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Plans HsTao-o$'- c� 17z MsraovS- crv177 • D ' �'I �'2aaFs-� 173 MS - s'-c-o I7 it A4sra24o8'-ate/8o DEC 19 2008 /14 T- g-oz� l75 MSS ate$- /r/CITY OF TIGARD sT�g-Od I �� BUILDING DIVISION A4 57- 1768. �Jla� • MS ToZaaB'-� /W-1- A4.57-07e0 -croI STRUCTURAL CALCULATIONS Longstaff Condominiums Tigard, Oregon RFA PROJECT NO.: 080394-01 DATE: November 5, 2008 CODE: 2006 IBC 08 fp rfa structural engineers ; ���� PROffrJ�O 04 1 .9. AIR r • 2013 4t" Avenue -o 3 ge SUITE 202 r 78, ` S`' SEATTLE, WASHINGTON 98121 JOHN ,EXPIRATION DATE:°I "71 TELEPHONE: (206) 615-9700 l - 1 FAX: (206) 615-7737 WEB SITE: www.rfaengineers.com r I I I I I I I I I I 1 1 1 1 I 1 1 1 1 1 I 1 I I • i , I ......4 i_,.. ....___ / ...1 ' ! ' / -{----4-- 1----- 4---4 1 " -i-- ' 1- 1 -I- t••••• I -r- -I----1" , , I i I 1 ■ I 1 . I 1 1 1 i ...... . 1 E . / I I 1 ! / ! • E I . 4!11 - -1 4-- 1 / 1 • „ft ,--i-----, , _ , . 1 , __ I- r- .4, . SOWS ISM I 1 1.11.111.1 ..- trig dw.../7,-,-•N,"_":.._., I / • 1 i i --i-...--.i-.-.-.-..---........-..- / I ..•••.- i I . I I 1 I , I I 11=111 itri 0 14 I / / ' 1 ' f-----,----1-----t-- . i 1 i 1 1 1 -- I 11 1 -----4- 1-----1--------1---"4"----1 I I I , , I ; - 4- .C: I I ig 1 i , __ _ ., 1 k 11 , I 1 , , , E 1"- . i ..1.........1 __r, r i A Ilmmiummonnic.._ I 1 I .._._ 1 1 , I 1 i 1 ._,,,,.„....ilimaimp......ommit 1 i 1 ,.._. .,..! .1.. „.... , .÷.___”4._ is___ mr_mmisk'Nwilf . , , I iiii , 1 1111 . 1 11 .Fi . 1..•_____ A : : I IN , ---r----,--- , , , , I k i i 1 1 1 I --I- 1 1--- r 1 j\. .............,.... . _a 9 L_ z r x 8 I . I I I t! qJ2I a , J...._ i --i- k - . , . 1 l•--7 _ L ____,..___________________- I I i - 1 , 1 1 _I 6-PLEX BUILDING 2nd FLOOR SHEAR AND ROOF FRAMING PLAN I 1 I I i 1 SUILDS4 rS snwntocAl ASP,lipellOrs 1 ! ---'--"1"-- I 1 i : i 1- --, I 1 1 --4 4 ----.- I 1. i I I I --f ----,- t I 1 t 1--• 1 - 1 ' _...0 A . A 4,..41 .c t . i . I 1 1 i ;. [ I I i H -4- -t-_ •-- 1 .47P (P40 : I ir,zr 0 I I 1 1 1 r-- 1 1 1 i . 4. _ L i ' 1 i ' 4 i I-I 1 1 E 1 I ----- I I -I I i -4- I -1---- T I 1 I I I 1 i ' I I- I t I . L......._..... .., _,... 7 T ...-.a.- .............41 i 47 i 1 I ------r----d .-..---_...i1,........-.. _.-.....tI I... l 1 i . ,* , I i I 1 1 I 1 I I I t 1 - " t t rfa SUBJECT Tooy- r rgeA 1 I ki 6 RFA NO. STRUCTURAL PROJECT DATE :". ENGINEERS CLIENT DESIGN SHEET NO. . , i , i ;TI t , , 1 ; ; ; ! y -/ y I i i t t •j, iii— i i'21) .1111frilliaM)E117;11.- rii_„..L_._..'..._..±.:_.... i "-- ' 11 1 .. „__, _ 1 11111,. III !! lil 1 ,g, ma i-- I „id_ 1_ ....,.„ . c All .- i,:imiliolE3 ,InI lilligni 1 1 __.___._ e ------.-_-•- liiv ........___Lt ...____i.__ i ,,,,,,,,,,,� 1__.___ ,_._.,..._, ........ I� , ' _ ► - _. 1 -r-- i , .._.l. f_ f i !i _(SF ll'aAlliM.(17 .1./ IIN 4—f---± Iij 6-PLEX BUILDING tic FLOOR SHEAR D. U FLOOR FRAMING 610•0110 rc --Y 1 • 1___. 1 7 E jti + i i i i : i .L..__....., ! � �I :III*II:rIIII1IzITt_ t i( 7 i f f T— 1 I ! ! f I I i f a 1 ! [ u, SS 1 1• : rFa SUBJECT RFA NO. S T R U C T U R A L PROJECT DATE ENGINEERS CLIENT DESIGN SHEET NO. f i (1 C )1 I I1,.r A r 1 4. RFA Structural Engineers nxs spreadsheet.ddraawa.,nply..oportaa vdprm5 loaded beam.only Project Langstaff 2001 NDS values&2003 IBC Code Subject Framing Wdead roof 15 For include distnbuted overframmng or dormer loads in Wdead roof Wkve roof 25 psf Wdead upper fl 25 psf Roof Floor Wive upper floor 40 psf On•tn.o en•v2.0 Wall Weight I 10 psf Du•vxo ell. Upper Trib Plate Moment Beam Length I Roof Tnb Floor Tribe Height wo1 w11 Co M Shear V IE Req.TL IE Req LL Size&Species Mcap Mcap>M? Vcap Vcap>V? en Lien ehy u& # (ft) (8) (ft) (ft) (plf) (Pit) , Ik-in) (lb) (k-in') (k-in2) kip-in lb (in) >240 (in) >360 ROOF 1 7 12 0 0 180 300 1 15 35.28 1680 60197 69458 1946 4,13 OF2 V 41.25 ok 3045 ok 0.118 709 0.091 922 2 0 0 0 0 0 0 1 0.00 0 #DIV/0! #01//0! 0022x6 HF2 V 6.36 ok 825 ok 0.000 #DIV/01 0.000 #DIV/0! 2nd Floor 25(point load) 5 65 0 0 0 0 0 1 0.00 0 0 0 002 2x6 HF2 V 8.36 ok 825 do 0.000 #DIV/D! 0.000 #DIV/0! 1 6 0 7 5 0 187.5 300 1 26.33 14625 38273 43740 035(2)208 OF V 28 38 ok 2610 ok 0.075 956 0.057 1255 2 512 0 4.9 0 122.5 196 1 12.52 815.36 15537 17757 008(2)208 HF V 26.81 ok 2175 ok 0 032 1913 0.024 2511 ' at deck 3 12.81 0 0 0 0 0 1 0.00 0 0 0 002 8 HF2 V 8.36 ok 825 ok 0.000 #DIV/0! 0.000 #DIV/0! 4 7 0 6 35 0 158.75 254 1 l 2x 30.34 1444625 51456 58807 019 408 HF2 V 33.88 ok 2537.5 ok 0.125 674 0.095 885 5 10 8 4.1 0 0 61 5 102.5 1 28.69 885.6 75535 87156 020 4x10 HF2 7 50.91 ok 3237.5 ok 0.136 953 0.105 1240 6 6 15 8.7 0 0 100.5 167.5 1 15.20_ 824.1 22793 26299 019 4x8 HF2 V 33 88 ok 2537.5 ok 0049 1521 0037 1978 7 33 16 3 2 0 294.5 487.5 1 12.77 1290.3 10265 11826 019 408 HF2 7 33.88 ok 2537.5 ok 0.012 3378 0.009 4399 8 512 0 67 0 1675 268 1 17 12 1114 88 21245 24280 008(2)208 HF 7 26.81 ok 2175 ok 0.044 1399 0.033 1836 point load 9 4.1 0 0 0 0 0 1 0.00 0 0 0 002 2x6 HF2 ,V 838 ok 825 ok 0.000 #DIV/0!' 0.000 #DIV/0! at deck 10 8 2 0 0 0 0 0 1 0 00 0 0 0 l 002 206 HF2 V 8.36 ok 825 ok 0.000 #DIV/0! 0.000 #DIV/0! 11 11 3 2 2 9 8 178 130 1 58 99 1740.2 142197 168819 osz 6•10 0F1 V 111.69 ok 5921.67 ok 0 128 1061 0 076 1788 point load 12 11.5 0 0 0 0 0 1 0.00 0 0 0 002 206 HF2 V 8.36 ok 825 ok 0.000 #DIV/0! 0 000 #DIV/01 13 3.6 0 8 71 0 217 75 348.4 1 11.01 1019.07 9601 14629 019 4,8 11F2 V 33.88 ok 2537.5 ok 0012 3612 0009 4741 14 5 1 0 6 7 0 167.5 268 1 16.99 1110.525 20997 31995 019 4.8 8F2 V 33.88 ok 2537.5 ok 0.037 1652 0 028 2168 15 10 8 0 7 7 0 192 5 308 1 87 57 2702.7 229157 349192 052 6,10 0F1 V 111.69 ok 5921.67 ok 0.197 658 0 150 864 16 8.71 0 7 7 0 1925. 308 1 56 95 2179.678 120203 183167 068 3.5 x 9.5 Po V 152.69 ok 6428.33 ok 0 105 999 0 080 1311 17 9.22 0 10 1 0 252.5 404 1 83 71 3026 465 187019 284981 068 3.5 x 9.5 F V 152.89 ok 6428.33 ok 0.172 642 0.131 842 point load 18 3 1 0 0 0 0 0 1 0.00 0 0 0 002 2x6 HF2_V 8.36 ok 825 ok 0 000 #DIV/OI 0 000 #DIV/0! deck _ 19 5 8 0 0 0 0 0 1 000 0 0 0 002 206 HF2 V 8.36 ok 825 ok 0.000 #DIV/0l 0 000 #DIV/O! deck 20 5 8 0 0 0 0 0 1 0 00 0 0 0 002 2x6 HF2 V 8.36 ok 825 ok 0.000 #DIV/0! 0 000 #DIV/0! 21 4 1 0 1.1 0 27.5 44 1 1.80 146.575 1791 0845 2729 272 019 4.8 1IF2 V 33 88 ok 2537.5 ok 0.003 19362 0 002 25412 deck 22 11 0 0 0 0 0 1 000 0 0 0 002 2x6 HF2 7 8.36 ok 825 ok 0.000 #DIV/0! 0.000 #DIV/01 deck 23 5 12 0 0 0 0 0 1 000 0 0 0 002 2x6 MF2 'V 8.36 ok 825 ok 0.000 #DIV/01 0.000 #DIV/01 point load 24 12 81 0 0 0 0 0 1 0.00 0 0 0 002 206 HF2 V 836 ok 825 ok 0.000 #DIV/OI 0 000 #DIV/0! Species E(psi) wl w!' Swu)r W t y ��4 DF2 1800000 )r = - M =- A_ �1 LL ^e.o1 HF2 1300000 2 8 384L1 `-TL- 382EI PSL 2000000 k=0 5 for seasoned wood per 2003 IBC Table 1604 3 CF= vanes with size CR= 1 If the member Is repetitive,moment capacity of 115%of listed value CD= 1.15 for snow • eve 15'TJI joists-J1 hy Weyerhaeuser 9 1/2" TJI® 230 @ 12" o/c TJ-Beam 6.30 Serial Number -User 2 10/9/2008 3'30'19 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Pagel Engine Version:6.30 14 CONTROLS FOR THE APPLICATION AND LOADS LISTED a 95' Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Residential-Living Areas(psf):40.0 Live at 100%duration, 25.0 Dead SUPPORTS: Input Bearing Vertical Reactions Ply Depth Nailing Detail Other Width Length (Ibs) Depth Live/Dead/Uplift/Total 1 Stud wall 3.50" 2.25" 298/186/0/485 N/A N/A N/A A3: Rim 1 Ply 1 1/4"x 9 1/2"0.8E TJ- Board Strand Rim Board® 2 Glulam or solid 3.50" Hanger 302/189/0/490 1 9.50" N/A H1:Top None sawn lumber beam Mount Hanger -See iLevel®Specifier's/Builder's Guide for detail(s):A3: Rim Board,H1:Top Mount Hanger HANGERS: Simpson Strong-Tie®Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 2 Top Mount Hanger ITS2.37/9.5 0/12 0 N/A No 0 Douglas Fir -Nailing for Support 2: Face: 2-N10,Top 4-N10, Member: N/A DESIGN CONTROLS: Maximum Design Control Result Location Shear(Ibs) 471 -471 1330 Passed(35%) Rt.end Span 1 under Floor loading Vertical Reaction(Ibs) 471 471 1157 Passed(41%) Bearing 1 under Floor loading Moment(Ft-Lbs) 1708 1708 3175 Passed(54%) MID Span 1 under Floor loading Live Load Defl(in) 0.203 0.363 Passed(U855) MID Span 1 under Floor loading Total Load Defl(in) 0.331 0.725 Passed(U526) MID Span 1 under Floor loading TJPro 42 40 Passed Span 1 -Deflection Criteria:STANDARD(LL:L/480,TL:U240). -Deflection analysis is based on composite action with single layer of 23/32"Structurwood Edge(24"Span Rating)GLUED&NAILED wood decking. -Bracing(Lu):All compression edges(top and bottom)must be braced at 4'8"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - PROJECT INFORMATION: OPERATOR INFORMATION: Longstaff Condominiums Santiago Baez RFA 2013 4th ave. suite 202 seattle,WA 98121 Phone (206)615-9700 sbaez @rfaengineers.com Copyright 0 2007 by iLevel®, Federal Way, WA. TJI® and TJ-Beam® are registered trademarks of iLevel®. e-I Joist°,Pro° and TJ=Pro° are trademarks of iLevel®. Simpson Strong-Tie®Connectors is a registered trademark of Simpson Strong-Tie Company, Inc. • Ieve r 15'TJI joists-J1 nv Weyerhaeuser 9 1/2" TJI® 230 @ 12" o/c TJ-Beam®6.30 Serial Number: User 2 10/9/2008 3:30:19 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 3 Engine Version:6.