M Zv9f w" ,l7 "2- 716 cfc_ e: >1 rs zwF-0N1(-009) 'ZGZ3 P (2S-2') ? \L-1l0 t�L /0G(2) -I-6o(i) V , PLF 1` Gj( loc., ( 1k a t><D W zz` 5`1 `ffe lJa ILC)00 ? IL,g20 - (6>(J .end' S .1So `` T ' Zv9/ 1-)" 4a ,21 " =/ 96$ v,4) (�c,O� DAN GREEN FILE NO. /YO cov( SHEET NO. 2c-JS ENGINEERING,INC. DESIGNER DATE 4-I23/ty SALEM,OREGON CLIENT &-)N..).1--1-e..)u . PROJECT z c.a4s-r.. zc_, p r QCi.cvs) \ - IlolcO k LJ z \ -3L9''�-\ s6'•( Af (, j1 oZ �cJ W `ic �1 to teo° R,,Je.z 110cx0 rylow.` " ecr z 1,98 9i.ion 4F ? Iu r eAr' - 50-t 4 G,�-9 c. int - �- (L' Gito 5, !Zr 0,6t F•tiLti Cot.L_ S PP,-) 5' b" W-t z( --(2-144-2-) 4- i'2-(.5)l.1-) +- C,o(kt"-hAL)-) = lc Y ( 41. L . 4969 MN, s 6%Sci ' II /1tx z 3,11 ,,-.to,lj .w3 3`/e, ,e-r 6 v a - y',po '° 6-A.a., '33-•>5o 1.a r. 15/5 i fi q b z ,o r Y C3`re,K-re (2.)NF-u-1S 0,4_...) 2 L,2b Vr P( c.LS,-G Pv 1-1964 }- I5 s Z (osxA I G.-)-,-Go (.AI = (moo rLf 1.(0` (' 0 &, , 4S(44z+2,) .+c- 2.tco + L.0J010'1 Z Scot et_F I. I (2- - Z`b50 (11-41.—¢ `co k 01 Me.. , 3-mto'44 Las r Z.l.c. .4.r oct if.r,J 3 {t. 2-Z: R-r 5`(� -r63 lac.,, 1k-?(00 b IMc• 55350 t^N - .- 7.5-€41 e)" .4, z ,s9H^ aa"_ Cste'/e (LyF-uv) Coc,1 GZ1 3g�� P P► ? z 2-12`{ 4— Igis '' 14039 A Zf2Nf- /?t2 z t.� tot , z u r;,,, qs-(� Af -4-)f- 2r( .1- 6,c)(v/2, C2 z \qL a1f- , w 1 " 4S-011-4 v) Jr 'VG Jr- Go C2 /ya(")-N 15% P(.1-- 4) Liz. ti 60 (.,z- h-\ 4 toe z 105s p,f 2.-Ow> 903D It 8k 3 k /y Z6, '' 4 Aer 2 2,27 u-/0� •t,J 3 s 3`e,,c(t5 Jo • 9004 tkAa . '3 )O '` - /114 e,..t A F ,bss" @1!o( F- ) G.`,aD DAN GREEN FILE NO. /Yv(.. )( SHEET NO. 2 C-t to ENGINEERING,INC. DESIGNER c7 Sc. DATE eo/z3/i y SALEM,OREGON CLIENT l'.10 A),, v&e.- PROJECT n Gti,. IC.2-S fa-4_ AS 2C 27 ( 1.438. t„6 Mkk 1„wLl.4. Sj..46 Zc.2- / P(6r1 1' z 6(43 4” W k�(26/1. 4. Z.1b+ rl,0(�(y)+tz3(7/L \Z)z zAo-7 p< W 3 yt 0,-= 45'(Z'1/L- + ? 4- (6D(_�Iz)4-tZ`-sC'/LSD( -) z _%1--1 PLF kJ( 3.� w2. W z--2- 4-G(2nlL) 4- Zt to 4- (to° (IfT2 4- l L3(-7,1- 2) z zS 7l /1"1- 10.s' P / qz r V M� 153uo4 � , jLt3ro � , 192'1LP d1.�� 1,�b40 Ob N !„3f+4r1341_ Oa_.2. IttSBe d i �c= �1t ouc '' ` > 13-6.Y r 4 3Z `2ir399 G14,,,I 1'4-c_z-eF-J-\ (o'? 7..c..10 _ p U,ri i) > 1 to t t` W L 4s(3'7,.\4 -Z'e-4- (‘c)( h-\+ 11s(.?(z&1-) ,. 3'4'6 C Pc (r) �t 7.i (,.)t 2 4C(2'4/1-y t- et c. 4- (l9J CZ-1/2-k t 12-3 (7/2-11(-0 t 3L Z" p j- W Z II, �� WZ> 4-S-056/2- i- '246 }- Cc,oCI'/z)+ 12-3CYlj i) 1 LFo1 /+(F- ►11 -•�k/t4 . 1Q 3V t` Q17 I' WC,'0 l z 1313 (' 1 bEi- 3- ht )-,O 3'453 63(4x 13'LL_ 00.- - 15M...10 4- Oz.- wb ,. 53(e-75 I'"` Z': ()9Y ti.z .3SN= 3,)) r . 3/vK13'12 (24F-orlG.!..) z31 r r I..) n 44s--(16/1.-) 4- LI40 4- ((OLi1 4-11,1 C7(2))I Z.) -2. IS 57 Y,CJ— I—II %". tfS(Z`'tlz # 2.-It, J.-- CL.v(1).+ t'L3(,7(2) (,)') z 1-111 /' 0 . ca d po-i (o -oc p ,JM.. (i1o' v4,w, I31 1I. $ 1E:- 1,• x1,0 #,a 8 3`(8+446 Oa,- 9voo° M6., 33-)Sor.w 1', is--/9 di ,OIoY 21 CS1/6,,I6 (2YF-Jti) (c DAN GREEN FILE NO. /Yo c.c.) / SHEET NO. z c I ENGINEERING,INC. DESIGNER asp DATE 6`23/4 y SALEM,OREGON CLIENT 8 vya,.,e,,,v.,.e_ PROJECT 71 f-.A.n.ot_ u3Z '— p z Zn-),›y GJ , YS Cz3/z4- 2-s z C00% Pif tA 3.c z.s O., ti(c./z t 2-.1 .. 2z-S / I - 11th ?- 7d4Jx (.2,> 7.2)0ti �/973f dEx- Z.93Vto 41 0)3 (31-ti v- tO Uo. S l.i) 11 �a> 70,0 RI C31- z- <O K a t('t 20.33 SPa'° --)`a` GJ = Or(2`6- i-t 49S" pf JrA. a 1733 it IA/L a 3o 17_ 6 /S�y�. Z.C�7 a�-7 !{ 3 C.2)— Zy e 0 L)C. ' --S C G 3 1 t''LG m. ti® Spa i- 6:2.)- Zrl,_, uZ A� '5(IAA,' z /o'(,N GJ L 45 CIS'92,'+Z4-') 4- 21c.J- '70(.1%,C7z, 2, -_ ?„.nto2_ PJ \)µ Z io%z.td ik/1/,-_,- ?_...<6.ti1-) aj`(e,,c.(4 Jo_ _ 90,Lx ° cCe. 33750 1.4 l's 1519 0 Y L ,2f "r-‘?6!! G (3Io i./6 (44F-v4)(t/1 zc.3S" ((.k.o.r) p ._ 9,-t eel- w ,�0Cu/z}+- ra.3(-,/2S 1Z +- ztco Z. z2Thm Pk,c_ 7: k4 Zr� + �ry� z 3350 (f- /1 1 y I. �G-r� 1, 2� t07�' 'W3 ?- (o`I 3o r (2),d'-=2 9990 2 29 K 3` b)L-ty J , 'lilo% . l)t,-J1 Qvgv — -WV.) (l'•'7,_ Cd)51 • Mot- 4 \31o3ts -z (04-) ,may 4, .01 ' CCfK(2- v i4� DAN GREEN FILE NO. /'soGol SHEET NO. 2c18 ENGINEERING,INC. DESIGNER p ScP DATE ro/Z 3f t ci SALEM,OREGON CLIENT L .t.k.,op.,.,-f, PROJECT 7Z ,n-..& Z0- 3b w z L4 (2."611)-V 2-A C.:, 4- t.z., ' 2.3+ (g,€)�ve ))Z Zg0-1 Pci- w imuit Wiz KS C8,;7i\ Jr- a.(� 4- V1.3(.�ty)+ GoCz-/z-N\32_ z 2 -1 /(/` q �. (L z \c")5o;` nz 2.5-211.4 AC7-� 3.32,e-t0 1"d3 9•c (L�r z iwsc " ile*(8 kia> 90. "` > J4.59 l2 D%0 ° I,5°`0-4,cite 1'1, O9 l` °I- I- "'AG, 3' 7 50 a X'',X'', \5‘4 \a`{ d-,. ,IL" z 4?&Aeo V C_I'le, 5, (0 CAF-util ('& • DAN GREEN FILE NO. / 6:1(. / SHEET NO. 2.C./5 ENGINEERING,INC. DESIGNER Ds42 DATE e,Z-/iY SALEM,OREGON CLIENT 6 v�4 To PROJECT Tic,P."-cL.. 106--1-0-- Ca CIA-e/.1- Avis 'b z9' 'vim-,/A,-- w.� - z r3 3 9- 2G.4 t- S I.-.. 52_50 4- Zg93 - F. 8 L 113 1111... 4390 2.910 = '7 3 00 es- 4z I0na,.a� w RAS- U ASF > 14.0 Pap Lsee lA,- Sut�sS- ) W (:),t- s 1so NP- 0 ' ?/COL, 1So(.42Qt,2/7- coos,z IS7S4 � I wl... � C e“ \) .089 (5:72A.6. 1.1)(4L� ZQ Vj)4 c)..,0'X 1 34,1* G Wt- SeE 5uee,r 5 t- C.4.11" cap. 3.3 P Seems AJe., .s S �Y/ 1 M' , V- W," W," j !tea 4 a le' lar DAN GREEN FILE NO. SHEET NO._ Z c zo ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT 60a A4 Ga-ru e6 — PROJECT -�— Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen©wvi.com 503-391-2309 Printed:7 JUL 2014,7:57AM Steel Column File=c:\UserslGreen1DOCUME-1Uobs120141140601-11framing.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Vec6.14.1.28 Lic.# : KW-06002943 Licensee : DAN GREEN ENGINEERING Description: Porta-cochere column Code References Calculations per AISC 360-10, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-05 General Information Steel Section Name: TS8x8x1/4 Overall Column Height 15.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top Free,Bottom Fixed Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis budding=15 ft K=1.20 Load Combination: ASCE 7-05 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=15 ft,K=1.20 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:412.689 lbs"Dead Load Factor AXIAL LOADS... Axial Load at 15.0 ft,D=7.30,S=8.243 k BENDING LOADS... Lat.Point Load at 15.0 ft creating Mx-x,W=1.575 k IA Uniform Load creating Mx x,W=0.080 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7204 :1 Maximum SERVICE Load Reactions.. Load Combination +D+W+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 7.713 k Bottom along Y-Y 2.775 k Pn I Omega:Allowable 148.859 k Ma-x:Applied -32.825 k ft Maximum SERVICE Load Deflections... Mn-x I Omega:Allowable 48.980 k-ft Along Y-Y 1.799 in at 15.0 ft above base for load combination:W Only Ma-y:Applied 0.0 k-ft Mn-y I Omega:Allowable 48.980 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio= 0.04942 :1 Load Combination +D+W+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 2.775 k Vn I Omega:Allowable 58.156 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location 0 Only 0.052 PASS 0.00 ft 0.000 PASS 0.00 ft +0+1+H 0.052 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.052 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.107 PASS 0.00 ft 0.000 PASS 0.00 ft +D-0.750Lr40.750L+H 0.052 PASS 0.00 ft 0.000 PASS 0.00 ft +040.750L40.750S4H 0.093 PASS 0.00 ft 0.000 PASS 0.00 ft +D+W+H 0.720 PASS 0.00 ft 0.049 PASS 0,00 ft 4040.70E+H 0.052 PASS 0.00 ft 0.000 PASS 0.00 ft +040.750Lr40.750L40.750W+H 0.547 PASS 0.00 ft 0.037 PASS 0.00 ft +D+0.750L40.750$40.750W+H 0.568 PASS 0.00 ft 0,037 PASS 0.00 ft +D+0.750Lr40.750L40.5250E+H 0.052 PASS 0.00 ft 0.000 PASS 0.00 ft +0+0.750L40.750540.5250E+H 0.093 PASS 0.00 ft 0.000 PASS 0.00 ft +0.600+W+H 0.710 PASS 0.00 ft 0.049 PASS 0.00 ft +0.60D40.70E+H 0.031 PASS 0.00 ft 0.000 PASS 0.00 ft ZG Z� Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle.Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 • Printed:7 JUL 2014,7:57AM Steel Column File=c:lUsersl Green\DOCUME-11Jobs120141140601-1lframing.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.6.14.1:28 Li c.#: KW-06002943 Licensee: DAN GREEN ENGINEERING Description: Porta-wdlere column Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base ©Top @ Base D Only k k 7.713 k &Only k k 8.243 k W Only k -2.775 k k D+S k k 15.956 k D+W k -2.775 k 7.713 k Maximum Deflections for Load Combinations -Unfactored Loads 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 S Only 0.0000 in 0.000 ft 0.000 in 0:000 ft W Only 0.0000 in 0.000 ft 1.799 in 15.000 ft D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0000 in 0.000 ft 1.781 in 14.899 ft Steel Section Properties : TS8x8x114 Depth = 8.000 in I xx = 75.10 in"4 J = 118.000 in"4 Web Thick = 0.000 in S xx = 18.80 in^3 Width = 8.000 in R:xx = 3.150 in Wall Thick = 0.250 in Zx = 21.900•in^3 Area = 7.590 inA2 I yy = 75.100 inA4 Weight =• 27.513 plf S yy = 18.800 in^3 R yy = 3.150 in Ycg = 0,000 in +sink M-x Loads i to i o C c Co )S(Loadl X °� -o 0 n i S Y um--4 B:OOin Loads are total entered value.Arrows do not reflect absolute direction. lC,22- Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvl,com 503-391-2309 Printed:7 JUL 2014,8:00AM Steel Base Plate File=c:IUsersl GreenIDOCUME-1Uobs120141140601-1vraming.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.6.14.1.28 Lic.#: KW-06002943 Licensee: DAN GREEN ENGINEERING ' Description: Steel col BP Code References Calculations per AISC Design Guide#1, IBC 2012,CBC 2013,ASCE'7-10 Load Combination Set:ASCE 7-05 General Information Material Properties AISC Design Method Allowable Strength Design Steel Plate Fy = 36.0 ksi Concrete Support Pc = 2.50 ksi S2 c ::ASD Safety Factor. 2.50 Assumed Bearing Area:Full Bearing Allowable Bearing Fp per J8 4.250 ksi Column&Plate .� • Column Properties Steel Section: TS8x8x1/4 Depth 8 in Area 7.59 . __. .- .. .• :_•:.::,::;;•f.,.„..., r•'t�'i.?:'• ;;'.ri�f'i�Z.•.• ;._, :Z_d',.yti,�ri t::...�.t,isr.,",.. Width 8 in lxx 75.1 in^4 ;: ,.k: 3•s "-x,,,;'i.. .xY;:;: YS FlangeThidkne 0.25 lyy in"4 :..::::'- ..a: -~'t: '4 : :-:-•r .h i ss in I 75.1 �;•;: •� ':_;� �:"d:::,�:�.:':;,r� Web Thickness 0 in '..rg;; :4:,,A.- `: ;z,, •:: ,; .:� >: Plate Dimensions ' .,;,, .r ?...,. ;>...':,. 3', .- ensions Support Dimensions :.:_;; .f•'.a;7; 1• :s, a , N:Length 24.0 in Width along"X" 90.0 in "`•• • 44-A^•r 1 4 -t''r'*� • sz,- B:Width 24.0 in Length along"r 90.0 in Y:P,-- . . :: Y•:;:w,':;•::" 4 Thickness 1.250 in :,r ,-:..<k,; ,��_y� ";n"-....:=.1.':,:•;:.:3-:,.%` Column assumed welded to base plate. 1:::.$=;.'"=,'!"%7:1?..:-•-}; _ .,.,;.,�k;,.: .��,•;r.�,,,,t. _:1v•':Ate:- f-•:._y t _'. •%- ...zit:.*:av•it ; ii_ni4 i ., t r c:';;;;;;_:::,":„11; s.:,r..:.,;...;r.'::.:'� ; L:r.':::.1 r.1:r:,.,,'::.l'• Applied Loads +r P-Y V-Z M-X +X +X ,,. D.:Dead Load 7.30 k k k-ft :, 1., °! L:Live k k k-ft 1 I ) i Lr:Roof Live k k k-ft j ! 11 ' t i S:Snow 8.243 k k k-ft ';VE W:Wind k 2.775 k 32.630 k-ft '•`• E:Earthquake k k k-ft H:Lateral k k k-ft • • - + fZ- "P"=Gravity load,"+"sign is downward. "+" Moments create higher soil pressure at+Z edge. "+ Shears push plate towards+Z edge. Anchor Bolts j War. SSTB28 fi°'e°`""° Anchor eoft orRod pesaiption - R"nom Max of Tension or Pullout Capacity 11.060 k Shear Capacity 3.70 k Edge distance:bolt to plate 1.,50 in x >< Number of Bolts in each Row 2.0 Number of Bolt Rows 1.0 • 1 act Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:7 JUL 2014,8:00AM Steel Base Plate File=ca Usets\GreenIDOCUME-1Wobs120141140601-1Uraming.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver:6.14.1.28 Lic.#: KW-06002943 Licensee : DAN GREEN ENGINEERING Description: Steel col BP GOVERNING DESIGN LOAD CASE SUMMARY Mu:Max.Moment 6.917 k-in Plate Design Summary fb:Max.Bending Stress 17.706 ksi Design Method Allowable Strength Design Fb:Allowable: 21,557 ksi Governing Load Combination +D+W+H Bending Stress Ratio 0.821 Governing Load Case Type Axial+Moment,L/2<Eccentricity,Tension on Bc Design Plate Size 2'-0"x 2'-0"x 1-114" Bending Stress OK Pa:Axial Load.... 7.300 k fu:Max.Plate Bearing Stress.... 1.700 ksi Ma •Moment 32.630,k-ft Fp:Allowable: 1.700 ksi min(0.85*fc*sgrt(A2/A1),1.7*fc)*Omega Bearing Stress Ratio 1.000 Bearing Stress OK Tension in each Bolt 6.917 Allowable Bolt Tension 11.060 Tension Stress Ratio 0.625 Load Comb. : D Only Axial Load Only,No Moment Loading Bearing Stresses Pa::Axial Load.... 7.300 k Fp:Allowable 1.700 ksi Design Plate Height. 24:000 in fa:Max.Bearing Pressure 0:013 ksi Design Plate Width 24.000 in Stress Ratio 0:007 Will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area 576:000 102 Mmax='Fu*02/2 0.426 k-In A2:Support Area 8,100.000 inA2 fb:Actual 1.091 ksi sqrt(A2/A1) 2.000 Fb:Allowable 21.557 ksi Stress Ratio 0.051 Distance for Moment Calculation o m° 8.200 in "n° 8200 in X 0:000 in"2 Lambda 0.000 n' 0.020 in n'*Lambda 0.000 in L=max(m,n,n") 8.200 in - Load Comb. : +D+L+H--------- ------------------- -------------- ---- - --- Axial Load Only,No Moment --- Loading Bearing Stresses Pa:Axial Load.... 7.300 k Fp:Allowable 1.700 ksi Design Plate Height 24.000 in fa:Max.Bearing Pressure 0.013 ksi Design Plate Width 24.000 in Stress Ratio 0.007 Will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area 576.000 in"2 Mmax=Fu•122/2 0.426 k-in A2:Support Area 8,100.000 inn2 fb:Actual 1.091 ksi sqrt(A2/Al) 2.000 Fb:Allowable 21.557 ksi Stress Ratio 0.051 Distance for Moment Calculation •m" 8.200 In o n" 8.200 in X 0.000 102 Lambda 0.000 n' 0:020 in n'*Lambda 0:000 in L=max(m,n,n") 8.200 in • z 2-1 Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle DriveSE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:7 JUL 2014,8:00AM Steel Base Plate File=c:\Users\GreenI DOCUME-1Uobs120141140601-1Uraming,ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.6.14.1.28 Lic.#: KW-06002943 Licensee: DAN GREEN ENGINEERING Description: Steel col BP ------------------------------------- Load Comb. : +D+Lr+H Axial Load Only,No Moment Loading Bearing Stresses Pa:AxialiLoad.... 7.300 k Fp:Allowable 1.700ksi Design Plate Height 24.000 in fa:Max.Bearing Pressure 0.013 ksi Design Plate Width 24.000 in Stress Ratio 0.007 Will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area 576.000 inA2 Mmax=Fu*LA2/2 0.426 k-in A2:Support Area 8,100.000 inA2 fb:Actual 1.091 ksi sqrt(A2/A1) 2.000 Fb:Allowable 21.557 ksi Stress Ratio 0.051 Distance for Moment Calculation "m" 8.200 in "n° 8.200 in X 0.000 inA2 Lambda 0.000 n' 0:020 in n'*Lambda 0:000 in L=max(m,n,n") 8.200 in Load Comb. : +D+S+H Axial Load Only,No Moment Loading Bearing Stresses Pa:Axial Load.... 15.543 k Fp:Allowable 1.700 ksi Design Plate Height 24.000 in fa:Max.Bearing Pressure 0:027 ksi Design Plate Width 24.000 in Stress Ratio 0.016 Will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area 576:000 inA2 Mmax=Fu*LA2/2 0.907 k-in A2:Support Area 8,100:000 inA2 fb:Actual 2.322 ksi sqrt(A2/A1) 2.000 Fb:Allowable 21.557 ksi Stress Ratio 0.108 Distance for Moment Calculation "m" 8.200 in "n" 8.200 in X 0.000 inA2 Lambda 0.000 n' 0.070 in n'*Lambda 0.000 in L=max(m,n,n") 8.200 in Load Comb. : +D+0.750Lr+0.750L+H Axial Load Only,No Moment Loading Bearing Stresses Pa:Axial Load.... 7.300 k Fp:Allowable 1.7001031 Design Plate Height 24.000 in fa:Max.Bearing Pressure 0:013 ksi Design^Plate Width 24.000 in Stress.Ratio 0.007 Will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area 576.000 inA2 Mmax=Fu*LA2/2 0:426 k-in A2:Support Area 8,100:000 inA2 fb:Actual 1.091 ksi sqrt(A2/A1) 2.000 Fb:Allowable 21.557 ksi Stress Ratio 0.051 Distance for Moment Calculation •m" 8:200 in "n' 8:200 in X 0:000 inA2 Lambda 0.000 n' 0.020 in n'*Lambda 0.000'in L=max(m,n,n") 8.200 in ZG2S� Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:7 JUL 2014,8:0OAM Steel Base Plate File=c:llserslGreenlDOCUME-1uobs12014u40801-11framing.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.6.14.1.28 Lic.#: KW-06002943 Licensee : DAN GREEN ENGINEERING Description: Steel cal BP Load Comb. : +D+0.750L+0.750S+H Axial Load Only,No Moment Loading Bearing Stresses Pa:Axial Load.... 13.482 k Fp:Allowable 1.700 ksi Design Plate Height 24.000 in fa:Max.Bearing Pressure 0.023:ksi Design Plate Width 24.000 in Stress Ratio 0.014 Will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area 576.000 inA2 Mmax=Fu*L^2/2 0.787 k-in A2:Support Area 8,100.000 inA2 fb:Actual 2.015 ksi sgrt(A2/A1) 2.000 Fb:Allowable 21.557 ksi Stress Ratio 0.093 Distance for Moment Calculation "m" 8.200 in 'n' 8.200 in X 0.000 in*2 Lambda 0.000 n' 0.060 in n'*Lambda 0.000 in L=max(m,.n,n") 8.200 in Load Comb. : +D+W+H Axial Load+Moment,Ecc.>U2 Loading Calculate plate moment from bolt tension... Pa:Axial Load.... 7.300 k Tension per Bolt 6.917 k Ma:Moment 32.630 k-ft Tension:Allowable 11.060 k Eccentricity 53.638 in Stress Ratio 0.625 Al:Plate Area 576.000 in^2 A2;Support Area 8,100:000 i02 Dist.from Bolt to Col.Edge 6.700 in sgrt(A2IA1) 2.000 Effective Bolt Width for Bending 24.000 in Plate Moment from Bolt Tension 3.862 k-in Calculate plate moment from bearing... "m" 8.200 in Bearing Stresses °A°:Bearing Length 1.036 in Fp:Allowable 1.700 ksi Mpl:Plate Moment 0.576 k-in fa:Max.Bearing Pressure (set equal to Fp) Stress:Ratio 1.000 Plate Bending Stresses Mmax 6.917 k-in fb:Actual 17.706 ksi Fb:Allowable 21.557 ksi Stress Ratio 0.821 Load Comb. : +D-1.0W+H Axial Load+Moment,Ecc.>U2 Loading Calculate plate moment from bolt tension... Pa:Axial Load.... 7.300 k Tension per Bolt 6.917 k Ma:Moment 32.630 k-ft Tension:Allowable 11.060 k Eccentricity 53.638 in Stress Ratio 0.625 Al:Plate Area 576.000 inA2 A2:°Support Area 8,100:000 inA2 Dist from Bolt to Col.Edge 6.700 in sgrt(A21A1) 2.000 Effective Bolt Width for Bending 24.000 in Plate Moment from Bolt Tension 3.862 k-in Calculate plate,moment from bearing... "m" 8.200 in Bearing Stresses "A":Bearing Length 1.036 in Fp:Allowable 1.700 ksi Mpl:Plate Moment 0.576 k-in fa:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 6.917 k-in fb:Actual 17.706 ksi Fb:Allowable 21.557 ksi Stress,Ratio 0:821 2 G -" Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:7 JUL 2014,8:00AM Steel Base Plate File=c:l Users1GreenID000ME-1Uobs120141140601-1lframing.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Vec6.14.1.28 Lic.#: KW-06002943 Licensee : DAN GREEN ENGINEERING Description: Steel col BP Load Comb. : +D+0.70E+H - - - - Axial Load Only,No Moment Loading Bearing Stresses Pa:Axial Load.... 7.300 k Fp:Allowable 1.700 ksi Design Plate Height 24.000 in fa:Max.Bearing Pressure 0.013 ksi Design Plate Width 24.000 in Stress Ratio 0.007 Will be different from entry if partial bearing Wed. Plate Bending Stresses Al:Plate Area 576.000 inA2 Mmax=Fu*LA2/2 0.426 k-in A2:Support Area 8,100.000 inA2 fb:Actual 1.091 ksi sqrt(A2/A1) 2.000 Fb:Allowable 21.557 ksi Stress Ratio 0.051 Distance for Moment Calculation "m" 8.200 in "n" 8.200 in X 0.000 inA2 Lambda 0.000 n' 0.020 in n"Lambda 0.000 in L=max(m,n,n") 8.200 in Load Comb. : +D-0.70E+H Axial Load Only,No Moment Loading Bearing Stresses Pa:Axial Load.... 7.300 k Fp:Allowable 1.700 ksi Design Plate Height 24.000 in fa:Max.Bearing Pressure 0.013 ksi Design Plate Width 24.000 in Stress Ratio 0.007 Will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area 576.000 i02 Mmax=Fu"L 42/2 0.426 k-in A2:Support Area . 8,100.000 inA2 fb:Actual 1.091 ksi sqrt(A2/A1) 2.000 Fb:Allowable 21,557 ksi Stress Ratio 0.051 Distance for Moment Calculation o m• 8.200 in o n° 8.200 In X 0.000 inA2 Lambda 0.000 n' 0.020 in n"Lambda 0.000 in L=max(m,n,n") 8.200 in Load Comb. : +D+0.750Lr+0.750L+0.750W+H Axial Load+Moment,Ecc.>u2 Loading Calculate plate moment from bolt tension... Pa:Axial .... 7.300 k Tension per Bolt 4.680 k Ma:Moment 24.473 k-ft Tension:Allowable 11.060:k Eccentricity 40.229 in Stress Ratio 0.423 Al:Plate Area 576.000 inA2 A2:Support Area 8,100.000 inA2 Dist from Bolt to Col.Edge 6.700 in sqrt(A21A1) 2.000 Effective Bolt Width for Bending 24:000 in Plate Moment from Bolt Tension 2.613 k-in Calculate plate moment f r o m bearing... °m" 8.200 in Bearing Stresses "A":Bearing Length 0.817 in Fp:Allowable 1.700 ksi Mph Plate Moment 0.459 k-in fa:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 5:503 k-in lb:Actual 14.088 Icsi Fb:Allowable 21.557 ksi Stress Ratio 0.654 • Zr✓"L? Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen©wvi.com 503-391-2309 Printed:7 JUL 2014,8:OOAM Steel Base Plate File=c:\Users\Green\DOCUME-11Jobs120141140601-llframing.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.6.14.1.28 Li c.# : KW-06002943 Licensee : DAN GREEN ENGINEERING Description: Steel col BP Load Comb. : +D+0.750Lr+0.750L-0.750W+H Axial Load+Moment,Ecc.>112 Loading Calculate plate moment from bolt tension... Pa:Axial Load.... 7.300 k Tension per Bolt 4.680 k Ma:Moment 24.473 k-ft Tension:Allowable 11.060 k Eccentricity 40.229 In Stress Ratio 0A23 Al:Plate Area 576:000 102 A2:Support Area 8,100:000 l02 Dist.from Bolt to Col.Edge 6.700 in sgrt(A2/A1) 2.000 Effective Bolt Width for Bending 24.000 in Plate Moment from Bolt Tension 2.613 k-in Calculateolate moment from bearing... "m" 8:200 in Bearing Stresses "A":Bearing Length 0.817 in Fp:Allowable 1.700 ksi Mpl:Plate Moment 0.459 k-in fa:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 5.503 k-in fb.:Actual 14.088 ksi Fb:Allowable 21.557 ksi Stress Ratio 0.654 Load Comb. : +D+0.750L+0.750S+0.750W+H Axial Load+Moment,Ecc.>L/2 Loading Calculate plate moment from bolt tension... Pa:Axial Load.... 13.482 k Tension per Bolt 3.071 k Ma:Moment 24.473 k-ft Tension:Allowable 11.060 k Eccentricity 21.782 in Stress Ratio 0.278 Al:Plate Area 576.000 102 A2.:Support Area 8,100.000 inA2 Dist from Bolt to Col.Edge 6.700 in scut(A2lA1) 2.000 Effective Bolt Width for Bending 24.000 in Plate Moment from Bolt Tension 1.714 k-In Calculate,Diate moment from bearing... "m" 8.200 in Bearing Stresses "A" Bearing Length 0.962 in Fp:Allowable 1.700 ksi Mpl:Plate Moment 0.537 k-in fa:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 6.442 k-in ib:Actual 16.493 ksi Fb:Allowable 21.557 ksi Stress Ratio 0.765 • • Z C -25K Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:7 JUL 2014,8:00AM Steel Base Plate File=c:lUsers\GreenfDOCUME-1Uobs120141140601-1Uraming.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver..6.14.1.28 Lic.#: KW-06002943 Licensee: DAN GREEN ENGINEERING Description: Steel col BP Load Comb. : +D+0.750L+0.750S-0.750W+H Axial Load+Moment,Ecc.>L/2 Loading Calculate plate moment from bolt tension... Pa:Axial Load.... 13:482 k Tension per Bolt 3:071 k Ma:Moment 24.473 k-ft Tension:Allowable 11.060,k Eccentricity 21.782 in Stress Ratio 0.278 Al:Plate Area 576.000 102 A2:Support Area 8,100:000 IO2 Dist from Bolt taCol.Edge 6.700 in sgrt(A2IA1) 2.000 Effective Bolt Width for Bending 24.000 in Plate Moment from Bolt Tension 1.714 k-in Calculate plate moment from bearing... "m" 8.200 in Bearing Stresses "A':Bearing Length 0.962 in Fp:Allowable 1.700 ksi Mpl:.Plate Moment 0.537 k-in fa:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 6.442 k-in fb:Actual 16.493 ksi Fb:Allowable 21.557 ksi Stress Ratio 0.765 Load Comb. : +D+0.750Lr+0.750L+0.5250E+H Axial Load Only,No Moment Loading Bearing Stresses Pa:Axial Load.... 7.300 .300 k Fp:Allowable 1.700 ksi Design Plate Height in fa:Max.Bearing Pressure 0.013 ksi Design Plate Width 24.000 in Stress Ratio 0.007 Will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area 576:000 inA2 Mmax=Fu*111/2 0.426 k-in A2:Support Area 8,100.000 inA2 fb:Actual 1.091 ksi sqrt(A2/A1) 2.000 Fb:Allowable 21,557 ksi Stress Ratio 0.051 Distance for Moment Calculation "m" 8.200 in "n" 8.200 In X 0.000 inA2 Lambda 0.000 n' 0.020 in n'*Lambda 0.000 in L=max(m,n,n") 8.200 in Load Comb. : +D+0.750Lr+0.750L-0.5250E+H Axial Load Only,No Moment Loading Bearing Stresses Pa:Axial Load.... 7.300 k Fp:Allowable 1.700 ksi Design PlateHeight 24.000 in fa:Max.Bearing Pressure 0.013 ksi Design Plate Width 24.000 in StresslRatio 0.007 Will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area 576.000 102 Mmax=;Fu*L^2/2 0.426 k-in A2:Support Area 8,100.000 Ine2 fb:Actual 1.091 ksi sqrt(A2IA1) 2.000 Fb:Allowable 21.557 ksi Stress Ratio 0.051 Distance for Moment Calculation •m• 8.200 in °n" 8.200 in X 0:000 inA2 Lambda 0:000 n' 0.020 in n'*Lambda 0.000 in L=max(m,n,n") 8.200 in Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 TriangleDrive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:7 JUL 2014,8:00AM Steel Base Plate File=c:Users\Green\DOCUME-lUobs120141140601-llframing.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.6.14.1.28 Lic.# : KW-06002943 Licensee: DAN GREEN ENGINEERING Description: Steel col BP Load Comb. : +D+0.750L+0.750S+0.5250E+H Axial Load Only,No Moment Loading Bearing Stresses Pa:Axial Load.... 13.482 k Fp:Allowable 1.700 ksi Design Plate Height 24.000 in fa:Max.Bearing Pressure 0.023 ksi Design Plate Width 24.000 In Stress,Ratio 0.014 Will be different from entry if partial bearing used. Plate,Bending Stresses Al:Plate Area 576.000 102 Mmax=Fu*LA2/2 0.787 k-in A2:Support Area 8,100:000 inA2 fb:Actual 2.015 ksi sqrt(A2/A1) 2.000 Fb:Allowable 21.557 ksi Stress Ratio 0.093 Distance for Moment Calculation o m° 8.200 in 'n' 8.200 in X 0:000 i02 Lambda- 0.000 n' 0.060 in n'*Lambda 0.000 in L=max(m,n,n") 8.200 in Load Comb. : +D+0.750L+0.7505-0.5250E+H Axial Load Only,No Moment Loading Bearing Stresses Pa:Axial Load 13.482 k Fp:Allowable 1.700 ksi Design Plate Height 24.000 in fa Max.;. Bearing Pressure 0.023 ksi Design Plate Width 24.000 in Stress Ratio 0.014 Will be different from entry if partial bearing used. Plate Bending Stresses Al:'Plate Area 576.000 in^2 Mmax=Fu*LA2/2 0.787 k-in A2:Support Area 8,100.000 inA2 fb:Actual 2.015 ksi sqrt(A21A1) 2.000 Fb:Allowable 21.557 ksl Stress Ratio 0.093 Distance,for Moment Calculation "m" 8.200 in "n" 8.200 in X 0.000 102 Lambda 0.000 n' 0.060 in n'*Lambda .0.000 in L=max(m,n,n") 8.200 in Load Comb. : +0.60D+W+H Axial Load+Moment Ecc.>U2 Loading Calculate plate moment from bolt tension... Pa:Axial Load.... 4.380 k Tension per Bolt 7.675 k Ma,:Moment 32.630 k-ft Tension:Allowable 11.060'k Eccentricity 89.397 in Stress Ratio 0.694 Al:Plate Area 576.000 in^2 A2:Support Area 8,100.000 102 Dist from Bolt to Cot.Edge 6.700 in sqrt(A2IA1) 2.000 Effective Bolt Width for Bending 24.000 in Plate Moment from Bolt Tension 4.285 k-in Calculate plate moment from bearing... °m• 8.200 in Bearing Stresses "A':Bearing Length 0.967 in Fp:Allowable 1.700 ksi Mpl:Plate Moment 0:540 k-In fa:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 6.476 k-in fb:Actual 16.578 ksi Fb:Allowable 21.557 ksl Stress Ratio 0.769 2C 30 Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen©wvi.com 503-391-2309 Printed:7 JUL 2014,8:00AM Steel Base Plate File=e:lUsers\GreenI DOCUME-1Uoba120141140601-11framIng.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.6.14.1.28 Lic.# : KW-06002943 Licensee: DAN GREEN ENGINEERING Description: Steel col BP Load Comb. : +0.60D-1.0W+H Axial Load+Moment Ecc.>L2 Loading Calculate plate moment from bolt tension... Pa:Axial Load.... 4.380 k Tension per Bolt 7.675 k Ma::Moment 32.630 k-ft Tension:Allowable 11:060 k Eccentricity 89.397 In Stress Ratio 0.694 Al:Plate Area 576.000 102 A2:Support Area 8,100:000 102 Dist from Bolt to Col.Edge 6.700 in sgrt(A2/A1) 2.000 Effective Bolt Width for Bending 24.000 in Plate Moment from Bolt Tension 4.285 k-in Calculate plate moment from bearing... "m* 8.200 in Bearing Stresses °A":Bearing Length 0.967 in Fp:Allowable 1.700 ksi Mpl:Plate Moment 0.540 k-in fa:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 6.476 k-in fb:Actual 16.578 ksi Fb:Allowable 21.557 ksi Stress Ratio 0.769 Load Comb. : +0.60D+0.70E+H Axial Load Only,No Moment Loading Bearing Stresses Pa:Axial Load.... 4.380 k Fp:Allowable 1.700 ksi Design Plate Height 24.000 in fa:Max.Bearing Pressure 0.008 ksi Design Plate Width 24.000 in Stress Ratio 0.004 Will be different front entry if partial bearing used Plate Bending Stresses Al:Plate Area 576:000 inA2 Mmax•=;Fu"L^212 0:256 k-in A2:Support Area 8,100:000 inA2 fb:Actual 0.654 ksi sgrt(A2IA1) 2.000 Fb:Allowable 21.557 ksi Stress Ratio 0.030 Distance for Moment Calculation "m" 8.200 in "n" 8.200 in X 0.000 i02 Lambda 0.000 n' 0.010 in n'•Lambda 0.000 in L=max(m,n,n") 8.200 in Load Comb. : +0.60D-070E+H Axial Load Only,No Moment Loading Bearing Stresses Pa:Axial Load.... 4.380 k Fp:Allowable 1.700 ksi Design Plate Height 24.000 in fa:Max.Bearing Pressure 0.008 ksi Design Plate Width 24.000 in Stress Ratio 0.004 Will be different from entry if partial bearing used. Plate Bending‘Stresses Al:Plate Area 576:000 in"2 Mmax=Fu*1142/2 0.256 k-in A2:Support Area 8,100:000 inA2 fb:Actual 0.654 ksi sgrt(A2/A1) 2.000 Fb:Allowable 21.557 ksi Stress Ratio 0:030 Distance for Moment Calculation "m" 8.200 In "n" 8.200 in X 0.000 i02 Lambda 0.000 n' 0.010 in n'*Lambda 0.000 in L=max(m,n,n") 8.200'in ZL31 Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle DriveSE Engineer: DSG ProlectiD: 140601 Salem,Oregon 97302 Project Descr: dangreen@wvi.com 503-391-2309 Printed:7 JUL 2014,8:00AM File=ca Steel Base Plate UserslGree MDOCUME-1Uobs120141140601-1Uraming.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.6.14.1.28 Lic.#: KW-06002943 Licensee : DAN GREEN ENGINEERING Description: Steel col BP Load Comb. : +D+Lr+H Axial Load Only,No Moment Loading Bearing Stresses Pa:Axial Load.... 7.300 k Fp:Allowable 1.700 ksi Design Plate Height......... 24.000 in fa:Max.Bearing Pressure 0.013 ksi Design Plate Width 24.000 in Stress Ratio 0.007 Will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area 576.000 i02 Mmax=Fu*L"2/2 0.531 k-in A2:Support Area 8,100.000 inA2 fb.:Actual 1.358 ksi sqrt(A2/A1) 2.000 Fb:Allowable 21.557 ksi Stress Ratio 0.063 Distance for Moment Calculation °m• 9.150 in . "n" 9.150 in X 0.000 in^2 Lambda 0:000 n' 0,040 in n"Lambda 0.000 in L=max(m,n,n") 9.150 in ---- ----------------------------------- -------- --- ------- --- Load Comb. : +D+S+H Axial Load Only,No Moment Loading Bearing Stresses Pa:Axial'Load.... 15.543 k Fp:Allowable 1.700 ksi Design Plate Height 24.000 in fa:Max.Bearing Pressure 0:027 ksi Design Plate Width 24.000 in Stress Ratio 0.016 Will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area 576.000 in"2 Mmax=Fu*L"2/2 1.130 k-in A2:Support Area 8,100.000 inA2 fb:Actual 2.892 ksi sqrt(A2/A1) 2.000 Fb:Allowable 21.557 ksi Stress Ratio 0.134 Distance for Moment Calculation "m° 9.150 in "n" 9.150 in X 0.000 in"2 Lambda 0.000 n' 0.050 in n' Lambda 0.000 in L=max(m,n,n") 9.150 in Load Comb. : +D+0.750Lr+0.750L+H Axial Load Only,No Moment Loading Bearing Stresses Pa:Axial Load.... 7.300 k Fp:Allowable 1.700 ksi Design.Plate.Height 24.000 in fa:Max.Bearing Pressure 0.013 ksi Design Plate Width 24.000 in Stress Ratio 0.007 Will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area 576:000 i02 Mmax=Fu*L"2/2 0.531 k-in A2:Support Area 8,100:000 inA2 ib:Actual 1.358 ksi sqrt(A2/A1) 2:000 Fb:Allowable 21.557 ksi Stress Ratio 0:063 Distance for Moment Calculation "m° 9.150 in "n" 9.150 in X 0.000 in"2 Lambda 0.000 n' 0.010 in n"Lambda 0.000 in L=max(m,n,n") 9.150 in ZC32- Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 • Pinned:7 JUL 2014,8:OOAM Steel Base Plate File=c:l Users1Greenl DOCUME-1Uobs120141140601-1lframing.ec6 ENERCALC,INC.1983,2014,Build:6.14.1.28,Ver.6.14.1.28 Li c.#: KW-06002943 Licensee: DAN GREEN ENGINEERING Description Steel col BP Load Comb. : +D+0.750L+0.750S+H Axial Load Only,No Moment Loading Bearing Stresses Pa:Axial Load.... 13.482 k Fp:Allowable 1.700 ksi Design Plate Height 24:000 in fa:Max.Bearing Pressure 0.023 ksi Design Plate Width 24.000 in Stress Ratio 0.014 Will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area 576.000 inA2 Mmax=Fu*LA2/2 0.980 k-in A2:Support Area 8,100:000 inA2 fb:Actual 2.508 ksi sgrt(A21A1) 2.000 Fb:Allowable 21.557 ksi Stress Ratio 0.116 Distance for Moment Calculation °m° 9.150 in "n" 9.150 in X 0.000 i02 Lambda 0.000 if 0.040 in n"Lambda 0.000 in L=max(m,n,n") 9.150 in Load Comb. : +D+W+H Axial Load+Moment,Ecc.>U2 Loading Calculate plate moment from bolt tension... Pa:Axial Load.... 7.300 k Tension per Bolt 6.917 k Ma:Moment 32.630 k-ft Tension:Allowable 11.060 k Eccentricity 53.638 in Stress Ratio 0.625 Al:Plate Area. 576.000 inA2 A2::Support Area 8,100.000 inA2 Dist.from Bolt to Cot Edge 7.650 in sgrt(A2/A1) 2.000 Effective Bolt Width for Bending 24.000 in Plate Moment from Bolt Tension 4.409 k-in Calculate plate moment from bearing... "m• 9.150 in Bearing Stresses °A":Bearing Length 1.036 in Fp:Allowable 1.700 ksi Mpl:Plate Moment 0.646 k-in fa:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 7.753 k-in fb:Actual 19.848 ksi Fb:Allowable 21.557 ksi Stress Ratio 0.921 ------- ---- ------ Load Comb. : +D-1.0W+H Axial Load+Moment,Ecc.>U2 Loading Calculate plate moment from bolt tension... Pa:Axial Load.... 7.300 k Tension per Bolt 6.917 k Ma:Moment 32.630 k-ft Tension:Allowable 11.060 k Eccentricity 53.638 in Stress Ratio 0.625 Al:Plate Area 576.000 inA2 A2:Support Area 8,100.000 inA2 Dist.from Bolt to Col.Edge 7.650 in sgrt(A2/A1) 2:000 Effective Boll Width for Bending 24.000 in Plate Moment from Bolt Tension 4.409 k-in Calculate plate moment from bearing... •m° 9.150 in Bearing Stresses "A°:Bearing Length 1.036 in Fp:Allowable 1.700 ksi Mpl:Plate Moment 0.646 k-in fa:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 7.753 k-in fb:Actual 19.848 ksi Fb:Allowable 21.557 ksi Stress Ratio 0;921 -Z C..,3 3 Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com , ' 503-391-2309 Printed:7 JUL 2014,8:00AM Steel Base Plate File=c9Users1GreenIDOCUME-1Wobs12014 1140601-1vraming.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver:6.14.1:28 Lic.,#I,::KW-06002943 Licensee : DAN GREEN ENGINEERING Description: Steel col BP Load Comb. : +D+0.70E+H Axial Load Only,No Moment Loading Bearing Stresses Pa:Axial Load.... 7.300 k Fp:Allowable 1.700 ksi Design Plate Height 24.000 in fa:Max.Bearing Pressure 0.013 ksi Design Plate Width_ 24.000 in Ig Stress Ratio 0:007 Will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area 576:000 inA2 Mmax=Fu*LA2/2 0.531 k-in A2:Support Area 8,100.000 inA2 fb:Actual 1.358 ksi sqrt(A2/A1) 2.000 Fb:Allowable 21.557 ksi Stress Ratio 0.063 Distance for Moment Calculation "m" 9.150 in "n" 9.150 in X 0.000 inA2 Lambda 0.000 n' 0.010 in n'*Lambda 0.000 in L-=max(m,.n,.n") 9.150 in Load Comb. : +D-0.70E+H Axial Load Only,No Moment Loading Bearing Stresses Pa:Axial Load.... 7.300 k Fp:Allowable 1.700 ksi Design Plate Height 24.000 in fa:Max.Bearing Pressure 0.013 ksi Design Plate Width 24.000 in Stress Ratio 0.007 Will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area 576.000 inA2 Mmax=Fu*LA2/2 0.531 k-in A2:Support Area 8,100.000 inA2 fb:Actual 1.358 ksi sqrt(A2/A1) 2.000 Fb:Allowable 21.557 ksi Stress Ratio 0.063 • Distance for Moment Calculation "m" 9.150 in "n" 9.150 in X 0.000 inA2 Lambda 0.000 n' 0.010 in n'*Lambda 0:000 in L=max(m,n,n") 9.150 in Load Comb. : +D+0.750Lr+0.750L+0.750W+H Axial Load+Moment Ecc.>L/2 Loading Calculate plate moment f r o m bolt tension... Pa:Axial Load.... 7.300 k Tension per Bolt 4.680 k Ma:Moment 24.473 k-ft Tension:Allowable 11.060 k Eccentricity 40.229 in Stress Ratio 0.423 Al:.Plate Area 576:000 inA2 A2:Support Area 8,100:000 inA2 Dist.from Bolt to Col.Edge 7.650 in sqrt(A2/A1) 2:000 Effective Bolt Width for Bending 24.000 in Plate Moment from Bolt Tension 2.984 k-in Calculate plate moment from beating... "'m" 9.150 in BearingStresses "A":Bearing Length 0.817 in Fp:Allowable 1.700 ksi Mpl:Plate Moment 0.514 k-in fa::Max.:Bearing.Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresse§ Mmax 6.163 k-in fb:Actual 15.777 ksi Fb:Allowable 21.557 ksi StreswRatio 0.732 • Z L'1/4-( uan ureen tnglneenng.Inc rroject i me: 11010(UK)senior dousing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi:com 503-391-2309 Printed:7 JUL 2014,8:00AM Steel Base Plate File=c:lUsers\Green\DOCUME-1Uobs120141140601-1Vraming.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver..6.14.1.28 Li c.#: KW-06002943 Licensee: DAN GREEN ENGINEERING Description: Steel col BP Load Comb. : +D+0.750Lr+0.750L-0.750W+H Axial Load+Moment Ecc.>L 2 Loading Calculate plate moment from bolt tension... Pa:Axial Load.... 7.300 k Tension per Bolt 4.680 k Ma:Moment 24.473 k-ft Tension:Allowable 11.060 k Eccentricity 40.229 in Stress Ratio 0.423 Al:Plate Area 576.000 in"2 A2:Support Area 8,100.000 in^2 Dist.from Bolt to Col.Edge 7.650 in sgrt(A21A1) 2.000 Effective Bolt Width for Bending 24.000 in Plate Moment from Bolt Tension 2.984 k-in Calculate plate moment from bearing... "m" 9.150 in Bearing Stresses "A°:Bearing Length 0.817 in Fp:Allowable 1.700 ksi Mpl:Plate Moment 0.514 k-in fa:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1,000 Plate Bending Stresses Mmax 6.163 k-in fb:Actual 15.777 ksi Fb:Allowable. 21.557 ksi Stress Ratio 0.732 Load Comb. : +D+0.750L+0.750S+0.750W+H Axial Load+Moment,Ecc.>La Loading Calculate plate moment from bolt tension... Pa:Axial Load.... 13.482 k Tension per Bolt 3.071 k Ma:Moment 24.473 k-ft Tension:Allowable 11.060 k Eccentricity 21.782 in Stress Ratio 0.278 Al:Plate Area 576:000 in"2 A2:Support Area 8,100:000 in"2 Dist.from Bolt to Col.Edge 7.650 in sgn(A2/A1) 2:000 Effective Bolt Width for Bending 24.000 in Plate Moment from Bolt Tension 1.957 k-in Calculate plate moment from bearing... "m" 9.150 in Bearing.Stresses "A':Bearing Length 0.962 in Fp:Allowable 1.700 ksi Mpl:Plate Moment 0.602 k-in fa:Max.Bearing.Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 7.219 k-in fb:Actual 18.481 ksi Fb:Allowable 21.557 ksi Stress Ratio 0.857 Zc 3s"" uan careen trigineenng.rite r'roject I Itie: I Igara(UK)senior housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:7 JUL 2014,8:OOAM Steel Base Plate File=c:\Users\GreenlDOCUME-1Uobs120141140601-1Uraming.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver:6.14.1.28 Lic.#: KW-06002943 Licensee DAN GREEN ENGINEERING Description: Steel col BP Load Comb. : +D+0.750L+0.750S-0.750W+H Axial Load+Moment,Ecc.>U2 Loading Calculate plate,moment from bolt tension... Pa.:Axial Load.... 13.482 k Tension perBott 3.071 k Ma:Moment 24.473 k-ft Tension:Allowable 11.060 k Eccentricity 21.782 in Stress Ratio 0.278 Al:Plate Area 576.000 in"2 A2:Support Area 8,100.000 inA2 Dist.from Bolt to Col..Edge 7.650 in sqrt(A2/A1) 2.000 Effective Bolt Width for Bending 24.000 in Plate Moment from Bolt Tension 1.957 k-in Calculate plate moment from bearing... "m" 9.150 in Bearing Stresses "A":Bearing-Length 0.962 in Fp:Allowable 1.700 ksi Mpl-:Plate Moment 0.602 k-in fa:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 7.219 k-in fb:Actual 18.481 ksi Fb:Allowable 21.557 ksi Stress Ratio 0.857 Load Comb. : +D+0.750Lr+0.750L+0:5250E+H Axial Load Only,No Moment Loading Bearing Stresses Pa:Axial Load.... 7.300 k Fp:Allowable 1.700 ksi Design Plate Height 24.000 in fa:Max.Bearing Pressure 0.013 ksi Design Plate Width 24.000 in Stress Ratio 0.007 Will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area 576.000 i02 Mmax=Fu*L"2/2 0.531 k-in A2:Support Area 8,100.000 inA2 fb:Actual 1.358 ksi sqrt(A2/A1) 2.000 Fb:Allowable 21.557 ksi Stress Ratio 0.063 Distance for Moment Calculation "m" 9.150 in "n" 9.150 In X . 0.000 inA2 Lambda 0.000 n' 0.010 in n'*Lambda . 0.000 in L=max(m,n,n") 9.150 in Load Comb. : +D+0.750Lr+0.750L-0.5250E+H Axial Load Only,No Moment Loading Bearing Stresses Pa:AxialiLoad.... 7.300 k Fp:Allowable 1.700 ksi Design Plate Height 24.000 in fa:Max.Bearing Pressure 0.013 ksi Design Plate Width 24.000 in Stress Ratio 0.007 Will be different from entry if partial bearing used. Plate Bending Stresses Al:flate•Area 576.000 i02 Mmax=Fu*LA2/2 0.531 k-in A2:Support Area 8,100:000 inA2 fb:Actual 1.358 ksi sqrt(A2/A1) 2.000 Fb:.Allowable 21.557 ksi Stress Ratio 0.063 Distance for Moment Calculation "m" 9.150 in "n" 9.150 in X 0.000 i02 Lambda 0.000 n' 0.0.10 in n'*Lambda 0.000 in L=max(m,n,n") 9.150 in , ZC"M.o udn vice!!cnyuleenny,uic rrolect line: I i ara(UK)senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:7 JUL 2014,8:00AM Steel Base Plate Fle.=c:l UserslGreenIDOCUME-1Wobs120141140601-1lframing,ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver:6.14.1.28 Lic.#: KW-06002943 Licensee: DAN GREEN ENGINEERING Description: Steel col BP Load Comb. : +D+0.750L+0.750S+0.5250E+H Axial Load Only,No Moment Loading Bearing Stresses Pa:AxiallLoad.... 13.482 k Fp:Allowable 1.700 ksi Design Plate Height 24.000 in fa:Max.Bearing Pressure 0:023 ksi Design Plate Width 24.000 in Stress Ratio 0:014 Will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area 576.000 inA2 Mmax=Fu*LA2/2 0,980 k-in A2:Support Area 8,100.000 inA2 fb:Actual 2:508 ksi sqrt(A2/A1) 2.000 Fb:Allowable 21.557 ksi Stress Ratio 0.116 Distance for Moment Calculation "m" 9.150 in °n" 9.150 in X 0.000 in^2 Lambda 0:000 n' 0.040 in if*Lambda 0:000 in L=max(m,n,n") 9.150 in Load Comb. : +D+0.750L+0.750S-0.5250E+H Axial Load Only,No Moment Loading Bearing Stresses Pa:Axial Load.... 13A82 k Fp:Allowable 1.700!ksi Design Plate Height 24.000 in fa:Max.Bearing Pressure 0.023 ksi Design Plate Width 24.000 in Stress Ratio 0.014 Will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area 576.000 i02 Mmax=Fu*L"2/2 0.980 k-in A2:Support Area 8,100.000 inA2 lb Actual 2.508 ksi sqrt(A2/A1) 2.000 Fb:Allowable 21.557 ksi Stress Ratio 0.116 Distance,for Moment Calculation "m° 9.150 in "n" 9.150 in X. 0.000 inA2 Lambda 0.000 n' 0.040 in if*Lambda 0.000 in L=max(m,n,n") 9.150 in Load Comb. : +0.60D+W+H Axial Load+Moment,Ecc.>L/2 Loading Calculate plate moment from bolt tension... Pa:Axial Load.... 4.380 k Tension.per Bolt 7.675 k Ma:Moment 32.630 k-ft Tension:Allowable 11.060 k Eccentricity 89.397 in Stress Ratio 0:694 Al:Plate Area 576.000 inA2 A2:Support Area 8,100:000 i02 Dist.from Bolt to Col.Edge, 7.650 in sqrt(A2/A1) 2:000 Effective Bolt Width for Bending 24.000 in Plate Moment from Bolt Tension 4.893 k-in Calculate olatemoment from bearing... "m" 9.150 in Bearing Stresses "A°:Bearing Length 0:967 in Fp:Allowable 1.700 ksi Mpl:Plate Moment 0:605 k-in fa:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 7.257 k-in fb:Actual 18.577 ksi Fb:Allowable 21.557 ksi Stress Ratio 0:862 2C-3? 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:7 JUL 2014,8:00AM Steel Base Plate File=c:tUserslGreenIDOCUME-1Uobs120141140601-1Uraming.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver6.14.1.28 Lic.#: KW-06002943 Licensee DAN GREEN,ENGINEERING, Description: Steel col BP -------------------------------- ---- --------- --- ----- - Load Comb. : +0.60D-1:.0W+H Axial Load+Moment,Ecc.>L/2 Loading Calculate plate moment from bolt tension... Pa:Axial Load.... 4.380 k Tension per Bolt 7.675 k Ma:Moment 32.630 k-ft Tension:Allowable 11.060 k Eccentricity 89.397 in Stress Ratio 0.694 Al:Plate Area 576.000 inA2 A2:Support Area 8,100.000 i02 Dist.from Bolt to Col.Edge 7.650 in sqrt(A21A1) 2.000 Effective Bolt Width for Bending 24.000 in Plate Moment from Bolt Tension ' 4.893 k-in Calculate elate moment from bearing.,. "m" 9.150 in Bearing Stresses "A":Bearing Length 0.967 in Fp:Allowable 1.700 ksi Mpl:Plate Moment 0.605 k-in fa:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 7.257 k-in fb:Actual 18.577 ksi Fb:Allowable 21.557 ksi Stress Ratio 0.862 Load Comb. : +0.600+0.70E+H Axial Load Only,No Moment Loading Bearing Stresses Pa:Axial Load.... 4.380 k Fp:Allowable 1.700ksi Design Plate.Height......... 24.000 in fa:Max.Bearing Pressure 0.008 ksi Design Plate Width......... 