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 14' 6.00" Max. Vertical Reaction Total (lbs) 485 490 Max. Vertical Reaction Live (lbs) 298 302 Selected Bearing Length (in) 2.25(W) Max. Unbraced Length (in) 56 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 179 -181 Max Shear at Support (lbs) 181 -181 Member Reaction (lbs) 181 181 Support Reaction (lbs) 186 189 Moment (Ft-Lbs) 657 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 466 -471 Max Shear at Support (lbs) 471 -471 Member Reaction (lbs) 471 471 Support Reaction (lbs) 485 490 Moment (Ft-Lbs) 1708 Live Deflection (in) 0.203 Total Deflection (in) 0.331 • r PROJECT INFORMATION: OPERATOR INFORMATION: Longstaff Condominiums Santiago Baez RFA 2013 4th ave.suite 202 seattle,WA 98121 Phone : (206)615-9700 sbaez @rfaengineers.com Copyright ® 2007 by iLevel®, Federal Way, WA. TJI® and TJ-Beam® are registered trademarks of iLevel®. e-I Joist.,Pro. and TJ-Pro° are trademarks of iLevel®. Simpson Strong-Tie®Connectors is a registered trademark of Simpson Strong-Tie Company, Inc. • eve 15'TJI joists-TYP !w weyerhaeusar 9 1/2" TJI® 230 @ 16" o/c • TJ-Beam®6 30 Serial Number - -User.2 10/9/20083.2946 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version 6.30 14 CONTROLS FOR THE APPLICATION AND LOADS LISTED 13'6" 4 Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Residential-Living Areas(psf):40.0 Live at 100%duration,25.0 Dead SUPPORTS: Input Bearing Vertical Reactions Ply Depth Nailing Detail Other Width Length (Ibs) Depth Live/Dead/Uplift/Total 1 Stud wall 3.50" 2.25" 358/224/0/581 N/A N/A N/A A3: Rim 1 Ply 1 1/4"x 9 1/2"0.8E TJ- Board Strand Rim Board® 2 Glulam or solid 3.50" Hanger 362/226/0/589 1 9.50" N/A H1:Top None sawn lumber beam Mount Hanger _ -See iLevel®Specifier's/Builder's Guide for detail(s):A3: Rim Board,H1:Top Mount Hanger HANGERS: Simpson Strong-Tie®Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 2 Top Mount Hanger ITS2.37/9.5 0/12 0 N/A No 0 Douglas Fir -Nailing for Support 2: Face: 2-N10,Top 4-N10, Member: N/A DESIGN CONTROLS: Maximum Design Control Result Location Shear(Ibs) 563 -563 1330 Passed (42%) Rt. end Span 1 under Floor loading Vertical Reaction(Ibs) 563 563 1157 Passed (49%) Bearing 1 under Floor loading Moment(Ft-Lbs) 1831 1831 3175 Passed (58%) MID Span 1 under Floor loading Live Load Defl(in) 0.175 0.325 Passed (U894) MID Span 1 under Floor loading Total Load Defl(in) 0.284 0.650 Passed(U550) MID Span 1 under Floor loading TJPro 42 40 Passed Span 1 -Deflection Criteria:STANDARD(LL:U480,TL:U240). -Deflection analysis is based on composite action with single layer of 23/32"Structurwood Edge(24"Span Rating)GLUED&NAILED wood decking. -Bracing(Lu):All compression edges(top and bottom)must be braced at 4'7"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - PROJECT INFORMATION: OPERATOR INFORMATION: Longstaff Condominiums Santiago Baez RFA 2013 4th ave. suite 202 seattle,WA 98121 Phone: (206)615-9700 sbaez@ rfaengineers.corn Copyright m 2007 by iLevel®, Federal Way, WA. TJI® and TJ-Beam® are registered trademarks of iLevel®. e-I Joist°,Pro° and TJ-Pro° are trademarks of iLevel®. Simpson Strong-Tie®Connectors is a registered trademark of Simpson Strong-Tie Company, Inc. • eve 15'TJI joists-TYP by Weyerhaeuser 9 1/2" TJI® 230 @ 16" o/c . TJ-Beam 6.30 Serial Number. User:2 10/9/20063:29:46PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 3 Engine Version:6.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED '. Load Group: Primary Load Group 13' 0.00" Max. Vertical Reaction Total (lbs) 581 589 Max. Vertical Reaction Live (lbs) 358 362 Selected Bearing Length (in) 2.25(W) Max. Unbraced Length (in) 55 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 214 -217 Max Shear at Support (lbs) 217 -217 Member Reaction (lbs) 217 217 Support Reaction (lbs) 224 226 Moment (Ft-Lbs) 704 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 556 -563 Max Shear at Support (lbs) 563 -563 Member Reaction (lbs) 563 563 Support Reaction (lbs) 581 589 Moment (Ft-Lbs) 1831 Live Deflection (in) 0.175 Total Deflection (in) 0.284 - PROJECT INFORMATION: OPERATOR INFORMATION: Longstaff Condomniums Santiago Baez RFA 2013 4th ave.suite 202 seattle,WA 98121 Phone: (206)615-9700 sbaez@rfaengineers.com Copyright ® 2007 by iLevel®, Federal Way, WA. TJI® and TJ-Beam® are registered trademarks of iLevel®. e-I Joist",Pro" and TJ-Pro" are trademarks of iLevel®. Simpson Strong-Tie®Connectors is a registered trademark of Simpson Strong-Tie Company, Inc. ■ eve Deck Framing bVweve/hAeu er 1 1/2" x 9 1/4" 1.6E Solid Sawn Douglas Fir #2 @ 16" o/c TJ-Beam 6.30 Serial Number. Jser2 10/9/2008 3.38 19 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Pagel Engine Version 630,4 CONTROLS FOR THE APPLICATION AND LOADS LISTED 3, 2 6'3" 4 Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Residential-Exterior Balconies(psf):60.0 Live at 100%duration, 30.0 Dead SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50' 1.50" 250/125/0/375 By Others-Rim: Rim Board 1 Ply 1 3/4"x 9 1/4"1.9E Microllam®LVL 2 Stud wall 3.50" 1.50" 250/125/0/375 By Others-Rim: Rim Board 1 Ply 1 3/4"x 9 1/4"1.9E Microllam®LVL -See'Level®Specifier's/Builder's Guide for detail(s): By Others-Rim: Rim Board DESIGN CONTROLS: Maximum Design Control Result Location - Shear(Ibs) 350 -248 1665 Passed(15%) Rt. end Span 1 under Floor loading Vertical Reaction(Ibs) 350 350 956 Passed(37%) Bearing 2 under Floor loading Moment(Ft-Lbs) 510 510 1972 Passed(26%) MID Span 1 under Floor loading - - Live Load Defl(in) 0.013 0.146 Passed(L/999+) MID Span 1 under Floor loading Total Load Defl(in) 0.020 0.292 Passed(U999+) MID Span 1 under Floor loading -Deflection Criteria: STANDARD(LL:L/480,TL:U240). -Allowable moment was increased for repetitive member usage. -Bracing(Lu):All compression edges(top and bottom)must be braced at 6'3"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The allowable shear stress(Fv)has not been increased due to the potential of splits,checks and shakes. See NDS for applicability of increase. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by iLevel®. iLevel®warrants the sizing of its products by this software will be accomplished in accordance with iLevel®product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel®Associate. -Not all products are readily available. Check with your supplier or iLevel®technical representative for product availability. -THIS ANALYSIS FOR iLevel®PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Solid sawn lumber analysis is in accordance with 2001 NDS methodology. -Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed above. _- PROJECT INFORMATION: OPERATOR INFORMATION: Longstaff Condominiums Santiago Baez RFA 2013 4th ave. suite 202 seattle,WA 98121 Phone:(206)615-9700 sbaez @rfaengineers.com • Copyright 0 2007 by iLevel®, Federal Way, WA. • • eve Deck Framing by Weyerhreuser 1 1/2" x 9 1/4" 1.6E Solid Sawn Douglas Fir #2 @ 16" o/c TJ-Beami9 6.30 Serial Number: • _-User:2 10/912008 3:38:19 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 2 Engine Version:6.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 5' 10.00" ^ Max. Vertical Reaction Total (lbs) 375 375 Max. Vertical Reaction Live (lbs) 250 250 Selected Bearing Length (in) 1.50(W) 1.50(W) Max. Unbraced Length (in) 75 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 83 -83 Max Shear at Support (lbs) 117 -117 Member Reaction (lbs) 117 117 Support Reaction (lbs) 125 125 Moment (Ft-Lbs) 170 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 248 -248 • Max Shear at Support (lbs) 350 -350 Member Reaction (lbs) 350 350 Support Reaction (lbs) 375 375 Moment (Ft-Lbs) 510 Live Deflection (in) 0.013 Total Deflection (in) 0.020 PROJECT INFORMATION: OPERATOR INFORMATION: Longstaff Condominiums Santiago Baez RFA 2013 4th ave.suite 202 seattle,WA 98121 Phone :(206)615-9700 sbaez @rfaengineers.com • Title: Job# Dsgnr: Date: 2:33PM, 9 OCT 08 ffa structural engineers Description - Consulting Engineers Scope: Rev. 580004 User KW-0600732,Ver580,1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software framing ecw Calculations Description Roof frmg - Bm 2 General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined Section Name 4x8 Center Span 5.10 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 7.250 in Right Cantilever 3.10ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 900.0 psi Load Dur.Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 193.00#/ft LL 321.50 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL 193.00#/ft LL 321.50 #Ift 1 Summary I Beam Design OK Span=5.10ft,Right Cant=3.10ft, Beam Width=3.500in x Depth=7.25in,Ends are Pin-Pin Max Stress Ratio 0719 : 1 _ - Maximum Moment -2.5 k-ft Maximum Shear* 1.5 2.2 k Allowable 3.4 k-ft Allowable 5.3 k Max.Positive Moment 1.24 k-ft at 2.190 ft Shear: @ Left 1.13 k Max.Negative Moment -0.93 k-ft at 5.100 ft @ Right 1.80 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support -2.47 k-ft @ Center 0.004 in Max.M allow 3.44 @ Right 0.055 in Reactions... fb 967.54 psi fv 88.31 psi Left DL 0.31 k Max 1.13 k Fb 1,345.50 psi Fv 207.00 psi Right DL 1.27 k Max 3.39 k Deflections II Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.003 in -0.030 in Deflection 0.000 in 0.000 in ...Location 1.667 ft 2.387 ft ...Length/Defl 0.0 0.0 ...Length/Defl 21,973.6 2,071.66 Right Cantilever... Camber(using 1.5"D.L.Defl)... Deflection -0.037 in -0.151 in ©Center 0.004 in ...Length/Defl 2,032.4 493.7 @ Left 0.000 in @ Right 0.055 in Stress Caics Bending Analysis Ck 31.887 Le 0.000 ft Sxx 30.661 in3 Area 25.375 in2 Cf 1.300 Rb 0.000 CI 1130.138 Max Moment Sxx Read Allowable fb - @ Center 1.24 k-ft 11.07 in3 1,345.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,345.50 psi • @ Right Support 2.47 k-ft 22.05 in3 1,345.50 psi Shear Analysis ©Left Support @ Right Support Design Shear 1.24 k 2.24 k Area Required 5.995 in2 10.826 in2 Fv:Allowable 207.00 psi 207.00 psi Bearing @ Supports Max.Left Reaction 1.13 k Bearing Length Req'd 0.517 in Max,Right Reaction 3.39 k Bearing Length Req'd 1.550 in • Title: Job# Dsgnr: Date: 9:55AM, 10 OCT 08 Description: Cfa structural engineers Consulting Engineers Scope: Rev. 580004 _ - User KW-0600732,Ver5.8.0,1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software framing ecw Calculations Description 2nd Floor frmg - Bm3 General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined Section Name Prllm:5.25x11.875 Center Span 12.81 ft Lu 0.00 ft Beam Width 5.250 in Left Cantilever ft Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft Lu 0.00 ft Member Type Manuf/So.Pine Truss Joist-MacMillan,Parallam 2.0E Fb Base Allow 2,900.0 psi Load Dur. Factor 1.150 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 2,000.0 ksi Full Length Uniform Loads Center DL 185.00#/ft LL 370.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ISummary ' Beam Design OK Span=12.81ft,Beam Width=5.250in x Depth= 11.875in,Ends are Pin-Pin Max Stress Ratio 0.332 : 1 _ - Maximum Moment 11.4 k-ft Maximum Shear* 1.5 4.5 k Allowable 34.3 k-ft Allowable 20.8 k Max. Positive Moment 11.38 k-ft at 6.405 ft Shear: @ Left 3.55 k Max.Negative Moment 0.00 k-ft at 12.810 ft @ Right 3.55 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.115 in Max.M allow 34.29 @ Right 0.000 in Reactions... fb 1,107.15 psi fv 72.53 psi Left DL 1.18 k Max 3.55 k Fb 3,335.00 psi Fv 333.50 psi Right DL 1.18 k Max 3.55 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.076 in -0.229 in Deflection 0,000 in 0.000 in ...Location 6.405 ft 6.405 ft ...Length/Deft 0.0 0.0 ...Length/Defl 2,009.6 669.85 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.115 in ...Length/Defl 0.0 0.0 @ Left 0.000 in ©Right 0.000 in Stress Calcs Bending Analysis Ck 19.860 Le 0.000 ft Sxx 123.389 in3 Area 62.344 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center 11.38 k-ft 40.96 in3 3,335.00 psi @ Left Support 0.00 k-ft 0.00 in3 3,335.00 psi - @ Right Support 0.00 k-ft 0.00 in3 3,335.00 psi - Shear Analysis @ Left Support @ Right Support Design Shear 4.52 k 4.52 k Area Required 13.558 in2 13.558 in2 Fv:Allowable 333.50 psi 333.50 psi Bearing @ Supports Max. Left Reaction 3.55 k Bearing Length Req'd 1.042 in Max.Right Reaction 3.55 k Bearing Length Req'd 1.042 in Title: Job# Dsgnr: Date: 2:33PM, 9 OCT 08 ffa structural engineers Description • - Consulting Engineers Scope: Rev: 580004 - - User KW-0600732,Ver5.80,1-Dec-2003 General Timber Beam _(c)1983-2003 ENERCALC Engineering Software framing ecw Calculations Description 2nd Floor frmg - Bm 9 General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined Section Name 4x8 Center Span 4.10 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No.2 Fb Base Allow 900.0 psi Load Dur. Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 250.00#/ft LL 141.10 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Dead Load 424.0 lbs lbs lbs lbs lbs lbs lbs Live Load 691.0 lbs lbs lbs lbs lbs lbs lbs ...distance 1.640 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft ISummary , Beam Design OK Span=4.10ft,Beam Width=3.500in x Depth=7.25in,Ends are Pin-Pin - • Max Stress Ratio 0.549 : 1 Maximum Moment 1.9 k-ft Maximum Shear* 1.5 1.9 k Allowable 3.4 k-ft Allowable 5.3 k Max.Positive Moment 1.89 k-ft at 1.640 ft Shear: @ Left 1.47 k Max.Negative Moment 0.00 k-ft at 4.100 ft @ Right 1.25 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.022 in Max.M allow 3.44 @ Right 0.000 in Reactions... fb 738.16 psi fv 73.29 psi Left DL 0.77 k Max 1.47 k Fb 1,345.50 psi Fv 207.00 psi Right DL 0.68 k Max 1.25 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.015 in -0.029 in Deflection 0.000 in 0.000 in ...Location 2.001 ft 1.984 ft ...Length/Defl 0.0 0.0 ...Length/Defl 3,385.6 1,714.15 Right Cantilever... Camber(using 1.5"D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.022 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Title: Job# Dsgnr: Date: 2:33PM, 9 OCT 08 Cfa structural engineers Description �,- t,a Cers,tltlng Engineers Scope: - Rev: 580004 - User KW-0600732,Ver5.80,1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engmeenng Software framing ecw Calculations Description 2nd Floor frmg - Bm 9 Stress Calcs Bending Analysis Ck 31.887 Le 0.000 ft Sxx 30.661 in3 Area 25.375 in2 Cf 1.300 Rb 0.000 CI 1470.755 Max Moment Sxx Read Allowable fb @ Center 1.89 k-ft 16.82 in3 1,345.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,345.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,345.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.86 k 1.53 k Area Required 8.984 in2 7.368 in2 Fv:Allowable 207.00 psi 207.00 psi Bearing @ Supports Max.Left Reaction 1.47 k Bearing Length Req'd 0.672 in Max.Right Reaction 1.25 k Bearing Length Req'd 0.570 in Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 1.47 k 0.0000 in @ Right Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in - @ Left Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in • Title: Job# Dsgnr: Date: 10:35AM, 10 OCT 08 Description: Ifa structural engineers - .■. co'sdd"o Engineers Scope: Rev: 580004 , User KW-0600732,Ver5.80,1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software framing ecw Calculations Description 2nd Floor frmg - Bm 10 (ledger) General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 2x10 Center Span 8.20 ft Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No.2 Fb Base Allow 900.0 psi Load Dur. Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 54.00#/ft LL 90.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' Summary i Beam Design OK Span=8.20ft, Beam Width= 1.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.596 : 1 _ - Maximum Moment 1.2 k-ft Maximum Shear* 1.5 0.7 k Allowable 2.0 k-ft Allowable 2.9 k Max. Positive Moment 1.21 k-ft at 4.100 ft Shear: @ Left 0.59 k Max. Negative Moment 0.00 k-ft at 8.200 ft @ Right 0.59 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.052 in Max.M allow 2.03 @ Right 0.000 in Reactions... fb 678.98 psi fv 52.08 psi Left DL 0.22 k Max 0.59 k Fb 1,138.50 psi Fv 207.00 psi Right DL 0.22 k Max 0.59 k Deflections II Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.035 in -0.093 in Deflection 0.000 in 0.000 in ...Location 4.100 ft 4.100 ft ...Length/Deft 0.0 0.0 ...Length/Defl 2,835.5 1,063.31 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.052 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs r Bending Analysis Ck 31.887 Le 0.000 ft Sxx 21.391 in3 Area 13.875 in2 _ Cf 1.100 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center 1.21 k-ft 12.76 in3 1,138.