24.000 in Stress Ratio 0.004 Will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area 576.000 inA2 Mmax=Fu*L"2/2 0.318 k-in A2:Support Area 8,100.000 inA2 fb:Actual 0.815 ksi sqrt(A2/A1) 2.000 Fb:Allowable 21.557 ksi Stress Ratio 0.038 Distance for Moment Calculation °m" 9.150 in "n" 9.150 in X 0:000 inA2 Lambda 0.000 n' 0:010 in n'*Lambda 0.000 in L=max(m,n,n") 9.150 in Load Comb. : +0.600-070E+H Axial Load Only,No Moment Loading Bearing Stresses Pa:Axial Load.... 4.380 k Fp:Allowable 1.700 ksi Design Plate Height 24.000 in fa:Max.Bearing Pressure 0.008 ksi Design Plate Width 24.000 in Stress Ratio 0.004 Will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area......... 576.000 i02 Mmax=Fu*LA2/2 0.318 k-in A2:Support Area 8,100.000 inA2 fb:Actual 0.815 ksi sqrt(A2/A1) 2.000 .Fb:Allowable 21.557 ksi Stress Ratio 0.038 Distance for Moment Calculation "m" 9.150 in "n° 9.150 in X 0.000 inA2 Lambda 0.000 n' 0.010 in. n'*Lambda 0.000 in L=max(m,n,.n") 9.150 in • MIS! UM oleen cnyineenng.urc rrolect I Ine: a ara(OR)Senior Housing 3230 Triangle.Drive SE Engineer: DSG Project ID: 140801 Salem,Oregon 97302 Project Descr: dangreen@wvi.com 503-391-2309 Printed:7 JUL 2014,8:03AM File=c:lUsersl Green1D000ME-1Uobs120141140601-11framing.ec6 General Footing ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver..6.14.1.28 Lic.# : KW-06002943 Licensee : DAN GREEN ENGINEERING Description: Steel col fooling Code References Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-05 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf Rebar Yield = 80.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.350 q Values Flexure = 0.90 Shear = 0.850 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure:increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.50 :1 Min.Sliding Safety Factor = 1.50 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 7.50 ft Length parallel to Z-Z Axis = 7.50 ft Footing Thicknes = 28.0 in 111011811181111111011111111118111111,' ®®112lli1111®MM1®®tM 'RI, Mlia®I I al"f'MISSURIi [aD IIIMIEINEMPRISIGNIORTIOV ®®® Ill- r?,EfflEMODIMIRE, x Pedestal dimensions... r,. ®iv AWIIIIMEHMSZIE1 PM, px:parallel to X-X Axis = in ��51®FS®��® ® pz.:parallel to Z-Z Axis f. in 11lIIaMMIIeMtt11FA®N®MOP Height - in a1OMMP11811 11t 1419r1'?IIIM, a Rebar Centerline to Edge of Concrete.. MMM' MMf3353015:11JUI ' at Bottom of footing = 3.250 in , .111111111111111111111=tmlitingsminftiiii ter-°• r- rr v T 6" r w Reinforcing Bars parallel to X-X Axis • Number of Bars = 15 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of'Bars = 15.0 --_ - ,v.,_:..,.. •;.. ::.., I Reinforcing Bar SIZE = # 5 1111111=11111`•!`, -;'"'5# ?-'`'- z' �.!III-itllll IIMIllll= z.A,t `"+,:leirf`-`•+ =;:-a; I I— ,:.::•t °fay. ,.j.::,,. ., --�,., _IIII t; fE : "`'r=•°I I =11= w�' rs E t:,:r : —II Bandwidth Distribution Check (ACI 15.4.4.2) w, mu ilainnin ,,, imni mnn inn,,Gm11111 1111111€ iii©m nuoi.mnn nnui ", ,vinnbown= I Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 7.30 8.243 ksf OB:Overburden = M-rot = k-ft M-zz = 32.630 k-ft V-x = 2.775 k V-z = k 2.CIA r 1Vpld I IU6. tt diU R/aei nut 61UUbuiy 3230 Triangle:Drive SE Engineer: DSG MN] Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi:com 503-391-2309 Printed:7 JUL 2014,8:03AM •General Footing File=c:\UserslGreen\DOCUME-1Udbs120141140601-11framing:ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.6.14.1.28 Lic.#: KW-06002943 Licensee : DAN GREEN ENGINEERING Description: Steel cottooting DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.7073 Soil Bearing 1.061 ksf 1.50 ksf 40:60D+W+H.about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.553 Overturning-Z-Z 39.105 k-ft 60.722 k-ft 0.6D+W PASS 2.042 Sliding-X-X 2.775 k 5:667 k 0.6D+W PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1330 Z Flexure:(+X) 8.912 k-ft 67.017 k-ft +1.20D+0.50L+150S+1.60W PASS 0.0850 Z:Flexure•(-X) 5.697 k-ft 67.017 k-ft +1.20D+0.50L+1.60S PASS 0.0850 X Flexure(+Z) 5.697 k-ft 67.017 k-ft +1.20D+0.50L+1.60S PASS 0.0850 X Flexure.(-Z) 5.697 k-ft 67.017 k-ft +1.20D+0.50L+1.60S PASS 0.05616 1-way Shear(+X) 4.774 psi 85:0 psi +1.20D+0.50L+1.60S PASS 0.05616 1-way Shear(-X) 4.774 psi 85.0 psi +1.20D+0.50L+1.60S PASS 0.05616 1-way Shear(+Z) 4.774 psi 85.0 psi +1.20D+0:50L+1:60S PASS 0.05616 1-way Shear(-Z) 4.774 psi 85.0 psi +1.20D+0.50L+1.60S PASS 0.1016 2-way Punching 17.277 psi 170.0 psi +1.20D+0:50L+1.60S Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Oniv 1.50 n/a 0.0 0.4798 0.4798 :n/a n/a 0.320 X-X,+D+L+H 1.50 n/a 0.0 0.4798 0.4798 n/a n/a 0.320 X-X.+D+Lr+H 1.50 n/a 0.0 0.4798 0.4798 n/a n/a 0.320 X-X.+D+S+H 1.50 n/a 0.0 0,6263 0.6263 n/a n/a 0.418 X-X.+D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.4798 0.4798 n/a n/a 0.320 X-X.+D+0.750L+0.750S+H 1.50 n/a 0.0 0.5897 0.5897 n/a n/a 0.393 X-X,+D+W+H 1.50 n/a 0.0 0.4798 0.4798 n/a n/a 0.320 X-X,+D+0.70E+H 1.50 n/a 0:0 0.4798 0.4798 n/a n/a 0.320 X-X,+D+0.750Lr+0.750L+0.750W+H 1.50 n/a 0.0 0.4798 0.4798 n/a n/a 0.320 X-X.+D+0.750L+0.750S+0:750W+H 1.50 n/a 0.0 0.5897 0.5897 n/a n/a 0.393 X-X,+D+0.750Lr+0.750L+0.5250E+H. 1.50 n/a 0.0 0:4798 0.4798 n/a n/a 0.320 X-X,+D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0:5897 0:5897 n/a n/a 0:393 X-X.+0.60D+W+H 1.50 n/a 0.0 0:2879 0.2879 n/a n/a 0.192 X-X,+0.600+0.70E+H 1.50 n/a 0.0 0.2879 0.2879 n/a n/a 0.192 Z-Z,D Only 1.50 0.0 n/a n/a n/a 0:4798 0.4798 0.320 Z-Z,+D+L+H 1.50 0.0 n/a n/a n/a 0:4798 0.4798 0.320 Z-Z.+D+Lr+H 1.50 0.0 n/a n/a n/a 0.4798 0.4798 0.320 Z-Z,+D+S+H 1.50 0:0 n/a n/a n/a 0.6263 0.6263 0.418 Z-Z,+D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 0:4798 0.4798 0.320 Z-Z.+D+0.750L+0.750S+H 1:50 0:0 n/a n/a n/a 0:5897 0:5897 0.393 Z-Z.+D+W+H 1.50 17.388 n/a n/a n/a 0.0 1.033 0.689 Z-Z.+D+0.70E+H 1.50 0.0 n/a n/a n/a 0.4798 0.4798 0.320 Z-Z,+D+0,750Lr+0.750L+0.750W+H 1.50 13.041 n/a n/a n/a 0.06961 0:8899 0.593 Z-Z,+D+0.750L+0.750S+0.750W+H 1.50 10.610 n/a n/a n/a 0.1795 0:9999 0.667 Z-Z.+D+0.750Lr+0.750L+0.5250E+H 1.50 0:0 n/a n/a n/a 0.4798 0.4798 0.320 Z-Z.+D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 0.5897 0.5897 0.393 Z-Z,+0.60D+W+H 1.50 28.980 n/a n/a n/a 0.0 1.061 0.707 Z-Z,+0.60D+0.70E+H 1.50 0.0 n/a n/a n/a 0.2879 0.2879 0.192 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.D None 0.0 k-ft nfinitv OK X-X,D+S None 0.0 k-ft nfinitv OK X-X,0:6D+S+W/2 None 0.0 k-ft nfinitv OK X-X,0.6D+W+S/2 None 0:0 k-ft nfinitv OK X-X,0.6D+W None 0.0 k-ft nfinitv OK Z-Z.D None 0:0 k-ft nfinitv OK Z-Z.D+S None 0:0 k-ft nfinitv OK Z-Z.0.6D+S+W/2 19.553 k-ft 91.633 k-ft 4.687 OK ac Kp ...,,...w..�nyuwvnny•u.v nulcvt .Luc. I um u tvry°elIWI mustily 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:7 JUL 2014,8:03AM General Footing File=caUsers\GreenI DOCUME-1Uobs120141140601-1UramIng.ec6 9 ENERCALC,INC.1983.2014,Build:6.14.1.28,Ver.6.14.1.28 Li c.# : KW-06002943 Licensee:DAN GREEN ENGINEERING Description: Steel col footing Overturning Stability Rotation Axis& Load Combination:.. Overturning Moment Resisting Moment Stability Ratio Status Z-Z,0.6D+W+S/2 39.105 k-ft 76.178 k-ft 1.948 OK Z-Z.0.6D+W 39.105 k-ft 60.722 k-ft 1.553 OK Sliding Stability All units k Force Application Axis Load Combination:.. Sliding Force Resisting Force Sliding SafetyRatio Status X-X,D 0.0 k 9.446 k No Sliding OK X-X,D+S 0.0 k 12.331 k No Sliding OK X-X,0.6D+S+W12 1.388 k 8:552 k 6.164 OK X-X.0.6D+W+S/2 2.775 k 7.110 k 2:562 OK X-X.0.6D+W 2.775 k 5.667 k 2.042 OK Z-Z,D 0.0 k 9.446 k No Sliding OK Z-Z.D+S 0.0 k 12.331 k No Sliding OK Z-Z,0.60+S+W/2 0.0 k 8.552 k No Sliding OK Z-Z.0:6D+W+S/2 0:0 k 7.110 k No Sliding OK Z-Z.0:6D+W 0.0 k 5.667 k No Sliding OK Footing Flexure FlexureAxis.&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi Mn Status k-ft Side? Bot or Top? in^2 102 in"2 k-tt X-X,+1.40D 4.723 +Z Bottom 0:6048 Min Temp% 0.620 67.017 OK X-X,+1.40D 4.723 -Z Bottom 0:6048 Min Temp% 0.620 67.017 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 4.048 +Z Bottom 0.6048 Min Temp% 0.620 67.017 OK X-X.+1.20D+0:50Lr+1.60L+1:60H 4.048 -Z Bottom 0.6048 Min Temp% 0.620 67.017 OK X-X,+1.20D+1:60L+0.50S+1.60H 4.563 +Z Bottom 0.6048 Min Temp% 0:620 67.017 OK X-X.+1.20D+1.60L+0.505+1.60H 4.563 -Z Bottom 0.6048 Min Temp% 0.620 67.017 OK X-X,+1.20D+1.60Lr+0:50L 4.048 +Z Bottom 0.6048 Min Temp% 0:620 67.017 OK X-X,+1.20D+1.60Lr+0.50L 4.048 -Z Bottom 0.6048 Min Temp% 0:620 67.017 OK X-X,+1.20D+1.60Lr+0.80W 4.048 +Z Bottom 0.6048 Min Temp% 0.620 67.017 OK X-X.+1.200+1.60Lr+0.80W 4.048 -Z Bottom 0.6048 Min Temp% 0.620 67.017 OK X-X,+1.20D+0.50L+1.60S 5.697 +Z Bottom 0.6048 Min Temp% 0.620 67.017 OK X-X.+1.20D+0.50L+1.60S 5.697 -Z Bottom 0,6048 Min Temp% 0.620 67.017 OK X-X,+1,200+1..605+0:80W 5.697 +Z Bottom 0.6048 Min Temp% 0.620 67.017 OK X-X,+1.20D+1,60S+0,80W 5.697 -Z Bottom 0.6048 Min Temp% 0.620 67.017 OK X-X,+1.20D+0.50Lr+0,50L+1,.60W 4:048 +Z Bottom 0.6048 Min Temp% 0.620 67.017 OK X-X,+1.20D+0.50Lr+0.50L+1.60W 4.048 -Z Bottom 0.6048 Min Temp% 0.620 67.017 OK X-X.+1.20D+0.50L+0,50S+1.60W 4.563 +Z Bottom 0.6048 Min Temp% 0.620 67.017 OK X-X,+1.20D+0.50L+0.50S+1.60W 4.563 -Z Bottom 0.6048 Min Temp% 0.620 67.017 OK X-X,+1.20D+0.50L+0.20S+E 4.254 +Z Bottom 0.6048 Min Temp% 0.620 67.017 OK X-X,+1.20D+0.50L+0.20S+E 4.254 -Z Bottom 0.6048 Min Temp% 0.620 67.017 OK X-X.+0.90D+1.60W+1.60H 3.036 +Z Bottom 0.6048 Min Temp% 0.620 67.017 OK X-X,490D+1.60W+1.60H 3:036 -Z Bottom 0.6048 Min Temp% 0.620 67.017 OK , X-X.+0.90D+E+1:60H 3.036 +Z Bottom 0.6048 Min Temp% 0.620 67.017 OK X-X.+0.90D+E+1.60H 3.036 -Z Bottom 0.6048 Min Temp% 0.620 67.017 OK Z-Z,+1.40D 4.723 -X Bottom 0:6048 Min Temp% 0.620 67:017 OK Z-Z,+1.40D 4.723 +X Bottom 0:6048 Min Temp% 0.620 67.017 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 4.048 -X Bottom 0.6048 Min Temp% 0.620 67.017 OK Z-Z,±1.20D+0.50Lr+1.60L+1.60H 4.048 +X Bottom 0.6048 Min Temp% 0.620 67:017 OK Z-Z,+1.200+1.60L+0,50S+1.60H 4.563 -X Bottom 0.6048 Min Temp% 0.620 67.017 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 4,563 +X Bottom 0:6048 Min Temp% 0:620 67.017 OK Z-Z,+1.20D+1.60Lr+0.50L 4,048 -X Bottom 0.6048 Min Temp% 0:620 67.017 OK Z-Z,+1.200+1.60Lr+0.50L 4.048 +X Bottom 0.6048 Min Temp% 0.620 67.017 OK Z-Z,+1.200+1.60Lr+0.80W 1.963 -X Bottom 0:6048 Min Temp% 0.620 67.017 OK Z-Z,+1.20D+1.60Lr+0.80W 6.133 +X Bottom 0.6048 Min Temp% 0.620 67.017 OK Z-Z.+1.20D+0.50L+1.60S 5.697 -X Bottom 0.6048 Min Temp% 0.620 67.017 OK Z-Z,+1.20D+0.50L+1.60S 5.697 +X Bottom 0.6048 Min Temp% 0.620 67.017 OK Z-Z.+1.20D+1.60S+0.80W 3.612 -X Bottom 0.6048 Min Temp% 0.620 67,017 OK Z-Z,+1.20D+1.60S+0.80W 7.782 +X Bottom 0.6048 Min Temp% 0.620 67.017 OK Z-Z.+1.20D+0:50Lr+0.50L+1.60W 0.2395 -X Bottom 0.6048 Min Temp% 0.620 67.017 OK Z-Z.+1.20D+0.50Lr+0.50L+1.60W 8:580 +X Bottom 0.6048 Min Temp% 0.620 67.017 OK Z-Z.+1.20D+0:50L+0:505+1.60W 0:5711 -X Bottom 0:6048 Min Temp% 0.620 67.017 OK Z-Z.+1.200+0:50L+0:505+1.60W 8:912 +X Bottom 0:6048 Min Temp% 0.620 67.017 OK Z-Z,+1.200+0:50L+0.20S+E 4.254 -X Bottom 0.6048 Min Temp% 0.620 67.01:7 OK 7-c-u van WI VG!I Luyurocnny.uw rIv101d 61110• 11 alts tun)JC11Wl musing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen©wvi.com 503-391-2309 Printed:7 JUL 2014,8:03AM General Footing File=c:lUserslGreenIDOCUME-1Uobs120141140601-1lframing.ec6 g ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.6.14.1.28 Lic.#:KW-06002943 Licensee : DAN GREEN.ENGINEERING Description: Steel col footing Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ AsiReq'd Gym.As Actual As PhPMn Status k-ft Side? Bot or Top? in^2 in^2 102 k-ft Z-Z.+1.20D+0:50L+0.20S+E 4.254 +X Bottom 0.6048 Min Temp% 0.620 67.017 OK Z-Z.+0.90D+1.60W+1.60H 0.0 -X Top 0.6048 Min Temp% 0.620 67.715 OK Z-Z.+0.90D+1.60W+1.60H 8.340 +X Bottom 0.6048 Min Temp% 0.620 67.017 OK Z-Z,+0.90D+E+1.60H 3.036 -X Bottom 0.6048 Min Temp% 0.620 67.017 OK Z-Z.+0.90D+E+1.60H 3.036 +X Bottom 0.6048 Min Temp% 0.620 67.017 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 3.958 psi 3.958 psi 3.958 psi 3.958 psi 3.958 PSI 85 psi 0:04656 OK +1.20D+0.50Lr+1.60L+1.60H 3.392 psi 3.392;DSi 3.392 psi 3.392 psi 3.392,psi 85 psi 0.03991 OK +1.20D+1.60L+0.50S+1:60H 3:824 psi 3.824 PSI 3.824 psi 3.824 psi 3.824 psi 85 psi 0.04499 OK +1.20D+1.60Lr+0.50L 3.392 psi 3.392 PSI 3.392 psi 3.392 psi 3.392 psi 85 psi 0:03991 OK +1.20D+1.60Lr+0.80W 3.392 psi' 3.392.psi 3.392 psi 3.392 psi 3.392 psi 85 psi 0.03991 OK +1.20D+0.50L+1.60S 4.774 psi 4.774 psi 4.774 psi 4,774 psi 4.774 psi 85 Psi 0.05616 OK +1,20D+1.60S+0,80W 4.774 psi 4.774 psi 4.774 psi 4.774 psi 4.774 psi 85 psi 0:05616 OK +1.20D+0.50Lr+0.50L+1.60W 3.392.psi 3.392 psi 3.392 psi 3.392 PSI 3.392 psi 85 psi 0.03991 OK +1.20D+0.50L+0.50S+1.60W 3.824 psi 3.824 psi 3.824 psi 3.824 psi 3.824 psi 85 psi 0.04499 OK +1.20D+0.50L+0,20S+E 3.565:psi 3.565 psi 3.565 psi 3.565 psi 3.565 psi 85 psi 0.04194 OK +0:90D+1,60W+1.60H 2.544 psi 2.544 psi 2.544 psi 2.544 psi 2.544 psi 85 Psi 0:02993 OK +0;90D+E+1.60H 2.544 psi 2.544 psi 2.544 psi 2.544 psi 2.544 psi 85 psi 0.02993 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D 14.323 psi 170psi 0.08426 OK +1.20D+0.50Lr+1.60L+1.60H 12.277 psi 170 psi 0.07222 OK +1.20D+1.60L+0:50S+1.60H 13.84 DSi 170 psi 0.08141 OK +1.20D+1.60Lr+0.50L 12.277 psi 170 psi 0.07222 OK +1.20D+1.60Lr+0.80W 12.277 psi 1701)si 0.07222 OK +1.20D+0.50L+1.605 17.277 psi 170psi 0.1016 OK +1.20D+1.60S+0.80W 17.277 psi 170Dsi 0.1016 OK +1.20D+0.50Lr+0.50L+1.60,W 12.408 psi 170 psi 0.07299 OK +1.20D+0:50L+0:50S+1.60W 13.894 psi 170psi 0.08173 OK +1.20D+0.50L+0.20S+E 12.902 psi 170Dsi 0:0759 OK +0.90D+1.60W+1.60H 9.785 psi 170 psi 0.05756 OK +0.90D+E+1.60H 9.208 psi 170psi 0.05416 OK ZGKZ Dan Green Engineering,Inc. Title: . --_ Job#• 3230 Triangle Drive SE Dsgnr: DSG Date: Description: Salem,Oregon 97302 503-391-2309 • Scope: [Lev: 660000 Page 1 I er Kw-0602943 ver 5.9.0,1-aec-2003 Multi-S an Timber Beam 1963.2003 ENERCALC Engineering Software framing.eow:Joist IIMII Description 2x10 idor joist eneral Information " ' .Base allowables are user defined III Douglas Fir-Larch,No.2 Fb:Basic Allow 900.0 psi Elastic Modulus 1,600.0 ksi All Spans Considered as Individual Beams Fv:Basic Allow 180.0 psi Load Duration Factor 1.000 Note:Repetitive Member Stress Increase of 1.15 being used for all members under 4"wide Timber Member Information Description 24"o/c 16"o/c 12"o% 8"o/c ' - $pA aa.i S Span ft 8.00 9.75 11.25 14.00 *-- rv►q,• Sp,44 • Timber Section 2x10 2x10 2x10 2x10 Beam Width in 1.500 1.500 1.500 1.500 Beam Depth in 9.250 9.250 9.250 9.250 End Fixity Pin-Pin Pin-Pin Pin-Pin Pin-Pin Le:Unbraced Length ft 0.00 0.00 0,00 0.00 Member Type Sawn Sawn Sawn Sawn Loads Live Load Used This Span? Yes Yes Yes Yes Dead Load #/ft 46.00 31.00 23.00 15.40 Live Load #/ft 200.00 133.00 100.00 67.00 Results I Mmax @ Cntr In-k 23.6 23A 23.4 24.2 @.X= ft 4.00 4.87 5.62 7.00 Max @ Left End in-k 0.0 0.0 0.0 0.0 Max @ Right End in-k 0.0 0.0 0.0 0.0 fb:Actual psi 1,104.0 1,093.3 1,091.6 1,132.5 Fb:Allowable psi 1,138.5 1,138.5 1,138.5 1,138.5 Bending OK Bending OK Bending OK Bending OK Shear @ Left k 0.98 0.80 0.69 0.58 Shear @ Right k 0.98 0.80 0.69 0.58 fv:Actual psi 86.5 73.8 64.8 55.7 Fv:Allowable psi 180.0 180.0 180.0 180.0 Shear OK .Shear OK Shear OK Shear OK _Reactions&Deflection DL @ Left k 0.18 0.15 0.13 0.11 . LL @ Left k 0.80 0.65 0.56 0.47 • Total @ Left k 0.98 0.80 0.69 0.58 DL @ Right k 0.18 0.15 0.13 0.11 LL @ Right k 0.80 0.65 0.56 0.47 Total @ Right k 0.98 0.80 0.69 0.58 Max.Deflection in -0.143 -0.211 -0.280 -0.450 @ X= ft 4.00 4.87 5.62 7.00 Query Values Location ft 0.00 0.00 0.00 0.00 Moment in-k 0.0 0.0 0.0 0.0 Shear k 1.0 0.8 0.7 0.6 Deflection in 0.0000 0.0000 0.0000 0.0000 I 1 a,1 Dan Green Engineering,Inc, • Title: • . -• - •• •_- Job# - 3230 Triangle Drive SE Engineer. D$G Salem,OR 97302 Project Desc.: 503-391-2309 Project Notes: Printed:25 JAN 2012,3:15PM Wood Beam ENERCALC,Colorado Springs(CO)Senior uvinglftaming.ec6 ENERCALC,INC.1983.2011,Build:6,12.01.12,Ver.6.12.01.12 Lic.#:KW-06002943 Licensee:DAN GREEN ENGINEERING Description Bldg B-Cant corridor Joist Material Properties Calculations per NDS 2005,IBC 2009,CBC 2010,.ASCE 7-05 Analysis Method:: Allowable Stress Design Fb-Tension 900 psI E:Modulus of Elasticity Load Combination Fb-Compr 900 psi Ebend-xx 16001d Fc--Pril 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No2 Fv 180 psi Ft 575 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.0230) L(0.1:0) la...._L..x.... a-,...a- t,:-.4..--..�J-. v...-..,,-..,,,:‘,..2 2i. 7., i J t.. _.;‘,'..;p t:L'2,�'4 F.=^C-11._-`}C- ..LL i,i.,. s.«2U'-'a,„-„:,,,4", :;_',7,,,. .=;„ „,-,„:,,,:..4.,. -.s._ ..,,,'„ ,,,, .,,...m 2x10 2x10 Span =4.750 ft Span=7.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Loads on all spans... ,,, Uniform Load on ALL spans: D=0.0230, L=0.10 k/ft '- lt° DESIGN SUMMARY Desi n OK Maximum Bending Stress Ratio = 0.786 1 Maximum Shear Stress Ratio = 0.322 : 1 Section used for this span 2x1 0 Section used for this span 2x1 0 fb:Actual = 778.43 psi N:_Actual = 57.95 psi FB:Allowable = 990.00.psi Fv:Allowable _ 180.00 psi Load Combination +D+(.+H,LL Comb Run(LL) Load Combination +D+L+H,LL Comb Run(LL) Location of maximum on span = 4.750ft Location of maximum on span = 4.750 ft Span#where maximum occurs = Spam#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.206 in Ratio= 552 Max Upward L+Lr+S Deflection -0,074 in Ratio= 1538 Max Downward Total Deflection 0.237 in Ratio= 480 Max Upward Total Deflection -0.074 in Ratio= 1538 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span:# M V Cd C FN C r Cm C t. CL M fb Fb V fv Fv +0 0.00 0.00 0.00 0:00 Length=4:750 ft 1 0.147 0:060 1.000 1.100 1:000 1.000 1.000 1.000 0.26 145.56 990.00 0.10 10.84 180.00 Length=7.0 ft 2 0.147 0:060 1.000 1.100 1:000 1.000 1.000 1.000 0.26 145.56 990.00 0.10 10.84 180.00 +D+L+H,LL Comb Ruo'(*L) 1.100 1.000 1.000 1.000 1.000 0 o0 0.00 0.00 0.00 Length=4.750 ft 1 0.147 0.225 1.000 1,100 1.000 1.000 1.000 1.000 0.26 145.56 990:00 • 0.37 40.52 180.00 Length=7.0 ft 2 0.357 0.225 1.000 1.100 1.000 1:000 1.000 1.000 0:63 352.98 990.00 0.37 40.52 180.00 +0+1.+H,LL Comb Run(L*) 1.100 1.000 1:000 1.000 1.000 0.00 0:00 0:00 0.00 Length=4.750 ft 1 0:786 0.294 1.000 1.100 1.000 1.000 1.000 1.000 139 778.43 990:00 0.49 52.96 180.00 Length=7.0 ft 2 0.786 0.294 1.000 1.100 1.000 1.000 1.000 1.000 1.39 778.43 990.00 0.26 52.98 180.00 40+L+H,LL Comb Run(LL) 1100 1.000 1.000 1.000 1.000 0.00 0.00 0:00 0:00 Length=4.750 ft 1 0.786 0.322 1.000 1.100 1,000 1.000 1.000 1.000 1.39 778.43 990.00 • 0:54 57.95 180.00 Length=7.0 ft 2 0.786 0.322 1.000 1.100 1.000 1.000 1.000 1.000 1.39 778.43 990.00 0:54 57.95 180.00 +O+Lr+H,LL Comb Run(*L) 1.100 1.000 1.000 1.000 1.000 0.00 0:00 0.00 0:00 Length=4.750 ft 1 0.147 0.060 1.000 1.100 1.000 1.000 1.000 1.000 0.26 145.56 990.00 0.10 10.84 180:00 Length=7.0 ft 2 0.147 0:060 1.000 1.100 1.000 1.000 1.000 1.000 0.26 145.56 990.00 0.10 10.84 180:00 2, a. Dan Green Engineering,Inc. Title: Job# 3230 Triangle Drive SE Engineer. DSG Salem,OR 97302 Project Desc.: 503-391-2309 Project Notes: • Printed 25 JAN 2012,3:15PM • Wood Beam :wants and SettingsTan,GGMy DocumentsUobs120121120102-Colorado Springs(CO)Senior Livinglframing,ec6 ENERCALC,INC.1983-2011,Build:8.12.01.12 Vec6.12.01.12 Lic.##:KW-06002943 Licensee:DAN GREEN ENGINEERING Description: Bldg B-Cant corridor joist Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Cr Cm C t CL M tb Fb V fv Fv +D+0.750L+0.750S+0.5250E4l,LL 1.100 1.000 1.000 1.000 1.000 0.00 0:00 0.00 0.00 Length=4.750 ft 1 0147 0.184 1.000 1.100 1.000 1.000 1.000 1.000 0.26 145.56 990.00 0.31 33.10 180.00 Length=7.0 ft 2 0.271 0184 1.000 1,100 1.000 1.000 1.000 1.000 0.48 267.89 990.00 0:31 33.10 180.00 +D+0:750L+0.7505+0.5250E+H,LL 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=4.750 ft 1 0.626 0.234 1.000 1.100 1.000 1.000 1.000 1.000 1.11 620.21 990.00 0.39 42.20 180.00 Length=7.0 ft 2 0.626 0.234 1.000 1.100 1.000 1.000 1.000 1.000 1.11 620.21 990.00 0.22 42.20 180.00 +0+0.750L+0.750S+0.5250E+H,LL 1.100 1.000 1.000 1,000 1.000 0.00 0.00 0.00 0.00 Length=4.750 ft 1 0.626 0.256 1.000 1.100 1.000 1.000 1.000 1.000 1.11 620.21 990.00 0.43 46.17 180.00 Length=7.0 ft 2 0.626 0.256 1.000 1.100 1.000 1.000 1.000 1.000 1.11 620.21 990.00 0.43 46.17 180.00 40.60D+W+H 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=4.750 ft 1 0.088 0.036 1.000 1.100 1.000 1.000 1.000 1.000 0.16 87.34 990.00 0.06 6.50 180.00 Length=7.0 ft 2 0.088 0.036 1.000 1.100 1.000 1.000 1.000 1.000 0.16 87.34 990.00 0.06 6.50 180.00 +0.600+0.70E+H 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=4.750 ft 1 0:088 0.036. 1.000 1.100 1.000 1.000 1.000 1.000 0.16 87.34 990.00 0.06 6.50 180.00 Length=7.0 ft 2 0.088 . 0.036 1.000 1.100 1.000 1.000 1.000 1.000 0.16 87.34 990.00 - 0.06 6.50 180.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.°-"Defl Location In Span Load Combination Max."