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,138.50 psi • @ Right Support 0.00 k-ft 0.00 in3 1,138.50 psi - Shear Analysis @ Left Support @ Right Support Design Shear 0.72 k 0.72 k Area Required 3.491 in2 3.491 in2 Fv:Allowable 207.00 psi 207.00 psi Bearing @ Supports Max.Left Reaction 0.59 k Bearing Length Req'd 0.630 in Max.Right Reaction 0.59 k Bearing Length Req'd 0.630 in Title: Job# Dsgnr: Date: 2:33PM, 9 OCT 08 Description: rfa structural engineers - - Consulting Engineers Scope: - Rev: 580004 . ° User KW-0600732,Ver5.8.0,1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software framing ecw Calculations - Description 2nd Floor frmg -Bm 12 General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined Section Name 4x10 Center Span 11.50 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No.2 Fb Base Allow 900.0 psi Load Dur. Factor 1.250 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 50.00#/ft LL 80.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft _Point Loads il Dead Load 388.0 lbs lbs lbs lbs lbs lbs lbs Live Load 633.0 lbs lbs lbs lbs lbs lbs lbs ...distance 3.600 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft ' Summary ' Beam Design OK Span=11.50ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin - • Max Stress Ratio 0779 : 1 Maximum Moment 4.4 k-ft Maximum Shear* 1.5 2.0 k Allowable 5.6 k-ft Allowable 7.3 k Max. Positive Moment 4.37 k-ft at 3.634 ft Shear: @ Left 1.45 k Max. Negative Moment 0.00 k-ft at 11.500 ft @ Right 1.07 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.151 in Max.M allow 5,62 Reactions... @ Right 0.000 in fb 1,051.17 psi fv 62:70 psi Left DL 0.55 k Max 1.45 k Fb 1,350.00 psi Fv 225.00 psi Right DL 0.41 k Max 1.07 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.100 in -0.263 in Deflection 0.000 in 0.000 in ...Location 5.474 ft 5.474 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,373.4 525.24 Right Cantilever... Camber(using 1.5"D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.151 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in - Title: Job# ' Dsgnr: Date: 2:33PM, 9 OCT 08 Description: na structural engineers Coredtlng Engineers Scope: - Rev: 580004 . - User KW-0600732,Ver5.8.0,1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software framing ecw Calculations Description 2nd Floor frmg - Bm 12 Stress Calcs Bending Analysis Ck 30.585 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 CI 1448.882 Max Moment Sxx Reg'd Allowable fb @ Center 4.37 k-ft 38.86 in3 1,350.00 psi ©Left Support 0.00 k-ft 0.00 in3 1,350.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,350.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.03 k 1.46 k Area Required 9.021 in2 6.476 in2 Fv:Allowable 225.00 psi 225.00 psi Bearing @ Supports Max. Left Reaction 1.45 k Bearing Length Req'd 0.662 in Max. Right Reaction 1.07 k Bearing Length Req'd 0.488 in Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 1.45 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in - @ Left Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in • Title: Job# ' Dsgnr: Date: 2:33PM, 9 OCT 08 ffa structural engineers Description hilEMENIEM Consulting Engineers Scope: . Rev: 580004 • - User KW-0600732,Ver5.8.0,1-Dec-2003 General Timber Beam (01983-2003 ENERCALC Engineering Software framing ecw Calculations Description 2nd Floor frmg - Bm 18 General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined Section Name 4x8 Center Span 3.50 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 900.0 psi Load Dur. Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 144,00#/ft LL #/ft Left Cantilever DL 230.00#/ft LL #/ft Right Cantilever DL #/ft LL #/ft _Point Loads Dead Load 662.0 lbs lbs lbs lbs lbs lbs lbs Live Load 1,080.0 lbs lbs lbs lbs lbs lbs lbs ...distance 1.750 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary I Beam Design OK Span=3.50ft, Beam Width=3.500in x Depth=7.25in, Ends are Pin-Pin - • Max Stress Ratio 0.508 : 1 Maximum Moment 1.7 k-ft Maximum Shear* 1.5 1.6 k Allowable 3.4 k-ft Allowable 5.3 k Max. Positive Moment 1.74 k-ft at 1.750 ft Shear: @ Left 1.12 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.12 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.013 in Max.M allow 3.44 Reactions... @ Right 0.000 in fb 682.84 psi fv 61.26 psi Left DL 0.58 k Max 1.12 k Fb 1,345.50 psi Fv 207.00 psi Right DL 0.58 k Max 1.12 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.008 in -0.018 in Deflection 0.000 in 0.000 in ...Location 1.750 ft 1.750 ft ...Length/Deft 0.0 0.0 ...Length/Defl 4,953.1 2,352.54 Right Cantilever... Camber(using 1.5"D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.013 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in • Title: Job# Dsgnr: Date: 2:33PM, 9 OCT 08 Description: f'fa structural engineers . -. 641711.110na011,12.14 Comutting Engineers Scope - Rev: 580004 User KW-0600732,Ver5.8.0,1-Dec-2003 General Timber Beam _(c)1983-2003 ENERCALC Engineering Software framing ecw:Calculations Description 2nd Floor frmg - Bm 18 Stress Calcs Bending Analysis Ck 31.887 Le 0.000 ft Sxx 30.661 in3 Area 25.375 in2 Cf 1.300 Rb 0.000 CI 1123.000 Max Moment Sxx Reo'd Allowable fb @ Center 1.74 k-ft 15.56 in3 1,345.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,345.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,345.50 psi Shear Analysis ©Left Support @ Right Support Design Shear 1.55 k 1.55 k Area Required 7.510 in2 7.510 in2 Fv:Allowable 207.00 psi 207.00 psi . Bearing @ Supports Max. Left Reaction 1.12 k Bearing Length Req'd 0.513 in Max.Right Reaction 1.12 k Bearing Length Req'd 0.513 in Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 1.12 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in - @ Left Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in • Title: Job# ' Dsgnr: Date: 2:33PM, 9 OCT 08 1. ffa structural engineers Description - - -- 11111111111111111•110 Consulting Ertgtreers Scope: - Rev: 580004 • , User:KW-0600732,Ver 5.8.0,1-Dec-2003 General Timber Beam (01983-2003 ENERCALC Engineering Software framing ecw Calculations Description 2nd Floor frmg - Bm 19 General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined Section Name 4x8 Center Span 5.80 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 900.0 psi Load Dur.Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads ` Center DL 100.50#/ft LL 201.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ISummary I Beam Design OK Span=5.80ft,Beam Width=3.500in x Depth=7.25in,Ends are Pin-Pin Max Stress Ratio 0.369 : 1 . - Maximum Moment 1.3 k-ft Maximum Shear* 1.5 1.0 k Allowable 3.4 k-ft Allowable 5.3 k Max.Positive Moment 1.27 k-ft at 2.900 ft Shear: @ Left 0.87 k Max. Negative Moment 0.00 k-ft at 5.800 ft @ Right 0.87 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.022 in Max.M allow 3.44 @ Right 0.000 in Reactions... fb 496.18 psi fv 40.94 psi Left DL 0.29 k Max 0.87 k Fb 1,345.50 psi Fv 207.00 psi Right DL 0.29 k Max 0.87 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.014 in -0.043 in Deflection 0.000 in 0.000 in ...Location 2.900 ft 2.900 ft ...Length/Defl 0.0 0.0 ...Length/Defl 4,837.1 1,612.35 Right Cantilever... Camber(using 1.5"D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.022 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 31.887 Le 0.000 ft Sxx 30.661 in3 Area 25.375 in2 Cf 1.300 Rb 0.000 CI 874.350 Max Moment Sxx Req'd Allowable fb @ Center 1.27 k-ft 11.31 in3 1,345.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,345.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,345.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.04 k 1.04 k Area Required 5.018 in2 5.018 in2 Fv:Allowable 207.00 psi 207.00 psi Bearing @ Supports Max.Left Reaction 0.87 k Bearing Length Req'd 0.400 in Max.Right Reaction 0.87 k Bearing Length Req'd 0.400 in • Title: Job# ' Dsgnr: Date: 2:33PM, 9 OCT 08 Description: r tfa structural engineers Consulting nears Scope: Rev: 580004 User: 0600732,Ver5.8.0,1-Dec-2003 General Timber Beam _(c)1983-23-2 003 ENERCALC Engineering Software framing.ecw:Calculations Description 2nd Floor frmg - Bm 20 (ledger) General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined Section Name 4x8 Center Span 5.80 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 900.0 psi Load Dur. Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 165.00#/ft LL 330.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft • ' Summary ' Beam Design OK Span=5.80ft,Beam Width=3.500in x Depth=7.25in,Ends are Pin-Pin Max Stress Ratio 0.605 : 1 Maximum Moment 2.1 k-ft Maximum Shear* 1.5 1.7 k Allowable 3.4 k-ft Allowable 5.3 k Max.Positive Moment 2.08 k-ft at 2.900 ft Shear: @ Left 1.44 k Max. Negative Moment 0.00 k-ft at 5.800 ft @ Right 1.44 k - Max©Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.035 in Max.M allow 3.44 @ Right 0.000 in Reactions... fb 814.63 psi fv 67.21 psi Left DL 0.48 k Max 1.44 k Fb 1,345.50 psi Fv 207.00 psi Right DL 0.48 k Max 1.44 k Deflections il Center Span... Dead Load Total Load Left Cantilever... Dead Load T_otal Load Deflection -0.024 in -0.071 in Deflection 0.000 in 0.000 in ...Location 2.900 ft 2.900 ft ...Length/Defl 0.0 0.0 ...Length/Defl 2,946.2 982.07 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.035 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 31.887 Le 0.000 ft Sxx 30.661 in3 Area 25.375 in2 Cf 1.300 Rb 0.000 CI 1435.499 Max Moment Sxx Redd Allowable fb @ Center 2.08 k-ft 18.56 in3 1,345.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,345.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,345.50 psi - Shear Analysis @ Left Support @ Right Support Design Shear 1.71 k 1.71 k Area Required 8.239 in2 8.239 in2 - Fv:Allowable 207.00 psi 207.00 psi Bearing @ Supports Max. Left Reaction 1.44 k Bearing Length Req'd 0.656 in Max. Right Reaction 1.44 k Bearing Length Req'd 0.656 in Title: Job# • Dsgnr: Date: 2:33PM, 9 OCT 08 'r ffa structural engineers Description Engineers Scope: _ Rev. 580004 User KW-0600732,Ver5.80,1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software framing.ecw Calculations Description 2nd Floor frmg - Bm 22 General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 Section Name 4x10 Center Span 11.00 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 900.0 psi Load Dur. Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads r Center DL 70.00#/ft LL 139.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #Ift ISummary I Beam Design OK Span=11.00ft, Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.612 : 1 - Maximum Moment 3.2 k-ft Maximum Shear* 1.5 1.5 k Allowable 5.2 k-ft Allowable 6.7 k Max. Positive Moment 3.16 k-ft at 5.500 ft Shear: @ Left 1.15 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.15 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.094 in Max.M allow 5.17 @ Right 0.000 in Reactions... fb 760.02 psi fv 46.02 psi Left DL 0.38 k Max 1.15 k Fb 1,242.00 psi Fv 207.00 psi Right DL 0.38 k Max 1.15 k Deflections II Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.062 in -0.186 in Deflection 0.000 in 0.000 in ...Location 5.500 ft 5.500 ft ...Length/Defl 0.0 0.0 ...Length/Defl 2,114.3 708.14 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.094 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs II Bending Analysis Ck 31.887 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 CI 1149.500 Max Moment Sxx Read Allowable fb @ Center 3.16 k-ft 30.54 in3 1,242.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,242.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,242.00 psi - Shear Analysis @ Left Support @ Right Support Design Shear 1.49 k 1.49 k Area Required 7.197 in2 7.197 in2 Fv:Allowable 207.00 psi 207.00 psi Bearing @ Supports Max.Left Reaction 1.15 k Bearing Length Req'd 0.525 in Max.Right Reaction 1.15 k Bearing Length Req'd 0.525 in • Title: Job# ' Dsgnr: Date: 2:33PM, 9 OCT 08 t Ia structural engineers Description s r°"s'rrt'g Engineers Scope Rev: 580004 User KW-0600732,Ver 580,1-Dec-2003 General Timber Beam ' (c)1983-2003 ENERCALC Engineering Software framing.ecwCalculations Description 2nd Floor frmg - Bm 23 • General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II Section Name 4x8 Center Span 3.85 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 7.250 in Right Cantilever 1.23ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No.2 Fb Base Allow 900.0 psi Load Dur. Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 60.00#/ft LL 120.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL 60.00#/ft LL 120.00 #/ft _Point Loads II Dead Load 288.0 lbs lbs lbs lbs lbs lbs lbs Live Load 863.0 lbs lbs lbs lbs lbs lbs lbs ...distance 5.080 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft • I Summary I Beam Design OK Span=3.85ft, Right Cant=1.23ft,Beam Width=3.500in x Depth=7.25in, Ends are Pin-Pin Max Stress Ratio 0.451 : 1 Maximum Moment -1.6 k-ft Maximum Shear* 1.5 1.9 k Allowable 3.4 k-ft Allowable 5.3 k Max. Positive Moment 0.16 k-ft at 1.358 ft Shear: @ Left 0.29 k Max. Negative Moment -0.40 k-ft at 3.850 ft @ Right 1.37 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support -1.55 k-ft @ Center 0.003 in Max. M allow 3.44 @ Right 0.009 in Reactions... fb 607.36 psi fv 74.80 psi Left DL 0.01 k Max 0.24 k Fb 1,345.50 psi Fv 207.00 psi Right DL 0.58 k Max 2.12 k Deflections Center Span... Dead Load Total Load Left Cantilever... D ead Load Total Load Deflection 0.002 in -0.002 in Deflection 0.000 in 0.000 in ...Location 2.452 ft 1.499 ft ...Length/Defl 0.0 0.0 ...Length/Defl 21,877.8 29,943.74 Right Cantilever... Camber(using 1.5•D.L.Defl)... Deflection -0.006 in -0.029 in @ Center 0.003 in ...Length/Defl 4,743.1 1,020.4 @ Left 0.000 in @ Right 0.009 in - Title: Job# ' Dsgnr: Date: 2:33PM, 9 OCT 08 iffd structural engineers Description Wring Engineers Scope: Rev: 580004 User:KW-0800732,Ver5.8.0,1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software framing ecw:Calculations Description 2nd Floor frmg - Bm 23 Stress Calcs ll Bending Analysis Ck 31.887 Le 0.000 ft Sxx 30.661 in3 Area 25.375 in2 Cf 1.300 Rb 0.000 CI 242.701 Max Moment Sxx Read Allowable fb @ Center 0.40 k-ft 3.56 in3 1,345.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,345.50 psi @ Right Support 1.55 k-ft 13.84 in3 1,345.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.48 k 1.90 k Area Required 2.339 in2 9.169 in2 Fv:Allowable 207.00 psi 207.00 psi Bearing @ Supports Max.Left Reaction 0.24 k Bearing Length Req'd 0.111 in Max.Right Reaction 2.12 k Bearing Length Req'd 0.970 in Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft -0.06 k 0.0000 in @ Right Cant. Location= 0.00 ft 0.00 k-ft -0.06 k 0.0000 in • @ Left Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in Title: Job# Dsgnr: Date: 9:55AM, 10 OCT 08 Ifa structural engineers Description - - 111111111111111.111 consulting Enos Scope: Rev: 580004 User KW-0600732,Ver5.8.0,1-Dec-2003 General Timber Beam - (c)1983-2003 ENERCALC Engineering Software framing ecw Calculations Description 2nd Floor frmg - Bm 24 General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined • Section Name Prilm:5.25x11.875 Center Span 12.81 ft Lu 0.00 ft Beam Width 5.250 in Left Cantilever ft Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft Lu 0.00 ft Member Type Manuf/So.Pine Truss Joist-MacMillan,Parallam 2.0E Fb Base Allow 2,900.0 psi Load Dur. Factor 1.250 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 2,000.0 ksi Full Length Uniform Loads II Center DL 50.00#/ft LL 80.00 #/ft Left Cantilever DL #/ft LL #Ift Right Cantilever DL #/ft LL #/ft Point Loads Dead Load 1,054.0 lbs 850.0 lbs lbs lbs lbs lbs lbs Live Load 1,648.6 lbs 1,330.0 lbs lbs lbs lbs lbs lbs ...distance 5.640 ft 11.300 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft ' Summary 1 Beam Design OK Span=12.81ft, Beam Width=5.250in x Depth=11.875in,Ends are Pin-Pin Max Stress Ratio 0.338 : 1 Maximum Moment 12.6 k-ft Maximum Shear* 1.5 5.7 k Allowable 37.3 k-ft Allowable 22.6 k Max.Positive Moment 12.60 k-ft at 5.636 ft Shear: @ Left 2.60 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 3.95 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.134 in Max.M allow 37.27 @ Right 0.000 in Reactions... fb 1,225.66 psi fv 91.89 psi Left DL 1.01 k Max 2.60k Fb 3,625.00 psi Fv 362.50 psi Right DL 1.53 k Max 3.95 k _Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.089 in -0.230 in Deflection 0.000 in 0.000 in ...Location 6.405 ft 6.405 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,722.8 669.69 Right Cantilever... Camber(using 