+"Defl Location in Span D+L,LL Comb Run(L7 1 0.2367 0.000 0.0000 0.000 D+L,LL Comb Run(°L) • 2 0.0275 5.008 D+L,LL Comb Run(L1 -0.0409 2.854 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.213 0.393 D Only 0.227 0.043 L Only,LL Comb Run(`L) 0.350 0:350 l M LOnly,.LL Comb Run(L1 0.636 (-0:161, > ��o L Only,LL Comb Run(LL) 0.986 0.189 i` lr3 D+L,LL Comb Run(`L) 0.577 0.393 2r'2 i t� aLv________2 D+L,LL Comb Run(LI 0.863 -0.118 D+L,LL Comb Run(LL) 1.213 0232 C.U..s r tR4 ��� sn • • • �,3 4WSPEC Protect: Project Location: ' Type:24"o/c Folder: Folder Date: 1/11/12 11:40 AM RedSpec" by RedBuiltTM Designer: DSG v7.0.13 Comment: Unit floor joist 18" Red-I90TM @ 24" 0/C WITH GLUED SHEATHING This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS %Allow. Design Allow. DOL-Control Pass/Fail Shear(lb) 53% 1620 3080 100%-All Loads PASS Positive Moment(ft-lb) 74% 10935 14785 100%-All Loads PASS DEFLECTIONS(in) %Allow. Design Allow. Design Allow. Pass/Fail Span Live 85% 0.575 0.675 L/563 L/480 PASS ' Span Total 96% 0.863 0.900 L/376 L/360 PASS FloorChoice"'Rating: 1.3 Performance rating is based on: 1 1/2"Lightweight Concrete topping,24 oc(23/32",3/4")sheathing,1/2"Gypsum ceiling.RedSpec has not performed a structural analysis of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction,Critical(lb)(DOL%) 1080(100) 1080(100) Dead Reaction(lb) 540 540 • Total Reaction(lb)(DOL%) 1620(100) 1620(100) Bearing Bottom Bottom Support Wall Wall SPANS AND LOADS Dimensions represent horizontal design spans. • o 27'-0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 40 20 0 • 24" Glued Floor Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment NOTES • Building code:IBC.Methodology:Allowable Stress Design • Min end bearing = 2.54 Inches,web stiffeners not required(Option-1.75 inches bearing with web stiffeners). •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • C:\Documents and Settings\Dan G\My Documents\Jobs\2012\120102-Colorado Springs(CO)Senior Uving\Floor joist\Joist.red Page 1 of 1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuiltTM recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuiltTM associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltTM,RedSpecTM,Red-ITM,Red-I45TM,Red-I65TM,Red-I65TTM,Red-I90TM,Red-I90HTM,Red-I9OHSTM,Red-LTM,Red-LT-TM,Red-WTM,Red-STM,Red-MT", Red-HTM,RedLamTM,FloorChoice"'are trademarks of RedBuilt LLC,Boise ID,USA. Copyright®2010-2011 RedBuilt LLC.All rights reserved. ,; P Protect: Project Location: Type: 19.2"o/c Folder: Folder Date: 1/11/12 11:59 AM RedSpecT" by RedBuiitT" Designer: DSG v7.0.13 Comment: Unit floor joist 18" Red-I90TM @ 19.2" 0/C WITH GLUED SHEATHING This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS °Yo Allow. Design Allow. DOL-Control Pass/Fail Shear(Ib) 46% 1416 3080 100%-All Loads PASS . Positive Moment(ft-lb) 71% 10443 14785 100%-All Loads PASS DEFLECTIONS(in) %Allow. Design Allow. Design Allow. Pass/Fail Span Live 89% 0.656 0.738 L/540 L/480 PASS Span Total 100% 0.983 0.983 L/360 L/360 PASS ' • FioorChoice""Rating: 0.9 Performance rating is based on: 1 1/2"Lightweight Concrete topping,24 oc(23/32",3/4°)sheathing,1/2"Gypsum ceiling.RedSpec has not 1111611.11.11•11TI performed a structural analysis of the sheathing. SUPPORTS Support 1 Support.2 . Live Reaction,Critical(lb)(DOL%) 944(100) 944(100) Dead Reaction(Ib) 472 472 Total Reaction(Ib)(DOL%) 1416(100) 1416(100) Bearing Bottom Bottom • Support Wall Wall SPANS AND LOADS Dimensions represent horizontal design spans. 0 A 29'-6.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 40 20 0 19.2" Glued Floor Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment NOTES • •Building code: IBC.Methodology:Allowable Stress Design •Min end bearing= 1.8 Inches,web stiffeners not required(Option- 1.75 inches bearing with web stiffeners). •Continuous lateral support required at top edge. Lateral support at bottom edge shall be,per RedBuilt recommendations. C:\Documents and Settings\Dan G\My Documents\Jobs\2012\120102-Colorado Springs(CO)Senior Living\Floor joist\Joist.red Page 1 of 1 The products noted are Intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuIltTM recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuilt'" associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuIltTM,RedSpecT",Red-IT",Red-I45T",Red-I65TM,Red-I65TTM,Red-I90"",Red-I901iT",Red-I90HS"",Red-L"",Red-LT",Red-W"",Red-ST",Red-MTM, Red-HT",RedLamT",FloorChoiceTM are trademarks of RedBuilt LLC,Boise ID,USA. Copyright®2010-2011 RedBuilt LLC.All rights reserved. it/SPEC ProcProject: ji ct: Project Type: 16"o/c Folder: ruttier • Date: 1/11/12 12:37 PM RedSpecTM by RedBuIltTM' Designer: DSG v7.0.13 Comment: Unit floor joist 18" Red-I90TM @ 16" 0/C WITH GLUED SHEATHING This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS %Allow. Design Allow. DOL-Control Pass/Fail Shear(lb) 40% 1240 3080 100%-All Loads PASS Positive Moment(ft-lb) 65% 9610 14785 100%-All Loads PASS DEFLECTIONS(in) %Allow. Design Allow. Design Allow. Pass/Fail . Span Live 86% 0.670 0.775 L/555 L/480 PASS Span Total 97% 1.005 1.033 L/370 L/360 PASS FioorChoice"Rating: 0.8 Performance rating is based on: 1 1/2"Lightweight Concrete topping,24 oc(23/32",3/4")sheathing,1/2"Gypsum ceiling.RedSpec has not performed a structural analysis of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction,Critical(Pb)(DOL%) 827(100) 827(100) ' Dead Reaction(Ib) 413 413 Total Reaction(Ib)(DOL%) 1240(100) 1240(100) Bearing Bottom Bottom Support Wall Wall SPANS AND LOADS Dimensions represent horizontal design spans. 6 o 31'-0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Fioor(100°f°) 40 20 0 16" Glued Floor Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment NOTES •Building code: IBC.Methodology:Allowable Stress Design •Min end bearing = 1.75 inches,web stiffeners not required. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. C:\Documents and Settings\Dan G\My Documents\Iobs\2012\120102-Colorado Springs(CO)Senior Uving\Floor joist\JoisLred . Page 1 of 1 The products noted are Intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be Installed in accordance with local building code requirements and RedBuIltTM recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuIltTM associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuIltTM,RedSpec'", Red-I",Red-I45',Red-I65",Red-I65T'",Red-I90",Red-I9OHTM,Red-I9OHST",Red-U",Red-LIT",Red-W'',Red-S",Red-MT", Red-HT",RedLam",FloorChoicem are trademarks of RedBuilt LLC,Boise ID,USA. Copyright 0 2010-2011 RedBuilt LLC.All rights reserved. SPEC- Project: Project Location: Type: 12"o/c Folder: Folder Date: 1/11/12 12:40 PM • RedSpecTM' by RedBuiltTM' Designer: DSG v7.0.13 Comment: Unit floor joist 18" Red-I90TM @ 12" 0/C WITH GLUED SHEATHING This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS %Allow. Design Allow. DOL-Control Pass/Fail Shear(Ib) 33% 1020 3080 100%-All Loads PASS Positive Moment(ft-Ib) 59% 8670 14785 100%-All Loads PASS DEFLECTIONS(in) %Allow. Design Allow. Design Allow. Pass/Fail Span Live 86% 0.731 0.850 L/558 L/480 PASS Span Total 97% 1.096 1.133 L/372 L/360 PASS FloorChoice"'Rating: 0.7 Performance rating is based on: 1 1/2"Lightweight Concrete-topping,24 oc(23/32",3/4")sheathing,1/2"Gypsum ceiling.RedSpec has not performed a structural analysis of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib)(DOL%) 680(100) 680(100) Dead Reaction(Ib) 340 340 Total Reaction(Ib)(DOL%) 1020(100) 1020(100) Bearing Bottom Bottom Support Wall Wall SPANS AND LOADS Dimensions represent horizontal design spans. • 34'-0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member .Type Uniform psf Floor(100%) 40 20 0 12" Glued Floor Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment NOTES •Building code:IBC.Methodology:Allowable Stress Design •Min end bearing= 1.75 inches,web stiffeners not required. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. C:\Documents and Settings\Dan G\My Documents\Jobs\2012\120102-Colorado Springs(CO)Senior Living\Floor joist\Joist.red Page 1 of 1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed In accordance with local building code requirements and RedBuiltTM recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this•output has not been reviewed by a RedBuiltTM associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltTM,RedSpec",Red-IT'',Red-I45",Red-I65T",Red-I65TT",Red-I90T,Red-I90HTM',Red-I9OHSTM,aed-LTM,Red-LT",Red-WTM,Red-ST'',Red-M'", Red-HT'',RedLamt,FioorChoiceTM are trademarks of RedBuiitLLC,Boise ID,USA. Copyright©2010-2011 RedBullt LLC.All rights reserved. a,� 4 ee PE Project. Project Type: 1-1 Location: Folder: Bonaventure Date: 1/17/12 11:34 AM ' RedSpecTM by RedBuIltTM Designer: DSG v7.0,13 Comment: 18" Red-I90TM @ 24" 0/C WITH GLUED SHEATHING This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS. %Allow. Design Allow. DOL-Control Pass/Fail Shear(lb) 80% 2460 3080 100%-All Loads PASS Positive Moment(ft-1b) 83% 12300 14785 100%-Ail Loads PASS DEFLECTIONS(in) %Allow. Design Allow. Design Allow. Pass/Fail Span Live 96% 0.479 0.500 L/501 L/480 PASS Span Total 88% 0.589 0.667 L/408 L/360 PASS FloorChoiceTM Rating: 7.9 Performance rating Is based on: 1 1/2"Lightweight Concrete topping,24 oc(23/32",3/4")sheathing,5/8"Gypsum ceiling.RedSpec has not performed a structural analysis of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction,Critical(lb)(DOL%) 2000(100) 2000(100) Dead Reaction(lb) 460 460 Total Reaction(lb)(DOL%) 2460(100) 2460(100) Bearing Bottom Bottom Support Wall Wall SPANS AND LOADS Dimensions represent horizontal design spans. 1 1 20'-0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 100 23 0 24" Glued Floor Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment NOTES • Building code:IBC.Methodology:Allowable Stress Design •Mtn end bearing=3.3 Inches,web stiffeners required. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedButlt recommendations. C:\Documents and Settings\Jim\My Documents\RedSpec\Projecti.red Page 1 of 1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed In accordance with local building code requirements and RedBulltT"°recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuiltTM associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedButlt",RedSpecTM,Red-IT",Red-I451",Red-I65T",Red-I65TTM,Red-I90T",Red-I90H7",Red-I90HS"",Red-U",Red-LT"",Red-WTM,Red-STM,Red-MTM, Red-HT",RedLam",FloorChoice"are trademarks of RedButlt LLC,Boise ID,USA. Copyright 0 2010-2011 RedButlt LLC.All rights reserved. 2 2 Tt9SPEC Project: Project Location: Type:3-2 Folder: Bonaventure • Date: 1/17/12 11:37 AM RedSpecTM by RedBuOtTM Designer: DSG v7.0.13 Comment: 18" Red-I90TM @ 19.2" 0/C WITH GLUED SHEATHING This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS %Allow. Design Allow. DOL-Control Pass/Fail Shear(lb) 70% 2165 3080 100%-All Loads PASS Positive Moment(ft-Ib) 81% 11906 14785 100%-All Loads PASS DEFLECTIONS(in) %Allow. Design Allow. Design Allow. Pass/Fail Span Live 100% 0.551 0.550 L/479 L/480 PASS Span Total 92% 0.677 0.733 L/390 L,/360 PASS FloorChoicet Rating: 6.6 Performance rating is based on: 1 1/2"Lightweight Concrete topping,24 if oc(23/32°,3/4")sheathing,5/8"Gypsum ceiling.RedSpec has not performed a structural analysis of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib)(DOL%) 1760(100) 1760(100) Dead Reaction(Ib) 405 405 Total Reaction(Ib)(DOL%) 2165(100) 2165(100) Bearing Bottom Bottom Support Wall Wall SPANS AND LOADS Dimensions represent horizontal design spans. 22'-0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 100 23 0 19.2" Glued Floor Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment NOTES •Building code:IBC.Methodology:Allowable Stress Design • Min end bearing=2.23 Inches,web stiffeners required. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBulit recommendations. • Live load deflection meets code but may not meet RedBullt'"recommendations. C:\Documents and Settings\Jim\My Documents\RedSpec\Projectl.red Page 1 of 1 The products noted are Intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be Installed in accordance with local building code requirements and RedBulitTM recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuiltTM associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS, RedBuiltTM,RedSpecTM',Red-ITM,Red-I45TM,Red-I65TM,Red-I65TTM,Red-I90TM,Red-I90HTM,Red-I9OHST",Red-LT",Red-LTTM,Red-WTM,Red-STM,Red-Wm, Red-HTM,RedLamTM,FloorCholceTM are trademarks of RedBuilt LLC,Boise ID,USA. Copyright m 2010-2011 Redaullt LLC.All rights reserved. - 1 C 4rieffil:SPEC- Project: Project Location: Type:3-4 Folder: Bonaventure Date: 1/17/12 11:39 AM RedSpec" by RedBuilt" Designer: DSG v7.0.13 Comment: 18" Red-I9OTM @ 16" 0/C WITH GLUED SHEATHING This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS %Allow. Design Allow. DOL-Control Pass/Fail . Shear(Ib) 61% 1886 3080 100%-All Loads PASS Positive Moment(ft-lb) 73% 10844 14785 100%-All Loads PASS DEFLECTIONS(in) %Allow. Design Allow. Design Allow. Pass/Fail Span Live 95% 0:548 0.575 L/504 L/480 PASS Span Total 88% 0.674 0.767 L/410 L/360 PASS FloorCholcem Rating: 6.3 Performance rating is based on: 1 1/2"Ughtweight Concrete topping,24 oc(23/32",3/4")sheathing,5/8"Gypsum ceiling.RedSpec has not ���-�--- performed a structural analysts of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib)(DOL%) 1533(100) 1533(100) Dead Reaction(lb) 353 353 Total Reaction(Ib)(DOL%) 1886(100) 1886(100) Bearing Bottom Bottom Support Wall Wall SPANS AND LOADS Dimensions represent horizontal design spans. 0 a 23'-0.0" • APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 100 23 0 16" Glued Floor Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment NOTES • Building code:IBC.Methodology:Allowable Stress Design •Min end bearing=3.5 Inches,web stiffeners:not required(Option-1.75 inches bearing with web stiffeners). •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. C:\Documents and Settings\im\My Documents\RedSpec\ProJect1.red Page 1 of 1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuiltTM recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuiltTM associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltTM,RedSpec'",Red-I",Red-I45TM,Red-I65"',Red-I651"",Red-I90T",Red-I90HT",Red-I9OHS'",Red-L'",Red-LT",Red-WT",Red-ST",Red-MT"; Red-HT",RedLam",FloorChoiceTM are trademarks of RedBullt LLC,Boise ID,USA. Copyright®2010-2011 RedBulit LLC.All rights reserved. / I O 4.1KtriSPEC. Project: Project Location: Type:3-5 Folder: Bonaventure Date: 1/17/12 11:43 AM RedSpecT" by RedBulltTm Designer: DSG v7.0.13 Comment: 18" Red-I90TM @ 12" 0/C WITH GLUED SHEATHING This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS %Allow. Design Allow. DOL-Control Pass/Fail Shear(lb) 51% 1568 3080 100%-All Loads PASS Positive Moment(ft-lb) 68% 9998 14785 100%-All Loads PASS DEFLECTIONS(in) %Allow. Design Allow. Design Allow. Pass/Fail Span Live 96% 0.614 0.638 L/498 L/480 PASS Span Total 89% 0.755 0.850 L/405 L/360 PASS FloorChoiceT"Rating: 5.0 Performance rating is based on: 1 1/2"Lightweight Concrete topping,24 IT oc(23/32",3/4")sheathing,5/8"Gypsum ceiling.RedSpec has not performed a structural analysts of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction,Critical(lb)(DOL%) 1275(100) 1275(100) Dead Reaction(lb) 293 293 Total Reaction(lb)(DOL%/u) 1568(100) 1568(100) Bearing Bottom Bottom Support Wall Wall SPANS AND LOADS Dimensions represent horizontal design spans. 25'-6.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 100 23 0 12" Glued Floor Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment NOTES •Building code:IBC.Methodology:Allowable Stress Design •Min.end bearing=2.35 inches,web stiffeners not required(Option-1.75 inches bearing with web stiffeners). •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. C:\Documents and Settings\Jim\My Documents\RedSpec\Projectl.red Page l of 1 The products noted are Intended for Interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuilt1"recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuiltT" associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt'r",RedSpecT",Red-IT",Red-I45T",Red-I65T",Red-I6574,Red-I90T",Red-I90HT",Red-I9OHST",Red-L'",Red-L1 ",Red-WT",Red-ST",Red-Me", Red-HT",RedLamT",FloorChoicem are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2011 RedBUilt LLC.All rights reserved. 'l Y ' ; i Project: Protect - Type: ‘ ict Location: Folder: Folder Date: 1/25/12 3:25 PM RedSpecTM by RedBullt1M Designer: DSG v7.0.13 Comment: Unit floor joist 18" Red-I90TM @ 24" 0/C WITH GLUED SHEATHING This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS %Allow. Design Allow. DOL-Control Pass/Fall Shear(Ib) 47% -1440 3080 100%-Simple Span PASS Positive Moment(ft-lb) 57% 8455 14785 100%-Even Members PASS Negative Moment(ft-lb) 4% -732 17003 115%-All Loads PASS DEFLECTIONS(in) %Allow. Design Allow. Design Allow. Pass/Fail Span Live 62% 0.371 0.600 L/776 L/480 PASS Span Total 68% 0.545 0.800 L/529 L/360 PASS Overhang Live(down) 13% 0.006 0.050 2L/999+ 2L/480 PASS Overhang Total(down) 0.000 0.067 2L/999+ 2L/360 PASS Overhang Live(up) -0.042 2L/575 Overhang Total(up) -0.056 2L/429 FloorChoiceT""Rating: 3.1 Performance rating is based on: 1 1/2"Lightweight Concrete topping,24 V oc(23/32",3/4")sheathing,1/2"Gypsum ceiling.RedSpec has not ,'1..�_�'� performed a structural analysis of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib)(DOL%) 1375(115) 960(100) Dead Reaction(Ib) 887 464 Total Reaction(Ib)(DOL%) 2262(115) 1424(100) • Bearing Bottom Support Wall Wall SPANS AND LOADS Dimensions represent horizontal design spans. a A 1,-0.0" 24'-0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psi Floor(100%) 40 20 0 24" Glued Floor Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Point pif Snow(115%) 160 176 0'-0.0" Adds To NOTES •Building code:IBC.Methodology:Allowable Stress Design •Min end bearing= 1.83 inches,web stiffeners not required(Option-1.75 inches bearing with web stiffeners). Min intermediate bearing=3.5 Inches,web stiffeners not required. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. C:\Documents and Settings\Dan G\My Documents\Jobs\2012\120102-Colorado Springs(CO)Senior Living\Floor joist\Joist.red + Page 1of1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be Installed In accordance with local building code requirements and RedBuilt'"recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuiiP' associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltT",RedSpec'",Red-IT",Red I4ST",Red-I65T",Red-I65TT",Red-I90T",Red-I90HT",Red-I90HST",Red-LT",Red-LTT",Red-WT",Red-ST",Red-MT", Red-HT",RedLamT",FloorChoice"'are trademarks of RedBuilt LLC,Boise ID,USA. Copyright®2010-2011 RedBullt LLC.All rights reserved. a,l7,. r Project: Project Location: Type: 21' meth jst Folder: Folder Date: 1/25/12 3:53 PM RedSpecT"' by RedBuiltTM Designer: DSG v7.0.13 Comment: Mech joist 18" Red-I90TM @ 24" 0/C This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS %Allow. Design Allow. DOL-Control Pass/Fail Shear(lb) 81% 2877 3542 115%-All Loads PASS Positive Moment(ft-lb) 89% 15104 17003 115%-All Loads PASS DEFLECTIONS(in) 0/0 Allow. Design Allow. Design Allow. Pass/Fail Span Live 25% 0.259 1.050 L/974 L/240 PASS Span Total 63% 0.887 1.400 L/284 L/180 PASS SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib)(DOL%) 840(115) 840(115) Dead Reaction(lb) 2037 2037 Total Reaction(Ib)(DOL%) 2877(115) 2877(115) Bearing Flush Flush Support Beam Beam HANGERS Model Top Face Member Header .Size Left None Selected Right None Selected SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope:0/12 . 21'-0.0" cApse./J �c>1.41-4'APPLICATION LOADS Or- 5� Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 40 97 0 24" Snow Roof Joist 80,A4K4 ADDITIONAL LOADS 4. Type Units DOL Live Dead °location from left Application Comment NOTES • Building code:IBC.Methodology:Allowable Stress Design •Min end bearing=3.45 Inches,web stiffeners required, •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • C:\Documents and Settings\Dan G\My Documents\Jobs\2012\120102-Colorado Springs(CO)Senior Uving\Floor joist\olst.red • Page 1 of i The products noted are intended for Interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuIltm recommendations.The loads,spans,and spacing have been provided by others•and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuIltTM associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuIltTM,RedSpecT",Red-IT",Red-I45TM,Red-I65TM,Red-I65T",Red-I901",Red-I90H•",Red-I9OHST",Red-LT",Red-LT"",Red-WT",Red-ST",Red-MT", Red-HT",RedLamT",FloorCholceT"are trademarks of RedBuilt LLC,Boise ID,USA, Copyright CO 2010-2011 RedBuilt LLC.All rights reserved. , I3 Project: Project Location: Type: 27.5' meth jst PSPEC' Folder: Folder Date: 1/25/12 3:54 PM RedSpecT"' by RedBuiltTM Designer: DSG v7.0.13 Comment: Mech joist 18" Red-I90TM @ 12" 0/C • This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS %Allow. Design Allow. DOL-Control Pass/Fall Shear(Ib) 53% 1884 3542 115%-All Loads PASS Positive Moment(ft-lb) 76% 12951 17003 115%-All Loads PASS DEFLECTIONS(in) %Allow. Design Allow. Design Allow. Pass/Fail Span Live 26% 0,353 1.375 • L/934 L/240 PASS Span Total 66% 1.210 1.833 L/273 L/180 PASS SUPPORTS Support i Support 2 Live Reaction,Critical(Ib)(DOL%) 550(115) 550(115) Dead Reaction(lb) 1334 1334 Total Reaction(Ib)(DOL%) 1884(115) 1884(115) Bearing Flush Flush Support Beam Beam HANGERS Model Top Face Member Header Size Left None Selected Right None Selected SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 0/12 p O 27'-6.0" APPLICATION LOADS Type Units DOL Live Dead y Tributary Member Type Uniform psf Snow(115%) 40 97 ' 0 12" Snow Roof Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment NOTES •Building code: IBC. Methodology:Allowable Stress Design •Min end bearing=2.6 inches,web stiffeners not required(Option-1.75 inches bearing with web stiffeners). •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • C:\Documents and Settings\Dan G\My Documents\lobs\2012\120102--Colorado Springs(CO)Senior Living\Floor joist\Joist.red Page 1 of 1 The products noted are intended for Interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuiltTM recommendations.The•loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuilt" associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltTM',RedSpec",Red-Pm,Red-I45'",Red-I65",Red-I65T",Red-I90",Red-I90H'",Red-I90HS",Red-L'",Red-LT",Red-W'",Red-S",Red-M"', Red-H'",RedLam",FloorChoice"are trademarks of RedBuilt LLC,Boise ID,USA. Copyright @ 2010-2011 RedBuilt LLC.All rights reserved, " i • Dan Green Engineering,Inc. Title: . Job# 3230 Triangle Drive SE Engineer. DSG Salem,OR 97302 Project Desc.: 503-391-2309 Project Notes: • Printed 25 JAN 2012,4:15PM Wood Beam merits and Settings\Dan G1My Documentstlobs120121120102-Colorado Springs(CO)Senior LiyingUraming.ec6 ENERCALC,.INC.1983-2011,RA:6.12.01.12,Ver.6.12A1.12 Lic.