1.5"D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.134 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 1 Title: Job# ' Dsgnr: Date: 9:55AM, 10 OCT 08 Description : rfa structural engineers v= W + Consulting Engineers Scope: Rev: 580004 User KW-0600732,Ver5.80,1-Dec-2003 General Timber Beam _(c)1983-2003 ENERCALC Engineering Software framing ecw Calculations Description 2nd Floor frmg - Bm 24 Stress Calcs r Bending Analysis Ck 19.049 Le 0.000 ft Sxx 123.389 in3 Area 62.344 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center 12.60 k-ft 41.72 in3 3,625.00 psi @ Left Support 0.00 k-ft 0.00 in3 3,625.00 psi @ Right Support 0.00 k-ft 0.00 in3 3,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.71 k 5.73 k Area Required 10.245 in2 15.803 in2 Fv:Allowable 362.50 psi 362.50 psi Bearing @ Supports Max.Left Reaction 2.60 k Bearing Length Req'd 0.763 in Max.Right Reaction 3.95 k Bearing Length Req'd 1.156 in Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 2.60 k 0.0000 in @ Right Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in . Title: Job# • Dsgnr: Date: 10:46AM, 10 OCT 08 ffa structural engineers Description Control g Engineers Scope: Rev: 580004 User:KIN-0600732,Ver 5.8.0,1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software framing.ecw:Calculations Description 2nd Floor frmg - Bm 25 General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined Section Name 4x8 Center Span 5.65 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 900.0 psi Load Dur.Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 222.00#/ft LL 370.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads II Dead Load 74.0 lbs lbs lbs lbs lbs lbs lbs Live Load 74.0 lbs lbs lbs lbs lbs lbs lbs ...distance 3.600 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft ISummary I Beam Design OK Span=5.65ft, Beam Width=3.500in x Depth=7.25in,Ends are Pin-Pin Max Stress Ratio 0.732 : 1 Maximum Moment 2.5 k-ft Maximum Shear* 1.5 2.1 k Allowable 3.4 k-ft Allowable 5.3 k Max. Positive Moment 2.52 k-ft at 2.915 ft Shear: @ Left 1.73 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.77 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.047 in Max.M allow 3.44 @ Right 0.000 in Reactions... fb 984.85 psi fv 83.87 psi Left DL 0.65 k Max 1.73 k Fb 1,345.50 psi Fv 207.00 psi Right DL 0.67 k Max 1.77 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.031 in -0.081 in Deflection 0.000 in 0.000 in ...Location 2.848 ft 2.848 ft ...Length/Defl 0.0 0.0 ...Length/Deft 2,183.7 835.23 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.047 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Title: Job# ' Dsgnr: Date: 10:46AM, 10 OCT 08 Description: rfa structural engineers • - Consulting Engineers Scope: Rev: 560004 User.KW-0600732,Ver5.80,1-Dec-2003 General Timber Beam • (c)1983-2003 ENERCALC Engineering Software framing ecw Calculations Description 2nd Floor frmg - Bm 25 _Stress Calcs il Bending Analysis Ck 31.887 Le 0.000 ft Sxx 30.661 in3 Area 25.375 in2 Cf 1.300 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center 2.52 k-ft 22.44 in3 1,345.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,345.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,345.50 psi Shear Analysis ©Left Support @ Right Support Design Shear 2.07 k 2.13 k Area Required 9.987 in2 10.281 in2 Fv:Allowable 207.00 psi 207.00 psi Bearing @ Supports Max.Left Reaction 1.73 k Bearing Length Req'd 0.789 in Max.Right Reaction 1.77 k Bearing Length Req'd 0.808 in LQuery Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 1.73 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in I 1 i i 1 1 i 1 1 I 1 I , • i 1 t 1 t t . • * . -11----4 4- I— ---, ---1-` t--i--` -1----` ---I 11 ; 111111 -LI- r li I : r 1 1 1 I I I i , .-i f- 4 -1 , --.1-.- 1 i • 1 I 1 . 1 1 1 1 i. 11 ....... 1 1.. ..,...1 i. ! ...4. III I I, i 1 1-- 1 '' i ..._..„...... i_ ....„._... 1 LI 1 ', -t•----t- 7 1--- ---1---1 I ---1----1----1------ . 1 ___....1...._.....„..-.4,....--... 1 1 1 1 1 1 1 I 1 1 , ■ -- , 1. i • , -4. 1- .i___-.,- .._ . I 1 1 t 1 I •I ; i , 4 i 1-. I 1 1 f T 1....._. , 1 , 1 1 , _--: 1 , , , • -- -- ----1-----t------ti :- . .........t.....„________t_ ,i 1 1 ,_•-1 ri i i 1 i i 1 BUILDING 3 Roof FRAMING PLAN ] I I i 1 r . 1 1 I 1 1 F It i t i 1 . -1 -1,- 1 ft - - - - r i 1 1 1 1 i 1 i 1 1 i 1 ! 4- 1 _ .... 1 t t : 1 1 TT 1 „.. i 4 1 'i • 1 1 -.1. I 1-1•• 44 El.. -1- 1 ti 1111 I li —1-" . - d —t- 1 I 1111 1 , r ---t- 4- - I ill i 1 .1-----t---/- 1 1 1 ----1 ---r- 1- 1 "1- • 1 1 i {- i ill I i 7 i i 1 i I i I 1 -4-- . 1 I 1- i• l' I .,.... 1 1 I 1 1 i ---4- 1 ± 4 1 1 -1- , 111 1 i I 1- i 1 1 1 , 1 I 1 1 1 i 1 r t I I. + 1 71 1 1 1 FT 4. I i 1 s _ ' 1 1 , 1 1 1 -----1 1 -1— — 1-1-- ! ! III -j-- 1 , 1 . 1 ! t- 111111 i 1 I . 1111i t i • „• E 1111111 •• -.. ^,--- , 1 ---i-- .4 .I-• 11- 1----'--- 1 i 1-- 1 1 i i j... ..1 1 I '-- ri i 1 f 1.• r 1 , 1 1 1 1 i 1 - 1 , _,..... 1 , .1 4- ..... I I 1* , I 1 . Te09P- rf2xtvt'xi - e4bf‘.:3 , SUBJECT RFA NO. STRUCTURAL PROJECT DATE ENGINEERS CLIENT DESIGN SHEET NO. i et+ 41 ■ i 1 i 1 1 1 ' 1 1 1 1 1 1 1 1 ' 1 1 ' 1 1 11 1 1 1 I 1 I 1 1 i i -T-- ---r- 1."--1 1-- i i• t- -I- 1 1-- 1 t` i• i 1 i 1 L 1 I H 1 1 . 1, i.- I ---1- --i- --+•• - • i --•,,••• 1 r 1 T , 1 ‘, , 1 i , , I 1 . 1 , 1 1 1- --1- 4 i 1 ,1_, i 1 1 1 4 , , I 1 1 -1- 1-- --1 I -1-. 1 --1 --1. 1 1 • il , II 1 1 1 i 1 1.,, , + 4. .4. .••••••• •••••1••_ _•• .4- -I- --1.- ....1 , •••-1: - I• ---r , i , 1 1 i 1 ,..1.... ....1 _1..... 1 -- -- 1 1 llIHi 1 - -- i -f---1 1 • 1. i 1 __ .___L _....._1...........1 1 . i 1 1 i 1 •--i , , + r... 1 1 1 , i : , , , • III , 1 , rIIIIIIIIIIIII 1 i , i • 1 : , 1, ;• 1 ii , ••••••_t• ___i_ 4.• •••__E i ,. 4.•••• t•... .1.,•• . 1 , I i i ,• 1 4 .1. '-'f..- --1. i i 1 1 1 1 1 lei 11111 ; rep' ati di , is ,----4.----t----t--t--1.---- 1 i ., , IAN : „ , , , 1 ., 1 I ! " PillWla -1-1---F-"-"1---1 i ilry Inii . I 1 j011 Pj ' -I- t-t -T- s ,..._ ...1 1 .1 1 ..1. 1 1 i 1 iig IRE ' ,lit , ,Irgt .__(1) ,, °ow. [ --1 1 i - 1 . t ,,..y.. 4- 4 4 .1-- • wiii 1 il•tuiimuniMMEI :I - es' ..11___ it 4 , I 1 =MUM r \,..MST tri 1.1.11.11301111111111 I ! • : TVA Or 9 1 1 S i 1 1 lall 9f., 1 i POO/AIMS•le OC '''"1 i i 1 i I BUILDING 3 2nd FLOOR FRAMING PLAN I 1 1 ' ve.1.-o• 1 I 1 I 1 1 i I I i 1 i -1 1 1-. 7 + i T , 1 1 III i 1 1ii i 1 . I II i 1 i [ 1 11111111i ! . 1 [ 1 '1 i' : 1 ! ' 1 i ' 1 ■ , I 1 i 1 I I I 1 I 1 1 1 I 1 i __L 1 i___ _l__--4 1- .- -. -4- 1 1-- , 17-- -- 1 , 1 , 111 .1. i i 1,, 141 .11111. ii, ilii 1111 ill • iI i ,.-..I I- 11i.. itL's.-- -11.1-..-. 4t1 i .i1,i..- i li1 -i1I, •i1t- ,1 1 1 i -ii,... 4 f- r 1 -1- 1 1 1 i• 1 .1 i 1. 1. 1 .1 1 1. i 1..... i ..1..... I .....,. .....J_ ..4..._ , I. 4 I... . tr I I -I I I ' 1 I 1 1 I t I -1- t -1 --f' -t .....1- ..i -4- 1111 L .1 _, Iilli ' l ,i,. 4 4. „ 1, i 1 , ill .1---..-1 I- 1 1 ,, , , , 1 , .4. 4 _4. 4__ 1 i .4. 1 _i_ ...,... _..1. _4._ 4.._ - -- . j 4 1,. ....„_ I 1 I 1 1 it 11 i I 1 I , I i 1 1 1 I I 1 I 1 1 1 I it I 1 i . 1 .1 -F- -1.- 1--- -r r r. t. 1.• 1 1-- 1f i __.1....________ _-_4-__ ___f____ ..___4___ I-___,____41 .I.. i_. _ .. 1.11 1 1 1 1 i I Hi 'I _ . 1 - .1- I I I 1 I 1 I I i I I I I I . 1 I 1 i i 1 1 I i 1 I I 1 I .i- 1 4-. - i t i i I i 1 : 1 I i I I 1 I 1 I 1 I I I 1 I I.- I _1 i I 1_ 1 , 1 1, , ..i. 1. 1 ..t. 1... t.... i 1 _.I. ...t...... i ..T t 1 'I 1 i , i i , 1 i , 1 . -- 1- --1- I 7- I -r- i -I -- "" - .- r , - . 11 Liii _i_ li I i I i 1 1 I 1 ! I 1 1 1 1 I 4 4 it .1- .4 1 -4 1 r 1 -i- ti i 1 III i , 1 1 , 11111 , 1 1 , 1 1 1 , , • , , -.4- I-- -I --1-- 1-- --4.• -I -.1. I --i - t- " --1-- ., 1 mi- I it 4. 4- 1 ' 1 I 1 I 1 1 1 i .1 • I i 1 1 I I I I I I i li I I i .1" ----. " -- .- - i I -I_ 1. t t • 1 4 I 1 I i 1 t 1 1 1 I I t „ 1 1 1 1 I 1 1 1 1 I I 1 1 1 I 1 I 1 i 1 1 rfa SUBJECT *Z 14(:4 r4,67o E. s CP4/Alt. 6- • RFA NO. STRUCTURAL PROJECT DATE : . ENGINEERS CLIENT DESIGN SHEET NO. r • 4 • RFA Structural Engineers na spreadsheet addresses gimpy supported.uniformly loaded beam.only Project:Langstaff Bldg 3 2001 NDS values&2003 IBC Code Subject:Framing Wdead roof 15 psf include distributed overframing or dormer loads in Wdead roof Wive roof 25 psf Wdead upper fl 25 psf Roof Floor Wive upper floor 40 psf 4n-v240 4n-I/240 Wall Weight I 10 psf 41.1_-uaeo Au.-Look ! Upper Tnb Plate Moment Beam Length I Roof Trib. Floor Trib. Height wok wu, Co M Shear V IE Req.TL IE Req.LL Size&Species Mcap Mcap>M? Vcap Vcap>V? AT1 UN, 411 U4,_, # (ft) (ft) (ft) (ft) (p1f) (p1f) (k-in) (lb) (k-in') (k-in`) kip-in lb (in) >240 ., (in) >360 ROOF HDR 8 11.32 0 0 169.8 283 1.15 43.47 1811.2 84764 97805 047 40.01:W2 V 61.99 ok 3885 ok 0.092 1046 0.071 1359 O 0 0 0 0 0_ 1 0.00 0 #DIV/0! #DIV/0! 