#:KW-06002943 Licensee:DAN GREEN ENGINEERING Description: Simple span deck jst Material Properties Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 850 ps E:Modulus of Elasticity Load Combination Fb-Compr 850 ps Ebend-xx 1300 ksl Fc-PrII 1300 ps Eminbend-xx 470 ksi Wood Species :Hem Fir Fc-Perp 405 ps Wood Grade :No.2 Fv 150'ps Ft 525 ps Density 27.7pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase + + D(0.02)L(0.12) + t 2x8 • Span=6.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.060 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.490 1 Maximum Shear Stress Ratio = 0.309 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 575:32 psi fv:Actual = 46.34 psi FB:Allowable = 1,173.00 psi Fv:Allowable = 150.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.000ft 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 0.057 in Ratio= 1264 Max Upward L+Lr+S Deflection . 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.066 in Ratio= 1083 Max Upward Total Deflection 0.000 in Ratio= 0<240 • Maximum Forces&.Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C F N C r Cm C t CL M • fb Fb V fv Fv +D 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.070 0.044 1.000 1.200 1.150 1.000 1.000 1.000 0.09 82.19 1173.00 0.05 6:62 150.00 +D+L+H 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0:00 0.00 Length=6:0 ft 1 0.490 0.309 1.000 1.200 1.150 1.000 1.000 1.000 0.63 575.32 1173.00 0.34 46.34 150.00 4040.7501J+0.750L+H 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.385 0243 1.000 1.200 1.150 1.000 1.000 1.000 0.50 452:03 1173.00 0.28 36.41 150.00 +D+0.750L+0.750S+H 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.385 0.243 1.000 1.200 1.150 1.000 1.000 1.000 0.50 452.03 1173.00 0.26 36.41 150.00 40+0.750Lr+0.750L+0:750W+H 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.385 0.243 t000 1.200 1.150 1.000 1.000 1.000 0.50 452.03 1173:00 0.26 36.41 150.00 +0+0.750L+0.750S+0.750W+H 1.200 1.150 1.000 1.000 1.000 0:00 0.00 0.00 0.00 Length=6.0 ft 1 0.385 0.243 1.000 1.200 1.150 1.000 1.000 1.000 0.50 452.03 1173.00 0.26 36.41 150.00 +0+0.750Lr+0.750L+0.5250E41 1.200 1.150 1.000 1.000 1.000 0:00 0:00 0:00 0.00 Length=6.0 ft 1 0.385 0.243 1.000 1.200 1.150 1.000 1.000 1.000 0.50 452.03 1173.00 0.26 36.41 150.00 +D40.750L+0.750S+0.5250E+H 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0:00 0.00 Length=6.0 ft 1 0.385 0.243 1.000 1.200 1.150 1.000 1.000 1.000 0.50 452.03 1173.00 026 36.41 150.00 ,,, is • Dan Green Engineering,Inc. Title: __ _ Job# 3230 Triangle Drive SE Engineer. DSG Salem,OR 97302 Project Desc.: 503-391-2309 Project Notes: Printed:25 JAN 2012,4:15PM :went and SettingsiDan GIMy DocumentsUobs120121120102-Colorado Springs(CO)Senior LIvinglframing.ec8 Wood Beam ENERCALC,INC.1983-2011,Build;6.1201.12,Vas:6.1201.12 Lie.#:KW-06002943 Licensee:DAN GREEN ENGINEERING Description: Simple span deck jst Overall Maximum Deflections•Unfactored Loads Load Combination Span Max."-°Defl Location In Span Load Combination Max.°+°Defl Location in Span 0+1. 1 0.0665 3.030 0:0000 0.000 Vertical Reactions•Unfactored Support notation:Far left Is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXImum 0.420 0.420 D Only 0.060 0.060 L Only 0.360 0.360 0+1. 0.420 0.420 • • • 3230 Triangle Drive SE Engineer. DSG Salem,OR 97302 Project Den,: 503-391-2309 Project Notes: Pdnted:25 JAN 2012,4:17PM INOOd Beans :uments and SettlngslDan GIMy DocumentsUobs120121120102-Colorado Springs(CO)Senior uvinglframing.ec8 ENERCALC,INC.1983-2011,:Build:6.12.01.12,Ver..8.12.01.12 Lic.#:KW-06002943 Licensee:DAN GREEN ENGINEERING Description: Cantilever deck jst Material Properties Calculations per Nos 2005,IBC 2009,CBC 2010,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination Fb-Compr 850.0 psi Ebend-xx 1 300.0 ksi Fc-Pril 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species :Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.0 psi Density 27.700 Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.020)L(0.120) � t .c- :k. ,- =.-.r .,,,y' fir' �•.. _ -" ifZi ,v- `-•N -. r.. T� •-'\.'.'._.. ' . . rY. . . - a• . ' ,. ' .: may. , •y- 1.__L:Siut,� ._, ..•-T3 �Y . �`5�. .$ :Y'v± + ._. :..c ._ ,,, , 2x8 2x8 • Span=2.0 ft Span=4.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.010, L=0.060 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.21&1 Maximum Shear Stress Ratio = 0.247: 1 I Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 255.70 psi fv:Actual = 36.99 psi FB:Allowable = 1,173.00 psi Fv:Allowable = 150.00 psi Load Combination +D+L+H,LL Comb Run(1.1 Load Combination +D+L+H,LL Comb Run(LL) Location of maximum on span = 2.000ft Location of maximum on span = 2.000ft Span• where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.025 in Ratio= 1952 Max Upward L+Lr+S Deflection -0.018 in Ratio= 2686 Max Downward Total Deflection 0.026 In Ratio= 1866 Max Upward Total Deflection -0.018 in Ratio= 2686 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C r Cm C t CL M fb Fb V fv Fv +D 0.00 0.00 0.00 0:00 Length=2:0 ft 1 0.031 0:035 1.000 1.200 1.150 1.000 1.000 1.000 0.04 36:53 1173.00 0.04. 5.28 150.00 Length=4.0 ft 2 0.031 0.035 1.000 1.200 1.150 1.000 1.000 1.000 0:04 36.53 1173.00 0.04 5.28 150.00 +D+L+H,LL Comb Run CO 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0:031 0.191 1.000 1.200 1:150 1.000 1.000 1.000 0.04 36.53 1173:00 0.21 28.71 150.00 Length=4.0 ft 2 0.203 0.191 1.000 1.200 1.150 1.000 1.000 1.000 0.26 237.75 117100 0.21 28.71 150.00 +0+L+H,LL Comb Run(LI 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.218 0.180 1.000 1.200 1.150 1.000 1.000 1.000 0.28 255:70 1173.00 0.20 27.03 150.00 Length=4.0 ft 2 0,218 0.180 1.000 1.200 1.150 1.000 1.000 1.000 0.28 255:70 1173.00 0.10 27.03 150:00 +D+L+H,LL Comb Run(LL) 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.218 0.247 1.000 1.200 1.150 1.000 1.000 1.000 0.28 255.70 1173.00 0.27 36.99 150.00 Length=4.0 ft 2 0.218 0.247 1.000 1.200 1.150 1.000 1.000 1.000 0.28 255.70 1173.00 0.27 36.99 150.00 +D+Lr+H,LL Comb Run(•L) 1.200 1.150 1.000 1.000 1.000 0.00 0:00 0.00 0.00 Length=2.0 ft 1 0.031 0.035 1:000 1.200 1.150 1.000 1.000 1.000 0.04 36.53 1173.00 0.04 5.28 150.00 Length=4.0 ft 2 0.031 0:035 1.000 1.200 1.150 1.000 1.000 1.000 0.04 36.53. 1173.00 0.04 5.28 150.00 A• 17 • vau viccu utyutcenuy,utt,. init:. ,ivutt 3230 Triangle Drive,SE Engineer. DSG Salem,OR 97302 Project Desc.: 503-391-2309 Project Notes: Pdnted:25 JAN 2012 4:17PM Woo d Beam uments and SetllngslDan G1My DocumentsUobs120121120102-Colorado Springs(CO)Senior LMnglfrarning,ec6 ENERCALC,INC.191312011,Build:&1201.12,Vec6.12.01.12 :KW-06002943 Licensee:DAN GREEN ENGINEERING Description: Cantilever deck jst Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Cr Cm C t CL M fb Fb V fv Fv +D+0.750L+0.750S+0.5250E+H,LL 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0:031 0.152 1.000 1.200 1.150 1.000 1.000 1.000 • 0.04 36.53 1173.00 0.17 22.85 150.00 Length=4.0 ft 2 0.156 0.152 1.000 1200 1.150 1.000 1.000 1.000 0.20 183.05 1173.00 017 22.85 150.00 +D+0.750L+0.750S+0.5250E+H,LL 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=2.0 ft• 1 0.171 0.142 1.000 1.200 1.150 1.000 1.000 1.000 0.22 200.90 1173:00 0.15 21.24 150.00 Length=4.0 ft 2 0.171 0.142 1.000 1.200 1.150 1.000 1.000 1.000 0.22 200.90 1173:00 0.08 21.24 150.00 +D+0.750L+0.750S+0:5250E+H,LL 1.200 1.150 1.000 1.000 1.000 0:00 0.00 0.00 0:00 Length=2.0 ft 1 0.171 0.194 1.000 1.200 1.150 1.000 1.000 1.000 0:22 200.90 1173.00 0.21 29.06 150.00 Length=4.0 ft 2 0.171 0.194 1.000 1.200 1.150 1.000 1.000 1.000 0:22 200.90 1173.00 0.21 29.06 150.00 +0:60D+W41 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.019 0.021 1.000 1.200 1.150 1.000 1.000 1.000 0:02 21.92 1173.00 0.02 3.17 150.00 Length=4.0 ft 2 0.019 0,021 1.000 1.200 1.150. 1.000 1.000 1.000 0.02 21.92 1173.00 0.02 3.17 150.00 +0:60D+0.70E+H 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.019 0.021 1.000 1.200 1.150 1.000 1.000 1.000 0.02 21.92 1173.00 0.02 3.17 150.00 Length=4.0 ft 2 0.019 0.021 1.000 1.200 1.150 1.000 1.000 1.000 0.02 21.92 1173.00 0.02 3.17 150.00 Overall Maximum Deflections•Unfactored Loads Load Combination Span Max."2 Defl Location in Span Load Combination Max.°+°Deft Location in Span D+L,LL Comb Run(L*) 1 0.0257 0.000 0:0000 0.000 D±L LL Comb Run(*L) 2 0.0120 2.031 . D+L,LL Comb Run(Li -0:0003 0.031 Vertical Reactions .Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0,630 0,270 • DOnly 0.090 0:030 L Only,LL Comb Run(*L) 0.240 0:240 L Only,LL Comb Run(L) 0.300 -0.060 • L Only,LL Comb Run(LL) 0.540 0.180 D+L,LL Comb Run(*L) 0.330 0.270 D+L,LL Comb Run(Li 0.390 -0.030 D+.,LL Comb Run(LL) 0.630 0.210 • • • • • .2r /$ PEG' Project: Project Folder roiger Type: Dining 1026 Date: 11/14/12 8:37 AM RedSpec by RedBuiltm Designer: DSG v7.0.16 Comment: Over dining 1026 DOUBLE 18" Red-I90TM @ 16" o.c. with Glued Sheathing This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS %Allow. Design Allow. DOL-Control Pass/Fail Shear(Ib) 37% 2296 6160 100%-All Loads PASS Positive Moment(ft-lb) 54% 16072 29570 100%-All Loads PASS DEFLECTIONS(in) %Allow. Design Allow. Design Allow. Pass/Fail Span Live 85% 0.598 0.700 L/562 L/480 PASS Span Total 79% 0.736 0.933 L/457 L,/360 PASS FloorChoice"Rating: 4.1 Performance rating is based on:24 oc(23/32",3/4")sheathing,glued 0 and nailed,1 1/2°Lightweight Concrete topping, 1/2"Gypsum ceiling, simple span,rigid supports.RedSpec has not performed a structural analysis of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib)(DOL%) 1867(100) 1867(100) Dead Reaction(Ib) 429 429 • Total Reaction(Ib)(DOL%) 2296(100) 2296(100) Bearing Bottom _Bottom Support Wall Wall Req'd Bearing,No Stiffeners(in) 1.75 1.75 Req'd Bearing,Stiffeners(in) - - SPANS AND LOADS Dimensions represent horizontal design spans. 28'-0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 100 23 0 16" Glued Floor Joist NOTES •Building code:IBC. Methodology:Allowable Stress Design •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. •Connect multiple ply members per RedBulltTM Installation Guidelines. C:\Users\Green\Documents\tobs\2012\120102-Colorado Springs(CO)Senior Living\Floor joist\Joist.red Page 1of1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed n accordance with local building code requirements and RedBulltT"recommendations.The loads,spans,and spadng have been provided by others and must 3e approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuilt associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. • :edBuiltm,RedSpecm,Red-IT",Red-I45T",Red-I65T",Red-I65TTM,Red-I90T"',Red-I90HT",Red-I90HST",Red-LT",Red-LTT",Red-WT",Red-ST",Red-MT", 'lS Led-HT",RedLam",FloorCholceT"are trademarks of RedBuilt LLC,Boise ID,USA. Copyright®2010-2012 RedBuilt LLC.All rights reserved. IKCCISPEC ' Project: Protect Location: Type: Dining Folder: Date: 4/15/14 10:02 AM RedSpecTM by RedBuiltTM Designer: DSG v7.0.16 Comment:. DOUBLE 18" Red-I901M @ 16" o.c. with Glued Sheathing This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS %Allow. Design Allow. DOL-Control Pass/Fail Shear(Ib) 39% 2419 6160 100%-All Loads PASS Positive Moment(ft-1b) 60% 17840 29570 100%-All Loads PASS DEFLECTIONS(in) %Allow. Design Allow. Design Allow. Pass/Fail Span Live 99% 0.729 0.738 L/486 L/480 PASS Span Total 91% 0.896 0.983 L/395 L/360 PASS FloorChoiceT"Rating: 3.0 Performance rating is based on: 24 oc(23/32",3/4")sheathing,glued and nailed,1 1/2"Lightweight Concrete topping,5/8"Gypsum ceiling, __��� �� simple span,rigid supports.RedSpec has not performed a structural analysis of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction,Critical(lb)(DOL%) 1967(100) 1967(100) Dead Reaction(Ib) 452 452 Total Reaction(Ib)(DOL%) 2419(100) 2419(100) Bearing Bottom Bottom Support Wall Wall Req'd Bearing,No Stiffeners(in) 1.75 1.75 Req'd Bearing,Stiffeners(in) - - SPANS AND LOADS Dimensions represent horizontal design spans. A A 29'-6.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psi Floor(100%) 100 23 0 16" Glued Floor Joist NOTES •Building code: IBC.Methodology:Allowable Stress Design •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. •Connect multiple ply members per RedBuiltTM Installation Guidelines. C:\Users\autocacKDocuments\RedSpec\Project1.red Page 1 of 1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuiltTM recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBullt'" associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltTM,RedSpecT",Red-IT",Red-I45TM,Red-I657",Red-I65T'",Red-I90'",Red-I90H"",Red-I90HSTM,Red-LT",Red-LT'",Red-WT",Red-ST",Red-MT", Red-HT",RedLam",FloorChoiceTM are trademarks of RedBuilt LLC,Boise ID,USA. Copyright O 2010-2012 RedBuilt LLC.All rights reserved. 20 TKeriSPEC" Project: 140328 Location: Type: Storage Folder: Joist Date: 5/1/14 8:38 AM RedSpecT" by RedBuiltT" Designer: DSG v7.0.16 Comment: Joist w/storage load DOUBLE 18" Red-I90TM @ 16" o.c. with Glued Sheathing This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS %Allow. Design Allow. DOL-Control Pass/Fail Shear(Ib) 42% 2565 6160 100%-All Loads PASS Positive Moment(ft-lb) 56% 16675 29570 100%-All Loads PASS DEFLECTIONS(in) "/o Allow. Design Allow. Design Allow. Pass/Fail Span Live 87% 0.566 0.650 L/552 L/480 PASS Span Total 77% 0.670 0.867 L/466 L/360 PASS FloorChoicet Rating: 6.9 Performance rating is based on:24 oc(23/32",3/4")sheathing,glued V and nailed,simple span,rigid supports.RedSpec has not performed a structural analysis of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction,Critical(lb)(DOL%) 2167(100) 2167(100) Dead Reaction(Ib) 399 399 Total Reaction(lb)(DOL%) 2565(100) 2565(100) Bearing Bottom Bottom Support Wall Wall Req'd Bearing,No Stiffeners(in) 1,75 1.75 Req'd Bearing,Stiffeners(in) - - SPANS AND LOADS Dimensions represent horizontal design spans. A A 26'-0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 125 23 0 16" Glued Floor Joist NOTES •Building code: IBC.Methodology:Allowable Stress Design •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. •Connect multiple ply members per RedBuiltT"Installation Guidelines. C:\Users\Green\Documents\Jobs\2014\140328-Albany(OR)Sr'Housing\Joist\floor joist.red Page 1of1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be Installed in accordance with local building code requirements and RedBuiltT"recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuiltT" associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltT",RedSpecT",Red-IT",Red-I45T",Red-I65T",Red-I65TT",Red-I90'",Red-I9OHT",Red-I9OHST",Red-LT",Red-LTT",Red-WT",Red-S'TM,Red-MT"', Red-HT",RedLamT",FloorChoiceT"are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2012 RedBuilt LLC.All rights reserved: a. 474 ,e,C1SPEC- Location: 140328 Type: Storage Folder: Joist Date: 5/1/14 8:37 AM RedSpecTM by RedBuilt" Designer: DSG v7.0.16 Comment: Joist w/storage load DOUBLE 18" Red-I90TM @ 16" o.c. with Glued Sheathing This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS %Allow. Design Allow. DOL-Control Pass/Fail Shear(lb) 46% 2812 6160 100%-All Loads PASS Positive Moment(ft-lb) 68% 20036 29570 100%-All Loads PASS DEFLECTIONS(in) %Allow. Design Allow. Design Allow. Pass/Fail Span Live 84% 0.799 0.950 L/428 L/360 PASS Span Total 66% 0.946 1.425 ,L/361 L/240 PASS FloorChoicem Rating: 4.5 Performance rating is based on: 24 oc(23/32",3/4")sheathing,glued y and nailed,simple span,rigid supports.RedSpec has not performed a structural analysis of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction,Critical(lb)(DOL%) 2375(100) 2375(100) Dead Reaction(lb) 437 437 Total Reaction(lb)(DOL%) 2812(100) 2812(100) Bearing Bottom Bottom Support Wall Wall Req'd Bearing,No Stiffeners(in) 1.77 1.77 Req'd Bearing,Stiffeners(in) 1.75 1.75 SPANS AND LOADS Dimensions represent horizontal design spans. A A 28'-6.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 125 23 0 16" Glued Floor Joist NOTES •Building code: IBC.Methodology:Allowable Stress Design •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBullt recommendations. •Live load deflection meets code but may not meet RedBuiltTM recommendations. •Connect multiple ply members per RedBuiltr"Installation Guidelines. C:\Users\Green\Documents\Jobs\2014\140328-Albany(OR)Sr'Housing\ioist\floor joist.red Page 1 of 1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed In accordance with local building code requirements and RedBuiltTM recommendations,The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBullt'" associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltTM,RedSpecT",Red-I"',Red-I45T",Red-I65TM,Red-I65TT",Red-I90TM Red-I90HTM,Red-I9OHST",Red-L'',Red-LT'',Red-WT",Red-STM,Red-M"" Red-HT",RedLamt,FloorCholce'"are trademarks of RedBullt LLC,Boise ID,USA. Copyright©2010-2012 RedBullt LLC.All rights reserved. a,1.-7" siv A. 3 (?0f SL s Z8 C34/ - 4-)co 4 1 F aL , ('7 L3411 2-8q SL= 4162 P(/' > �-- L c.3i 3 o q 3 -Nr`' fut. = C4-o (2- /y +- t oo (//.2- \> 6)0 Z3 zo P t� gr`c w, } C2 fl C2-Gly\ i3 0/ \ = 341 n 31 PtF 1506 ZN''l'FVl tit : X00 CZAIz) = 1W S0 Z''cA ro- L'S C2-91 343 -)L0,1C2'f) _ 1 58 39 L7 P� c /�JM'W N'Ms1_ Ut) S (��� �,„ = s r4 '/3, 60.1 pc.A 17 IMF 2.SC2-1/z+. z) - N39 1G 233F w- , \Th Cv.'10- z) 24044 "Se..�a'°` FtA n-u z (4o C2-(P11-.)-C2-(P11-.) 7 3L{ PLF sag )ezo ptf Vino 3 F pt, . (2,0(_7.206-5S 2- 246° 1)c_ L /043 pu lYS7 Z row.. %A._ I ao (2.(47,\ /goo Lr— Q-_ z (z.("/2. , 2 2-99 a� _ �z C91C 2.4c. Z10 g 334") pcP , w 19 P.&4' ('$1r.3Y. I /S�' Pc' DAN GREEN FILE NO. SHEET NO, 3 ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT rifid .ITupE PROJECT vary LIreen tngineenng.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen@wvi.com 503-391-2309 Printed:I JUL 2014,1:14PM Wood Column File=caUserstGreenIDOCUME-11Jobs120141140601-1lframing.ee6 ENERCALC,INC.1983-2014,Build:6.14.1,28,Ver.6.14.1.28 Lic.# KW-06002943 Licensee : DAN GREEN ENGINEERING Description: 3-Story Interior studs(16"o/c) Code References Calculations per 2012 NDS, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used :2006 IBC&ASCE 7-05 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixitles Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 8.250 inA2 Cf or Cv for Compression 1.10 Fb-Tension 900.0 psi Fv 180.0 psi lx 20.797 inA4 Cf or Cv for Tension 1.30 Fb-Compr 900.0 psi Ft 575.0 psi ly 1.547 in^4 Cm:Wet Use Factor 1.0 Fc-Pill 1,350.0 psi Density 32.210 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf::Flat p columns 1.0 Kf:Built-up columns 1,0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,800.0 ksi Use Cr:Repetitive? Yes(non-glb only) Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axle buckling= ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=9 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. AXIAL LOADS. .. Axial Load at 9.0 ft,D=1.508,L=3.093,S=0.6350 k BENDING LOADS. .. Lat.Uniform Load creating Mx-x,W=0.0070 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6571 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.03150 k Bottom along Y-Y 0.03150 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 0.03139 in at 4.530 ft above base Applied Axial 4.601 k Applied Mx 0.0 k-ft for load combination:W Only Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 848.74 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.02121 :1 Bending Compression Tension Load Combination +D+W+H Cf or Cv:Size based factors 1.300 1.100 Location of max.above base 9.0 ft Applied Design.Shear 5.727 psi Allowable Shear 180.0 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 1.000 0.572 0.2154 PASS 0.0 ft 0.0 PASS 9.0 ft +D+L+H 1.000 0.572 0.6571 PASS 0.0ft 0.0 PASS 9.Oft +D+Lr+H 1.000 0.572 0.2154 PASS 0.0 ft 0.0 PASS 9.0 ft +D+S+H 1.000 0.572 0.3061 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750Lr+0,750L+H 1.000 0.572 0.5467 PASS 0.0 ft 0.0 PASS 9.0 ft +040.750L+0.750S+H 1.000 0.572 0.6147 PASS 0.0 ft 0.0 PASS 9.0 ft +D+W+H 1.000 0.572 0.2223 PASS 4.470ft 0.02121 PASS 9.Oft +D+0.70E+H 1.000 0.572 0.2154 PASS 0.0 ft 0,0 PASS 9.0 ft +D+0,750Lr+0.750L+0.750W+H 1.000 0.572 0.5506 PASS 4.470 ft 0.01591 PASS 0.0 ft +D+0.750L+0.7505+0.750W+H 1.000 0.572 0.6186 PASS 4.470 ft 0.01591 PASS 0.0 ft i +D+0.750Lr+0.750L+0.5250E+H 1.000 0.572 0.5467 PASS 0.0 ft 0.0 PASS 9.0 ft a. aLI Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:1 JUL 2014,1:14PM Wood Column File=cs lUsersl GreenIDOCUME-1Uobs120141140601-1lframing.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver:6.14.1.28 Lic.#: KW-06002943 Licensee: DAN GREEN ENGINEERING Description: 3-Story interior studs(16'o/c) 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+0.750L+0.750S+0.5250E+H 1.000 0.572 0.6147 PASS 0.0 ft 0.0 PASS 9.0 ft +0.60D+W+:H 1.000 0.572 0.1362 PASS 4:470 ft 0.02121 PASS 9.0 ft +0.60D+0.70E+H 1.000 0.572 0.1292 PASS 0.0 ft 0.0 PASS 9.0 ft Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 1.508 k L Only k k 3.093 k S Only k k 0.635 k W Only k 0.032 0:032 k k D+1. k k 4.601 k D+S k k 2.143 k D+W k 0.032 0.032 k 1.508 k D+L+S k k 5.236 k D+L+W k 0.032 0.032 k 4.601 k Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.V-Y Deflection Distance D Only 0:0000 in 0.000 It 0.000 in 0.000 ft L Only 0:0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.031 in 4.530 ft D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0000 in 0.000 ft 0.031 in 4.530 ft D+L+S 0.0000 in 0.000 ft 0.000 in 0.000 ft D+L+W 0.0000 in 0.000 ft 0.031 in 4.530 ft Sketches Mrdt Loads t cg. u C'= i v t'k 2x6 i e e . L 1.60 in Loads are total entered value.Arrows do not reflect absolute direction. O.)