002 206 HF2 V 8.36 ok 825 ok 0.000 #DIV/01 0.000 #DIV/0! 2nd Floor 0 0 0 0 0 0 1 0.00 0 #DIV/0! #D1 V/0! 002 226 HF2 V 8.36 ok 825 ok 0.000 #011//01 0.000 #01V/01 deck 1 1142 0 0 0 0 0 1 0.00 0 0 0 0012x4 HF2 V 3.91 ok 525 ok 0.000 #DIV/01 0.000 #DIV/0! 2 15.88 0 10.25 0 256.25 410 1 252.02 5290.025 969722 1108254 078 5.25 x 14 q V 497.35 ok 14210 ok 0.321 594 0.244 780 point load 3 11.3' -0 0 0 0 0 1 0.00 0 0 O 001 2x9 HF2 V 3.91 ok 525 ok 0.000 #011//0! 0.000 #0IV/0! 4 1132 5.6 0 9.5 179 140 1 84.90 2124.54 244066 223329 osz 6x10 0F1 V 111.69 ok 5921.67 . ok 0.259 618 0.158 1014 cantilever 5 14.35 0 0 0 0 0 1 0.00 0 0 0 001 2x4 HF2 V 3.91 ok 525 ok 0.000 #DIV/01 0.000 #011//0! 8 0 3.7 5.2 9.5 280.5 300.5 1 55.78 2324 101549 103853 025 6x10 HF2 V 55.84 ok 4876.67 ok 0.080 1207 0.054 - 1771 7 1485 13.1 2 0 246.5 407.5 1 216.33 4855.95 782135 900763 077 5.25 x 11.8 V 357.83 ok 12053.1 ok 0.396 450 0.304 586 8 5.12 8.25 2 9.5 268.75 286.25 1 21.82 1420.8 25405 25933 019 4x8 HF2 V 33.88 ok 2537.5 ok 0.045 1365 0.031 2006 9 11.5 0 10.25 0 256.25 410 1 132.17 3830.938 368289 420902 075 5.25 0 9.5 V 229.01 ok 9642.5 ok 0.282 489 0.215 642 O 0 10.25 0 256.25 410 1 0.00 0 #DIV/01 #DIV/01 077 5.25 x 11.8 V 357.83 ok 12053.1 ok 0.000 #011//0! 0.000 #0IV/01. O 0 0 0 0 0 1 0.00 0 #DIV/01 #DIV/01 05260100F1 V 111.69 ok 5921.67 ok 0.000 #011//0! 0.000 #DIV/O! O 0 0 0 0 0 1 0.00 0 #DIV/0! #DIV/0! 0022x6 an .. 6.36 ok 825 ok 0.000 #DIV/0! 0.000 #DIV/OI O 0 0 0 0 0 1 0.00 0 #DIV/01 #011//0! 0194x8HF2 V 3188 ok 2537.5 ok 0.000 #DIV/0! 0.000 #DIV/01 O 0 0 0 0 0 1 0.00 0 #D!V/01 #DIV/01 0194x8HF2 V 33.88 ok 2537.5 ok 0.000 #DIV/01 0.000 #DIV/01 O 0 0 0 0 0 1 0.00 0 #DIV/01 #DIV/0! os26010001 V 111.69 ok 5921.67 ok 0.000 #DIV/0! 0.000 #DIV/0! O 0 0 0 _ 0 0 1 0.00 0 #DIV/01 #DIV/01 068 3.5 x 9.5 P V 152.69 ok 6428.33 ok 0.000 #DIV/01 0.000 #DIV/0! O 0 0 0 0 0 1 0.00 0 #DIV/01 #D1V/01 068 3.5 x 9.5 P V 152.69 ok 6428.33 ok 0.000 #DIV/01 0.000 #13IV/01 0 0 0 0 0 0 1 0.00 0 #DIV/0! #DIV/0! 0022261102 V 8.36 ok 825 ok 0.000 #DIV/01 0.000 #DIV/0! • 0 0 0 0 I 0 0 1 0.00 0 #011//01 #01V/0! 0022x61102 V 8.36 ok 825 ok 0.000 #DIV/0! 0.000 #011//0! O 0 0 0 0 0 1 0.00 0 #011//0! #0IV/01 0022x6 HF2 V 8.36 ok 825 ok 0000 #DIV/01 0.000 #DIV/01 O 0 0 0 0 0 1 0.00 0 #DIV/01 #DIV/01 0194x8 HF2 V 33.88 ok 2537.5 ok 0.000 #011//01 0.000 #011//01 O 0 0 0 0 0 1 0.00 0 #DIV/01 #DIV/01 0022x6 HF2 V 8.36 ok 825 ok 0.000 #DIV/01 0.000 #DIV/0! O 0 0 0 0 0 1 0.00 0 #DIV/01 #DIV/0! 0022x61102 • 8.36 ok 825 ok 0.000 #DIV/01 0000 #011//0! O 0 0 0 0 0 1 0.00 0 #DIV/0! #0IV/0! 002 2x6 HF2 V 836 ok 825 ok 0.000 #011//0! 0.000 #011//0! Species E(psi) w1 wl' 5wL1lk DF2 1600000 M O _XNLL+ t�4 2 8 384E1 7L- HF2 1300000 382EI PSL 2000000 k=0.5 for seasoned wood per 2003 IBC Table 16043 CF= vanes with size CR= 1 If the member is repetitive,moment capacity of 115%of listed value CD= 1.15 for snow • Title: Job# Dsgnr: Date: 9:54AM, 10 OCT 08 rfa structural engineers Description .- 11111111111111111111116m, Consulting Emblems Scope Rev: 580004 User KW-0600732,Ver5.8.0,1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software framing.ecw.Calculations Description 2nd Floor frmg Bldg3 - Bm 1 (deflection) General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined i Section Name Prllm:5.25x11.875 Center Span 13.42 ft Lu 0.00 ft Beam Width 5.250 in Left Cantilever ft Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft Lu 0.00 ft Member Type Manuf/So.Pine Truss Joist-MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Load Dur. Factor 1.250 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 2,000.0 ksi _Full Length Uniform Loads Center DL 169.00#/ft LL 338.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' Summary I Beam Design OK Span=13.42ft, Beam Width=5.250in x Depth=11.875in,Ends are Pin-Pin Max Stress Ratio 0.306 : 1 -- Maximum Moment 11.4 k-ft Maximum Shear* 1.5 4.4 k Allowable 37.3 k-ft Allowable 22.6 k Max.Positive Moment 11.41 k-ft at 6.710 ft Shear: @ Left 3.40 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 3.40 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.126 in Max.M allow 37.27 @ Right 0.000 in Reactions... fb 1,110.01 psi fv 70.07 psi Left DL 1.13 k Max 3.40 k Fb 3,625.00 psi Fv 362.50 psi Right DL 1.13 k Max 3.40 k Deflections II Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.084 in -0.253 in Deflection 0.000 in 0.000 in ...Location 6.710 ft 6.710 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,913.3 637.75 Right Cantilever... Camber(using 1.5*D.L.Deft)... Deflection 0.000 in 0.000 in @ Center 0.126 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs II Bending Analysis Ck 19.049 Le 0.000 ft Sxx 123.389 in3 Area 62.344 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center 11.41 k-ft 37.78 in3 3,625.00 psi @ Left Support 0.00 k-ft 0.00 in3 3,625.00 psi @ Right Support 0.00 k-ft 0.00 in3 3,625,00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.37 k 4.37 k Area Required 12.050 in2 12.050 in2 Fv:Allowable 362.50 psi 362.50 psi • Bearing @ Supports Max.Left Reaction 3.40 k Bearing Length Req'd 0.997 in Max. Right Reaction 3.40 k Bearing Length Req'd 0.997 in Title: Job# ' ' Dsgnr: Date: 4:55PM, 9 OCT 08 Description: ffa structural engineers - cones Engineers Scope: Rev: 580004 User KW-0600732,Ver 5.8 0,1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software ftaming.ecw:Calculations Description 2nd Floor frmg Bldg3 - Bm3 General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined 1 Section Name 4x8 Center Span 11.30 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 7.250 in Right Cantilever 2.00ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No.2 Fb Base Allow 900.0 psi Load Dur. Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads II Center DL 40.00#/ft LL 65.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL 40.00#/ft LL 65.00 #Ift ISummary ' Beam Design OK Span=11.30ft,Right Cant=2.00ft,Beam Width=3.500in x Depth=7.25in,Ends are Pin-Pin Max Stress Ratio 0.476 : 1 - Maximum Moment 1.6 k-ft Maximum Shear* 1.5 0.8 k Allowable 3.4 k-ft Allowable 5.3 k Max.Positive Moment 1.64 k-ft at 5.570 ft Shear: @ Left 0.59 k Max.Negative Moment -0.08 k-ft at 11.300 ft @ Right 0.61 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support -0.21 k-ft @ Center 0.114 in Max.M allow 3.44 @ Right 0.059 in Reactions... fb 640.35 psi fv 32.55 psi Left DL 0.22 k Max 0.59 k Fb 1,345.50 psi Fv 207.00 psi Right DL 0.31 k Max 0.82 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.076 in -0.210 in Deflection 0.000 in 0.000 in ...Location 5.570 ft 5.623 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,776.7 644.50 Right Cantilever... Camber(using 1.5"D.L.Defl)... Deflection 0.039 in 0.113 in @ Center 0.114 in ...Length/Defl 1,224.0 424.7 @ Left 0.000 in @ Right 0.059 in Stress Calcs Bending Analysis Ck 31.887 Le 0.000 ft Sxx 30.661 in3 Area 25.375 in2 Cf 1.300 Rb 0.000 CI 0.000 Max Moment Sxx Read Allowable fb @ Center 1,64 k-ft 14.59 in3 1,345.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,345.50 psi @ Right Support 0.21 k-ft 1.87 in3 1,345.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.79 k 0.83 k Area Required 3.804 in2 3.990 in2 Fv:Allowable 207.00 psi 207.00 psi Bearing @ Supports Max. Left Reaction 0.59 k Bearing Length Req'd 0.268 in Max.Right Reaction 0.82 k Bearing Length Req'd 0.376 in • Title: Job# Dsgnr: Date: 5:03PM, 9 OCT 08 rfa structural engineers Description Consulting Engineers Scope: - Rev: 580004 User:KW-0600732,Ver5.8.0,1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software framing ecw Calculations Description 2nd Floor frmg Bldg3- Bm5 • [General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined Section Name 4x10 Center Span 14.35 ft Lu 0.00 ft 1 Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever 2.31 ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 900.0 psi Load Dur. Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 56.00#/ft LL 93.