% St"-3- PtActi f P A.a 31y foSS 4- 3043 f /5�8 1 t,2sC�s_r�1�:J ?�S / �S` i,c-L5.i 1 35 Pit- e- C • ,. C e-tc, Jew- G1, OR' , 5 Dan Green Engineering.Inc Project Title: lard(OR)Senior Noosing 3230 Triangle Drive SE Engineer: DSG Project ID: 140801 Salem,Oregon 97302 Project Descr: dangreen©wvi.com 503-391-2309 Printed:1 JUL 2014,1:15PM Wood Column File=c:lUsersl GreenIDOCUME-1Uobs120141140601-1vraming.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.6.14.1.28 Lic.#: KW-06002943 Licensee: DAN GREEN ENGINEERING Description: 3-Story exterior studs(18"o/c) Code References Calculations per 2012 NDS, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used :2006 IBC&ASCE 7-05 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x8 End Fixities Top&Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn (Used for non slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 8.25 ina2 Cf or Cv for Compression 1.10 Fb-Tension 900.0 psi Fv 180.0 psi lx 20.797 inA4 Cf or Cv for Tension 1.30 Fb-Compr 900.0 psi Ft 575.0 psi ly 1547 104 Cm:Wet•Use�Factor 1.0 Fc-PM 1,350.0 psi Density 32.210 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 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? Yes(non-grb only), Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length forX-X Axis buckling= ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=9 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. AXIAL LOADS. .. Axial Load at 9.0 ft,D=1.457,L=2.427,S=0.5790 k BENDING LOADS. .. Lat.Uniform Load creating Mx-x,W=0.0160 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5547:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+.. l Top along Y-Y 0.0720 k Bottom along Y-Y 0.0720 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottomalong X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICEtoad Lateral Deflections... At maximum location values are... Along Y-Y 0.07175 in at 4.530 ft above base Applied Axial 3.884 k for load combination:W Only 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 848.74 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.04849:1 Bending Compression Tension Load Combination +D+W+H Cf or Cv:Size based factors 1.300 1.100 Location of max.above base 9.0 ft Applied Design Shear 13.091 psi Allowable•Shear 180.0 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 1.000 0.572 0.2081 PASS 0.0 ft 0.0 PASS 9.0 ft +D+L+H 1.000 0.572 0.5547 PASS 0.0 ft 0.0 PASS 9.0 ft +D+Lr+H 1.000 0.572 0.2081 PASS 0.0 ft 0.0 PASS 9.0 ft +D+S+H 1.000 0.572 0.2908 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750Lr+0.750L+H 1.000 0.572 0.4680 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750L+0.750S+H 1.000 0.572 0.5301 PASS 0.0 ft 0.0 PASS 9.0 ft +D+W+H 1.000 0.572 0.2662 PASS 4.470 ft 0.04849 PASS 9.0 ft +D+0.70E+H 1.000 0.572 0.2081 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0,750Lr+0,750L+0.750W+H 1.000 0.572 0.4886 PASS 4.470 ft 0.03836 PASS 9.0 ft +D+0.750L+0.750S+0.750W+H 1.000 0.572 0.5508 PASS 4.470 ft 0.03636 PASS 9.0 ft +040.750Lr+0,750L+0.5250E+H 1.000 0.572 0.4680 PASS 0.0 ft 0.0 PASS 9.0 ft .a.-)..to Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:1 JUL 2014,1:15PM Wood Column File=c:lUserstGreenlDOCUME-11Jobs120141140601-1Vraming.ec6 ENERCALC,INC.19812014,Build6.14.1.28,Ver.6.14.1.28 Lic.# :KW-06002943 Licensee : DAN GREEN ENGINEERING Description: 3-Story exterior studs(16°o/c) 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+0.750L+0.750S+0.5250E+H 1.000 0.572 0.5301 PASS 0.0 ft 0.0 PASS 9.0 ft +0.60D+W+H 1.000 0.572 0.2245 PASS 4.470 ft 0.04849 PASS 9.0 ft +0.60D+0.70E+H 1.000 0.572 0.1248 PASS 0.0 ft 0.0 PASS 9.0 ft Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base ©Top @ Base D Only k k 1.457 k L Only k k 2.427 k S Only k k 0.579 k W Only k 0.072 0.072 k k D+L k k 3.884 k D+S k k 2.036 k D+W k 0.072 0.072 k 1.457 k D+L+S k k 4.463 k D+L+W k 0.072 0.072 k 3.884 k Maximum Deflections for Load Combinations -Unfactored Loads 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 L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.072 in 4.530 ft D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0000 in 0.000 ft 0.072 in 4.530 ft D+L+S 0.0000 in 0:000 ft 0.000 in 0.000 ft D+L+W 0.0000 in 0:000 ft 0.072 in 4.530 ft Sketches :: V & Loads i o o -.a ■ of t c 'iu --•i 2x6 j °OK , 1.50 in Loads are total entered value.Arrows do not reflect absolute direction. T>JST'1 c..)(...0...--)s Wood Column Design Analysis _- • Douglas ..FJx-Larch,._No .2 .2 _x 4 HPi gh1 . 9 ft .D ..in t ON bMccd."Di N., Cf CM CD Ct Cx Adjusted Fc// 1,300 - .1_15 . 1 ..1 1 .1 .11.9_5 E 1600000 1. 1. 1 1 1600000 Allowable •Load: 2-428 -Pounds c 7U-> to.2-5- I,r,.3.s r 32-61 _ Douglas F i r-Larch, _Na 2 2..i. . 6 HP-- { _ . 9 ft f} 12 • • „ ., t-VtJOJA-.dc. otw• Cf CM CD Ct • Cx Adjusted Fc// 1,3D_O .1_1 1 •1 1 1 ..1430 E 1600000 1 1_ 1 1.. • 16.00000 Allowable-.Load: 7545 Pounds 5 Pbr, S 15-t "' . Douglas F-i r-Larch, .moo 2 4 ..x 4 _NP}ght.: 9 ft 0 ..in Cf • CM CD Ct Cx Adjusted Fc// 1,301 _1.15 .1 1 1 1 14_5 E 1600000 1 1 1 1_ 16.00000 Allowa.I1 Load: 564.7 Pounds < Pm = 76 V* 4 • Sc Douglas _Wi r-i. rc ., _NN 2 .4 ...x _6 _uei.gh$-: 9 ft Din t.U A-4"- 'CAM-, Cf CM CD Ct Cx Adjusted Fc// 1�0-0 • 1-.1 1 1 1 -1 .14-30 E 1600000 1 1 1 1 1600000 Allowa le Load: -8.862 dada 4 P.r z ISu11 g Douglas .Fir-Larch, 1 .6 _.x _6 „Height: 9 ft 0 in Cf CM CD Ct Cx Adjusted\ Fc// 1,0.00 . 1 1 -1 .1 1 1-000 E 1600000 1 1. 1 1 1600000 Al lawal? e ead: 23.614 ds > Pgr•I<qo(° 4 DAN GREEN FILE NO. SHEET NO. a.AS ENGINEERING,INC. DESIGNER DATE SALEM, OREGON CLIENT (.arJa,ishkroe ______________ PROJECT - - • WOOD COLUMN HT./ALLOW. LOAD (KIPS) COL.SIZE Cd 8'-0" 10'-0" 12'-0" 14'-O" 16'-0" '4X4 1.00 6.9 4.7 3.3 2.5 1.9 1.15 7.1 4.7 3.3 2.5 1.9 4X6 1.00 10.8 7.3 5.2 3.9 3.0 1.15 11.1 7.4 5.2 3:9 3.0 6X4 1.00 19.9 15.5 11.7 9.0 7.1 1.15 21.4 16.1 12.0 9.2 7.2 6X6 1.00 24.8 20.9 16.9 13.4 10.7 • 1.15 27.4 22.4 17.6 13.8 10.9 6X8 1.00 33.8 28.6 23.0 18.3 14.6 1.15 37.3 30.5 24.0 18.7 14.9 4x wood column's to be#2 DFL or better. 6x wood column's to be#1 DFL or better. MAX BEARING LOADS (#2 DFL SILL PLATE) Col. Size Allow. Pt. Ld. (kips) 4X4 7.7 4X6 12.0 6X6 18.9 6X8 25.8 • • ALLOW.AXIAL LOAD (kips) • T.S. COL.\COL. HT. 8'-0" 10'-0" 12'-0" 14-0" 16-0" 18'-0" 20'-0" 3X3X1/4 44 33 23 17 13 10 N/A 4X4.1/4 75 65 55 43 33 26 21 4X4X3/8 103 89 74 57 43 34 28 4X4X1/2 126 108 87 65 50 . 39 • 32 5X5X1/4 104 96 87 77 66 54 44 5X5X3/8 148 135 122 107 90 73 59 • From 9th edition of the AISC. Steel columns to be ASTM A500, Grade B (Fy = 46 ksi minimum) DAN GREEN FILE NO. _SHEET NO. a.29 _ ENGINEERING,INC. DESIGNER 01c. DATE_ SALEM, OREGON CLIENT N11.,ten!•rvtic. So.h • ^c'tl" PROJECT • E T-') n- c)4- t v(1,y a- I ,F st, = Zs c •) = 11 z,'-:N le 55r AI.OP w+ 78o 'f- bL> 1,b( pc.t Leo L2 Ph) 3rol 7a (-2"y) 2 ztoo it'r.1,19'b` Q` Wk.), 2(9+9+ 19'57.\ 33'3 /SS 3 PLF Ica 4,,,rT•,. t,�� - Wl, , 19 P.L ps,F Cwwc�w WAu., - 0.1 ea P 'Dt.. Vo( C4/y4-,6-0 34 1'7 . eoz� l.L , 7e0 L�z.�.���� 1033 t I l VI- el/z+ S 19 # tOU 11.1 011-#-,6'11 _ (oo '9L —> 0 1 F Siva Lori Tines 8k%J 12=GL. 164d1, Dl_ 4�f 34( loco( eefo4 3" 00* /o U S k s� .35 k 1\12S 1So ri L+7(� 7.S PLP' III/ . p`f. /50. • P4.F sC E s1 DAN GREEN FILE NO. SHEET NO. g.9 D ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT E)0 PROJECT 1 Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140801 Salem,Oregon 97302 Project Descr: dangreen@wvi:com 503-391-2309 Printed:1 JUL 2014,1:23PM Wood Column File=c:lUsersl GreenIDOCUME-1Uobs120141140601-1vraming.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.6.14.1.28 Lic.#: KW-06002943 Licensee: DAN GREEN ENGINEERING Description: Tall studs @ Lobby 1002(18"o/c) Code References Calculations per 2012 NDS, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used :2006 IBC&ASCE 7-05 (oJ2� General Information Analysis Method: Allowable Stress Design Wood Section Name 2x8 End Fixities Top&Bottom Pinned Wood Grading/Manuf. ded Lumber Overall Column Height 19.50 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width in Allow Stress Modification Factors Wood Species Douglas Fir-Larch .250 Wood Grade No.2 Exact Depth 7.250 in Cf or Cv for Bending 1,20 Fb-Tension 900.0 psi Fv 180.0 psi Area 10.875 in^2 Cf or Cv for Compression 1,050 p p Ix 47.835 inm Cf or Cv for Tension 1.20 Fb-Compr 900.0 psi Ft 575.0 psi ly 2.039 in^4 Cm:Wet Use Factor 1.0 Fc-Prll 1,350.0 psi Density 32.210 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 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? Yes(non-g!b only) Minimum 580.0 580:0 Brace•condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X=X Axis buckling=0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis budding=19.5 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. AXIAL LOADS. . . Axial Load at 19.50 ft,D=0.8860,L=1.045,S=0.150 k BENDING LOADS. .. Lat.Uniform Load creating Mx-x,W=0.0160 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8478:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0,750L+0.750S+0.750W+H Top along Y-Y 0.1560 k Bottom along Y-Y 0.1560 k Governing NDS Forumla Comp+Mxx,NDS Eq.3.9=3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 9.685 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.6903 in at 9.815 ft above base Applied Axial 1.782 k for load combination:W Only Applied Mx 0.5703 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:.Allowable 371.567 psi for load combination:n/a Other Factors used to calculate allowable stresses... ' PASS Maximum Shear Stress Ratio= 0.07969:1 Bending Compression Tension Load Combination +D+W+H Cf or Cv:Size based factors 1.200 1.050 Location of max.abovebase 0.0 ft Applied Design Shear 21.517 psi Allowable Shear 180.0 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 1.000 0.262 0.2193 PASS 0.0 ft 0.0 PASS 19.50 ft +D+L+H 1.000 0.262 0.4779 PASS 0.0 ft 0.0 PASS 19.50 ft +D+Lr+H 1.000 0.262 0.2193 PASS 0.0 ft 0.0 PASS 19.50 ft +D+S+H 1.000 0.262 0.2564 PASS 0.0 ft 0.0 PASS 19.50 ft +D+0.750Lr+0,750L+H 1.000 0.262 0.4132 PASS 0.0 ft 0.0 PASS 19.50 ft +D+0.750L+0.750S+H 1.000 0.262 0.4411 PASS 0.0 ft 0.0 PASS 19.50 ft +D+W+H 1.000 0.262 0.7283 PASS 9.815 ft 0.07969 PASS 0.0 ft +040.70E+H 1.000 0.262 0.2193 PASS 0.0 ft 0.0 PASS 19.50 ft +D+0.750Lr+0,750L+0.750W+H 1.000 0.282 0.8018 PASS 9.685 ft 0.05977 PASS 0.0 ft +040.750L40.750S40.750W41 1.000 0.262 0.8478 PASS 9.685 ft 0.05977 PASS 0.0 ft +D+0.750Lr40.750L40.5250E+H 1:000 0.262 0.4132 PASS 0.0 ft 0.0 PASS 19.50 ft x.31 Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:1:JUL 2014,1:23PM Wood Column Ale=c:lUsersIGreen\DOCUME-1Uobs12014140601-1lframing:ec6 ENERCALC,INC.1983-2014,Build:6.14,1.28,Ver.6.14.1.28 Lic.#: KW-06002943 Licensee : DAN GREEN ENGINEERING Description: Tall studs @ Lobby 1002(16"a/c) 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+0.750L+0.750S+0.5250E+H 1.000 0.262 0.4411 PASS 0.0 ft 0.0 PASS 19.50 ft +0.60D+W+H 1.000 0.262 0.6433 PASS 9.815 ft 0.07969 PASS 0.0 ft +0.60D+0.70E+H 1.000 0.282 0.1316 PASS 0.0 ft 0.0 PASS 19.50 ft Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 0.886 k L Only k k 1.045 k S Only k k 0.150 k W Only k 0.156 0.156 k k D+L k k 1.931 k D+S k k 1.036 k D+W k 0.156 0.156 k 0.886 k D+L+S k k 2.081 k D+L+W k 0.156 0.156 k 1.931 k Maximum Deflections for Load Combinations -Unfactored Loads 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 L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0:0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.690 in 9.815 ft D+L 0:0000 in 0.000 ft 0.000 in 0.000 ft D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0000 in 0.000 ft 0.690 in 9.815 ft D+L+S 0.0000 in 0.000 ft 0.000 in 0.000 ft D+L+W 0:0000 in 0.000 ft 0.690 in 9.815 ft Sketches MaaLoads I • M c q n In r it rL_ a •' 2xa 1 i 0.023EN • 1.50 in Loads are total entered value.Arrows do not reflect absolute direction. a..3e. Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive,SE Engineer: DSG Project ID: 140801 Salem,Oregon 97302 Project Descr: dangreen©wvi.com 503-391-2309 Printed:1 JUL 2014,1:25PM File=c:tUsers\GreenI DOCUME-1Uobs120141140601-1tframing.ecs Wood Column ENERCALC,INC.19932014,,Build:6,14.1.28,Ver:6.14.1.28 Lic.#;: KW-06002943 Licensee: DAN GREEN ENGINEERING Description: Jamb studs©Lobby 1002 Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :2006 IBC&ASCE 7-05 General Information Analysis Method: Allowable Stress Design Wood Section Name 42x8 End Fixities Top&Bottom Pinned Wood Grading/Manuf. ed Lumber Overall Column Height 19,50 ft Wood Member Type Sawn (Used for non-slender calculations) WoodSpecies Douglas Fir-Larch Exact Width 6.0 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 7.260 in Cf or Cv for Bending 1.20 Fb-Tension 900.0 psi Fv 180.0 psi Area 4150 5 9 inA2 Cf or Cv or Tension sssion 1.050 Fb-Compr 900.0 psi Ft 575.0 psi' 1130.50 inA4 1.20 Fc-PrIl 1,350.0 psi Density 32.210 pcf ly 130.50 in 4 Cm:Wet Use Factor 1.0 Fc-Perp 625.0 psi • Ct:Temperature Factor 1.0 E:Modulus of Elasticity -x Bending Bending Axial Kf::Flat Use Factor 1.0 �••• 9 y-y 9 Kf:Built-up columns 1,0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use.Cr:Repetitive? Yes(non-gib only) Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: • X-X(width)axis: Unbraced Length for X-X Axis buckling=0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=19.5 ft,K=tO Applied Loads Service loads entered.Load Factors will be applied for calculations. AXIAL LOADS. . . Axial Load at 19.50 ft,D=3:417,L=4.033,S=0.5790 k BENDING LOADS. .. Lat.Uniform Load creating Mx-x,W=0.060 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7816:1 Maximum.SERVICE Lateral Load Reactions.. Load Combination +0+0.750L+0.750S+0.750W+H Topalong Y-Y 0.5850 k Bottom along Y-Y 0.5850 k Goveming,NDS Forumla Comp+Mxx, NDS Eq.3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 9.685 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y Applied Axial 6:876 k g 0.6472 in at 9.815 ft above base Applied:Mx 2.139 k-ft for load combination:W Only Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 371.567 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.07471 :1 Bending Compression a sion Load Combination +D+yy(+H Cf or Cv:Size based factors 1.200 1.050 Location of max.above base 0.0 ft Applied Design Shear 20.172 psi Allowable Shear 180.0 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 1:000 0.262 0.2114 PASS 19.50 ft 0.0 PASS 19.50 ft +D+L+H 1.000 0.262 0.4609 PASS 19.50 ft 0.0 PASS 19.50 ft +D+Lr+H 1.000 0.262 0.2114 PASS 19.50 ft 0.0 PASS 19.50 ft +D+S+H 1..000 0.262 0.2472 PASS 0.0 ft 0.0 PASS 19:50 ft +D+0.750Lr+0.750L+H 1.000 0.262 0.3985 PASS 0.0 ft 0.0 PASS 19.50 ft +D+0.750L40.750S+H 1.000 0.262 0.4254 PASS 0.0 ft 0.0 PASS 19.50 ft +D+W+H 1..000 0.262 0.8775 PASS 9.815 ft 0.07471 PASS 0.0 ft 4040.70E+H 1.000 0.262 0.2114 PASS 19.50 ft 0.0 PASS 19.50 ft +040.7501J+0.750L+0.750W4I 1.000 0.262 0.7401 PASS 9.685 ft 0.05603 PASS 0.0 ft +D+0.750L40.750S+0:750W+H 1.000 0.262 0.7816 PASS 9.685 ft 0.05603 PASS 0.0 ft +D+0.750Lr+0.750L40.5250E+H 1.000 0.262 0.3985 PASS 0.0 ft 0.0 PASS 19.50 ft ...33 Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr. dangreen©wvi,com 503-391-2309 Printed:1 JUL 2014,1:25PM Wood Column File=c:IUserslGreenIDOCUME-1Uobs120141140601-11Traming.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Vec6.14.1.28 Lic.# : KW-06002943 Licensee : DAN GREEN ENGINEERING Description: Jamb studs @ Lobby 1002 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+0.750L+0.750S+0.5250E+H 1.000 0.262 0.4254 PASS 0.0 ft 0.0 PASS 19.50 ft +0,60D+W+H 1.000 0.262 0.6005 PASS 9.815ft 0.07471 PASS 0.0 ft +0.60D+0.70E+H 1.000 0.262 0.1268 PASS 0.0 ft 0.0 PASS 19.50 ft Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 3:417 k L Only k k 4.033 k S Only k k 0:579 k W Only k 0.585 0.585 k k D+L k k 7.450 k D+S k k 3.996 k D+W k 0.585 0.585 k 3.417 k D+L+S k k 8.029 k D+L+W k 0:585 0.585 k 7.450 k Maximum Deflections for Load Combinations -Unfactored Loads 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 L Only 0.0000 in 0:000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.647 in 9.815 ft DA 0:0000 in 0.000 ft 0:000 in 0.000 ft DINS 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0000 in 0.000 ft 0:647 in 9.815 ft D+L+S 0.0000 in 0.000 ft 0.000 in 0.000 ft D+L+W 0.0000 in 0.000 ft 0.647 in 9.815 ft Sketches Mmkoads } z [ Fi L r . "tilc ,i „'; 1 4-2x8 onew� Li . i 6.0 in Loads are total entered value.Arrows do not reflect absolute direction. �•3t Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr. dangreen @wvi,com 503-391-2309 Printed:1 JUL 2014,1:26PM Steel Column File=c:IUsersl Green1D000ME-1Uobs120141140601-11framing.ea6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.6:14.1.28 Lic.# KW-06002943 Licensee : DAN GREEN ENGINEERING Description: Tall studs @ Lobby 1002(window jambs) Code References e' Calculations per AISC 360-10, IBC 2012,CBC 2013,ASCE 7-10 G c 2. S Load Combinations Used :2008 IBC&ASCE 7-05 Avrt- General information Steel Section Name: TS4x4x1/4 Overall Column Height 19.50 ft Analysis Method: Allowable Strength Top& Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:,Steel Yield 48:0 ksi X-X(width)axis E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=19.5•ft,K=1.0 Load Combination: 2008 IBC&ASCE 7-05 Y-Y(depth)axis: Unbrawd Length for Y-Y Axis buckling=19,5 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight Included:253.758 Ibs`Dead Load Factor AXIAL LOADS Axial Load at 19,50 ft,D=3.417,L=4.033,S=0;5790 k BENDING LOADS Let,Uniform Load creating Mx-x,W=0.060 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4840 :1 Maximum SERVICE Load Reactions.. Load Combination +D+0.750L+0.750S+0.750W+H Top alongX-X 0.0 k Location of max.above base 9.685 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.5850 k Pa:Axial 7.130 k Bottom along Y-Y 0.5850 k Pn I Omega:Allowable 22.470 k Maximum SERVICE Load Deflections... Ma-x°:Applied 2.139 k-ft Mn-x/Omega:Allowable 11.408 k-ft Along Y-Y 0.8277 in at 9.815ft above base for load combination:W Only Ma-y:Applied 0.0 k-ft Mn-y/Omega::Allowable 11.408 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio= 0.02304 :1 Load Combination +D+W+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.5850 k Vn I Omega:Allowable 25.394 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status . Location Stress Ratio Status Location D Only 0.163 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.343 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0,163 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.189 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0,750L+H 0.298 PASS 0.00 ft 0.000 PASS 0.00 ft +0+0.750L+0,750S+H 0.317 PASS 0.00 ft 0.000 PASS 0.00 ft +O+W+H 0.332 PASS 9.82 ft 0.023 PASS 0.00 ft +040.70E++H 0.163 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.750W+H 0.465 PASS 9.68 ft 0.017 PASS 0.00 ft +D+0.750L+0.7505+0.750W+H 0.484 PASS 9.68 ft 0.017 PASS 0.00 ft +D+0.750Lr+0.750L+0.5250E+H 0.298 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.317 PASS 0.00 ft 0.000 PASS 0:00 ft +0.60D+W+H 0.299 PASS 9.82 ft 0.023 PASS 0.00 ft +0,60D+0.70E+H 0.098 PASS 0.00 ft 0.000 PASS 0:00 ft �.35 Dan Green Engineering.Inc Project Title: Tigard(OR)Senior Housing 3230 Triangle Drive SE Engineer: DSG Project ID: 140601 Salem,Oregon 97302 Project Descr: dangreen @wvi.com 503-391-2309 Printed:1 JUL 2014,1:26PM Steel Column File=c:1Users1Green1D000ME-1Uobs12 11141140601-11framing.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.6.14.1.28 ,Lic.# : KW-06002943 Licensee DAN GREEN ENGINEERING Description: Tall studs©Lobby 1002(window jambs) Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base CO Top @ Base @ Top @ Base D Only k k 3.671 k L Only k k 4.033 k S Only k k 0.579 k W Only k -0.585 0.585 k k D+L k k 7.704 k D+S k k 4.250 k D+W k -0.585 0.585 k 3.671 k D+L+S k k 8.283 k D+L+W k -0.585 0.585 k 7.704 k Maximum Deflections for Load Combinations -Unfactored Loads 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 L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 In 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.828 in 9.815 ft 0+1. 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0000 in 0.000 ft 0.828 in 9.815 ft D+L+S 0.0000 in 0.000 ft 0.000 in 0.000 ft D+L+W 0.0000 in 0.000 ft 0.828 in 9.815 ft Steel Section Properties : TS4x4x114 Depth = 4.000 in I xx = 8.22 in"4 J = 13:500 104 Web Thick = 0.000 in S xx = 4.11 inn Width = 4.000 In R xx = 1.510 in Wall Thick = 0.250 in Zx = 4.970 iO3 Area = 3.590 in"2 I yy = 8.220 in"4 Weight = 13.013 plf S yy = 4.110 iO3 Ryy = 1.510 in Ycg = 0.000 in 6029•M-x Loads c Lad 1 . x ill-4-:tiTM v . j ji' i y `4:` r, I 4.00in - Loads are total entered value.Arrows do not reflect absolute direction. 9,36 S�.2S spn. +� z- �•sc I LA- too pl F UL = /o 1- _ is- pcF al) (..1" (r-; ISOiJ�'J' STA ti S M,A see Fa 4L0 wv� r.S 1J.u.-TJ 1't'iL^' !A-M54 a.t.w-J til. �f,pgJS ON 2-v.- �3Ca.ti.s p,:-J S'c LY5 4' t 2. 