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL 56.00#/ft LL 93.00 #/ft Point Loads Dead Load 328.5 lbs lbs lbs lbs lbs lbs lbs Live Load 493.0 lbs lbs lbs lbs lbs lbs lbs ...distance 16.650 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft ISummary I Beam Design OK Span=14.35ft,Right Cant=2.31ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.657 ; 1 Maximum Moment 3.4 k-ft Maximum Shear* 1.5 1.7 k Allowable 5.2 k-ft Allowable 6.7 k Max.Positive Moment 3.40 k-ft at 6.776 ft Shear: @ Left 1.01 k Max.Negative Moment -0.90 k-ft at 14.350 ft @ Right 1.23 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support -2.29 k-ft @ Center 0.136 in Max.M allow 5.17 @ Right 0.030 in Reactions... fb 816.52 psi fv 51.87 psi .Left DL 0.34 k Max 1.01 k Fb 1,242.00 psi Fv 207.00 psi Right DL 0.92 k Max 2.39 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.091 in -0.331 in Deflection 0.000 in 0.000 in ...Location 6.644 ft 7.042 ft . ...Length/Defl 0.0 0.0 ...Length/Defl 1,895.5 520.89 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.020 in 0.139 in @ Center 0.136 in ...Length/Defl 2,779.3 398.3 @ Left 0.000 in @ Right 0.030 in Title: Job# Dsgnr: Date: 5:03PM, 9 OCT 08 rfa structural engineers Description �r" :,g_ 4 Engineers Scope Rev. 580004 User KW-0600732,Ver5.8.0,I-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software framing.ecw:Calculations Description 2nd Floor frmg Bldg3- Bm5 tress Calcs - Bending Analysis Ck 31.887 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center 3.40 k-ft 32.81 in3 1,242.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,242.00 psi @ Right Support 2.29 k-ft 22.10 in3 1,242.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.35 k 1.68 k Area Required 6.501 in2 8.113 in2 Fv:Allowable 207.00 psi 207.00 psi Bearing @ Supports Max. Left Reaction 1.01 k Bearing Length Req'd 0.460 in Max.Right Reaction 2.39 k Bearing Length Req'd 1.094 in [Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 0.91 k 0.0000 in @ Right Cant. Location= 0.00 ft 0.00 k-ft 0.91 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in • Conterminous 48 States _ 2003 NEHRP Seismic Design Provisions Zip Code = 97223 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Data are based on a 0.05 deg grid spacing Period Centroid Sa (sec) (g) 0.2 0.944 (Ss) 1.0 0.340 (S1) Period Maximum Sa (sec) (g) 0.2 0.971 (Ss) 1.0 0.347 (51) Period Minimum Sa (sec) (g) 0.2 0.907 (Ss) 1 .0 0.334 (51) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 97223 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D Period Centroid Sa (sec) (g) 0.2 1.060 (SMs, Fa = 1.122) 1 .0 0.584 (SM1, Fv = 1.721) Period Maximum Sa (sec) (g) 0.2 1 .079 (SMs, Fa = 1 .112) 1.0 0.592 (SM1, Fv = 1 .707) Period Minimum Sa (sec) (g) 1.0 0.579 (SM 1 , Fv = 1 .731) • Conterminous 48 States • 2003 NEHRP Seismic Design Provisions Zip Code = 97223 _ Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D Period Centroid Sa (sec) (g) 0.2 0.706 (SDs) 1.0 0.390 (SD1) Period Maximum Sa (sec) (g) 0.2 0.720 (SDs) 1.0 0.394 (SD1) Period Minimum Sa (sec) (g) 0.2 0.688 (SDs) 1.0 0.386 (SD1) RFA Structural Engineers PROJECT NO: 080394-01 Sheet No: PROJECT : Longstaff Condos Date: 10/10/08 Subject: ASCE 7-05 Equivalent Lateral Force Analysis per Sections 11-18 Printed: 7:18AM Loading in accordance with the 2006 IBC By: JDJ . - STRUCTURAL SYSTEM(Tbl 12.2-1 -ASCE 7): BASIC SEISMIC FORCE RESISTING SYSTEM(Tbl 12.2-1 -ASCE 7 (pg 120)): 1. Bearing Wall System t Light-framed walls sheathed with wood structural panels rated for shear resistance or steel sheets R = Resp. Modification Coeff(DUCTILITY): 6.50 <Input ! � r i,-. ill* .,..) ,l, , , kii (x! 1 4p t I�: � Eicil. .-E3--6 0 1 i I , , ! �i ♦ i ! ! 3 1 ? 1 . _ i i I '::: X (41.4 5. _ .APO 1 154 q 1:f l ." i 3 I 1 or I ! • (_ { , f 1 71191* 1 1 1 I 1 t 11 j ? f s 11141- ?•i- 1 1 --1-TT: 1 I i i I —1-----t-.___.. I �............__; 1).0.117...._...... _.- ! i ; i i- i i ! { + -r. 1 . --I-- 1 1111` v , kl--1.4, i 6)4 -.- __ --r- -, 1 w 4 1 ,.► ., i iii r . 1 1 K f i 1 �k A !-- £, f■ _ 'f 4 at ► Et 745 41= 735- O : /'i _ i i_ , ! it i ' r c I i 1 1 : : ! i - .. -ifir f‘,..41-11; 412. ' 1 -4 44_01. 4: J_ i ... 1 1 ! i 1 L , ? ! ! I i 1 I j , 4( 1 0 b a vPRAZ ��o S tsp./ ` i_ . 6 � PIe - BL , . SUBJECT RFA NO. . rfa STRUCTURAL PROJECT DATE .ENGINEERS JIST CLIENT DESIGN SHEET NO. st 1 I , . ft- 1 -1----.4- I I,- I/ 1- ........_ ._. 11111111' II " MUM v 1-, • *4,, I , or ............. . ............_ aninIMU ___.._......_ IP I 0.4 1111111111111111! MINN 1 1 1 ..._-.._ 4/, 1 i 1 1 ; - - - . 1 I 1 1 , ' 4 n----1 t -I —. 1 iir !--- : i i- 1 .. , - : 4.. 1--- .,_ 1 , ...... _.•,..... , .,... ...... , , ....„ I I- 1 •„ , . 1 -1 , --t,-- -1, --i-- , , • *,•_4•••••••••____--4--- _I_ I. ,I - 1 41 1 1 .1 ' ; 1 I 1 1 I 1 I ,--- —4.— —r— —I— 1 ± I 1 1 1----1 I 1. I I r 1 I t --i- i i 1 i I 1 i 1 i ' ■__ -...... .. ,_ . I I- t_.! 1 1 1 . t- 1 _ , •.., , ! . , 1 1 1 1 1• .. 1 1 1 1 ri 1 1 I -L . ... ITC-I I• 1 1 1 1 1 I rfa SUBJECT RFA NO. STRUCTURAL PROJECT DATE ENGINEERS CLIENT DESIGN SHEET NO. j . - PLY • Shearwalls .- • • Vwall = Sum of Forces /Wall Length Wall Sum of Shearwall Length Line Force Forces Vwall Mark Line Level (ft) (k) (k) (plf) (plf) • I t35 v_xii`Afa.15i/on.„=-0?/-7.) g's ? a 78- 1 rips 4. x9' a7 98 78 /3 y b 56, /I pst x {r$x 5. 115 5 his 97 to arfrityz q, 7 it 3 a 36 c?+ -7) 4 .71) 7 3 ► 3 ) _ 9 . a3 13q " 110) ,2,41f64- Uc4#741417-049,33, 56 to, _ A- '/d / 1 '/' 7 Aorf, /D 7 /44/ . k/15 1.„)-zi6,5. {, /5 3 //( c,{ 'ktl'e 4,4,= 3 , ifs' F4 _ 74/ 4 C 3 � 0?R33 . a33 54 C 15 / / 'fr � P 3 Project: Date: ' Project Number: By: 1 Holdowns // PLEK T= C==Vwall* Ht 1r OP 4- Bead load is the residting dead load due to wall and roof or floor load. Roof load is reduced when wind control due to uplift effects from wind. (e _lead load reduction factor= Or G (0.6 for seismic, and 0.67 for wind) Fhd =T-(Dead Load Reduction Factor*Dead Load) Wall Wall - Sum of Length Ht Vwall T= C Dead Load Fhd Fhd ' Line Level (ft) (ft) (plf) (k) (k) (k) (k) Holdown / 7¢ 5 8 7F 0.6c) 4- goto, oh s0=0.334/0) q 001d 'W4 I 5 8' ® /,07 cfmi#...7frnyediv A _ 047 a, 411 D. 44/ iv/4 • r 17/4/ r 406 /,J) v /OJ/1 n'z► /4F 414-- 3 t 5 =T' ? 8' 0,0 6/ 36 7 O,f y - 3 1 6 i 3,1 1,o) 0, 9v Qrhq 00( 3 f 56 ©.'L f oxo,i x 3/roie Q.39 Q./G a /6 v4 1 3 /o7 agg of40)601 a k Ale O,5o a34 ,5e) B )6 'boxof k / / = /, 7; /1/ B I /o ' 21/ p 1)o>tbs sJmag= A1/ c 36 0, 43 o, a 9 0./b0, 1 NA4 C j ' 2 ; .2oz 6,s0 1/ 77 47 `/ 10)10 .4 • Project: Date: Project Number: ▪ By: 1 f + r ,, . ?ITT _--_`'.. N - - .... 1 , ■ •. mu 0 F24/1273.111 FAPHIA.ri i --4 1 1 1 7 1 ' I. , il__.... 7 . , A al L 1 1 1 'r', 1 • /!1 S-11) 4 i...._.._.._..._._I_...._.: __ _ , _._ .__........____ _..._....._.._._._ ._.__. _.._._. .__.._ _. I ' t - =._,'...11eifssE 4. � r' r M N I i . I I 4 all • t -gi , fr. i• i kr .- Q / 1144 , ,,,ti 1 1 __ _._._ ___..._.__... 4..0. 4 t :k 1 �• ! ..-_!J_°_ r ..6,30,1*_. {F.• - 11 1 1 11--.. . 4 Ill i '.1-. ,...1 ' - Pi ... . i -1- .[ __ ... _ UN _. ■ ._ -.-- .— — 11.— —. .—. 0.7k- ' i ,a0) 1 ......_ ____ ._ . _.._ _.._-._ .1.....__4 1 , 1 1 i [1.- 1 a _ 1 _4 i I 1 1 1 I I ( 1 , rflaiu_iLbituo 3 S CT RFA NO. 14 -1 -a$ STRUCTURAL'' PROJECT DATE ENGINEERS CLIENT DESIGN SHEET NO. P Ibc Shearwalls r • Vwall = Sum of Forces / Wall Length Wall Sum of -Shearwall Length Line Force Forces Vwall Mark Line Level (ft) (k) (k) (plf) (pif) I !G3p fxIi'F ,� ) tx ( l3t c=` • 4115091 .12,31i1421'xa- t 3y 51c O 1 --. 02,06 6 /g f �5 11,cI ps x 0•6i -/,. It 35 6 90 Ai x 1Q.5/ i. . 2'i9 G a L 0) ; 1, 3? 1/ 3 7 ; ; �,L` # 17' / 6 r 3 c , 34 I/1) 6 Project: Date: Project Number: By: Holdowns ; T=C==Vwall* Ht "f i Peed load is the residting dead load due to wall and roof or floor load. Roof load is reduced when wind control due to uplift effects from wind. _LZead load reduction factor= (r`� �f' ! (0.6 for seismic, and 0.67 for wind) Fhc!=T-(Dead Load Reduction Factor*Dead Load) • Wall Wall Sum of Length Ht Vwall T= C Dead Load Fhd Fhd Line Level (ft) (ft) (plf) (k) L (k) (k) /, (k) / Holdown 1 /3.1 1,d ) Ilya.6-1( 91441)% {1.73 O,4 (/t L'�/a 4//4 J _ 1314 .$zi 4h =A 7.5 an /, Y map) o..5 / 1exe.6 7x.3/ % a3;1 I 1, t 1: 7:7;'? l� 11 3 awitolk7x 74 = 1..3! cfOg' /077 /buy:. 4 9 3 R .c5 g ka, ! 3/ 0,3 ale et le) AYA f 1 it) ' 4I50. /' /U4 - _ , 3 8. c)- 0,50 C , 3 O.1gr D, 17 N4 c) F' /676 1,33 ko•ox.3, 1= e, 5 Of ? ) , 9$ HOOD la I , 11 o a,F ox0147 K4410= x,4)5 ,-f "IA • Project: - - - - - Date: Project Number: By: 1 r f r 4 t• i i *4 • Q) s r r ::. ,..., 1 ,- i___E ' , , Lik., c.,„ ci, l rN GIRDER TRUSS,,7 r.... ,(2) 2xa ` ; Q O I A 2 2x8 C..----Ak T 1' T - �TRU '14" oc •I N J• i ■ 8 PSL 3) ,(9) GIRDER TRUSS PSL 3hx9h 0 1 (2) 2x8 (2) 2x81 1 .. j 1 4