2 L fL ■ ISO * -4A ye3b Z 4 4 S:..0 3 e36 C2-3 T3 1934 s R .81 • flea a s -. L Fe M a goo pst(77 03) (2/0,1 , 51-).C" INAA rw� a S77 c lg4B a x /9Lf� PLY lb,l 1.411 S4pA1 S1 y C� °c,ac us,x ix� 3z o Ce.e-i.;-,J •5 a.r1 M. s M,-.t •2-S (.3e4 (1,(02-foi- Lef t J 3c�ti w� r 3°y 2 5 5t-17.14 I DAN GREEN FILE NO, • - - SHEET NO. € ,3 7 ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT 6 c4�v ErJT1�P G PROJECT A ~ eeeSPEC Project: Project Location: Type:Stair 1st Folder: i-older Date: 1/27/12 10:32 AM RedSpecTM by RedBuiltm" Designer: DSG v7.0.13 Comment: Stair landing joist 11.875" Red-I45TM @ 24" 0/C WITH GLUED SHEATHING This product meets or exceeds the set design controls for the application and loads listed • DESIGN CONTROLS %Allow. Design Allow. DOL-Control Pass/Fail Shear(lb) 77% 1380 1785 100%-All Loads PASS Positive Moment(ft-lb) 88% 4140 4685 100%-All Loads PASS DEFLECTIONS(in) %Allow. Design Allow. Design Allow. Pass/Fail • Span Live 96% 0.287 0.300 L/502 L/480 PASS Span Total 82% 0.330 0.400 L/437 L/360 PASS FloorChoiceTM Rating: 9.5 Performance rating is based on:24 oc(23/32",3/4")sheathing,1/2" y Gypsum ceiling.RedSpec has not performed a structural analysis of the 1.111111.1 ^ 1 1 I 1 I 1 sheathing. SUPPORTS Li ttiion,Critical(Ib)(DOL%) Support 200(100) 1200(100) Dead Reaction(Ib) 180 180 Total Reaction(Ib)(DOL%) 1380(100) 1380(100) Bearing Bottom Bottom Support Wall Wall SPANS AND LOADS Dimensions represent horizontal design spans. 12'-0.0" ' 141/44rx SPA APPLICATION LOADS • Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 100 15 0 24" Glued Floor Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment NOTES • Building code:IBC.Methodology:Allowable Stress Design •Min end bearing=2.92 Inches,web stiffeners not required(Option-2.23 inches bearing with web stiffeners). •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • C:\Documents and Settings\Dan G\My Documents\Iobs\2012\120102-Colorado Springs(CO)Senior Living\Floor joist\Joist.red Page 1ofl ■ The products noted are Intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed 1 In accordance with local building code requirements and RedBuilt."recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBUIIt"" associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt"',RedSpec"',Red-I"',Red-I45TM Red-I65TM,Red-165T'',Red-I90TM,Red-I90HT",Red-I90HSTM,Red-U",Red-LTTM,Red-WTM,Red-ST",Red-MT", Red-HTM,RedLamTM,FloorCholce"'are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2011 RedBuilt LLC.All rights reserved. `o2,347) �uw+r 3230 Triangle Drive SE Dsgnr: DSO Date: Salem,Oregon 97302 Description 503-391-2309 Scope: Wen KW-0802943,Ver5.8,0,1-D 003 Timber Beam &Joist Page 1• ^(e)1963.2d08 ENERCALC Engineerin,Software hello .eew:Jolel Description Stair stringers • I:timber Member Information - 24°o/c 16°o/c 12°0/c 8°o/c 4°o% - S iz aw.a4 Timber Section 2x6 ace 2x8 acs acs ' O-. i5 Le-5 S Beam Width in 1.500 1.500 1.500 1.500 1.500 71+4.-'' 6` :. at-. Beam Depth in 5.500 5.500 5.500 5.500 5.500 = Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch, Douglas Fir-Larch, Douglas Fir-Larch, Fb-Basic Allow psi 900.0 900.0 900.0 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 180.0 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn • Repetitive Status Repetitive Repetitive Repetitive Repetitive Repetitive Cenan Data Span ft 5.25 6.50 7.50 9.25 12.25 N.A+y- s p a,J Dead Load #/ft 30.00 20.00 15.00 10.00 5.00 Live Load #/ft 200.00 133.00 100.00 67.00 33.00 [Results Ratio= 0.9345 0.9529 0.9536 0.9712 0.8406 Mmax @ Center in-k 9.51 9.70 9.70 9.88 8.55 @ X= ft 2.62 3.25 3.75 4.62 6.12 fb:Actual psi 1,257.4 1,282.2 1,283.1 1,308.8 1,131.0 Fb:Allowable psi 1,345.5 1,345.5 1,,345.5 1,345.5 1,345.5 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 91.3 78.1 69.0 58.5 39.3 Fv:Allowable psi 180.0 180.0 180.0 180.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 78.75 65.00 • 56.25 46.25 30.62 LL lbs 525.00 432.25 375.00 309.87 202.12 Max.DL+LL lbs 603.75 497.25 431.25 356.12 232.75 c@ Right End DL lbs 78.75 65.00 56.25 46.25 30.62 LL lbs 525.00 432.25 375.00 309.87 202.12 Max.DL+LL lbs 603.75 497.25 431.25 356.12 232.75 • Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK II Center DL Defl in -0.015 -0.024 -0.032 -0.050 -0.076 UDefl Ratio 4,088.2 3,231.2 2,804.5 2,242.3 1,930.9 Center LL Defl in -0.103 -0.161 -0.214 -0.332 -0.502 UDefl Ratio 613.2 485.9 420.7 334.7 292.6 Center Total Defl in -0.118 -0.185 -0.246 -0:381 -0.579 Location ft 2.625 3.250 3.750 4.625 6.125 UDefl Ratio 533.2 422.4 365.8 291.2 254.1 • • • a,39 . Foundation Design Allowable soil bearing (ASB) = 1500 psf(cont. ftg.) Allowable soil bearing= 1500 psf(isolated ftg.) Soils report by: Columbia West Engineering, Inc. 11917 NE 95th Street Vancouver, Washington 98682 Project #13116 Dated 20-Jun-13 4-story continuous footings Exterior bearing wall line load (EBWL) = 3347 plf Interior bearing wall line load (IBWL) = 3927 plf Z�5 Exterior footing width= EBWUASB= 26.8 inches Interior footing width = IBWUASB= 31.4 inches " Isolated footings Footing size Allowable Reinforcement (Ft.x Ft.x 12 in.) Loads (kips) (each way) 2x2 6 (4)-#4 2.5x2.5 9.375 (4)-#4 3x3 13.5 (5)-#4 3.5x3.5 18.375 (6)-#4 4x4 24 (9)-#4 4.5x4.5 30.375 (11)-#4 5x5 37.5 (12)-#4 5.5x5.5 45.375 (15)-#4 6x6 54 (17)-#4 6.5x6.5 63.375 (18)-#4 7x7 73.5 (18)-#4 7.5x7.5 84.375 (22)-#4 8x8 96 (24) -#4 DAN GREEN FILE NO. SHEET NO. )% ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT PROJECT LATERAL DESIGN (International Building Code) Wind Loading (Ita Z 1.15 100 MPH Basic Wind Speed(3-second gust) Exposure B windward roof leeward roof } Ridge 12 10.0' ■ ROOF 9' OMB 3rd 10S 2nd 10,5 1st Horizontal Loads Roof(psf)= 0 Wall(psf)= 19 (windward+leeward) Vertical Loads Windward Roof(psf)= -12.7 Leeward Roof(psf)= -12.8 Loading on Structure WL Roof(plf)= 19*(9/2)= 86 WL 3rd(plf)= 19*9.8= 186 WL 2nd(plf)= 19*10.5= 200 471 DAN GREEN FILE NO. SHEET NO. 3.1 ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT windward roof • leeward roof . • Ridge 10,5' • Roof 9' • 3rd 10S 2nd 101 1St Horizontal Loads Wall(psf)= 19 (windward+leeward) Vertical Loads Windward Roof(psf)= -12.7 Leeward Roof(psf)= -12.8 Loading on Structure WL Roof(plf)= 19*(9/2+3.5)= 152 WL 3rd(plf)= 19*9.8= 186 WL 2nd(plf)= 19*10.5= 200 538 Roof Dead Load(psf) 17.0 Wind Uplift(psf) -12.8 Net Dead Load(psf) 4.2 DAN GREEN FILE NO. SHEET NO. 3', Z- ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT r.,.& �ecf. Response Spectral Acc.(0.2 sec)S.=93.00%g =0.9309 Figure 22-1 through 22-14 Response Spectral Acc.(1.0 sec)Ste 34.00%g =0.340g Figure 22-1 through 22-14 Soil Site Class = Table 20-3-1,Default=D Site Coefficient F.= 1.:128 Table 11.4-1 Site Coefficient F„= 1.720 Table 11.4-2 Max Considered Earthquake Acc.S Ms= F,.S, =1.049 (11.4-1) Max Considered Earthquake Acc.S M7= Fv.St =0.585 (11.4-2) ©5%Damped Design Sps=2/3(SMs) =0.699 (11.4-3) 5 01 = 2/3(SMt) =0.390 (11.4-4) Building Occupancy Categories 14 Public haaard ' Table 1-1 Design Category Consideration: Flwdbla Riaehragm with dist between seismic resisting system>40ft Seismic Design Category for 0.1 sec D Table 11.6-1 Seismic Design Category for 1.0sec D Table 11.6-2 Si<.75g NA Section 11.6 Since Ta<.8Ts(see below),SDC= D Control(exception of Section 11.6 does not apply) Comply with Seismic•Design Category D IRC,Seismic Design Category=D7 T-R301.2.2:1.1 12.8 Equivalent lateral force procedure B.BUILDING FRAME SYSTEMS T-12.2- Seismic Force Resisting Systems 123,lig t-framed walks sheathed with w00 stn!r:tural panels rated for shear rasis#ante or Opel shears IF Ct= 0.02 x=0.75 T-12.8-2 Building ht.H„=45 ft Limited Building Height(ft)= 65 C„= 1.400 for S01 of 0.390g Table 12.8-1 Approx Fundamental period,T = Ct(hn)3 =0.347 12.8-7 TL= 16.000 Sec Calculated T shall not exceed S Cu.Ta =0.486 Use T= 4:347 r sec. 0.8Ts= 0.8(SDt/SDS) =0.446 Control(exception of Section 11.6 does not apply) is structure Regular&-5 5 stories? Yes v 12.8.1.3 Response Spectral Acc.(0.2 sec)S.= 0.930g Max Ss 5 1.5g F.= 1.13 ©5%Damped Design SDS=Z/s(F3.S,) =0.699g (11.4-3) Response Modification Coef. R= 7 Table-12.2-1 Over Strength Factor 0,= 2 / foot note g Importance factor I= 1.25 ✓ Table 11.5-1 Seismic Base Shear V= C.W C,= SDS =0.125 (12.8-2) RA ( ) or need not to exceed,C.= SDt 0.200 For Ts TL 12.8-3 (R/I).T or C,= T(R/L( 12:8 4) ) N/A For T>TL C.shall not be less than= 0.01 (12.8-5) Min C.= 0.5811/R N/A ' For S1 0.6g (12.8-6) Use C.=0.125 Design base shear V= 0.125 W Control �jr>✓ A St] 6S% 'tit --0 Js ,1 LC' r L.� 2- O(SQ yL (n) DAN GREEN FILE NO SHEET NO. 3.3 ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT 1. x \ -//// G cr __ „_-- ,A 0 (if ClO o ® 1 Oo r i'f 1 , • ...\ , _._,, • _li • ;0..4 ,,.. 8 ‘ . ,. ,,,.„ , . _ , ,....-- , ,, .,.,., : _.,„ • I i 11.0 1 . - - ,o . --; * e' in 111111111K1 N pH! rill t”J = L. I. , !: °) S ./ ;-. - ter.- __ .__ .! il JI Y n d ,' !> ��_ .„, 5�1 {I .la- 0 ■■ �;� 7i TT — - „-- -- -. ,, •I� ^ I --� - I11 II ��Ili I II � � :---IiM' i 1� I ---- .� .-47.---7 1 o i 9ii• L N 1 1.'1', _7 �,■ �'i ■,■ I " o_ _ 1,:- ,11.411 _ 171 I ' 111410A IV' IMV ' ,1 ,04-0: 1, p , -ii I / A 1' —. ' , :: .,::.,..m,ii _ 11 1'''. -1 [ 1 1 r,11 ,4t4i.1 il 1 ,Li= ' , 1 1 c__, I— Mi 111111q 11 Ill 1:16111121111 I 41 I 1' ' ..■...1..--,0 le .1--I .tk,_ ', s_,_ ' c II ir .11" , Ii n !.;.- e7_�J ♦;� IIaL— \ '-J -�--- -- =!:.°,2-=_I- saa_n- .— - 1' — —_ - j -- .e''. mow Mil 1 , 1 : �', 111 1 = .. nc���/> �� - -►�' j _1 1 jII �' : ` I J% (i �`1 C...l-- Ij,' -1 "hie ` S Ww 0 0 s- f m 7 -1 mil, ►�,,- j G Q I j I lJ i i�'-�-;_� F Y 1 I � (q 00 I i i 0 0 0 — ■Di — J Ali q 11 I 411 o-- --- — - o O j M lit ' I■■ lrillt -1.�t� N O— �':�Ir J.� ql� ► - Imo'— o L_LflO W'~t .� wag !_. � ®-- 'c-r - V \ - *=u1 -0,- •Fla t 11 -I ="■ --■a �;.,::: :-;i p 1 4 ; II , ■ �j �' IIIIipq� ig f3 rk a 1''. J i} - r� ,. ih, ___ _, - }.1.,i/` N i b 0 h► 0 0 ■ iii I ! 1 SWC–GT 3.`( •NOY p--- — ---j--- O I �\ �H o(oo I 0 Q .r 6 ph\`pN6 5-Q k4.9%.41.- DESCRIPTION OF VARIABLES GRID- see building layout for each story SHEAR LOAD- calculated loads of shearwalls SHEARWALL LENGTH- length of shortest wall at each gridline HEIGHT OF WALL-wall height • OVERTURNING MOMENT- see equation below NET DEAD LOAD- dead load acting on shearwall to resist overturning DEAD LOAD TRIBUTARY LENGTH- tributary distance of dead load acting to resist overturning WALL WEIGHT- wall dead load x height POINT LOAD- minimum load at end of wall to resist overturning RESISTING MOMENT- see equation below NET OVERTURNING- overturning moment-resisting moment T=C- tension=compression, net overturning/shearwall length HOLDOWN- holdown used to resist uplift force from overturning Mot = Vx *H *L + flooraboveNETOT 2 M res =.(o [(DL �T )+ YVW )L + P(L) 2 DAN GREEN FILE NO. SHEET NO. S, ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT • • • • c.G 60(--`{ CIA-taur �t 1,5 07 (1—PM=- -►rlTlUE 9F fANA{• (a) 1 • . • Jr- ta. r/A\--• 1 — I . . . 1 / . . . • . a • • i_ i�11 � 1-- it .----2 i _ -e ,o g:\>1 .. - —3. • 61. A-A 0 • Ill �,p�nDO � LTi 1E1 • . 'r M TILT. . 1r = / v n X w I. / a it 5 tr•- -flu ENT WI kKoTrt• • • I ii ji 1 (f (� b s St-lz A,tiwlki,c, t, 'tA. 4 -- • 1 iflr4 ' J _ • lag_- y'. 11 �Zi w R ' ___ H . { f 1 a � • _ I ' . — Er tra � e • • Fl.„-----.-..• =g-.._.:-.t_c•-,•,-. .,i _ail ..:•---- --• 11,14„, — 7. ice: • . FILE NO. SHEET NO. a - . • DAN GREEN ENGINEERING, DESIGNER • DATE CLIENT SALEM,OREGON PROJECT WING A Loading Perpendicular to Ridge seismic load wind load V Roof(pif)=0.089[17(68)+12(4.5)(2)+7(4.5)(4)]= 124 86 V 3rd(plf)=0.089(23(65)+12(9)(2)+7(9)(4)]= 175 186 V 2nd(pif)=0.089[23(65)+12(9)(2)+7(9)(4)]= 175 200 473 471 SEISMIC CONTROLS distribution of seismic forces level V H V*H V*H/E1/*H seismic wind Roof 124 31.5 3897 0.41 [_7 1186, 3rd 175 21.0 3669 0.39 L_._:185_ I 186, , 2nd 175 10.5 1834 0.20 L,JO_..J L -32Od1_ 9400 1.00 473 471 Loadina Parallel to Ridae(grid X-Y1 seismic load wind load V Roof(plf)=0.089[17(123)+7(4:5)(9)+12(4.5)(1)]= 216 152 V 3rd(p10=0.089[23(120)+7(9)(9)+12(9)(1)]= 306 186 V 2nd(plf)=0.089[23(120)+7(9)(9)+12(9)(1)]= 306 200 828 538 SEISMIC CONTROLS distribution of seismic forces level V H V•H V*H/£V*H seismic wind Roof 216 31.5 8808 0.41 i.' .343 , L-152__ 3rd 308 21.0 6420 0.39 :32-31,..:I. 18.6 2nd 306 10.5 3210 020 % _:162;._:,_(_400) 16438 1.00 828 538 Loading Parallel to Ridae(grid U-V) seismic load wind load V Roof(p10=0.089[17(213)+7(4.5)(15)+12(4.5)(1,)]= 369 152 V 3rd(p10=0.089[23(211)+7(9)(15)+12(9)(1)]= 526 186 V 2nd(plf)=0.089[23(211)+7(9)(15)+12(9)(1)J= 526 200 1420 538 SEISMIC CONTROLS distribution of seismic forces level V H V*H V*H/EV■H seismic wind Roof 369 31.5 11628 0.41 L 586..' : _152 '. 3rd 526 21.0 11038 0.39 i :.556).x:.. _:.186; 2nd 526 10.5 5519 020 ,`k'278_,.7;_:100 28185 1.00 1420 538 Loadina Parallel to Ridae(grid 11.4-11.6) seismic load wind load V Roof(p10= 0.089[17(113)+7(4.5)(8)+12(4.5)(1)]= 198 152 V 3rd(p10= 0.089[23(110)+7(9)(8)+12(9)(1)]= 280 186 V 2nd(plf)= 0:089[23(110)+7(9)(8)+12(9)(1)]= 284 200 757 538 SEISMIC CONTROLS distribution of seismic forces level V H V*H V`H/EV*H seismic wind Roof 198 31.5 6243 0.22 .. 310,_-:i-_152 3rd 280 21.0 5872 0.21 i..,.."-286 1LA861. 2nd 280 10.5 2936 0.10 :•.._ f48L', i_..204:. 15052 0:53 759 538 DAN GREEN FILE NO. SHEET NO. ?,1 ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT Seismic load perpendicular to ridge (3rd floor shearwalls) Wx(plf)= 196 grid# Tributary Width,w Total Shearwall Length, L w/I Vx=Wx(w/l) Shearwall Type 1 18.5 12 1.54 302 B S2 39 58.5 0.67 131 A S3 36 55.5 0.65 127 A S4 42 49.5 0.85 166 A S5 35 46 0.76 149 A S6 30 27.5 1.09 214 A S7 32 27.5 1.16 228 A S8 38 58 0.66 128 A 23 19 15 1.27 248 A T 12 43 0.28 55 A S10 21 43 0.49 96 A DAN GREEN FILE NO. SHEET NO. 3,8 ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT 3rd FLOOR HOLDOWNS GRID 1 S2 S3 S4 S5 S6 SHEAR LOAD,V,(plf) 302 131 127 166 149 214 SHEARWALL LENGTH, L(ft) 12.0 29.0 27.5 22.0 22,5 27.5 HEIGHT OF WALL,H (ft) 9 9 9 9 9 9 OVERTURNING MOMENT, Mot(Ib*ft) 32616 34191 31433 32868 30173 52965 NET DEAD LOAD, DL(psf) 17.0 17.0 17.0 17.0 17.0 17.0 DL TRIBUTARY LENGTH,T(ft) 6 8 6 6 8 6 WALL WEIGHT,WW(plf) 108 63 63 63 63 63 POINT LOAD, P(Ib) 432 252 252 252 252 252 RESISTING MOMENT, MfB,(Ib*ft) 12182 54593 41,592 27284 33625 41592 NET OVERTURNING, NET OT(Ib*ft) 20434 -20402 -10160 5584 -3453 11373 T=C, (Ib) 1703 -704 -369 254 -153 414 HOLDOWN CS16 NO HD NO HD CS16 NO HD CS16 3rd FLOOR HOLDOWNS GRID S7 S8 23 T S10 SHEAR LOAD,V„(plf) 228 128 248 55 96 SHEARWALL LENGTH, L(ft) 27.5 25.0 7.0 21.5 21.5 HEIGHT OF WALL, H (ft) 9 - 9 9 9 9 OVERTURNING MOMENT,M0 (Ib*ft) 56430 28800 15624 10643 18576 NET DEAD LOAD, DL(psf) 17.0 17.0 17.0 17.0 17.0 DL TRIBUTARY LENGTH,T(ft) 8 8 6 4 8 WALL WEIGHT,WW(plf) 63 63 108 63 63 POINT LOAD,P(Ib) 252 252 432 252 252 RESISTING MOMENT, Mrsg (Ib*ft) 49306 ; 41093 4901 21417 30847 NET OVERTURNING, NET OT(Ib*ft) 7124 -12293 10723 -10775 -12271 T=C, (Ib) 259 ; -492 1532 -501 -571 HOLDOWN CS16 NO HD CS16 NO HD NO HD DAN GREEN FILE NO. SHEET NO. 3.0 ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT Seismic load parallel to ridge (3rd floor shearwalls) Wx(plf)= 343 grid# Tributary Width,w Total Shearwall Length, L w/I I Vx=Wx(w/I) Shearwall Type I X 20 40 0.50 172 A X.6 36.5 107.5 0.34 116 A Y 17 32 0.53 182 A Seismic load parallel to ridge - (3rd floor shearwalls) Wx(plf)= 586 grid# Tributary Width,w Total Shearwall Length, L w/I Vx=Wx(w/l) . Shearwall Type U 1.7 54 0.31 184 A U.6 34 160 0.21 125 A V 17 45 0.38 221 A Seismic load parallel to ridge - (3rd floor shearwalls) Wx(plf)= 315 grid# Tributary Width,w Total Shearwall Length, L w/I Vx=Wx(w/I) Shearwall Type 11.6 45.5 91.5 0.50 157 A DAN GREEN FILE NO. SHEET NO. 3 . I a ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT 3RD FLOOR HOLDOWNS GRID X X.6 Y U U.6 V 11.6 SHEAR LOAD,V„(plf) 172 116 182 184 125 222 157 SHEARWALL LENGTH,L(ft) 3.0 6.0 3.0 3.0 11.5 3.5 40.0 HEIGHT OF WALL,H(ft) 9 9 9 9 9 9 9 OVERTURNING MOMENT,Mot(Ib*ft) 4644 6264 4914 4968 12938 _ 6993 56520 NET DEAD LOAD,DL(psf) 17.0 17.0 1.7.0 17.0 17.0 17.0 17.0 DL TRIBUTARY LENGTH,T(ft) 12 16 12 12 1.6 12 16 WALL WEIGHT,WW(plf) 108 63 108 108 63 108 63 POINT LOAD,P(lb) 432 252 432 432 252 432 252 RESISTING MOMENT,Mom(Ib*ft) ' 1620 4525 1620 1620 15030 2054 166848 NET OVERTURNING,NET OT(Ib*ft) 3024 1739 3294 3348 -2092 4939 -110328 T=C,(lb) 1008 290 1098 1116 -182 1411 -2758 HOLDOWN CS16 CS16 CS16 CS16 NO HD CS16 NO HD DAN GREEN FILE NO. SHEET NO. 3• I 1 . ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT Seismic load perpendicular to ridge(2nd floor shearwalls) Vx(pit)= 185 grid# Tributary Width,w Total Shearwall Length, I R roof R 3rd Rtotal Vx=Rtotal/I Shearwal1 Type 1 18.5 12 3628 3423 7049 587 F S2 39 58.5 7644 7215 14859 254 A S3 36 55.5 7056 6660 13716 247 A S4 42 49.5 8232 7770 16002 323 B S5 35 46 6860 6475 13335 290 B S6 30 27.5 5880 5550 11430 416 D S7 32 27.5 6272 5920 12192 443 D S8 38 58 7448 7030 14478 250 A 23 19 15 3724 3515 7239 483 D T 12 43 2352 2220 4572 106 A S10 21 43 41`16 3885 8001 186 A 1 DAN GREEN FILE NO. SHEET NO. 3. 1 a- 1 ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT 2ND FLOOR HOLDOWNS GRID 1 S2 S3 S4 S5 S6 SHEAR LOAD,V„(plf) 587 254 247 323 290 416 SHEARWALL LENGTH,L(ft) 12.0 29.0 2T5 22.0 22.5 27.5 HEIGHT OF WALL, H (ft) 9 9 9 9 9 9 OVERTURNING MOMENT, Mot(Ib*ft) 83830 45893 50973 69538 55272 114333 NET DEAD LOAD, DL(psf) 20 20 20 20 20 20 DL TRIBUTARY LENGTH,T(ft) 4 8 8 8 8 8 WALL WEIGHT,WW(plf) 108 63 63 63 63 63 POINT LOAD, P(Ib) 432 252 252 252 252 252 RESISTING MOMENT, M,e,(Ib*ft) 11232 60648 54751 35706 37270 54751 NET OVERTURNING, NET OT(Ib*ft) 72598 -14755 -3779 33832 18002 59582 T=C, (Ib) 6050 -509 -137 1538 800 2167 HOLDOWN MST72 NO HD NO HD CS16 CS16 CS14 2ND FLOOR HOLDOWNS GRID S7 S8 23 T S10 SHEAR LOAD,V,(plf) 443 250 483 106 186 SHEARWALL LENGTH, L(ft) 27.5 25.0 7.0 21.5 21.5 HEIGHT OF WALL, H (ft) 9 9 9 9 9 OVERTURNING MOMENT, Mot(Ib*ft) 116766 43958 41152 9736 23720 NET DEAD LOAD, DL(psf), 20 20 20 20 20 DL TRIBUTARY LENGTH,T(ft) 8 8 4 4 8 WALL WEIGHT,WW(plf) 63 63 108 63 63 POINT LOAD, P(Ib) 252 252 432 252 252 RESISTING MOMENT, Mre$(Ib*ft) 54751 45593 4578 23081 34175 NET OVERTURNING, NET OT(Ib*ft) , 62015 -1635 36574 -13345 -10455 T=C, (Ib) 2255 -65 5225 -621 -486 HOLDOWN CS14 NO HD MST60 NO HD NO HD DAN GREEN FILE NO. SHEET NO._ 3, 1 ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT Seisimc load parallel to ridge(2nd floor shearwalls) Vx(plf)= 323 grid# Tributary Width,w Total Shearwall Length, L R roof R 3rd Rtotal Vx=Rtotal/I Shearwall Type X 20 40 6860 6460 13320 333 B X.6 36.5 107.5 12520 11790 24309 226 A Y 17 32 5831 5491 11322 354 C Seismic load parallel to ridge(2nd floor shearwalls) Vx(plf)= 556 grid# Tributary Width,w Total Shearwall Length, L R roof R 3rd Rtotal Vx=Rtotal/I Shearwall Type U 17 54 9982 9452 19414 360 C U.6 34 160 19924 18904 38828 243 A V 17 45 9962 9452 19414 431 D Seismic load parallel to ridge-(2nd floor shearwalls) Vx.(plf)= 296 grid# Tributary Width,w Total Shearwall Length, L R roof R 3rd Rtotal Vx=Rtota1/1 Shearwall Type 11.6 45.5 91.5 14333 13468 27801 304 B DAN GREEN FILE NO. SHEET NO. 3.1 4 ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT ■ ■ 2ND FLOOR HOLDOWNS GRID X X.6 Y U U.6 V 11.6 SHEAR.LOAD,V.(plf) 333 226 _ 354 360 243 431 304 SHEARWALL LENGTH,L(ft) 3.0 6.0 3.0 3.0 11.5 3.5 40.0 HEIGHT OF WALL,H(ft) 9 9 9 9 9 9 9 OVERTURNING MOMENT,Mot(Ib*ft) 12015 13943 12852 13068 23058 18516 -888 NET DEAD LOAD,DL(psf) 20 20 20 20 20 20 20 DL TRIBUTARY LENGTH,T(ft) 12 16 12 12 16 12 16 WALL WEIGHT,WW(plf) 108 63 108 108 63 108 63 POINT LOAD,P(lb) 432 252 432 432 252 432 252 RESISTING MOMENT,M.(Ib*ft) 1908 ' 5604 1908 1908 18816 2429 210987 NET OVERTURNING,NET OT(Ib*ft) 10107 8339 10944 11160 4242 16087 -211875 T=C,(Ib) 3369 1390 3648 3720 369 4596 -5297 HOLDOWN MST60 CS16 MST60 MST60 CS16 MST60 NO HD DAN GREEN F I L E NO. SHEET NO. 3. l 5 ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT Seismic load perpendicular to ridge(1ST floor shearwalls) Wx(plf)= 92 grid# Tributary Width,w Total Shearwall Length,L R roof+3rd R 2nd Rtotal Vx=Rtotal/I Shearwall Type 1 12 15 ' 7049 1104 8153 544 F S2 24 58.5 14859 2208 17067 292 B S3 36 55.5 13716 3312 17028 307 B S4 42 49.5 16002 3864 19866 401 D S5 35 46 13335 3220 16555 360 C S6 30 27.5 11430 2760 14190 516 E S7 32 27.5 12192 2944 15136 550 F S8 25.5 58 14478 2346 16824 290 B 23 12 15 7239 1104 8343 556 F T 12 43 4572 1104 5676 132 A S10 21 43 8001 1932 9933 231 A S1 18 29 0 1656 1656 57 A S9 19 28.5 0 1748 1748 61 A • DAN GREEN FILE NO. SHEET NO. 3 . 14, ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT 1ST FLOOR HOLDOWNS GRID 1 S2 S3 S4 S5 S6 SHEAR LOAD,V,(plf) 544 292 307 401 360 516 SHEARWALL LENGTH, L(ft) 15.0 29.0 27.5 22.0 22.5 27.5 HEIGHT OF WALL, H (ft) 9 9 9 9 9 9 OVERTURNING MOMENT, Mot(Ib*ft) 146038 61457 72204 113230 90902 187292 NET DEAD LOAD, DL(psf) 20 20 _ 20 20 20 20 DL TRIBUTARY LENGTH,T(ft) 6 8 8 8 8 8 WALL WEIGHT,WW(plf) 108 63 63 63 63 63 POINT LOAD, P(Ib) 432 :' 252 252 252 252 252 RESISTING MOMENT, Mies(Ib*ft) 19278 ; 60648 54751 35706 37270 54751 NET OVERTURNING, NET OT(Ib*ft) 126760 809 17453 77524 53632 132540 T=C,(Ib) 8451 28 635 3524 2384 4820 HOLDOWN HDU14 NO HD ' LTT2OB HDU8 HDU2 HDU8 1ST FLOOR HOLDOWNS GRID 57 S8 23 T S10 S1 SHEAR LOAD,V,(plf) 550 290 556 132 231 57 SHEARWALL LENGTH, L(ft) 27,5 25.0 7.0 21.5 21.5 21.5 HEIGHT OF WALL,.H (ft) 9 9 9 9 9 9 OVERTURNING MOMENT,Mot(Ib*ft) 198140 63615 71602 12197 34243 11030 NET DEAD LOAD, DL(psf) 20 20 20 20 20 20 DL TRIBUTARY LENGTH,T(ft) 8 8 4 4 8 8 WALL WEIGHT,WW(plf) 63 63 108 63 63 108 POINT LOAD, P(Ib) 252 252 432 252 252 432 RESISTING MOMENT, M,8s(Ib*ft) 54751 45593 4578 23081 34175 42738 NET OVERTURNING, NET OT(Ib*ft) 143389 18023 67024 -10884 68 -31708 T=C,(Ib) 5214 721 9575 -506 3 -1475 HOLDOWN HDU8 LTT20B HDU14 NO HO NO HD NO HD 1ST FLOOR_ HOLDOWNS GRID S9 SHEAR LOAD,V,(plf) 61 SHEARWALL LENGTH, L(ft) 5 HEIGHT OF WALL, H(ft) 9 OVERTURNING MOMENT, Mot(Ib*ft) 2745 NET DEAD LOAD, DL(psf) 20 DL TRIBUTARY LENGTH,T(ft) 8 WALL WEIGHT,WW(plf) 108 POINT LOAD, P(Ib) 432 RESISTING MOMENT, M,0 (Ib*ft) 3306 NET OVERTURNING, NET OT(Ib*ft) -561 T=C,(Ib) -112 HOLDOWN NO HD DAN GREEN FILE NO. SHEET NO. 3 . 11 ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT m Seismic load parallel to ridge (1st floor shearwalls) Wx(plf)= 162 grid# Tributary Width,w Total Shearwall Length,L R roof+3rd R 2nd Rtotal Vx=Rtotal/I Shearwall Type X 20 40 13320 3240 18580 414 D X.6 36.5 107.5 24309 5913 30222 281 B Y 17 32 11322 2754 14076 440 D Seismic load parallel to ridge (1st floor shearwalls) Wx(pif)= 278 , grid# Tributary Width,w Total Shearwall Length, L R roof+3rd R 2nd Rtotal Vx=Rtotal/1 Shearwall Type U 17 54 19414 4726 24140 447 D U.6 34 160 38828 9452 48280 302 B V 17 45 19414 4726 24140 536 F Seismic load parallel to ridge-(1st floor shearwalls) Wx(plf)= 148 grid# Tributary Width,w Total Shearwall Length, L R roof R 2nd Rtotal Vx=Rtotal/l Shearwall Type 11.6 45.5 91.5 14333 6734 21067 230 A. DAN GREEN FILE NO. SHEET NO. 3• 1? ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT 1ST_ FLOOR HOLDOWNS GRID X X.6 Y U U.6 V 11.6 SHEAR LOAD,Vx(plt) 414 281 440 447 302 536 230 SHEARWALL LENGTH,L.(ft) 3.0 6.0 3:0 3.0 11.5 3.5 40.0 HEIGHT OF WALL,H(ft) 9 9 9 9 9 9 9 OVERTURNING MOMENT,M0 (1b*ft) 21285 23513 22824 23229 35499 32971 -129075 NET DEAD LOAD,DL(pet) 20 20 20 20 20 20 20 DL TRIBUTARY LENGTH,T(ft) 12 16 12 12 16 12 16 WALL WEIGHT,WW(plt) 108 63 108 108 63 108 63 POINT LOAD,P(lb) 432 252 432 432 252 432 252 RESISTING MOMENT,Mme$(Ib*ft) 1717 5044 1717 1717 16934 2186 189888 NET OVERTURNING,NET OT(Ib*ft) 1.9568 18469 21107 21512 18565 30785 -318963 T=C,(lb) 6523 3078 7036 7171 1614 8796 -7974 HOLDOWN HDU8 HDU4 HDU8 HDU8 HDU2 HDU14 NO HD W/6X6 W/6X6 W/6X6 DAN GREEN FILE NO. SHEET NO. 3, l 5 ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT WING B Loading Perpendicular to Ridge seismic load wind load V Roof(plf)= 0.089[17(69)+12(4.5)(2)+7(4.5)(6)}= 131 86 V 3rd(plf)= 0.089[23(69)+12(9)(2)+7(9)(6)]= 194 200 V 2nd(plf)= 0.089[23(100)+12(9)(2)+7(9)(6)]= 261 200 585 485 SEISMIC CONTROLS distribution of seismic forces level V H V*H V*H!EV*H seismic wind Roof 131 40.5 5299 0:44 ei 1 '10:;:::: :,:',0-.t _£ 3rd 194 21.0 4076 0.34 '' 197' 1 10,0 2nd 261 10.5 2735 0.23 :1': 51:°3 - ' _- '2Q 12110 1.00 585 485 Loading Parallel'to Ridge seismic load wind load V Roof(plf)= 0.089[17(137)+7(4.5)(12)]= 241 152 V 3rd(plf)= 0.089[23(137)+7(9)(12)]= 348 200 V 2nd (plf)= 0.089[23(137)+7(9)(12)]= 348 200 936 551 SEISMIC CONTROLS distribution of seismic forces level V H V*H V*H/EV*H seismic wind Roof 241 40.5 9757 „ , 0A7 441' 12 3rd 348 21.0 7302 0.35 j -41;A:',_ 200: 2nd 348 10.5 3651 0.18 1`' At ' 1 200 y ` 20711 1.00 936 551 DAN GREEN FILE NO. SHEET NO. 3,,o ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT Seismic load perpendicular to ridge (3rd floor shearwalls) Wx(plf)= 256 grid# Tributary Width,w Total Shearwall Length, L E wil Vx=Wx(w/l) Shearwall Type P E 6 22 0.27 70 A G 25 41.5 0.60 154 A K 37.5 46 0.82 209 A P 37.5 54 0.69 178 A R.8 25 28 0.89 229 A T 6 30.5 0.20 50 A DAN GREEN FILE NO. SHEET NO. 3 ..A I ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT 3RD FLOOR HOLDOWNS GRID E G K P R.8 T SHEAR LOAD,V,(plf) 70 154 209 178 229 50 SHEARWALL LENGTH,L(ft) 22 19 21.5 24.5 6 30.5 HEIGHT OF WALL,H(ft) 9 9 9 9 9 9 OVERTURNING MOMENT,Mot(Ib*ft) 13860 26334 40442 39249 11336 13725 NET DEAD LOAD,DL(psf) 17.0 17.0 17.0 17.0 17.0 17.0 DL TRIBUTARY LENGTH,T(ft) 4 8 8 8 8 4 WALL WEIGHT,WW(plf) 63 63 63 63 63 63 POINT LOAD, P(Ib) 252 252 252 252 252 252 RESISTING MOMENT,M, (Ib*ft) 22348 24425 30847 39539 2638 41170 NET OVERTURNING, NET OT(Ib*ft) -8488 1910 9594 -290 8698 -27445 T=C,(Ib) -386 101 446 -12 1581 -900 HOLDOWN NO HD NO HD CS16 NO HD CS16 NO HD DAN GREEN FILE NO. SHEET NO. 3-�� ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT Seismic load parallel to ridge (3rd floor shearwalls) Wx(plf)= 441 grid# Tributary Width,w Total Shearwall Length, L' w/I Vx=Wx(w/l) Shearwall Type 10 16 43 0.37 164 A 11.4 19.5 98 0.20 88 A 11.6 19.5 110.5 0.18 78 A 14 16 54.5 0.29 129 A DAN GREEN FILE NO. SHEET NO. 3.S-3 ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT 3RD FLOOR HOLDOWNS GRID 10 11.4 11.6 14 SHEAR LOAD,V.(plf) 164 88 78 129 SHEARWALL LENGTH,L(ft) 3.0 5.0 4.5 3.5 HEIGHT OF WALL,H(ft) 9 9 9 9 OVERTURNING MOMENT,M((Ib*ft), 4428 3960 3159 4064 NET DEAD LOAD,DL(psf) 17 17 17 17 _ DL TRIBUTARY LENGTH,T(ft) 16 , 19 19 16 WALL WEIGHT,WW(plf) 108 63 63 108 POINT LOAD,P(lb) 432 252 252 432 RESISTING MOMENT,M,„,(Ib*ft) 1804 3651 3025 2304 NET OVERTURNING,NET OT(Ib*ft) 2624 309 134 1760 T=C,(lb) 875 62 30 503 HOLDOWN CS16 NO HD NO HD CS16 DAN GREEN FILE NO. SHEET NO. 3•a`i ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT Seismic load perpendicular to ridge(2nd floor shearwalls) Vx(plf)= 197 grid# Tributary Width,w Total Shearwall Length,L R roof R 3rd Rtotal Vx=RtotalIl Shearwall Type E 6 20.5 1536 1182 2718 133 A G 25 29 6400 4925 11325 391 D K 37.5 38.5 9600 7388 16988 441 D P 37.5 46.5 9600 7388 16988 365 C R.8 25 29 6400 4925 11325 391 D T 6 25.5 1536 1182 2718 107 A DAN GREEN FILE NO. SHEET NO. 3.,./-5 ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT 2ND FLOOR HOLDOWNS GRID E G - K P R.8 T SHEAR LOAD,Vx(plf) 133 391 441 365 391 107 SHEARWALL LENGTH,L(ft) 21 29 6.0 5.0 29 25.5 HEIGHT OF WALL, H(ft) 9 - 9 9 9 9 9 OVERTURNING MOMENT, M0(Ib*ft) 16051 103961 33408 16135 110749 -2889 NET DEAD LOAD, DL(psf) 20 20 20 20 20 20 DL TRIBUTARY LENGTH,T(ft) 4 8 8 8 8 4 WALL WEIGHT,WW(plf) 63 63 63 63 63 63 POINT LOAD,P(lb) 252 252 252 252 252 252 RESISTING MOMENT,M„,,„(Ib*ft) 21128 60648 3316 2429 60648 31751 NET OVERTURNING, NET OT(Ib*ft) -5077 43313 30093 13706 50101 . -34640 T=C,(lb) -248 1494 5015 2741 1728 -1358 HOLDOWN NO HD cs16 MST60 MST48 CS14 NO HD DAN GREEN FILE NO. SHEET NO. 3•a b ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT 2ND FLOOR HOLDOWNS GRID 10 11.4 11.6 14 SHEAR LOAD,V,,(plf) 484 418 418 132 SHEARWALL LENGTH,L(ft) 3.0 3.5 5.0 11.5 • HEIGHT OF WALL,H(ft) 9 9 9 9 OVERTURNING MOMENT,Ma(Ib*ft) 15892 13476 18944 15422 NET DEAD LOAD,DL(psf) 20 20 20 20 DL TRIBUTARY LENGTH,T(ft) 16 19 19 16 WALL WEIGHT,WW(plf) 108 63 63 108 POINT LOAD,P(lb) 432 _ 252 252 432 RESISTING MOMENT,M,„,(1b*ft) 1933 2157 4079 19962 NET OVERTURNING,NET OT(Ib"ft) 13759 _ 11319 14865 -4540 T=C,(Ib) 4586 3234 2973 -395 HOLDOWN MST60 MST60 MST48 NO HD DAN GREEN FILE NO. SHEET NO. 3 - 7 ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT 1ST FLOOR HOLDOWNS GRID E G K P R.8 T SHEAR LOAD,Vx(plf) 171 344 345 388 504 80 SHEARWALL LENGTH,L(ft) 20.5 5.0 4.5 4.5 29.0 44.0 HEIGHT OF WALL,H(ft) 9 9 9 9 9 9 OVERTURNING MOMENT,Mot(Ib*ft) 26472 58793 44065 29420 181645 -2960 NET DEAD LOAD,DL(psf) 20 20 _ 20 20 20 20 DL TRIBUTARY LENGTH,T(ft) 4 8 8 8 8 4 WALL WEIGHT,WW(plf) 63 63 63 63 63 63 POINT LOAD, P(lb) 252 252 252 252 252 252 RESISTING MOMENT,Mres(Ib*ft) 21128 2429 2035 2035 60648 89707 NET OVERTURNING, NET OT(Ib*ft) 5344 56364 42030 ' 27385 120998 -92667 T=C.,(lb) 261 11273 9340 6086 4172 -2106 HOLDOWN NO HD HDU14 'HDU14 HDU8 HDU8 NO HD 4.7%OK W/6X6 DAN GREEN FILE NO. SHEET NO. '3 •a8 ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT Seismic load perpendicular to ridge(1st floor shearwalls) Wx(plf)= 132 grid# Tributary Width,w Total Shearwall Length,L R roof+3rd R 2nd Rtotal Vx=RtotaUl Shearwall Type E 6 20.5 2718 792 3510 171 A G 25 42.5 11325 3300 14825 344 B K 37.5 63.5 16988 4950 21938 345 B P 37.5 56.5 16988 4950 21938 388 D R.8 25 29 11325 3300 14625 504 E T 6 44 2718 792 3510 80 A DAN GREEN FILE NO. SHEET NO. 3..a9 ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT Seismic load parallel to ridge(1st floor shearwalls) Wx(plf)= 165 grid# Tributary Width,w Total Shearwall Length,L R roof+3rd R 2nd Rtotal Vx=Rtotal/I ` Shearwall Type 10 16 34 12336 2640 14976 440 D 11.4 19.5 51 15035 3218 18252 358 C 11.6 19.5 25.25 15035 3218 18252 723 G 14 16 25 12336 2640 14976 599 G 16 28 48 0 4620 4620 96 A 20 15.5 29 0 2558 2558 88 A DAN GREEN FILE NO. SHEET NO. 3.3 a ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT 1ST FLOOR HOLDOWNS GRID 10 11.4 11.6 14 16 20 SHEAR LOAD,V„(plf) 440 358 723 599 96 88 SHEARWALL LENGTH,L(ft) 3.0 4.5 4.0 9.0 5 9.5 HEIGHT OF WALL,H(ft) 9 9 9 9 9 9 OVERTURNING MOMENT,M,,(1b*ft) 25639 25818 40893 43979 3888 7524 NET DEAD LOAD,DL(psf) 20 20 20 20 17 17 DL TRIBUTARY LENGTH,T(ft) _ 16 19 19.0 . 16.0 17.0 6.0 WALL WEIGHT,WW(plf) 108 63 63 108 108 108 POINT LOAD,P(lb) 432 252 252 432 432 432 RESISTING MOMENT,M,,„(Ib*ft) 1933 3372 2731 12733 3578 8148 NET OVERTURNING,NET OT(Ib*ft) 23706 22446 38162 31246 310 -624 T=C,(Ib) 7902 4988 9540 3472 69 -66 HOLDOWN HDU11 HDU8 HDU14 HDU8 NO HD NO HD DAN GREEN FILE NO. SHEET NO. S• 3 ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT Loading Perpendicular to Ridge seismic load wind load V Roof(plf)= 0.089[17(68)+12(4.5)(2)+7(4.5)(4)]= 124 86 V 3rd(plf)= 0.089[23(65)+1.2(9)(2)+7(9)(4)]= 175 186 V 2nd(plf)= 0.089[23(65)+12(9)(2)+7(9)(4)]= 175 200 473 471 SEISMIC CONTROLS distribution of seismic forces level V H V*H V*H/EV*H seismic wind Roof 124 31.5 3897 0.41 196 ;.. 1_ 86,_ 3rd 175 21.0 3669 0.39 .1851 -,-.: I 1;86 2nd 175 1.0.5 1834 0.20 !�_ ,02_ ;_' 200. 9400 1.00 473 471 Loading Parallel to Ridge(grid 2-5) seismic load wind load V Roof(plf)= 0.089[17(112)+7(4.5)(8)+12(4.5)(2)]= 201 152 V 3rd(plf)= 0.089[23(112)+7(9)(8)+12(9)(2)]= 293 186 V 2nd(plf)= 0.089[23(112)+7(9)(8)+12(9)(2)]= 293 200 788 538 SEISMIC CONTROLS distribution of seismic forces level V H V*H V*H/EV*H seismic wind Roof 201 31.5 6347 0.41 '. ..321 i 162 0.40 . 3rd 293 21.0 6160 J 3 1: ; .„166;; 2nd 293 10.5 3080 0.20 i 156. = 200 15587 1.00 788 538 Loading Parallel to Ridge(grid 11 -13) seismic load wind load V Roof(plf)= 0.089[17(83)+7(4.5)(6)+12(4.5)(1)]= 147 152 V 3rd (plf)= 0.089[23(83)+7(9)(6)+12(9)(1)]= 213 186 V 2nd (plf)= 0.089[23(135)+7(9)(11)+12(9)(1)]= 348 200 708 538 SEISMIC CONTROLS distribution of seismic forces level V H V*H V*H/EV*H seismic wind Roof 147 31..5 4637 0.36 j _ 257X f-': ,. p:1.52' , 3rd 213 21.0 4476 0.35 C a..; 2L, „ _,16, ; 2nd 348 10.5 3650 0.29 . ' O2 ;20.0.; 12763 1.00 708 538 DAN GREEN FILE NO. SHEET NO. 3.3a. ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT Loading Parallel to Ridge(grid C-D) seismic load wind load V Roof(plf)= 0.089[17(260)+7(4.5)(22)+12(4.5)(2)] 465 152 V 3rd(plf)= 0.089[23(260)+7(9)(22)+12(9)(2)]= 675 186 V 2nd(plf)= 0.089[23(260)+7(9)(22)+12(9)(2)]= 675 200 1814 538 SEISMIC CONTROLS distribution of seismic forces level V H V*H V*H/EV*H seismic wind Roof 465 31.5 14637 0.41 z , s 3rd 675 21.0 14171 0.391 k :- _, _ 86 z. 2nd 675 10.5 7085 0.20 - 0'p3 200 35893 1.00 1814 538 Loading Parallel to Ridge(grid 21 -22) seismic load wind load V Roof(plf)= 0.074[17(112)+7(4.5)(8)+12(4.5)(2)]= 201 152 V 3rd (plf)= 0.074[23(112)+7(9)(8)+12(9)(2)]= 293 186 V 2nd (plf)= 0.074[23(144)+7(9)(12)+12(9)(2)]= 381 200 876 538 SEISMIC CONTROLS distribution of seismic forces level V H V*H V*H/EV*H seismic wind Roof 201 31.5 6347 0.38 331: _ ;- X1;52 3rd 293 21.0 6160 0.37 r ` 327` - _ 2186 2nd 381 10.5 4003 0.24 `'''' 21° ` p:" ^, '200 16511 1.00 876 538 Loading Parallel to Ridge(grid A-A.8) seismic load wind load V Roof(plf)= 0.089[17(158)+7(4.5)(12)+12(4.5)(2)]= 282 152 DAN GREEN FILE NO. SHEET NO. S •3 ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT Seismic load perpendicular to ridge (3rd floor shearwalls) Wx(plf)= 196 grid# Tributary Width,w Totai Shearwall Length, L- w/I Vx=Wx(w/l) Shearwall Type B 15 32 _ 0.47 92 A F 15 32 0.47 92 A E 12.5 43 0.29 57 A DAN GREEN FILE NO. SHEET NO. 3 .3 q ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT ,3rd FLOOR HOLDOWNS GRID B F E SHEAR LOAD,Vx(plf) 92 92 57 SHEARWALL LENGTH, L(ft) 6.0 6.0 21.5 HEIGHT OF WALL, H (ft) 9 9 9 OVERTURNING MOMENT,Ma(Ib*ft) 4968 4968 11030 NET DEAD LOAD,DL(psf) 17.0 17.0 17.0 DL TRIBUTARY LENGTH,T(ft) 6 6 4 WALL WEIGHT,WW(plf) 108 108 63 POINT LOAD, P(lb) 432 432 252 RESISTING MOMENT, M,,,(1b*ft) 3823 3823 21417 NET OVERTURNING, NET OT(Ib*ft) 1145 1145 -10388 T=C,(lb) 191 191 -483 HOLDOWN NO HD NO HD NO HD DAN GREEN FILE NO. SHEET NO. 3.3 S ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT Seismic load parallel to ridge (3rd floor shearwalls) Wx(plf)= 321 Grid 5, Wx(plt)= 1,96 grid# Tributary Width,w J Total Shearwall Length, L w/I Vx=Wx(w/I) Shearwall Type 2 25 53 0.47 151 A 5 46.5 79 0.59 155 A Seismic load parallel to ridge - (3rd floor shearwalls) Wx(pif)= 257 Grid 11 & 13, Wx(pif)= 196 grid# Tributary Width,w Total Shearwall Length, L w/I Vx=Wx(w/I) Shearwall Type 11 33 41 0.80 175 A 11.4 15 48.5 0.31 79 A 11.6 15 48.5 0.31 79 A 13 42.5 41 1.04 221 A Seismic load parallel to ridge - (3rd floor shearwalls) Wx(plf)= 740 Grid C&D,Wx(pif)= 196 grid# Tributary Width,w Total Shearwall Length„L w/I Vx=Wx(w/l) Shearwall Type C 41.5 110.5 0.38 231 A D 41.5 124.5 0.33 228 A Seismic load parallel to ridge -(3rd floor shearwalls) Wx(pif)= 337 Grid 21, Wx(plf)= 196 grid# Tributary Width,w Total Shearwall Length, L w/t Vx=Wx(w/l) Shearwall Type 21 57 79 0.72 186 A 22 25 53 0.47 159 A DAN GREEN FILE NO. SHEET NO. 3.3 C, ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT 3RD FLOOR HOLDOWNS GRID 2 5 11 11.4 11.6 13 C D SHEAR LOAD,Vx(pIO) 151 155 175 79 79 221 231 228 ` SHEARWALL LENGTH,L(ft) 3.0 3.5 5.0 6:5 8.5 5.0 3.0 3.0 HEIGHT OF WALL,H(ft) 9 9 9 9 9 9 9 9 OVERTURNING MOMENT,Mot(Ib*ft) 4077 4883 7875 4822 4622 9945 6237 6156 NET DEAD LOAD,DL(psf) 17.0 17.0 17.0 17.0 17.0 17.0 17.0 17.0 DL TRIBUTARY LENGTH,T(ft) 12 12 12 16 16 12 12 12 WALL WEIGHT,WW(plf) 108 108 108 63 63 108 108 108 POINT LOAD,P(Ib) 432 432 432 252 252 432 432 432 RESISTING MOMENT,M (1b*ft) 1620 2054 3636 5229 5229 3636 1620 1620 NET OVERTURNING,NET OT(1b*ft) 2457 2829 4239 -607 -607 . 6309 4617 4536 T=C,(Ib) 819 808 848 -93 -93 1262 1539 1512 HOLDOWN CS16 CS16 CS16 NO HD NO HD CS16 CS16 CS16 3RD FLOOR HOLDOWNS GRID 21 22 SHEAR LOAD,Vx(plf) 186 159 SHEARWALL LENGTH,L(ft) 3:5 3M HEIGHT OF WALL,H(ft) 9 9 OVERTURNING MOMENT,Mot(Ib*ft) 5859 4293 NET DEAD LOAD,DL(psf) 17.0 17.0 DL TRIBUTARY LENGTH,T(ft) 12 _ 12 WALL WEIGHT,WW(plf) 108 108 POINT LOAD,P(Ib) 432 432 RESISTING MOMENT,M,es(Ib*ft) 2054 1620 NET OVERTURNING,NET OT(Ib*ft) 3805 2673 T=C,(Ib) 1087 891 HOLDOWN CS16 CS16 DAN GREEN FILE NO. SHEET NO. 3•31 ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT Seismic load perpendicular to ridge(2nd floor shearwalls) Vx(plf)= 185 grid# Tributary Width,w Total Shearwall Length,11 R roof R 3rd Rtotal , Vx=Rtotal/l Shearwall Type B 15 32 2940 2775 5715 179 A F 15 32 2940 2775 5715 179 A E 12.5 43 2450 2313 4763 111 A DAN GREEN FILE NO. SHEET NO. 3,S8 ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT 2ND FLOOR HOLDOWNS GRID B F E SHEAR LOAD,V„(plf) 179 179 111 SHEARWALL LENGTH,L(ft) 6.0 _ 6.0 21.5 HEIGHT OF WALL,H(ft) 9 9 9 OVERTURNING MOMENT,Mc*(Ib*ft) 10811 10811 11091 NET DEAD LOAD,DL(psf) 20 20 20 DL TRIBUTARY LENGTH,T(ft) 4 4 4 WALL WEIGHT,WW(plf) 108 108 63 POINT LOAD,P(lb) 432 432 252 RESISTING MOMENT, Kos(1b*ft) 3586 3586 23081 NET OVERTURNING, NET OT(Ib*ft) 7225 7225 -11991 T=C,(lb) 1204 1204 -558 HOLDOWN CS16 CS16 NO HD DAN GREEN FILE NO. SHEET NO. 3.39 ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT Seisimc load parallel to ridge(2nd floor shearwalls) Vx(pif)= 311 Grid 5,Wx(pit)= 185 grid# Tributary Width,w `Total Shearwall Length,L R roof R 3rd Rtotal Vx=Rtotal/i Shearwall Type 2 16 53 8025 4976 13001 245 A 5 37.5 79 12239 6777 19016 241 A 2.9 25 50 0 7775 7775 156 A Seismic load parallel to ridge(2nd floor shearwalls) Vx(plf)=248 Grid 11 &13,Wx(plf)= 185 gild# Tributary Width,w 'Total Shearwall Length,L R roof R 3rd Rtotal Vx=Rtotaili Shearwall Type 11 33 41 7185 6845 14030 342 B 11.4 15 48.5 3855 3720 7575 156 A 11.6 15 48:5 3855 3720 7575 156 A 13 42.5 41 9047 8649 17696 432 D Seismic load parallel to ridge(2nd floor shearwalls) Vx(plf)= 716 Grid C&D,Wx(plf)= 185 grid# Tributary Width,w Total Shearwall Length,L R roof R 3rd Rtotal Vx=Rtotal/l Shearwall Type C 30 114.5 25490 13784 ' 39274 343 B D 26.5 124.5 28430 19065 47495 381 D C.4 25 52 0 17900 17900 344 B Seismic load parallel to ridge(2nd floor shearwalls) Vx(plf)= 327 Grid 21,VVx(plf)= 185 grid# Tributary Width,w Total Shearwall Length,L R roof R 3rd Rtotal Vx=Rtotal/l Shearwall Type 21 41.5 79 14697 9354 24051 304 B 22 15 53 8425 4905 13330 252 A 21.4 25 52 0 8175 8175 157 A DAN GREEN FILE NO. SHEET NO. 3,y 0 ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT 2ND FLOOR HOLDOWNS GRID 2 5 11 11.4 11.6 13 C D SHEAR LOAD,Vx(plf) 245 241 342 156 156 432 343 381 SHEARWALL LENGTH,L(ft) 3.0 3.5 5.0 6.0 6.0 5.0 3.0 3.0 HEIGHT OF WALL,H(ft) 9 9 9 9 9 9 9 9 OVERTURNING MOMENT,Mot(Ib*ft) 9072 10420 19629 7817 7817 25749 13878 14823 NET DEAD LOAD,DL(psf) 20 20 20 20 20 20 20 20 DL TRIBUTARY LENGTH,T(ft) 12 12 12 16 16 12 12 12 WALL WEIGHT,WW(plf) 108 108 108 63 63 108 108 108 POINT LOAD,P(Ib) 432 432 432 252 252 432 432 432 RESISTING MOMENT,M, (Ib*ft) 1717 2186 3906 5044 5044 3906 1717 1717 NET OVERTURNING,NET OT(Ib*ft) 7355 8234 15723 2773 2773 21843 12161 13106 T=C,(lb) 2452 ' 2353 3145 462 462 4369 4054 4369 HOLDOWN CS14 - CS14 MST48 ` CS16 CS16 MST60 MST60 MST60 2ND FLOOR HOLDOWNS GRID 21 22 2.9 C.4 21.4 SHEAR LOAD,Vx(elf) 304 252 156 344 157 SHEARWALL LENGTH,L(ft) 3.5 3.0 11.0 5.5 12.0 HEIGHT OF WALL,H(ft) 9 9 9 9 9 OVERTURNING MOMENT,Ma(Ib*ft) 13381 9477 15444 17028 16956 NET DEAD LOAD,DL(psf) 20 20 20 20 20 DL TRIBUTARY LENGTH,T(ft) 12 12 16 16 16 WALL WEIGHT,WW(plf) 108 - 108 63 63 63 POINT LOAD,P(lb) 432 432 252 252 252 RESISTING MOMENT,M,a,(Ib*ft) 2186 1717 15566 4307 18360 NET OVERTURNING,NET OT(Ib*ft) 11195 7760 -122 12721 -1404 1Tom,(Ib) 3199 2587 -11 2313 -117 HOLDOWN MST48 MST48 NO HD CS14 NO HD DAN GREEN FILE NO. SHEET NO. 3,`f I ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT Seismic load perpendicular to ridge(1ST floor shearwalls) Wx(plf)= 92 grids# Tributary Width,w Total Shearwall Length, L R roof+3rd ' R 2nd Rtotal Vx=Rtotal/l Shearwall Type B 15 36 5715 1380 7095 197 A F 15 36 5715 1380 7095 197 A E 12.5 43 4763 1150 5913 138 A S11 34.5 16 0 3174 3174 198 A DAN GREEN FILE NO. SHEET NO. 3.4 a ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT — 1ST FLOOR HOLDOWNS GRID B F E S11 SHEAR LOAD,Vx(plf) 197 197 138 198 SHEARWALL LENGTH,L(ft) 6.0 6.0 21.5 : 16.0 HEIGHT OF WALL,H(ft) 9 9 9 9 OVERTURNING MOMENT, Mot(Ib*ft) 17863 17863 14712 28512 NET DEAD LOAD,DL(psf) 20 20 20 20 DL TRIBUTARY LENGTH,T(ft) 4 4 4 8 WALL WEIGHT,WW(plf) 108 108 63 63 POINT LOAD,P(lb) 432 432 252 252 RESISTING MOMENT, M,es(Ib*ft) 3586 3586 23081 19546 NET OVERTURNING,NET OT(Ib*ft) 14278 14278 -8369 8966 T=C,(lb) . 2380 2380 -389 560 HOLDOWN HDU2 HDU2 NO HD LTf20B DAN GREEN FILE NO. SHEET NO. 3.14 a ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT Seismic load parallel to ridge(1st floor shearwalls) Wx(plf)= 156 Grid 5,Wx(plf)= 92 grid# Tributary Width,w Total Shearwall Length,L R roof+3rd R 2nd Rtotal Vx=Rtotal/l Shearwall Type 2 16 53 13001 2496 15497 292 B 5 30.5 79 19016 3382 22398 284 B 2.9 25 50 7775 3900 11675 234 A Seismic load parallel to ridge(1st floor shearwalls) Wx(plf)=202 Grid 11&13,Wx(pif)= 92 grid# Tributary Width,w Total Shearwall Length,L R roof+3rd R 2nd Rtotal Vx=Rtotal/I Shearwall Type ' 11 43 71.5 14030 4301 18331 256 A 11.4 15 80 7575 3030 10605 133 A 11.6 15 71.5 7575 3030 10605 148 A 13 38 56 17696 4761 22457 401 D Seismic load parallel to ridge(1st floor shearwalls) Wx(plf)=358 Grid C&D,Wx(plf)= 92 grid# Tributary Width,w Total Shearwall Length,L_ R roof+3rd R 2nd Rtotal Vx=Rtotal l Shearwall Type C 30 130 39274 8257 47531 366 C D 30 138.5 47495 9510 57005 412 D C.4 26.5 141 17900 9487 27387 194 A Seismic load parallel to ridge(1st floor shearwalls) Wx(plf)=212 Grid 21,Wx(plf)= 92 grid# Tributary Width,w Total Shearwall Length,L' R roof+3rd R 2nd Rtotal Vx=RtotaIII Shearwall Type 21 41.5 103 24051 5078 29129 283 B 22 15 70 13330 3180 16510 236 A 21.4 25 44 8175 5300 13475 306 B Seismic load parallel to ridge(1st floor shearwalls) Wx(pif)=282 Grid 21,Wx(pif)= 92 grid# Tributary Width,w Total Shearwall Length,L R roof+3rd R2nd Rtotal Vx=RtotaIIl Shearwall Type A 17 105.5 0 4794 4794 45 A B(11-22) 27.5 92.5 0 6138 6138 66 A DAN GREEN FILE NO. SHEET NO. 3•y 4 ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT i 1ST FLOOR HOLDOWNS GRID 2 5 11 11.4 11.6 13 C D SHEAR LOAD,Vx(plf) 292 284 256 133 148 401 366 412 SHEARWALL LENGTH,L,(ft) 3.0 _ 3.5 3.5 4.0 6.0 4.0 4.0 4.0 HEIGHT OF WALL,H(ft) 9 9 9 9 9 9 9 9 OVERTURNING MOMENT,11110,(Ib*ft)' 15239 17180 23787 7561 10765 36279 25337 27938 NET DEAD LOAD,DL(psf) 20 20 17 20 20 17 20 20 DL TRIBUTARY LENGTH,T(ft) 12 12 12 12 16 12 12 12 WALL WEIGHT,WIN(plf) 108 108 108 108 63 108 108 108 POINT LOAD,P(Ib) 432 432 432 . 432 252 432 432 432 RESISTING MOMENT,Km(1b*ft) 1717 2186 2054 2707 5044 2534 2707 2707 NET OVERTURNING,NET OT(Ib*ft) 13522 14994 21733 4854 5721 33745 22630 25231 T=C,(Ib) 4507 ' 4284 6209 ' 1213 954 8436 5657 6308 HOLDOWN , HDU8 HDU8 HDU8 LTT2OB LTT2OB HDU14 HDU8 HDU8 W/6X6 W/6X6 1ST FLOOR HOLDOWNS GRID 21 22 2.9 CA 21.4 SHEAR LOAD,Vx(plf) _ 283 236 234 194 306 SHEARWALL LENGTH,L(ft) 3:5 3.0 11.0 4.0 6.0 HEIGHT OF WALL,H(ft) 9 9 9 9 9 OVERTURNING MOMENT,M,:(Ib*ft) 12720 9045 23166 6984 16524 NET DEAD LOAD,DL(psf) 20 _ 20 20 20 20 DL TRIBUTARY LENGTH,T(ft) 12 12 16 16 16 WALL WEIGHT,WIN(plf) 108 108 83 63 63 POINT LOAD,P(Ib) 432 432 252 252 252 RESISTING MOMENT,Mm,(ib*ft) 2186 1717 15566 2443 5044 NET OVERTURNING,NET OT(Ib*ft) 10534 7328 7600 4541 11480 T=C,(Ib) 3010 2443 691 1135 1913 HOLDOWN HDU4 HDU2 LTT2OB LTT2OB HDU2 DAN GREEN FILE NO. SHEET NO. 3, 45 ENGINEERING,INC. DESIGNER DATE SALEM,OREGON CLIENT (503)391-2309 PROJECT 1